Oregon Air National Guard
173rd Fighter Wing
Kingsley Field, Klamath Falls, Oregon
Construct Corrosion Control
Hangar
Project Number: KJAQ119006
Contract Number: W9133L-16-D-0007
Type B3 Final Design Submittal
November 8, 2018
Basis of Design Part II
Project Narrative
Prepared by
Project No.: 3142200-121252.01
Construct Corrosion Control Hangar, Kingsley Field
Basis of Design Part II – Design Intent
TABLE OF CONTENTS
Project Number: KJAQ119006
Contract Number: W9133L-16-D-0007
Page
Attachment 11 – Type B3 Prefinal Design Submittal Checklist ....................................................................iii
Attachment 13 – Type B3 Cost Estimate Executive Summary ................................................................... 43
2.1
NARRATIVES ................................................................................................................................... 5
2.1.1
CIVIL DESIGN NARRATIVE ......................................................................................................... 5
2.1.2
STRUCTURAL DESIGN NARRATIVE ......................................................................................... 9
2.1.3
ARCHITECTURAL DESIGN NARRATIVE ................................................................................. 11
2.1.4
MECHANICAL DESIGN NARRATIVE ........................................................................................ 12
2.1.5
PLUMBING DESIGN NARRATIVE ............................................................................................. 18
2.1.6
FIRE PROTECTION DESIGN NARRATIVE ............................................................................... 21
2.1.7
ELECTRICAL DESIGN NARRATIVE.......................................................................................... 28
2.1.8
TELECOMMUNICATIONS DESIGN NARRATIVE ..................................................................... 29
2.1.9
SUSTAINABLE DESIGN NARRATIVE ....................................................................................... 32
2.1.10
AT/FP SUMMARY ................................................................................................................... 32
2.1.11
AT/FP CHECKLIST ................................................................................................................. 35
2.1.12
SUMMARY OF APPLICABLE PERMITS ................................................................................ 41
2.2
COST ESTIMATE ........................................................................................................................... 43
2.3
ANG SUSTAINABILITY SCORE SHEET ...................................................................................... 71
2.4
TYPE B-2 REVIEW COMMENTS AND DISPOSITION.................................................................. 77
2.5
PROJECT DESIGN SCHEDULE.................................................................................................... 89
APPENDICES
Appendix A – Pavement Design
Appendix B – Permit 1200-C
Appendix C – Permit 7460
Appendix D – Geotechnical Report
Appendix E – Structural Calculations
Appendix F – Mechanical Calculations
Appendix G – HEF and Water Supply Calculations
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November 8, 2018
Type B3 Submittal
Construct Corrosion Control Hangar, Kingsley Field
Basis of Design Part II – Design Intent
Project Number: KJAQ119006
Contract Number: W9133L-16-D-0007
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Construct Corrosion Control Hangar, Kingsley Field
Basis of Design Part II – Project Narrative
Project Number: KJAQ119006
Contract Number: W9133L-16-D-0007
ANG Design Objectives and Procedures (Tab C) 16 APR 10
Attachment 11
TYPE B-3 – FINAL DESIGN SUBMITTAL CHECKLIST
BASE KINGSLEY FIELD, KLAMATH FALLS
STATE OR
DATE NOV. 8, 2018
PROJECT NUMBER KJAQ119006
TITLE CONSTRUCT CORROSION CONTROL HANGAR
X
CORRECTED FINAL DRAWINGS FOR ALL DISCIPLINES
X
FINAL SPECIFICATIONS INCLUDING DIVISION I – GENERAL PROVISIONS,
INCLUDING SUMMARY OF WORK, BID STRUCTURING, AND CONSTRUCTION
PHASING PLAN (If required for this project.)
X
CORRECTED FINAL DETAILED CONSTRUCTION COST ESTIMATE
INCLUDING ABI's or BID OPTIONS
X
FINAL ANG SUSTAINABLE DESIGN AND ENERGY CONSERVATION
SCORE SHEET AND NARRATIVE
X
UPDATED BASIS OF DESIGN, PARTS I AND II
X
PREVIOUS REVIEW COMMENTS WITH A-E DISPOSITION
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November 8, 2018
Type B3 Submittal
Construct Corrosion Control Hangar, Kingsley Field
Basis of Design Part II – Design Intent
Project Number: KJAQ119006
Contract Number: W9133L-16-D-0007
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Mead & Hunt, Inc.
Construct Corrosion Control Hangar, Kingsley Field
Basis of Design Part II – Design Intent
2.1
Project Number: KJAQ119006
Contract Number: W9133L-16-D-0007
NARRATIVES
2.1.1 CIVIL DESIGN NARRATIVE
Introduction
The civil design narrative described below serves to document the civil site considerations for the project.
Codes and Standards
The following Unified Facilities Criteria (UFC) have been considered for this project:
 UFC 1-200-01 DoD Building Code
 UFC 3-201-01 Civil Engineering
 UFC 3-210-10 Low Impact Development
 UFC 3-230-01 Water Storage, Distribution, and Transmission
 UFC 3-240-01 Wastewater Collection
 UFC 3-250-01 Pavement Design for Roads and Parking Areas
 UFC 3-250-08FA Standard Practice for Sealing Joints and Cracks in Rigid and Flexible Pavement
 UFC 3-260-01 Airfield and Heliport Planning and Design
 UFC 3-260-02 Pavement Design for Airfields
 UFC 3-535-01 Visual Air Navigation Facilities
 UFC 4-211-01 Aircraft Maintenance Hangars
 ANGETL 15-01-07: Airfield and Vehicle Pavement Design Guidance
 FAA Advisory Circular 150/5300-13A (For Compass Calibration Pad)
Facility Location and Design Criteria
The site location, as defined in the 173rd Fighter Wing Installation Development Plan (IDP), June 2015, is
on the east side of Taxiway D, south of Building 500. Airside access will be via an apron connecting the
building to Taxiway D.
Several site constraints are described in detail below. The constraints are Taxilane Clearance Distance,
Magnetic Compass Pad Offset Requirements, and Civilian and Military Height Restrictions.
Taxilane Clearance Distance
Taxiway D has been officially closed to civilian aircraft. Since the taxiway has been closed to civilian aircraft
and the taxiway is along the edge of the apron, Taxiway D should be considered a primary peripheral
taxilane. The minimum setback requirements for taxilanes are defined in Table 6.1 in UFC 3-260-01. The
table defines the allowable clearance from apron boundary marking to fixed or mobile obstacles as ½ times
the most demanding aircraft wingspan and adding 30 feet wingtip clearance for a primary peripheral
taxilane. For the proposed site, the face of the building is located 195 feet from the taxilane centerline, this
meeting all setback requirements for potential aircraft that could use the facility. Table 2.1.1.1 below
provides a summary of taxilane clearance distances for typical military aircraft.
Table 2.1.1.1 Taxilane Clearance Distance
Critical
Aircraft
Wingspan
Half
Wingspan
Wingtip
Clearance
Required Setback from
Centerline (rounded)
C-17
169.83’
84.92’
30’
115’
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November 8, 2018
Type B3 Submittal
Construct Corrosion Control Hangar, Kingsley Field
Basis of Design Part II – Design Intent
Project Number: KJAQ119006
Contract Number: W9133L-16-D-0007
Table 2.1.1.1 Taxilane Clearance Distance
Critical
Aircraft
Wingspan
Half
Wingspan
Wingtip
Clearance
Required Setback from
Centerline (rounded)
KC-10
165.38’
82.69’
30’
113’
KC-135R
130.83’
65.42’
30’
96’
F-15C
42.81’
21.41’
30’
52’
Magnetic Compass Pad Offset Requirements
Magnetic compass pads are magnetically neutral areas used for aircraft to park to calibrate their
compasses. The magnetic compass pad at Kingsley Air National Guard base is located in the infield
adjacent to Taxilane D.
UFC 3-260-01 allows for the use of Federal Aviation Administration (FAA) Advisory Circular (AC) 150/530013A, Appendix 4 in planning for magnetic compass pads. The AC states that the center of the pad should
be “…at least 300 feet from buildings, aircraft arresting gear, fuel lines, electrical or communication cable
conduits when they contain magnetic materials and from other aircraft.” Furthermore, the center of the pad
should be “…at least 600 feet from magnetic objects such as large parking lots, busy roads, railroad tracks,
high voltage electrical transmission lines or cables carrying direct current…”.
In the proposed site location, the building is located 462 feet from the center of the compass calibration
pad, placing the new building well outside the 300’ offset requirement for buildings.
Civilian and Military Height Restrictions
The proposed building is located on a public-use airport, therefore, a notice of proposed construction or
alteration (Form 7460-1) is required to be submitted to the Federal Aviation Administration (FAA) for review.
The building will be required to meet Part 77, Objects Affecting Navigable Airspace requirements. A
completed Form 7460-1 was included with B1 submittal for review.
Site Circulation and Parking
A single 12-foot wide drive aisle circulates the building to allow for drive-up/drop-off delivery to the access
doors surrounding the building and aircraft tug access to the rear of the building. The proposed building is
completely on the secure airfield; therefore, no employee parking is allocated for the building.
Grading and Drainage
A geotechnical subsurface investigation was completed June 12 and 13 and the final geotechnical report
is dated August 16, 2017. Field investigations show a layer of silty sand to a depth of 4 to 5 feet below
ground surface, underlaid by a 3- to 6-foot-deep layer of silty clay, over poorly graded sand. The
geotechnical report, included as Appendix D, provides recommendations for site preparation during
construction.
The hangar access apron is designed in accordance with Table 6-5, Hangar Access Apron. The apron is
graded at 1.0% percent away from the building for the first 50 feet to meet the proposed grade on Taxiway
D. A 25-foot wide unpaved shoulder, graded between 2.0 – 4.0 percent, is provided off the edge of hangar
access apron pavement. Implementation of EISA Section 438 is required to maintain or restore, to the
maximum extent technically feasible, the predevelopment hydrology of the property with regard to the
temperature, rate, volume, and duration of flow. To address these requirements, Low Impact Development
November 8, 2018
Type B3 Submittal
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Mead & Hunt, Inc.
Construct Corrosion Control Hangar, Kingsley Field
Basis of Design Part II – Project Narrative
Project Number: KJAQ119006
Contract Number: W9133L-16-D-0007
(LID) best management practices are to be implemented. LID features may include infiltration, increasing
the length and time of flow over pervious areas, and disconnecting impervious areas that drain to
stormwater collection systems. LID standards favor engineered natural treatment features as these options
are typically the least costly and easiest to accomplish if site availability, soils and groundwater table are
conducive.
As this facility is located on the airfield, the LID practices need to be compatible with the airfield setting,
specifically regarding airfield safety and elimination of wildlife attractants. Further, the soils at Kingsley Field
have significantly limited infiltration capacity. To promote LID practices, impervious surfaces will be
disconnected from direct connection to the underground storm sewer system to the maximum extent
feasible. Runoff will sheet flow off impervious surfaces to grass areas to slow runoff velocities and trap
sediment and other pollutants to the maximum extent practical before discharging to the underground storm
sewer system. Based on recommendations contained within the geotechnical report, discharge from roof
downspouts is to be collected, conveyed and discharged away from all structures and into storm drains.
Therefore, all downspouts are directly connected to the underground storm sewer system in accordance
with the geotechnical recommendations.
An existing storm drain line and inlet structure are within the limits of the proposed site. The storm drain
and structure will be relocated outside of the project area and proposed improvements will tie into the
existing storm drain system flowing south to exit the airfield.
Environmental
The federally endangered species, Applegate’s Milkvetch, is prevalent on the airfield. A categorical
exclusion (CATEX) form was submitted by CE.
The National Pollution Discharge Elimination System (NPDES) 1200-C general permit applies to
construction activities including clearing, grading, excavation, materials and equipment staging and
stockpiling that will disturb one or more acres of land. A draft 1200-C permit is included with this submittal.
The permit should be submitted to the Oregon Department of Environmental Quality (DEQ). After the
bidding process when construction contractor is known, the 1200-C permit should be updated and
transferred to the construction contractor.
Utilities
Utilities available in the area immediately surrounding the proposed hangar are electrical service,
communication ductbank, gas, and 6-inch domestic water. Sanitary sewer and water service sufficient for
fire flow is located on the west side of the main ramp.
Water
The water distribution system for this project is designed in to provide a looping system capable of delivering
water with sufficient flow and pressure to support both domestic and fire protection water service. The 6
inch domestic water service currently serving adjacent Building 500 will not meet the flow and pressure
needs for the proposed Corrosion Control Facility. . Domestic and fire protection water service connection
points were identified to be incorporated with the Main Ramp Reconstruction project. UFC 3-230-01
requires minimum cover of 2.5 feet greater than frost penetration. The frost depth in the Klamath Basin is
30 inches (2.5 feet). This results in five feet of cover over the water distribution pipes for this project.
Connection points for the12-inch fire protection water line loop will be the 12-inch water line East of Taxiway
D, which is incorporated as part of the Main Ramp Reconstruction project. A 6-inch service line will serve
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November 8, 2018
Type B3 Submittal
Construct Corrosion Control Hangar, Kingsley Field
Basis of Design Part II – Design Intent
Project Number: KJAQ119006
Contract Number: W9133L-16-D-0007
the building 500 domestic water system and corrosion control facility, which will tap in to the 12” waterline
constructed as part of the Main Ramp Reconstruction project. As required by UFC 4-211-01 Aircraft
Maintenance Hangars, fire hydrants are located at each corner of the building and within 10 feet of the
building corners.
Sanitary
The proposed facility will generate both domestic and industrial wastewater. Industrial wastewater will be
treated in an oil-water separator prior to discharging into the sanitary system. Sanitary waste from the
building will be piped into a wet well with prepacked submersible grinder pump. The manhole pump is
located on the northwest side of the building to allow for flexibility to connect the sanitary system from
Building 500. The sanitary system will discharge from the grinder pump through a 2 inch force main routed
towards a 2 inch sanitary sewer line constructed as part of the Main Ramp Reconstruction project.
Electrical
Primary electrical service to the building will be in PVC conduit from vault #227480 to a transformer and
switchgear on the north side of the building, into secondary conduit into the building. Electrical service is
provided by Pacific Power.
Gas
Gas service to the building will be provided by Avista Utilities.
Communication
Communication is available on-site. An existing communication duct bank will be re-routed due to the
proposed building location. The new communication duct bank will be 4 way 4 inch and will connect to
existing communication manholes.
Pavements
Airfield
As required by UFC 3-260-02, Chapter 1, Paragraph 7, rigid pavements shall be used on hangar floors and
access aprons. The pavement connecting the hangar building to the access apron will consist of
unreinforced rigid pavement. Based on recommendations in the geotechnical report, the section was
designed with a modulus of subgrade reaction (k value) of 50. UFC 3-260-02 classifies hangar access
aprons as light-load pavements, therefore, a traffic pattern of Air Force Light, Area C, is used for this design.
The resulting pavement design on the exterior access apron is 12” Portland Cement Concrete (PCC), 6”
drainage layer, and 4” separation layer on geotextile fabric. The resulting pavement design on the interior
hangar floor is a 8” Portland Cement Concrete (PCC – Steel Reinforced), 6” drainage layer, and 18”
separation layer on geotextile fabric. Results of the PCase analysis are included as Appendix A.
Landside
The site is surrounded by a drive-up/drop-off access aisle. This access aisle will be paved with bituminous
pavement. Sidewalks and building entryways will be paved with PCC.
Security
See also AT/FP section. Included as a bid option is an 8-foot galvanized security fence partially enclosing
the site. The fence encompasses the corrosion hangar and associated drive aisle on the south side of the
building, Taxiway G, Taxiway D, Building 500 fence line. The fence opening at the hangar access drive is
set to the Taxiway Clearance Line for F-15 aircraft. It is assumed that the security fencing will be completed
with an intrusion detection system in a separate project.
November 8, 2018
Type B3 Submittal
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Mead & Hunt, Inc.
Construct Corrosion Control Hangar, Kingsley Field
Basis of Design Part II – Project Narrative
Project Number: KJAQ119006
Contract Number: W9133L-16-D-0007
Bid Options
Bid Option 001
Perimeter Security Fencing, as Shown on Sheet C-021, 1,140 LF.
Bid Option 002
Construct Temporary Haul Road 1A as Shown on Sheet C-021, 1,140 LF, See Detail 1, Sheet C-021
Bid Option 003
Demolish and Restore Temporary Haul Road 1A, as Shown on Sheet C-021, 1,240 Linear Feet, Refer to
Detail 2, Sheet C-021.
Bid Option 004
Pavement Restoration, Allowance of $30,000.
Bid Option 005
Construct Temporary HMA Haul Road at Taxiway D as Shown on Sheet C-021, 100 LF Linear Feet,
Refer Detail 2, Sheet C-021.
2.1.2 STRUCTURAL DESIGN NARRATIVE
Introduction
Structural design of building and support of additional elements; both structural and mechanical will be in
compliance with all of the local and ANG code requirements and references. Materials used for construction
will comply with durability, AT/FP requirements, and structural strength needed.
Codes and Standards
 ANGI 32-1023
Criteria and Standards for Air National Guard Design and Construction
 ANGI 32-1084
Facility Requirements
 ANG ETL 10-03 ANG Design Objectives and Procedures (Tab C)
 ANG ETL 15-01 Air National Guard Design Policy
 NIST GCR 11-917-12 Standards of Seismic Safety for Existing Federally Owned and Leased
Buildings, ICSSC Recommended Practice 8 (RP8)
 UFC 1-200-01
General Building Requirements
 UFC 3-220-01
Geotechnical Engineering
 UFC 3-301-01
Structural Engineering
 UFC 3-310-04
Seismic Design of Buildings
 UFC 4-010-01
DoD Minimum Antiterrorism Standards for Buildings
 UFC 4-010-02
DoD Minimum Antiterrorism Standoff Distances for Buildings
 ASCE 7-10 Minimum Design Loads for Buildings and Other Structures
 ASCE 59-11 Blast Protection of Buildings
 AISC 360 Specifications for Structural Steel Buildings
 AISC 341 Seismic Provisions for Structural Steel Buildings
 AISI S100 North American Specification for the Design of Cold Formed Steel Structural members
 ACI 318 Building Code Requirements for Structural Concrete
 ACI 530 (MSJC) Building Code Requirements for Masonry Structures
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November 8, 2018
Type B3 Submittal
Construct Corrosion Control Hangar, Kingsley Field
Basis of Design Part II – Design Intent



Project Number: KJAQ119006
Contract Number: W9133L-16-D-0007
SDI Diaphragm Design Manual
International Building Code
Oregon Structural Specialty Code
Design Criteria, Design Loads and Assumptions
From UFC 3-301-01, Table 2-2, Risk Category II has been assumed.
 Wind Speed = 120 mph
 Topographic Factor = 1.0
 Wind Exposure C
 Ground Snow Load = 19 psf
 Roof Snow Load = 20 psf
 Minimum Roof Live Load = 20 psf
 Frost Penetration Depth = 30 inches
 Seismic Design Category D
 Mapped Spectral Response Accelerations
 SS = 0.874 g S1 = 0.347 g
 SDS = 0.670 g SD1 = 0.395 g
Framing Systems and Materials
The main hanger portion of the building will be a pre-engineered steel building system. The office and shop
spaces will have CMU masonry backup with a split-face masonry veneer and EIFS exterior walls, with a
steel framed roof. Interior walls will be CMU walls that provide bearing and shear for the roof and the
mechanical platform. A mechanical mezzanine will be located over the kitchen and bathroom area, the
walls supporting it will be masonry, with a floor system of concrete over metal deck. Additional concrete
pads will be provided under units as needed to reduce vibration and noise to the space below.
Lateral Load Resisting Systems
Lateral support for a pre-engineered steel building consists of moment frames in the transverse direction,
and braced bays in the longitudinal direction. The lateral diaphragm is provided by cross braced bays
creating a truss diaphragm at the brace locations. The lateral system for the office, shop and mezzanine
areas is provided by the masonry walls supporting it.
Foundation Systems
Foundations and slabs on grade have be designed to comply with the recommendations from the
geotechnical site investigation. The foundations will be concrete spread footing or strip footings bearing on
compacted fill. The top of foundations will be below the 30-inch frost depth around the perimeter of the
building. Foundation walls will extend from the tops of the footings to the underside of the slab, and support
the exterior masonry veneer. Interior footings shall extend a minimum of 18 inches below grade. Grade
beams tying the column spread footings together will be used at the metal building for the hangar bay. The
slab on grade in the hangar bay will be a minimum of 8 inches thick, remaining office and shop area to be
a minimum of 6 inches thick over prepared subgrade. The hangar slab on grade design includes PCASE
analysis.
Non-Structural Components
Additional support and framing for equipment and architectural components will be designed for vertical
and lateral forces caused by the weight of the attached element.
November 8, 2018
Type B3 Submittal
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Mead & Hunt, Inc.
Construct Corrosion Control Hangar, Kingsley Field
Basis of Design Part II – Project Narrative
Project Number: KJAQ119006
Contract Number: W9133L-16-D-0007
Structural Quality Control and Quality Assurance
All structural design and detailing will be reviewed by an experienced engineer within the firm not involved
with the design of the building. The review by an un-biased third party helps to eliminate errors and
omissions by the design team.
2.1.3 ARCHITECTURAL DESIGN NARRATIVE
Codes and Standards
 International Building Code, 2015
 UFC 1-200-01 General Building Requirements
 UFC 3-101-01 Architecture
 UFC 4-211-02 Aircraft Corrosion Control and Paint Facilities
 Architectural Barriers Act of 1968 (ABA)
The project is to design a new Corrosion Control Facility (CCF) for the Kingsley Air National Guard base in
Klamath Falls, Oregon, currently housing F-15 fighters. The building will contain one hangar bay, functional
spaces for Non-Destructive Inspection (NDI), Corrosion Control, and general support spaces.
The hangar bay will have spaces for corrosion control work that includes: depainting and repainting on
small areas of the plane, washing the aircraft, x-raying plane surfaces, inspecting and replacing some
structural elements and other tasks that fulfill the mission of the CCF. The hangar also includes an air lock
entry that also serves as a control space for in-hangar x-raying and a fire pump room to support the fire
suppression system in the hangar.
The NDI area will have spaces for the inspection of smaller pieces of the aircraft that includes: an x-ray
vault with the associated spaces of x-ray processing and viewing, a penetrant line and magnetic line
inspection space, an oil analysis room, an equipment room, and office.
The corrosion control area will include: a walk-in paint booth (supplied by Owner), with supporting areas to
mix and store paint and store hazardous material, a walk-in bead blast room (supplied by Owner), a space
to house existing small piece aluminum and steel material bead blasting booths. Both booth units will have
future mechanical support equipment on the exterior of the building as supplied to support the booths.
Means of roof penetration for supply and return ducts for the booth units, will be provided as well as can be
determined.
These spaces will be connected to a central support space that includes: An office for the Corrosion Control
Supervisor, Men’s and Women’s restrooms and locker rooms, a kitchen space, a personal protection
equipment changing room and storage of personal PPE, a laundry room for PPE, and a stencil preparation
room, and a multipurpose break and training room.
The construction material for the building is as follows: The hangar will be a pre-engineered steel building
with metal insulated panels. Exterior walls for the remaining portion of the building will be 8” concrete block
back-up with 4” split-faced veneer to 7’-4”, a precast concrete cap and stucco above. All interior walls will
be composed of metal studs with impact resistant gypsum board except for the walls supporting the
equipment space which will be 8” block. The roof for the entire complex will be a standing seam metal roof.
Mead & Hunt, Inc.
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November 8, 2018
Type B3 Submittal
Construct Corrosion Control Hangar, Kingsley Field
Basis of Design Part II – Design Intent
Project Number: KJAQ119006
Contract Number: W9133L-16-D-0007
The building will be oriented so the hangar bay opens to the west facing the existing taxiway, with the
spaces the will serve the building will be to the north side of the hangar.
Furnishings and appliances will be furnished by the Owner. All counter tops and cabinetry will be provided
for in the contract.
The north wall of the hangar will be lead lined to allow for X-rays to be done of the aircraft without impacting
the work in the other portions of the building. A Bid Option will be offered for the remaining walls to be lead
lined.
Bid Option
Bid Option 006
Add Lead Lining to the West, South and East Walls of Hangar 123. Add Lead Lining to Hangar Doors.
Add Lead Curtains and Support System at Door 123B. Include all Accessory Items to Complete X-Ray
Shielding at These Walls. See Sheet A-002 for Extent of Work, and Sheet A-142 for Details.
2.1.4 MECHANICAL DESIGN NARRATIVE
Applicable Codes, Guidelines, Criteria
 Uniform Facilities Criteria
o UFC 1-200-01 DoD Building Code (General Building Requirements), 6-20-16
o UFC 1-200-02 High Performance and Sustainable Building Requirements, 12-1-16
o UFC 3-310-04 Seismic Design of Buildings with Change 1; 6-1-13
o UFC 3-401-01 Mechanical Engineering with Change 1; 7-1-13
o UFC 3-410-01 Heating, Ventilating, and Air Conditioning Systems, with Change 3; 7-1-13
o UFC 3-410-04N Industrial Ventilation, 10-25-04
o UFC 4-010-01 DoD Minimum Antiterrorism Standards for Buildings, with Change 1; 2-9-12
o UFC 4-211-02 Aircraft Corrosion Control and Paint Facilities, 12-1-12
 Air National Guard Engineering Technical Letters
o ETL 15-01
Air National Guard Design Policy; 1 May 2015
 American Society of Heating, Refrigeration, and Air Conditioning Engineers
o ASHRAE 55-2010 – Thermal Environmental Conditions for Human Occupancy
o ASHRAE 62.1-2010 – Ventilation for Acceptable Indoor Air Quality
o ASHRAE 90.1-2013 – Energy Standard for Buildings Except Low-Rise Residential Buildings
 International Code Council
o 2015 International Mechanical Code
 National Fire Protection Association
o NFPA 33 – Standard for Spray Application Using Flammable or Combustible Materials, 2016
Edition
o NFPA 54 – National Fuel Gas Code, 2015 Edition
o NFPA 90A – Standard for the Installation of Air Conditioning and Ventilating Systems, 2015 Edition
 Occupational Safety and Health Administration
o OSHA 29 CFR 1910.94 – Ventilation
o OSHA 29 CFR 1910.106 – Flammable and Combustible Liquids
o OSHA 29 CFR 1910.107 – Spray Finishing using Flammable and Combustible Materials
November 8, 2018
Type B3 Submittal
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Mead & Hunt, Inc.
Construct Corrosion Control Hangar, Kingsley Field
Basis of Design Part II – Project Narrative
Project Number: KJAQ119006
Contract Number: W9133L-16-D-0007
Design Conditions
 Project Location:
Klamath Falls, OR
 Elevation:
4091 feet above mean sea level
 Outdoor air conditions:
o Summer: 88º F DB / 62ºF WB (ASHRAE 1%)
o Winter:
6ºF DB (ASHRAE 99.6%)
 Indoor Design Conditions:
Area
Design Temperature set point
Offices, stencil room, PPE,
68ºF Heating
breakroom, toilet/shower/locker
76ºF Cooling
Vestibule
65ºF Heating
No Cooling
Hangar Bay
55ºF Heating - no humidity control
No Cooling, ventilate only
Hangar Bay (during paint operations)
75ºF Heating (per UFC 4-211-02) - no humidity control
(HVAC system to be provided in future) 85ºF Cooling (per UFC 4-211-02) – RH less than 65%

Shop Spaces & Equipment Storage
68ºF Heating
78ºF Cooling
Solvent & Chemical Storage
68ºF Heating
78ºF Cooling
Mechanical Room
60ºF Heating
No Cooling, ventilate only
Electrical Room
60ºF Heating
78ºF Cooling
Fire Protection Room
60ºF Heating
78ºF Cooling
Communication Rooms
68ºF Heating
72ºF Cooling
Redundancy Requirements:
None
Occupancy:
The number of occupants in each space will be based on the actual occupant density listed in the
facility program. The typical occupancy heat rejection will be as follows:
Office:
Sensible
=
250 Btuh/person
Latent
=
200 Btuh/person
Mead & Hunt, Inc.
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November 8, 2018
Type B3 Submittal
Construct Corrosion Control Hangar, Kingsley Field
Basis of Design Part II – Design Intent
Shop:
Sensible
Latent
=
=
Project Number: KJAQ119006
Contract Number: W9133L-16-D-0007
275 Btuh/person
275 Btuh/person
Systems will be designed such that similar occupancy schedules are on the same system.

Pressure Relationships:
Area
Offices
Toilets, janitor closets, lockers
Hangar bay
Storage and shop spaces
Solvent & chemical storage
Paint spray & bead blast areas
Relationship to Adjacent
Neutral to each other; positive to hangar & shops
Negative
Negative
Positive to hangar
Negative
Negative to all adjacent areas
Outdoor Air Ventilation Rates
Building ventilation will comply with ASHRAE standard 62.1-2010 and the 2015 International Mechanical
Code.
Exhaust Air Ventilation Rates
Toilet rooms, shower areas, locker rooms, and utility rooms will be exhausted to meet the higher rate of
either ASHRAE standard 62.1-2010 or the 2015 International Mechanical Code.
The mechanical room will be provided with a temperature-actuated exhaust fan and intake louver with a
motor-actuated damper to exhaust the room if the space temperature reaches or exceeds 80ºF. Heating
will be provided to maintain a minimum space temperature of 60ºF for freeze protection.
The hangar area will be exhausted at a minimum rate of 0.5 cfm/sq ft as required by the UFC’s. Additional
exhaust will be provided in the future, as required for paint operations. Heated and filtered makeup air will
be provided.
Solvent and chemical storage spaces will be exhausted continuously in accordance with applicable codes,
NFPA 33, and industrial ventilation guidelines.
Shop spaces and other specific functions (painting, bead blasting, welding, etc.) will be exhausted per
industrial ventilation guidelines as required.
HVAC System Descriptions
HVAC/Mechanical Systems Considered for This Project
The new mechanical system designed in accordance with the above-referenced documents to provide
comfort, control flexibility, and efficiency of the renovated building.
Heat Generation
The heating media will be 150ºF degree hot water. OA reset will allow the temperature to be reset down to
120ºF degrees.
November 8, 2018
Type B3 Submittal
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Mead & Hunt, Inc.
Construct Corrosion Control Hangar, Kingsley Field
Basis of Design Part II – Project Narrative
Project Number: KJAQ119006
Contract Number: W9133L-16-D-0007
The hot water source will be two new gas-fired, high-efficiency condensing boilers. Boilers will be sized
such that when the largest boiler is off line, the remaining boiler(s) will be capable of carrying not less than
65 percent of the maximum winter design load per UFC 3-410-01.
Heating Distribution
The hot water distribution system will be a constant flow primary and variable secondary system.
The piping material over 2” will be welded steel. Piping 2” and under will be threaded steel or Type L copper
with unions provided at hot water coils. All piping will be insulated.
The boilers will each be equipped with an inline injection pump.
The hot water piping system will be equipped with two secondary pumps each with a variable speed drive
(VFD). The secondary pumps will each be sized for 100% of the heating load so that the building load can
be met in the event of a pump failure.
The heating hot water system will serve heating coils and terminal heating devices such as unit heaters,
cabinet unit heaters, convectors, etc.
The heating hot water system will be a variable volume system utilizing modulating 2-way control valves at
each terminal heating device. A 3-way valve will be provided at one coil to provide minimum system flow.
Each secondary pump will be provided with a variable frequency drive.
A differential pressure transmitter between the supply and return mains will be utilized to vary the speed of
the secondary pump, via variable frequency drives, to maintain a constant pressure differential between
the piping mains.
Heating Design Criteria
Heating and reheat water piping will be sized as follows:
 Maximum pressure drop of 4 ft. of water/100 ft. of piping for piping 6" and smaller.
 Coils will be sized for water temperature drop of approximately 30°F.
The heating hot water system will also include the following components:
 Chemical pot feeder.
 Air separator.
 Bladder type expansion tank.
 Glycol fill tank and pump.
 Piping specialties.
Cooling Generation
The cooling media will be refrigerant through air-cooled condensing units.
Hangar Heating/Cooling
The hangar will be heated via gas-fired infra-red tube-type radiant heaters.
Mead & Hunt, Inc.
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November 8, 2018
Type B3 Submittal
Construct Corrosion Control Hangar, Kingsley Field
Basis of Design Part II – Design Intent
Project Number: KJAQ119006
Contract Number: W9133L-16-D-0007
Make-up air for the required ventilation during non-paint operations in the hangar will be provided by a
100% outdoor make-up air unit with a hot water coil and filters. A single make-up air unit will provide 3,000
cfm.
As directed by the ORANG, air handling equipment for ventilation of painting operations in the hangar bay
will not be provided under this project.
The hangar heating system will be locked out whenever the hangar doors are not closed and the outdoor
temperature is 40ºF or higher per ETL-15-01.
Several high velocity destratification fans (similar to Air Pear fans) will be located in the hangar area to
provide additional air movement and help eliminate stratification of warm air during the winter periods only
when paint operations are suspended.
Air Handling System (Admin/NDI Shop)
The air handling system recommended for this project is a single duct variable volume with hot water reheat.
The air handling system will be provided with MERV 13 filters, hot water heating coil, DX cooling coil, and
supply fan. Air handling units will be packaged modular style similar to those manufactured by Carrier,
Trane, York, or Daikin. AHUs will have dual wall construction.
The air handling systems will be provided with air side economizers where required.
A heat recovery wheel will be provided to recover the heat from the toilet and locker exhaust air to temper
incoming air.
Air Handling System (Paint Booth/Bead Blast Areas)
A constant volume air handling unit with hot water heating coil, DX cooling coil, and filters will supply a
constant volume of air to the rooms housing the paint booth and the bead blast booth. Return air will be
ducted back to the unit from each room.
The paint booth and the bead blast booth will both have independent make-up air units and exhausts fans
supplied by the booth manufacturer.
Air Handling Units
 AHU-1 to serve the locker rooms, administrative areas, and non-destructive inspection areas will be
6,000 cfm with 15 tons of cooling.
 AHU-2 to serve the paint room and bead booth room will be 1,700 cfm with 4 tons of cooling.
 MAU-1 to serve the hangar is anticipated to be 3,000 cfm. Cooling will not be provided to this unit.
 MAU-2&3 are provided by the paint booth and bead blast booth manufacturer.
Air Distribution
Air distribution ductwork will be designed to meet Sheet Metal and Air Conditioning Contractor’s National
Association, Inc. (SMACNA) standards.
The supply air ductwork system will be a sheet metal system rated for 3” w.c. upstream of the VAV boxes
and 2” w.c. downstream of the VAV boxes. All return and exhaust ductwork will be rated for 2” w.c.
November 8, 2018
Type B3 Submittal
Page 16
Mead & Hunt, Inc.
Construct Corrosion Control Hangar, Kingsley Field
Basis of Design Part II – Project Narrative
Project Number: KJAQ119006
Contract Number: W9133L-16-D-0007
All supply and outside air ducts will be externally insulated.
Temperature control zoning is provided by air terminal units (VAV boxes) with hot water heating coils. The
following spaces will generally constitute a zone:
 Corner offices.
 Breakrooms.
 2-3 typical offices.
 Specialized schedule or activity.
Humidification
Humidification will not be provided.
Heating Terminal Units
Unit heaters will be provided for storage, utility, mechanical, and electrical rooms having external wall
exposure.
Cabinet unit heaters will be provided for vestibules.
Hangar Door Snow Melting System
A radiant in-floor hot water snow melt system will be provided at the large main hangar doors. The system
will circulate 150ºF hot water mixed with propylene glycol thru pex tubing located under slab to melt snow
near the hangar doors to allow smooth operation of the large hangar doors per UFC 4-211-02.
Ductless-Split Air Conditioning Units
The communication room, electrical room, and fire protection room will be provided with ductless-split room
air conditioning units to provide 24 hours/7 days per week cooling to the space. These units will be hung
high on the wall and will be equipped with a DX cooling, supply fan, and filter. An associated air-cooled
condensing unit will be located on grade nearby and have refrigeration piping and control wiring running
between the two pieces of equipment. The new DDC system will monitor the communications room for
temperature and provide alarms.
Control System
New direct digital control (DDC) equipment with electronic actuation for all valves and dampers will be
provided. All new mechanical equipment will be connected through the DDC system to the existing basewide Automated Logic Corporation energy management and control system (EMCS).
The electrical, gas, and water meters will be integrated into the EMCS.
Miscellaneous
In accordance with UFC antiterrorism criteria, an emergency system shutdown switch and low leakage air
intake dampers will be provided. Air intakes for equipment serving occupied spaces will be located a
minimum 10 feet above grade.
Areas with high concentrated exhaust will be provided with dedicated make-up air units (paint booth, bead
blast, etc.)
Natural gas distribution piping will be specified to be schedule 40 ASME A53 black steel.
Mead & Hunt, Inc.
Page 17
November 8, 2018
Type B3 Submittal
Construct Corrosion Control Hangar, Kingsley Field
Basis of Design Part II – Design Intent
Project Number: KJAQ119006
Contract Number: W9133L-16-D-0007
Alternative Systems
Geothermal HVAC systems were not considered for this project for the following reasons:
 Additional upfront cost for the well field and piping will be cost prohibitive based on the current Maximum
Construction Cost (MCC). Geothermal well fields will typically require vertical bores 300-600 feet deep
covering a land surface area of 250 sq. ft. per ton of cooling. Each bore at 20 feet on center will cost
approximately $5000 per bore. Total cooling load will be further evaluated as the building design
progresses.
 As with most hangar projects, much of the available green space nearby will be paved either for aircraft
or support vehicles reducing the available acreage for necessary for the geothermal field.
Exceptions to the UFCs
 Due to building configuration and constraints, building codes, and AT/FP requirements, it may be
necessary to locate equipment on the roof, such as air intake hoods and exhaust fans.
 No humidifier is planned, if the desire is to maintain 30%RH per the UFC, a humidifier will need to be
added. Humidifiers consume a great deal of energy and require considerable maintenance.
 The air handling systems will be provided with air side economizers. ETL 15-01 requires the use of aircooled chillers due to the maintenance associated with cooling towers. The use of a waterside
economizer is typically accomplished with either a dry cooler or cooling tower, but a cooling tower is
more effective. With this in mind, it seems consistent with the ETL to use airside economizers in lieu of
waterside economizers, eliminating the need for cooling towers or dry coolers.
 Automated Logic will be specified as the only acceptable provider for the EMCS in order to seamlessly
integrate into the base-wide system.
 Hangar will be ventilated at a minimum rate (when paint operations are suspended) of 0.5 cfm/sq ft per
the UFC which will be less than the rate stated in ASHRAE 62.1 and the 2015 International Mechanical
Code for vehicle storage or maintenance garages. The UFC does reference both ASHRAE 62.1 and
the International Mechanical Code.
2.1.5 PLUMBING DESIGN NARRATIVE
Plumbing Codes & Standards
 UFC 3-240-01 - Wastewater Collection
 UFC 3-240-02 - Domestic Wastewater Treatment
 UFC 3-260-01 - Airfield and Heliport Planning and Design
 UFC 3-420-01 - Plumbing Systems
 UFC 3-420-02FA - Compressed Air
 UFC 4-211-02 - Aircraft Corrosion Control and Paint Facilities
 INTERNATIONAL BUILDING CODE-2015 (IBC)
 INTERNATIONAL PLUMBING CODE-2015 (IPC)
 INTERNATIONAL FUEL GAS CODE-2015 (IFGC)
 NFPA 30 - Flammable and Combustible Liquids Code
 NFPA 54 - National Fuel Gas Code
 ANSI Z358.1 - Emergency Eye Wash: Fountain
 ASME A112.19.1M - Enameled Cast Iron Plumbing Fixtures
 ASME 112.19.2M - Vitreous China Plumbing Fixtures and Hydraulic Requirements for Water Closets
and Urinals
 ASTM A53 - Pipe, Steel, Black and Hot Dipped, Zinc-Coated, Welded and Seamless
November 8, 2018
Type B3 Submittal
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Mead & Hunt, Inc.
Construct Corrosion Control Hangar, Kingsley Field
Basis of Design Part II – Project Narrative




Project Number: KJAQ119006
Contract Number: W9133L-16-D-0007
ASTM B88 - Seamless Copper Water Tube
ASTM D2665 - Polyvinyl Chloride (PVC) DWV Pipe and Fittings
PLUMBING DRAINAGE INSTITUTE (PDI) WH 201 - Water Hammer Arresters
PLASTIC PIPE INSTITUTE TECHNICAL REPORT PPI-TR21 - Thermal Expansion and Contraction of
Plastic Pipe
Introduction
This project will provide equipment and materials to accommodate the following plumbing systems as
required by the Scope of Work:
 Domestic Plumbing
 Wash Rack Systems
 Shop Compressed Air
 Breathing Compressed Air
Domestic Plumbing
The domestic plumbing will include hot and cold-water systems and waste and vent systems.
The men’s restrooms will include the following fixtures:
1. Wall hung water closets with electric powered dual flush valves (1.28/1.1 gpf).
2. Wall hung urinal with electric powered flush valve (0.125 gpf)
3. Counter mounted lavatory with dual handle faucet.
4. Shower with single lever pressure balance faucet.
5. Floor drain with trap primer water connection.
The women’s restrooms will include the following fixtures:
1. Wall hung water closets with electric powered dual flush valves (1.28/1.1 gpf).
2. Counter mounted lavatory with dual handle faucet.
3. Shower with single lever pressure balance faucet.
4. Floor drain with trap primer water connection.
The janitor’s closet will include the following fixtures:
1. 24”x24” terrazzo mop sink with wall mounted faucet complete with vacuum breaker and hose end.
The domestic cold water will enter the building and be routed below the building slab to a void area up to
the Equipment room, through a reduced pressure backflow preventer (RPBFP). The RPBFP will be located
in the Equipment room, because of the freezing conditions outside. The domestic water will enter a water
pressure booster pump after the RPBFP. The pressure booster pump will increase the domestic water
pressure to 80 psi. The domestic cold water will be distributed to the fixtures and equipment requiring water
via a Type L copper pipe distribution system. The cold-water piping system will be sized based on the
available pressure and required flow. The maximum velocity of water flow in the distribution system will not
exceed 10 fps.
The domestic hot water will be generated by a tank type sealed combustion chamber water heater. The
water heater will be natural gas fired. The exhaust vent and intake pipes will be Schedule 40 PVC. The hot
water will be stored in the tank at a temperature of 140°F. The 140°F will be routed through a temperature
mixing valve to reduce the hot water temperature to 120°F then the hot water will be delivered to the fixtures
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November 8, 2018
Type B3 Submittal
Construct Corrosion Control Hangar, Kingsley Field
Basis of Design Part II – Design Intent
Project Number: KJAQ119006
Contract Number: W9133L-16-D-0007
that require hot water through a Type L copper pipe distribution system. The domestic hot water system
will include an expansion tank, to accommodate the thermal expansion of the water in the piping system.
Sanitary waste from plumbing fixtures will be collected through a cast iron waste and vent system. This
system will connect to the sanitary sewer system outside of the buildings.
The wash rack waste water drainage will be collected through a trench drain system. The trench drains will
be selected to accommodate the weight of the aircraft and vehicles that will be rolled over them. Section 614.9 of UFC 3-260-01 “Airfield and Heliport Planning” directs us to drain the waste water from the wash
rack to a 5000-gallon holding tank. This is done because of the soapy water that will be collected during
the cleaning process. The soap will emulsify the oil collected if collected in an oil water separator, and it
would be discharged into the sewer system. In response to an RFI the waste water from the trench drain
will run through an oil/water separator and then to the public sewer. The Paint Mixing room will be provided
with a floor drain. This floor drain will drain through the oil/water separator then to the public sewer.
Emergency Shower/Eye Washes will be provided in the Hangar, Paint Mixing Room, Bead Booth Room
NDI Lab and Paint Spray Booth Area. Emergency Shower/Eye Washes will be complete with water
tempering valve, strobe light and alarm horn. The tempering valve will blend hot and cold water to a blended
temperature of 85°F with a high temperature stop at 90°F
Wash Rack System
The wash rack will be in the hangar bay. The wash rack system will include two Remote Equipment Modules
(REM) wall mounted in the hangar bay, and two Hydroblaster systems located remotely in an equipment
room. A bulk soap mix system is included and will be located in the mechanical room adjacent to the
Hydroblasters.
The REMs will include the following:
1. NEMA 4X off/on (lighted in the “ON” position) control switch for the Hydroblaster operation
2. Push button burner control (lighted in “ON” condition)
3. Hydrofoamer Soap/Foam delivery systems, pneumatic driven pump
4. Hydrofoamer cleaning compound delivery module with foam injection valve capability
5. Self-wind retractable hose reel with maximum 100-feet of low pressure air/soap hose with trigger
wand
6. Hand crank hose reel with maximum 100-feet of high pressure hose
7. High-Pressure hot water delivery system with variable pressure trigger wand
The Hydroblaster units will be electric powered with a natural gas fired water heater. Each Hydroblaster
system will produce 5 gpm of water flow at 3000 psi of pressure.
The high-pressure water from the Hydroblaster will be run to the REM in Schedule 80 steel piping.
November 8, 2018
Type B3 Submittal
Page 20
Mead & Hunt, Inc.
Construct Corrosion Control Hangar, Kingsley Field
Basis of Design Part II – Project Narrative
Project Number: KJAQ119006
Contract Number: W9133L-16-D-0007
Shop Compressed Air
Shop compressed air will be generated by an oil-free rotary screw compressor. The compressor will
generate 125 psi compressed air. This air will be filtered and dried, then delivered to a receiver. From the
receiver, the compressed air will be delivered to the following areas:
1. Paint Spray Booth
2. Blast Booth
3. Hangar Bay
4. Ancillary Areas
The hangar bay will receive 4-oil-free compressed air drops and 2-lubricated tool air drops. The bulk soap
mixer and the remote equipment modules will also receive compressed air.
The compressed air will be delivered through a Schedule 40 steel piping system.
Breathing Compressed Air
Breathing compressed air will be generated by an oil-free rotary screw compressor. The compressor will
generate 125 psi compressed air. The breathing compressed air will be run through a breathing air
purification system.
The breathing air purification system is a complete filtration/purification system to remove excessive
moisture, dust and dirt, oil and oil mist; taste and odors, and carbon monoxide from continuous flow
compressed air. The system produces clean, dry compressed air suitable for human respiration to meet
OSHA standards for Grade D air as specified by Compressed Air and Gas Institute Commodity
Specification G-7.1.
The following areas will receive breathing compressed air:
1. Paint Spray Booth
2. Blast Booth
3. Hangar Bay (4 BA drops)
Breathing air (BA) piping will be seamless austenitic stainless-steel pipe (304) conforming to ASTM 312.
Wall thickness is in accordance with ASME B36.10, schedule 40S, tested for 1½ times the working
pressure.
2.1.6 FIRE PROTECTION DESIGN NARRATIVE
Introduction
The Oregon Air National Guard intends to construct a new corrosion control hangar to support the 173 FW
and their 26 PAA F-15 aircraft at Kingsley Field in Klamath Falls, Oregon. The work is to include:
 Providing a new High Expansion Foam (HEF) suppression systems for the hangar bay.
 Providing a new optical flame detection (IR3) system for the hangar bay, including new Eagle
Quantum Premier (EQP) releasing panel.
 Providing a new sprinkler system in the hangar bay and the support areas.
 Providing a new fire alarm and mass notification system throughout the building.
Mead & Hunt, Inc.
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November 8, 2018
Type B3 Submittal
Construct Corrosion Control Hangar, Kingsley Field
Basis of Design Part II – Design Intent
Project Number: KJAQ119006
Contract Number: W9133L-16-D-0007
The new building will include the following: corrosion control hangar bay and support areas; including,
support shop space, non-destructive inspection (NDI) shop, paint spray area, training area, locker rooms
and restrooms, and administration area.
Codes and Standards
ANG ETL 15-01, Air National Guard Design Policy (TAB D); 01 May 2015
ANG ETL 11-11, Reducing Inappropriate Hangar Fire System Activations
UFC 3-600-01, Unified Facilities Criteria, Design: Fire Protection Engineering for Facilities, Change 1, 28
November 2016
UFC 4-021-01, Unified Facilities Criteria, Design and O&M: Mass Notification Systems, Change 1, January
2010
UFC 4-211-01, Unified Facilities Criteria, Aircraft Maintenance Hangars, Change 1, November 2017
UFC 4-211-02, Unified Facilities Criteria, Aircraft Corrosion Control and Paint Facilities, 01 December 2012
NFPA 11, Standard for Low- Medium- and High-Expansion Foam, 2016 Edition
NFPA 13, Installation of Sprinkler Systems, 2016 Edition
NFPA 20, Standard for the Installation of Stationary Pumps for Fire Protection, 2016 Edition
NFPA 24 Installation of Private Service Mains and Their Appurtenances, 2016 Edition
NFPA 70 National Electrical Code, 2014 Edition
NFPA 72 National Fire Alarm Code, 2016 Edition
NFPA 101, Life Safety Code, 2015 Edition
NFPA 409, Standard on Aircraft Hangars, 2016 Edition (UFC 4-211-01 requirements supersede where
conflicting)
Applicable New Criteria: UFC 4-211-01
The aircraft hangar criteria have shifted such that heat detectors will not be required with wet pipe sprinkler
systems. Optical flame detectors are now expected to be required and orientated in a way that all portions
of the hangar bay are within the range and cone-of-vision of at least three detectors.
A. During the time this project Type A is being prepared new criteria: UFC 4-211-01 “Aircraft
Maintenance Hangars” has been adopted.
B. The new UFC 4-211-01 supersedes Air Force ETL 02-15 as it applies to Air National Guard hangar
projects. However, the above listed ETL is still listed as a reference in the new UFC 4-211-01.
C. The changes currently in UFC 4-211-01 will have a significant impact on cost estimates. This has
the potential to create difficulties for projects programmed under existing design criteria.
D. Some of the most significant changes in UFC 4-211-01 are:
1. The high expansion foam (HEF) proportioning system is no longer allowed to employ
diaphragm (bladder) tanks and balanced pressure proportioners, but will instead use
inductor type proportioners. Inductors (sometimes called eductors) are higher pressure
drop devices which draw foam concentrate from atmospheric pressure plastic tanks. An
additional 40-60 psi of pressure drop is typical for inductors, though this depends on a
number of factors.
2. Abort stations capable of rapidly shutting down (within 15 seconds) an HEF discharge in
progress are required. To implement this function, pressure modulating type deluge valves
(flow control valves sole sourced by Viking) will be needed. These valves introduce
additional pressure drop, about 20 psi additional.
3. As a consequence of the higher pressure drops, fire pumps with higher pressure outputs
will be needed. In many cases this can lead to pressure at churn (no flow) or at other
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Type B3 Submittal
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Mead & Hunt, Inc.
Construct Corrosion Control Hangar, Kingsley Field
Basis of Design Part II – Project Narrative
4.
5.
6.
7.
8.
9.
10.
Project Number: KJAQ119006
Contract Number: W9133L-16-D-0007
design points which exceed the 175 psi rating of valves and fittings. This may require
higher rated fittings and valves, pressure regulating and relief valves, or variable speed fire
pumps. Variable speed fire pumps are more costly and their controllers are larger. Since
variable speed motors have service factors of 1.0 instead of 1.15, larger motors may be
required in some cases.
Inductor foam proportioners are essentially fixed flow devices. When the deluge valves
(flow contrFol valves) open, there is much less of a transient flow increase. This will cause
the empty runs of foam-water piping to fill more slowly and the HEF generators will take
more time to come up to operating pressure. We estimate the typical additional fill time to
be 10 to 15 seconds. As a consequence of slower response time, a larger number of HEF
generators may be needed to achieve the foam coverage 90% of the aircraft silhouette
area within 1 minute of fire alarm activation. It may also limit the distance of the foam
equipment room from the most remote HEF generators.
There are 3 factors which will lead to larger foam concentrate tanks, and more HEF
concentrate:
a. Larger number of HEF generators as described above.
b. Inductors cannot draw all of the foam concentrate from the plastic HEF tanks.
A certain amount of residual concentrate remains at the bottom of the tank.
c. Plastic HEF concentrate tanks with special features are called for. These
tanks are only available in certain size increments so actual tank selection may
be larger than calculated.
Inductor foam proportioners have restricted flow ranges and can serve a more limited
number of HEF generators. Also longer lengths of straight piping around the inductors (5
pipe diameters on each side) are prescribed by the manufacturer. This may increase the
number of system risers, and in most cases will necessitate the inductors to be arranged
horizontally. This will require larger foam equipment rooms.
Optical flame detectors of the IR3 type, sole sourced by Det-Tronics are required. The
detectors need to be provided in a quantity and arrangement that will monitor all areas of
the aircraft bay with at least 3 detectors.
Industrial grade foam system control panels (Eagle Quantum Premier) sole sourced by
Det-Tronics are required as the Foam System Control Panel (FSCP).
Rate compensated heat detectors are only required where preaction sprinkler systems are
called for, based on weather data. However even in this case, they are now to be omitted
in favor of the flame detectors.
Draft curtains are required on NFPA 409 spacing of 7,500 ft2 rather than the ETL 02-15
spacing of 15,000 ft2.
Fire Protection Design Analysis
Required Hangar Bay Fire Protection
1. Wet-pipe sprinklers for the hangar bay designed to provide 0.20 gpm/ft2 over a 5,000 ft2 design
area. (Note: the 99% winter dry bulb temperature is 10 degrees F, which is above °F level where
preaction systems are required). This will require temperature monitors at the height of the
sprinklers spaced not more than 200 ft. apart.
a. The hangar roof slope does not exceed 2 on 12 and a 30% increase in the sprinkler design
area is not required.
2. Draft curtains will not be required as the expected hangar bay area will not exceed 7,500 ft2.
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November 8, 2018
Type B3 Submittal
Construct Corrosion Control Hangar, Kingsley Field
Basis of Design Part II – Design Intent
Project Number: KJAQ119006
Contract Number: W9133L-16-D-0007
3. Multi-spectrum infrared optical flame detectors (IR3) will be provided. These are sole sourced from
Det-Tronics. A sufficient quantity of detectors shall be provided with enough overlap to view all of
the aircraft bay with no less than 3 detectors within 5 feet of the aircraft bay perimeter.
4. An HEF foam system with Ansul Jet-X-15A foam generators. (Quantities may vary on an “or equal”
selection by the construction contractor).
5. The demand for the hangar sprinkler and HEF systems has been estimated at 1,800 gpm at 168
psi.
6. A 200 gallon HEF atmospheric tank with 2.0% type high expansion foam concentrate.
7. A complete fire alarm system throughout the hangar bay.
a. Required devices include: Det-tronics IR3 flame detectors, manual foam discharge stations
(hangar bay only), manual fire alarm boxes, manual stop/start buttons for HEF, blue
rotating beacons (hangar bay only), clear lensed strobes, speakers and modules to monitor
tamper switches, pressure switches and auxiliary functions. Solenoid releasing modules
are also required.
b. The new releasing service fire alarm control unit (RSFACU) will be the Eagle Quantum
Premier (EQP) panel by Det-Tronics (UL Listed for releasing service) as required by UFC
4-211-01.
Existing Water Supply
1. There is an existing base underground fire water loop. The Base underground fire water loop is
supplied by a 16-inch water main. At the pump house for Building 219 the main splits and reduces
to 8-inch and 10-inch and eventually reduces to 6-inch.
2. A water main project was started, which would have increased main sizes on Base to include 12inch mains. However, issues with contamination have halted the project and these new, larger
mains may not be available for this project.
3. A new water line will be installed from the existing 16-inch fire water main to the new fire protection
room. The new main will loop back to the 10-inch main in Vandenberg Drive.
4. The incoming water is required to enter the building with one of the following methods:
a. Enter the building below grade with a continuous section of welded stainless
steel fire water service piping from a point outside the building perimeter to a
flanged fitting located at least 1 ft. (305 mm) above finished floor within the
building. Non-welded fittings are not permitted within this section of piping such
as flanges, mechanical couplings, and push-on fittings. Weld and
hydrostatically test the stainless steel pipe at the fabrication shop or
manufacturer. Welding in the field is not permitted. Perform the hydrostatic
pressure test in accordance with NFPA 24. The fire water service piping is
permitted below the building slab for this method of installation.
b. Enter the building below grade and directly into a concrete pit with open steel
grating. For this method of installation, do not install fire water service piping
below the building slab. Only welded or flanged fittings are permitted to
transition piping from horizontal to vertical within the pit. Where flanged fitting
is used within the pit, only flanges that are threaded or welded to the piping
are permitted. Provide thrust restraint bracing where the piping transitions from
horizontal to vertical. A minimum 2 ft. (610 mm) clearance is required around
the piping within the pit. Provide an access ladder and drainage from the pit.
November 8, 2018
Type B3 Submittal
Page 24
Mead & Hunt, Inc.
Construct Corrosion Control Hangar, Kingsley Field
Basis of Design Part II – Project Narrative
Project Number: KJAQ119006
Contract Number: W9133L-16-D-0007
5. New fire hydrant flow tests were conducted on December 19, 2017. Data from those tests are
indicated below:
Date
19 Dec 2017
19 Dec 2017
19 Dec 2017
19 Dec 2017
Test
Hydrant
202
(16” main)
302
(10” main)
302
(10” main)
309
(8” main)
Flow
Hydrant
302
(10” main)
308
(8” main)
304
(8” main)
310
(8” main)
Static
Pressure
Residual
Pressure
Flow
PRV
Setting
62 psi
60 psi
1,711 gpm
unknown
62 psi
49 psi
1,776 gpm
unknown
60 psi
50 psi
1,807 gpm
unknown
65 psi
41 psi
1,743 gpm
unknown
Fire Alarm and Mass Notification Systems
A. Provide Fire Alarm System for the Aircraft Bay
1. A releasing service fire alarm control unit (RSFACU) will be provided in a normally
occupied, conditioned space, such as the main Hallway or similar approved location. The
RSFACU will monitor all aspects of the aircraft bay fire protection. This panel is required
to be the Eagle Quantum Premier (EQP) panel. This system and its subpanels and power
supplies are sole sourced from Det-Tronics.
a. Battery charger and batteries will be located in the fire protection room, remote
from the panel itself.
2. All wiring to be Class B.
3. Manual HEF start (discharge) stations with yellow signage and red lettering will be provided
at each exit from the aircraft bay.
4. Manual HEF stop (abort) stations with white signage and blue lettering will be provided at
each exit from the aircraft bay. At least one manual HEF stop station will be provided
outside the hangar bay and one additional stop station will be provided in the fire protection
room.
5. Multi-spectrum infrared optical flame detectors (IR3) will be provided. These are sole
sourced from Det-Tronics. A sufficient quantity of detectors shall be provided with enough
overlap to view all of the aircraft bay with no less than 3 detectors within 5 feet of the aircraft
bay perimeter.
6. Releasing modules for HEF system solenoids.
7. Blue rotating beacons not less than 400 cd (208/120VAC) powered from a dedicated
emergency panel for the HEF system discharge.
8. Auxiliary functions will be provided as needed.
9. All significant outputs from the RSFACU will be monitored by the single Monaco BT-XM
radio fire alarm transceiver to be provided for both panels.
B. Provide Fire Alarm System for the Support Areas
1. A Monaco MAAP-X combination fire alarm and mass notification control unit (FMCP) will
be provided in the fire protection room to monitor all aspects of the shops and NDI fire
protection. This panel and its subpanels are sole sourced from Monaco Enterprises.
a. The Monaco MAAP-X panel will be provided with a built-in transceiver.
b. Battery charger and batteries will also be installed in the fire protection room.
2. All wiring to be Class B.
3. Manual fire alarm pull stations will be provided for the building.
Mead & Hunt, Inc.
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November 8, 2018
Type B3 Submittal
Construct Corrosion Control Hangar, Kingsley Field
Basis of Design Part II – Design Intent
Project Number: KJAQ119006
Contract Number: W9133L-16-D-0007
4. Smoke detection will be provided above the FMCP & RSFACU.
5. Fire pump status points (pump running, loss of power and phase reversal) shall be
monitored and retransmitted as required by NFPA 20.
6. Rate compensated heat detectors will not be provided.
7. All valve tamper switches will be supervised.
8. Monitor all flow switches and pressure switches.
9. Releasing modules for HEF system solenoids.
10. The wet-pipe sprinkler system will be monitored.
11. Clear strobes will be provided for fire alarm evacuation signaling and mass notification.
Strobes in common viewing areas will be synchronized.
12. Shared fire alarm and mass notification speakers will be provided.
13. Fire alarm and mass notification devices will be white with “Alert” in red letters.
14. Auxiliary functions will be provided as needed.
15. All significant outputs from the RSFACU will be monitored by the single Monaco BT-XM
radio fire alarm transceiver to be provided for both panels.
Fire Suppression Systems
A. Provide New Water Service and Variable Speed Fire Pump
1. Provide a new variable speed electric motor driven horizontal split case fire pump.
a. Pump capacity would be 2,000 gpm at 130 psi. This pressure is needed to
overcome the pressure drop through the inductors and flow control deluge
valves. This selection could result in a churn pressure of approximately 216
psi. Therefore variable speed fire pumps will be provided in accordance with
NFPA 20. The controllers can be programmed to slow the fire pumps and limit
the pressure.
b. The brake horsepower required by the shaft for this fire pump selection is
approximately 200 HP. Since variable speed fire pumps have an electrical
service factor of 1.00 (rather than the 1.15 service factor for constant RPM
motors), a 200 HP motor is required for this load. These motors have a special
winding and labeling for variable speed duty.
c. The fire pump would have a variable speed type controller with a power rating
of 200 HP to match the motor.
d. The fire pump would be arranged to start on signal from the RSFACU.
2. Provide a new 12-inch underground service from the fire water loop to the fire pump inlet.
3. Provide new basket style strainer downstream of the backflow preventer.
4. Provide new reduced pressure zone (RPZ) double check assembly backflow preventer
downstream of the fire pump.
B. Provide Wet-Pipe Sprinklers for the Aircraft Bay
1. One (1) wet-pipe riser will be provided for the aircraft bay, which has a maximum expected
area of approximately 5,800 ft2.
2. The system(s) will be calculated to provide 0.20 gpm/ft2 over a 5000 ft2 design area.
Provide upright quick response sprinklers at the roof/ceiling level with 175oF temperature
rating.
3. Provide listed/approved fixed temperature sensor devices set at 40oF with center to center
spacing not to exceed 200 ft. and spacing from walls/exterior not over 100 ft.
4. Pressure relief valves will be provided for the sprinkler systems.
C. Provide Wet-Pipe Sprinklers for the Support Areas
November 8, 2018
Type B3 Submittal
Page 26
Mead & Hunt, Inc.
Construct Corrosion Control Hangar, Kingsley Field
Basis of Design Part II – Project Narrative
Project Number: KJAQ119006
Contract Number: W9133L-16-D-0007
1. One (1) wet-pipe riser will be provided for the support areas, which has a maximum
expected area of approximately 10,500 ft2.
2. The system(s) will be calculated to provide design densities in accordance with UFC 3600-01 based on the appropriate hazard classification.
3. Sprinklers will be quick response.
4. Pressure relief valves will be provided for the sprinkler systems.
E. A fire department connection will be provided such that all sprinkler risers are pressurized, but the
foam system is not.
Passive Fire Protection Systems
A. Provide fire rated walls in the hangar bay and adjacent support areas
1. Minimum 1-hour fire resistive rated separation, including 45-min opening protection,
between the hangar bay and adjacent support areas.
2. Separations in the support areas in accordance with NFPA 101.
B. Provide suitable cut-off for hangar bay in accordance with UFC 4-211-01 and 4-211-02; or provide
electrical classification as required.
C. Where the manual HEF stop station is provided outside the hangar bay it must be located adjacent
to a door with a 100 sq. in. fire rated door vision panel such that the occupant operating the stop
station can view into the hangar.
High Expansion Foam Hangar Fire Protection
A. Provide an HEF System for the Aircraft Bay
1. Use an inductor based HEF foam proportioning system with a single unpressurized HEF
polyethylene tank. A reserve tank is not required.
2. Since inductors cannot draw all of the foam concentrate a certain amount of residual
concentrate will remain unused. Also the actual tank size will depend on the available size
increments. At this time we are estimating the tank size at 405 gallons but this is subject
to change. 2% foam concentrate will be used.
3. The available pressure from the fire pumps should be able to support HEF generators
being calculated at an operating pressure of 55 psi.
4. The quantity of HEF foam generators is estimated at this time as 3, based in part on the
UFC 4-211-01 (which is the same as the ETL 02-15 calculation method).
a. The layout of the aircraft parking position and the ability to cover 90% of the
aircraft silhouette area within 1 minute will be the determining factor in the final
HEF generator selection.
5. Provide one (1) HEF riser with control valve, modulating type flow control deluge valves,
automated inductor type proportioners. The inductors and flow deluge valves are sole
sourced from Viking Corp.
6. The inductor manufacturer prescribes 5 pipe diameters of straight piping on each side of
the inductor. As a result we will arrange the inductors in horizontal piping above the foam
system risers.
7. A 25-gallon surge tank will be provided for each riser per UFC 4-211-01, Section 3-6.5.2.
8. Provide an HEF test header in the aircraft bay.
9. Due to the high pressure requirements of the system, the fittings will be required to be high
pressure (300 psi) up to the proportioners.
Mead & Hunt, Inc.
Page 27
November 8, 2018
Type B3 Submittal
Construct Corrosion Control Hangar, Kingsley Field
Basis of Design Part II – Design Intent
Project Number: KJAQ119006
Contract Number: W9133L-16-D-0007
Fire System Appurtenances
A. Provide fire hydrants and isolation valves in accordance with UFC 3-600-01
2.1.7 ELECTRICAL DESIGN NARRATIVE
Introduction
The Oregon Air National Guard intends to construct a new corrosion control hangar to support the 173 FW
and their 26 PAA F-15 aircraft at Kingsley Field in Klamath Falls, Oregon. The electrical work is to include:
 Providing new electrical power systems for the corrosion control hangar bay, support shop space, nondestructive inspection (NDI) shop, spray paint area, training and administration area, and structural
area.
 Provide a lightning protection system for the corrosion control hangar.
Codes and Standards
 UFC 1-200-01 – General Building Requirements, 16 August 2010 Change 2, 28 November 2011
 UFC 3-400-01 – Energy Conservation, 5 July 2002 Including Change 4, August 2008
 UFC 3-501-01 – Electrical Engineering, 10-06-2015
 UFC 3-520-01 – Interior Electrical Systems, 10-06-2015
 UFC 3-530-01 – Interior and Exterior Lighting Systems and Controls, 04-01-2015
 UFC 3-550-01 – Exterior Electrical Power Distribution, 09-01-2016
 UFC 3-560-01 – Electrical Safety and O&M, 04-14-2015
 UFC 3-575-01 – Lightning and Static Electricity Protection System, 07-01-2012
 UFC 4-211-02 – Aircraft Corrosion Control and Paint Facilities, 12-01-2012
 NFPA 70 National Electrical Code, 2014 Edition
 NFPA 101, Life Safety Code, 2016 Edition
 NFPA 780, Standard for the Installation of Lightning Protection Systems
 LEED v3 Certification Standards, US Green Building Council
Design Approach
The existing site has underground 12kV utilities and raceways routed along taxiway D. Existing pull vault
227481 will be converted into either a feed through transformer that would then feed the new corrosion
control hangar or a MV sectionalizing cabinet will be installed and one of the taps will feed a new 480Y/277V
3 phase 4 wire transformer. The size of the transformer will be determined during detailed design. Further
coordination with Bill Olden will be required after the 65% submittal once total load for the aircraft corrosion
hangar can be determined. Utility meter to be located on the exterior of the facility. Electrical service panel
will be located on the 2nd floor equipment floor. Shark smart metering will be provided by the utility Pacific
Power per utility requirements.
Interior Electrical Distribution System
The corrosion control hangar main distribution system will be service rated with a 480Y/277V three phase,
4 wire, 2000-amp main switch board that will distribute power to the electrical system via sub distribution
and branch circuit panelboards. A step down transformer will provide to a distribution 208Y/120V panel.
The 208Y/120V distribution panel will provide power to branch circuit panelboards thought out the facility.
Each area designation will contain a 480/277V power panel along with a 208/120V power panel to provide
equipment, receptacles and misc. loads for each area such as NDI lab, Paint Booth, Bead blast area, etc.
November 8, 2018
Type B3 Submittal
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Mead & Hunt, Inc.
Construct Corrosion Control Hangar, Kingsley Field
Basis of Design Part II – Project Narrative
Project Number: KJAQ119006
Contract Number: W9133L-16-D-0007
Hangar doors shall comply with the UFC 4-211-02 for accessible backup power during a power outage. A
separate hangar door power panel will power the hangar door. The panel will be fed from a manual transfer
switch connected to a generator plug located on the exterior of the hangar.
All electrical equipment located in the hangar facility shall be weather proof or NEMA 4X enclosure. This
is to ensure during aircraft wash down that the electrical equipment will be protected.
Lighting
The facility will be illuminated per the UFC’s, ANG design guide, and the requirements of the IESNA
(Illuminating Engineering Society of North America). The interior lighting will be energy efficient LED
fixtures with automatic controls including occupancy and daylight sensors in individual offices and multi
occupant spaces will be provided with manual and automatic lighting controls to meet group preferences.
Areas larger than 100 square feet will be provided with multilevel controls to lower the lighting level by half.
Communications rooms, electrical rooms and mechanical rooms will be provided with industrial LED strip
lights with manual controls.
Exterior wall mounted LED light fixtures will be provided to illuminate building entrances and exits. All
exterior light fixtures will be specified with full cut off shielding per LEED requirements and prevent glare to
the pilots on the taxiway and runway.
Obstruction lights shall be installed on the peaks of the corrosion control hangar. One obstruction light to
be installed above the hangar door and another on the north most peak.
Lightning protection
Lightning protection will be designed to following UFC 3-575-01 Lightning and Static Electricity Protection
System and NFPA 780 Standard for the Installation of Lightning Protection Systems. The lightning
protection will provide air terminals to incorporate the 100ft radius rolling sphere. The LPS will be
interconnected to hangar grounding system per UFC 3-550-01 general grounding system requirements.
In the hangar bay static ground receptacles shall be included to provide grounding points for the aircraft to
discharge any potential static charge.
2.1.8 TELECOMMUNICATIONS DESIGN NARRATIVE
Introduction
Technology Systems for the project will consist of four sub-systems:
 Technology Spaces and Pathways, applicable to all low-voltage systems for the project
 Structured Cabling for Voice, Data and Television distribution
 Security, including Access Control, Video Surveillance and Intrusion Detection
 Audio-Visual, including Public Address (Paging) and flat-panel displays
Applicable Criteria, Standards, Guidelines
 Uniform Facilities Criteria
o UFC 3-580-01 Telecommunications Interior Infrastructure Planning and Design with Change 1; 01
Jun 2016
o UFC 4-021-02 Electronic Security Systems; 1 October 2013
o UFC 4-022-03 Security Fences and Gates; 1 October 2013
Mead & Hunt, Inc.
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November 8, 2018
Type B3 Submittal
Construct Corrosion Control Hangar, Kingsley Field
Basis of Design Part II – Design Intent


Project Number: KJAQ119006
Contract Number: W9133L-16-D-0007
o UFC 4-211-02 Aircraft Corrosion Control and Paint Facilities, 12-1-12
Telecommunications Industry Association (TIA); current versions
o TIA-568: Commercial Building Telecommunications Infrastructure Standard
o TIA-569: Telecommunications Pathways and Spaces
o TIA-606: Administration Standard for Commercial Telecommunications Infrastructure
o TIA-607: Generic Telecommunications Grounding (Earthing) and Bonding for Customer Premises
o TIA-758: Customer-Owned Outside Plant Telecommunications Infrastructure Standard
o TSB-162: Telecommunications Cabling Guidelines for Wireless Access Points
o TSB-184: Guidelines for Supporting Power Delivery over Balanced Twisted-Pair Cabling
Building Industry Consulting Services International (BiCSi)
o Telecommunications Distribution Methods Manual; current edition
Technology Spaces and Pathways
The Main Telecommunications / Technology Room (MTR) will be located on the Mezzanine and will serve
as the telecommunications utility services entrance point and distribution point for all telecommunications
cabling throughout the facility. The underground utility entrance for telecommunications shall consist of
multiple 4” conduits stubbed into the MTR from a handhole five (5) feet outside the building. Discussion
with the base during the design phases will be required to determine the location, size and quantity of
pathways into the building. The room will be of sufficient size to contain the voice, data and TV equipment
and for building-wide communications and security systems throughout the facility. The MTR will also serve
telecommunications outlets (TOs) located near (within 275 cable feet) the MTR.
The MTR will be designed to current UFCs, telecommunications industry standards and best practices. It
will have the necessary ventilation, cooling and power, sized to accommodate day one equipment and a
modest amount of future growth equipment. The room will include equipment racks for rack-mounted
equipment and adequate wall space will allow for the mounting of non-rack-mounted equipment. All walls
in the room will be covered with 3/4" thick AC grade fire-rated void-free plywood. Adequate lighting and
appropriate fire protection will be provided. The room will be designed with adequate working clearances
to facilitate the installation, use and maintenance of the equipment within the room and will include
equipment racks / cabinets, wall termination space, copper termination patch panels, fiber optic termination
panels (if applicable) and horizontal/vertical cable management for all cabling. Overhead ladder rack for
distribution of cabling and equipment patch cords, vertical and horizontal cable management on equipment
racks, and D-rings at wall-mounted equipment will be included in these rooms. Copper backbone cabling
will be terminated on wall- or rack-mounted 110 patch panels, as applicable to the project. Fiber optic
backbone cabling (if applicable) will be terminated in rack-mounted fiber optic termination cabinets. The
telecommunications grounding and bonding system will include a wall-mounted Telecommunications Main
Grounding Busbar (TMGB) in the MTR, rack-mount bus bars on each equipment rack, bonding backbone
conductors and equipment hardware, and device bonding conductors. Power distribution units (PDUs) for
each equipment rack will be included.
Structured Cabling System for Voice/Data/Video Communications
Cable pathways for all horizontal structured cabling will consist of conduit, J-hooks, and/or cable tray.
Typical telecommunications outlet location rough-in will consist of a minimum of one (1) 4-11/16” square x
2-1/8” deep back box with single-gang plaster ring and a minimum 1" EMT conduit routed up to a J-hook
route or cable tray above the nearest accessible ceiling.
November 8, 2018
Type B3 Submittal
Page 30
Mead & Hunt, Inc.
Construct Corrosion Control Hangar, Kingsley Field
Basis of Design Part II – Project Narrative
Project Number: KJAQ119006
Contract Number: W9133L-16-D-0007
Horizontal voice/data cabling will consist of Category 6 UTP copper cabling, fed from the MTR or
appropriate TR and not exceeding 275 cable feet in length. All horizontal cabling will be designed to
Category 6 standards and shall be suitable for use for traditional analog/digital PBX-based voice, IP-based
voice (VoIP) and data communications (Ethernet).
Telecommunications Outlet (TO) configuration(s) and locations will be determined by UFC as well as base
standards and requirements, equipment that requires structured cabling connection(s), and through
direction from the base. Telecommunication outlets for security equipment (e.g. IP-based surveillance
cameras, access control panels) will be furnished and installed as part of the division 27 work in coordination
with the security systems equipment furnished and installed under division 28. Telecommunications outlet
locations for the base’s wireless access points (APs) will be provided, spaced to provide AP coverage with
a 30-foot radius to support 802.11ac connectivity throughout the project area and provided with plenumrated AP enclosures in areas with plenum-rated accessible ceilings. Layout of AP locations will be
confirmed by the base prior to issuance of bid documents. Fiber optic and Category 6 patch cords will be
included in the project, based upon the base’s estimate of quantities required.
Television cabling nominally consisting of quad-shielded RG-6 coaxial cabling and ‘F’-type connectors will
be provided at various locations throughout the facility. Each TV location will have adequate blocking to
support a wall-mounted flat-panel display and a duplex power receptacle for the display. The TV
infrastructure – including a pathway to the roof for the installation of a rooftop-mounted satellite TV antenna
– shall be constructed so as to support base-contracted television services.
Structured cabling design and installation will adhere to applicable UFC, TIA, and BICSI standards and
recommendations and industry standard installation practices to the greatest extent possible within the
confines of the project.
Security Systems
Security within the facility shall include access control at perimeter doors and video surveillance cameras
that are monitored and operated by the base. Further discussion with the base staff to define the security
systems described below will be required during the design phases of the project.
The access control system (ACS) shall consist of head-end components with systems software and field
devices. The basic system design shall include a connection back to the base Access Control System (if
applicable), ACS panels, cabling and field devices (card readers/keypads, credentials, door position
switches, electric locking mechanisms and request-to-exit devices). The ACS panels will be located within
the MTR and connected to the base network if applicable.
The video surveillance system (VSS) shall consist of a video management server and storage array located
in the MTR, Category 6 cabling and IP-based video surveillance cameras. Cameras will be placed to
capture pedestrian traffic entering/exiting the building and at key points within the building.
The Intrusion Detection System (IDS) requires further definition during the design process, but is anticipated
to have the capability of determining where along the perimeter fence line a breach has occurred and then
notifying the appropriate base personnel via visible and or audible means.
Mead & Hunt, Inc.
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November 8, 2018
Type B3 Submittal
Construct Corrosion Control Hangar, Kingsley Field
Basis of Design Part II – Design Intent
Project Number: KJAQ119006
Contract Number: W9133L-16-D-0007
AV Systems
A Public Address (PA) systems will be installed in the facility that consists of a head-end processor located
in the MTR, speakers throughout the facility and an interface to the base telephone system to accommodate
building-wide or individually zoned announcements.
Additional Audio-Visual (AV) systems consisting of input ports, pathways, cabling and a flat-panel display(s)
will be provided for the facility at locations to be determined during the project design. These displays will
be configured for showing portable content (e.g. laptop or tablet) and either cable (CATV) or satellite TV
content. All inputs will be HDMI. No audio reinforcement is planned for these displays.
Discussion with the base to further define the PA and AV systems described above will be required during
the design phase of the project.
Other Technology Systems Considerations
Pathways for radio antenna cabling between the radio location and the roof will be provided and shall be of
sufficient size and quantity to allow the base radio equipment provider to install the necessary cabling
between the radio equipment and the antennas. Radio (air-ground, two-way, etc.) systems are not included
in the Technology Systems scope of work for the project.
Assumptions
 All telephone system and network equipment (including wireless devices) shall be furnished and
installed by the base.
 The head-end equipment for the access control and video surveillance systems is existing on the base
and that this project will expand on those systems by connecting to them over the base network.
 A Distributed Antenna System (DAS) is not required for the hangar or support spaces.
2.1.9 SUSTAINABLE DESIGN NARRATIVE
The Corrosion Control Facility sustainable design goal is to pursue design components that would achieve
the level of USGBC LEED v2009 Silver Certification, although the project will not be registered with USGBC
for certification. In this early stage of design it is anticipated that we can attain 39 points on the LEED
scoresheet with an additional 15 more points as a possibility. The design team will continue to pursue the
goal of additional points, (50-59 points is required for Silver Certification) to attain the stated goal.
2.1.10 AT/FP SUMMARY
General AT/FP Review
Standard UFC 4-010-01, DoD Minimum Antiterrorism Standards for Buildings, dated 01 Oct 2013 is
applicable to this project.
Occupancy
The planned occupancy is for 42 people. The Inhabited Building classification is 11 or more occupants and
a density greater than one person per 430 square feet. The Primary Gathering facility classification is 50 or
more occupants and a density greater than one person per 430 square feet. The area of the building is
approximately 16,100 square feet. Thus the occupant density is approximately one person per 388 square
feet of primary occupied space. The proposed use of this building exceeds the Inhabited Building criteria
(UFC 4-010-01 Appendix A). However, to provide for growth in occupancy over time, the standoff distances
will be provided for the occupancy classification of Primary Gathering.
November 8, 2018
Type B3 Submittal
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Mead & Hunt, Inc.
Construct Corrosion Control Hangar, Kingsley Field
Basis of Design Part II – Project Narrative
Project Number: KJAQ119006
Contract Number: W9133L-16-D-0007
Explosive Weight and Level of Protection
The existing building is within the airfield could be assumed to be within the controlled perimeter of the
airfield and the adjacent base. However, because the adjacent taxiways are open to the public, it is being
conservatively assumed that the building is not within a controlled perimeter. Since the distance to the
nearest public taxiway is greater than 200-feet (UFC 4-010-01 2-4.7), Explosive Weight I and II are
considered. Because the building is Primary Gathering and assumed to be outside the controlled perimeter,
the applicable level of protection from parking and roadways is “Low” (Table B-1 Standoff Distances for
New and Existing Buildings).
Standard 1: Standoff Distance
The building will be constructed with metal panels over girts for the hangar bay and reinforced masonry for
the remainder. The worst case of these wall types in (UFC 4-010-01 Table B-2) is “metal panel”. The
conventional construction standoff distance (CCSD) to roadways and parking is 151 feet for Explosive
Weight I, outside a controlled perimeter. The conventional construction standoff to trash containers is 56
feet for Explosive Weight II, outside a controlled perimeter.
Standard 2: Unobstructed Space
The facility will have a minimum of 56 feet of unobstructed space around it, as it complies with the
conventional construction standoff distances for parking and roadways. All other mechanical or electrical
equipment, if located on the ground, will limit opportunity for concealment of explosives.
Standard 3: Drive-up/Drop-off Areas
A tug route drive-up/drop-off area will be inside of the CCSD. These will be marked or provided with access
control, as required.
Standard 4: Access Roads
A tug route access road will be inside of the CCSD. These will be marked or provided with access control,
as required.
Standard 5: Parking Beneath Buildings or on Rooftops
Not applicable to this project. No parking will be provided on or under the building.
Standard 6: Progressive Collapse Resistance
Not applicable to this project. The building is less than three stories.
Standard 7: Structural Isolation
Not applicable to this project. This is a new building.
Standard 8: Building Overhangs and Breezeways
Not applicable to this project. There are no inhabitable overhangs.
Standard 9: Exterior Masonry Walls
Masonry wall will be provided with the minimum reinforcing required
Standard 10: Windows and Skylights
It is understood that there are no conventional construction distance provisions for windows, doors and
skylights. The proposed standoff distance to parking or roadways (in this case public taxiways) is greater
Mead & Hunt, Inc.
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November 8, 2018
Type B3 Submittal
Construct Corrosion Control Hangar, Kingsley Field
Basis of Design Part II – Design Intent
Project Number: KJAQ119006
Contract Number: W9133L-16-D-0007
than 200-feet. Therefore, the window design standoff distance requirements for Explosive Weight I will be
considered in accordance to roadways and parking (UFC 4-010-01 Standard 10, B-3.1). Explosive Weight
I will be calculated using the distance to the nearest public taxiway. Using the calculated force from the
stated parameters, glazing, door and window frames will comply with UFC 4-010-01 by performance
specification.
Standard 11: Building Entrance Layout
The building is surrounded by airfield features and restricting access doors to the base interior is not
feasible.
Standard 12: Exterior Doors
Explosive Weights I and II will be considered in the design of the exterior doors. The glazed and unglazed
doors will be specified to meet the standards outlined in (UFC 4-010-01 B-3). Overhead doors will be
tethered to prohibit translation into inhabited spaces.
Standard 13: Mail Rooms and Loading Docks
Not applicable to this project. There is no mail room in this project.
Standard 14: Roof Access
All roof access, if needed, will be provided from the interior of the building.
Standard 15: Overhead Mounted Architectural Features
All equipment and/or finishes weighing more than 31 pounds will be secured to meet the standards
prescribed.
Standard 16: Air Intakes
All Air Intakes will be located at least 10 above ground.
Standard 17: Mail Room and Loading Dock Ventilation
Not applicable to this project. There is no mail room in this building.
Standard 18: Emergency Air Distribution
A master kill switch will be installed limiting the distribution of airborne contaminants.
Standard 19: Equipment Bracing
All equipment and/or finishes weighing more than 31 pounds will be secured to meet the standards
prescribed.
Standard 20: Under Building Access
Not applicable to this project. There is no under building access.
Standard 21. Mass Notification
The building will be provided with a mass notification system to support this requirement for notification and
instruction.
November 8, 2018
Type B3 Submittal
Page 34
Mead & Hunt, Inc.
Construct Corrosion Control Hangar, Kingsley Field
Basis of Design Part II – Project Narrative
Project Number: KJAQ119006
Contract Number: W9133L-16-D-0007
2.1.11 AT/FP CHECKLIST
Mead & Hunt, Inc.
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November 8, 2018
Type B3 Submittal
Construct Corrosion Control Hangar, Kingsley Field
Basis of Design Part II – Design Intent
November 8, 2018
Type B3 Submittal
Page 36
Project Number: KJAQ119006
Contract Number: W9133L-16-D-0007
Mead & Hunt, Inc.
Construct Corrosion Control Hangar, Kingsley Field
Basis of Design Part II – Project Narrative
Mead & Hunt, Inc.
Page 37
Project Number: KJAQ119006
Contract Number: W9133L-16-D-0007
November 8, 2018
Type B3 Submittal
Construct Corrosion Control Hangar, Kingsley Field
Basis of Design Part II – Design Intent
November 8, 2018
Type B3 Submittal
Page 38
Project Number: KJAQ119006
Contract Number: W9133L-16-D-0007
Mead & Hunt, Inc.
Construct Corrosion Control Hangar, Kingsley Field
Basis of Design Part II – Project Narrative
Mead & Hunt, Inc.
Page 39
Project Number: KJAQ119006
Contract Number: W9133L-16-D-0007
November 8, 2018
Type B3 Submittal
Construct Corrosion Control Hangar, Kingsley Field
Basis of Design Part II – Design Intent
November 8, 2018
Type B3 Submittal
Page 40
Project Number: KJAQ119006
Contract Number: W9133L-16-D-0007
Mead & Hunt, Inc.
Construct Corrosion Control Hangar, Kingsley Field
Basis of Design Part II – Project Narrative
Project Number: KJAQ119006
Contract Number: W9133L-16-D-0007
2.1.12 SUMMARY OF APPLICABLE PERMITS
Applicable permits are included in Appendix B and Appendix C:
 NPDES 1200C
 FAA 7460
Mead & Hunt, Inc.
Page 41
November 8, 2018
Type B3 Submittal
Construct Corrosion Control Hangar, Kingsley Field
Basis of Design Part II – Design Intent
Project Number: KJAQ119006
Contract Number: W9133L-16-D-0007
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November 8, 2018
Type B3 Submittal
Page 42
Mead & Hunt, Inc.
Construct Corrosion Control Hangar, Kingsley Field
Basis of Design Part II – Project Narrative
2.2
Project Number: KJAQ119006
Contract Number: W9133L-16-D-0007
COST ESTIMATE
ANG Design Objectives and Procedures (Tab C) 16 APR 10
Attachment 13
COST ESTIMATE EXECUTIVE SUMMARY
SUBMITTAL STAGE TYPE B3 FINAL DESIGN SUBMITTAL
BASE KINGSLEY FIELD, KLAMATH FALLS
STATE OR
DATE
NOV. 8, 2018
PROJECT NUMBER KJAQ119006
TITLE CONSTRUCT CORROSION CONTROL HANGAR
ASSUMED BID OPENING DATE JANUARY 2019
MCC
$
9,135,000
90% MCC
$
8,221,500
BASE BID (Exclude Contingency & SIOH)
$
9,499,504
$
99,106
2. CONSTRUCT TEMPORARY HAUL ROAD 1A AS SHOWN ON
SHEET C-021, 1,140 LF, SEE DETAIL 1, SHEET C-021*
$
45,000
3. DEMOLISH AND RESTORE TEMPORARY HAUL ROAD 1A,
AS SHOWN ON SHEET C-021, 1,240 LINEAR FEET, REFER TO
DETAIL 2, SHEET C-021*
$
12,000
4. PAVEMENT RESTORATION, ALLOWANCE OF $30,000*
$
30,000
5. CONSTRUCT TEMPORARY HMA HAUL ROAD AT TAXIWAY D
AS SHOWN ON SHEET C-021, 100 LF LINEAR FEET, REFER TO
DETAIL 2, SHEET C-021*
$
8,000
6. ALTERNATE TWO - LEAD LINING @ HANGAR
$
232,426
TOTAL ABI’S / BID OPTIONS
$
426,532
TOTAL (BASE BID PLUS ABI’S / BID OPTIONS)
$
9,926,036
SEPARATE CONTRACT COSTS
(e.g. prewired workstations, utility connections, etc.)
$
0
$
9,926,036
ADDITIVE BID ITEMS or BID OPTIONS
1.
ALTERNATE ONE - 8' HT. CHAIN-LINK SECURITY FENCE
TOTAL ESTIMATE
* Indicates Bid Option requested after final Cost Estimate
Mead & Hunt, Inc.
Page 43
November 8, 2018
Type B3 Submittal
Construct Corrosion Control Hangar, Kingsley Field
Basis of Design Part II – Design Intent
November 8, 2018
Type B3 Submittal
Page 44
Project Number: KJAQ119006
Contract Number: W9133L-16-D-0007
Mead & Hunt, Inc.
Construct Corrosion Control Hangar, Kingsley Field
Basis of Design Part II – Project Narrative
Mead & Hunt, Inc.
Page 45
Project Number: KJAQ119006
Contract Number: W9133L-16-D-0007
November 8, 2018
Type B3 Submittal
Construct Corrosion Control Hangar, Kingsley Field
Basis of Design Part II – Design Intent
November 8, 2018
Type B3 Submittal
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Project Number: KJAQ119006
Contract Number: W9133L-16-D-0007
Mead & Hunt, Inc.
Construct Corrosion Control Hangar, Kingsley Field
Basis of Design Part II – Project Narrative
Mead & Hunt, Inc.
Page 47
Project Number: KJAQ119006
Contract Number: W9133L-16-D-0007
November 8, 2018
Type B3 Submittal
Construct Corrosion Control Hangar, Kingsley Field
Basis of Design Part II – Design Intent
November 8, 2018
Type B3 Submittal
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Project Number: KJAQ119006
Contract Number: W9133L-16-D-0007
Mead & Hunt, Inc.
Construct Corrosion Control Hangar, Kingsley Field
Basis of Design Part II – Project Narrative
Mead & Hunt, Inc.
Page 49
Project Number: KJAQ119006
Contract Number: W9133L-16-D-0007
November 8, 2018
Type B3 Submittal
Construct Corrosion Control Hangar, Kingsley Field
Basis of Design Part II – Design Intent
November 8, 2018
Type B3 Submittal
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Project Number: KJAQ119006
Contract Number: W9133L-16-D-0007
Mead & Hunt, Inc.
Construct Corrosion Control Hangar, Kingsley Field
Basis of Design Part II – Project Narrative
Mead & Hunt, Inc.
Page 51
Project Number: KJAQ119006
Contract Number: W9133L-16-D-0007
November 8, 2018
Type B3 Submittal
Construct Corrosion Control Hangar, Kingsley Field
Basis of Design Part II – Design Intent
November 8, 2018
Type B3 Submittal
Page 52
Project Number: KJAQ119006
Contract Number: W9133L-16-D-0007
Mead & Hunt, Inc.
Construct Corrosion Control Hangar, Kingsley Field
Basis of Design Part II – Project Narrative
Mead & Hunt, Inc.
Page 53
Project Number: KJAQ119006
Contract Number: W9133L-16-D-0007
November 8, 2018
Type B3 Submittal
Construct Corrosion Control Hangar, Kingsley Field
Basis of Design Part II – Design Intent
November 8, 2018
Type B3 Submittal
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Project Number: KJAQ119006
Contract Number: W9133L-16-D-0007
Mead & Hunt, Inc.
Construct Corrosion Control Hangar, Kingsley Field
Basis of Design Part II – Project Narrative
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Page 55
Project Number: KJAQ119006
Contract Number: W9133L-16-D-0007
November 8, 2018
Type B3 Submittal
Construct Corrosion Control Hangar, Kingsley Field
Basis of Design Part II – Design Intent
November 8, 2018
Type B3 Submittal
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Project Number: KJAQ119006
Contract Number: W9133L-16-D-0007
Mead & Hunt, Inc.
Construct Corrosion Control Hangar, Kingsley Field
Basis of Design Part II – Project Narrative
Mead & Hunt, Inc.
Page 57
Project Number: KJAQ119006
Contract Number: W9133L-16-D-0007
November 8, 2018
Type B3 Submittal
Construct Corrosion Control Hangar, Kingsley Field
Basis of Design Part II – Design Intent
November 8, 2018
Type B3 Submittal
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Project Number: KJAQ119006
Contract Number: W9133L-16-D-0007
Mead & Hunt, Inc.
Construct Corrosion Control Hangar, Kingsley Field
Basis of Design Part II – Project Narrative
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Page 59
Project Number: KJAQ119006
Contract Number: W9133L-16-D-0007
November 8, 2018
Type B3 Submittal
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Basis of Design Part II – Design Intent
November 8, 2018
Type B3 Submittal
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Project Number: KJAQ119006
Contract Number: W9133L-16-D-0007
Mead & Hunt, Inc.
Construct Corrosion Control Hangar, Kingsley Field
Basis of Design Part II – Project Narrative
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Page 61
Project Number: KJAQ119006
Contract Number: W9133L-16-D-0007
November 8, 2018
Type B3 Submittal
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Basis of Design Part II – Design Intent
November 8, 2018
Type B3 Submittal
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Project Number: KJAQ119006
Contract Number: W9133L-16-D-0007
Mead & Hunt, Inc.
Construct Corrosion Control Hangar, Kingsley Field
Basis of Design Part II – Project Narrative
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Page 63
Project Number: KJAQ119006
Contract Number: W9133L-16-D-0007
November 8, 2018
Type B3 Submittal
Construct Corrosion Control Hangar, Kingsley Field
Basis of Design Part II – Design Intent
November 8, 2018
Type B3 Submittal
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Project Number: KJAQ119006
Contract Number: W9133L-16-D-0007
Mead & Hunt, Inc.
Construct Corrosion Control Hangar, Kingsley Field
Basis of Design Part II – Project Narrative
Mead & Hunt, Inc.
Page 65
Project Number: KJAQ119006
Contract Number: W9133L-16-D-0007
November 8, 2018
Type B3 Submittal
Construct Corrosion Control Hangar, Kingsley Field
Basis of Design Part II – Design Intent
November 8, 2018
Type B3 Submittal
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Project Number: KJAQ119006
Contract Number: W9133L-16-D-0007
Mead & Hunt, Inc.
Construct Corrosion Control Hangar, Kingsley Field
Basis of Design Part II – Project Narrative
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Page 67
Project Number: KJAQ119006
Contract Number: W9133L-16-D-0007
November 8, 2018
Type B3 Submittal
Construct Corrosion Control Hangar, Kingsley Field
Basis of Design Part II – Design Intent
November 8, 2018
Type B3 Submittal
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Project Number: KJAQ119006
Contract Number: W9133L-16-D-0007
Mead & Hunt, Inc.
Construct Corrosion Control Hangar, Kingsley Field
Basis of Design Part II – Project Narrative
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Project Number: KJAQ119006
Contract Number: W9133L-16-D-0007
November 8, 2018
Type B3 Submittal
Construct Corrosion Control Hangar, Kingsley Field
Basis of Design Part II – Design Intent
Project Number: KJAQ119006
Contract Number: W9133L-16-D-0007
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Mead & Hunt, Inc.
Construct Corrosion Control Hangar, Kingsley Field
Basis of Design Part II – Project Narrative
2.3
Project Number: KJAQ119006
Contract Number: W9133L-16-D-0007
ANG SUSTAINABILITY SCORE SHEET
Mead & Hunt, Inc.
Page 71
November 8, 2018
Type B3 Submittal
Construct Corrosion Control Hangar, Kingsley Field
Basis of Design Part II – Design Intent
November 8, 2018
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Project Number: KJAQ119006
Contract Number: W9133L-16-D-0007
Mead & Hunt, Inc.
Construct Corrosion Control Hangar, Kingsley Field
Basis of Design Part II – Project Narrative
Mead & Hunt, Inc.
Page 73
Project Number: KJAQ119006
Contract Number: W9133L-16-D-0007
November 8, 2018
Type B3 Submittal
Construct Corrosion Control Hangar, Kingsley Field
Basis of Design Part II – Project Narrative
November 8, 2018
Type B3 Submittal
Page 74
Project Number: KJAQ119006
Contract Number: W9133L-16-D-0007
Mead & Hunt, Inc.
Construct Corrosion Control Hangar, Kingsley Field
Basis of Design Part II – Project Narrative
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Page 75
Project Number: KJAQ119006
Contract Number: W9133L-16-D-0007
November 8, 2018
Type B3 Submittal
Construct Corrosion Control Hangar, Kingsley Field
Basis of Design Part II – Project Narrative
Project Number: KJAQ119006
Contract Number: W9133L-16-D-0007
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November 8, 2018
Type B3 Submittal
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Mead & Hunt, Inc.
Construct Corrosion Control Hangar, Kingsley Field
Basis of Design Part II – Project Narrative
2.4
Project Number: KJAQ119006
Contract Number: W9133L-16-D-0007
TYPE B-2 REVIEW COMMENTS AND DISPOSITION
PROJECT REVIEW COMMENTS
Number:
Date:
B-2
31 Oct 2018
Page 77 of 11
PROJECT TITLE:
LOCATION:
KINGSLEY ANGB CONSTRUCT CORROSION CONTROL HANGAR
KLAMATH FALLS, OREGON
PROJECT NUMBER:
REVIEWING ACTIVITY/OFFICE
REVIEWER AND TELEPHONE NUMBER:
K J A Q 1 1 9 0 0 6
See below
See below
15% CONCEPT DESIGN
95% PRE-FINAL DESIGN
MECHANICAL
COST ESTIMATE
35% DEVELOPMENT
DESIGN
100% FINAL DESIGN
ELECTRICAL
ARCHITECTURAL
65% PRELIMINARY DESIGN
CIVIL
FIRE PROTECTION
PLUMBING
DRAWING OR
PARAGRAPH
NUMBER
ITEM
NUMBER
COMMENTS
REVIEW
ACTION
Jeff Love, NGB/A4OC, 701-857-4351/DSN 344-4351
Coordination call on 10/18/18 to
C-081
1
Coordinate joint type between access apron
finalize connection. Thickened Edge
and Taxiway D with project KJAQ162682.
planned.
Suggest a Thickened Edge Expansion Joint
along this interface.
C-081
2
Provide joint types and locations.
Refine project plans
Remove detail 6/C-311. Replaced
C-311
3
Where is Detail 6 to be used? If this is at
by detail 4/C-341. Planned for
Taxiway D, suggest a TEEJ instead. Slab
connection to Taxiway Delta.
joints likely will not match and use of dowels
could result in sympathy cracking.
C-341
4
Where is Detail 4 to be used? Is this at
At Taxiway Delta
Taxiway D?
Refer to detail 5/C-341. Show
C-341
5
Provide detail of interface between HMA and
reference on plans.
PCC. Route the asphalt along this interface
and seal.
Ron Huettl, NGB/A4OC, 701-857-4361 / DSN 344-4361, ronald.g.huettl.civ@mail.mil
Fire Alarm
1
Monaco Transmitter and antenna are not
Transmitter and the antenna will be
shown on the drawings.
shown on the drawings
SPD will be shown on riser
Electrical/
2
Provide SPD (TVSS) on all 120 Vac circuits to
diagram, including a note on both
Fire Alarm
control panels, subpanels, transmitters,
UL listings required. The hinged
amplifier panels, and booster panels. SPD
terminal box is located on the
shall have both a UL 1449 and UL 1283 listing
electrical drawings.
and shall be located in an adjacent hinged
terminal box. UFC 3-600-01 Paragraph 918.11.2. Show UL numbers in drawing notes
to ensure compliance.
Mead & Hunt, Inc.
Page 77
November 8, 2018
Type B3 Submittal
Construct Corrosion Control Hangar, Kingsley Field
Basis of Design Part II – Project Narrative
PROJECT REVIEW COMMENTS
DATE:
31 Oct 2018
Project Number: KJAQ119006
Contract Number: W9133L-16-D-0007
Page 2 of 11
PROJECT TITLE:
KINGSLEY ANGB CONSTRUCT CORROSION CONTROL HANGAR, KLAMATH FALLS, OREGON
DRAWING OR
PARAGRAPH
NUMBER
ITEM
NUMBER
FA101
Key Note 1
3
FA101
Sheet note 1
4
FA103
5
FA103
6
FA/
Specification
7
FX-104
8
A101/A601
9
FX104
10
FA104
11
211339
12
211339
Para.2.1.3.4
211339
Para.2.2.3.3
211339
Para.2.1.3.4
211339
Para.2.2
283176
Para 1.7.2.3
283176
Para 2.15.1.2
13
14
15
16
17
18
November 8, 2018
Type B3 Submittal
REVIEW
ACTION
COMMENTS
Show the required signage for the release and
stop stations. Use figures 3-10 & 3-11 from the
UFC.
The flame detectors shown are approximate
only. Actual location and quantity to be
determined by Det-Tronics.
RSFACU must communicate directly to
Monaco transmitter. UFC4-211-01 Para. 36.19.3.
The foam water supervised solenoid
disconnect is missing from the matrix.
The foam water supervised solenoid
disconnect is missing from drawings and
specification.
No surge arrestors are shown on the piping.
UFC 4-211-01 Paragraph 3.6.5.
Are the coiling doors fire rated? Do they have
a closing mechanism or fusible links to ensure
they will close in case of a fire?
Is location of backflow preventer (after the
pump) acceptable to local water authority?
Add fire pump running, loss of phase, and
phase reversal to the matrix.
Ensure testing meets the requirements of UFC
4-211-01 para. 3-6.20
Edit paragraph. Valve must fully open in 5
seconds and close in 15 seconds.
Start stations must be Nema 4 not
“weatherproof” (implies Nema 3R).
Delete the word “abort”.
Add signage details to FA001
sheet.
A-E to contact DetTronics for
detector quantity and adjust
drawings accordingly
Connection will be added riser to
emphasize this requirement
Will comply
Will comply
Will add to the risers in the details
Closing mechanism will be added.
CE to investigate and confirm with
water authority
Concur. Will comply
Noted. We will confirm consistency
between the UFC and Spec section
Concur. Will comply.
Concur. Will comply
Will replace “abort” with “stop”
Clarify that system layout and design must be
by Det-Tronics.
Text is missing.
Concur. Will Comply
Battery capacity must be 48 hours per UFC 3600-01 para 9-18.12.3.
Concur. Will Comply
Page 78
Will correct.
Mead & Hunt, Inc.
Construct Corrosion Control Hangar, Kingsley Field
Basis of Design Part II – Project Narrative
PROJECT REVIEW COMMENTS
DATE:
31 Oct 2018
Project Number: KJAQ119006
Contract Number: W9133L-16-D-0007
Page 2 of 11
PROJECT TITLE:
KINGSLEY ANGB CONSTRUCT CORROSION CONTROL HANGAR, KLAMATH FALLS, OREGON
DRAWING OR
PARAGRAPH
NUMBER
ITEM
NUMBER
283176
Para 2.24
19
COMMENTS
REVIEW
ACTION
Specification needs editing for this project.
Mass Notification must be compatible with new
base wide system.
Specification editing to be compatible to
existing Monaco system.
Signals to be transmitted are per sheets FA103
& FA104.
Delete – does not apply to project.
Stick with radio, unless A-E, CE and
Comm. coordinate alternate with
proposed basewide MNS.
A-E, CE and Comm. to coordinate
with proposed basewide MNS.
Will delete this content from the
spec’s and retain in drawings.
Concur. Will comply
283176
20
Para 2.25
283176
21
Para 2.25.3
283176
22
Para 3.3
283176
23
Ensure testing meets the requirements of UFC
Para 3.7
4-211-01 para. 3-6.20.
Specification
24
Edit for project.
173 CES BASE CIVIL ENGINEER OFFICE
Spec
1
Sec 01 045 35 Special Inspector 1.3.1 SIOR
01 045 35
must be licensed in California? Should say
Oregon.
2
Sec 01 57 20.00 10 1.3 General Requirements
Spec
Comply with 1200 Z / should read 1200 C.
01 57 20.00
10
Spec 01 11
3
01 11 00- 1.2.1 COR at 173 CES, Oscar
00
Alonso instead of Ayala
Sheet C-021
4
C-021 Adjust access route
Sheet C-032
5
C-032 Access routes need to be coordinated
with ramp project
Sheet C-051
6
Sheet C-341
7
C-051 Prior to demo to communications lines
install new lines.
 Storm drain that's to be demo'd 18"
RCP 334 LF
 Note 7 new catch basin 30" storm
sewer pipe ID'd on C-101 cannot find
on sheet 101
C-341 Typical dowel spacing detail 2 was
removed, please re-add if there's space
Mead & Hunt, Inc.
Page 79
Concur. Will comply
Changed to Oregon
Changed to 1200 C
Changed to Alonso
Finalize site access route during
coordination call on 10/18/18.
Prior coordination has taken place.
Finalize site access during
coordination call on 10/18/18
Potholing determined this existing
storm line to be 24”. Update note 7
on C-051.
Include.
November 8, 2018
Type B3 Submittal
Construct Corrosion Control Hangar, Kingsley Field
Basis of Design Part II – Project Narrative
PROJECT REVIEW COMMENTS
DATE:
31 Oct 2018
Project Number: KJAQ119006
Contract Number: W9133L-16-D-0007
Page 2 of 11
PROJECT TITLE:
KINGSLEY ANGB CONSTRUCT CORROSION CONTROL HANGAR, KLAMATH FALLS, OREGON
DRAWING OR
PARAGRAPH
NUMBER
ITEM
NUMBER
Sheet C-401
8
Sheet C-051
9
Sheet C-503
10
Sheet C-505
Sheet E-010
11
12
Sheet M-001
13
Sheet M-601
14
Sheet M-132
15
Sheet A-202
16
17
Sheet P-002
18
Sheet P-100
19
Spec Vol
3.8.2.2
20
November 8, 2018
Type B3 Submittal
REVIEW
ACTION
COMMENTS
C-401 Note 13 detail 3\C-504 calls out a
concrete encasement for a 2" conduit, water
service on P-401 is a 3" line
 Note 18 Remove "by others".
 Note 29, 30 33 no reference on drwg.
C-051 confirm that water line exists as shown
on plans.
C-503 Detail 7 shows no tracer wire
C-505 detail 3 explanation of backfill-33 40 00
E-010 Contractor to pay for PPL contract buy
out. Gov to provide dollar amount.
M-001 no abbrev on first column
M-601 what are the de-stratification fans
sequence of option; are the all controlled
independent of each other?
M-132 Confirm piping for refrigeration lines are
not coming down through the door way
A-202 Are those the refrigeration lines on the
outside of the building, if so need to be
covered.
DDC must be totally tied into the existing the
DDC system and use same programming
software and protocol. Existing system is ALC
(automated logic corp) system must be tied
into existing ALC front end ( our server)
P-002 Sloan flush valves on toilets and urinals
(fixture schedule).
P-100 turn shower valves to face into storage
area 115A so that the access panels are inside
storage room.
Spec Vol 3.8.2.2 All backflows need to be
tested prior to completion, results sent to state
and BCE.
Page 80
Revise Note 18 on C-401, reference
appropriate electrical drawing.
Update callouts for Note(s) 29-30
on C-401. Waterline to have sleeve.
Waterline feeds fire hydrant near
Taxiway Delta.
Show and reference tracer wire
detail 3 /C-503.
Update. Explain compaction.
Will include abbreviations in first
column.
De-stratifications fans will be
controlled from a single wallmounted speed control switch.
Confirmed. Piping runs above
doorway.
Specification section 230700
requires piping to be covered with
aluminum or PVC jackets.
Requirement is indicated in
specification section 230900, 1.1
and 1.1. and 1.1.1.i.
Will include abbreviations in first
column.
Will add Sloan, but approved equals
will be allowed.
Will comply
Will note.
Mead & Hunt, Inc.
Construct Corrosion Control Hangar, Kingsley Field
Basis of Design Part II – Project Narrative
PROJECT REVIEW COMMENTS
DATE:
31 Oct 2018
Project Number: KJAQ119006
Contract Number: W9133L-16-D-0007
Page 2 of 11
PROJECT TITLE:
KINGSLEY ANGB CONSTRUCT CORROSION CONTROL HANGAR, KLAMATH FALLS, OREGON
DRAWING OR
PARAGRAPH
NUMBER
ITEM
NUMBER
Sheet P-102
21
Sheet E-101
22
Sheet 701
23
Sheet 701 – Do we want transformer feeding
panel 2/LE to be fed by1/LE, which can be fed
by generator?
Sheet C-503
24
Sheet S-111
Sheet S-112
25
26
C-503 detail 2, Hinged crate? Is it needed?
Cost?
S-111 Elevation of slab in hanger training room
S-112 Note 8 where are the double dash lines
Mead & Hunt, Inc.
REVIEW
ACTION
COMMENTS
P-102 Electronic primer valve for floor drains,
locate in storage area 115A
Sheet E- 101 offices 109/112 receptacles are
on switches?
Page 81
Will provide.
These receptacles are occupancy
sensor controlled receptacles which
are a requirement of ASHRAE 90.1.
Per UFC 3-520-0, Article 3-2.7,
Panel 2/LE is required to be fed as
shown on the one-line diagram. It
cannot be fed from Panel 1/LE.
Remove.
Will add slab elevation.
Will indicate double dashed lines on
the plan where additional bars are
required.
November 8, 2018
Type B3 Submittal
Construct Corrosion Control Hangar, Kingsley Field
Basis of Design Part II – Project Narrative
PROJECT REVIEW COMMENTS
DATE:
31 Oct 2018
Project Number: KJAQ119006
Contract Number: W9133L-16-D-0007
Page 6 of 11
PROJECT TITLE:
KINGSLEY ANGB CONSTRUCT CORROSION CONTROL HANGAR, KLAMATH FALLS, OREGON
DRAWING OR
PARAGRAPH
NUMBER
ITEM
NUMBER
Sheet S-151
27
November 8, 2018
Type B3 Submittal
COMMENTS
S-151 Why are we using the most expensive
truss structure? Metal truss ½ cost
Page 82
REVIEW
ACTION
There are several reasons wide
flange steel beams were selected
over steel joists. The first reason
being depth, if steel joists were
used the depth would be increased
which would require the roof height
and the masonry wall height to be
raised. Utilizing steel joists would
also reduce the spacing of the roof
framing members, this would
interfere with the duct penetrations
through the roof. Wide flange
members are required at the
reentrant corners, to transfer the
lateral forces across the diaphragm.
Coordination would be required for
any items attached to the joists, and
with the large number of items
being installed after design, wide
flange members give the flexibility
to add the point loads anywhere
along the length of the beam. If
steel joists were used point loads
would be limited to panel points.
Due to loading and span
requirements the mechanical room
floor needs to be framed with steel
wide flange beams, as well as the
roof ridge beam. The introduction of
an additional trade adds to the
mobilization cost of the project. For
these reasons a wide flange steel
beam roof framing system was
selected.
Mead & Hunt, Inc.
Construct Corrosion Control Hangar, Kingsley Field
Basis of Design Part II – Project Narrative
PROJECT REVIEW COMMENTS
DATE:
31 Oct 2018
Project Number: KJAQ119006
Contract Number: W9133L-16-D-0007
Page 83 of 11
PROJECT TITLE:
KINGSLEY ANGB CONSTRUCT CORROSION CONTROL HANGAR, KLAMATH FALLS, OREGON
DRAWING OR
PARAGRAPH
NUMBER
ITEM
NUMBER
Sheet S-401
28
S-401 Detail 2. Insolation on bottom of
foundation (remove) will not meet 95%
compaction. Fill with slurry instead of rock
Sheet S-542
29
S-542 Water run off should be controlled by
gutter and down spout.
30
Delete card readers, go with key entry.
Spec
08 71 00
31
Spec
08 71 00
32
Section 08 71 00
2.3.9 Change to say Schlage and have
interchangeable cores.
2.3.11 omit the "Do Not" and state place rm
numbers on keys
2.3.11 omit the ”Do Not” and state place rm
numbers on keys
COMMENTS
Joseph S. Buch, NGB/A7OC 701-857-4318/DSN 344-4318
Sheet A-103
1
Include snow fences above roof vent pipes,
stacks to protect stack pipes from snow forces.
Sheet A-501
2
Detail 4 Roof / Wall Detail - Downspout
imparting flow onto lower metal panel roof will
likely challenge the roof to wall flashing with
heavy flow. Include a means to prevent heavy
flow from impinging upon wall flashing. A
downslope turned downspout, or add an
additional flashing piece to shield the wall
flashing seams.
Sheet A-502
3
Detail 1 Roof Eave Detail – consider placing
gutters at a level below the line of the roof in
order to prevent mass snow movements from
shearing off gutters.
Mead & Hunt, Inc.
Page 83
REVIEW
ACTION
Insulation will be moved from under
the footing to under the slab. A note
allowing for the option to fill the void
between the bottom of the slab and
the top of the footing with plain
concrete will be added.
A gutter and downspout will be
provided, refer to the exterior
elevations on drawing A-201 and A202 and detail 2/A-503.
Review response withdrawn by
COR
Changed specs to match requests
Changed specs to match requests
Complied to request
Altered downspout locations to
avoid this condition.
Agreed, will alter location height of
gutter
November 8, 2018
Type B3 Submittal
Construct Corrosion Control Hangar, Kingsley Field
Basis of Design Part II – Project Narrative
PROJECT REVIEW COMMENTS
DATE:
31 Oct 2018
Project Number: KJAQ119006
Contract Number: W9133L-16-D-0007
Page 8 of 11
PROJECT TITLE:
KINGSLEY ANGB CONSTRUCT CORROSION CONTROL HANGAR, KLAMATH FALLS, OREGON
DRAWING OR
PARAGRAPH
NUMBER
ITEM
NUMBER
Sheet A-504
4
November 8, 2018
Type B3 Submittal
REVIEW
ACTION
COMMENTS
Detail 7 Curb Detail – recommend using a
manufactured curb with integral crickets.
These are available to span form standing
seam to standing seam and the crickets are
formed as part of the curb – no sealant. LM
Curbs and Thybar are two companies that offer
roof curbs.
Include details of the upslope and downslope
edges of the curb and pan to detail how the
curb pan is placed relative to the roof panels.
Add to Division 7 specifications.
Page 84
Will comply
Mead & Hunt, Inc.
Construct Corrosion Control Hangar, Kingsley Field
Basis of Design Part II – Project Narrative
PROJECT REVIEW COMMENTS
DATE:
31 Oct 2018
Project Number: KJAQ119006
Contract Number: W9133L-16-D-0007
Page 9 of 11
PROJECT TITLE:
KINGSLEY ANGB CONSTRUCT CORROSION CONTROL HANGAR, KLAMATH FALLS, OREGON
DRAWING OR
PARAGRAPH
NUMBER
ITEM
NUMBER
Sheet A-201
and
Sheet A-502
5
Mead & Hunt, Inc.
REVIEW
ACTION
COMMENTS
Elevation views show many goose neck vent
stacks that may span wider than on standing
seam metal panel and may result in the vent
pipe straddling the standing seam. Detail 5 of
sheet A-502 shows the vent pipe centered
nicely, which happens seldom. Should large
vent stacks be used, or stacks are not
centered, specify the use of the normal flashing
boot as shown in A1, but amend the standing
seam metal pan to allow for a seam
interruption where the inserted panel integrates
with the adjacent standing seams See
depiction below.
Page 85
Will comply
November 8, 2018
Type B3 Submittal
Construct Corrosion Control Hangar, Kingsley Field
Basis of Design Part II – Project Narrative
PROJECT REVIEW COMMENTS
DATE:
31 Oct 2018
Project Number: KJAQ119006
Contract Number: W9133L-16-D-0007
Page 10 of 11
PROJECT TITLE:
KINGSLEY ANGB CONSTRUCT CORROSION CONTROL HANGAR, KLAMATH FALLS, OREGON
DRAWING OR
PARAGRAPH
NUMBER
ITEM
NUMBER
Sheet E-103
and
Sheet E-502
6
Lightning protection was addressed, but sheet
E-502 details 1, 3, and 4 depicted air terminal
hardware for membrane roofs.
Consult lightning air terminal companies for
details for standing seam roofs.
Specify mounting hardware that clamps on to
the standing seam. Do not allow penetrating
screw mounting hardware. The clamp shown
below does not use set screws that score the
paint coating of the standing seam panels.
The lightning protection detail for
the metal seam roof has been
added. The membrane roof details
have been removed.
Sheet A-103
7
Will comply
Sheet A-141
8
Key note 4.102 mentions snow fence on the
roof plan. Add details for the mounting
hardware and snow fence. Employ devices
similar to the above clamping style. Add snow
fence to specifications – could not locate in 07
61 14.00
Detail 6 Roof Assembly – callout note specifies
TPO membrane roof, but specifications 17 13
53 call out PVC. Clarify type of membrane and
edit to match.
November 8, 2018
Type B3 Submittal
REVIEW
ACTION
COMMENTS
Page 86
Will correct.
Mead & Hunt, Inc.
Construct Corrosion Control Hangar, Kingsley Field
Basis of Design Part II – Project Narrative
PROJECT REVIEW COMMENTS
DATE:
31 Oct 2018
Project Number: KJAQ119006
Contract Number: W9133L-16-D-0007
Page 11 of 11
PROJECT TITLE:
KINGSLEY ANGB CONSTRUCT CORROSION CONTROL HANGAR, KLAMATH FALLS, OREGON
DRAWING OR
PARAGRAPH
NUMBER
ITEM
NUMBER
Sheet P501/5
P-505/2
and
Sheet M502/8
9
Mead & Hunt, Inc.
COMMENTS
Detail 5 and 8 – Vent Through Roof details do
not provide enough clarity on how the make
and attach the flashing to the standing seam
metal panels. Employ an EPDM flashing boot
or other recommended treatment and include a
metal clamping band at the top of the flashing
boot. If a sheet metal enclosure surrounds
insulation, ensure clamping band does not
deform stack metal. Consult manufacturer’s
details or NRCA construction details.
Page 87
REVIEW
ACTION
Will clarify details per this comment.
November 8, 2018
Type B3 Submittal
Construct Corrosion Control Hangar, Kingsley Field
Basis of Design Part II – Project Narrative
Project Number: KJAQ119006
Contract Number: W9133L-16-D-0007
This page intentionally left blank.
November 8, 2018
Type B3 Submittal
Page 88
Mead & Hunt, Inc.
Construct Corrosion Control Hangar, Kingsley Field
Basis of Design Part II – Project Narrative
2.5
Project Number: KJAQ119006
Contract Number: W9133L-16-D-0007
PROJECT DESIGN SCHEDULE
SCHEDULE ITEM APPROX. DATE
Type A1 Submittal
Type A1 Submittal Review (21 Days)
April 13, 2017
May 8, 2017
NTP to Type A2 Concept Development
Type A2 Submittal
Type A2 Concept Review Meeting
Type A2 Review (30 Days)
May 08, 2017
July 20, 2017
TBD
August 21, 2017
NTP to Type B1 Preliminary Design (65%)
Type B1 Preliminary Design Submittal (60 Days)
Type B1 Preliminary Design Review (21 Days)
Contract Documents Development Meeting (OTS)
August 21, 2017
January 17, 2018
February 07, 2018
TBD
NTP to Type B2 Prefinal Design (90%)
Type B2 Prefinal Submittal (60 Days)
Type B2 Prefinal Review (30 Days)
April 24, 2018
July 19, 2018
August 20, 2018
NTP to Type B3 Final
Type B Final Submittal (35 Days)
Type B3 Final Review (10 Days)
August 21, 2018
November 09, 2018
November 19, 2018
Programmed Construction Year
FY 2019
Mead & Hunt, Inc.
Page 89
November 8, 2018
Type B3 Submittal
Construct Corrosion Control Hangar, Kingsley Field
Basis of Design Part II – Project Narrative
Project Number: KJAQ119006
Contract Number: W9133L-16-D-0007
This page intentionally left blank.
November 8, 2018
Type B3 Submittal
Page 90
Mead & Hunt, Inc.
Appendix A
Pavement Design
Pavement Design Report
U.S. Army Corps of Engineers
PCASE Version 2.09.05
Date : 12/27/2017
Design Name : AND 100CBR AB
Design Type :
Roads
Pavement Type :
Flexible
Road Type :
Road
Terrain Type :
Flat
Analysis Type :
CBR
Depth of Frost (in) :
21
Wander Width (in) :
33.35
Layer Information
Layer Type
Material Type
Frost Code
Analysis
Asphalt
Asphalt
Unbound
Crushed Stone
Cohesive Cut
NFS
Manual
Non frost
Design
Thickness
(in)
3
NFS
Compute
9.11
6.71
11.97
100
F3/F4
Manual
0
0
0
2
Base
Natural Subgrade
Traffic Information
Pattern Name :
HANGAR
Vehicles
Weight (lb)
CAR - PASSENGER
CMP 60 FORKLIFT
JLG 60HT BOOM AERIAL LIFT
STRIKER 1500 FIRE TRUCK
P-19R FIRE TRUCK
TRUCK, LARGE PICKUP OR
SUV
P-34 FIRE TRUCK
CMP 60 FORKLIFT
3000
33050
33570
62000
48000
PCASE Equivalent Single Axle
Loads
Passes per Life Equivalen
Span
t Passes
200000
1
100
100
100
4
300
48
300
3
7500
100000
1
19220
33050
600
1
158
78647
Reduced
Limited
Subgrade Subgrade
CBR
Strength Penetratio Strength
(in)
n (in)
3
3
0
Pavement Thickness Report
U.S. Army Corps of Engineers
PCASE Version 2.09.05
Date : 12/8/2017
Design Name : ACCESS APRON
Design Type :
Airfield
Pavement Type :
Rigid
Traffic Area :
Area C
Analysis Type :
K
Depth of Frost (in) :
20
Wander Width (in) :
140
% Load Transfer :
25
Effective K (pci) :
102
Reduced Sub Effective K (pci) :
61
Layers Count :
4
Joint Spacing :
15 to 20 ft
Dowel Spacing :
12.00 in
Dowel Length :
16.00 in
Dowel Diameter:
1.00 in
Layer Information
Layer Type
Material Type
Frost Code
PCC
Drainage
Separation
Natural Subgrade
N/A
N/A
N/A
Cohesionless Cut
NFS
NFS
NFS
F3/F4
Flexural
Strength % Steel
(psi)
650
0
0
0
0
0
0
0
Analysis
Compute
Manual
Manual
Manual
Non frost
Design
Thickness
(in)
11.48
6
4
0
Traffic Information
Pattern Name :
Vehicles
C-17A GLOBEMASTER III
F-15C EAGLE
F-15C EAGLE
AIR FORCE
LIGHT COPY-1
Weight (lb)
Weight (lb)
Traffic Area A, B Traffic Area C, D
585000
68000
68000
438750
51000
51000
ACN
38
24
24
Passes
Traffic
Area A,
B, C
400
400000
Passes
Traffic
Area D
4
4000
Equivalent
Passes
15136
400000
415136
Reduced
Limited
K
Subgrade Subgrade
Strength
Strength Penetration
(pci)
(in)
(in)
11.84
11.48
0
6
6
0
4
4
0
0
0
50
Pavement Thickness Report
U.S. Army Corps of Engineers
PCASE Version 2.09.05
Date : 5/16/2018
Design Name : OR - REINFOCED
Design Type :
Airfield
Pavement Type :
Rigid
Traffic Area :
Area C
Analysis Type :
K
Depth of Frost (in) :
0
Wander Width (in) :
140
% Load Transfer :
25
Effective K (pci) :
217
Reduced Sub Effective K (pci) :
0
Layers Count :
4
Joint Spacing :
100 ft
Dowel Spacing :
12.00 in
Dowel Length :
16.00 in
Dowel Diameter:
.75 in
Layer Information
Layer Type
Material Type
Frost Code
PCC
Drainage
Separation
Natural Subgrade
N/A
N/A
N/A
Cohesionless Cut
NFS
NFS
NFS
NFS
Flexural
Strength % Steel
(psi)
650
0
0
0
0.43
0
0
0
Analysis
Compute
Manual
Manual
Manual
Non frost
Design
Thickness
(in)
7.86
6
18
0
Traffic Information
Pattern Name :
Vehicles
C-17A GLOBEMASTER III
F-15C EAGLE
F-15C EAGLE
AIR FORCE
LIGHT COPY-1
Weight (lb)
Weight (lb)
Traffic Area A, B Traffic Area C, D
585000
68000
68000
438750
51000
51000
ACN
38
24
24
Passes
Traffic
Area A,
B, C
400
400000
Passes
Traffic
Area D
4
4000
Equivalent
Passes
15136
400000
415136
Reduced
Limited
K
Subgrade Subgrade
Strength
Strength Penetration
(pci)
(in)
(in)
0
0
0
0
0
0
0
0
0
0
0
50
Appendix B
Permit 1200-C
OREGON DEPARTMENT OF ENVIRONMENTAL QUALITY
APPLICATION FOR NEW NPDES GENERAL PERMIT 1200-C
Instructions for Completion of 1200-C Construction Stormwater Application: For stormwater discharges to
surface waters from construction activities, disturbing one acre or more that do not meet automatic coverage
requirements (see page 3 for additional information).
A. PROJECT INFORMATION
1.
Enter the legal name of the applicant. This must be the legal Oregon name (i.e., Acme Products, Inc.) or the legal
representative of the company if it operates under an assumed business name (i.e., John Smith, dba Acme Products). The name
must be a legal, active name registered with the Oregon Department of Commerce, Corporation Division (503) 378-4752,
(http://egov.sos.state.or.us/br/pkg_web_name_srch_inq.login), unless otherwise exempted by their regulations. The permit will
be issued to the legal name of the applicant.
• Permit coverage may be transferred from one party to another. For example, a developer may apply for a permit and then
transfer the permit to a contractor. Transfer forms: http://www.oregon.gov/deq/wq/wqpermits/Pages/Stormwater.aspx.
2.
Provide invoice contact information for billing of DEQ annual permit fee if different from the applicant in #1 above. This is the
person or entity legally responsible for payment of the annual fee invoice. This must be the same company as the applicant. not
a third party independent of the applicant.
3.
Provide contact information for the Architect or Consulting Engineer who designed the Erosion and Sediment Control Plan
(ESCP) and Dewatering Plan, if applicable.
4.
Provide information on the Erosion and Sediment Control Inspector. This is not a DEQ or DEQ Agent inspector; this is an
inspector employed by the applicant. As of January 1, 2017, for project 5 acres or more include inspectors’ qualification
certificate program and number.
5.
Provide the common name of the project (for example, the name of the subdivision), the location of the site, and, if available, a
street address.
6.
Check the box that best describes the nature of the construction activity. If “other” is selected, describe the use and include a
Standard Industrial Classification Code (visit http://www.osha.gov/pls/imis/sicsearch.html for codes). For projects that have
submitted a joint permit application, please provide the US Army Corps of Engineers assigned number.
7.
Enter latitude and longitude for the approximate center of the site, to the nearest 15 seconds. Latitude and longitude can be
obtained from DEQ’s location finder web site at http://deqapp1/website/lit/data.asp. To get the longitude and latitude to appear
you can also zoom in and re-center until you find the area. You may want to turn off DEQ interests to eliminate the yellow
dots and you may want to turn on the Aerial Photos to help you locate the site (note that the aerial photos are over ten years
old). The latitude and longitude will be indicated on the left side of the page once you have checked the locate place at the top
of the page and clicked on a location.
8.
If known, specify approximate start date. Provide information on the project size as indicated (based on the total project and
not just a single phase).
9.
For projects that anticipate dewatering or the need for active treatment system, additional details of BMPs and an operation and
maintenance plan is required. This includes a plan review fee (Table 70H) for treatment of contaminants beyond sediment.
http://arcweb.sos.state.or.us/pages/rules/oars_300/oar_340/_340_tables/340-045-0075_12-10-15.pdf.
10. Indicate the name(s) of the receiving water(s) (i.e., indicate where stormwater runoff during construction will flow). Request
information from local authority or other resource to determine the name of the receiving waterbody. Your receiving water may
be a lake, stream, river, wetland or other waterbody, and may or may not be located adjacent to the site. Your stormwater may
discharge directly to the receiving water or indirectly via a storm sewer system, an open drain or ditch, or other conveyance
structure. Do NOT list a man-made conveyance, such as a storm sewer system, as your receiving water. If you discharge to an
irrigation channel or ditch you must also indicate the owner or operator of the irrigation channel or ditch. Indicate the first natural
receiving water your stormwater discharge enters.
For example, if your discharge enters a storm sewer system, that empties into Trout Creek, which flows into Pine River, your
receiving water is Trout Creek, because it is the first natural waterbody your discharge will reach. Similarly, a discharge
into a ditch that feeds Spring Creek should be identified as “Spring Creek” since the ditch is a manmade conveyance. If you
discharge into a municipal separate storm sewer system (MS4), you must identify the waterbody into which that portion of
the storm sewer discharges. That information should be readily available from the operator of the MS4.
p. 1 of 5
Rev. 12.7.2017; by M. Riedel
11. Indicate whether stormwater runoff during construction will discharge directly to or through a storm sewer or drainage system
that discharges to a Total Maximum Daily Load (TMDL) or 303(d) listed waterbody for turbidity or sedimentation. To make
this determination, the following tools are available on DEQ’s website:
• WQ Assessment page: http://www.deq.state.or.us/wq/assessment/rpt2012/search.asp to use scroll down to search criteria:
waterbody and listing status Category 5 (303d) and Category 4a (TMDL approved).
B. SIGNATURE OF LEGALLY AUTHORIZED REPRESENTATIVE
•
•
•
•
•
•
DEFINITION OF LEGALLY AUTHORIZED REPRESENTATIVE:
Please also provide the information requested in brackets [ ]
Corporation - president, secretary, treasurer, vice-president, or any person who performs principal business functions;
or a manager of one or more facilities that is authorized in accordance to corporate procedure to sign such documents.
Partnership - General partner [list of general partners, their addresses, and telephone numbers].
Sole Proprietorship - Owner(s) [each owner must sign the application].
City, County, State, Federal, or other Public Facility - Principal executive officer or ranking elected official.
Limited Liability Company - Member [articles of organization].
Trusts – Acting trustee [list of trustees, their addresses, and telephone numbers].
(please see 40 CFR §122.22 for more detail, if needed)
APPLICATION AND FEE SUBMITTAL
To authorize permit registration, the following must be completed and submitted to the appropriate DEQ regional office or
DEQ Agent
DEQ application form signed by the Legally Authorized Representative and meeting the signature requirements below.
DEQ LUCS and associated Findings.
Stormwater Erosion and Sediment Control Plan Narrative, if applicable.
Dewatering and/or Treatment Plan, if applicable.
Stormwater Erosion and Sediment Control Plan Drawings; full-sized hard copy and electronic file.
Applicable permit fee. Appropriate fees are available at http://www.oregon.gov/deq/Rulemaking%20Docs/340-0450075WQFeeTables.pdf. All stormwater permits charge an application fee and an annual fee upon registration. DEQ will
invoice the annual fee amount if your project coverage extends more than a year. Please note: if submitting a dewatering or
active treatment O&M Plan to address contaminants beyond sediment, a disposal system plan review fee may be charged as
indicated in Table 70H.
p. 2 of 5
Rev. 12.7.2017; by M. Riedel
APPLICATION AND FEE SUBMITTAL
Submit this application, Narrative Parts I, II & III (if applicable), LUCS, Erosion and Sediment Control Plan (full-sized hard copies
and electronic copy), Dewatering and/or Treatment Plan and the applicable fee to the appropriate DEQ regional office or DEQ Agent
listed below. Contact the appropriate DEQ regional office or DEQ Agent for the best way to submit the electronic version of the
ESCP.
AGENTS AND REGIONAL OFFICES CONTACTS
City of Eugene
99 W. 10th Avenue
Eugene, OR 97401
541-682-2706
Clean Water Services
2550 SW Hillsboro Highway
Hillsboro, OR 97123
503-681-5101
Includes Banks, Beaverton,
Cornelius, Durham, Forest
Grove, Gaston, Hillsboro,
King City, North Plains,
Sherwood, Tigard, Tualatin,
and portions of Washington
Co.
City of Hermiston
215 Gladys Avenue
Hermiston, OR 97838
541-667-5025
Rogue Valley Sewer Services
138 West Vilas Road,
PO Box 3130
Central Point, OR 97502
541-664-6300
City of Troutdale
342 SW 4th Street
Troutdale, OR 97060
503-674-3300
Clackamas Co. Water Environmental Services
150 Beavercreek Road, Suite 430
Oregon City, OR 97045
503-742-4567
Unincorporated Clackamas County and areas
within the Cities of Rivergrove and Gladstone
DEQ Northwest Region
DEQ Western Region
DEQ Eastern Region
700 Lloyd Building at 700 NE
Multnomah St., Suite #600,
Portland, OR 97232
503-229-5263 or
1-800-452-4011
165 East 7th Avenue, Suite 100
Eugene, OR 97401
541-687-7326 or
1-800-844-8467
800 SE Emigrant Avenue, Suite 330
Pendleton, OR 97801
541-278-4605 or
1-800-304-3513
Clackamas
Benton
Lane
Baker
Hood River
Sherman
Clatsop
Coos
Lincoln
Crook
Jefferson
Umatilla
Columbia
Curry
Linn
Deschutes
Klamath
Union
Multnomah
Douglas
Marion
Gilliam
Lake
Wallowa
Tillamook
Jackson
Polk
Grant
Malheur
Wasco
Washington
Josephine
Yamhill
Harney
Marrow
Wheeler
p. 3 of 5
Rev. 12.7.2017; by M. Riedel
DEQ USE ONLY
DEQ USE ONLY
DEPARTMENT Of
ENVIRONMENTAL QUALITY
File #:
APPLICATION FOR NEW
NPDES GENERAL PERMIT
1200-C
Application #:
LLID/RM:
Date Received:
Amount: $
Check #:
Check Name:
Deposit #:
River Mile:
Legal Name Confirmed:
For stormwater discharges to
surface waters from construction
activities disturbing one acre or
more that do not meet automatic
coverage requirements.*
Notes:
Receipt #:
Notes:
*A project may be eligible for “automatic coverage” under NPDES general permit 1200-CN if stormwater does not discharge to a
waterbody with a TMDL or 303(d) listing for sediment or turbidity and it meets one of the following criteria (see 1200-CN at
http://www.oregon.gov/deq/FilterPermitsDocs/1200cnPermit.pdf:
1) Disturbs less than one acre and is located in Gresham, Troutdale, or Wood Village.
2) Disturbs less than five acres and is located in Albany, Corvallis, Eugene, Milwaukie, Multnomah Co. (unincorporated areas),
Springfield, West Linn, or Wilsonville.
3) Disturbs less than five acres and is within the jurisdictions of Clackamas Co. Water Environment Services [Gladstone, areas within
Clackamas Co. Service Dist. #1 (excluding Happy Valley), and areas within the Surface Water Management Agency of Clackamas
Co. (including Rivergrove)], Clean Water Services (Banks, Beaverton, Cornelius, Durham, Forest Grove, Hillsboro, King City,
North Plains, Sherwood, Tigard, Tualatin, and Washington Co. within Urban Growth Boundary), or Rogue Valley Sewer Services.
A. PROJECT INFORMATION
1. Kingsley Air National Guard Base
Applicant (entity legally responsible for permit)
2. Invoicing information (person or entity legally responsible for
payment of annual fee invoice; not a third party independent of the
applicant)
1st Lt. Oscar Ayala, 173 CEF/CEC
Contact Name (if different from applicant)
Invoice Contact Name (if different from applicant)
3620 Joe Wright Rd.
Address
Klamath Falls
City
541-885-6568
Telephone
Oregon
Address
97603
State
Zip
City
oscar.a.ayala.mil@mail.mil
State
E-Mail Address
Telephone
3. Mead & Hunt
Architect/Engineering Firm (Erosion & Sediment Control Plan)
1st Lt. Oscar Ayala, 173 CEF/CEC
Oregon Air National Guard
Project Manager
Telephone
E-Mail Address
4.
Applicant's Designated Erosion and Sediment Control Inspector
Jeff Mason
(971) 717-6504
Zip
Company Name
jeff.mason@meadhunt.com
541-885-6568
E-Mail Address
Telephone
oscar.a.ayala.mil@mail.mil
E-Mail Address
Qualification program and number
p. 4 of 5
Rev. 12.7.2017; by M. Riedel
5. Kingsley ANG Corrosion Control Facility
Name of Project
6. Nature of Construction Activity
Single Family (SIC Code 1521)
Multi-Family Residential (SIC Code 1522)
Commercial (SIC Code 1542)
Industrial (SIC Code 1541)
Highway (SIC Code 1611)
Restoration (SIC Code 1629)
Utilities (SIC Code 1623):
Other (SIC Code required):
Army Corps No. (if any):
222 Arnold Ave.
Address or Cross Street
Klamath Falls
Oregon
City
State
97603
Zip
Klamath
County
7. Approximate location of center of site
09' 42.70"
Latitude: N42 _________
8. Approximate start date:
44' 28.10"
Longitude: W121___________
April __________________________
1, 2019
Project Size
Total Site Acreage (acres): 2.95
**For assistance: DEQ Location Improvement Tool at:
http://deqapp1/website/lit/data.asp**
Total Disturbed Area (acres): 2.95
Total Number of Lots: 1
9. Is there soil or groundwater contamination located within the site boundary?
Will you be dewatering during construction (plan review fee may apply)?
Depth to groundwater: 7.5'
YES ■ NO
YES ■ NO
Data Source: August 2017 Soil Borings
10. Receiving waterbody - Must identify final discharge location of construction stormwater flows.
Waters of the State (name or description):
Municipal storm sewer or drainage system (include downstream receiving waterbody): Klamath Irrigation District
Ditch (include downstream receiving waterbody):
Irrigation channel or ditch (include owner or operator):
Infiltration device(s) (construction stormwater discharge to underground injection control/drywell is prohibited)
Other:
1-E Drain
11. Stormwater runoff during construction discharges directly to or through a storm sewer or drainage system that discharges to a
YES ■ NO
waterbody with a Total Maximum Daily Load (TMDL) or 303(d) listing for turbidity or sedimentation?
**For assistance: DEQ assessment database page at http://www.deq.state.or.us/wq/assessment/rpt2012/search.asp
B. SIGNATURE OF LEGALLY AUTHORIZED REPRESENTATIVE
The legally authorized representative must sign the application (see instructions – Section C).
I hereby certify that the information contained in this application is true and correct to the best of my knowledge and belief. In
addition, I agree to pay all permit fees required by Oregon Administrative Rules 340-045. This includes a compliance
determination fee invoiced annually by DEQ to maintain the permit.
Name of Legally Authorized Representative (Type or Print)
Title
Signature of Legally Authorized Representative
Date
p. 5 of 5
Rev. 12.7.2017; by M. Riedel
Permit Number: 1200-C
Expiration Date: December 14, 2020
Page 1 of 30
GENERAL PERMIT
NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM
STORMWATER DISCHARGE PERMIT
Oregon Department of Environmental Quality
811 SW Sixth Avenue, Portland OR 97204
Telephone: (503) 229-5279 or 1-800-452-4011 (toll free in Oregon)
Issued pursuant to ORS 468B.050 and Section 402 of the Federal Clean Water Act
REGISTERED TO:
SOURCES COVERED BY THIS PERMIT:
The legally authorized representative (see Definitions) for construction activities (as defined below) that may
discharge to surface waters or conveyance systems leading to surface waters of the state must register for
coverage under this permit with DEQ before any land disturbance occurs, unless the construction activities are
automatically covered as described in the 1200-CN permit.
 Construction activities including clearing, grading, excavation, materials or equipment staging and
stockpiling that will disturb one or more acres and may discharge to surface waters or conveyance systems
leading to surface waters of the state.
 Construction activities including clearing, grading, excavation, materials or equipment staging and
stockpiling that will disturb less than one acre that are part of a common plan of development or sale if the
larger common plan of development or sale will ultimately disturb one acre or more and may discharge to
surface waters or conveyance systems leading to surface waters of the state.
 This permit also authorizes discharges from any other construction activity (including construction activity
that disturbs less than one acre and is not part of a common plan of development or sale) designated by
DEQ, where DEQ makes that designation based on the potential for contribution to an excursion of a water
quality standard or for significant contribution of pollutants to waters of the state.
This permit does not authorize the following:
 In-water or riparian work, which is regulated by other programs and agencies including the Federal Clean
Water Act Section 404 permit program, the Oregon Department of State Lands, the Oregon Department of
Fish and Wildlife, the U.S. Fish and Wildlife Service, the U.S. Army Corp of Engineers, the National
Marine Fisheries Service, and the Department of Environmental Quality Section 401 certification program.
 Post-construction stormwater discharges that originate from the site after completion of construction
activities and final stabilization.
 Discharges to underground injection control (UIC) systems.
___________________________________________
Lydia Emer, Operations Administrator
Effective: December 15, 2015
Expiration Date: December 14, 2020
Permit Number: 1200-C
Expiration Date: December 14, 2020
Page 2 of 30
PERMITTED ACTIVITIES
Until this permit expires, is modified or revoked, the permit registrant is authorized to construct, install, modify,
or operate erosion and sediment control measures and stormwater treatment and control facilities, and to
discharge stormwater and certain specified non-stormwater discharges to surface waters of the state or
conveyance systems leading to surface waters of the state only in conformance with all the requirements,
limitations, and conditions set forth in the permit including attached schedules as follows:
Unless specifically authorized by this permit, by regulation issued by EPA, by another NPDES permit, or by
Oregon Administrative Rule, any other direct or indirect discharge to waters of the state is prohibited, including
discharges to an underground injection control system.
Permit Number: 1200-C
Expiration Date: December 14, 2020
Page 3 of 30
Table of Contents
SCHEDULE A CONTROLS AND LIMITATIONS ................................................................................... 4
1. Registering New Construction Activities ........................................................................................ 4
2. Renewal Application for Permit Coverage ...................................................................................... 4
3. Transfer of Permit Registration ....................................................................................................... 5
4. Authorized Stormwater Discharges ................................................................................................. 5
5. Authorized Non-Stormwater Discharges ......................................................................................... 5
6. Prohibited Discharges ...................................................................................................................... 6
7. Control Measures ............................................................................................................................. 6
8. Implementation of Control Measures .............................................................................................. 9
9. BMP Maintenance ......................................................................................................................... 11
10.
In-stream Water Quality Standards ............................................................................................. 11
11.
Water Quality Requirements for TMDL and 303(d) Listed Waterbodies .................................. 11
12.
Erosion and Sediment Control Plan (ESCP) ............................................................................... 12
13.
Corrective Actions ...................................................................................................................... 14
SCHEDULE B MINIMUM MONITORING AND RECORDKEEPING REQUIREMENTS .................. 16
1. Visual Monitoring .......................................................................................................................... 16
2. Recordkeeping ............................................................................................................................... 17
SCHEDULE D SPECIAL CONDITIONS ................................................................................................. 18
1. Schedule Precedence...................................................................................................................... 18
2. Other Requirements ....................................................................................................................... 18
3. Termination of Permit Registration ............................................................................................... 18
4. Local Public Agencies Acting as DEQ’s Agent ............................................................................ 19
5. Permit-Specific Definitions ........................................................................................................... 19
SCHEDULE F NPDES GENERAL CONDITIONS – INDUSTRIAL FACILITIES ................................ 22
SECTION A. STANDARD CONDITIONS .......................................................................................... 22
SECTION B. OPERATION AND MAINTENANCE OF POLLUTION CONTROLS ........................ 23
SECTION C. MONITORING AND RECORDS ................................................................................... 26
SECTION D. REPORTING REQUIREMENTS ................................................................................... 28
SECTION E. DEFINITIONS ................................................................................................................. 30
Permit Number: 1200-C
Expiration Date: December 14, 2020
Page 4 of 30
SCHEDULE A
CONTROLS AND LIMITATIONS
CONSTRUCTION ACTIVITIES REQUIRED TO REGISTER FOR PERMIT
1. Registering New Construction Activities
a. Applicants seeking registration for coverage under this permit for construction activities that will
disturb one or more acres must submit a complete application to DEQ or Agent at least thirty (30)
calendar days before the planned land disturbance, unless otherwise approved by DEQ or Agent
(see Schedule D for description of Agent). The application must include:
i. One paper copy and one electronic copy of the following:
(1) A complete DEQ-approved application form;
(2) An Erosion and Sediment Control Plan (ESCP);
(3) A Land Use Compatibility Statement (LUCS) indicating that the proposed activities are
compatible with the local government’s acknowledged comprehensive plan; and
ii. Applicable permit fees.
b. Applicants seeking registration for coverage under this permit for construction activities that will
disturb less than one acre that are part of a larger common plan of development or sale must, at
least thirty (30) calendar days before the planned land disturbance, submit to DEQ or Agent:
i. A complete DEQ-approved application form;
ii. One copy of an ESCP that covers the individual lot(s); and
iii. Applicable permit fees.
c. Applicants seeking registration for coverage under this permit for construction activities that
disturb or are likely to disturb five (5) or more acres over the life of the project, are subject to a
14-calendar day public review period before permit registration is granted. The public review
period will not begin if the application form or ESCP are incomplete.
d. DEQ or Agent will notify the applicant in writing if registration is approved or denied. Permit
coverage does not begin until the applicant receives written notice that the registration is
approved. If registration is denied or the applicant does not wish to be regulated by this permit,
the applicant may apply for an individual permit in accordance with OAR 340-045-0030.
e. Until termination has been approved by DEQ or Agent, permit registrants for permitted activities
that disturb one acre or more must pay an annual fee.
f. Permitted activities for projects that disturb less than one acre and utilize the small lot fee
structure are covered under the permit for 2 (two) years. To continue coverage beyond 2 years,
the permit registrant must submit a DEQ-approved application form and (if needed) an updated
ESCP; and pay the applicable permit fee.
2. Renewal Application for Permit Coverage
a. An owner or operator of construction activities registered under the 1200-C permit that expires in
2015 must submit to DEQ or Agent a complete renewal application, using a DEQ-approved
renewal application form before expiration of the 1200-C permit to ensure uninterrupted permit
coverage for construction stormwater discharges.
b. If renewal is denied or the applicant does not wish to be regulated by this permit, the registrant
may apply for an individual permit in accordance with OAR 340-045-0030.
Permit Number: 1200-C
Expiration Date: December 14, 2020
Page 5 of 30
3. Transfer of Permit Registration
a. To transfer permit registration, the new owner or permit registrant must submit a DEQ-approved
transfer form and applicable fees prior to permit expiration and within thirty (30) calendar days of
the planned transfer.
b. If ownership changes (through sale, foreclosure or other means) and the previous owner cannot
be found:
i. The new owner must register for coverage under the permit (Schedule A, Paragraph 1) if the
site is not stabilized.
ii. The new owner must register for coverage under the permit (Schedule A, Paragraph 1) prior
to any additional land disturbance.
iii. The new owner does not need to register for coverage under the permit if the site meets the
conditions for termination (see Schedule B) and there is no ongoing or additional land
disturbance planned.
iv. DEQ will attempt to contact the previous owner at the address on record. If there is no
response, after sixty (60) calendar days DEQ may terminate the previous owner’s permit
coverage.
4. Authorized Stormwater Discharges
Subject to compliance with the terms and conditions of this permit, and provided that all necessary
controls are implemented to minimize sediment transport, the following stormwater discharges from
construction sites are authorized (unless otherwise prohibited by local ordinances):
a. Stormwater associated with construction activity described in the “Sources Covered” section of
the permit.
b. Stormwater from support activities at the construction site (for example, concrete or asphalt
operations, equipment staging yards, material storage areas, excavated material disposal areas and
borrow areas) provided:
i. The support activity is directly related to the construction site covered by this NPDES permit;
ii. The support activity is not a commercial operation serving multiple unrelated construction
projects by different permit registrants;
iii. The support activity does not operate beyond the completion of the construction activity at
the last construction project it supports; and
iv. Appropriate control measures are used to ensure compliance with discharge and water quality
requirements.
5. Authorized Non-Stormwater Discharges
If the terms and conditions of this permit are met, all necessary controls are implemented to minimize
sediment transport, the discharge is not contaminated, and the discharge is not prohibited by local
ordinance, the following non-stormwater discharges from construction sites are authorized:
a. Water from emergency firefighting activities;
b. Fire hydrant flushings;
c. Potable water including water line flushing;
d. Vehicle washing and external building washing that does not use solvents, detergents or hot
water;
e. Pavement wash waters where stockpiled material, spills or leaks of toxic or hazardous materials
have not occurred (unless all stockpiled and spilled material has been removed) and where
solvents, detergents or hot water are not used. Directing pavement wash waters into any surface
water, storm drain inlet, or stormwater conveyance is prohibited, unless the conveyance is
connected to a sediment basin, sediment trap, or similarly effective control;
f. Water used to control dust;
Permit Number: 1200-C
Expiration Date: December 14, 2020
Page 6 of 30
g. Air conditioning or compressor condensate;
h. Construction dewatering activities (including groundwater dewatering and well drilling discharge
associated with the registered construction activity), provided that:
i. The water is land applied in a way that results in complete infiltration with no potential to
discharge to a surface water of the state, or
ii. Best Management Practices (BMPs) or a treatment system approved by DEQ or Agent is
used to ensure compliance with discharge and water quality requirements (see 9.d);
i. Foundation or footing drains where flows are not contaminated with process materials such as
solvents; and
j. Landscape irrigation.
For other non-stormwater discharges, a separate permit may be needed. The disposal of wastes to
surface waters or on-site is not authorized by this permit.
6. Prohibited Discharges
Discharges of the following are not authorized by this permit:
a. Wastewater from washout and cleanout of stucco, paint, form release oils, curing compounds and
other construction materials;
b. Fuels, oils, or other pollutants used in vehicle and equipment operation and maintenance;
c. Soaps or solvents used in vehicle and equipment washing.
d. Concrete truck wash-out, hydro-demolition water, and saw-cutting slurry.
7. Control Measures
It is the responsibility of the permit registrant to implement BMPs as needed for weather conditions.
a. Erosion Prevention
The permit registrant must control stormwater volume and velocity within the site to minimize
soil erosion. The permit registrant must prevent or minimize the disturbance of sediment.
i. Avoid or minimize excavation and bare ground activities during wet weather.
ii. Temporarily stabilize soils at the end of the shift before holidays and weekends, if needed. It
is the permit registrant’s responsibility to ensure that soils are stable during rain events at all
times of the year.
iii. Clearing and Grading.
Phase clearing and grading to the maximum extent practical to prevent exposed inactive
areas from becoming sources of erosion. Minimize the disturbance of steep slopes. Minimize
erosion during and after soil disturbance using BMPs such as temporary seeding and
planting, final vegetative cover, mulches, compost blankets, erosion control blankets and
mats, and soil tackifiers.
iv. Wind Erosion/Dust Control. Water or use a soil-binding agent or other dust control
technique as needed to avoid wind-blown soil.
v. Vegetative Erosion Control.
(1) Preserve existing vegetation and re-vegetate open areas when practical.
(2) Do not remove temporary sediment control practices until final vegetative cover or
permanent stabilization measures are established.
(3) Identify the type of seed mix (percentages of the various seeds of annuals, perennials
and clover) and other plantings used to establish temporary or final vegetative cover.
Permit Number: 1200-C
Expiration Date: December 14, 2020
Page 7 of 30
b. Natural Buffer Zone
i. If a water of the state is within the project site or within 50 feet of the project boundary, and a
natural buffer exists within 50 feet of the water of the state,
(1) The permit registrant must:
(a) Maintain any existing natural buffer within the 50-foot zone for the duration of
permit coverage; or
(b) Maintain less than the entire existing natural buffer, and provide additional erosion
and sediment controls (beyond those required in other sections of this general
permit). In addition to other applicable requirements of this permit, the permit
registrant must implement one or more of the BMPs listed below to control and treat
sediment and turbidity. The selected BMP(s) must be identified in the ESCP as
addressing this condition of the permit, and the rationale for choosing the selected
BMP(s) must also be provided.
(i) Compost berms, compost blankets, or compost socks;
(ii) Erosion control mats;
(iii) Tackifiers used in combination with perimeter sediment control BMPs;
(iv) Water treatment by electro-coagulation, flocculation, or filtration; and/or
(v) Other substantially equivalent sediment or turbidity BMP approved by DEQ or
Agent.
(2) In addition, the permit registrant must:
(a) Ensure that all discharges from covered activities to the water of the state are treated
by the site’s erosion and sediment controls before entering the natural buffer. Use
velocity dissipation devices if necessary to prevent erosion in the natural buffer.
(b) Delineate and clearly mark off (with flags, tape or similar marking devices) all
natural buffer zones.
ii. Stormwater control features (for example, stormwater conveyance channels, storm drain
inlets, and sediment basins) are not “waters of the state” for the purposes of triggering this
requirement.
iii. Areas that the permit registrant does not own or that are otherwise outside the permit
registrant’s operational control may be considered areas of undisturbed natural buffer for
purposes of this requirement. However, the permit registrant is only required to retain and
protect from construction activities the portion of the buffer area that is under the permit
registrant’s control.
iv. The Natural Buffer Zone requirements do not apply if:
(1) No natural buffer exists due to development that occurred prior to the initiation of
planning for the current project; or
(2) There is no discharge of stormwater to the water of the state through the area between the
disturbed portions of the site and the surface water located within the project site or
within 50 feet of the site. This includes situations where the permit registrant has
implemented control measures, such as a berm or other barrier, that will prevent such
discharges; or
(3) There is a CWA Section 404 permit and 401 WQC issued for the project; or
(4) Construction is for a water-dependent structure or water access areas (for example, pier,
boat ramp, or trail).
v. Pre-existing conditions
(1) The permit registrant is not required to enhance the quality of the vegetation that already
exists in the buffer, or provide vegetation if none exists.
(2) Any preexisting structures or impervious surfaces are allowed in the natural buffer
provided the permit registrant retains and protects from disturbance any natural buffer
area outside the preexisting disturbance.
Permit Number: 1200-C
Expiration Date: December 14, 2020
Page 8 of 30
c. Runoff Control
The permit registrant must control stormwater discharges, including both peak flow rates and
total stormwater volume, to minimize erosion at outlets and to minimize downstream channel and
streambank erosion. The permit registrant must minimize sediment discharges from the site. The
permit registrant must prevent or minimize scouring by means such as diverting, collecting,
conveying or controlling flow. BMPs used for these purposes include diversion of run-on; trench
drains, slope drains, french drains and subsurface drains; temporary diversion dikes; earthen
berms; grass-lined or armored channels (such as turf reinforcement mats); drainage swales;
energy dissipaters; rock outlet protection; drop inlets; and check dams. Note that any underground
injection must comply with OAR Chapter 340, Division 44.
d. Sediment Control
The permit registrant must prevent or minimize sediment transport by means such as filtration
and settling.
i. Control sediment as needed along the site perimeter and at all operational internal storm
drain inlets at all times during construction, both internally and at the site boundary by using
BMPs such as sediment fences, buffer zones, sediment traps, rock filters, compost
berms/compost socks, fiber wattles, storm drain inlet protection, and temporary or
permanent sedimentation basins; and, when discharging from basins and impoundments, by
utilizing outlet structures that withdraw water from the surface, unless infeasible.
ii. Sediment Tracking and Transport Control.
The permit registrant must prevent or minimize tracking of sediment onto public or private
roads using BMPs such as:
(1) Establish graveled (or paved) exits and parking areas prior to any land disturbing
activities.
(2) Gravel all unpaved roads located onsite.
(3) Use an exit tire wash.
(4) Cover all sediment loads leaving the site.
(5) When trucking saturated soils from the site, either use water-tight trucks or drain loads
on site.
e. Pollution Prevention and Control.
i. Pollution Prevention.
The permit registrant must design, implement, and maintain pollution prevention measures to
minimize the exposure of building materials, building products, construction wastes, trash,
landscape materials, fertilizers, pesticides, herbicides, detergents, sanitary waste and other
materials present on the site to precipitation and to stormwater.
(1) Use BMPs to prevent or minimize pollution of stormwater or to treat flow from
dewatering, ponded water, paving, and temporary bridges.
(2) Use BMPs to prevent or minimize stormwater from being exposed to pollutants from
spills; vehicle and equipment fueling, maintenance, and storage; other cleaning and
maintenance activities; and waste handling activities. These pollutants include fuel,
hydraulic fluid and other oils from vehicles and machinery; as well as debris, fertilizer,
pesticides and herbicides, paints, solvents, curing compounds and adhesives.
ii. Stockpile Erosion and Sediment Control Practices.
(1) Both on-site stockpiles and stockpiles located away from the construction activity but
still under the control of the permit registrant must be protected to prevent significant
amounts of sediment or turbid water from discharging to surface waters or conveyance
systems leading to surface waters.
(2) As needed based on weather conditions, at the end of each workday soil stockpiles
must be stabilized or covered, or other BMPs must be implemented to prevent
discharges to surface waters or conveyance systems leading to surface waters.
Permit Number: 1200-C
Expiration Date: December 14, 2020
Page 9 of 30
(3) In developing these practices, at a minimum the following must be considered:
diversion of uncontaminated flows around stockpiles, use of cover over stockpiles, and
installation of sediment fences (or other barriers that will prevent the discharge of
sediment or turbidity) around stockpiles.
iii. Solid Waste and Hazardous Materials Management.
Implement the following BMPs when applicable: written spill prevention and response
procedures, employee training on spill prevention and proper disposal procedures, spill kits
available on site, regular maintenance schedule for vehicles and machinery, material delivery
and storage controls, training and signage, and covered storage areas for waste and supplies.
f. Additional BMP Requirements During Inactive Periods.
i. If all construction activities cease at the site for thirty (30) calendar days or more, the entire
site must be stabilized using temporary seeding, vegetation, a heavy mulch layer, or another
method.
ii. On any significant portion of the site, if construction activities cease for fourteen (14)
calendar days or more, install temporary covering such as blown straw and a tackifier, loose
straw, compost mulch, temporary vegetative cover, crushed rock or gravel base.
8. Implementation of Control Measures
a. Permit registrants must implement the ESCP (Paragraph A.12). Failure to implement any of the
control measures or practices described in the ESCP is a violation of the permit.
b. Permit registrants must prevent the discharge of significant amounts of sediment to surface waters
or conveyance systems leading to surface waters. The following conditions indicate that a
significant amount of sediment has left or is likely to leave the site, and are prohibited:
i. Earth slides or mud flows;
ii. Concentrated flows of stormwater such as rills, rivulets or channels that cause erosion when
such flows are not filtered, settled or otherwise treated to remove sediment;
iii. Sediment laden or turbid flows of stormwater that are not filtered or settled to remove
sediments and turbidity;
iv. Deposits of sediment at the construction site in areas that drain to unprotected stormwater
inlets or to catch basins that discharge to surface waters. Inlets and catch basins with failing
sediment controls due to lack of maintenance or inadequate design are considered
unprotected;
v. Deposits of sediment from the construction site on any property (including public and private
streets) outside of the construction activity covered by this permit.
c. Permit registrants must ensure the control measures or practices described in the ESCP are
implemented according to the following sequence:
i. Before Construction.
(1) Identify, mark, and protect (with construction fencing or other means) critical riparian
areas and vegetation including important trees and associated rooting zones and
vegetation areas to be preserved.
(2) Identify, mark and protect vegetative buffer zones between the site and sensitive areas
(for example, wetlands), and other areas to be preserved, especially in perimeter areas.
(3) Hold a pre-construction meeting of project construction personnel that includes the
inspector required by condition A.12.b.iii to discuss erosion and sediment control
measures and construction limits.
(4) Stabilize site entrances and access roads including, but not limited to construction
entrances, roadways and equipment parking areas.
(5) Install perimeter sediment control, including storm drain inlet protection as well as all
sediment basins, traps, and barriers.
Permit Number: 1200-C
Expiration Date: December 14, 2020
Page 10 of 30
(6) For projects involving concrete, permit registrants must establish concrete truck and
other concrete equipment washout areas before beginning concrete work.
(7) Establish material and waste storage areas, and other non-stormwater controls.
(8) Stabilize stream banks and construct the primary runoff control measures to protect
areas from concentrated flows.
ii. During Construction.
(1) Land Clearing, Grading and Roadways. Permit registrants must:
(a) Begin land clearing, excavation, trenching, cutting or grading only after installing
applicable sediment and runoff control measures.
(b) Provide appropriate erosion and sediment control BMPs for all roadways including
gravel roadways.
(c) Install additional control measures as work progresses as needed.
(d) Phase clearing and grading to the maximum extent practical to prevent exposed
inactive areas from becoming a source of erosion.
(2) For projects involving concrete, permit registrants must:
(a) Wash concrete trucks and equipment off site (in an appropriately protected area) or
in designated concrete washout areas only.
(b) Direct all wash water into a pit or leak-proof container. The pit does not need to be
lined or leak-proof, but the pit or container must be designed so that no overflows
can occur due to inadequate sizing or precipitation. Concrete wash water must not
adversely affect groundwater.
(c) Handle (for example, through disposal, reuse or recycling) wash water as waste. Do
not dispose of concrete wash water or wash out concrete trucks onto the ground, or
into storm drains, open ditches, streets, or streams.
(d) Do not dump excess concrete on site, except in designated concrete washout areas.
(e) Handle (for example, through disposal, reuse or recycling) hardened concrete waste
consistent with handling of other construction wastes.
(f) Concrete spillage or concrete discharge to surface waters of the state is prohibited.
(3) Surface Stabilization. Permit registrants must:
Apply temporary stabilization measures (for example, mulching or temporary seeding),
final vegetative cover, or permanent stabilization measures immediately on all
disturbed areas as work is completed. Stabilization of disturbed areas must be initiated
immediately whenever any earth disturbing activities have permanently ceased on any
portion of the site. However, temporary or permanent stabilization measures are not
required for areas that are intended to be left unvegetated or unstabilized following
construction (such as dirt access roads, utility pole pads, areas being used for storage of
vehicles, equipment, or materials), provided that measures are in place to eliminate or
minimize erosion.
iii. Termination. Before termination of permit coverage, permit registrants must:
(1) Provide final vegetative cover or permanent stabilization measures on all exposed areas
(see Section D.3).
(2) Immediately after seeding or planting the area to be vegetatively stabilized, the permit
registrant must select, design, and install non-vegetative erosion controls (such as
mulch or rolled erosion control products) that provide cover to the area while
vegetation is becoming established, to the extent necessary to prevent erosion of the
seeded or planted area.
(3) Remove and properly dispose of construction materials and waste, including sediment
retained by temporary BMPs.
(4) Remove all temporary control measures as areas are stabilized, unless doing so
conflicts with local requirements.
Permit Number: 1200-C
Expiration Date: December 14, 2020
Page 11 of 30
9. BMP Maintenance
a. The permit registrant must establish and promptly implement procedures for maintenance and
repair of erosion and sediment control measures.
b. General Site Maintenance.
i. Significant amounts of sediment that leave the site must be cleaned up within 24 hours,
placed back on the site and stabilized, or disposed of properly. In addition, the source(s) of
the sediment must be controlled to prevent continued discharge within 24 hours. Any instream cleanup of sediment must be performed according to requirements and timelines set
by the Oregon Department of State Lands.
ii. Sediment must not be intentionally washed into storm sewers or drainage ways. Methods
such as vacuuming, dry mechanical sweeping, or manual sweeping must be used to cleanup
released sediments.
iii. Fertilizer application rates must follow manufacturer's guidelines and the application must be
done in such a way to minimize discharge of nutrients to surface waters.
c. Maintenance of Erosion and Sediment Controls. Permit registrants must:
i. Sediment fence: remove trapped sediment before it reaches one third of the above ground
fence height.
ii. Other sediment barriers (such as biobags): remove sediment before it reaches two inches
depth above ground height.
iii. Catch basins: clean before sediment retention capacity has been reduced by fifty percent.
iv. Sediment basins: remove trapped sediments before design capacity has been reduced by fifty
percent.
d. Treatment Systems.
If an active treatment system (for example, electro-coagulation, flocculation, filtration, etc.) for
sediment or other pollutant removal is employed, the permit registrant must submit an operation
and maintenance plan (including system schematic, location of system, location of inlet, location
of discharge, discharge dispersion device design, and a sampling plan and frequency) to DEQ or
Agent before operating the treatment system. The plan must be approved by DEQ or Agent
before operating the treatment system. If approved, the treatment system must be operated and
maintained according to manufacturer’s specifications.
10. In-stream Water Quality Standards
a. The permit registrant must not cause or contribute to a violation of in-stream water quality
standards.
b. In the absence of information demonstrating otherwise, DEQ expects that compliance with the
conditions in this permit will result in stormwater discharges being controlled as necessary to
meet applicable water quality standards. If at any time the permit registrant becomes aware, or
DEQ determines, that a discharge from the permitted activity is not being controlled as necessary
to meet applicable water quality standards, the permit registrant must take corrective actions, and
document the corrective actions as required in A.13.
11. Water Quality Requirements for TMDL and 303(d) Listed Waterbodies
In addition to other applicable requirements of this permit, if a permit registrant’s construction project
has the potential to discharge to a portion of a waterbody that is listed as impaired and requiring a
TMDL for turbidity or sedimentation on the most recently EPA-approved Oregon 303(d) list or that
has an established Total Maximum Daily Load (TMDL) for sedimentation or turbidity (available at
www.deq.state.or.us/WQ/assessment/assessment.htm), the permit registrant must implement one or
more of the BMPs listed below to control and treat sediment and turbidity. The selected BMP(s) must
Permit Number: 1200-C
Expiration Date: December 14, 2020
Page 12 of 30
be identified in the ESCP as addressing this condition of the permit, and the rationale for choosing the
selected BMP(s) must also be provided.
a. Compost berms, compost blankets, or compost socks;
b. Erosion control mats;
c. Tackifiers used in combination with perimeter sediment control BMPs;
d. Established vegetated buffers sized at 50 feet (horizontally) plus an additional 25 feet
(horizontally) per 5 degrees of slope;
e. Water treatment by electro-coagulation, flocculation, or filtration; and/or
f. Other substantially equivalent sediment or turbidity BMP approved by DEQ or Agent.
12. Erosion and Sediment Control Plan (ESCP)
a. Preparation.
i. The permit registrant must ensure that an ESCP is prepared and revised as necessary to reflect
site conditions for the construction activity regulated by this permit, and submit revisions to
DEQ or Agent in accordance with requirements of this permit. The design, installation, and
maintenance of erosion and sediment controls must be adequate to address factors such as the
amount, frequency, intensity, and duration of precipitation, the nature of resulting stormwater
runoff, and soil characteristics, including the range of soil particle sizes expected to be
present on the site.
ii. Qualifications to Prepare ESCP.
(1) For construction activities disturbing 20 or more acres, the ESCP must be prepared and
stamped by a Certified Professional in Erosion and Sediment Control, Certified
Professional in Storm Water Quality, Oregon Registered Professional Engineer,
Oregon Registered Landscape Architect, or Oregon Certified Engineering Geologist.
(2) If engineered facilities such as sedimentation basins or diversion structures for erosion
and sediment control are required, the ESCP must be prepared and stamped by an
Oregon Registered Professional Engineer.
b. The ESCP must include the following elements:
i. Name of the site.
ii. Local Government Requirements. Include any procedures necessary to meet applicable local
government erosion and sediment control or stormwater management requirements.
iii. Erosion and Sediment Control Inspector.
(1) Inspections must be conducted by a person knowledgeable in the principles and
practice of erosion and sediment controls who possesses the skills to assess conditions
at the construction site that could impact stormwater quality, is knowledgeable in the
correct installation of the erosion and sediment controls, and is able to assess the
effectiveness of any sediment and erosion control measures selected to control the
quality of stormwater discharges from the construction activity.
(2) Beginning January 1, 2017, for projects that are five or more acres, inspections must be
conducted by a person certified in an erosion and sediment control program that has
been approved by DEQ. DEQ has approved the following programs:
(a) Certified Professional in Erosion and Sediment Control,
(b) Certified Professional in Storm Water Quality,
(c) Washington State Certified Erosion and Sediment Control Lead, or
(d) Rogue Valley Sewer Services Erosion and Sediment Control Certification.
Permit Number: 1200-C
Expiration Date: December 14, 2020
Page 13 of 30
(3) Inspections must be conducted by the Erosion and Sediment Control Inspector
identified in the ESCP.
(4) Provide the following for all personnel that will conduct inspections:
(a) Name and title;
(b) Contact phone number and, if available, e-mail address; and
(c) Description of experience and training.
iv. Narrative Site Description.
(1) Description of the construction activity;
(2) Proposed timetable indicating when each erosion and sediment control BMP is to be
installed and the duration that it is to remain in place;
(3) Estimates of the total area of the permitted site and the area of the site that is expected
to undergo clearing, grading or excavation;
(4) Nature of the fill material to be used, and of the site soils prior to disturbance;
(5) Names of the receiving water(s) for stormwater runoff;
(6) The types of pollutants that could be found in stormwater and their likely sources;
(7) Any authorized non-stormwater discharges; and
(8) If a surface water of the state is within 50 feet of the permitted activities,
(a) Description of area within 50 feet of project site (including any natural buffer),
and
(b) Description of approach to manage the natural buffer zone, if any (for example,
maintain natural buffer, reduce natural buffer and increase BMPs, or eliminate
flow through natural buffer).
v. Site Map and Drawings.
(1) The site map and drawings must be kept on site and must represent the actual BMP
controls being used onsite;
(2) The site map must show sufficient roads and features for DEQ or Agent to locate and
access the site;
(3) The site map and drawings must include (but is not limited to) the following features
(as applicable):
(a) Total property boundary including surface area of the development;
(b) Areas of soil disturbance (including, but not limited to, showing cut and fill areas
and pre- and post-development elevation contours);
(c) Drainage patterns before and after finish grading;
(d) Discharge points;
(e) Areas used for the storage of soils or wastes;
(f) Areas where vegetative practices are to be implemented;
(g) All erosion and sediment control measures or structures;
(h) Impervious structures after construction is completed (including buildings, roads,
parking lots and outdoor storage areas);
(i) Springs, wetlands and other surface waters on site or adjacent to the site;
(j) Temporary and permanent stormwater conveyance systems;
(k) Onsite water disposal locations (for example, for dewatering);
(l) Storm drain catch basins depicting inlet protection, and a description of the type of
catch basins used (for example, field inlet, curb inlet, grated drain and
combination);
(m) Septic drain fields;
(n) Existing or proposed drywells or other UICs;
(o) Drinking water wells on site or adjacent to the site;
(p) Planters;
(q) Sediment and erosion controls including installation techniques;
Permit Number: 1200-C
Expiration Date: December 14, 2020
Page 14 of 30
(r) Natural buffer zones and any associated BMPs for all areas within 50 feet of a
water of the state; and
(s) Detention ponds, storm drain piping, inflow and outflow details.
c. ESCP Revisions
i. The ESCP must be accurate and reflect site conditions. Update the ESCP as needed to
represent actual BMPs being used onsite.
ii. ESCP revisions must:
(1) Clearly identify any changes (such as type or design) to the BMPs identified in the ESCP,
their location, maintenance required, and any other revisions necessary to prevent and
control erosion and sediment runoff.
(2) Include contact information and any applicable certification, training and experience
for changes in Erosion and Sediment Control Inspector.
iii. Approval of the revisions by DEQ or Agent prior to implementation is not required.
iv. Submission of all ESCP revisions is not required. ESCP revisions must be submitted only if
they are made for any of the following reasons:
(1) Part of a Corrective Action (A.13).
(2) Change in address of the permit registrant. Registrant must keep their address current with
DEQ or Agent. Failure to do so may be used as grounds for termination of coverage.
(3) Change (increase or decrease) in the size of the project.
(4) Change (increase or decrease) in the size or location of disturbed areas.
(5) Change to BMPs (for example, type, design or location).
(6) Change in erosion and sediment control inspector.
v. If submission of ESCP revisions is required, submit one paper copy and one electronic PDF
to DEQ or Agent within 10 calendar days of the revision. These revisions should be submitted
as revised pages of the ESCP or drawings only; it is not necessary to submit the entire ESCP. If
the permit registrant does not receive a response to the revisions from DEQ or Agent within 10
calendar days of receipt, the proposed revisions are deemed accepted.
vi. DEQ or Agent may require the permit registrant to revise the ESCP at any time. The permit
registrant must submit the revisions according to the timeframe specified by DEQ or Agent.
13. Corrective Actions
a. The permit registrant must take corrective actions if any of the following occur:
i. Significant amounts of sediment or turbidity (as described in A.8.b) are visible downstream of
the permitted activities in:
(1) A conveyance system leading to surface waters;
(2) Surface waters 50 feet or more downstream of the discharge point; or
(3) Surface waters at any location where more than one-half of the width of the receiving
surface waters is affected.
ii. The construction activity causes or contributes to a violation of in-stream water quality
standards (A.10.a).
iii. DEQ or the Agent requires the permit registrant to take corrective actions to prevent or
control the discharge of significant amounts of sediment or turbidity to surface waters or to
conveyance systems that discharge to surface waters.
b. If corrective actions are required, the permit registrant must do all of the following:
i. Source(s) of sediment must be controlled within 24 hours to prevent continued or additional
discharges. Immediately, but no later than 24 hours after initial detection, take corrective
actions or implement additional effective BMPs until the significant amounts of sediment or
turbidity are no longer visually detectable and to ensure that the requirements of Conditions
A.8.b and A.10.a are met;
Permit Number: 1200-C
Expiration Date: December 14, 2020
Page 15 of 30
ii. Document in the inspection records the corrective actions taken; and
iii. Evaluate the control measures and practices to determine the cause of the noncompliance.
Submit a written report to DEQ or Agent within 10 calendar days of identifying the need to
take corrective action as required in condition 13.a above. This report must include:
(1) The site common name and DEQ file number.
(2) Identification of outfalls that were out of compliance.
(3) Names of personnel conducting inspections.
(4) A description of the noncompliance and its cause.
(5) The period of noncompliance.
(6) Steps taken or planned to reduce, eliminate, and prevent reoccurrence of the
noncompliance (such as specific BMPs that will be implemented or increased
inspection frequency).
(7) ESCP revisions, if revisions were required to prevent and control erosion and sediment
discharges.
Permit Number: 1200-C
Expiration Date: December 14, 2020
Page 16 of 30
SCHEDULE B
MINIMUM MONITORING AND RECORDKEEPING
REQUIREMENTS
1. Visual Monitoring
a. The following must be monitored visually by a designated Erosion and Sediment Control Inspector:
i. All areas of the site disturbed by construction activity to ensure that BMPs are in proper working
order.
ii. Discharge point(s) identified in the ESCP for evidence of or the potential for the discharge of
pollutants (including sediment and turbidity), and to ascertain whether erosion and sediment
control measures are effective in preventing significant impacts to surface waters. Where
discharge points are inaccessible, nearby downstream locations must be inspected to the extent
that such inspections are practical.
iii. BMPs identified in the current ESCP to assess whether they are functioning properly.
iv. Locations where vehicles enter or exit the site for evidence of off-site sediment tracking.
v. Areas used for storage of materials that are exposed to precipitation for evidence of spillage or
other potential to contaminate stormwater runoff.
b. All ESCP controls and practices must be monitored visually according to the following schedule:
Site Condition
1. Active period
Minimum Frequency
Daily when stormwater runoff, including runoff from
snow melt, is occurring.
At least once every fourteen (14) calendar days, regardless
of whether stormwater runoff is occurring.
2. Prior to the site becoming
inactive or in anticipation of site
inaccessibility
Once to ensure that erosion and sediment control measure
are in working order. Any necessary maintenance and
repair must be made prior to leaving the site.
3. Inactive periods greater than
fourteen (14) consecutive
calendar days
Once every month.
4. Periods during which the site is
inaccessible due to inclement
weather
If practical, inspections must occur daily at a relevant and
accessible discharge point or downstream location.
5. Periods during which discharge is Monthly. Resume monitoring immediately upon melt, or
unlikely due to frozen conditions. when weather conditions make discharges likely.
Permit Number: 1200-C
Expiration Date: December 14, 2020
Page 17 of 30
c. Documentation of visual monitoring.
All visual monitoring must document the following:
i. Visual monitoring date and inspector’s name.
ii. The construction site name as it appears on the registrant’s permit.
iii. The file or site number.
iv. Weather conditions during the inspection, the approximate amount of precipitation since the last
inspection, and approximate amount of precipitation during the last 24 hours.
v. Observations for each discharge location. If a discharge location is inaccessible due to safety
hazard, document the hazard and record the inspections noted at a relevant discharge point or
downstream location if practical.
(1) For each discharge point, make observations:
(a) At the discharge location if the discharge is to a conveyance system leading to
surface waters;
(b) From the discharge point to 50 feet downstream if the discharge is to surface waters;
and
(c) At any location where more than one-half of the width of the receiving surface water
is affected.
(2) For each area observed, document the following:
(a) For turbidity and color, describe any apparent color and the clarity of the discharge, and
any apparent difference in comparison with the surface waters.
(b) Describe any sheen or floating material, or record that it is absent. If present, it could
indicate concern about a possible spill or leakage from vehicles or materials storage.
vi. Location(s) of BMPs in need of maintenance, inspections of all BMPs, including erosion and
sediment controls, chemical and waste controls, locations where vehicles enter and exit the site,
status of areas that are under temporary or final stabilization, soil stockpile areas, and nonstormwater pollution (for example, paints, oils, fuels, or adhesives) controls.
vii. Location(s) of BMPs that failed to operate as designed or proved inadequate for a particular
location;
viii. Location(s) where additional BMPs are needed that did not exist at the time of inspection; and
ix. Corrective action required and implementation dates.
x. All revisions and documentation of reasons for changes or modifications to the ESCP and
other corrective measures.
2. Recordkeeping
a. The permit registrant must keep the ESCP, all revisions to the ESCP, and all visual monitoring
records on site.
b. Upon request, the permit registrant must deliver the above records to DEQ, Agent, or the local
municipality within three (3) working days of the request.
c. During inactive periods of greater than seven (7) consecutive calendar days, the above records
must be retained by the permit registrant but do not need to be at the construction site.
d. The permit registrant must retain all visual monitoring records for at least three (3) years after
termination of permit coverage.
Permit Number: 1200-C
Expiration Date: December 14, 2020
Page 18 of 30
SCHEDULE D
SPECIAL CONDITIONS
1. Schedule Precedence
Schedule F contains General Conditions that are included in all general permits issued by DEQ. In the
event of any inconsistency between Schedule F and any other schedule of the permit, the
requirements in Schedules A through D take precedence.
2. Other Requirements
Registration under this permit does not relieve the permit registrant from all other permitting and
licensing requirements. Prior to beginning construction activities, the permit registrant must obtain all
other necessary approvals.
3. Termination of Permit Registration
a. To terminate permit coverage, project registrants must
i. Complete and submit a Notice of Termination form to DEQ or Agent.
ii. Resolve all outstanding compliance issues.
iii. Pay all outstanding permit fees.
b. If the project never started (there were no permitted activities and no soil disturbance), there are
no additional requirements. For all previously-active projects, permit registrants must also:
i. Ensure that all final stabilization criteria are met.
ii. Submit photo-documentation that depicts site stabilization, unless the site has been inspected
by DEQ or Agent.
iii. If portions of the property shown in the original ESCP have been sold, the permit registrant
must submit an update of the ESCP depicting new site boundaries.
iv. For a common plan of development or sale, all portions of the original common plan of
development or sale that have been sold must either meet final stabilization criteria (D.3.c) or
be covered by the 1200-C or 1200-CN.
c. Final stabilization is determined by satisfying the following criteria:
i. There is no reasonable potential for discharge of a significant amount of construction related
sediment or turbidity to surface waters.
ii. Construction materials and waste have been removed and disposed of properly. This includes
any sediment that was being retained by the temporary erosion and sediment controls.
iii. All temporary erosion and sediment controls have been removed and disposed of properly,
unless doing so conflicts with local requirements.
iv. All soil disturbance activities have stopped and all stormwater discharges from construction
activities that are authorized by this permit have ceased.
v. All disturbed or exposed areas of the site are covered by either final vegetative stabilization
or permanent stabilization measures. However, temporary or permanent stabilization
measures are not required for areas that are intended to be left unvegetated or unstabilized
following construction (such as dirt access roads, utility pole pads, areas being used for
storage of vehicles, equipment, or materials), provided that measures are in place to eliminate
or minimize erosion.
d. Permanent stabilization measures are erosion prevention materials designed to provide long-term
protection to underlying soils. This may include but is not limited to buildings, paving, riprap,
gabions, or geotextiles.
Permit Number: 1200-C
Expiration Date: December 14, 2020
Page 19 of 30
e. Final vegetative stabilization means established and uniform (evenly distributed without large
bare areas) perennial vegetation, which provides 70 percent or more coverage, with the following
exceptions:
i. DEQ or Agent may approve less than 70 percent coverage if vegetation is expected to
expand, and suitable interim measures (such as mulch or bark) are in place.
ii. For sites on which it is difficult to establish 70 percent density (for example, in arid, semiarid,
and drought-stricken areas), the registrant must cover planted or seeded area with bio or
photo degradable erosion controls designed to prevent erosion without active maintenance.
iii. Sites located on land that is currently employed for farm use as defined in ORS 308A.056
(for example, pipelines across crop or range land, or staging areas for highway construction)
that are restored to their preconstruction farm use are not subject to these final vegetative
stabilization criteria. Areas disturbed that were not previously employed for farm use, and
areas that are not being returned to preconstruction farm use, must meet the conditions for
final vegetative stabilization.
4. Local Public Agencies Acting as DEQ’s Agent
DEQ authorizes local public agencies to act as its Agent in implementing this permit if they entered
into a Memorandum of Agreement (MOA). The Agent may be authorized to conduct the following
activities, including but not limited to: application and ESCP review, inspections, monitoring data
review, stormwater monitoring and enforcement.
5. Permit-Specific Definitions
a. Agent means a governmental entity that has an agreement with DEQ to administer this general
permit within their jurisdictional boundaries.
b. Agricultural Land means cropland, grassland, rangeland, pasture, and other land on which
agricultural or forest-related products or livestock are produced. Agricultural lands include
cropped woodland, marshes, incidental areas included in the agricultural operation, and other
types of land used for the production of livestock.
c. Best Management Practices or BMPs means schedules of activities, prohibitions of practices,
maintenance procedures, and other physical, structural or managerial practices to prevent or
reduce the pollution of waters of the state. BMPs include treatment systems, erosion and sediment
control, source control, and operating procedures and practices to control site runoff, spillage or
leaks, and waste disposal.
d. Borrow Area means the area from which material is excavated to be used as fill material in
another area.
e. Clean Water Act or CWA means the Federal Water Pollution Control Act enacted by Public Law
92-500, as amended by Public Laws 95-217, 95-576, 96-483, and 97-117; USC 1251 et seq.
f. Conveyance System means, for the purposes of this permit, a sewer, ditch, pipe, channel, swale or
similar component that is designed to carry water; or any combination of such components.
g. DEQ means the Oregon Department of Environmental Quality.
h. Detention means the temporary storage of stormwater to improve quality or reduce the volumetric
flow rate of discharge or both.
i. Dewatering means the removal and disposal of surface water or groundwater during site
construction.
j. Discharge Point means the location where stormwater leaves the site. It includes the location
where stormwater is discharged to surface water or a stormwater conveyance system.
k. Erosion means the movement of soil particles or rock fragments by water or wind.
l. Erosion and Sediment Control BMPs means BMPs that are intended to prevent erosion and
sedimentation, such as preserving natural vegetation, seeding, mulching and matting, plastic
Permit Number: 1200-C
Expiration Date: December 14, 2020
Page 20 of 30
m.
n.
o.
p.
q.
r.
s.
t.
u.
v.
w.
covering, sediment fences, and sediment traps and ponds. Erosion and sediment control BMPs are
synonymous with stabilization and structural BMPs.
Hazardous Materials means the materials defined in 40 CFR part 302 Designation, Reportable
Quantities, and Notification.
Legally Authorized Representative means the following (please see 40 CFR §122.22 for more
detail, if needed):
 For a corporation - president, secretary, treasurer, vice-president, or any person who
performs principal business functions; or a manager of one or more facilities that is
authorized in accordance to corporate procedure to sign such documents.
 For a partnership - general partner.
 For a sole proprietorship - Owner(s) [each owner must sign the application].
 For a city, county, state, federal, or other public facility - principal executive officer or
ranking elected official.
 For a Limited Liability Company - Member [articles of organization].
 For trusts – Acting trustee.
Local Government means any county, city, town, or service district.
National Pollutant Discharge Elimination System or NPDES means the national program under
Section 402 of the Clean Water Act for regulation of point source discharges of pollutants to
waters of the United States.
Natural Buffer means, for the purposes of this permit, an area of undisturbed natural cover
surrounding surface waters within which construction activities are restricted. Natural cover
includes the natural vegetation, exposed rock, and barren ground that existed prior to
commencement of earth-disturbing activities.
Natural Vegetation means vegetation that occurs spontaneously without regular management,
maintenance, or species introductions or removals. For purposes of this permit, this includes
invasive species.
Non-Stormwater Pollution Controls means general site and materials management measures that
directly or indirectly aid in minimizing the discharge of sediment and other construction related
pollutants from the construction site.
Owner or operator means the owner or operator of any ‘‘facility or activity’’ subject to regulation
under the NPDES program. Owners or operators may be individuals or other legal entities.
i. Operator for the purposes of this permit, means any person associated with a construction
project that meets either of the following two criteria:
(1) The person has operational control over construction plans and specifications, including
the authority to make modifications to those plans and specifications; or
(2) The person has day-to-day operational control of those activities at a project which are
necessary to ensure compliance with a ESCP for the site or other permit conditions (for
example, they are authorized to direct workers at a site to carry out activities required by
the ESCP or comply with other permit conditions).
ii. Owner for the purposes of this permit means any person with a legal interest in the permitted
activities or the property on which the permitted activities occur.
Permit Registrant means the owner or operator of the construction activity regulated by this
permit that has submitted an application and received notice of registration under this general
permit by DEQ or Agent.
Person means not only individuals, but also includes, corporations, associations, firms,
partnerships, joint stock companies, public and municipal corporations, political subdivisions, the
state and any agencies thereof, and the federal government and any agencies thereof.
Pollutant as defined in 40 CFR §122.2 means dredged spoil, solid waste, incinerator residue,
filter backwash, sewage, garbage, domestic sewage sludge (biosolids), munitions, chemical
Permit Number: 1200-C
Expiration Date: December 14, 2020
Page 21 of 30
x.
y.
z.
aa.
bb.
cc.
dd.
ee.
ff.
gg.
hh.
ii.
wastes, biological materials, radioactive materials, heat, wrecked or discarded equipment, rock,
sand, soil, cellar dirt and industrial, municipal, and agricultural waste discharge into water. It does
not mean sewage from vessels within the meaning of section 312 of the FWPCA, nor does it
include dredged or fill material discharged in accordance with a permit issued under section 404
of the FWPCA.
Pollution or Water Pollution as defined by ORS 468B.005(3) means such alteration of the
physical, chemical or biological properties of any waters of the state, including change in
temperature, taste, color, turbidity, silt or odor of the waters, or such discharge of any liquid,
gaseous, solid, radioactive or other substance into any waters of the state, which will or tends to,
either by itself or in connection with any other substance, create a public nuisance or which will
or tends to render such waters harmful, detrimental or injurious to public health, safety or welfare,
or to domestic, commercial, industrial, agricultural, recreational or other legitimate beneficial
uses or to livestock, wildlife, fish or other aquatic life or the habitat thereof.
Runoff Controls means BMPs that are designed to control the peak volume and flow rate or to
prevent scour due to concentrated flows.
Sediment means mineral or organic matter, typically deposited by water, air, or ice.
Site means the area where the construction activity is physically located or conducted.
Stormwater Conveyance means a sewer, ditch, or swale that is designed to carry stormwater; a
stormwater conveyance may also be referred to as a storm drain or storm sewer.
Stormwater as defined by 40 CFR §122.26(b)(13) means stormwater runoff, snow melt runoff,
and surface runoff and drainage.
Surface Runoff means that portion of stormwater that does not infiltrate into the ground or
evaporate, but instead flows onto adjacent land or watercourses or is routed to stormwater
conveyance systems.
Surface Water means all water naturally open to the atmosphere (for example, rivers, lakes,
reservoirs, ponds, streams, impoundments, oceans, estuaries, springs, etc.).
Total Maximum Daily Load or TMDL means a calculation of the maximum amount of a pollutant
that a waterbody can receive and still meet state water quality standards. It is the sum of the
allowable loads of a single pollutant from all contributing point and nonpoint sources.
Percentages of the TMDL are allocated by DEQ to the various pollutant sources.
Turbidity means the optical condition of waters caused by suspended or dissolved particles or
colloids that scatter and absorb light rays instead of transmitting light in straight lines through the
water column. Turbidity may be expressed as nephelometric turbidity units (NTUs) measured
with a calibrated turbidity meter.
Underground Injection Control means any system, structure, or activity that is created to place
fluid below the ground or sub-surface (for example, sumps, infiltration galleries, drywells, trench
drains, drill holes, etc.)
Water or Waters of the State as defined by ORS 468B.005(8) means lakes, bays, ponds,
impounding reservoirs, springs, wells, rivers, streams, creeks, estuaries, marshes, inlets, canals,
the Pacific Ocean within the territorial limits of the State of Oregon and all other bodies of
surface or underground waters, natural or artificial, inland or coastal, fresh or salt, public or
private (except those private waters which do not combine or effect a junction with natural
surface or underground waters), which are wholly or partially within or bordering the state or
within its jurisdiction.
Permit Number: 1200-C
Expiration Date: December 14, 2020
Page 22 of 30
SCHEDULE F
NPDES GENERAL CONDITIONS – INDUSTRIAL FACILITIES
October 1, 2015 Version
SECTION A. STANDARD CONDITIONS
A1. Duty to Comply with Permit
The permittee must comply with all conditions of this permit. Failure to comply with any permit
condition is a violation of Oregon Revised Statutes (ORS) 468B.025 and the federal Clean Water
Act and is grounds for an enforcement action. Failure to comply is also grounds for DEQ to
terminate, modify and reissue, revoke, or deny renewal of a permit.
A2. Penalties for Water Pollution and Permit Condition Violations
The permit is enforceable by DEQ or EPA, and in some circumstances also by third-parties under the
citizen suit provisions of 33 USC § 1365. DEQ enforcement is generally based on provisions of state
statutes and Environmental Quality Commission (EQC) rules, and EPA enforcement is generally
based on provisions of federal statutes and EPA regulations.
ORS 468.140 allows DEQ to impose civil penalties up to $25,000 per day for violation of a term,
condition, or requirement of a permit. The federal Clean Water Act provides for civil penalties not to
exceed $37,500 and administrative penalties not to exceed $16,000 per day for each violation of any
condition or limitation of this permit.
Under ORS 468.943, unlawful water pollution in the second degree, is a Class A misdemeanor and is
punishable by a fine of up to $25,000, imprisonment for not more than one year, or both. Each day
on which a violation occurs or continues is a separately punishable offense. The federal Clean Water
Act provides for criminal penalties of not more than $50,000 per day of violation, or imprisonment
of not more than 2 years, or both for second or subsequent negligent violations of this permit.
Under ORS 468.946, unlawful water pollution in the first degree is a Class B felony and is
punishable by a fine up to $250,000, imprisonment for not more than 10 years or both. The federal
Clean Water Act provides for criminal penalties of $5,000 to $50,000 per day of violation, or
imprisonment of not more than 3 years, or both for knowing violations of the permit. In the case of a
second or subsequent conviction for knowing violation, a person is subject to criminal penalties of
not more than $100,000 per day of violation, or imprisonment of not more than 6 years, or both.
A3. Duty to Mitigate
The permittee must take all reasonable steps to minimize or prevent any discharge or sludge use or
disposal in violation of this permit. In addition, upon request of DEQ, the permittee must correct any
adverse impact on the environment or human health resulting from noncompliance with this permit,
including such accelerated or additional monitoring as necessary to determine the nature and impact
of the noncomplying discharge.
A4. Duty to Reapply
If the permittee wishes to continue an activity regulated by this permit after the expiration date of
this permit, the permittee must apply for and have the permit renewed. The application must be
submitted at least 180 days before the expiration date of this permit.
DEQ may grant permission to submit an application less than 180 days in advance but no later than
the permit expiration date.
Permit Number: 1200-C
Expiration Date: December 14, 2020
Page 23 of 30
A5. Permit Actions
This permit may be modified, revoked and reissued, or terminated for cause including, but not
limited to, the following:
a. Violation of any term, condition, or requirement of this permit, a rule, or a statute.
b. Obtaining this permit by misrepresentation or failure to disclose fully all material facts.
c. A change in any condition that requires either a temporary or permanent reduction or
elimination of the authorized discharge.
d. The permittee is identified as a Designated Management Agency or allocated a wasteload under
a total maximum daily load (TMDL).
e. New information or regulations.
f. Modification of compliance schedules.
g. Requirements of permit reopener conditions.
h. Correction of technical mistakes made in determining permit conditions.
i. Determination that the permitted activity endangers human health or the environment.
j. Other causes as specified in 40 CFR §§ 122.62, 122.64, and 124.5.
The filing of a request by the permittee for a permit modification, revocation or reissuance,
termination, or a notification of planned changes or anticipated noncompliance does not stay any
permit condition.
A6. Toxic Pollutants
The permittee must comply with any applicable effluent standards or prohibitions established under
Oregon Administrative Rules (OAR) 340-041-0033 and 307(a) of the federal Clean Water Act for
toxic pollutants and with standards for sewage sludge use or disposal established under section
405(d) of the federal Clean Water Act within the time provided in the regulations that establish those
standards or prohibitions, even if the permit has not yet been modified to incorporate the
requirement.
A7. Property Rights and Other Legal Requirements
The issuance of this permit does not convey any property rights of any sort, or any exclusive
privilege, or authorize any injury to persons or property or invasion of any other private rights, or
any infringement of federal, tribal, state, or local laws or regulations.
A8. Permit References
Except for effluent standards or prohibitions established under section 307(a) of the federal Clean
Water Act and OAR 340-041-0033 for toxic pollutants, and standards for sewage sludge use or
disposal established under section 405(d) of the federal Clean Water Act, all rules and statutes
referred to in this permit are those in effect on the date this permit is issued.
A9. Permit Fees
The permittee must pay the fees required by OAR.
SECTION B. OPERATION AND MAINTENANCE OF POLLUTION CONTROLS
B1. Proper Operation and Maintenance
The permittee must at all times properly operate and maintain all facilities and systems of treatment
and control (and related appurtenances) that are installed or used by the permittee to achieve
compliance with the conditions of this permit. Proper operation and maintenance also includes
adequate laboratory controls and appropriate quality assurance procedures. This provision requires
Permit Number: 1200-C
Expiration Date: December 14, 2020
Page 24 of 30
the operation of back-up or auxiliary facilities or similar systems that are installed by a permittee
only when the operation is necessary to achieve compliance with the conditions of the permit.
B2. Need to Halt or Reduce Activity Not a Defense
For industrial or commercial facilities, upon reduction, loss, or failure of the treatment facility, the
permittee must, to the extent necessary to maintain compliance with its permit, control production or
all discharges or both until the facility is restored or an alternative method of treatment is provided.
This requirement applies, for example, when the primary source of power of the treatment facility
fails or is reduced or lost. It is not a defense for a permittee in an enforcement action that it would
have been necessary to halt or reduce the permitted activity in order to maintain compliance with the
conditions of this permit.
B3. Bypass of Treatment Facilities
a. Definitions
(1) “Bypass” means intentional diversion of waste streams from any portion of the treatment
facility. The permittee may allow any bypass to occur which does not cause effluent
limitations to be exceeded, provided the diversion is to allow essential maintenance to
assure efficient operation. These bypasses are not subject to the provisions of paragraphs b
and c of this section.
(2) “Severe property damage” means substantial physical damage to property, damage to the
treatment facilities which causes them to become inoperable, or substantial and permanent
loss of natural resources that can reasonably be expected to occur in the absence of a
bypass. Severe property damage does not mean economic loss caused by delays in
production.
b. Prohibition of bypass.
(1) Bypass is prohibited and DEQ may take enforcement action against a permittee for bypass
unless:
i. Bypass was unavoidable to prevent loss of life, personal injury, or severe property
damage;
ii. There were no feasible alternatives to the bypass, such as the use of auxiliary
treatment facilities, retention of untreated wastes, or maintenance during normal
periods of equipment downtime. This condition is not satisfied if adequate backup
equipment should have been installed in the exercise of reasonable engineering
judgment to prevent a bypass that occurred during normal periods of equipment
downtime or preventative maintenance; and
iii. The permittee submitted notices and requests as required under General Condition
B3.c.
(2) DEQ may approve an anticipated bypass, after considering its adverse effects and any
alternatives to bypassing, when DEQ determines that it will meet the three conditions listed
above in General Condition B3.b(1).
c. Notice and request for bypass.
(1) Anticipated bypass. If the permittee knows in advance of the need for a bypass, a written
notice must be submitted to DEQ at least ten days before the date of the bypass.
(2) Unanticipated bypass. The permittee must submit notice of an unanticipated bypass as
required in General Condition D5.
B4. Upset
a. Definition. "Upset" means an exceptional incident in which there is unintentional and temporary
noncompliance with technology based permit effluent limitations because of factors beyond the
reasonable control of the permittee. An upset does not include noncompliance to the extent
Permit Number: 1200-C
Expiration Date: December 14, 2020
Page 25 of 30
b.
c.
d.
caused by operation error, improperly designed treatment facilities, inadequate treatment
facilities, lack of preventative maintenance, or careless or improper operation.
Effect of an upset. An upset constitutes an affirmative defense to an action brought for
noncompliance with such technology-based permit effluent limitations if the requirements of
General Condition B4.c are met. No determination made during administrative review of claims
that noncompliance was caused by upset, and before an action for noncompliance, is final
administrative action subject to judicial review.
Conditions necessary for a demonstration of upset. A permittee who wishes to establish the
affirmative defense of upset must demonstrate, through properly signed, contemporaneous
operating logs, or other relevant evidence that:
(1) An upset occurred and that the permittee can identify the causes(s) of the upset;
(2) The permitted facility was at the time being properly operated;
(3) The permittee submitted notice of the upset as required in General Condition D5, hereof
(24-hour notice); and
(4) The permittee complied with any remedial measures required under General Condition A3
hereof.
Burden of proof. In any enforcement proceeding the permittee seeking to establish the
occurrence of an upset has the burden of proof.
B5. Treatment of Single Operational Upset
For purposes of this permit, a single operational upset that leads to simultaneous violations of more
than one pollutant parameter will be treated as a single violation. A single operational upset is an
exceptional incident that causes simultaneous, unintentional, unknowing (not the result of a knowing
act or omission), temporary noncompliance with more than one federal Clean Water Act effluent
discharge pollutant parameter. A single operational upset does not include federal Clean Water Act
violations involving discharge without a NPDES permit or noncompliance to the extent caused by
improperly designed or inadequate treatment facilities. Each day of a single operational upset is a
violation.
B6. Public Notification of Effluent Violation
If effluent limitations specified in this permit are exceeded or an overflow occurs that threatens
public health, the permittee must take such steps as are necessary to alert the public, health agencies
and other affected entities (for example, public water systems) about the extent and nature of the
discharge in accordance with the notification procedures developed under General Condition B7.
Such steps may include, but are not limited to, posting of the river at access points and other places,
news releases, and paid announcements on radio and television.
B7. Emergency Response and Public Notification Plan
The permittee must develop and implement an emergency response and public notification plan that
identifies measures to protect public health from bypasses or upsets that may endanger public health.
At a minimum the plan must include mechanisms to:
a. Ensure that the permittee is aware (to the greatest extent possible) of such events;
b. Ensure notification of appropriate personnel and ensure that they are immediately dispatched for
investigation and response;
c. Ensure immediate notification to the public, health agencies, and other affected entities
(including public water systems). The response plan must identify the public health and other
officials who will receive immediate notification;
d. Ensure that appropriate personnel are aware of and follow the plan and are appropriately
trained;
e. Provide emergency operations; and
Permit Number: 1200-C
Expiration Date: December 14, 2020
Page 26 of 30
f.
Ensure that DEQ is notified of the public notification steps taken.
B8. Removed Substances
Solids, sludges, filter backwash, or other pollutants removed in the course of treatment or control of
wastewaters must be disposed of in such a manner as to prevent any pollutant from such materials
from entering waters of the state, causing nuisance conditions, or creating a public health hazard.
SECTION C. MONITORING AND RECORDS
C1. Representative Sampling
Sampling and measurements taken as required herein must be representative of the volume and
nature of the monitored discharge. All samples must be taken at the monitoring points specified in
this permit, and must be taken, unless otherwise specified, before the effluent joins or is diluted by
any other waste stream, body of water, or substance. Monitoring points must not be changed without
notification to and the approval of DEQ. Samples must be collected in accordance with requirements
in 40 CFR part 122.21 and 40 CFR part 403 Appendix E.
C2. Flow Measurements
Appropriate flow measurement devices and methods consistent with accepted scientific practices
must be selected and used to ensure the accuracy and reliability of measurements of the volume of
monitored discharges. The devices must be installed, calibrated and maintained to insure that the
accuracy of the measurements is consistent with the accepted capability of that type of device.
Devices selected must be capable of measuring flows with a maximum deviation of less than ± 10
percent from true discharge rates throughout the range of expected discharge volumes.
C3. Monitoring Procedures
Monitoring must be conducted according to test procedures approved under 40 CFR part 136 or, in
the case of sludge (biosolids) use and disposal, approved under 40 CFR part 503 unless other test
procedures have been specified in this permit.
For monitoring of recycled water with no discharge to waters of the state, monitoring must be
conducted according to test procedures approved under 40 CFR part 136 or as specified in the most
recent edition of Standard Methods for the Examination of Water and Wastewater unless other test
procedures have been specified in this permit or approved in writing by DEQ.
C4. Penalties for Tampering
The federal Clean Water Act provides that any person who falsifies, tampers with, or knowingly
renders inaccurate any monitoring device or method required to be maintained under this permit
may, upon conviction, be punished by a fine of not more than $10,000 per violation, imprisonment
for not more than two years, or both. If a conviction of a person is for a violation committed after a
first conviction of such person, punishment is a fine not more than $20,000 per day of violation, or
by imprisonment of not more than four years, or both.
C5. Reporting of Monitoring Results
Monitoring results must be summarized each month on a discharge monitoring report form approved
by DEQ. The reports must be submitted monthly and are to be mailed, delivered or otherwise
transmitted by the 15th day of the following month unless specifically approved otherwise in
Schedule B of this permit.
Permit Number: 1200-C
Expiration Date: December 14, 2020
Page 27 of 30
C6. Additional Monitoring by the Permittee
If the permittee monitors any pollutant more frequently than required by this permit, using test
procedures approved under 40 CFR part 136 or, in the case of sludge (biosolids) use and disposal,
approved under 40 CFR part 503 or as specified in this permit, the results of this monitoring must be
included in the calculation and reporting of the data submitted in the discharge monitoring report.
Such increased frequency must also be indicated. For a pollutant parameter that may be sampled
more than once per day (for example, total residual chlorine), only the average daily value must be
recorded unless otherwise specified in this permit.
C7. Averaging of Measurements
Calculations for all limitations that require averaging of measurements must utilize an arithmetic
mean, except for bacteria which must be averaged as specified in this permit.
C8. Retention of Records
Records of monitoring information required by this permit related to the permittee’s sewage sludge
use and disposal activities must be retained for a period of at least 5 years (or longer as required by
40 CFR part 503). Records of all monitoring information including all calibration and maintenance
records, all original strip chart recordings for continuous monitoring instrumentation, copies of all
reports required by this permit and records of all data used to complete the application for this permit
must be retained for a period of at least 3 years from the date of the sample, measurement, report, or
application. This period may be extended by request of DEQ at any time.
C9. Records Contents
Records of monitoring information must include:
a. The date, exact place, time, and methods of sampling or measurements;
b. The individual(s) who performed the sampling or measurements;
c. The date(s) analyses were performed;
d. The individual(s) who performed the analyses;
e. The analytical techniques or methods used; and
f. The results of such analyses.
C10. Inspection and Entry
The permittee must allow DEQ or EPA upon the presentation of credentials to:
a. Enter upon the permittee's premises where a regulated facility or activity is located or
conducted, or where records must be kept under the conditions of this permit;
b. Have access to and copy, at reasonable times, any records that must be kept under the
conditions of this permit;
c. Inspect at reasonable times any facilities, equipment (including monitoring and control
equipment), practices, or operations regulated or required under this permit; and
d. Sample or monitor at reasonable times, for the purpose of assuring permit compliance or as
otherwise authorized by state law, any substances or parameters at any location.
C11. Confidentiality of Information
Any information relating to this permit that is submitted to or obtained by DEQ is available to the
public unless classified as confidential by the Director of DEQ under ORS 468.095. The permittee
may request that information be classified as confidential if it is a trade secret as defined by that
statute. The name and address of the permittee, permit applications, permits, effluent data, and
information required by NPDES application forms under 40 CFR § 122.21 are not classified as
confidential [40 CFR § 122.7(b)].
Permit Number: 1200-C
Expiration Date: December 14, 2020
Page 28 of 30
SECTION D. REPORTING REQUIREMENTS
D1. Planned Changes
The permittee must comply with OAR 340-052, “Review of Plans and Specifications” and 40 CFR
§ 122.41(l)(1). Except where exempted under OAR 340-052, no construction, installation, or
modification involving disposal systems, treatment works, sewerage systems, or common sewers
may be commenced until the plans and specifications are submitted to and approved by DEQ. The
permittee must give notice to DEQ as soon as possible of any planned physical alternations or
additions to the permitted facility.
D2. Anticipated Noncompliance
The permittee must give advance notice to DEQ of any planned changes in the permitted facility or
activity that may result in noncompliance with permit requirements.
D3. Transfers
This permit may be transferred to a new permittee provided the transferee acquires a property
interest in the permitted activity and agrees in writing to fully comply with all the terms and
conditions of the permit and EQC rules. No permit may be transferred to a third party without prior
written approval from DEQ. DEQ may require modification or revocation and reissuance of the
permit to change the name of the permittee and incorporate such other requirements as may be
necessary under 40 CFR § 122.61. The permittee must notify DEQ when a transfer of property
interest takes place.
D4. Compliance Schedule
Reports of compliance or noncompliance with, or any progress reports on interim and final
requirements contained in any compliance schedule of this permit must be submitted no later than 14
days following each schedule date. Any reports of noncompliance must include the cause of
noncompliance, any remedial actions taken, and the probability of meeting the next scheduled
requirements.
D5. Twenty-Four Hour Reporting
The permittee must report any noncompliance that may endanger health or the environment. Any
information must be provided orally (by telephone) within 24 hours from the time the permittee
becomes aware of the circumstances, unless a shorter time is specified in the permit. During normal
business hours, the DEQ regional office must be called. Outside of normal business hours, DEQ
must be contacted at 1-800-452-0311 (Oregon Emergency Response System).
The following must be included as information that must be reported within 24 hours under this
paragraph:
a. Any unanticipated bypass that exceeds any effluent limitation in this permit;
b. Any upset that exceeds any effluent limitation in this permit;
c. Violation of maximum daily discharge limitation for any of the pollutants listed by DEQ in this
permit; and
d. Any noncompliance that may endanger human health or the environment.
A written submission must also be provided within 5 days of the time the permittee becomes aware
of the circumstances. The written submission must contain:
e. A description of noncompliance and its cause;
f. The period of noncompliance, including exact dates and times;
g. The estimated time noncompliance is expected to continue if it has not been corrected;
Permit Number: 1200-C
Expiration Date: December 14, 2020
Page 29 of 30
h.
i.
Steps taken or planned to reduce, eliminate and prevent reoccurrence of the noncompliance; and
Public notification steps taken, pursuant to General Condition B7.
DEQ may waive the written report on a case-by-case basis if the oral report has been received within
24 hours.
D6. Other Noncompliance
The permittee must report all instances of noncompliance not reported under General Condition D4
or D5, at the time monitoring reports are submitted. The reports must contain:
a. A description of the noncompliance and its cause;
b. The period of noncompliance, including exact dates and times;
c. The estimated time noncompliance is expected to continue if it has not been corrected; and
d. Steps taken or planned to reduce, eliminate, and prevent reoccurrence of the noncompliance.
D7. Duty to Provide Information
The permittee must furnish to DEQ within a reasonable time any information that DEQ may request
to determine compliance with the permit or to determine whether cause exists for modifying,
revoking and reissuing, or terminating this permit. The permittee must also furnish to DEQ, upon
request, copies of records required to be kept by this permit.
Other Information: When the permittee becomes aware that it has failed to submit any relevant facts
or has submitted incorrect information in a permit application or any report to DEQ, it must promptly
submit such facts or information.
D8. Signatory Requirements
All applications, reports or information submitted to DEQ must be signed and certified in accordance
with 40 CFR § 122.22.
D9. Falsification of Information
Under ORS 468.953, any person who knowingly makes any false statement, representation, or
certification in any record or other document submitted or required to be maintained under this
permit, including monitoring reports or reports of compliance or noncompliance, is subject to a Class
C felony punishable by a fine not to exceed $125,000 per violation and up to 5 years in prison per
ORS chapter 161. Additionally, according to 40 CFR § 122.41(k)(2), any person who knowingly
makes any false statement, representation, or certification in any record or other document submitted
or required to be maintained under this permit including monitoring reports or reports of compliance
or non-compliance will, upon conviction, be punished by a federal civil penalty not to exceed
$10,000 per violation, or by imprisonment for not more than 6 months per violation, or by both.
D10. Changes to Discharges of Toxic Pollutant
The permittee must notify DEQ as soon as it knows or has reason to believe the following:
a. That any activity has occurred or will occur that would result in the discharge, on a routine or
frequent basis, of any toxic pollutant that is not limited in the permit, if that discharge will
exceed the highest of the following “notification levels:
(1) One hundred micrograms per liter (100 μg/l);
(2) Two hundred micrograms per liter (200 μg/l) for acrolein and acrylonitrile; five hundred
micrograms per liter (500 μg/l) for 2,4-dinitrophenol and for 2-methyl-4,6-dinitrophenol;
and one milligram per liter (1 mg/l) for antimony;
(3) Five (5) times the maximum concentration value reported for that pollutant in the permit
application in accordance with 40 CFR § 122.21(g)(7); or
Permit Number: 1200-C
Expiration Date: December 14, 2020
Page 30 of 30
b.
(4) The level established by DEQ in accordance with 40 CFR § 122.44(f).
That any activity has occurred or will occur that would result in any discharge, on a non-routine
or infrequent basis, of a toxic pollutant that is not limited in the permit, if that discharge will
exceed the highest of the following “notification levels”:
(1) Five hundred micrograms per liter (500 μg/l);
(2) One milligram per liter (1 mg/l) for antimony;
(3) Ten (10) times the maximum concentration value reported for that pollutant in the permit
application in accordance with 40 CFR § 122.21(g)(7); or
(4) The level established by DEQ in accordance with 40 CFR § 122.44(f).
SECTION E. DEFINITIONS
E1. BOD or BOD5 means five-day biochemical oxygen demand.
E2. CBOD or CBOD5 means five-day carbonaceous biochemical oxygen demand.
E3. TSS means total suspended solids.
E4. Bacteria means but is not limited to fecal coliform bacteria, total coliform bacteria, Escherichia coli
(E. coli) bacteria, and Enterococcus bacteria.
E5. FC means fecal coliform bacteria.
E6. Total residual chlorine means combined chlorine forms plus free residual chlorine
E7. Technology based permit effluent limitations means technology-based treatment requirements as
defined in 40 CFR § 125.3, and concentration and mass load effluent limitations that are based on
minimum design criteria specified in OAR 340-041.
E8. mg/l means milligrams per liter.
E9. µg/l means microgram per liter.
E10. kg means kilograms.
E11. m3/d means cubic meters per day.
E12. MGD means million gallons per day.
E13. Average monthly effluent limitation as defined at 40 CFR § 122.2 means the highest allowable
average of daily discharges over a calendar month, calculated as the sum of all daily discharges
measured during a calendar month divided by the number of daily discharges measured during that
month.
E14. Average weekly effluent limitation as defined at 40 CFR § 122.2 means the highest allowable average
of daily discharges over a calendar week, calculated as the sum of all daily discharges measured
during a calendar week divided by the number of daily discharges measured during that week.
E15. Daily discharge as defined at 40 CFR § 122.2 means the discharge of a pollutant measured during a
calendar day or any 24-hour period that reasonably represents the calendar day for purposes of
sampling. For pollutants with limitations expressed in units of mass, the daily discharge must be
calculated as the total mass of the pollutant discharged over the day. For pollutants with limitations
expressed in other units of measurement, the daily discharge must be calculated as the average
measurement of the pollutant over the day.
E16. 24-hour composite sample means a sample formed by collecting and mixing discrete samples taken
periodically and based on time or flow.
E17. Grab sample means an individual discrete sample collected over a period of time not to exceed 15
minutes.
E18. Quarter means January through March, April through June, July through September, or October
through December.
E19. Month means calendar month.
E20. Week means a calendar week of Sunday through Saturday.
ESCP PARTS I THROUGH III FORMS
The information that is required in the Part I, and Part II ESCP Narrative Forms could be included on the required ESCP
Drawings instead of submittal of the Narrative Forms. The Narrative Part III Section 1 form is a checklist for use in making sure
that all of the required information is provided in the submittal documents and as such does not need to be submitted to DEQ.
Narrative Part III Section 2 must be included on the ESCP Drawings. The set of Example Construction Plan Drawings (examples
to be used as an alternative to the Narrative Forms) are provided at: http://www.deq.state.or.us/wq/stormwater/constappl.htm.
PART 1: ESCP NARRATIVE FORM
1. Permit Registration Information
Date:
__________
June 10,
2016
Kingsley ANG
Corrosion Control Facility
Project Name:
__________
Krista Hager
Prepared By:
__________
Oregon
Air
National Guard
Company Name:
__________
krista.hager@meadhunt.com
E-mail Address:
__________
Please answer the following questions as indicated. If needed, additional space is provided for you at the end of this form. You
may also attach any information you feel is pertinent to the project.
2. Oregon Professional Certification Information
Is your Erosion and Sediment Control Plan (ESCP) for an activity that covers 20 acres or more of disturbed land (Schedule
A.12.a.i)
Yes
■ No
Does your Erosion and Sediment Control Plan require engineered facilities such as settling basins and/or diversion structures?
(Schedule A.12.a.ii)
Yes
■ No
If you answered "Yes" to question #1, the ESCP must be prepared and stamped by an Oregon Registered Profession Engineer,
Oregon Registered Landscape Architect, Oregon Certified Engineering Geologist, or Certified Professional in Erosion and
Sediment Control (Soil and Water Conservation Society). If you answered "Yes" to question #2, the ESCP must be prepared
and stamped by an Oregon Registered Professional Engineer. Please provide the following information and use the space
provided to imprint your seal.
Name:
__________
Address:
__________
__________
Telephone:
__________
Imprint Seal Above
3. Inspector Qualification Information
Provide the following information on the Erosion and Sediment Control Inspector. This is a person that works for the applicant
and not a government employee. The consultant, general contractor, project manager, or person who prepared the ESCP may
be designated with their agreement as the initial or final ESC Inspector. Upon designating an inspector(s), submit to DEQ or
Agent their name(s), and contact information. All designated ESC Inspectors must be qualified through certification, training,
and/or experience in erosion and sediment control. Please provide the number of hours of training, days, months, and/or years
of experience in erosion and sediment control design, installation, maintenance, and/or inspection (specify which or all).
(NPDES 1200-C Permit Schedule A.12.b.iii).
The inspector is a person with training and experience in erosion prevention and sediment controls and best management
practices and should have one of the following levels of skill. A copy of a certification, training, or level/hours of experience
should be provided to DEQ or Agent in the form below:
Rev. 12/15/15
By: Krista Ratliff
p. 1 of 7
Acceptable Certification (Schedule A.12.b.iii.2):
a. Certified Professional in Erosion and Sediment Control (CPESC),
b. Certified Professional in Storm Water Quality (CPSWQ),
c. Washington Department of Ecology's Certified Erosion and Sediment Control Lead (CESCL) Certification,
d. Rogue Valley Sewer Services Erosion and Sediment Control Certification.
*After January 1, 2017, for projects that are five or more acres, inspectors must have at least one of these acceptable certifications.
Acceptable Training:
a. Certification/training program designed for persons involved in any phase of erosion and sediment control work. Areas
covered must include information on soils, the erosion process, sedimentation process, standards and specifications for
vegetative and structural erosion control practices, laws, regulations, construction inspection and field investigation; or
b. Attendance at a seminar or training class in Erosion and Sediment Control Best Management Practices (BMPs).
Qualified Experience:
a. Designing Erosion and Sediment Control Plans and/or
b. Installation of erosion and sediment controls and/or
c. Maintenance of erosion and sediment controls and/or
d. Inspection of erosion and sediment controls
Name:
1st Lt. __________
Oscar Ayala, 173 CEF/CEC
Telephone:
__________
541-885-6568
Address:
3620 Joe
Wright Rd.
__________
E-mail:
oscar.a.ayala.mil@mail.mil
__________
Certificate Program and number:
Training:
__________
Experience:
__________
__________
4. Narrative Site Description
a. Describe the nature of the construction activity and the final use of the site, that is, what will the site be used for at the
completion of the construction. (Schedule A.12.b.iv):
This project constructs a corrosion control facility at Kingsley Field. This future hangar will host
nondistructive testing as well as painting and surface treatments, to the fleet of fighter jets based at
Kingsley Field. These activities have previously taken place at numerous locations around the base
and are being consolidated with this project.
b. Describe the origin and nature of fill material to be used and soils prior to disturbance. (Schedule A.12.b.iv.4):
Fill to be gathered from on site excavations as deemed suitable. Any off site fills
shall be free of pollutants and sources from a suitable off site borrow site.
5. Water Quality Requirements for TMDL and 303(d) Listed Waterbodies (skip if not applicable)
If there is a potential for discharge of stormwater to directly discharge or discharge through a conveyance system to a portion of a
waterbody that is listed for turbidity or sedimentation or that has an established Total Maximum Daily Load (TMDL) for
sedimentation or turbidity from the construction site, then one or more of the BMPs listed below must be implemented. Identify the
selected BMP(s) in the ESCP as one that addresses this condition of the permit, and provide the rationale for choosing the selected
BMP(s). (Schedule A.11.) The 303 (d) list can be found at: http://www.deq.state.or.us/wq/assessment/rpt2010/search.asp. Search
under Category 5 (303(d)) and Category 4a (TMDL approved).
Rev. 12/15/15
By: Krista Ratliff
p. 2 of 7
Will implement one or more of the following BMPs to control and treat sediment and turbidity:
i.
Compost berms, compost blankets, or compost socks;
ii.
Erosion control mats;
iii.
Tackifiers used in combination with perimeter sediment control BMPs;
iv.
Established vegetated buffers sized at 50 feet perpendicular to the slope plus an additional 25 feet perpendicular to
the slope per 5 degrees of slope full width of the disturbed slope
v.
Water treatment by electro-coagulation, flocculation, filtration; or
vi.
Other substantially equivalent sediment or turbidity BMP approved by DEQ or Agent.
BMP
Rationale
Inlet Protection__________
Minimizes__________
sediment from leaving the site through storm drains.
Check Dams __________
Minimizes__________
sediment leaving the site suspended in storm water.
Sediment Fencing
(Perimeter)
__________
Minimizes__________
sediment from leaving the site through sheet flow wind.
6. Natural Buffer Zone
a. If a waters of the state is within the project site or within 50 feet of the project boundary, and a natural buffer exists within
50 feet of the water of the state, the ESCP must delineate and protect this area with orange fencing or flagging and
maintain existing buffer until completion of project. All discharge must be filtered prior to entering the natural buffer to
avoid sediment build up. If scour is an issue, an energy dissipater may need to be installed.
Natural Buffer means, for the purposes of this permit, an area of undisturbed natural cover surrounding surface waters
within which construction activities are restricted. Natural cover includes the natural vegetation, exposed rock, and barren
ground that existed prior to commencement of earth-disturbing activities.
b.
If project will reduce natural buffer zone under 50 feet of waters of the state, the ESCP must include one or more of the
following BMPs to control and treat sediment and turbidity:
i.
Compost berms, compost blankets, or compost socks;
ii.
Erosion control mats;
iii.
Tackifiers used in combination with perimeter sediment control BMPs;
iv.
Water treatment by electro-coagulation, flocculation, filtration; or
v.
Other substantially equivalent sediment or turbidity BMP approved by DEQ or Agent.
BMP
N/A
c.
Rationale
__________
__________
__________
__________
__________
__________
The Natural Buffer Zone requirements do not apply if:
(1) No natural buffer exists due to development that occurred prior to the initiation of planning for the current
project; or
(2) There is no discharge of stormwater to the water of the state through the area between the disturbed portions of
the site and the surface water located within the project site or within 50 feet of the site. This includes situations
where the permit registrant has implemented control measures, such as a berm or other barrier, that will prevent
such discharges; or
(3) There is a CWA Section 404 permit and 401 WQC issued for the project; or
(4) Construction is for a water-dependent structure or water access areas (for example, pier, boat ramp, or trail).
Rev. 12/15/15
By: Krista Ratliff
p. 3 of 7
PART II: BMPS WITH ESCP IMPLEMENTATION SCHEDULE FORM
The following controls and practices (BMPs), if appropriate for the site, are required in the ESCP. Submission of all ESCP revisions to DEQ are not required. ESCP revisions must be
submitted in 10 days for specific conditions. See 1200-C permit (Schedule A.12.c.iv).
BMPs
YEAR: 2019
April
May
MONTH #:
Biobags
Bioswales
Check Dams
Compost Berm
Compost Blankets
Compost Socks
Concrete Truck Washout
Construction Entrance
Dewatering (treatment location, schematic, & sampling plan
required)
Drainage Swales
Earth Dikes (Stabilized)
Energy Dissipaters
Erosion Control Blankets & Mats (Specify type)
Hydroseeding
Inlet Protection
Mulches (Specify Type)
Mycorrhizae/ Biofertilizers
Natural Buffer Zone
Orange fencing (protecting sensitive/preserved areas)
Outlet Protection
Permanent Seeding and Planting
Pipe Slope Drains
Plastic Sheeting
Preserve Existing Vegetation
Sediment Fencing
Sediment Barrier
Sediment Trap
Sodding
Soil Tackifiers
Storm Drain Inlet Protection
Straw Wattles (or other materials)
Temporary Diversion Dikes
Temporary or Permanent Sedimentation Basins
Temporary Seeding and Planting
Treatment System (O & M plan required)
Unpaved roads graveled or other BMP on the road
Vegetative Buffer Strips
Rev. 12/15/15
By: Krista Ratliff
June
July
173 CEF/CEC
May 1-E Drain
August September
AprilAyala,
1, 2019
Klamath
Irrigation
District
April
OctobberNovemberDecember1st Lt. Oscar
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PART III: CHECKLIST OF REQUIRED ELEMENTS OF ESCP DRAWINGS
Section 1. Information Required on ESCP Drawings
The following items must be depicted on ESCP drawings, as applicable:
a. Total property boundary including surface area of the development; (Sch. A.12.b.v.3.a)
b. Areas of soil disturbance (including, but not limited to, showing cut and fill areas and pre-and postdevelopment elevation contours); (Sch. A.12.b.v.3.b)
c. Drainage patterns before and after finish grading; (Sch. A.12.b.v.3.c)
d. Discharge points; (Sch. A.12.b.v.3.d)
Yes No N/A*
✔
✔
✔
✔
✔
e. Areas used for the storage of soils or wastes; (Sch. A.12.b.v.3.e)
f. Areas where vegetative practices are to be implemented; (Sch. A.12.b.v.3.f)
g. All erosion and sediment control measures or structures; (Sch. A.12.b.v.3.g)
h. Identify the type of seed mix (percentages of the various seeds of annuals, perennials and clover) and other
plantings. (Sch. A.7.a.v.3)
i. Critical riparian areas, sensitive preserved vegetative areas, including trees and their root zones. (Sch.
A.8.c.i.1)
✔
✔
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j. Runoff controls to minimize erosion and scour. BMPs such as, diversion, slope drains, diversion dikes,
check dams and drainage swales. (Sch. A.7.c)
k. Stabilized site entrances and access roads including, but not limited to construction entrances, roadways
and equipment parking areas (for example, using geotextile fabric underlay). (Sch. A.7.d.ii)
l. Perimeter sediment control, including storm drain inlet protection as well as all sediment basins, traps, and
barriers. (Sch. A.7.d.i)
✔
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m. Stockpile management, including dust control and location. (Sch. A.7.e.ii)
n. Concrete truck and other concrete equipment washout areas. (Sch. A.8.c.i.(6))
o. Impervious structures after construction is completed (including buildings, roads, parking lots and outdoor
storage areas); (Sch. A.12.b.v.3.h)
✔
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✔
p. Springs, wetlands and other surface waters on site or adjacent to the site; (Sch. A.12.b.v.3.i)
q. Temporary and permanent stormwater conveyance systems; (Sch. A.12.b.v.3.j)
✔
✔
r. Onsite water disposal locations (for example, for dewatering); (Sch. A.12.b.v.3.k)
s. Storm drain catch basins depicting inlet protection, and a description of the type of catch basins used (for
example, field inlet, curb inlet, grated drain and combination); (Sch. A.12.b.v.3.l)
✔
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t. Septic drain fields; (Sch. A.12.b.v.3.m)
u. Existing or proposed drywells or other UICs; (Sch. A.12.b.v.3.n)
v. Drinking water wells on site or adjacent to the site (Sch. A.12.b.v.3.o)
w. Planters; (Sch. A.12.b.v.3.p)
x. Sediment and erosion controls including installation techniques; (Sch. A.12.b.v.3.q)
✔
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y. Natural buffer zones and any associated BMPs for all areas within 50 feet of a waters of the state
(Sch. A.12.b.v.3.r)
z. Detention ponds, storm drain piping, inflow and outflow details (Sch. a.12.b.v.3.s)
Rev. 12/15/15
By: Krista Ratliff
p. 5 of 7
✔
Section 2. Required Inspection Table and ESCP Drawing Standard Notes
When omitting ESCP Narratives, include one electronic version and one complete drawing set, containing a cover sheet
with project location, required standard notes and inspection table, all numbered sheets to scale with match lines, and any
corresponding ESC detail.
Site Condition
1.
2.
Active period
Prior to the site becoming inactive or in
anticipation of site inaccessibility
Inactive periods greater than fourteen
(14) consecutive calendar days
4. Periods during which the site is
inaccessible due to inclement weather
5. Periods during which discharge is
unlikely due to frozen conditions.
3.
1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
11.
12.
13.
14.
15.
16.
17.
18.
Minimum Frequency
Daily when stormwater runoff, including runoff from snow melt, is
occurring.
At least once every 14 days, regardless of whether stormwater
runoff is occurring.
Once to ensure that erosion and sediment control measure are in
working order. Any necessary maintenance and repair must be
made prior to leaving the site.
Once every month.
If practical, inspections must occur daily at a relevant and accessible
discharge point or downstream location.
Monthly. Resume monitoring immediately upon melt, or when
weather conditions make discharges likely.
Hold a pre-construction meeting of project construction personnel that includes the inspector to discuss erosion and sediment
control measures and construction limits. (Schedule A.8.c.i.(3))
All inspections must be made in accordance with DEQ 1200-C permit requirements. (Schedule A.12.b and Schedule B.1)
Inspection logs must be kept in accordance with DEQ’s 1200-C permit requirements. (Schedule B.1.c and B.2)
Retain a copy of the ESCP and all revisions on site and make it available on request to DEQ, Agent, or the local municipality.
During inactive periods of greater than seven (7) consecutive calendar days, the above records must be retained by the permit
registrant but do not need to be at the construction site. (Schedule B.2.c)
All permit registrants must implement the ESCP. Failure to implement any of the control measures or practices described in the
ESCP is a violation of the permit. (Schedule A 8.a)
The ESCP must be accurate and reflect site conditions. (Schedule A.12.c.i)
Submission of all ESCP revisions is not required. Submittal of the ESCP revisions is only under specific conditions. Submit all
necessary revision to DEQ or Agent within 10 days. (Schedule A.12.c.iv. and v)
Phase clearing and grading to the maximum extent practical to prevent exposed inactive areas from becoming a source of
erosion. (Schedule A.7.a.iii)
Identify, mark, and protect (by construction fencing or other means) critical riparian areas and vegetation including important
trees and associated rooting zones, and vegetation areas to be preserved. Identify vegetative buffer zones between the site and
sensitive areas (e.g., wetlands), and other areas to be preserved, especially in perimeter areas. (Schedule A.8.c.i.(1) and (2))
Preserve existing vegetation when practical and re-vegetate open areas. Re-vegetate open areas when practicable before and after
grading or construction. Identify the type of vegetative seed mix used. (Schedule A.7.a.v)
Maintain and delineate any existing natural buffer within the 50-feet of waters of the state. (Schedule A.7.b.i.and (2(a)(b))
Install perimeter sediment control, including storm drain inlet protection as well as all sediment basins, traps, and barriers prior
to land disturbance. (Schedule A.8.c.i.(5))
Control both peak flow rates and total stormwater volume, to minimize erosion at outlets and downstream channels and
streambanks. (Schedule A.7.c)
Control sediment as needed along the site perimeter and at all operational internal storm drain inlets at all times during
construction, both internally and at the site boundary. (Schedule A.7.d.i)
Establish concrete truck and other concrete equipment washout areas before beginning concrete work. (Schedule A.8.c.i.(6))
Apply temporary and/or permanent soil stabilization measures immediately on all disturbed areas as grading progresses.
Temporary or permanent stabilizations measures are not required for areas that are intended to be left unvegetated, such as dirt
access roads or utility pole pads.(Schedule A.8.c.ii.(3))
Establish material and waste storage areas, and other non-stormwater controls. (Schedule A.8.c.i.(7))
Prevent tracking of sediment onto public or private roads using BMPs such as: construction entrance, graveled (or paved) exits
and parking areas, gravel all unpaved roads located onsite, or use an exit tire wash. These BMPs must be in place prior to landdisturbing activities. (Schedule A 7.d.ii and A.8.c.i(4))
Rev. 12/15/15
By: Krista Ratliff
p. 6 of 7
19. When trucking saturated soils from the site, either use water-tight trucks or drain loads on site. (Schedule A.7.d.ii.(5))
20. Control prohibited discharges from leaving the construction site, i.e., concrete wash-out, wastewater from cleanout of stucco,
paint and curing compounds. (Schedule A.6)
21. Use BMPs to prevent or minimize stormwater exposure to pollutants from spills; vehicle and equipment fueling, maintenance,
and storage; other cleaning and maintenance activities; and waste handling activities. These pollutants include fuel, hydraulic
fluid, and other oils from vehicles and machinery, as well as debris, fertilizer, pesticides and herbicides, paints, solvents, curing
compounds and adhesives from construction operations. (Schedule A.7.e.i.(2))
22. Implement the following BMPs when applicable: written spill prevention and response procedures, employee training on spill
prevention and proper disposal procedures, spill kits in all vehicles, regular maintenance schedule for vehicles and machinery,
material delivery and storage controls, training and signage, and covered storage areas for waste and supplies. (Schedule A.
7.e.iii.)
23. Use water, soil-binding agent or other dust control technique as needed to avoid wind-blown soil. (Schedule A 7.a.iv)
24. The application rate of fertilizers used to reestablish vegetation must follow manufacturer’s recommendations to minimize
nutrient releases to surface waters. Exercise caution when using time-release fertilizers within any waterway riparian zone.
(Schedule A.9.b.iii)
25. If an active treatment system (for example, electro-coagulation, flocculation, filtration, etc.) for sediment or other pollutant
removal is employed, submit an operation and maintenance plan (including system schematic, location of system, location of
inlet, location of discharge, discharge dispersion device design, and a sampling plan and frequency) before operating the
treatment system. Obtain plan approval before operating the treatment system. Operate and maintain the treatment system
according to manufacturer’s specifications. (Schedule A.9.d)
26. Temporarily stabilize soils at the end of the shift before holidays and weekends, if needed. The registrant is responsible for
ensuring that soils are stable during rain events at all times of the year. (Schedule A 7.b)
27. As needed based on weather conditions, at the end of each workday soil stockpiles must be stabilized or covered, or other BMPs
must be implemented to prevent discharges to surface waters or conveyance systems leading to surface waters. (Schedule A
7.e.ii.(2))
28. Construction activities must avoid or minimize excavation and bare ground activities during wet weather. (Schedule A.7.a.i)
29. Sediment fence: remove trapped sediment before it reaches one third of the above ground fence height and before fence removal.
(Schedule A.9.c.i)
30. Other sediment barriers (such as biobags): remove sediment before it reaches two inches depth above ground height and before
BMP removal. (Schedule A.9.c.i)
31. Catch basins: clean before retention capacity has been reduced by fifty percent. Sediment basins and sediment traps: remove
trapped sediments before design capacity has been reduced by fifty percent and at completion of project. (Schedule A.9.c.iii &
iv)
32. Within 24 hours, significant sediment that has left the construction site, must be remediated. Investigate the cause of the
sediment release and implement steps to prevent a recurrence of the discharge within the same 24 hours. Any in-stream clean-up
of sediment shall be performed according to the Oregon Division of State Lands required timeframe. (Schedule A.9.b.i)
33. The intentional washing of sediment into storm sewers or drainage ways must not occur. Vacuuming or dry sweeping and
material pickup must be used to cleanup released sediments. (Schedule A.9.b.ii)
34. The entire site must be temporarily stabilized using vegetation or a heavy mulch layer, temporary seeding, or other method
should all construction activities cease for 30 days or more. (Schedule A.7.f.i)
35. Provide temporary stabilization for that portion of the site where construction activities cease for 14 days or more with a
covering of blown straw and a tackifier, loose straw, or an adequate covering of compost mulch until work resumes on that
portion of the site. (Schedule A.7.f.ii)
36. Do not remove temporary sediment control practices until permanent vegetation or other cover of exposed areas is established.
Once construction is complete and the site is stabilized, all temporary erosion controls and retained soils must be removed and
disposed of properly, unless doing so conflicts with local requirements. (Schedule A.8.c.iii(1) and D.3.c.ii and iii)
Rev. 12/15/15
By: Krista Ratliff
p. 7 of 7
Oregon Department of Environmental Quality
Land Use Compatibility Statement
What is a land use compatibility statement?
A LUCS is a form developed by DEQ to determine whether a DEQ permit or approval will be consistent
with local government comprehensive plans and land use regulations.
Why is a LUCS required?
DEQ and other state agencies with permitting or approval activities that affect land use are required by
Oregon law to be consistent with local comprehensive plans and have a process for determining consistency.
DEQ activities affecting land use and the requirement for a LUCS may be found in Oregon Administrative
Rules (OAR) Chapter 340, Division 18.
When is a LUCS required?
A LUCS is required for nearly all DEQ permits and certain approvals of plans or related activities that affect land use
prior to issuance of a DEQ permit or approval. These permits and activities are listed in section 1.D on p. 2 of this form.
A single LUCS can be used if more than one DEQ permit or approval is being applied for concurrently.
Permit modifications or renewals also require a LUCS when any of the following applies:
1. Physical expansion on the property or proposed use of additional land;
2. Alterations, expansions, improvements or changes in method or type of disposal at a solid waste disposal site as
described in OAR 340-093-0070(4)(b);
3. A significant increase in discharges to water;
4. A relocation of an outfall outside of the source property; or
5. Any physical change or change of operation of an air pollutant source that results in a net significant emission rate
increase as defined in OAR 340-200-0020.
How to complete a LUCS:
Step Who Does It?
1
Applicant
2
City or County
Planning Office
3
Applicant
What Happens?
Applicant completes Section 1 of the LUCS and submits it to the appropriate city or county
planning office.
City or county planning office completes Section 2 of the LUCS to indicate whether the
activity or use is compatible with the acknowledged comprehensive plan and land use
regulations, attaches written findings supporting the decision of compatibility, and returns the
signed and dated LUCS to the applicant.
Applicant submits the completed LUCS and any supporting information provided by the city
or county to DEQ along with the DEQ permit application or approval request.
Where to get help:
For questions about the LUCS process, contact the DEQ staff responsible for processing the permit or approval. DEQ staff
may be reached at 1-800-452-4011 (toll-free, inside Oregon) or 503-229-5630. For general questions, please contact DEQ
land use staff listed on our Land Use Compatibility Statement page online.
CULTURAL RESOURCES PROTECTION LAWS: Applicants involved in ground-disturbing activities should be aware
of federal and state cultural resources protection laws. ORS 358.920 prohibits the excavation, injury, destruction, or
alteration of an archeological site or object or removal of archeological objects from public and private lands without an
archeological permit issued by the State Historic Preservation Office. 16 USC 470, Section 106, National Historic
Preservation Act of 1966 requires a federal agency, prior to any undertaking, to take into account the effect of the
undertaking that is included on or eligible for inclusion in the National Register. For further information, contact the
State Historic Preservation Office at 503-378-4168, ext. 232.
Last updated: 4/13/17
Land Use Compatibility Statement
SECTION 1 - TO BE COMPLETED BY APPLICANT
1A. Applicant Name: Kingsley
1B. Project Name: Kingsley ANG Corrosion Control Facility
Field
Contact Name: 1st Lt. Oscar Ayala, 173 CEF/CEC
Physical Address: 3620
Mailing Address: 222
City, State, Zip: Klamath
Arnold Ave.
City, State, Zip: Klamath
Joe Wright Rd.
Falls, OR 97603
Tax Lot #: R-3909-02200-00100-000
Falls, OR 97603
Telephone: 541-885-6568
Township: 2019
Tax Account #:
Latitude: N42
Range: Octobber
Section:
November
09' 42.70"
Longitude: W121
44' 28.10"
1C. Describe the project, include the type of development, business, or facility and services or products provided (attach
additional information if necessary):
This project will construct a corrosion control facility at Kingsley Field. Currently, the Oregon Air
National Guard performs corrosion control activities in various hangars on the base. The new
corrosion control facility will consolidate nondistructive testing and surface treatement facilities to
service the jets stationed on the base.
1D. Check the type of DEQ permit(s) or approval(s) being applied for at this time.
Air Quality Notice of Construction
Air Contaminant Discharge Permit (excludes portable
facility permits)
Air Quality Title V Permit
Air Quality Indirect Source Permit
Parking/Traffic Circulation Plan
Solid Waste Land Disposal Site Permit
Solid Waste Treatment Facility Permit
Solid Waste Composting Facility Permit (includes
Anaerobic Digester)
Conversion Technology Facility Permit
Solid Waste Letter Authorization Permit
Solid Waste Material Recovery Facility Permit
Solid Waste Energy Recovery Facility Permit
Solid Waste Transfer Station Permit
Waste Tire Storage Site Permit
1E. This application is for:
Permit Renewal
New Permit
Pollution Control Bond Request
Hazardous Waste Treatment, Storage, or Disposal Permit
Clean Water State Revolving Fund Loan Request
Wastewater/Sewer Construction Plan/Specifications (includes
review of plan changes that require use of new land)
Water Quality NPDES Individual Permit
Water Quality WPCF Individual Permit (for onsite constructioninstallation permits use the DEQ Onsite LUCS form)
Water Quality NPDES Stormwater General Permit (1200-A,
1200-C, 1200-CA, 1200-COLS, and 1200-Z)
Water Quality General Permit (all general permits, except 600,
700-PM, 1700-A, and 1700-B when they are mobile.)
Water Quality 401 Certification for federal permit or license
Permit Modification
Other:
SECTION 2 - TO BE COMPLETED BY CITY OR COUNTY PLANNING OFFICIAL
Instructions: Written findings of fact for all local decisions are required; written findings from previous actions are acceptable. For
uses allowed outright by the acknowledged comprehensive plan, DEQ will accept written findings in the form of a reference to the
specific plan policies, criteria, or standards that were relied upon in rendering the decision with an indication of why the decision is
justified based on the plan policies, criteria, or standards.
2A. The project proposal is located:
Inside city limits
Inside UGB
Outside UGB
2B. Name of the city or county that has land use jurisdiction (the legal entity responsible for land use decisions for the subject
property or land use): December
2
Land Use Compatibility Statement
SECTION 2 - TO BE COMPLETED BY CITY OR COUNTY PLANNING OFFICIAL
Applicant Name:
2C. Is the activity allowed under Measure 49 (2007)?
Project Name: Kingsley ANG Corrosion Control Facility
No, Measure 49 is not applicable
Yes; if yes, then check one:
Express; approved by DLCD order #:
Conditional; approved by DLCD order #:
Vested; approved by local government decision or court judgment docket or order #:
2D. Is the activity a composting facility?
No
Yes; Senate Bill 462 (2013) notification requirements have been met.
2E. Is the activity or use compatible with your acknowledged comprehensive plan as required by OAR 660-031?
Please complete this form to address the activity or use for which the applicant is seeking approval (see 1.C on the previous
page). If the activity or use is to occur in multiple phases, please ensure that your approval addresses the phases described in
1.C. For example, if the applicant’s project is described in 1.C as a subdivision and the LUCS indicates that only clearing
and grading are allowed outright but does not indicate whether the subdivision is approved, DEQ will delay permit issuance
until approval for the subdivision is obtained from the local planning official.
The activity or use is specifically exempt by the acknowledged comprehensive plan; explain:
Yes, the activity or use is pre-existing nonconforming use allowed outright by (provide reference for local ordinance):
Yes, the activity or use is allowed outright by (provide reference for local ordinance):
Yes, the activity or use received preliminary approval that includes requirements to fully comply with local requirements;
findings are attached.
Yes, the activity or use is allowed; findings are attached.
No, see 2.C above, activity or use allowed under Measure 49; findings are attached.
No, (complete below or attach findings for noncompliance and identify requirements the applicant must comply with
before compatibility can be determined):
Relevant specific plan policies, criteria, or standards:
Provide the reasons for the decision:
Additional comments (attach additional information as needed):
Planning Official Signature:
Print Name:
Title:
Telephone #:
Date:
If necessary, depending upon city/county agreement on jurisdiction outside city limits but within UGB:
Planning Official Signature:
Print Name:
Title:
Telephone #:
Date:
3
Appendix C
Permit 7460
K
4-3
TA
3-4 3-4
LMT ARP
4-3
7- 5
7- 5
WA
.9
6"
34
29
5' 46'
W
N
RU
2
4-3
1
Y
4-3
AY
W
I
X
4-3
RUNWAY 7-25
N
31
4°
5-7
5-7
1108' TO RUNWAY 14-32
CENTERLINE
AY
W
I
TAX
G
TAXIWAY F
4 -3
TAXIW
AY E
4-3
x
x
FUTURE OANG CORROSION
CONTROL FACILITY
B
B
B
B
B
B
B
B
B
B
B
B
B
B
B
B
B
B
B
B
B
B
B
x
4-3
4-3
N42° 09' 42.3196"
W121° 44' 28.3915"
FINISHED FLOOR ELEVATION: 4090'
BUILDING HEIGHT: 42'
B
B
B
B
B
B
B
B
B
B
B
x
COMPASS
CALIBRATION
PAD
7 7
TAXIWAY D
ENTRY CONTROL POINT
ENTERING
ACTIVE
TAXIWAY
ENTERING
ACTIVE
TAXIWAY
ENTERING
ACTIVE
TAXIWAY
N42° 09' 42.3242"
W121° 44' 29.5654"
FINISHED FLOOR ELEVATION: 4090'
BUILDING HEIGHT: 42'
ENTERING
ACTIVE
TAXIWAY
RESTRICTED
AREA
KEEP OUT
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AREA
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ACTIVE
TAXIWAY
RESTRICTED
AREA
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AREA
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AREA
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0
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AREA
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AREA
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TD
WV
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AREA
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AREA
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WV
KINGSLEY FIELD CCF 7460 - EXHIBIT 1
400
800
YK
I WA
X
A
T
4 -3
3-4 3-4
2
4-3
4-3
7- 5
7- 5
1
AY
NW
5-7
2
° 5 946
'3 '
4.
96
"
W
RU
4-3
LMT ARP
4-3
1108' TO RUNWAY 14-32
CENTERLINE
YE
4-3
AY
TAXIW
A
x
x
FUTURE OANG CORROSION
CONTROL FACILITY
FINISHED FLOOR ELEVATION: 4090'
x
B
B
B
B
N42° 09' 42.0041"
W121° 44' 28.3908"
B
B
B
B
4-3
B
B
B
B
B
B
B
B
B
B
B
B
B
B
B
x
B
B
B
B
B
B
B
B
ENTERING
ACTIVE
TAXIWAY
ENTERING
ACTIVE
TAXIWAY
ENTERING
ACTIVE
TAXIWAY
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RESTRICTED
AREA
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AREA
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RESTRICTED
ENTERING
ACTIVE
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RESTRICTED
AREA
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B
COMPASS
CALIBRATION
PAD
TAXIWAY D
N42° 09' 41.8924"
W121° 44' 29.5977"
N42° 09' 42.7559"
W121° 44' 29.5995"
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TAXIWAY
B
7 7
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ACTIVE
TAXIWAY
N42° 09' 43.4260"
W121° 44' 27.8865"
N42° 09' 43.4251"
W121° 44' 28.6035"
N42° 09' 43.2532"
W121° 44' 29.2139"
B
ENTRY CONTROL POINT
4- 3
G
IW
TAX
TAXIWAY F
N42° 09' 43.2555"
W121° 44' 27.2754"
RUNWAY 7-25
N
31
4
5-7
4 -3
WV
KINGSLEY FIELD CCF CONSTRUCTION 7460 - EXHIBIT 1
400
800
Form Approved OMB No.2120-0001
Expiration Date: 8/31/2014
Please Type or Print on This Form
FOR FAA USE ONLY
Failure To Provide All Requested Information May Delay Processing of Your Notice
Aeronautical Study Number
Notice of Proposed Construction or Alteration
U.S. Department of Transportation
Federal Aviation Administration
1. Sponsor (person, company, etc. proposing this action):
Attn.
of:
N 42
9. Latitude:
W 121
10. Longitude:
Name: 1st Lt. Oscar Ayala, 173 CEF/CEC
Address: Kingsley Field Air National Guard Base
11. Datum:
✔
0
09
0
44
NAD 83
,
,
NAD 27
42.70"
City: Klamath Falls
State: OR
Telephone: 541-885-6568
Zip:
97603
Fax:
Attn.
of:
Name: Krista Hager, Mead & Hunt
Address: 9600 NE Cascades Parkway, Suite 100
Telephone: 971-247-9005
State OR
14. Distance from #13. to Structure: 2946'
15. Direction from #13. to Structure: N 44 22' 56.14" W
16. Site Elevation (AMSL):
4090
ft.
17. Total Structure Height (AGL):
60
ft.
4140
ft.
18. Overall Height (#16 + #17) (AMSL):
97220
Zip:_______________
State: OR
,
13. Nearest Public-use (not private-use) or Military Airport or Heliport:
Crater Lake-Klamath Regional Airport
2. Sponsor's Representative (if other than #1):
City: Portland
"
Other
12. Nearest: City: Klamath Falls
222 Arnold Ave
,
28.10"
19. Previous FAA Aeronautical Study Number (if applicable):
N/A
Fax:
-OE
20. Description of Location: (Attach a USGS 7.5 minute Quadrangle Map with the
3. Notice of:
✔
New Construction
4. Duration:
✔
Permanent
✔
Temporary (
5. Work Schedule: Beginning April 1, 2019
6. Type:
Antenna Tower
Landfill
Alteration
Crane
Water Tank
Existing
months,
days)
precise site marked and any certified survey)
See Exhibit 1
End April 1, 2020
✔
Building
Power Line
Other
7. Marking/Painting and/or Lighting Preferred:
Red Lights and Paint
White-Medium Intensity
White -High Intensity
✔
Dual - Red and Medium Intensity
Dual - Red and high Intensity
Other
8. FCC Antenna Structure Registration Number (if applicable):
N/A
21. Complete Description of Proposal:
Frequency/Power (kW)
The Oregon Air National Guard plans to build a corrosion control facility at Kingsley
Field. Construction of this facility will require the intermittent use of a 60' crane.
Construction on the corrosion control facility will occur in the location shown on Exhibit
1.
Notice is required by 14 Code of Federal Regulations, part 77 pursuant to 49 U.S.C., Section 44718. Persons who knowingly and willingly violate the notice
requirements of part 77 are subject to a civil penalty of $1,000 per day until the notice is received, pursuant to 49 U.S.C., Section 46301(a)
I hereby certify that all of the above statements made by me are true, complete, and correct to the best of my knowledge. In addition, I agree to mark and/or light the
structure in accordance with established marking & lighting standards as necessary.
Date
Typed or Printed Name and Title of Person Filing Notice
FAA Form 7460-1 (2-12) Supersedes Previous Edition
Signature
NSN: 0052-00-012-0009
Appendix D
Geotechnical Report
GEOTECHNICAL STUDY
CORROSION CONTROL FACILITY
KINGSLEY FIELD
KLAMATH FALLS, OREGON
Prepared For:
Mead & Hunt
TABLE OF CONTENTS
GEOTECHNICAL INVESTIGATION
CORROSION CONTROL FACILITY
KINGSLEY FIELD, KLAMATH FALLS, OREGON
1.0
1.1
1.2
1.3
1.4
2.0
GENERAL ...............................................................................................................................1
PROJECT UNDERTANDING .............................................................................................................................. 1
STUDY PURPOSE ................................................................................................................................................. 1
PREVIOUS WORK PERFORMED ....................................................................................................................... 1
SCOPE OF SERVICES ........................................................................................................................................... 2
FINDINGS .............................................................................................................................. 2
2.1
FIELD INVESTIGATION ..................................................................................................................................... 2
2.2
SITE CONDITIONS ........................................................................................................................................... 2
2.2.1 Surface Conditions ................................................................................................................................................... 2
2.2.1 Subsurface Conditions............................................................................................................................................... 3
2.3
GEOLOGIC CONDITIONS ................................................................................................................................. 3
2.3.2 Local Geologic Setting .............................................................................................................................................. 3
2.3.3 Groundwater .......................................................................................................................................................... 3
2.3
GEOLOGIC HAZARDS ........................................................................................................................................ 3
2.3.1 Faulting & Seismicity .............................................................................................................................................. 3
2.3.2 Liquefaction ........................................................................................................................................................... 4
2.3.3 Expansive Soils ...................................................................................................................................................... 4
2.3.4 Landslides.............................................................................................................................................................. 5
2.3.5 Corrosivity of On-Site Soils ....................................................................................................................................... 5
2.3.6 Frost Penetration ..................................................................................................................................................... 6
3.0 CONCLUSIONS AND RECOMMENDATIONS .................................................................... 7
3.1
GENERAL ............................................................................................................................................................. 7
3.2
FAULTING ............................................................................................................................................................ 7
3.3
LANDSLIDES ........................................................................................................................................................ 7
3.4
LIQUEFACTION POTENTIAL............................................................................................................................ 7
3.5
EXPANSIVE POTENTIAL ................................................................................................................................... 7
3.6
SITE PREPARATION AND GRADING .............................................................................................................. 7
3.6.1 Stripping ................................................................................................................................................................ 7
3.6.2 Existing Utilities, Wells, and/or Foundations .............................................................................................................. 7
3.6.3 Keying and Benching................................................................................................................................................. 8
3.6.4 Scarification and Compaction ..................................................................................................................................... 8
3.6.5 Wet/Unstable Soil Conditions ................................................................................................................................... 8
3.6.6
Site Drainage ........................................................................................................................................................ 8
3.6.7 Excavation Characteristics & Bulking ........................................................................................................................ 9
3.6.8 Temporary & Permanent Slopes ................................................................................................................................. 9
3.6.9 Overexcavation & Subgrade Preparation ..................................................................................................................... 9
3.6.10
On-Site Soil Materials ......................................................................................................................................... 9
3.6.11
Imported Fill Materials - General........................................................................................................................... 9
3.6.12
Materials - Granular ......................................................................................................................................... 10
3.6.13
Placement & Compaction ................................................................................................................................... 10
3.7
TEMPORARY EXCAVATIONS .......................................................................................................................... 11
3.7.1 General ............................................................................................................................................................... 11
3.7.2 Construction Considerations ..................................................................................................................................... 11
3.8
UTILITY TRENCHS AND TRENCH BACKFILL .............................................................................................. 11
3.8.1 Trenches and Dewatering......................................................................................................................................... 11
3.8.2 Materials ............................................................................................................................................................. 11
3.8.3 Placement and Compaction ...................................................................................................................................... 12
3.8.4 Trench Subgrade Stabilization ................................................................................................................................. 12
3.9
FOUNDATIONS ................................................................................................................................................. 12
3.9.1 Minimum Footing Embedment and Dimensions .......................................................................................................... 12
3.9.3 Allowable Bearing Capacity ..................................................................................................................................... 13
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3.9.4 Lateral Earth Pressures .......................................................................................................................................... 14
3.9.5 Minimum Footing Reinforcement .............................................................................................................................. 14
3.9.6 Estimated Settlements............................................................................................................................................. 14
3.9.7 Construction Considerations ..................................................................................................................................... 15
3.9.8 Freeze/Thaw Recommendations ............................................................................................................................... 15
3.10
SLIDING AND PASSIVE RESISTANCE ............................................................................................................ 15
3.10.1
Sliding Resistance .............................................................................................................................................. 15
3.10.2
Passive Resistance .............................................................................................................................................. 15
3.10.3
Safety Factors ................................................................................................................................................... 15
3.11
INTERIOR CONCRETE FLOOR SLABS SUPPORTED ON-GRADE ............................................................. 15
3.11.1
General ........................................................................................................................................................... 15
3.11.2
Subgrade Preparation ......................................................................................................................................... 16
3.11.3
Rock Capillary Break/Vapor Barrier .................................................................................................................. 16
3.12
EXTERIOR CONCRETE SLABS SUPPORTED-ON-GRADE .......................................................................... 16
3.13 PAVEMENT INFORMATION .............................................................................................................................. 17
3.13
SHORING CONSIDERATIONS ......................................................................................................................... 18
4.0
5.0
6.0
ADDITIONAL SERVICES ................................................................................................... 19
LIMITATIONS ...................................................................................................................... 19
REFERENCES ...................................................................................................................... 21
PLATES
Plate 1 ........................................................................................................................................................ Vicinity Map
Plate 2 ............................................................................................................................................................... Site Map
Plate 3 .............................................................................................................................................. Geotechnical Map
APPENDICES
Appendix A ........................................................................................................................... Subsurface Exploration
Appendix B ........................................................................................................................... Laboratory Test Results
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1.0
GENERAL
This report presents the results of our geotechnical investigation for the proposed corrosion control
facility at the Kingsley Field in Klamath Falls, Oregon. CGI Technical Services, Inc. (CGI),
prepared this report at the request of Mead & Hunt, Inc. (Mead & Hunt). The purpose of our study
was to explore selected surface and subsurface site conditions at the project site, evaluate the
materials encountered, and provide laboratory test data and recommendations related to the
geotechnical aspects of the project design and construction. The site location relative to existing
features and taxiways as shown on Plate 1 – Site Location Map.
1.1
PROJECT UNDERTANDING
We understand the proposed project consists of construction of a new hangar/corrosion control
facility. The proposed structure will be approximate 16,100 square-feet (ft2) in area, as shown on
Plate 2 – Project Elements. The proposed facility is located to the east of Taxiway D and south of
an existing structure. The proposed hangar will be one story with an estimated eve and ridge height
of 25 and 30 feet respectively, slab-on-grade and wood or steel framed structure.
We anticipate the structure will be supported on shallow foundation systems. Foundation loads for
the proposed structure are unknown but are anticipated to be relatively light. We assume that
foundation loads will not exceed 5 kips per lineal foot and 75 kips for continuous and isolated
foundations, respectively. If foundation loads exceed those values, it might require that the scope of
work presented herein be revised to accommodate relatively heavier loading conditions.
Associated with the hanger building will be the design and construction of new approach paved
areas to service the facility.
1.2
STUDY PURPOSE
The purpose of our geotechnical study was to explore and evaluate selected site surface and
subsurface conditions in order to provide limited geotechnical engineering recommendations related
to the design and construction of the project, and to identify potential geologic hazards that could
impact the project. The subsurface characterization was primarily intended to estimate the depth,
profile, consistency, and strength of the soils that might be encountered during project construction,
along with the general depth to groundwater.
1.3
PREVIOUS WORK PERFORMED
Our review and research of the site revealed no existing geotechnical work previously performed for
the project site. However, CGI has performed several geotechnical studies for structures and taxiway
improvements at Kingsley Field, in the past. The previous geotechnical reports investigated geologic
conditions, evaluated materials observed, and provided recommendations related to project design
and constructions for the projects.
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1.4
SCOPE OF SERVICES
Our scope of work is in general conformance with our stated scope of services presented in our
proposal, dated September 1, 2016, and included the following:
▪
▪
▪
▪
Reconnaissance of the site surface conditions.
Exploration of the subsurface conditions within the proposed project area through
advancement of six (6) exploratory drill holes. Locations of the drill holes are shown on
Plate 3 – Geotechnical Map. Methods of exploration used and the logs of drill holes are
presented in Appendix A – Field Exploration
Laboratory testing on selected samples obtained during our field investigation. Laboratory
tests and methods used are presented in Appendix B – Laboratory Testing.
Preparation of this report, which includes:
• A description of the proposed project;
• A summary of our field exploration and laboratory testing programs;
• A description of site surface and subsurface conditions encountered during
our field investigation;
• Recommendations for:
▪ Site preparation, engineered fill, site drainage, and subgrades;
▪ Suitability of on-site materials for use as engineered fill;
▪ 2015 International Building Code (IBC) seismic design criteria;
▪ Temporary excavations, shoring, and trench backfill;
▪ Allowable bearing capacities and class of soil type for foundation
design and construction; and
• Appendices, which include summaries of our field investigation procedures
and laboratory testing programs.
2.0
2.1
FINDINGS
FIELD INVESTIGATION
CGI conducted a geotechnical field investigation to evaluate subsurface soil conditions, and to
provide subsurface data for evaluation of the proposed development. Our field geotechnical
investigation was limited to reconnaissance-level geologic mapping of the project site and subsurface
exploration through advancement of six (6) drill holes. The drill holes, designated DH-1 through
DH-6, were advanced on June 12 and 13, 2017. Drill hole locations are shown on Plate 3. Detailed
descriptions of soils encountered are presented on the drill hole logs included in Appendix A. The
soils encountered within the drill holes were logged in general accordance with the Unified Soil
Classification System (USCS). Surficial and subsurface soil samples were collected and transported
to our laboratory for testing. Laboratory test results are included with this report.
2.2
SITE CONDITIONS
2.2.1 Surface Conditions
The proposed project site area is currently covered in seasonal grasses. Below grade electrical utility
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vaults and storm drain inlets are located to the west and east of proposed structure, respectively. To
the west of the proposed project site exists Taxiway D, to the north is an Oregon Air National Guard
(OANG) facility and to the northwest is a circular section of asphalt paving.
The project site is situated on relatively flat and level ground. Drainage occurs as sheet flow along a
relatively flat gradient towards the west and southwest into the drop inlet along the western portion
of the development area. In the project region some drainage channels are present, along with a
number of irrigation canals that flow during summer months. Elevation of the site, based on review
of the Altamont 7½-minute topographic quadrangle map, indicates the project site is at approximate
elevation of 4,089 feet above mean sea level (MSL).
2.2.1 Subsurface Conditions
In general, on-site subsurface soils in all drill holes consist predominately of layers of silty sand and
silty clay extending to depths between 6.0 to 9.5 feet below ground surface with poorly graded sand
prevailing below. At a depth of about 51 feet a clay lens was encountered in DH-2. Groundwater
was encountered in all drill holes at depths between 6.5 and 9.5 feet below ground surface.
The logs in Appendix A present groundwater elevations and specific soil descriptions encountered
within each test pit and drill hole.
2.3
GEOLOGIC CONDITIONS
2.3.2 Local Geologic Setting
Quaternary Surficial Deposits (Qs). The project site is underlain predominately by Quaternary
Surficial Deposits (Sherrod et. al, 1992). These materials consist of fine to coarse grained sediments
deposited in channels, flood plains, marshes and lakes. Quaternary Surficial Deposits were
encountered in all drill holes and were not fully penetrated in explorations advanced for this study.
2.3.3 Groundwater
Groundwater was encountered in all drill holes advanced for this study at depths between about 6.5
feet to 9.5 feet below ground surface. It is anticipated that groundwater elevations will fluctuate over
time. The depth to groundwater can vary throughout the year and from year to year. Intense and
long duration precipitation, modification of topography, and cultural land uses, such as irrigation,
water well usage, on site waste disposal systems, and water diversions can contribute to fluctuations
in groundwater levels. Localized saturated conditions or perched groundwater conditions near the
ground surface should be anticipated during and following periods of heavy precipitation and
snowmelt. If groundwater is encountered during construction, it is the Contractor’s responsibility to
install mitigation measures for adverse impacts caused by groundwater encountered in excavations.
2.3
GEOLOGIC HAZARDS
This section addresses potential geologic hazards that could affect the project site.
2.3.1 Faulting & Seismicity
No known faults project through the project area. The closest known faults to the project site
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consist of a series of northwest-trending potentially active faults located about one mile southwest
of the site (Priest et al., 2007).
At a minimum, structures should be designed in accordance with the 2015 International Building
Code (IBC) seismic design criteria. IBC-based design requires the definition of the following seismic
parameters: Site Class Designation; Site Coefficients (Fa and Fv); Mapped spectral accelerations for
short periods (Ss); and Mapped spectral accelerations for a 1-second period (S1).
IBC SEISMIC DESIGN PARAMETERS
Parameter
CBC Designation
Site Class Designation
D
Site Coefficient, Fa
1.151
Site Coefficient, Fv
1.706
Mapped Spectral Acceleration, Ss
0.873g
Mapped Spectral Acceleration, S1
0.347g
2.3.2 Liquefaction
Liquefaction is described as the sudden loss of soil shear strength due to a rapid increase of soil pore
water pressures caused by cyclic loading from a seismic event. In simple terms, it means that a
liquefied soil acts more like a fluid than a solid when shaken during an earthquake. In order for
liquefaction to occur, the following are needed:
▪
▪
▪
Granular soils (sand, silty sand, sandy silt, and some gravels);
A high groundwater table; and
A low density in the granular soils underlying the site.
If those criteria are present, then there is a potential that the soils could liquefy during a seismic
event.
Soils encountered during this study are estimated to have a low potential for liquefaction. This
opinion is made based on the following:
1.
Sandy soils are generally dense to very dense with depth; and
2.
Clay-rich soils are stiff.
2.3.3 Expansive Soils
Atterberg limits of soil materials encountered during this study and during CGI (2008) were either
nonplastic or had plasticity indices ranging up to about 12. The plasticity index of those materials
correlates to soils ranging from nonexpansive to having a very low to low potential for expansion
(Day, 1999).
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2.3.4 Landslides
The project is located on low gradient ground. No apparent signs of mass wasting or landsliding
were observed during this study. It is, therefore, our opinion that the potential for naturally
occurring landslides to adversely affect the project is low.
2.3.5 Corrosivity of On-Site Soils
One selected sample of near-surface soils encountered in the explorations was subjected to chemical
analysis for the purpose of assessment of corrosion and reactivity with concrete. The samples were
tested for pH, resistivity, soluble sulfates and soluble chlorides. Testing was conducted by HDR and
Associates and results are presented below, as well as included in the appendix of laboratory results.
Soil Chemistry Information
Chlorides
Resistivity
(ppm)
(ohms-cm)
152
37.0
920
14
2.6
2,120
Boring No.
Sample Depth
Sulfates (ppm)
DH-4
0-5’
DH-6
0-5’
According to the ACI-318, a sulfate concentration below 0.10 percent by weight (1,000 ppm) is
negligible. A chloride content of less than 500 ppm is generally considered non-corrosive to
reinforced concrete.
Minimum resistivity testing performed on the soil sample indicated the soils are considered to be
severely to moderately corrosive to buried metal objects. A commonly accepted correlation between
soil resistivity and corrosivity towards ferrous metals (NACE, 1984) is provided below:
RESISTIVITY & CORROSION CORRELATION
Minimum Resistivity (ohm-cm)
0 to 1000
1,000 to 2,000
2,000 to 10,000
Over 10,000
Corrosion Potential
Severely Corrosive
Corrosive
Moderately Corrosive
Mildly Corrosive
If engineered fill materials will be placed to establish grades and backfill adjacent to concrete
structures, we recommend that verification samples be tested to confirm that soils in contact with
concrete and steel have similar corrosion potential characteristics as the sample tested for this study.
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2.3.6 Frost Penetration
As exploration activities at the site were conducted in early summer, frost was not
encountered in the exploratory borings. However, according to a frost penetration study conducted
by Pavement Consultants Inc. (1995) for Runway 14-32, the depth of freezing in the soil, in Klamath
Falls, was calculated to be 30 inches, with 65 percent frost penetration at 20 inches.
Based on FAA AC 150/5320-6E Table 2-3, the soils encountered classify as FG-4 frost-susceptible
soils. Recommendations to address the adverse effects of frost are addressed in subsequent sections.
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3.0 CONCLUSIONS AND RECOMMENDATIONS
3.1
GENERAL
Based on the results of our investigation, it is our opinion that the proposed site is suitable for
construction of the proposed improvements provided recommendations presented, herein, are
utilized during design and construction of the project. Specific comments and recommendations
regarding the geotechnical aspects of project design and construction are presented in the following
sections of this report.
3.2
FAULTING
No known faults pass through the project site. It is our opinion that special studies are not required
to evaluate the location or separation of faults from the proposed development.
3.3
LANDSLIDES
The project site is located on relatively flat ground. No signs of landsliding, either former or incipient,
were observed on or adjacent to the project development areas. It is our opinion that naturally
occurring landslides pose no risk to the project. See Sections 3.7 and 3.8 of this report regarding
temporary and man-made slope stability issues.
3.4
LIQUEFACTION POTENTIAL
Based on our observations and material exposed during the investigation, it our opinion that
liquefaction and lateral spreading have a relatively low risk of adversely affecting the project sites or
proposed improvements.
3.5
EXPANSIVE POTENTIAL
The soils encountered beneath the project sites are granular and nonplastic or slightly plastic. Based
on our observations and exposed subsurface materials, it is our opinion that on-site soils range from
nonexpansive to having a low potential for expansion.
3.6
SITE PREPARATION AND GRADING
3.6.1 Stripping
Prior to general site grading and/or construction of planned improvements, existing vegetation, trees,
organic topsoil, debris, and deleterious materials should be stripped and disposed of off-site or outside
the construction limits. It is estimated that stripping to a depth of 2 to 4 inches will be required to
remove vegetative roots and debris across most of the site. Deeper stripping to remove root balls
from tree locations might be necessary.
3.6.2 Existing Utilities, Wells, and/or Foundations
Subsurface utilities or improvements are anticipated to be present beneath or adjacent to the
proposed addition. If below-grade utility lines, septic tanks, cesspools, wells, on-site waste disposal
fields and tanks, irrigation ponds and/or foundations are encountered during construction, they
should be removed and disposed of off-site. Buried tanks, if present, should be removed in
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compliance with applicable regulatory agency requirements. Existing, below-grade utility pipelines (if
any) that extend beyond the limits of the proposed construction and will be abandoned in-place
should be plugged with lean concrete or grout to prevent migration of soil and/or water. All
excavations resulting from removal and demolition activities should be cleaned of loose or disturbed
material prior to placing any fill or backfill.
3.6.3 Keying and Benching
The proposed development areas are relatively flat and significant fill placement is not anticipated.
Therefore, keying and benching are not anticipated to be required for this project.
3.6.4 Scarification and Compaction
Following site stripping and overexcavation, areas to receive engineered fill should be scarified to a
minimum depth of 8 inches, uniformly moisture-conditioned to near optimum moisture content, and
compacted to at least 90 percent of the maximum dry density as determined using standard test
method ASTM D15571.
3.6.5 Wet/Unstable Soil Conditions
Depending on when site preparation or grading is performed, near-surface on-site soils may be
significantly over optimum moisture content. Wet conditions could hinder equipment access as well
as efforts to compact site soils to a specified level of compaction. If over optimum soil moisture
content conditions are encountered during construction, disking to aerate, replacement with imported
material, chemical treatment, stabilization with a geotextile fabric or grid, and/or other methods can
be used to facilitate earthwork operations.
CGI has been involved with the inspection of the Taxiway B construction at Kingsley Field in 2017.
Several areas of the Taxiway B construction area were underlain by soil subgrade material that
experienced significant pumping during compaction as optimum moisture conditions for the material
were difficult to obtain. Mitigation of the pumping at the site was ultimately completed through the
use of geogrid in areas where pumping occurred. The subgrade materials which had significant
pumping at the Taxiway B site are similar to soils found at the proposed project site, and as such
pumping during compaction of the proposed project site may occur during construction/compaction,
if no mitigation measures are implemented.
3.6.6 Site Drainage
Finished grading should be performed in such a manner that provides a minimum of 10 horizontal
feet of positive surface gradient away from all structures. The ponding of water should not be
allowed adjacent to structures, retaining walls, or the top of fill sections. Surface runoff should be
directed toward engineered collection systems or suitable discharge areas and not allowed to flow over
slopes. Discharge from roof downspouts should also be collected, conveyed, and discharged away
1
This test procedure applies wherever relative compaction, maximum dry density, or optimum moisture content is
referenced within this report.
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from all structures and into engineered systems, such as storm drains. Landscape plantings around
structures should be avoided or be dry climate tolerant and require minimal irrigation.
3.6.7 Excavation Characteristics & Bulking
Explorations for this project were advanced using a Mobil Drill B59 drill rig equipped with an 8-inch
diameter hollow stem auger. In general, underlying soils were penetrated relatively easily using this
equipment. It is our opinion that on-site soils should be excavatable using conventional heavy
grading equipment.
3.6.8 Temporary & Permanent Slopes
Construction of the proposed project is not anticipated to require creation of temporary and/or
permanent slopes.
3.6.9 Overexcavation & Subgrade Preparation
Overexcavation of the proposed development areas is not anticipated to be necessary for this project
unless uncertified fill and/or deleterious materials are encountered during site grading. If those
conditions are encountered, CGI should be notified and the uncertified fill and deleterious materials
should be overexcavated and removed from the site. Areas that are overexcavated should be
backfilled with engineered fill materials, in accordance with recommendations presented in Section
3.6.13 of this report.
3.6.10 On-Site Soil Materials
It is our opinion that most of the near-surface soils encountered at the site can be used for general
engineered fill provided they are free of organics, debris, oversized particles (>3”) and deleterious
materials. It is unlikely that highly plastic clayey materials (materials having a plasticity index
exceeding 30 and a liquid limit in excess of 50) will be encountered during construction but if those
materials are encountered they should be segregated and excluded from engineered fill, where
possible. If potentially unsuitable soil is considered for use as engineered fill, CGI should observe,
test, and provide recommendations as to the suitability of the material prior to placement as
engineered fill.
3.6.11 Imported Fill Materials - General
If imported fill materials are used for this project, they should consist of soil and/or soil-aggregate
mixtures generally less than 3 inches in maximum dimension, nearly free of organic or other
deleterious debris, and essentially non-plastic. Typically, well-graded mixtures of gravel, sand, nonplastic silt, and small quantities of clay are acceptable for use as imported engineered fill within
foundation areas. Imported fill materials should be sampled and tested prior to importation to the
project site to verify that those materials meet recommended material criteria noted below. Specific
requirements for imported fill materials, as well as applicable test procedures to verify material
suitability are as follows:
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IMPORTED FILL RECOMMENDATIONS
GRADATION
Sieve Size
General Fill
Granular Fill
Percent Passing
Test Procedures
ASTM
AASHTO
3-inch
100
100
D422
T88
¾-inch
70 – 100
70 – 100
D422
T88
No. 200
0 - 30
<5
D422
T88
PLASTICITY
Liquid Limit
<30
NA
D4318
T89
Plasticity Index
<12
Nonplastic
D4318
T90
ORGANIC CONTENT
<3%
<3%
D2974
NA
Soil chemistry tests are recommended on imported soils to evaluate corrosivity to buried
improvements.
3.6.12 Materials - Granular
All granular fill should consist of soil mixtures generally less than 3 inches in maximum dimension,
nearly free of organic or other deleterious debris, and essentially non-plastic. Specific requirements
for granular fill, as well as applicable test procedures to verify material suitability are presented in
Section 3.6.11 of this report. In our opinion, most of the on-site terrace deposit soils encountered
during exploration will not meet the criteria for granular fill.
3.6.13 Placement & Compaction
Soil and/or soil-aggregate mixtures used for fill should be uniformly moisture-conditioned to within 3
percent of optimum moisture content, placed in horizontal lifts less than 8 inches in loose thickness,
and compacted to at least 90 percent relative compaction2. It is recommended that fill materials be
placed and compacted uniformly in elevation and that the vertical elevation differential of contiguous
lifts diverge no more then two feet during compaction. Testing should be performed to verify that
the relative compactions are being obtained as recommended herein. Compaction testing, at a
minimum, should consist of one test per every 500 cubic yards of soil being placed or at every 1.5foot vertical fill interval, whichever comes first.
In general, a “sheep’s foot” or “wedge foot” compactor should be used to compact fine-grained fill
materials. A vibrating smooth drum roller could be used to compact granular fill materials and final
fill surfaces.
2
This test procedure applies wherever relative compaction, maximum dry density, or optimum moisture content is
referenced within this report.
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3.7
TEMPORARY EXCAVATIONS
3.7.1 General
All temporary excavations must comply with applicable local, state, and federal safety regulations,
including the current OSHA Excavation and Trench Safety Standards. Construction site safety is the
responsibility of the contractor, who should be solely responsible for the means, methods, and
sequencing of construction operations so that a safe working environment is maintained.
3.7.2 Construction Considerations
Heavy construction equipment, building materials, excavated soil, and vehicular traffic should not be
allowed within a 1:1 (horizontal to vertical) projection from the toe of the excavation to the ground
surface. Where the stability of adjoining buildings, walls, or other structures is endangered by
excavation operations, support systems such as shoring, bracing, or underpinning may be required to
provide structural stability and to protect personnel working within the excavation.
During wet weather, earthen berms or other methods should be used to prevent runoff water from
entering excavations. All runoff water entering the excavation(s) should be collected and disposed of
outside the construction limits.
3.8
UTILITY TRENCHS AND TRENCH BACKFILL
3.8.1 Trenches and Dewatering
Utility trenches greater than 5 feet deep should be braced or shored in accordance with good
construction practices and all applicable safety ordinances. In general, the soils encountered during
our exploration may have a tendency to run or flow, especially where dry and previously disturbed.
Because of this, there is a potential that shallow unshored trenches excavated with sidewalls steeper
than 3/4:1 could locally cave. Thus, shoring with intermittent to continuous sidewall support might
be needed to maintain trench wall integrity.
Heavy construction equipment, building materials, excavated soil, and vehicular traffic should not be
allowed within a 1:1 (horizontal to vertical) projection from the toe of the trench excavation to the
ground surface. Where the stability of adjoining buildings, walls, or other structures is endangered by
excavation operations, support systems such as shoring, bracing, or underpinning may be required to
provide structural stability and to protect personnel working within the excavation.
3.8.2 Materials
Pipe zone backfill (i.e., material placed from the trench bottom to a minimum of 6 inches over the
pipeline crown) should consist of soil having a Sand Equivalent (SE) of no less than 30 and having a
particle size no greater than ½-inch in maximum dimension. Trench zone backfill (i.e., material
placed between the pipe zone backfill and finished subgrade) may consist of on-site soil that meets the
material requirements previously provided for engineered fill with 100% passing the ¾-inch sieve.
Recommendations provided above for pipe zone backfill are minimum requirements only. More
stringent material specifications may be required to fulfill local codes and/or bedding requirements
for specific types of pipe. We recommend the project Civil Engineer develop these material
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specifications based on planned pipe types, bedding conditions, and other factors beyond the scope of
this study.
3.8.3 Placement and Compaction
Trench backfill should be placed and compacted in accordance with recommendations previously
provided for engineered fill. Jetting of trench backfill materials can be performed but we recommend
that mechanical compaction also be applied where jetting is used. It has been our experience that
jetting alone will not compact trench backfill materials to the minimum specified relative compaction.
Special care should be given to ensuring that adequate compaction is made beneath the haunches of
the pipeline (that area from the pipe springline to the pipe invert) and that no voids remain in this
space.
3.8.4 Trench Subgrade Stabilization
Soft and yielding trench subgrade is not anticipated to be an issue during construction of this project.
However, if yielding trench subgrades are encountered, it is recommended that the bottom of
trenches be stabilized prior to placement of the pipeline bedding so that, in the judgment of the
geotechnical engineer, the trench subgrade is firm and unyielding. Some methods that we have
observed used to stabilize trench subgrades include the following:
➢ Use of ¾–inch to 1½-inch floatrock worked into the trench bottom and covered with a
geotextile fabric such as Mirafi 500X;
➢ Placement of a geotextile fabric, such as Mirafi 500X, on the trench bottom and covered
with at least one foot of compacted processed miscellaneous base (PMB) conforming to
the requirements of Section 200-2.5 of the Greenbook, latest edition;
➢ Overexcavation of trench subgrade and placement of two-sack sand-cement slurry; and
➢ In extreme conditions, injection grouting along the trench alignment.
If floatrock is used, typically sand with an SE of 50 or more should be used to fill the voids in the
rock prior to placement of pipe bedding materials. SE test results of onsite soil all exceeded 70
indicating that on-site soils should be suitable for use in this application.
3.9
FOUNDATIONS
3.9.1 Minimum Footing Embedment and Dimensions
We recommend that shallow isolated and continuous wall footings be founded entirely on engineering
fill or native soils. Minimum embedment depths, widths, and thicknesses should conform to Table
1805.4.2 of the IBC and Section 2.3.6, but should be determined by the Structural Engineer. The
footing thickness should be determined by the Structural Engineer, but should be no less than 20
inches thick.
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We recommend that foundations be founded either entirely in cut or entirely in engineered fill
material to reduce differential settlement potentials. Foundations should not span both cuts and
fills. If proposed foundations span both cuts and fills, we recommend that:
•
The area of cuts supporting the proposed foundations should be overexcavated below the
planned bottom of footings to a depth of at least 3 times the width of the foundation. CGI
should observe and approve the overexcavated area once exposed. Overexcavation limits
should extend throughout the cut area and to a minimum of five horizontal feet past the
perimeter foundations of the structure. The overexcavated area should then be backfilled in
accordance with recommendations presented in Section 3.6.13 of this report;
OR
•
Proposed foundations should be deepened to extend through engineered fill materials and
extending at least 1 foot into undisturbed native soils, so that the entire foundation system for
the structure rests on undisturbed native soils. If this depth is less than 5 feet below the
planned bottom of the foundation, then a two-sack sand-cement slurry can be used as backfill
in lieu of structural concrete, from the excavation bottom up to the planned bottom of the
proposed foundation. CGI should observe and approve the deepened foundation excavation
prior to placement of slurry or structural concrete.
Deepened footing excavations should extend below any observed yielding material. If soft, yielding,
or unsuitable soil is encountered during construction, CGI should review these conditions and, if
requested, provide recommendations for their treatment.
If foundations do not span both cuts and fills, then neither of the two alternatives recommended
noted above should be necessary.
3.9.3 Allowable Bearing Capacity
It is assumed that all structure foundations for the proposed buildings will rest entirely on terrace
deposit soils. The foundations must not be constructed partially on fill and partially on cut. Isolated
and continuous footing elements founded in lacustrine soils should be proportioned for dead loads
plus probable maximum live load, and a maximum allowable bearing pressure of 2,000 pounds per
square foot (psf), assuming a 12-inch wide footing bearing at the minimum depth noted in the IBC.
An increase of 150 psf can be added to the allowable bearing pressure for each additional one-foot
increase in footing depth below the IBC noted minimum depths (including the required depth to
avoid frost penetration). However, the maximum allowable bearing pressure should not exceed 3,000
psf.
The allowable bearing pressures provided are net values. Therefore, the weight of the foundation
(which extends below finished subgrade) may be neglected when computing dead loads. The
allowable bearing pressure applies to dead plus live loads and includes a calculated factor of safety of
at least 3. An increase of allowable bearing pressure by one-third for short-term loading due to wind
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or seismic forces should NOT be incorporated unless an alternative load combination, as described in
Section 1605.3.2 of the 2009 IBC, is applied. The allowable bearing value is for vertical loads only;
eccentric loads may require adjustment to the values recommended above.
3.9.4 Lateral Earth Pressures
Subsurface structures should be designed to resist the earth pressure exerted by the retained,
compacted backfill plus any additional lateral force that will be applied due to surface loads placed at
or near the wall or below-grade structure. Recommended design criteria for subsurface structures are
presented below:
The recommended equivalent fluid weights presented below are for static (non-earthquake)
conditions with the ground level behind the shoring system.
Lateral Earth Pressures Under Static Conditions
Lateral Earth Pressure
Condition
At-Rest
Active
Slope Inclination
Above Structure
Flat
Flat
Equivalent Fluid Weight (pcf)
Moist to Wet Conditions
60
45
The resultant force of the static lateral force prism should be applied at a distance of 33 percent of the
wall height above the soil elevation on the toe side of the wall. The tabulated values are based on a
non-plastic soil unit weight of 120 pounds per cubic foot (pcf), and do not provide for surcharge
conditions resulting from construction materials, equipment, or vehicle traffic. Loads not considered
as surcharges should bear behind a 1:1 (horizontal to vertical) line projected upward from the base of
the shoring. If surcharges are expected, CGI should be advised so that we can provide additional
recommendations as needed.
3.9.5 Minimum Footing Reinforcement
Footing reinforcement should be designed by a Structural Engineer and should conform to pertinent
structural code requirements. Minimum footing reinforcement should not be less than that required
for shrinkage, temperature control, and structural integrity.
3.9.6 Estimated Settlements
The proposed structures should not rest partially on fill and partially on cut, as discussed in Section
3.9.1 of this report. All foundations are anticipated to rest on native soils or engineering fill. Based
on our field investigation the native soils in this area are medium dense to dense. Based on these
factors, settlement should be relatively minor for the proposed buildings. Anticipated total settlement
for the proposed structure foundations, if construction occurs as recommended within this report,
should be less than one inch. Differential settlement for the structure foundations is anticipated to be
less than ½ -inch in 20 feet.
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3.9.7 Construction Considerations
Prior to placing steel or concrete, foundation excavations should be cleaned of all debris, loose or
disturbed soil, and any water. A representative of CGI should observe all foundation excavations
prior to concrete placement.
3.9.8 Freeze/Thaw Recommendations
As discussed in the frost penetration section, frost penetration can be expected at the site during
the course of the year. Based on FAA AC 150/5320-6E Table 2-3, the soils encountered classify as
FG-4 frost-susceptible soils given that surface soils encountered were predominantly fine sand, silt
or low plasticity clay. FAA AC 150/5320-6E can be used to calculate pavement and non-frostsusceptible base course thicknesses to assist in protecting against detrimental freeze-thaw effects
from the frost-susceptible soils. Additional recommendations to aid in reducing the impact of
freeze-thaw effects can be provided by CGI upon request, including recommendations pertaining to
perimeter subdrains, composite drains, reinforced gap-graded permeable base, and/or no-fines
concrete.
3.10
SLIDING AND PASSIVE RESISTANCE
3.10.1 Sliding Resistance
Sliding resistance generated through a compacted soil/concrete interface can be computed by
multiplying the total dead weight structural loads by the friction coefficient of 0.35 for native soils and
granular engineered fill.
3.10.2 Passive Resistance
Passive resistance developed from lateral bearing of shallow foundation elements bearing against
compacted soil surfaces for that portion of the foundation element extending below a depth of 1 foot
below the lowest adjacent grade can be estimated using an equivalent fluid weight of 150 pcf. Passive
resistance of the upper one foot of the soil column should be neglected.
3.10.3 Safety Factors
Sliding resistance and passive pressure may be used together without reduction in conjunction with
recommended safety factors outlined below. A minimum factor of safety of 1.5 is recommended for
foundation sliding.
3.11
INTERIOR CONCRETE FLOOR SLABS SUPPORTED ON-GRADE
3.11.1 General
All ground-supported slabs should be designed by a Civil Engineer to support the anticipated loading
conditions but, as a minimum, should be at least 4 inches thick. Reinforcement for floor slabs should
be designed by a Civil Engineer to maintain structural integrity, and should not be less than that
required to meet pertinent code, shrinkage, and temperature requirements. Reinforcement should be
placed at mid-thickness in the slab with provisions to ensure it stays in that position during
construction and concrete placement.
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The mat slab can be designed using a flat slab on an elastic half-space analog. A modulus of subgrade
reaction (ks1) of 50 pounds per cubic inch is recommended for design of mat-type foundations. That
modulus of subgrade reaction value represents a presumptive value based on soil classification. No
plate-load tests were performed as part of this study. The modulus value is for a 1-foot-square plate
and must be corrected for mat size and shape, assuming a cohesionless subgrade.
3.11.2 Subgrade Preparation
Subgrade soils supporting interior concrete floor slabs should be scarified to a minimum depth of 8
inches, uniformly moisture-conditioned to near the optimum moisture content, and compacted to at
least 90 percent relative compaction, unless otherwise noted.
3.11.3 Rock Capillary Break/Vapor Barrier
Interior concrete floor slabs supported-on-grade should be underlain by a capillary break consisting of
a blanket of compacted, free-draining, durable rock at least 4 inches thick, graded such that 100
percent passes the 1-inch sieve and less than 5 percent passes the No. 4 sieve.3. Furthermore, a vapor
barrier should be placed beneath all interior concrete floor slabs supported-on-grade that will be
covered with moisture-sensitive floor coverings. This barrier may consist of a plastic or vinyl
membrane placed directly over the rock capillary break. The vapor barrier should be sealed around all
penetrations, including utilities. If a vapor barrier is not installed, there is a risk of moisture vapors
and salts penetrating the slab-on-grade. It is our recommendation that American Concrete Institute
(ACI) guidelines ACI 302 and ACI 306 be referred to regarding installation of vapor barriers based on
the anticipated flooring materials to be installed.
A capillary break and/or vapor barrier may not be required for some types of construction (such as
equipment buildings, warehouses, garages, and other uninhabited structures insensitive to water
intrusion and/or vapor transmission through the slab). For these types of structures, the gravel
capillary break and/or vapor barrier recommended above may be omitted and the slab placed directly
on the prepared subgrade or other approved surface. In the event a capillary break and/or vapor
barrier is not to be used, CGI should review the planned structure in order to assess the applicability
of the approach and provide (if necessary) additional recommendations regarding subgrade
preparation and/or support.
3.12
EXTERIOR CONCRETE SLABS SUPPORTED-ON-GRADE
Subgrade soils supporting exterior concrete slabs4 should be scarified to a minimum depth of 1-foot,
uniformly moisture-conditioned to near the optimum moisture content and compacted to at least 90
percent relative compaction. In the event the exposed subgrade is dense and uniformly compacted,
scarification and compaction may be omitted if approved by CGI during construction.
3
4
In general, aggregate base (or similar material) does not meet the requirements provided above for a capillary break.
Therefore, we recommend this material not be used for a capillary break beneath interior concrete slabs supported-ongrade.
Within this report, exterior concrete slabs supported-on-grade refers to walkways, patios, etc. and specifically excludes
roadway pavements.
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3.13
PAVEMENT INFORMATION
The subgrade California Bearing Ratio (CBR) is based on the use of a maximum value for subgrade as
recommended by FAA design procedures. Three samples were tested to estimate their CBR. By
definition, the CBR number is the ratio of the unit load (in pounds per square inch) required to affect
a certain depth of penetration of a penetration piston into a compacted specimen of the soil to the
standard unit load required to obtain the same depth of penetration on a sample of crushed stone.
The CBR samples tested were performed on bulk samples. The samples were remolded to 95% of the
maximum dry density and at their optimum moisture content. The resulting CBR's for the samples
are summarized in the table below.
Drill Hole
Soil Description
CBR
DH-2
DH-3
DH-6
Fine Silty Sand
Fine Silty Sand
Fine Silty Sand
1.6
2.5
2.7
Based on the results of our field and laboratory investigation, and previous studies, we recommend
that new pavement sections be designed using the values presented below and those conforming to
current Federal Aviation Administration (FAA) specifications.
Item
Specification
Minimum Compaction
Engineered Fill
(see below)
(see below)
Subgrade
CBR
95%(*)
Aggregate Base
FAA P-209
100%
Asphalt Concrete
FAA P-401
(*) For cohesive soils. Refer to Table 3-4 of AC 150/5320-6E.
>96.3%
Concrete Slab Design Parameters
The Modulus of Subgrade Reaction (K) has been estimated utilizing correlations based on CBR
conversions from FAA Advisory Circular 150/5320-6E and UFC 3-260-02. The results of K value
estimates are presented below:
Modulus of Subgrade Reaction, K (lbs./in.3)
Estimated K from
Sample No.
Estimated K from
FAA Advisory Circular
UFC-3-260-02
150/5320-6E
50
50-100
50
DH-3
50
50-100
50
DH-6
50
50-100
50
DH-2
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As noted in previous studies, there is a relatively wide spread of values for K. This is largely due to
the fact that the modulus of soil reaction is not a true soil property. It is dependent upon rates of
loading, size of the load area, and the shear modulus of the tested materials. Thus, there is no true
and widely accepted correlation between CBR and K values.
For this project, if one design K value is to be used for all areas, we recommend that K values
estimated using correlations from the FAA, be used in calculations. The recommended K value is 50
pounds per cubic inch (pci).
3.13
SHORING CONSIDERATIONS
If shoring systems are utilized in this project, they should be designed to resist earth pressures exerted
by the retained soils plus any additional lateral force that will be applied to the shoring due to surface
loads placed at or near the excavation. Retaining systems that are free to rotate or translate laterally
(for example, cantilevered retaining walls) through a horizontal distance to shoring height ratio of no
less than 0.004 are referred to as unrestrained or yielding retaining structures. Such shoring systems
can generally move enough to develop active conditions. Retaining systems that are unable to rotate
or deflect laterally (for example, restrained basement walls) are referred to as restrained or nonyielding. If such shoring systems cannot move or translate very much, then at-rest conditions
develop.
Recommended equivalent fluid weights for active and at-rest conditions are presented in Section
3.9.4.
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4.0
ADDITIONAL SERVICES
We recommend CGI review final plans and specifications to evaluate that recommendations
contained herein have been properly interpreted and implemented during design. It is recommended
that CGI be retained during project construction to perform compaction testing, materials testing,
and special inspections services. Those construction services are important to maintain continuity
between geotechnical design and project construction.
5.0
LIMITATIONS
This report has been prepared in substantial accordance with the generally accepted geotechnical
engineering practice, as it existed in the site area at the time our services were rendered. No other
warranty, either express or implied, is made.
Conclusions and recommendations contained in this report were based on the conditions
encountered during our field investigation and are applicable only to those project features described
herein (see Section 1.1 – Project Understanding). Soil and rock deposits can vary in type, strength,
and other geotechnical properties between points of observation and exploration. Additionally,
groundwater and soil moisture conditions can also vary seasonally and for other reasons. Therefore,
we do not and cannot have a complete knowledge of the subsurface conditions underlying the project
site. The conclusions and recommendations presented in this report are based upon the findings at
the point of exploration, and interpolation and extrapolation of information between and beyond the
points of observation, and are subject to confirmation based on the conditions revealed by
construction. If conditions encountered during construction differ from those described in this
report, or if the scope or nature of the proposed construction changes, we should be notified
immediately in order to review and, if deemed necessary, conduct additional studies and/or provide
supplemental recommendations. When final site design plans (grading, foundation, retaining walls,
etc.) become available, CGI should have the opportunity to review the plans to ensure the
recommendations presented in this report remain valid and applicable to the proposed project.
Recommendations provided in this report are based on the assumption that CGI will conduct an
adequate program of testing and observation during the construction phase in order to evaluate
compliance with our recommendations.
The scope of services provided by CGI for this project did not include the investigation and/or
evaluation of toxic substances, or soil or groundwater contamination of any type. If such conditions
are encountered during site development, additional studies may be required. Further, services
provided by CGI for this project did not include the evaluation of the presence of critical
environmental habitats or culturally sensitive areas.
This report may be used only by our client and their agents and only for the purposes stated herein,
within a reasonable time from its issuance. Land use, site conditions, and other factors may change
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over time that may require additional studies. In the event significant time elapses between the
issuance date of this report and construction, CGI shall be notified of such occurrence in order to
review current conditions. Depending on that review, CGI may require that additional studies be
conducted and that an updated or revised report is issued.
Any party other than our client who wishes to use all or any portion of this report shall notify CGI of
such intended use. Based on the intended use as well as other site-related factors, CGI may require
that additional studies be conducted and that an updated or revised report be issued. Failure to
comply with any of the requirements outlined above by the client or any other party shall release CGI
from any liability arising from the unauthorized use of this report.
--  --
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6.0
REFERENCES
CGI Technical Services, Inc. 2008), Geotechnical Report, Oregon Air National Guard, Aircraft Ramp
Repair, Building 325, Kingsley Field, Klamath Falls, Oregon, unpublished consultant’s report
prepared for Mead & Hunt, Inc., dated December 10, 13 p. with appendices and plates.
Day, R. (1999), Geotechnical and Foundation Engineering, Design and Construction, McGraw – Hill,
New York, NY 10121-2298.
Federal Aviation Administration (1996), FAA AC 150/5320-6D: Airport Pavement Design and
Evaluation.
Mead & Hunt (2017), Site Layout Plan ORANG-Kingsley Field Corrosion Control Facility, A-2, May
30.
Pavement Consultants Inc. (1995), Pavement Evaluation and Pavement Design for Runway 14/32,
Taxiway D, E and G
Priest, G.R., Hladky, F.R., and Murray, R.B. (2007), Geologic Map of the Klamath Falls Area,
Klamath County, Oregon, Oregon Department of Geology and Mineral Industries Geological
Map Series GMS-118, scale 1:24,000.
Standard Specifications for Public Works Construction (Greenbook), Bni Books, Los Angeles,
California.
Sherrod, D.R. and Pickthorn, L.B.G. (1992), Geologic Map of the West Half of the Klamath Falls 1
Degree by 2 Degrees Quadrangle, South-Central Oregon, U.S. Geological Survey,
Miscellaneous Investigations Series Map I-2182, Scale 1: 250,000.
Unified Facilities Criteria (2001), Section 3-260-02, Pavement Design for Airfields, Chapter 6, dated
June 30, p. 6-1 through 6-15.
Winterkorn, H.F., and Fang, H. (1975), Foundation Engineering Handbook, Van Nostrand Reinhold
Company, New York, p. 517.
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Project Region
Project Area
Base map from Google Earth (2017)
Project No.:17-1144.76
Scale not determined
SITE LOCATION MAP
CORROSION CONTROL FACILITY
MEAD & HUNT
KLAMATH FALLS, OREGON
Plate
1
Approximate Proposed Corrosion
Control Facility Foot Print
Approximate Extent of
Proposed Facility Access
Scale not Determined
Plate
Project No:17-1144.76
PROJECT ELEMENTS
CORROSION CONTROL FACILITY
MEAD & HUNT
KLAMATH FALLS, OREGON
2
af
af
af
Qs
DH-6
DH-1
Qs
DH-2
DH-5
DH-3
af
DH-4
Qs
Qs
Approximate Proposed Corrosion
Control Facility Foot Print
Approximate Extent of Proposed
Facility Access
af
DH-6
Base Map from Google Earth (2017), Site plan map from Mead & Hunt (2017)
Approximate Drill Hole Location
Qs
Quaternary Surficial Deposits
af
Artificial Fill
Scale not Determined
Plate
Project No:17-1144.76
GEOTECHNICAL MAP
CORROSION CONTROL FACILITY
MEAD & HUNT
KLAMATH FALLS, OREGON
3
APPENDIX A
SUBSURFACE EXPLORATION
The subsurface exploration program for the proposed project consisted of the advancement of six
exploratory drill holes. Locations of the explorations are shown on Plate 3 in the report text.
The test pits were advanced using a Mobil Drill B59 truck mounted drill rig equipped with an 8-inch
diameter hollow stem auger. The drill holes were advanced to depths from 16.0 to 55.0 feet below the
existing ground surface. Select samples of soil encountered were recovered from drill holes for laboratory
classification and testing. The results of the testing procedures are noted on the Logs of Test Pits and
attached within Appendix B.
The exploration logs describe the earth materials encountered, sampling method used, and laboratory tests
performed. The logs also show the location, exploration number, date of exploration, and the names of
the logger and equipment used. A CGI engineering geologist logged the explorations using ASTM 2488
for visual soil classification. The boundaries between soil types shown on the logs are approximate
because the transition between different soil layers may be gradual and may change with time. The logs
for test pits excavated for this study are presented as Plates A-1.1 and A-1.6. Legends to the logs are
noted on Plate A-2.1.
CGI: Copyright 2017
CG17GR019
LOG OF EXPLORATION: DH-1
Corrosion Control Facility EXPL. VENDOR: Diamond Core
PROJECT NO.: 17-1144.76
Klamath Falls, OR
START DATE: 6/12/17
16.5 feet
LOGGED BY:
J. Smith
DEPTH TO WATER:
9.5 feet
CHECKED BY:
A. Bahloul
BACKFILLED WITH:
Cuttings/Bentonite
Plasticity Index
Liquid Limit
% Passing No. 200
Material Description
Water Content, %
HAMMER TYPE: 140-Lb.
USCS Symbol
Blow Count (blows/ft)
6/12/17
Sample No.
Sample
Material Symbol
Depth (ft)
END DATE:
4093 feet
Unit Dry Weight, pcf
LOCATION:
EXPL. METHOD: Hollowstem Auger 8"
SURFACE ELEVATION:
DEPTH OF HOLE:
Water Table
PROJECT:
Notes &
Assigned
Laboratory
0
Silty Sand (SM), light brown, dry to moist, loose, sand very fine to fine.
1.5
5
1.1
SM
Silty Clay with Sand (CL), light brown, dry to moist, soft to moderately
stiff, low to medium plasticity, sand very fine to fine.
(23)
CL
10
1.2
Poorly Graded Sand (SP), dark brown to dark gray, wet, moderately
dense, fine to medium sand, flowing sand.
(56)
SP
15
1.3
1.4
(37)
Total Depth at 16.5 feet
The log and data presented are a simplification of actual conditions
encountered at the given location and time of exploration. Subsurface
conditions may differ at other locations and with the passage of time.
PLATE NO.: A-1.1
LOG OF EXPLORATION: DH-2
Corrosion Control Facility EXPL. VENDOR: Diamond Core
PROJECT NO.: 17-1144.76
Klamath Falls, OR
START DATE: 6/12/17
55.0 feet
LOGGED BY:
J. Smith
DEPTH TO WATER:
6.5 feet
CHECKED BY:
A. Bahloul
BACKFILLED WITH:
Cuttings/Bentonite
Plasticity Index
Liquid Limit
% Passing No. 200
Material Description
Water Content, %
HAMMER TYPE: 140-Lb.
USCS Symbol
Blow Count (blows/ft)
6/12/17
Sample No.
Sample
Material Symbol
Depth (ft)
END DATE:
4092 feet
Unit Dry Weight, pcf
LOCATION:
EXPL. METHOD: Hollowstem Auger 8"
SURFACE ELEVATION:
DEPTH OF HOLE:
Water Table
PROJECT:
Notes &
Assigned
Laboratory
0
Silty Sand (SM), light brown, dry to moist, loose, sand very fine to fine.
SM
2.10
5
2.1
Silty Clay with Sand (CL), light brown, dry to moist, soft to moderately
stiff, low to medium plasticity, sand very fine to fine.
(60)
NonPlastic
CL
Static water level
@ 6.5 feet
10
2.2
Poorly Graded Sand (SP), dark brown to dark gray, wet, moderately
dense, fine to medium sand, flowing sand.
(50)
104.3 23.7
15.1
106.6 21.8
12.2
Initial water @
9.5-feet
SP
15
20
2.3
(36)
2.4 (50:3.5)
The log and data presented are a simplification of actual conditions
encountered at the given location and time of exploration. Subsurface
conditions may differ at other locations and with the passage of time.
PLATE NO.: A-1.2
LOG OF EXPLORATION: DH-2
Corrosion Control Facility EXPL. VENDOR: Diamond Core
PROJECT NO.: 17-1144.76
Klamath Falls, OR
START DATE: 6/12/17
25
55.0 feet
LOGGED BY:
J. Smith
DEPTH TO WATER:
6.5 feet
CHECKED BY:
A. Bahloul
BACKFILLED WITH:
Cuttings/Bentonite
40
45
Plasticity Index
Notes &
Assigned
Laboratory
2.5 (50:3.5) SP
30
35
Liquid Limit
% Passing No. 200
Material Description
Water Content, %
HAMMER TYPE: 140-Lb.
USCS Symbol
Blow Count (blows/ft)
6/12/17
Sample No.
Sample
Material Symbol
Depth (ft)
END DATE:
4092 feet
Unit Dry Weight, pcf
LOCATION:
EXPL. METHOD: Hollowstem Auger 8"
SURFACE ELEVATION:
DEPTH OF HOLE:
Water Table
PROJECT:
Sand flowing into
hole, insitu
sampling not
possible.
2.6
(50:3)
2.7
(50:3)
2.8
113.0 16.9
6.6
95.8
4.1
SP
The log and data presented are a simplification of actual conditions
encountered at the given location and time of exploration. Subsurface
conditions may differ at other locations and with the passage of time.
22.6
Sand flowing into
hole, insitu
PLATE NO.: A-1.2
LOG OF EXPLORATION: DH-2
Corrosion Control Facility EXPL. VENDOR: Diamond Core
PROJECT NO.: 17-1144.76
Klamath Falls, OR
START DATE: 6/12/17
55.0 feet
LOGGED BY:
J. Smith
DEPTH TO WATER:
6.5 feet
CHECKED BY:
A. Bahloul
BACKFILLED WITH:
Cuttings/Bentonite
Plasticity Index
Liquid Limit
% Passing No. 200
Material Description
Water Content, %
HAMMER TYPE: 140-Lb.
USCS Symbol
Blow Count (blows/ft)
6/12/17
Sample No.
Sample
Material Symbol
Depth (ft)
END DATE:
4092 feet
Unit Dry Weight, pcf
LOCATION:
EXPL. METHOD: Hollowstem Auger 8"
SURFACE ELEVATION:
DEPTH OF HOLE:
Water Table
PROJECT:
Notes &
Assigned
Laboratory
sampling not
possible.
SP
50
2.9 (70:11)
CL
SP
Clay (CL), green, damp to moist, moderately stiff, low to medium
plasticity.
Poorly Graded Sand (SP), dark gray, wet, moderately dense, fine to
medium sand, flowing sand.
55
Sand flowing into
hole, insitu
sampling not
possible.
Total Depth at 55 feet
The log and data presented are a simplification of actual conditions
encountered at the given location and time of exploration. Subsurface
conditions may differ at other locations and with the passage of time.
PLATE NO.: A-1.2
LOG OF EXPLORATION: DH-3
Corrosion Control Facility EXPL. VENDOR: Diamond Core
PROJECT NO.: 17-1144.76
Klamath Falls, OR
START DATE: 6/13/17
16.0 feet
LOGGED BY:
J. Smith
DEPTH TO WATER:
9.0 feet
CHECKED BY:
A. Bahloul
BACKFILLED WITH:
Cuttings/Bentonite
Plasticity Index
Liquid Limit
% Passing No. 200
Material Description
Water Content, %
HAMMER TYPE: 140-Lb.
USCS Symbol
Blow Count (blows/ft)
6/13/17
Sample No.
Sample
Material Symbol
Depth (ft)
END DATE:
4092 feet
Unit Dry Weight, pcf
LOCATION:
EXPL. METHOD: Hollowstem Auger 8"
SURFACE ELEVATION:
DEPTH OF HOLE:
Water Table
PROJECT:
Notes &
Assigned
Laboratory
0
Silty Sand (SM), light brown, dry to moist, loose, sand very fine to fine.
SM
3.4
5
3.1
Silty Clay with Sand (CL), light brown, dry to moist, soft to moderately
stiff, low to medium plasticity, sand very fine to fine.
(34)
CL
10
Poorly Graded Sand (SP), dark brown to dark gray, wet, moderately
dense, fine to medium sand, flowing sand.
3.2 (83:9.5)
SP
15
3.3 (48:5.5)
Total Depth at 16.0 feet
The log and data presented are a simplification of actual conditions
encountered at the given location and time of exploration. Subsurface
conditions may differ at other locations and with the passage of time.
PLATE NO.: A-1.3
LOG OF EXPLORATION: DH-4
Corrosion Control Facility EXPL. VENDOR: Diamond Core
PROJECT NO.: 17-1144.76
Klamath Falls, OR
START DATE: 6/13/17
16.5 feet
LOGGED BY:
J. Smith
DEPTH TO WATER:
8.0 feet
CHECKED BY:
A. Bahloul
BACKFILLED WITH:
Cuttings/Bentonite
Plasticity Index
Liquid Limit
% Passing No. 200
Material Description
Water Content, %
HAMMER TYPE: 140-Lb.
USCS Symbol
Blow Count (blows/ft)
6/13/17
Sample No.
Sample
Material Symbol
Depth (ft)
END DATE:
4092 feet
Unit Dry Weight, pcf
LOCATION:
EXPL. METHOD: Hollowstem Auger 8"
SURFACE ELEVATION:
DEPTH OF HOLE:
Water Table
PROJECT:
Notes &
Assigned
Laboratory
0
Silty Sand (SM), light brown, dry to moist, loose, sand very fine to fine.
SM
4.4
5
4.1
Silty Clay with Sand (CL), light brown, dry to moist, soft to moderately
stiff, low to medium plasticity, sand very fine to fine.
(42)
CL
4.2
Poorly Graded Sand (SP), dark brown to dark gray, wet, moderately
dense, fine to medium sand, flowing sand.
(47)
10
SP
15
4.3
(75)
Total Depth at 16.5 feet
The log and data presented are a simplification of actual conditions
encountered at the given location and time of exploration. Subsurface
conditions may differ at other locations and with the passage of time.
PLATE NO.: A-1.4
LOG OF EXPLORATION: DH-5
Corrosion Control Facility EXPL. VENDOR: Diamond Core
PROJECT NO.: 17-1144.76
Klamath Falls, OR
START DATE: 6/13/17
16.5 feet
LOGGED BY:
J. Smith
DEPTH TO WATER:
8.5 feet
CHECKED BY:
A. Bahloul
BACKFILLED WITH:
Cuttings/Bentonite
Plasticity Index
Liquid Limit
% Passing No. 200
Material Description
Water Content, %
HAMMER TYPE: 140-Lb.
USCS Symbol
Blow Count (blows/ft)
6/13/17
Sample No.
Sample
Material Symbol
Depth (ft)
END DATE:
4092 feet
Unit Dry Weight, pcf
LOCATION:
EXPL. METHOD: Hollowstem Auger 8"
SURFACE ELEVATION:
DEPTH OF HOLE:
Water Table
PROJECT:
Notes &
Assigned
Laboratory
0
Silty Sand (SM), light brown, dry to moist, loose, sand very fine to fine.
SM
5
5.1
(47)
CL
Silty Clay with Sand (CL), light brown, dry to moist, soft to moderately
stiff, low to medium plasticity, sand very fine to fine.
Poorly Graded Sand (SP), dark brown to dark gray, wet, moderately
dense, fine to medium sand, flowing sand.
10
SP
15
5.2 (92:9.5)
Total Depth at 16.5 feet
The log and data presented are a simplification of actual conditions
encountered at the given location and time of exploration. Subsurface
conditions may differ at other locations and with the passage of time.
PLATE NO.: A-1.5
LOG OF EXPLORATION: DH-6
Corrosion Control Facility EXPL. VENDOR: Diamond Core
PROJECT NO.: 17-1144.76
Klamath Falls, OR
START DATE: 6/13/17
16.5 feet
LOGGED BY:
J. Smith
DEPTH TO WATER:
6.5 feet
CHECKED BY:
A. Bahloul
BACKFILLED WITH:
Cuttings/Bentonite
Plasticity Index
Liquid Limit
% Passing No. 200
Material Description
Water Content, %
HAMMER TYPE: 140-Lb.
USCS Symbol
Blow Count (blows/ft)
6/13/17
Sample No.
Sample
Material Symbol
Depth (ft)
END DATE:
4092 feet
Unit Dry Weight, pcf
LOCATION:
EXPL. METHOD: Hollowstem Auger 8"
SURFACE ELEVATION:
DEPTH OF HOLE:
Water Table
PROJECT:
Notes &
Assigned
Laboratory
0
Silty Sand (SM), light brown, dry to moist, loose, sand very fine to fine.
SM
6.4
5
6.1
(39)
CL
Silty Clay with Sand (CL), light brown, dry to moist, soft to moderately
stiff, low to medium plasticity, sand very fine to fine.
Poorly Graded Sand (SP), dark brown to dark gray, wet, moderately
dense, fine to medium sand, flowing sand.
10
6.2
(27)
6.3
(44)
SP
15
Total Depth at 16.5 feet
The log and data presented are a simplification of actual conditions
encountered at the given location and time of exploration. Subsurface
conditions may differ at other locations and with the passage of time.
PLATE NO.: A-1.6
LOG OF EXPLORATION: Expl. No.
CGI's Project Name
PROJECT NO.: CGI's Project No.
General Location
START DATE: Date Started
EXPL. METHOD: Method of Expl.
TOTAL DEPTH OF HOLE:Total Depth of Expl.
LOGGED BY:
CGI's Logger
DEPTH TO WATER:
Depth to Water
CHECKED BY:
CGI's Reviewer
BACKFILLED WITH:
Backfill Materials
Expl. Elevation
Plasticity Index
Liquid Limit
% Passing No. 200
Material Description
Water Content, %
HAMMER TYPE: Type of Sample Hammer
USCS Symbol
Sample No.
Sample
Material Symbol
Depth (ft)
Blow Count (blows/ft)
Date Finished
END DATE:
SURFACE ELEVATION:
Unit Dry Weight, pcf
LOCATION:
EXPL. VENDOR: Expl. Subcontractor
Water Table
PROJECT:
Notes &
Assigned
Laboratory
0
SAMPLES/BLOW COUNT SYMBOLS KEY
Bulk Soils Sample
1
5
2
(24)
3
50:5"
California modified split spoon sampler (CMSS)
Brackets on blow counts indicates CMSS sample
Standard penetration test (SPT) sample and blow count
SPT: 1-3/8" ID,
2" OD, Driven
No sample recovery
Blow counts are
recorded as the
number of blows
required for one
foot of sampler
penetration using
a 140-lb hammer
falling 30 inches.
Typically, sampler
is driven 18" and
the initial 6"
discarded.
LITHOLOGIC GRAPHICS DESCRIPTIONS FOR SOILS
MATERIALS (per ASTM D2487 & D2488)
10
15
20
GW
well graded GRAVEL
GP
poorly graded GRAVEL
GM
silty GRAVEL
GC
clayey GRAVEL
SW
30
well graded SAND
SP
poorly graded SAND
SM
silty SAND
SC
clayey SAND
ML
low plasticity SILT
MH
high plasticity SILT
CL
lean CLAY
CH
fat CLAY
PT
organic soils or peat
OL
organic SILTS or CLAYS with low plasticity
OH
organic SILTS or CLAYS with high plasticity
RX
ROCK
25
CMSS: 2-3/8"
ID, 3" OD,
Driven
The log and data presented are a simplification of actual conditions
encountered at the given location and time of exploration. Subsurface
conditions may differ at other locations and with the passage of time.
Initial water level
measurement
Water level after
initial
measurement
(may not
represent
stabilized water
levels)
Lab
Abbreviations
DS-direct shear;
C-consolidation;
GS-sieve; EIExpansion Index;
PI-Plasticity;
UC-Unconfined;
SC-soil chem.;
SE-sand equiv.;
R-R value; Pcurve; PP-pocket
penetrometer.
PLATE NO.: A-2.1
APPENDIX B
LABORATORY TESTING
Laboratory Analyses
Laboratory tests were performed on selected undisturbed and bulk soil samples to estimate engineering
characteristics of the various earth materials encountered. Laboratory testing was performed by CGI,
located in Redding, California; Vector Engineering of Grass Valley, California; and Schiff Associates,
located in Claremont, California. Testing was performed under procedures described in one of the
following references:
 ASTM Standards for Soil Testing, latest revision;
 Lambe, T. William, Soil Testing for Engineers, Wiley, New York, 1951;
 Laboratory Soils Testing, U.S. Army, Office of the Chief of Engineers, Engineering Manual No.
1110-2-1906, November 30, 1970.
The following describes the tests performed.
Atterberg Limits Test
One Atterberg Limit test was performed on a selected soil sample to estimate the plasticity index, plastic
limit, and liquid limit of the soil tested. The test was conducted in general accordance with standard test
method ASTM D4318.
Sieve Analysis
Sieve analysis were performed to evaluate the general gradation of the soil and to verify the visual
classification of the samples. The samples were tested in accordance with standard test method
ASTM D6913. The percent passing the No. 200 sieve are presented on the drill hole logs. Complete sieve
analysis results are attached on the attached Particle Size Distribution figures.
Grain-Size Evaluations
Five grain-size evaluation tests were performed in accordance with standard test method ASTM D422 to
estimate the general distribution of grain sizes in an aggregate base sample. The results of the grain-size
distribution tests are shown on the attached Laboratory Sieve Analysis figures.
Moisture Density Relations
The compaction characteristics of three bulk soil samples were estimated in accordance with standard test
method ASTM D1557. The results of the compaction test are shown on the attached plates labeled
Moisture Density Relationship.
Soil-Chemistry
Two tests were performed on selected soil samples to evaluate pH, resistivity, chloride and sulfate
contents, along with other cations and anions. The results of the tests are presented on the attached Soil
Chemistry sheets.
CGI: Copyright 2017
CG17GR019
California Bearing Ratio Tests
Three California Bearing Ratio (CBR) tests were performed in accordance with standard test method
ASTM D1883. The results of the CBR tests are as follows:
Drill Hole
Soil Description
CBR
DH-2
DH-3
DH-6
Fine Silty Sand
Fine Silty Sand
Fine Silty Sand
1.6
2.5
2.7
Results of the CBR tests are shown on California Bearing Ratio figures.
CGI: Copyright 2017
CG17GR019
ATTERBERG LIMITS TESTS
Client: Mead & Hunt
Project: Klamath Corrosion Facility
Location: Redding, CA
Sampled By:
JDS
Received By:
TK
Tested By:
AE
Reviewed By:
JDS
Job No.:
Lab No.:
17-1144.76
9486
Date Sampled:
Date Received:
Date Tested:
Date Reviewed:
20-Jun-17
21-Jun-17
1-Aug-17
2-Aug-17
DH-1 @ 0-5'
100
90
80
Plasticity Index (PI)
U-Line
70
60
50
CH or OH
A-Line
40
30
MH or OH
20
CL-ML
CL or OL
10
ML or OL
0
0
10
20
30
40
50
60
70
80
90
100
Liquid Limit (LL)
DH-1 @ 0-5'
LEGEND
CLASSIFICATION
ATTERBERG LIMITS TEST RESULTS
Location
Depth, ft
Sample No.
Liquid Limit (LL)
Plastic Limit (PL)
DH-1 @ 0-5'
1-5'
1.5
CL
31
19
12
DH-2 @ 5'
5'
2.1
CL
N/A
N/A
Non-Plastic
#REF!
#REF!
#REF!
#REF!
DH-1 @ 0-5'
#REF!
CGi: Copyright 2017
Plasticity Index (PI)
ASTM D4318 & D2487
Copy of CG17GS014
LABORATORY TEST RESULTS
Client: Fairchild Medical Center
Project: Scott Valley Rural Health Center
Material Type: SandSandy Silty w/ Organics
USCS: ML-OL
Sample Location:
Sampled By:
Tested By:
TP-5 @ 0.5-6ft
JDS
DC
Job No.: 17-1015.19
Lab No.:
9543
Date Received: 10-Jul-17
Date Tested: 2-Aug-17
Date Reviewed: 2-Aug-17
SIEVE ANALYSIS
100
90
PERCENT PASSING (DRY WEIGHT)
80
70
60
50
40
Sieve Size
Grain Size
Percent
Standard
(mm)
Passing
6
150.00
2
50.00
100
1.5
37.50
98
1"
25.00
97
3/4"
1/2"
3/8"
19.00
96
12.50
93
9.50
90
#4
4.75
84
#8
2.36
74
#16
1.18
61
#30
600um
49
#50
300um
39
#100
#200
150um
31
75um
24.3
30
20
10
0
10.00000
1.00000
0.10000
0.01000
0.00100
GRAIN SIZE, SIEVE
CGi: Copyright 2017
CG17GS014
LABORATORY TEST RESULTS
Client: Mead & Hunt
Project: Klamath Corrosion Facility
Material Type: Poorly Graded Sand
USCS: SP
Sample Location:
Sampled By:
Tested By:
DH-2 @ 45ft
JDS
JFB
Job No.: 17-1144.76
Lab No.:
9486
Date Received: 21-Jun-17
Date Tested: 10-Jul-17
Date Reviewed: 11-Jul-17
SIEVE ANALYSIS
100
90
PERCENT PASSING (DRY WEIGHT)
80
70
60
50
40
Sieve Size
Grain Size
Percent
Standard
(mm)
Passing
6
150.00
2
50.00
1.5
37.50
1"
25.00
3/4"
1/2"
3/8"
19.00
#4
4.75
100
#8
2.36
99
#16
1.18
95
#30
600um
83
#50
300um
64
#100
#200
150um
20
75um
4.1
12.50
9.50
30
20
10
0
10.00000
1.00000
0.10000
0.01000
0.00100
GRAIN SIZE, SIEVE
CGi: Copyright 2017
CG17GS014
LABORATORY TEST RESULTS
Client: Mead & Hunt
Project: Klamath Corrosion Facility
Material Type: Poorly Graded Sand
USCS: SP
Sample Location:
Sampled By:
Tested By:
DH-2 @ 35ft
JDS
JFB
Job No.: 17-1144.76
Lab No.:
9486
Date Received: 21-Jun-17
Date Tested: 10-Jul-17
Date Reviewed: 11-Jul-17
SIEVE ANALYSIS
100
90
PERCENT PASSING (DRY WEIGHT)
80
70
60
50
40
Sieve Size
Grain Size
Percent
Standard
(mm)
Passing
6
150.00
2
50.00
1.5
37.50
1"
25.00
3/4"
1/2"
3/8"
19.00
#4
4.75
100
#8
2.36
99
#16
1.18
97
#30
600um
86
#50
300um
48
#100
#200
150um
14
75um
6.6
12.50
9.50
30
20
10
0
10.00000
1.00000
0.10000
0.01000
0.00100
GRAIN SIZE, SIEVE
CGi: Copyright 2017
CG17GS014
LABORATORY TEST RESULTS
Client: Mead & Hunt
Project: Klamath Corrosion Facility
Material Type: Poorly Graded Sand
USCS: SP
Sample Location:
Sampled By:
Tested By:
DH-2 @ 20ft
JDS
JFB
Job No.: 17-1144.76
Lab No.:
9486
Date Received: 21-Jun-17
Date Tested: 10-Jul-17
Date Reviewed: 11-Jul-17
SIEVE ANALYSIS
100
90
PERCENT PASSING (DRY WEIGHT)
80
70
60
50
40
Sieve Size
Grain Size
Percent
Standard
(mm)
Passing
6
150.00
2
50.00
1.5
37.50
1"
25.00
3/4"
1/2"
3/8"
19.00
#4
4.75
100
#8
2.36
98
#16
1.18
95
#30
600um
88
#50
300um
74
#100
#200
150um
39
75um
12.2
12.50
9.50
30
20
10
0
10.00000
1.00000
0.10000
0.01000
0.00100
GRAIN SIZE, SIEVE
CGi: Copyright 2017
CG17GS014
LABORATORY TEST RESULTS
Client: Mead & Hunt
Project: Klamath Corrosion Facility
Material Type: Clayey Sand
USCS: SP
Sample Location:
Sampled By:
Tested By:
DH-2 @ 10ft
JDS
JFB
Job No.: 17-1144.76
Lab No.:
9486
Date Received: 21-Jun-17
Date Tested: 10-Jul-17
Date Reviewed: 11-Jul-17
SIEVE ANALYSIS
100
90
PERCENT PASSING (DRY WEIGHT)
80
70
60
50
40
Sieve Size
Grain Size
Percent
Standard
(mm)
Passing
6
150.00
2
50.00
1.5
37.50
1"
25.00
3/4"
1/2"
3/8"
19.00
12.50
100
9.50
99
#4
4.75
96
#8
2.36
93
#16
1.18
91
#30
600um
90
#50
300um
77
#100
#200
150um
31
75um
15.1
30
20
10
0
10.00000
1.00000
0.10000
0.01000
0.00100
GRAIN SIZE, SIEVE
CGi: Copyright 2017
CG17GS014
MOISTURE DENSITY RELATIONSHIP
Clie nt:
Pro je c t:
Lo c atio n:
Mate rial De s c riptio n:
Mate rial S upplie r:
Mate rial Type :
S ample Lo c atio n:
S ample d By:
Re c e iv e d By:
Te s te d By:
Re v ie w e d By:
Te s t Pro c e dure :
Ov e rs ize d Mate rial (%), +3 /4 ":
Me ad & Hunt
Corros ion Facility
Klamath Fall, OR
Brown Gre y Clay w/S ilt
N/A
N/A
DH-6 0 '-5 '
J DS
Lab
J FB
TRK
AS TM
0 .0 %
J o b No .: 1 7 -1 1 4 4 .7 6
Lab No .: 9486
CURVE NO.:
Date S ample d:
Date Re c e iv e d:
Date Te s te d:
Date Re v ie w e d:
3
1 2 -J un-1 7
1 2 -J un-1 7
7 -J ul-1 7
1 0 -J ul-1 7
Me tho d: D-1 5 5 7
Co rre c tio n Re quire d:
No
115.0
CURVE NO.: 3
DRY DENSITY, lbs./cu. ft.
110.0
105.0
Zero Air Voids
100.0
95.0
90.0
85.0
2
3
4
5
6
7
8
9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
MOISTURE, %
S PECIMEN
MOIS TURE AT TES T, %
DRY DENS ITY
Maximum
With 1 0 %
With 2 0 %
With 3 0 %
Dry De ns ity, PCF
Ro c k Co rre c tio n
Ro c k Co rre c tio n
Ro c k Co rre c tio n
Copyright (c) 201 7
CGI Technical S ervices, Inc.
A
9 .1
1 0 2 .0
1 0 3 .1
1 0 6 .3
1 0 9 .6
1 1 3 .2
B
1 7 .6
1 0 1 .0
C
1 3 .7
1 0 3 .1
D
1 1 .2
1 0 2 .9
@ Optimum Mo is ture , %
Co rre c te d Mo is ture Co nte nt
Co rre c te d Mo is ture Co nte nt
Co rre c te d Mo is ture Co nte nt
Form update d: 2 /1 0 /2 0 1 5 J LH
Page 1 of 1
1 2 .8
1 1 .5
1 0 .2
9 .0
CG1 7GS01 4
MOISTURE DENSITY RELATIONSHIP
Clie nt:
Pro je c t:
Lo c atio n:
Mate rial De s c riptio n:
Mate rial S upplie r:
Mate rial Type :
S ample Lo c atio n:
S ample d By:
Re c e iv e d By:
Te s te d By:
Re v ie w e d By:
Te s t Pro c e dure :
Ov e rs ize d Mate rial (%), +3 /4 ":
J o b No .:
Me ad & Hunt
Lab No .:
Corros ion Facility
Klamath Fall, OR
CURVE NO.:
Gre y BrownS ilty Clay Trace Grave l
N/A
N/A
DH-3 0 '-5 '
Date S ample d:
J DS
Date Re c e iv e d:
Lab
Date Te s te d:
J FB
Date Re v ie w e d:
TRK
AS TM
Me tho d: D-1 5 5 7
0 .6 %
Co rre c tio n Re quire d:
1 7 -1 1 4 4 .7 6
9486
2
1 2 -J un-1 7
1 2 -J un-1 7
7 -J ul-1 7
1 0 -J ul-1 7
no
120.0
CURVE NO.: 2
DRY DENSITY, lbs./cu. ft.
115.0
Zero Air Voids
110.0
105.0
100.0
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
MOISTURE, %
S PECIMEN
MOIS TURE AT TES T, %
DRY DENS ITY
Maximum
With 1 0 %
With 2 0 %
With 3 0 %
Dry De ns ity, PCF
Ro c k Co rre c tio n
Ro c k Co rre c tio n
Ro c k Co rre c tio n
Copyright (c) 201 7
CGI Technical S ervices, Inc.
A
5 .7
1 0 9 .2
1 1 2 .8
1 1 6 .2
1 1 9 .8
1 2 3 .6
B
7 .8
1 1 2 .0
C
1 5 .4
1 0 8 .7
D
1 1 .6
1 1 2 .4
@ Optimum Mo is ture , %
Co rre c te d Mo is ture Co nte nt
Co rre c te d Mo is ture Co nte nt
Co rre c te d Mo is ture Co nte nt
Form update d: 2 /1 0 /2 0 1 5 J LH
Page 1 of 1
1 0 .6
9 .5
8 .5
7 .4
CG1 7GS01 4
MOISTURE DENSITY RELATIONSHIP
Clie nt:
Pro je c t:
Lo c atio n:
Mate rial De s c riptio n:
Mate rial S upplie r:
Mate rial Type :
S ample Lo c atio n:
S ample d By:
Re c e iv e d By:
Te s te d By:
Re v ie w e d By:
Te s t Pro c e dure :
J o b No .: 1 7 -1 1 4 4 .7 6
Lab No .: 9486
Me ad & Hunt
Corros ion Facility
Klamath Fall, OR
Gre y BrownS ilty Clay
N/A
N/A
DH-2 0 '-5 '
J DS
Lab
J FB
TRK
AS TM
Ov e rs ize d Mate rial (%), +3 /4 ":
CURVE NO.:
Date S ample d:
Date Re c e iv e d:
Date Te s te d:
Date Re v ie w e d:
1
1 2 -J un-1 7
1 2 -J un-1 7
7 -J ul-1 7
1 0 -J ul-1 7
Me tho d: D-1 5 5 7
0 .0 %
Co rre c tio n Re quire d:
No
115.0
CURVE NO.: 1
DRY DENSITY, lbs./cu. ft.
110.0
105.0
Zero Air Voids
100.0
95.0
90.0
85.0
6
7
8
9
10
11
12
13
14
15
16
17
18
MOISTURE, %
S PECIMEN
MOIS TURE AT TES T, %
DRY DENS ITY
Maximum
With 1 0 %
With 2 0 %
With 3 0 %
Dry De ns ity, PCF
Ro c k Co rre c tio n
Ro c k Co rre c tio n
Ro c k Co rre c tio n
Copyright (c) 201 7
CGI Technical S ervices, Inc.
A
1 0 .4
1 0 6 .1
1 0 7 .4
1 1 1 .0
1 1 4 .9
1 1 9 .0
B
1 2 .1
1 0 7 .6
C
1 4 .3
1 0 5 .9
D
1 6 .3
1 0 2 .0
@ Optimum Mo is ture , %
Co rre c te d Mo is ture Co nte nt
Co rre c te d Mo is ture Co nte nt
Co rre c te d Mo is ture Co nte nt
Form update d: 2 /1 0 /2 0 1 5 J LH
Page 1 of 1
1 2 .2
1 1 .0
9 .8
8 .5
CG1 7GS01 4
Table 1 - Laboratory Tests on Soil Samples
CGI Technical Services
Klamath Corrosion Control Facility
Your #17-1144.76, HDR Lab #17-0411LAB
28-Jun-17
Sample ID
DH-4 @ 0-5' DH-6 @ 0-5'
Resistivity
as-received
saturated
Units
ohm-cm
ohm-cm
1,600
920
5,600
2,120
7.8
7.5
0.28
0.13
38
14
321
23
43
16
114
79
57
314
ND
314
mg/kg
mg/kg
mg/kg
mg/kg
16
37
152
2.5
28
2.6
14
5.6
Other Tests
1+
ammonium NH4
mg/kg
1NO3 mg/kg
nitrate
ND
5.6
ND
7.9
na
na
na
na
pH
Electrical
Conductivity
mS/cm
Chemical Analyses
Cations
Ca2+ mg/kg
calcium
2+
magnesium Mg
mg/kg
1+
Na
sodium
mg/kg
1+
potassium K
mg/kg
Anions
2carbonate CO3 mg/kg
1bicarbonate HCO3 mg/kg
fluoride
chloride
sulfate
phosphate
sulfide
Redox
F1Cl1SO42PO43-
S2-
qual
mV
Resistivity per ASTM G187, Cations per ASTM D6919, Anions per ASTM D4327, and Alkalinity per APHA 2320-B.
Electrical conductivity in millisiemens/cm and chemical analyses were made on a 1:5 soil-to-water extract.
mg/kg = milligrams per kilogram (parts per million) of dry soil.
Redox = oxidation-reduction potential in millivolts
ND = not detected
na = not analyzed
431 West Baseline Road ∙ Claremont, CA 91711
Phone: 909.962.5485 ∙ Fax: 909.626.3316
Page 1 of 1
California Bearing Ratio ASTM D 1883
CTL Job No.:
Client:
Project Name:
Project No:
591-098A
CGI Technical Services
Corrosion Control Facility Klamath Falls
Grayish Brown Sandy CLAY
Maximum Dry Density (pcf): 107.4
Maximum Density & Optimum Moisture Obtained By:
Percent Retained on
3/4in. Sieve:
9
27
63
12.2 Rel. Comp. For CBR Evaluation (% of max): 90.1
Soaked
Surcharge Weight (kg):
4.54
Did not exceed the target density at 63 blows per
Remarks:
layer, CBR reported at 90.1% relative compaction.
Sample Information
Optimum Moisture Content (%):
ASTM D1557
0.0
Dry Density (pcf)
Before
Soaking
After
Soaking
74.2
82.6
96.8
72.9
79.8
91.5
Sample Condition:
Moisture Content (%)
Before Soaking
12.3
12.1
12.1
Expansion
(%)
After Soaking
42.5
36.2
28.5
C.B.R. (%)
@ 0.1in. @ 0.2in.
0.5
0.4
1.4
1.4
1.6
1.5
1.7
3.5
5.8
9 Blows Per Layer
45.0
Load (psi)
Date: 8/15/2017
Tested :
PJ
Checked:
DC
17-1144.76
Visual Description:
Number of
Blows per Layer
Boring: DH-2
Sample:
Depth (ft.): 0-5
40.0
27 Blows Per Layer
35.0
63 Blows Per Layer
30.0
25.0
20.0
15.0
10.0
5.0
0.0
0.000
0.050
0.100
0.150
0.200
0.250
0.300
0.350
0.400
0.450
0.500
Penetration (in)
120.0
Dry Density (pcf)
100.0
80.0
60.0
40.0
C.B.R. vs. Dry Density @ .1in
20.0
C.B.R. vs. Dry Density @ .2in
0.0
0.0
0.2
0.4
0.6
0.8
1.0
1.2
C.B.R. (%)
C.B.R. at Required In Field Density (%)
@ 0.1in
@ 0.2in
1.6
1.5
1.4
1.6
1.8
California Bearing Ratio ASTM D 1883
CTL Job No.:
Client:
Project Name:
Project No:
591-098B
CGI Technical Services
Boring: DH-3
Sample:
Depth (ft.): 0-5
Corrosion Control Facility Klamath Falls
Date: 8/8/2017
Tested :
PJ
Checked:
DC
17-1144.76
Grayish Brown Sandy CLAY
Visual Description:
Maximum Dry Density (pcf): 112.8
Optimum Moisture Content (%):
ASTM D1557
Maximum Density & Optimum Moisture Obtained By:
Sample Condition:
92.3
4.54
Did not exceed the target density at 63 blows per layer, CBR
reported at 92.3% relative compaction. The CBR at 0.2 inches
was greater than the CBR at 0.1 inches. The confirmatory test
was not run.
Remarks:
Percent Retained on
3/4in. Sieve:
10.6 Rel. Comp. For CBR Evaluation (% of max):
Soaked
Surcharge Weight (kg):
Sample Information
Number of
Blows per Layer
9
27
63
Before
Soaking
After
Soaking
82.6
90.7
104.2
78.9
86.5
97.6
Moisture Content (%)
Before Soaking
10.4
10.6
10.5
Expansion
(%)
After Soaking
35.5
30.8
25.1
4.8
4.9
6.7
C.B.R. (%)
@ 0.1in. @ 0.2in.
1.1
1.0
1.6
1.7
2.5
2.6
9 Blows Per Layer
80.0
27 Blows Per Layer
70.0
63 Blows Per Layer
60.0
Load (psi)
Dry Density (pcf)
50.0
40.0
30.0
20.0
10.0
0.0
0.000
0.050
0.100
0.150
0.200
0.250
0.300
0.350
0.400
0.450
0.500
Penetration (in)
120.0
Dry Density (pcf)
100.0
80.0
60.0
40.0
C.B.R. vs. Dry Density @ .1in
20.0
C.B.R. vs. Dry Density @ .2in
0.0
0.0
0.5
1.0
1.5
2.0
C.B.R. (%)
C.B.R. at Required In Field Density (%)
@ 0.1in
@ 0.2in
2.5
2.6
2.5
3.0
California Bearing Ratio ASTM D 1883
CTL Job No.:
Client:
Project Name:
Project No:
591-098C
CGI Technical Services
Boring: DH-6
Sample:
Depth (ft.): 0-5
Corrosion Control Facility Klamath Falls
Date: 8/8/2017
Tested :
PJ
Checked:
DC
17-1144.76
Visual Description:
Grayish Brown Sandy CLAY
Maximum Dry Density (pcf): 103.1
Maximum Density & Optimum Moisture Obtained By:
Optimum Moisture Content (%):
ASTM D1557
Sample Condition:
94.5
4.54
Did not exceed the target density at 63 blows per layer, CBR
reported at 94.5% relative compaction. The CBR at 0.2 inches
was greater than the CBR at 0.1 inches. The confirmatory test
was not run.
Remarks:
Percent Retained on
3/4in. Sieve:
12.8 Rel. Comp. For CBR Evaluation (% of max):
Soaked
Surcharge Weight (kg):
Sample Information
Number of
Blows per Layer
9
27
63
Before
Soaking
After
Soaking
80.5
95.6
97.4
76.9
91.2
92.9
Moisture Content (%)
Before Soaking
12.7
12.7
12.7
Expansion
(%)
After Soaking
37.2
29.0
27.8
4.8
4.8
4.9
C.B.R. (%)
@ 0.1in. @ 0.2in.
0.8
0.7
2.5
2.8
2.7
3.0
9 Blows Per Layer
90.0
Load (psi)
Dry Density (pcf)
80.0
27 Blows Per Layer
70.0
63 Blows Per Layer
60.0
50.0
40.0
30.0
20.0
10.0
0.0
0.000
0.050
0.100
0.150
0.200
0.250
0.300
0.350
0.400
0.450
0.500
Penetration (in)
120.0
Dry Density (pcf)
100.0
80.0
60.0
40.0
C.B.R. vs. Dry Density @ .1in
20.0
C.B.R. vs. Dry Density @ .2in
0.0
0.0
0.5
1.0
1.5
2.0
C.B.R. (%)
C.B.R. at Required In Field Density (%)
@ 0.1in
@ 0.2in
2.7
3.0
2.5
3.0
3.5
Appendix E
Structural Calculations
Structural
Calculations
B-2 SUBMISSION
Kingsley Hangar:
Corrosion Control Hangar
Klamath Falls, OR
Prepared by
www.meadhunt.com
Job Number:
3142200-121252.01
July 17, 2018
Kingsley Hangar
Klamath Falls, OR
3142200-121252.01
Table of Contents
A.
Design Criteria
B.
Masonry Building Structural Calculations
C.
Exterior Stair Design
D.
Canopy Design
147 to 169
E.
Pre-Engineered Metal Building Foundations
170 to 244
Appendix A: Preliminary Pre-Engineered Metal Building Reactions
1 to 21
22 to 97
98 to 146
A1 - A7
1 of 244
DESIGN CRITERIA
2 of 244
Job No. 3142200-121252.01
Job Name
of
Kingsley Corrosion Control Hangar
Task
Design Criteria and Assumptions
Calculated by
Checked by
Mead & Hunt, Inc.
Sheet
Date
Date
GFR
JAL
Basic Design Criteria and Assumptions
Structural Design Criteria:
Code:
Site Coordinates:
= 2014 OSSC
= UFC 3-301-01
Latitude = 42°09'47.4"N
Longitude = 121°44'34.3"W
Risk Category:
Wind:
Earthquake:
=
II
Basic Wind Speed, (3 Sec) V3S
=
120
Exposure Category
Enclosure Classification
Wind Importance Factor, Iw
=
C
= Partially Enclosed
= 1.00
(UFC 3-301-01 Table 2-2)
EQ Importance Factor, Ie
=
Spectral Accelerations:
SS =
0.874g
S1 =
0.347g
Snow:
Live:
SDS =
SD1 =
mph
1.00
(Figure 1609A OSSC)
(UFC 3-301-01 Table 2-2)
0.670g
0.395g
(USGS Design Maps)
(USGS Design Maps)
Site Class
Seismic Design Category
Redundancy Factor, ρ
=
=
=
D
D
1
Terrain Category
Ground Snow Load, pg
Snow Importance Factor, Is
Exposure Factor, Ce
Thermal Factor, Ct
Slope Factor, Cs
Flat Roof Snow Load, pf
Roof Snow Load, ps
=
=
=
=
=
=
=
=
Roof Slope Run, S
Snow Density, γ
=
=
6
16
ror a rise of one
pcf
(Eq. 7.7-1 ASCE 7-10)
Roof
First Floor
Mezzanine Room
=
=
=
20
50
125
psf
psf
psf
C
19 psf
1.00
0.9
1.0
1.0
20 psf
20 psf
(Table 7-2 ASCE 7-10)
(SEAO Oregon Snow Loading)
(UFC 3-301-01 Table 2-2)
(Table 7-2 ASCE 7-10)
(Table 7-3 ASCE 7-10)
(Figure 7-2a ASCE 7-10)
(Eq. 7.3-1 ASCE 7-10)
(Eq. 7.4-1 ASCE 7-10)
(Table 1607.1 OSSC)
(Table 1607.1 OSSC)
(Table 1607.1 OSSC)
X:\3142200\121252.01\TECH\disc\struct\working calcs\Corrosion Control_Design Criteria+Loads
3 of 244
Job No. 3142200-121252.01
Job Name
Mead & Hunt, Inc.
of
Kingsley Corrosion Control Hangar
Task
Calculated by
Checked by
Sheet
Design Criteria and Assumptions
GFR
JAL
Date
Date
Soil:
CGI Technical Services, Inc. Geotechnical Investigation Report
Corrosion Control Facility
Kingsley Field, Klamath Falls, Oregon
GCI Project No.: 11-1144.76
qall= 2000 psf
Allowable soil bearing
Coefficient of Friction
Minimum Frost Depth
µ=
=
(Table 1806.2 OSSC)
0.25
30" below lowest adjacent grade
Material Properties
CFS: Studs and Tracks (A653 Gr.50), Fy =
CMU: Masonry Unit Compressive Strength, f'm =
Reinforcement fy =
Concrete: Footings f'c =
Slabs f'c =
Reinforcement fy =
50 ksi
1500 psi
60 ksi
3000 psi
3000 psi
60 ksi
X:\3142200\121252.01\TECH\disc\struct\working calcs\Corrosion Control_Design Criteria+Loads
4 of 244
Job No. 3142200-121252.01
Job Name
of
Kingsley Corrosion Control Hangar
Task
Mead & Hunt, Inc.
Sheet
Seismic Loads
Calculated by
GFR
Date
Checked by
JAL
Date
Seismic Loads
ASCE 7-10 Chapter 12 - Equivalent Lateral Force Procedure
Risk Category =
Site Classification =
Importance Factor, IE =
II
D
1
Short Period Acceleration Parameter, Ss =
1-sec. Period Acceleration Parameter, S1 =
0.874
0.347
Short Period Site Coefficient, Fa =
Long Period Site Coefficient, Fv =
Seismic Design Category =
1.15
1.705
D
Lateral Resisting System =
Response Modification Coefficient, R =
Overstrength Factor W =
Special Reinforced Masonry Shear Walls
5
From ASCE 7-10: Table 12.2-1
2.5
From ASCE 7-10: Table 12.2-1
3.5
From ASCE 7-10: Table 12.2-1
0.02 From ASCE 7-10: Table 12.8-2
Deflection Amplification Factor, Cd =
Building Period Coefficient, Ct =
Period Parameter, x=
0.75
Upper Period Limit Coefficient, Cu=
Total Building Height, H (feet) =
Total Building Weight, W (kips) =
1.4
From ASCE 7-10: Table 12.8-1
25.83 ft
2135 kips
From ASCE 7-10: Table 12.8-2
Calculate:
SM1 = Fv S1 =
SMS = Fa SS =
1.005
0.592
SDS = 2/3 SMS = 0.670
SD1 = 2/3 SM1 = 0.394
Approximate Fundamental Period, Ta= CT Hnx = 0.229s
Period Based on Analysis, Tx=
Period Based on Analysis, Ty=
Long-Period Transition Period, TL =
T, upper limit =
Period Used, T=
NA
NA
16 s
(Fig. 22-12 - 22-16 of ASCE 7-10)
0.321s
0.229s
0.134 <---GOVERNS
not to exceede:
0.344
not to be less than:
0.044
0.01
0.029
Total Design Base Shear, V = Cs W =
0.134 W
V = 286.1 kips
X:\3142200\121252.01\TECH\disc\struct\working calcs\Corrosion Control_Design Criteria+Loads
5 of 244
Job No. 3142200-121252.01
Job Name
of
Kingsley Corrosion Control Hangar
Task
Mead & Hunt, Inc.
Sheet
Seismic Loads
Calculated by
GFR
Date
Checked by
JAL
Date
Total Design Base Shear Tributary to Diaphragm
Assumes that the walls parallel to the direction under consideration are self-supporting.
North South:
Effective Seismic Weight =
Total Design Base Shear, V = Cs W =
587
79
kips
kips
East West:
Effective Seismic Weight =
Total Design Base Shear, V = Cs W =
617
83
kips
kips
Total Design Base Shear at Elevated Equipment Room
Assumes that the walls parallel to the direction under consideration are self-supporting.
North South:
Effective Seismic Weight =
Total Design Base Shear, V = Cs W =
293
39
kips
kips
East West:
Effective Seismic Weight =
Total Design Base Shear, V = Cs W =
290
39
kips
kips
Seismic Out-of-Plane Forces
ASCE 7-10: Section 12.11.1
Out-of-Plane Force, Fp = 0.4SDSIeW wall =
0.268 Wwall
Min. Out-of-Plane Force, Fp =
0.10
Wwall
Exterior Walls (with CMU veneer)
Weight of wall =
90.0
psf
Out-of-Plane Force, Fp =
Out-of-Plane Force, Fp =
24.1 psf
0.024 ksf
Exterior Walls (with EIFS)
Weight of wall =
130.0 psf
Out-of-Plane Force, Fp =
Out-of-Plane Force, Fp =
34.8 psf
0.024 ksf
Interior Walls
Weight of wall =
85.0
Out-of-Plane Force, Fp =
Out-of-Plane Force, Fp =
22.8 psf
0.024 ksf
psf
X:\3142200\121252.01\TECH\disc\struct\working calcs\Corrosion Control_Design Criteria+Loads
<---GOVERNS
6 of 244
Job No. 3142200-121252.01
Job Name
Seismic Loads
Calculated by
GFR
Date
Checked by
JAL
Date
Seismic Wall Anchorage Forces
North - South
Flexible Diaphragm Length, Lf =
ASCE 7-10: Section 12.11.2
79
ft
Amplification Factor, ka =
Anchorage Forces, Fp = 0.4SDSkaIeW p =
Min. Anchorage Forces, Fp = 0.2kaIeW p =
1.79
0.4784 Wp
0.36 Wp
Exterior Walls (with CMU veneer)
Weight of wall =
Height of wall =
130.0 psf
14.0 ft
Anchorage Forces at TOW, Fp =
Anchorage Forces at TOW, Fp =
435 plf
0.435 klf
Exterior Walls (with EIFS)
Weight of wall =
Height of wall =
90.0
14.0
Anchorage Forces at TOW, Fp =
Anchorage Forces at TOW, Fp =
301 plf
0.301 klf
Interior Walls
Weight of wall =
Height of wall =
85.0
14.0
Anchorage Forces at TOW, Fp =
Anchorage Forces at TOW, Fp =
285 plf
0.285 klf
East - West
Flexible Diaphragm Length, Lf =
of
Kingsley Corrosion Control Hangar
Task
Mead & Hunt, Inc.
Sheet
17
<---GOVERNS
psf
ft
psf
ft
ft
Amplification Factor, ka =
Anchorage Forces, Fp = 0.4SDSkaIeW p =
Min. Anchorage Forces, Fp = 0.2kaIeW p =
1.17
0.313 Wp
0.23 Wp
Exterior Walls (with CMU veneer)
Weight of wall =
Height of wall =
130.0 psf
14.0 ft
Anchorage Forces at TOW, Fp =
Anchorage Forces at TOW, Fp =
285 plf
0.285 klf
X:\3142200\121252.01\TECH\disc\struct\working calcs\Corrosion Control_Design Criteria+Loads
<---GOVERNS
7 of 244
Job No. 3142200-121252.01
Job Name
of
Kingsley Corrosion Control Hangar
Task
Mead & Hunt, Inc.
Sheet
Seismic Loads
Calculated by
GFR
Date
Checked by
JAL
Date
Exterior Walls (with EIFS)
Weight of wall =
Height of wall =
90.0
14.0
Anchorage Forces at TOW, Fp =
Anchorage Forces at TOW, Fp =
197 plf
0.197 klf
Interior Walls
Weight of wall =
Height of wall =
85.0
14.0
Anchorage Forces at TOW, Fp =
Anchorage Forces at TOW, Fp =
186 plf
0.186 klf
psf
ft
psf
ft
X:\3142200\121252.01\TECH\disc\struct\working calcs\Corrosion Control_Design Criteria+Loads
8 of 244
Job No. 3142200-121252.01
Job Name
of
Kingsley Corrosion Control Hangar
Vertical Loads
Task
Mead & Hunt, Inc.
Sheet
Calculated by
GFR
Date
Checked by
JAL
Date
Dead Loads (CMU Building)
Roof Dead Load
**Member self weight to be included in design
Shop Area Roof
member being evaluated:
Beams
Lateral
(total)
22 GA. Standing Seam Metal Roofing
Building paper
5/8" Coverboard
6" Rigid Insulation
18 GA. Steel Roof Deck
Suspended Ceiling
Mech./Elec
(26 lb/ft @6' OC)
Steel Framing
Miscellaneous Steel Framing
Miscellaneous
Total Roof Weight:
2.0
0.2
2.8
9.0
3.0
5.0
2.0
psf
psf
psf
psf
psf
psf
psf
4.0 psf
28.0 psf
2.0
0.2
2.8
9.0
3.0
5.0
2.0
4.5
1.5
5.0
35.0
psf
psf
psf
psf
psf
psf
psf
psf
psf
psf
psf
Floor Dead Load
**Member self weight to be included in design
Elevated Equipment Room
member being evaluated:
Beams
Lateral
(total)
3-1/4" conc over 1-1/2" deck (5-1/2" total)
Sprinklers
Mech./Elec
Floor Beams
Housekeeping Pads
Miscellaneous
Total Roof Weight:
38.0
2.5
5.0
0.0
6.0
2.5
54.0
psf
psf
psf
psf
psf
psf
psf
38.0
2.5
5.0
6.0
6.0
2.5
60.0
Exterior Wall Dead Load
8" CMU Wall (with CMU veneer):
8" Solid Grouted CMU
Moisture Barrier
2 1/2" Rigid Insulation
4" CMU
Miscellaneous
Total:
X:\3142200\121252.01\TECH\disc\struct\working calcs\Corrosion Control_Design Criteria+Loads
83.00
0.50
3.75
41.00
1.75
130.00
psf
psf
psf
psf
psf
psf
psf
psf
psf
psf
psf
psf
psf
9 of 244
Job No. 3142200-121252.01
Job Name
of
Kingsley Corrosion Control Hangar
Task
Mead & Hunt, Inc.
Sheet
Vertical Loads
Calculated by
GFR
Date
Checked by
JAL
Date
8" CMU Wall (with EIFS):
8" Solid Grouted CMU
Moisture Barrier
3" EIFS
Miscellaneous
Total:
83.00
0.50
5.00
1.50
90.00
psf
psf
psf
psf
psf
Total:
83.00 psf
2.00 psf
85.00 psf
Interior Wall Dead Load
8" CMU Wall:
8" Solid Grouted CMU
Miscellaneous
CFS Partition Wall:
Metal Stud @16" OC
5/8" Gypsum Board
Insulation
Miscellaneous
Total:
1.00
5.50
0.50
1.00
8.00
psf
psf
psf
psf
psf
Roof Live Loads
Roof Live (ASCE 7-10 Table 4-1)
20 psf
Roof Snow Loads
Roof Snow
X:\3142200\121252.01\TECH\disc\struct\working calcs\Corrosion Control_Design Criteria+Loads
20 psf
10 of 244
Job No. 3142200-121252.01
Job Name
of
Kingsley Corrosion Control Hangar
Task
Mead & Hunt, Inc.
Sheet
Vertical Loads
Calculated by
GFR
Date
Checked by
JAL
Date
Total Building Weight
Roof and Floor:
Tributary Roof Area
Roof Dead Load
Effective Seismic Weight From Roof
2
9984 ft
349 kips
349 kips
Tributary Floor Area
Floor Dead Load
Effective Seismic Weight From Floor
2
3981 ft
239 kips
239 kips
Tributary Exterior CMU Wall Area (with EIFS)
Tributary Exterior CMU Wall Area (with CMU veneer)
CMU Wall Dead Load
Effective Seismic Weight From Walls
6455
3183
995
995
Tributary Interior CMU Wall Area
CMU Wall Dead Load
Effective Seismic Weight From Walls
2
6066 ft
516 kips
516 kips
Tributary Interior CFS Wall Area
CFS Wall Dead Load
Effective Seismic Weight From Walls
2
4581 ft
37 kips
37 kips
Total Effective Seismic Weight
2135 kips
Walls:
X:\3142200\121252.01\TECH\disc\struct\working calcs\Corrosion Control_Design Criteria+Loads
ft2
ft2
kips
kips
11 of 244
Job No. 3142200-121252.01
Job Name
of
Kingsley Corrosion Control Hangar
Task
Mead & Hunt, Inc.
Sheet
Vertical Loads
Calculated by
GFR
Date
Checked by
JAL
Date
CMU Wall Weight Tributary to Roof Diaphragm:
North South (Exterior)
North South (Interior)
CMU Wall Dead Load
East West (Exterior)
East West (Interior)
CMU Wall Dead Load
Partition Dead Load
CMU Wall Weight Tributary to Floor Diaphragm:
North South (Interior)
CMU Wall Dead Load
East West (Interior)
CMU Wall Dead Load
Partition Dead Load
X:\3142200\121252.01\TECH\disc\struct\working calcs\Corrosion Control_Design Criteria+Loads
2461
88
229
1314
1646
258
9
ft2
ft2
kips
ft2
ft2
kips
kips
533
45
498
42
9
ft2
kips
ft2
kips
kips
12 of 244
Job No. 3142200-121252.01
Job Name
Mead & Hunt, Inc.
Wind Enclosure Classification
GFR
JAL
Date
Date
Wind Enclosure Classification
Area of Openings
North Elevation:
of
Kingsley Corrosion Control Hangar
Task
Calculated by
Checked by
Sheet
Window 1 =
Window 2 =
Window 3 =
Door 1 =
Door 2 =
Door 3 =
Door 4 =
Door 5 =
Door 6 =
Total Area of Openings =
26.0
101.3
101.3
24.4
24.4
24.4
24.4
100.0
100.0
526.4
ft2
ft2
ft2
ft2
ft2
ft2
ft2
ft2
ft2
ft2
East Elevation:
Door 1 =
Door 2 =
Door 3 =
Total Area of Openings =
100.0
23.89
45.5
169.4
ft2
ft2
ft2
ft2
South Elevation:
Window 1 =
Door 1 =
Door 2 =
Door 3 =
Door 4 =
Door 5 =
Total Area of Openings =
26.0
23.9
47.7
24.4
47.7
47.7
217.3
ft2
ft2
ft2
ft2
ft2
ft2
ft2
West Elevation:
2
Window 1 =
52.0 ft
2
Door 1 =
24.4 ft
2
Door 2 = 1566.0 ft
2
Total Area of Openings = 1642.4 ft
X:\3142200\121252.01\TECH\disc\struct\working calcs\Corrosion Control_Design Criteria+Loads
13 of 244
Job No. 3142200-121252.01
Job Name
Mead & Hunt, Inc.
of
Kingsley Corrosion Control Hangar
Task
Calculated by
Checked by
Sheet
Wind Enclosure Classification
GFR
JAL
Area of Walls
North Elevation:
East Elevation:
South Elevation:
West Elevation:
Roof Area:
5031.5
3332.9
4753.6
4273.5
15796
Date
Date
ft2
ft2
ft2
ft2
ft2
Check for West Elevation
Ao = 1642 ft2
Aoi = 913 ft2
Ag = 4274 ft2
Agi = 28914 ft2
Check if Ao > 1.10Aoi:
2
Check if Ao > 4ft :
Check if Ao > 0.01Ag:
[ASCE 7-10 § 26.2]
[ASCE 7-10 § 26.2]
[ASCE 7-10 § 26.2]
[ASCE 7-10 § 26.2]
Yes
[ASCE 7-10 § 26.2]
Yes
Yes
[ASCE 7-10 § 26.2]
[ASCE 7-10 § 26.2]
Check if Aoi/Agi ≤ 0.20:
[ASCE 7-10 § 26.2]
Yes
Check Enclosure Classification: Partially Enclosed
X:\3142200\121252.01\TECH\disc\struct\working calcs\Corrosion Control_Design Criteria+Loads
3142200-121252.01
Job no.
Start
1
14 of 244
of
5
Client
Proje
Kingsley Corrosion Control Hangar
FLB
Calcs 6/28/2018
GFR
6/28/2018
Calcs by
Checked by
WIND LOADING (ASCE7-10)
In accordance with ASCE7-10 incorporating Errata No. 1 and Errata No. 2
Using the envelope design method
25.7 ft
149.8 ft
Tedds calculation version 2.0.20
88 ft
149.8 ft
Plan
Elevation
Building data
Type of roof;
Gable
Length of building;
b = 88.00 ft
Width of building;
d = 149.75 ft
Height to eaves;
H = 13.25 ft
Pitch of roof;
α0 = 9.5 deg
Mean height;
h = 13.25 ft
End zone width;
a = max(min(0.1×min(b, d), 0.4×h), 0.04×min(b, d), 3ft) = 5.30 ft
Plan length of Zone 2/2E when GCpf negative;
LZ2 = min(0.5 × d, 2.5 × H) = 33.13 ft
Plan length of Zone 3/3E encroachment on zone 2; LZ3 = max(0 ft,0.5 × d - LZ2) = 41.75 ft
General wind load requirements
Basic wind speed;
Risk category;
V = 120.0 mph
II
Velocity pressure exponent coeff (Table 26.6-1);
Exposure category (cl.26.7.3);
Kd = 0.85
C
Enclosure classification (cl.26.10);
Partially enclosed buildings
Internal pressure coef +ve (Table 26.11-1);
GCpi_p = 0.55
Internal pressure coef –ve (Table 26.11-1);
GCpi_n = -0.55
Topography
Topography factor not significant;
Kzt = 1.0
Start
3142200-121252.01
Job no.
2
15 of 244
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Client
Proje
Kingsley Corrosion Control Hangar
FLB
Calcs 6/28/2018
GFR
6/28/2018
Calcs by
Checked by
Velocity pressure
Velocity pressure coefficient (T.28.3-1);
Kz = 0.85
Velocity pressure;
qh = 0.00256 × Kz × Kzt × Kd × V2 × 1psf/mph2 = 26.6 psf
Design wind pressures
p = qh × [(GCpf) - (GCpi)];
Design wind pressure equation;
Design wind pressures – Loadcase A
Zone
GCpf
p(+GCpi) (psf)
p(-GCpi) (psf)
Area (ft2)
+Fwi (kips)
-Fwi (kips)
1
0.44
-3.0
26.3
1026
-3.0
27.0
2
-0.69
-33.0
-3.7
2599
-85.8
-9.7
3a
-0.40
-25.4
3.9
3276
-83.1
12.9
3
-0.40
-25.4
3.9
5875
-149.1
23.0
4
-0.33
-23.5
5.8
1026
-24.1
6.0
1E
0.67
3.1
32.4
140
0.4
4.6
2E
-1.07
-43.1
-13.8
356
-15.4
-4.9
3Ea
-0.58
-30.0
-0.7
449
-13.5
-0.3
3E
-0.58
-30.0
-0.7
805
-24.2
-0.6
4E
-0.49
-27.8
1.5
140
-3.9
0.2
4
4E
ft
33
.1
3E
3a
3Ea
14
9 .8
ft
13.3 ft12.5 ft
41
.7
3
2
ft
1
2E
.4
77
ft
1E
10
ft
.6
Loadcase A
Design wind pressures – Loadcase B
Zone
GCpf
p(+GCpi) (psf)
p(-GCpi) (psf)
Area (ft2)
+Fwi (kips)
-Fwi (kips)
1
-0.45
-26.6
2.7
1026
-27.3
2.7
2
-0.69
-33.0
-3.7
5875
-194.0
-21.9
5
Start
3142200-121252.01
Job no.
3
16 of 244
of
Client
Proje
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FLB
Calcs 6/28/2018
GFR
6/28/2018
Calcs by
Checked by
3
-0.37
-24.5
4.8
5875
-144.0
28.2
4
-0.45
-26.6
2.7
1026
-27.3
2.7
5
0.40
-4.0
25.3
2846
-11.4
72.0
6
-0.29
-22.4
6.9
2846
-63.7
19.7
1E
-0.48
-27.4
1.9
140
-3.9
0.3
2E
-1.07
-43.1
-13.8
805
-34.7
-11.1
3E
-0.53
-28.8
0.5
805
-23.1
0.4
4E
-0.48
-27.4
1.9
140
-3.9
0.3
5E
0.61
1.6
30.9
73
0.1
2.2
6E
-0.43
-26.1
3.2
73
-1.9
0.2
4
3
3E
2
6E
5
14
4 .5
13.3 ft12.5 ft
6
4E
2E
1
ft
.4
77
ft
5E 1E
10
ft
.6
Loadcase B
Design wind pressures – Loadcase AT
Zone
GCpf
p(+GCpi) (psf)
p(-GCpi) (psf)
Area (ft2)
+Fwi (kips)
-Fwi (kips)
1
0.44
-3.0
26.3
443
-1.3
11.7
2
-0.69
-33.0
-3.7
1122
-37.0
-4.2
3a
-0.40
-25.4
3.9
1414
-35.9
5.5
3
-0.40
-25.4
3.9
2535
-64.3
9.9
4
-0.33
-23.5
5.8
443
-10.4
2.6
1E
0.67
3.1
32.4
140
0.4
4.6
2E
-1.07
-43.1
-13.8
356
-15.4
-4.9
3Ea
-0.58
-30.0
-0.7
449
-13.5
-0.3
3E
-0.58
-30.0
-0.7
805
-24.2
-0.6
5
Start
3142200-121252.01
Job no.
4
17 of 244
of
Client
Proje
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FLB
Calcs 6/28/2018
GFR
6/28/2018
Calcs by
Checked by
4E
-0.49
-27.8
1.5
140
-3.9
0.2
1T
-
-0.7
6.6
583
-0.4
3.8
2T
-
-8.3
-0.9
1478
-12.2
-1.4
3Ta
-0.10
-17.3
12.0
1862
-32.3
22.3
3T
-
-6.3
1.0
3340
-21.2
3.3
4T
-
-5.9
1.5
583
-3.4
0.8
4T
41
.7
ft
3
4E
33
.1
3aT
3E
3a
2T
3Ea
14
9 .8
1T
2
ft
ft
13.3 ft12.5 ft
3T
ft
44
2E
1
1E
10
.4
33
ft
ft
.6
Loadcase AT
Design wind pressures – Loadcase BT
Zone
GCpf
p(+GCpi) (psf)
p(-GCpi) (psf)
Area (ft2)
+Fwi (kips)
-Fwi (kips)
1
-0.45
-26.6
2.7
1026
-27.3
2.7
2
-0.69
-33.0
-3.7
5875
-194.0
-21.9
3
-0.37
-24.5
4.8
5875
-144.0
28.2
4
-0.45
-26.6
2.7
1026
-27.3
2.7
5
0.40
-4.0
25.3
1422
-5.7
36.0
6
-0.29
-22.4
6.9
1422
-31.8
9.8
1E
-0.48
-27.4
1.9
140
-3.9
0.3
2E
-1.07
-43.1
-13.8
805
-34.7
-11.1
3E
-0.53
-28.8
0.5
805
-23.1
0.4
4E
-0.48
-27.4
1.9
140
-3.9
0.3
5E
0.61
1.6
30.9
37
0.1
1.2
6E
-0.43
-26.1
3.2
73
-1.9
0.2
5T
-
-1.0
6.3
1459
-1.5
9.2
5
Start
3142200-121252.01
Job no.
5
18 of 244
of
Client
Proje
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Calcs by
Checked by
6T
-
-5.6
FLB
Calcs 6/28/2018
GFR
6/28/2018
1.7
4
1459
-8.2
2.5
6T
4E
3E
6
5T
2
74
6E
.9
ft
2E
1
5
69
.6
ft
.4
77
5E 1E
10
ft
.6
Loadcase BT
ft
13.3 ft12.5 ft
3
5
3142200-121252.01
Job no.
Start
1
19 of 244
of
3
Client
Proje
Kingsley ANG Corrosion Control Hangar
GFR
Calcs by
Checked by
Calcs 6/29/2018
JAL
SNOW LOADING (ASCE7-10)
Tedds calculation version 1.0.06
Building details
Roof type;
Hip and gable
Width of roof (left on elevation);
b1 = 72.33 ft
Width of roof (right on elevation);
b2 = 72.33 ft
Slope of roof (left on elevation);
α1 = 9.46 deg
Slope of roof (right on elevation);
α2 = 9.46 deg
Ground snow load
Ground snow load;
pg = 20.00 lb/ft2
Density of snow;
γ = min(0.13 × pg / 1ft + 14lb/ft3, 30lb/ft3) = 16.60 lb/ft3
Terrain type;
C
Exposure condition (Table 7-2);
Fully exposed
Exposure factor (Table 7-2);
Thermal condition (Table 7-3);
Ce = 0.90
All
Thermal factor (Table 7-3);
Importance category (Table 1-1);
Ct = 1.00
II
Importance factor (Table 7-4);
Is = 1.00
Min snow load for low slope roofs (Sect 7.3.4);
pf_min = Is × pg = 20.00 lb/ft2
Flat roof snow load (Sect 7.3);
pf = 0.7 × Ce × Ct × Is × pg = 12.60 lb/ft2
Warm roof slope factor (Ct <= 1.0)
Roof surface type;
Slippery
Ventilation;
Ventilated
Thermal resistance (R-value);
R = 30.00;oF h ft2 / Btu
Roof slope factor - left Fig 7-2a (dashed line);
Cs_l = 0.93
Roof slope factor - right Fig 7-2a (dashed line);
Cs_r = 0.93
Hip and gable roof loads
Balanced sloped snow load - left (Cl.7.4);
ps_l = max(Cs_l × pf, pf_min) = 20.00 lb/ft2
Balanced sloped snow load - right (Cl.7.4);
ps_r = max(Cs_r × pf, pf_min) = 20.00 lb/ft2
Slope of left roof;
Sl = 1 / tan(α1) = 6.00
Slope of right roof;
Sr = 1 / tan(α2) = 6.00
Unbalanced load - left roof windward;
ps_lw = 0.3 × pf × Cs_l = 3.52 lb/ft2
Unbalanced load - right roof leeward;
ps_rl = pf × Cs_r = 11.74 lb/ft2
Length eaves to ridge for drift height;
lu_ww_l = b1 = 72.33 ft
Drift height;
hdr_r = 0.43 × (max(lu_ww_l, 20ft) × 1ft2)1/3 × (pg / 1 lb/ft2 + 10)1/4 - 1.5 × 1ft =
2.69 ft
Rectangular surcharge to part leeward side;
ps_rl_sur = hdr_r × γ / √(Sr) = 18.25 lb/ft2
Length of rectangular surcharge;
lu_rl_sur = min(8 / 3 × hdr_r × √(Sr), b2) = 17.59 ft
Unbalanced load - left roof leeward;
ps_ll = pf × Cs_l = 11.74 lb/ft2
Unbalanced load - right roof windward;
ps_rw = 0.3 × pf × Cs_r = 3.52 lb/ft2
Length eaves to ridge for drift height;
lu_ww_r = b2 = 72.33 ft
Start
3142200-121252.01
Job no.
2
20 of 244
of
3
Client
Proje
Kingsley ANG Corrosion Control Hangar
Calcs 6/29/2018
GFR
Calcs by
Checked by
JAL
hdr_l = 0.43 × (max(lu_ww_r, 20ft) × 1ft2)1/3 × (pg / 1 lb/ft2 + 10)1/4 - 1.5 × 1ft =
Drift height;
2.69 ft
Rectangular surcharge to part leeward side;
ps_ll_sur = hdr_l × γ / √(Sl) = 18.25 lb/ft2
Length of rectangular surcharge;
lu_ll_sur = min(8 / 3 × hdr_l × √(Sl), b1) = 17.59 ft
20.0 psf
20.0 psf
Balanced load
17' 7.1"
18.2 psf
3.5 psf
Unbalanced load
11.7 psf
17' 7.1"
Unbalanced load
18.2 psf
11.7 psf
9.5
3.5 psf
0
9.5 0
72' 4"
72' 4"
Roof elevation
Drift calculations
Balanced snow load height;
hb = max(pf × Cs_l, pf × Cs_r) / γ = 0.71 ft
Length of upper roof;
lu = 32.33 ft
Length of lower roof;
ll = 78.67 ft
Height diff between uppper and lower roofs;
hdiff = 8.17 ft
Height from balance load to top of upper roof;
hc = hdiff - hb = 7.46 ft
Drift height leeward drift;
hd_l = 0.43 × (max(20 ft, lu) × 1ft2)1/3 × (pg / 1lb/ft2 + 10)1/4 - 1.5ft = 1.71 ft
Drift height windward drift;
hd_w = 0.75 × (0.43 × (max(20 ft, ll) × 1ft2)1/3 × (pg / 1lb/ft2 + 10)1/4 - 1.5ft) =
2.11 ft
Maximum lw/ww drift height;
hd_max = max(hd_w, hd_l) = 2.11 ft
Drift height;
hd = min(hd_max, hc) = 2.11 ft
Drift width;
W d = min(4 × hd, 8 × hc) = 8.44 ft
Drift surcharge load;
pd = hd × γ = 35.01 lb/ft2
3142200-121252.01
Job no.
Start
3
21 of 244
of
Client
Proje
Kingsley ANG Corrosion Control Hangar
Calcs 6/29/2018
GFR
Calcs by
Checked by
JAL
46.7 psf
11.7 psf
8' 5.2"
Elevation on snow drift
3
22 of 244
MASONRY BUILDING STRUCTURAL
CALCULATIONS
23 of 244
Job No. 3142200-121252.01
Job Name
of
Kingsley Corrosion Control Hangar
Task
Mead & Hunt, Inc.
Sheet
Lateral Design
Calculated by
GFR
Date
Checked by
JAL
Date
Lateral Design
Seismic
Cs =
0.134
Roof weight =
Mezzanine Room Floor weight =
8" CMU Wall (with CMU veneer) weight =
8" CMU Wall (with EIFS) weight =
Internal CMU wall weight =
Internal CFS partition weight =
35
60
130
90
85
8
Weights
psf
psf
psf
psf
psf
psf
North - South (Roof)
Area A
2
2821 ft
99 kips
Tributary Roof Area
Effective Seismic Weight From Roof
2
483 ft
2
337 ft
87 kips
Tributary Exterior CMU Wall Area (with EIFS)
Tributary Exterior CMU Wall Area (with CMU veneer)
Effective Seismic Weight From Walls
Tributary Interior CMU Wall Area
Effective Seismic Weight From Walls
2
88 ft
7 kips
Tributary Interior CFS Wall Area
Effective Seismic Weight From Walls
2
0 ft
0 kips
V1 =
W1 =
26 kips
564 plf
Area B
2
4143 ft
145 kips
Tributary Roof Area
Effective Seismic Weight From Roof
2
729 ft
2
0 ft
66 kips
Tributary Exterior CMU Wall Area (with EIFS)
Tributary Exterior CMU Wall Area (with CMU veneer)
Effective Seismic Weight From Walls
Tributary Interior CMU Wall Area
Effective Seismic Weight From Walls
2
0 ft
0 kips
Tributary Interior CFS Wall Area
Effective Seismic Weight From Walls
2
1000 ft
8 kips
V2 =
W2 =
X:\3142200\121252.01\TECH\disc\struct\working calcs\Corrosion Control_Design Criteria+Loads
29 kips
556 plf
24 of 244
Job No. 3142200-121252.01
of
Kingsley Corrosion Control Hangar
Job Name
Lateral Design
Task
Mead & Hunt, Inc.
Sheet
Calculated by
GFR
Date
Checked by
JAL
Date
Lateral Design
Area C
2
3036 ft
106 kips
Tributary Roof Area
Effective Seismic Weight From Roof
2
483 ft
2
337 ft
87 kips
Tributary Exterior CMU Wall Area (with EIFS)
Tributary Exterior CMU Wall Area (with CMU veneer)
Effective Seismic Weight From Walls
Tributary Interior CMU Wall Area
Effective Seismic Weight From Walls
2
0 ft
0 kips
Tributary Interior CFS Wall Area
Effective Seismic Weight From Walls
2
1200 ft
10 kips
V3 =
W3 =
27 kips
592 plf
At SW1, R =
At SW2, R =
At SW3, R =
At SW4, R =
13
28
28
14
Length of SW1 =
Length of SW2 =
Length of SW3 =
Length of SW4 =
61.33
78.67
78.67
66.00
kips
kips
kips
kips
Roof Diaphragm Design
Diaphragm
Diaphragm
Diaphragm
Diaphragm
Shear at SW1 =
Shear at SW2 =
Shear at SW3 =
Shear at SW4 =
211
351
359
206
ft
ft
ft
ft
plf
plf
plf
plf
Maximum span =
Try 18 GA Verco Deck PLB-36 with 36/5 Weld Pattern and Sidelaps at 12" OC
qallowable at 6'-0" span =
qallowable at 7'-0" span =
1701 plf
1750 plf
qallowable at 6'-4" span1 =
1717 plf
Check diaphragm shear:
qallowable at 6'-4" span1 = 1717 plf
≥
qrequired =
X:\3142200\121252.01\TECH\disc\struct\working calcs\Corrosion Control_Design Criteria+Loads
359 plf
6.33 ft
(OK)
25 of 244
Job No. 3142200-121252.01
Job Name
of
Kingsley Corrosion Control Hangar
Lateral Design
Task
Mead & Hunt, Inc.
Sheet
Calculated by
GFR
Date
Checked by
JAL
Date
Lateral Design
East - West (Roof)
Area 1
2
257 ft
9 kips
Tributary Roof Area
Effective Seismic Weight From Roof
2
56 ft
2
39 ft
10 kips
Tributary Exterior CMU Wall Area (with EIFS)
Tributary Exterior CMU Wall Area (with CMU veneer)
Effective Seismic Weight From Walls
Tributary Interior CMU Wall Area
Effective Seismic Weight From Walls
2
0 ft
0 kips
Tributary Interior CFS Wall Area
Effective Seismic Weight From Walls
2
0 ft
0 kips
V6 =
W6 =
3 kips
481 plf
Area 2
2
8873 ft
310 kips
Tributary Roof Area
Effective Seismic Weight From Roof
2
409 ft
2
450 ft
95 kips
Tributary Exterior CMU Wall Area (with EIFS)
Tributary Exterior CMU Wall Area (with CMU veneer)
Effective Seismic Weight From Walls
Tributary Interior CMU Wall Area
Effective Seismic Weight From Walls
2
1275 ft
108 kips
Tributary Interior CFS Wall Area
Effective Seismic Weight From Walls
2
1200 ft
10 kips
V4 =
W4 =
X:\3142200\121252.01\TECH\disc\struct\working calcs\Corrosion Control_Design Criteria+Loads
70 kips
1144 plf
26 of 244
Job No. 3142200-121252.01
Job Name
of
Kingsley Corrosion Control Hangar
Lateral Design
Task
Mead & Hunt, Inc.
Sheet
Calculated by
GFR
Date
Checked by
JAL
Date
Lateral Design
Area 3
Tributary Roof Area
Effective Seismic Weight From Roof
2
913 ft
32 kips
Tributary Exterior CMU Wall Area (with EIFS)
Tributary Exterior CMU Wall Area (with CMU veneer)
Effective Seismic Weight From Walls
2
168 ft
2
0 ft
15 kips
Tributary Interior CMU Wall Area
Effective Seismic Weight From Walls
2
0 ft
0 kips
Tributary Interior CFS Wall Area
Effective Seismic Weight From Walls
2
500 ft
4 kips
V5 =
W5 =
At SW5, R =
At SW6, R =
At SW7, R =
At SW8, R =
At SW9, R =
X:\3142200\121252.01\TECH\disc\struct\working calcs\Corrosion Control_Design Criteria+Loads
7 kips
394 plf
36
1
19
3
19
kips
kips
kips
kips
kips
27 of 244
Job No. 3142200-121252.01
of
Kingsley Corrosion Control Hangar
Job Name
Lateral Design
Task
Mead & Hunt, Inc.
Sheet
Calculated by
GFR
Date
Checked by
JAL
Date
Lateral Design
Roof Diaphragm Design
Length of SW5 =
Length of SW6 =
Length of SW7 =
Length of SW8 =
Length of SW9 =
Diaphragm
Diaphragm
Diaphragm
Diaphragm
Diaphragm
Shear at SW5 =
Shear at SW6 =
Shear at SW7 =
Shear at SW8 =
Shear at SW9 =
98.67
46.00
46.00
52.67
46.00
368
28
418
65
418
ft
ft
ft
ft
ft
plf
plf
plf
plf
plf
Maximum span =
Try 18 GA Verco Deck PLB-36 with 36/5 Weld Pattern and Sidelaps at 12" OC
qallowable at 6'-0" span =
qallowable at 7'-0" span =
1701 plf
1750 plf
qallowable at 6'-4" span1 =
1717 plf
Check diaphragm shear:
qallowable at 6'-4" span1 = 1717 plf
≥
qrequired =
X:\3142200\121252.01\TECH\disc\struct\working calcs\Corrosion Control_Design Criteria+Loads
418 plf
6.33 ft
(OK)
28 of 244
Job No. 3142200-121252.01
of
Kingsley Corrosion Control Hangar
Job Name
Lateral Design
Task
Mead & Hunt, Inc.
Sheet
Calculated by
GFR
Date
Checked by
JAL
Date
Lateral Design
North - South (Mezzanine Floor)
Area B
Tributary Floor Area
Effective Seismic Weight From Floor
2
4143 ft
249 kips
Tributary Exterior CMU Wall Area (with EIFS)
Tributary Exterior CMU Wall Area (with CMU veneer)
Effective Seismic Weight From Walls
2
1179 ft
2
384 ft
156 kips
Tributary Interior CMU Wall Area
Effective Seismic Weight From Walls
2
560 ft
48 kips
Tributary Interior CFS Wall Area
Effective Seismic Weight From Walls
2
1200 ft
10 kips
V7 =
W7 =
62 kips
1175 plf
At SW2, R =
At SW3, R =
31 kips
31 kips
Floor Diaphragm Design
Length of SW2 =
Length of SW3 =
Diaphragm Shear at SW2 =
Diaphragm Shear at SW3 =
78.67 ft
78.67 ft
393 plf
393 plf
Maximum span =
Try 18 GA Verco PLB Floor Deck with 4-3/4" Light Wt Conc (36/4 Weld Pattern)
qallowable at 5'-0" span =
qallowable at 6'-0" span =
2276 plf
2117 plf
qallowable at 5'-8" span1 =
2170 plf
Check diaphragm shear:
qallowable at 5'-8" span1 = 2170 plf
≥
qrequired =
X:\3142200\121252.01\TECH\disc\struct\working calcs\Corrosion Control_Design Criteria+Loads
393 plf
5.67 ft
(OK)
29 of 244
Job No. 3142200-121252.01
of
Kingsley Corrosion Control Hangar
Job Name
Lateral Design
Task
Mead & Hunt, Inc.
Sheet
Calculated by
GFR
Date
Checked by
JAL
Date
Lateral Design
East - West (Mezzanine Floor)
Area B
2
4143 ft
249 kips
Tributary Floor Area
Effective Seismic Weight From Floor
2
248 ft
2
127 ft
39 kips
Tributary Exterior CMU Wall Area (with EIFS)
Tributary Exterior CMU Wall Area (with CMU veneer)
Effective Seismic Weight From Walls
Tributary Interior CMU Wall Area
Effective Seismic Weight From Walls
2
1849 ft
157 kips
Tributary Interior CFS Wall Area
Effective Seismic Weight From Walls
2
1200 ft
10 kips
V8 =
W8 =
61 kips
774 plf
At SW5, R =
At SW8, R =
30 kips
30 kips
Floor Diaphragm Design
Length of SW2 =
Length of SW3 =
Diaphragm Shear at SW2 =
Diaphragm Shear at SW3 =
52.67 ft
52.67 ft
578 plf
578 plf
Maximum span =
Try 18 GA Verco PLB Floor Deck with 4-3/4" Light Wt Conc (36/4 Weld Pattern)
qallowable at 5'-0" span =
qallowable at 6'-0" span =
2276 plf
2117 plf
qallowable at 5'-8" span1 =
2170 plf
Check diaphragm shear:
qallowable at 5'-8" span1 = 2170 plf
≥
qrequired =
Notes:
1. By linear interpolation.
X:\3142200\121252.01\TECH\disc\struct\working calcs\Corrosion Control_Design Criteria+Loads
578 plf
5.67 ft
(OK)
30 of 244
Job No. 3142200-121252.01
Job Name
Kingsley Corrosion Control Hangar
Task
Mead & Hunt, Inc.
of
Sheet
Gravity Design
Calculated by
GFR
Date
Checked by
JAL
Date
Gravity Design
Roof Loads
Load Combinations1
Roof Dead, D =
Roof Live, Lr =
Roof Snow, S =
Roof Drift Snow, Sd =
Wind Load, +W=
Wind Load (uplift), -W =
35
20
20
47
36
-57
psf
psf
psf
psf
psf
psf
D + Lr =
D+S=
D + Sd =
D + 0.6(+W) =
D + 0.6(-W) =
D + 0.75(0.6(+W)) + 0.75(0.6Lr) =
D + 0.75(0.6(-W)) + 0.75(0.6Lr) =
D + 0.75(0.6(+W)) + 0.75(0.6S) =
D+ 0.75(0.6(-W)) + 0.75(0.6S) =
0.6D + 0.6(+W) =
0.6D + 0.6(-W) =
55
55
82
56
0.83
60
18
60
18
33
-22
psf
psf
psf
psf
psf
psf
psf
psf
psf
psf
psf
Roof Deck Gravity
Maximum span =
Try 18 GA Verco Deck PLB-36 with L/240
Allowable Uniform Load at 6'-0" span =
Allowable Uniform Load at 6'-6" span =
qallowable at 6'-4" span2 =
Check diaphragm shear:
Allowable UL at 6'-4" span =
150 psf
≥
Required UL =
X:\3142200\121252.01\TECH\disc\struct\working calcs\Corrosion Control_Design Criteria+Loads
82 psf
6.33 ft
175 psf
138 psf
150 psf
(OK)
31 of 244
Job No. 3142200-121252.01
Job Name
Kingsley Corrosion Control Hangar
Task
Mead & Hunt, Inc.
of
Sheet
Gravity Design
Calculated by
GFR
Date
Checked by
JAL
Date
Gravity Design
Mezzanine Floor Loads
Floor Loads
Floor Dead, D =
Dead at AHU & Equipment Pad, DE3 =
60 psf
126 psf
Floor Live, L =
125 psf
Load Combinations1
D=
D+L =
D+.075L =
DE =
DE+L =
DE+.075L =
60
185
154
126
251
220
psf
psf
psf
psf
psf
psf
Floor Deck Gravity
Maximum span =
Try 18 GA Verco PLB Floor Deck with 4-3/4" Light Wt Conc
Allowable Uniform Load at 5'-0" span =
Allowable Uniform Load at 6'-0" span =
qallowable at 5'-8" span2 =
Check diaphragm shear:
Allowable UL at 5'-8" span =
400 psf
≥
Required UL =
251 psf
5.67 ft
400 psf
400 psf
400 psf
(OK)
Notes:
1. Per 2015 IBC Section 1605.3.1.
2. By linear interpolation.
3. This load condition checks the elevated slab for heaviest piece of mechanical equipment
in the mezzanine area and it's 4" high concrete equipment pad.
X:\3142200\121252.01\TECH\disc\struct\working calcs\Corrosion Control_Design Criteria+Loads
32 of 244
Type PLB™-36 or
HSB®-36
Allowable Uniform Loads (psf)
SPAN (ft-in.)
DECK
SPAN GAGE CRITERIA 2'-0" 3'-0" 4'-0" 5'-0" 5'-6" 6'-0" 6'-6" 7'-0" 7'-6" 8'-0" 8'-6" 9'-0" 9'-6" 10'-0" 11'-0" 12'-0"
SINGLE
22
20
18
16
DOUBLE
22
20
18
16
TRIPLE
22
20
18
16
Stress
L/360
L/240
L/180
Stress
L/360
L/240
L/180
Stress
L/360
L/240
L/180
Stress
L/360
L/240
L/180
Stress
L/360
L/240
L/180
Stress
L/360
L/240
L/180
Stress
L/360
L/240
L/180
Stress
L/360
L/240
L/180
Stress
L/360
L/240
L/180
Stress
L/360
L/240
L/180
Stress
L/360
L/240
L/180
Stress
L/360
L/240
L/180
300
♦♦♦
♦♦♦
♦♦♦
300
♦♦♦
♦♦♦
♦♦♦
300
♦♦♦
♦♦♦
♦♦♦
300
♦♦♦
♦♦♦
♦♦♦
300
♦♦♦
♦♦♦
♦♦♦
300
♦♦♦
♦♦♦
♦♦♦
300
♦♦♦
♦♦♦
♦♦♦
300
♦♦♦
♦♦♦
♦♦♦
300
♦♦♦
♦♦♦
♦♦♦
300
♦♦♦
♦♦♦
♦♦♦
300
♦♦♦
♦♦♦
♦♦♦
300
♦♦♦
♦♦♦
♦♦♦
300
287
♦♦♦
♦♦♦
300
♦♦♦
♦♦♦
♦♦♦
300
♦♦♦
♦♦♦
♦♦♦
300
♦♦♦
♦♦♦
♦♦♦
300
♦♦♦
♦♦♦
♦♦♦
300
♦♦♦
♦♦♦
♦♦♦
300
♦♦♦
♦♦♦
♦♦♦
300
♦♦♦
♦♦♦
♦♦♦
300
♦♦♦
♦♦♦
♦♦♦
300
♦♦♦
♦♦♦
♦♦♦
300
♦♦♦
♦♦♦
♦♦♦
300
♦♦♦
♦♦♦
♦♦♦
220
121
182
♦♦♦
288
150
225
♦♦♦
300
207
♦♦♦
♦♦♦
300
261
♦♦♦
♦♦♦
235
♦♦♦
♦♦♦
♦♦♦
296
♦♦♦
♦♦♦
♦♦♦
300
♦♦♦
♦♦♦
♦♦♦
300
♦♦♦
♦♦♦
♦♦♦
294
247
♦♦♦
♦♦♦
300
298
♦♦♦
♦♦♦
300
♦♦♦
♦♦♦
♦♦♦
300
♦♦♦
♦♦♦
♦♦♦
141
62
93
124
184
77
115
153
251
106
159
212
300
133
200
267
150
♦♦♦
♦♦♦
♦♦♦
190
♦♦♦
♦♦♦
♦♦♦
265
258
♦♦♦
♦♦♦
300
♦♦♦
♦♦♦
♦♦♦
188
127
♦♦♦
♦♦♦
237
152
229
♦♦♦
300
202
♦♦♦
♦♦♦
300
251
♦♦♦
♦♦♦
116
47
70
93
152
58
86
115
208
79
119
159
264
100
150
200
124
122
♦♦♦
♦♦♦
157
146
♦♦♦
♦♦♦
219
194
♦♦♦
♦♦♦
271
241
♦♦♦
♦♦♦
155
95
143
♦♦♦
196
115
172
♦♦♦
274
152
228
♦♦♦
300
189
283
♦♦♦
98
36
54
72
128
44
67
89
174
61
92
122
222
77
116
154
104
94
♦♦♦
♦♦♦
132
113
♦♦♦
♦♦♦
184
149
♦♦♦
♦♦♦
228
186
♦♦♦
♦♦♦
131
73
110
♦♦♦
165
88
132
♦♦♦
230
117
175
♦♦♦
285
145
218
♦♦♦
83
28
42
56
109
35
52
70
149
48
72
96
189
61
91
121
89
74
♦♦♦
♦♦♦
112
89
♦♦♦
♦♦♦
157
117
♦♦♦
♦♦♦
194
146
♦♦♦
♦♦♦
111
58
86
♦♦♦
140
69
104
139
196
92
138
184
243
114
172
229
72
23
34
45
94
28
42
56
128
39
58
77
163
49
73
97
77
59
♦♦♦
♦♦♦
97
71
♦♦♦
♦♦♦
135
94
♦♦♦
♦♦♦
167
117
♦♦♦
♦♦♦
96
46
69
92
121
56
83
111
169
74
110
147
209
92
137
183
63
18
28
37
82
23
34
45
112
31
47
63
142
40
59
79
67
48
♦♦♦
♦♦♦
84
58
♦♦♦
♦♦♦
118
76
115
♦♦♦
146
95
143
♦♦♦
84
38
56
75
105
45
68
90
147
60
90
120
182
74
112
149
55
15
23
30
72
19
28
37
98
26
39
52
125
33
49
65
59
40
♦♦♦
♦♦♦
74
48
71
♦♦♦
103
63
94
♦♦♦
128
78
118
♦♦♦
73
31
46
62
93
37
56
74
129
49
74
99
160
61
92
123
49
13
19
25
64
16
23
31
87
22
32
43
110
27
41
54
52
33
49
♦♦♦
66
40
59
♦♦♦
92
53
79
♦♦♦
113
65
98
♦♦♦
65
26
39
52
82
31
47
62
115
41
62
82
142
51
77
102
43
11
16
21
57
13
20
26
78
18
27
36
99
23
34
46
46
28
42
♦♦♦
59
33
50
♦♦♦
82
44
66
♦♦♦
101
55
83
♦♦♦
58
22
33
43
73
26
39
52
102
35
52
69
127
43
65
86
39
9
14
18
51
11
17
22
70
15
23
31
88
19
29
39
42
24
35
♦♦♦
53
28
43
♦♦♦
73
38
56
♦♦♦
91
47
70
♦♦♦
52
18
28
37
66
22
33
44
92
29
44
59
114
37
55
73
35
8
12
15
46
10
14
19
63
13
20
26
80
17
25
33
38
20
30
♦♦♦
47
24
37
♦♦♦
66
32
48
64
82
40
60
80
47
16
24
32
59
19
29
38
83
25
38
50
103
31
47
63
29
6
9
12
38
7
11
14
52
10
15
20
66
13
19
25
31
15
23
30
39
18
27
37
55
24
36
48
68
30
45
60
39
12
18
24
49
14
21
29
68
19
28
38
85
24
35
47
24
4
7
9
32
6
8
11
44
8
11
15
55
10
14
19
26
12
18
23
33
14
21
28
46
19
28
37
57
23
35
46
33
9
14
18
41
11
17
22
57
15
22
29
71
18
27
36
See footnotes on page 27.
www.vercodeck.com
VERCO DECKING, INC.
VR4

29
33 of 244
Type PLB™-36


36/5 Weld Pattern at Supports
Sidelaps Connected with PunchLok II Tool
Allowable Diaphragm Shear Strength, q (plf) and Flexibility Factors, F ((in./lb)x106 )
SPAN (ft-in.)
DECK
SIDELAP
GAGE ATTACHMENT
VSC2 @ 24"
VSC2 @ 18"
22
VSC2 @ 12"
VSC2 @ 8"
VSC2 @ 6"
VSC2 @ 4"
VSC2 @ 24"
VSC2 @ 18"
20
VSC2 @ 12"
VSC2 @ 8"
VSC2 @ 6"
VSC2 @ 4"
VSC2 @ 24"
VSC2 @ 18"
18
VSC2 @ 12"
VSC2 @ 8"
VSC2 @ 6"
VSC2 @ 4"
VSC2 @ 24"
VSC2 @ 18"
16
VSC2 @ 12"
VSC2 @ 8"
VSC2 @ 6"
VSC2 @ 4"
4'-0"
q
F
q
F
q
F
q
F
q
F
q
F
q
F
q
F
q
F
q
F
q
F
q
F
q
F
q
F
q
F
q
F
q
F
q
F
q
F
q
F
q
F
q
F
q
F
q
F
5'-0"
6'-0"
651
649
555
-1.1+189R 1.7+151R 4.6+125R
776
751
648
-2.1+190R 0.8+151R 3.6+125R
886
842
812
-2.8+190R 0.1+152R 2.1+126R
1060
1059
1006
-3.8+190R -1.3+152R 0.7+127R
1186
1163
1147
-4.5+191R -1.9+152R -0.2+127R
1344
1332
1323
-5.3+191R -2.8+153R -1.1+127R
896
893
766
1.4+119R
3.1+95R
5.2+79R
1063
1029
892
0.5+120R
2.3+96R
4.3+79R
1207
1150
1110
-0.2+120R 1.7+96R
3+80R
1431
1429
1362
-1+120R
0.5+96R
1.8+80R
1589
1560
1540
-1.6+121R
0+96R
1.1+80R
1781
1767
1756
-2.2+121R -0.7+97R
0.4+81R
1443
1429
1229
2.6+58R
3.3+46R
4.5+38R
1693
1634
1420
1.8+59R
2.6+47R
3.7+39R
1907
1815
1750
1.3+59R
2.2+47R
2.8+39R
2238
2231
2127
0.7+59R
1.4+47R
2+39R
2471
2425
2393
0.3+59R
1.1+47R
1.6+39R
2752
2729
2712
-0.1+59R
0.7+47R
1.2+39R
1864
1859
1603
3.1+33R
3.5+26R
4.4+22R
2196
2130
1856
2.4+33R
2.9+27R
3.7+22R
2474
2365
2288
2+33R
2.5+27R
2.9+22R
2895
2892
2768
1.5+34R
1.9+27R
2.3+22R
3182
3131
3095
1.1+34R
1.6+27R
1.9+22R
3518
3493
3475
0.8+34R
1.2+27R
1.5+22R
7'-0"
8'-0"
9'-0"
10'-0"
11'-0"
12'-0"
568
5.9+107R
647
4.9+107R
789
3.5+108R
1013
1.8+109R
1135
1.1+109R
1317
0+109R
784
5.9+67R
890
5.1+68R
1080
3.9+68R
1371
2.5+69R
1525
1.9+69R
1749
1.1+69R
1250
4.6+33R
1413
4+33R
1701
3.2+33R
2138
2.3+34R
2369
2+34R
2700
1.5+34R
1638
4.4+19R
1854
3.9+19R
2230
3.2+19R
2785
2.4+19R
3068
2.1+19R
3462
1.7+19R
501
7.9+93R
646
6+94R
772
4.6+94R
976
3+95R
1126
2+95R
1312
0.9+95R
697
7.4+58R
889
5.7+59R
1057
4.6+60R
1324
3.3+60R
1514
2.5+60R
1743
1.7+60R
1114
5.5+29R
1408
4.3+29R
1663
3.5+29R
2066
2.7+29R
2350
2.3+29R
2690
1.8+30R
1462
5.1+16R
1852
4+16R
2185
3.4+17R
2697
2.7+17R
3047
2.3+17R
3452
1.9+17R
520
8.6+82R
584
7.6+83R
758
5.5+84R
986
3.6+84R
1118
2.8+85R
1236
1.6+85R
719
7.7+52R
806
6.9+52R
1039
5.2+53R
1336
3.7+53R
1504
3+54R
1621
2.1+54R
1144
5.5+25R
1278
4.9+26R
1633
3.8+26R
2082
2.9+26R
2335
2.5+26R
2478
2+26R
1506
5+14R
1684
4.5+14R
2150
3.5+15R
2720
2.7+15R
3030
2.4+15R
3444
2+15R
470
10.2+74R
590
8.2+74R
747
6.2+75R
958
4.4+76R
1001
3.3+76R
1001
2.2+76R
654
8.9+46R
814
7.2+47R
1025
5.6+48R
1300
4.2+48R
1313
3.3+48R
1313
2.5+48R
1042
6.2+23R
1287
5+23R
1609
4+23R
2007
3.1+24R
2007
2.7+24R
2007
2.2+24R
1374
5.5+13R
1700
4.5+13R
2121
3.6+13R
2653
2.9+13R
2795
2.5+13R
2795
2.1+13R
677
9+42R
820
7.5+43R
1012
6+43R
1085
4.4+44R
1085
3.6+44R
1085
2.7+44R
1074
6.1+21R
1295
5.1+21R
1589
4.2+21R
1659
3.2+21R
1659
2.8+21R
1659
2.3+21R
1420
5.4+12R
1713
4.5+12R
2097
3.8+12R
2310
3+12R
2310
2.6+12R
2310
2.2+12R
625
10+38R
762
8.3+39R
912
6.3+40R
912
4.8+40R
912
3.9+40R
912
3+40R
994
6.6+19R
1203
5.5+19R
1394
4.3+19R
1394
3.4+20R
1394
2.9+20R
1394
2.4+20R
1315
5.8+11R
1594
4.9+11R
1941
3.8+11R
1941
3.1+11R
1941
2.7+11R
1941
2.3+11R
See footnotes on page 28.
www.vercodeck.com
VERCO DECKING, INC.
VR4

31
PLB™ or B FORMLOK™



34 of 244
4¾ in. TOTAL SLAB DEPTH
Light Weight Concrete
2 Hour Fire Rating
Maximum Unshored Clear Span (ft-in.)
Concrete Properties
Number of Deck Spans
Deck
Gage
22
20
18
16
1
2
3
6'-4"
7'-5"
7'-6"
7'-7"
8'-10"
8'-11"
8'-8"
10'-5"
10'-8"
9'-3"
11'-6"
11'-5"
Density
(pcf)
Uniform Weight
(psf)
Uniform Volume
(yd3/100 ft2)
Compressive
Strength, f'c (psi)
110
34.7
1.167
3000
Notes:
1. Volumes and weights do not include allowance for deflection.
2. Weights are for concrete only and do not include weight of steel deck.
3. Total slab depth is nominal depth from top of concrete to bottom of steel deck.
Shoring is required for spans greater than those
shown above. See Footnote 1 on page 39 for
required bearing.
GREATER THAN MAXIMUM SPAN AT
MEZZANINE FLOOR, MAX. SPAN = 5'-8 3/8" (OK)
Allowable Superimposed Loads (psf)
Deck
Gage
Span (ft-in.)
Number of
Deck Spans
4'-0"
5'-0"
6'-0"
6'-6"
7'-0"
7'-6"
8'-0"
8'-6"
9'-0"
9'-6"
1
400
400
370
290
253
221
195
173
155
138
124
112
101
91
83
2
400
400
370
324
286
221
195
173
155
138
124
112
101
91
83
3
400
400
370
324
286
255
195
173
155
138
124
112
101
91
83
1
400
400
389
340
301
268
206
183
163
146
132
119
107
97
88
2
400
400
389
340
301
268
241
217
163
146
132
119
107
97
88
3
400
400
389
340
301
268
241
217
163
146
132
119
107
97
88
1
400
400
400
366
324
289
259
234
178
160
144
130
118
107
97
2
400
400
400
366
324
289
259
234
213
195
179
130
118
107
97
3
400
400
400
366
324
289
259
234
213
195
179
165
118
107
97
1
400
400
400
364
321
287
257
233
211
158
142
128
116
105
96
2
400
400
400
364
321
287
257
233
211
193
177
164
151
141
96
3
400
400
400
364
321
287
257
233
211
193
177
164
151
105
96
22
20
18
16
See footnotes on page 39.
10'-0" 10'-6" 11'-0" 11'-6" 12'-0"
Shoring required in shaded areas to right of heavy line.
Allowable Diaphragm Shear Strengths, q (plf) and Flexibility Factors, F (in./lb. x 106 )
Attachment
Pattern
Span (ft-in.)
Deck
Gage
22
20
36/4
18
16
22
20
36/7
18
16
4'-0"
5'-0"
6'-0"
6'-6"
7'-0"
7'-6"
8'-0"
8'-6"
9'-0"
9'-6"
10'-0" 10'-6" 11'-0" 11'-6" 12'-0"
q
2145
1996
1896
1858
1825
1796
1771
1749
1730
1712
1697
1682
1669
1658
1647
F
0.38
0.41
0.43
0.44
0.45
0.46
0.47
0.47
0.48
0.48
0.49
0.49
0.49
0.50
0.50
1664
q
2263
2083
1963
1917
1878
1844
1814
1788
1764
1743
1724
1707
1692
1677
F
0.33
0.36
0.38
0.39
0.40
0.41
0.41
0.42
0.43
0.43
0.44
0.44
0.44
0.45
0.45
q
2515
2276
2117
2055
2003
1957
1917
1882
1851
1823
1798
1775
1755
1736
1718
F
0.26
0.29
0.31
0.32
0.33
0.33
0.34
0.35
0.35
0.36
0.36
0.37
0.37
0.38
0.38
q
2784
2485
2285
2209
2143
2086
2036
1992
1953
1918
1887
1858
1833
1809
1787
F
0.21
0.23
0.26
0.26
0.27
0.28
0.29
0.29
0.30
0.30
0.31
0.31
0.32
0.32
0.33
q
2459
2247
2105
2051
2004
1964
1929
1897
1870
1845
1822
1802
1784
1767
1752
F
0.34
0.37
0.39
0.40
0.41
0.42
0.43
0.43
0.44
0.45
0.45
0.46
0.46
0.47
0.47
q
2640
2385
2215
2150
2094
2045
2003
1965
1932
1902
1875
1851
1829
1809
1790
F
0.28
0.32
0.34
0.35
0.36
0.37
0.38
0.38
0.39
0.40
0.40
0.41
0.41
0.42
0.42
q
3017
2678
2452
2365
2290
2225
2169
2119
2074
2035
1999
1967
1937
1911
1886
F
0.22
0.24
0.27
0.28
0.28
0.29
0.30
0.31
0.31
0.32
0.33
0.33
0.34
0.34
0.35
q
3412
2988
2705
2596
2502
2421
2351
2288
2233
2183
2138
2098
2061
2028
1997
F
0.17
0.20
0.22
0.22
0.23
0.24
0.25
0.25
0.26
0.27
0.27
0.28
0.28
0.29
0.29
See footnotes on page 39.
www.vercodeck.com
VERCO DECKING, INC.
VF5

47
35 of 244
Lateral
Gravity
Y
Z
X
A
1
4
3
B
B.2
2
C
C.5
5
6.9
7
7.5
6.2
6
D
E
F
8
10
G
9
1
4
11
A
3
2
5
B
6.9
7
7.5
B.2
6.2
6
8
C
C.5
10
9
D
E
F
G
11
Results for LC 1, Service Dead
Mead & Hunt, Inc
GFR
3142200-121252.01
Full Model
Kingsley ANG Corrosion Control Hangar
Corrosion Control Hangar
SK - 1
July 3, 2018 at 1:38 PM
Kingsley ANG Corrosion Control Hangar.rfl
36 of 244
Lateral
Gravity
X
Y
Z
1
2 3
4
5
6
6.2 6.9
7 7.5
8
9
10
11
G
G
W12x26
W12x26
W12x26
W12x26
F
W12x26
HSS6x6x6
W12x26
F
W12x26
W12x26
W14x30
W14x30
W12x26
W12x26
W14x30
D
W14x30
W12x26
W12x26
W14x30
D
C.5
W14x30
W12x26
W12x26
W14x30
C.5
W14x30
W12x26
W12x26
W14x30
W14x30
W12x26
W12x26
W14x30
W12x26
W14x30
C
B.2
W14x120
W14x30
E
HSS6x6x6
W14x30
W12x26
W14x30
W12x26
W12x26
W14x30
W14x30
W12x26
W12x26
W14x30
E
C
B.2
W14x30
B
B
A
A
1
2 3
4
5
6
6.2 6.9
7 7.5
8
9
10
11
Results for LC 1, Service Dead
Mead & Hunt, Inc
GFR
3142200-121252.01
Roof Framing Plan 1
Kingsley ANG Corrosion Control Hangar
Roof Framing Member Shapes
SK - 2
July 3, 2018 at 1:39 PM
Kingsley ANG Corrosion Control Hangar.rfl
37 of 244
Lateral
Gravity
X
Y
Z
1
2 3
4
5
6
6.2 6.9
7 7.5
8
9
10
11
G
G
M36
M38
M35
M4
F
M37
(7.5-F)_L2
M5
F
M16
M24
M42
M48
M15
M23
M41
D
M46
M14
M22
M40
D
C.5
M45
M13
M21
M39
C.5
M44
M12
M20
M34
M43
M11
M19
M33
M8
M29
C
B.2
M3
M49
E
(7.5-C)_L2
M30
M7
M51
M18
M26
M32
M50
M17
M25
M31
E
C
B.2
M28
B
B
A
A
1
2 3
4
5
6
6.2 6.9
7 7.5
8
9
10
11
Results for LC 1, Service Dead
Mead & Hunt, Inc
GFR
3142200-121252.01
Roof Framing Plan 1
Kingsley ANG Corrosion Control Hangar
Roof Framing Member Labels
SK - 3
July 3, 2018 at 1:40 PM
Kingsley ANG Corrosion Control Hangar.rfl
38 of 244
Area Load
w/o Default
X
Y
Office
Storage
Public
Add Piping
Roof 11
Snow
Z
1
2 3
4
5
6
6.2 6.9
7 7.5
8
9
Lateral
Gravity
10
G
G
W12x26
W12x26
W12x26
W12x26
W12x26
W14x30
W12x26
W12x26
W14x30
W14x30
W12x26
W12x26
W14x30
D
W14x30
W12x26
W12x26
W14x30
D
C.5
W14x30
W12x26
W12x26
W14x30
C.5
W14x30
W12x26
W12x26
W14x30
W14x30
W12x26
W12x26
W14x30
W14x30
W12x26
W12x26
W14x30
W14x30
W12x26
W12x26
W14x30
W14x30
W12x26
W12x26
W14x30
F
E
C
B.2
.012ksf
W14x120
W12x26
F
.047ksf
B
E
C
B.2
W14x30
B
A
A
1
2 3
4
5
6
6.2 6.9
7 7.5
8
9
10
11
Loads: SL - Snow Load
Results for LC 1, Service Dead
Mead & Hunt, Inc
GFR
3142200-121252.01
Roof Framing Plan 1
Kingsley ANG Corrosion Control Hangar
Roof Framing Area Loads
SK - 5
July 3, 2018 at 1:48 PM
Kingsley ANG Corrosion Control Hangar.rfl
39 of 244
Lateral
Gravity
X
Y
Z
1
2 3
4
5
6
6.2 6.9
7 7.5
8
9
10
11
G
G
W12x26
W12x26
W12x26
W12x26
W12x26
W14x30
W12x26
W12x26
W14x30
W14x30
W12x26
W12x26
W14x30
D
W14x30
W12x26
W12x26
W14x30
D
C.5
W14x30
W12x26
W12x26
W14x30
C.5
W14x30
W12x26
W12x26
W14x30
W14x30
W12x26
W12x26
W14x30
W14x30
W12x26
W12x26
W14x30
W14x30
W12x26
W12x26
W14x30
W14x30
W12x26
W12x26
W14x30
F
E
C
B.2
.012ksf
W14x120
W12x26
F
.047ksf
B
E
C
B.2
W14x30
B
A
A
1
2 3
4
5
6
6.2 6.9
7 7.5
8
9
10
11
Loads: SL - Snow Load
Results for LC 1, Service Dead
Mead & Hunt, Inc
GFR
3142200-121252.01
Roof Framing Plan 1
Kingsley ANG Corrosion Control Hangar
Drift Snow Load
SK - 4
July 3, 2018 at 1:45 PM
Kingsley ANG Corrosion Control Hangar.rfl
40 of 244
Code Check
X
Y
No Calc
> 1.0
.90-1.0
.75-.90
.50-.75
0.-.50
Z
1
2 3
4
5
6
6.2 6.9
7 7.5
8
9
10
11
G
G
.293
.293
.293
.3
.3
.526
.31
.311
.735
.528
.315
.313
.735
D
.83
.315
.315
.735
D
C.5
.841
.315
.315
.735
C.5
.84
.313
.313
.735
.84
.31
.31
.735
.833
.305
.305
.73
.827
.303
.303
.725
.837
.303
.303
.725
F
E
C
B.2
.621
.293
F
E
C
B.2
.659
B
B
A
A
1
2 3
4
5
6
6.2 6.9
7 7.5
8
9
10
11
Member Bending Check
Results for LC 1, Service Dead
Mead & Hunt, Inc
GFR
3142200-121252.01
Roof Framing Plan 1
Kingsley ANG Corrosion Control Hangar
Code Check (Bending Results)
SK - 6
July 3, 2018 at 1:50 PM
Kingsley ANG Corrosion Control Hangar.rfl
41 of 244
Defl Limit
X
Y
No Calc
> 1.0
.90-1.0
.75-.90
.50-.75
0.-.50
Z
1
2 3
4
5
6
6.2 6.9
7 7.5
8
9
10
11
G
G
.37
.372
.37
.384
.381
.074
.387
.382
.882
.075
.382
.377
.882
D
.144
.379
.373
.882
D
C.5
.148
.379
.373
.882
C.5
.148
.382
.377
.882
.148
.386
.383
.882
.147
.392
.391
.873
.146
.384
.384
.863
.147
.383
.384
.863
F
E
C
B.2
.348
.371
F
E
C
B.2
.811
B
B
A
A
1
2 3
4
5
6
6.2 6.9
7 7.5
8
9
10
11
Member Deflection Check
Loads: DL PreComp - PreComposite Dead Load
Results for LC 1, Service Dead
Mead & Hunt, Inc
GFR
3142200-121252.01
Roof Framing Plan 1
Kingsley ANG Corrosion Control Hangar
Deflection Check
SK - 7
July 3, 2018 at 1:51 PM
Kingsley ANG Corrosion Control Hangar.rfl
42 of 244
Lateral
Gravity
X
Y
Z
1
2 3
4
5
6
6.2 6.9
7 7.5
8
9
10
11
Wide Flange
E
W12x22
W12x22
F
D
C.5
W12x22
W12x22
W12x22
W12x22
W10x22
W24x68
W12x22
W12x22
W12x22
W12x22
W21x44
C.5
W12x22
W12x22
W12x22
W12x22
W12x22
W12x22
E
W12x22
F
D
W12x22
W12x22
W12x22
W12x22
W12x22
W12x22
W12x22
W12x22
W12x22
G
W12x22
G
Wide Flange
C
W12x22
W10x22
W12x22
W12x22
W12x22
W10x22
B.2
W12x22
W12x22
C
B.2
B
B
A
A
1
2 3
4
5
6
6.2 6.9
7 7.5
8
9
10
11
Loads: DL PreComp - PreComposite Dead Load
Results for LC 1, Service Dead
Mead & Hunt, Inc
GFR
3142200-121252.01
Mezzanine Floor
Kingsley ANG Corrosion Control Hangar
Mezzanine Framing Member Shapes
SK - 8
July 3, 2018 at 1:55 PM
Kingsley ANG Corrosion Control Hangar.rfl
43 of 244
Lateral
Gravity
X
Y
Z
1
2 3
4
5
6
6.2 6.9
7 7.5
8
9
10
11
M5
M35
M34
M33
M32
M9
M39
M38
M37
G
M36
G
M3
F
F
C.5
M27
M26
M25
M24
M8
M2
M13
M12
M11
M10
M31
D
M1
C.5
M30
M29
M28
M7
M17
M16
D
M15
E
M14
E
M4
C
M6
M19
M23
M22
M21
M20
B.2
M40
M18
C
B.2
B
B
A
A
1
2 3
4
5
6
6.2 6.9
7 7.5
8
9
10
11
Loads: DL PreComp - PreComposite Dead Load
Results for LC 1, Service Dead
Mead & Hunt, Inc
GFR
3142200-121252.01
Mezzanine Floor
Kingsley ANG Corrosion Control Hangar
Mezzanine Framing Member Labels
SK - 9
July 3, 2018 at 1:56 PM
Kingsley ANG Corrosion Control Hangar.rfl
44 of 244
Area Load
w/ Default
X
Y
Office
Storage
Public
Add Piping
Roof 11
Snow
Z
1
2 3
4
5
6
6.2 6.9
7 7.5
8
9
Lateral
Gravity
10
Wide Flange
E
W12x22
W12x22
F
D
C.5
W12x22
W12x22
W12x22
W12x22
W10x22
W24x68
W12x22
W12x22
W12x22
W12x22
W21x44
C.5
W12x22
W12x22
W12x22
W12x22
W12x22
W12x22
E
W12x22
F
D
W12x22
W12x22
W12x22
W12x22
W12x22
W12x22
W12x22
W12x22
W12x22
G
W12x22
G
Wide Flange
C
W12x22
W10x22
W12x22
W12x22
W12x22
W10x22
B.2
W12x22
W12x22
C
B.2
B
B
A
A
1
2 3
4
5
6
6.2 6.9
7 7.5
8
9
10
11
Loads: DL PreComp - PreComposite Dead Load
Results for LC 1, Service Dead
Mead & Hunt, Inc
GFR
3142200-121252.01
Mezzanine Floor
Kingsley ANG Corrosion Control Hangar
Mezzanine Framing Area Loads
SK - 10
July 3, 2018 at 1:57 PM
Kingsley ANG Corrosion Control Hangar.rfl
45 of 244
Code Check
X
Y
No Calc
> 1.0
.90-1.0
.75-.90
.50-.75
0.-.50
Z
1
2 3
4
5
6
6.2 6.9
7 7.5
8
9
10
11
.539
.487
.487
.487
.487
.455
.723
.723
.723
G
.723
G
.002
F
F
.809
C.5
.67
.67
.67
.67
.705
.743
.581
.581
.581
.581
.809
D
.793
C.5
.809
.809
.437
.406
.406
D
.406
E
.406
E
.002
C
.637
.718
.419
.571
.471
.531
B.2
.497
.428
C
B.2
B
B
A
A
1
2 3
4
5
6
6.2 6.9
7 7.5
8
9
10
11
Member Bending Check
Loads: DL PreComp - PreComposite Dead Load
Results for LC 1, Service Dead
Mead & Hunt, Inc
GFR
3142200-121252.01
Mezzanine Floor
Kingsley ANG Corrosion Control Hangar
Mezzanine Code Check (Bending Results)
SK - 11
July 3, 2018 at 1:58 PM
Kingsley ANG Corrosion Control Hangar.rfl
46 of 244
Defl Limit
X
Y
No Calc
> 1.0
.90-1.0
.75-.90
.50-.75
0.-.50
Z
1
2 3
4
5
6
6.2 6.9
7 7.5
8
9
10
11
.422
.382
.382
.382
.382
.356
.741
.741
.741
G
.741
G
.024
F
F
.816
C.5
.616
.616
.616
.616
.761
.463
.535
.535
.535
.535
.816
D
.467
C.5
.816
.816
.336
.312
.312
D
.312
E
.312
E
.024
C
.518
.684
.341
.465
.384
.507
B.2
.405
.348
C
B.2
B
B
A
A
1
2 3
4
5
6
6.2 6.9
7 7.5
8
9
10
11
Member Deflection Check
Loads: DL PreComp - PreComposite Dead Load
Results for LC 1, Service Dead
Mead & Hunt, Inc
GFR
3142200-121252.01
Mezzanine Floor
Kingsley ANG Corrosion Control Hangar
Mezzanine Deflection Check
SK - 12
July 3, 2018 at 1:59 PM
Kingsley ANG Corrosion Control Hangar.rfl
47 of 244
Company
Des igner
Job Number
Model Name
:
:
:
:
Mead & Hunt, Inc
G FR
3142200-121252.01
K ingsley ANG C orrosion Control Hangar
July 3, 2018
2:01 P M
Checked B y: JAL
(Global) Model Settings
F reeze Model Design?
Merge Tolerance (in)
Number of S ections
Area Load Mesh (in^2)
S lab Mesh (in)
Internal S ections
Include S hear Deformation?
C olumn S kip Loading?
C eiling Diaphragm?
Use Columns S tiffness?
Use Beams S tiffness?
Move Invalid Joints on S loped Member?
S olver
No
.12
5
144
60
97
Yes
Yes
Yes
Yes
Yes
Yes
S parse Acc elerated
F loor Live Load Reduction
R oof Live Load Reduction
Joist G irder Load Tolerance (Kips)
Hot R olled S teel C ode
R IS AC onnection Code
C old F ormed S teel C ode
Wood Code
Wood Temperature
C oncrete C ode
Masonry C ode
Beam Vibrations
Vibration Damping R atio
IB C
IB C
.2
AIS C 14th(360-10): LR FD
AIS C 14th(360-10): LR FD
AIS I S 100-12: AS D
AWC NDS -12: AS D
< 100F
AC I 318-14
TMS 402-16: S trength
AIS C DG 11
.03
Use Non-Composite Beam if O ptimum?
Use Minimum S tuds if Non-C omposite?
E ffective W idth E nd Offset (% Length)
O rthogonal Beam Angle (degrees)
Beam / Dec k P arallel Angle (degrees)
F actor Applied to I-equiv (percent)
Minimum P ercent Composite
Maximum P ercent C omposite
Maximum S tud S pacing (in)
Minimum S tud S pacing (in)
S tud E nd O ffset (in)
Min. Width for 2 S tud R ows (in)
Min. Width for 3 S tud R ows (in)
S tud Layout
S tud P osition in Rib
Yes
No
10%
45
10
75%
25%
100%
36
4.5
0
5.5
8.5
S egmented
Weak
C onservative
R IS AF loor Version 12.0.3
[X:\...\...\...\...\...\working calcs\Kingsley ANG Corrosion C ontrol Hangar.rfl] P age 1
48 of 244
Company
Des igner
Job Number
Model Name
:
:
:
:
Mead & Hunt, Inc
G FR
3142200-121252.01
K ingsley ANG C orrosion Control Hangar
July 3, 2018
2:01 P M
Checked B y: JAL
(Global) Model Settings , C ontinued
Wind Code
Wind Base E levation (ft)
Wind S peed (mph)
AS C E 7-10
0
120
E xposure C ategory
Topographic M ultiplier K1
Topographic M ultiplier K2
Topographic M ultiplier K3
Directionality F actor Kd
G ust S tiffness
F undamental F requency
G ust Factor
S how Wind Dialog if Loads Change?
G enerate Roof Wind Loads?
C
0
0
0
.85
R igid
>1
.85
Yes
Yes
Number of S hear R egions
R egion S pacing Increment (in)
Biaxial C olumn Method
P arme Beta Factor (P CA)
C oncrete S tress Block
Use Cracked S ections?
Use Cracked S ections S lab?
Unused F orce Warning?
Min 1 Bar Diam. S pacing?
C oncrete R ebar S et
Min % S teel for C olumn
Max % S teel for C olumn
4
4
E xact Integration
.65
R ectangular
Yes
I cracked/E lastic
Yes
No
R E BAR _S E T_AS TMA615
1
8
S eismic C ode
AS C E 7-10
S eismic Base E levation (ft)
0
Ct X
.02
Ct Z
.02
T X (sec)
.229
T Z (sec)
.229
RX
5
RZ
5
C t E xp. X
.75
C t E xp. Z
.75
S D1
.394
S DS
.67
S1
.347
TL (sec)
16
R isk C at
I or II
Drift C at
O ther
Add Base W eight?
Yes
S how S eismic Dialog when Loads C hange? Yes
Use Gravity S elf Wt in Diaphragm Mass? Yes
Use Deck S elf Wt in Diaphragm Mass?
Yes
Use Lateral S elf Wt in Diaphragm Mass?
Yes
Om X
2.5
Om Z
2.5
Cd X
3.5
Cd Z
3.5
R ho X
1
R IS AF loor Version 12.0.3
[X:\...\...\...\...\...\working calcs\Kingsley ANG Corrosion C ontrol Hangar.rfl] P age 2
R ho Z
1
49 of 244
Company
Des igner
Job Number
Model Name
:
:
:
:
Mead & Hunt, Inc
G FR
3142200-121252.01
K ingsley ANG C orrosion Control Hangar
July 3, 2018
2:01 P M
Checked B y: JAL
Uniform A rea Loads
Label
1
2
3
4
5
6
Additive
O ffice
S torage
P ublic
Add P iping
R oof
S now
P reD L[ksf]
Yes
P ostDL [ksf]
LL [ksf]
LL Type
V L[ksf]
Dyn Load[ksf]
.01
.016
.01
.02
.01
.05
.125
.1
LL-R educe
LLS -Non
LL-Non
LL-Non
R LL-R educe
SL
.011
.011
.004
.011
.011
.01
.05
.01
.02
.01
Yes
.02
.02
C ombinations
1
2
3
4
5
6
7
8
9
10
11
12
13
Label S ol...Cat... Fac...C at... Fac...C at... Fac...C at... Fac...C at... Fact...Cat... Fact...Cat... Fact...Cat... Fact...Cat... Fact...Cat... Fact...
S ervice ... Yes DL 1
S ervice ... Yes DL 1
LL 1 LLS 1
S trength...Yes DL 1.4
S trength...Yes DL 1.2 LL 1.6 LLS 1.6
IBC 16-1...Y es DL P... 1.4
IBC 16-2...Y es DL P... 1.2 LL C... 1.6
IBC 16-1...Y es DL 1.4
IBC 16-2...Y es DL 1.2 LL 1.6 LLS 1.6 R LL .5
IBC 16-2...Y es DL 1.2 LL 1.6 LLS 1.6 S L .5 S LN .5
IBC 16-2...Y es DL 1.2 LL 1.6 LLS 1.6
IBC 16-3...Y es DL 1.2 R LL 1.6 LL .5 LLS 1
IBC 16-3...Y es DL 1.2 S L 1.6 S LN 1.6 LL .5 LLS 1
IBC 16-3...Y es DL 1.2 LL .5 LLS 1
B eam C ode S ummary for Hot Rolled : Roof F raming Plan 1
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
Label
S ize
M3
M4
M5
M7
M8
M11
M12
M13
M14
M15
M16
M17
M18
M19
M20
M21
M22
M23
M24
M25
M26
M35
M36
M37
M38
M28
W14x120
W12x26
W12x26
W12x26
W12x26
W12x26
W12x26
W12x26
W12x26
W12x26
W12x26
W12x26
W12x26
W12x26
W12x26
W12x26
W12x26
W12x26
W12x26
W12x26
W12x26
W12x26
W12x26
W12x26
W12x26
W14x30
E xplicit S tuds Camb...Material B endin... Loc[ft]
R IS AF loor Version 12.0.3
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
1.5
A992
A992
A992
A992
A992
A992
A992
A992
A992
A992
A992
A992
A992
A992
A992
A992
A992
A992
A992
A992
A992
A992
A992
A992
A992
A992
.621
.3
.3
.305
.305
.31
.313
.315
.315
.315
.31
.303
.303
.31
.313
.315
.315
.313
.311
.303
.303
.293
.293
.293
.293
.659
17.875
13.454
12.63
12.905
12.905
13.179
13.179
13.179
13.179
13.179
13.179
13.179
13.179
13.179
13.179
13.179
13.179
13.179
13.179
13.179
13.179
13.179
13.179
13.179
13.179
23
LC
Defl Check
Loc[ft]
11
11
11
11
11
11
11
11
11
11
11
11
11
11
11
11
11
11
11
11
11
11
11
11
11
11
.348
.384
.381
.392
.391
.386
.382
.379
.379
.382
.387
.383
.384
.383
.377
.373
.373
.377
.382
.384
.384
.372
.371
.37
.37
.811
39
13.454
13.454
12.905
12.905
13.179
13.179
13.179
13.179
13.179
13.179
13.179
13.179
13.179
13.179
13.179
13.179
13.179
13.179
13.179
13.179
13.179
13.179
13.179
13.179
23
Cat S hear ... Loc[ft]
DL +... .142 60.1...
DL +... .075 26.3...
DL +... .075
0
DL +... .077
0
DL +... .077 26.3...
DL +... .077
0
DL +... .077
0
DL +... .077 26.3...
DL +... .077 26.3...
DL +... .077
0
DL +... .077
0
DL +... .076
0
DL +... .076
0
DL +... .077
0
DL +... .077
0
DL +... .077
0
DL +... .077
0
DL +... .077
0
DL +... .077
0
DL +... .076
0
DL +... .076
0
DL +... .074
0
DL +... .074
0
DL +... .074
0
DL +... .074
0
DL +... .091
0
LC
6
11
11
11
11
11
11
11
11
11
11
11
11
11
11
11
11
11
11
11
11
11
11
11
11
11
[X:\...\...\...\...\...\working calcs\Kingsley ANG Corrosion C ontrol Hangar.rfl] P age 3
50 of 244
Company
Des igner
Job Number
Model Name
:
:
:
:
Mead & Hunt, Inc
G FR
3142200-121252.01
K ingsley ANG C orrosion Control Hangar
July 3, 2018
2:01 P M
Checked B y: JAL
B eam C ode S ummary for Hot Rolled : Roof F raming Plan 1 (C ontinued)
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
Label
S ize
M29
M30
M31
M32
M33
M34
M39
M40
M41
M42
M43
M44
M45
M46
M48
M49
M50
M51
W14x30
W14x30
W14x30
W14x30
W14x30
W14x30
W14x30
W14x30
W14x30
W14x30
W14x30
W14x30
W14x30
W14x30
W14x30
W14x30
W14x30
W14x30
E xplicit S tuds Camb...Material B endin... Loc[ft]
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
1.75
0
1.75
1.75
1.75
1.75
1.75
1.75
1.75
1.75
0
0
0
0
0
0
0
0
A992
A992
A992
A992
A992
A992
A992
A992
A992
A992
A992
A992
A992
A992
A992
A992
A992
A992
.73
.833
.725
.725
.735
.735
.735
.735
.735
.735
.84
.84
.841
.83
.528
.526
.837
.827
23
25.875
23
23
23
23
23
23
23
23
20.125
20.125
20.125
20.125
25.875
25.875
20.125
20.125
LC
Defl Check
Loc[ft]
11
11
11
11
11
11
11
11
11
11
11
11
11
11
11
11
12
11
.873
.147
.863
.863
.882
.882
.882
.882
.882
.882
.148
.148
.148
.144
.075
.074
.147
.146
23
11.5
23
23
23
23
23
23
23
23
34.5
34.5
34.5
34.5
36.896
36.896
34.5
34.5
LC
Defl Check
Loc[ft]
8
8
5
5
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
.467
.463
.024
.024
.422
.518
.336
.761
.356
.535
.535
.535
.535
.312
.312
.312
.312
.348
.684
.507
.384
.465
.341
.616
.616
.616
.616
.816
.816
.816
10.292
12.708
0
0
8.667
9
8.5
10.167
8.667
10.167
10.167
10.167
10.167
8.5
8.5
8.5
8.5
9
9
9
9
9
9
10.167
10.167
10.167
10.167
11.167
11.167
11.167
Cat S hear ... Loc[ft]
DL +... .101
0
DL +... .068 25.3...
DL +...
.1
0
DL +...
.1
0
DL +... .101
0
DL +... .101
0
DL +... .101
0
DL +... .101
0
DL +... .101
0
DL +... .101
0
DL +... .069 20.6...
DL +... .069 20.6...
DL +... .069 20.6...
DL +... .062 20.6...
DL +... .052 26.3...
DL +... .052 26.3...
DL +... .069 20.6...
DL +... .068 20.6...
LC
Cat S hear ... Loc[ft]
DL +... .223 20.5...
DL +... .285 25.4...
LC
11
11
11
11
11
11
11
11
11
11
11
11
11
11
11
11
12
11
B eam C ode S ummary for Hot Rolled : Mezzanine F loor
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
Label
S ize
M1
M2
M3
M4
M5
M6
M7
M8
M9
M10
M11
M12
M13
M14
M15
M16
M17
M18
M19
M20
M21
M22
M23
M24
M25
M26
M27
M28
M29
M30
W21x44
W24x68
W10x12
W10x12
W12x22
W12x22
W12x22
W10x22
W12x22
W12x22
W12x22
W12x22
W12x22
W12x22
W12x22
W12x22
W12x22
W12x22
W10x22
W10x22
W12x22
W12x22
W12x22
W12x22
W12x22
W12x22
W12x22
W12x22
W12x22
W12x22
E xplicit S tuds Camb...Material B endin... Loc[ft]
R IS AF loor Version 12.0.3
Yes
Yes
No
No
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
A992
A992
A992
A992
A992
A992
A992
A992
A992
A992
A992
A992
A992
A992
A992
A992
A992
A992
A992
A992
A992
A992
A992
A992
A992
A992
A992
A992
A992
A992
.793
.743
.002
.002
.539
.637
.437
.705
.455
.581
.581
.581
.581
.406
.406
.406
.406
.428
.718
.531
.471
.571
.419
.67
.67
.67
.67
.809
.809
.809
8.576
14.562
3
3
8.667
9
8.5
10.167
8.667
10.167
10.167
10.167
10.167
8.5
8.5
8.5
8.5
9
9
9
9
9
9
10.167
10.167
10.167
10.167
11.167
11.167
11.167
LL
LL
DL +...
DL +...
DL +...
DL +...
DL +...
DL +...
DL +...
DL +...
DL +...
DL +...
DL +...
DL +...
DL +...
DL +...
DL +...
DL +...
DL +...
DL +...
DL +...
DL +...
DL +...
DL +...
DL +...
DL +...
DL +...
DL +...
0
0
.142
.162
.118
.184
.12
.131
.131
.131
.131
.11
.11
.11
.11
.109
.212
.157
.12
.145
.107
.151
.151
.151
.151
.166
.166
.166
0
0
0
0
0
20.3...
0
20.3...
20.3...
20.3...
20.3...
0
0
0
0
0
0
0
0
0
0
20.3...
20.3...
20.3...
20.3...
0
0
0
8
8
5
5
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
[X:\...\...\...\...\...\working calcs\Kingsley ANG Corrosion C ontrol Hangar.rfl] P age 4
51 of 244
Company
Des igner
Job Number
Model Name
:
:
:
:
Mead & Hunt, Inc
G FR
3142200-121252.01
K ingsley ANG C orrosion Control Hangar
July 3, 2018
2:01 P M
Checked B y: JAL
B eam C ode S ummary for Hot Rolled : Mezzanine F loor (C ontinued)
31
32
33
34
35
36
37
38
39
40
Label
S ize
M31
M32
M33
M34
M35
M36
M37
M38
M39
M40
W12x22
W12x22
W12x22
W12x22
W12x22
W12x22
W12x22
W12x22
W12x22
W12x22
E xplicit S tuds Camb...Material B endin... Loc[ft]
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
0
0
0
0
0
0
0
0
0
0
A992
A992
A992
A992
A992
A992
A992
A992
A992
A992
.809
.487
.487
.487
.487
.723
.723
.723
.723
.497
LC
Defl Check
Loc[ft]
.816
.382
.382
.382
.382
.741
.741
.741
.741
.405
11.167
8.667
8.667
8.667
8.667
11.333
11.333
11.333
11.333
9
Cat S hear ... Loc[ft]
DL +... .166
0
DL +... .129
0
DL +... .129
0
DL +... .129
0
DL +... .129
0
DL +... .146
0
DL +... .146
0
DL +... .146
0
DL +... .146
0
DL +... .127
0
LC
8
8
8
8
8
8
8
8
8
8
Defl Check
Loc[ft]
Cat S hear ... Loc[ft]
LC
11.167
8.667
8.667
8.667
8.667
11.333
11.333
11.333
11.333
9
8
8
8
8
8
8
8
8
8
8
B eam C ode S ummary for Hot Rolled : Roof F raming Plan 2
Label
S ize
E xplicit S tuds Camb...Material B endin... Loc[ft]
LC
No Data to P rint ...
Wall Panel Mas onry C ode C hec ks for Wall Regions (TMS 402-16: Strength)
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
Wall Panel
Region
Des ign Rule
Axial U C
LC
P n*phi[k/ft]
WP 1
WP 3
WP 7
WP 10
WP 11
WP 12
WP 13
WP 14
WP 15
WP 17
WP 20
WP 19
WP 19A
WP 20A
WP 22A
WP 22B
WP 23A
WP 24
WP 25
WP 21
R1
R1
R1
R1
R1
R1
R1
R1
R1
R1
R1
R1
R1
R1
R1
R1
R1
R1
R1
R2
R3
R2
R3
R2
R3
R4
R2
R3
R4
R2
R3
R4
R2
R3
S W08
S W08
S W08
S W08
S W08
S W08
S W08
S W08
S W08
S W08
S W08
S W08
S W08
S W08
S W08
S W08
S W08
S W08
S W08
S W08
S W08
S W08
S W08
S W08
S W08
S W08
S W08
S W08
S W08
S W08
S W08
S W08
S W08
S W08
.046
.043
.043
.048
.052
.041
.068
.097
.074
.074
.036
.042
.063
.039
.042
.171
.141
.106
.129
.081
.021
.079
.021
.068
.019
.017
.075
.02
.019
.074
.03
.031
.056
.024
7
7
7
7
11
7
11
8
8
8
8
7
7
8
7
11
8
8
8
8
7
8
7
8
7
7
8
7
7
8
6
6
11
11
55.181
55.181
55.181
55.181
55.181
55.181
55.181
61.462
61.462
61.462
61.462
55.181
55.181
61.462
55.181
61.462
61.462
61.462
61.462
61.462
67.569
61.462
67.569
61.462
78.374
71.757
61.462
78.374
71.757
61.462
78.374
71.757
61.462
78.374
WP 22
WP 24A
WP 25A
WP 24B
WP 25B
R IS AF loor Version 12.0.3
[X:\...\...\...\...\...\working calcs\Kingsley ANG Corrosion C ontrol Hangar.rfl] P age 5
52 of 244
Company
Des igner
Job Number
Model Name
:
:
:
:
Mead & Hunt, Inc
G FR
3142200-121252.01
K ingsley ANG C orrosion Control Hangar
July 3, 2018
2:01 P M
Checked B y: JAL
Wall Panel Mas onry C ode C hec ks for Wall Regions (TMS 402-16: Strength) (C ontinued)
Wall Panel
35
36
37
38
39
40
41
42
43
WP 26
WP 27
WP 28
Region
Des ign Rule
Axial U C
LC
P n*phi[k/ft]
R4
R2
R3
R2
R3
R4
R2
R3
R4
S W08
S W08
S W08
S W08
S W08
S W08
S W08
S W08
S W08
.023
.054
.022
.081
.042
.043
.059
.024
.023
11
7
11
11
6
6
11
11
11
71.757
55.181
71.757
61.462
78.374
71.757
61.462
78.374
71.757
53 of 244
Y
Z
X
A
1
4
3
B
B.2
2
C
C.5
5
6.9
7
7.5
6.2
6
D
E
F
8
10
G
9
1
4
11
A
3
2
5
B
6.9
7
7.5
B.2
8
C
C.5
10
9
D
E
F
G
11
Mead & Hunt, Inc
GFR
3142200-121252.01
6.2
6
SK - 13
Kingsley ANG Corrosion Control Hangar
Lateral Shear Walls
July 3, 2018 at 2:03 PM
Kingsley ANG Corrosion Control Hangar.rfl
54 of 244
Y
Z
X
A
1
4
6.9
7
7.5
6.2
8
10
3
B
B.2
2
C
C.5
5
626.587k
D
E
G
15.806k
9
1
4
11
A
F
3
2
5
B
6.9
7
7.5
B.2
6.2
6
8
C
C.5
10
9
D
E
F
G
11
Loads: BLC 8, Wind Load X
Mead & Hunt, Inc
GFR
3142200-121252.01
SK - 14
Kingsley ANG Corrosion Control Hangar
Wind Load, x
July 3, 2018 at 2:04 PM
Kingsley ANG Corrosion Control Hangar.rfl
55 of 244
Y
Z
X
A
1
3
B
B.2
2
C
4
19.94k
C.5
5
6.9
7
7.5
6.2
6
E
G
9
1
4
11
A
F
11.854k
8
10
D
3
2
5
B
6.9
7
7.5
B.2
6.2
6
8
C
C.5
10
9
D
E
F
G
11
Loads: BLC 9, Partial X Wind Load 1
Mead & Hunt, Inc
GFR
3142200-121252.01
SK - 15
Kingsley ANG Corrosion Control Hangar
Wind Load, X minus Z Eccentricity
July 3, 2018 at 2:07 PM
Kingsley ANG Corrosion Control Hangar.rfl
56 of 244
Y
Z
X
A
1
4
3
B
B.2
2
C
C.5
5
8
10
6.2
6.9
7
7.5
19.94k
9
6
D
E
G
11.854k
1
4
11
A
F
3
2
5
B
6.9
7
7.5
B.2
6.2
6
8
C
C.5
10
9
D
E
F
G
11
Loads: BLC 10, Partial X Wind Load 2
Mead & Hunt, Inc
GFR
3142200-121252.01
SK - 16
Kingsley ANG Corrosion Control Hangar
Wind Load, X plus Z Eccentricity
July 3, 2018 at 2:08 PM
Kingsley ANG Corrosion Control Hangar.rfl
57 of 244
Y
Z
X
A
1
4
3
B
B.2
2
C
C.5
5
6.9
7
7.5
6.2
6
E
11.929k
G
9
1
4
11
A
F
25.815k
8
10
D
3
2
5
B
6.9
7
7.5
B.2
6.2
6
8
C
C.5
10
9
D
E
F
G
11
Loads: BLC 11, Wind Load Z
Mead & Hunt, Inc
GFR
3142200-121252.01
SK - 17
Kingsley ANG Corrosion Control Hangar
Wind Load, Z
July 3, 2018 at 2:41 PM
Kingsley ANG Corrosion Control Hangar.rfl
58 of 244
Y
Z
X
A
1
4
5
6.9
7
7.5
6.2
6
3
B
B.2
2
C
C.5
8.947k
D
E
19.361k
F
8
10
G
9
1
4
11
A
3
2
5
B
6.9
7
7.5
B.2
6.2
6
8
C
C.5
10
9
D
E
F
G
11
Loads: BLC 12, Partial Z Wind Load 1
Mead & Hunt, Inc
GFR
3142200-121252.01
SK - 18
Kingsley ANG Corrosion Control Hangar
Wind Load, Z minus X Eccentricity
July 3, 2018 at 2:42 PM
Kingsley ANG Corrosion Control Hangar.rfl
59 of 244
Y
Z
X
A
1
4
3
B
B.2
2
C
C.5
5
6.9
7
7.5
6.2
6
E
G
19.361k
9
1
4
11
A
F
8.947k
8
10
D
3
2
5
B
6.9
7
7.5
B.2
6.2
6
8
C
C.5
10
9
D
E
F
G
11
Loads: BLC 13, Partial Z Wind Load 2
Mead & Hunt, Inc
GFR
3142200-121252.01
SK - 19
Kingsley ANG Corrosion Control Hangar
Wind Load, Z plus X Eccentricity
July 3, 2018 at 2:43 PM
Kingsley ANG Corrosion Control Hangar.rfl
60 of 244
Y
Z
X
A
1
4
6.9
7
7.5
B.2
2
C
C.5
5
125.538k
6
6.2
8
10
3
B
D
E
G
74.054k
9
1
4
11
A
F
3
2
5
B
6.9
7
7.5
B.2
6.2
6
8
C
C.5
10
9
D
E
F
G
11
Loads: BLC 14, Earthquake Load X
Mead & Hunt, Inc
GFR
3142200-121252.01
SK - 20
Kingsley ANG Corrosion Control Hangar
Seismic Load, X
July 3, 2018 at 2:45 PM
Kingsley ANG Corrosion Control Hangar.rfl
61 of 244
Y
Z
X
A
1
4
3
B
B.2
2
C
C.5
5
6
125.538k
6.2
6.9
7
7.5
8
10
D
E
G
74.054k
9
1
4
11
A
F
3
2
5
B
6.9
7
7.5
B.2
6.2
6
8
C
C.5
10
9
D
E
F
G
11
Loads: BLC 15, Earthquake Load X Plus Z Eccentr
Mead & Hunt, Inc
GFR
3142200-121252.01
SK - 21
Kingsley ANG Corrosion Control Hangar
Seismic Load, X plus Z Eccentricity
July 3, 2018 at 2:46 PM
Kingsley ANG Corrosion Control Hangar.rfl
62 of 244
Y
Z
X
A
1
4
3
B
B.2
2
C
C.5
125.538k
5
6.9
7
7.5
6.2
8
10
6
D
E
74.054k
G
9
1
4
11
A
F
3
2
5
B
6.9
7
7.5
B.2
6.2
6
8
C
C.5
10
9
D
E
F
G
11
Loads: BLC 16, Earthquake Load X Minus Z Eccent
Mead & Hunt, Inc
GFR
3142200-121252.01
SK - 22
Kingsley ANG Corrosion Control Hangar
Seismic Load, X minus Z Eccentricity
July 3, 2018 at 2:47 PM
Kingsley ANG Corrosion Control Hangar.rfl
63 of 244
Y
Z
X
A
1
4
3
B.2
2
C
C.5
5
6.9
7
7.5
6.2
125.538k
6
D
E
8
10
B
G
74.054k
9
1
4
11
A
F
3
2
5
B
6.9
7
7.5
B.2
6.2
6
8
C
C.5
10
9
D
E
F
G
11
Loads: BLC 17, Earthquake Load Z
Mead & Hunt, Inc
GFR
3142200-121252.01
SK - 23
Kingsley ANG Corrosion Control Hangar
Seismic Load, Z
July 3, 2018 at 2:47 PM
Kingsley ANG Corrosion Control Hangar.rfl
64 of 244
Y
Z
X
A
1
4
3
B
B.2
2
C
C.5
5
6.9
7
7.5
6.2
6
125.538k
D
E
F
8
10
G
74.054k
9
1
4
11
A
3
2
5
B
6.9
7
7.5
B.2
6.2
6
8
C
C.5
10
9
D
E
F
G
11
Loads: BLC 18, Earthquake Load Z Plus X Eccentr
Mead & Hunt, Inc
GFR
3142200-121252.01
SK - 24
Kingsley ANG Corrosion Control Hangar
Seismic Load, Z plus X Eccentricity
July 3, 2018 at 2:48 PM
Kingsley ANG Corrosion Control Hangar.rfl
65 of 244
Y
Z
X
A
1
4
5
6.9
7
7.5
6.2
6
B.2
2
C
C.5
125.538k
D
E
8
10
3
B
74.054k
G
9
1
4
11
A
F
3
2
5
B
6.9
7
7.5
B.2
6.2
6
8
C
C.5
10
9
D
E
F
G
11
Loads: BLC 19, Earthquake Load Z Minus X Eccent
Mead & Hunt, Inc
GFR
3142200-121252.01
SK - 25
Kingsley ANG Corrosion Control Hangar
Seismic Load, Z minus X Eccentricity
July 3, 2018 at 2:49 PM
Kingsley ANG Corrosion Control Hangar.rfl
66 of 244
Company
Des igner
Job Number
Model Name
:
:
:
:
Mead & Hunt, Inc
G FR
3142200-121252.01
K ingsley ANG C orrosion Control Hangar
July 3, 2018
2:52 P M
Checked B y: JAL
(Global) Model Settings
Display S ections for Member Calcs
Max Internal S ections for Member C alcs
Include S hear Deformation?
Increase Nailing C apacity for Wind?
Include W arping?
Trans Load Btwn Intersecting Wood Wall?
Area Load Mesh (in^2)
Merge Tolerance (in)
P -Delta Analysis Tolerance
Include P -Delta for Walls?
Automatically Iterate S tiffness for Walls?
Max Iterations for Wall S tiffness
G ravity Acceleration (ft/sec^2)
Wall Mesh S ize (in)
E igensolution C onvergence Tol. (1.E -)
Vertical Axis
G lobal Member Orientation P lane
S tatic S olver
Dynamic S olver
5
97
Yes
Yes
Yes
Yes
144
.12
0.50%
Yes
Yes
3
32.2
24
4
Y
XZ
S parse Acc elerated
Accelerated S olver
Hot R olled S teel C ode
Adjust S tiffness?
R IS AC onnection Code
C old F ormed S teel C ode
Wood Code
Wood Temperature
C oncrete C ode
Masonry C ode
Aluminum C ode
AIS C 14th(360-10): LR FD
Yes(Iterative)
AIS C 14th(360-10): LR FD
AIS I S 100-12: AS D
AWC NDS -12: AS D
< 100F
AC I 318-14
TMS 402-16: S trength
AA ADM 1-10: A S D - Building
AIS C 14th(360-10): LR FD
Number of S hear R egions
R egion S pacing Increment (in)
Biaxial C olumn Method
P arme Beta Factor (P CA)
C oncrete S tress Block
Use Cracked S ections?
Use Cracked S ections S lab?
Bad Framing Warnings?
Unused F orce Warnings?
Min 1 Bar Diam. S pacing?
C oncrete R ebar S et
Min % S teel for C olumn
Max % S teel for C olumn
4
4
E xact Integration
.65
R ectangular
Yes
Yes
No
Yes
No
R E BAR _S E T_AS TMA615
1
8
R IS A-3D Version 16.0.3
[X:\...\...\...\...\...\working calcs\Kingsley ANG Corrosion C ontrol Hangar.rfl]
P age 1
67 of 244
Company
Des igner
Job Number
Model Name
:
:
:
:
Mead & Hunt, Inc
G FR
3142200-121252.01
K ingsley ANG C orrosion Control Hangar
July 3, 2018
2:52 P M
Checked B y: JAL
(Global) Model Settings , C ontinued
S eismic C ode
S eismic Base E levation (ft)
Add Base W eight?
Ct X
Ct Z
T X (sec)
T Z (sec)
RX
RZ
C t E xp. X
C t E xp. Z
S D1
S DS
S1
TL (sec)
R isk C at
Drift C at
Use Gravity S elf Wt in Diaphragm Mass?
Use Deck S elf Wt in Diaphragm Mass?
Use Lateral S elf Wt in Diaphragm Mass?
Om Z
Om X
Cd Z
Cd X
R ho Z
R ho X
AS C E 7-10
0
Yes
.02
.02
.229
.229
5
5
.75
.75
.394
.67
.347
16
I or II
O ther
Yes
Yes
Yes
2.5
2.5
3.5
3.5
1
1
F ooting Overturning S afety F actor
O ptimize for OTM/S liding
C heck Concrete Bearing
F ooting C oncrete Weight (k/ft^3)
F ooting C oncrete f'c (ksi)
F ooting C oncrete E c (ksi)
Lambda
F ooting S teel fy (ksi)
Minimum S teel
Maximum S teel
F ooting Top Bar
F ooting Top Bar C over (in)
F ooting Bottom Bar
F ooting Bottom Bar C over (in)
P edestal Bar
P edestal Bar Cover (in)
P edestal Ties
1
No
No
.145
4
3644
1
60
0.0018
0.0075
#6
1.5
#6
3
#6
1.5
#4
B as ic Load C ases
1
2
3
4
B LC Description
Category
X GravityY GravityZ G ravity
Dead Load
Live Load
DL
LL
LLS
R LL
-1
Live Load Specia...
Roof L ive Load
R IS A-3D Version 16.0.3
Joint
P oint
Distributed
153
105
60
86
18
87
Area(M...S urface(Pla...
[X:\...\...\...\...\...\working calcs\Kingsley ANG Corrosion C ontrol Hangar.rfl]
P age 2
68 of 244
Company
Des igner
Job Number
Model Name
:
:
:
:
Mead & Hunt, Inc
G FR
3142200-121252.01
K ingsley ANG C orrosion Control Hangar
July 3, 2018
2:52 P M
Checked B y: JAL
B as ic Load C ases (C ontinued)
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
B LC Description
Category
S now Load
SL
S LN
RL
WLX
WLXP 1
WLXP 2
WLZ
WLZP 1
WLZP 2
E LX
E LX+Z
E LX-Z
E LZ
E LZ+X
E LZ-X
O L1
O L2
O L3
O L4
WLX+R
WLX-R
WLZ+R
WLZ-R
S now L oad Nons...
R ain Load
Wind Load X
P artial X Wind L ...
P artial X Wind L ...
Wind Load Z
P artial Z W ind L...
P artial Z W ind L...
E arthquake L oad...
E arthquake L oad...
E arthquake L oad...
E arthquake L oad...
E arthquake L oad...
E arthquake L oad...
O ther
O ther
O ther
O ther
Load 1
Load 2
Load 3
Load 4
Wind L oad
Wind L oad
Wind L oad
Wind L oad
Roof ...
Roof ...
Roof ...
Roof ...
X GravityY GravityZ G ravity
Joint
P oint
Distributed
25
27
Area(M...S urface(Pla...
2
2
2
2
2
2
2
2
2
2
2
2
2
2
Load C ombinations
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
Des cription
Deflection 1
Deflection 2
Deflection 3
S o...P De...S R...
Y es Y
Y es Y
Y es Y
IB C 16-1 Y es Y
IBC 16-2 (a) Y es Y
IBC 16-2 (b) Y es Y
IBC 16-2 (c) Y es Y
IBC 16-3 (a) Y es Y
IBC 16-3 (c) Y es Y
IBC 16-3 (b) Y es Y
IBC 16-3 (d) Y es Y
IBC 16-3 (f) Y es Y
IBC 16-4 (a) Y es Y
IBC 16-4 (b) Y es Y
IBC 16-4 (c) Y es Y
IB C 16-6 Y es Y
IBC 16-5 (a) Y es Y
IBC 16-5 (b) Y es Y
IBC 16-7 (a) Y es Y
IBC 16-7 (b) Y es Y
IBC 16-3 (...Y es Y
IBC 16-3 (...Y es Y
IBC 16-3 (...Y es Y
IBC 16-3 (...Y es Y
R IS A-3D Version 16.0.3
B LC Fac... B LC
DL
LL
DL
DL
DL
DL
DL
DL
DL
DL
DL
DL
DL
DL
DL
DL
DL
DL
DL
DL
DL
DL
DL
DL
1
1
1
1.4
1.2
1.2
1.2
1.2
1.2
1.2
1.2
1.2
1.2
1.2
1.2
.9
1.2
1.2
.9
.9
1.2
1.2
1.2
1.2
Fac... B LC Fac...B LC Fac...B LC Fac...B LC Fac...B LC Fac...B LC Fac...B LC Fac...B LC Fac...
LL
1
LL
LL
LL
R LL
SL
R LL
SL
WL
WL
WL
WL
WL
EL
EL
EL
EL
R LL
R LL
SL
SL
1.6
1.6
1.6
1.6
1.6
1.6
1.6
.5
1
1
1
1
1
-1
1
-1
1.6
1.6
1.6
1.6
LLS
LLS
LLS
LL
S LN
WL
S LN
1.6
1.6
1.6
.5
1.6
.5
1.6
RL L .5
S L .5 S LN .5
LL S
1
LL .5 LL S 1
WL
.5
LL
LL
LL
.5 LL S 1 RL L .5
.5 LL S 1 S L .5 S LN .5
.5 LL S 1
LL
LL
.5 LL S 1 S L .2 S LN .7
.5 LL S 1 S L .2 S LN .7
WL
WL
S LN
S LN
.5
-.5
1.6 WL .5
1.6 WL -.5
[X:\...\...\...\...\...\working calcs\Kingsley ANG Corrosion C ontrol Hangar.rfl]
P age 3
69 of 244
Company
Des igner
Job Number
Model Name
:
:
:
:
Mead & Hunt, Inc
G FR
3142200-121252.01
K ingsley ANG C orrosion Control Hangar
July 3, 2018
2:52 P M
Checked B y: JAL
Load C ombinations (C ontinued)
25
26
27
28
29
30
31
32
33
34
Des cription S o...P De...S R...
IBC 16-3 (...Y es Y
IBC 16-3 (...Y es Y
IBC 16-4 (...Y es Y
IBC 16-4 (...Y es Y
IBC 16-4 (...Y es Y
IBC 16-4 (...Y es Y
IBC 16-4 (...Y es Y
IBC 16-4 (...Y es Y
IBC 16-6 (a) Y es Y
IBC 16-6 (b) Y es Y
B LC Fac... B LC
DL
DL
DL
DL
DL
DL
DL
DL
DL
DL
1.2
1.2
1.2
1.2
1.2
1.2
1.2
1.2
.9
.9
WL
WL
WL
WL
WL
WL
WL
WL
WL
WL
Fac... B LC Fac...B LC Fac...B LC Fac...B LC Fac...B LC Fac...B LC Fac...B LC Fac...B LC Fac...
.5
-.5
1
-1
1
-1
1
-1
1
-1
LL
LL
LL
LL
LL
LL
.5
.5
.5
.5
.5
.5
LL S
LL S
LL S
LL S
LL S
LL S
1
1
1
1
1
1
RL L .5
RL L .5
S L .5 S LN .5
S L .5 S LN .5
Mas onry Wall Panel In P lane Parameters
1
2
Label
V ert B ar S ize
Typical
S W08
#5
#5
B ars P er Cell Min Bound Zon...Max B ound Zon... Horz Bar S ize
1
1
8
8
40
40
#5
#5
1.5x S hear Inc
Transfer Load
Yes
Yes
Mas onry Wall Panel Out of Plane Parameters
1
2
Label
B ar S ize
Typical
S W08
#5
#5
B ar S pace Min B ar S pace Max B ar P lacement
8"
8"
16"
16"
C enter
C enter
Cover[in]
Min
Min
Mortar T ype Cement Type Transfer Load
Type M or S P ortland, L im...
Type M or S P ortland, L im...
Wall Panel TMS 402-16: Strength Mas onry C ode C hec ks for Wall Regions (In Plane)
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
Wall Pa... Region Des ign ... Axial U C
LC
B ending UC
LC
S hear UC
LC
WP 1
WP 3
WP 7
WP 10
WP 11
WP 12
WP 13
WP 14
WP 15
WP 17
WP 20
WP 19
4
4
4
4
4
8
10
5
5
5
5
4
22
5
4
8
5
5
5
5
4
5
4
5
.012
.046
.05
.035
.032
.007
.026
.045
.072
.024
.056
.013
.009
.043
.025
.713
.448
.447
.459
.04
.033
.067
.039
.086
9
5
5
8
10
4
8
6
10
5
5
10
8
7
6
10
10
10
10
6
4
6
4
7
0
.008
.007
.009
.004
0
.005
.023
.102
.007
.015
0
0
.012
.014
.717
.207
.158
.195
.029
.017
.031
.016
.02
N/A
8
5
8
8
4
8
5
10
5
5
4
N/A
7
8
8
8
8
10
5
5
6
5
7
WP 19A
WP 20A
WP 22A
WP 22B
WP 23A
WP 24
WP 25
WP 21
WP 22
WP 24A
R1
R1
R1
R1
R1
R1
R1
R1
R1
R1
R1
R1
R1
R1
R1
R1
R1
R1
R1
R2
R3
R2
R3
R2
S W08
S W08
S W08
S W08
S W08
S W08
S W08
S W08
S W08
S W08
S W08
S W08
S W08
S W08
S W08
S W08
S W08
S W08
S W08
S W08
S W08
S W08
S W08
S W08
R IS A-3D Version 16.0.3
.051
.05
.047
.053
.054
.063
.07
.095
.12
.077
.058
.05
.068
.052
.051
.193
.124
.107
.106
.082
.022
.076
.022
.065
P n*phi[k] Mn*phi[k-ft] V n*phi[k]
3356.071 2872.7
2544.716 2169.414
2544.716 1978.284
885.119 568.576
885.119 576.969
516.317 274.371
2470.952 3507.323
1314.499 1467.257
328.623 97.165
2628.998 3380.563
1109.11 747.306
2544.716 3127.869
3614.233 5898.863
1109.11 498.805
2544.716 1712.656
287.549 155.481
1232.345 969.899
1602.048 1361.162
1232.345 923.479
1602.048 1746.981
1761.229 575.905
1602.048 1457.9
1761.229 577.134
1602.048 1333.611
[X:\...\...\...\...\...\working calcs\Kingsley ANG Corrosion C ontrol Hangar.rfl]
0
418.901
382.732
111.054
110.773
65.972
319.578
203.744
57.36
364.359
167.935
483.364
0
146.157
531.254
44.355
192.331
218.242
179.47
293.992
282.272
280.353
300.257
186.387
P age 4
70 of 244
Company
Des igner
Job Number
Model Name
:
:
:
:
Mead & Hunt, Inc
G FR
3142200-121252.01
K ingsley ANG C orrosion Control Hangar
July 3, 2018
2:52 P M
Checked B y: JAL
Wall Panel TMS 402-16: Strength Mas onry C ode C hec ks for Wall Regions (In Plane) (C ontinued)
Wall Pa... Region Des ign ... Axial U C
25
26
27 WP 25A
28
29
30 WP 24B
31
32
33 WP 25B
34
35
36 WP 26
37
38 WP 27
39
40
41 WP 28
42
43
R3
R4
R2
R3
R4
R2
R3
R4
R2
R3
R4
R2
R3
R2
R3
R4
R2
R3
R4
S W08
S W08
S W08
S W08
S W08
S W08
S W08
S W08
S W08
S W08
S W08
S W08
S W08
S W08
S W08
S W08
S W08
S W08
S W08
.02
.019
.067
.022
.021
.074
.034
.034
.058
.025
.024
.066
.026
.084
.046
.048
.058
.024
.023
LC
B ending UC
LC
S hear UC
LC
4
4
5
4
10
5
22
22
5
8
8
8
8
8
22
22
8
8
8
.037
.037
.032
.023
.027
.062
.017
.034
.03
.015
.038
.038
.105
.009
.013
.015
.028
.021
.022
9
4
6
6
10
7
9
9
7
10
10
10
8
8
5
8
10
10
10
.02
.014
.026
.019
.015
.013
.003
.002
.025
.009
.008
.075
.05
.012
.004
.005
.031
.01
.008
7
7
6
6
6
5
10
6
5
10
6
8
8
5
5
8
8
10
8
P n*phi[k] Mn*phi[k-ft] V n*phi[k]
2042.861 847.789
1870.383 573.572
1602.048 1370.721
2042.861 771.852
1870.383 636.565
3738.109 6133.958
4766.671 3889.924
4364.222 2892.997
1068.036 729.377
1361.913 495.432
1246.927 414.579
258.161 100.149
335.712 79.164
3738.109 7614.596
4766.671 5270.932
4364.222 5474.208
1068.036 599.201
1361.913 489.77
1246.927 407.855
277.275
276.668
302.255
289.971
279.171
428.15
492.618
626.644
197.673
188.169
198.571
50.991
54.479
690.504
559.765
605.213
205.408
176.737
173.452
Wall Panel TMS 402-16: Strength Mas onry C ode C hec ks for Wall Regions (Out of Plane)
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
Wall Panel
Region
Des ign Rule
Axial U C
LC
B ending UC
LC
P n*phi[k-ft]
Mn*phi[k-ft]
WP 1
WP 3
WP 7
WP 10
WP 11
WP 12
WP 13
WP 14
WP 15
WP 17
WP 20
WP 19
WP 19A
WP 20A
WP 22A
WP 22B
WP 23A
WP 24
WP 25
WP 21
R1
R1
R1
R1
R1
R1
R1
R1
R1
R1
R1
R1
R1
R1
R1
R1
R1
R1
R1
R2
R3
R2
R3
R2
R3
R4
R2
R3
S W08
S W08
S W08
S W08
S W08
S W08
S W08
S W08
S W08
S W08
S W08
S W08
S W08
S W08
S W08
S W08
S W08
S W08
S W08
S W08
S W08
S W08
S W08
S W08
S W08
S W08
S W08
S W08
.089
.083
.03
.094
.095
.07
.123
.165
.118
.147
.08
.076
.118
.095
.085
.356
.272
.232
.226
.147
.045
.13
.052
.1
.052
.038
.108
.062
4
8
8
8
8
8
8
8
8
5
8
8
4
5
8
5
5
5
5
5
5
5
8
9
9
10
8
8
0
.002
0
.002
.002
.004
0
.004
.01
.002
.002
.002
0
.002
.002
.005
.002
0
0
.003
.004
.003
.003
.002
.003
.001
.002
.002
4
8
8
8
8
8
8
8
8
5
8
8
4
5
8
5
5
5
5
5
5
5
8
9
9
10
8
8
27.45
27.45
27.45
27.45
27.45
27.45
27.45
27.45
27.45
27.45
27.45
27.45
27.45
27.45
27.45
27.45
27.45
27.45
27.45
27.45
27.45
27.45
27.45
27.45
27.45
27.45
27.45
27.45
4.029
3.715
3.839
3.804
3.852
3.914
4.096
4.287
4.262
4.389
3.987
3.967
4.205
4.071
3.716
5.364
5.05
4.747
4.804
4.357
3.563
4.261
3.588
4.079
3.714
3.707
4.129
3.777
WP 22
WP 24A
WP 25A
R IS A-3D Version 16.0.3
[X:\...\...\...\...\...\working calcs\Kingsley ANG Corrosion C ontrol Hangar.rfl]
P age 5
71 of 244
Company
Des igner
Job Number
Model Name
:
:
:
:
Mead & Hunt, Inc
G FR
3142200-121252.01
K ingsley ANG C orrosion Control Hangar
July 3, 2018
2:52 P M
Checked B y: JAL
Wall Panel TMS 402-16: Strength Mas onry C ode C hec ks for Wall Regions (Out of Plane) (C ontinued)
Wall Panel
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
WP 24B
WP 25B
WP 26
WP 27
WP 28
Region
Des ign Rule
Axial U C
LC
B ending UC
LC
P n*phi[k-ft]
Mn*phi[k-ft]
R4
R2
R3
R4
R2
R3
R4
R2
R3
R2
R3
R4
R2
R3
R4
S W08
S W08
S W08
S W08
S W08
S W08
S W08
S W08
S W08
S W08
S W08
S W08
S W08
S W08
S W08
.055
.137
.096
.066
.074
.07
.049
.075
.045
.155
.131
.092
.102
.069
.046
10
5
10
6
10
10
8
8
10
5
10
5
5
10
8
.001
.003
.001
0
.003
.003
.001
.003
.002
0
0
0
.002
0
.001
10
5
10
6
10
10
8
8
10
5
10
5
5
10
8
27.45
27.45
27.45
27.45
27.45
27.45
27.45
27.45
27.45
27.45
27.45
27.45
27.45
27.45
27.45
3.619
4.315
3.997
3.711
3.92
3.834
3.692
3.953
3.669
4.414
4.213
4.044
4.104
3.824
3.755
R IS A-3D Version 16.0.3
[X:\...\...\...\...\...\working calcs\Kingsley ANG Corrosion C ontrol Hangar.rfl]
P age 6
72 of 244
Z
X
1
4
3
A
B
B.2
2
C
C.5
5
6.9
7
7.5
6.2
6
D
E
F
8
10
G
9
1
4
11
A
3
2
5
B
6.9
7
7.5
B.2
8
C
C.5
10
9
D
E
F
G
11
Mead & Hunt, Inc
GFR
3142200-121252.01
6.2
6
SK - 26
Kingsley ANG Corrosion Control Hangar
Foundations
July 3, 2018 at 2:59 PM
Kingsley ANG Corrosion Control Hangar.rfl
CENTER FOOTING
Company
: Mead & Hunt, Inc
Designer
: GFR
Job Number : 3142200-121252.01
73 of 244
July 3, 2018
Checked By:_____
Footing 1 - FLR_2_N44
Sketch
3.5 ft
3.5 ft
A
x
B
24 in
z
8 ft
12 in
12 in
D
D
C
C
8 ft
Details
B
8 ft
1.5 in
#5@7 in
z
D
24 in
x
1.5 in
A
Footing Elevation
C
#5@7 in
D
C
8 ft
2
(14 #5)
2
(14 #5)
x Dir. Steel: 4.3 in
z Dir. Steel: 4.3 in
Bottom Rebar Plan
RISAFoundation Version 10.0.3
USE (8) #5 TOP AND BOTTOM,
EACH WAY
[\...\...\...\...\...\...\...\...\...\...\Kingsley ANG Corrosion Control Hangar.rfl]
Page 1
CENTER FOOTING
Company
: Mead & Hunt, Inc
Designer
: GFR
Job Number : 3142200-121252.01
74 of 244
July 3, 2018
Checked By:_____
Footing 1 - FLR_2_N44
12 in
B
0#6
8 ft
1.5 in
12 in
A
Pedestal Rebar Plan
D
C
8 ft
2
(0 #5)
2
(0 #5)
x Dir. Steel: 0 in
z Dir. Steel: 0 in
Top Rebar Plan
Geometry, Materials and Criteria
Length
Width
Thickness
Height
Rot. Angle
: 8 ft
: 8 ft
: 24 in
: 0 in
: 0 deg
eX
eZ
pX
pZ
: 0 in
: 0 in
: 12 in
: 12 in
Footing Top Bar Cover
: 1.5 in
Footing Bottom Bar Cover
: 1.5 in
Pedestal Longitudinal Bar Cover : 1.5 in
Gross Allow. Bearing
Concrete Weight
Concrete f'c
Design Code
: 2 ksf (gross)
: .145 k/ft^3
: 3 ksi
: ACI 318-14
Overturning / Sliding SF
Coefficient of Friction
Passive Resistance of Soil
Steel fy
: 60 ksi
Minimum Steel : .0018
Maximum Steel : .0075
:1
: 0.3
:0 k
Phi for Flexure : 0.9
Phi for Shear
: 0.75
Phi for Bearing : 0.65
Loads
DL
LLS
P (k)
35.332
56.588
+P
Vx (k)
Vz (k)
+Vx
A
Mx (k-ft)
Mz (k-ft)
+Mx
+Mz
+Vz
D
D
C
D
C
A
Overburden (ksf)
0
+Over
D
Soil Bearing
Description
Service
Categories and Factors
1DL+1LL+1HL
RISAFoundation Version 10.0.3
Gross Allow.(ksf) Max Bearing (ksf)
2
.842 (A)
Max/Allowable Ratio
.421
[\...\...\...\...\...\...\...\...\...\...\Kingsley ANG Corrosion Control Hangar.rfl]
Page 2
CENTER FOOTING
Company
: Mead & Hunt, Inc
Designer
: GFR
Job Number : 3142200-121252.01
A
B
D
C
75 of 244
July 3, 2018
Footing 1 - FLR_2_N44
Checked By:_____
1DL+1LL+1HL
QA: .842 ksf
QB: .842 ksf
QC: .842 ksf
QD: .842 ksf
NAZ: -1 in
NAX: -1 in
RISAFoundation Version 10.0.3
[\...\...\...\...\...\...\...\...\...\...\Kingsley ANG Corrosion Control Hangar.rfl]
Page 3
76 of 244
CENTER FOOTING
Company
: Mead & Hunt, Inc
Designer
: GFR
Job Number : 3142200-121252.01
July 3, 2018
Checked By:_____
Footing 1 - FLR_2_N44
Footing Flexure Design (Bottom Bars)
As-min x-dir (Top Flexure):
As-min z-dir (Top Flexure):
As-min x-dir (Bot Flexure) :
As-min z-dir (Bot Flexure) :
As-min x-dir (T & S) : 4.147 in^2
As-min z-dir (T & S) : 4.147 in^2
4.147 in^2
4.147 in^2
4.147 in^2
4.147 in^2
Description Categories and Factors
Strength
1.2DL+1.6LL+1.6HL
IBC 16-1
1.4DL
IBC 16-2 (a.. 1.2DL+1.6LL+1.6LL..
IBC 16-2 (b.. 1.2DL+1.6LL+1.6LL..
IBC 16-2 (c.. 1.2DL+1.6LL+1.6LL..
IBC 16-3 (a.. 1.2DL+1.6RLL+1.6H..
IBC 16-3 (b.. 1.2DL+1.6RLL+1.6H..
IBC 16-3 (b.. 1.2DL+1.6RLL+1.6H..
IBC 16-3 (b.. 1.2DL+1.6RLL+1.6H..
IBC 16-3 (b.. 1.2DL+1.6RLL+1.6H..
IBC 16-3 (b.. 1.2DL+1.6RLL+1.6H..
IBC 16-3 (b.. 1.2DL+1.6RLL+1.6H..
IBC 16-3 (b.. 1.2DL+1.6RLL+1.6H..
IBC 16-3 (b.. 1.2DL+1.6RLL+1.6H..
IBC 16-3 (b.. 1.2DL+1.6RLL+1.6H..
IBC 16-3 (b.. 1.2DL+1.6RLL+1.6H..
IBC 16-3 (b.. 1.2DL+1.6RLL+1.6H..
IBC 16-3 (b.. 1.2DL+1.6RLL+1.6H..
IBC 16-3 (c.. 1.2DL+1.6SL+1.6SL..
IBC 16-3 (d.. 1.2DL+1.6SL+1.6SL..
IBC 16-3 (d.. 1.2DL+1.6SL+1.6SL..
IBC 16-3 (d.. 1.2DL+1.6SL+1.6SL..
IBC 16-3 (d.. 1.2DL+1.6SL+1.6SL..
IBC 16-3 (d.. 1.2DL+1.6SL+1.6SL..
IBC 16-3 (d.. 1.2DL+1.6SL+1.6SL..
IBC 16-3 (d.. 1.2DL+1.6SL+1.6SL..
IBC 16-3 (d.. 1.2DL+1.6SL+1.6SL..
IBC 16-3 (d.. 1.2DL+1.6SL+1.6SL..
IBC 16-3 (d.. 1.2DL+1.6SL+1.6SL..
IBC 16-3 (d.. 1.2DL+1.6SL+1.6SL..
IBC 16-3 (d.. 1.2DL+1.6SL+1.6SL..
IBC 16-3 (e.. 1.2DL+1.6RL+1.6HL..
IBC 16-3 (f.. 1.2DL+1.6RL+1.6HL..
IBC 16-3 (f.. 1.2DL+1.6RL+1.6HL..
IBC 16-3 (f.. 1.2DL+1.6RL+1.6HL..
IBC 16-3 (f.. 1.2DL+1.6RL+1.6HL..
IBC 16-3 (f.. 1.2DL+1.6RL+1.6HL..
IBC 16-3 (f.. 1.2DL+1.6RL+1.6HL..
IBC 16-3 (f.. 1.2DL+1.6RL+1.6HL..
IBC 16-3 (f.. 1.2DL+1.6RL+1.6HL..
IBC 16-3 (f.. 1.2DL+1.6RL+1.6HL..
IBC 16-3 (f.. 1.2DL+1.6RL+1.6HL..
IBC 16-3 (f.. 1.2DL+1.6RL+1.6HL..
IBC 16-3 (f.. 1.2DL+1.6RL+1.6HL..
IBC 16-4 (a.. 1.2DL+1WLX+.5LL+..
IBC 16-4 (a.. 1.2DL+1WLXP1+.5L..
IBC 16-4 (a.. 1.2DL+1WLXP2+.5L..
Mu-xx
UC Max
.07867
.09178
.24666
.24666
.24666
.18367
.07867
.07867
.07867
.07867
.07867
.07867
.07867
.07867
.07867
.07867
.07867
.07867
.18367
.07867
.07867
.07867
.07867
.07867
.07867
.07867
.07867
.07867
.07867
.07867
.07867
.18367
.07867
.07867
.07867
.07867
.07867
.07867
.07867
.07867
.07867
.07867
.07867
.07867
.18367
.18367
.18367
RISAFoundation Version 10.0.3
Mu-xx
(k-ft)
32.46
37.87
101.78
101.78
101.78
75.79
32.46
32.46
32.46
32.46
32.46
32.46
32.46
32.46
32.46
32.46
32.46
32.46
75.79
32.46
32.46
32.46
32.46
32.46
32.46
32.46
32.46
32.46
32.46
32.46
32.46
75.79
32.46
32.46
32.46
32.46
32.46
32.46
32.46
32.46
32.46
32.46
32.46
32.46
75.79
75.79
75.79
z-Dir As z-Dir As
Required Provided
(in^2)
(in^2)
.33
4.295
.386
4.295
1.04
4.295
1.04
4.295
1.04
4.295
.773
4.295
.33
4.295
.33
4.295
.33
4.295
.33
4.295
.33
4.295
.33
4.295
.33
4.295
.33
4.295
.33
4.295
.33
4.295
.33
4.295
.33
4.295
.773
4.295
.33
4.295
.33
4.295
.33
4.295
.33
4.295
.33
4.295
.33
4.295
.33
4.295
.33
4.295
.33
4.295
.33
4.295
.33
4.295
.33
4.295
.773
4.295
.33
4.295
.33
4.295
.33
4.295
.33
4.295
.33
4.295
.33
4.295
.33
4.295
.33
4.295
.33
4.295
.33
4.295
.33
4.295
.33
4.295
.773
4.295
.773
4.295
.773
4.295
Mu-zz
UC Max
.07867
.09178
.24666
.24666
.24666
.18367
.07867
.07867
.07867
.07867
.07867
.07867
.07867
.07867
.07867
.07867
.07867
.07867
.18367
.07867
.07867
.07867
.07867
.07867
.07867
.07867
.07867
.07867
.07867
.07867
.07867
.18367
.07867
.07867
.07867
.07867
.07867
.07867
.07867
.07867
.07867
.07867
.07867
.07867
.18367
.18367
.18367
Mu-zz
(k-ft)
32.46
37.87
101.78
101.78
101.78
75.79
32.46
32.46
32.46
32.46
32.46
32.46
32.46
32.46
32.46
32.46
32.46
32.46
75.79
32.46
32.46
32.46
32.46
32.46
32.46
32.46
32.46
32.46
32.46
32.46
32.46
75.79
32.46
32.46
32.46
32.46
32.46
32.46
32.46
32.46
32.46
32.46
32.46
32.46
75.79
75.79
75.79
x-Dir As x-Dir As
Required Provided
(in^2)
(in^2)
.33
4.295
.386
4.295
1.04
4.295
1.04
4.295
1.04
4.295
.773
4.295
.33
4.295
.33
4.295
.33
4.295
.33
4.295
.33
4.295
.33
4.295
.33
4.295
.33
4.295
.33
4.295
.33
4.295
.33
4.295
.33
4.295
.773
4.295
.33
4.295
.33
4.295
.33
4.295
.33
4.295
.33
4.295
.33
4.295
.33
4.295
.33
4.295
.33
4.295
.33
4.295
.33
4.295
.33
4.295
.773
4.295
.33
4.295
.33
4.295
.33
4.295
.33
4.295
.33
4.295
.33
4.295
.33
4.295
.33
4.295
.33
4.295
.33
4.295
.33
4.295
.33
4.295
.773
4.295
.773
4.295
.773
4.295
[\...\...\...\...\...\...\...\...\...\...\Kingsley ANG Corrosion Control Hangar.rfl]
Page 4
CENTER FOOTING
Company
: Mead & Hunt, Inc
Designer
: GFR
Job Number : 3142200-121252.01
IBC 16-4 (a..
IBC 16-4 (a..
IBC 16-4 (a..
IBC 16-4 (a..
IBC 16-4 (a..
IBC 16-4 (a..
IBC 16-4 (a..
IBC 16-4 (a..
IBC 16-4 (a..
IBC 16-4 (b..
IBC 16-4 (b..
IBC 16-4 (b..
IBC 16-4 (b..
IBC 16-4 (b..
IBC 16-4 (b..
IBC 16-4 (b..
IBC 16-4 (b..
IBC 16-4 (b..
IBC 16-4 (b..
IBC 16-4 (b..
IBC 16-4 (b..
IBC 16-4 (c..
IBC 16-4 (c..
IBC 16-4 (c..
IBC 16-4 (c..
IBC 16-4 (c..
IBC 16-4 (c..
IBC 16-4 (c..
IBC 16-4 (c..
IBC 16-4 (c..
IBC 16-4 (c..
IBC 16-4 (c..
IBC 16-4 (c..
IBC 16-5 (a..
IBC 16-5 (b..
IBC 16-5 (c..
IBC 16-5 (d..
IBC 16-5 (e..
IBC 16-5 (f..
IBC 16-5 (g..
IBC 16-5 (h..
IBC 16-5 (i..
IBC 16-5 (j..
IBC 16-5 (k..
IBC 16-5 (l..
IBC 16-6 (a..
IBC 16-6 (a..
IBC 16-6 (a..
IBC 16-6 (a..
IBC 16-6 (a..
IBC 16-6 (a..
IBC 16-6 (a..
IBC 16-6 (a..
IBC 16-6 (a..
IBC 16-6 (a..
IBC 16-6 (a..
IBC 16-6 (a..
1.2DL+1WLZ+.5LL+..
1.2DL+1WLZP1+.5L..
1.2DL+1WLZP2+.5L..
1.2DL-1WLX+.5LL+..
1.2DL-1WLXP1+.5L..
1.2DL-1WLXP2+.5L..
1.2DL-1WLZ+.5LL+..
1.2DL-1WLZP1+.5L..
1.2DL-1WLZP2+.5L..
1.2DL+1WLX+.5LL+..
1.2DL+1WLXP1+.5L..
1.2DL+1WLXP2+.5L..
1.2DL+1WLZ+.5LL+..
1.2DL+1WLZP1+.5L..
1.2DL+1WLZP2+.5L..
1.2DL-1WLX+.5LL+..
1.2DL-1WLXP1+.5L..
1.2DL-1WLXP2+.5L..
1.2DL-1WLZ+.5LL+..
1.2DL-1WLZP1+.5L..
1.2DL-1WLZP2+.5L..
1.2DL+1WLX+.5LL+..
1.2DL+1WLXP1+.5L..
1.2DL+1WLXP2+.5L..
1.2DL+1WLZ+.5LL+..
1.2DL+1WLZP1+.5L..
1.2DL+1WLZP2+.5L..
1.2DL-1WLX+.5LL+..
1.2DL-1WLXP1+.5L..
1.2DL-1WLXP2+.5L..
1.2DL-1WLZ+.5LL+..
1.2DL-1WLZP1+.5L..
1.2DL-1WLZP2+.5L..
1.2DL+1ELX+.5LL+..
1.2DL+1ELX+Z+.5L..
1.2DL+1ELX-Z+.5L..
1.2DL+1ELZ+.5LL+..
1.2DL+1ELZ+X+.5L..
1.2DL+1ELZ-X+.5L..
1.2DL-1ELX+.5LL+..
1.2DL-1ELX+Z+.5L..
1.2DL-1ELX-Z+.5L..
1.2DL-1ELZ+.5LL+..
1.2DL-1ELZ+X+.5L..
1.2DL-1ELZ-X+.5L..
.9DL+1WLX+1.6HL
.9DL+1WLXP1+1.6H..
.9DL+1WLXP2+1.6H..
.9DL+1WLZ+1.6HL
.9DL+1WLZP1+1.6H..
.9DL+1WLZP2+1.6H..
.9DL-1WLX+1.6HL
.9DL-1WLXP1+1.6H..
.9DL-1WLXP2+1.6H..
.9DL-1WLZ+1.6HL
.9DL-1WLZP1+1.6H..
.9DL-1WLZP2+1.6H..
77 of 244
July 3, 2018
Checked By:_____
Footing 1 - FLR_2_N44
.18367
.18367
.18367
.18367
.18367
.18367
.18367
.18367
.18367
.18367
.18367
.18367
.18367
.18367
.18367
.18367
.18367
.18367
.18367
.18367
.18367
.18367
.18367
.18367
.18367
.18367
.18367
.18367
.18367
.18367
.18367
.18367
.18367
.18367
.18367
.18367
.18367
.18367
.18367
.18367
.18367
.18367
.18367
.18367
.18367
.059
.059
.059
.059
.059
.059
.059
.059
.059
.059
.059
.059
RISAFoundation Version 10.0.3
75.79
75.79
75.79
75.79
75.79
75.79
75.79
75.79
75.79
75.79
75.79
75.79
75.79
75.79
75.79
75.79
75.79
75.79
75.79
75.79
75.79
75.79
75.79
75.79
75.79
75.79
75.79
75.79
75.79
75.79
75.79
75.79
75.79
75.79
75.79
75.79
75.79
75.79
75.79
75.79
75.79
75.79
75.79
75.79
75.79
24.35
24.35
24.35
24.35
24.35
24.35
24.35
24.35
24.35
24.35
24.35
24.35
.773
.773
.773
.773
.773
.773
.773
.773
.773
.773
.773
.773
.773
.773
.773
.773
.773
.773
.773
.773
.773
.773
.773
.773
.773
.773
.773
.773
.773
.773
.773
.773
.773
.773
.773
.773
.773
.773
.773
.773
.773
.773
.773
.773
.773
.248
.248
.248
.248
.248
.248
.248
.248
.248
.248
.248
.248
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
.18367
.18367
.18367
.18367
.18367
.18367
.18367
.18367
.18367
.18367
.18367
.18367
.18367
.18367
.18367
.18367
.18367
.18367
.18367
.18367
.18367
.18367
.18367
.18367
.18367
.18367
.18367
.18367
.18367
.18367
.18367
.18367
.18367
.18367
.18367
.18367
.18367
.18367
.18367
.18367
.18367
.18367
.18367
.18367
.18367
.059
.059
.059
.059
.059
.059
.059
.059
.059
.059
.059
.059
75.79
75.79
75.79
75.79
75.79
75.79
75.79
75.79
75.79
75.79
75.79
75.79
75.79
75.79
75.79
75.79
75.79
75.79
75.79
75.79
75.79
75.79
75.79
75.79
75.79
75.79
75.79
75.79
75.79
75.79
75.79
75.79
75.79
75.79
75.79
75.79
75.79
75.79
75.79
75.79
75.79
75.79
75.79
75.79
75.79
24.35
24.35
24.35
24.35
24.35
24.35
24.35
24.35
24.35
24.35
24.35
24.35
.773
.773
.773
.773
.773
.773
.773
.773
.773
.773
.773
.773
.773
.773
.773
.773
.773
.773
.773
.773
.773
.773
.773
.773
.773
.773
.773
.773
.773
.773
.773
.773
.773
.773
.773
.773
.773
.773
.773
.773
.773
.773
.773
.773
.773
.248
.248
.248
.248
.248
.248
.248
.248
.248
.248
.248
.248
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
[\...\...\...\...\...\...\...\...\...\...\Kingsley ANG Corrosion Control Hangar.rfl]
Page 5
78 of 244
CENTER FOOTING
Company
: Mead & Hunt, Inc
Designer
: GFR
Job Number : 3142200-121252.01
IBC 16-6 (b..
IBC 16-6 (b..
IBC 16-6 (b..
IBC 16-6 (b..
IBC 16-6 (b..
IBC 16-6 (b..
IBC 16-6 (b..
IBC 16-6 (b..
IBC 16-6 (b..
IBC 16-6 (b..
IBC 16-6 (b..
IBC 16-6 (b..
IBC 16-7 (a..
IBC 16-7 (a..
IBC 16-7 (a..
IBC 16-7 (a..
IBC 16-7 (a..
IBC 16-7 (a..
IBC 16-7 (a..
IBC 16-7 (a..
IBC 16-7 (a..
IBC 16-7 (a..
IBC 16-7 (a..
IBC 16-7 (a..
IBC 16-7 (b..
IBC 16-7 (b..
IBC 16-7 (b..
IBC 16-7 (b..
IBC 16-7 (b..
IBC 16-7 (b..
IBC 16-7 (b..
IBC 16-7 (b..
IBC 16-7 (b..
IBC 16-7 (b..
IBC 16-7 (b..
IBC 16-7 (b..
.9DL+1WLX+.9HL
.9DL+1WLXP1+.9H..
.9DL+1WLXP2+.9H..
.9DL+1WLZ+.9HL
.9DL+1WLZP1+.9H..
.9DL+1WLZP2+.9H..
.9DL-1WLX+.9HL
.9DL-1WLXP1+.9H..
.9DL-1WLXP2+.9H..
.9DL-1WLZ+.9HL
.9DL-1WLZP1+.9H..
.9DL-1WLZP2+.9H..
.9DL+1WLX+1.6HL
.9DL+1WLXP1+1.6H..
.9DL+1WLXP2+1.6H..
.9DL+1WLZ+1.6HL
.9DL+1WLZP1+1.6H..
.9DL+1WLZP2+1.6H..
.9DL-1WLX+1.6HL
.9DL-1WLXP1+1.6H..
.9DL-1WLXP2+1.6H..
.9DL-1WLZ+1.6HL
.9DL-1WLZP1+1.6H..
.9DL-1WLZP2+1.6H..
.9DL+1ELX+.9HL
.9DL+1ELX+Z+.9H..
.9DL+1ELX-Z+.9H..
.9DL+1ELZ+.9HL
.9DL+1ELZ+X+.9H..
.9DL+1ELZ-X+.9H..
.9DL-1ELX+.9HL
.9DL-1ELX+Z+.9H..
.9DL-1ELX-Z+.9H..
.9DL-1ELZ+.9HL
.9DL-1ELZ+X+.9H..
.9DL-1ELZ-X+.9H..
July 3, 2018
Checked By:_____
Footing 1 - FLR_2_N44
.059
.059
.059
.059
.059
.059
.059
.059
.059
.059
.059
.059
.059
.059
.059
.059
.059
.059
.059
.059
.059
.059
.059
.059
.059
.059
.059
.059
.059
.059
.059
.059
.059
.059
.059
.059
24.35
24.35
24.35
24.35
24.35
24.35
24.35
24.35
24.35
24.35
24.35
24.35
24.35
24.35
24.35
24.35
24.35
24.35
24.35
24.35
24.35
24.35
24.35
24.35
24.35
24.35
24.35
24.35
24.35
24.35
24.35
24.35
24.35
24.35
24.35
24.35
.248
.248
.248
.248
.248
.248
.248
.248
.248
.248
.248
.248
.248
.248
.248
.248
.248
.248
.248
.248
.248
.248
.248
.248
.248
.248
.248
.248
.248
.248
.248
.248
.248
.248
.248
.248
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
.059
.059
.059
.059
.059
.059
.059
.059
.059
.059
.059
.059
.059
.059
.059
.059
.059
.059
.059
.059
.059
.059
.059
.059
.059
.059
.059
.059
.059
.059
.059
.059
.059
.059
.059
.059
24.35
24.35
24.35
24.35
24.35
24.35
24.35
24.35
24.35
24.35
24.35
24.35
24.35
24.35
24.35
24.35
24.35
24.35
24.35
24.35
24.35
24.35
24.35
24.35
24.35
24.35
24.35
24.35
24.35
24.35
24.35
24.35
24.35
24.35
24.35
24.35
.248
.248
.248
.248
.248
.248
.248
.248
.248
.248
.248
.248
.248
.248
.248
.248
.248
.248
.248
.248
.248
.248
.248
.248
.248
.248
.248
.248
.248
.248
.248
.248
.248
.248
.248
.248
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
4.295
Footing Flexure Design (Top Bars)
2
2
Description
Categories and Factors
Mu-xx (k-ft)
z Dir As (in )
Mu-zz (k-ft)
x Dir As (in )
SW+OB
1SW+1OB-(Service,Service)
0
0
0
0
Moment Capacity of Plain Concrete Section Along xx and zz= 106.039k-ft,106.039k-ft Per Chapter 22 of ACI 318.
RISAFoundation Version 10.0.3
[\...\...\...\...\...\...\...\...\...\...\Kingsley ANG Corrosion Control Hangar.rfl]
Page 6
CENTER FOOTING
Company
: Mead & Hunt, Inc
Designer
: GFR
Job Number : 3142200-121252.01
79 of 244
July 3, 2018
Footing 1 - FLR_2_N44
Checked By:_____
Footing Shear Check
Two Way (Punching) Vc: 649.394 k
Description
Strength
IBC 16-1
IBC 16-2 (a)
IBC 16-2 (b)
IBC 16-2 (c)
IBC 16-3 (a)
IBC 16-3 (b) ..
IBC 16-3 (b) ..
IBC 16-3 (b) ..
IBC 16-3 (b) ..
IBC 16-3 (b) ..
IBC 16-3 (b) ..
IBC 16-3 (b) ..
IBC 16-3 (b) ..
IBC 16-3 (b) ..
IBC 16-3 (b) ..
IBC 16-3 (b) ..
IBC 16-3 (b) ..
IBC 16-3 (c)
IBC 16-3 (d) ..
IBC 16-3 (d) ..
IBC 16-3 (d) ..
IBC 16-3 (d) ..
IBC 16-3 (d) ..
IBC 16-3 (d) ..
IBC 16-3 (d) ..
IBC 16-3 (d) ..
IBC 16-3 (d) ..
IBC 16-3 (d) ..
IBC 16-3 (d) ..
IBC 16-3 (d) ..
IBC 16-3 (e)
IBC 16-3 (f) ..
IBC 16-3 (f) ..
IBC 16-3 (f) ..
IBC 16-3 (f) ..
IBC 16-3 (f) ..
IBC 16-3 (f) ..
IBC 16-3 (f) ..
IBC 16-3 (f) ..
IBC 16-3 (f) ..
IBC 16-3 (f) ..
IBC 16-3 (f) ..
IBC 16-3 (f) ..
IBC 16-4 (a) ..
IBC 16-4 (a) ..
IBC 16-4 (a) ..
IBC 16-4 (a) ..
IBC 16-4 (a) ..
IBC 16-4 (a) ..
One Way (x Dir. Cut) Vc 230.043 k
Categories and Factors
1.2DL+1.6LL+1.6HL
1.4DL
1.2DL+1.6LL+1.6LLS+1.6H..
1.2DL+1.6LL+1.6LLS+1.6H..
1.2DL+1.6LL+1.6LLS+1.6H..
1.2DL+1.6RLL+1.6HL+.5L..
1.2DL+1.6RLL+1.6HL+.5W..
1.2DL+1.6RLL+1.6HL+.5W..
1.2DL+1.6RLL+1.6HL+.5W..
1.2DL+1.6RLL+1.6HL+.5W..
1.2DL+1.6RLL+1.6HL+.5W..
1.2DL+1.6RLL+1.6HL+.5W..
1.2DL+1.6RLL+1.6HL-.5W..
1.2DL+1.6RLL+1.6HL-.5W..
1.2DL+1.6RLL+1.6HL-.5W..
1.2DL+1.6RLL+1.6HL-.5W..
1.2DL+1.6RLL+1.6HL-.5W..
1.2DL+1.6RLL+1.6HL-.5W..
1.2DL+1.6SL+1.6SLN+1.6H..
1.2DL+1.6SL+1.6SLN+1.6H..
1.2DL+1.6SL+1.6SLN+1.6H..
1.2DL+1.6SL+1.6SLN+1.6H..
1.2DL+1.6SL+1.6SLN+1.6H..
1.2DL+1.6SL+1.6SLN+1.6H..
1.2DL+1.6SL+1.6SLN+1.6H..
1.2DL+1.6SL+1.6SLN+1.6H..
1.2DL+1.6SL+1.6SLN+1.6H..
1.2DL+1.6SL+1.6SLN+1.6H..
1.2DL+1.6SL+1.6SLN+1.6H..
1.2DL+1.6SL+1.6SLN+1.6H..
1.2DL+1.6SL+1.6SLN+1.6H..
1.2DL+1.6RL+1.6HL+.5LL..
1.2DL+1.6RL+1.6HL+.5WL..
1.2DL+1.6RL+1.6HL+.5WL..
1.2DL+1.6RL+1.6HL+.5WL..
1.2DL+1.6RL+1.6HL+.5WL..
1.2DL+1.6RL+1.6HL+.5WL..
1.2DL+1.6RL+1.6HL+.5WL..
1.2DL+1.6RL+1.6HL-.5WL..
1.2DL+1.6RL+1.6HL-.5WL..
1.2DL+1.6RL+1.6HL-.5WL..
1.2DL+1.6RL+1.6HL-.5WL..
1.2DL+1.6RL+1.6HL-.5WL..
1.2DL+1.6RL+1.6HL-.5WL..
1.2DL+1WLX+.5LL+1LLS+1..
1.2DL+1WLXP1+.5LL+1LLS..
1.2DL+1WLXP2+.5LL+1LLS..
1.2DL+1WLZ+.5LL+1LLS+1..
1.2DL+1WLZP1+.5LL+1LLS..
1.2DL+1WLZP2+.5LL+1LLS..
RISAFoundation Version 10.0.3
Punching
Vu(k)
Vu/ Vc
37.119
.076
43.305
.089
116.386
.239
116.386
.239
116.386
.239
86.661
.178
37.119
.076
37.119
.076
37.119
.076
37.119
.076
37.119
.076
37.119
.076
37.119
.076
37.119
.076
37.119
.076
37.119
.076
37.119
.076
37.119
.076
86.661
.178
37.119
.076
37.119
.076
37.119
.076
37.119
.076
37.119
.076
37.119
.076
37.119
.076
37.119
.076
37.119
.076
37.119
.076
37.119
.076
37.119
.076
86.661
.178
37.119
.076
37.119
.076
37.119
.076
37.119
.076
37.119
.076
37.119
.076
37.119
.076
37.119
.076
37.119
.076
37.119
.076
37.119
.076
37.119
.076
86.661
.178
86.661
.178
86.661
.178
86.661
.178
86.661
.178
86.661
.178
One Way (z Dir. Cut) Vc:
x Dir. Cut
Vu(k)
Vu/ Vc
8.888
.052
10.369
.06
27.869
.162
27.869
.162
27.869
.162
20.751
.12
8.888
.052
8.888
.052
8.888
.052
8.888
.052
8.888
.052
8.888
.052
8.888
.052
8.888
.052
8.888
.052
8.888
.052
8.888
.052
8.888
.052
20.751
.12
8.888
.052
8.888
.052
8.888
.052
8.888
.052
8.888
.052
8.888
.052
8.888
.052
8.888
.052
8.888
.052
8.888
.052
8.888
.052
8.888
.052
20.751
.12
8.888
.052
8.888
.052
8.888
.052
8.888
.052
8.888
.052
8.888
.052
8.888
.052
8.888
.052
8.888
.052
8.888
.052
8.888
.052
8.888
.052
20.751
.12
20.751
.12
20.751
.12
20.751
.12
20.751
.12
20.751
.12
230.043 k
z Dir. Cut
Vu(k)
Vu/ Vc
8.888
.052
10.369
.06
27.869
.162
27.869
.162
27.869
.162
20.751
.12
8.888
.052
8.888
.052
8.888
.052
8.888
.052
8.888
.052
8.888
.052
8.888
.052
8.888
.052
8.888
.052
8.888
.052
8.888
.052
8.888
.052
20.751
.12
8.888
.052
8.888
.052
8.888
.052
8.888
.052
8.888
.052
8.888
.052
8.888
.052
8.888
.052
8.888
.052
8.888
.052
8.888
.052
8.888
.052
20.751
.12
8.888
.052
8.888
.052
8.888
.052
8.888
.052
8.888
.052
8.888
.052
8.888
.052
8.888
.052
8.888
.052
8.888
.052
8.888
.052
8.888
.052
20.751
.12
20.751
.12
20.751
.12
20.751
.12
20.751
.12
20.751
.12
[\...\...\...\...\...\...\...\...\...\...\Kingsley ANG Corrosion Control Hangar.rfl]
Page 7
CENTER FOOTING
Company
: Mead & Hunt, Inc
Designer
: GFR
Job Number : 3142200-121252.01
IBC 16-4 (a) ..
IBC 16-4 (a) ..
IBC 16-4 (a) ..
IBC 16-4 (a) ..
IBC 16-4 (a) ..
IBC 16-4 (a) ..
IBC 16-4 (b) ..
IBC 16-4 (b) ..
IBC 16-4 (b) ..
IBC 16-4 (b) ..
IBC 16-4 (b) ..
IBC 16-4 (b) ..
IBC 16-4 (b) ..
IBC 16-4 (b) ..
IBC 16-4 (b) ..
IBC 16-4 (b) ..
IBC 16-4 (b) ..
IBC 16-4 (b) ..
IBC 16-4 (c) ..
IBC 16-4 (c) ..
IBC 16-4 (c) ..
IBC 16-4 (c) ..
IBC 16-4 (c) ..
IBC 16-4 (c) ..
IBC 16-4 (c) ..
IBC 16-4 (c) ..
IBC 16-4 (c) ..
IBC 16-4 (c) ..
IBC 16-4 (c) ..
IBC 16-4 (c) ..
IBC 16-5 (a)
IBC 16-5 (b)
IBC 16-5 (c)
IBC 16-5 (d)
IBC 16-5 (e)
IBC 16-5 (f)
IBC 16-5 (g)
IBC 16-5 (h)
IBC 16-5 (i)
IBC 16-5 (j)
IBC 16-5 (k)
IBC 16-5 (l)
IBC 16-6 (a) ..
IBC 16-6 (a) ..
IBC 16-6 (a) ..
IBC 16-6 (a) ..
IBC 16-6 (a) ..
IBC 16-6 (a) ..
IBC 16-6 (a) ..
IBC 16-6 (a) ..
IBC 16-6 (a) ..
IBC 16-6 (a) ..
IBC 16-6 (a) ..
IBC 16-6 (a) ..
IBC 16-6 (b) ..
IBC 16-6 (b) ..
IBC 16-6 (b) ..
July 3, 2018
Checked By:_____
Footing 1 - FLR_2_N44
1.2DL-1WLX+.5LL+1LLS+1..
1.2DL-1WLXP1+.5LL+1LLS..
1.2DL-1WLXP2+.5LL+1LLS..
1.2DL-1WLZ+.5LL+1LLS+1..
1.2DL-1WLZP1+.5LL+1LLS..
1.2DL-1WLZP2+.5LL+1LLS..
1.2DL+1WLX+.5LL+1LLS+1..
1.2DL+1WLXP1+.5LL+1LLS..
1.2DL+1WLXP2+.5LL+1LLS..
1.2DL+1WLZ+.5LL+1LLS+1..
1.2DL+1WLZP1+.5LL+1LLS..
1.2DL+1WLZP2+.5LL+1LLS..
1.2DL-1WLX+.5LL+1LLS+1..
1.2DL-1WLXP1+.5LL+1LLS..
1.2DL-1WLXP2+.5LL+1LLS..
1.2DL-1WLZ+.5LL+1LLS+1..
1.2DL-1WLZP1+.5LL+1LLS..
1.2DL-1WLZP2+.5LL+1LLS..
1.2DL+1WLX+.5LL+1LLS+1..
1.2DL+1WLXP1+.5LL+1LLS..
1.2DL+1WLXP2+.5LL+1LLS..
1.2DL+1WLZ+.5LL+1LLS+1..
1.2DL+1WLZP1+.5LL+1LLS..
1.2DL+1WLZP2+.5LL+1LLS..
1.2DL-1WLX+.5LL+1LLS+1..
1.2DL-1WLXP1+.5LL+1LLS..
1.2DL-1WLXP2+.5LL+1LLS..
1.2DL-1WLZ+.5LL+1LLS+1..
1.2DL-1WLZP1+.5LL+1LLS..
1.2DL-1WLZP2+.5LL+1LLS..
1.2DL+1ELX+.5LL+1LLS+1..
1.2DL+1ELX+Z+.5LL+1LLS..
1.2DL+1ELX-Z+.5LL+1LLS..
1.2DL+1ELZ+.5LL+1LLS+1..
1.2DL+1ELZ+X+.5LL+1LLS..
1.2DL+1ELZ-X+.5LL+1LLS..
1.2DL-1ELX+.5LL+1LLS+1..
1.2DL-1ELX+Z+.5LL+1LLS..
1.2DL-1ELX-Z+.5LL+1LLS..
1.2DL-1ELZ+.5LL+1LLS+1..
1.2DL-1ELZ+X+.5LL+1LLS..
1.2DL-1ELZ-X+.5LL+1LLS..
.9DL+1WLX+1.6HL
.9DL+1WLXP1+1.6HL
.9DL+1WLXP2+1.6HL
.9DL+1WLZ+1.6HL
.9DL+1WLZP1+1.6HL
.9DL+1WLZP2+1.6HL
.9DL-1WLX+1.6HL
.9DL-1WLXP1+1.6HL
.9DL-1WLXP2+1.6HL
.9DL-1WLZ+1.6HL
.9DL-1WLZP1+1.6HL
.9DL-1WLZP2+1.6HL
.9DL+1WLX+.9HL
.9DL+1WLXP1+.9HL
.9DL+1WLXP2+.9HL
RISAFoundation Version 10.0.3
80 of 244
86.661
86.661
86.661
86.661
86.661
86.661
86.661
86.661
86.661
86.661
86.661
86.661
86.661
86.661
86.661
86.661
86.661
86.661
86.661
86.661
86.661
86.661
86.661
86.661
86.661
86.661
86.661
86.661
86.661
86.661
86.661
86.661
86.661
86.661
86.661
86.661
86.661
86.661
86.661
86.661
86.661
86.661
27.839
27.839
27.839
27.839
27.839
27.839
27.839
27.839
27.839
27.839
27.839
27.839
27.839
27.839
27.839
.178
.178
.178
.178
.178
.178
.178
.178
.178
.178
.178
.178
.178
.178
.178
.178
.178
.178
.178
.178
.178
.178
.178
.178
.178
.178
.178
.178
.178
.178
.178
.178
.178
.178
.178
.178
.178
.178
.178
.178
.178
.178
.057
.057
.057
.057
.057
.057
.057
.057
.057
.057
.057
.057
.057
.057
.057
20.751
20.751
20.751
20.751
20.751
20.751
20.751
20.751
20.751
20.751
20.751
20.751
20.751
20.751
20.751
20.751
20.751
20.751
20.751
20.751
20.751
20.751
20.751
20.751
20.751
20.751
20.751
20.751
20.751
20.751
20.751
20.751
20.751
20.751
20.751
20.751
20.751
20.751
20.751
20.751
20.751
20.751
6.666
6.666
6.666
6.666
6.666
6.666
6.666
6.666
6.666
6.666
6.666
6.666
6.666
6.666
6.666
.12
.12
.12
.12
.12
.12
.12
.12
.12
.12
.12
.12
.12
.12
.12
.12
.12
.12
.12
.12
.12
.12
.12
.12
.12
.12
.12
.12
.12
.12
.12
.12
.12
.12
.12
.12
.12
.12
.12
.12
.12
.12
.039
.039
.039
.039
.039
.039
.039
.039
.039
.039
.039
.039
.039
.039
.039
20.751
20.751
20.751
20.751
20.751
20.751
20.751
20.751
20.751
20.751
20.751
20.751
20.751
20.751
20.751
20.751
20.751
20.751
20.751
20.751
20.751
20.751
20.751
20.751
20.751
20.751
20.751
20.751
20.751
20.751
20.751
20.751
20.751
20.751
20.751
20.751
20.751
20.751
20.751
20.751
20.751
20.751
6.666
6.666
6.666
6.666
6.666
6.666
6.666
6.666
6.666
6.666
6.666
6.666
6.666
6.666
6.666
.12
.12
.12
.12
.12
.12
.12
.12
.12
.12
.12
.12
.12
.12
.12
.12
.12
.12
.12
.12
.12
.12
.12
.12
.12
.12
.12
.12
.12
.12
.12
.12
.12
.12
.12
.12
.12
.12
.12
.12
.12
.12
.039
.039
.039
.039
.039
.039
.039
.039
.039
.039
.039
.039
.039
.039
.039
[\...\...\...\...\...\...\...\...\...\...\Kingsley ANG Corrosion Control Hangar.rfl]
Page 8
81 of 244
CENTER FOOTING
Company
: Mead & Hunt, Inc
Designer
: GFR
Job Number : 3142200-121252.01
IBC 16-6 (b) ..
IBC 16-6 (b) ..
IBC 16-6 (b) ..
IBC 16-6 (b) ..
IBC 16-6 (b) ..
IBC 16-6 (b) ..
IBC 16-6 (b) ..
IBC 16-6 (b) ..
IBC 16-6 (b) ..
IBC 16-7 (a) ..
IBC 16-7 (a) ..
IBC 16-7 (a) ..
IBC 16-7 (a) ..
IBC 16-7 (a) ..
IBC 16-7 (a) ..
IBC 16-7 (a) ..
IBC 16-7 (a) ..
IBC 16-7 (a) ..
IBC 16-7 (a) ..
IBC 16-7 (a) ..
IBC 16-7 (a) ..
IBC 16-7 (b) ..
IBC 16-7 (b) ..
IBC 16-7 (b) ..
IBC 16-7 (b) ..
IBC 16-7 (b) ..
IBC 16-7 (b) ..
IBC 16-7 (b) ..
IBC 16-7 (b) ..
IBC 16-7 (b) ..
IBC 16-7 (b) ..
IBC 16-7 (b) ..
IBC 16-7 (b) ..
July 3, 2018
.9DL+1WLZ+.9HL
.9DL+1WLZP1+.9HL
.9DL+1WLZP2+.9HL
.9DL-1WLX+.9HL
.9DL-1WLXP1+.9HL
.9DL-1WLXP2+.9HL
.9DL-1WLZ+.9HL
.9DL-1WLZP1+.9HL
.9DL-1WLZP2+.9HL
.9DL+1WLX+1.6HL
.9DL+1WLXP1+1.6HL
.9DL+1WLXP2+1.6HL
.9DL+1WLZ+1.6HL
.9DL+1WLZP1+1.6HL
.9DL+1WLZP2+1.6HL
.9DL-1WLX+1.6HL
.9DL-1WLXP1+1.6HL
.9DL-1WLXP2+1.6HL
.9DL-1WLZ+1.6HL
.9DL-1WLZP1+1.6HL
.9DL-1WLZP2+1.6HL
.9DL+1ELX+.9HL
.9DL+1ELX+Z+.9HL
.9DL+1ELX-Z+.9HL
.9DL+1ELZ+.9HL
.9DL+1ELZ+X+.9HL
.9DL+1ELZ-X+.9HL
.9DL-1ELX+.9HL
.9DL-1ELX+Z+.9HL
.9DL-1ELX-Z+.9HL
.9DL-1ELZ+.9HL
.9DL-1ELZ+X+.9HL
.9DL-1ELZ-X+.9HL
RISAFoundation Version 10.0.3
Checked By:_____
Footing 1 - FLR_2_N44
27.839
27.839
27.839
27.839
27.839
27.839
27.839
27.839
27.839
27.839
27.839
27.839
27.839
27.839
27.839
27.839
27.839
27.839
27.839
27.839
27.839
27.839
27.839
27.839
27.839
27.839
27.839
27.839
27.839
27.839
27.839
27.839
27.839
.057
.057
.057
.057
.057
.057
.057
.057
.057
.057
.057
.057
.057
.057
.057
.057
.057
.057
.057
.057
.057
.057
.057
.057
.057
.057
.057
.057
.057
.057
.057
.057
.057
6.666
6.666
6.666
6.666
6.666
6.666
6.666
6.666
6.666
6.666
6.666
6.666
6.666
6.666
6.666
6.666
6.666
6.666
6.666
6.666
6.666
6.666
6.666
6.666
6.666
6.666
6.666
6.666
6.666
6.666
6.666
6.666
6.666
.039
.039
.039
.039
.039
.039
.039
.039
.039
.039
.039
.039
.039
.039
.039
.039
.039
.039
.039
.039
.039
.039
.039
.039
.039
.039
.039
.039
.039
.039
.039
.039
.039
6.666
6.666
6.666
6.666
6.666
6.666
6.666
6.666
6.666
6.666
6.666
6.666
6.666
6.666
6.666
6.666
6.666
6.666
6.666
6.666
6.666
6.666
6.666
6.666
6.666
6.666
6.666
6.666
6.666
6.666
6.666
6.666
6.666
.039
.039
.039
.039
.039
.039
.039
.039
.039
.039
.039
.039
.039
.039
.039
.039
.039
.039
.039
.039
.039
.039
.039
.039
.039
.039
.039
.039
.039
.039
.039
.039
.039
[\...\...\...\...\...\...\...\...\...\...\Kingsley ANG Corrosion Control Hangar.rfl]
Page 9
Company
: Mead & Hunt, Inc
Designer
: GFR
Job Number : 3142200-121252.01
CENTER FOOTING
82 of 244
July 3, 2018
Checked By:_____
Footing 1 - FLR_2_N44
Concrete Bearing Check (Vertical Loads Only)
Bearing Bc :
734.4 k
Description
Strength
IBC 16-1
IBC 16-2 (a)
IBC 16-2 (b)
IBC 16-2 (c)
IBC 16-3 (a)
IBC 16-3 (b) ..
IBC 16-3 (b) ..
IBC 16-3 (b) ..
IBC 16-3 (b) ..
IBC 16-3 (b) ..
IBC 16-3 (b) ..
IBC 16-3 (b) ..
IBC 16-3 (b) ..
IBC 16-3 (b) ..
IBC 16-3 (b) ..
IBC 16-3 (b) ..
IBC 16-3 (b) ..
IBC 16-3 (c)
IBC 16-3 (d) ..
IBC 16-3 (d) ..
IBC 16-3 (d) ..
IBC 16-3 (d) ..
IBC 16-3 (d) ..
IBC 16-3 (d) ..
IBC 16-3 (d) ..
IBC 16-3 (d) ..
IBC 16-3 (d) ..
IBC 16-3 (d) ..
IBC 16-3 (d) ..
IBC 16-3 (d) ..
IBC 16-3 (e)
IBC 16-3 (f) ..
IBC 16-3 (f) ..
IBC 16-3 (f) ..
IBC 16-3 (f) ..
IBC 16-3 (f) ..
IBC 16-3 (f) ..
IBC 16-3 (f) ..
IBC 16-3 (f) ..
IBC 16-3 (f) ..
IBC 16-3 (f) ..
IBC 16-3 (f) ..
IBC 16-3 (f) ..
IBC 16-4 (a) ..
IBC 16-4 (a) ..
IBC 16-4 (a) ..
IBC 16-4 (a) ..
IBC 16-4 (a) ..
IBC 16-4 (a) ..
IBC 16-4 (a) ..
Categories and Factors
1.2DL+1.6LL+1.6HL
1.4DL
1.2DL+1.6LL+1.6LLS+1.6H..
1.2DL+1.6LL+1.6LLS+1.6H..
1.2DL+1.6LL+1.6LLS+1.6H..
1.2DL+1.6RLL+1.6HL+.5L..
1.2DL+1.6RLL+1.6HL+.5W..
1.2DL+1.6RLL+1.6HL+.5W..
1.2DL+1.6RLL+1.6HL+.5W..
1.2DL+1.6RLL+1.6HL+.5W..
1.2DL+1.6RLL+1.6HL+.5W..
1.2DL+1.6RLL+1.6HL+.5W..
1.2DL+1.6RLL+1.6HL-.5W..
1.2DL+1.6RLL+1.6HL-.5W..
1.2DL+1.6RLL+1.6HL-.5W..
1.2DL+1.6RLL+1.6HL-.5W..
1.2DL+1.6RLL+1.6HL-.5W..
1.2DL+1.6RLL+1.6HL-.5W..
1.2DL+1.6SL+1.6SLN+1.6H..
1.2DL+1.6SL+1.6SLN+1.6H..
1.2DL+1.6SL+1.6SLN+1.6H..
1.2DL+1.6SL+1.6SLN+1.6H..
1.2DL+1.6SL+1.6SLN+1.6H..
1.2DL+1.6SL+1.6SLN+1.6H..
1.2DL+1.6SL+1.6SLN+1.6H..
1.2DL+1.6SL+1.6SLN+1.6H..
1.2DL+1.6SL+1.6SLN+1.6H..
1.2DL+1.6SL+1.6SLN+1.6H..
1.2DL+1.6SL+1.6SLN+1.6H..
1.2DL+1.6SL+1.6SLN+1.6H..
1.2DL+1.6SL+1.6SLN+1.6H..
1.2DL+1.6RL+1.6HL+.5LL..
1.2DL+1.6RL+1.6HL+.5WL..
1.2DL+1.6RL+1.6HL+.5WL..
1.2DL+1.6RL+1.6HL+.5WL..
1.2DL+1.6RL+1.6HL+.5WL..
1.2DL+1.6RL+1.6HL+.5WL..
1.2DL+1.6RL+1.6HL+.5WL..
1.2DL+1.6RL+1.6HL-.5WL..
1.2DL+1.6RL+1.6HL-.5WL..
1.2DL+1.6RL+1.6HL-.5WL..
1.2DL+1.6RL+1.6HL-.5WL..
1.2DL+1.6RL+1.6HL-.5WL..
1.2DL+1.6RL+1.6HL-.5WL..
1.2DL+1WLX+.5LL+1LLS+1..
1.2DL+1WLXP1+.5LL+1LLS..
1.2DL+1WLXP2+.5LL+1LLS..
1.2DL+1WLZ+.5LL+1LLS+1..
1.2DL+1WLZP1+.5LL+1LLS..
1.2DL+1WLZP2+.5LL+1LLS..
1.2DL-1WLX+.5LL+1LLS+1..
RISAFoundation Version 10.0.3
Bearing Bu (k)
42.398
49.464
132.938
132.938
132.938
98.986
42.398
42.398
42.398
42.398
42.398
42.398
42.398
42.398
42.398
42.398
42.398
42.398
98.986
42.398
42.398
42.398
42.398
42.398
42.398
42.398
42.398
42.398
42.398
42.398
42.398
98.986
42.398
42.398
42.398
42.398
42.398
42.398
42.398
42.398
42.398
42.398
42.398
42.398
98.986
98.986
98.986
98.986
98.986
98.986
98.986
Bearing Bu/ Bc
.089
.104
.278
.278
.278
.207
.089
.089
.089
.089
.089
.089
.089
.089
.089
.089
.089
.089
.207
.089
.089
.089
.089
.089
.089
.089
.089
.089
.089
.089
.089
.207
.089
.089
.089
.089
.089
.089
.089
.089
.089
.089
.089
.089
.207
.207
.207
.207
.207
.207
.207
[\...\...\...\...\...\...\...\...\...\...\Kingsley ANG Corrosion Control Hangar.rfl]
Page 10
CENTER FOOTING
Company
: Mead & Hunt, Inc
Designer
: GFR
Job Number : 3142200-121252.01
IBC 16-4 (a) ..
IBC 16-4 (a) ..
IBC 16-4 (a) ..
IBC 16-4 (a) ..
IBC 16-4 (a) ..
IBC 16-4 (b) ..
IBC 16-4 (b) ..
IBC 16-4 (b) ..
IBC 16-4 (b) ..
IBC 16-4 (b) ..
IBC 16-4 (b) ..
IBC 16-4 (b) ..
IBC 16-4 (b) ..
IBC 16-4 (b) ..
IBC 16-4 (b) ..
IBC 16-4 (b) ..
IBC 16-4 (b) ..
IBC 16-4 (c) ..
IBC 16-4 (c) ..
IBC 16-4 (c) ..
IBC 16-4 (c) ..
IBC 16-4 (c) ..
IBC 16-4 (c) ..
IBC 16-4 (c) ..
IBC 16-4 (c) ..
IBC 16-4 (c) ..
IBC 16-4 (c) ..
IBC 16-4 (c) ..
IBC 16-4 (c) ..
IBC 16-5 (a)
IBC 16-5 (b)
IBC 16-5 (c)
IBC 16-5 (d)
IBC 16-5 (e)
IBC 16-5 (f)
IBC 16-5 (g)
IBC 16-5 (h)
IBC 16-5 (i)
IBC 16-5 (j)
IBC 16-5 (k)
IBC 16-5 (l)
IBC 16-6 (a) ..
IBC 16-6 (a) ..
IBC 16-6 (a) ..
IBC 16-6 (a) ..
IBC 16-6 (a) ..
IBC 16-6 (a) ..
IBC 16-6 (a) ..
IBC 16-6 (a) ..
IBC 16-6 (a) ..
IBC 16-6 (a) ..
IBC 16-6 (a) ..
IBC 16-6 (a) ..
IBC 16-6 (b) ..
IBC 16-6 (b) ..
IBC 16-6 (b) ..
IBC 16-6 (b) ..
July 3, 2018
Checked By:_____
Footing 1 - FLR_2_N44
1.2DL-1WLXP1+.5LL+1LLS..
1.2DL-1WLXP2+.5LL+1LLS..
1.2DL-1WLZ+.5LL+1LLS+1..
1.2DL-1WLZP1+.5LL+1LLS..
1.2DL-1WLZP2+.5LL+1LLS..
1.2DL+1WLX+.5LL+1LLS+1..
1.2DL+1WLXP1+.5LL+1LLS..
1.2DL+1WLXP2+.5LL+1LLS..
1.2DL+1WLZ+.5LL+1LLS+1..
1.2DL+1WLZP1+.5LL+1LLS..
1.2DL+1WLZP2+.5LL+1LLS..
1.2DL-1WLX+.5LL+1LLS+1..
1.2DL-1WLXP1+.5LL+1LLS..
1.2DL-1WLXP2+.5LL+1LLS..
1.2DL-1WLZ+.5LL+1LLS+1..
1.2DL-1WLZP1+.5LL+1LLS..
1.2DL-1WLZP2+.5LL+1LLS..
1.2DL+1WLX+.5LL+1LLS+1..
1.2DL+1WLXP1+.5LL+1LLS..
1.2DL+1WLXP2+.5LL+1LLS..
1.2DL+1WLZ+.5LL+1LLS+1..
1.2DL+1WLZP1+.5LL+1LLS..
1.2DL+1WLZP2+.5LL+1LLS..
1.2DL-1WLX+.5LL+1LLS+1..
1.2DL-1WLXP1+.5LL+1LLS..
1.2DL-1WLXP2+.5LL+1LLS..
1.2DL-1WLZ+.5LL+1LLS+1..
1.2DL-1WLZP1+.5LL+1LLS..
1.2DL-1WLZP2+.5LL+1LLS..
1.2DL+1ELX+.5LL+1LLS+1..
1.2DL+1ELX+Z+.5LL+1LLS..
1.2DL+1ELX-Z+.5LL+1LLS..
1.2DL+1ELZ+.5LL+1LLS+1..
1.2DL+1ELZ+X+.5LL+1LLS..
1.2DL+1ELZ-X+.5LL+1LLS..
1.2DL-1ELX+.5LL+1LLS+1..
1.2DL-1ELX+Z+.5LL+1LLS..
1.2DL-1ELX-Z+.5LL+1LLS..
1.2DL-1ELZ+.5LL+1LLS+1..
1.2DL-1ELZ+X+.5LL+1LLS..
1.2DL-1ELZ-X+.5LL+1LLS..
.9DL+1WLX+1.6HL
.9DL+1WLXP1+1.6HL
.9DL+1WLXP2+1.6HL
.9DL+1WLZ+1.6HL
.9DL+1WLZP1+1.6HL
.9DL+1WLZP2+1.6HL
.9DL-1WLX+1.6HL
.9DL-1WLXP1+1.6HL
.9DL-1WLXP2+1.6HL
.9DL-1WLZ+1.6HL
.9DL-1WLZP1+1.6HL
.9DL-1WLZP2+1.6HL
.9DL+1WLX+.9HL
.9DL+1WLXP1+.9HL
.9DL+1WLXP2+.9HL
.9DL+1WLZ+.9HL
RISAFoundation Version 10.0.3
83 of 244
98.986
98.986
98.986
98.986
98.986
98.986
98.986
98.986
98.986
98.986
98.986
98.986
98.986
98.986
98.986
98.986
98.986
98.986
98.986
98.986
98.986
98.986
98.986
98.986
98.986
98.986
98.986
98.986
98.986
98.986
98.986
98.986
98.986
98.986
98.986
98.986
98.986
98.986
98.986
98.986
98.986
31.798
31.798
31.798
31.798
31.798
31.798
31.798
31.798
31.798
31.798
31.798
31.798
31.798
31.798
31.798
31.798
.207
.207
.207
.207
.207
.207
.207
.207
.207
.207
.207
.207
.207
.207
.207
.207
.207
.207
.207
.207
.207
.207
.207
.207
.207
.207
.207
.207
.207
.207
.207
.207
.207
.207
.207
.207
.207
.207
.207
.207
.207
.067
.067
.067
.067
.067
.067
.067
.067
.067
.067
.067
.067
.067
.067
.067
.067
[\...\...\...\...\...\...\...\...\...\...\Kingsley ANG Corrosion Control Hangar.rfl]
Page 11
CENTER FOOTING
Company
: Mead & Hunt, Inc
Designer
: GFR
Job Number : 3142200-121252.01
IBC 16-6 (b) ..
IBC 16-6 (b) ..
IBC 16-6 (b) ..
IBC 16-6 (b) ..
IBC 16-6 (b) ..
IBC 16-6 (b) ..
IBC 16-6 (b) ..
IBC 16-6 (b) ..
IBC 16-7 (a) ..
IBC 16-7 (a) ..
IBC 16-7 (a) ..
IBC 16-7 (a) ..
IBC 16-7 (a) ..
IBC 16-7 (a) ..
IBC 16-7 (a) ..
IBC 16-7 (a) ..
IBC 16-7 (a) ..
IBC 16-7 (a) ..
IBC 16-7 (a) ..
IBC 16-7 (a) ..
IBC 16-7 (b) ..
IBC 16-7 (b) ..
IBC 16-7 (b) ..
IBC 16-7 (b) ..
IBC 16-7 (b) ..
IBC 16-7 (b) ..
IBC 16-7 (b) ..
IBC 16-7 (b) ..
IBC 16-7 (b) ..
IBC 16-7 (b) ..
IBC 16-7 (b) ..
IBC 16-7 (b) ..
84 of 244
July 3, 2018
Checked By:_____
Footing 1 - FLR_2_N44
.9DL+1WLZP1+.9HL
.9DL+1WLZP2+.9HL
.9DL-1WLX+.9HL
.9DL-1WLXP1+.9HL
.9DL-1WLXP2+.9HL
.9DL-1WLZ+.9HL
.9DL-1WLZP1+.9HL
.9DL-1WLZP2+.9HL
.9DL+1WLX+1.6HL
.9DL+1WLXP1+1.6HL
.9DL+1WLXP2+1.6HL
.9DL+1WLZ+1.6HL
.9DL+1WLZP1+1.6HL
.9DL+1WLZP2+1.6HL
.9DL-1WLX+1.6HL
.9DL-1WLXP1+1.6HL
.9DL-1WLXP2+1.6HL
.9DL-1WLZ+1.6HL
.9DL-1WLZP1+1.6HL
.9DL-1WLZP2+1.6HL
.9DL+1ELX+.9HL
.9DL+1ELX+Z+.9HL
.9DL+1ELX-Z+.9HL
.9DL+1ELZ+.9HL
.9DL+1ELZ+X+.9HL
.9DL+1ELZ-X+.9HL
.9DL-1ELX+.9HL
.9DL-1ELX+Z+.9HL
.9DL-1ELX-Z+.9HL
.9DL-1ELZ+.9HL
.9DL-1ELZ+X+.9HL
.9DL-1ELZ-X+.9HL
31.798
31.798
31.798
31.798
31.798
31.798
31.798
31.798
31.798
31.798
31.798
31.798
31.798
31.798
31.798
31.798
31.798
31.798
31.798
31.798
31.798
31.798
31.798
31.798
31.798
31.798
31.798
31.798
31.798
31.798
31.798
31.798
.067
.067
.067
.067
.067
.067
.067
.067
.067
.067
.067
.067
.067
.067
.067
.067
.067
.067
.067
.067
.067
.067
.067
.067
.067
.067
.067
.067
.067
.067
.067
.067
Overturning Check (Service)
Description
Service
Categories and Factors
1DL+1LL+1HL
Mo-xx (k-ft)
0
Ms-xx (k-ft)
215.566
Mo-zz (k-ft)
0
Ms-zz (k-ft)
215.566
Vr-xx (k)
16.167
Va-zz (k)
0
Vr-zz (k)
16.167
OSF-xx OSF-zz
NA
NA
Mo-xx: Governing Overturning Moment about AD or BC
Ms-xx: Governing Stablizing Moment about AD or BC
OSF-xx: Ratio of Ms-xx to Mo-xx
Sliding Check (Service)
Description
Service
Categories and Factors
1DL+1LL+1HL
Va-xx (k)
0
SR-xx
NA
SR-zz
NA
Va-xx: Applied Lateral Force to Cause Sliding Along xx Axis
Vr-xx: Resisting Lateral Force Against Sliding Along xx Axis
SR-xx: Ratio of Vr-xx to Va-xx
RISAFoundation Version 10.0.3
[\...\...\...\...\...\...\...\...\...\...\Kingsley ANG Corrosion Control Hangar.rfl]
Page 12
85 of 244
EXTERIOR WALL FOOTING
Company
: Mead & Hunt, Inc
Designer
: GFR
Job Number : 3142200-121252.01
July 3, 2018
Checked By: JAL
Wall Footing : WF4
Sketch
1.5 in
16 in
3 in
#5 @ 18in oc
2.8 ft
2.8 ft
2.8 ft
#5 @ 18in oc
.8 ft
.8 ft
#5 @ 15in oc
3 in
18 in
#5 @ 18in oc
#5 @ 18in oc
#5 @ 18in oc
3 in
RISAFoundation Version 10.0.3
[\...\...\...\...\...\...\...\...\...\...\Kingsley ANG Corrosion Control Hangar.rfl]
Page 1
EXTERIOR WALL FOOTING
86 of 244
Loading Diagram
2.65 k/ft
.02 k/ft
.34 ksf
.34 ksf
1.42 ksf
1.53 ksf
RISAFoundation Version 10.0.3
[\...\...\...\...\...\...\...\...\...\...\Kingsley ANG Corrosion Control Hangar.rfl]
Page 2
EXTERIOR WALL FOOTING
87 of 244
Geometry, Materials and Criteria
Start Point
End Point
: R3D_N98
: R3D_N100
Design Code
Wall Material
: ACI 318-14
: Concrete
Wall Length
Wall Height
Wall Thickness
Wall Int Cover
Wall Ext Cover
:
:
:
:
:
52 ft
2.833 ft
16 in
3 in
1.5 in
Foot Toe Len.
Foot Heel Len.
Foot Thickness
Foot Top Cover
Foot Bot Cover
:
:
:
:
:
.833 ft
.833 ft
18 in
3 in
3 in
Wall Weight
Wall Conc f'c
Wall Steel fy
Foot Weight
Foot Conc f'c
Foot Steel fy
Soil Height
:
:
:
:
:
:
:
.145 k/ft^3
3 ksi
60 ksi
.145 k/ft^3
3 ksi
60 ksi
2.833 ft
Wall Ext Bar
Wall Int Bar
Wall Horz Bar
Wall Bar Location
Wall Outer Bar
:
:
:
:
:
#5@18 in
#5@18 in
#5@18 in
Each Face
Vertical
Foot Top Bar
Foot Bot Bar
Foot Long Bar
Foot bar Location
:
:
:
:
#5@18 in
#5@18 in
#5@15 in
Each Face
Wall Design
LC 1 DIAGRAMS
Min: 2.778 at 2.833 ft
k/ft
k/ft
Min: -.101 at 0 ft
k-ft/ft
ACI 318-14 Code Check
AXIAL/BENDING DETAILS
UC Max Int(+z) : .018
Location
: 0 ft
Gov Pu Int(+z)
phi *Pn Int(+z)
: 0 k/ft
: 0 k/ft
Gov Mu Int(+z)
phi *Mn Int(+z)
: -.227 k-ft/ft
: 12.721 k-ft/ft
phi eff. Int(+z)
Gov LC Int(+z)
: .9
: 84
UC Max Ext(-z) : .021
Location
: 0 ft
Gov Pu Ext(-z)
phi *Pn Ext(-z)
: 5.728 k/ft
: 266.93 k/ft
Gov Mu Ext(-z) : .049 k-ft/ft
phi *Mn Ext(-z) : 3.835 k-ft/ft
P
Max: 3.325 at 0 ft
V
Max: .036 at 1.417 ft
RISAFoundation Version 10.0.3
M
Max: 0 at 2.833 ft
phi eff. Ext(-z)
Gov LC Ext(-z)
: .65
:4
[\...\...\...\...\...\...\...\...\...\...\Kingsley ANG Corrosion Control Hangar.rfl]
Page 3
EXTERIOR WALL FOOTING
RESULTS FOR FULL WALL
As Provided(H)
: 1.227 in^2 (4 #5)
Rho Provided(H)
: .0023
As min(H)
: 1.088 in^2
Rho min(H)
: .002
SHEAR DETAILS
UC Max
: .006
Location
: 1.133 ft
Gov Vu
phi*Vn
Gov LC
: .08 k/ft
: 12.509 k/ft
: 141
UC Max Dowel

A vf
Dowel Bars
:
:
:
:
88 of 244
Int As Provided(V) : 10.738 in^2 (35 #5)
Int rho Provided(V) : .0011
.004
1
.409 in^2/ft
#5@18in Int #5@18inExt
Ext As Provided(V) : 10.738 in^2 (35 #5)
Ext rho Provided(V) : .0011
ENVELOPED WALL FORCES (NOT USED FOR DESIGN)
M in Plane : 91.237 k-ft (LCV: in
Plane
: 32.202 k (LC : 140)
140)
As min(V)
rho min(V)
: 11.981 in^2
: .0012
Footing Design
As-min z-dir (Top Flexure): .389 in^2/ft
As-min z-dir (Bot Flexure) : .389 in^2/ft
z-dir (T & S)
: .389 in^2/ft
x-dir Long. (T & S) : 1.166 in^2
Bottom Bar Design (Toe) : Shear (Toe)
Mu UC Gov Mu Max Mu
Phi*Mn
Max
LC
(k-ft/ft)
(k-ft/ft)
.045
4
.598
13.334
As Req'd
(in^2/ft)
.009
As Prov'd
(in^2/ft)
.205
Vu UC
Max
0
Gov Vu
LC
4
Vu
(k/ft)
0
Phi*Vn
(k/ft)
14.48
Top Bar Design (Toe) : Shear (Heel)
Mu UC Gov Mu Max Mu
Phi*Mn
Max
LC
(k-ft/ft)
(k-ft/ft)
0
NC
0
13.334
As Req'd
(in^2/ft)
0
As Prov'd
(in^2/ft)
.205
Vu UC
Max
0
Gov Vu
LC
4
Vu
(k/ft)
0
Phi*Vn
(k/ft)
14.48
Overturning Check (Service)
Description
Service
Categories and Factors
1DL+1LL+1HL
Moverturn
(k-ft/ft)
.155
Mresist
(k-ft/ft)
6.817
SF
44.09
SF Min
1
SF Min/SF
.023
Vsliding
(k/ft)
.018
Vresist
(k/ft)
1.326
SF
72.234
SF Min
1
SF Min/SF
.014
Sliding Check (Service)
Description
Service
Categories and Factors
1DL+1LL+1HL
Soil Bearing Check (Service)
Description
Service
Categories and Factors
1DL+1LL+1HL
RISAFoundation Version 10.0.3
Max Bearing
(ksf)
1.526
Bearing Allowed
(ksf)
2
Bearing
UC
.763
[\...\...\...\...\...\...\...\...\...\...\Kingsley ANG Corrosion Control Hangar.rfl]
Page 4
89 of 244
INTERIOR WALL FOOTING
Company
: Mead & Hunt, Inc
Designer
: GFR
Job Number : 3142200-121252.01
July 3, 2018
Checked By: JAL
Wall Footing : WF15
Sketch
.8 ft
.8 ft
16oc
in
#5 @ 15in
3 in
18 in
3 in
1.5 in
#5 @ 18in oc
#5 @ 18in oc
3 in
RISAFoundation Version 10.0.3
[\...\...\...\...\...\...\...\...\...\...\Kingsley ANG Corrosion Control Hangar.rfl]
Page 1
INTERIOR WALL FOOTING
90 of 244
Loading Diagram
2.71 k/ft
.01 k/ft
1.13 ksf
1.11 ksf
Geometry, Materials and Criteria
Start Point
End Point
: R3D_N74
: R3D_N94
Design Code
Wall Material
: ACI 318-14
: Concrete
Wall Length
Wall Height
Wall Thickness
Wall Int Cover
Wall Ext Cover
:
:
:
:
:
60.667 ft
0 ft
16 in
3 in
1.5 in
Foot Toe Len.
Foot Heel Len.
Foot Thickness
Foot Top Cover
Foot Bot Cover
:
:
:
:
:
.833 ft
.833 ft
18 in
3 in
3 in
Wall Weight
Wall Conc f'c
Wall Steel fy
Foot Weight
Foot Conc f'c
Foot Steel fy
Soil Height
:
:
:
:
:
:
:
RISAFoundation Version 10.0.3
.145 k/ft^3
3 ksi
60 ksi
.145 k/ft^3
3 ksi
60 ksi
0 ft
Wall Ext Bar
Wall Int Bar
Wall Horz Bar
Wall Bar Location
Wall Outer Bar
:
:
:
:
:
#5@18 in
#5@18 in
#5@0 in
Each Face
Vertical
Foot Top Bar
Foot Bot Bar
Foot Long Bar
Foot bar Location
:
:
:
:
#5@18 in
#5@18 in
#5@15 in
Each Face
[\...\...\...\...\...\...\...\...\...\...\Kingsley ANG Corrosion Control Hangar.rfl]
Page 2
INTERIOR WALL FOOTING
91 of 244
Footing Design
As-min z-dir (Top Flexure): .389 in^2/ft
As-min z-dir (Bot Flexure) : .389 in^2/ft
z-dir (T & S)
: .389 in^2/ft
x-dir Long. (T & S) : 1.166 in^2
Bottom Bar Design (Heel) : Shear (Toe)
Mu UC Gov Mu Max Mu
Phi*Mn
Max
LC
(k-ft/ft)
(k-ft/ft)
.04
4
.533
13.334
As Req'd
(in^2/ft)
.008
As Prov'd
(in^2/ft)
.205
Vu UC
Max
0
Gov Vu
LC
4
Vu
(k/ft)
0
Phi*Vn
(k/ft)
14.48
Top Bar Design (Toe) : Shear (Heel)
Mu UC Gov Mu Max Mu
Phi*Mn
Max
LC
(k-ft/ft)
(k-ft/ft)
0
NC
0
13.334
As Req'd
(in^2/ft)
0
As Prov'd
(in^2/ft)
.205
Vu UC
Max
0
Gov Vu
LC
4
Vu
(k/ft)
0
Phi*Vn
(k/ft)
14.48
Overturning Check (Service)
Description
Service
Categories and Factors
1DL+1LL+1HL
Moverturn
(k-ft/ft)
.028
Mresist
(k-ft/ft)
5.489
SF
194.368
SF Min
1
SF Min/SF
.005
Vsliding
(k/ft)
.012
Vresist
(k/ft)
1.009
SF
83.531
SF Min
1
SF Min/SF
.012
Sliding Check (Service)
Description
Service
Categories and Factors
1DL+1LL+1HL
Soil Bearing Check (Service)
Description
Service
Categories and Factors
1DL+1LL+1HL
RISAFoundation Version 10.0.3
Max Bearing
(ksf)
1.134
Bearing Allowed
(ksf)
2
Bearing
UC
.567
[\...\...\...\...\...\...\...\...\...\...\Kingsley ANG Corrosion Control Hangar.rfl]
Page 3
92 of 244
Company
Des igner
Job Number
Model Name
:
:
:
:
Mead & Hunt, Inc
G FR
3142200-121252.01
K ingsley ANG C orrosion Control Hangar
July 3, 2018
3:57 P M
Checked B y: JAL
(Global) Model Settings
Display S ections for Member Calcs
Max Internal S ections for Member C alcs
Mesh S ize (in)
Max Iterations
Merge Tolerance (in)
S olver
C oefficient of F riction
5
100
24
10
.12
S parse Acc elerated
.3
No. of S hear Regions
S hear Region S pacing Increment (in)
Min 1 Bar Dia S pacing for Beams?
O ptimize footings for OTM / S liding?
P arme Beta Factor
P ile S afety F actor
C oncrete S tress Block
C oncrete R ebar S et
C oncrete C ode
HR S teel P ile C ode
Wood P ile Code
4
4
No
No
.65
3
R ectangular
AS TM A615
AC I 318-14
AIS C 14th(360-10): LR FD
AWC NDS -12: AS D
Load C ategories
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
Category
P oint L oads
DL
SL
R LL
LLS
E LX
E LZ
WLX
WLZ
WLXP 1
WLXP 2
WLZP 1
WLZP 2
E LX+Z
E LX-Z
E LZ+X
E LZ-X
WLZ+R
WLZ-R
963
524
850
747
836
841
802
776
797
799
757
763
834
837
842
842
697
709
Line L oads
Area L oads
Load C ombinations
Label
1
2
3
4
5
6
7
S olve S ervice A... S F Cat...F a... Cat...F a... Cat...F a... Cat...F a... Cat...F a... Cat...F a... Cat...F a... Cat...F a... Cat...F a... Cat...F a...
S ervice Yes
S trength Yes
IBC 16-1 Yes
IBC 16-... Yes
IBC 16-... Yes
IBC 16-... Yes
IBC 16-... Yes
Yes
R IS AF oundation Version 10.0.3
DL
DL
DL
DL
DL
DL
DL
1
1.2
1.4
1.2
1.2
1.2
1.2
LL 1 HL 1
LL 1.6 HL 1.6
LL 1.6 LL S
LL 1.6 LL S
LL 1.6 LL S
RL L 1.6 HL
1.6
1.6
1.6
1.6
HL
HL
HL
LL
1.6
1.6
1.6
.5
RL L .5
S L .5 S LN .5
R L .5
LL S 1
[\...\...\...\...\...\...\...\...\...\...\Kingsley ANG C orrosion C ontrol Hangar.rfl]P age 1
93 of 244
Company
Des igner
Job Number
Model Name
:
:
:
:
Mead & Hunt, Inc
G FR
3142200-121252.01
K ingsley ANG C orrosion Control Hangar
July 3, 2018
3:57 P M
Checked B y: JAL
Load C ombinations (C ontinued)
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
51
52
53
54
55
56
57
58
59
Label
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
S olve S ervice A... S F Cat...F a... Cat...F a... Cat...F a... Cat...F a... Cat...F a... Cat...F a... Cat...F a... Cat...F a... Cat...F a... Cat...F a...
Yes
DL 1.2 RL L 1.6 HL 1.6 W... .5
Yes
DL 1.2 RL L 1.6 HL 1.6 W... .5
Yes
DL 1.2 RL L 1.6 HL 1.6 W... .5
Yes
DL 1.2 RL L 1.6 HL 1.6 WL Z .5
Yes
DL 1.2 RL L 1.6 HL 1.6 W... .5
Yes
DL 1.2 RL L 1.6 HL 1.6 W... .5
Yes
DL 1.2 RL L 1.6 HL 1.6 W... -.5
Yes
DL 1.2 RL L 1.6 HL 1.6 W... -.5
Yes
DL 1.2 RL L 1.6 HL 1.6 W... -.5
Yes
DL 1.2 RL L 1.6 HL 1.6 WL Z -.5
Yes
DL 1.2 RL L 1.6 HL 1.6 W... -.5
Yes
DL 1.2 RL L 1.6 HL 1.6 W... -.5
Yes
DL 1.2 S L 1.6 S LN 1.6 HL 1.6 LL .5 LL S 1
Yes
DL 1.2 S L 1.6 S LN 1.6 HL 1.6 W... .5
Yes
DL 1.2 S L 1.6 S LN 1.6 HL 1.6 W... .5
Yes
DL 1.2 S L 1.6 S LN 1.6 HL 1.6 W... .5
Yes
DL 1.2 S L 1.6 S LN 1.6 HL 1.6 WL Z .5
Yes
DL 1.2 S L 1.6 S LN 1.6 HL 1.6 W... .5
Yes
DL 1.2 S L 1.6 S LN 1.6 HL 1.6 W... .5
Yes
DL 1.2 S L 1.6 S LN 1.6 HL 1.6 W... -.5
Yes
DL 1.2 S L 1.6 S LN 1.6 HL 1.6 W... -.5
Yes
DL 1.2 S L 1.6 S LN 1.6 HL 1.6 W... -.5
Yes
DL 1.2 S L 1.6 S LN 1.6 HL 1.6 WL Z -.5
Yes
DL 1.2 S L 1.6 S LN 1.6 HL 1.6 W... -.5
Yes
DL 1.2 S L 1.6 S LN 1.6 HL 1.6 W... -.5
Yes
DL 1.2 R L 1.6 HL 1.6 LL .5 LL S 1
Yes
DL 1.2 R L 1.6 HL 1.6 W... .5
Yes
DL 1.2 R L 1.6 HL 1.6 W... .5
Yes
DL 1.2 R L 1.6 HL 1.6 W... .5
Yes
DL 1.2 R L 1.6 HL 1.6 WL Z .5
Yes
DL 1.2 R L 1.6 HL 1.6 W... .5
Yes
DL 1.2 R L 1.6 HL 1.6 W... .5
Yes
DL 1.2 R L 1.6 HL 1.6 W... -.5
Yes
DL 1.2 R L 1.6 HL 1.6 W... -.5
Yes
DL 1.2 R L 1.6 HL 1.6 W... -.5
Yes
DL 1.2 R L 1.6 HL 1.6 WL Z -.5
Yes
DL 1.2 R L 1.6 HL 1.6 W... -.5
Yes
DL 1.2 R L 1.6 HL 1.6 W... -.5
Yes
DL 1.2 W... 1 LL .5 LL S 1 HL 1.6 RL L .5
Yes
DL 1.2 W... 1 LL .5 LL S 1 HL 1.6 RL L .5
Yes
DL 1.2 W... 1 LL .5 LL S 1 HL 1.6 RL L .5
Yes
DL 1.2 WL Z 1 LL .5 LL S 1 HL 1.6 RL L .5
Yes
DL 1.2 W... 1 LL .5 LL S 1 HL 1.6 RL L .5
Yes
DL 1.2 W... 1 LL .5 LL S 1 HL 1.6 RL L .5
Yes
DL 1.2 W... -1 LL .5 LL S 1 HL 1.6 RL L .5
Yes
DL 1.2 W... -1 LL .5 LL S 1 HL 1.6 RL L .5
Yes
DL 1.2 W... -1 LL .5 LL S 1 HL 1.6 RL L .5
Yes
DL 1.2 WL Z -1 LL .5 LL S 1 HL 1.6 RL L .5
Yes
DL 1.2 W... -1 LL .5 LL S 1 HL 1.6 RL L .5
Yes
DL 1.2 W... -1 LL .5 LL S 1 HL 1.6 RL L .5
Yes
DL 1.2 W... 1 LL .5 LL S 1 HL 1.6 S L .5 S LN .5
Yes
DL 1.2 W... 1 LL .5 LL S 1 HL 1.6 S L .5 S LN .5
R IS AF oundation Version 10.0.3
[\...\...\...\...\...\...\...\...\...\...\Kingsley ANG C orrosion C ontrol Hangar.rfl]P age 2
94 of 244
Company
Des igner
Job Number
Model Name
:
:
:
:
Mead & Hunt, Inc
G FR
3142200-121252.01
K ingsley ANG C orrosion Control Hangar
July 3, 2018
3:57 P M
Checked B y: JAL
Load C ombinations (C ontinued)
60
61
62
63
64
65
66
67
68
69
70
71
72
73
74
75
76
77
78
79
80
81
82
83
84
85
86
87
88
89
90
91
92
93
94
95
96
97
98
99
100
101
102
103
104
105
106
107
108
109
110
111
Label
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
S olve S ervice A... S F Cat...F a... Cat...F a... Cat...F a... Cat...F a... Cat...F a... Cat...F a... Cat...F a... Cat...F a... Cat...F a... Cat...F a...
Yes
DL 1.2 W... 1 LL .5 LL S 1 HL 1.6 S L .5 S LN .5
Yes
DL 1.2 WL Z 1 LL .5 LL S 1 HL 1.6 S L .5 S LN .5
Yes
DL 1.2 W... 1 LL .5 LL S 1 HL 1.6 S L .5 S LN .5
Yes
DL 1.2 W... 1 LL .5 LL S 1 HL 1.6 S L .5 S LN .5
Yes
DL 1.2 W... -1 LL .5 LL S 1 HL 1.6 S L .5 S LN .5
Yes
DL 1.2 W... -1 LL .5 LL S 1 HL 1.6 S L .5 S LN .5
Yes
DL 1.2 W... -1 LL .5 LL S 1 HL 1.6 S L .5 S LN .5
Yes
DL 1.2 WL Z -1 LL .5 LL S 1 HL 1.6 S L .5 S LN .5
Yes
DL 1.2 W... -1 LL .5 LL S 1 HL 1.6 S L .5 S LN .5
Yes
DL 1.2 W... -1 LL .5 LL S 1 HL 1.6 S L .5 S LN .5
Yes
DL 1.2 W... 1 LL .5 LL S 1 HL 1.6 R L .5
Yes
DL 1.2 W... 1 LL .5 LL S 1 HL 1.6 R L .5
Yes
DL 1.2 W... 1 LL .5 LL S 1 HL 1.6 R L .5
Yes
DL 1.2 WL Z 1 LL .5 LL S 1 HL 1.6 R L .5
Yes
DL 1.2 W... 1 LL .5 LL S 1 HL 1.6 R L .5
Yes
DL 1.2 W... 1 LL .5 LL S 1 HL 1.6 R L .5
Yes
DL 1.2 W... -1 LL .5 LL S 1 HL 1.6 R L .5
Yes
DL 1.2 W... -1 LL .5 LL S 1 HL 1.6 R L .5
Yes
DL 1.2 W... -1 LL .5 LL S 1 HL 1.6 R L .5
Yes
DL 1.2 WL Z -1 LL .5 LL S 1 HL 1.6 R L .5
Yes
DL 1.2 W... -1 LL .5 LL S 1 HL 1.6 R L .5
Yes
DL 1.2 W... -1 LL .5 LL S 1 HL 1.6 R L .5
Yes
DL 1.2 E LX 1 LL .5 LL S 1 HL 1.6 S L .2 S LN .7
Yes
DL 1.2 E L... 1 LL .5 LL S 1 HL 1.6 S L .2 S LN .7
Yes
DL 1.2 E L... 1 LL .5 LL S 1 HL 1.6 S L .2 S LN .7
Yes
DL 1.2 E LZ 1 LL .5 LL S 1 HL 1.6 S L .2 S LN .7
Yes
DL 1.2 E L... 1 LL .5 LL S 1 HL 1.6 S L .2 S LN .7
Yes
DL 1.2 E L... 1 LL .5 LL S 1 HL 1.6 S L .2 S LN .7
Yes
DL 1.2 E LX -1 LL .5 LL S 1 HL 1.6 S L .2 S LN .7
Yes
DL 1.2 E L... -1 LL .5 LL S 1 HL 1.6 S L .2 S LN .7
Yes
DL 1.2 E L... -1 LL .5 LL S 1 HL 1.6 S L .2 S LN .7
Yes
DL 1.2 E LZ -1 LL .5 LL S 1 HL 1.6 S L .2 S LN .7
Yes
DL 1.2 E L... -1 LL .5 LL S 1 HL 1.6 S L .2 S LN .7
Yes
DL 1.2 E L... -1 LL .5 LL S 1 HL 1.6 S L .2 S LN .7
Yes
DL .9 W... 1 HL 1.6
Yes
DL .9 W... 1 HL 1.6
Yes
DL .9 W... 1 HL 1.6
Yes
DL .9 WL Z 1 HL 1.6
Yes
DL .9 W... 1 HL 1.6
Yes
DL .9 W... 1 HL 1.6
Yes
DL .9 W... -1 HL 1.6
Yes
DL .9 W... -1 HL 1.6
Yes
DL .9 W... -1 HL 1.6
Yes
DL .9 WL Z -1 HL 1.6
Yes
DL .9 W... -1 HL 1.6
Yes
DL .9 W... -1 HL 1.6
Yes
DL .9 W... 1 HL .9
Yes
DL .9 W... 1 HL .9
Yes
DL .9 W... 1 HL .9
Yes
DL .9 WL Z 1 HL .9
Yes
DL .9 W... 1 HL .9
Yes
DL .9 W... 1 HL .9
R IS AF oundation Version 10.0.3
[\...\...\...\...\...\...\...\...\...\...\Kingsley ANG C orrosion C ontrol Hangar.rfl]P age 3
95 of 244
Company
Des igner
Job Number
Model Name
:
:
:
:
Mead & Hunt, Inc
G FR
3142200-121252.01
K ingsley ANG C orrosion Control Hangar
July 3, 2018
3:57 P M
Checked B y: JAL
Load C ombinations (C ontinued)
112
113
114
115
116
117
118
119
120
121
122
123
124
125
126
127
128
129
130
131
132
133
134
135
136
137
138
139
140
141
Label
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
S olve S ervice A... S F Cat...F a... Cat...F a... Cat...F a... Cat...F a... Cat...F a... Cat...F a... Cat...F a... Cat...F a... Cat...F a... Cat...F a...
Yes
DL .9 W... -1 HL .9
Yes
DL .9 W... -1 HL .9
Yes
DL .9 W... -1 HL .9
Yes
DL .9 WL Z -1 HL .9
Yes
DL .9 W... -1 HL .9
Yes
DL .9 W... -1 HL .9
Yes
DL .9 W... 1 HL 1.6
Yes
DL .9 W... 1 HL 1.6
Yes
DL .9 W... 1 HL 1.6
Yes
DL .9 WL Z 1 HL 1.6
Yes
DL .9 W... 1 HL 1.6
Yes
DL .9 W... 1 HL 1.6
Yes
DL .9 W... -1 HL 1.6
Yes
DL .9 W... -1 HL 1.6
Yes
DL .9 W... -1 HL 1.6
Yes
DL .9 WL Z -1 HL 1.6
Yes
DL .9 W... -1 HL 1.6
Yes
DL .9 W... -1 HL 1.6
Yes
DL .9 E LX 1 HL .9
Yes
DL .9 E L... 1 HL .9
Yes
DL .9 E L... 1 HL .9
Yes
DL .9 E LZ 1 HL .9
Yes
DL .9 E L... 1 HL .9
Yes
DL .9 E L... 1 HL .9
Yes
DL .9 E LX -1 HL .9
Yes
DL .9 E L... -1 HL .9
Yes
DL .9 E L... -1 HL .9
Yes
DL .9 E LZ -1 HL .9
Yes
DL .9 E L... -1 HL .9
Yes
DL .9 E L... -1 HL .9
Soil Definitions
1
Label
S ubgrade M odulus [k/ft^3]
Allowable B earing[k sf]
Depth P roperties
Default?
Default
86.4
2
None
Yes
Wall Footing C ode C hec k
Label
1
2
3
4
5
6
7
8
9
10
11
12
13
14
WF 1
WF 2
WF 3
WF 4
WF 5
WF 6
WF 7
WF 8
WF 9
WF 10
WF 11
WF 12
WF 13
WF 14
Top Flex...Top Flex...B ot Flex ...B ot Flex ...Heel She... Heel She... Toe S he...Toe S he...P hi * Mn...P hi * V n...P hi * Mn...P hi * V n...
0(Toe)
NC .027(Toe)
3
0
3
0
3
13.334 14.48 13.334 14.48
0(Toe)
NC .027(Toe)
3
0
3
0
3
13.334 14.48 13.334 14.48
0(Toe)
NC .036(Toe) 92
0
3
0
92
13.334 14.48 13.334 14.48
0(Toe)
NC .045(Toe)
4
0
4
0
4
13.334 14.48 13.334 14.48
0(Toe)
NC .035(Toe)
4
0
3
0
86
13.334 14.48 13.334 14.48
0(Toe)
NC .025(Toe)
3
0
3
0
3
13.334 14.48 13.334 14.48
0(Toe)
NC .035(Toe) 11
0
3
0
3
13.334 14.48 13.334 14.48
0(Toe)
NC .027(Toe)
3
0
3
0
3
13.334 14.48 13.334 14.48
0(Toe)
NC .037(He... 90
0
87
0
93
13.334 14.48 13.334 14.48
0(Toe)
NC .039(Toe)
4
0
4
0
4
13.334 14.48 13.334 14.48
0(Toe)
NC .028(He... 92
0
3
0
3
13.334 14.48 13.334 14.48
0(Toe)
NC .029(He... 14
0
3
0
3
13.334 14.48 13.334 14.48
0(Toe)
NC .029(He... 86
0
86
0
3
13.334 14.48 13.334 14.48
0(Toe)
NC .034(He... 17
0
17
0
14
13.334 14.48 13.334 14.48
R IS AF oundation Version 10.0.3
[\...\...\...\...\...\...\...\...\...\...\Kingsley ANG C orrosion C ontrol Hangar.rfl]P age 4
96 of 244
Company
Des igner
Job Number
Model Name
:
:
:
:
Mead & Hunt, Inc
G FR
3142200-121252.01
K ingsley ANG C orrosion Control Hangar
July 3, 2018
3:57 P M
Checked B y: JAL
Wall Footing C ode C hec k (C ontinued)
Label
15
16
17
18
19
20
21
22
23
24
WF 15
WF 16
WF 17
WF 18
WF 19
WF 20
WF 21
WF 22
WF 23
WF 24
Top Flex...Top Flex...B ot Flex ...B ot Flex ...Heel She... Heel She... Toe S he...Toe S he...P hi * Mn...P hi * V n...P hi * Mn...P hi * V n...
0(Toe)
NC .04(H eel)
4
0
4
0
4
13.334 14.48 13.334 14.48
0(Toe)
NC .053(He...
4
0
4
0
4
13.334 14.48 13.334 14.48
0(Toe)
NC .068(Toe)
4
0
4
0
4
13.334 14.48 13.334 14.48
0(Toe)
NC .069(Toe)
4
0
4
0
4
13.334 14.48 13.334 14.48
0(Toe)
NC .043(Toe)
4
0
6
0
4
13.334 14.48 13.334 14.48
0(Toe)
NC .056(He...
4
0
4
0
4
13.334 14.48 13.334 14.48
0(Toe)
NC .032(He...
4
0
4
0
4
13.334 14.48 13.334 14.48
0(Toe)
NC .036(Toe)
4
0
4
0
4
13.334 14.48 13.334 14.48
0(Toe)
NC .045(Toe)
7
0
7
0
7
13.334 14.48 13.334 14.48
0(Toe)
NC .026(Toe) 90
0
3
0
3
13.334 14.48 13.334 14.48
Wall C ode C hec k
Label
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
WF 1
WF 2
WF 3
WF 4
WF 5
WF 6
WF 7
WF 8
WF 9
WF 10
WF 11
WF 12
WF 13
WF 14
WF 15
WF 16
WF 17
WF 18
WF 19
WF 20
WF 21
WF 22
WF 23
WF 24
UC M ax Int UC Int L C UC M ax E xt UC E xt L C Max S hear...Max S hear...UC M ax D ...P hi * Mn I... P hi * Mn E...Wall Phi *...
.011
.027
.026
.018
.026
.017
.01
.02
.051
.024
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
93
84
92
84
86
83
86
89
141
89
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
.014
.015
.019
.021
.019
.014
.017
.014
.061
.02
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
3
3
4
4
84
3
11
3
135
4
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
.004
.01
.01
.006
.01
.006
.004
.007
.033
.009
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
141
141
141
141
141
141
141
141
141
141
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
.003
.007
.007
.004
.006
.004
.002
.005
.022
.006
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
12.77
12.736
13.063
12.721
13.063
12.736
12.728
12.736
12.182
12.687
No Val
No Val
No Val
No Val
No Val
No Val
No Val
No Val
No Val
No Val
No Val
No Val
No Val
No Val
0
0
0
3.835
11.505
4.335
7.896
11.214
14.845
.893
No Val
No Val
No Val
No Val
No Val
No Val
No Val
No Val
No Val
No Val
No Val
No Val
No Val
No Val
12.509
12.509
12.509
12.509
12.509
12.509
12.509
12.509
12.509
12.509
No Val
No Val
No Val
No Val
No Val
No Val
No Val
No Val
No Val
No Val
No Val
No Val
No Val
No Val
Wall Footing Steel
1
2
3
4
5
6
7
8
9
10
11
Label
Int Wall V erts
WF 1
WF 2
WF 3
WF 4
WF 5
WF 6
WF 7
WF 8
WF 9
WF 10
WF 11
#5@ 18in
#5@ 18in
#5@ 18in
#5@ 18in
#5@ 18in
#5@ 18in
#5@ 18in
#5@ 18in
#5@ 18in
#5@ 18in
NC
E xt Wall Verts Wall Horz B ars
R IS AF oundation Version 10.0.3
#5@ 18in
#5@ 18in
#5@ 18in
#5@ 18in
#5@ 18in
#5@ 18in
#5@ 18in
#5@ 18in
#5@ 18in
#5@ 18in
NC
#5@ 18in
#5@ 18in
#5@ 18in
#5@ 18in
#5@ 18in
#5@ 18in
#5@ 18in
#5@ 18in
#5@ 18in
#5@ 18in
NC
Foot Top B ars
Foot B ot B ars
Foot L ong Bars
#5@ 18in
#5@ 18in
#5@ 18in
#5@ 18in
#5@ 18in
#5@ 18in
#5@ 18in
#5@ 18in
#5@ 18in
#5@ 18in
#5@ 18in
#5@ 18in
#5@ 18in
#5@ 18in
#5@ 18in
#5@ 18in
#5@ 18in
#5@ 18in
#5@ 18in
#5@ 18in
#5@ 18in
#5@ 18in
#5@ 15in
#5@ 15in
#5@ 15in
#5@ 15in
#5@ 15in
#5@ 15in
#5@ 15in
#5@ 15in
#5@ 15in
#5@ 15in
#5@ 15in
Dowel Bars
#5@18in #5@18in
#5@18in #5@18in
#5@18in #5@18in
#5@18in #5@18in
#5@18in #5@18in
#5@18in #5@18in
#5@18in #5@18in
#5@18in #5@18in
#5@18in #5@18in
#5@18in #5@18in
NC
[\...\...\...\...\...\...\...\...\...\...\Kingsley ANG C orrosion C ontrol Hangar.rfl]P age 5
97 of 244
Company
Des igner
Job Number
Model Name
:
:
:
:
Mead & Hunt, Inc
G FR
3142200-121252.01
K ingsley ANG C orrosion Control Hangar
July 3, 2018
3:57 P M
Checked B y: JAL
Wall Footing Steel (C ontinued)
12
13
14
15
16
17
18
19
20
21
22
23
24
Label
Int Wall V erts
WF 12
WF 13
WF 14
WF 15
WF 16
WF 17
WF 18
WF 19
WF 20
WF 21
WF 22
WF 23
WF 24
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
E xt Wall Verts Wall Horz B ars
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
Foot Top B ars
Foot B ot B ars
Foot L ong Bars
Dowel Bars
#5@ 18in
#5@ 18in
#5@ 18in
#5@ 18in
#5@ 18in
#5@ 18in
#5@ 18in
#5@ 18in
#5@ 18in
#5@ 18in
#5@ 18in
#5@ 18in
#5@ 18in
#5@ 18in
#5@ 18in
#5@ 18in
#5@ 18in
#5@ 18in
#5@ 18in
#5@ 18in
#5@ 18in
#5@ 18in
#5@ 18in
#5@ 18in
#5@ 18in
#5@ 18in
#5@ 15in
#5@ 15in
#5@ 15in
#5@ 15in
#5@ 15in
#5@ 15in
#5@ 15in
#5@ 15in
#5@ 15in
#5@ 15in
#5@ 15in
#5@ 15in
#5@ 15in
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
NC
Wall Footing Stability
Label
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
WF 1
WF 2
WF 3
WF 4
WF 5
WF 6
WF 7
WF 8
WF 9
WF 10
WF 11
WF 12
WF 13
WF 14
WF 15
WF 16
WF 17
WF 18
WF 19
WF 20
WF 21
WF 22
WF 23
WF 24
B earing U C B earing L C Max B earing[k sf]
.65
.66
.717
.763
.715
.627
.74
.661
.727
.721
.48
.498
.492
.556
.567
.546
.749
.706
.433
.604
.416
.463
.641
.46
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
R IS AF oundation Version 10.0.3
1.3
1.32
1.435
1.526
1.431
1.254
1.481
1.321
1.455
1.442
.961
.995
.984
1.113
1.134
1.093
1.497
1.411
.866
1.209
.832
.926
1.282
.92
OT UC
.02
.039
.012
.023
.008
.025
.015
.037
.026
.025
.017
.011
.015
.002
.005
.016
.044
.006
.018
.002
.014
.027
.001
.019
OT UC L C MOT[k-ft/ft] S liding UC
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
.114
.239
.082
.155
.059
.141
.099
.216
.242
.17
.08
.068
.072
.008
.028
.088
.39
.042
.07
.01
.058
.127
.008
.086
.012
.025
.013
.014
.011
.014
.009
.023
.006
.013
.034
.024
.029
.003
.012
.032
.106
.012
.032
.003
.027
.054
.002
.037
S liding L C S liding Force[k/ft]
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
.013
.028
.017
.018
.014
.015
.012
.026
.008
.016
.029
.021
.025
.003
.012
.031
.13
.016
.024
.004
.02
.043
.002
.03
[\...\...\...\...\...\...\...\...\...\...\Kingsley ANG C orrosion C ontrol Hangar.rfl]P age 6
98 of 244
EXTERIOR STAIR DESIGN
99 of 244
20
40
40
STAIR TREADS
100EIGH
of 244 T S
SI ZES & W
STAIR TREAD SIZES & WEIGHTS BY PRODUCT TYPE
PRODUCT
TYPE
BAR GRATING
CONSTRUCTION
TYPE & FORM
CHART
SERIES TYPE
& NAME
PRIMARY
MATERIAL
GW-100
GALVANIZED
GW-125
CARBON STEEL
GW-125
GALVANIZED
GW-150
GHB-100
GAL-100
GALVANIZED
GALVANIZED
ALUMINUM
GRIP-STRUT®
CARBON STEEL
PERF-O GRIP®
GALVANIZED
STAIR TREAD PLANK
GRIP-STRUT®
GALVANIZED
EXTRUDED STAIR
TREAD PLANK
DIAMONDBACK®
ALUMINUM
HD EXTRUDED STAIR TREAD
HD-EXT
ALUMINUM
MOLDED STAIR TREAD
COVER PANEL
MS-T-COVER
FIBERGLASS
MOLDED STAIR TREAD PANEL
MS-T-R-150
FIBERGLASS
PULTRUDED STAIR
TREAD PANEL
MS-T-I-6015 - DURAGRID®
FIBERGLASS
WELDED STAIR TREAD
HD WELDED STAIR TREAD
SWAGE-LOCKED STAIR TREAD
PLANK STAIR TREAD
PLANK GRATING
FIBERGLASS GRATING
ITEM
NUMBER
640131T103
640131T252
640131T153
640131T343
640131T503
640131T313
640131T563
660431T223
660431T173
640431T503
640431T252
640431T553
640431T254
640431T413
640431T662
640431T423
640431T613
640431T773
640231T175
640114T173
670131T336
26T4151430
26T4151230
M4T0151336
M4T0201336
24N4151410
T707100212
T709150212
67T3956030
F209116C12
F210116C12
F26811TC21
F26812TC21
F1G6015T02
F1Y6015T12
PRODUCT SIZE
(width x length)
PRODUCT
IDENTIFIER
9-3/4" x 30"
SMOOTH SURFACE
9-3/4" x 30"
SERRATED SURFACE
9-3/4" x 36"
SMOOTH SURFACE
10-15/16" x 30"
SMOOTH SURFACE
10-15/16" x 30"
SERRATED SURFACE
10-15/16" x 36"
SMOOTH SURFACE
10-15/16" x 36"
SERRATED SURFACE
12-1/8" x 36"
SMOOTH SURFACE
12-1/8" x 36"
SERRATED SURFACE
9-3/4" x 30"
SMOOTH SURFACE
9-3/4" x 30"
SERRATED SURFACE
9-3/4" x 36"
SMOOTH SURFACE
9-3/4" x 36"
SERRATED SURFACE
10-15/16" x 30"
SMOOTH SURFACE
10-15/16" x 30"
SERRATED SURFACE
10-15/16" x 36"
SMOOTH SURFACE
10-15/16" x 36"
SERRATED SURFACE
12-1/8" x 36"
SMOOTH SURFACE
12-1/8" x 48"
SERRATED SURFACE
12-1/8" x 36"
SMOOTH SURFACE
12-1/8" x 36"
SMOOTH SURFACE
9-1/2" x 30"
SERRATED SURFACE (14 GAUGE)
9-1/2" x 30"
SERRATED SURFACE (12 GAUGE)
10" x 36"
SERRATED SURFACE (1-1/2" DEPTH)
10" x 36"
SERRATED SURFACE (2" DEPTH)
10-1/2" x 120"
STAIR TREAD PLANK
7" x 144"
EXTRUDED STAIR TREAD PLANK
9" x 144"
EXTRUDED STAIR TREAD PLANK
12-1/8" x 30"
HD EXTRUDED STAIR TREAD
9" x 144"
STAIR TREAD COVER PANEL
10" x 144"
STAIR TREAD COVER PANEL
22-1/2" x 120"
STAIR TREAD PANEL
22-1/2" x 120"
STAIR TREAD PANEL
11" x 144"
STAIR TREAD PANEL
11" x 144"
STAIR TREAD PANEL
PRODUCT
WEIGHT
UNIT OF
MEASURE
19.9
19.2
23.2
22.1
21.3
25.9
24.9
31.0
29.7
22.9
22.0
26.9
25.9
25.6
24.6
30.1
28.9
33.2
47.5
35.4
10.4
9.7
13.2
13.0
13.5
4.6
1.7
2.6
10.7
1.1
1.2
3.2
3.2
1.6
1.6
EACH
EACH
EACH
EACH
EACH
EACH
EACH
EACH
EACH
EACH
EACH
EACH
EACH
EACH
EACH
EACH
EACH
EACH
EACH
EACH
EACH
EACH
EACH
EACH
EACH
#/LF
#/LF
#/LF
EACH
#/LF
#/LF
#/SF
#/SF
#/SF
#/SF
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101 of 244
20
140
BAR GRATING
102
244
W of
ELDED
GW & GW-2 SERIES | 19-W-4 & 19-W-2 (1-3/16" ON CENTER) SPACING | RECTANGULAR BAR
SERIES TYPE
& NAME
#/SF
BB HEIGHT
& THICKNESS 19-W-4 19-W-2 LOAD
GW-75-A
3/4" x 1/8"
4.1
5.0
GW-75
3/4" x 3/16"
5.8
6.7
GW-100-A
1" x 1/8"
5.2
6.1
GW-100
1" x 3/16"
7.5
8.4
GW-125-A
1-1/4" x 1/8"
6.3
7.2
GW-125
1-1/4" x 3/16"
9.1
10.0
GW-150-A
1-1/2" x 1/8"
7.4
8.3
GW-150
1-1/2" x 3/16"
10.8
11.7
GW-175
1-3/4" x 3/16"
12.5
13.4
GW-200
2" x 3/16"
14.1
15.0
GW-225
2-1/4" x 3/16"
15.8
16.7
GW-250
2-1/2" x 3/16"
17.4
18.3
U
D
C
D
U
D
C
D
U
D
C
D
U
D
C
D
U
D
C
D
U
D
C
D
U
D
C
D
U
D
C
D
U
D
C
D
U
D
C
D
U
D
C
D
U
D
C
D
CARBON & GALVANIZED STEEL LOAD TABLE
CLEAR SPAN
12"
18"
24"
30"
36"
42"
48"
54"
60"
66"
72"
78"
84"
90"
96"
102"
108"
114"
120"
1421
0.025
710
0.020
2131
0.025
1066
0.020
2526
0.019
1263
0.015
3790
0.019
1895
0.015
3947
0.015
1973
0.012
5921
0.015
2960
0.012
5684
0.012
2842
0.010
8526
0.012
4263
0.010
11605
0.011
5803
0.009
15158
0.009
7579
0.007
19184
0.008
9592
0.007
23684
0.007
11842
0.006
631
0.056
474
0.045
947
0.056
710
0.045
1123
0.042
842
0.034
1684
0.042
1263
0.034
1754
0.034
1316
0.027
2631
0.034
1974
0.027
2526
0.028
1895
0.022
3789
0.028
2842
0.022
5158
0.024
3868
0.019
6737
0.021
5053
0.017
8526
0.019
6395
0.015
10526
0.017
7895
0.013
355
0.099
355
0.079
533
0.099
533
0.079
632
0.075
632
0.060
947
0.074
947
0.060
987
0.060
987
0.048
1480
0.060
1480
0.048
1421
0.050
1421
0.040
2132
0.050
2132
0.040
2901
0.043
2901
0.034
3790
0.037
3790
0.030
4796
0.033
4796
0.026
5921
0.030
5921
0.024
227
0.155
284
0.124
341
0.155
426
0.124
404
0.116
505
0.093
606
0.116
758
0.093
631
0.093
789
0.074
947
0.093
1184
0.074
910
0.078
1137
0.062
1364
0.078
1705
0.062
1857
0.067
2321
0.053
2425
0.058
3032
0.047
3070
0.052
3837
0.041
3790
0.047
4737
0.037
158
0.224
237
0.179
237
0.224
355
0.179
281
0.168
421
0.134
421
0.168
632
0.134
439
0.134
658
0.107
658
0.134
987
0.107
632
0.112
947
0.089
947
0.112
1421
0.089
1289
0.096
1934
0.077
1684
0.084
2526
0.067
2132
0.074
3197
0.060
2632
0.067
3947
0.054
116
0.304
203
0.243
174
0.304
304
0.243
206
0.228
361
0.182
309
0.228
541
0.182
322
0.182
564
0.146
483
0.182
846
0.146
464
0.152
812
0.122
696
0.152
1218
0.122
947
0.130
1658
0.104
1237
0.114
2165
0.091
1566
0.101
2741
0.081
1933
0.091
3383
0.073
89
0.398
178
0.319
133
0.397
266
0.317
158
0.298
316
0.238
237
0.298
474
0.238
247
0.239
493
0.191
370
0.238
740
0.191
355
0.198
711
0.159
533
0.199
1066
0.159
725
0.170
1451
0.136
947
0.149
1895
0.119
1199
0.132
2398
0.106
1480
0.119
2961
0.095
70
0.502
158
0.403
105
0.502
237
0.403
125
0.378
281
0.302
187
0.377
421
0.302
195
0.302
439
0.242
292
0.301
658
0.241
281
0.252
632
0.201
421
0.251
947
0.201
573
0.215
1289
0.172
749
0.189
1684
0.151
947
0.168
2132
0.134
1170
0.151
2632
0.121
57
0.623
142
0.496
85
0.619
213
0.496
101
0.465
253
0.373
152
0.467
379
0.372
158
0.373
395
0.298
237
0.373
592
0.298
227
0.310
568
0.248
341
0.310
853
0.248
464
0.266
1161
0.213
606
0.233
1516
0.186
767
0.207
1918
0.165
947
0.186
2368
0.149
47
0.752
129
0.600
70
0.746
194
0.602
84
0.566
230
0.451
125
0.562
345
0.451
130
0.449
359
0.361
196
0.451
538
0.360
188
0.376
517
0.301
282
0.376
775
0.300
384
0.322
1055
0.257
501
0.282
1378
0.225
634
0.250
1744
0.200
783
0.225
2153
0.180
39
0.883
118
0.713
59
0.891
178
0.717
70
0.668
211
0.537
105
0.669
316
0.537
110
0.538
329
0.429
164
0.535
493
0.429
158
0.447
474
0.358
237
0.447
711
0.358
322
0.383
967
0.306
421
0.335
1263
0.268
533
0.298
1599
0.238
658
0.268
1974
0.215
34
1.061
109
0.837
50
1.040
164
0.839
60
0.789
194
0.628
90
0.789
292
0.630
93
0.626
304
0.504
140
0.629
455
0.503
135
0.526
437
0.419
202
0.525
656
0.420
275
0.450
893
0.360
359
0.394
1166
0.315
454
0.350
1476
0.280
561
0.315
1822
0.252
29
1.217
101
0.969
43
1.203
152
0.972
52
0.920
180
0.728
77
0.908
271
0.731
81
0.734
282
0.584
121
0.731
423
0.584
116
0.608
406
0.487
174
0.608
609
0.487
237
0.522
829
0.417
309
0.456
1083
0.365
392
0.406
1370
0.324
483
0.365
1692
0.292
25
1.382
95
1.121
38
1.401
142
1.117
45
1.049
168
0.836
67
1.042
253
0.839
70
0.836
263
0.670
105
0.836
395
0.671
101
0.698
379
0.559
152
0.700
568
0.558
206
0.598
774
0.479
269
0.523
1011
0.419
341
0.465
1279
0.372
421
0.419
1579
0.335
22
1.575
89
1.274
33
1.575
133
1.269
39
1.177
158
0.954
59
1.187
237
0.954
62
0.958
247
0.764
93
0.958
370
0.763
89
0.796
355
0.635
133
0.793
533
0.636
181
0.680
725
0.545
237
0.596
947
0.476
300
0.530
1199
0.424
370
0.477
1480
0.381
20
1.824
84
1.442
29
1.764
125
1.431
35
1.346
149
1.079
52
1.334
223
1.077
55
1.083
232
0.860
82
1.077
348
0.860
79
0.901
334
0.717
118
0.897
502
0.718
161
0.771
683
0.615
210
0.673
892
0.538
266
0.599
1128
0.478
328
0.538
1393
0.430
18
2.064
79
1.610
26
1.987
118
1.603
31
1.499
140
1.203
47
1.515
211
1.209
49
1.213
219
0.964
73
1.205
329
0.965
70
1.003
316
0.805
105
1.003
474
0.805
143
0.860
645
0.690
187
0.754
842
0.603
237
0.671
1066
0.536
292
0.602
1316
0.483
16
2.277
75
1.798
24
2.277
112
1.790
28
1.680
133
1.344
42
1.681
199
1.341
44
1.352
208
1.077
66
1.352
312
1.077
63
1.121
299
0.896
94
1.115
449
0.897
129
0.963
611
0.768
168
0.840
798
0.672
213
0.748
1010
0.598
262
0.671
1247
0.538
14
2.446
71
1.985
21
2.446
107
1.994
25
1.842
126
1.485
38
1.867
189
1.486
39
1.472
197
1.189
59
1.484
296
1.191
57
1.245
284
0.992
85
1.238
426
0.992
116
1.064
580
0.851
152
0.934
758
0.745
192
0.828
959
0.662
237
0.745
1184
0.596
U - Uniform Load - Lbs. per Square Foot
■■
D - Deflection - in Inches
Spans and loading values to the left of the bolded black line produce a deflection of 1/4" or less under a uniform load of 100 lbs. per square foot, allowing for safe pedestrian comfort. Span and loading values to the right of the bolded
black line are applicable to other types of loads at the discretion of a licensed engineer.
■■
C - Concentrated Load - Lbs. per Square
Foot of Width at Mid Span
For Grating with a serrated surface (1" bearing bar height or taller), subtract 1/4" from the bearing bar height requirement and reference that loading information listed in the table. For example, a 1-1/2" x 3/16" serrated bearing
bar height and thickness would have the same strength and loading values as a 1-1/4" x 3/16" smooth (non-serrated) bearing bar height and thickness.
■■
Loading and deflection values are theoretical and based on a maximum allowable fiber stress of 18,000 PSI, E = 29,000,000 PSI.
■■
Technical information provided is theoretical and for evaluation by technically skilled persons only, with any use thereof to be at their independent discretion and risk. McNICHOLS shall have no responsibility or liability for results
obtained or damages resulting from improper evaluation or use of Grating.
Superior Service, Quality and Performance ... That’s The Hole Story®!
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sales@mcnichols.com
mcnichols.com
103 of 244
Y
Z
X
N6
6
M1
M4
N10
N5
M1
0
5A
M1
M3
N11
N8
M9
M6
N4
M8
M7
N2
N7
M13
N17
1
M1
N9
N15
1
M
M1
4
2
M
2
M1
N16
N14
M15
N1
N3
Envelope Only Solution
Kingsley Corrosion Contro...
FLB
3142200-121252.01
SK - 1
Exterior Stairs
Member Labels
June 27, 2018 at 8:17 AM
Exterior Stairs_HSS rev1.r3d
104 of 244
Y
Z
X
N6
x4
x4
S6
S
H
N10
x4
x4
S6
S
H
HS
S8
x3
x5
HS
S1
2x
3x
5
N5
x5
x3
12
S
HS
N11
HS
S1
2x
3x
5
x5
x3 N4
12
S
HS
N7
x4
x4
S6
S
H
N2
HSS6x6x8
N8
4
L3x3x
N17
x4
x3
L3
N9
S1
HS
N15
x3
S1
HS
x4
5
3x
2x
L3
5
3x
2x
x4
x3
L3
N16
N14
4
L3x3x
N1
N3
Envelope Only Solution
Kingsley Corrosion Contro...
FLB
3142200-121252.01
SK - 2
Exterior Stairs
Member Shapes
June 29, 2018 at 1:24 PM
Exterior Stairs_HSS rev1.r3d
105 of 244
Y
Z
X
N6
-.02ksf
N10
N5
N11
N2
N8
N4
N7
N17
N9
N15
N16
N14
-.026k/ft
N1
-.026k/ft
N3
Loads: BLC 1, Dead Load
Envelope Only Solution
Kingsley Corrosion Contro...
FLB
3142200-121252.01
SK - 3
Exterior Stairs
Dead Load
June 27, 2018 at 8:18 AM
Exterior Stairs_HSS rev1.r3d
106 of 244
Y
Z
X
-.1ksf
N6
-.1ksf
N10
N5
N11
N2
N8
N4
N7
N17
N9
N15
N16
N14
-.2k/ft
N1
-.2k/ft
N3
Loads: BLC 2, Live Load
Envelope Only Solution
Kingsley Corrosion Contro...
FLB
3142200-121252.01
SK - 4
Exterior Stairs
Live Load
June 29, 2018 at 1:22 PM
Exterior Stairs_HSS rev1.r3d
107 of 244
Y
Z
X
-.02ksf
N6
-.02ksf
N10
N5
N11
N2
N8
N4
N7
N17
N9
N15
N16
N14
-.04k/ft
N1
-.04k/ft
N3
Loads: BLC 7, Snow Load
Envelope Only Solution
Kingsley Corrosion Contro...
FLB
3142200-121252.01
SK - 5
Exterior Stairs
Snow Load
June 29, 2018 at 1:23 PM
Exterior Stairs_HSS rev1.r3d
108 of 244
Code Check
( Env )
Y
Z
No Calc
> 1.0
.90-1.0
.75-.90
.50-.75
0.-.50
X
N6
.68
.09
N10
N5
.27
.69
.33
N11
N8
.04
.38
N4
.41
.17
N2
N7
.03
N17
.01
N9
N15
3
.2
.06
3
.2
.01
N16
N14
.14
N1
N3
Member Code Checks Displayed (Enveloped)
Envelope Only Solution
Kingsley Corrosion Contro...
FLB
3142200-121252.01
SK - 6
Exterior Stairs
Unity Check (Bending)
June 29, 2018 at 1:24 PM
Exterior Stairs_HSS rev1.r3d
109 of 244
Company
Des igner
Job Number
Model Name
:
:
:
:
K ingsley Corros ion Control Hangar
FL B
3142200-121252.01
E xterior S tairs
June 29, 2018
1:25 P M
Checked B y:_____
(Global) Model Settings
Display S ections for Member Calcs
Max Internal S ections for Member C alcs
Include S hear Deformation?
Increase Nailing C apacity for Wind?
Include W arping?
Trans Load Btwn Intersecting Wood Wall?
Area Load Mesh (in^2)
Merge Tolerance (in)
P -Delta Analysis Tolerance
Include P -Delta for Walls?
Automatically Iterate S tiffness for Walls?
Max Iterations for Wall S tiffness
G ravity Acceleration (ft/sec^2)
Wall Mesh S ize (in)
E igensolution C onvergence Tol. (1.E -)
Vertical Axis
G lobal Member Orientation P lane
S tatic S olver
Dynamic S olver
5
97
Yes
Yes
Yes
Yes
144
.12
0.50%
Yes
Yes
3
32.2
24
4
Y
XZ
S parse Acc elerated
Accelerated S olver
Hot R olled S teel C ode
Adjust S tiffness?
R IS AC onnection Code
C old F ormed S teel C ode
Wood Code
Wood Temperature
C oncrete C ode
Masonry C ode
Aluminum C ode
AIS C 14th(360-10): LR FD
Yes(Iterative)
AIS C 14th(360-10): A S D
AIS I S 100-12: AS D
AWC NDS -15: AS D
< 100F
AC I 318-14
AC I 530-13: AS D
AA ADM 1-10: A S D - Building
AIS C 14th(360-10): A S D
Number of S hear R egions
R egion S pacing Increment (in)
Biaxial C olumn Method
P arme Beta Factor (P CA)
C oncrete S tress Block
Use Cracked S ections?
Use Cracked S ections S lab?
Bad Framing Warnings?
Unused F orce Warnings?
Min 1 Bar Diam. S pacing?
C oncrete R ebar S et
Min % S teel for C olumn
Max % S teel for C olumn
4
4
E xact Integration
.65
R ectangular
Yes
Yes
No
Yes
No
R E BAR _S E T_AS TMA615
1
8
R IS A-3D Version 16.0.3
[X:\...\...\...\...\...\...\E xterior S tairs\working\E xterior S tairs_HS S rev1.r3d]
P age 1
110 of 244
Company
Des igner
Job Number
Model Name
:
:
:
:
K ingsley Corros ion Control Hangar
FL B
3142200-121252.01
E xterior S tairs
June 29, 2018
1:25 P M
Checked B y:_____
(Global) Model Settings , C ontinued
S eismic C ode
S eismic Base E levation (ft)
Add Base W eight?
Ct X
Ct Z
T X (sec)
T Z (sec)
RX
RZ
C t E xp. X
C t E xp. Z
S D1
S DS
S1
TL (sec)
R isk C at
Drift C at
Om Z
Om X
Cd Z
Cd X
R ho Z
R ho X
AS C E 7-10
Not E ntered
Yes
.02
.02
Not E ntered
Not E ntered
3
3
.75
.75
1
1
1
5
I or II
O ther
1
1
1
1
1
1
F ooting Overturning S afety F actor
O ptimize for OTM/S liding
C heck Concrete Bearing
F ooting C oncrete Weight (k/ft^3)
F ooting C oncrete f'c (ksi)
F ooting C oncrete E c (ksi)
Lambda
F ooting S teel fy (ksi)
Minimum S teel
Maximum S teel
F ooting Top Bar
F ooting Top Bar C over (in)
F ooting Bottom Bar
F ooting Bottom Bar C over (in)
P edestal Bar
P edestal Bar Cover (in)
P edestal Ties
1
No
No
.145
43
3644
1
60
0.0018
0.0075
#6
1.5
#6
3
#6
1.5
#4
B as ic Load C ases
1
2
3
4
5
6
7
B LC Description
Category
X GravityY GravityZ G ravity
Dead Load
Live Load
DL
LL
E LX
E LZ
None
None
SL
-1
S eismic Load, x
S eismic Load, z
B LC 1 Transient ...
B LC 2 Transient ...
S now Load
R IS A-3D Version 16.0.3
Joint
P oint
Distributed
Area(M...S urface(Pla...
2
2
2
2
16
16
2
2
.134
.134
[X:\...\...\...\...\...\...\E xterior S tairs\working\E xterior S tairs_HS S rev1.r3d]
P age 2
111 of 244
Company
Des igner
Job Number
Model Name
:
:
:
:
K ingsley Corros ion Control Hangar
FL B
3142200-121252.01
E xterior S tairs
June 29, 2018
1:25 P M
Checked B y:_____
B as ic Load C ases (C ontinued)
8
B LC Description
B LC 7 Transient ...
Category
X GravityY GravityZ G ravity
Joint
P oint
None
Distributed
Area(M...S urface(Pla...
16
Load C ombinations
1
2
3
4
5
6
7
8
9
10
11
12
13
14
Des cription S o...P De...S R...
Dead Load Y es Y
Live Load Y es Y
Deflection 3 Y es Y
IB C 16-1 Y es Y
IBC 16-2 (a) Y es Y
IBC 16-2 (b) Y es Y
IBC 16-3 (c) Y es Y
IBC 16-5 (a) Y es Y
IBC 16-5 (b) Y es Y
IBC 16-7 (a) Y es Y
IBC 16-7 (b) Y es Y
S now L oad
Y
S eismic Lo...
Y
S eismic Lo...
Y
B LC Fac... B LC
DL
LL
DL
DL
DL
DL
DL
DL
DL
DL
DL
SL
1
1
1
1.4
1.2
1.2
1.2
1.2
1.2
.9
.9
1
E LX 1
E LZ 1
Fac... B LC Fac...B LC Fac...B LC Fac...B LC Fac...B LC Fac...B LC Fac...B LC Fac...B LC Fac...
LL
1
LL
LL
SL
E LX
E LZ
E LX
E LZ
1.6 LLS 1.6
1.6 LLS 1.6 S L .5 S LN
1.6 S LN 1.6 LL .5 LL S
1
LL .5 LL S 1 S L
1
LL .5 LL S 1 S L
1
1
.5
1
.2 S LN .7
.2 S LN .7
Envelope J oint Reactions
Joint
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
N7
N8
N6
N3
N1
N9
N10
Totals:
max
min
max
min
max
min
max
min
max
min
max
min
max
min
max
min
X [k ]
LC
Y [k ]
LC
Z [k]
LC
-.021
-.456
0
0
0
0
0
0
0
0
.299
-.019
0
0
0
-.382
11
8
1
1
1
1
1
1
1
1
6
10
1
1
11
8
8.66
1.226
-.025
-.603
-.295
-2.39
4.433
.551
4.497
.555
7.908
1.42
10.712
1.337
33.217
4.847
6
11
10
6
1
6
6
10
6
10
6
11
6
10
6
10
0
0
-.117
-1.134
.164
-.035
-.094
-.638
.011
-.012
2.052
.218
-.039
-.456
0
-.382
1
1
10
6
6
11
1
6
6
11
6
11
10
6
6
11
MX [k-ft]
LC
MY [k-ft]
LC
MZ [k-ft]
0
1
0
1
0
1
0
1
0
1
0
1
0 USED1TO DESIGN
0 STRINGER
1
0 ANCHORAGE
1
0 HILTI 1
IN
0
1
0
1
0
1
0
1
0
1
0
1
0
1
0
1
0
1
0
1
0
1
0
1
0
1
0
1
0
1
0
1
0
1
0
1
0
0
0
0
0
0
0
0
0
0
0
0
0
0
LC
1
1
1
1
1
1
1
1
1
1
1
1
1
1
Envelope A ISC 14th(360-10): LR FD Steel C ode C hecks
Member
1
2
3
4
5
6
7
M1
M2
M3
M4
M6
M7
M8
S hape
HS S 12x3x5
HS S 12x3x5
HS S 12x3x5
HS S 12x3x5
HS S 12x3x5
HS S 12x3x5
HS S 6x6x8
R IS A-3D Version 16.0.3
Code Check
.227
.235
.332
.091
.378
.167
.411
Loc[ft]
11.1...
12.7...
6.583
5.583
0
1.917
0
LC
6
6
6
6
6
6
6
S hear Check Loc[ft] Dir LC phi*P nc...phi*P nt...phi*Mn ...phi*Mn ... Cb
21.8... y 6 237.941 338.238 28.824 96.255 1.137
.024
14.5... z 6 237.941 338.238 28.824 96.255 1.14
.027
.097
0
z 6 252.022 338.238 28.824 96.255 1.907
.183
0
z 6 270.394 338.238 28.824 96.255 1.161
.348
0
z 6 270.394 338.238 28.824 96.255 1.58
.068
0
z 6 316.998 338.238 28.824 96.255 2.002
.019
0
z 6 310.272 403.236 68.31 68.31 1.667
[X:\...\...\...\...\...\...\E xterior S tairs\working\E xterior S tairs_HS S rev1.r3d]
E qn
H1-1b
H1-1b
H1-1b
H1-1b
H3-6
H1-1b
H1-1b
P age 3
112 of 244
Company
Des igner
Job Number
Model Name
:
:
:
:
K ingsley Corros ion Control Hangar
FL B
3142200-121252.01
E xterior S tairs
June 29, 2018
1:25 P M
Checked B y:_____
Envelope A ISC 14th(360-10): LR FD Steel C ode C hecks (C ontinued)
Member
8
9
10
11
12
13
14
15
16
M9
M10
M11
M12
M13
M14
M15
M15A
M16
S hape
HS S 6x4x4
HS S 8x3x5
L3x3x4
L3x3x4
L3x3x4
L3x3x4
L3x3x4
HS S 6x4x4
HS S 6x4x4
R IS A-3D Version 16.0.3
Code Check
.038
.268
.011
.014
.035
.064
.142
.687
.680
Loc[ft] LC
2
0
2
2
4.162
4.162
4.248
0
0
6
6
6
6
4
6
6
6
6
S hear Check Loc[ft] Dir LC phi*P nc...phi*P nt...phi*Mn ...phi*Mn ... Cb
E qn
.067
4
y 6 167.646 178.02 22.252 29.428 1.107 H1-1b
.213
0
z 6 198.192 242.19 23.598 47.955 1.693 H1-1b
.007
.008
.057
.052
.057
.210
.287
0
0
0
z
z
z
8.323 z
0
z
7.58 y
0
y
6
6
6
6
6
6
6
32.733
32.733
11.16
11.16
11.16
46.656
46.656
46.656
46.656
46.656
143.494 178.02
162.562 178.02
1.688
1.688
1.688
1.688
1.688
22.252
22.252
3.537 1.136
3.537 1.136
2.975 1.136
2.975 1.136
2.975 1.136
29.428 1.615
29.428 2.475
[X:\...\...\...\...\...\...\E xterior S tairs\working\E xterior S tairs_HS S rev1.r3d]
H2-1
H2-1
H2-1
H2-1
H2-1
H1-1b
H3-6
P age 4
113 of 244
Z
X
.652k
-.002k
.647k
.109k
N4
N5
N9
N8
N7
N6
Loads: DL - Dead Load
Results for LC 1, Service
Kingsley Corrosion Contro...
FLB
3142200-121252.01
SK - 1
Exterior Stairs
Dead Load
June 28, 2018 at 7:50 AM
Exterior Stairs_HSS rev1.r3d
114 of 244
Z
X
2.196k
-.006k
2.157k
.333k
N4
N5
N9
N8
N7
N6
Loads: LL - Live Load
Results for LC 1, Service
Kingsley Corrosion Contro...
FLB
3142200-121252.01
SK - 2
Exterior Stairs
Live Load
June 28, 2018 at 7:50 AM
Exterior Stairs_HSS rev1.r3d
115 of 244
Z
X
.437k
.433k
.061k
N4
N9
N7
N5
N8
N6
Loads: SL - Snow Load
Kingsley Corrosion Contro...
FLB
3142200-121252.01
SK - 3
Exterior Stairs
Snow Load
June 29, 2018 at 1:27 PM
Exterior Stairs_HSS rev1.r3d
116 of 244
Z
Soil Pressure
ksf
.99
.88
.77
.66
.55
.44
.33
.22
.11
.001
0
X
N4
N9
N7
N5
N8
N6
Results for LC 1, Service
Kingsley Corrosion Contro...
SK - 4
FLB
Exterior Stairs
June 29, 2018 at 1:27 PM
3142200-121252.01
Soil Pressure
Exterior Stairs_HSS rev1.r3d
117 of 244
Z
X
N4
N5
#6
( T)
@
18 18in
@in
#6 (T)
@
#6
#6
@
14
in
N9
in
18
(B)
(B)
N8
N7
N6
Results for LC 1, Service
Kingsley Corrosion Contro...
FLB
3142200-121252.01
SK - 5
Exterior Stairs
Reinforcement in Footing
June 28, 2018 at 7:54 AM
Exterior Stairs_HSS rev1.r3d
118 of 244
Company
Designer
Job Number
Model Name
:
:
:
:
Kingsley Corrosion Control Hangar
FLB
3142200-121252.01
Exterior Stairs
Cut:
Material:
Start:
End:
DS2-X26
Conc4000NW
3000NW
(-1.5 , 18.6) ft
(5.5 , 18.6) ft
June 28, 2018
7:55 AM
Checked By:_____
Max Top bar Spac.:
Min Top bar Spac.:
Max Bot bar Spac.:
Min Bot bar Spac.:
18 in
6 in
18 in
6 in
Stress Block:
Rectangular
Rebar Spacing Inc:
Design Rule:
1 in
Typical
ACI 318-14 Code Check
Top Bending Check
Gov Mu Top
phi*Mn Top
Governing LC
0.000
0 k-ft
0 k-ft
N/A
Bot Bending Check
Gov Mu Bot
phi*Mn Bot
Governing LC
0.012
-2.535 k-ft
219.879 k-ft
2
1 Way Shear Check
Gov Vu
phi*Vn
Governing LC
0.020
2.588 k
128.499 k
2
Tension Bar Fy
Shear Bar Fy
F'c
Flex. Rebar Set
60 ksi
60 ksi
43 ksi
ASTM A615
Concrete Weight

E_Concrete
.145 k/ft^3
1
3644 ksi
Top Cover
Bottom Cover
1.5 in
1.5 in
Top As Reqd:
Analysis
4/3
Min Flex
NA
NA
2.722 in^2
Bot As Reqd:
Analysis
4/3
Min Flex
.035 in^2
NA
2.722 in^2
As Reqd(T/S)
Rho Reqd(T/S)
2.72160
0.00180
Top As Prvd
NA
Bot As Prvd
3.093 in^2
Rho Prvd(Gross)
0.00205
Cross Section Detailing(All Bars Equally Spaced, Units: in)
RISAFoundation Version 10.0.3
1.9
#6@14
1.9
18
84
[X:\...\...\...\...\...\...\Exterior Stairs\working\Exterior Stairs_HSS rev1.r3d] Page 1
119 of 244
Pedestal:
Shape:
Material:
Height:
Location:
N8
CRECT18X12
3000NW
Conc4000NW
42 in
(4 , 4) ft
Tension Bar Fy:
Shear Bar Fy:
Pedestal Cover:
Rebar Set:
60 ksi
60 ksi
1.5 in
ASTM A615
Stress Block:
Design Rule:
Design Code:
Rectangular
Typical
ACI 318-14
12 in
1.5 in
18 in
18 in
4#6
42 in
#4@12 in
Design Results
Shear Check Results (Envelope)
Along xx Vcx 23.717 k
Along zz Vcz 21.915 k
Shear Ties
#4 @ 12 in
Bending Check Results
Unity Check
.059
Pu
0k
Pn
667.536 k
Gov LC
2
Long. Bars
4 #6
Vsx 30.68 k
Vsz 18.899 k
Vux/
Vuz/
Vnx 0
Vnz .022
Gov LC NC
Gov LC 2
.9
2.323 k-ft
44.035 k-ft
NA
.818
Parme Beta
Muz
Mnz
Mnoz
.65
0 k-ft
NA
NA
Compression Development Length for Longitudinal Bars
Lrequired
Lprovided
14.23 in
14.25 in
Lreq./Lpro.
.999
Punching Shear Check Results
Punching Shear Values
Unity Check
.014
Location
CORNER
Gov LC
2
Vuy
Mux
Muz
0k
2.82 k-ft
0 k-ft
Total Stress
vny
.003 ksi
.19 ksi
Punching Shear Geometries
Effective depth 16.125 in
L1 along zz
32.063 in
L2 along xx
29.063 in
Polar Moment Ixx 1.571e+5 in^4
Polar Moment Izz 2.477e+5 in^4
Gamma xx
Gamma zz
.412
.461
RISAFoundation Version 10.0.3
Phi
Mux
Mnx
Mnox
% Steel
Vux 0 k
Vuz .664 k
[X:\...\...\...\...\...\...\Exterior Stairs\working\Exterior Stairs_HSS rev1.r3d] Page 1
120 of 244
Company
Des igner
Job Number
Model Name
:
:
:
:
K ingsley Corros ion Control Hangar
FL B
3142200-121252.01
E xterior S tairs
June 28, 2018
7:58 AM
Checked B y:_____
(Global) Model Settings
Display S ections for Member Calcs
Max Internal S ections for Member C alcs
Mesh S ize (in)
Max Iterations
Merge Tolerance (in)
S olver
C oefficient of F riction
5
100
24
10
.12
S parse Acc elerated
.3
No. of S hear Regions
S hear Region S pacing Increment (in)
Min 1 Bar Dia S pacing for Beams?
O ptimize footings for OTM / S liding?
P arme Beta Factor
P ile S afety F actor
C oncrete S tress Block
C oncrete R ebar S et
C oncrete C ode
HR S teel P ile C ode
Wood P ile Code
4
4
No
No
.65
3
R ectangular
AS TM A615
AC I 318-14
AIS C 14th(360-10): LR FD
AWC NDS -15: AS D
Load C ombinations
Label
1
2
3
4
5
6
7
8
9
10
11
12
13
S olve S ervice A... S F Cat...F a... Cat...F a... Cat...F a... Cat...F a... Cat...F a... Cat...F a... Cat...F a... Cat...F a... Cat...F a... Cat...F a...
S ervice Yes
S trength Yes
IBC 16-1 Yes
IBC 16-... Yes
IBC 16-... Yes
IBC 16-... Yes
IBC 16-... Yes
IBC 16-... Yes
IBC 16-... Yes
IBC 16-... Yes
IBC 16-... Yes
IBC 16-... Yes
IBC 16-... Yes
Yes
R IS AF oundation Version 10.0.3
DL
DL
DL
DL
DL
DL
DL
DL
DL
DL
DL
DL
DL
1
1.2
1.4
1.2
1.2
1.2
1.2
1.2
1.2
1.2
1.2
.9
.9
LL 1 HL 1
LL 1.6 HL 1.6
LL 1.6 LL S
LL 1.6 LL S
LL 1.6 LL S
RL L 1.6 HL
S L 1.6 S LN
R L 1.6 HL
E LX 1 LL
E LZ 1 LL
E LX 1 HL
E LZ 1 HL
1.6
1.6
1.6
1.6
1.6
1.6
.5
.5
.9
.9
HL
HL
HL
LL
HL
LL
1.6
1.6
1.6
.5
1.6
.5
LL S 1
LL S 1
RL L .5
S L .5
R L .5
LL S 1
LL .5
LL S 1
HL 1.6
HL 1.6
S LN .5
LL S
1
S L .2 S LN .7
S L .2 S LN .7
[X:\...\...\...\...\...\...\...\working\E xterior S tairs_HS S rev1.r3d]
P age 1
121 of 244
Profis Anchor 2.7.6
www.hilti.us
Company:
Specifier:
Address:
Phone I Fax:
E-Mail:
Mead & Hunt
FLB
|
Page:
Project:
Sub-Project I Pos. No.:
Date:
1
Kingsley
3142200-121252.01
6/27/2018
Specifier's comments:
1 Input data
Anchor type and diameter:
Kwik Bolt TZ - CS 3/4 (3 3/4)
Effective embedment depth:
hef,act = 3.750 in., hnom = 4.313 in.
Material:
Carbon Steel
Evaluation Service Report:
ESR-1917
Issued I Valid:
5/1/2017 | 5/1/2019
Proof:
Design method ACI 318-14 / Mech.
Stand-off installation:
eb = 0.000 in. (no stand-off); t = 0.500 in.
Anchor plate:
lx x ly x t = 4.000 in. x 4.000 in. x 0.500 in.; (Recommended plate thickness: not calculated
Profile:
S shape (AISC); (L x W x T x FT) = 3.000 in. x 2.330 in. x 0.170 in. x 0.260 in.
Base material:
cracked concrete, 4000,
3000 fc' = 4,000
3000 psi; h = 24.000 in.
Installation:
hammer drilled hole, Installation condition: Dry
Reinforcement:
tension: condition B, shear: condition B; no supplemental splitting reinforcement present
Seismic loads (cat. C, D, E, or F)
edge reinforcement: none or < No. 4 bar
Tension load: yes (17.2.3.4.3 (b))
Shear load: yes (17.2.3.5.3 (a))
Geometry [in.] & Loading [lb, in.lb]
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
Profis Anchor 2.7.6
www.hilti.us
Company:
Specifier:
Address:
Phone I Fax:
E-Mail:
Page:
Project:
Sub-Project I Pos. No.:
Date:
Mead & Hunt
FLB
|
2 Load case/Resulting anchor forces
Load case: Design loads
Anchor reactions [lb]
Tension force: (+Tension, -Compression)
Anchor
Tension force
Shear force
1
0
651
Shear force x
651
Shear force y
0
max. concrete compressive strain:
0.01 [‰]
max. concrete compressive stress:
34 [psi]
resulting tension force in (x/y)=(0.000/0.000):
0 [lb]
resulting compression force in (x/y)=(0.000/0.000): 552 [lb]
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
2
Kingsley
3142200-121252.01
6/27/2018
123 of 244
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4 Shear load
Load Vua [lb]
651
Capacity f Vn [lb]
7,634
Utilization bV = Vua/f Vn
9
Status
OK
Steel failure (with lever arm)*
N/A
N/A
N/A
N/A
Pryout Strength**
651
10,931
6
OK
Concrete edge failure in direction x+**
651
3,265
20
OK
Steel Strength*
* anchor having the highest loading
**anchor group (relevant anchors)
4.1 Steel Strength
Vsa,eq = ESR value
f Vsteel ≥ Vua
refer to ICC-ES ESR-1917
ACI 318-14 Table 17.3.1.1
Variables
Ase,V [in.2]
0.24
futa [psi]
106,000
Calculations
Vsa,eq [lb]
11,745
Results
f steel
0.650
Vsa,eq [lb]
11,745
f nonductile
1.000
f Vsa [lb]
7,634
Vua [lb]
651
4.2 Pryout Strength
Vcp
= kcp
[(AA ) y
Nc
Nc0
ed,N
]
y c,N y cp,N Nb
ACI 318-14 Eq. (17.5.3.1a)
f Vcp ≥ Vua
ANc see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b)
ANc0 = 9 h2ef
1
2 e'N ≤ 1.0
y ec,N =
1+
3 hef
ca,min
≤ 1.0
y ed,N = 0.7 + 0.3
1.5hef
ca,min 1.5hef
,
≤ 1.0
y cp,N = MAX
cac
cac
1.5
'
Nb
= kc l a √fc hef
)
(
(
(
)
)
ACI 318-14 Table 17.3.1.1
ACI 318-14 Eq. (17.4.2.1c)
ACI 318-14 Eq. (17.4.2.4)
ACI 318-14 Eq. (17.4.2.5b)
ACI 318-14 Eq. (17.4.2.7b)
ACI 318-14 Eq. (17.4.2.2a)
Variables
kcp
2
hef [in.]
3.750
ec1,N [in.]
0.000
ec2,N [in.]
0.000
ca,min [in.]
6.000
y c,N
1.000
cac [in.]
8.000
kc
17
la
1.000
f'c [psi]
4,000
ANc0 [in.2]
126.56
y ec1,N
1.000
y ec2,N
1.000
y ed,N
1.000
y cp,N
1.000
f concrete
0.700
f seismic
1.000
f nonductile
1.000
f Vcp [lb]
10,931
Vua [lb]
651
Calculations
ANc [in.2]
126.56
Results
Vcp [lb]
15,615
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
Nb [lb]
7,808
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4.3 Concrete edge failure in direction x+
Vcb
=
(AA ) y
Vc
Vc0
ed,V
y c,V y h,V y parallel,V Vb
ACI 318-14 Eq. (17.5.2.1a)
f Vcb ≥ Vua
AVc see ACI 318-14, Section 17.5.2.1, Fig. R 17.5.2.1(b)
AVc0 = 4.5 c2a1
1
2e'v
≤ 1.0
y ec,V =
1+
3ca1
ca2
≤ 1.0
y ed,V = 0.7 + 0.3
1.5ca1
1.5ca1
≥ 1.0
y h,V =
ha
0.2
l
1.5
Vb
= 7 e
√da l a √f'c ca1
da
(
)
(
)
√
(( )
)
ACI 318-14 Table 17.3.1.1
ACI 318-14 Eq. (17.5.2.1c)
ACI 318-14 Eq. (17.5.2.5)
ACI 318-14 Eq. (17.5.2.6b)
ACI 318-14 Eq. (17.5.2.8)
ACI 318-14 Eq. (17.5.2.2a)
Variables
ca1 [in.]
6.000
ca2 [in.]
6.000
ecV [in.]
0.000
y c,V
1.000
ha [in.]
24.000
le [in.]
3.750
la
1.000
da [in.]
0.750
f'c [psi]
4,000
y parallel,V
1.000
AVc0 [in.2]
162.00
y ec,V
1.000
y ed,V
0.900
y h,V
1.000
Vb [lb]
7,775
f concrete
0.700
f seismic
1.000
f nonductile
1.000
f Vcb [lb]
3,265
Vua [lb]
651
Calculations
AVc [in.2]
108.00
Results
Vcb [lb]
4,665
5 Warnings
• The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations (ETAG 001/Annex C, EOTA TR029, etc.).
This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is
assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Anchor calculates the minimum
required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the
rigid base plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the
existing conditions and for plausibility!
• Condition A applies when supplementary reinforcement is used. The Φ factor is increased for non-steel Design Strengths except Pullout
Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout
Strength. Refer to your local standard.
• Refer to the manufacturer's product literature for cleaning and installation instructions.
• Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant
standard!
• An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-14, Chapter 17, Section
17.2.3.4.3 (a) that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT
the case, the connection design (tension) shall satisfy the provisions of Section 17.2.3.4.3 (b), Section 17.2.3.4.3 (c), or Section 17.2.3.4.3
(d). The connection design (shear) shall satisfy the provisions of Section 17.2.3.5.3 (a), Section 17.2.3.5.3 (b), or Section 17.2.3.5.3 (c).
• Section 17.2.3.4.3 (b) / Section 17.2.3.5.3 (a) require the attachment the anchors are connecting to the structure be designed to undergo
ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. Section 17.2.3.4.3 (c) / Section
17.2.3.5.3 (b) waive the ductility requirements and require the anchors to be designed for the maximum tension / shear that can be
transmitted to the anchors by a non-yielding attachment. Section 17.2.3.4.3 (d) / Section 17.2.3.5.3 (c) waive the ductility requirements and
require the design strength of the anchors to equal or exceed the maximum tension / shear obtained from design load combinations that
include E, with E increased by w0.
• Hilti post-installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions (MPII). Reference
ACI 318-14, Section 17.8.1.
Fastening meets the design criteria!
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
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6 Installation data
Anchor plate, steel: Anchor type and diameter: Kwik Bolt TZ - CS 3/4 (3 3/4)
Profile: S shape (AISC); 3.000 x 2.330 x 0.170 x 0.260 in.
Installation torque: 1,320.002 in.lb
Hole diameter in the fixture: df = 0.813 in.
Hole diameter in the base material: 0.750 in.
Plate thickness (input): 0.500 in.
Hole depth in the base material: 4.500 in.
Recommended plate thickness: not calculated
Minimum thickness of the base material: 8.000 in.
Drilling method: Hammer drilled
Cleaning: Manual cleaning of the drilled hole according to instructions for use is required.
6.1 Recommended accessories
Drilling
• Suitable Rotary Hammer
• Properly sized drill bit
Cleaning
• Manual blow-out pump
Setting
• Torque controlled cordless impact tool (Hilti
Safeset System)
• Torque wrench
• Hammer
y
2.000
2.000
2.000
2.000
2.000
2.000
Coordinates Anchor in.
Anchor
x
1
0.000
y
0.000
c-x
6.000
c+x
6.000
c-y
6.000
c+y
6.000
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
2.000
x
2.000
1
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7 Remarks; Your Cooperation Duties
• Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas
and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be
strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted
prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the
data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be
put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly
with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an
aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or
suitability for a specific application.
• You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for
the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do
not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software
in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or
damaged data or programs, arising from a culpable breach of duty by you.
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
127 of 244
0.045K
0.148K
-0.019K
-1.588K
0.299K
-3.513K
0.981K
-0.701K
0.195K
0.009K
-0.051K
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ENERCALC, INC. 1983-2017, Build:6.17.1.31, Ver:6.17.1.31
General Footing
Licensee : mead & hunt inc.
Lic. # : KW-06001634
HSS Support Footing
Description :
Code References
Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10
Load Combinations Used : IBC 2015
General Information
Material Properties
f'c : Concrete 28 day strength
fy : Rebar Yield
Ec : Concrete Elastic Modulus
Concrete Density
Values
Flexure
Shear
Analysis Settings
Min Steel % Bending Reinf.
Min Allow % Temp Reinf.
Min. Overturning Safety Factor
Min. Sliding Safety Factor
Add Ftg Wt for Soil Pressure
Use ftg wt for stability, moments & shears
Add Pedestal Wt for Soil Pressure
Use Pedestal wt for stability, mom & shear
=
=
=
=
=
=
3.0
4.0
60.0
3,605.0
150.0
0.90
0.750
=
=
=
=
:
:
:
:
ksi
ksi
ksi
pcf
Soil Design Values
Allowable Soil Bearing
Increase Bearing By Footing Weight
Soil Passive Resistance (for Sliding)
Soil/Concrete Friction Coeff.
=
=
=
=
2.0 ksf
No
250.0 pcf
0.30
Increases based on footing Depth
Footing base depth below soil surface
Allow press. increase per foot of depth
when footing base is below
=
=
=
5.0 ft
ksf
ft
=
ksf
=
ft
0.00180
1.0 : 1
1.0 : 1 Increases based on footing plan dimension
Allowable pressure increase per foot of depth
Yes
Yes
when max. length or width is greater than
No
No
Dimensions
Width parallel to X-X Axis
Length parallel to Z-Z Axis
Footing Thickness
=
=
=
3.50 ft
3.50 ft
18.0 in
Z
1'-6"
3.0 in
1'-9"
Reinforcing
3'-6"
Z
#
3.0
5
=
=
#
3.0
5
Bandwidth Distribution Check (ACI 15.4.4.2)
Direction Requiring Closer Separation
# Bars required within zone
# Bars required on each side of zone
n/a
n/a
n/a
3 - # 5 Bars
3 - # 5 Bars
3"
=
=
3"
Bars parallel to X-X Axis
Number of Bars
Reinforcing Bar Size
Bars parallel to Z-Z Axis
Number of Bars
Reinforcing Bar Size
X
Edge Dist. = 3"
1'-9"
18.0 in
18.0 in
42.0 in
1'-6"
3'-6"
X
Pedestal dimensions...
=
px : parallel to X-X Axis
=
pz : parallel to Z-Z Axis
=
Height
Rebar Centerline to Edge of Concrete...
at Bottom of footing
=
X-X Section Looking to +Z
Z-Z Section Looking to +X
Applied Loads
P : Column Load
OB : Overburden
=
=
M-xx
M-zz
V-x
V-z
=
=
=
=
D
1.588
0.0450
0.2990
Lr
L
3.513
0.1480
0.9810
S
0.7010
0.0280
0.1950
W
E
-0.0090
-0.0190
-0.0510
H
k
ksf
k-ft
k-ft
k
k
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ENERCALC, INC. 1983-2017, Build:6.17.1.31, Ver:6.17.1.31
General Footing
Licensee : mead & hunt inc.
Lic. # : KW-06001634
HSS Support Footing
Description :
DESIGN SUMMARY
Min. Ratio
PASS
PASS
PASS
PASS
PASS
PASS
FAIL
FAIL
FAIL
FAIL
PASS
PASS
PASS
PASS
PASS
0.9325
3.297
21.865
47.644
7.184
813.74
As < Min
As < Min
As < Min
As < Min
n/a
0.0
n/a
n/a
n/a
Design N.G.
Item
Soil Bearing
Overturning - X-X
Overturning - Z-Z
Sliding - X-X
Sliding - Z-Z
Uplift
Z Flexure (+X)
Z Flexure (-X)
X Flexure (+Z)
X Flexure (-Z)
1-way Shear (+X)
1-way Shear (-X)
1-way Shear (+Z)
1-way Shear (-Z)
2-way Punching
Applied
1.865
6.40
0.9650
0.1930
1.280
-0.00630
0.05458
0.01891
0.1552
0.08176
0.0
0.0
0.0
0.0
1.233
Capacity
ksf
k-ft
k-ft
k
k
k
k-ft
k-ft
k-ft
k-ft
psi
psi
psi
psi
psi
2.0
21.10
21.10
9.195
9.195
5.127
17.702
17.702
17.702
17.702
94.868
0.0
94.868
94.868
94.868
Governing Load Combination
ksf
k-ft
k-ft
k
k
k
k-ft
k-ft
k-ft
k-ft
psi
psi
psi
psi
psi
+D+L+H about X-X axis
+D+L+H
+D+L+H
+D+L+H
+D+L+H
+0.60D+0.70E+0.60H
+1.40D+1.60H
+1.40D+1.60H
+1.40D+1.60H
+1.40D+1.60H
n/a
n/a
n/a
n/a
+1.20D+1.60L+0.50S+1.60H
Detailed Results
Soil Bearing
Rotation Axis &
Gross Allowable
Load Combination...
X-X, +D+H
2.0
X-X, +D+L+H
2.0
X-X, +D+Lr+H
2.0
X-X, +D+S+H
2.0
X-X, +D+0.750Lr+0.750L+H
2.0
X-X, +D+0.750L+0.750S+H
2.0
X-X, +D+0.60W+H
2.0
X-X, +D+0.70E+H
2.0
X-X, +D+0.750Lr+0.750L+0.450W+H
2.0
X-X, +D+0.750L+0.750S+0.450W+H
2.0
X-X, +D+0.750L+0.750S+0.5250E+H
2.0
X-X, +0.60D+0.60W+0.60H
2.0
X-X, +0.60D+0.70E+0.60H
2.0
Z-Z, +D+H
2.0
Z-Z, +D+L+H
2.0
Z-Z, +D+Lr+H
2.0
Z-Z, +D+S+H
2.0
Z-Z, +D+0.750Lr+0.750L+H
2.0
Z-Z, +D+0.750L+0.750S+H
2.0
Z-Z, +D+0.60W+H
2.0
Z-Z, +D+0.70E+H
2.0
Z-Z, +D+0.750Lr+0.750L+0.450W+H
2.0
Z-Z, +D+0.750L+0.750S+0.450W+H
2.0
Z-Z, +D+0.750L+0.750S+0.5250E+H
2.0
Z-Z, +0.60D+0.60W+0.60H
2.0
Z-Z, +0.60D+0.70E+0.60H
2.0
Overturning Stability
Rotation Axis &
Load Combination...
X-X, +D+H
X-X, +D+L+H
X-X, +D+Lr+H
X-X, +D+S+H
X-X, +D+0.750Lr+0.750L+H
X-X, +D+0.750L+0.750S+H
X-X, +D+0.60W+H
X-X, +D+0.70E+H
X-X, +D+0.750Lr+0.750L+0.450W+H
X-X, +D+0.750L+0.750S+0.450W+H
Xecc
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
0.3160
0.9604
0.3160
0.4738
0.8373
0.9073
0.3160
0.2228
0.8373
0.9073
0.8565
0.3160
0.1605
Zecc
(in)
2.10
6.370
2.10
3.206
5.554
6.054
2.10
1.850
5.554
6.054
5.919
2.10
1.684
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
Overturning Moment
1.495 k-ft
6.40 k-ft
1.495 k-ft
2.470 k-ft
5.174 k-ft
5.905 k-ft
1.495 k-ft
1.506 k-ft
5.174 k-ft
5.905 k-ft
Actual Soil Bearing Stress @ Location
Bottom, -Z
Top, +Z
Left, -X
Right, +X
0.4918
0.1036
0.4918
0.4148
0.2006
0.1429
0.4918
0.5158
0.2006
0.1429
0.1609
0.2951
0.3191
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
0.9032
1.865
0.9032
1.095
1.625
1.768
0.9032
0.8781
1.625
1.768
1.749
0.5419
0.5169
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
Resisting Moment
14.952 k-ft
21.10 k-ft
14.952 k-ft
16.179 k-ft
19.563 k-ft
20.483 k-ft
14.952 k-ft
15.131 k-ft
19.563 k-ft
20.483 k-ft
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
0.6665
0.8515
0.6665
0.7045
0.8052
0.8337
0.6665
0.6752
0.8052
0.8337
0.8402
0.3999
0.4086
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
0.7285
1.117
0.7285
0.8049
1.020
1.077
0.7285
0.7188
1.020
1.077
1.070
0.4371
0.4274
Stability Ratio
10.002
3.297
10.002
6.550
3.781
3.469
10.002
10.047
3.781
3.469
Actual / Allow
Ratio
0.452
0.933
0.452
0.548
0.813
0.884
0.452
0.439
0.813
0.884
0.875
0.271
0.259
0.364
0.559
0.364
0.403
0.510
0.539
0.364
0.359
0.510
0.539
0.535
0.219
0.214
Status
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
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ENERCALC, INC. 1983-2017, Build:6.17.1.31, Ver:6.17.1.31
General Footing
Licensee : mead & hunt inc.
Lic. # : KW-06001634
HSS Support Footing
Description :
Overturning Stability
Rotation Axis &
Load Combination...
X-X, +D+0.750L+0.750S+0.5250E+H
X-X, +0.60D+0.60W+0.60H
X-X, +0.60D+0.70E+0.60H
Z-Z, +D+H
Z-Z, +D+L+H
Z-Z, +D+Lr+H
Z-Z, +D+S+H
Z-Z, +D+0.750Lr+0.750L+H
Z-Z, +D+0.750L+0.750S+H
Z-Z, +D+0.60W+H
Z-Z, +D+0.70E+H
Z-Z, +D+0.750Lr+0.750L+0.450W+H
Z-Z, +D+0.750L+0.750S+0.450W+H
Z-Z, +D+0.750L+0.750S+0.5250E+H
Z-Z, +0.60D+0.60W+0.60H
Z-Z, +0.60D+0.70E+0.60H
Overturning Moment
5.913 k-ft
0.8970 k-ft
0.9080 k-ft
0.2250 k-ft
0.9650 k-ft
0.2250 k-ft
0.3650 k-ft
0.780 k-ft
0.8850 k-ft
0.2250 k-ft
0.2360 k-ft
0.780 k-ft
0.8850 k-ft
0.8933 k-ft
0.1350 k-ft
0.1460 k-ft
Resisting Moment
20.617 k-ft
8.971 k-ft
9.150 k-ft
14.952 k-ft
21.10 k-ft
14.952 k-ft
16.179 k-ft
19.563 k-ft
20.483 k-ft
14.952 k-ft
15.019 k-ft
19.563 k-ft
20.483 k-ft
20.533 k-ft
8.971 k-ft
9.038 k-ft
Stability Ratio
3.487
10.002
10.077
66.455
21.865
66.455
44.327
25.081
23.145
66.455
63.633
25.081
23.145
22.987
66.455
61.893
Status
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
All units k
Resisting Force
8.141 k
9.195 k
8.141 k
8.352 k
8.932 k
9.090 k
8.141 k
8.140 k
8.932 k
9.090 k
9.088 k
7.116 k
7.114 k
8.141 k
9.195 k
8.141 k
8.352 k
8.932 k
9.090 k
9.090 k
9.088 k
7.116 k
7.114 k
8.141 k
8.140 k
8.932 k
Stability Ratio
180.920
47.644
180.920
114.407
57.255
51.353
180.920
256.767
57.255
51.353
54.412
263.559
519.28
27.229
7.184
27.229
16.906
8.632
7.696
7.696
7.874
39.666
49.507
27.229
30.913
8.632
Status
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
Sliding Stability
Force Application Axis
Load Combination...
X-X, +D+H
X-X, +D+L+H
X-X, +D+Lr+H
X-X, +D+S+H
X-X, +D+0.750Lr+0.750L+H
X-X, +D+0.750L+0.750S+H
X-X, +D+0.60W+H
X-X, +D+0.70E+H
X-X, +D+0.750Lr+0.750L+0.450W+H
X-X, +D+0.750L+0.750S+0.450W+H
X-X, +D+0.750L+0.750S+0.5250E+H
X-X, +0.60D+0.60W+0.60H
X-X, +0.60D+0.70E+0.60H
Z-Z, +D+H
Z-Z, +D+L+H
Z-Z, +D+Lr+H
Z-Z, +D+S+H
Z-Z, +D+0.750Lr+0.750L+H
Z-Z, +D+0.750L+0.750S+H
Z-Z, +D+0.750L+0.750S+0.450W+H
Z-Z, +D+0.750L+0.750S+0.5250E+H
Z-Z, +0.60D+0.60W+0.60H
Z-Z, +0.60D+0.70E+0.60H
Z-Z, +D+0.60W+H
Z-Z, +D+0.70E+H
Z-Z, +D+0.750Lr+0.750L+0.450W+H
Footing Flexure
Flexure Axis & Load Combination
X-X, +1.40D+1.60H
X-X, +1.40D+1.60H
X-X, +1.20D+0.50Lr+1.60L+1.60H
X-X, +1.20D+0.50Lr+1.60L+1.60H
X-X, +1.20D+1.60L+0.50S+1.60H
X-X, +1.20D+1.60L+0.50S+1.60H
X-X, +1.20D+1.60Lr+0.50L+1.60H
X-X, +1.20D+1.60Lr+0.50L+1.60H
X-X, +1.20D+1.60Lr+0.50W+1.60H
X-X, +1.20D+1.60Lr+0.50W+1.60H
X-X, +1.20D+0.50L+1.60S+1.60H
X-X, +1.20D+0.50L+1.60S+1.60H
Sliding Force
0.0450 k
0.1930 k
0.0450 k
0.0730 k
0.1560 k
0.1770 k
0.0450 k
0.03170 k
0.1560 k
0.1770 k
0.1670 k
0.0270 k
0.01370 k
0.2990 k
1.280 k
0.2990 k
0.4940 k
1.035 k
1.181 k
1.181 k
1.154 k
0.1794 k
0.1437 k
0.2990 k
0.2633 k
1.035 k
Mu
k-ft
0.1552
0.08176
0.8072
0.2841
0.8499
0.2954
0.3436
0.1373
0.1331
0.07008
0.4777
0.1798
Side
+Z
-Z
+Z
-Z
+Z
-Z
+Z
-Z
+Z
-Z
+Z
-Z
Tension
Surface
Bottom
Top
Bottom
Top
Bottom
Top
Bottom
Top
Bottom
Top
Bottom
Top
As Req'd
in^2
0.3888
0.3888
0.3888
0.3888
0.3888
0.3888
0.3888
0.3888
0.3888
0.3888
0.3888
0.3888
Gvrn. As
in^2
Min Temp %
Min Temp %
Min Temp %
Min Temp %
Min Temp %
Min Temp %
Min Temp %
Min Temp %
Min Temp %
Min Temp %
Min Temp %
Min Temp %
Actual As
in^2
0.2657
0.2657
0.2657
0.2657
0.2657
0.2657
0.2657
0.2657
0.2657
0.2657
0.2657
0.2657
Phi*Mn
k-ft
17.702
17.702
17.702
17.702
17.702
17.702
17.702
17.702
17.702
17.702
17.702
17.702
Status
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
131 of 244
File = X:\3142200\121252.01\TECH\disc\struct\WJ4NPI~S\E6UQUW~Z\working\E6UQUW~Z.EC6
ENERCALC, INC. 1983-2017, Build:6.17.1.31, Ver:6.17.1.31
General Footing
Licensee : mead & hunt inc.
Lic. # : KW-06001634
HSS Support Footing
Description :
Footing Flexure
Flexure Axis & Load Combination
X-X, +1.20D+1.60S+0.50W+1.60H
X-X, +1.20D+1.60S+0.50W+1.60H
X-X, +1.20D+0.50Lr+0.50L+W+1.60H
X-X, +1.20D+0.50Lr+0.50L+W+1.60H
X-X, +1.20D+0.50L+0.50S+W+1.60H
X-X, +1.20D+0.50L+0.50S+W+1.60H
X-X, +1.20D+0.50L+0.70S+E+1.60H
X-X, +1.20D+0.50L+0.70S+E+1.60H
X-X, +0.90D+W+0.90H
X-X, +0.90D+W+0.90H
X-X, +0.90D+E+0.90H
X-X, +0.90D+E+0.90H
Z-Z, +1.40D+1.60H
Z-Z, +1.40D+1.60H
Z-Z, +1.20D+0.50Lr+1.60L+1.60H
Z-Z, +1.20D+0.50Lr+1.60L+1.60H
Z-Z, +1.20D+1.60L+0.50S+1.60H
Z-Z, +1.20D+1.60L+0.50S+1.60H
Z-Z, +1.20D+1.60Lr+0.50L+1.60H
Z-Z, +1.20D+1.60Lr+0.50L+1.60H
Z-Z, +1.20D+1.60Lr+0.50W+1.60H
Z-Z, +1.20D+1.60Lr+0.50W+1.60H
Z-Z, +1.20D+0.50L+1.60S+1.60H
Z-Z, +1.20D+0.50L+1.60S+1.60H
Z-Z, +1.20D+1.60S+0.50W+1.60H
Z-Z, +1.20D+1.60S+0.50W+1.60H
Z-Z, +1.20D+0.50Lr+0.50L+W+1.60H
Z-Z, +1.20D+0.50Lr+0.50L+W+1.60H
Z-Z, +1.20D+0.50L+0.50S+W+1.60H
Z-Z, +1.20D+0.50L+0.50S+W+1.60H
Z-Z, +1.20D+0.50L+0.70S+E+1.60H
Z-Z, +1.20D+0.50L+0.70S+E+1.60H
Z-Z, +0.90D+W+0.90H
Z-Z, +0.90D+W+0.90H
Z-Z, +0.90D+E+0.90H
Z-Z, +0.90D+E+0.90H
One Way Shear
Load Combination...
+1.40D+1.60H
+1.20D+0.50Lr+1.60L+1.60H
+1.20D+1.60L+0.50S+1.60H
+1.20D+1.60Lr+0.50L+1.60H
+1.20D+1.60Lr+0.50W+1.60H
+1.20D+0.50L+1.60S+1.60H
+1.20D+1.60S+0.50W+1.60H
+1.20D+0.50Lr+0.50L+W+1.60H
+1.20D+0.50L+0.50S+W+1.60H
+1.20D+0.50L+0.70S+E+1.60H
+0.90D+W+0.90H
+0.90D+E+0.90H
Two-Way "Punching" Shear
Load Combination...
+1.40D+1.60H
+1.20D+0.50Lr+1.60L+1.60H
+1.20D+1.60L+0.50S+1.60H
+1.20D+1.60Lr+0.50L+1.60H
+1.20D+1.60Lr+0.50W+1.60H
+1.20D+0.50L+1.60S+1.60H
+1.20D+1.60S+0.50W+1.60H
+1.20D+0.50Lr+0.50L+W+1.60H
Mu
k-ft
Side
0.2672
0.1126
0.3436
0.1373
0.3855
0.1505
0.3875
0.1418
0.09980
0.05256
0.08499
0.03849
0.01891
0.05458
0.1786
0.3432
0.1889
0.3615
0.06695
0.1394
0.01621
0.04678
0.10
0.1979
0.04930
0.1052
0.06695
0.1394
0.07729
0.1577
0.08644
0.1592
0.01215
0.03508
0.01717
0.02934
Vu @ -X
0.00 psi
0.00 psi
0.00 psi
0.00 psi
0.00 psi
0.00 psi
0.00 psi
0.00 psi
0.00 psi
0.00 psi
0.00 psi
0.00 psi
+Z
-Z
+Z
-Z
+Z
-Z
+Z
-Z
+Z
-Z
+Z
-Z
-X
+X
-X
+X
-X
+X
-X
+X
-X
+X
-X
+X
-X
+X
-X
+X
-X
+X
-X
+X
-X
+X
-X
+X
Tension
Surface
Bottom
Top
Bottom
Top
Bottom
Top
Bottom
Top
Bottom
Top
Bottom
Top
Bottom
Bottom
Bottom
Bottom
Bottom
Bottom
Bottom
Bottom
Bottom
Bottom
Bottom
Bottom
Bottom
Bottom
Bottom
Bottom
Bottom
Bottom
Bottom
Bottom
Bottom
Bottom
Bottom
Bottom
As Req'd
in^2
0.3888
0.3888
0.3888
0.3888
0.3888
0.3888
0.3888
0.3888
0.3888
0.3888
0.3888
0.3888
0.3888
0.3888
0.3888
0.3888
0.3888
0.3888
0.3888
0.3888
0.3888
0.3888
0.3888
0.3888
0.3888
0.3888
0.3888
0.3888
0.3888
0.3888
0.3888
0.3888
0.3888
0.3888
0.3888
0.3888
Gvrn. As
in^2
Min Temp %
Min Temp %
Min Temp %
Min Temp %
Min Temp %
Min Temp %
Min Temp %
Min Temp %
Min Temp %
Min Temp %
Min Temp %
Min Temp %
Min Temp %
Min Temp %
Min Temp %
Min Temp %
Min Temp %
Min Temp %
Min Temp %
Min Temp %
Min Temp %
Min Temp %
Min Temp %
Min Temp %
Min Temp %
Min Temp %
Min Temp %
Min Temp %
Min Temp %
Min Temp %
Min Temp %
Min Temp %
Min Temp %
Min Temp %
Min Temp %
Min Temp %
Actual As
in^2
0.2657
0.2657
0.2657
0.2657
0.2657
0.2657
0.2657
0.2657
0.2657
0.2657
0.2657
0.2657
0.2657
0.2657
0.2657
0.2657
0.2657
0.2657
0.2657
0.2657
0.2657
0.2657
0.2657
0.2657
0.2657
0.2657
0.2657
0.2657
0.2657
0.2657
0.2657
0.2657
0.2657
0.2657
0.2657
0.2657
Phi*Mn
k-ft
17.702
17.702
17.702
17.702
17.702
17.702
17.702
17.702
17.702
17.702
17.702
17.702
17.702
17.702
17.702
17.702
17.702
17.702
17.702
17.702
17.702
17.702
17.702
17.702
17.702
17.702
17.702
17.702
17.702
17.702
17.702
17.702
17.702
17.702
17.702
17.702
Status
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
Vu @ +X
Vu @ -Z
Vu @ +Z
Vu:Max
Phi Vn
Vu / Phi*Vn
Status
0.00 psi
0.00 psi
0.00 psi
0.00 psi
94.87 psi
0.00
0.00
0.00 psi
0.00 psi
0.00 psi
0.00 psi
94.87 psi
0.00
0.00
0.00 psi
0.00 psi
0.00 psi
0.00 psi
94.87 psi
0.00
0.00
0.00 psi
0.00 psi
0.00 psi
0.00 psi
94.87 psi
0.00
0.00
0.00 psi
0.00 psi
0.00 psi
0.00 psi
94.87 psi
0.00
0.00
0.00 psi
0.00 psi
0.00 psi
0.00 psi
94.87 psi
0.00
0.00
0.00 psi
0.00 psi
0.00 psi
0.00 psi
94.87 psi
0.00
0.00
0.00 psi
0.00 psi
0.00 psi
0.00 psi
94.87 psi
0.00
0.00
0.00 psi
0.00 psi
0.00 psi
0.00 psi
94.87 psi
0.00
0.00
0.00 psi
0.00 psi
0.00 psi
0.00 psi
94.87 psi
0.00
0.00
0.00 psi
0.00 psi
0.00 psi
0.00 psi
94.87 psi
0.00
0.00
0.00 psi
0.00 psi
0.00 psi
0.00 psi
94.87 psi
0.00
0.00
All units k
Vu
0.16
1.16
1.23
0.46
0.14
0.66
0.34
0.46
psi
psi
psi
psi
psi
psi
psi
psi
Phi*Vn
189.74 psi
189.74 psi
189.74 psi
189.74 psi
189.74 psi
189.74 psi
189.74 psi
189.74 psi
Vu / Phi*Vn
Status
0.000863
0.006137
0.006498
0.002423
0.000739
0.003497
0.001814
0.002423
OK
OK
OK
OK
OK
OK
OK
OK
132 of 244
File = X:\3142200\121252.01\TECH\disc\struct\WJ4NPI~S\E6UQUW~Z\working\E6UQUW~Z.EC6
ENERCALC, INC. 1983-2017, Build:6.17.1.31, Ver:6.17.1.31
General Footing
Licensee : mead & hunt inc.
Lic. # : KW-06001634
HSS Support Footing
Description :
Two-Way "Punching" Shear
Load Combination...
+1.20D+0.50L+0.50S+W+1.60H
+1.20D+0.50L+0.70S+E+1.60H
+0.90D+W+0.90H
+0.90D+E+0.90H
All units k
Vu
0.52
0.55
0.11
0.10
psi
psi
psi
psi
Phi*Vn
189.74 psi
189.74 psi
189.74 psi
189.74 psi
Vu / Phi*Vn
Status
0.002758
0.002884
0.000555
0.000546
OK
OK
OK
OK
133 of 244
Profis Anchor 2.7.6
www.hilti.us
Company:
Specifier:
Address:
Phone I Fax:
E-Mail:
Mead & Hunt
FLB
|
Page:
Project:
Sub-Project I Pos. No.:
Date:
1
Kingsley
3142200-121252.01
6/27/2018
Specifier's comments:
1 Input data
Anchor type and diameter:
Hex Head ASTM F 1554 GR. 36 1
Effective embedment depth:
hef = 15.000 in.
Material:
ASTM F 1554
Proof:
Design method ACI 318-14 / CIP
Stand-off installation:
eb = 0.000 in. (no stand-off); t = 0.500 in.
Anchor plate:
lx x ly x t = 14.000 in. x 14.000 in. x 0.500 in.; (Recommended plate thickness: not calculated
Profile:
Square HSS (AISC); (L x W x T) = 6.000 in. x 6.000 in. x 0.250 in.
Base material:
cracked concrete, 3000
4000, fc' = 4,000
3000 psi; h = 30.000 in.
Reinforcement:
tension: condition B, shear: condition B;
Seismic loads (cat. C, D, E, or F)
edge reinforcement: none or < No. 4 bar
Tension load: yes (17.2.3.4.3 (b))
Shear load: yes (17.2.3.5.3 (a))
Geometry [in.] & Loading [lb, in.lb]
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
Profis Anchor 2.7.6
www.hilti.us
Company:
Specifier:
Address:
Phone I Fax:
E-Mail:
Page:
Project:
Sub-Project I Pos. No.:
Date:
Mead & Hunt
FLB
|
2 Load case/Resulting anchor forces
Load case: Design loads
Anchor reactions [lb]
Tension force: (+Tension, -Compression)
Anchor
Tension force
Shear force
1
0
523
2
0
523
3
0
523
4
0
523
Shear force x
517
517
517
517
Shear force y
78
78
78
78
max. concrete compressive strain:
0.00 [‰]
max. concrete compressive stress:
7 [psi]
resulting tension force in (x/y)=(0.000/0.000):
0 [lb]
resulting compression force in (x/y)=(0.000/0.000): 1,464 [lb]
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
2
Kingsley
3142200-121252.01
6/27/2018
135 of 244
Profis Anchor 2.7.6
www.hilti.us
Page:
Project:
Sub-Project I Pos. No.:
Date:
Mead & Hunt
FLB
Company:
Specifier:
Address:
Phone I Fax:
E-Mail:
|
3
Kingsley
3142200-121252.01
6/27/2018
4 Shear load
Load Vua [lb]
523
Capacity f Vn [lb]
13,708
Utilization bV = Vua/f Vn
4
Status
OK
N/A
N/A
N/A
N/A
Pryout Strength**
2,091
29,135
8
OK
Concrete edge failure in direction x+**
2,091
3,106
68
OK
Steel Strength*
Steel failure (with lever arm)*
* anchor having the highest loading
**anchor group (relevant anchors)
4.1 Steel Strength
Vsa
= 0.6 Ase,V futa
f Vsteel ≥ Vua
ACI 318-14 Eq. (17.5.1.2b)
ACI 318-14 Table 17.3.1.1
Variables
Ase,V [in.2]
0.61
futa [psi]
58,000
Calculations
Vsa [lb]
21,089
Results
f steel
0.650
Vsa [lb]
21,089
f Vsa [lb]
13,708
Vua [lb]
523
4.2 Pryout Strength
Vcpg
= kcp
[(AA ) y
Nc
Nc0
ec,N
]
y ed,N y c,N y cp,N Nb
ACI 318-14 Eq. (17.5.3.1b)
f Vcpg ≥ Vua
ANc
see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b)
ANc0 = 9 h2ef
1
2 e'N ≤ 1.0
y ec,N =
1+
3 hef
ca,min
≤ 1.0
y ed,N = 0.7 + 0.3
1.5hef
ca,min 1.5hef
,
≤ 1.0
y cp,N = MAX
cac
cac
1.5
'
Nb
= kc l a √fc hef
)
(
(
(
)
)
ACI 318-14 Table 17.3.1.1
ACI 318-14 Eq. (17.4.2.1c)
ACI 318-14 Eq. (17.4.2.4)
ACI 318-14 Eq. (17.4.2.5b)
ACI 318-14 Eq. (17.4.2.7b)
ACI 318-14 Eq. (17.4.2.2a)
Variables
kcp
2
hef [in.]
3.333
ec1,N [in.]
0.000
ec2,N [in.]
0.000
ca,min [in.]
3.000
y c,N
1.000
cac [in.]
-
kc
24
la
1.000
f'c [psi]
4,000
ANc0 [in.2]
100.00
y ec1,N
1.000
y ec2,N
1.000
y ed,N
0.880
y cp,N
1.000
f concrete
0.700
f seismic
1.000
f nonductile
1.000
f Vcpg [lb]
29,135
Vua [lb]
2,091
Calculations
ANc [in.2]
256.00
Results
Vcpg [lb]
41,621
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
Nb [lb]
9,238
136 of 244
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4
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3142200-121252.01
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4.3 Concrete edge failure in direction x+
Vcbg
=
(AA ) y
Vc
Vc0
ec,V
y ed,V y c,V y h,V y parallel,V Vb
f Vcbg ≥ Vua
AVc
see ACI 318-14, Section 17.5.2.1, Fig. R 17.5.2.1(b)
AVc0 = 4.5 c2a1
1
2e'v
≤ 1.0
y ec,V =
1+
3ca1
ca2
≤ 1.0
y ed,V = 0.7 + 0.3
1.5ca1
1.5ca1
≥ 1.0
y h,V =
ha
' 1.5
Vb
= 9 l a √fc ca1
(
)
(
)
√
ACI 318-14 Eq. (17.5.2.1b)
ACI 318-14 Table 17.3.1.1
ACI 318-14 Eq. (17.5.2.1c)
ACI 318-14 Eq. (17.5.2.5)
ACI 318-14 Eq. (17.5.2.6b)
ACI 318-14 Eq. (17.5.2.8)
ACI 318-14 Eq. (17.5.2.2b)
Variables
ca1 [in.]
3.000
ca2 [in.]
3.000
ecV [in.]
0.000
y c,V
1.000
ha [in.]
30.000
le [in.]
8.000
la
1.000
da [in.]
1.000
f'c [psi]
4,000
y parallel,V
1.000
AVc0 [in.2]
40.50
y ec,V
1.000
y ed,V
0.900
y h,V
1.000
Vb [lb]
2,958
f concrete
0.700
f seismic
1.000
f nonductile
1.000
f Vcbg [lb]
3,106
Vua [lb]
2,091
Calculations
AVc [in.2]
67.50
Results
Vcbg [lb]
4,437
5 Warnings
• The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations (ETAG 001/Annex C, EOTA TR029, etc.).
This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is
assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Anchor calculates the minimum
required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the
rigid base plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the
existing conditions and for plausibility!
• Condition A applies when supplementary reinforcement is used. The Φ factor is increased for non-steel Design Strengths except Pullout
Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout
Strength. Refer to your local standard.
• Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant
standard!
• An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-14, Chapter 17, Section
17.2.3.4.3 (a) that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT
the case, the connection design (tension) shall satisfy the provisions of Section 17.2.3.4.3 (b), Section 17.2.3.4.3 (c), or Section 17.2.3.4.3
(d). The connection design (shear) shall satisfy the provisions of Section 17.2.3.5.3 (a), Section 17.2.3.5.3 (b), or Section 17.2.3.5.3 (c).
• Section 17.2.3.4.3 (b) / Section 17.2.3.5.3 (a) require the attachment the anchors are connecting to the structure be designed to undergo
ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. Section 17.2.3.4.3 (c) / Section
17.2.3.5.3 (b) waive the ductility requirements and require the anchors to be designed for the maximum tension / shear that can be
transmitted to the anchors by a non-yielding attachment. Section 17.2.3.4.3 (d) / Section 17.2.3.5.3 (c) waive the ductility requirements and
require the design strength of the anchors to equal or exceed the maximum tension / shear obtained from design load combinations that
include E, with E increased by w0.
Fastening meets the design criteria!
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
137 of 244
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5
Kingsley
3142200-121252.01
6/27/2018
Page:
Project:
Sub-Project I Pos. No.:
Date:
Mead & Hunt
FLB
Company:
Specifier:
Address:
Phone I Fax:
E-Mail:
|
6 Installation data
Anchor plate, steel: Profile: Square HSS (AISC); 6.000 x 6.000 x 0.250 in.
Hole diameter in the fixture: df = 1.063 in.
Plate thickness (input): 0.500 in.
Recommended plate thickness: not calculated
Drilling method: Cleaning: No cleaning of the drilled hole is required
Anchor type and diameter: Hex Head ASTM F 1554 GR. 36 1
Installation torque: Hole diameter in the base material: - in.
Hole depth in the base material: 15.000 in.
Minimum thickness of the base material: 16.172 in.
y
7.000
2.000
7.000
4
10.000
7.000
3
7.000
x
2
2.000
1
2.000
10.000
Coordinates Anchor in.
Anchor
x
1
-5.000
2
5.000
3
-5.000
4
5.000
y
-5.000
-5.000
5.000
5.000
c-x
c+x
c-y
c+y
3.000 13.000 3.000 13.000
13.000 3.000
3.000 13.000
3.000 13.000 13.000 3.000
13.000 3.000 13.000 3.000
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
2.000
138 of 244
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Specifier:
Address:
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|
Page:
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Date:
6
Kingsley
3142200-121252.01
6/27/2018
7 Remarks; Your Cooperation Duties
• Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas
and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be
strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted
prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the
data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be
put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly
with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an
aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or
suitability for a specific application.
• You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for
the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do
not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software
in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or
damaged data or programs, arising from a culpable breach of duty by you.
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
139 of 244
SUPPORT ANGLE
140 of 244
SUPPORT
ANGLE
141 of 244
File = X:\3142200\121252.01\TECH\disc\struct\WJ4NPI~S\E6UQUW~Z\working\E6UQUW~Z.EC6
ENERCALC, INC. 1983-2017, Build:6.17.1.31, Ver:6.17.1.31
Steel Beam
Licensee : mead & hunt inc.
Lic. # : KW-06001634
Platform Support Angle
Description :
CODE REFERENCES
Calculations per AISC 360-10, IBC 2015, ASCE 7-10
Load Combination Set : IBC 2015
Material Properties
Analysis Method : Load Resistance Factor Design
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling
Major Axis Bending
Bending Axis :
Fy : Steel Yield :
E: Modulus :
36.0 ksi
29,000.0 ksi
D(0.056) L(0.28) S(0.034)
Span = 7.580 ft
L4x3x5/16
Service loads entered. Load Factors will be applied for calculations. .
Applied Loads
Beam self weight NOT internally calculated and added
Uniform Load : D = 0.0560, L = 0.280, S = 0.0340 k/ft, Tributary Width = 1.0 ft
DESIGN SUMMARY
Maximum Bending Stress Ratio =
Section used for this span
Mu : Applied
Mn * Phi : Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
0.772 : 1
L4x3x5/16
3.822 k-ft
4.948 k-ft
+1.20D+1.60L+0.50S+1.60H
3.790ft
Span # 1
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
0.214
0.000
0.257
0.000
in
in
in
in
Maximum Shear Stress Ratio =
Ratio =
Ratio =
Ratio =
Ratio =
Section used for this span
Vu : Applied
Vn * Phi : Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
Design OK
0.083 : 1
L4x3x5/16
2.017 k
24.339 k
+1.20D+1.60L+0.50S+1.60H
7.580 ft
Span # 1
424 >=360
0 <360
354 >=180
0 <180
.
Maximum Forces & Stresses for Load Combinations
Load Combination
Segment Length
Span #
+1.40D+1.60H
Dsgn. L = 7.56 ft
1
Dsgn. L = 0.02 ft
1
+1.20D+0.50Lr+1.60L+1.60H
Dsgn. L = 7.56 ft
1
Dsgn. L = 0.02 ft
1
+1.20D+1.60L+0.50S+1.60H
Dsgn. L = 7.56 ft
1
Dsgn. L = 0.02 ft
1
+1.20D+1.60Lr+0.50L+1.60H
Dsgn. L = 7.56 ft
1
Dsgn. L = 0.02 ft
1
+1.20D+1.60Lr+0.50W+1.60H
Dsgn. L = 7.56 ft
1
Dsgn. L = 0.02 ft
1
+1.20D+0.50L+1.60S+1.60H
Dsgn. L = 7.56 ft
1
Dsgn. L = 0.02 ft
1
+1.20D+1.60S+0.50W+1.60H
Dsgn. L = 7.56 ft
1
Dsgn. L = 0.02 ft
1
+1.20D+0.50Lr+0.50L+W+1.60H
Dsgn. L = 7.56 ft
1
Dsgn. L = 0.02 ft
1
+1.20D+0.50L+0.50S+W+1.60H
Max Stress Ratios
M
V
max Mu +
.
Summary of Moment Values
max Mu Mu Max
Mnx
Phi*Mnx
Cb
Rm
Summary of Shear Values
VuMax
Vnx
Phi*Vnx
0.114
0.001
0.012
0.012
0.56
0.01
0.56
0.01
5.50
5.50
4.95
4.95
1.14 1.00
1.00 1.00
0.30
0.30
27.04
27.04
24.34
24.34
0.748
0.009
0.080
0.080
3.70
0.04
3.70
0.04
5.50
5.50
4.95
4.95
1.14 1.00
1.00 1.00
1.95
1.95
27.04
27.04
24.34
24.34
0.772
0.009
0.083
0.083
3.82
0.04
3.82
0.04
5.50
5.50
4.95
4.95
1.14 1.00
1.00 1.00
2.02
2.02
27.04
27.04
24.34
24.34
0.301
0.003
0.032
0.032
1.49
0.02
1.49
0.02
5.50
5.50
4.95
4.95
1.14 1.00
1.00 1.00
0.79
0.79
27.04
27.04
24.34
24.34
0.098
0.001
0.010
0.010
0.48
0.01
0.48
0.01
5.50
5.50
4.95
4.95
1.14 1.00
1.00 1.00
0.25
0.25
27.04
27.04
24.34
24.34
0.380
0.004
0.041
0.041
1.88
0.02
1.88
0.02
5.50
5.50
4.95
4.95
1.14 1.00
1.00 1.00
0.99
0.99
27.04
27.04
24.34
24.34
0.176
0.002
0.019
0.019
0.87
0.01
0.87
0.01
5.50
5.50
4.95
4.95
1.14 1.00
1.00 1.00
0.46
0.46
27.04
27.04
24.34
24.34
0.301
0.003
0.032
0.032
1.49
0.02
1.49
0.02
5.50
5.50
4.95
4.95
1.14 1.00
1.00 1.00
0.79
0.79
27.04
27.04
24.34
24.34
142 of 244
File = X:\3142200\121252.01\TECH\disc\struct\WJ4NPI~S\E6UQUW~Z\working\E6UQUW~Z.EC6
ENERCALC, INC. 1983-2017, Build:6.17.1.31, Ver:6.17.1.31
Steel Beam
Licensee : mead & hunt inc.
Lic. # : KW-06001634
Platform Support Angle
Description :
Load Combination
Segment Length
Span #
Dsgn. L = 7.56 ft
1
Dsgn. L = 0.02 ft
1
+1.20D+0.50L+0.70S+E+1.60H
Dsgn. L = 7.56 ft
1
Dsgn. L = 0.02 ft
1
+0.90D+W+0.90H
Dsgn. L = 7.56 ft
1
Dsgn. L = 0.02 ft
1
+0.90D+E+0.90H
Dsgn. L = 7.56 ft
1
Dsgn. L = 0.02 ft
1
Max Stress Ratios
M
V
0.325
0.035
0.004
0.035
max Mu +
1.61
0.02
max Mu -
Summary of Moment Values
Mu Max
Mnx
Phi*Mnx
1.61
5.50
4.95
0.02
5.50
4.95
Cb Rm
1.14 1.00
1.00 1.00
Summary of Shear Values
VuMax
Vnx
Phi*Vnx
0.85
27.04
24.34
0.85
27.04
24.34
0.335
0.004
0.036
0.036
1.66
0.02
1.66
0.02
5.50
5.50
4.95
4.95
1.14 1.00
1.00 1.00
0.88
0.88
27.04
27.04
24.34
24.34
0.073
0.001
0.008
0.008
0.36
0.00
0.36
0.00
5.50
5.50
4.95
4.95
1.14 1.00
1.00 1.00
0.19
0.19
27.04
27.04
24.34
24.34
0.073
0.001
0.008
0.008
0.36
0.00
0.36
0.00
5.50
5.50
4.95
4.95
1.14 1.00
1.00 1.00
0.19
0.19
27.04
27.04
24.34
24.34
.
Overall Maximum Deflections
Load Combination
+D+L+H
Span
1
Max. "-" Defl
0.2573
Load Combination
3.812
Support notation : Far left is #1
Vertical Reactions
Load Combination
Overall MAXimum
Overall MINimum
+D+H
+D+L+H
+D+Lr+H
+D+S+H
+D+0.750Lr+0.750L+H
+D+0.750L+0.750S+H
+D+0.60W+H
+D+0.70E+H
+D+0.750Lr+0.750L+0.450W+H
+D+0.750L+0.750S+0.450W+H
+D+0.750L+0.750S+0.5250E+H
+0.60D+0.60W+0.60H
+0.60D+0.70E+0.60H
D Only
Lr Only
L Only
S Only
W Only
E Only
H Only
Location in Span
Support 1
1.273
0.127
0.212
1.273
0.212
0.341
1.008
1.105
0.212
0.212
1.008
1.105
1.105
0.127
0.127
0.212
Support 2
1.273
0.127
0.212
1.273
0.212
0.341
1.008
1.105
0.212
0.212
1.008
1.105
1.105
0.127
0.127
0.212
1.061
0.129
1.061
0.129
Max. "+" Defl
0.0000
Values in KIPS
Location in Span
0.000
.
143 of 244
10.71K
VARIES
SEE NEXT PAGE FOR
CALCULATIONS
144 of 244
10.71K
2678#
2678#
0.55
145 of 244
146 of 244
Column: M8
Shape: HSS6x6x8
Material: A500 Gr.B Rect
Length: 11.583 ft
I Joint:
N5
J Joint: N9
Envelope
Code Check: 0.440 (LC 6)
Report Based On 97 Sections
.201 at 5.792 ft
.342 at 0 ft
Dz
Dy
in
in
-.246 at 0 ft
TOTAL VERTICAL LOAD TO
HSS COLUMN
8.003 at 11.583 ft
2.168 at 0 ft
.356 at 0 ft
Vy
k
-.011 at 11.583 ft
A
Vz
k
.255 at 11.583 ft
k
1.053 at 0 ft
My
4.125 at 0 ft
T
k-ft Mz
k-ft
k-ft
-.011 at 8.687 ft
-25.107 at 0 ft
18.714 at 0 ft
3.074 at 0 ft
.822 at 11.583 ft
ksi f(y)
fa
.108 at 0 ft
ksi f(z)
ksi
-3.074 at 0 ft
-18.714 at 0 ft
AISC 14th(360-10): LRFD Code Check
Direct Analysis Method
Max Bending Check
Location
Equation
0.440 (LC 6)
0 ft
H1-1b
Max Shear Check
Location
Max Defl Ratio
Bending Flange
Bending Web
Compact
Compact
Compression Flange Non-Slender
Compression Web
Non-Slender
Fy
phi*Pnc
phi*Pnt
phi*Mny
phi*Mnz
phi*Vny
phi*Vnz
phi*Tn
Cb
46 ksi
310.272 k
403.236 k
68.31 k-ft
68.31 k-ft
106.381 k
106.381 k
58.174 k-ft
1.667
Lb
KL/r
y-y
11.583 ft
62.418
L Comp Flange
L-torque
Tau_b
z-z
11.583 ft
62.418
11.583 ft
11.583 ft
1
0.020 (z) (LC 6)
0 ft
L/10000
147 of 244
CANOPY DESIGN
148 of 244
GFR
Job No. 3142200-121252.01
Job Name
Mead & Hunt, Inc.
Checked by
of
Kingsley Corrosion Control Hangar
Vertical Loads
Task
Calculated by
149 of 244
Sheet
FLB
GFR
Date
6/20/2018
Date
Dead Loads (Canopy)
Roof Dead Load
**Member self weight to be included in design
Office Area Roof
member being evaluated:
Beams
Lateral
(total)
1 1/2" 16 Ga Metal Roof Deck
C12x25
Steel Purlins
Miscellaneous
Total Roof Weight:
3.5 psf
4.5 psf
8.0 psf
3.5
12.4
5.1
5.0
26.0
psf
psf
psf
psf
psf
Roof Live Loads
Roof Live (ASCE 7-10 Table 4-1)
N/A psf
Roof Snow Loads
Roof Snow
Drift Snow
20 psf
15 psf
Total Building Weight
Tributary Roof Area
Roof Dead Load
Effective Seismic Weight From Roof
Total Effective Seismic Weight
2
33 ft
1 kips
1 kips
1 kips
X:\3142200\121252.01\TECH\disc\struct\working calcs\Exterior Stairs\working\Copy of Corrosion Control_Design Criteria+Loads.xlsx
Job No. 3142200-121252.01
150 of 244
of
Kingsley Corrosion Control Hangar
Job Name
Seismic Loads
Task
FLB
GFR
Calculated by
Mead & Hunt, Inc.
Sheet
Checked by
Date
6/20/2018
Date
Seismic Loads
ASCE 7-10 Chapter 13 - Nonstructural Components
Risk Category =
Site Classification =
Importance Factor, Ip =
Component Amplification Factor, ap =
Short Period Acceleration Parameter, SDS =
Component Response Modification Factor, Rp =
II
D
1
2.5
0.67 g
2.5
Height in Structure of Point of Attachment, z = =
Average Roof Height of Structure, h =
8.8333
27
Calculate:
0.4 ∗
∗
∗
∗ 1
2
0.443 Wp
not to exceede:
1.6 ∗
∗
∗
1.072 Wp
not to be less than:
0.3 ∗
∗
∗
0.201 Wp
Seismic Design Force, Fp =
Fp =
0.443 Wp
0.4
kips
X:\3142200\121252.01\TECH\disc\struct\working calcs\Exterior Stairs\working\Copy of Corrosion Control_Design Criteria+Loads.xlsx
151 of 244
GFR
400#
57
57
3&ÿ !"#ÿ64ÿ
$% !"#
152 of 244
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154 of 244
WIND LOADING (ASCE7-10)
In accordance with ASCE7-10 incorporating Errata No. 1 and Errata No. 2
Using the directional design method
Tedds calculation version 2.0.20
Building data
Type of roof;
Monoslope free
Length of building;
b = 7.00 ft
Width of building;
d = 4.75 ft
Height to eaves;
H = 8.83 ft
Pitch of roof;
0 = 1.2 deg
Mean height;
h = 8.88 ft
Wind flow;
Obstructed
General wind load requirements
Basic wind speed;
V = 120.0 mph
Risk category;
II
Velocity pressure exponent coeff (Table 26.6-1);
Kd = 0.85
Exposure category (cl.26.7.3);
C
Enclosure classification (cl.26.10);
Open buildings
Internal pressure coef +ve (Table 26.11-1);
GCpi_p = 0.00
Internal pressure coef –ve (Table 26.11-1);
GCpi_n = 0.00
Gust effect factor;
Gf = 0.85
Topography
Topography factor not significant;
Kzt = 1.0
Velocity pressure
Velocity pressure coefficient (T.27.3-1);
Kz = 0.85
Velocity pressure;
qh = 0.00256  Kz  Kzt  Kd  V2  1psf/mph2 = 26.6 psf
155 of 244
Peak velocity pressure for internal pressure
Peak velocity pressure – internal (as roof press.);
qi = 26.63 psf
Pressures and forces
p = qh  G  CN;
Net pressure;
Net force;
Fw = p  Aref;
Minimum design wind loading (cl.27.4.7);
pmin_r = 16 lb/ft2
Roof load case 1 - Wind 0 - Loadcase A
Zone
Ref.
height
(ft)
Ext pressure
coefficient
cN
Peak velocity
pressure qh
(psf)
Net pressure
p
(psf)
Area
Aref
(ft2)
Net force
Fw
(kips)
1 (+ve)
8.88
-0.50
26.63
-11.32
16.63
-0.19
2 (+ve)
8.88
-1.20
26.63
-27.17
16.63
-0.45
Total vertical net force;
Fw,v = -0.64 kips
Total horizontal net force;
Fw,h = -0.01 kips
Minimum loading
WIND UPLIFT ON
CANOPY
Avert_r_0 = b  d  tan(0) =
Projected vertical area of roof;
0.70 ft2
Fw,total_min = pmin_r  Avert_r_0 = 0.01 kips
Minimum overall horizontal loading;
Roof load case 2 - Wind 0 - Loadcase B
Zone
Ref.
height
(ft)
Ext pressure
coefficient
cN
Peak velocity
pressure qh
(psf)
Net pressure
p
(psf)
Area
Aref
(ft2)
Net force
Fw
(kips)
1 (+ve)
8.88
-1.10
26.63
-24.90
16.63
-0.41
2 (+ve)
8.88
-0.60
26.63
-13.58
16.63
-0.23
Total vertical net force;
Fw,v = -0.64 kips
Total horizontal net force;
Fw,h = -0.01 kips
Minimum loading
Avert_r_0 = b  d  tan(0) =
Projected vertical area of roof;
0.70 ft2
Fw,total_min = pmin_r  Avert_r_0 = 0.01 kips
Minimum overall horizontal loading;
Roof load case 3 - Wind 90 - Loadcase A
Zone
Ref.
height
(ft)
Ext pressure
coefficient
cN
Peak velocity
pressure qh
(psf)
Net pressure
p
(psf)
Area
Aref
(ft2)
Net force
Fw
(kips)
1 (+ve)
8.88
-1.20
26.63
-27.17
33.26
-0.90
Total vertical net force;
Fw,v = -0.90 kips
Total horizontal net force;
Fw,h = 0.00 kips
Minimum loading
Projected vertical area of roof;
Avert_r_90 = 0.00 ft2
Minimum overall horizontal loading;
Fw,total_min = pmin_r  Avert_r_90 = 0.00 kips
Roof load case 4 - Wind 90 - Loadcase B
156 of 244
SNOW LOADING (ASCE7-10)
Tedds calculation version 1.0.06
Building details
Roof type;
Monopitch
Width of roof;
b = 4.50 ft
Slope of roof 1;
 = 0.00 deg
Ground snow load
Ground snow load;
pg = 19.00 lb/ft2
Density of snow;
 = min(0.13  pg / 1ft + 14lb/ft3, 30lb/ft3) = 16.47 lb/ft3
Terrain type;
C
Exposure condition (Table 7-2);
Partially exposed
Exposure factor (Table 7-2);
Ce = 1.00
Thermal condition (Table 7-3);
Unheated structures
Thermal factor (Table 7-3);
Ct = 1.20
Importance category (Table 1-1);
II
Importance factor (Table 7-4);
Is = 1.00
Min snow load for low slope roofs (Sect 7.3.4);
pf_min = Is  pg = 19.00 lb/ft2
Rain on snow surcharge (Sect 7.10);
pf_sur = 5.00 lb/ft2
Flat roof snow load (Sect 7.3);
pf = 0.7  Ce  Ct  Is  pg + pf_sur = 20.96 lb/ft2
Unbalanced flat roof snow load (Sect 7.3);
pf_unbal = max(0.7  Ce  Ct  Is  pg, pf_min) = 19.00 lb/ft2
Cold roof slope factor (Ct > 1.0)
Roof surface type;
Slippery
Ventilation;
Ventilated
Thermal resistance (R-value);
R = 30.00;oF h ft2 / Btu
Roof slope factor;
Cs = 1.00
Monoslope
Sloped roof snow load (Cl.7.4);
ps = max(Cs  pf, pf_min) = 20.96 lb/ft2
Left parapet
Balanced snow load height;
hb = pf  Cs /  = 1.27 ft
Height of left parapet;
hpptL = 6.00 ft
Height from balance load to top of left parapet;
hc_pptL = hpptL - hb = 4.73 ft
Length of roof - left parapet;
lu_pptL = b1 = 4.50 ft
Drift height windward drift - left parpet;
hd_l_pptL = 0.75  (0.43  (max(20 ft, lu_pptL)  1ft2)1/3  (pg /
1lb/ft2 + 10)1/4 - 1.5ft) = 0.91 ft
Drift height - left parapet;
hd_pptL = min(hd_l_pptL, hpptL - hb) = 0.91 ft
Drift width;
Wd_pptL = min(4  hd_pptL, 8  (hpptL - hb)) = 3.63 ft
Drift surcharge load - left parapet;
pd_pptL = hd_pptL   = 14.93 lb/ft2
157 of 244
158 of 244
Zone
Ref.
height
(ft)
Ext pressure
coefficient
cN
Peak velocity
pressure qh
(psf)
Net pressure
p
(psf)
Area
Aref
(ft2)
Net force
Fw
(kips)
1 (+ve)
8.88
0.50
26.63
11.32
33.26
0.38
Total vertical net force;
Fw,v = 0.38 kips
Total horizontal net force;
Fw,h = 0.00 kips
Minimum loading
Projected vertical area of roof;
Avert_r_90 = 0.00 ft2
Minimum overall horizontal loading;
Fw,total_min = pmin_r  Avert_r_90 = 0.00 kips
159 of 244
Y
Z
X
N1
M2
M31
N5
N3
N2
M5
M4
N6
N4
Envelope Only Solution
Mead & Hunt
FLB
3142200-121252.01
SK - 1
Kingsley Corrosion Control - Canopy Design
Member Labels
June 25, 2018 at 1:23 PM
Canopy Check.r3d
160 of 244
Y
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2x
5
25
2x
C1
Mead & Hunt
FLB
3142200-121252.01
SK - 2
Kingsley Corrosion Control - Canopy Design
Member Shapes
July 2, 2018 at 11:42 AM
Canopy Check.r3d
161 of 244
Y
Z
X
N1
-.015ksf
N5
N3
N2
N6
N4
Loads: BLC 1, Dead Load
Envelope Only Solution
Mead & Hunt
FLB
3142200-121252.01
SK - 3
Kingsley Corrosion Control - Canopy Design
Dead Load
June 25, 2018 at 1:24 PM
Canopy Check.r3d
162 of 244
Y
Z
X
N1
N7
-.02ksf
N5
N3
N2
N8
N6
N4
Loads: BLC 5, Snow Load
Envelope Only Solution
Mead & Hunt
FLB
3142200-121252.01
SK - 4
Kingsley Corrosion Control - Canopy Design
Snow Load
June 29, 2018 at 12:17 PM
Canopy Check.r3d
163 of 244
Y
Z
X
N1
0k/ft
N7
-.052k/ft
N5
N3
N2
0k/ft
N8
-.052k/ft
N6
N4
Loads: BLC 6, Drift Snow
Envelope Only Solution
Mead & Hunt
FLB
3142200-121252.01
SK - 5
Kingsley Corrosion Control - Canopy Design
Drift Snow Load
June 29, 2018 at 12:18 PM
Canopy Check.r3d
164 of 244
Y
Z
X
N1
N5
N3
.027ksf
N2
N6
N4
Loads: BLC 2, Wind Load
Envelope Only Solution
Mead & Hunt
FLB
3142200-121252.01
SK - 5
Kingsley Corrosion Control - Canopy Design
Wind Load
June 25, 2018 at 1:26 PM
Canopy Check.r3d
165 of 244
Company
Des igner
Job Number
Model Name
:
:
:
:
Mead & Hunt
FL B
3142200-121252.01
K ingsley Corros ion Control - Canopy D esign
June 29, 2018
12:21 PM
Checked B y: JAL
(Global) Model Settings
Display S ections for Member Calcs
Max Internal S ections for Member C alcs
Include S hear Deformation?
Increase Nailing C apacity for Wind?
Include W arping?
Trans Load Btwn Intersecting Wood Wall?
Area Load Mesh (in^2)
Merge Tolerance (in)
P -Delta Analysis Tolerance
Include P -Delta for Walls?
Automatically Iterate S tiffness for Walls?
Max Iterations for Wall S tiffness
G ravity Acceleration (ft/sec^2)
Wall Mesh S ize (in)
E igensolution C onvergence Tol. (1.E -)
Vertical Axis
G lobal Member Orientation P lane
S tatic S olver
Dynamic S olver
5
97
Yes
Yes
Yes
Yes
144
.12
0.50%
Yes
Yes
3
32.2
24
4
Y
XZ
S parse Acc elerated
Accelerated S olver
Hot R olled S teel C ode
Adjust S tiffness?
R IS AC onnection Code
C old F ormed S teel C ode
Wood Code
Wood Temperature
C oncrete C ode
Masonry C ode
Aluminum C ode
AIS C 14th(360-10): A S D
Yes(Iterative)
AIS C 14th(360-10): A S D
AIS I S 100-12: AS D
AWC NDS -15: AS D
< 100F
AC I 318-14
AC I 530-13: AS D
AA ADM 1-10: A S D - Building
AIS C 14th(360-10): A S D
Number of S hear R egions
R egion S pacing Increment (in)
Biaxial C olumn Method
P arme Beta Factor (P CA)
C oncrete S tress Block
Use Cracked S ections?
Use Cracked S ections S lab?
Bad Framing Warnings?
Unused F orce Warnings?
Min 1 Bar Diam. S pacing?
C oncrete R ebar S et
Min % S teel for C olumn
Max % S teel for C olumn
4
4
E xact Integration
.65
R ectangular
Yes
Yes
No
Yes
No
R E BAR _S E T_AS TMA615
1
8
R IS A-3D Version 16.0.3
[X:\...\...\...\...\...\working calcs\Canopy Design\working\C anopy Check.r3d]
P age 1
166 of 244
Company
Des igner
Job Number
Model Name
:
:
:
:
Mead & Hunt
FL B
3142200-121252.01
K ingsley Corros ion Control - Canopy D esign
June 29, 2018
12:21 PM
Checked B y: JAL
(Global) Model Settings , C ontinued
S eismic C ode
S eismic Base E levation (ft)
Add Base W eight?
Ct X
Ct Z
T X (sec)
T Z (sec)
RX
RZ
C t E xp. X
C t E xp. Z
S D1
S DS
S1
TL (sec)
R isk C at
Drift C at
Om Z
Om X
Cd Z
Cd X
R ho Z
R ho X
AS C E 7-10
Not E ntered
Yes
.02
.02
Not E ntered
Not E ntered
3
3
.75
.75
1
1
1
5
I or II
O ther
1
1
1
1
1
1
F ooting Overturning S afety F actor
O ptimize for OTM/S liding
C heck Concrete Bearing
F ooting C oncrete Weight (k/ft^3)
F ooting C oncrete f'c (ksi)
F ooting C oncrete E c (ksi)
Lambda
F ooting S teel fy (ksi)
Minimum S teel
Maximum S teel
F ooting Top Bar
F ooting Top Bar C over (in)
F ooting Bottom Bar
F ooting Bottom Bar C over (in)
P edestal Bar
P edestal Bar Cover (in)
P edestal Ties
1
No
No
.145
4
3644
1
60
0.0018
0.0075
#6
1.5
#6
3
#6
1.5
#4
B as ic Load C ases
1
2
3
4
5
6
7
B LC Description
Category
Dead Load
Wind Load
DL
WL
E LX
E LZ
SL
O L1
None
S eismic Load, x
S eismic Load, z
S now Load
Drift S now
B LC 1 Transient ...
R IS A-3D Version 16.0.3
X GravityY GravityZ G ravity
Joint
P oint
Distributed
Area(M...S urface(Pla...
1
1
.443
.443
1
2
10
[X:\...\...\...\...\...\working calcs\Canopy Design\working\C anopy Check.r3d]
P age 2
167 of 244
Company
Des igner
Job Number
Model Name
:
:
:
:
Mead & Hunt
FL B
3142200-121252.01
K ingsley Corros ion Control - Canopy D esign
June 29, 2018
12:21 PM
Checked B y: JAL
B as ic Load C ases (C ontinued)
8
9
B LC Description
B LC 5 Transient ...
B LC 2 Transient ...
Category
X GravityY GravityZ G ravity
Joint
P oint
Distributed
None
None
Area(M...S urface(Pla...
10
10
Load C ombinations
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
Des cription
Deflection 1
Deflection 2
Deflection 3
S o...P De...S R...
Y es Y
Y es Y
Y es Y
IB C 16-1 Y es Y
IBC 16-2 (a) Y es Y
IBC 16-2 (b) Y es Y
IBC 16-3 (c) Y es Y
IBC 16-3 (b) Y es Y
IBC 16-3 (d) Y es Y
IBC 16-4 (a) Y es Y
IBC 16-4 (b) Y es Y
IB C 16-6 Y es Y
IBC 16-5 (a) Y es Y
IBC 16-5 (b) Y es Y
IBC 16-7 (a) Y es Y
IBC 16-7 (b) Y es Y
B LC Fac... B LC
DL
LL
DL
DL
DL
DL
DL
DL
DL
DL
DL
DL
DL
DL
DL
DL
1
1
1
1.4
1.2
1.2
1.2
1.2
1.2
1.2
1.2
.9
1.2
1.2
.9
.9
Fac... B LC Fac...B LC Fac...B LC Fac...B LC Fac...B LC Fac...B LC Fac...B LC Fac...B LC Fac...
LL
1
LL
LL
SL
WL
SL
WL
WL
WL
E LX
E LZ
E LX
E LZ
1.6
1.6
1.6
.5
1.6
1
1
1
1
1
1
1
LLS 1.6
LLS 1.6 S L .5 S LN .5 OL1 .5
S LN 1.6 LL .5 LL S 1 OL1 1.6
S LN 1.6 WL .5 OL1 1.6
LL .5 LL S 1
LL .5 LL S 1 S L .5 S LN .5 OL1 .5
.5 LL S 1 S L .2 S LN .7 OL1 .2
.5 LL S 1 S L .2 S LN .7 OL1 .2
LL
LL
Envelope J oint Reactions
Joint
1
2
3
4
5
6
N3
N4
Totals:
max
min
max
min
max
min
X [k ]
LC
Y [k ]
LC
Z [k]
LC
MX [k-ft]
LC
MY [k-ft]
LC
MZ [k-ft]
LC
.054
-.137
0
-.137
0
-.275
14
13
1
13
1
13
.962
-.222
.982
-.227
1.943
-.449
7
12
7
12
7
12
.071
-.137
0
-.137
0
-.275
13
14
1
14
1
14
2.096
-.504
2.13
-.513
7
12
7
12
.146
-.003
.146
0
13
14
13
1
0
0
0
0
7
12
7
12
Envelope A ISC 14th(360-10): A SD S teel C ode C hec ks
1
2
3
4
5
Member
S hape
Code Check
M1
M2
M3
M4
M5
C 10x15.3
C 10x15.3
C 12x25
C 10x15.3
.016
.075
.019
.075
.008
HS S 10x2x6
R IS A-3D Version 16.0.3
Loc[ft] LC
7
.544
7
.544
7
13
13
13
13
13
REACTIONS USED TO
DESIGN ANCHORAGE
TO CMU WALL
S hear Check Loc[ft] Dir LC P nc/om...P nt/om ...Mnyy/o...Mnzz/o... Cb
.001
7
z 14 46.396 96.575 3.319 22.717 1
.031
.001
.032
.004
0
7
0
7
y 7 68.907
z 14 85.741
y 7 68.907
z 14 97.11
E qn
H1-1b
96.575 3.319 28.563 2.388 H1-1b
158.228 5.383 44.458
1 H1-1b
96.575 3.319 28.563 2.406 H1-1b
208.79 13.222 46.597 1 H1-1b
[X:\...\...\...\...\...\working calcs\Canopy Design\working\C anopy Check.r3d]
P age 3
168 of 244
1704
1704
1'-3"
1'-3"
1704
1704
1704
852
852
0.08
169 of 244
GFR
170 of 244
PRE-ENGINEERED METAL BUILDING
FOUNDATIONS
171 of 244
172 of 244
PEMB POCKET
DOOR
FOUNDATION
173 of 244
174 of 244
175 of 244
Z
X
N7
N12
N15
N11
N14
G3
N13
N10
F1
N8
N6
H2
N17
N16
H1
N9
Results for LC 1, Service
Mead & Hunt
FLB
3142200-121252.01
SK - 1
PEMB Foundation at Hangar Door Pocket
PEMB Pocket Door Foundation
July 2, 2018 at 9:01 AM
Foundation at front.fnd
176 of 244
Z
X
11k
4k
N7
.51
7k 1.25
/ft
/ft
k/f .25k
N11
1t
G3
N10
5k
t
k/f
.65N12 k/ft
5
.6N15
N14
t
k/f
25
t1.
f
/
5k
1.2
F1
3k
N13
N8
1k
/ft
5k
1.2
N6
1.2
5k
/ft
H2
N17
N16
H1
N9
Loads: DL - Dead Load
Results for LC 1, Service
Mead & Hunt
FLB
3142200-121252.01
SK - 2
PEMB Foundation at Hangar Door Pocket
Dead Load
July 2, 2018 at 9:02 AM
Foundation at front.fnd
177 of 244
Z
X
10k
3k
N7
4k
N12
N15
N11
N14
G3
N13
N10
F1
1k
N6
N8
-1k
H2
N17
N16
H1
N9
Loads: RLL - Roof Live Load
Results for LC 1, Service
Mead & Hunt
FLB
3142200-121252.01
SK - 3
PEMB Foundation at Hangar Door Pocket
Roof Live Load
July 2, 2018 at 9:13 AM
Foundation at front.fnd
178 of 244
Z
X
24k
7k
N7
6k
N12
N15
N11
N14
G3
N13
N10
F1
1k
N6
N8
-1k
H2
N17
N16
H1
N9
Loads: SL - Snow Load
Results for LC 1, Service
Mead & Hunt
FLB
3142200-121252.01
SK - 3
PEMB Foundation at Hangar Door Pocket
Snow Load
July 2, 2018 at 9:03 AM
Foundation at front.fnd
179 of 244
Z
X
.42ksf
N7
N12
N15
N11
N14
G3
N13
N10
F1
N8
N6
H2
N17
N16
H1
N9
Loads: HL - Hydrostatic Load
Results for LC 1, Service
Mead & Hunt
FLB
3142200-121252.01
SK - 4
PEMB Foundation at Hangar Door Pocket
Overburden Soil Load
July 2, 2018 at 9:14 AM
Foundation at front.fnd
180 of 244
Z
X
1k
N7
-20k
13k
N12
-8k
N15
N14
N11
G3
N13
N10
24k
F1
4k
N8
123k
-81k
32k
N6
H2
N17
N16
H1
N9
Loads: WLX - Wind Load X
Results for LC 1, Service
Mead & Hunt
FLB
3142200-121252.01
SK - 4
PEMB Foundation at Hangar Door Pocket
Wind Load, x
July 2, 2018 at 9:04 AM
Foundation at front.fnd
181 of 244
Z
X
-11k
N7
-25k
N12
-8k
N15
N14
N11
-2k
G3
N13
N10
F1
N8
-1k
4k
N6
H2
N17
N16
H1
N9
Loads: WLZ - Wind Load Z
Results for LC 1, Service
Mead & Hunt
FLB
3142200-121252.01
SK - 5
PEMB Foundation at Hangar Door Pocket
Wind Load, z
July 2, 2018 at 9:04 AM
Foundation at front.fnd
182 of 244
Z
X
N7
-4k
-2k
N12
N15
-5k
N11
N14
-4k
G3
N13
N10
F1
N8
4k
N6
H2
N17
N16
H1
N9
Loads: ELZ - Earthquake Load Z
Results for LC 1, Service
Mead & Hunt
FLB
3142200-121252.01
SK - 6
PEMB Foundation at Hangar Door Pocket
Earthquake Load, z
July 2, 2018 at 9:05 AM
Foundation at front.fnd
183 of 244
Z
X
N7
N12
N15
N11
N14
G3
N13
N10
F1
#5
@
@
#5
T)
in(
12
N6
12
in(
N8
T)
#5
@ (B)
in 12in
12
(B)
@
#5
H2
N17
N16
H1
N9
Results for LC 1, Service
Mead & Hunt
FLB
3142200-121252.01
SK - 7
PEMB Foundation at Hangar Door Pocket
Reinforcement in Foundation
July 2, 2018 at 9:06 AM
Foundation at front.fnd
184 of 244
Pedestal:
Shape:
Material:
Height:
Location:
H2
CRECT24X18
3000
3000NW
Conc4000NW
42 in
(21.17 , 21.17) ft
3000
Tension Bar Fy:
Shear Bar Fy:
Pedestal Cover:
Rebar Set:
60 ksi
60 ksi
1.5 in
ASTM A615
Stress Block:
Design Rule:
Design Code:
Rectangular
Typical
ACI 318-14
18 in
#4@7 in
42 in
8#6
1.5 in
24 in
24 in
THEREFORE, USE #4 @6"
Design Results
Shear Check Results (Envelope)
Along xx Vcx 0 k
Along zz Vcz 0 k
Shear Ties
#4 @ 7 in
Bending Check Results
Unity Check
.752
Pu
-72.95 k
Pn
-81.055 k
Gov LC
26
Long. Bars
8 #6
Vsx 72.79 k
Vsz 52.594 k
Vux/
Vuz/
Vnx .44
Vnz .101
Gov LC 16
Gov LC 16
.9
14 k-ft
15.556 k-ft
87.878 k-ft
.818
Parme Beta
Muz
Mnz
Mnoz
.65
84 k-ft
93.333 k-ft
117.494 k-ft
Compression Development Length for Longitudinal Bars
Lrequired
Lprovided
14.23 in
19 in
Lreq./Lpro.
.749
Punching Shear Check Results
Punching Shear Values
Unity Check
.082
Location
EDGE
Gov LC
16
Vuy
Mux
Muz
0k
18 k-ft
108 k-ft
Total Stress
vny
.016 ksi
.19 ksi
Punching Shear Geometries
Effective depth 20.688 in
L1 along zz
41.343 in
L2 along xx
44.688 in
Polar Moment Ixx 5.611e+5 in^4
Polar Moment Izz 1.041e+6 in^4
Gamma xx
Gamma zz
.391
.409
RISAFoundation Version 10.0.3
Phi
Mux
Mnx
Mnox
% Steel
Vux 24 k
Vuz 4 k
[X:\...\...\...\...\...\...\PEMB Foundations\Foundation at front.fnd]
Page 1
185 of 244
Pedestal:
Shape:
Material:
Height:
Location:
G3
CRECT24X24
Conc4000NW
3000NW
42 in
(10 , 10) ft
Tension Bar Fy:
Shear Bar Fy:
Pedestal Cover:
Rebar Set:
60 ksi
60 ksi
1.5 in
ASTM A615
Stress Block:
Design Rule:
Design Code:
Rectangular
Typical
ACI 318-14
24 in
42 in
#4@10 in
1.5 in
24 in
24 in
8#6
Design Results
Shear Check Results (Envelope)
Along xx Vcx 0 k
Along zz Vcz 0 k
Shear Ties
#4 @ 10 in
Bending Check Results
Unity Check
.153
Pu
0k
Pn
-212.058 k
Gov LC
25
Long. Bars
8 #6
Vsx 50.953 k
Vsz 50.953 k
Vux/
Vuz/
Vnx .026
Vnz .419
Gov LC 16
Gov LC 10
.9
-25.9 k-ft
188.133 k-ft
NA
.614
Parme Beta
Muz
Mnz
Mnoz
.65
0 k-ft
NA
NA
Compression Development Length for Longitudinal Bars
Lrequired
Lprovided
14.23 in
19 in
Lreq./Lpro.
.749
Punching Shear Check Results
Punching Shear Values
Unity Check
.122
Location
EDGE
Gov LC
11
Vuy
Mux
Muz
34.351 k
72 k-ft
2.25 k-ft
Total Stress
vny
.023 ksi
.19 ksi
Punching Shear Geometries
Effective depth 20.688 in
L1 along zz
44.688 in
L2 along xx
44.844 in
Polar Moment Ixx 1.113e+6 in^4
Polar Moment Izz 6.873e+5 in^4
Gamma xx
Gamma zz
.4
.4
RISAFoundation Version 10.0.3
Phi
Mux
Mnx
Mnox
% Steel
Vux 1 k
Vuz 16 k
[X:\...\...\...\...\...\...\PEMB Foundations\Foundation at front.fnd]
Page 1
186 of 244
Z
Soil Pressure
ksf
1.44
1.28
1.12
.96
.8
.64
.48
.32
.16
.001
0
X
N7
N12
N15
N11
N14
G3
N13
N10
F1
N8
N6
H2
N17
N16
H1
N9
Results for LC 1, Service
Mead & Hunt
FLB
3142200-121252.01
SK - 8
PEMB Foundation at Hangar Door Pocket
Soil Pressure
July 2, 2018 at 9:11 AM
Foundation at front.fnd
187 of 244
Company
Des igner
Job Number
Model Name
:
:
:
:
Mead & Hunt
FL B
3142200-121252.01
P EM B Foundation at Hangar Door Poc ket
July 2, 2018
9:30 AM
Checked B y:_____
(Global) Model Settings
Display S ections for Member Calcs
Max Internal S ections for Member C alcs
Mesh S ize (in)
Max Iterations
Merge Tolerance (in)
S olver
C oefficient of F riction
5
100
24
10
.12
S parse Acc elerated
.3
No. of S hear Regions
S hear Region S pacing Increment (in)
Min 1 Bar Dia S pacing for Beams?
O ptimize footings for OTM / S liding?
P arme Beta Factor
P ile S afety F actor
C oncrete S tress Block
C oncrete R ebar S et
C oncrete C ode
HR S teel P ile C ode
Wood P ile Code
4
4
No
No
.65
3
R ectangular
AS TM A615
AC I 318-14
AIS C 14th(360-10): A S D
AWC NDS -15: AS D
Soil Definitions
1
Label
S ubgrade M odulus [k/ft^3]
Allowable B earing[k sf]
Depth P roperties
Default?
Default
86.4
2
None
Yes
Load C ategories
Category
P oint L oads
Line L oads
DL
SL
R LL
HL
E LZ
WLX
WLZ
6
5
5
9
1
2
3
4
5
6
7
Area L oads
1
5
13
6
Load C ombinations
Label
1
2
3
4
5
6
7
8
9
10
11
12
13
S olve S ervice A... S F Cat...F a... Cat...F a... Cat...F a... Cat...F a... Cat...F a... Cat...F a... Cat...F a... Cat...F a... Cat...F a... Cat...F a...
S ervice Yes
S trength Yes
IBC 16-1 Yes
IBC 16-... Yes
IBC 16-... Yes
IBC 16-... Yes
IBC 16-... Yes
IBC 16-... Yes
IBC 16-... Yes
IBC 16-... Yes
IBC 16-... Yes
IBC 16-... Yes
IBC 16-... Yes
Yes
R IS AF oundation Version 10.0.3
DL
DL
DL
DL
DL
DL
DL
DL
DL
DL
DL
DL
DL
1
1.2
1.4
1.2
1.2
1.2
1.2
1.2
1.2
1.2
1.2
1.2
1.2
LL 1 HL 1
LL 1.6 HL 1.6
LL 1.6 LL S
LL 1.6 LL S
LL 1.6 LL S
RL L 1.6 HL
RL L 1.6 HL
RL L 1.6 HL
S L 1.6 S LN
S L 1.6 S LN
S L 1.6 S LN
R L 1.6 HL
1.6 HL 1.6 RL L
1.6 HL 1.6 S L
1.6 HL 1.6 R L
1.6 LL .5 LL S
1.6 W... .5
1.6 WL Z .5
1.6 HL 1.6 LL
1.6 HL 1.6 W...
1.6 HL 1.6 WL Z
1.6 LL .5 LL S
.5
.5 S LN .5
.5
1
.5 LL S 1
.5
.5
1
[X:\...\...\...\...\...\...\P E MB Foundations\F oundation at front.fnd]
P age 1
188 of 244
Company
Des igner
Job Number
Model Name
:
:
:
:
Mead & Hunt
FL B
3142200-121252.01
P EM B Foundation at Hangar Door Poc ket
July 2, 2018
9:30 AM
Checked B y:_____
Load C ombinations (C ontinued)
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
Label
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
S olve S ervice A... S F Cat...F a... Cat...F a... Cat...F a... Cat...F a... Cat...F a... Cat...F a... Cat...F a... Cat...F a... Cat...F a... Cat...F a...
Yes
DL 1.2 R L 1.6 HL 1.6 W... .5
Yes
DL 1.2 R L 1.6 HL 1.6 WL Z .5
Yes
DL 1.2 W... 1 LL .5 LL S 1 HL 1.6 RL L .5
Yes
DL 1.2 WL Z 1 LL .5 LL S 1 HL 1.6 RL L .5
Yes
DL 1.2 W... 1 LL .5 LL S 1 HL 1.6 S L .5 S LN .5
Yes
DL 1.2 WL Z 1 LL .5 LL S 1 HL 1.6 S L .5 S LN .5
Yes
DL 1.2 W... 1 LL .5 LL S 1 HL 1.6 R L .5
Yes
DL 1.2 WL Z 1 LL .5 LL S 1 HL 1.6 R L .5
Yes
DL 1.2 E LX 1 LL .5 LL S 1 HL 1.6 S L .2 S LN .7
Yes
DL 1.2 E LZ 1 LL .5 LL S 1 HL 1.6 S L .2 S LN .7
Yes
DL .9 W... 1 HL 1.6
Yes
DL .9 WL Z 1 HL 1.6
Yes
DL .9 W... 1 HL .9
Yes
DL .9 WL Z 1 HL .9
Yes
DL .9 W... 1 HL 1.6
Yes
DL .9 WL Z 1 HL 1.6
Yes
DL .9 E LX 1 HL .9
Yes
DL .9 E LZ 1 HL .9
189 of 244
PEMB HANGAR
DOOR
FOUNDATION
190 of 244
191 of 244
Z
X
N7N10
N5N8
N13
N15
N14
N16
N6N12
N11
N9
Results for LC 1, Service
Mead & Hunt
FLB
3142200-121252.01
SK - 1
PEMB Foundation at Hangar Door
PEMB Door Foundation
July 2, 2018 at 9:23 AM
Foundation at Door.fnd
192 of 244
Z
X
t
k/f
.49
N7N10
t
k/f
.66
N5N8
N13
N15
t
k/f
.63
N14
t
k/f
.666k/ft
.4
N16
N6N12
N11
N9
Loads: DL - Dead Load
Results for LC 1, Service
Mead & Hunt
FLB
3142200-121252.01
SK - 2
PEMB Foundation at Hangar Door
Dead Load due to Doors, Door Framing
July 2, 2018 at 9:23 AM
Foundation at Door.fnd
193 of 244
Shear Z
k per ft
Z
MAX3.1
2.48
1.86
1.24
.62
0
-.62
-1.24
-1.86
-2.48
MIN -3.1
X
.2ksf
N7N10
N5N8
N13
N15
N14
N16
N6N12
N11
N9
Loads: HL - Hydrostatic Load
Results for LC 1, Service
Mead & Hunt
FLB
3142200-121252.01
SK - 2
PEMB Foundation at Hangar Door
Overburden Load due to Soil
July 2, 2018 at 9:27 AM
Foundation at Door.fnd
194 of 244
Z
X
N7N10
N5N8
N13
( T) )
2in (B
#5
@ 5@1 12in
12# @
in#(5
T)
#5
@
12
in
N15
(B)
N14
N16
N6N12
N11
N9
Results for LC 1, Service
Mead & Hunt
FLB
3142200-121252.01
SK - 3
PEMB Foundation at Hangar Door
Door Foundation Reinforcement
July 2, 2018 at 9:24 AM
Foundation at Door.fnd
195 of 244
Z
Soil Pressure
ksf
.891
.792
.693
.594
.495
.396
.297
.198
.099
.001
0
X
N7N10
N5N8
N13
N15
N14
N16
N6N12
N11
N9
Results for LC 1, Service
Mead & Hunt
FLB
3142200-121252.01
SK - 4
PEMB Foundation at Hangar Door
Soil Pressure
July 2, 2018 at 9:28 AM
Foundation at Door.fnd
196 of 244
Company
Des igner
Job Number
Model Name
:
:
:
:
Mead & Hunt
FL B
3142200-121252.01
P EM B Foundation at Hangar Door
July 2, 2018
9:29 AM
Checked B y:_____
(Global) Model Settings
Display S ections for Member Calcs
Max Internal S ections for Member C alcs
Mesh S ize (in)
Max Iterations
Merge Tolerance (in)
S olver
C oefficient of F riction
5
100
24
10
.12
S parse Acc elerated
.3
No. of S hear Regions
S hear Region S pacing Increment (in)
Min 1 Bar Dia S pacing for Beams?
O ptimize footings for OTM / S liding?
P arme Beta Factor
P ile S afety F actor
C oncrete S tress Block
C oncrete R ebar S et
C oncrete C ode
HR S teel P ile C ode
Wood P ile Code
4
4
No
No
.65
3
R ectangular
AS TM A615
AC I 318-14
AIS C 14th(360-10): A S D
AWC NDS -15: AS D
Soil Definitions
1
Label
S ubgrade M odulus [k/ft^3]
Allowable B earing[k sf]
Depth P roperties
Default?
Default
86.4
2
None
Yes
Load C ategories
Category
1
2
P oint L oads
Line L oads
DL
HL
Area L oads
8
1
Load C ombinations
Label
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
S olve S ervice A... S F Cat...F a... Cat...F a... Cat...F a... Cat...F a... Cat...F a... Cat...F a... Cat...F a... Cat...F a... Cat...F a... Cat...F a...
S ervice Yes
S trength Yes
IBC 16-1 Yes
IBC 16-... Yes
IBC 16-... Yes
IBC 16-... Yes
IBC 16-... Yes
IBC 16-... Yes
IBC 16-... Yes
IBC 16-... Yes
IBC 16-... Yes
IBC 16-... Yes
IBC 16-... Yes
IBC 16-... Yes
IBC 16-... Yes
IBC 16-... Yes
IBC 16-... Yes
IBC 16-... Yes
Yes
R IS AF oundation Version 10.0.3
DL
DL
DL
DL
DL
DL
DL
DL
DL
DL
DL
DL
DL
DL
DL
DL
DL
DL
1 LL 1
1.2 LL 1.6
1.4
1.2 LL 1.6
1.2 LL 1.6
1.2 LL 1.6
1.2 RL L 1.6
1.2 RL L 1.6
1.2 RL L 1.6
1.2 S L 1.6
1.2 S L 1.6
1.2 S L 1.6
1.2 R L 1.6
1.2 R L 1.6
1.2 R L 1.6
1.2 W... 1
1.2 WL Z 1
1.2 W... 1
HL 1
HL 1.6
LL S 1.6 HL 1.6 RL L .5
LL S 1.6 HL 1.6 S L .5
LL S 1.6 HL 1.6 R L .5
HL 1.6 LL .5 LL S 1
HL 1.6 W... .5
HL 1.6 WL Z .5
S LN 1.6 HL 1.6 LL .5
S LN 1.6 HL 1.6 W... .5
S LN 1.6 HL 1.6 WL Z .5
HL 1.6 LL .5 LL S 1
HL 1.6 W... .5
HL 1.6 WL Z .5
LL .5 LL S 1 HL 1.6
LL .5 LL S 1 HL 1.6
LL .5 LL S 1 HL 1.6
S LN .5
LL S
1
RL L .5
RL L .5
S L .5 S LN .5
[X:\...\...\...\...\...\...\P E MB Foundations\F oundation at Door.fnd]
P age 1
197 of 244
Company
Des igner
Job Number
Model Name
:
:
:
:
Mead & Hunt
FL B
3142200-121252.01
P EM B Foundation at Hangar Door
July 2, 2018
9:29 AM
Checked B y:_____
Load C ombinations (C ontinued)
19
20
21
22
23
24
25
26
27
28
29
30
31
Label
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
S olve S ervice A... S F Cat...F a... Cat...F a... Cat...F a... Cat...F a... Cat...F a... Cat...F a... Cat...F a... Cat...F a... Cat...F a... Cat...F a...
Yes
DL 1.2 WL Z 1 LL .5 LL S 1 HL 1.6 S L .5 S LN .5
Yes
DL 1.2 W... 1 LL .5 LL S 1 HL 1.6 R L .5
Yes
DL 1.2 WL Z 1 LL .5 LL S 1 HL 1.6 R L .5
Yes
DL 1.2 E LX 1 LL .5 LL S 1 HL 1.6 S L .2 S LN .7
Yes
DL 1.2 E LZ 1 LL .5 LL S 1 HL 1.6 S L .2 S LN .7
Yes
DL .9 W... 1 HL 1.6
Yes
DL .9 WL Z 1 HL 1.6
Yes
DL .9 W... 1 HL .9
Yes
DL .9 WL Z 1 HL .9
Yes
DL .9 W... 1 HL 1.6
Yes
DL .9 WL Z 1 HL 1.6
Yes
DL .9 E LX 1 HL .9
Yes
DL .9 E LZ 1 HL .9
198 of 244
PEMB F8 COLUMN
FOUNDATION
199 of 244
Z
X
N1
Results for LC 1, Service
Mead & Hunt
FLB
3142200-121252.01
SK - 1
PEMB Foundation at 3-M
PEMB Foundation F8
July 2, 2018 at 9:33 AM
Foundation at 3-M.fnd
200 of 244
Z
X
11k
4k
N1
Loads: DL - Dead Load
Results for LC 1, Service
Mead & Hunt
FLB
3142200-121252.01
SK - 2
PEMB Foundation at 3-M
Dead Load to F8
July 2, 2018 at 9:34 AM
Foundation at 3-M.fnd
201 of 244
Z
X
10k
3k
N1
Loads: RLL - Roof Live Load
Results for LC 1, Service
Mead & Hunt
FLB
3142200-121252.01
SK - 3
PEMB Foundation at 3-M
Roof Live Load to F8
July 2, 2018 at 9:35 AM
Foundation at 3-M.fnd
202 of 244
Z
X
24k
7k
N1
Loads: SL - Snow Load
Results for LC 1, Service
Mead & Hunt
FLB
3142200-121252.01
SK - 4
PEMB Foundation at 3-M
Snow Load to F8
July 2, 2018 at 9:36 AM
Foundation at 3-M.fnd
203 of 244
Z
X
-11k
-25k
N1
Loads: WLX - Wind Load X
Results for LC 1, Service
Mead & Hunt
FLB
3142200-121252.01
SK - 5
PEMB Foundation at 3-M
Wind Load, x to F8
July 2, 2018 at 9:37 AM
Foundation at 3-M.fnd
204 of 244
Z
X
22k
1k
N1
Loads: WLZ - Wind Load Z
Results for LC 1, Service
Mead & Hunt
FLB
3142200-121252.01
SK - 6
PEMB Foundation at 3-M
Wind Load, z to F8
July 2, 2018 at 9:38 AM
Foundation at 3-M.fnd
205 of 244
Z
X
-4k
-5k
N1
Loads: ELX - Earthquake Load X
Results for LC 1, Service
Mead & Hunt
FLB
3142200-121252.01
SK - 7
PEMB Foundation at 3-M
Seismic Load, x to F8
July 2, 2018 at 9:38 AM
Foundation at 3-M.fnd
206 of 244
Z
X
10k
-18k
N1
Loads: ELZ - Earthquake Load Z
Results for LC 1, Service
Mead & Hunt
FLB
3142200-121252.01
SK - 8
PEMB Foundation at 3-M
Seismic Load, z to F8
July 2, 2018 at 9:39 AM
Foundation at 3-M.fnd
207 of 244
Company
: Mead & Hunt
Designer
: FLB
Job Number : 3142200-121252.01
July 2, 2018
Checked By:_____
Footing 1 - N1
Sketch
3 ft
A
x
B
D
42 in
24 in
z
8 ft
24 in
3 ft
24 in
D
C
8 ft
C
Details
A
B
x
#4@10 in
3 in
z
#5@6 in
D
D
C
8 ft
2
(14 #5)
2
(14 #5)
x Dir. Steel: 4.3 in
z Dir. Steel: 4.3 in
24 in
8 ft
1.5 in
42 in
#5@6 in
Footing Elevation
C
USE #5 @12" OC EACH WAY
TOP AND BOTTOM
Bottom Rebar Plan
RISAFoundation Version 10.0.3
[X:\...\...\...\...\...\...\...\Foundation at 3-M.fnd]
Page 1
208 of 244
Company
: Mead & Hunt
Designer
: FLB
Job Number : 3142200-121252.01
July 2, 2018
Checked By:_____
Footing 1 - N1
24 in
B
8#6
8 ft
1.5 in
24 in
A
Pedestal Rebar Plan
D
C
8 ft
2
(0 #5)
2
(0 #5)
x Dir. Steel: 0 in
z Dir. Steel: 0 in
Top Rebar Plan
Geometry, Materials and Criteria
Length
Width
Thickness
Height
Rot. Angle
: 8 ft
: 8 ft
: 24 in
: 42 in
: 0 deg
eX
eZ
pX
pZ
: 0 in
: 0 in
: 24 in
: 24 in
Footing Top Bar Cover
: 1.5 in
Footing Bottom Bar Cover
: 3 in
Pedestal Longitudinal Bar Cover : 1.5 in
Gross Allow. Bearing
Concrete Weight
Concrete f'c
Design Code
: 2 ksf (gross)
: .145 k/ft^3
: 43 ksi
: ACI 318-14
Overturning / Sliding SF
Coefficient of Friction
Passive Resistance of Soil
Steel fy
: 60 ksi
Minimum Steel : .0018
Maximum Steel : .0075
:1
: 0.3
:0 k
Phi for Flexure : 0.9
Phi for Shear
: 0.75
Phi for Bearing : 0.65
Loads
DL
SL
RLL
ELX
ELZ
WLX
WLZ
P (k)
11
24
10
-5
-18
-25
22
+P
Vx (k)
4
7
3
-4
Vz (k)
Mx (k-ft)
Mz (k-ft)
+Mx
+Mz
Overburden (ksf)
.42
-10
-11
-1
+Vz
+Vx
A
D
D
C
D
C
A
+Over
D
Soil Bearing
Description
Service
Categories and Factors
1DL+1LL+1HL
RISAFoundation Version 10.0.3
Gross Allow.(ksf) Max Bearing (ksf)
2
1.145 (A)
[X:\...\...\...\...\...\...\...\Foundation at 3-M.fnd]
Max/Allowable Ratio
.573
Page 2
209 of 244
Company
: Mead & Hunt
Designer
: FLB
Job Number : 3142200-121252.01
A
B
D
C
July 2, 2018
Footing 1 - N1
Checked By:_____
1DL+1LL+1HL
QA: 1.145 ksf
QB: 1.145 ksf
QC: .63 ksf
QD: .63 ksf
NAZ: -1 in
NAX: 213.207 in
RISAFoundation Version 10.0.3
[X:\...\...\...\...\...\...\...\Foundation at 3-M.fnd]
Page 3
210 of 244
Company
: Mead & Hunt
Designer
: FLB
Job Number : 3142200-121252.01
July 2, 2018
Checked By:_____
Footing 1 - N1
Footing Flexure Design (Bottom Bars)
As-min x-dir (Top Flexure):
As-min z-dir (Top Flexure):
As-min x-dir (Bot Flexure) :
As-min z-dir (Bot Flexure) :
As-min x-dir (T & S) : 4.147 in^2
As-min z-dir (T & S) : 4.147 in^2
4.147 in^2
4.147 in^2
4.147 in^2
4.147 in^2
Description Categories and Factors
Strength
1.2DL+1.6LL+1.6HL
IBC 16-1
1.4DL
IBC 16-2 (a.. 1.2DL+1.6LL+1.6LL..
IBC 16-2 (b.. 1.2DL+1.6LL+1.6LL..
IBC 16-2 (c.. 1.2DL+1.6LL+1.6LL..
IBC 16-3 (a.. 1.2DL+1.6RLL+1.6H..
IBC 16-3 (b.. 1.2DL+1.6RLL+1.6H..
IBC 16-3 (b.. 1.2DL+1.6RLL+1.6H..
IBC 16-3 (c.. 1.2DL+1.6SL+1.6SL..
IBC 16-3 (d.. 1.2DL+1.6SL+1.6SL..
IBC 16-3 (d.. 1.2DL+1.6SL+1.6SL..
IBC 16-3 (e.. 1.2DL+1.6RL+1.6HL..
IBC 16-3 (f.. 1.2DL+1.6RL+1.6HL..
IBC 16-3 (f.. 1.2DL+1.6RL+1.6HL..
IBC 16-4 (a.. 1.2DL+1WLX+.5LL+..
IBC 16-4 (a.. 1.2DL+1WLZ+.5LL+..
IBC 16-4 (b.. 1.2DL+1WLX+.5LL+..
IBC 16-4 (b.. 1.2DL+1WLZ+.5LL+..
IBC 16-4 (c.. 1.2DL+1WLX+.5LL+..
IBC 16-4 (c.. 1.2DL+1WLZ+.5LL+..
IBC 16-5 (a.. 1.2DL+1ELX+.5LL+..
IBC 16-5 (b.. 1.2DL+1ELZ+.5LL+..
IBC 16-6 (a.. .9DL+1WLX+1.6HL
IBC 16-6 (a.. .9DL+1WLZ+1.6HL
IBC 16-6 (b.. .9DL+1WLX+.9HL
IBC 16-6 (b.. .9DL+1WLZ+.9HL
IBC 16-7 (a.. .9DL+1WLX+1.6HL
IBC 16-7 (a.. .9DL+1WLZ+1.6HL
IBC 16-7 (b.. .9DL+1ELX+.9HL
IBC 16-7 (b.. .9DL+1ELZ+.9HL
Mu-xx
UC Max
.01984
.02314
.02712
.03732
.01984
.04314
.02494
.06142
.07577
.05756
.09405
.01984
.00163
.03811
0
.06367
.0009
.07387
0
.05639
.01955
.04579
0
.05143
0
.05143
0
.05143
.0076
.03573
Mu-xx
(k-ft)
7.66
8.94
10.47
14.41
7.66
16.66
9.63
23.72
29.26
22.23
36.32
7.66
.63
14.72
0
24.59
.35
28.53
0
21.78
7.55
17.68
0
19.86
0
19.86
0
19.86
2.93
13.8
z-Dir As z-Dir As
Required Provided
(in^2)
(in^2)
.084
4.295
.098
4.295
.114
4.295
.157
4.295
.084
4.295
.182
4.295
.105
4.295
.259
4.295
.32
4.295
.243
4.295
.397
4.295
.084
4.295
.007
4.295
.161
4.295
0
4.295
.269
4.295
.004
4.295
.312
4.295
0
4.295
.238
4.295
.082
4.295
.193
4.295
0
4.295
.217
4.295
0
4.295
.217
4.295
0
4.295
.217
4.295
.032
4.295
.151
4.295
Mu-zz
UC Max
.04147
.04838
.05551
.07472
.04147
.0864
.04341
.10243
.14787
.10488
.16389
.04147
.00479
.05749
.01189
.08756
.01307
.10676
.01136
.07351
.02946
.02866
.01218
.06315
.01218
.06315
.01218
.06315
.0094
.00552
Mu-zz
(k-ft)
16.01
18.68
21.44
28.86
16.01
33.37
16.76
39.55
57.11
40.5
63.29
16.01
1.85
22.2
4.59
33.81
5.05
41.23
4.39
28.39
11.38
11.07
4.7
24.39
4.7
24.39
4.7
24.39
3.63
2.13
x-Dir As x-Dir As
Required Provided
(in^2)
(in^2)
.175
4.295
.204
4.295
.234
4.295
.315
4.295
.175
4.295
.365
4.295
.183
4.295
.432
4.295
.625
4.295
.443
4.295
.692
4.295
.175
4.295
.02
4.295
.242
4.295
.05
4.295
.369
4.295
.055
4.295
.451
4.295
.048
4.295
.31
4.295
.124
4.295
.121
4.295
.051
4.295
.266
4.295
.051
4.295
.266
4.295
.051
4.295
.266
4.295
.04
4.295
.023
4.295
Footing Flexure Design (Top Bars)
2
2
Description
Categories and Factors
Mu-xx (k-ft)
z Dir As (in )
Mu-zz (k-ft)
x Dir As (in )
SW+OB
1SW+1OB-(IBC 16-7..,IBC 16-6..)
23.216
0
23.524
0
Moment Capacity of Plain Concrete Section Along xx and zz= 122.443k-ft,122.443k-ft Per Chapter 22 of ACI 318.
RISAFoundation Version 10.0.3
[X:\...\...\...\...\...\...\...\Foundation at 3-M.fnd]
Page 4
211 of 244
Company
: Mead & Hunt
Designer
: FLB
Job Number : 3142200-121252.01
July 2, 2018
Checked By:_____
Footing 1 - N1
Footing Shear Check
Two Way (Punching) Vc: 914.926 k
Description
Strength
IBC 16-1
IBC 16-2 (a)
IBC 16-2 (b)
IBC 16-2 (c)
IBC 16-3 (a)
IBC 16-3 (b) ..
IBC 16-3 (b) ..
IBC 16-3 (c)
IBC 16-3 (d) ..
IBC 16-3 (d) ..
IBC 16-3 (e)
IBC 16-3 (f) ..
IBC 16-3 (f) ..
IBC 16-4 (a) ..
IBC 16-4 (a) ..
IBC 16-4 (b) ..
IBC 16-4 (b) ..
IBC 16-4 (c) ..
IBC 16-4 (c) ..
IBC 16-5 (a)
IBC 16-5 (b)
IBC 16-6 (a) ..
IBC 16-6 (a) ..
IBC 16-6 (b) ..
IBC 16-6 (b) ..
IBC 16-7 (a) ..
IBC 16-7 (a) ..
IBC 16-7 (b) ..
IBC 16-7 (b) ..
One Way (x Dir. Cut) Vc 247.417 k
Categories and Factors
1.2DL+1.6LL+1.6HL
1.4DL
1.2DL+1.6LL+1.6LLS+1.6H..
1.2DL+1.6LL+1.6LLS+1.6H..
1.2DL+1.6LL+1.6LLS+1.6H..
1.2DL+1.6RLL+1.6HL+.5L..
1.2DL+1.6RLL+1.6HL+.5W..
1.2DL+1.6RLL+1.6HL+.5W..
1.2DL+1.6SL+1.6SLN+1.6H..
1.2DL+1.6SL+1.6SLN+1.6H..
1.2DL+1.6SL+1.6SLN+1.6H..
1.2DL+1.6RL+1.6HL+.5LL..
1.2DL+1.6RL+1.6HL+.5WL..
1.2DL+1.6RL+1.6HL+.5WL..
1.2DL+1WLX+.5LL+1LLS+1..
1.2DL+1WLZ+.5LL+1LLS+1..
1.2DL+1WLX+.5LL+1LLS+1..
1.2DL+1WLZ+.5LL+1LLS+1..
1.2DL+1WLX+.5LL+1LLS+1..
1.2DL+1WLZ+.5LL+1LLS+1..
1.2DL+1ELX+.5LL+1LLS+1..
1.2DL+1ELZ+.5LL+1LLS+1..
.9DL+1WLX+1.6HL
.9DL+1WLZ+1.6HL
.9DL+1WLX+.9HL
.9DL+1WLZ+.9HL
.9DL+1WLX+1.6HL
.9DL+1WLZ+1.6HL
.9DL+1ELX+.9HL
.9DL+1ELZ+.9HL
One Way (z Dir. Cut) Vc:
Punching
Vu(k)
Vu/ Vc
10.71
.016
12.495
.018
14.642
.021
20.146
.029
10.71
.016
23.291
.034
13.462
.02
31.941
.047
40.905
.06
31.076
.045
49.555
.072
10.71
.016
.881
.001
19.36
.028
NA
NA
31.941
.047
.488
0
37.445
.055
NA
NA
28.009
.041
10.553
.015
.346
0
NA
NA
25.332
.037
NA
NA
25.332
.037
NA
NA
25.332
.037
4.101
.006
NA
NA
x Dir. Cut
Vu(k)
Vu/ Vc
2.217
.012
2.586
.014
3.031
.016
4.17
.022
2.217
.012
4.821
.026
2.786
.015
6.892
.037
8.467
.046
6.432
.035
10.538
.057
2.217
.012
.182
0
4.288
.023
1.038
.006
7.173
.039
.101
0
8.313
.045
1.852
.01
6.36
.034
2.184
.012
5.705
.031
2.406
.013
5.805
.031
2.406
.013
5.805
.031
2.406
.013
5.805
.031
.849
.005
6.325
.034
247.417 k
z Dir. Cut
Vu(k)
Vu/ Vc
4.915
.026
5.734
.031
6.572
.035
8.835
.048
4.915
.026
10.217
.055
5.091
.027
12.008
.065
17.461
.094
12.334
.066
19.251
.104
4.915
.026
.576
.003
6.705
.036
3.68
.02
10.153
.055
1.619
.009
12.416
.067
5.337
.029
8.496
.046
3.421
.018
3.568
.019
6.466
.035
7.267
.039
6.466
.035
7.267
.039
6.466
.035
7.267
.039
1.074
.006
3.187
.017
Pedestal Design
Shear Check Results (Envelope):
Vc (k)
Shear Along x Direction:
0
Shear Along z Direction:
0
Pedestal Ties
: #4 @ 10 in
Vs (k)
50.953
50.953
Vu (k)
16
10
Vu/phi*Vn
.419
.262
Bending Check Results (Envelope): PCA Load Contour Method (for biaxial)
Unity Check
: .153
Phi
: .9
Parme Beta
Pu
: 0k
Mux
: 0 k-ft
Muz
Pn
: -212.058 k Mnx
: NC
Mnz
Governing LC : 24
Mnox
: NC
Mnoz
Pedestal Bars : 8 #6
% Steel
: .6136
RISAFoundation Version 10.0.3
[X:\...\...\...\...\...\...\...\Foundation at 3-M.fnd]
phi
.75
.75
:
:
:
:
Gov LC
16
16
.65
-25.9 k-ft
188.133 k-ft
NC
Page 5
212 of 244
Company
: Mead & Hunt
Designer
: FLB
Job Number : 3142200-121252.01
July 2, 2018
Checked By:_____
Footing 1 - N1
Overturning Check (Service)
Description
Service
Categories and Factors
1DL+1LL+1HL
Mo-xx (k-ft)
0
Ms-xx (k-ft)
227.16
Mo-zz (k-ft)
22
Ms-zz (k-ft)
227.16
Vr-xx (k)
17.037
Va-zz (k)
0
Vr-zz (k)
17.037
OSF-xx OSF-zz
NA
10.325
Mo-xx: Governing Overturning Moment about AD or BC
Ms-xx: Governing Stablizing Moment about AD or BC
OSF-xx: Ratio of Ms-xx to Mo-xx
Sliding Check (Service)
Description
Service
Categories and Factors
1DL+1LL+1HL
Va-xx (k)
4
SR-xx
4.259
SR-zz
NA
Va-xx: Applied Lateral Force to Cause Sliding Along xx Axis
Vr-xx: Resisting Lateral Force Against Sliding Along xx Axis
SR-xx: Ratio of Vr-xx to Va-xx
RISAFoundation Version 10.0.3
[X:\...\...\...\...\...\...\...\Foundation at 3-M.fnd]
Page 6
213 of 244
Footing Sets
Footing 1
Z
X
Soil Pressure
ksf
1.17
1.04
.91
.78
.65
.52
.39
.26
.13
.001
0
D
N1
A
C
B
Results for LC 1, Service
Mead & Hunt
FLB
3142200-121252.01
SK - 9
PEMB Foundation at 3-M
Soil Pressure at F8
July 2, 2018 at 9:42 AM
Foundation at 3-M.fnd
214 of 244
Company
Des igner
Job Number
Model Name
:
:
:
:
Mead & Hunt
FL B
3142200-121252.01
P EM B Foundation at 3-M
July 2, 2018
9:36 AM
Checked B y:_____
(Global) Model Settings
Display S ections for Member Calcs
Max Internal S ections for Member C alcs
Mesh S ize (in)
Max Iterations
Merge Tolerance (in)
S olver
C oefficient of F riction
5
100
24
10
.12
S parse Acc elerated
.3
No. of S hear Regions
S hear Region S pacing Increment (in)
Min 1 Bar Dia S pacing for Beams?
O ptimize footings for OTM / S liding?
P arme Beta Factor
P ile S afety F actor
C oncrete S tress Block
C oncrete R ebar S et
C oncrete C ode
HR S teel P ile C ode
Wood P ile Code
4
4
No
No
.65
3
R ectangular
AS TM A615
AC I 318-14
AIS C 14th(360-10): A S D
AWC NDS -15: AS D
Soil Definitions
1
Label
S ubgrade M odulus [k/ft^3]
Allowable B earing[k sf]
Depth P roperties
Default?
Default
86.4
2
None
Yes
Soil Properties
1
Label
Overburden[ksf]
P assive[k]
Friction Coefficient
G ros s/Net
F ooting 1
.42
0
.3
G ross
Load C ategories
Category
P oint L oads
DL
SL
R LL
E LX
E LZ
WLX
WLZ
3
2
2
2
2
2
3
1
2
3
4
5
6
7
Line L oads
Area L oads
Load C ombinations
Label
1
2
3
4
5
6
7
8
9
S olve S ervice A... S F Cat...F a... Cat...F a... Cat...F a... Cat...F a... Cat...F a... Cat...F a... Cat...F a... Cat...F a... Cat...F a... Cat...F a...
S ervice Yes
S trength Yes
IBC 16-1 Yes
IBC 16-... Yes
IBC 16-... Yes
IBC 16-... Yes
IBC 16-... Yes
IBC 16-... Yes
IBC 16-... Yes
Yes
R IS AF oundation Version 10.0.3
DL
DL
DL
DL
DL
DL
DL
DL
DL
1
1.2
1.4
1.2
1.2
1.2
1.2
1.2
1.2
LL 1 HL 1
LL 1.6 HL 1.6
LL 1.6 LL S
LL 1.6 LL S
LL 1.6 LL S
RL L 1.6 HL
RL L 1.6 HL
RL L 1.6 HL
1.6 HL 1.6
1.6 HL 1.6
1.6 HL 1.6
1.6 LL .5
1.6 W... .5
1.6 WL Z .5
RL L .5
S L .5 S LN .5
R L .5
LL S 1
[X:\...\...\...\...\...\...\P E MB Foundations\F oundation at 3-M .fnd]
P age 1
215 of 244
Company
Des igner
Job Number
Model Name
:
:
:
:
Mead & Hunt
FL B
3142200-121252.01
P EM B Foundation at 3-M
July 2, 2018
9:36 AM
Checked B y:_____
Load C ombinations (C ontinued)
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
Label
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
S olve S ervice A... S F Cat...F a... Cat...F a... Cat...F a... Cat...F a... Cat...F a... Cat...F a... Cat...F a... Cat...F a... Cat...F a... Cat...F a...
Yes
DL 1.2 S L 1.6 S LN 1.6 HL 1.6 LL .5 LL S 1
Yes
DL 1.2 S L 1.6 S LN 1.6 HL 1.6 W... .5
Yes
DL 1.2 S L 1.6 S LN 1.6 HL 1.6 WL Z .5
Yes
DL 1.2 R L 1.6 HL 1.6 LL .5 LL S 1
Yes
DL 1.2 R L 1.6 HL 1.6 W... .5
Yes
DL 1.2 R L 1.6 HL 1.6 WL Z .5
Yes
DL 1.2 W... 1 LL .5 LL S 1 HL 1.6 RL L .5
Yes
DL 1.2 WL Z 1 LL .5 LL S 1 HL 1.6 RL L .5
Yes
DL 1.2 W... 1 LL .5 LL S 1 HL 1.6 S L .5 S LN .5
Yes
DL 1.2 WL Z 1 LL .5 LL S 1 HL 1.6 S L .5 S LN .5
Yes
DL 1.2 W... 1 LL .5 LL S 1 HL 1.6 R L .5
Yes
DL 1.2 WL Z 1 LL .5 LL S 1 HL 1.6 R L .5
Yes
DL 1.2 E LX 1 LL .5 LL S 1 HL 1.6 S L .2 S LN .7
Yes
DL 1.2 E LZ 1 LL .5 LL S 1 HL 1.6 S L .2 S LN .7
Yes
DL .9 W... 1 HL 1.6
Yes
DL .9 WL Z 1 HL 1.6
Yes
DL .9 W... 1 HL .9
Yes
DL .9 WL Z 1 HL .9
Yes
DL .9 W... 1 HL 1.6
Yes
DL .9 WL Z 1 HL 1.6
Yes
DL .9 E LX 1 HL .9
Yes
DL .9 E LZ 1 HL .9
216 of 244
PEMB F6 COLUMN
FOUNDATION
217 of 244
Z
X
N1
Results for LC 1, Service
Mead & Hunt
FLB
3142200-121252.01
SK - 1
PEMB Foundation at 3-M
PEMB Foundation F6
July 2, 2018 at 9:45 AM
Foundation at 4-M.fnd
218 of 244
Z
X
11k
4k
N1
Loads: DL - Dead Load
Results for LC 1, Service
Mead & Hunt
FLB
3142200-121252.01
SK - 2
PEMB Foundation at 3-M
Dead Load to F6
July 2, 2018 at 9:45 AM
Foundation at 4-M.fnd
219 of 244
Z
X
10k
3k
N1
Loads: RLL - Roof Live Load
Results for LC 1, Service
Mead & Hunt
FLB
3142200-121252.01
SK - 3
PEMB Foundation at 3-M
Roof Live Load to F6
July 2, 2018 at 9:46 AM
Foundation at 4-M.fnd
220 of 244
Z
X
24k
7k
N1
Loads: SL - Snow Load
Results for LC 1, Service
Mead & Hunt
FLB
3142200-121252.01
SK - 4
PEMB Foundation at 3-M
Snow Load to F6
July 2, 2018 at 9:46 AM
Foundation at 4-M.fnd
221 of 244
Z
X
-11k
-25k
N1
Loads: WLX - Wind Load X
Results for LC 1, Service
Mead & Hunt
FLB
3142200-121252.01
SK - 5
PEMB Foundation at 3-M
Wind Load, x to F6
July 2, 2018 at 9:47 AM
Foundation at 4-M.fnd
222 of 244
Z
X
25k
-62k
N1
Loads: WLZ - Wind Load Z
Results for LC 1, Service
Mead & Hunt
FLB
3142200-121252.01
SK - 6
PEMB Foundation at 3-M
Wind Load, z to F6
July 2, 2018 at 9:48 AM
Foundation at 4-M.fnd
223 of 244
Z
X
-4k
-5k
N1
Loads: ELX - Earthquake Load X
Results for LC 1, Service
Mead & Hunt
FLB
3142200-121252.01
SK - 7
PEMB Foundation at 3-M
Seismic Load, x to F6
July 2, 2018 at 9:48 AM
Foundation at 4-M.fnd
224 of 244
Z
X
10k
-18k
N1
Loads: ELZ - Earthquake Load Z
Results for LC 1, Service
Mead & Hunt
FLB
3142200-121252.01
SK - 8
PEMB Foundation at 3-M
Seismic Load, z to F6
July 2, 2018 at 9:49 AM
Foundation at 4-M.fnd
225 of 244
Company
: Mead & Hunt
Designer
: FLB
Job Number : 3142200-121252.01
July 2, 2018
Checked By:_____
Footing 1 - N1
Sketch
2 ft
A
x
B
42 in
24 in
z
6 ft
24 in
2 ft
24 in
D
C
6 ft
D
C
Details
A
B
x
#4@10 in
3 in
z
#5@6 in
D
D
C
6 ft
2
(11 #5)
2
(11 #5)
x Dir. Steel: 3.37 in
z Dir. Steel: 3.37 in
24 in
6 ft
1.5 in
42 in
#5@6 in
Footing Elevation
C
USE #5 @12" OC EACH WAY
TOP AND BOTTOM
Bottom Rebar Plan
RISAFoundation Version 10.0.3
[X:\...\...\...\...\...\...\...\Foundation at 4-M.fnd]
Page 1
226 of 244
Company
: Mead & Hunt
Designer
: FLB
Job Number : 3142200-121252.01
July 2, 2018
Checked By:_____
Footing 1 - N1
24 in
A
B
8#6
6 ft
1.5 in
24 in
#5@16 in
Pedestal Rebar Plan
#5@16 in
D
C
6 ft
2
(5 #5)
2
(5 #5)
x Dir. Steel: 1.53 in
z Dir. Steel: 1.53 in
USE #5 @12" OC EACH WAY
TOP AND BOTTOM
Top Rebar Plan
Geometry, Materials and Criteria
Length
Width
Thickness
Height
Rot. Angle
: 6 ft
: 6 ft
: 24 in
: 42 in
: 0 deg
eX
eZ
pX
pZ
: 0 in
: 0 in
: 24 in
: 24 in
Footing Top Bar Cover
: 1.5 in
Footing Bottom Bar Cover
: 3 in
Pedestal Longitudinal Bar Cover : 1.5 in
Gross Allow. Bearing
Concrete Weight
Concrete f'c
Design Code
: 2 ksf (gross)
: .145 k/ft^3
:4
3 ksi
: ACI 318-14
Overturning / Sliding SF
Coefficient of Friction
Passive Resistance of Soil
Steel fy
: 60 ksi
Minimum Steel : .0018
Maximum Steel : .0075
:1
: 0.3
:0 k
Phi for Flexure : 0.9
Phi for Shear
: 0.75
Phi for Bearing : 0.65
Loads
DL
SL
RLL
ELX
ELZ
WLX
WLZ
P (k)
11
24
10
-5
-18
-25
-62
+P
Vx (k)
4
7
3
-4
Vz (k)
Mx (k-ft)
Mz (k-ft)
+Mx
+Mz
Overburden (ksf)
.42
-10
-11
-25
+Vz
+Vx
A
D
D
C
D
C
A
+Over
D
Soil Bearing
Description
Service
Categories and Factors
1DL+1LL+1HL
RISAFoundation Version 10.0.3
Gross Allow.(ksf) Max Bearing (ksf)
2
1.636 (A)
[X:\...\...\...\...\...\...\...\Foundation at 4-M.fnd]
Max/Allowable Ratio
.818
Page 2
227 of 244
Company
: Mead & Hunt
Designer
: FLB
Job Number : 3142200-121252.01
A
B
D
C
July 2, 2018
Footing 1 - N1
Checked By:_____
1DL+1LL+1HL
QA: 1.636 ksf
QB: 1.636 ksf
QC: .414 ksf
QD: .414 ksf
NAZ: -1 in
NAX: 96.398 in
RISAFoundation Version 10.0.3
[X:\...\...\...\...\...\...\...\Foundation at 4-M.fnd]
Page 3
228 of 244
Company
: Mead & Hunt
Designer
: FLB
Job Number : 3142200-121252.01
July 2, 2018
Checked By:_____
Footing 1 - N1
Footing Flexure Design (Bottom Bars)
As-min x-dir (Top Flexure):
As-min z-dir (Top Flexure):
As-min x-dir (Bot Flexure) :
As-min z-dir (Bot Flexure) :
As-min x-dir (T & S) : 3.11 in^2
As-min z-dir (T & S) : 3.11 in^2
3.11 in^2
3.11 in^2
3.11 in^2
3.11 in^2
Description Categories and Factors
Strength
1.2DL+1.6LL+1.6HL
IBC 16-1
1.4DL
IBC 16-2 (a.. 1.2DL+1.6LL+1.6LL..
IBC 16-2 (b.. 1.2DL+1.6LL+1.6LL..
IBC 16-2 (c.. 1.2DL+1.6LL+1.6LL..
IBC 16-3 (a.. 1.2DL+1.6RLL+1.6H..
IBC 16-3 (b.. 1.2DL+1.6RLL+1.6H..
IBC 16-3 (b.. 1.2DL+1.6RLL+1.6H..
IBC 16-3 (c.. 1.2DL+1.6SL+1.6SL..
IBC 16-3 (d.. 1.2DL+1.6SL+1.6SL..
IBC 16-3 (d.. 1.2DL+1.6SL+1.6SL..
IBC 16-3 (e.. 1.2DL+1.6RL+1.6HL..
IBC 16-3 (f.. 1.2DL+1.6RL+1.6HL..
IBC 16-3 (f.. 1.2DL+1.6RL+1.6HL..
IBC 16-4 (a.. 1.2DL+1WLX+.5LL+..
IBC 16-4 (a.. 1.2DL+1WLZ+.5LL+..
IBC 16-4 (b.. 1.2DL+1WLX+.5LL+..
IBC 16-4 (b.. 1.2DL+1WLZ+.5LL+..
IBC 16-4 (c.. 1.2DL+1WLX+.5LL+..
IBC 16-4 (c.. 1.2DL+1WLZ+.5LL+..
IBC 16-5 (a.. 1.2DL+1ELX+.5LL+..
IBC 16-5 (b.. 1.2DL+1ELZ+.5LL+..
IBC 16-6 (a.. .9DL+1WLX+1.6HL
IBC 16-6 (a.. .9DL+1WLZ+1.6HL
IBC 16-6 (b.. .9DL+1WLX+.9HL
IBC 16-6 (b.. .9DL+1WLZ+.9HL
IBC 16-7 (a.. .9DL+1WLX+1.6HL
IBC 16-7 (a.. .9DL+1WLZ+1.6HL
IBC 16-7 (b.. .9DL+1ELX+.9HL
IBC 16-7 (b.. .9DL+1ELZ+.9HL
Mu-xx
UC Max
.01498
.01747
.02047
.02817
.01498
.03257
.01883
.09663
.0572
.04346
.09099
.01498
.00123
.14922
0
.45358
.00068
.45358
0
.45358
.01476
.06046
0
.45358
0
.45358
0
.45358
.00573
.10593
Mu-xx
(k-ft)
4.54
5.3
6.21
8.54
4.54
9.87
5.71
29.29
17.34
13.17
27.58
4.54
.37
45.23
0
137.5
.21
137.5
0
137.5
4.47
18.33
0
137.5
0
137.5
0
137.5
1.74
32.11
z-Dir As z-Dir As
Required Provided
(in^2)
(in^2)
.05
3.375
.058
3.375
.068
3.375
.093
3.375
.05
3.375
.108
3.375
.062
3.375
.32
3.375
.189
3.375
.144
3.375
.301
3.375
.05
3.375
.004
3.375
.495
3.375
0
3.375
1.513
3.375
.002
3.375
1.513
3.375
0
3.375
1.513
3.375
.049
3.375
.2
3.375
0
3.375
1.513
3.375
0
3.375
1.513
3.375
0
3.375
1.513
3.375
.019
3.375
.351
3.375
Mu-zz
UC Max
.03755
.04381
.05011
.06721
.03755
.07773
.03811
.05714
.13259
.09285
.11755
.03755
.00452
.00951
.01513
.1143
.01338
.15059
.02271
.08709
.0251
.03306
.08185
.06532
.08185
.06532
.08185
.06532
.00762
.01018
Mu-zz
(k-ft)
11.38
13.28
15.19
20.38
11.38
23.56
11.55
17.32
40.19
28.15
35.64
11.38
1.37
2.88
4.59
34.65
4.06
45.65
6.88
26.4
7.61
10.02
24.81
19.8
24.81
19.8
24.81
19.8
2.31
3.09
x-Dir As x-Dir As
Required Provided
(in^2)
(in^2)
.124
3.375
.145
3.375
.166
3.375
.223
3.375
.124
3.375
.257
3.375
.126
3.375
.189
3.375
.44
3.375
.308
3.375
.39
3.375
.124
3.375
.015
3.375
.031
3.375
.05
3.375
.379
3.375
.044
3.375
.499
3.375
.075
3.375
.288
3.375
.083
3.375
.109
3.375
.271
3.375
.216
3.375
.271
3.375
.216
3.375
.271
3.375
.216
3.375
.025
3.375
.034
3.375
Footing Flexure Design (Top Bars)
2
2
Description
Categories and Factors
Mu-xx (k-ft)
z Dir As (in )
Mu-zz (k-ft)
x Dir As (in )
SW+OB
1SW+1OB-(IBC 16-3..,IBC 16-3..)
8.52
0
8.52
0
Moment Capacity of Plain Concrete Section Along xx and zz= 91.833k-ft,91.833k-ft Per Chapter 22 of ACI 318.
RISAFoundation Version 10.0.3
[X:\...\...\...\...\...\...\...\Foundation at 4-M.fnd]
Page 4
229 of 244
Company
: Mead & Hunt
Designer
: FLB
Job Number : 3142200-121252.01
July 2, 2018
Checked By:_____
Footing 1 - N1
Footing Shear Check
Two Way (Punching) Vc: 914.926 k
Description
Strength
IBC 16-1
IBC 16-2 (a)
IBC 16-2 (b)
IBC 16-2 (c)
IBC 16-3 (a)
IBC 16-3 (b) ..
IBC 16-3 (b) ..
IBC 16-3 (c)
IBC 16-3 (d) ..
IBC 16-3 (d) ..
IBC 16-3 (e)
IBC 16-3 (f) ..
IBC 16-3 (f) ..
IBC 16-4 (a) ..
IBC 16-4 (a) ..
IBC 16-4 (b) ..
IBC 16-4 (b) ..
IBC 16-4 (c) ..
IBC 16-4 (c) ..
IBC 16-5 (a)
IBC 16-5 (b)
IBC 16-6 (a) ..
IBC 16-6 (a) ..
IBC 16-6 (b) ..
IBC 16-6 (b) ..
IBC 16-7 (a) ..
IBC 16-7 (a) ..
IBC 16-7 (b) ..
IBC 16-7 (b) ..
One Way (x Dir. Cut) Vc 185.562 k
Categories and Factors
1.2DL+1.6LL+1.6HL
1.4DL
1.2DL+1.6LL+1.6LLS+1.6H..
1.2DL+1.6LL+1.6LLS+1.6H..
1.2DL+1.6LL+1.6LLS+1.6H..
1.2DL+1.6RLL+1.6HL+.5L..
1.2DL+1.6RLL+1.6HL+.5W..
1.2DL+1.6RLL+1.6HL+.5W..
1.2DL+1.6SL+1.6SLN+1.6H..
1.2DL+1.6SL+1.6SLN+1.6H..
1.2DL+1.6SL+1.6SLN+1.6H..
1.2DL+1.6RL+1.6HL+.5LL..
1.2DL+1.6RL+1.6HL+.5WL..
1.2DL+1.6RL+1.6HL+.5WL..
1.2DL+1WLX+.5LL+1LLS+1..
1.2DL+1WLZ+.5LL+1LLS+1..
1.2DL+1WLX+.5LL+1LLS+1..
1.2DL+1WLZ+.5LL+1LLS+1..
1.2DL+1WLX+.5LL+1LLS+1..
1.2DL+1WLZ+.5LL+1LLS+1..
1.2DL+1ELX+.5LL+1LLS+1..
1.2DL+1ELZ+.5LL+1LLS+1..
.9DL+1WLX+1.6HL
.9DL+1WLZ+1.6HL
.9DL+1WLX+.9HL
.9DL+1WLZ+.9HL
.9DL+1WLX+1.6HL
.9DL+1WLZ+1.6HL
.9DL+1ELX+.9HL
.9DL+1ELZ+.9HL
One Way (z Dir. Cut) Vc:
Punching
Vu(k)
Vu/ Vc
8.446
.012
9.854
.014
11.547
.017
15.888
.023
8.446
.012
18.369
.027
10.617
.015
9.32
.014
32.295
.047
24.508
.036
21.149
.031
8.446
.012
.695
.001
NA
NA
NA
NA
NA
NA
.384
0
NA
NA
NA
NA
NA
NA
8.322
.012
4.759
.007
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
3.234
.005
.953
.001
x Dir. Cut
Vu(k)
Vu/ Vc
.686
.005
.8
.006
.937
.007
1.29
.009
.686
.005
1.491
.011
.862
.006
7.489
.054
2.619
.019
1.99
.014
5.144
.037
.686
.005
.056
0
11.748
.084
.321
.002
1.544
.011
.031
0
1.544
.011
.573
.004
1.544
.011
.676
.005
3.71
.027
0
0
1.158
.008
0
0
1.158
.008
0
0
1.158
.008
.263
.002
14.061
.101
185.562 k
z Dir. Cut
Vu(k)
Vu/ Vc
1.948
.014
2.273
.016
2.594
.019
3.473
.025
1.948
.014
4.016
.029
1.94
.014
3.656
.026
6.835
.049
4.751
.034
6.93
.05
1.948
.014
.24
.002
11.748
.084
1.536
.011
1.544
.011
.741
.005
1.544
.011
1.544
.011
1.544
.011
1.254
.009
1.954
.014
7.061
.051
1.158
.008
7.061
.051
1.158
.008
7.061
.051
1.158
.008
.368
.003
14.061
.101
Pedestal Design
Shear Check Results (Envelope):
Vc (k)
Shear Along x Direction:
0
Shear Along z Direction:
0
Pedestal Ties
: #4 @ 10 in
Vs (k)
50.953
50.953
Vu (k)
16
25
Vu/phi*Vn
.419
.654
Bending Check Results (Envelope): PCA Load Contour Method (for biaxial)
Unity Check
: .57
Phi
: .9
Parme Beta
Pu
: -50.273 k
Mux
: 87.5 k-ft
Muz
Pn
: -55.859 k
Mnx
: 97.222 k-ft
Mnz
Governing LC : 25
Mnox
: 141.67 k-ft
Mnoz
Pedestal Bars : 8 #6
% Steel
: .6136
RISAFoundation Version 10.0.3
[X:\...\...\...\...\...\...\...\Foundation at 4-M.fnd]
phi
.75
.75
:
:
:
:
Gov LC
16
16
.65
12.6 k-ft
14 k-ft
141.67 k-ft
Page 5
230 of 244
Company
: Mead & Hunt
Designer
: FLB
Job Number : 3142200-121252.01
July 2, 2018
Checked By:_____
Footing 1 - N1
Overturning Check (Service)
Description
Service
Categories and Factors
1DL+1LL+1HL
Mo-xx (k-ft)
0
Ms-xx (k-ft)
110.73
Mo-zz (k-ft)
22
Ms-zz (k-ft)
110.73
Vr-xx (k)
11.073
Va-zz (k)
0
Vr-zz (k)
11.073
OSF-xx OSF-zz
NA
5.033
Mo-xx: Governing Overturning Moment about AD or BC
Ms-xx: Governing Stablizing Moment about AD or BC
OSF-xx: Ratio of Ms-xx to Mo-xx
Sliding Check (Service)
Description
Service
Categories and Factors
1DL+1LL+1HL
Va-xx (k)
4
SR-xx
2.768
SR-zz
NA
Va-xx: Applied Lateral Force to Cause Sliding Along xx Axis
Vr-xx: Resisting Lateral Force Against Sliding Along xx Axis
SR-xx: Ratio of Vr-xx to Va-xx
RISAFoundation Version 10.0.3
[X:\...\...\...\...\...\...\...\Foundation at 4-M.fnd]
Page 6
231 of 244
Footing Sets
Footing 1
Z
X
Soil Pressure
ksf
1.71
1.52
1.33
1.14
.95
.76
.57
.38
.19
.001
0
D
N1
A
C
B
Results for LC 1, Service
Mead & Hunt
FLB
3142200-121252.01
SK - 9
PEMB Foundation at 3-M
Soil Pressure at F6
July 2, 2018 at 9:51 AM
Foundation at 4-M.fnd
232 of 244
Company
Des igner
Job Number
Model Name
:
:
:
:
Mead & Hunt
FL B
3142200-121252.01
P EM B Foundation at 3-M
July 2, 2018
9:51 AM
Checked B y:_____
(Global) Model Settings
Display S ections for Member Calcs
Max Internal S ections for Member C alcs
Mesh S ize (in)
Max Iterations
Merge Tolerance (in)
S olver
C oefficient of F riction
5
100
24
10
.12
S parse Acc elerated
.3
No. of S hear Regions
S hear Region S pacing Increment (in)
Min 1 Bar Dia S pacing for Beams?
O ptimize footings for OTM / S liding?
P arme Beta Factor
P ile S afety F actor
C oncrete S tress Block
C oncrete R ebar S et
C oncrete C ode
HR S teel P ile C ode
Wood P ile Code
4
4
No
No
.65
3
R ectangular
AS TM A615
AC I 318-14
AIS C 14th(360-10): A S D
AWC NDS -15: AS D
Soil Definitions
1
Label
S ubgrade M odulus [k/ft^3]
Allowable B earing[k sf]
Depth P roperties
Default?
Default
86.4
2
None
Yes
Soil Properties
1
Label
Overburden[ksf]
P assive[k]
Friction Coefficient
G ros s/Net
F ooting 1
.42
0
.3
G ross
Load C ategories
Category
P oint L oads
DL
SL
R LL
E LX
E LZ
WLX
WLZ
3
2
2
2
2
2
4
1
2
3
4
5
6
7
Line L oads
Area L oads
Load C ombinations
Label
1
2
3
4
5
6
7
8
9
S olve S ervice A... S F Cat...F a... Cat...F a... Cat...F a... Cat...F a... Cat...F a... Cat...F a... Cat...F a... Cat...F a... Cat...F a... Cat...F a...
S ervice Yes
S trength Yes
IBC 16-1 Yes
IBC 16-... Yes
IBC 16-... Yes
IBC 16-... Yes
IBC 16-... Yes
IBC 16-... Yes
IBC 16-... Yes
Yes
R IS AF oundation Version 10.0.3
DL
DL
DL
DL
DL
DL
DL
DL
DL
1
1.2
1.4
1.2
1.2
1.2
1.2
1.2
1.2
LL 1 HL 1
LL 1.6 HL 1.6
LL 1.6 LL S
LL 1.6 LL S
LL 1.6 LL S
RL L 1.6 HL
RL L 1.6 HL
RL L 1.6 HL
1.6 HL 1.6
1.6 HL 1.6
1.6 HL 1.6
1.6 LL .5
1.6 W... .5
1.6 WL Z .5
RL L .5
S L .5 S LN .5
R L .5
LL S 1
[X:\...\...\...\...\...\...\P E MB Foundations\F oundation at 4-M .fnd]
P age 1
233 of 244
Company
Des igner
Job Number
Model Name
:
:
:
:
Mead & Hunt
FL B
3142200-121252.01
P EM B Foundation at 3-M
July 2, 2018
9:51 AM
Checked B y:_____
Load C ombinations (C ontinued)
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
Label
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
S olve S ervice A... S F Cat...F a... Cat...F a... Cat...F a... Cat...F a... Cat...F a... Cat...F a... Cat...F a... Cat...F a... Cat...F a... Cat...F a...
Yes
DL 1.2 S L 1.6 S LN 1.6 HL 1.6 LL .5 LL S 1
Yes
DL 1.2 S L 1.6 S LN 1.6 HL 1.6 W... .5
Yes
DL 1.2 S L 1.6 S LN 1.6 HL 1.6 WL Z .5
Yes
DL 1.2 R L 1.6 HL 1.6 LL .5 LL S 1
Yes
DL 1.2 R L 1.6 HL 1.6 W... .5
Yes
DL 1.2 R L 1.6 HL 1.6 WL Z .5
Yes
DL 1.2 W... 1 LL .5 LL S 1 HL 1.6 RL L .5
Yes
DL 1.2 WL Z 1 LL .5 LL S 1 HL 1.6 RL L .5
Yes
DL 1.2 W... 1 LL .5 LL S 1 HL 1.6 S L .5 S LN .5
Yes
DL 1.2 WL Z 1 LL .5 LL S 1 HL 1.6 S L .5 S LN .5
Yes
DL 1.2 W... 1 LL .5 LL S 1 HL 1.6 R L .5
Yes
DL 1.2 WL Z 1 LL .5 LL S 1 HL 1.6 R L .5
Yes
DL 1.2 E LX 1 LL .5 LL S 1 HL 1.6 S L .2 S LN .7
Yes
DL 1.2 E LZ 1 LL .5 LL S 1 HL 1.6 S L .2 S LN .7
Yes
DL .9 W... 1 HL 1.6
Yes
DL .9 WL Z 1 HL 1.6
Yes
DL .9 W... 1 HL .9
Yes
DL .9 WL Z 1 HL .9
Yes
DL .9 W... 1 HL 1.6
Yes
DL .9 WL Z 1 HL 1.6
Yes
DL .9 E LX 1 HL .9
Yes
DL .9 E LZ 1 HL .9
234 of 244
PEMB WIND COLUMN
FOUNDATION
235 of 244
Z
X
18"x18" PIER
N1
Mead & Hunt
FLB
3142200-121252.01
18"X24" GRADE BEAM
(NOTE: ONLY 2' SECTION
INCLUDED IN MODEL. IN
REALITY, GRADE BEAM SPANS
THE WIDTH OF THE PEMB
BUILDING)
SK - 1
PEMB Foundation at Wind Column
Wind Column Foundation
July 2, 2018 at 11:11 AM
Wind Column Foundation.fnd
236 of 244
Z
X
13k
N1
Loads: WL - Wind Load
Mead & Hunt
FLB
3142200-121252.01
SK - 2
PEMB Foundation at Wind Column
Wind Load to Wind Column Foundation
July 2, 2018 at 11:14 AM
Wind Column Foundation.fnd
237 of 244
Company
: Mead & Hunt
Designer
: FLB
Job Number : 3142200-121252.01
July 2, 2018
Checked By:_____
Footing 1 - N1
x
.25 ft
B
18 in
18 in
2.167 ft
z
D
24 in
A
18 in
1.667e‐5 ft
Sketch
C
2 ft
D
C
Details
A
B
x
24 in
#5@10 in
D
D
C
Footing Elevation
C
2 ft
#3@12 in
18 in
(4) #4 TOP AND BOTTOM MIN
3 in
z
1.5 in
2.167 ft
#5@18 in
#4 STIRRUPS AT 12"OC MIN
2
(2 #5)
2
(3 #5)
x Dir. Steel: .61 in
z Dir. Steel: .92 in
Bottom Rebar Plan
B
4#6
2.167 ft
18 in
#5@18 in
1.5 in
A
18 in
(4) #4 TOP AND BOTTOM MIN
Pedestal Rebar Plan
#5@10 in
D
C
2 ft
#4 STIRRUPS AT 12"OC MIN
2
(2 #5)
2
(3 #5)
x Dir. Steel: .61 in
z Dir. Steel: .92 in
Top Rebar Plan
RISAFoundation Version 10.0.3
[X:\...\...\...\...\...\...\...\Wind Column Foundation.fnd]
Page 1
238 of 244
Company
: Mead & Hunt
Designer
: FLB
Job Number : 3142200-121252.01
July 2, 2018
Checked By:_____
Footing 1 - N1
Geometry, Materials and Criteria
Length
Width
Thickness
Height
Rot. Angle
: 2 ft
: 2.167 ft
: 18 in
: 24 in
: 0 deg
eX
eZ
pX
pZ
: 4 in
: 0 in
: 18 in
: 18 in
Footing Top Bar Cover
: 1.5 in
Footing Bottom Bar Cover
: 3 in
Pedestal Longitudinal Bar Cover : 1.5 in
Gross Allow. Bearing
Concrete Weight
Concrete f'c
Design Code
: 2 ksf (gross)
: .145 k/ft^3
:4
3 ksi
: ACI 318-14
Overturning / Sliding SF
Coefficient of Friction
Passive Resistance of Soil
Steel fy
: 60 ksi
Minimum Steel : .0018
Maximum Steel : .0075
:1
: 0.3
:0 k
Phi for Flexure : 0.9
Phi for Shear
: 0.75
Phi for Bearing : 0.65
Loads
P (k)
Vx (k)
Vz (k)
Mx (k-ft)
Mz (k-ft)
+Mx
+Mz
DL
+P
+Vx
A
+Vz
D
D
C
D
C
A
Overburden (ksf)
.42
+Over
D
Soil Bearing
Description
Service
Categories and Factors
1DL+1LL+1HL
A
B
D
C
Gross Allow.(ksf) Max Bearing (ksf)
2
.632 (C)
Max/Allowable Ratio
.316
1DL+1LL+1HL
QA: .508 ksf
QB: .508 ksf
QC: .632 ksf
QD: .632 ksf
NAZ: -1 in
NAX: 131.932 in
RISAFoundation Version 10.0.3
[X:\...\...\...\...\...\...\...\Wind Column Foundation.fnd]
Page 2
239 of 244
Company
: Mead & Hunt
Designer
: FLB
Job Number : 3142200-121252.01
July 2, 2018
Checked By:_____
Footing 1 - N1
Footing Flexure Design (Bottom Bars)
As-min x-dir (Top Flexure):
As-min z-dir (Top Flexure):
As-min x-dir (Bot Flexure) :
As-min z-dir (Bot Flexure) :
As-min x-dir (T & S) : .778 in^2
As-min z-dir (T & S) : .842 in^2
.778 in^2
.842 in^2
.778 in^2
.842 in^2
Description Categories and Factors
Strength
1.2DL+1.6LL+1.6HL
IBC 16-1
1.4DL
IBC 16-2 (a.. 1.2DL+1.6LL+1.6LL..
IBC 16-2 (b.. 1.2DL+1.6LL+1.6LL..
IBC 16-2 (c.. 1.2DL+1.6LL+1.6LL..
IBC 16-3 (a.. 1.2DL+1.6RLL+1.6H..
IBC 16-3 (b.. 1.2DL+1.6RLL+1.6H..
IBC 16-3 (b.. 1.2DL+1.6RLL+1.6H..
IBC 16-3 (c.. 1.2DL+1.6SL+1.6SL..
IBC 16-3 (d.. 1.2DL+1.6SL+1.6SL..
IBC 16-3 (d.. 1.2DL+1.6SL+1.6SL..
IBC 16-3 (e.. 1.2DL+1.6RL+1.6HL..
IBC 16-3 (f.. 1.2DL+1.6RL+1.6HL..
IBC 16-3 (f.. 1.2DL+1.6RL+1.6HL..
IBC 16-4 (a.. 1.2DL+1WLX+.5LL+..
IBC 16-4 (a.. 1.2DL+1WLZ+.5LL+..
IBC 16-4 (b.. 1.2DL+1WLX+.5LL+..
IBC 16-4 (b.. 1.2DL+1WLZ+.5LL+..
IBC 16-4 (c.. 1.2DL+1WLX+.5LL+..
IBC 16-4 (c.. 1.2DL+1WLZ+.5LL+..
IBC 16-5 (a.. 1.2DL+1ELX+.5LL+..
IBC 16-5 (b.. 1.2DL+1ELZ+.5LL+..
IBC 16-6 (a.. .9DL+1WLX+1.6HL
IBC 16-6 (a.. .9DL+1WLZ+1.6HL
IBC 16-6 (b.. .9DL+1WLX+.9HL
IBC 16-6 (b.. .9DL+1WLZ+.9HL
IBC 16-7 (a.. .9DL+1WLX+1.6HL
IBC 16-7 (a.. .9DL+1WLZ+1.6HL
IBC 16-7 (b.. .9DL+1ELX+.9HL
IBC 16-7 (b.. .9DL+1ELZ+.9HL
Mu-xx
UC Max
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Mu-xx
(k-ft)
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
z-Dir As z-Dir As
Required Provided
(in^2)
(in^2)
0
.92
0
.92
0
.92
0
.92
0
.92
0
.92
0
.92
0
.92
0
.92
0
.92
0
.92
0
.92
0
.92
0
.92
0
.92
0
.92
0
.92
0
.92
0
.92
0
.92
0
.92
0
.92
0
.92
0
.92
0
.92
0
.92
0
.92
0
.92
0
.92
0
.92
Mu-zz
UC Max
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Mu-zz
(k-ft)
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
x-Dir As x-Dir As
Required Provided
(in^2)
(in^2)
0
.614
0
.614
0
.614
0
.614
0
.614
0
.614
0
.614
0
.614
0
.614
0
.614
0
.614
0
.614
0
.614
0
.614
0
.614
0
.614
0
.614
0
.614
0
.614
0
.614
0
.614
0
.614
0
.614
0
.614
0
.614
0
.614
0
.614
0
.614
0
.614
0
.614
Footing Flexure Design (Top Bars)
2
2
Description
Categories and Factors
Mu-xx (k-ft)
z Dir As (in )
Mu-zz (k-ft)
x Dir As (in )
SW+OB
1SW+1OB-(IBC 16-6..,IBC 16-6..)
.008
0
.036
0
Moment Capacity of Plain Concrete Section Along xx and zz= 17.54k-ft,16.191k-ft Per Chapter 22 of ACI 318.
RISAFoundation Version 10.0.3
[X:\...\...\...\...\...\...\...\Wind Column Foundation.fnd]
Page 3
240 of 244
Company
: Mead & Hunt
Designer
: FLB
Job Number : 3142200-121252.01
July 2, 2018
Checked By:_____
Footing 1 - N1
Footing Shear Check
Two Way (Punching) Vc: NA
Description
Strength
IBC 16-1
IBC 16-2 (a)
IBC 16-2 (b)
IBC 16-2 (c)
IBC 16-3 (a)
IBC 16-3 (b) ..
IBC 16-3 (b) ..
IBC 16-3 (c)
IBC 16-3 (d) ..
IBC 16-3 (d) ..
IBC 16-3 (e)
IBC 16-3 (f) ..
IBC 16-3 (f) ..
IBC 16-4 (a) ..
IBC 16-4 (a) ..
IBC 16-4 (b) ..
IBC 16-4 (b) ..
IBC 16-4 (c) ..
IBC 16-4 (c) ..
IBC 16-5 (a)
IBC 16-5 (b)
IBC 16-6 (a) ..
IBC 16-6 (a) ..
IBC 16-6 (b) ..
IBC 16-6 (b) ..
IBC 16-7 (a) ..
IBC 16-7 (a) ..
IBC 16-7 (b) ..
IBC 16-7 (b) ..
One Way (x Dir. Cut) Vc 47.277 k
Categories and Factors
1.2DL+1.6LL+1.6HL
1.4DL
1.2DL+1.6LL+1.6LLS+1.6H..
1.2DL+1.6LL+1.6LLS+1.6H..
1.2DL+1.6LL+1.6LLS+1.6H..
1.2DL+1.6RLL+1.6HL+.5L..
1.2DL+1.6RLL+1.6HL+.5W..
1.2DL+1.6RLL+1.6HL+.5W..
1.2DL+1.6SL+1.6SLN+1.6H..
1.2DL+1.6SL+1.6SLN+1.6H..
1.2DL+1.6SL+1.6SLN+1.6H..
1.2DL+1.6RL+1.6HL+.5LL..
1.2DL+1.6RL+1.6HL+.5WL..
1.2DL+1.6RL+1.6HL+.5WL..
1.2DL+1WLX+.5LL+1LLS+1..
1.2DL+1WLZ+.5LL+1LLS+1..
1.2DL+1WLX+.5LL+1LLS+1..
1.2DL+1WLZ+.5LL+1LLS+1..
1.2DL+1WLX+.5LL+1LLS+1..
1.2DL+1WLZ+.5LL+1LLS+1..
1.2DL+1ELX+.5LL+1LLS+1..
1.2DL+1ELZ+.5LL+1LLS+1..
.9DL+1WLX+1.6HL
.9DL+1WLZ+1.6HL
.9DL+1WLX+.9HL
.9DL+1WLZ+.9HL
.9DL+1WLX+1.6HL
.9DL+1WLZ+1.6HL
.9DL+1ELX+.9HL
.9DL+1ELZ+.9HL
One Way (z Dir. Cut) Vc:
Punching
Vu(k)
Vu/ Vc
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
43.639 k
x Dir. Cut
z Dir. Cut
Vu(k)
Vu/ Vc
Vu(k)
Vu/ Vc
.0001755
0
.0003374
0
.0002048
0
.0003937
0
.0001755
0
.0003374
0
.0001755
0
.0003374
0
.0001755
0
.0003374
0
.0001755
0
.0003374
0
.0001755
0
.0003374
0
.0001755
0
.0003374
0
.0001755
0
.0003374
0
.0001755
0
.0003374
0
.0001755
0
.0003374
0
.0001755
0
.0003374
0
.0001755
0
.0003374
0
.0001755
0
.0003374
0
.0001755
0
.0003374
0
.0001755
0
.0003374
0
.0001755
0
.0003374
0
.0001755
0
.0003374
0
.0001755
0
.0003374
0
.0001755
0
.0003374
0
.0001755
0
.0003374
0
.0001755
0
.0003374
0
.0001316
0
.0002531
0
.0001316
0
.0002531
0
.0001316
0
.0002531
0
.0001316
0
.0002531
0
.0001316
0
.0002531
0
.0001316
0
.0002531
0
.0001316
0
.0002531
0
.0001316
0
.0002531
0
Pedestal Design
Shear Check Results (Envelope):
Vc (k)
Shear Along x Direction:
35.86
Shear Along z Direction:
35.86
Pedestal Ties
: #3 @ 12 in
Vs (k)
17.395
17.395
Vu (k)
0
0
Vu/phi*Vn
0
0
Bending Check Results (Envelope): PCA Load Contour Method (for biaxial)
Unity Check
: .001
Phi
: .65
Parme Beta
Pu
: .913 k
Mux
: 0 k-ft
Muz
Pn
: 961.296 k
Mnx
: NC
Mnz
Governing LC : 3
Mnox
: NC
Mnoz
Pedestal Bars : 4 #6
% Steel
: .5454
RISAFoundation Version 10.0.3
phi
.75
.75
:
:
:
:
Gov LC
NC
NC
.65
0 k-ft
NC
NC
[X:\...\...\...\...\...\...\...\Wind Column Foundation.fnd]
Page 4
241 of 244
Company
: Mead & Hunt
Designer
: FLB
Job Number : 3142200-121252.01
July 2, 2018
Checked By:_____
Footing 1 - N1
Overturning Check (Service)
Description
Service
Categories and Factors
1DL+1LL+1HL
Mo-xx (k-ft)
.292
Ms-xx (k-ft)
2.763
Mo-zz (k-ft)
.414
Ms-zz (k-ft)
2.993
Vr-xx (k)
.741
Va-zz (k)
0
Vr-zz (k)
.741
OSF-xx OSF-zz
9.445
7.222
Mo-xx: Governing Overturning Moment about AD or BC
Ms-xx: Governing Stablizing Moment about AD or BC
OSF-xx: Ratio of Ms-xx to Mo-xx
Sliding Check (Service)
Description
Service
Categories and Factors
1DL+1LL+1HL
Va-xx (k)
0
SR-xx
NA
SR-zz
NA
Va-xx: Applied Lateral Force to Cause Sliding Along xx Axis
Vr-xx: Resisting Lateral Force Against Sliding Along xx Axis
SR-xx: Ratio of Vr-xx to Va-xx
RISAFoundation Version 10.0.3
[X:\...\...\...\...\...\...\...\Wind Column Foundation.fnd]
Page 5
242 of 244
Footing Sets
Footing 1
Z
X
Soil Pressure
ksf
.639
.568
.497
.426
.355
.284
.213
.142
.071
.001
0
N1
D
C
A
B
Results for LC 1, Service
Mead & Hunt
FLB
3142200-121252.01
SK - 3
PEMB Foundation at Wind Column
Soil Pressure
July 2, 2018 at 11:20 AM
Wind Column Foundation.fnd
243 of 244
Company
Des igner
Job Number
Model Name
:
:
:
:
Mead & Hunt
FL B
3142200-121252.01
P EM B Foundation at Wind Column
July 2, 2018
11:21 AM
Checked B y:_____
(Global) Model Settings
Display S ections for Member Calcs
Max Internal S ections for Member C alcs
Mesh S ize (in)
Max Iterations
Merge Tolerance (in)
S olver
C oefficient of F riction
5
100
24
10
.12
S parse Acc elerated
.3
No. of S hear Regions
S hear Region S pacing Increment (in)
Min 1 Bar Dia S pacing for Beams?
O ptimize footings for OTM / S liding?
P arme Beta Factor
P ile S afety F actor
C oncrete S tress Block
C oncrete R ebar S et
C oncrete C ode
HR S teel P ile C ode
Wood P ile Code
4
4
No
No
.65
3
R ectangular
AS TM A615
AC I 318-14
AIS C 14th(360-10): A S D
AWC NDS -15: AS D
Soil Definitions
1
Label
S ubgrade M odulus [k/ft^3]
Allowable B earing[k sf]
Depth P roperties
Default?
Default
86.4
2
None
Yes
Soil Properties
1
Label
Overburden[ksf]
P assive[k]
Friction Coefficient
G ros s/Net
F ooting 1
.42
0
.3
G ross
Load C ategories
Category
P oint L oads
WL
1
1
Line L oads
Area L oads
Load C ombinations
Label
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
S olve S ervice A... S F Cat...F a... Cat...F a... Cat...F a... Cat...F a... Cat...F a... Cat...F a... Cat...F a... Cat...F a... Cat...F a... Cat...F a...
S ervice Yes
S trength Yes
IBC 16-1 Yes
IBC 16-... Yes
IBC 16-... Yes
IBC 16-... Yes
IBC 16-... Yes
IBC 16-... Yes
IBC 16-... Yes
IBC 16-... Yes
IBC 16-... Yes
IBC 16-... Yes
IBC 16-... Yes
IBC 16-... Yes
IBC 16-... Yes
Yes
R IS AF oundation Version 10.0.3
DL
DL
DL
DL
DL
DL
DL
DL
DL
DL
DL
DL
DL
DL
DL
1
1.2
1.4
1.2
1.2
1.2
1.2
1.2
1.2
1.2
1.2
1.2
1.2
1.2
1.2
LL 1 HL 1
LL 1.6 HL 1.6
LL 1.6 LL S 1.6 HL 1.6 RL L
LL 1.6 LL S 1.6 HL 1.6 S L
LL 1.6 LL S 1.6 HL 1.6 R L
RL L 1.6 HL 1.6 LL .5 LL S
RL L 1.6 HL 1.6 W... .5
RL L 1.6 HL 1.6 WL Z .5
S L 1.6 S LN 1.6 HL 1.6 LL
S L 1.6 S LN 1.6 HL 1.6 W...
S L 1.6 S LN 1.6 HL 1.6 WL Z
R L 1.6 HL 1.6 LL .5 LL S
R L 1.6 HL 1.6 W... .5
R L 1.6 HL 1.6 WL Z .5
.5
.5 S LN .5
.5
1
.5 LL S 1
.5
.5
1
[X:\...\...\...\...\...\...\P E MB Foundations\Wind C olumn F oundation.fnd] P age 1
244 of 244
Company
Des igner
Job Number
Model Name
:
:
:
:
Mead & Hunt
FL B
3142200-121252.01
P EM B Foundation at Wind Column
July 2, 2018
11:21 AM
Checked B y:_____
Load C ombinations (C ontinued)
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
Label
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
IBC 16-...
S olve S ervice A... S F Cat...F a... Cat...F a... Cat...F a... Cat...F a... Cat...F a... Cat...F a... Cat...F a... Cat...F a... Cat...F a... Cat...F a...
Yes
DL 1.2 W... 1 LL .5 LL S 1 HL 1.6 RL L .5
Yes
DL 1.2 WL Z 1 LL .5 LL S 1 HL 1.6 RL L .5
Yes
DL 1.2 W... 1 LL .5 LL S 1 HL 1.6 S L .5 S LN .5
Yes
DL 1.2 WL Z 1 LL .5 LL S 1 HL 1.6 S L .5 S LN .5
Yes
DL 1.2 W... 1 LL .5 LL S 1 HL 1.6 R L .5
Yes
DL 1.2 WL Z 1 LL .5 LL S 1 HL 1.6 R L .5
Yes
DL 1.2 E LX 1 LL .5 LL S 1 HL 1.6 S L .2 S LN .7
Yes
DL 1.2 E LZ 1 LL .5 LL S 1 HL 1.6 S L .2 S LN .7
Yes
DL .9 W... 1 HL 1.6
Yes
DL .9 WL Z 1 HL 1.6
Yes
DL .9 W... 1 HL .9
Yes
DL .9 WL Z 1 HL .9
Yes
DL .9 W... 1 HL 1.6
Yes
DL .9 WL Z 1 HL 1.6
Yes
DL .9 E LX 1 HL .9
Yes
DL .9 E LZ 1 HL .9
A1 of A7
APPENDIX A
PRELIMINARY PRE-ENGINEERED METAL
BUILDING REACTIONS
A2 of A7
1050 North Watery Lane
Brigham City, UT 84302
Ph: (435) 919‐3100
Fax: (435) 919‐3101
PRELIMINARY
NOT FOR CONSTRUCTION
Page:
Date:
R1 of
12/19/2017
GENERAL INFORMATION FOR COLUMN BASE REACTIONS
FOR REVIEW
Project Name:
NBS Project Number:
Customer:
Nucor Engineer:
FOR CONSTRUCTION
KINGSLEY HANGAR
U20‐17131
Column base reactions are included in this packet for a building designed by Nucor Building Systems. These
reactions result from frame analysis done by a Nucor Engineer for this specific job. They reflect all loading to
which the building may be subject, per the appropriate building code and loading information provided to
Nucor Building Systems at the date of design. Reaction packets marked "FOR REVIEW" are subject to change
and are usually provided at the request of the customer, although the Nucor Engineer believes he/she is
working with undefined, incomplete or assumed information.
Reactions are provided by load case in order to aid the foundation engineer in determining the appropriate load
factors and combinations to be used with either Working Stress or Ultimate Strength design methods. Wind
load cases are given for each primary wind direction.
Sign conventions for computer generated frame reactions are as follows and should be taken in the sense of the
frame sketch given on the reactions sheets.
GLOBAL X
( + to right)
GLOBAL Y
( + upward)
+X
+Y
GLOBAL Z
( + counter‐clockwise)
+Z
Anchor bolt diameter, grade, location and projection is provided on the Anchor Bolt Plan. Anchor bolt
embedment lengths and types are not provided by Nucor Building Systems. This Information is closely related
to the complete foundation design which should be done by a Registered Professional Engineer familiar with the
local site conditions and construction practices.
Excellence from the Ground Up
A3 of A7
NUCOR BUILDINGS GROUP
Job #: U20-17131
Frame
: Frame @ Line(s) 1 ' Frame Name By:
Job Name: Kingsley Hangar
Page: _____
Date: 01-05-18
File: E22
*** DESIGN SUMMARY - FRAME REACTIONS BY LOAD CASE ***
PRELIMINARY
NOT FOR CONSTRUCTION
X
Y
Z
X
Y
Z
Member
(kips)
(kips)
(kip-ft)
| Member
(kips)
(kips)
(kip-ft)
---------------------------------------------------------------------------------------------------------LOAD CASE
1 - DEAD
| LOAD CASE
8 - WIND CASE 2 TO RIGHT
COL01
0
1
0
| COL01
-2
-4
0
COL02
0
4
0
| COL02
0
-4
0
COL03
0
4
0
| COL03
-2
-8
0
COL04
0
1
0
| COL04
0
4
0
---------------------------------------------------------------------------------------------------------LOAD CASE
2 - COLLATERAL
| LOAD CASE
9 - WIND CASE 2 TO LEFT
COL01
0
0
0
| COL01
0
4
0
COL02
0
1
0
| COL02
2
-8
0
COL03
0
1
0
| COL03
0
-4
0
COL04
0
0
0
| COL04
2
-4
0
---------------------------------------------------------------------------------------------------------LOAD CASE
3 - ROOF LIVE
| LOAD CASE 10 - LONG. WIND 1 TO BACK
COL01
0
-1
0
| COL01
-4
1
0
COL02
0
4
0
| COL02
-12
-8
0
COL03
0
4
0
| COL03
-12
-7
0
COL04
0
-1
0
| COL04
-4
-1
0
---------------------------------------------------------------------------------------------------------LOAD CASE
4 - SNOW
| LOAD CASE 11 - LONG. WIND 1 TO FRONT
COL01
0
-1
0
| COL01
4
-1
0
COL02
0
5
0
| COL02
13
-7
0
COL03
0
5
0
| COL03
13
-8
0
COL04
0
-1
0
| COL04
4
1
0
---------------------------------------------------------------------------------------------------------LOAD CASE
5 - USER OVERRIDE SNOW
| LOAD CASE 12 - SEISMIC TO RIGHT
COL01
0
-1
0
| COL01
-2
-4
0
COL02
0
6
0
| COL02
0
4
0
COL03
0
6
0
| COL03
-2
-4
0
COL04
0
-1
0
| COL04
0
4
0
---------------------------------------------------------------------------------------------------------LOAD CASE
6 - WIND CASE 1 TO RIGHT
| LOAD CASE 13 - SEISMIC TO LEFT
COL01
-2
-4
0
| COL01
0
4
0
COL02
0
-2
0
| COL02
2
-4
0
COL03
-2
-6
0
| COL03
0
4
0
COL04
0
4
0
| COL04
2
-4
0
---------------------------------------------------------------------------------------------------------LOAD CASE
7 - WIND CASE 1 TO LEFT
|
COL01
0
4
0
|
COL02
2
-6
0
|
COL03
0
-2
0
|
COL04
2
-4
0
|
----------------------------------------------------------------------------------------------------------
A4 of A7
NUCOR BUILDINGS GROUP
Job #: U20-17131
Frame
: Frame @ Line(s) 2 ' Frame Name By:
Job Name: Kingsley Hangar
Page: _____
Date: 12-19-17
File: E21
*** DESIGN SUMMARY - FRAME REACTIONS BY LOAD CASE ***
PRELIMINARY
NOT FOR CONSTRUCTION
X
Y
Z
X
Y
Z
Member
(kips)
(kips)
(kip-ft)
| Member
(kips)
(kips)
(kip-ft)
---------------------------------------------------------------------------------------------------------LOAD CASE
1 - DEAD
| LOAD CASE
7 - WIND CASE 1 TO LEFT
COL01
0
2
0
| COL01
0
-1
0
COL06
0
2
0
| COL06
0
-1
0
---------------------------------------------------------------------------------------------------------LOAD CASE
2 - COLLATERAL
| LOAD CASE
8 - WIND CASE 2 TO RIGHT
COL01
0
1
0
| COL01
0
-1
0
COL06
0
1
0
| COL06
0
-1
0
---------------------------------------------------------------------------------------------------------LOAD CASE
3 - ROOF LIVE
| LOAD CASE
9 - WIND CASE 2 TO LEFT
COL01
0
1
0
| COL01
0
-1
0
COL06
0
1
0
| COL06
0
-1
0
---------------------------------------------------------------------------------------------------------LOAD CASE
4 - SNOW
| LOAD CASE 10 - LONG. WIND 1 TO BACK
COL01
0
1
0
| COL01
-3
-1
0
COL06
0
1
0
| COL06
-3
-1
0
---------------------------------------------------------------------------------------------------------LOAD CASE
5 - USER OVERRIDE SNOW
| LOAD CASE 11 - LONG. WIND 1 TO FRONT
COL01
0
1
0
| COL01
4
-1
0
COL06
0
1
0
| COL06
4
-1
0
---------------------------------------------------------------------------------------------------------LOAD CASE
6 - WIND CASE 1 TO RIGHT
| LOAD CASE 12 - SEISMIC TO RIGHT
COL01
0
-1
0
| COL01
0
0
0
COL06
0
-1
0
| COL06
0
0
0
----------------------------------------------------------------------------------------------------------
A5 of A7
NUCOR BUILDINGS GROUP
Job #: U20-17131
Frame
: Frame @ Line(s) 2 ' Frame Name By:
Job Name: Kingsley Hangar
Page: _____
Date: 12-19-17
File: E21
*** DESIGN SUMMARY - FRAME REACTIONS BY LOAD CASE ***
PRELIMINARY
NOT FOR CONSTRUCTION
X
Y
Z
X
Y
Z
Member
(kips)
(kips)
(kip-ft)
| Member
(kips)
(kips)
(kip-ft)
---------------------------------------------------------------------------------------------------------LOAD CASE 13 - SEISMIC TO LEFT
|
COL01
0
0
0
|
COL06
0
0
0
|
----------------------------------------------------------------------------------------------------------
A6 of A7
NUCOR BUILDINGS GROUP
Frame
: FRAME LINES 2-6
Job Name: Kingsley Hangar
Job #: U20-17131
By:
Page: _____
Date: 01-05-18
File: F11
*** DESIGN SUMMARY - FRAME REACTIONS BY LOAD CASE ***
PRELIMINARY
NOT FOR CONSTRUCTION
X
Y
Z
X
Y
Z
Member
(kips)
(kips)
(kip-ft)
| Member
(kips)
(kips)
(kip-ft)
---------------------------------------------------------------------------------------------------------LOAD CASE
1 - DEAD
| LOAD CASE 10 - LONG. WIND 1 TO BACK
COL01
2
7
0
| COL01
1
-11
0
COL02
-2
7
0
| COL02
1
-8
0
---------------------------------------------------------------------------------------------------------LOAD CASE
2 - COLLATERAL
| LOAD CASE 11 - LONG. WIND 1 TO FRONT
COL01
2
4
0
| COL01
-1
-8
0
COL02
-2
4
0
| COL02
-1
-11
0
---------------------------------------------------------------------------------------------------------LOAD CASE
3 - ROOF LIVE
| LOAD CASE 12 - LONG. WIND 2 TO BACK
COL01
3
10
0
| COL01
1
-20
0
COL02
-3
10
0
| COL02
1
-17
0
---------------------------------------------------------------------------------------------------------LOAD CASE
4 - SNOW
| LOAD CASE 13 - LONG. WIND 2 TO FRONT
COL01
4
16
0
| COL01
-1
-17
0
COL02
-4
16
0
| COL02
-1
-20
0
---------------------------------------------------------------------------------------------------------LOAD CASE
5 - USER OVERRIDE SNOW
| LOAD CASE 14 - SEISMIC TO RIGHT
COL01
7
24
0
| COL01
-4
-5
0
COL02
-7
24
0
| COL02
-4
5
0
---------------------------------------------------------------------------------------------------------LOAD CASE
6 - WIND CASE 1 TO RIGHT
| LOAD CASE 15 - SEISMIC TO LEFT
COL01
-12
-16
0
| COL01
4
5
0
COL02
-4
-3
0
| COL02
4
-5
0
---------------------------------------------------------------------------------------------------------LOAD CASE
7 - WIND CASE 1 TO LEFT
| LOAD CASE 16 - ALTERNATE SNOW 1
COL01
4
-3
0
| COL01
4
16
0
COL02
12
-16
0
| COL02
-4
9
0
---------------------------------------------------------------------------------------------------------LOAD CASE
8 - WIND CASE 2 TO RIGHT
| LOAD CASE 17 - ALTERNATE SNOW 2
COL01
-11
-25
0
| COL01
4
9
0
COL02
-4
-12
0
| COL02
-4
16
0
---------------------------------------------------------------------------------------------------------LOAD CASE
9 - WIND CASE 2 TO LEFT
|
COL01
4
-12
0
|
COL02
11
-25
0
|
----------------------------------------------------------------------------------------------------------
A7 of A7
PRELIMINARY, NOT FOR CONSTRUCTION
OVDPS!CVJMEJOHT!HSPVQ
JOB NAME:
JOB NUMBER:
ENGINEER:
MJS
LONGITUDINAL X-BRACING REACTIONS
(These reactions must be combined with the appropriate longitudinal frame reactions)
Frame Line:
Grid Line:
H (KIPS)
V (KIPS)
Case
1-2
2-3
3-4
A&N
D
J
28
24
24
122
42
42
WIND
WIND
WIND
1-2
2-3
3-4
A&N
D
J
4
10
10
20
18
18
SEISMIC
SEISMIC
SEISMIC
Frame Line:
Grid Line:
H (KIPS)
V (KIPS)
Case
6
E&J
13
H*
V
V
* - Horizontal bracing reactions are orthogonal to horizontal frame reactions.
WIND COLUMN REACTIONS
H
V
12/19/2017
WIND
Appendix F
Mechanical Calculations
Kingsley Corrosion Control Hangar
Location
Building owner
Program user
Company
Comments
Klamath Falls, OR
Oregon Air National Guard
M&H
Mead & Hunt
By
Dataset name
Mead & Hunt
C:\Users\2016adk\Documents\Trace 700\Kingsley ANG
Corrosion Control Hangar\B2\KINGSLEYCCF-AK.TRC
Calculation time
TRACE® 700 version
10:51 AM on 05/30/2018
6.3.4
Location
Latitude
Longitude
Time Zone
Elevation
Barometric pressure
Kingsley AFB, Oregon
42.0
deg
121.0
deg
8
4,091
ft
in. Hg
25.6
Air density
Air specific heat
Density-specific heat product
Latent heat factor
Enthalpy factor
0.0648
0.2444
0.9511
4,186.5
3.8908
lb/cu ft
Btu/lb·°F
Btu/h·cfm·°F
Btu·min/h·cu ft
lb·min/hr·cu ft
Summer design dry bulb
Summer design wet bulb
Winter design dry bulb
Summer clearness number
Winter clearness number
Summer ground reflectance
Winter ground reflectance
Carbon Dioxide Level
88.1
62.2
6.1
1.05
0.95
0.20
0.20
400
°F
°F
°F
Design simulation period
Cooling load methodology
Heating load methodology
ppm
January - December
CLTD-CLF (ASHRAE TFM)
UATD
System Checksums
By Mead & Hunt
A/C
Incremental Heat Pump
COOLING COIL PEAK
Peaked at Time:
Outside Air:
Space
Plenum
Sens. + Lat. Sens. + Lat
Btu/h
Btu/h
Envelope Loads
Skylite Solar
Skylite Cond
Roof Cond
Glass Solar
Glass/Door Cond
Wall Cond
Partition/Door
Floor
Adjacent Floor
Infiltration
Sub Total ==>
CLG SPACE PEAK
Mo/Hr: 7 / 16
OADB/WB/HR: 87 / 62 / 55
0
0
2,218
0
169
-91
0
0
0.00
0
2,296
0
0
0
0
0
0
Net Percent
Total Of Total
Btu/h
(%)
Space Percent
Sensible Of Total
Btu/h
(%)
0
0
0
7
0
1
0
0
0
0.00
0
7
0
0
2,218
0
169
-91
0
0.00
0.00
0
2,296
0
0
7
0
1
0
0
0
0.00
0
8
1,720
900
25,802
28,422
430
0
0
430
2,150
900
25,802
28,852
7
3
83
93
1,720
500
25,802
28,022
6
2
85
92
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
430
31,149
100.00
30,319
Space Peak
Space Sens
Btu/h
Coil Peak Percent
Tot Sens Of Total
Btu/h
(%)
0
0
-1,814
0
-1,267
-2,662
0
-644
0.00
-14,777
-21,164
0
0.00
0
0.00
-1,814
8.57
0
0.00
-1,267
5.99
-2,662
12.58
0
0.00
-644
3.04
0.00
0.00
-14,777
69.82
-21,164 100.00
Envelope Loads
Skylite Solar
Skylite Cond
Roof Cond
Glass Solar
Glass/Door Cond
Wall Cond
Partition/Door
Floor
Adjacent Floor
Infiltration
Sub Total ==>
Internal Loads
Internal Loads
Lights
People
Misc
Sub Total ==>
Ceiling Load
Ventilation Load
Adj Air Trans Heat
Dehumid. Ov Sizing
Ov/Undr Sizing
Exhaust Heat
Sup. Fan Heat
Ret. Fan Heat
Duct Heat Pkup
Underflr Sup Ht Pkup
Supply Air Leakage
0
0
0
0
30,719
Grand Total ==>
0
Lights
People
Misc
Sub Total ==>
0 Ceiling Load
0 Ventilation Load
0 Adj Air Trans Heat
Ov/Undr Sizing
0 Exhaust Heat
OA Preheat Diff.
RA Preheat Diff.
Additional Reheat
Main Clg
Aux Clg
Opt Vent
2.6
0.0
0.0
31.2
0.0
0.0
Total
2.6
31.2
1,484
0
0
Kingsley Corrosion Control Hangar
KINGSLEYCCF-AK.TRC
76.8
0.0
0.0
58.8
0.0
0.0
0
0
0
0
0.00
0.00
0.00
0.00
0
0
0
0
0
0
0
0
0
0
0
0
0.00
0.00
0
0.00
0.00
0.00
0.00
0.00
0
0
0.00
0.00
100.00 Grand Total ==>
-21,164
-21,164 100.00
AREAS
Sens Cap. Coil Airflow Enter DB/WB/HR
MBh
cfm
°F
°F
gr/lb
30.8
0.0
0.0
0
0
0
0
Underflr Sup Ht Pkup
Supply Air Leakage
COOLING COIL SELECTION
Total Capacity
ton
MBh
Project Name:
Dataset Name:
TEMPERATURES
Mo/Hr: Heating Design
OADB: 6
0
0
2,218
0
169
-91
0
0
0.00
0
2,296
0.00
HEATING COIL PEAK
Mo/Hr: Sum of
OADB: Peaks
58.1
0.0
0.0
Leave DB/WB/HR
°F °F gr/lb
55.0 50.7
0.0 0.0
0.0 0.0
57.6
0.0
0.0
Gross Total
Floor
Part
Int Door
ExFlr
Roof
Wall
Ext Door
792
0
0
20
792
531
42
SADB
Ra Plenum
Return
Ret/OA
Fn MtrTD
Fn BldTD
Fn Frict
Cooling Heating
55.0
83.0
76.0
68.0
76.8
68.0
76.8
68.0
0.0
0.0
0.0
0.0
0.0
0.0
AIRFLOWS
Diffuser
Terminal
Main Fan
Sec Fan
Nom Vent
AHU Vent
Infil
MinStop/Rh
Return
Exhaust
Rm Exh
Auxiliary
Leakage Dwn
Leakage Ups
Cooling Heating
1,484
1,484
1,484
1,484
1,484
1,484
0
0
0
0
0
0
0
251
0
0
1,735
1,484
251
0
0
0
0
0
0
0
0
0
ENGINEERING CKS
% OA
cfm/ft²
cfm/ton
ft²/ton
Btu/hr·ft²
No. People
Cooling Heating
0.0
0.0
1.87
1.87
571.72
305.12
39.33
-26.72
2
HEATING COIL SELECTION
Glass
ft² (%)
0
0
0
0
0
0
CapacityCoil Airflow
MBh
cfm
Ent
°F
Lvg
°F
Main Htg
Aux Htg
Preheat
-21.2
0.0
0.0
1,484 68.0
0 0.0
0 0.0
83.0
0.0
0.0
Humidif
Opt Vent
Total
0.0
0.0
-21.2
0
0
0.0
0.0
0.0
0.0
TRACE® 700 v6.3.4 calculated at 10:51 AM on 05/30/2018
Alternative - 1 System Checksums Report Page 1 of 5
System Checksums
By Mead & Hunt
AHU-1
Variable Volume Reheat (30% Min Flow Default)
COOLING COIL PEAK
Peaked at Time:
Outside Air:
Space
Plenum
Sens. + Lat. Sens. + Lat
Btu/h
Btu/h
Envelope Loads
Skylite Solar
Skylite Cond
Roof Cond
Glass Solar
Glass/Door Cond
Wall Cond
Partition/Door
Floor
Adjacent Floor
Infiltration
Sub Total ==>
CLG SPACE PEAK
Mo/Hr: 7 / 16
OADB/WB/HR: 87 / 62 / 55
0
0
6,980
5,439
1,175
574
566
0
0.00
0
14,734
0
0
0
0
0
0
Net Percent
Total Of Total
Btu/h
(%)
Space Percent
Sensible Of Total
Btu/h
(%)
0
0
0
5
4
1
0
0
0
0.00
0
11
0
0
6,980
5,439
1,175
574
566
0.00
0.00
0
14,734
0
0
6
5
1
0
0
0
0.00
0
13
10,605
20,706
80,012
111,322
2,651
0
0
2,651
13,256
20,706
80,012
113,973
10
16
62
89
10,605
11,503
80,012
102,119
9
10
68
87
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
2,651
128,707
100.00
116,853
Coil Peak Percent
Tot Sens Of Total
Btu/h
(%)
Space Peak
Space Sens
Btu/h
Envelope Loads
Skylite Solar
Skylite Cond
Roof Cond
Glass Solar
Glass/Door Cond
Wall Cond
Partition/Door
Floor
Adjacent Floor
Infiltration
Sub Total ==>
0
0
-6,838
0
-9,656
-11,870
-5,403
-7,838
0.00
-48,333
-89,939
0
0
-6,838
0
-9,656
-11,870
-5,403
-7,838
0.00
-48,333
-89,939
0.00
0.00
6.18
0.00
8.73
10.73
4.88
7.09
0.00
43.69
81.31
0
0
0
0
0
0
0
0
0.00
0.00
0.00
0.00
0
0
0
0
0
0
0
0
0
0
0
-20,679
0.00
0.00
0
0.00
0.00
0.00
0.00
18.69
0
0
0.00
0.00
Internal Loads
Internal Loads
Lights
People
Misc
Sub Total ==>
Ceiling Load
Ventilation Load
Adj Air Trans Heat
Dehumid. Ov Sizing
Ov/Undr Sizing
Exhaust Heat
Sup. Fan Heat
Ret. Fan Heat
Duct Heat Pkup
Underflr Sup Ht Pkup
Supply Air Leakage
0
0
0
0
126,056
Grand Total ==>
0
Lights
People
Misc
Sub Total ==>
0 Ceiling Load
0 Ventilation Load
0 Adj Air Trans Heat
Ov/Undr Sizing
0 Exhaust Heat
OA Preheat Diff.
RA Preheat Diff.
Additional Reheat
Underflr Sup Ht Pkup
Supply Air Leakage
100.00 Grand Total ==>
-89,939
COOLING COIL SELECTION
Total Capacity
ton
MBh
Main Clg
Aux Clg
Opt Vent
10.7
0.0
0.0
128.7
0.0
0.0
Total
10.7
128.7
Project Name:
Dataset Name:
TEMPERATURES
Mo/Hr: Heating Design
OADB: 6
0
0
6,980
5,439
1,175
574
566
0
0.00
0
14,734
0.00
HEATING COIL PEAK
Mo/Hr: 7 / 16
OADB: 87
AREAS
Sens Cap. Coil Airflow Enter DB/WB/HR
MBh
cfm
°F
°F
gr/lb
119.5
0.0
0.0
5,496
0
0
Kingsley Corrosion Control Hangar
KINGSLEYCCF-AK.TRC
77.9
0.0
0.0
60.6
0.0
0.0
-110,618 100.00
65.2
0.0
0.0
Leave DB/WB/HR
°F °F gr/lb
55.0 51.9
0.0 0.0
0.0 0.0
62.4
0.0
0.0
Gross Total
Floor
Part
Int Door
ExFlr
Roof
Wall
Ext Door
6,030
225
0
244
2,986
2,598
126
SADB
Ra Plenum
Return
Ret/OA
Fn MtrTD
Fn BldTD
Fn Frict
Cooling Heating
55.0
124.5
78.0
68.0
77.9
68.0
77.9
68.0
0.0
0.0
0.0
0.0
0.0
0.0
AIRFLOWS
Diffuser
Terminal
Main Fan
Sec Fan
Nom Vent
AHU Vent
Infil
MinStop/Rh
Return
Exhaust
Rm Exh
Auxiliary
Leakage Dwn
Leakage Ups
Cooling Heating
5,496
1,673
5,496
1,673
5,496
1,673
0
0
0
0
0
0
0
821
1,673
1,673
2,494
5,496
821
0
0
0
0
0
0
0
0
0
ENGINEERING CKS
% OA
cfm/ft²
cfm/ton
ft²/ton
Btu/hr·ft²
No. People
Cooling Heating
0.0
0.0
0.91
0.28
512.44
562.18
21.35
-18.35
46
HEATING COIL SELECTION
Glass
ft² (%)
0
230
0
0
9
0
CapacityCoil Airflow
MBh
cfm
Main Htg
Aux Htg
Preheat
Reheat
Humidif
Opt Vent
Total
-110.6
0.0
0.0
-20.7
0.0
0.0
-110.6
Ent
°F
Lvg
°F
1,673 55.0 124.5
0 0.0
0.0
0 0.0
0.0
1,673 55.0 68.0
0 0.0
0.0
0 0.0
0.0
TRACE® 700 v6.3.4 calculated at 10:51 AM on 05/30/2018
Alternative - 1 System Checksums Report Page 2 of 5
System Checksums
By Mead & Hunt
AHU-2
Single Zone
COOLING COIL PEAK
Peaked at Time:
Outside Air:
Space
Plenum
Sens. + Lat. Sens. + Lat
Btu/h
Btu/h
Envelope Loads
Skylite Solar
Skylite Cond
Roof Cond
Glass Solar
Glass/Door Cond
Wall Cond
Partition/Door
Floor
Adjacent Floor
Infiltration
Sub Total ==>
CLG SPACE PEAK
Mo/Hr: 7 / 17
OADB/WB/HR: 85 / 60 / 51
0
0
7,757
0
683
-251
0
0
0.00
0
8,189
0
0
0
0
0
0
Net Percent
Total Of Total
Btu/h
(%)
Space Percent
Sensible Of Total
Btu/h
(%)
0
0
0
30
0
3
-1
0
0
0.00
0
32
0
0
7,757
0
683
-251
0
0.00
0.00
0
8,189
0
0
33
0
3
-1
0
0
0.00
0
35
3,713
2,700
10,215
16,628
928
0
0
928
4,642
2,700
10,215
17,557
18
10
40
68
3,713
1,500
10,215
15,428
16
6
43
65
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
928
25,746
100.00
23,617
Coil Peak Percent
Tot Sens Of Total
Btu/h
(%)
Space Peak
Space Sens
Btu/h
Envelope Loads
Skylite Solar
Skylite Cond
Roof Cond
Glass Solar
Glass/Door Cond
Wall Cond
Partition/Door
Floor
Adjacent Floor
Infiltration
Sub Total ==>
0
0
-6,315
0
-7,605
-6,925
0
-3,430
0.00
-45,591
-69,865
0
0
-6,315
0
-7,605
-6,925
0
-3,430
0.00
-45,591
-69,865
0.00
0.00
9.04
0.00
10.88
9.91
0.00
4.91
0.00
65.23
99.97
0
0
0
0
0
0
0
0
0.00
0.00
0.00
0.00
0
0
0
0
0
0
0
0
-24
0
0
0
0.00
0.00
0
0.00
0.03
0.00
0.00
0.00
0
0
0.00
0.00
Internal Loads
Internal Loads
Lights
People
Misc
Sub Total ==>
Ceiling Load
Ventilation Load
Adj Air Trans Heat
Dehumid. Ov Sizing
Ov/Undr Sizing
Exhaust Heat
Sup. Fan Heat
Ret. Fan Heat
Duct Heat Pkup
Underflr Sup Ht Pkup
Supply Air Leakage
0
0
0
0
24,817
Grand Total ==>
0
Lights
People
Misc
Sub Total ==>
0 Ceiling Load
0 Ventilation Load
0 Adj Air Trans Heat
Ov/Undr Sizing
0 Exhaust Heat
OA Preheat Diff.
RA Preheat Diff.
Additional Reheat
Underflr Sup Ht Pkup
Supply Air Leakage
100.00 Grand Total ==>
-69,865
COOLING COIL SELECTION
Total Capacity
ton
MBh
Main Clg
Aux Clg
Opt Vent
2.1
0.0
0.0
25.4
0.0
0.0
Total
2.1
25.4
Project Name:
Dataset Name:
TEMPERATURES
Mo/Hr: Heating Design
OADB: 6
0
0
7,757
0
683
-251
0
0
0.00
0
8,189
0.00
HEATING COIL PEAK
Mo/Hr: Sum of
OADB: Peaks
AREAS
Sens Cap. Coil Airflow Enter DB/WB/HR
MBh
cfm
°F
°F
gr/lb
24.2
0.0
0.0
1,698
0
0
Kingsley Corrosion Control Hangar
KINGSLEYCCF-AK.TRC
78.5
0.0
0.0
64.2
0.0
0.0
-69,889 100.00
82.5
0.0
0.0
Leave DB/WB/HR
°F °F gr/lb
63.5 59.2
0.0 0.0
0.0 0.0
81.5
0.0
0.0
Gross Total
Floor
Part
Int Door
ExFlr
Roof
Wall
Ext Door
2,764
0
0
107
2,764
1,385
252
SADB
Ra Plenum
Return
Ret/OA
Fn MtrTD
Fn BldTD
Fn Frict
Cooling Heating
63.5
110.4
76.0
68.0
78.5
68.0
78.5
68.0
0.0
0.0
0.0
0.0
0.0
0.0
AIRFLOWS
Diffuser
Terminal
Main Fan
Sec Fan
Nom Vent
AHU Vent
Infil
MinStop/Rh
Return
Exhaust
Rm Exh
Auxiliary
Leakage Dwn
Leakage Ups
Cooling Heating
1,698
1,698
1,698
1,698
1,698
1,698
0
0
0
0
0
0
0
775
0
0
2,473
1,698
775
0
0
0
0
0
0
0
0
0
ENGINEERING CKS
% OA
cfm/ft²
cfm/ton
ft²/ton
Btu/hr·ft²
No. People
Cooling Heating
0.0
0.0
0.61
0.61
802.40
1,306.10
9.19
-24.75
6
HEATING COIL SELECTION
Glass
ft² (%)
0
0
0
0
0
0
CapacityCoil Airflow
MBh
cfm
Main Htg
Aux Htg
Preheat
-68.4
0.0
0.0
Humidif
Opt Vent
Total
0.0
0.0
-68.4
Ent
°F
Lvg
°F
1,698 68.0 110.4
0 0.0
0.0
0 0.0
0.0
0
0
0.0
0.0
0.0
0.0
TRACE® 700 v6.3.4 calculated at 10:51 AM on 05/30/2018
Alternative - 1 System Checksums Report Page 3 of 5
System Checksums
By Mead & Hunt
MAU-1
Ventilation and Heating
COOLING COIL PEAK
Peaked at Time:
Outside Air:
Space
Plenum
Sens. + Lat. Sens. + Lat
Btu/h
Btu/h
Envelope Loads
Skylite Solar
Skylite Cond
Roof Cond
Glass Solar
Glass/Door Cond
Wall Cond
Partition/Door
Floor
Adjacent Floor
Infiltration
Sub Total ==>
CLG SPACE PEAK
Mo/Hr: 0 / 0
OADB/WB/HR: 0 / 0 / 0
0
0
0
0
0
0
0
0
0.00
0
0
Net Percent
Total Of Total
Btu/h
(%)
0
0
0
0
0
0
HEATING COIL PEAK
Mo/Hr: 0 / 0
OADB: 0
Space Percent
Sensible Of Total
Btu/h
(%)
Space Peak
Space Sens
Btu/h
Coil Peak Percent
Tot Sens Of Total
Btu/h
(%)
0
0
-14,416
0
-57,372
-21,759
0
-8,455
0.00
-38,006
-140,008
0
0.00
0
0.00
-14,416
10.30
0
0.00
-57,372
40.98
-21,759
15.54
0
0.00
-8,455
6.04
0.00
0.00
-38,006
27.15
-140,008 100.00
Envelope Loads
Skylite Solar
Skylite Cond
Roof Cond
Glass Solar
Glass/Door Cond
Wall Cond
Partition/Door
Floor
Adjacent Floor
Infiltration
Sub Total ==>
0
0
0
0
0
0
0
0
0
0.00
0
0
0
0
0
0
0
0
0
0
0.00
0
0
0
0
0
0
0
0
0
0.00
0.00
0
0
0
0
0
0
0
0
0
0
0.00
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Ceiling Load
Ventilation Load
Adj Air Trans Heat
Dehumid. Ov Sizing
Ov/Undr Sizing
Exhaust Heat
Sup. Fan Heat
Ret. Fan Heat
Duct Heat Pkup
Underflr Sup Ht Pkup
Supply Air Leakage
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0 Ceiling Load
0 Ventilation Load
0 Adj Air Trans Heat
Ov/Undr Sizing
0 Exhaust Heat
OA Preheat Diff.
RA Preheat Diff.
Additional Reheat
0
0
0
0
0
0
0
0
0
0
0
0
Grand Total ==>
0
0
0
100.00
0
0.00
Internal Loads
Internal Loads
Lights
People
Misc
Sub Total ==>
0
0
0
0
0
Lights
People
Misc
Sub Total ==>
Main Clg
Aux Clg
Opt Vent
0.0
0.0
0.0
0.0
0.0
0.0
Total
0.0
0.0
Kingsley Corrosion Control Hangar
KINGSLEYCCF-AK.TRC
0
0
0
0.0
0.0
0.0
0
0
0
0
0.00
0.00
0.00
0.00
0
0
0
0
0
0
0
0
0
0
0
0
0.00
0.00
0
0.00
0.00
0.00
0.00
0.00
0
0
0.00
0.00
100.00 Grand Total ==>
-140,008
0.0
0.0
0.0
-140,008 100.00
AREAS
Sens Cap. Coil Airflow Enter DB/WB/HR
MBh
cfm
°F
°F
gr/lb
0.0
0.0
0.0
0
0
0
0
Underflr Sup Ht Pkup
Supply Air Leakage
COOLING COIL SELECTION
Total Capacity
ton
MBh
Project Name:
Dataset Name:
TEMPERATURES
Mo/Hr: Heating Design
OADB: 6
0.0
0.0
0.0
Leave DB/WB/HR
°F °F gr/lb
0.0 0.0
0.0 0.0
0.0 0.0
0.0
0.0
0.0
Gross Total
Floor
Part
Int Door
ExFlr
Roof
Wall
Ext Door
5,655
0
0
236
5,655
6,316
1,708
SADB
Ra Plenum
Return
Ret/OA
Fn MtrTD
Fn BldTD
Fn Frict
Cooling Heating
0.0
125.0
0.0
75.0
0.0
75.0
0.0
75.0
0.0
0.0
0.0
0.0
0.0
0.0
AIRFLOWS
Diffuser
Terminal
Main Fan
Sec Fan
Nom Vent
AHU Vent
Infil
MinStop/Rh
Return
Exhaust
Rm Exh
Auxiliary
Leakage Dwn
Leakage Ups
Cooling Heating
0
2,944
0
2,944
0
2,944
0
0
0
0
0
0
0
580
0
0
3,524
0
580
0
0
0
0
0
0
0
0
0
ENGINEERING CKS
% OA
cfm/ft²
cfm/ton
ft²/ton
Btu/hr·ft²
No. People
Cooling Heating
0.0
0.0
0.00
0.52
0.00
0.00
0.00
-24.76
48
HEATING COIL SELECTION
Glass
ft² (%)
0
0
0
0
0
0
CapacityCoil Airflow
MBh
cfm
Main Htg
Aux Htg
Preheat
-140.0
0.0
0.0
Humidif
Opt Vent
Total
0.0
0.0
-140.0
Ent
°F
Lvg
°F
2,944 75.0 125.0
0 0.0
0.0
0 0.0
0.0
0
0
0.0
0.0
0.0
0.0
TRACE® 700 v6.3.4 calculated at 10:51 AM on 05/30/2018
Alternative - 1 System Checksums Report Page 4 of 5
System Checksums
By Mead & Hunt
Unit Heaters
Unit Heaters
COOLING COIL PEAK
Peaked at Time:
Outside Air:
Space
Plenum
Sens. + Lat. Sens. + Lat
Btu/h
Btu/h
Envelope Loads
Skylite Solar
Skylite Cond
Roof Cond
Glass Solar
Glass/Door Cond
Wall Cond
Partition/Door
Floor
Adjacent Floor
Infiltration
Sub Total ==>
CLG SPACE PEAK
Mo/Hr: 0 / 0
OADB/WB/HR: 0 / 0 / 0
0
0
0
0
0
0
0
0
0.00
0
0
Net Percent
Total Of Total
Btu/h
(%)
0
0
0
0
0
0
HEATING COIL PEAK
Mo/Hr: 0 / 0
OADB: 0
Space Percent
Sensible Of Total
Btu/h
(%)
Space Peak
Space Sens
Btu/h
Coil Peak Percent
Tot Sens Of Total
Btu/h
(%)
0
0
-9,228
0
-2,473
-8,983
0
-582
0.00
-27,448
-48,713
0
0.00
0
0.00
-9,228
18.94
0
0.00
-2,473
5.08
-8,983
18.44
0
0.00
-582
1.19
0.00
0.00
-27,448
56.35
-48,713 100.00
Envelope Loads
Skylite Solar
Skylite Cond
Roof Cond
Glass Solar
Glass/Door Cond
Wall Cond
Partition/Door
Floor
Adjacent Floor
Infiltration
Sub Total ==>
0
0
0
0
0
0
0
0
0
0.00
0
0
0
0
0
0
0
0
0
0
0.00
0
0
0
0
0
0
0
0
0
0.00
0.00
0
0
0
0
0
0
0
0
0
0
0.00
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Ceiling Load
Ventilation Load
Adj Air Trans Heat
Dehumid. Ov Sizing
Ov/Undr Sizing
Exhaust Heat
Sup. Fan Heat
Ret. Fan Heat
Duct Heat Pkup
Underflr Sup Ht Pkup
Supply Air Leakage
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0 Ceiling Load
0 Ventilation Load
0 Adj Air Trans Heat
Ov/Undr Sizing
0 Exhaust Heat
OA Preheat Diff.
RA Preheat Diff.
Additional Reheat
0
0
0
0
0
0
0
0
0
0
0
0
Grand Total ==>
0
0
0
100.00
0
0.00
Internal Loads
Internal Loads
Lights
People
Misc
Sub Total ==>
0
0
0
0
0
Lights
People
Misc
Sub Total ==>
Main Clg
Aux Clg
Opt Vent
0.0
0.0
0.0
0.0
0.0
0.0
Total
0.0
0.0
Kingsley Corrosion Control Hangar
KINGSLEYCCF-AK.TRC
0
0
0
0.0
0.0
0.0
0
0
0
0
0.00
0.00
0.00
0.00
0
0
0
0
0
0
0
0
0
0
0
0
0.00
0.00
0
0.00
0.00
0.00
0.00
0.00
0
0
0.00
0.00
100.00 Grand Total ==>
-48,713
0.0
0.0
0.0
-48,713 100.00
AREAS
Sens Cap. Coil Airflow Enter DB/WB/HR
MBh
cfm
°F
°F
gr/lb
0.0
0.0
0.0
0
0
0
0
Underflr Sup Ht Pkup
Supply Air Leakage
COOLING COIL SELECTION
Total Capacity
ton
MBh
Project Name:
Dataset Name:
TEMPERATURES
Mo/Hr: Heating Design
OADB: 6
0.0
0.0
0.0
Leave DB/WB/HR
°F °F gr/lb
0.0 0.0
0.0 0.0
0.0 0.0
0.0
0.0
0.0
Gross Total
Floor
Part
Int Door
ExFlr
Roof
Wall
Ext Door
4,131
0
0
19
4,029
1,632
84
SADB
Ra Plenum
Return
Ret/OA
Fn MtrTD
Fn BldTD
Fn Frict
Cooling Heating
0.0
125.0
0.0
64.0
0.0
67.2
0.0
68.0
0.0
0.0
0.0
0.0
0.0
0.0
AIRFLOWS
Diffuser
Terminal
Main Fan
Sec Fan
Nom Vent
AHU Vent
Infil
MinStop/Rh
Return
Exhaust
Rm Exh
Auxiliary
Leakage Dwn
Leakage Ups
Cooling Heating
0
637
0
637
0
637
0
0
0
0
0
0
0
480
0
0
1,117
0
480
0
0
0
0
0
0
0
0
0
ENGINEERING CKS
% OA
cfm/ft²
cfm/ton
ft²/ton
Btu/hr·ft²
No. People
Cooling Heating
0.0
0.0
0.00
0.15
0.00
0.00
0.00
-8.36
0
HEATING COIL SELECTION
Glass
ft² (%)
0
0
21
0
0
25
CapacityCoil Airflow
MBh
cfm
Main Htg
Aux Htg
Preheat
-34.6
0.0
0.0
Humidif
Opt Vent
Total
0.0
0.0
-34.6
Ent
°F
Lvg
°F
637 68.0 125.0
0 0.0
0.0
0 0.0
0.0
0
0
0.0
0.0
0.0
0.0
TRACE® 700 v6.3.4 calculated at 10:51 AM on 05/30/2018
Alternative - 1 System Checksums Report Page 5 of 5
SYSTEM SUMMARY
DESIGN AIRFLOW QUANTITIES
By Mead & Hunt
MAIN SYSTEM
System Description
System Type
Outside
Airflow
cfm
Auxiliary System
Supply
Airflow
cfm
Room
Exhaust
Airflow
cfm
Cooling
Airflow
cfm
Heating
Airflow
cfm
Return
Airflow
cfm
Exhaust
Airflow
cfm
0
0
0
0
0
5,496
0
0
1,484
1,698
1,673
2,944
637
1,484
1,698
6,317
0
0
1,735
2,473
5,496
580
480
251
775
0
0
0
0
0
0
0
0
0
0
0
8,678
8,436
10,525
7,582
0
0
Alternative 1
AHU-1
MAU-1
Unit Heaters
A/C
AHU-2
Variable Volume Reheat (30% Min Flow Default)
Ventilation and Heating
Unit Heaters
Incremental Heat Pump
Single Zone
Totals
Note: Airflows on this report are not additive because they are each taken at the time of their respective peaks. To view the balanced system design
airflows, see the appropriate Checksums report (Airflows section).
Project Name:
Dataset Name:
Kingsley Corrosion Control Hangar
KINGSLEYCCF-AK.TRC
TRACE® 700 v6.3.4 calculated at 10:51 AM on 05/30/2018
Design Airflow Quantities Report Page 1 of 1
SYSTEM SUMMARY
DESIGN COOLING CAPACITIES
By Mead & Hunt
Alternative 1
Building Airside Systems and Plant Capacities
Peak Plant Loads
Aux Opt Vent
Misc
Main
Coil
Coil
Coil
Load
ton
ton
ton
ton
12.8
0.0
0.0
0.0
10.7
0.0
0.0
0.0
2.1
0.0
0.0
0.0
2.6
0.0
0.0
0.0
2.6
0.0
0.0
0.0
15.4
0.0
0.0
0.0
Building peak load is 15.4 tons.
Plant System
Chiller
AHU-1
AHU-2
Split System
A/C
Building totals
Project Name:
Dataset Name:
Kingsley Corrosion Control Hangar
KINGSLEYCCF-AK.TRC
Stg 1 Stg 2
Desic Desic
Cond Cond
ton
ton
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Block Plant Loads
Base
Utility
ton
0.0
0.0
0.0
0.0
0.0
0.0
Peak
Total
ton
12.8
10.7
2.1
2.6
2.6
15.4
Time
Stg 1 Stg 2
Aux Opt Vent Misc Desic Desic Base
Of
Main
Block
Peak
Coil
Coil
Coil
Load Cond Cond Utility
Total
ton
ton
ton
ton
ton
ton
ton
mo/hr ton
7/16
12.3
0.0
0.0
0.0
0.0
0.0
0.0
12.3
7/16
10.2
0.0
0.0
0.0
0.0
0.0
0.0
10.2
7/16
2.0
0.0
0.0
0.0
0.0
0.0
0.0
2.0
7/17
2.6
0.0
0.0
0.0
0.0
0.0
0.0
2.6
7/17
2.6
0.0
0.0
0.0
0.0
0.0
0.0
2.6
14.9
0.0
0.0
0.0
0.0
0.0
0.0
14.9
Building maximum block load of 14.8 tons occurs in July at hour 16
based on system simulation.
TRACE® 700 v6.3.4 calculated at 10:51 AM on 05/30/2018
Design Capacity Quantities report Page 1 of 1
SYSTEM SUMMARY
DESIGN HEATING CAPACITIES
By Mead & Hunt
Alternative 1
System Coil Capacities
System Description
AHU-1
MAU-1
Unit Heaters
A/C
AHU-2
Totals
Main
System
Btu/h
System Type
Variable Volume Reheat (30% Min Flow Default)
-110,617
Ventilation and Heating
-140,008
Unit Heaters
-34,545
Incremental Heat Pump
-21,164
Single Zone
-68,414
-374,748
Aux
System
Btu/h
0
0
0
0
0
0
Preheat
Btu/h
0
0
0
0
0
0
Reheat
Btu/h
-20,679
0
0
0
0
-20,679
Stg 1
Desic
Regen
Btu/h
0
0
0
0
0
0
Optional
Vent
Btu/h
0
0
0
0
0
0
Humid.
Btu/h
0
0
0
0
0
0
Stg 2
Stg 1
Stg 2
Desic
Frost
Frost
Regen Prevention Prevention
Btu/h
Btu/h
Btu/h
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Heating
Totals
Btu/h
-110,617
-140,008
-34,545
-21,164
-68,414
-374,748
Building Plant Capacities
Peak Loads
Plant
Main
Coil
MBh
System
Boilers
AHU-1
MAU-1
Unit Heaters
AHU-2
Heat Pump
A/C
Project Name:
Dataset Name:
Kingsley Corrosion Control Hangar
KINGSLEYCCF-AK.TRC
Preheat
Coil
MBh
Reheat
Coil
MBh
354
0
0
111
0
0
140
0
0
35
0
0
68
0
0
21
0
0
21
0
0
Building peak load is 374.7 MBh.
Humid.
Coil
MBh
Aux
Coil
MBh
Opt Vent
Coil
MBh
Misc
Load
MBh
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Stg 1
Stg 2
Desic. Desic.
Regen. Regen.
MBh
MBh
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Stg 1
Frost
Prev.
MBh
Stg 2
Frost
Prev.
MBh
Base
Utility
MBh
Absorption
Load
MBh
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
TRACE® 700 v6.3.4 calculated at 10:51 AM on 05/30/2018
Design Capacity Quantities report Page 1 of 1
Load / Airflow Summary
By Mead & Hunt
System Zone Room **
Floor
Area
ft²
People
#
468
234
90
792
792
358
228
586
586
491
491
491
211
472
213
165
90
1,151
1,151
110
110
110
706
706
706
279
110
220
609
609
310
55
161
161
687
2.0
0.0
0.0
2.0
2.0
0.0
3.0
3.0
3.0
3.0
3.0
3.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
2.0
2.0
2.0
26.0
26.0
26.0
3.0
2.0
0.0
5.0
5.0
1.0
0.0
0.0
1.0
2.0
Coil
Cooling
Sensible
Btu/h
Coil
Cooling
Total
Btu/h
22,816
5,764
2,169
30,749
30,712
1,308
5,883
7,190
7,097
2,429
2,429
2,429
0
0
0
0
1,536
1,536
1,536
1,988
1,988
1,988
22,190
22,190
22,190
3,025
2,263
8,325
13,613
13,592
2,889
476
1,329
1,579
6,273
23,216
5,764
2,169
31,149
31,112
1,308
6,483
7,790
7,697
3,031
3,031
3,031
0
0
0
0
1,536
1,536
1,536
2,388
2,388
2,388
27,390
27,390
27,390
3,625
2,663
8,325
14,613
14,592
3,089
476
1,329
1,779
6,673
Space
Design
Max SA
cfm
Air
Changes
ach/hr
VAV
Minimum
SA
cfm
12.03
7.40
7.24
0
0
0
0
0
0
1.12
8.38
16
86
1.60
31
0.00
0.00
0.00
0.00
5.47
0
0
0
0
22
5.80
29
10.15
322
3.20
6.64
11.43
40
33
113
2.74
2.52
2.41
2.89
38
6
17
21
30
30
30
30
30
30
30
0
0
0
0
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
VAV
Minimum
%
Main Coil
Heating
Sensible
Btu/h
Heating
Fan
Max SA
cfm
Percent
OA
Clg
Htg
Alternative 1
122 - Fire Protection Room
202 - Electrical
203 - IT
A/C
A/C
102 - Hallway
121 - Stencil Room
Zone - 001
Zone - 001
120 - PPE Clean Room/Circulator
Zone - 002
Zone - 002
114 - Mens Restroom
115 - Mens Locker
117 - Womens Restroom
118 - Womens Locker
119 - Laundry Room
Zone - 003
Zone - 003
112 - Office
Zone - 004
Zone - 004
113 - Training/Break Room
Zone - 005
Zone - 005
108 - Oil Analysis Room
109 - Office
110 - Equipment Room
Zone - 006
Zone - 006
104 - X-Ray Vault Room
105 - X-Ray CR
106 - Film Production Room
107 - Film Viewing Room
Zone - 007
Rm Peak
Rm Peak
Rm Peak
Sys Peak
Sys Block
Rm Peak
Rm Peak
Zn Peak
Zn Block
Rm Peak
Zn Peak
Zn Block
Rm Peak
Rm Peak
Rm Peak
Rm Peak
Rm Peak
Zn Peak
Zn Block
Rm Peak
Zn Peak
Zn Block
Rm Peak
Zn Peak
Zn Block
Rm Peak
Rm Peak
Rm Peak
Zn Peak
Zn Block
Rm Peak
Rm Peak
Rm Peak
Rm Peak
Zn Peak
1,126
260
98
1,484
1,484
53
287
340
335
105
105
105
0
0
0
0
74
74
74
96
96
96
1,075
1,075
1,075
134
110
377
621
620
127
21
58
70
276
-16,574
-3,344
-1,246
-21,164
-21,164
-989
-3,786
-4,775
-4,775
-389
-389
-389
0
0
0
0
-274
-274
-274
-2,665
-2,665
-2,665
-21,596
-21,596
-21,596
-11,923
-8,090
-4,763
-24,776
-24,776
-15,655
-1,066
-2,167
-2,239
-21,127
1,126
260
98
1,484
1,484
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
* This report does not display heating only systems.
Project Name:
Dataset Name:
Kingsley Corrosion Control Hangar
KINGSLEYCCF-AK.TRC
TRACE® 700 v6.3.4 calculated at 10:51 AM on 05/30/2018
Load/Airflow Summary Report Page 1 of 2
System Zone Room **
Zone - 007
103 - Inspection Bay
Zone - 008
Zone - 008
AHU-1
AHU-1
124 - Air Lock
125 - Paint Booth
126 - Paint Mixing/Hazmat Storage
127 - Bead Booth
AHU-2
AHU-2
Zn Block
Rm Peak
Zn Peak
Zn Block
Sys Peak
Sys Block
Rm Peak
Rm Peak
Rm Peak
Rm Peak
Sys Peak
Sys Block
Floor
Area
ft²
687
1,690
1,690
1,690
6,030
6,030
91
1,422
135
1,116
2,764
2,764
People
#
2.0
5.0
5.0
5.0
46.0
46.0
0.0
4.0
0.0
2.0
6.0
6.0
Coil
Cooling
Sensible
Btu/h
6,264
65,965
65,965
65,965
121,184
119,504
2,131
12,609
0
9,455
24,195
24,502
Coil
Cooling
Total
Btu/h
6,664
66,965
66,965
66,965
130,387
128,707
2,131
13,409
0
9,855
25,395
25,702
Space
Design
Air
Max SA Changes
cfm
ach/hr
276
2,989
5.06
2,989
2,989
5,575
5,496
104
8.03
893
1.79
0
0.00
701
2.22
1,698
1,698
VAV
Minimum
SA
cfm
897
0
0
0
0
VAV
Minimum
%
30
30
30
30
0
0
0
0
Main Coil
Heating
Sensible
Btu/h
-21,127
-35,015
-35,015
-35,015
-110,616
-110,617
-208
-32,714
0
-35,491
-68,414
-69,889
Heating
Fan
Max SA
cfm
0
0
0
0
0
0
104
893
0
701
1,698
1,698
Percent
OA
Clg
Htg
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
* This report does not display heating only systems.
Project Name:
Dataset Name:
Kingsley Corrosion Control Hangar
KINGSLEYCCF-AK.TRC
TRACE® 700 v6.3.4 calculated at 10:51 AM on 05/30/2018
Load/Airflow Summary Report Page 2 of 2
Multiple zone
AHU-1
Show simple view
System name and number
AHU-1
Condition analyzed (impacts Ez, Vdz, Vpz and Vps)
Cooling
All zones are included in the VRP calculation
Yes
Zone Name
and Number
Occupancy
Category
Zone
Floor Area
Are you using
default value
for zone
population?
Az
(sq ft)
0
0
0
0
0
0
0
0
0
0
0
0
0
0
102 Hallway
103 Inspection Bay
104 X-Ray Vault
105 X-Ray Center
106 Film Processing Room
107 Film Viewing Room
108 Oil Analysis Room
109 Office
110 Equipment Room
112 Office
113 Training/Break Room
119 Laundry Room
120 PPE Clean Room/Circulatory
121 Stencil Room
As
(sq ft)
4,969
System population
Ps
(people)
48.00
(people)
48.00
Sum of zone population
sum of Pz
Occupant diversity
D
Uncorrected outdoor air intake
Vou
(cfm)
843.72
System primary airflow (at condition analyzed)
Vps
(cfm)
6,000
Average outdoor air fraction
Xs
1.00
Which method from ASHRAE 62.1 is being used to determine system ventilation efficiency
(Ev)?
Ventilation efficiency
Ev
Outdoor air intake flow (required by 62.1)
Vot
Zone Air
Distribution
Effectiveness
Zone
Outdoor
Airflow
Zone
Discharge
Airflow
Zone
Primary
Airflow
Zone Secondary
Recirculation
Fraction
Zone Primary
Air Fraction
Ez
Voz
(cfm)
Vdz
(cfm)
Vpz
(cfm)
Er
Ep
Pz
(people)
Corridors
358
No
General manufacturing (excludes heavy industrial and processes
using
1,690
No chemicals)
Computer (not printing )
310
No
Computer (not printing )
55
No
Computer lab
161
No
Media center
161
No
Computer lab
279
No
Office space
110
No
Art classroom
220
No
Office space
110
No
Break rooms (general)
706
No
Laundry rooms, central
90
No
Corridors
491
No
Office space
228
No
System area
Outdoor air intake flow provided (measured or design)
Zone
Population
0.00
5.00
1.00
1.00
1.00
1.00
3.00
2.00
0.00
2.00
26.00
0.00
3.00
3.00
Net occupiable floor area served by the ventilation system
∑Pz
Ps / ∑Pz
D ∑ (Rp Pz) + ∑(Ra Az)
0.14
Vou / Vps
0.57
Ventilation efficiency from critical zone
Appendix A
(cfm)
1,480
(cfm)
1,800
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Vou / Ev
21.48
354.11
23.60
8.31
29.32
29.32
63.48
16.60
39.60
16.60
172.36
10.80
29.46
28.68
55
3,000
125
50
75
75
200
110
400
100
1,100
75
400
290
17
900
38
15
23
23
60
33
120
30
330
23
120
87
0.75
0.75
0.75
0.75
0.75
0.75
0.75
0.75
0.75
0.75
0.75
0.75
0.75
0.75
0.30
0.30
0.30
0.30
0.30
0.30
0.30
0.30
0.30
0.30
0.30
0.30
0.30
0.30
Multiple zone
AHU-1 (Heating)
Show simple view
System name and number
AHU-1 (Heating)
Condition analyzed (impacts Ez, Vdz, Vpz and Vps)
Heating
All zones are included in the VRP calculation
Yes
Zone Name
and Number
Occupancy
Category
Zone
Floor Area
Are you using
default value
for zone
population?
Az
(sq ft)
0
0
0
0
0
0
0
0
0
0
0
0
0
0
102 Hallway
103 Inspection Bay
104 X-Ray Vault
105 X-Ray Center
106 Film Processing Room
107 Film Viewing Room
108 Oil Analysis Room
109 Office
110 Equipment Room
112 Office
113 Training/Break Room
119 Laundry Room
120 PPE Clean Room/Circulatory
121 Stencil Room
As
(sq ft)
4,969
System population
Ps
(people)
48.00
(people)
48.00
Sum of zone population
sum of Pz
Occupant diversity
D
Uncorrected outdoor air intake
Vou
(cfm)
843.72
System primary airflow (at condition analyzed)
Vps
(cfm)
6,000
Average outdoor air fraction
Xs
1.00
Which method from ASHRAE 62.1 is being used to determine system ventilation efficiency
(Ev)?
Ventilation efficiency
Ev
Outdoor air intake flow (required by 62.1)
Vot
Zone Air
Distribution
Effectiveness
Zone
Outdoor
Airflow
Zone
Discharge
Airflow
Zone
Primary
Airflow
Zone Secondary
Recirculation
Fraction
Zone Primary
Air Fraction
Ez
Voz
(cfm)
Vdz
(cfm)
Vpz
(cfm)
Er
Ep
Pz
(people)
Corridors
358
No
using
General manufacturing (excludes heavy industrial and processes
1,690
No chemicals)
Computer (not printing )
310
No
Computer (not printing )
55
No
Computer lab
161
No
Media center
161
No
Computer lab
279
No
Office space
110
No
Art classroom
220
No
Office space
110
No
Break rooms (general)
706
No
Laundry rooms, central
90
No
Corridors
491
No
Office space
228
No
System area
Outdoor air intake flow provided (measured or design)
Zone
Population
0.00
5.00
1.00
1.00
1.00
1.00
3.00
2.00
0.00
2.00
26.00
0.00
3.00
3.00
Net occupiable floor area served by the ventilation system
∑Pz
Ps / ∑Pz
D ∑ (Rp Pz) + ∑(Ra Az)
0.14
Vou / Vps
0.47
Ventilation efficiency from critical zone
Appendix A
(cfm)
1,795
(cfm)
1,800
0.80
0.80
0.80
0.80
0.80
0.80
0.80
0.80
0.80
0.80
0.80
0.80
0.80
0.80
Vou / Ev
26.85
442.64
29.50
10.39
36.65
36.65
79.35
20.75
49.50
20.75
215.45
13.50
36.83
35.85
55
3,000
125
50
75
75
200
110
400
100
1,100
75
400
290
17
900
38
15
23
23
60
33
120
30
330
23
120
87
0.75
0.75
0.75
0.75
0.75
0.75
0.75
0.75
0.75
0.75
0.75
0.75
0.75
0.75
0.30
0.30
0.30
0.30
0.30
0.30
0.30
0.30
0.30
0.30
0.30
0.30
0.30
0.30
Appendix G
High Expansion Foam & Water Supply Calculations
Jensen Hughes
Prepared by: Jim Zimmerman, P.E.
Data Prepared for Mead & Hunt
1JAZ17001
11/9/2018
Page 1
High Expansion Foam & Water Supply Calcs
Corrosion Control Hangar
ORANG Kingsley Field, Klamath Falls, OR
Hangar Building Data
** Hangar
Top of Steel
Area
TOS
ft2
feet
5,300
35.0
Bottom Steel
BOS
feet
30.0
Sprinkler
Density
gpm/ft2
0.20
Mead & Hunt
Project No. KJAQ119006
Type B3 4-211-01 Criteria
30% penalty is NOT applicable
* Sprinkler
Sprinkler
Sprinkler
Design Area
Imbalance
Flow (approx.)
ft2
dimensionless
gpm
5,000
1.40
1,400
m2
meters
meters
lpm/m2
m2
dimensionless
492
10.7
9.1
8.15
465
1.40
5,299
* For roof/ceiling slopes of 2 on 12 or greater, increase the Sprinkler Design Area of 5,000 ft2 by 30%
per NFPA 13 (2013 Edition) section, 11.2.3.2.4. Roof deck slope is less than 2 on 12 for this project.
HEF Foam Discharge Capacity Calculation per UFC 4-211-01
Foam
Foam
Discharge
Sprinkler Breakdown
Depth
Volume
Time
Factor RS
feet
3.28
ft3
17,388
minutes
4
RS = (S * Q) = (10 * Flow)
10,000
Shrinkage
Factor CN
** Leakage
Factor CL
dimensionless dimensionless
1.15
2.00
meters
m3
minutes
RS = (S * Q) = (0.0748 * Flow) dimensionless dimensionless
1.0
492
4
283.2
1.15
2.00
For hangar bay areas < 15,000 ft2, use CL = 2.0, per UFC 4-211-01, section 3-6.18.1
For hangar bay areas 15,000 ft2 < 30,000 ft2, use CL = 2.5
For hangar bay areas 30,000 ft2 and greater, use CL = 3.0
** (CL is not a true leakage factor, rather it's used to compensates for effect of sprinkler breakdown
relative to hangar size. Consider using next high CL value if area is close to the limit).
HEF Discharge Rate = ((Volume/Time) + RS Sprinkler Breakdown Rate) x CN(shrinkage) x CL(leakage)
cfm which is
HEF Discharge Rate (cfm) =
32,998
6.2 cfm/ft2
HEF Discharge Rate = ((Volume/Time) + RS Sprinkler Breakdown Rate) x CN(shrinkage) x CL(leakage)
HEF Discharge Rate (m3/m)=
934
m3/min which is
1.9 m3/min/m2
Note: UFC 4-211-01, Section 3-6.18.1 calls for discharge rates of 2.6 cfm/ft2 or greater.
The calculated rate is above 2.6 cfm/ft2
For comparison purposes, an NFPA 409 calculation would require a rate of
29,785
843
cfm
m3/min
Jensen Hughes
Prepared by: Jim Zimmerman, P.E.
Data Prepared for Mead & Hunt
1JAZ17001
11/9/2018
Page 2
High Expansion Foam & Water Supply Calcs
Corrosion Control Hangar
ORANG Kingsley Field, Klamath Falls, OR
Mead & Hunt
Project No. KJAQ119006
Type B3 4-211-01 Criteria
Sprinkler Flow Water Pressure Analysis (K = 5.6, Area/Sprinkler = 130 ft2)
Sprinkler
Sprinkler
Pipe
Sprinkler
Backflow
Pressure
Elevation
Friction
Riser
Preventer
psi
feet to psi
psi
psi
psi
22
15
40
3
12
bar
1.49
feet to bar
1.02
bar
2.76
bar
0.21
bar
0.83
10% Safety
Factor
psi
9
Sum of
Pressures
psi
100
bar
0.63
bar
6.92
HEF Pressure Analysis, Ansul Foam Generators - 40 psi Operating Pressure (Min. Allowable 2.0%)
Generator
Generator
Pipe
HEF Inductor
Backflow
Flow Control
Sum of
Pressure
Elevation
Friction
Proportioning
& Strainer
Valve
Pressures
psi
feet to psi
psi
psi
psi
psi
psi
40
13
30
40
17
20
160
bar
2.76
feet to bar
0.87
bar
2.07
nar
2.76
bar
1.17
bar
1.38
HEF Pressure Analysis, Ansul Foam Generators - 50 psi Operating Pressure
Generator
Generator
Pipe
HEF Inductor
Backflow
Flow Control
Pressure
Elevation
Friction
Proportioning
& Strainer
Valve
psi
feet to psi
psi
psi
psi
psi
50
13
30
40
17
20
bar
3.45
feet to bar
0.87
bar
2.07
bar
2.76
bar
1.17
bar
1.38
HEF Pressure Analysis, Ansul Foam Generators - 55 psi Operating Pressure
Generator
Generator
Pipe
HEF Inductor
Backflow
Flow Control
Pressure
Elevation
Friction
Proportioning
& Strainer
Valve
psi
feet to psi
psi
psi
psi
psi
55.0
13
30
60
12
20
bar
3.79
feet to bar
0.87
bar
2.07
bar
4.14
bar
0.83
bar
1.38
Note: HEF generator elevation is 1 ft below BOS-ridge to ensure clearance is not compromised.
bar
11.00
Sum of
Pressures
psi
170
bar
11.69
Sum of
Pressures
psi
190
bar
13.07
Jensen Hughes
Prepared by: Jim Zimmerman, P.E.
Data Prepared for Mead & Hunt
1JAZ17001
11/9/2018
Page 3
High Expansion Foam & Water Supply Calcs
Corrosion Control Hangar
ORANG Kingsley Field, Klamath Falls, OR
Gen. Model:
JetX-15A
Generators
Ansul Jet X-15A (UL)
Capacity
Solution
per Unit
Flow/Unit
Mead & Hunt
Project No. KJAQ119006
Type B3 4-211-01 Criteria
Min. Operating Pressure:
Water gpm
Total HEF
Flow/Unit
Flow
Provided
gpm
cfm
106
36,363
40 psi (2.76 bar)
Total HEF
Required
Flow
Minimum
(minimum) Capacity Met?
cfm
>req'd cfm?
32,998
Yes
quantity
3
cfm
12,121
gpm
108
quantity
3
m3/min
343
lpm
409
lpm
401
m3/min
1,030
m3/min
934
> req'd m3/m?
Yes
JetX-15A
Generators
Proportioning
% Concentrate
Solution
Flow/Unit
Water gpm
Flow/Unit
HEF Conc.
Flow/Unit
quantity
3
%
2.00%
gpm
108
gpm
105.84
gpm
2.16
Total HEF
Conc. Flow
(minimum)
gpm
6.48
Total Water
Flow with 15%
Imbalance
gpm
365
quantity
3
%
2.00%
lpm
409
lpm
401
lpm
8.2
lpm
25
lpm
1,382
HEF Piping Zone Volume Approximation (schedule 40 black steel)
4.026 " Pipe (100)
3.068 " Pipe (80)
2.469 " Pipe (65)
Pipe Length
Pipe Volume
Pipe Length
Pipe Volume
Pipe Length
Pipe Volume
lineal ft
gal
lineal ft
gal
lineal ft
gal
77
51
60
23
53
13
lineal meters
26.2
liters
192
lineal meters
20.4
liters
87
HEF Response Time Approximation
HEF
HEF
HEF Zone
HEF Zone
Deluge
Generator
Design
Volume
Risers
per Zone Flow w/Imblanace
quantity
quantity
gpm
gallons
1
3
365
87
lineal meters
18.2
HEF Zone
Fill Time
seconds
14
liters
50
System
Volume
gallons
87
liters
600
Time Available Approx. Cover
for HEF 1 Min.
Diameter
Response
manual lookup
seconds
ft
46
62
quantity
quantity
lpm
liters
seconds
seconds
meters
1
3
1,382
330
14
46
21.0
* HEF concentrate must provide for minimum of 15 minutes of discharge - UFC 4-211-01, Section 3-6.11.3
(no reserve capacity required if refill can occur within 24 hours).
HEF Concentrate Tank Sizing
JetX-15A
HEF Conc.
Generators
Flow/Unit
quantity
3
gpm
2.16
HEF Flow
Duration
minutes
15
Distribution
Proportioning
Minimum
Imbalance
Inaccuracy
Tank Volume
Allowance
Allowance
Req'd
dimensionless dimensionless
gallons
1.15
1.30
145
* HEF Tank
Size Selected
gallons
200
quantity
lpm
minutes
dimensionless dimensionless
liters
liters
3
8.18
15
1.15
1.30
550
757
* HEF concentrate must provide for minimum of 15 minutes of discharge (no reserve capacity required).
Water Flow & Pressure Requirement Summary
Sprinkler
HEF
Total System
Total Water
Water Flow
Water Flow
Water Flow
Water Flow
(Rounded Up)
gpm
gpm
gpm
gpm
1,400
365
1,765
1,800
lpm
5,299
lpm
1,382
lpm
6,681
lpm
6,813
Values are approximations
to predict total water
demand, and to size water
supply.
Pressure
Required
(40 psi HEF)
psi
160
Pressure requirement taken
from prior page.
bar
11.00
Jensen Hughes
Prepared by: Jim Zimmerman, P.E.
Data Prepared for Mead & Hunt
1JAZ17001
11/9/2018
Page 4
High Expansion Foam & Water Supply Calcs
Corrosion Control Hangar
ORANG Kingsley Field, Klamath Falls, OR
Mead & Hunt
Project No. KJAQ119006
Type B3 4-211-01 Criteria
Water Supply Test: 14 Dec 2017
Test Hyd: FH-202 near Bldg 219 pump house
Flow Hyd: FH-302 near Bldg 232
Static psi
62
Residual psi
60
Residual psi
Flow Hydrants Orifice Size(in)
FH-302
2.5
FH-302
2.5
Coefficient
0.90
0.90
Pitot (psi)
26
26
Flow (gpm)
856
856
=29.83*E18*(D18^2)*(F18^
Lowest flow result
Test #1 Existing Water Supply
Static
Residual
Pressure
Pressure
psi
psi
62
60
bar
4.27
bar
4.14
1,711
Calc'd Available Capacities w/500 gpm
Outside Hose Stream Allowance
At a Design
Avaiable
Flow Available
Flow of
Pressure
at 20 psi
gpm
psi
gpm
2,300
59
8,857
At a
Flow of
gpm
1,711
lpm
6,477
lpm
8,706
bar
4.04
lpm
33,524
Water Service Line Fire Pump Discharge to Hangar: Sizing
C900 Pipe is anticipated
Total Water
10 " Pipe
12 " Pipe
14 " Pipe
Demand
Velocity
Press. Drop *
Velocity
Press. Drop *
Velocity
Press. Drop *
gpm
ft/sec
psi per 100 ft
ft/sec
psi per 100 ft
ft/sec
psi per 100 ft
1,800
10.9
0.67
7.7
0.29
6.4
0.14
lpm
6,813
m/sec
3.7
bar per 100m
0.152
m/sec
2.6
Total Water Demand for HEF System & Sprinklers
Total Water
Pressure
Backflow
Total Pressure
Water Flow
Required
Preventer
Required
(Rounded)
(40 psi HEF) Pressure Loss
gpm
psi
psi
psi
1,800
160
N/A
160
lpm
6,813
bar
11.00
bar
0.00
bar
11.00
bar per 100m
0.065
m/sec
2.2
bar per 100m
0.032
Analysis:
The existing water supply
does not provide sufficient pressure, but does
provide sufficient volume at a pressure of
20 psi. Therefore fire pumps are required, and
water storage tanks are not required.
Jensen Hughes
Prepared by: Jim Zimmerman, P.E.
Data Prepared for Mead & Hunt
1JAZ17001
11/9/2018
Page 5
High Expansion Foam & Water Supply Calcs
Corrosion Control Hangar
ORANG Kingsley Field, Klamath Falls, OR
Mead & Hunt
Project No. KJAQ119006
Type B3 4-211-01 Criteria
Fire Pumps: Qty and Flow of Fire Pumps (2,500 GPM limit, 1 hangar, no redundant supply req'd)
Req'd Flow
Fire Pump
Quantity
Nom. Cap.
Allowable %
Flow at
Provided Flow
Worst Case
Nominal
# of
Operation
120%
≥ Than
Capacity
Flow
Fire Pumps
Above Nom. Out On Curve Req'd Flow?
gpm
gpm
quantity
gpm
dimensionless
gpm
≥ Req'd Flow
1,800
2,000
1
2,000
120%
2,400
OK
lpm
6,813
lpm
7,570
quantity
1
lpm
7,570
dimensionless
120%
Fire Pump (Electric) Selection - Determine Pressure Rating Req'd
Residual
Fire Pump Total Pressure
Design
Static Press.
Pressure at
Nom. Press. at Design Flow
Pressure
Max.*
Design Flow.*
Rating
w/RPZ
Rqm'ts Met?
psi
psi
psi
psi
> Req' psi
62
59
105
164
OK
lpm
9,084
≥ Req'd Flow
OK
Total Churn
(Flow = 0)
Pressure **
psi
182
Churn Press.
> Than
Pipe Rating?
> 175 psi
Too High
bar
bar
bar
bar
> Req'd bar
bar
> 12.07 bar
4.3
4.0
7.2
11.3
OK
12.5
Too High
Use variable speed electric motor driven fire pumps per NFPA 20, 4.7.7.2 & 4.7.7.3
New: Aurora Model 6-481-18C - 2,000 gpm at 105 psi with max BHP of 200 HP = 200 HP VFD motor
Water Storage Tanks - NOT USED
Fire Pump (Electric) Selection - Determine Pressure Rating Req'd - Suction From Water Tanks
Fire Pump
Disch. Press. Disch. Press.
Design
Total Churn
Churn Press.
Static Press. Nom. Press.
Fire Pump at Design Flow
Pressure
(Flow = 0)
> Than
Max.*
Rating
Nominal
w/Low Tank
Rqm'ts Met?
Pressure **
Pipe Rating?
psi
psi
psi
psi
> Req' psi
psi
> 175 psi
17
245
154
221
OK
292
Too High
bar
1.2
bar
16.9
bar
10.6
bar
15.2
> Req'd bar
OK
bar
20.1
> 12.07 bar
Too High
* Height of water in tank approx. 40 feet. Residual tank pressure assumed = 0 (no contribution at design).
Jensen Hughes
Prepared by: Jim Zimmerman, P.E.
Data Prepared for Mead & Hunt
1JAZ17001
11/9/2018
Page 6
High Expansion Foam & Water Supply Calcs
Corrosion Control Hangar
ORANG Kingsley Field, Klamath Falls, OR
Mead & Hunt
Project No. KJAQ119006
Type B3 4-211-01 Criteria
Water Storage Tanks Capacity - NOT USED
Provide two water tanks for Divided Supply
Demand
Min. Flow
Req'd Flow Min. Tank Size
Nominal
Flow
Duration
x Duration
Required
Tank Selection
gpm
minutes
gallons
gallons
gallons
2,800
45
126,000
63,000
70,000
lpm
10,598
minutes
45
liters
476,910
liters
238,455
liters
238,455
Water Line to Fire Pumps: Check for Pump Suction Line (NFPA 20, 2010 Ed. 4.14.3.3)
Fire Pump(s)
Inner Diam:
10.0
" Pipe
Length of
Equiv. Length Suction Line
at 150% Flow
Velocity
< 15 ft/sec? Press. Drop * Suction Line
With Fittings Pressure Drop
gpm
ft/sec
ft/sec
psi per ft
feet
feet
psi
3,000
12.3
Velocity OK
0.016
120
240
3.73
lpm
20,685
m/sec
4.2
< 4.5 m/sec?
Velocity OK
bar per m
0.0035
meters
37
Water Service Line Fire Pump Discharge to Hangar: Sizing
Total Water
8 " Pipe
10 " Pipe
Demand
Velocity
Press. Drop *
Velocity
Press. Drop *
gpm
ft/sec
psi per 100 ft
ft/sec
psi per 100 ft
2,300
14.7
2.82
9.4
0.95
lpm
8,706
m/sec
5.0
bar per 100m
0.638
m/sec
3.2
bar per 100m
0.215
meters
73
Velocity
ft/sec
6.5
m/sec
2.2
bar
0.258
12 " Pipe
Press. Drop *
psi per 100 ft
0.39
bar per 100m
0.089
* At a "C factor" of 150 for new C900 underground piping.
Water velocity in service line is limited to 10 ft/sec (3 m/sec) by Air Force ETL 02-15, section A1.3.1.6.3.
Jensen Hughes
Prepared by: Jim Zimmerman, P.E.
Data Prepared for Mead & Hunt
1JAZ17001
11/9/2018
Page 7
High Expansion Foam & Water Supply Calcs
Corrosion Control Hangar
ORANG Kingsley Field, Klamath Falls, OR
Mead & Hunt
Project No. KJAQ119006
Type B3 4-211-01 Criteria
Foam Waste Generation Data - Assumption: Total Design Flow Until HEF Tank is Exhausted
Minutes of
Sprinkler
Total Sprinkler
HEF
Total HEF
Total
Total Amount
Flow Provided
Water
Water
Solution
Solution
Discharge
of HEF Conc.
By Actual
Discharge
Discharge
Discharge
Discharge
(Rounded Up Contained In
HEF Tank Size
Rate
(Rounded Up)
Rate
(Rounded Up) to next 000)
Discharge
minutes
gpm
gallons
gpm
gallons
gallons
gallons
20.64
1,400
29,000
0
0
29,000
200
minutes
20.64
lpm
5,299
liters
109,765
lpm
0
liters
0
liters
109,765
liters
757
This calculation estimates the total amount of fire suppression waste water and foam concentrate (in
solution), which could potentially be discharged if both the sprinkler system and the HEF system activate
to their full design flow, and this flow continues untill the HEF concentrate tank is exhausted. It should also
be understood that these systems have no provision for automatic shut down. HEF concentrate is
generally considered to be acceptable for processing at waste water treatment plants when diluted to a
level of 50 ppm or less.
UFC 4-211-01, section 6-2.2 states that HEF foam waste is not required to be included in the
suppression waste containment
Foam Test Waste Generation Data - Assumption: HEF Design for 3.5 Minutes, No Sprinkler Flow
Minutes of
Sprinkler
Total Sprinkler
HEF
Total HEF
Total
Flow Provided
Water
Water
Solution
Solution
Discharge
to Pass
Discharge
Discharge
Discharge
Discharge
(Rounded Up
Foam Test
Rate
(Rounded Up)
Rate
(Rounded Up) to next 000)
minutes
gpm
gallons
gpm
gallons
gallons
4.00
0
0
0
0
0
minutes
4.00
lpm
0
liters
0
lpm
0
liters
0
liters
0
This calculation estimates the total amount of HEF foam waste water discharged during system acceptance
testing. This waste will be contained on the hangar floor, as the automatic Foam Waste Valve
to their full design flow, and this flow continues untill the HEF concentrate tank is exhausted. It should also
be understood that these systems have no provision for automatic shut down. HEF concentrate is
generally considered to be acceptable for processing at waste water treatment plants when diluted to a
level of 50 ppm or less.
CONSTRUCT CORROSION CONTROL HANGAR
BASIS OF DESIGN PART II – PROJECT NARRATIVE
Project Number: KJAQ119006
Contract Number: W9133L-16-D-0007
Mead & Hunt project no.: 3142200-121252.01
Prepared by
9600 NE Cascades Parkway, Ste. 100
Portland, Oregon 97220
(503) 548-1494