CONSTRCUT CH-47 WEATHER SHELTER B
CAMP BUEHRING, KUWAIT
JOC TO NO: W912ER21F0161
Prepared For
U.S. ARMY CORPS OF ENGINEERS
TRANSATLANTIC EXPEDITIONARY DISTRICT
USACE Middle East District,
Kuwait Area Office,
Camp Arifjan, Kuwait.
METAL BUILDING
SYSTEM
(DESIGN DATA)
Transmittal No. 13 34 19
Prepared By
MVL USA, Inc.
2722 E Michigan Ave
Suite 209, Lansing, MI 48912
METAL BUILDING SYSTEM
PROPOSAL
SUBMITTAL
REFERENCE
SECTION NO
ITEM NO
PARAGRAPH NO
13 34 19 1.6.3 Manufacturer's
Qualifications
13 34 19 1.6.1 Manufacturer's
Building Design Analysis
13 34 19 1.6.1 Manufacturer's
Descriptive and
Technical
1
1.6.3
17
1.6.1
16
1.6.1
REMARKS
INDEX
1. PROJECT SPECIFICATION
2. DRAWING REFERENCE
3. PEB STRUCTURAL DESIGN CALCULATIONS
4. PEP DRAWINGS
5. COLUMNS BASE REACTIONS
6. SANDWITCH PANELS SPECS ROOF& WALLS
7. MANNIFACTURERE PROFILE AND PREVIOUS APPROVALS
Rev
Date
0
Feb. 02, 2022
Description
METAL BUILDING
SYSTEM
Prep. By
MVL
Gov. Action
Action Date
1.
PROJECT SPECIFICATION
2. DRAWING REFERENCE
C
B
A
9
DESIGN CRITERIA
GENERAL
FOUNDATIONS
REINFORCED CONCRETE
DC-1 BUILDING CODE: 2015 INTERNATIONAL BUILDING CODE (IBC)
AS AMENDED BY UFC 1-201-01 AND UFC 3-301-01 (W/ CHANGE 4, 1
NOV 2018)
G-1
F-1
C-1
DC-2 LATERAL LOAD DESIGN CRITERIA
A. RISK CATEGORY
II
B. WIND DESIGN CRITERIA
1. WEATHER SHELTER DOOR CLOSED
A. ULTIMATE WIND SPEED (Vult)
177 KPH
B. NOMINAL WIND SPEED (Vasd)
137 KPH
C. EXPOSURE CATEGORY
C
D. INTERNAL PRESSURE COEFFICIENT
+/- 0.47
E. LARGE VOLUME REDUCTION FACTOR (RI)
0.86
F. COMPONENTS AND CLADDING
RE: S-602
2. WEATHER SHELTER DOOR OPEN
A. ULTIMATE WIND SPEED (Vult)
97 KPH
B. NOMINAL WIND SPEED (Vasd)
75 KPH
C. EXPOSURE CATEGORY
C
D. INTERNAL PRESSURE COEFFICIENT
+/- 0.55
E. LARGE VOLUME REDUCTION FACTOR (RI)
1.0
F. COMPONENTS AND CLADDING
RE: S-602
C. SEISMIC DESIGN CRITERIA
1. SEISMIC IMPORTANCE FACTOR (Ie)
1.0
2. SITE CLASS
D (ASSUMED)
3. SEISMIC DESIGN CATEGORY
D
4. SHORT PERIOD SPECTRAL ACCELERATION (SS)
0.57g
0.27g
5. ONE SECOND SPECTRAL ACCELERATION (S1)
6. SHORT PERIOD RESPONSE ACCELERATION (SDS)
0.511
0.335
7. ONE SECOND RESPONSE ACCELERATION (SD1)
8. SEISMIC RESPONSE COEFFICIENT (Cs)
0.157
9. SEISMIC DESIGN BASE SHEAR
378 KN
10. SEISMIC RESISTING SYSTEM: STEEL ORDINARY
CONCENTRICALLY BRACED FRAMES (R = 3.25)
11. ANALYSIS METHOD:
EQUIVALENT LATERAL FORCE PROCEDURE
DC-3 GRAVITY LOADS
A. DEAD LOADS
1. ROOF
0.96 KPa
A. MINIMUM (FOR UPLIFT)
0.40 KPa
B. LIVE LOADS
1. ROOF
0.96 KPa MINIMUM
2. CH-47 WHEEL LOADS
A. TRAFFIC AREAS A AND B
22680kg
B. TRAFFIC AREAS C AND D
17010kg
C. SNOW LOADS
1. GROUND SNOW LOAD (Pg)
0 KPa
D. CONSTRUCTION LOADS
1. NOT TO EXCEED THE DESIGN LIVE LOADS.
DC-4 FOUNDATION DESIGN CRITERIA
A. FOUNDATION DESIGN IS BASED UPON THE FOLLOWING SOIL PARAMETERS:
1. ASSUMED NET ALLOWABLE SOIL BEARING PRESSURE:
A. SPREAD FOOTINGS: 72 KPa
B. CONTINUOUS FOOTINGS: 72 KPa
B. ASSUMED LATERAL EARTH PRESSURE PARAMETERS:
1. SOIL DENSITY = 1760 kg/m3
2. COEFFICIENT OF ACTIVE PRESSURE (Ka) = 0.33
3. COEFFICIENT OF PASSIVE EARTH PRESSURE (Kp) = 3.0
4. ANGLE OF INTERNAL FRICTION (phi) = 30 DEGREES
5. COEFFICIENT OF FRICTION (u) = 0.30
6. MODULUS OF SUB-GRADE REACTION (ks) = 3460 g/cm3
C. MINIMUM BEARING DEPTH: 900mm
DC-5 ATFP
A. THIS FACILITY HAS BEEN DESIGNED IN ACCORDANCE WITH THE ANTI-TERRORISM
FORCE PROTECTION (ATFP) REQUIREMENTS SET FORTH IN UFC 4-010-01 DATED
12-12-18. BUILDING ANTI-TERRORISM INFORMATION IS AS FOLLOWS:
a. ATFP FACILITY CLASSIFICATION CRITERIA:
i. PERIMETER:
WITHIN INSTALLATION
ii. BUILDING CATEGORY:
LOW OCCUPANCY
iii. BUILDING STANDOFF DISTANCE: >15m TO PERIMETER
iv. PROGRESSIVE COLLAPSE:
N/A
v. STRUCTURAL ISOLATION:
N/A
b. WINDOWS, DOORS AND EXTERIOR CLADDING MUST SATISFY THE
REQUIREMENTS SET FORTH IN UFC 4-010-01 GIVEN THE ATFP FACILITY
CLASSIFICATION ABOVE.
METHODS, PROCEDURES AND SEQUENCES OF CONSTRUCTION ARE THE
RESPONSIBILITY OF THE CONTRACTOR. THE CONTRACTOR IS RESPONSIBLE FOR
IDENTIFYING AND IMPLEMENTING THE NECESSARY PRECAUTIONS TO MAINTAIN AND
ENSURE THE INTEGRITY OF THE STRUCTURE AT ALL STAGES OF CONSTRUCTION.
F-2
G-2
G-3
G-4
G-5
G-6
G-7
TEMPORARY BRACING, SHEETING, SHORING, ETC, REQUIRED TO ENSURE THE
STRUCTURAL INTEGRITY/STABILITY OF THE EXISTING BUILDINGS, SIDEWALKS,
UTILITIES, ETC, DURING CONSTRUCTION IS THE RESPONSIBILITY OF THE
CONTRACTOR AND SHALL BE DESIGNED BY A REGISTERED PROFESSIONAL
ENGINEER EMPLOYED BY THE CONTRACTOR.
IMPLEMENTATION OF JOB SITE SAFETY IS THE SOLE RESPONSIBILITY OF THE
CONTRACTOR.
WHEN NOT SPECIFICALLY INDICATED ON THE STRUCTURAL DRAWINGS, THE
CONTRACTOR IS RESPONSIBLE FOR DETERMINING SLEEVE AND BLOCK-OUT
REQUIREMENTS FOR PENETRATIONS PRIOR TO FABRICATION OR ERECTION OF THE
STRUCTURE. PENETRATIONS OF STRUCTURAL MEMBERS ARE SUBJECT TO
APPROVAL BY THE CONTRACTING OFFICER. THE CONTRACTOR IS ALSO
RESPONSIBLE FOR DETERMINING ANCHORAGE AND HANGER REQUIREMENTS
REQUIRED FOR SUPPORTING EQUIPMENT, FINISHES, UTILITIES ETCETERA NOT
INDICATED ON THE STRUCTURAL DRAWINGS.
THE CONTRACTOR IS RESPONSIBLE FOR DETERMINING AND COORDINATING
DIMENSIONS AND INSTALLATION DETAILS OF PURCHASED EQUIPMENT WITH THE
SUPPORTING STRUCTURE. ANY CONFLICTS BETWEEN THESE ITEMS AND THE
BUILDING STRUCTURE IS TO BE BROUGHT TO THE ATTENTION OF THE
CONTRACTING OFFICER FOR RESOLUTION.
THE STRUCTURAL DRAWINGS GOVERN THE WORK FOR STRUCTURAL FEATURES,
UNLESS OTHERWISE NOTED. DIMENSIONS SHOWN ON PLANS AND DETAILS ARE TO
GOVERN THE STRUCTURAL WORK. THE CONTRACTOR IS TO REFER TO THE
ARCHITECTURAL DRAWINGS FOR DIMENSIONS AND DETAILS NOT PROVIDED.
DIMENSIONAL CONFLICTS IN THE DOCUMENTS SHALL BE BROUGHT TO THE
ATTENTION OF THE CONTRACTING OFFICER.
FOR ADDITIONAL INFORMATION NOT COVERED IN THESE GENERAL NOTES, REFER
TO THE PROJECT SPECIFICATIONS. IN CASE OF CONFLICT BETWEEN THE GENERAL
NOTES, SPECIFICATIONS, AND DRAWINGS, THE MOST STRINGENT REQUIREMENTS
AS DETERMINED BY THE CONTRACTING OFFICER WILL GOVERN.
G-8
WORK NOT INDICATED ON A PART OF THE DRAWINGS, BUT REASONABLY IMPLIED TO
BE SIMILAR TO THAT SHOWN AT CORRESPONDING LOCATIONS, IS TO BE REPEATED.
G-9
DETAILS DESIGNATED AS “TYPICAL DETAILS,” APPLY GENERALLY TO THE DRAWINGS
IN AREAS WHERE CONDITIONS ARE SIMILAR TO THOSE DESCRIBED IN THE DETAILS.
G-10
SHOP DRAWINGS:
A. SHOP DRAWINGS FOR ALL MATERIALS ARE TO BE SUBMITTED TO THE
CONTRACTING OFFICER FOR REVIEW PRIOR TO THE START OF FABRICATION
OR COMMENCEMENT OF WORK PER THE PROJECT SPECIFICATIONS.
B. SHOP DRAWINGS MUST BE CHECKED AND STAMPED BY THE CONTRACTOR
PRIOR TO SUBMISSION. THE CONTRACTOR’S STAMP OF APPROVAL WILL
CONSTITUTE CERTIFICATION THAT HE HAS VERIFIED ALL FIELD
MEASUREMENTS, CONSTRUCTION CRITERIA, MATERIALS AND SIMILAR DATA
AND HAS CHECKED EACH DRAWING FOR COMPLETENESS, COORDINATION,
AND COMPLIANCE WITH THE CONTRACT DOCUMENTS.
C. REPRODUCTION OF ANY PORTION OF THE STRUCTURAL CONTRACT
DRAWINGS FOR SUBMITTAL AS SHOP DRAWINGS IS PROHIBITED.
D. CHANGES TO SHOP DRAWINGS THAT ARE RE-SUBMITTED MUST BE CLOUDED
OR SOMEHOW INDICATE THAT A CHANGE HAS BEEN MADE TO PREVIOUSLY
ISSUED AND REVIEWED DRAWING.
E. THE CONTRACTOR IS TO PROVIDE THE CONTRACTING OFFICER WITH
WRITTEN NOTICE OF DEVIATIONS OF ANY TYPE FROM THE REQUIREMENTS
OF THE CONSTRUCTION DOCUMENTS. THE NOTICE MUST BE RECEIVED
PRIOR TO SHOP DRAWING SUBMITTAL. THE CONTRACTOR REMAINS LIABLE
FOR ANY DEVIATION UNLESS REVIEWED BY THE CONTRACTING OFFICER AND
ACKNOWLEDGED IN WRITING, PRIOR TO THE RECEIPT OF THE SHOP
DRAWINGS.
FOUNDATIONS HAVE BEEN DESIGNED IN ACCORDANCE WITH THE INFORMATION
SHOWN IN THE DESIGN CRITERIA. NO GEOTECHNICAL REPORT NOR
RECOMMENDATIONS HAVE BEEN PROVIDED FOR THIS PROJECT.
FOUNDATIONS ARE TO BE PLACED ON UNDISTURBED SOIL OR COMPACTED FILL
CONFORMING TO 95% STANDARD DENSITY PER ASTM D 698 (MAXIMUM FILL LIFT =
200mm).
10
REINFORCED CONCRETE WORK IS TO BE IN ACCORDANCE WITH THE AMERICAN
CONCRETE INSTITUTE (ACI) "BUILDING CODE REQUIREMENTS FOR STRUCTURAL
CONCRETE - ACI 318" (LATEST EDITION) AND THE “SPECIFICATIONS FOR
STRUCTURAL CONCRETE FOR BUILDINGS - ACI 301” (LATEST EDITION).
C-2
MIXING, TRANSPORTING, PLACING AND TESTING OF CONCRETE IS TO BE DONE IN
ACCORDANCE WITH ACI 301.
F-3
ALL FOOTINGS ARE TO BEAR A MINIMUM OF 900mm BELOW FINISHED GRADE.
ELEVATIONS SHOWN ON THE DRAWINGS AT WHICH FOUNDATIONS BEAR ARE
APPROXIMATE AND MAY VARY TO SUIT SUBSURFACE SOIL CONDITIONS.
C-3
PRIOR TO CONCRETE PLACEMENT, THE CONTRACTOR MUST SUBMIT CONCRETE MIX
DESIGNS FOR EACH TYPE OF CONCRETE TO BE USED, PREPARED IN ACCORDANCE
WITH THE SPECIFICATIONS TO THE CONTRACTING OFFICER FOR REVIEW.
F-4
PRIOR TO PLACING CONCRETE, ANY WATER PRESENT IS TO BE PUMPED OUT FROM
THE BOTTOM OF EXCAVATIONS.
C-4
F-5
CONCRETE SLABS-ON-GRADE HAVE BEEN DESIGNED TO BEAR ON PROPERLY
COMPACTED SUB-GRADE SOILS AS PER THE DESIGN CRITERIA. THE DRAINAGE
BASE COURSE MATERIAL BENEATH THE SLAB-ON-GRADE IS TO CONFORM TO ASTM
D 1241, TYPE 1, GRADATION B AND BE COMPACTED IN ACCORDANCE WITH 95%
STANDARD DENSITY PER ASTM D 698 (MAXIMUM FILL LIFT = 200mm).
CAST-IN-PLACE CONCRETE SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE
STRENGTH (f'c) AS INDICATED ON THE CONCRETE MATERIALS SCHEDULE ON
DRAWING S-601.
C-5
THE SLUMP AT POINT OF PLACEMENT IS NOT TO EXCEED 100mm+/-25mm AND THE
WATER/CEMENT RATIO IS NOT TO EXCEED 0.45. IF ADDITIONAL SLUMP (UP TO
200mm) IS DESIRED FOR PUMPING, A SUPER-PLASTICIZER ADMIXTURE MAY BE
ADDED.
C-6
CONCRETE EXPOSED TO WEATHER AND FREEZE/THAW SHALL BE AIR ENTRAINED
PER THE SPECIFICATIONS IN ACCORDANCE WITH ACI RECOMMENDATIONS. AIR
ENTRAINING ADMIXTURE SHALL CONFORM TO ASTM C260.
C-7
REINFORCEMENT:
A. DEFORMED BARS: ASTM A 615/A 615M, GRADE 420
B. WELDED WIRE REINFORCEMENT: ASTM A 1064
C-8
REINFORCEMENT IS TO BE DETAILED, FABRICATED, AND PLACED IN ACCORDANCE
WITH THE ACI "DETAILING MANUAL NO. SP-66” (LATEST EDITION).
C-9
SPLICES (LAPS) OF REINFORCING BARS SHALL BE CLASS ‘B’ TENSION LAPS PER ACI
318 (LATEST EDITION) UNLESS NOTED OTHERWISE. REFER TO THE MINIMUM LAP
SPLICES OF REINFORCING BARS IN TENSION SCHEDULE ON DRAWING S-601.
C-10
PROVIDE ADEQUATE CONCRETE COVER IN ACCORDANCE WITH THE REQUIREMENTS
AS SET FORTH BY ACI 318. REFER TO THE CONCRETE COVER SCHEDULE ON
DRAWING S-601.
C-11
REINFORCEMENT IS TO BE SECURELY HELD IN PLACE WHILE PLACING CONCRETE.
IF REQUIRED, ADDITIONAL BARS, STIRRUPS, OR CHAIRS WILL BE PROVIDED BY THE
CONTRACTOR TO FURNISH SUPPORT FOR ALL BARS WHERE NECESSARY DURING
CONSTRUCTION.
C-12
CONTINUOUS REINFORCING BARS TO BE TURNED AND LAPPED AT CORNERS AND
INTERSECTIONS OF WALLS AND FOOTINGS. HOOKED BARS TO HAVE STANDARD ACI
HOOKS UNLESS NOTED OTHERWISE.
C-13
CONTINUOUS TOP BARS TO BE SPLICED AT MID-SPAN. CONTINUOUS BOTTOM BARS
TO BE SPLICED AT CENTERLINE OF SUPPORTS (OR AS SHOWN ON DETAILS).
C-14
WELDED WIRE REINFORCEMENT IS TO BE SUPPLIED IN FLAT SHEETS ONLY. LAP
WELDED WIRE REINFORCEMENT TWO FULL MESH LENGTHS AT SPLICES AND WIRE
TOGETHER. PLACE WELDED WIRE REINFORCEMENT WITHIN THE SLAB THICKNESS
PER THE TYPICAL DETAILS.
C-15
CONCRETE SLABS TO BE CURED BY METHOD COMPATIBLE WITH SPECIFIED FLOOR
FINISH. WHERE ACCEPTABLE USE A LIQUID MEMBRANE-CURING COMPOUND AT THE
MANUFACTURERS RECOMMENDED COVERAGE.
C-16
SLOPE SLABS-ON-GRADE TO DRAIN AS REQUIRED. MAINTAIN MINIMUM DESIGN
THICKNESS INDICATED.
C-17
DIVIDE FLOOR SLABS-ON-GRADE INTO SEGMENTS BY MEANS OF ISOLATION,
CONTROL AND CONSTRUCTION JOINTS AS INDICATED ON THE DRAWINGS. SAW
JOINTS TO BE CUT AS SOON AS POSSIBLE WITHOUT RAVELING THE SURFACE.
POSITION OF CONSTRUCTION JOINTS OTHER THAN THOSE SHOWN ON THE
DRAWINGS ARE TO BE SUBMITTED TO THE CONTRACTING OFFICER FOR APPROVAL.
C-18
SLAB-ON-GRADE CONTROL JOINTS TO BE PLACED AT EQUAL INTERVALS IN EACH
DIRECTION AS INDICATED ON THE PLANS. ADAPT CONTROL JOINT LOCATION AT
ODD BAYS. CONSTRUCTION JOINTS TO BE PLACED AT CONTROL JOINT LOCATIONS
AT CONTRACTOR’S DISCRETION UNO ON PLAN.
C-19
LEVELING GROUT TO BE NON-SHRINK, NON-METALLIC TYPE, FACTORY PREMIXED
GROUT IN ACCORDANCE WITH ASTM C 1107, HAVING A MINIMUM COMPRESSIVE
STRENGTH OF NOT LESS THAN 34.5 MPa.
C-20
SLEEVES, INSERTS, MECHANICAL OPENINGS, CONDUITS, PIPES, RECESSES,
DEPRESSIONS, CURBS AND OTHER EMBEDDED ITEMS TO BE PROVIDED FOR AS
SHOWN ON THE ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS AND
AS REQUIRED BY EQUIPMENT MANUFACTURERS. INSTALLATION OF THESE ITEMS
TO BE COORDINATED AND PROVIDED FOR PRIOR TO PLACING CONCRETE.
C-21
ANCHOR RODS TO BE ASTM F 1554 Fy=248 MPa MINIMUM, GALVANIZED, UNLESS
NOTED OTHERWISE.
F-6
F-7
NO BACKFILLING AGAINST WALLS IS TO BE DONE UNTIL THE SLABS AT THE TOP AND
BOTTOM HAVE BEEN PLACED OR ADEQUATE SHORING HAS BEEN PROVIDED. WALLS
AND GRADE BEAMS HAVING BACKFILL AGAINST BOTH SIDES ARE TO HAVE BACKFILL
PLACED ON BOTH SIDES UNIFORMLY SO AS NOT TO EXCEED A 200mm
DIFFERENTIAL.
IT HAS BEEN ASSUMED FOR THIS PROJECT THAT THE SOILS AT THE SITE ARE NOT
CORROSIVE TO BURIED CONCRETE STRUCTURES. THE CONTRACTOR’S
GEOTECHNICAL ENGINEER SHALL VERIFY AND CONTACT THE CONTRACTING
OFFICER WITH RESULTS OF THIS VERIFICATION.
US Army Corps
of Engineers ®
DATE
8
DESCRIPTION
7
MARK
6
CH-47 WEATHER SHELTER
STRUCTURAL DESIGN CRITERIA & GENERAL NOTES
D
5
TRANSATLANTIC MIDDLE EAST DISTRICT
201 PRINCE FREDERICK DRIVE
WINCHESTER, VA 22602
E
4
ISSUE DATE:
DESIGNED BY:
A. ELJADEI
ARP 2021
SOLICITATION NO.:
DRAWN BY:
J. D'ANIE
---CHECKED BY:
CONTRACT NO.:
N. BENNATI
W912ER20D0002
SUBMITTED BY:
PLOT DATE :
J. RANEY
4/8/2021 4:38:28 PM
SIZE:
FILE NAME:
ANSI 'D' KU-202003A-S-001
F
3
US ARMY CORPS OF ENGINEERS
G
2
CAMP BUEHRING, KUWAIT
JOB ORDER CONTRACT (JOC)
CONSTRUCT CH-47 WEATHER SHELTERS
KU-202003
1
SHEET ID
A
S-001
CDC
THE STRUCTURAL STEEL FABRICATOR, AND/OR GENERAL CONTRACTOR, MUST
VERIFY ALL EXISTING DIMENSIONS AND CONDITIONS AT THE SITE. ALL
DISCREPANCIES FOUND ARE TO BE REPORTED TO THE CONTRACTING OFFICER
PRIOR TO PREPARATION OF SHOP DRAWINGS. SHOP DRAWINGS ARE TO INCLUDE
ALL FIELD MEASUREMENTS AND CONDITIONS.
S-5
STRUCTURAL STEEL FABRICATOR IS TO PROVIDE FOR VERTICAL AND HORIZONTAL
FIELD ADJUSTMENT OF ALL SUPPORT ASSEMBLIES.
S-6
CUTS, HOLES, COPING, ETC REQUIRED FOR OTHER TRADES MUST BE SHOWN ON
THE SHOP DRAWINGS AND MADE IN THE SHOP. CUTS OR BURNING OF HOLES IN THE
FIELD WILL NOT BE PERMITTED.
S-7
E S-8
OPEN WEB STEEL JOISTS
J-1
STEEL BEAMS ARE TO BE EQUALLY SPACED IN BAYS UNLESS OTHERWISE NOTED.
FABRICATE AND INSTALL BEAMS WITH NATURAL CAMBER UP UNLESS CAMBER IS
NOTED ON THE DRAWINGS.
J-2
DESIGN, FABRICATION AND ERECTION OF OPEN WEB STEEL JOISTS MUST CONFORM
TO THE STEEL JOIST INSTITUTE (SJI) "STANDARD SPECIFICATIONS AND LOAD
TABLES FOR STEEL JOISTS AND JOIST GIRDERS"(LATEST EDITION).
THE JOIST MANUFACTURER IS TO PROVIDE ALL ANCHORS AND FASTENERS
REQUIRED FOR INSTALLATION OF JOISTS, BRIDGING AND BOTTOM CHORD
EXTENSIONS.
S-9
NOT USED
S-10
ALL STRUCTURAL STEEL FRAMES AND TRUSSES ARE TO BE SECURELY BRACED
UNTIL ALL FLOOR SLABS, ROOF DECKS AND SHEAR WALLS HAVE BEEN
INSTALLED AND BECOME CAPABLE OF STABILIZING THE FRAMES.
S-11
BOLTED CONNECTIONS TO BE DESIGNED AND DETAILED ACCORDING TO AISC TABLE
10-1 OR 10-2 – DOUBLE ANGLE CONNECTIONS. THE MINIMUM DEPTH OF THE
CONNECTION MUST BE MORE THAN 67% OF THE BEAM DEPTH EXCEPT THAT BEAMS
FRAMING TO COLUMNS TO HAVE FULL DEPTH CONNECTIONS USING 9.5mm MINIMUM
CONNECTION ANGLES OR PLATES.
J-4
NO LOADS MAY BE APPLIED TO THE JOISTS UNTIL BRIDGING HAS BEEN COMPLETELY
INSTALLED AND THE JOIST ENDS HAVE BEEN SECURED TO THEIR SUPPORTS.
J-5
STEEL JOISTS ARE TO BE EQUALLY SPACED IN BAYS UNO. DO NOT EXCEED JOIST
SPACING INDICATED ON THE DRAWINGS.
UNLESS OTHERWISE NOTED, STRUCTURAL STEEL CONNECTIONS TO BE SHOP
WELDED AND FIELD BOLTED.
A. BOLTS: 19mm DIAMETER ASTM A 325M UNO WITH MATCHING WASHERS AND
HEAVY HEX NUTS.
B. ALL WELDS SHALL BE 6mm FILLET WELDS UNLESS NOTED OTHERWISE.
J-6
STEEL JOIST MANUFACTURER IS TO PROVIDE ADDITIONAL BOTTOM CHORD
BRIDGING AS REQUIRED FOR UPLIFT LOADS. REFER TO COMP & CLADDING LOADS
ON S-602.
J-7
WIND PRESSURE LOADS (KPA) FOR COMPONENTS AND CLADDING ARE
PROVIDED ON DRAWINGS S-602
J-8
JOIST SEATS HAVE BEEN ASSUMED TO BE AS LISTED BELOW, UNO. ANY
MODIFICATIONS TO THE STRUCTURE FOR ALTERNATE DEPTHS MUST BE
COORDINATED BY THE GENERAL CONTRACTOR.
A. K-SERIES:
64mm
D S-12
S-13
S-14
S-15
C
S-16
SUBSTITUTION OF EXPANSION ANCHORS FOR EMBEDDED ANCHORS SHOWN ON THE
DRAWINGS WILL NOT BE PERMITTED.
J-3
WELDING TO BE IN ACCORDANCE WITH THE AMERICAN WELDING SOCIETY (AWS)
"STRUCTURAL WELDING CODE-ANSI/AWS D1.1/D1.1M" (LATEST EDITION). USE E70XX
ELECTRODES UNLESS OTHERWISE INDICATED ON THE DRAWINGS.
TRENCH DRAIN:
A. FRAME: SIDE AND END FRAMES SHALL BE CAST GRAY IRON ASTM A-48
CLASS 35B. FRAME TO BE FITTED WITH HOLE TO ACCEPT REBAR AND BOLT
SLOT FOR ANCHORING GRATE.
B. GRATE: GRATE SHALL BE CAST DUCTILE IRON ASTM A-536, 55+ KSI YIELD.
GRATE SIZE TO BE 300mm X 600mm AND BOLTED TO FRAME WITH (4) 12.7mm
13/63.5 STAINLESS STEEL HEX HD. CAP SCREW AND WASHER.
C. LOADING: AIRPORT RATED FOR EXTRA HEAVY DUTY APPLICATION PER FAA
ADVISORY CIRCULAR AC 150/5320-6D.
PAINT AND PROTECTION:
A. STRUCTURAL STEEL, UNLESS INDICATED OTHERWISE, TO BE SHOP CLEANED
PER SSPC SP3 AND PAINTED ONE SHOP COAT OF PRIMER COMPATIBLE WITH
INTERMEDIATE AND TOP COATS OF PAINT SPECIFIED IN DIVISION 9. TOUCH
UP AFTER ERECTION.
B. DO NOT PAINT STEEL WHERE ENCASED WITH CONCRETE, OR AT FIELD WELD
AREAS.
C. EXPOSED STRUCTURAL STEEL TO RECEIVE PAINTED FINISH TO BE SHOP
CLEANED AND PRIME PAINTED PER THE SPECIFICATIONS. REFERENCE
ARCHITECTURE FOR FINISH PAINT SYSTEMS.
D. EXPOSED STRUCTURAL STEEL FOR SCREEN WALLS, EQUIPMENT
PLATFORMS, LOOSE ANGLE LINTELS ETC, TO BE HOT DIPPED GALVANIZED
PER ASTM A-123
E. GALVANIZED FASTENERS AND ACCESSORIES TO BE HOT DIPPED
GALVANIZED PER ASTM A153/A153M.
F. REPAIR DAMAGE TO GALVANIZED COATINGS USING ASTM A780 ZINC RICH
PAINT.
G. PROVIDE MINIMUM 75mm CONCRETE COVER FOR ALL STEEL BELOW GRADE.
J-9
J-10
PROVIDE BRIDGING AND ANCHORAGE IN ACCORDANCE WITH SJI REQUIREMENTS.
WHERE ERECTION BRIDGING IS REQUIRED, HAVE IN PLACE A ROW OF BOLTED
BRIDGING BEFORE RELEASING HOIST LINES. BRIDGING IN FIRST TWO AND LAST
TWO SPACES SHALL BE ‘X’-TYPE AND ATTACHED TO A STRUCTURAL WALL OR STEEL
BEAM.
CONTRACTOR, ELECTRICAL OR OTHER EQUIPMENT ARE TO BE PLACED AT
JOIST PANEL POINTS (WELDING NOT PERMITTED) AND APPLIED LOADS ARE TO BE
COORDINATED WITH STEEL JOIST MANUFACTURER. DO NOT SUSPEND ANY
EQUIPMENT FROM BRIDGING OR METAL DECK.
CONTRACTOR TO VERIFY SIZE, LOCATION AND WEIGHT OF ALL
SUPPORTED MECHANICAL UNITS AND ASSOCIATED OPENINGS PRIOR TO
FABRICATION.
METAL DECK
D-1
METAL DECK MUST BE DETAILED IN ACCORDANCE WITH THE STEEL DECK INSTITUTE
(SDI) "DESIGN MANUAL FOR COMPOSITE DECKS, FORM DECKS AND ROOF DECKS"
(LATEST EDITION).
D-2
ROOF DECK TO BE FASTENED TO THE SUPPORTING STEEL AT THE ENDS OF UNITS
AND AT ALL INTERMEDIATE SUPPORTS WITH #12 SCREWS IN A 24/4 PATTERN
ACROSS THE WIDTH OF THE DECK. DECK SIDE LAPS SHALL BE FASTENED WITH #10
SCREWS AT THREE (3) EQUAL SPACES BETWEEN THE SUPPORTS. ANY SPLIT
OR PARTIAL PANELS TO BE FASTENED TO THE SUPPORTING STRUCTURE IN EVERY
VALLEY REGARDLESS OF ADJACENT FASTENER PATTERNS.
D-3
DECK UNITS TO BE A MINIMUM OF THREE (3) SPANS CONTINUOUS WITH LAPS
PLACED OVER SUPPORT. PROVIDE MINIMUM 50mm END BEARING AND LAP OF DECK
AT ALL SUPPORTS
D-4
METAL DECK SUPPLIER TO PROVIDE LIGHT GAGE METAL DECK CLOSURE PIECES
AND SHALL REINFORCE OR SUPPORT DECK AT OPENINGS AND COLUMN AREAS AS
REQUIRED, IN ACCORDANCE WITH THE SDI. PROVIDE CLOSURE AND FILLER SHEETS
AS REQUIRED AT SIDELAPS TO MAINTAIN TYPICAL SPACING BETWEEN RIBS AS A
MAXIMUM
FACE TO FACE
FLOOR DRAIN
FOUNDATION
FAR FACE
FINISH(ED)
FLOOR
FIREPROOF(ING)
FAR SIDE
FOOT/FEET
FOOTING
GAUGE
GALVANIZED
GRADE BEAM
GENERAL CONTRACTOR
GRADE(ING)
GRAVEL
GROUND
GROUT
HOLLOW METAL
HORIZONTAL
HIGH POINT
HEIGHT
INSIDE DIAMETER
INCH(ES)
INCLUDE
INFORMATION
INTERIOR
ISOLATION JOINT
JAMB
JOIST
JOINT
KIP(S)
KNEE BRACE
KIPS PER CUBIC FEET
KIPS PER LINEAR FOOT
KIPS PER SQAURE FEET
KIPS PER SQAURE INCH
LENGTH
POUND
DEVELOPMENT LENGTH
LINEAL FOOT
LONG
LENGTH
LIVE LOAD
LONG LEG HORIZONTAL
LONG LEG VERTICAL
LONGITUDINAL
LOW POINT
LINTEL
PERF
PERM
PL
PLF
PLYWD
PRCST
PREFAB
PREMLD
PROP
PROT
PSF
PSI
PSIG
PT
PVMT
Q
QTY
R
RAD
RD
RE:
REC
REINF
REQ'D
REV
RF
RO
RTU
S
S
SCHED
SDI
SECT
SF
SHT
SIM
SL
SLV
SOG
MECHANICAL, ELECTRICAL, &
PLUMBING
MANUFACTURE
MASONARY
MATERIAL
MAXIMUM
MASONRY CONTROL JOINT
MECHANICAL
MEMBRANE
MEZZANINE
MANUFACTURE
MANHOLE
MIDDLE
MINIMUM
MISCELLANEOUS
MULTIPLE
MASONRY OPENING
MASONRY PIER
METAL
NORTH
NEAR FACE
NOT IN CONTRACT
NORMAL
NUMBER
NOMINAL
NEAR SIDE
NOT TO SCALE
OUT-TO-OUT
ON CENTER
OUTSIDE DIAMETER
OPENING
OPPOSITE HAND
OUNCE
PARTITION
POUNDS PER CUBIC FEET
POUNDS PER CUBIC INCH
PRE-ENGINEERED METAL
BUILDING
PERFORATED
PERIMETER
PLATE
POUNDS PER LINEAR FOOT
PLYWOOD
PRECAST
PREFABRICATED
PREMOLDED
PROPERTY
PROTECT, PROTECTED, OR
PROTECTION
POUNDS PER SQUARE FOOT
POUNDS PER SQUARE INCH
POUNDS PER SQUARE INCH
GUAGE
POINT
PAVEMENT
SQ
SQ FT
SS
STD
STIFF
STL
STRUCT
SUSP
T
T
T&B
T/
T/C
TEMP
TERM
THD
THK
THRESH
TRANS
TRTD
TSF
TYP
U
UNO
V
VERT
VIF
W
W
W/
W/O
WL
WP
WT
WWF
SPECIFY, SPECIFIED OR
SPECIFICATIONS
SQUARE
SQUARE FOOT
STAINLESS STEEL
STANDARD
STIFFENER
STEEL
STRUCTURAL
SUSPEND, SUSPENED, OR
SUSPENSION
US Army Corps
of Engineers ®
DATE
PRIOR TO FABRICATION, THE STEEL FABRICATOR IS TO SUBMIT TO THE
CONTRACTING OFFICER FOR REVIEW THE FOLLOWING:
A. DESIGN CALCULATIONS OF STRUCTURAL STEEL CONNECTIONS, PREPARED
BY OR UNDER THE SUPERVISION OF, A PROFESSIONAL ENGINEER
REGISTERED IN THE STATE OF WHICH THE PROJECT WAS CONSTRUCTED
AND BEARING THE SEAL OF THE PROFESSIONAL ENGINEER.
B. SHOP DRAWINGS SHOWING ERECTION PLANS, PIECE DRAWINGS, AND
CONNECTION DETAILS.
MANUF
MAS
MATL
MAX
MCJ
MECH
MEMB
MEZZ
MFR
MH
MID
MIN
MISC
MLTP
MO
MP
MTL
N
N
NF
NIC
NM
NO
NOM
NS
NTS
O
O/O
OC
OD
OPNG
OPP HAND
OZ
P
PART
PCF
PCI
PEMB
SPEC
THICKNESS
TOP & BOTTOM
TOP OF
TOP OF CURB
TEMPORARY
TERMINATE / TERMINAL
THREAD(ED)
THICKNESS
THRESHOLD
TRANSVERSE
TREATED
TONS PER SQUARE FEET
TYPICAL
DESCRIPTION
S-3
EJ
ELE
ELEC
ELEV
EMBED
ENCL
ENGR
EOS
EQ
EQUIP
EST
EW
EXC
EXCL
EXIST
EXP
EXP BLT
EXT
F
F/F
FD
FDN
FF
FIN
FL
FPRF
FS
FT
FTG
G
GA
GALV
GB
GC
GD
GRAV
GRD
GRT
H
HM
HORIZ
HP
HT
I
ID
IN
INCL
INFO
INT
ISO JT
J
JB
JST
JT
K
K
KB
KCF
KLF
KSF
KSI
L
L
LB
ld
LF
LG
LGT
LL
LLH
LLV
LONG
LP
LTL
EAST
EACH
EACH FACE
EXTERIOR INSULATION FINISH
SYSTEM
EXPANSION JOINT
ELEVATOR
ELECTRICAL
ELEVATION
EMBED(ED)(MENT)
ENCLOSE(URE)
ENGINEER
EDGE OF SLAB
EQUAL
EQUIPMENT
ESTIMATE(D)
EACH WAY
EXCAVATE OR EXCAVATION
EXCLUDE(ING)
EXISTING
EXPANSION
EXPANSION BOLT
EXTERIOR
M
M/E/P
10
9
UNLESS NOTED OTHERWISE
MARK
STRUCTURAL STEEL, UNLESS NOTED OTHERWISE, TO CONFORM TO THE
REQUIREMENTS OF ASTM STANDARDS AS INDICATED ON THE STEEL MATERIAL
SCHEDULE ON DRAWING S-601.
E
E
EA
EF
EIFS
8
VERTICAL
VERIFY IN FIELD
WITH
WITHOUT
WIND LOAD
WORKING POINT
WEIGHT
WELDED WIRE REINFOREMENT
QUANTITY
RADIUS OR RADII
ROOF DRAIN
REFER TO
RECESSED
REINFORCE(ING)(MENT)
REQUIRED
REVISION OR REIVSE
SYMBOLS
ROOF
ANGLE
ROUGH OPENING
@
AT
ROOF TOP UNIT
CL
CENTERLINE
DEGREE
()°
SOUTH
o
DIAMETER
SCHEDULE
ELEVATION
EQUAL
STEEL DECK INSTITUTE =
FOOT OR FEET
()'
SECTION
INCH OR INCHES
()"
SQUARE FOOT
NUMBER
#
SHEET
()
PARALLEL
SIMILAR
PERCENT
%
SLOPE(D) OR SLOPING
SLEEVE
SLAB ON GRADE
()
PL
S( )
L( )
C( )
LL( )
HSS( )
MC( )
WT( )
W( )
K( )
PERPENDICULAR
PLATE
AMERICAN STANDARD SHAPE
ANGLE
CHANNEL
DOUBLE ANGLE
HOLLOW STRUCTURAL SECTION
MISCELLANEOUS CHANNEL
STRUCTURAL TEE
WIDE FLANGE
OPEN WEB STEEL JOIST
CH-47 WEATHER SHELTER
STRUCTURAL GENERAL NOTES & ABBREVIATIONS
S-2
STEEL BRACING AND CONNECTIONS WITH AXIAL FORCES:
A. THE FABRICATOR’S ENGINEER IS RESPONSIBLE FOR THE DESIGN AND DETAIL OF
ALL CONNECTIONS. LOADS INDICATED THUS (±LOAD) ON FRAMING PLANS
AND/OR ELEVATIONS ARE AXIAL FORCES IN MEMBERS. A PLUS (+) SIGN
INDICATES TENSILE LOAD WHILE A MINUS (-) SIGN INDICATES A COMPRESSIVE
LOAD. THESE FORCES ARE MAXIMUMS ON INDIVIDUAL MEMBERS AND ARE NOT
NECESSARILY FOR THE SAME LOAD COMBINATION.
B. ALL CONNECTIONS TO BE DESIGNED TO DEVELOP THE ACTUAL AXIAL FORCES
SHOWN ON THE DRAWINGS. NO INCREASE IN ALLOWABLE STRESSES OR
REDUCTION IN LOADS IS ALLOWED. CONNECTION DESIGN SHALL BE PER
ALLOWABLE STRESS DESIGN (ASD).
C. WHERE AN AXIAL LOAD INDICATED THUS (±LOAD) IS SHOWN ON A FRAMING
MEMBER, THE CONNECTION SHALL BE DESIGNED FOR THE MAXIMUM
CONNECTION REACTION INDICATED PLUS THE BOLT PRYING ACTION
GENERATED BY THE LESSER OF THE TWO CONNECTING MEMBER AXIAL FORCES
SHOWN ON THE PLANS.
D. SEE TYPICAL BRACING DETAILS FOR NOTES CONCERNING THE DESIGN OF
VERTICAL BRACING CONNECTIONS.
E. BOLTS TO BE MINIMUM 19mm DIAMETER ASTM UNO, QUANTITY TO BE AS
REQUIRED TO DEVELOP FORCES INDICATED (MINIMUM 2 BOLT CONNECTION FOR
ANGLES AND 4 BOLT CONNECTION FOR WT’S AND WIDE FLANGE MEMBERS UNO).
F. GUSSET AND CONNECTION PLATE SIZES AND THICKNESSES SHOWN ARE
MINIMUM, FABRICATOR’S ENGINEER TO DESIGN PLATES FOR ACTUAL LOADS
INDICATED.
G. THE CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES (AISC
303) IS AMENDED SUCH THAT THE FABRICATOR’S ENGINEER IS RESPONSIBLE
FOR THE DESIGN AND DETAILING OF ALL CONNECTIONS.
ABBREVIATIONS
A
A/E
ARCHITECT/ENGINEER
AB
ANCHOR BOLT
ABV
ABOVE
ACI
AMERICAN CONCRETE
INSTITUTE
ADDL
ADDITIONAL
ADJ
ADJACENT, ADJUSTABLE
AFF
ABOVE FINISHED FLOOR
AHU
AIR HANDLING UNIT
AISC
AMERICAN INSTITUTE OF STEEL
CONSTRUCTION
ALT
ALTERNATE
APPROX
APPROXIMATE(LY)
ARCH
ARCHITECT OR ARCHITECTURAL
ASTM
AMERICAN SOCIETY FOR
TESTING MATERIAL
AVG
AVERAGE
B
B PL
BASE PLATE OR BEARING PLATE
B/
BOTTOM OF
B/C
BOTTOM OF CURB
BD
BOARD
BF
BOTH FACES
BFF
BELOW FINISHED FLOOR
BIT
BITUMINOUS
BLDG
BUILDING
BLK
BLOCK
BLKG
BLOCKING
BM
BOT
BOTTOM
BR
BRICK
BRG
BEARING
BRKT
BRACKET
BS
BOTH SIDES
BSMT
BASEMENT
BT
BENT
BTWN
BETWEEN
C
CB
CATCH BASIN
CC
CENTER TO CENTER
CEM PL
CEMENT PLASTER
CF
CUBIC FOOT OR CUBIC FEET
CHAM
CHAMFER
CIP
CAST IN PLACE
CJ
CONTROL JOINT
CL
CENTER LINE
CLR
CLEAR
CMU
COMCRETE MASONRY UNIT
CO
CLEAN OUT
COL
COLUMN
CONC
CONCRETE
CONN
CONNECTION
CONST
CONSTRUCTION
CONT
CONTINUOUS
CONTR
CONTRACTOR
COOR
COORDINATE
CORR
CORRIDOR
CRSE
COURSE
CRSI
CONCRETE REINFORCING STEEL
INSTITUTE
CY
CUBIC YARD
D
db
BAR DIAMETER
DBL
DOUBLE
DET
DETAIL
DIA
DIAMETER
DIAG
DIAGONAL
DIM
DIMENSION
DL
DEAD LOAD
DN
DOWN
DTL
DETAIL
DWG
DRAWING
DWL
DOWEL
7
TRANSATLANTIC MIDDLE EAST DISTRICT
201 PRINCE FREDERICK DRIVE
WINCHESTER, VA 22602
S-17
STRUCTURAL STEEL WORK IS TO BE INCLUDED HERE, WHERE THE STEEL WORK IS
TO BE DETAILED AND CONSTRUCTED IN ACCORDANCE WITH THE AMERICAN
INSTITUTE OF STEEL CONSTRUCTION (AISC) "SPECIFICATIONS FOR STRUCTURAL
STEEL BUILDINGS" (THIRTEENTH EDITION), "SEISMIC PROVISIONS FOR STRUCTURAL
STEEL BUILDINGS" (SECOND EDITION) AND THE “CODE OF STANDARD PRACTICE FOR
STEEL BUILDINGS AND BRIDGES”.
6
ISSUE DATE:
DESIGNED BY:
A. ELJADEI
ARP 2021
SOLICITATION NO.:
DRAWN BY:
J. D'ANIE
---CHECKED BY:
CONTRACT NO.:
N. BENNATI
W912ER20D0002
SUBMITTED BY:
PLOT DATE :
J. RANEY
4/8/2021 4:38:30 PM
SIZE:
FILE NAME:
ANSI 'D' KU-202003A-S-002
S-1
5
US ARMY CORPS OF ENGINEERS
4
STRUCTURAL STEEL CONT
F S-4
A
3
STRUCTURAL STEEL
G
B
2
CAMP BUEHRING, KUWAIT
JOB ORDER CONTRACT (JOC)
CONSTRUCT CH-47 WEATHER SHELTERS
KU-202003
1
SHEET ID
A
S-002
CDC
2
3
4
1
5
2
6
3
7
4
8
FOUNDATION PLAN NOTES
5
25980
450
G
6270
6270
F2.6
P1
F2.2
450
P1
1. RE: DRAWINGS S-001 AND S-002 FOR GENERAL
NOTES AND DESIGN CRITERIA.
6270
1
S-301
SIM
10
9
F2.6
P1
450
6270
3
S-301
F2.6
P1
2. FOR ADDITIONAL DIMENSIONS, ELEVATIONS,
SECTIONS, AND DETAILS SEE ARCHITECTURAL
DRAWINGS.
F2.2
P1
US Army Corps
of Engineers ®
DATE
1
3. TOP OF SLAB ELEVATION AT THE WEATHER
SHELTER DOOR TRENCH DRAIN IS THE DATUM
ELEVATION = 0.00mm. ALL ELEVATIONS ARE
REFERENCED FROM THIS ELEVATION.
A
4. TOP OF CONCRETE FOOTING ELEVATIONS
= -920mm (TYP UNO).
6275
C1
C1
C1
C1
F4.0
P1
F4.0
P1
F
5. TOP OF CONCRETE PIER ELEVATIONS = 180mm
(TYP UNO).
DESCRIPTION
C1
6. RE:S-201 THROUGH S-206 FOR ELEVATIONS OF
STEEL TRUSSES AND BRACED FRAMES.
7. RE: DRAWING S-301 FOR TYPICAL FOUNDATION
DETAILS.
C2
F4.4
P1
C2
C2
F4.4
P1
C2
F4.4
P1
MARK
6275
B
E
3
D
F4.4
P1
1
S-301
3
F4.0
P1
C2
F4.0
P1
S-301
US ARMY CORPS OF ENGINEERS
6275
C2
1
E
S-301
C
6275
C2
F4.1
P1
C2
F4.1
P1
F3.6x3.2
P2
C2
F3.6x3.2
P2
305
B
150
COLUMN FTG MARK
(RE: SCHED ON S-601)
G
PIER MARK
(RE: DETAILS ON S-301)
600
450
C1
2
S-301
A
UNLESS OTHERWISE NOTED, LINEAR
DIMENSIONS SHOWN ARE IN MILLIMETERS
1
FOUNDATION PLAN
1 : 100
FOOTING LEGEND
C1
BOLLARD
RE:9/S-501
(2) LOCATIONS
2
S-301
T/FTG EL
(IF DIFFERENT
FROM TYP)
FXX (Xmm)
PX (Xmm)
CL
PIER=
FTG
6275
C2
CAMP BUEHRING, KUWAIT
JOB ORDER CONTRACT (JOC)
CONSTRUCT CH-47 WEATHER SHELTERS
KU-202003
F
CXX
CH-47 WEATHER SHELTER
FOUNDATION PLAN
D
38550
6275
S-301
TRANSATLANTIC MIDDLE EAST DISTRICT
201 PRINCE FREDERICK DRIVE
WINCHESTER, VA 22602
ISSUE DATE:
DESIGNED BY:
A. ELJADEI
ARP 2021
SOLICITATION NO.:
DRAWN BY:
J. D'ANIE
---CHECKED BY:
CONTRACT NO.:
W912ER20D0002
N. BENNATI
SUBMITTED BY:
PLOT DATE :
J. RANEY
4/8/2021 4:39:04 PM
SIZE:
FILE NAME:
ANSI 'D' KU-202003A-SB101
C
T/PIER EL
(IF DIFFERENT
FROM TYP)
CL
PIER=
FTG
COLUMN MARK
(RE: SCHED ON S-601)
0
2M
4M
SCALE:1:100
8M
SHEET ID
A
SB101
CDC
S-501
4330
G
4330
SLAB JOINT PLAN NOTES:
5
1. RE: DRAWINGS S-001 AND S-002 FOR GENERAL
NOTES AND DESIGN CRITERIA.
25980
4330
4330
4330
4330
2. FOR ADDITIONAL DIMENSIONS, ELEVATIONS,
SECTIONS, AND DETAILS SEE ARCHITECTURAL
DWGS.
3
S-301
R-180
C
P-180
P-180
A
600
MIN
P-180
R-180
D
*
A
B (THICKENED EDGE
ISOLATION JOINT), TYP
A
P-180
R-180
C
C
D
A
R-180
.
11. RE: ARCH DWGS FOR CONCRETE TRANSITION
DETAIL FOR DOOR OPENINGS AT SLOPED SLAB.
R-180
D
D
A
A
C
P-180
P-180
A
A
P-180
TYP
R-180
D
D
A
S-301
DENOTES GROUNDING RECEPTACLE (RE:5/EG501)
A
A
C
C
1830
TYP
A
A
*
3
A
P-180
D
P-180
D
P-180
D
R-180
1830
TYP
LEGEND
R-180
C
P-180
D
0.5%
600
MIN
1830x1830 CONCRETE
STOOP (TYP) RE: 10/S-501
C
4250
F
12. GROUNDING POINTS SHALL BE GREATER THAN
600MM FROM ALL SLAB JOINTS.
D
*
A
A
A
P-180
D
D
P-180
D
4250
R-180
SLOPE DOWN
A
C
A
P-180
600
MIN
D
P-180
D
R-180
S-301
10. RE: DRAWING S-501 FOR TYPICAL SLAB-ONGRADE DETAILS.
A
C
3
E
C
P-180
A
R-180
D
4250
A
9. PROVIDE ADDITIONAL SLAB REINFORCEMENT
AT ALL PIERS, RE-ENTRANT CORNERS AND
DISCONTINUOUS SLAB JOINTS. RE: 5/S-501.
C
A
TYP
P-180
D
D
P-180
A
D
P-180
R-180
A
D
4250
38550
D
A
D
A
A
7. SPACE SLAB CONTROL JOINTS AS SHOWN ON
JOINT LAYOUT PLAN AT A SPACING NOT
EXCEEDING 4600mm WITH A LENGTH TO WIDTH
RATIO NO GREATER THAN 1.25:1.00. RE: S-501.
A = TYPE A CONTRACTION JOINT
B = TYPE B THICKENED EDGE
ISOLATION JOINT
C = TYPE C TURNED DOWN SLAB
EDGE
D = TYPE D CONSTRUCTION JOINT
8. PROVIDE SLAB ISOLATION JOINT AT ALL PIERS
AND TRENCH DRAIN. RE: 3/S-501.
D
D
P-180
D
D
P-180
D
4250
P-180
R-180
5. R-180 DENOTES 180MM THICK REINFORCED
CONCRETE SLAB-ON-GRADE W/ Ø10mm BARS AT
150mm OC EA WAY OR 152X152 MW19XMW19
WWF PLACED OVER A VAPOR BARRIER AND
100mm DRAINAGE BASE COURSE MATERIAL.
6. VAPOR BARRIER UNDER SLAB ON GRADE TO BE
15 MIL MINIMUM THICKNESS AND MUST BE
SEALED AT FOUNDATION PERIMETER AND AT
ALL PENETRATIONS
600
MIN
A
R-180
A
P-180
D
D
D
R-180
A
A
A
C
P-180
D
D
D
C
C
SLOPE DOWN
4250
A
A
P-180
R-180
4. P-180 DENOTES 180MM THICK PLAIN CONCRETE
SLAB-ON-GRADE PLACED OVER A VAPOR
BARRIER AND 100MM DRAINAGE BASE COURSE
MATERIAL.
R-180
RE: NOTE 8,
TYP
A
A
4250
A
.
P-180
R-180
C
R-180
D
A
4400
B
R-180
R-180
R-180
R-180
R-180
R-180
8
G
S-501
L.P.
0.0mm
0
A
1
UNLESS OTHERWISE NOTED, LINEAR
DIMENSIONS SHOWN ARE IN MILLIMETERS
SLAB-ON-GRADE JOINT LAYOUT PLAN
1 : 100
US Army Corps
of Engineers ®
3. TOP OF SLAB ELEVATION AT THE WEATHER
SHELTER DOOR TRENCH DRAIN IS THE DATUM
ELEVATION = 0.00mm. ALL ELEVATIONS ARE
REFERENCED FROM THIS ELEVATION.
C
R-180
H.P.
+ 180mm
F
E
C
C
R-180
A
B
C
C
4400
R-180
C
D
A
C
D
C
10
9
DATE
10
4
8
DESCRIPTION
3
TYP @
STOOP
7
MARK
2
6
2M
4M
SCALE:1:100
CH-47 WEATHER SHELTER
SLAB-ON-GRADE JOINT LAYOUT PLAN
1
5
TRANSATLANTIC MIDDLE EAST DISTRICT
201 PRINCE FREDERICK DRIVE
WINCHESTER, VA 22602
4
ISSUE DATE:
DESIGNED BY:
A. ELJADEI
ARP 2021
SOLICITATION NO.:
DRAWN BY:
J. D'ANIE
---CHECKED BY:
CONTRACT NO.:
W912ER20D0002
N. BENNATI
SUBMITTED BY:
PLOT DATE :
J. RANEY
4/8/2021 4:39:06 PM
SIZE:
FILE NAME:
ANSI 'D' KU-202003A-SB111
3
US ARMY CORPS OF ENGINEERS
2
CAMP BUEHRING, KUWAIT
JOB ORDER CONTRACT (JOC)
CONSTRUCT CH-47 WEATHER SHELTERS
KU-202003
1
8M
SHEET ID
A
SB111
CDC
2
3
4
1
5
2
6
3
7
4
6270
6270
5
6270
10
9
FRAMING PLAN NOTES
1. RE: DRAWING S-001 AND S-002 FOR GENERAL
NOTES AND DESIGN CRITERIA.
25080
G
8
6270
2. FOR ADDITIONAL DIMENSIONS, WALL
OPENINGS, ELEVATIONS, SECTIONS, AND
DETAILS SEE ARCHITECTURAL DWGS.
US Army Corps
of Engineers ®
10-12-2020
DATE
1
3. BOTTOM OF STEEL ELEVATION = 9347 FROM
THE DATUM ELEVATION UNLESS NOTED
OTHERWISE (± X.XMM) FROM THE BASE
STEEL ELEV.
4. RE: DRAWINGS S-201 THROUGH S-206 FOR
TRUSS FRAME ELEVATIONS.
DESCRIPTION
WT305X62.5
REVISIONS
TRUSS
B
5. RE: DRAWING S311 THROUGH S-313 FOR
TYPICAL FRAMING DETAILS.
W360X72
W360X72
W360X72
W360X72
6275
F
WT305X62.5
W360X72
TRUSS
A
1
1
MARK
W360X72
W360X72
S-311
+37.9kN
600
US ARMY CORPS OF ENGINEERS
W360X72
W360X72
W360X72
W360X72
W360X72
W360X72
6
6
6
S-311
S-311
S-311
W360X72 -25.0kN
W360X72 -25.0kN
W360X72
W360X72
W360X72
W360X72
TRUSS
CAMP BUEHRING, KUWAIT
JOB ORDER CONTRACT (JOC)
CONSTRUCT CH-47 WEATHER SHELTERS
KU-202003
5
W360X72
TYP @
COL
WT305X62.5
W360X72
W360X72
6275
305
-14.9kN
+1.9kN
S-312
W360X72
W360X72
W360X72
6275
TRUSS
F
1
WT305X62.5
VERT BRACED
FRAME (TYP)
C
W360X72
W360X72
W360X72
W360X72
6275
TRUSS
+37.9kN
WT305X62.5
+76.7kN
-14.9kN
+1.9kN
+37.9kN
0
A
UNLESS OTHERWISE NOTED, LINEAR
DIMENSIONS SHOWN ARE IN MILLIMETERS
1
ROOF (TRUSS BOTTOM CHORD) FRAMING PLAN
1 : 100
2M
4M
SCALE:1:100
CH-47 WEATHER SHELTER
ROOF (TRUSS BOTTOM CHORD) FRAMING PLAN
VERT.BRACED
FRAME (TYP)
TRANSATLANTIC MIDDLE EAST DISTRICT
201 PRINCE FREDERICK DRIVE
WINCHESTER, VA 22602
ISSUE DATE:
DESIGNED BY:
A. ELJADEI
ARP 2021
SOLICITATION NO.:
DRAWN BY:
J. D'ANIE
---CHECKED BY:
CONTRACT NO.:
W912ER20D0002
N. BENNATI
SUBMITTED BY:
PLOT DATE :
J. RANEY
4/8/2021 4:39:08 PM
SIZE:
FILE NAME:
ANSI 'D' KU-202003A-SF111
W360X72
W360X72
W360X72
6275
W360X72
kN
1.3 kN
-9 6.9
+9
37650
N
.8k 4kN
4
-5 15.
+1
kN
1.3 kN
-9 6.9
+9
kN
0.4
+1
N
.0 4k
3
N
.4 8k 4kN
-5 15.
+1
kN N
9.9 7k
-2 33.
+1
3
+1
TYP @
COLUMN
E
G
kN N
9.9 7k
-2 33.
+1
kN
0.4
N
7
.9k 7kN
9
.
2
S-313 TYP
- 33
+1
TRUSS WT305X62.5
+1
N
.4k
0
3
1
S-312
B
N
.9k 7kN
9
-2 33.
+1
3
+1
N
.1 3k kN
-9 6.9
+9
kN N
4.8 4k
-5 15.
+1
D
kN N
4.8 4k
-5 15.
+1
D
N
.3k kN
1
-9 6.9
+9
WT305X62.5
W360X72
TRUSS
C
8
S-312
W360X72
E
H
TY SS1
B P 52
GR RAC ICAL .4X
ID IN H 152
S G OR .4
C B IZ X9
AN ET O .5
D WE NT
D E AL
N
W360X72
6275
W360X72
W360X72
S-502
8M
SHEET ID
A
SF111
CDC
3
4
1
5
2
3
4
25080
6270
7
6270
FRAMING PLAN NOTES
1. RE: DRAWING S-001 AND S-002 FOR GENERAL
NOTES AND DESIGN CRITERIA.
6270
RD
SPAN
4. RD DENOTES: METAL ROOF DECK: 75mm - 22 GAGE,
TYPE N, GALVANIZED METAL DECK.
W200X26.6
(+64)
18K3
(+64)
W250X44.8
18K3
(SL)
18K3
WT305X70
TRUSS
(+64)
S-311
US Army Corps
of Engineers ®
3. ROOF STEEL SLOPES. REFER TO PLAN FOR TOP
OF STEEL/TOP OF JOIST ELEVATIONS. ELEVATIONS
NOTED THUS (+/-) DENOTE STEEL ELEVATION
VARIATIONS FROM THE SLOPING STEEL PLANE.
EXTEND TOP OF COLUMN +64mm AS REQUIRED BY
DETAILS.
T/STL
10939
T/STL
11460
4
W250X44.8
(SL)
(+64)
18K3
(+64)
W200X26.6
6275
F
W250X44.8
WT305X70
A
10
9
2. FOR ADDITIONAL DIMENSIONS, WALL OPENINGS,
ELEVATIONS, SECTIONS, AND DETAILS SEE
ARCHITECTURAL DWGS.
T/STL
11980
T/STL
11460
T/STL
10939
G
8
5
RIDGE
6270
6
10-12-2020
DATE
2
5. RE: DRAWINGS S-201 THROUGH S-206 FOR TRUSS
FRAME ELEVATIONS.
DESCRIPTION
1
7. RE: DRAWING S-311 THROUGH S-313 FOR TYPICAL
FRAMING DETAILS.
18K3
W200X26.6
(+64)
18K3
W200X26.6
(+64)
(+64)
W250X44.8
3
S-311
37650
RD
SPAN
TYP AT COL
WT305X70 (SL)
WT305X70 (SL)
TRUSS
2
TYP
2
3
S-311
S-311
WT305X70 (SL)
E
US ARMY CORPS OF ENGINEERS
(+64)
W250X44.8
18K3
(+64)
W250X44.8
18K3
(+64)
W250X44.8
18K3
(+64)
6275
W200X26.6
S-312
WT305X70 (SL)
TRUSS
(SL)
W200X26.6
(+64)
18K3
WT305X70 (SL)
TRUSS
W200X26.6
(+64)
18K3
RD
SPAN
(+64)
W250X44.8
18K3
(+64)
18K3
TRUSS
CAMP BUEHRING, KUWAIT
JOB ORDER CONTRACT (JOC)
CONSTRUCT CH-47 WEATHER SHELTERS
KU-202003
WT305X70
(+64)
18K3
(+64)
W200X26.6
6275
W250X44.8
WT305X70 (SL)
F
W250X44.8
S-311
G
(+64)
RE:MECHANICAL
FOR EXACT SIZE AND LOCATION
(TYP)
3
B
W250X44.8
18K3
(+64)
W250X44.8
18K3
(+64)
W250X44.8
18K3
6275
W200X26.6
C
(+64)
RE:NOTE 8
WT305X70 (SL)
0
A
UNLESS OTHERWISE NOTED, LINEAR
DIMENSIONS SHOWN ARE IN MILLIMETERS
1
ROOF (TRUSS TOP CHORD) FRAMING PLAN
1 : 100
2M
4M
SCALE:1:100
CH-47 WEATHER SHELTER
ROOF (TRUSS TOP CHORD) FRAMING PLAN
DENOTES CONCENTRATED LOAD ON OPEN
WEB JOIST
TRANSATLANTIC MIDDLE EAST DISTRICT
201 PRINCE FREDERICK DRIVE
WINCHESTER, VA 22602
WT305X70 (SL)
18K3
(+64)
W250X44.8
18K3
(+64)
W250X44.8
18K3
(+64)
W200X26.6
6275
S-311
1
MARK
LEGEND
S-311
S-311
REVISIONS
W200X26.6
(+64)
W250X44.8
(+64)
18K3
TYP
2
1
3
D
W250X44.8
18K3
RE:MECHANICAL
FOR EXACT SIZE AND LOCATION
(TYP)
TRUSS
9. CONTRACTOR TO VERIFY EQUIPMENT WEIGHT FOR
ACTUAL EQUIPMENT PURCHASED.
ISSUE DATE:
DESIGNED BY:
A. ELJADEI
ARP 2021
SOLICITATION NO.:
DRAWN BY:
J. D'ANIE
---CHECKED BY:
CONTRACT NO.:
W912ER20D0002
N. BENNATI
SUBMITTED BY:
PLOT DATE :
J. RANEY
4/8/2021 4:39:10 PM
SIZE:
FILE NAME:
ANSI 'D' KU-202003A-SF121
WT305X70 (SL)
C
8. RE: DRAWING M-001, 845 N CONCENTRATED LOAD
TO BE APPLIED TO THE BOTTOM CHORD AT MIDSPAN OF THE JOIST. JOIST MANUFACTURER SHALL
DESIGN JOISTS FOR ADDITIONAL LOADS AT
LOCATIONS SHOWN.
SLOPE
DOWN
RE:NOTE 8 & 9
(+64)
W250X44.8
18K3
(+64)
6275
W200X26.6
SLOPE
DOWN
E
D
WT305X70 (SL)
TRUSS
18K3
B
(+64)
WT305X70 (SL)
8M
SHEET ID
A
SF121
CDC
1
2
3
1
4
5
2
6
7
3
8
4
10
9
5
25080
6270
6270
6270
G
US Army Corps
of Engineers ®
6270
3
2L102X102X9.5
S-312
(TYP ALL VERTICAL WEB
OF TRUSS), RE:7/S-312
2L102X102X9.5
(TYP ALL DIAGONAL WEB
OF TRUSS), RE: 7/S-312
5
S-312
-74.6kN
+332.1kN
+59.0kN
.0kN
2
2
-1
kN
0.3
3
5
+
-284.2kN
-217.4kN
+53.5kN
-375.7kN
+71.7kN
-237.1kN
+150.6kN
TOP OF EAVE
10940
OPP
1
HAND
S-312
BOTTOM OF TRUSS
9350
3
OPP
S-312 HAND
1
MARK
-102.9kN
+572.1kN
-119.5kN
+32.4kN
-47.7kN
+7.2kN
WT305X62.5
APPROXIMATE LOCATION OF BOTTOM
CHORD SPLICE.
SPLICE TO BE DESIGNED PER LOADS
SHOWN. RE: NOTE S-17 ON S-002
+81.7kN
-383.7kN
1
S-312
-98.1kN
+647.4kN
N
.0k kN
3
5
- 1.6
+30
1
2
S-312 OPP
HAND
DESCRIPTION
-98.1kN
+647.4kN
-102.9kN
+572.1kN
0kN N
.
0
-2 .2k
5
+9
12
-627.2kN
+44.8kN
REVISIONS
-74.6kN
+332.1kN
N
.7k kN
0
-4 3.8
+2
WT305X70
TOP OF TRUSS
11980
+81.7kN
-237.1kN
+150.6kN
-53
+30 .0kN
1.6
kN
-20
.0
+95 kN
.2k
N
-40
.
+2 7kN
3.8
kN
-706.9kN
+51.3kN
-383.7kN
F
-122
.0kN
+53
0.3k
N
-217.4kN
+53.5kN
+59.0kN
-284.2kN
-375.7kN
+71.7kN
-706.9kN
+51.3kN
-0.2kN
+47.4kN
-627.2kN
+44.8kN
-697.7kN
+41.9kN
-697.7kN
+41.9kN
-47.7kN
+7.2kN
1
WT305X70
-119.5kN
+32.4kN
12
2
S-312
OPP
4
S-312 HAND
6
S-312
4
S-312
10-12-2020
DATE
W250X44.8 + C200X27.9
US ARMY CORPS OF ENGINEERS
D
WEATHER SHELTER SLAB DATUM
VARIES
T/FTG
RE: PLAN
1
CAMP BUEHRING, KUWAIT
JOB ORDER CONTRACT (JOC)
CONSTRUCT CH-47 WEATHER SHELTERS
KU-202003
C
TYPICAL TRUSS ELEVATION
1 : 50
B
0
A
1M
2M
SCALE:1:50
UNLESS OTHERWISE NOTED, LINEAR
DIMENSIONS SHOWN ARE IN MILLIMETERS
CH-47 WEATHER SHELTER
STRUCTURAL ELEVATIONS
+183.7kN
-432.3kN
+183.7kN
-432.3kN
T/STEEL
4675
TRANSATLANTIC MIDDLE EAST DISTRICT
201 PRINCE FREDERICK DRIVE
WINCHESTER, VA 22602
ISSUE DATE:
DESIGNED BY:
A. ELJADEI
ARP 2021
SOLICITATION NO.:
DRAWN BY:
J. D'ANIE
---CHECKED BY:
CONTRACT NO.:
W912ER20D0002
N. BENNATI
SUBMITTED BY:
PLOT DATE :
J. RANEY
4/8/2021 4:38:31 PM
SIZE:
FILE NAME:
ANSI 'D' KU-202003A-S-201
E
4M
SHEET ID
A
S-201
CDC
1
2
3
4
5
5
6
4
7
8
3
10
9
2
1
US Army Corps
of Engineers ®
6270
-6.8kN
+17.4kN
-32
+2 .7kN
1.9
kN
DESCRIPTION
REVISIONS
1
MARK
5
S-313
N
.9k N
9
-2 .3k
1
+2
-35
+1 .7kN
9.6
kN
WEATHER SHELTER SLAB DATUM
RE: PLAN
HSS152.4X152.4X9.5
TYP
T/FTG
RE: PLAN
B
1
A
ELEVATION-GRID A (BACK)
0
1M
2M
1 : 50
SCALE:1:50
UNLESS OTHERWISE NOTED, LINEAR
DIMENSIONS SHOWN ARE IN MILLIMETERS
4M
CH-47 WEATHER SHELTER
STRUCTURAL ELEVATIONS
HSS152.4X152.4X9.5
TYP
HSS152.4x101.6x6.4
6
OPP
S-313 HAND
HSS152.4x101.6x6.4
1758
SAG RODS
RE: 2/S-502, TYP
C200X27.9
500
C
6
S-313
-29
+2 .9kN
1.3
kN
T/STEEL
4675
N
.9k
6
-2 .6kN
3
+2
C200X27.9
N
.7k kN
5
-3 9.6
+1
-222.4kN
+7.1kN
-22
+9 .8kN
.1k
N
TRANSATLANTIC MIDDLE EAST DISTRICT
201 PRINCE FREDERICK DRIVE
WINCHESTER, VA 22602
HSS152.4X152.4X9.5
ISSUE DATE:
DESIGNED BY:
A. ELJADEI
ARP 2021
SOLICITATION NO.:
DRAWN BY:
J. D'ANIE
---CHECKED BY:
CONTRACT NO.:
W912ER20D0002
N. BENNATI
SUBMITTED BY:
PLOT DATE :
J. RANEY
4/8/2021 4:38:33 PM
SIZE:
FILE NAME:
ANSI 'D' KU-202003A-S-202
N
.5k N
6
-1 .4k
5
+1
4
OPP S-313
HAND
SAG RODS
RE: 2/S-502, TYP
N
.1k N
4
-1 .4k
5
+1
US ARMY CORPS OF ENGINEERS
-1.3kN
+7.7kN
1
S-313 OPP
HAND
CAMP BUEHRING, KUWAIT
JOB ORDER CONTRACT (JOC)
CONSTRUCT CH-47 WEATHER SHELTERS
KU-202003
HSS152.4X152.4X9.5
BOTTOM OF TRUSS
9350
-45.6kN
2L102X102X9.5
(TYP ALL DIAGONAL
WEB OF TRUSS)
+68.9kN
+25.4kN
2
S-313 OPP HAND
-19
+1 .3kN
1.4
kN
-7.9kN
+11.7kN
+11.0kN
+14.5kN
kN
-9.1 kN
.2
+29
TOP OF EAVE
10940
+22.0kN
+6.3kN
N
.7k N
2
-3 .9k
1
+2
-1.3kN
+7.7kN
-10.9kN
+16.8kN
-134.4kN
+8.7kN
C200X27.9
-95.7kN
+22.0kN
-73.9kN
-2
+2 6.9k
3.6 N
kN
HSS152.4X152.4X9.5
+21.4kN
-10.7kN
3
OPP S-312
HAND
1
-73.9kN
-6.8kN
+17.4kN
HSS152.4X152.4X9.5
-63.8kN
-18.6kN
+16.5kN
C200X27.9
N
.4k N
1
3
k
0.0
+1
-3.1kN
+6.3kN
C200X27.9
N
.6k N
1
1
k
7.5
+2
-98.4kN
+16.5kN
-98.4kN
2
S-313
N
.1k
3
-2 6kN
.
+3
TOP OF TRUSS
11980
OPP
2
HAND S-312
-25.9kN
+7.3kN
12
-5.2kN
+8.6kN
W360X72
WT305X62.5
-3.1kN
+16.8kN
+14.3kN
C200X27.9
-20.2kN
+11.0kN
-14.0kN
+9.3kN
-23
+3 .1kN
.6k
N
-3.1kN
+10.7kN
4
S-313
1744
1744
-18.6kN
+14.5kN
-3.1kN
+10.7kN
OPP
3
HAND
S-313
-95.7kN
+11.0kN
-16
+1 .5kN
5.4
kN
N
.8k
2
-2 .1kN
+9
D
+21.4kN
-10.7kN
+25.4kN
3
S-312
N
.3k N
9
1
k
1.4
1
+
-11
.
+27 6kN
.5k
N
W360X72
-7.9kN
+11.7kN
-31
+10 .4kN
.0k
N
-63.8kN
+7.1kN
-10.9kN
-9.1
k
+29 N
.2kN
-20.2kN
+11.0kN
-5.2kN
+8.6kN
-25.9kN
+7.3kN
.5
WT305X62
OPP
4
HAND S-312
-126.9kN
1
-1
+1 4.1k
5.4 N
kN
-45.6kN
1744
1744
E
+68.9kN
1
S-313
-222.4kN
2
S-312
12
6270
W250X44.8 + C200X27.9
W360X72
4
S-312
3
S-313
2L102X102X9.5
(TYP ALL VERTICAL WEB
OF TRUSS), RE:7/S-312
-14.0kN
+9.3kN
F
6270
-59.7kN
+12.3kN
6270
10-12-2020
DATE
G
SHEET ID
A
S-202
CDC
2
A
G
3
4
B
5
6
C
D
7
8
E
10
9
US Army Corps
of Engineers ®
G
F
10-12-2020
DATE
1
37650
6275
6275
6275
6275
6275
6275
SIM
W360X72
N
.2k kN
3
-9 0.6
1
+1
W360X72
DESCRIPTION
-284.2kN
+59.0kN
-31.1kN
+44.1kN
BOTTOM OF TRUSS
9350
C200X27.9
TYP
4
S-313
1
MARK
-12
4
+2 .3kN
.7k
N
W360X72
-28.5kN
+40.7kN
-383.7kN
+81.7kN
N
.3k 6kN
6
9
- 08.
+1
5
S-313
-26.0kN
+40.0kN
TOP OF EAVE
10940
-5.5kN
+4.6kN
-284.2kN
+59.0kN
W250X44.8 & C200X27.9
-284.2kN
+59.0kN
-284.2kN
+59.0kN
N
-8.2k
kN
+14.0
W360X72
-12
+8 0.8k
1.8 N
kN
W200X26.6
-3.2kN
+6.8kN
-383.7kN
+81.7kN
-383.7kN
+81.7kN
+81.7kN
-383.7kN
-45.6kN
+11.0kN
C200X27.9
SIM
TRANSATLANTIC MIDDLE EAST DISTRICT
201 PRINCE FREDERICK DRIVE
WINCHESTER, VA 22602
ELEVATION-GRID 1 (SIDE)
B
A
CH-47 WEATHER SHELTER
STRUCTURAL ELEVATIONS
NTS
CAMP BUEHRING, KUWAIT
JOB ORDER CONTRACT (JOC)
CONSTRUCT CH-47 WEATHER SHELTERS
KU-202003
1
US ARMY CORPS OF ENGINEERS
WEATHER SHELTER SLAB DATUM
VARIES
T/FTG
RE: PLAN
C
ISSUE DATE:
DESIGNED BY:
A. ELJADEI
ARP 2021
SOLICITATION NO.:
DRAWN BY:
J. D'ANIE
---CHECKED BY:
CONTRACT NO.:
W912ER20D0002
N. BENNATI
SUBMITTED BY:
PLOT DATE :
J. RANEY
4/8/2021 4:38:35 PM
SIZE:
FILE NAME:
ANSI 'D' KU-202003A-S-203
+183.7kN
W360X72
HSS304.8X152.4X9.5
HSS304.8X152.4X9.5
T/STEEL
4675
-432.3kN
+183.7kN
W360X216
HSS152.4x101.6x6.4
C200X27.9
-432.3kN
W360X216
OPP
6
S-313 HAND
SIM
HSS152.4x101.6x6.4
HSS152.4X152.4X9.5
-14
+1 1.3k
08
.5k N
N
C200X27.9
HSS152.4X152.4X9.5 -42.4kN
+44.5kN
-37.6kN
+41.8kN
SAG RODS
RE: 4/S-502,TYP
+183.7kN
N
.5k N
2
-12 2.8k
3
+1
W360X216
N
.8k N
9
k
-11 35.3
+1
HSS152.4X152.4X9.5
-34.1kN
+40.2kN
C200X27.9
-432.3kN
6
S-313
+183.7kN
SIM
-432.3kN
+183.7kN
W360X216
-13
+1 8.5k
10 N
.9k
N
HSS152.4X152.4X9.5
-2.2kN
+32.2kN
-432.3kN
+183.7kN
HSS152.4X152.4X9.5
-19.7kN
+23.3kN
W360X216
+22.0kN
W360X72
-73.9kN
HSS152.4X152.4X9.5
-23.7.kN
+24.4kN
-432.3kN
1744
1744
1758
HSS152.4X152.4X9.5
500
D
-4.7kN
+16.9kN
-18.3k
+2.7k N
N
-14.9kN
+30.5kN
W200X26.6
-2.3kN
+11.6kN
HSS152.4X152.4X9.5
1744
E
W200X26.6
-3.9kN
+0.1kN
-383.7kN
+81.7kN
W360X72
-14.6k
+5.2kN N
TOP OF TRUSS
11980
-383.7kN
+81.7kN
+12.0kN
1744
W360X72
-9.7kN
+13.7kN
W200X26.6
+59.0kN
-10.5.kN
-7.4kN
+3.3kN
-284.2kN
-222.4kN
+68.9kN
F
W200X26.6
-2.8kN
+2.9kN
-284.2kN
+59.0kN
W200X26.6
HSS 101.6X101.6X6.4
REVISIONS
7
S-311
SHEET ID
A
UNLESS OTHERWISE NOTED, LINEAR
DIMENSIONS SHOWN ARE IN MILLIMETERS
S-203
CDC
1
2
G
3
4
F
5
E
6
7
D
8
C
10
9
B
A
US Army Corps
of Engineers ®
REVISIONS
1744
+11.0kN
-45.6kN
-383.7kN
+81.7kN
1744
BOTTOM OF TRUSS
9350
+24.4kN
6 OPP
S-313 HAND
SIM
T/STEEL
4675
1744
+22.0kN
-73.9kN
+183.7kN
1
MARK
+23.3kN
HSS152.4X152.4X9.5
WEATHER SHELTER SLAB DATUM
VARIES
ISSUE DATE:
DESIGNED BY:
A. ELJADEI
ARP 2021
SOLICITATION NO.:
DRAWN BY:
J. D'ANIE
---CHECKED BY:
CONTRACT NO.:
W912ER20D0002
N. BENNATI
SUBMITTED BY:
PLOT DATE :
J. RANEY
4/8/2021 4:38:36 PM
SIZE:
FILE NAME:
ANSI 'D' KU-202003A-S-204
-23.7.kN
W360X72
-19.7kN
1744
SIM
T/FTG
RE: PLAN
ELEVATION-GRID 5 (SIDE)
CH-47 WEATHER SHELTER
STRUCTURAL ELEVATIONS
NTS
CAMP BUEHRING, KUWAIT
JOB ORDER CONTRACT (JOC)
CONSTRUCT CH-47 WEATHER SHELTERS
KU-202003
1
TRANSATLANTIC MIDDLE EAST DISTRICT
201 PRINCE FREDERICK DRIVE
WINCHESTER, VA 22602
SIM
DESCRIPTION
W360X72
-222.4kN
+68.9kN
-284.2kN
+59.0kN
+59.0kN
-10.5.kN
+12.0kN
TOP OF EAVE
10940
US ARMY CORPS OF ENGINEERS
C
A
W200X26.6
500
6
S-313
B
-12
+1 2.5k
32
.8k N
N
N
.3k N
1
k
-14 8.5
0
+1
4
S-313
HSS152.4X152.4X9.5
-2.2kN
+32.2kN
kN
5
.
8
N
-13 0.9k
1
+1
+1 9.8kN
35
.3k
N
+183.7kN
C200X27.9
-11
-96
.
+1 3kN
08
.6k
N
TYP
5
S-313
W360X216
C200X27.9
C200X27.9
W360X72
-432.3kN
+81.7kN
-383.7kN
HSS152.4X152.4X9.5
W360X216
W360X216
-432.3kN
+183.7kN
HSS152.4x101.6x6.4
+183.7kN
SAG RODS
TYP,
RE:2/S-502
HSS152.4X152.4X9.5
-432.3kN
-34.1kN
+40.2kN
+41.8kN
-432.3kN
+183.7kN
+81.7kN
HSS152.4X152.4X9.5
W360X216
W360X72
-383.7kN
+81.7kN
-37.6kN
HSS152.4X152.4X9.5
HSS152.4x101.6x6.4
-42.4kN
+44.5kN
-432.3kN
D
N
.3k
4
-12 .8kN
9
+7
C200X27.9
-9.7kN
+13.7kN
-2.8kN
+2.9kN
N
.8k
0
-12 .8kN
1
+8
+1 .2kN
10
.6k
N
C200X27.9
W200X26.6
1758
-93
-383.7kN
HSS304.8X152.4X9.5
HSS304.8X152.4X9.5
E
W360X72
-7.4kN
+3.3kN
+183.7kN
-26.0kN
+40.0kN
N
-14.6k
+5.2kN
-8.2kN
+14.0k
N
-14.9kN
+30.5kN
-284.2kN
W360X72
-4.7kN
+16.9
kN
N
-18.3k N
7
.
+2 k W360X72
-3.9kN
+0.1kN
-383.7kN
+81.7kN
-28.5kN
+40.7kN
W200X26.6
W360X216
W360X72
TOP OF TRUSS
11980
W200X26.6
-2.3kN
+11.6kN
-383.7kN
+81.7kN
F
-31.1kN
+44.1kN
-284.2kN
+59.0kN
-284.2kN
+59.0kN
+4.6kN
W250X44.8 & C200X27.9
W200X26.6
-3.2kN
+6.8kN
HSS101.6X101.6X6.4
-284.2kN
+59.0kN
W200X26.6
-284.2kN
+59.0kN
-5.5kN
SIM
-432.3kN
7
S-311
10-12-2020
DATE
G
SHEET ID
A
S-204
CDC
1
2
A
3
4
B
5
C
6
D
7
8
E
10
9
F
G
US Army Corps
of Engineers ®
10-12-2020
DATE
G
37650
-71.8kN
+115.8kN
8
S-311
-44.3kN
+44.6kN
HSS101.6X101.6X6.4
TYP AT DIAGONAL BRACING
W360X72
-9.2kN
+61.0kN
-6.4kN
+42.6kN
HSS101.6X101.6X6.4
TYP AT DIAGONAL BRACING
-9.2kN
+10.8kN
W360X72
TOP OF EAVE
10940
+32.4kN
kN
-28.1 kN
3
+27.
W360X72
N
-1.2k kN
9
+29.
-31.1
k
+3.1k N
N
W250X44.8
TOP OF TRUSS
11980
-119.5kN
-28.2
+5.0 kN
kN
-16.9kN
+6.1kN
5
S-313
-119.5kN
+32.4kN
+32.4kN
W250X44.8
-119.5kN
kN
-11.5 N
5k
+14.
W360X72
N
-9.4k kN
1
+17.
-46.9
+10.4 kN
kN
W250X44.8 -39.6kN
+9.2kN
6275
-10.3kN
+35.9kN
DESCRIPTION
W360X72
-44.
+12. 3kN
4kN
-52.8kN
+15.3kN
+32.4kN
-119.5kN
+32.4kN
W250X44.8
6275
BOTTOM OF TRUSS
9350
5
S-311
1
MARK
+16.5kN
-98.4kN
HSS101.6X101.6X6.4
TYP AT DIAGONAL BRACING
-95.0kN
+27.1kN
7
S-311
6275
REVISIONS
W360X72
W250X44.8
6275
+32.4kN
-11.5
+47. kN
9kN
kN
-55.6 N
k
+7.8
-45.6kN
+17.7kN
kN
-53.2 N
k
+9.8
-13.5
+45.4 kN
kN
-63.5kN
+84.7kN
-119.5kN
+21.4kN
F
-63.8kN
W250X44.8
6275
-119.5kN
6275
T/FTG
RE: PLAN
C
A
NTS
CH-47 WEATHER SHELTER
STRUCTURAL ELEVATIONS
B
ELEVATION-GRIDS 2 & 4
CAMP BUEHRING, KUWAIT
JOB ORDER CONTRACT (JOC)
CONSTRUCT CH-47 WEATHER SHELTERS
KU-202003
2
TRANSATLANTIC MIDDLE EAST DISTRICT
201 PRINCE FREDERICK DRIVE
WINCHESTER, VA 22602
WEATHER SHELTER SLAB DATUM
VARIES
ISSUE DATE:
DESIGNED BY:
A. ELJADEI
ARP 2021
SOLICITATION NO.:
DRAWN BY:
J. D'ANIE
---CHECKED BY:
CONTRACT NO.:
W912ER20D0002
N. BENNATI
SUBMITTED BY:
PLOT DATE :
J. RANEY
4/8/2021 4:38:38 PM
SIZE:
FILE NAME:
ANSI 'D' KU-202003A-S-205
D
US ARMY CORPS OF ENGINEERS
-95.7kN
+6.3kN
E
SHEET ID
A
S-205
CDC
1
3
A
4
B
5
C
6
D
7
8
E
10
9
F
US Army Corps
of Engineers ®
G
W360X72
-51.8kN
+88.1kN
-73.1kN
+12.9kN
HSS101.6X101.6X6.4
TYP AT DIAGONAL BRACING
W360X72
-5.0kN
+72.1kN
5
-31.3
kN S-313
+6.2
kN
N
-1.1k kN
4
+33.
W360X72
-32.8kN
+4.1kN
N
-0.0k 5kN
.
+35
-33.4
+4.6 kN
kN
-5.9kN
+44.0kN
HSS101.6X101.6X6.4
TYP AT DIAGONAL BRACING
W250X44.8
-5.4kN
+7.8kN
W360X72
-13.5kN
+35.0kN
TOP OF TRUSS
11980
-0.2kN
+47.4kN
-59.4
+13 kN
.5kN
W250X44.8
BOTTOM OF TRUSS
9350
5
S-311
REVISIONS
+14.3kN
+8.7kN
8
S-311
kN
-13.6 kN
3
+24.
W360X72
kN
-11.9 kN
.4
+26
-61.7kN
+9.8kN
1
MARK
-126.9kN
-134.4kN
HSS101.6X101.6X6.4
TYP AT DIAGONAL BRACING
-70.4kN
+153.6kN
-57.3
k
+15. N
1kN
W250X44.8
6275
-0.2kN
+47.4kN
7
S-311
-85.4kN
+19.2kN
+47.4kN
-23.1
+71 kN
.5kN
W250X44.8
6275
-0.2kN
kN
-79.0 kN
4
+17.
W360X72
kN
-77.0 0kN
.
+19
+47.4kN
-21.5
+73. kN
5kN
-138.6kN
+33.2kN
6275
+47.4kN
W250X44.8
6275
DESCRIPTION
F
-67.2kN
+15.6kN
-0.2kN
+12.3kN
-59.7kN
W250X44.8
6275
-0.2kN
6275
10-12-2020
DATE
37650
-0.2kN
+47.4kN
G
2
D
US ARMY CORPS OF ENGINEERS
T/FTG
RE: PLAN
C
ELEVATION-GRID 3
B
A
CH-47 WEATHER SHELTER
STRUCTURAL ELEVATIONS
NTS
CAMP BUEHRING, KUWAIT
JOB ORDER CONTRACT (JOC)
CONSTRUCT CH-47 WEATHER SHELTERS
KU-202003
1
TRANSATLANTIC MIDDLE EAST DISTRICT
201 PRINCE FREDERICK DRIVE
WINCHESTER, VA 22602
WEATHER SHELTER SLAB DATUM
VARIES
ISSUE DATE:
DESIGNED BY:
A. ELJADEI
ARP 2021
SOLICITATION NO.:
DRAWN BY:
J. D'ANIE
---CHECKED BY:
CONTRACT NO.:
W912ER20D0002
N. BENNATI
SUBMITTED BY:
PLOT DATE :
J. RANEY
4/8/2021 4:38:39 PM
SIZE:
FILE NAME:
ANSI 'D' KU-202003A-S-206
E
SHEET ID
A
UNLESS OTHERWISE NOTED, LINEAR
DIMENSIONS SHOWN ARE IN MILLIMETERS
S-206
CDC
1
2
3
4
5
6
7
397
306
STEEL GIRT
RE: ELEVATIONS FOR
GIRT SPACING
CONC PIER
RE:PLAN
CONC PIER
RE:PLAN
RE: 4B/S-501
T/FTG
RE: PLAN
FOOTING
RE:PLAN & SCHEDULE
FOR SIZE & REINF
DOWEL PIER VERT
REINF INTO FOOTING
W/ ACI STANDARD HOOK
(TYP)
SECTION AT COLUMN BASE
TYPE C - SLAB TURN-DOWN
1 : 20
1 : 20
5
1
5
4
1
1
ø13 TIES @ 300
ø13 TIES
@ 300
75
TYP
900
400
ø13 TIES @ 300
A
450
TENSION REINFORCEMENT
(2) ø25 U-BARS
(2) ø25 Z-BARS
PLACE TOP OF BAR 75
BENEATH TOP OF PIER
500
400
150 140
ANCHOR RODS
RE: SCHED ON S-601
75
TYP
75
TYP
450
A
(12) ø25
450
235
ANCHOR RODS
RE: SCHED ON S-601
200
ø13 TIES
@ 300
900
PIER P1 - BASE PLATE TYPE A
5
1 : 20
75
TYP
TENSION REINFORCEMENT
(2) ø25 U-BARS
(2) ø25 Z-BARS
PLACE TOP OF BAR 75
BENEATH TOP OF PIER
500
400
900
400
PIER P1 - BASE PLATE TYPE A
1 : 20
450
450
140 150
B
E
ANCHOR RODS
RE: SCHED ON S-601
ø13 TIES @ 300
F
ø13 TIES
@ 300
900
6
150
(12) ø25
75
TYP
TENSION REINFORCEMENT
(6) ø25 U-BARS
PLACE TOP OF BAR 75
BENEATH TOP OF PIER
320
600
900
PIER P1 - BASE PLATE TYPE B
1 : 20
100
450
100
150
(12) ø25
D
ANCHOR RODS
RE: SCHED ON S-601
ø13 TIES @ 300
C
TENSION REINFORCEMENT
(6) ø25 U-BARS
PLACE TOP OF BAR 75
BENEATH TOP OF PIER
600
400
75
TYP
200 200
450
450
130 170
(12) ø25
200
450
450
450
450
80 165
450
235
450
3
FOOTING
RE:PLAN & SCHEDULE
FOR SIZE & REINF
(CENTER AT GRID)
3
200 200
4
(2) ø10 BARS
5
450
C
300
SECTION AT HSS DOOR POST
2
1 : 20
2
D
2174
450
1
T/SLAB
EL=VARIES
REVISIONS
1426
E
ø20mm A325 RODS
POST INSTALLED WITH
200mm EMBED @ 300mm
OC
RE: 4B/S-501
T/FTG
RE: PLAN
DOWEL PIER VERT
REINF INTO FOOTING
W/ ACI STANDARD HOOK (TYP)
REINF CONC
SLAB-ON-GRADE
RE: PLAN
ø10 @ 300
1
MARK
GRADE
300
MIN
T/SOG
EL=VARIES
75
TYP
F
STEEL GIRT
RE: ELEVATIONS FOR
GIRT SPACING
ISSUE DATE:
DESIGNED BY:
A. ELJADEI
ARP 2021
SOLICITATION NO.:
DRAWN BY:
J. D'ANIE
---CHECKED BY:
CONTRACT NO.:
W912ER20D0002
N. BENNATI
SUBMITTED BY:
PLOT DATE :
J. RANEY
4/8/2021 4:38:43 PM
SIZE:
FILE NAME:
ANSI 'D' KU-202003A-S-301
4 @ 75
T/SOG
EL=VARIES
L 250x100x6 CLOSURE ANGLE
RE: ARCH
75
TYP
900
7
900
900
PIER P1 - BASE PLATE TYPE D
1 : 20
TRANSATLANTIC MIDDLE EAST DISTRICT
201 PRINCE FREDERICK DRIVE
WINCHESTER, VA 22602
REINF CONC
SLAB-ON-GRADE
REINF CONC
SLAB-ON-GRADE
RE: PLAN
500
500
19mm ISOLATION
JOINT MAT'L
METAL PANEL,
RE: ARCH
US ARMY CORPS OF ENGINEERS
7
S-501
300
STEEL GIRT
RE: ELEVATIONS FOR
GIRT SPACING
19mm ISOLATION
JOINT MAT'L
10-12-2020
DATE
METAL PANEL,
RE: ARCH
COLUMN
RE: PLAN
4 @ 75
METAL PANEL,
RE: ARCH
US Army Corps
of Engineers ®
HSS 304.8X152.4X9.5 MULLION POSTS
DESCRIPTION
COLUMN
RE: PLAN
GRADE
10
9
GRID
GRID
G
8
5
450
CAMP BUEHRING, KUWAIT
JOB ORDER CONTRACT (JOC)
CONSTRUCT CH-47 WEATHER SHELTERS
KU-202003
450
900
(18) ø25
228
152
38
B
1210
ø13 TIES @ 300
ANCHOR RODS
RE: SCHED ON S-601
260 140
ø13 TIES @ 300
TENSION REINFORCEMENT
(2) ø25 U-BARS
(2) ø25 Z-BARS
PLACE TOP OF BAR 75
BENEATH TOP OF PIER
400
380
A
UNLESS OTHERWISE NOTED, LINEAR
DIMENSIONS SHOWN ARE IN MILLIMETERS
8
PIER P2
1 : 20
75
TYP
450
G
75
TYP
900
400
900
0
400
800
CH-47 WEATHER SHELTER
FOUNDATION SECTIONS
1
1.6M
SCALE: 1:20
SHEET ID
A
S-301
CDC
6
7
6x152x152 CONT
RIDGE BENT PLATE
ROOF DECK
RE: PLAN
T/STEEL
RE:PLAN
3
50
3
50
ROOF DECK
RE: PLAN
6
T/ STEEL
RE: PLAN
13
PL 6x100 @ 1220
O.C. MAX
311
76.2 mm ROOF DK
T/ STEEL
RE: VARIES W/
ROOF SLOPE
5
5
BEAM
RE: PLAN
METAL PANEL
RE: ARCH
TRUSS TOP CHORD
RE: PLAN
1
SECTION AT RIDGE
1 : 20
2
REF: SF121
SECTION AT JOIST BEARING
3
1 : 20
E
5
25
76.2mm
ROOF DECK
C200X27.9 AT ROOF BM
CONNECTION
METAL PANEL
RE: ARCH
5
GIRT RE: ELEVATIONS
SECTION
SECTION
4
1 : 20
1 : 20
GRID
5
1
25
ROOF BEAM OR JOIST
RE: PLAN
COLUMN BEYOND
RE: PLAN
TRUSS WEB
RE: ELEVATIONS
5
5
5
GIRT RE:
ELEVATIONS
TRUSS TOP CHORD
RE: PLAN
JOIST RE: PLAN
F
US Army Corps
of Engineers ®
L100x75x6 (LLH) CONT
AT DECK EDGE
6
BEAM RE: PLAN
PL 6x100 @ 1220
O.C. MAX
228
413
TOP OF WALL PANEL
RE: ARCH
JOIST, RE: PLAN
(PROVIDE MIN BEARING PER SJI)
330
GIRT LINE
100
G
A
1
6x75x100 BT PL
CONT AT DECK
EDGE.
CONT LT GA RIDGE PLATE
BY DECK MFR
10
9
5
GIRT LINE
3
8
10-12-2020
DATE
5
DESCRIPTION
4
REVISIONS
3
5
C200X27.9 FOR
DECK BEARING
B
AS REQ'D
1
MARK
2
100
1
76.2mm
ROOF DECK
HSS BRACE MEMBER
RE: ELEVATIONS
GUSSET PLATE
AS REQ'D
NOTES:
1. REFER TO ELEVATIONS FOR CONNECTION DESIGN LOADS.
2. CONNECTIONS SHOWN ARE SCHEMATIC. FABRICATOR MAY
PROVIDE ALTERNATE DETAIL BASED ON CONNECTION DESIGN.
(3) 20mm ø A325 BOLTS
W360X72 BEAM
RE: PLAN
(2) L102x102x12.7
T/ STEEL
RE: PLAN
T/ STEEL
RE: PLAN
7
ROOF BEAM CONNECTION
1 : 20
GRID
25
HSS BRACE MEMBER
RE: ELEVATIONS
8
L102x102x12.7 W/
38 VERT LONG
SLOTTED HOLE
HSS POST
RE: 2/S-301
150
8
A325 OR A490 SC-STD
BOLTS AS REQ'D, TYP
62
C
20mm ø A325
THRU BOLT
(FINGER TIGHTEN NUT
AND FOUL THREADS)
L102x102x12.7
120mm LONG W/ 38 VERT
LONG SLOTTED HOLE
AND (1) 20mm ø A325
THRU BOLT
ANGLES AS REQ'D
HSS POST
RE: 2/S-301
4
3
8
T/ HSS
RE: ELEVATION
T/ HSS
RE: ELEVATION
HSS BEAM
RE: ELEVATION
T/ STEEL
RE: PLAN
GUSSET PLATE
AS REQ'D
BEAM
RE: PLAN
(2) L102x102x12.7
STIFF PL AS REQ'D
TRUSS BOTT CHORD
RE: PLAN
(3) 20mm ø A325 BOLTS
1
KNIFE PL AS REQ'D
NOTE 1
WP
B/ STEEL
RE: PLAN
2
HSS BEAM
RE: ELEVATION
B
NOTE 1
NOTE
3 SIDES TYP
NOTES:
1. REFER TO ELEVATIONS FOR CONNECTION DESIGN LOADS.
W360x72 BEAM
RE: PLAN
CL HSS POST
SECTION A-A
5
SECTION AT DOOR SUPPORT POSTS
1 : 20
SECTION B-B
2. CONNECTIONS SHOWN ARE SCHEMATIC. FABRICATOR MAY
PROVIDE ALTERNATE DETAIL BASED ON CONNECTION DESIGN.
8
6
SECTION AT DOOR SUPPORT BEAM
1 : 20
TRUSS BOTTOM CHORD DETAIL
1 : 20
0
400
800
SCALE: 1:20
A
UNLESS OTHERWISE NOTED, LINEAR
DIMENSIONS SHOWN ARE IN MILLIMETERS
CH-47 WEATHER SHELTER
FRAMING SECTIONS
CL HSS POST & BEAM
TRANSATLANTIC MIDDLE EAST DISTRICT
201 PRINCE FREDERICK DRIVE
WINCHESTER, VA 22602
5
W360 BEAM
RE: PLAN
NOTE
1
TRUSS TOP CHORD
RE: PLAN
CL HSS POST & BEAM
1
KNIFE PL AS REQ'D
US ARMY CORPS OF ENGINEERS
A325 OR A490 SC-STD
BOLTS AS REQ'D, TYP
B
D
NOTE 1
WP
ROOF BEAM (CANTED TO
MATCH ROOF SLOPE)
RE: PLAN
A
A
NOTE 1
CAMP BUEHRING, KUWAIT
JOB ORDER CONTRACT (JOC)
CONSTRUCT CH-47 WEATHER SHELTERS
KU-202003
101
T/ STEEL
RE: VARIES W/
ROOF SLOPE
ISSUE DATE:
DESIGNED BY:
A. ELJADEI
ARP 2021
SOLICITATION NO.:
DRAWN BY:
J. D'ANIE
---CHECKED BY:
CONTRACT NO.:
W912ER20D0002
N. BENNATI
SUBMITTED BY:
PLOT DATE :
J. RANEY
4/8/2021 4:38:46 PM
SIZE:
FILE NAME:
ANSI 'D' KU-202003A-S-311
STIFF PL AS REQ'D
1.6M
SHEET ID
A
S-311
CDC
6
7
8
10
9
A325 OR A490
SC-STD BOLTS
AS REQUIRED
1
NOTE 1
GIRT
RE: ELEVATIONS
PL 6x100 @ 1220
O.C. MAX
B/ TRUSS
RE: PLAN
WP
COLUMN
RE: PLAN
NOTES:
1. REFER TO ELEVATIONS FOR CONNECTION DESIGN LOADS.
2. CONNECTIONS SHOWN ARE SCHEMATIC. FABRICATOR MAY
PROVIDE ALTERNATE DETAIL BASED ON CONNECTION DESIGN.
2
1 : 20
B/TRUSS
RE: PLAN
A325 OR A490
SC-STD BOLTS
AS REQUIRED
TRUSS BOTT CHORD (WT)
RE: PLAN
NOTES:
1. REFER TO ELEVATIONS FOR CONNECTION DESIGN LOADS.
NOTES:
1. REFER TO ELEVATIONS FOR CONNECTION DESIGN LOADS.
2. CONNECTIONS SHOWN ARE SCHEMATIC. FABRICATOR MAY
PROVIDE ALTERNATE DETAIL BASED ON CONNECTION DESIGN.
2. CONNECTIONS SHOWN ARE SCHEMATIC. FABRICATOR MAY
PROVIDE ALTERNATE DETAIL BASED ON CONNECTION DESIGN.
TRUSS TOP CHORD TO COLUMN
3
1 : 20
1
DOUBLE ANGLE TRUSS WEB
RE: ELEVATIONS
WP
NOTE 1
GUSSET PLATE
AS REQUIRED
TRUSS BOTTOM CHORD TO COL
NO
TE
1
CJP VT
2. CONNECTIONS SHOWN ARE SCHEMATIC. FABRICATOR MAY
PROVIDE ALTERNATE DETAIL BASED ON CONNECTION DESIGN.
GUSSET PLATE
AS REQUIRED
GUSSET PLATE
AS REQUIRED
DOUBLE ANGLE TRUSS WEB
RE: ELEVATIONS
NO
TE
10-12-2020
DATE
NOTE 1
DOUBLE ANGLE TRUSS WEB
RE: ELEVATIONS
1
METAL PANEL
RE: ARCH
NOTES:
1. REFER TO ELEVATIONS FOR CONNECTION DESIGN LOADS.
1
NO
TE
A325 OR A490
SC-STD BOLTS
AS REQUIRED
STIFFENER PLATE
AS REQUIRED
WP
METAL PANEL
RE: ARCH
E
TRUSS TOP CHORD (WT)
RE: PLAN
NOTE 1
REVISIONS
T/ STEEL
RE: PLAN
RE: 3/S-311
FOR ADD'L INFO
ROOF DECK
RE: PLAN
TRUSS BOTTOM CHORD AT WEB
4
1 : 20
1
MARK
TRUSS BOTTOM
CHORD (WT)
RE: PLAN
STIFFENER PLATE
AS REQUIRED
F
13MM
CAP PLATE
6x75x100 BT PL
CONT AT DECK
EDGE.
WP
NOTE 1
COLUMN
RE: PLAN
5
64
A325 OR A490
SC- STD BOLTS
AS REQ'D
TRUSS TOP CHORD (WT)
RE: PLAN
TRUSS TOP CHORD AT WEB
1 : 20
GRID
NO
TE
DOUBLE ANGLE TRUSS WEB
RE: ELEVATIONS
A325 OR A490
SC-STD BOLTS
AS REQUIRED
1
GUSSET PLATE
AS REQUIRED
NOTE 1
NOTE 1
BACK GOUGE
UT
3
BEAM
RE: PLAN
TRUSS TOP CHORD (WT)
RE: PLAN
WP
T/STEEL
RE: PLAN
1
TE
O
N
GRID
GUSSET PLATE
AS REQUIRED
C
A325 OR A490
SC-STD BOLTS
AS REQUIRED
NOTE 1
DOUBLE ANGLE
TRUSS WEB
RE: ELEVATIONS
TYP
6
50
6
50
NOTE 1
TRUSS BOTT CHORD (WT)
RE: PLAN
TRUSS DBL
ANGLE MEMBER
2. CONNECTIONS SHOWN ARE SCHEMATIC. FABRICATOR MAY
PROVIDE ALTERNATE DETAIL BASED ON CONNECTION DESIGN.
2. CONNECTIONS SHOWN ARE SCHEMATIC. FABRICATOR MAY
B
PROVIDE ALTERNATE DETAIL BASED ON CONNECTION DESIGN.
NOTE 1
TRUSS BOTT CHORD (WT)
RE: PLAN
TE
O
N
CONNECTOR PLATE
NOTES:
1. REFER TO ELEVATIONS FOR CONNECTION DESIGN LOADS.
NOTES:
1. REFER TO ELEVATIONS FOR CONNECTION DESIGN LOADS.
WP
NOTE 1
NOTES:
1. CONNECTOR PLATES TO BE EQUALLY
SPACED BETWEEN MEMBER ENDS.
2. NO. OF CONNECTORS PER MEMBER TO
BE PER AISC TABLES 4-8, 4-9, 4-10. (2 MIN.)
3. CONNECTOR PLATE THICKNESS TO MATCH
GUSSET PLATE AT MEMBER END CONN'S.
B/TRUSS
RE: PLAN
WP
THREE SIDES
A325 OR A490
SC-STD BOLTS
AS REQUIRED
1
HSS HORIZONTAL
BRACING
RE: PLAN
BEAM
RE: PLAN
NOTE 1
D
NO
TE
1
NOTES:
1. REFER TO ELEVATIONS FOR CONNECTION DESIGN LOADS.
2. CONNECTIONS SHOWN ARE SCHEMATIC. FABRICATOR MAY
PROVIDE ALTERNATE DETAIL BASED ON CONNECTION DESIGN.
5
TRUSS BOTTOM CHORD AT CENTER
1 : 20
6
TRUSS TOP CHORD AT RIDGE
1 : 20
7
DOUBLE ANGLE CONNECTOR DETAIL
1 : 20
8
TRUSS BOTTOM CHORD HORIZONTAL BRACING
1 : 20
0
A
400
800
SCALE: 1:20
UNLESS OTHERWISE NOTED, LINEAR
DIMENSIONS SHOWN ARE IN MILLIMETERS
US Army Corps
of Engineers ®
ISSUE DATE:
DESIGNED BY:
A. ELJADEI
ARP 2021
SOLICITATION NO.:
DRAWN BY:
J. D'ANIE
---CHECKED BY:
CONTRACT NO.:
W912ER20D0002
N. BENNATI
SUBMITTED BY:
PLOT DATE :
J. RANEY
4/8/2021 4:38:49 PM
SIZE:
FILE NAME:
ANSI 'D' KU-202003A-S-312
A325 OR A490
SC-STD BOLTS
AS REQUIRED
5
G
1
DESCRIPTION
5
CH-47 WEATHER SHELTER
FRAMING SECTIONS
4
TRANSATLANTIC MIDDLE EAST DISTRICT
201 PRINCE FREDERICK DRIVE
WINCHESTER, VA 22602
3
US ARMY CORPS OF ENGINEERS
2
CAMP BUEHRING, KUWAIT
JOB ORDER CONTRACT (JOC)
CONSTRUCT CH-47 WEATHER SHELTERS
KU-202003
1
1.6M
SHEET ID
A
S-312
CDC
1
2
3
4
5
6
7
8
10
9
1
2
5
US Army Corps
of Engineers ®
4
GUSSET PLATE
AS REQUIRED
COLUMN
RE: PLAN
NO
T
TRUSS BOTTOM
CHORD (WT)
RE: PLAN
STIFFENER PLATE
AS REQUIRED
E1
A325 OR A490
SC- STD BOLTS
AS REQ'D, TYP
4
CJP
UT
ROOF DECK
RE: PLAN
10-12-2020
DATE
A325 OR A490
SC- STD BOLTS
AS REQ'D
2
13mm CAP PLATE
NOTE 1
TYP
NOTE 1
A
F
B/ TRUSS
RE: PLAN
STIFFENER PLATE
AS REQUIRED
GRID
E1
HSS VERT BRACE
RE: ELEVATIONS
A
NOTE 1
B/ TRUSS
RE: PLAN
KNIFE PLATE
AS REQUIRED
GUSSET PLATE
AS REQUIRED
NO
T
WP
NOTE 1
CJP UT (TYP)
HSS VERT BRACE
RE: ELEVATIONS
NOTE
1
GUSSET PLATE
AS REQUIRED
TRUSS TOP CHORD (WT)
RE:PLAN
GUSSET PLATE
AS REQUIRED
1 : 20
1
MARK
TRUSS BOTTOM CHORD AT BF
TRUSS TOP CHORD AT COLUMN
3
1 : 20
1 : 20
2
KNIFE PLATE
AS REQUIRED
NOTE 1
WP
HSS BRACE
RE: ELEVATION
GUSSET PLATE
AS REQUIRED
TE
NO
1
4
TYP
B/ BASE PL
RE: 7/S-501
2. CONNECTIONS SHOWN ARE SCHEMATIC. FABRICATOR MAY
PROVIDE ALTERNATE DETAIL BASED ON CONNECTION DESIGN.
2. CONNECTIONS SHOWN ARE SCHEMATIC. FABRICATOR MAY
PROVIDE ALTERNATE DETAIL BASED ON CONNECTION DESIGN.
BRACED FRAME AT COLUMN
1 : 20
5
BRACE TO BRACE DETAIL
1 : 20
WP
NO
TE
1
GUSSET PL
AS REQUIRED
NOTES:
1. REFER TO ELEVATIONS FOR CONNECTION DESIGN LOADS.
TYP
75 MIN GUSSET
TO BASE PL
6
VERT BRACING COL BASE CONNECTION DETAIL
1 : 20
KNIFE PLATE
CENTERED ON
HSS BOTH SIDES
NOTES:
1. REFER TO PLANS FOR CONNECTION DESIGN LOADS.
NOTES:
1. REFER TO PLANS FOR CONNECTION DESIGN LOADS.
2. CONNECTIONS SHOWN ARE SCHEMATIC. FABRICATOR MAY
PROVIDE ALTERNATE DETAIL BASED ON CONNECTION DESIGN.
1
TE
NO
1
TE
O
N
NOTES:
1. REFER TO ELEVATIONS FOR CONNECTION DESIGN LOADS.
WP
A325 OR A490SC-STD BOLTS
AS REQUIRED
COLUMN
RE: PLAN
A
KNIFE PLATE
TE
NO
GUSSET PLATE
AS REQUIRED
TOP &
BOTT
TYP
HSS BRACE MEMBER
RE: ELEVATIONS
COLUMN
RE: SCHEDULE
ON S-601
HSS BRACE
RE: ELEVATIONS
1
HSS VERT BRACE
RE: ELEVATIONS
NO
TE
1
NOTE 1
B
1
TE
NO
A325 OR A490
SC- STD BOLTS
AS REQ'D
HORIZ BRACING
MEMBER RE: PLAN
2. CONNECTIONS SHOWN ARE SCHEMATIC. FABRICATOR MAY
PROVIDE ALTERNATE DETAIL BASED ON CONNECTION DESIGN.
7
HORIZ BRACING CONNECTION DETAIL
1 : 20
0
400
800
SCALE: 1:20
UNLESS OTHERWISE NOTED, LINEAR
DIMENSIONS SHOWN ARE IN MILLIMETERS
CAMP BUEHRING, KUWAIT
JOB ORDER CONTRACT (JOC)
CONSTRUCT CH-47 WEATHER SHELTERS
KU-202003
KNIFE PLATE
AS REQUIRED
(TYP)
NO
TE
1
1
E1
E
STIFFENER PLATE
AS REQUIRED
US ARMY CORPS OF ENGINEERS
4
1
GUSSET PLATE
AS REQUIRED
T
NO
NO
T
2
2. CONNECTIONS SHOWN ARE SCHEMATIC. FABRICATOR MAY
PROVIDE ALTERNATE DETAIL BASED ON CONNECTION DESIGN.
TE
HSS VERT BRACE
RE: ELEVATIONS
TRUSS BOTTOM CHORD AT BF
2. CONNECTIONS SHOWN ARE SCHEMATIC. FABRICATOR MAY
PROVIDE ALTERNATE DETAIL BASED ON CONNECTION DESIGN.
NO
1
NOTES:
1. REFER TO ELEVATIONS FOR CONNECTION DESIGN LOADS.
CH-47 WEATHER SHELTER
FRAMING SECTIONS
2. CONNECTIONS SHOWN ARE SCHEMATIC. FABRICATOR MAY
PROVIDE ALTERNATE DETAIL BASED ON CONNECTION DESIGN.
NOTES:
1. REFER TO ELEVATIONS FOR CONNECTION DESIGN LOADS.
TRANSATLANTIC MIDDLE EAST DISTRICT
201 PRINCE FREDERICK DRIVE
WINCHESTER, VA 22602
NOTES:
1. REFER TO ELEVATIONS FOR CONNECTION DESIGN LOADS.
ISSUE DATE:
DESIGNED BY:
A. ELJADEI
ARP 2021
SOLICITATION NO.:
DRAWN BY:
J. D'ANIE
---CHECKED BY:
CONTRACT NO.:
W912ER20D0002
N. BENNATI
SUBMITTED BY:
PLOT DATE :
J. RANEY
4/8/2021 4:38:52 PM
SIZE:
FILE NAME:
ANSI 'D' KU-202003A-S-313
COLUMN
RE: PLAN
E
C
DOUBLE ANGLE
TRUSS WEB
RE: ELEVATION
A325 OR A490
SC-STD BOLTS
AS REQUIRED (TYP)
1
TE
O
N
D
NOTE 1
REVISIONS
WP
DESCRIPTION
G
1.6M
SHEET ID
A
S-313
CDC
1
2
3
4
5
6
7
8
10
9
COL
COL
EDGE OF SLAB
ON GRADE
US Army Corps
of Engineers ®
10-12-2020
DATE
G
COL
X
X
X
X
X
X
X
X
CONCRETE PIER
100mm CAPILLARY WATER BARRIER
A
THICKNESS OF CONCRETE
T/2 +/- 13mm
1/2 DOWEL LENGTH
ø14 @ 200mm
OC EW T&B
D
B/2
(3) ø14 CONT
COLUMN, RE:
PLAN
T/SLAB
RE: PLAN
W
C
TYP
FIN GRADE
RE: CIVIL
C
300
A/2
W
A/2
W
A
SLAB REINF
FIN GRADE
SLOPES
RE: CIVIL
W
REVISIONS
1
MARK
SLOPE AWAY FROM
BOLLARD (TYP)
TYP EA
FLANGE
ø150mm STD PIPE
(TYP FILL W/ CONCRETE)
(4) ø16 VERT.
CONC
ENCASEMENT
305
VAPOR RETARDER
100mm CAPILLARY
WATER BARRIER
ø450mm
305
6
NTS
B/BASE PLATE EL
A
ANCHOR ROD SIZE
AND SPACING
PER COLUMN SCHEDULE
3
UNLESS OTHERWISE NOTED, LINEAR
DIMENSIONS SHOWN ARE IN MILLIMETERS
7
COL BASE PLATE & ANCHOR ROD
NTS
8
TURNED DOWN SLAB AT THE FRONT
NTS
ø14 @ 200mm O.C.
E.W
PLAN DIMENSIONS & LOCATIONS
RE: ARCH AND CIVIL DWGS
9
BOLLARD (ø150mm)
NTS
EXP JT
MATERIAL
200
TYP EQUIPMENT PAD (EXTERIOR)
HEAVY HEX
NUT & WASHER
t = RE: COL
SCHED
GROUT
(50 UNO)
T/CONCRETE
SUPPORT
EL= RE: PLAN
COL
SCHEDULE
B
EMBEDMENT
PER COLUMN
NOTES:
1. COORDINATE SIZE & LOCATION
WITH EQUIPMENT REQUIREMENTS
2. CHAMFER ALL EDGES 25mm TYPICAL.
PROVIDE LEVELING NUTS
OR 7 LEVELING PLATE @
CONTRACTOR'S OPTION
HEAVY HEX NUT
TACK WELD
BOTTOM NUT
TO ANCHOR
ROD (TYP)
0
NOTES:
1. CHAMFER ALL EDGES 25mm TYPICAL
10
CONCRETE STOOP DETAIL
1 : 20
400
800
SCALE: 1:20
1.6M
CH-47 WEATHER SHELTER
TYPICAL SLAB-ON-GRADE DETAILS
D
B
RE: ARCH, MECH & ELEC DWGS
150 MIN
ø14 DOWEL @ 300 OC
EXTEND 300 INTO SLAB
COL
C
PROVIDE ADHESIVE ANCHORS
W/ EMBED, QTY & DIA AS REQD
BY EQUIP MFR
NTS
ROUNDED CONCRETE
AT TOP (TYP)
PROVIDE ANCHOR RODS @
COLUMN CENTERLINE ONLY
WHEN (6) ANCHOR RODS ARE
INDICATED IN THE COLUMN
SCHEDULE. PROVIDE (8)
ANCHOR RODS EQUALLY
SPACED WHERE INDICATED
IN THE COLUMN SCHEDULE
1 : 20
PLAN DIMENSIONS & LOCATIONS
RE-ENTRANT CORNER
TYPE D- CONSTRUCTION JOINT
COL
R-180 SLAB-ON-GRADE JOINTS
5
TRANSATLANTIC MIDDLE EAST DISTRICT
201 PRINCE FREDERICK DRIVE
WINCHESTER, VA 22602
D
T
.
1.25 T
TYPE B - THICKENED EDGE EXPANSION JOINT
CONSTRUCTION JOINT
ISSUE DATE:
DESIGNED BY:
A. ELJADEI
ARP 2021
SOLICITATION NO.:
DRAWN BY:
J. D'ANIE
---CHECKED BY:
CONTRACT NO.:
W912ER20D0002
N. BENNATI
SUBMITTED BY:
PLOT DATE :
J. RANEY
4/8/2021 4:38:55 PM
SIZE:
FILE NAME:
ANSI 'D' KU-202003A-S-501
B
(OR TO NEAREST JOINT)
A @ EXTERIOR PIER
US ARMY CORPS OF ENGINEERS
TYPE A - CONTRACTION JOINT
1500 MIN
B @ CORNER PIER
m
m )
0
61 TYP
(
CAMP BUEHRING, KUWAIT
JOB ORDER CONTRACT (JOC)
CONSTRUCT CH-47 WEATHER SHELTERS
KU-202003
.
.
NEW SLABON-GRADE
NON-MOISTURE ABSORPTIVE,
NON-REACTIVE BACKER ROD
TO FIT SNUG IN JOINT
PAINT AND OIL
ONE END OF DOWEL
B/2
4
19mm WIDE NONEXTRUDING
JOINT FILLER
NEW SLABON-GRADE
(1) ø12 IN TOP 1/3
OF SLAB, EA SIDE
(TYP)
75
A
ADJOINING
CONC OR
CONC
MEMBER
NON-MOISTURE ABSORPTIVE,
NON-REACTIVE BACKER ROD
TO FIT SNUG IN JOINT
1
DEPTH OF SAWCUT AS
REQD FOR SEALANT,
SEALANT RECESS AND
BACKER ROD
75
D
20mmø DOWEL x 406mm LONG,
MIN @ 305mm OC, MAX
10
(T 0 m
YP m
)
1
ø10 @ 300mm
WWR WHERE
APPLICABLE
19
13mm MIN
17mm MAX
75
75 CLR
POURED JOINT
SEALANT
6mm TO 3mm
NON-MOISTURE ABSORPTIVE,
NON-REACTIVE BACKER ROD
TO FIT SNUG IN JOINT
SAWCUT
INITIAL SAW
CUT, 3mm
1 : 20
150
DEPTH OF SAWCUT AS
REQD FOR SEALANT,
SEALANT RECESS AND
BACKER ROD
(1) ø12 x 1200mm LONG IN
TOP 1/3 OF SLAB (TYP)
10
(T 0 m
YP m
)
R-180/P-180 SLAB-ON-GRADE
T
.
T/4 MIN
NEW SLABON-GRADE
POURED JOINT
SEALANT
NTS
1220
13mm MIN
17mm MAX
COLUMN/SLAB ISOLATION JOINTS
1370
1 : 20
POURED JOINT
SEALANT
E
2
3
610 MIN
NOT USED
COLUMN AT EXTERIOR
B
DESCRIPTION
150 SUBGRADE
SCARIFY AND RE-COMPACT
1
COLUMN AT CORNER
CONCRETE PIER
NOTE: REFER TO PLANS FOR ALTERNATE JOINT CONFIGURATIONS AND ACTUAL COLUMN SHAPES
15 MIL VAPOR
BARRIER
F
THICKENED EDGE ISOLATION JT
ISOLATION JOINT
RE: TYP DETAIL
REINFORCE SLABS MARKED R
ON PLAN WITH WELDED WIRE
REINFORCEMENT.
REINFORCING SHALL BE
150x150 MW19xMW19 WWF
T/2
180mm SLAB-ON-GRADE
(03 30 00)
SHEET ID
A
S-501
CDC
3
4
5
6
7
8
COL
CL SAG ROD
COL
413
A
330
6
A
127
C CHANNEL GIRT RE:
ELEVATIONS
203X102X12.7
BRACKET (LLH)
A
PLAN DETAIL AT CHANNEL GIRT
F
TOP &
SIDES
6
127
6
6
10mm STIFF
PLATE
L102x76
6
L102x76x10x178
(LLV)
16mm ø SAG ROD
RE: ELEVATIONS
FOR SPACING
GIRT RE:
ELEVATIONS
76
(4) 20ø A325 BOLTS
T/ GIRT
RE: ELEVATIONS
T/ GIRT
RE: ELEVATIONS
(4) 20ø A325 BOLTS
C200 GIRT
RE: ELEVATIONS
1
A
PLAN DETAIL AT C CHANNEL+W250 GIRT
COLUMN
PLAN DETAIL AT CHANNEL
102
100
COL WEB
W310X38.7
PIECE
W310X38.7
TYPICAL GIRT SUPPORT BRACKET DETAILS
A
SECTION A-A
2
SECTION A-A
SECTION A-A
SECTION
3
1 : 20
COLUMN
TYPICAL GIRT CORNER SUPPORT BRACKET
T/ GIRT
RE: ELEVATIONS
1 : 20
COL
COLUMN
RE: PLAN
C200X27.9 GIRT
RE: ELEVATIONS
B
L102X102X9X127
A
A
C CHANNEL+W250 GIRT
RE: ELEVATIONS
6
(2) 20ø A325 BOLTS
@ EA ANGLE
TOP
& SIDES
W200X35.9 CNTRD
ON W250
DOOR
OPENING
W200 TO
COL WEB
5
C200X27.9 GIRT
RE: ELEVATIONS
B
COLUMN
HSS152.4X101.6X6.4
MULLION POST
T/ GIRT
RE: ELEVATIONS
TRIM GIRT FLANGE
AT CONNECTION
2L76X76X6.4X150 LONG
5
13
3 SIDES TYP
CAMP BUEHRING, KUWAIT
JOB ORDER CONTRACT (JOC)
CONSTRUCT CH-47 WEATHER SHELTERS
KU-202003
T/ GIRT
RE: ELEVATIONS
L102X102X9X127
127
1 : 20
PLAN DETAIL AT C CHANNEL+W250 GIRT
6
DOOR JAMB
RE: ARCH
TYPICAL TOP GIRT SUPPORT BRACKET DETAILS
75
C
6
C CHANNEL + W250 GIRT
RE: ELEVATIONS
DOOR
OPENING
A
4
330
COL
DOOR JAMB
RE: ARCH
6
SECTION B-B
25
W200X35.9
C CHANNEL+W250 GIRT
RE: ELEVATIONS
W310X38.7
PIECE
A
B
D
GRID
C CHANNEL+W250 GIRT
RE: ELEVATIONS
6
1 : 20
HSS152.4X101.6X6.4
MULLION POST
(4) 20ø A325 BOLTS
T/ GIRT
RE: ELEVATIONS
T/ GIRT
RE: ELEVATIONS
SECTION A-A
E
A
203X102X12.7
BRACKET (LLH)
(2) 10mm STIFF
PLATE'S
C CHANNEL + W250 GIRT
RE: ELEVATIONS
6
W310X38.7
DESCRIPTION
COL
A
COLUMN
REVISIONS
RE: DETAILS
W250+C200 GIRT
RE: ELEVATIONS
101
76
1
MARK
RE: DETAILS
W310X38.7
PIECE
GIRT RE:
ELEVATIONS
SECTION A-A
100
SECTION A-A
5
GIRT TO SIDE DOOR MULLION POST
W200X35.9
25
1 : 10
C CHANNEL+W250 GIRT
RE: ELEVATIONS
COLUMN
SECTION B-B
A
UNLESS OTHERWISE NOTED, LINEAR
DIMENSIONS SHOWN ARE IN MILLIMETERS
6
TYPICAL TOP GIRT SUPPORT DETAIL AT COL WEB
1 : 20
0
200
400
CH-47 WEATHER SHELTER
TYPICAL GIRT DETAILS
COLUMN
413
B
A
TRANSATLANTIC MIDDLE EAST DISTRICT
201 PRINCE FREDERICK DRIVE
WINCHESTER, VA 22602
75
COL
US Army Corps
of Engineers ®
25
75
AT SLOPED GIRT
B
1
CUT VERT LEG OF
ANGLE TO MATCH SLOPE
COL
A
311
10-12-2020
DATE
127
413
G
10
9
ISSUE DATE:
DESIGNED BY:
A. ELJADEI
ARP 2021
SOLICITATION NO.:
DRAWN BY:
J. D'ANIE
---CHECKED BY:
CONTRACT NO.:
W912ER20D0002
N. BENNATI
SUBMITTED BY:
PLOT DATE :
J. RANEY
4/8/2021 4:38:58 PM
SIZE:
FILE NAME:
ANSI 'D' KU-202003A-S-502
2
US ARMY CORPS OF ENGINEERS
1
800
SCALE: 1:10
0
400
800
SCALE: 1:20
1.6M
SHEET ID
A
S-502
CDC
1
2
3
4
5
6
7
8
10
9
CONCRETE COVER SCHEDULE
STEEL MATERIALS SCHEDULE
130
450
450
31
25
300
140
450
450
31
25
300
140
W360X72
A-2
A
C1
W360X72
A-3
A
C1
W360X72
A-4
A
450
450
31
25
300
140
C1
W360X72
A-5
A
450
450
16
25
300
130
C2
W360X216
B-1
B
600
600
50
38
450
190
C2
W360X216
B-5
B
600
600
50
38
450
190
C2
W360X216
C-1
D
750
750
50
38
450
190
C2
W360X216
C-5
D
750
750
50
38
450
190
C2
W360X216
D-1
D
750
750
50
38
450
190
C2
W360X216
D-5
D
750
750
50
38
450
190
W360X216
E-1
B
600
600
50
38
450
f'c
CONCRETE
COMPRESSIVE
STRENGTH @
28 DAYS
MPa
STRUCTURAL
ELEMENT
MAXIMUM
WATERCEMENTITIOUS
MATERIAL
RATIO
REMARKS
OTHER BARS
ø 10
640
960
500
750
ø10
190
ø12
230
ø14
270
ø16
305
ø18
345
0.45
FOUNDATIONS
28
0.45
ø 12
770
1155
600
900
EXTERIOR CONCRETE
28
0.45
ø14
900
1345
700
1050
PIERS
35
0.45
ø16
1025
1540
800
1200
ø18
1155
1730
900
1350
ø20
380
ø20
1600
2420
1240
1860
ø22
420
1760
2665
1365
2050
ø25
475
190
ø22
2000
3025
1550
2325
ø28
535
2240
3390
1740
2605
NOTES:
1. ALL CONCRETE SHALL BE NORMAL WEIGHT CONCRETE (2400 Kg/M3) WNO
50
38
450
190
C2
W360X216
F-1
B
600
600
50
38
450
190
ø28
C2
W360X216
F-5
B
600
600
50
38
450
190
C1
W360X72
G-1
C&E
RE: 8/S-301 FOR INFORMATION
C1
W360X72
G-5
C&E
RE: 8/S-301 FOR INFORMATION
HOOK EXTENSION
PER ACI 318
NOTES:
CONC JOINT
1. LAP SPLICE LENGTH IS IN MILLIMETERS.
2. YIELD STRENGTH OF REINFORCEMENT OF (Fy) = 420 MPa
3. CONCRETE IS NORMAL WEIGHT (24 kN/m3).
4. TOP BAR INDICATES HORIZONTAL REINFORCEMENT WHICH IS PLACED
ABOVE 300 mm OR MORE OF FRESH CONCRETE.
5. UNLESS NOTED OTHERWISE COLUMNS & PIERS UTILIZE CLASS B LAP
SPLICES.
6. DEVELOPMENT LENGTH OF AN UNLAPPED, OR A CLASS A SPLICE,BAR IS
EQUAL TO VALUE FROM TABLE DIVIDED BY 1.3.
7. FOR SLAB AND WALLS, CONTRACTOR MAY PROVIDE REDUCED SPLICE
LENGTHS IN ACCORDANCE WITH ACI 318-CHAPTER 25.
8. FOR EPOXY COATED REINFORCEMENT OR LIGHTWEIGHT CONCRETE
REFER TO ACI 318-CHAPTER 25.
NOTES:
1. RE: DETAIL 7/S-501 FOR ADDL BASE PLATE INFO.
NON-SHRINK GROUT
50 UNO
50 MIN
FACE OF
CONC
BEAMS OR
COLUMNS
CASE 1
COVER >_1 db AND C-C SPA > 2 db
CASE 2
COVER < 1 db AND C-C SPA > 2 db
ALL
COLUMNS
CASE 1
COVER >_1 db AND C-C SPA > 3 db
CASE 2
COVER < 1 db AND C-C SPA > 3 db
3. REDUCTION FACTORS BASED ON ACI
318 SECTION 25.4 FOR COVER,
STIRRUPS, OR EXCESS
REINFORCEMENT HAVE NOT BEEN
APPLIED.
4. ANY REDUCTION BASED ON FACTORS FROM
ACI 318 SECTION 25.4 SHALL NOT REDUCE Ldh
TO LESS THAN 8db OR 150mm.
5. DEVELOPMENT LENGTHS LISTED ABOVE SHALL
BE MULTIPLIED BY 1.2 FOR EPOXY COATED
REINFORCEMENT AND/OR MULTIPLIED BY 1.33
FOR LIGHT WEIGHT CONCRETE.
(8) 38mm
ANCHOR RODS
CL
13
250
150150150150
50
(10) 32mm
ANCHOR RODS
CL
305
75
38
(12) 38mm
ANCHOR RODS
75
250
125
50
50
CL
75
8
6
229
38
(6) 20mm ANCHOR
RODS
CL
229
125
50
50
TACK WELD HEAVY HEX NUT
TO ANCHOR ROD (TYP) OR
PROVIDE HEADED ANCHOR
ROD
CL
165 170 165
(6) 25mm
ANCHOR RODS
50 175 175
450
T/NUT
250
50
50
250
75
600
50
CL
750
600
50
600
175 175
CL
600
50
50
450
CL
CL
CL
HOOK DEVELOPMENT
LENGTH, Ldh (REQD EMBED)
NOTES:
1. BAR YIELD STRENGTH, Fy = 420 MPa
2. CONCRETE IS NORMAL WEIGHT CONCRETE.
CASES FOR CLASS B LAP SPLICES
ASTM F1554 Fy= 55si
ANCHOR ROD DIA AS REQD
f'c
(28 MPa)
BAR
SIZE
28
600
PROVIDE LEVEL
SQUARE & SMOOTH
SURFACE TO BEAR
COLUMN BASE
10-12-2020
DATE
HOOK DEVELOPMENT LENGTH (REQD EMBEDMENT)
Ldh (mm)
SLAB-ON-GRADE
600
PROJECTION
RE: COL SCHED
STANDARD HOOKS IN
TENSION (PER ACI 318M LATEST EDITION)
CASE 2
B
EMBEDMENT LENGTH
RE: COL SCHED
ASTM A500 GRADE B
CASE 1
E-5
EXTENSION
.
AS REQ'D
317
CASE 2
W360X216
1
HSS RECTANGULAR TUBE
CASE 1
T/CONC
RE: PLAN
A
ASTM F 1554
TOP BARS
BAR SIZES
HEAVY HEX NUT AND
GALV WASHER.
THICKNESS PER AISC
MANUAL TABLE 14-2
B
248
f'c = 28 MPa
C2
B/B PL
PER MFR
ANCHOR RODS
MINIMUM TENSION DEVELOPMENT LAP SPLICES (CLASS B) OF
REINFORCING BARS (PER ACI 318M LATEST EDITION)
ø25
C
ASTM A36/A36M
38
C1
CONCRETE MATERIALS SCHEDULE
248
150
8
50mm PLATE
ANCHOR ROD
NTS
UNLESS OTHERWISE NOTED, LINEAR
DIMENSIONS SHOWN ARE IN MILLIMETERS
2
BASE PLATE A
1 : 20
3
BASE PLATE B
1 : 20
4
BASE PLATE C
1 : 20
DESCRIPTION
300
450
CONNECTIONS, PLATES & ALL
OTHERS
REVISIONS
25
A
ASTM A36/A36M
1
MARK
16
A-1
40
50
248
5
BASE PLATE D
1 : 20
6
BASE PLATE E
1 : 20
BASE PLATE
13X685X305
8
CH-47 WEATHER SHELTER
FOUNDATION SCHEDULES & BASE PLATE DETAILS
450
W360X72
T/3 OR
50 MAX
ANGLE & CHANNEL SHAPES
TRANSATLANTIC MIDDLE EAST DISTRICT
201 PRINCE FREDERICK DRIVE
WINCHESTER, VA 22602
ANCHOR RODS
PROJECTION
40
ASTM A992/A992M
ISSUE DATE:
DESIGNED BY:
A. ELJADEI
ARP 2021
SOLICITATION NO.:
DRAWN BY:
J. D'ANIE
---CHECKED BY:
CONTRACT NO.:
W912ER20D0002
N. BENNATI
SUBMITTED BY:
PLOT DATE :
J. RANEY
4/8/2021 4:39:02 PM
SIZE:
FILE NAME:
ANSI 'D' KU-202003A-S-601
ANCHOR RODS
EMBED
C1
C2
D
T
ANCHOR RODS
SIZE
SIZE
COLUMNS/PIERS (TO TIES)
345
305
E
COLUMN
BASE PLATE
LOCATION TYPE
L
W
MARK
75
SLABS-ON-GRADE:
NOT EXPOSED TO WEATHER (FROM TOP)
EXPOSED TO WEATHER
FOUNDATION WALLS (NO SURFACES SHALL BE EARTHED FORMED):
ø16 EXTERIOR SIDE (EXPOSED TO EARTH AND WEATHER)
ø18 TO ø36 BAR
COLUMN SCHEDULE
F
FOOTINGS (EARTH FORMED)
WIDE FLANGE SHAPES
US ARMY CORPS OF ENGINEERS
NOTES
305
THICK
300
300
300
300
300
300
US Army Corps
of Engineers ®
REMARKS
685
LENGTH
2200
2600
3600
4000
4100
4400
150150150150
WIDTH
2200
2600
3200
4000
4100
4400
750
MARK
F2.2
F2.6
F3.6x3.2
F4.0
F4.1
F4.4
Fy
YIELD STRENGTH
(MPa)
STRUCTURAL
ELEMENT
CAMP BUEHRING, KUWAIT
JOB ORDER CONTRACT (JOC)
CONSTRUCT CH-47 WEATHER SHELTERS
KU-202003
FOOTING SCHEDULE
TOP & BOTT CROSSWISE REINFORCING TOP & BOTT LENGTHWISE REINFORCING
NO.
SIZE
LENGTH SPACING
NO.
SIZE
LENGTH SPACING
7
19
7
19
9
19
9
19
13
19
11
19
13
22
13
22
15
22
15
22
14
25
14
25
-
G
MINIMUM CONCRETE COVER PROTECTION FOR REINFORCEMENT BARS SHALL BE AS LISTED
BELOW : (SEE ACI 318M LATEST EDITION). DIMENSIONS FOR BAR PLACEMENT GIVEN IN
SECTIONS AND DETAILS SHALL SUPERSEDE MINIMUM COVER REQUIREMENTS GIVEN HERE.
DIMENSIONS ARE IN mm. PROVIDE STANDARD BAR CHAIRS AND SUPPORT BARS AS REQUIRED
(@1200mm MAXIMUM) TO MAINTAIN CONCRETE PROTECTION SPECIFIED.
SHEET ID
A
S-601
CDC
2
3
G
4
2
2
6
7
1
2
8
a
3
a
3
5
a
2
3
2
9
10
US Army Corps
of Engineers ®
DATE
1
3
2
1
5
2
3
F
2
5
4
1
2
2
3
5
a
a
a
3
2
MARK
a
5
1
DESCRIPTION
4
a
2
3
D
4.65
6.97
9.29
C
8.58
46.45
B
A
WALL LOAD (Pa)
ZONE 1
ZONE 2
ZONE 3
996
-1896
905
-1805
881
-1781
867
-1767
867
-1767
867
-1767
996
-2921
905
-2293
881
-2135
867
-2021
867
-2021
867
-2021
996
-4209
905
-2681
881
-2293
867
-2021
867
-2021
867
-2021
ZONE 4
1767
-1882
1623
-1738
1585
-1705
1561
-1676
1499
-1614
1417
-1532
ZONE 5
1767
-2226
1623
-2040
1585
-1872
1561
-1819
1499
-1695
1417
-1532
NOTES:
1. WIND PRESSURES (Pa) SHOWN ARE ULTIMATE GROSS PRESSURES. THEY
SHALL BE USED BY A REGISTERED DESIGN PROFESSIONAL FOR DESIGN OF
COMPONENTS AND CLADDING USING THE DATA ABOVE OR CALCULATED
FROM PARAMETERS GIVEN HEREIN.
2. THE WIND LOADS NOTED ABOVE ARE BASED ON ZONES WHICH LOCATE
SPECIFIC AREAS ON THE ROOF AND WALL SURFACES. THESE ZONES ARE
LOCATED PER ASCE 7-10 TABLE 30.7-2. (LOADS BASED ON EFFECTIVE
TRIBUTARY AREA) FOR AREAS OTHER THAN THE PRESSURE VALUES SHOWN,
SHALL BE CALCULATED BY THE SUPPLIERS REGISTERED PROFESSIONAL
ENGINEER FROM THE PARAMETERS PROVIDED HEREIN.
3. POSITIVE VALUES IN THE TABLE ABOVE ARE INWARD AND NEGATIVE VALUES
ARE OUTWARD PRESSURE IN UNITS OF NEWTON PER SQUARE METER.
4. SEE DRAWING S-001 FOR DESIGN WIND PARAMETERS.
5. DEAD LOAD 960Pa TO BE USED TO DETERMINE THE NET PRESSURES.
DISTANCE "a"
m
2.5
2.5
2.5
2.5
2.5
2.5
US ARMY CORPS OF ENGINEERS
0.93
ROOF LOAD (Pa)
CAMP BUEHRING, KUWAIT
JOB ORDER CONTRACT (JOC)
CONSTRUCT CH-47 WEATHER SHELTERS
KU-202003
TRIBUTARY
AREA (m²)
1 : 50
CH-47 WEATHER SHELTER
WIND LOAD CRITERIA
1 : 50
PLAN VIEW FOR WIND LOADING DIAGRAM
TRANSATLANTIC MIDDLE EAST DISTRICT
201 PRINCE FREDERICK DRIVE
WINCHESTER, VA 22602
ISOMETRIC VIEW FOR WIND LOADING DIAGRAM
ISSUE DATE:
DESIGNED BY:
A. ELJADEI
ARP 2021
SOLICITATION NO.:
DRAWN BY:
J. D'ANIE
---CHECKED BY:
CONTRACT NO.:
W912ER20D0002
N. BENNATI
SUBMITTED BY:
PLOT DATE :
J. RANEY
4/8/2021 4:39:03 PM
SIZE:
FILE NAME:
ANSI 'D' KU-202003A-S-602
E
SHEET ID
A
S-602
CDC
G
ROOF ASSEMBLY
• INSULATED (R-40) METAL ROOF PANEL
INSTALLED WITH EXPANSION CLEATS
• CLOSURE TRIM AT JUNCTION OF WALL
PANEL
• SELF ADHERING MODIFIED BITUMEN
UNDERLAYMENT
• STRUCTURAL ROOF DECK - SEE S-SERIES
G
4
5
PREFINISHED STANDING
SEAM METAL ROOF - ATTACH
WITH CONCEALED ANCHOR
CLIPS - EXPANSION TYPE
ANCHOR CLIPS REQUIRED
TOP OF EAVE
10940
FABRIC DOOR HOIST
FABRIC DOOR HOIST BEAMS. SEE S-SERIES
B.O. TRUSS
9350
DRIP EDGE
8
9
10
US Army Corps
of Engineers ®
G
SELF ADHERING MODIFIED
BITUMEN UNDERLAYMENT
OVER ROOF DECK
INSULATED STANDING
SEAM METAL ROOF (R-40)
SELF ADHERED MODIFIED
BITUMEN UNDERLAYMENT
5
A-501
PREFINISHED RAKE EDGE
TRIM INSTALLED WITH
EXPANSION CLEATS
PREFINISHED STANDING
SEAM INSULATED METAL
WALL PANEL (R-40) WITH
CLOSURE TRIM AT EAVE
STEEL ANGLE.
SEE S-SERIES
TOP OF EAVE
10940
INSULATED METAL
WALL PANEL SYSTEM
(R-20) WITH EXPOSED
FASTENERS
BEAM BEYOND. SEE
S-SERIES
F
7
5
STRUCTURAL ROOF DECK.
SEE S-SERIES
3
A-501
6
DATE
3
DESCRIPTION
2
1
TOP OF EAVE
10940
PAINTED STEEL GIRT.
SEE S-SERIES
PAINTED STEEL BEAM .
SEE S-SERIES
INSULATED METAL
WALL PANEL (R-20)
JOISTS
PAINTED STEEL
CROSS BRACING
BEYOND. SEE SSERIES
PAINTED STEEL
COLUMN BEYOND.
SEE S-SERIES
PREFINISHED INSULATED METAL PANEL
WITH CLOSURE TRIM AT FABRIC DOOR
AND DRIP EDGE AT OUTER EDGE
DOOR ASSEMBLY
• SINGLE LEAF ELECTRICALLY OPERATED
VERTICAL LIFT FABRIC DOOR. SEE SSERIES AND E-SERIES.
2
WALL SECTION DETAIL
3
SCALE: 1 : 20
FACTORY FINISHED R-40
INSULATED STANDING
SEAM METAL ROOF PANEL
LOOSE FILL INSULATION
WALL SECTION DETAIL
SCALE: 1 : 20
65
MIN.
5
INSULATED METAL WALL
PANEL SYSTEM WITH
EXPOSED FASTENERS BOTTOM OF PANELS
HORIZONTAL - PROVIDE
CLOSURE AT BASE
FLASHING APRON/FASCIA,
MINIMUM 0.65 MM THICK
FACTORY FINISHED
R-20 INSULATED
METAL WALL PANEL
RIVET CONNECTION
PAINTED STEEL GIRT
SEE S-SERIES
THROUGH FASTENERS
FACTORY FINISHED
EAVE TRIM.
FACTORY FINISHED
METAL CORNER FLASHING
STEEL STRUCT.; RE:
STRUCT.
FACTORY FINISHED
R-20 INSULATED
METAL WALL PANEL
CONTINUOUS SEALANT
C
PAINTED 250mm
GALVANIZED STEEL
CLOSURE ANGLE
CONCRETE PIER
BEYOND. SEE S-SERIES
HIDDEN JOINT
FASTENERS
BASE ANGLE
METAL FLASHING
CONCRETE SLAB SEE
S-SERIES
CONCRETE
FOUNDATION FOR
PIER BEYOND. SEE
S-SERIES
SUPPORT FASTENERS
5
WALL- INSULATE PANELS OUTSIDE CORNER
4
SCALE: 1 : 5
WALL SECTION DETAIL
SCALE: 1 : 20
FACTORY FINISHED
METAL RIDGE CAP
SCALE: 1 : 5
LOOSE FILL INSULATION
OUTSIDE CLOSURE STRIP
W/ TAPE MASTIC TOP & BOTTOM
FASTENING PER
MANUFACTURER'S
SPECIFICATIONS
B
METAL CLOSURE
W/ TAPE MASTIC TOP & BOTTOM
SLOPE
INSULATION SHALL BE
PROVIDED
SLOPE
SLOPE
INSULATED METAL
PANEL WALL
0
FACTORY FINISHED R-30
INSULATED STANDING SEAM
METAL ROOF PANEL
CONTINUOUS
SUPPORT FRAMING
A
7
ROOF INSULATED PANEL LAP
SCALE: 1 : 5
PVC PIPE SLEEVE SIZED
TO PROVIDE 1/4" ALL
AROUND CLEARANCE, SEE
MECH FOR DUCT
LOCATIONS.
INSIDE RIDGE TRIM
W/ CAULK AS REQ'D
SEALANT BEADS AT
END LAP LOCATIONS
PER MANUFAC. SPECIFICATIONS
FACTORY FINISHED R-40 INSULATED
STANDING SEAM METAL ROOF PANEL
FASTENING PER
MANUFACTURER'S SPECIFICATIONS
SECONDARY FRAMING
-SEE STR. DRAWINGS
DUCT AS
REQUIRED, TYP.
SECONDARY FRAMING
-SEE STR. DRAWINGS
8
ROOF RIDGE
SCALE: 1 : 5
9
DUCT PENETRATION DETAIL
SCALE: 1 : 10
200
400
800
CH-47 WEATHER SHELTER
SECTION DETAILS
6
ROOF RAKE
TRANSATLANTIC MIDDLE EAST DISTRICT
201 PRINCE FREDERICK DRIVE
WINCHESTER, VA 22602
GIRT W/
STIFFENER
US ARMY CORPS OF ENGINEERS
BASE TRIM
CAMP BUEHRING, KUWAIT
JOB ORDER CONTRACT (JOC)
CONSTRUCT CH-47 WEATHER SHELTERS
KU-202003-A
D
SCALE: 1 : 10
PAINTED STEEL
COLUMN BEYOND.
SEE S-SERIES
CLOSURE STRIP
W/ TAPE MASTIC
1
ROOF DETAIL
ISSUE DATE:
DESIGNED BY:
S. FIELD-JABLECKI
APRIL 2021
SOLICITATION NO.:
DRAWN BY:
S. FIELD-JABLECKI
CHECKED BY:
CONTRACT NO.:
S. LEE
W912ER20D0002
SUBMITTED BY:
PLOT DATE :
J. RANEY, CHEIF
4/13/2021 12:40:50 PM
SIZE:
FILE NAME:
ANSI 'D' KU-202003A-A-501
GALVANIZED STEEL CLIPS
E
MARK
GALVANIZED STEEL ANGLES
SCALE: 1:10
0
100
200
400
SCALE: 1:5
SHEET ID
A
A-501
CDC
ROOM
NAME
WEATHER SHELTER
WEATHER SHELTER
WEATHER SHELTER
WEATHER SHELTER
OFFICE
8
9
COMMENTS
MINIMUM REQUIRED CLEAR DOOR OPENING IS 7810mm x 24390mm
SEE S-SERIES FOR GIRT FRAMING DETAILS
SEE S-SERIES FOR GIRT FRAMING DETAILS
SEE S-SERIES FOR GIRT FRAMING DETAILS
UNDER CUT 25 mm
US Army Corps
of Engineers ®
DESCRIPTION
50
50
DOOR, WINDOW, AND FRAME TYPES
MARK
STRUCTURAL SUPPORT.
SEE S-SERIES
CLOSURE PANEL, SEE 1/A-501
FACTORY FINISHED INSULATED
METAL WALL PANEL, R20
FACTORY FINISHED INSULATED
METAL WALL PANEL, R20
STEEL CHANNEL AT
FRAMED OPENING - SEE
S-SERIES
BOX HEADER: (2) 150mm
METAL STUD ON END
CONNECTED WITH
RUNNER CHANNELS ON
TOP AND BOTTOM
SEALANT
13
13
H2 - FABRIC DOOR HEAD DETAIL
H1 - HOLLOW METAL DOOR FRAME HEAD DETAIL
NTS
HM FRAME
NTS
DOOR GUIDES DO NOT EXTEND
PAST FACE OF WALL PANEL
AT DOOR OPENING
13
SCHEDULED
GYPSUM
PARTITION
13
50
INSECT SCREEN
PANEL BASE EXTRUSION
ALL AROUND OPENING
PREFINISHED METAL
TRIM
EDGE FLASHING
CLOSURE STRIP
FACTORY FINISHED INSULATED
METAL WALL PANEL, R20
50
EDGE FLASHING
CLOSURE STRIP
BACKER ROD & SEALANT
PREFINISHED METAL
TRIM
FACTORY FINISHED INSULATED
METAL WALL PANEL, R20
BACKER ROD & SEALANT
PAINTED
STRUCTURAL
COLUMN, SEE
S-SERIES
VERTICAL LIFT
FABRIC DOOR
PAINTED STEEL HSS
AT FRAMED OPENING SEE S-SERIES
PREFINISHED
METAL CLOSURE
TRIM AT EDGE OF
DOOR OPENING
EDGE OF
CONCRETE SLAB
BELOW. SEE SSERIES
PAINTED COLD
ROLLED STEEL
SUPPORT FOR
WALL PANEL
SYSTEM
SEALANT
J1 - HOLLOW METAL FRAME JAMB DETAIL (INTERIOR)
H4 - LOUVERE HEAD DETAIL
PANEL BASE EXTRUSION
ALL AROUND OPENING
SEALANT
JAMB ANCHOR
LOUVER; RE: MECH.
NTS
STEEL TUBES FOR FABRIC DOOR
SUPPORT - SEE S-SERIES COORDINATE DOOR / GUIDE RAIL
INSTALLATION WITH FABRIC
DOOR MANUFACTURER
INSULATED METAL
WALL PANEL SYSTEM
WITH EXPOSED
FASTENERS
HOLLOW METAL
DOOR FRAME
PANEL BASE EXTRUSION
ALL AROUND OPENING
EDGE FLASHING
CLOSURE STRIP
BACKER ROD & SEALANT
EXTERIOR
H3 - HOLLOW METAL FRAME HEAD DETAIL
FABRIC DOOR GUIDE RAILS
PROVIDED BY DOOR
MANUFACTURER
NTS
ONE PIECE METAL FLASHING
AND CLOSURE TRIM
SEALANT
C
A
ONE PIECE METAL FLASHING
AND CLOSURE TRIM
EXTERIOR
SCHEDULED
DOOR
SCHEDULED
DOOR
CLOSURE STRIP SECURED
IN PLACE
PANEL BASE EXTRUSION
ALL AROUND OPENING
EDGE FLASHING
CLOSURE STRIP
BACKER ROD & SEALANT
SCHEDULED
GYPSUM
PARTITION
HOLLOW METAL
DOOR FRAME,
PAINTED.
B
CLOSURE STRIP SECURED
IN PLACE
50
VERTICAL LIFT
FABRIC DOOR
STEEL CHANNEL AT
FRAMED OPENING - SEE
S-SERIES
J2 - FABRIC OVERHEAD DOOR JAMB DETAIL
NTS
PAINTED STEEL HSS
AT FRAMED OPENING SEE S-SERIES
JAMB ANCHORS
MIN 3 PER JAMB
FULLY GROUTED
THRESHOLD
HM FRAME
HM DOOR SEE SCHEDULE
WELDED HM FRAME SEE
SCHEDULE
INSECT SCREEN
LOUVER; RE: MECH
J3 - HOLLOW METAL FRAME JAMB DETAIL
NTS
J4 - LOUVER JAMB DETAIL
CH-47 WEATHER SHELTER
DOOR SCHEDULE, DOOR AND WINDOW ELEVATIONS
A
FIXED WINDOW
DOOR MOTOR BY
MANUFACTURER
TRANSATLANTIC MIDDLE EAST DISTRICT
201 PRINCE FREDERICK DRIVE
WINCHESTER, VA 22602
750
F1
STANDARD
FLOOR LINE
NTS
D
10
50 900 50
INTERIOR FRAME, HOLLOW
METAL, PAINTED. GLASS,
CLEAR LAMINATED
E
FINISH
PT
PT
PT
PT
PT
DETAILS
HEAD JAMB HARDWARE SET
H2
J2
H3
J3
20B
H3
J3
20B
H3
J3
20B
H1
J1
21B
7
ISSUE DATE:
DESIGNED BY:
S. FIELD-JABLECKI
APRIL 2021
SOLICITATION NO.:
DRAWN BY:
S. FIELD-JABLECKI
CHECKED BY:
CONTRACT NO.:
S. LEE
W912ER20D0002
SUBMITTED BY:
PLOT DATE :
J. RANEY, CHEIF
4/13/2021 12:40:55 PM
SIZE:
FILE NAME:
ANSI 'D' KU-202003A-A-600
A
FLUSH
DOOR
FRAME
TYPE DESCRIPTION FINISH TYPE DESCRIPTION
FB
A HM
PT
F1 HM
A HM
PT
F1 HM
A HM
PT
F1 HM
A HM
PT
F1 HM
6
1350
PER SCHEDULE
F
PER SCHEDULE
50
PER
50SCHEDULE 50
SCHEDULE - DOOR
5
US ARMY CORPS OF ENGINEERS
PER
SCHEDULE
SIZE
HEIGHT WIDTH THICKNESS
9350
24490
1000 mm
2150
900
50 mm
2150
900
50 mm
2150
900
50 mm
2150
900
50 mm
4
CAMP BUEHRING, KUWAIT
JOB ORDER CONTRACT (JOC)
CONSTRUCT CH-47 WEATHER SHELTERS
KU-202003-A
G
DOOR
NUMBER
100
100A
100B
100C
101
3
DATE
2
1
SHEET ID
A
A-611
CDC
3. PEB STRUCTURAL DESIGN CALCULATIONS
Design Calculations
DSI Job No
Revision
DS 1228
00
Building
Dated
Weather Shelter B
31-01-2022
Table of Contents
Material Specifications ............................................................................................................................................ 4
Building Parameters ................................................................................................................................................ 5
Design Assumptions ............................................................................................................................................... 6
Design Loads .......................................................................................................................................................... 6
Wind Load Consideration ........................................................................................................................................ 7
Load Combinations ................................................................................................................................................. 8
Serviceability Limitation ........................................................................................................................................... 9
Seismic Load Consideration.................................................................................................................................. 10
Program input........................................................................................................................................................ 10
Definition of Design Program ................................................................................................................................ 11
Standard Tables and Details ................................................................................................................................. 15
Design Output ....................................................................................................................................................... 18
(A) Design Sketchces............................................................................................................................................ 19
(B) Design of Main Frame ..................................................................................................................................... 20
B.1) Design of Main Frame @ G.L B TO G ........................................................................................................... 21
Design Of Main Frame Connection: ...................................................................................................................... 35
B.2) Design of Post @ G.L G: ............................................................................................................................... 38
(C) Design of Secondary Members (Purlins) ......................................................................................................... 58
(C.1) Roof Purlins :- ............................................................................................................................................. 60
(C.2) Side Wall Girts at G.L- 1............................................................................................................................ 113
C.3) Side Wall Girts @ G.L 5 .............................................................................................................................. 132
C.4) End Wall Girts @ G.L A: .............................................................................................................................. 150
D) Design of Bracing Members ........................................................................................................................... 193
D.1) Roof Bracing & Purlin Struts: ....................................................................................................................... 194
D.2) Side Wall Bracing & Eave Struts: ................................................................................................................ 200
D.3) End Wall Bracing: ........................................................................................................................................ 231
Sheet 2 of 231
Design Codes
The Pre-Engineered Building described in these calculations was designed according to the latest U.S.A.
Buildings and Design Codes that have been referred to in the design :
Section Design:
1- Built up and hot rolled sections have been designed in accordance with :
 AISC 360 -2010 “American Institute of Steel Construction” Manual of Steel Construction - Allowable Stress
Design.
2- Cold formed components have been designed in accordance with :
 AISI“American Iron and Steel Institute” Cold Formed Steel Design Manual.
3- Welding has been applied in accordance with :
 AWSD1.1/D1.1M: “American Welding Society” Structural Welding Code - Steel Manual.
Applying Basic Loads and the Load Combinations:
The loads as described have been applied on the structure in accordance with :
 ASCE-7 -10“American Society of Civil Engineers” Minimum Design Loads for Builings
and Other Structuers.
 IBC -2018 “International Building Code”.
Sheet 3 of 231
Material Specifications
The following is the list of the material standards and specifications for which the building components have been
designed :
No
1
2
Materials
Anchor Bolts
Hot Rolled Members
Columns
Tubes
Channels
Pipes
6
7
8
9
ASTM A36M (F1554)
or Equivalent.
Fu = 40.00 kN/cm2
ASTM A572 M Grade 345 Type 1
Fy = 34.50 kN/cm2
EN 10025-2 S355JR
Fy = 35.50 kN/cm2
ASTM A36 M
Fy = 27.5 kN/cm2
Fy = 24.80 kN/cm2
Bracing
Sag Rods
or
Equivalent.
Fy = 27.5 kN/cm2
ASTM A36 M
Fy = 27.5 kN/cm2
or
Equivalent.
Fy = 27.5 kN/cm3
ASTM A36 M or Equivalent.
Fy = 27.5 kN/cm2
ASTM A36 M
Fy = 27.5 kN/cm2
or
Equivalent.
Fy = 27.5 kN/cm3
ASTM A36 M or Equivalent.
ASTM A325 M Type 1, Fully
Threaded S1
From 16 to 36 Diameter or
Equivalent: DIN933 GR 8.8
Fy = 27.5 kN/cm2
Fu = 83.0 kN/cm2
Fy = 66.0 kN/cm2
Cables 16.0mm
ASTM A475 Class A Extra High
Strength, Zinc Coating:120 g/cm2
(minimum)
Rods
ASTM A-36M
Fy = 25.00 kN/cm2
Fu=40.00 KN/cm2
Angles
ASTM A-36M
Fy = 34.50 kN/cm2
ASTMA653 M Class 1,
SS Grade 340.
Fy = 34.00 kN/cm2
Cold Formed Secondary Members
Galvanized
Secondary
Bolts
5
Primary Connection Bolts (High Strength
Bolts)
Panels
4
Grade
Built-Up Members
Beams
3
Specifications
Purlin & Girt Connection
Eave Struts 12mm DIA
ASTM A307 M Fully Threaded.
Or Equivalent.
Breaking load = 119.7
kN
Fu = 83.0 kN/cm2
Fy = 66.0 kN/cm2
Prepainted Sheeting
ASTM A792 M or Equivalent.
Fy = 34.00 kN/cm2
Aluminum
ASTM Alloy Type AA3003, H26
Fy = 14.5 kN/cm2
Fu= 16.5 kN/cm2
ASTM A-36 Galvanized
Fy = 25.00 kN/cm2
* Fy = Yield Strength.Ft=Tensile Strength. Fu=Ultimate Tensile Strength.
Sheet 4 of 231
Building Parameters
BUILDING PARAMETERS
1
2
3
Type
No. of interior columns
Width Module (m)
Clear Span
N/A
4
5
6
7
8
9
10
11
Roof Slope
Width (m)
Length (m)
Exterior Columns Base Condition
Interior Columns Base Condition
Height (m) from FFL
Bay Spacing (m)
Sidewalls
Front Sidewall
Back Sidewall
Endwalls
Left Endwall
APD
25980
38550
Pinned
N/A
10.94
12
Right Endwall
13
Bracing Type
Roof
Both Exterior
Interior
1
2
3
4
Wind Speed (KPH)
Exposure Category
Importance Factor for Wind
Building Enclosure
N/A
Out to out of Steel Line
Out to out of Steel Line
Eave Height
APD
Girts: ByPass
Girts: ByPass
Frame Type:Rigid Frame
Girts: ByPass
Column Spaces: Please check attached approval drawing
Frame Type: Rigid Frame
Girts: ByPass
Column Spaces: Please check attached approval drawing
Diagonal
Diagonal
N/A
177 (3-seconds gust)
C
1.0
Enclosed
Sheet 5 of 231
Design Assumptions

The main frame rafters and exterior columns are rigidly connected to each other (using moment type
connections).

The exterior columns are Pinned connected to the foundations.

The Building is designed for Partially Open condition & wind exposure C category.

The lateral stability of the building is provided through the frame action of the main frames.

The longitudinal stability of the building is provided through the horizontal & vertical bracing
in the cross braced bays of the building.

The frames at the endwalls are main frames and the lateral stability are provided by frame action.

The roof purlins are continuous beams supported at rigid frame locations and span the bay spacing of the
building.

The roof sheeting provide lateral support for purlins.
Design Loads
1
Design Dead Load (Kg/m2)
25.0+ Self.weight
2
Design Live Load (Kg/m2)- On main frame
58
2
Design Live Load (Kg/m2)- On Purlin
100
3
Ground Snow Load (Kg/m2)
N/A
4
Collateral Load (Kg/m2)
30
Sheet 6 of 231
Wind Load Consideration
Sheet 7 of 231
Load Combinations
ASCE7-10 - ( Chapter 2 ) & IBC2018
Sheet 8 of 231
Serviceability Limitation
VERTICAL DEFLECTIONS
No.
1
For Member (or) Element
Maximum Allowable Deflection
Rigid frame rafters fully sheeted
Span / 240
HORIZONTAL DEFLECTIONS: EH = Eave Height
No.
1
For Member (or) Element
Maximum Allowable Deflection
Rigid frame columns With Fully sheeting Conditions
EH/60
Sheet 9 of 231
Seismic Load Consideration
Program input
Sheet 10 of 231
Definition of Design Program
Sheet 11 of 231
MBS
(MetalBuilding Software)
METAL BUILDING SOFTWARE
MBS is a comprehensive structural engineering program which will perform an analysis and optimum design of a
metal building for a given shape, loads, building code and a list of available materials.
INPUT DATA
The designer selects and edits a design control file which contains all information of the building, such as the size,
shape, building code, loads, framed openings and the type of frame members. The program uses this information
to prepare an input file for each Building Design Program.
RIGID FRAME DESIGN PROGRAM
The rigid frame design program will design the rigid frames of a given building including flange plates, web plates,
bolted end plate connections, base plates, anchor bolts, interior columns, web stiffener plates, size of inside flange
braces and its location.
ANALYSIS
Stiffness method of structural analysis is applied to consider the specific loads acting on the frame geometry to
produce the internal moments, shears and axial forces. The frame geometry starts with the building shape and then
is corrected for the distance between the building surface and the frame outside flange and the distance from the
outer flange to the center of gravity of the members.
The calculated internal actions are located on the center of gravity lines for the frames. With the frame geometry
being smaller than the building geometry, the wall and roof loads located beyond the knee and peak surface
intersection of the frame are applied as concentrated loads and moments at the intersection of members. Analysis
of the rigid frame depends on member stiffness throughout the frame.
Tapered members are divided into short segments of constant depth. At building intersections the members are
stiffened due to overlap of the two intersecting members. Results of the analysis are reported at stress check points
which are located throughout the frame. Stress check points are located at each end of each segment plus at equal
spacing between the segment ends. The stress check points are located on the center of gravity line for the
members and on lines which are perpendicular to the member outside flange.
Sheet 12 of 231
DESIGN CODE
Members are designed in accordance with the ‘Specification for the Design, Fabrication and Erection of Structural
Steel for Buildings’ by the American Institute of Steel Construction (AISC 1989 – 9th Edition). Stress checks are
made on shear stress, axial stress, bending stress, and the combination of axial stress and bending stress.
LOADING
Rigid frames are designed to meet a number of design loads. Design loads are a linear combination of basic loads
from material weight, Live load, Wind load, Seismic load and auxiliary load.

Basic loads are entered in the input file of the rigid frame. The program generates the self weight of the rigid
frame.

The intensity of the wind loading on each building surface is a product of the wind coefficient and the basic
wind pressure. Two sets of wind coefficients are considered.

Design load is a combination of all basic loads used in the design of the frame.
Entering data for additional loads is a three step process as below,

Each additional load other than the basic loads is defined on "Additional Load" line.

The additional loads are combined to form an auxiliary load on the "Auxiliary Loads" line.

The auxiliary loads are combined with other loads to form design loads for the frame on the "Design Loads"
line.
Some of the “Additional Load” types are as below,
1. ‘C’ for a Concentrated Load.
2. 'D' for Linear Distributed Load.
3. 'I' for a Concentrated Load on an interior column.
4. 'W' for a Linear Distributed Load on an interior column.

Crane loads are generated by the program as per the data entered in the design control file.
Sheet 13 of 231
DESIGN SUMMARY REPORT
This report contains a detailed summary of the rigid framedesign. It is divided into five (5) headings;
 Members.
 Interior Columns.
 Reactions.
 Deflections.
 Rigid Frame Clearances.
The members section reports for each segment the outside flange length, width of both flanges, the web depth at
the start and end of each segment. The next three columns are the selected or specified plate thicknesses of web,
outside flange, and inside flange. The next nine columns indicate the maximum unity check (UC) for each of three
checks for shear, outside flange and inside flange. For each maximum UC value the corresponding location and
Identification (ID) values and design load are reported. Following this table there is a statement on the number of
cycles of plate and/or depth optimization used to obtain this design.
For each interior column the following values are reported, Location as measured from the rear side of the building,
column size using the designation in the column file, unity checks.
The first two lines of the section on weights are the weight for each member in the frame. A member is defined as
a single linear change in depth. The second part of the weight section is a summary of the weights including: frame
members, interior columns, connection plates, and base plates.
Reactions are first reported for the sidewall columns and then for the interior columns. A set of reactions is given
for each design load. Positive vertical and horizontal reactions are in the positive X and Y coordinate directions.
Positive moment reactions on the column are counter clockwise.
Frame deflections are reported in two tables, the first column reports the design load number where as the second
and third column indicates the lateral deflection at the top of the left and right sidewall columns. The last column
reports the vertical deflection at the mid span of each span in the rafter. The second table has the deflection
replaced with the ratio of span length to deflection. Member spans are measured over member center line
distances.
The last part of the Design Summary Report gives the program selected locations of inside flange braces for the
rigid frame. See the Flange Brace Report write up for details.
Sheet 14 of 231
Standard Tables and Details
Sheet 15 of 231
Standard Anchor Bolt
Sheet 16 of 231
Connection Bolts Capacity
Grade
Gr. 8.8
Ft =
26.40
kN/cm2
Fv =
13.60
kN/cm2
Sr. No.
Diameter
(mm)
Gross
Area
2
(cm )
Single
Shear
(kN)
Double
Shear
(kN)
Tension
(kN)
1
12
1.13
15.38
30.76
29.86
2
16
2.01
27.34
54.69
53.08
3
20
3.14
42.73
85.45
82.94
4
24
4.52
61.52
123.05
119.43
5
27
5.73
77.87
155.74
151.15
6
30
7.07
96.13
192.27
186.61
7
33
8.55
116.32
232.64
225.80
8
36
10.18
138.43
276.86
268.72
Grade
Gr. 8.8
Fp =
96.00
kN/cm2
Bolt Diameter Capacity in Bearing
Plate
Thickness
12
16
20
24
27
30
33
36
1
4
46.08
61.44
76.80
92.16
103.68
115.20
126.72
138.24
2
5
57.60
76.80
96.00
115.20
129.60
144.00
158.40
172.80
3
6
69.12
92.16
115.20
138.24
155.52
172.80
190.08
207.36
4
8
92.16
122.88
153.60
184.32
207.36
230.40
253.44
276.48
5
10
115.20
153.60
192.00
230.40
259.20
288.00
316.80
345.60
6
12
138.24
184.32
230.40
276.48
311.04
345.60
380.16
414.72
7
16
184.32
245.76
307.20
368.64
414.72
460.80
506.88
552.96
8
20
230.40
307.20
384.00
460.80
518.40
576.00
633.60
691.20
9
25
288.00
384.00
480.00
576.00
648.00
720.00
792.00
864.00
Sr. No.
Sheet 17 of 231
Design Output
Sheet 18 of 231
(A) Design Sketchces
PLEASE CHECK THE ATTACHED APPROVAL DRAWING
And read this document along with the approval drawign
Sheet 19 of 231
(B) Design of Main Frame
Sheet 20 of 231
B.1) Design of Main Frame @ G.L B TO G
Sheet 21 of 231
*===============================================================================
*Dalal_Setup
Rigid Frame Design Input Echo
1/30/22 3:44pm
*===============================================================================
*( 1)JOBID:
'Dalal_Setup
'
*( 2)DESIGN OPTIONS:
*Frame Frame Stress
* Id
Type
Space
1
'RFE'
500
Frame
Space
6500
No_Of End_Conn Splice
Cycle Lt
Rt
Fix
7
'P ' 'P '
1.00
*( 3)OPTIMIZATION OPTIONS:
*Plate Depth Frame L_Col_Dep_Opt(mm)
* Opt
Opt
Sym
Typ
Min
Max
'N'
'N'
'S'
'T ' 200.0 1500.0
*( 4)DESIGN CODE:
*Design ---Steel_Code--* Code
Cold
Hot
'WS ' 'NAUS07 ' 'AISC10'
*( 5)DESIGN CONSTANTS:
*
* ----Stress_Ratio---* Frame Col
EP
BP
0.99 0.99 0.99 0.99
*( 6)STEEL YIELDS:
* Web
Flg C_Sec
345
345
345
Web_Stiffener
Use Ratio Side
'N' 0.00 'Y '
R_Col_Dep_Opt(mm)
Typ
Min
Max
'T ' 200.0 1500.0
---Build--Country Code
Year
'
' 'IBC ' '18'
P-Delta
'EL'
Rafter_Dep_Opt(mm)
Typ
Min
Max
'T '8890.0 38100
Code
Seismic
Label
Zone
'IBC 18 ' 'D '
---Strength_Factor-----Seismic--Wind
Frame SpcEP
1.0000 1.5300 1.7000
W_Sec
345
R_Sec
245
P_Sec
345
*( 7)DEFLECTION LIMITS:
* --Vertical-- -------Horizontal------* Live Total Total Seis Crane Floor
180.0
240.0 100.0 50.0 100.0
0.0
T_Sec
345
U_Sec
248
EP
345
BP
345
Weak
Axis
60.0
*( 8)REPORTS:
* Input Design
End Base Revise Action Sec Flange Segment Unbrc Floor Cable
* Echo Summary Plate Plate Input Stress Prop Brace Displ.
Len React React
'N'
'Y'
'Y'
'Y'
'Y'
'Y'
'Y'
'Y'
'N'
'N'
'N'
'N'
*( 9)SURFACE SHAPE:
* No.
X_Coord
Y_Coord
*Surf
(mm)
(mm)
4
0
11000
12990
12039
25980
11000
25980
0
*(10)MEMBER DEPTHS:
*Surf
Depth(mm)
* Id
Start
End
1
350.0
550.0
2
800.0
500.0
No.
Dep
1
2
3
500.0
800.0
2
4
550.0
350.0
1
Offset
(mm)
256.0
256.0
256.0
256.0
Interior_Depth
Loc(mm)
Depth(mm)
6000
475.0
4000
500.0
10000
500.0
3031
500.0
9031
500.0
5000
475.0
*(11)MEMBER SPLICES:
Sheet 22 of 231
*Surf
* Id
1
2
No.
Splice
0
2
3
2
4
1
Splice Splice
Loc(mm) Type
0
4000
0
9031
0
'VEE
'-EE
'-EE
'-EE
'VEE
*(12)SEGMENT PLATES:
*No. Surf Mem Seg
Seg
*Seg Id
Id Id
Len(mm)
10
1
1
1
0
1
2
2
0
2
3
3
0
2
4
4
0
2
5
5
0
3
6
6
0
3
7
7
0
3
8
8
0
4
9
9
0
4
10 10
0
*(18)WALL GIRT:
*Surf
* Id Type Part
1 'ZB' 'IPE100
6000
4
6000
'ZB' 'IPE100
*(19)ROOF PURLIN:
*Surf
* Id Type Part
2 'ZB' 'IPE100
3 'ZB' 'IPE100
'
'
'
'
'
Member
Flange
Part
Width(mm)
'--------'
250.0
'--------'
250.0
'--------'
200.0
'--------'
175.0
'--------'
175.0
'--------'
175.0
'--------'
175.0
'--------'
200.0
'--------'
250.0
'--------'
250.0
'
Depth
200.0
Proj
0.0
Lap
770
'
200.0
0.0
770
'
'
Depth
250.0
250.0
Proj
0.0
0.0
*(23)BASIC LOADS:
*
* Dead Collat Live
Snow Rain
* kN/m2 kN/m2 kN/m2 kN/m2 kN/m2
0.250 0.300 0.580 0.000 0.00
Basic
Wind
kN/m2
1.279
*(24)BASIC LOAD AT EAVE:
*Seismic Weak_Axis_L
Weak_Axis_R
* Load
Wind
Seis
Wind
Seis
*
kN
kN
kN
kN
kN
10.60
0.00
0.00
0.00
0.00
*(25)WIND COEFFICIENT:
*Surf --Wind_1----Wind_2--* Id
Left Right
Left Right
1 -0.15 -0.84
0.95
0.26
2 -1.24 -0.92 -0.14
0.18
3 -0.92 -1.24
0.18 -0.14
4 -0.84 -0.15
0.26
0.95
Lap
770
770
Plate_Thickness(mm)
Web OS_Flg IS_Flg
6.0
8.0
12.0
6.0
10.0
15.0
6.0
8.0
10.0
5.0
8.0
8.0
5.0
10.0
6.0
5.0
10.0
6.0
5.0
8.0
8.0
6.0
8.0
10.0
6.0
10.0
15.0
6.0
8.0
12.0
Bay No.
Id Girt
6
8
2
Location(mm)
1200
2400
8
No.
Purlin
13
13
Long_Wind
1
2
-1.00 -1.00
-1.24 -0.92
-0.92 -1.24
-1.00 -1.00
Sheet 23 of 231
4800
8400
2400
9800
3600
7200
8400
9800
Peak Set_Of
Space Space
325
0
325
0
-EW_Brace-Wind
Seis
kN
kN
0.00
0.00
Surface
Friction
0.00
0.00
0.00
0.00
4800
7200
1200
-Set_Space
Space
No.
---Deflection--Load_Ratio
Temperature
Snow Wind Seis
Change
1.00 1.00 1.00
0.0
--Torsion-Wind
Seis
kN
kN
0.00
0.00
3600
================================================================================
Dalal_Setup
Design Code
1/30/22 3:44pm
================================================================================
STRUCTURAL CODE:
Design Basis
: WS - Working Stress
Hot Rolled Steel : AISC10
Cold Formed Steel : NAUS07
BUILDING CODE:
Wind Code
Seismic Zone
: IBC
: D
18
MODULUS OF ELASTICITY
Hot Rolled Steel : 199955 (MN/m2)
Cold Formed Steel : 203403 (MN/m2)
================================================================================
Dalal_Setup
Section Properties
1/30/22 3:44pm
================================================================================
IM SN ID
-- -- -1 1 1
1 1 2
1 1 3
1 1 4
1 1 5
1 1 6
1 1 7
1 1 8
1 1 9
1 1 10
1 1 11
1 1 12
1 1 13
X
Y
WD
WT FW
TO
TI AREA
m
m
mm
mm mm
mm
mm cm2
---- ---- ---- ---- --- ---- ---- ---0.5 0.0 350 6.0 250 8.0 12.0
71
0.5 0.5 360 6.0 250 8.0 12.0
72
0.5 1.0 371 6.0 250 8.0 12.0
72
0.5 1.5 381 6.0 250 8.0 12.0
73
0.5 2.0 392 6.0 250 8.0 12.0
74
0.5 2.5 402 6.0 250 8.0 12.0
74
0.5 3.0 413 6.0 250 8.0 12.0
75
0.5 3.5 423 6.0 250 8.0 12.0
75
0.5 4.0 433 6.0 250 8.0 12.0
76
0.5 4.5 444 6.0 250 8.0 12.0
77
0.5 5.0 454 6.0 250 8.0 12.0
77
0.5 5.5 465 6.0 250 8.0 12.0
78
0.5 6.0 475 6.0 250 8.0 12.0
79
IXX
cm4
---17903
19029
20194
21397
22640
23922
25245
26607
28010
29454
30939
32466
34035
SXO
cm3
--856
886
916
946
977
1007
1038
1069
1101
1132
1164
1196
1229
SXI
cm3
--1112
1149
1185
1222
1259
1296
1333
1371
1409
1447
1485
1523
1561
RX RY RTO RTI ZXX
Cw
mm mm mm mm cm3
cm6
--- --- --- --- ---- --------159 61 66 69 1047
810236
163 60 66 69 1084
857809
167 60 66 69 1122
906741
171 60 65 69 1159
957030
176 60 65 68 1198
1008677
180 59 65 68 1236
1061681
184 59 65 68 1275
1116043
188 59 65 68 1314
1171762
192 59 65 68 1353
1228839
196 58 64 68 1393
1287274
200 58 64 68 1433
1347067
204 58 64 68 1474
1408218
208 58 64 68 1514
1470726
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
14
15
16
17
18
19
20
21
22
0.5 6.0
0.5 6.5
0.5 7.0
0.5 7.5
0.5 8.0
0.6 8.5
0.6 9.0
0.6 9.5
0.6 10.0
475
484
494
503
513
522
531
541
550
6.0
6.0
6.0
6.0
6.0
6.0
6.0
6.0
6.0
250
250
250
250
250
250
250
250
250
10.0
10.0
10.0
10.0
10.0
10.0
10.0
10.0
10.0
15.0
15.0
15.0
15.0
15.0
15.0
15.0
15.0
15.0
91
92
92
93
93
94
94
95
96
41506
43239
45012
46825
48679
50573
52509
54485
56503
1473
1507
1541
1576
1610
1645
1680
1716
1751
1903
1944
1986
2028
2069
2112
2154
2196
2239
214
217
221
225
228
232
236
240
243
60
60
59
59
59
59
59
59
58
65
65
65
65
65
65
65
65
65
69
68
68
68
68
68
68
68
68
1805
1847
1890
1934
1977
2021
2065
2110
2154
1857273
1929404
2002911
2077791
2154047
2231677
2310682
2391061
2472815
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
23
24
25
26
27
28
29
30
0.8
1.2
1.7
2.2
2.6
3.1
3.6
4.0
10.4
10.4
10.5
10.6
10.6
10.7
10.7
10.8
800
757
714
671
629
586
543
500
6.0
6.0
6.0
6.0
6.0
6.0
6.0
6.0
200
200
200
200
200
200
200
200
8.0
8.0
8.0
8.0
8.0
8.0
8.0
8.0
10.0
10.0
10.0
10.0
10.0
10.0
10.0
10.0
84
81
79
76
74
71
69
66
84203
74253
65049
56570
48791
41688
35238
29417
1970
1831
1695
1564
1436
1312
1191
1075
2156
2009
1866
1727
1591
1458
1329
1204
317
302
287
272
257
242
227
211
38
38
39
40
40
41
42
43
47
47
48
48
49
49
50
50
49
50
50
50
51
51
52
52
2411
2234
2062
1896
1735
1580
1431
1286
1941666
1741278
1551814
1373271
1205647
1048940
903147
768266
4
4
4
4
4
4
4
4
4
4
4
4
4
4
4
4
31
32
33
34
35
36
37
38
4.0
4.5
5.0
5.5
6.0
6.5
7.0
7.5
10.8
10.8
10.9
10.9
11.0
11.0
11.0
11.1
500
500
500
500
500
500
500
500
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
175
175
175
175
175
175
175
175
8.0
8.0
8.0
8.0
8.0
8.0
8.0
8.0
8.0
8.0
8.0
8.0
8.0
8.0
8.0
8.0
53
53
53
53
53
53
53
53
23274
23274
23274
23274
23274
23274
23274
23274
902
902
902
902
902
902
902
902
902
902
902
902
902
902
902
902
210
210
210
210
210
210
210
210
37
37
37
37
37
37
37
37
44
44
44
44
44
44
44
44
44
44
44
44
44
44
44
44
1024
1024
1024
1024
1024
1024
1024
1024
461367
461367
461367
461367
461367
461367
461367
461367
Sheet 24 of 231
4
4
4
4
4
4
4
4
4
4
39 8.0
40 8.5
41 9.0
42 9.5
43 10.0
11.1
11.2
11.2
11.3
11.3
500
500
500
500
500
5.0
5.0
5.0
5.0
5.0
175
175
175
175
175
8.0
8.0
8.0
8.0
8.0
8.0
8.0
8.0
8.0
8.0
53
53
53
53
53
23274
23274
23274
23274
23274
902
902
902
902
902
902
902
902
902
902
210
210
210
210
210
37
37
37
37
37
44
44
44
44
44
44
44
44
44
44
1024
1024
1024
1024
1024
461367
461367
461367
461367
461367
5
5
5
5
5
5
5
5
5
5
5
5
5
5
44
45
46
47
48
49
50
10.0
10.5
11.0
11.5
12.0
12.5
13.0
11.3
11.3
11.4
11.4
11.5
11.5
11.6
500
500
500
500
500
500
500
5.0
5.0
5.0
5.0
5.0
5.0
5.0
175
175
175
175
175
175
175
10.0
10.0
10.0
10.0
10.0
10.0
10.0
6.0
6.0
6.0
6.0
6.0
6.0
6.0
53
53
53
53
53
53
53
22695
22695
22695
22695
22695
22695
22695
1005
1005
1005
1005
1005
1005
1005
782
782
782
782
782
782
782
207
207
207
207
207
207
207
37
37
37
37
37
37
37
46
46
46
46
46
46
46
42
42
42
42
42
42
42
996
996
996
996
996
996
996
432597
432597
432597
432597
432597
432597
432597
6
6
6
6
6
6
6
6
6
6
6
6
6
6
51
52
53
54
55
56
57
13.0
13.5
14.0
14.5
15.0
15.5
16.0
11.6
11.5
11.5
11.4
11.4
11.3
11.3
500
500
500
500
500
500
500
5.0
5.0
5.0
5.0
5.0
5.0
5.0
175
175
175
175
175
175
175
10.0
10.0
10.0
10.0
10.0
10.0
10.0
6.0
6.0
6.0
6.0
6.0
6.0
6.0
53
53
53
53
53
53
53
22695
22695
22695
22695
22695
22695
22695
1005
1005
1005
1005
1005
1005
1005
782
782
782
782
782
782
782
207
207
207
207
207
207
207
37
37
37
37
37
37
37
46
46
46
46
46
46
46
42
42
42
42
42
42
42
996
996
996
996
996
996
996
432597
432597
432597
432597
432597
432597
432597
7
7
7
7
7
7
7
7
7
7
7
7
7
7
7
7
7
7
7
7
7
7
7
7
7
7
58
59
60
61
62
63
64
65
66
67
68
69
70
16.0
16.5
17.0
17.5
18.0
18.5
19.0
19.5
20.0
20.5
21.0
21.5
22.0
11.3
11.3
11.2
11.2
11.1
11.1
11.0
11.0
11.0
10.9
10.9
10.8
10.8
500
500
500
500
500
500
500
500
500
500
500
500
500
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
175
175
175
175
175
175
175
175
175
175
175
175
175
8.0
8.0
8.0
8.0
8.0
8.0
8.0
8.0
8.0
8.0
8.0
8.0
8.0
8.0
8.0
8.0
8.0
8.0
8.0
8.0
8.0
8.0
8.0
8.0
8.0
8.0
53
53
53
53
53
53
53
53
53
53
53
53
53
23274
23274
23274
23274
23274
23274
23274
23274
23274
23274
23274
23274
23274
902
902
902
902
902
902
902
902
902
902
902
902
902
902
902
902
902
902
902
902
902
902
902
902
902
902
210
210
210
210
210
210
210
210
210
210
210
210
210
37
37
37
37
37
37
37
37
37
37
37
37
37
44
44
44
44
44
44
44
44
44
44
44
44
44
44
44
44
44
44
44
44
44
44
44
44
44
44
1024
1024
1024
1024
1024
1024
1024
1024
1024
1024
1024
1024
1024
461367
461367
461367
461367
461367
461367
461367
461367
461367
461367
461367
461367
461367
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
71
72
73
74
75
76
77
78
22.0
22.4
22.9
23.3
23.8
24.3
24.7
25.2
10.8
10.7
10.7
10.6
10.6
10.5
10.4
10.4
500
543
586
629
671
714
757
800
6.0
6.0
6.0
6.0
6.0
6.0
6.0
6.0
200
200
200
200
200
200
200
200
8.0
8.0
8.0
8.0
8.0
8.0
8.0
8.0
10.0
10.0
10.0
10.0
10.0
10.0
10.0
10.0
66
69
71
74
76
79
81
84
29417
35238
41688
48791
56570
65049
74253
84203
1075
1191
1312
1436
1564
1695
1831
1970
1204
1329
1458
1591
1727
1866
2009
2156
211
227
242
257
272
287
302
317
43
42
41
40
40
39
38
38
50
50
49
49
48
48
47
47
52
52
51
51
50
50
50
49
1286
1431
1580
1735
1896
2062
2234
2411
768266
903147
1048939
1205647
1373271
1551814
1741278
1941665
9
9
9
9
9
9
9
9
9
9
9
9
9
9
9
9
9
9
79
80
81
82
83
84
85
86
87
25.4 10.0
25.4 9.5
25.4 9.0
25.4 8.5
25.4 8.0
25.4 7.5
25.4 7.0
25.4 6.5
25.4 6.0
550
541
531
522
513
503
494
484
475
6.0
6.0
6.0
6.0
6.0
6.0
6.0
6.0
6.0
250
250
250
250
250
250
250
250
250
10.0
10.0
10.0
10.0
10.0
10.0
10.0
10.0
10.0
15.0
15.0
15.0
15.0
15.0
15.0
15.0
15.0
15.0
96
95
94
94
93
93
92
92
91
56503
54485
52509
50573
48679
46825
45012
43239
41506
1751
1716
1680
1645
1610
1576
1541
1507
1473
2239
2196
2154
2112
2069
2028
1986
1944
1903
243
240
236
232
228
225
221
217
214
58
59
59
59
59
59
59
60
60
65
65
65
65
65
65
65
65
65
68
68
68
68
68
68
68
68
69
2154
2110
2065
2021
1977
1934
1890
1847
1805
2472815
2391061
2310682
2231677
2154047
2077791
2002911
1929404
1857273
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
88
89
90
91
92
93
94
95
25.4
25.4
25.5
25.5
25.5
25.5
25.5
25.5
475
465
454
444
433
423
413
402
6.0
6.0
6.0
6.0
6.0
6.0
6.0
6.0
250
250
250
250
250
250
250
250
8.0
8.0
8.0
8.0
8.0
8.0
8.0
8.0
12.0
12.0
12.0
12.0
12.0
12.0
12.0
12.0
79
78
77
77
76
75
75
74
34035
32466
30939
29454
28010
26607
25245
23922
1229
1196
1164
1132
1101
1069
1038
1007
1561
1523
1485
1447
1409
1371
1333
1296
208
204
200
196
192
188
184
180
58
58
58
58
59
59
59
59
64
64
64
64
65
65
65
65
68
68
68
68
68
68
68
68
1514
1474
1433
1393
1353
1314
1275
1236
1470726
1408218
1347067
1287274
1228839
1171762
1116043
1061681
6.0
5.5
5.0
4.5
4.0
3.5
3.0
2.5
Sheet 25 of 231
10
10
10
10
10
10 96
10 97
10 98
10 99
10100
25.5
25.5
25.5
25.5
25.5
2.0
1.5
1.0
0.5
0.0
392
381
371
360
350
6.0
6.0
6.0
6.0
6.0
250
250
250
250
250
8.0
8.0
8.0
8.0
8.0
12.0
12.0
12.0
12.0
12.0
74
73
72
72
71
22640
21397
20194
19029
17903
Sheet 26 of 231
977
946
916
886
856
1259
1222
1185
1149
1112
176
171
167
163
159
60
60
60
60
61
65
65
66
66
66
68
69
69
69
69
1198
1159
1122
1084
1047
1008677
957030
906741
857810
810236
================================================================================
Dalal_Setup
Design Summary
1/30/22 3:44pm
================================================================================
FRAME:
-----Id
Type
Line
Load
UC
KL/R
=
1
= RF
Id
=
2 3
Width=
6500
Limit=
0.99
Limit= 200.00
4
5
6
7
MEMBERS:
------------Max_Axial+Moment---Mem Seg --Flange- Web_Depth -Plate_Thickness- --Max_Shear- ----O-Flg--- ----I-Flg--- Max
Id Id Len Wid Strt End
Web O-flg I-flg Id Ld Ucv Id Ld Uco Id Ld Uci KL/R
--- --- ---- ---- ---- ---- ----- ----- ----- --- --- ---- --- --- ---- --- --- ---- ---1
1 6000 250 350 475
6.0
8.0 12.0 13 32 0.16 13 74 0.70 13 74 0.88 124
2
2 4754 250 475 550
6.0 10.0 15.0 22 32 0.20 22 32 0.84 22 32 0.93 121
3
3 3267 200 800 500
6.0
8.0 10.0 23
1 0.60 23 32 0.87 23 32 0.93 127
4
4 6000 175 500 500
5.0
8.0
8.0 31
1 0.48 43
2 0.92 31 32 0.96 133
5
5 3010 175 500 500
5.0 10.0
6.0 44 74 0.17 49
2 0.94 45 62 0.88 133
6
6 3010 175 500 500
5.0 10.0
6.0 57 73 0.17 52
1 0.94 56 61 0.88 133
7
7 6000 175 500 500
5.0
8.0
8.0 70
2 0.48 58
1 0.92 70 31 0.96 133
8
8 3267 200 500 800
6.0
8.0 10.0 78
2 0.60 78 31 0.87 78 31 0.93 127
9
9 4754 250 550 475
6.0 10.0 15.0 79 31 0.20 79 31 0.84 79 31 0.93 121
10 10 6000 250 475 350
6.0
8.0 12.0 88 31 0.16 88 73 0.70 88 73 0.88 124
LOAD COMBINATIONS:
-----------------#- Controlling Load Combination In Design Summary
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 -
Dead+Collateral+Live
Dead+Collateral+Live
Dead+Collateral
Dead+Collateral
Dead+Collateral+Snow
Dead+Collateral+Snow
Dead+Collateral+Snow+Snow_Drift
Dead+Collateral+Snow+Snow_Drift
Dead+Collateral+Snow+Slide_Snow
Dead+Collateral+Snow+Slide_Snow
Dead
Dead
Dead+Collateral+0.75Live
Dead+Collateral+0.75Live
Dead+Collateral+0.75Snow
Dead+Collateral+0.75Snow
Dead+Collateral+0.75Snow+0.75Snow_Drift
Dead+Collateral+0.75Snow+0.75Snow_Drift
Dead+Collateral+0.75Snow+0.75Slide_Snow
Dead+Collateral+0.75Snow+0.75Slide_Snow
Dead+0.6Wind_Left1
Dead+0.6Wind_Right1
Dead+0.6Wind_Left2
Dead+0.6Wind_Right2
Dead+0.6Wind_Long1
Dead-0.6Wind_Long1
Dead+0.6Wind_Long2
Dead-0.6Wind_Long2
Dead+Collateral+0.75Live+0.45Wind_Left1
Sheet 27 of 231
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 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 -
Dead+Collateral+0.75Live+0.45Wind_Right1
Dead+Collateral+0.75Live+0.45Wind_Left2
Dead+Collateral+0.75Live+0.45Wind_Right2
Dead+Collateral+0.75Live+0.45Wind_Long1
Dead+Collateral+0.75Live-0.45Wind_Long1
Dead+Collateral+0.75Live+0.45Wind_Long2
Dead+Collateral+0.75Live-0.45Wind_Long2
Dead+Collateral+0.75Snow+0.45Wind_Left1
Dead+Collateral+0.75Snow+0.45Wind_Left1+0.75Snow_Drift
Dead+Collateral+0.75Snow+0.45Wind_Left1+0.75Slide_Snow
Dead+Collateral+0.75Snow+0.45Wind_Right1
Dead+Collateral+0.75Snow+0.45Wind_Right1+0.75Snow_Drift
Dead+Collateral+0.75Snow+0.45Wind_Right1+0.75Slide_Snow
Dead+Collateral+0.75Snow+0.45Wind_Left2
Dead+Collateral+0.75Snow+0.45Wind_Left2+0.75Snow_Drift
Dead+Collateral+0.75Snow+0.45Wind_Left2+0.75Slide_Snow
Dead+Collateral+0.75Snow+0.45Wind_Right2
Dead+Collateral+0.75Snow+0.45Wind_Right2+0.75Snow_Drift
Dead+Collateral+0.75Snow+0.45Wind_Right2+0.75Slide_Snow
Dead+Collateral+0.75Snow+0.45Wind_Long1
Dead+Collateral+0.75Snow-0.45Wind_Long1
Dead+Collateral+0.75Snow+0.45Wind_Long1+0.75Snow_Drift
Dead+Collateral+0.75Snow-0.45Wind_Long1+0.75Snow_Drift
Dead+Collateral+0.75Snow+0.45Wind_Long1+0.75Slide_Snow
Dead+Collateral+0.75Snow-0.45Wind_Long1+0.75Slide_Snow
Dead+Collateral+0.75Snow+0.45Wind_Long2
Dead+Collateral+0.75Snow-0.45Wind_Long2
Dead+Collateral+0.75Snow+0.45Wind_Long2+0.75Snow_Drift
Dead+Collateral+0.75Snow-0.45Wind_Long2+0.75Snow_Drift
Dead+Collateral+0.75Snow+0.45Wind_Long2+0.75Slide_Snow
Dead+Collateral+0.75Snow-0.45Wind_Long2+0.75Slide_Snow
0.6Dead+0.6Wind_Left1
0.6Dead+0.6Wind_Right1
0.6Dead+0.6Wind_Left2
0.6Dead+0.6Wind_Right2
0.6Dead+0.6Wind_Long1
0.6Dead-0.6Wind_Long1
0.6Dead+0.6Wind_Long2
0.6Dead-0.6Wind_Long2
1.07Dead+1.07Collateral+0.7Seismic
1.07Dead+1.07Collateral-0.7Seismic
1.07Dead+1.07Collateral+0.7Seismic_Long
1.07Dead+1.07Collateral-0.7Seismic_Long
1.05Dead+1.05Collateral+0.75Live+0.53Seismic
1.05Dead+1.05Collateral+0.75Live-0.53Seismic
1.05Dead+1.05Collateral+0.53Seismic
1.05Dead+1.05Collateral-0.53Seismic
1.05Dead+1.05Collateral+0.75Live+0.53Seismic_Long
1.05Dead+1.05Collateral+0.75Live-0.53Seismic_Long
1.05Dead+1.05Collateral+0.53Seismic_Long
1.05Dead+1.05Collateral-0.53Seismic_Long
0.53Dead+0.7Seismic
0.53Dead-0.7Seismic
0.53Dead+0.7Seismic_Long
0.53Dead-0.7Seismic_Long
1.07Dead+1.07Collateral+2.1Seismic
1.07Dead+1.07Collateral-2.1Seismic
1.05Dead+1.05Collateral+0.75Live+1.57Seismic
1.05Dead+1.05Collateral+0.75Live-1.57Seismic
1.05Dead+1.05Collateral+1.57Seismic
1.05Dead+1.05Collateral-1.57Seismic
0.53Dead+2.1Seismic
Sheet 28 of 231
92 - 0.53Dead-2.1Seismic
PLATE LIMITS:
-----------------Web---Seg
Depth/Thick
Id
Calc Limit
--- ----- ----1
79.2 180.0
2
91.7 180.0
3 133.3 180.0
4 100.0 180.0
5 100.0 180.0
6 100.0 180.0
7 100.0 180.0
8 133.3 180.0
9
91.7 180.0
10
79.2 180.0
FRAME AREA:
---------Frame
Area=
Building Area=
Ratio=
-----Flange---Width/(2xThick)
Calc Limit
----- ----15.6
12.5
12.5
10.9
14.6
14.6
10.9
12.5
12.5
15.6
---Flange--Thick
Min
----- ----8.0
10.0
8.0
8.0
6.0
6.0
8.0
8.0
10.0
8.0
Web_Area/
Flange_Area
Calc Limit
----- ----1.4
10.0
1.3
10.0
3.0
10.0
1.8
10.0
2.4
10.0
2.4
10.0
1.8
10.0
3.0
10.0
1.3
10.0
1.4
10.0
24
299
0.08
WEIGHTS:
-------Member
---------Weight (kg)
1
2
3
4
5
6
7
8
9
10
----- ----- ----- ----- ----- ----- ----- ----- ----- ----352
341
193
250
125
125
250
193
341
352
REACTIONS: (Sidewall Columns)
-----------------------------Load
Id
---1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
----------Left_Column---------Fx(kN) Fy(kN) Fz(kN) M(kN-m)
------ ------- ------- -------36.68 108.31
0.00
0.00
36.68 107.74
0.00
0.00
19.01
59.15
0.00
0.00
19.01
58.84
0.00
0.00
19.01
59.15
0.00
0.00
19.01
58.84
0.00
0.00
19.01
59.15
0.00
0.00
19.01
58.84
0.00
0.00
19.01
59.15
0.00
0.00
19.01
58.84
0.00
0.00
9.78
33.65
0.00
0.00
9.78
33.47
0.00
0.00
32.27
96.02
0.00
0.00
32.27
95.51
0.00
0.00
19.01
59.15
0.00
0.00
19.01
58.84
0.00
0.00
19.01
59.15
0.00
0.00
19.01
58.84
0.00
0.00
19.01
59.15
0.00
0.00
19.01
58.84
0.00
0.00
-20.87 -48.86
0.00
0.00
----------Right_Column--------Fx(kN) Fy(kN) Fz(kN) M(kN-m)
------ ------- ------- --------36.68 107.74
0.00
0.00
-36.68 108.31
0.00
0.00
-19.01
58.84
0.00
0.00
-19.01
59.15
0.00
0.00
-19.01
58.84
0.00
0.00
-19.01
59.15
0.00
0.00
-19.01
58.84
0.00
0.00
-19.01
59.15
0.00
0.00
-19.01
58.84
0.00
0.00
-19.01
59.15
0.00
0.00
-9.78
33.47
0.00
0.00
-9.78
33.65
0.00
0.00
-32.27
95.51
0.00
0.00
-32.27
96.02
0.00
0.00
-19.01
58.84
0.00
0.00
-19.01
59.15
0.00
0.00
-19.01
58.84
0.00
0.00
-19.01
59.15
0.00
0.00
-19.01
58.84
0.00
0.00
-19.01
59.15
0.00
0.00
-15.38 -24.07
0.00
0.00
Sheet 29 of 231
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
60
61
62
63
64
65
66
67
68
69
70
71
72
73
74
75
76
77
78
79
80
81
82
83
15.38
-24.09
12.16
11.64
12.01
9.98
10.35
9.49
36.68
6.90
34.09
33.85
34.07
32.61
32.82
-3.87
-3.87
-3.87
23.32
23.32
23.32
-6.36
-6.36
-6.36
20.83
20.83
20.83
20.49
20.73
20.49
20.73
20.49
20.73
19.24
19.49
19.24
19.49
19.24
19.49
-24.81
11.43
-27.98
8.27
7.70
8.08
6.04
6.42
12.81
27.66
20.33
20.71
27.53
38.77
14.28
25.52
33.21
33.46
19.95
20.24
-2.31
12.53
5.19
-24.07
21.52
48.25
-80.04
-2.33
-70.55
6.93
33.12
53.38
85.94
107.59
10.75
69.03
17.50
75.61
-3.23
-3.23
-3.23
16.19
16.19
16.19
49.66
49.66
49.66
70.33
70.33
70.33
-26.11
32.16
-26.11
32.16
-26.11
32.16
-19.18
38.94
-19.18
38.94
-19.18
38.94
-62.15
-37.62
8.27
34.66
-93.49
-15.79
-83.95
-6.46
56.28
69.97
9.81
116.44
93.14
104.29
56.78
67.12
58.35
139.08
21.58
102.31
11.49
24.08
-35.53
0.00
0.00
0.00
23.75
0.00
23.75
0.00
0.00
0.00
0.00
0.00
17.81
0.00
17.81
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
17.81
0.00
17.81
0.00
17.81
0.00
17.81
0.00
17.81
0.00
17.81
0.00
0.00
0.00
0.00
0.00
23.75
0.00
23.75
0.00
0.00
0.00
32.64
0.00
0.00
0.00
0.00
0.00
24.71
0.00
24.71
0.00
0.00
0.00
32.64
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
20.87
-12.16
24.09
-9.98
-10.35
-11.64
-12.01
-36.68
-9.49
-34.09
-6.90
-32.61
-32.82
-33.85
-34.07
-23.32
-23.32
-23.32
3.87
3.87
3.87
-20.83
-20.83
-20.83
6.36
6.36
6.36
-19.24
-19.49
-19.24
-19.49
-19.24
-19.49
-20.49
-20.73
-20.49
-20.73
-20.49
-20.73
-11.43
24.81
-8.27
27.98
-6.04
-6.42
-7.70
-8.08
-27.66
-12.81
-20.33
-20.71
-38.77
-27.53
-25.52
-14.28
-33.21
-33.46
-19.95
-20.24
-12.53
2.31
-5.19
Sheet 30 of 231
-48.86
48.25
21.52
-70.55
6.93
-80.04
-2.33
53.38
33.12
107.59
85.94
17.50
75.61
10.75
69.03
16.19
16.19
16.19
-3.23
-3.23
-3.23
70.33
70.33
70.33
49.66
49.66
49.66
-19.18
38.94
-19.18
38.94
-19.18
38.94
-26.11
32.16
-26.11
32.16
-26.11
32.16
-37.62
-62.15
34.66
8.27
-83.95
-6.46
-93.49
-15.79
69.97
56.28
9.81
116.44
104.29
93.14
67.12
56.78
58.35
139.08
21.58
102.31
24.08
11.49
-35.53
0.00
0.00
0.00
23.75
0.00
23.75
0.00
0.00
0.00
0.00
0.00
17.81
0.00
17.81
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
17.81
0.00
17.81
0.00
17.81
0.00
17.81
0.00
17.81
0.00
17.81
0.00
0.00
0.00
0.00
0.00
23.75
0.00
23.75
0.00
0.00
0.00
32.64
0.00
0.00
0.00
0.00
0.00
24.71
0.00
24.71
0.00
0.00
0.00
32.64
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
84
5.64
71.10
0.00
0.00
-5.64
DEFLECTIONS :
-----------------------------Load
Id
---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
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
51
52
Lateral Defl
@ Top Of Col
Left
Right
--------20.6
13.8
-13.8
20.6
-10.7
7.0
-7.0
10.7
-10.7
7.0
-7.0
10.7
-10.7
7.0
-7.0
10.7
-10.7
7.0
-7.0
10.7
-5.6
3.5
-3.5
5.6
-18.1
12.1
-12.1
18.1
-10.7
7.0
-7.0
10.7
-10.7
7.0
-7.0
10.7
-10.7
7.0
-7.0
10.7
89.0
77.7
-77.7
-89.0
92.2
97.9
-97.9
-92.2
-15.3
-23.5
-16.6
-24.9
23.5
15.3
24.9
16.6
65.1
80.0
-80.0
-65.1
67.0
94.8
-94.8
-67.1
-25.4
-8.1
-26.3
-9.1
8.1
25.4
9.1
26.3
66.3
68.7
66.3
68.7
66.3
68.7
-68.7
-66.3
-68.7
-66.3
-68.7
-66.3
67.4
82.6
67.4
82.6
67.4
82.6
-82.6
-67.4
-82.6
-67.4
-82.6
-67.4
-18.0
-13.3
-18.9
-14.2
-18.0
-13.3
-18.9
-14.2
Vert Defl
@ Midspan
---------180.5
-180.5
-93.0
-93.0
-93.0
-93.0
-93.0
-93.0
-93.0
-93.0
-47.7
-47.7
-158.6
-158.6
-93.0
-93.0
-93.0
-93.0
-93.0
-93.0
62.4
62.4
-33.4
-33.4
48.6
48.6
48.6
48.6
-76.0
-76.0
-147.9
-147.9
-86.4
-86.4
-86.4
-86.4
-10.4
-10.4
-10.4
-10.4
-10.4
-10.4
-82.3
-82.3
-82.3
-82.3
-82.3
-82.3
-20.8
-20.8
-20.8
-20.8
Sheet 31 of 231
71.10
0.00
0.00
53
54
55
56
57
58
59
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
-18.0
-18.9
13.3
14.2
13.3
14.2
13.3
14.2
89.3
-74.4
91.9
-94.0
-13.2
-14.4
25.0
26.3
72.6
-91.6
-9.5
-9.4
51.4
-82.5
52.7
-71.3
-15.6
-15.5
-9.3
-9.3
73.1
-78.0
-2.4
-2.4
-13.3
-14.2
18.0
18.9
18.0
18.9
18.0
18.9
74.4
-89.3
94.0
-91.9
-25.0
-26.3
13.2
14.4
91.6
-72.6
9.5
9.4
82.5
-51.4
71.3
-52.7
15.5
15.5
9.3
9.3
78.0
-73.1
2.4
2.4
-20.8
-20.8
-20.8
-20.8
-20.8
-20.8
-20.8
-20.8
81.5
81.5
-14.3
-14.3
67.6
67.7
67.6
67.7
-99.6
-99.6
-99.6
-99.6
-163.3
-163.3
-97.7
-97.7
-163.3
-163.3
-97.7
-97.7
-25.3
-25.3
-25.3
-25.3
Sheet 32 of 231
DEFLECTIONS RATIO:
-----------------------------Load
Id
---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
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
51
52
53
54
55
Lateral Defl
@ Top Of Col
Left
Right
-------521
781
781
521
1002
1539
1538
1002
1002
1539
1538
1002
1002
1539
1538
1002
1002
1539
1538
1002
1919
3096
3095
1919
592
891
890
592
1002
1539
1538
1002
1002
1539
1538
1002
1002
1539
1538
1002
120
138
138
120
116
109
109
116
702
457
646
431
457
702
431
645
165
134
134
165
160
113
113
160
423
1323
408
1176
1323
423
1176
408
162
156
162
156
162
156
156
162
156
162
156
162
159
130
159
130
159
130
130
159
130
159
130
159
596
809
568
758
596
809
568
758
596
809
568
758
809
596
Vert Defl
@ Midspan
--------143
143
279
279
279
279
279
279
279
279
544
544
163
163
279
279
279
279
279
279
416
416
778
778
534
534
534
534
341
341
175
175
300
300
300
300
2490
2490
2490
2490
2490
2490
315
315
315
315
315
315
1248
1247
1248
1247
1248
1247
1248
Sheet 33 of 231
56
57
58
59
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
758
809
758
809
758
120
144
117
114
816
745
430
408
148
117
1134
1138
209
130
203
150
691
692
1155
1159
147
137
4471
4540
568
596
569
596
569
144
120
114
117
430
408
816
745
117
148
1134
1138
130
209
150
203
691
692
1156
1159
137
147
4471
4541
MAX DEFLECTION:
--------------Type
---------------Total Vertical
Horizontal Drift
1247
1248
1247
1248
1247
318
318
1816
1816
384
383
384
383
260
260
260
260
159
159
265
265
159
159
265
265
1027
1027
1028
1027
Deflect
-------87.4
-97.9
Span/Deflect
-----------297.
110.
Limit
-----240.
60.
Horizontal Spring Constant= 0.202 kN/mm
P-DELTA CHECK:(Effective Length)
---------------------------------
Left Column:
Right Column:
Max
Deflect
Ratio
------0.0351
0.0351
Max first order drift (mm) =
Max second order drift (mm) =
Ratio second/first
=
97.5
97.9
1.00
================================================================================
Dalal_Setup
Warning Report
1/30/22 3:44pm
================================================================================
.. No Warnings
Sheet 34 of 231
Design Of Main Frame Connection:
================================================================================
Dalal_Setup
Base Plates and Anchor Bolts
1/30/22 3:44pm
================================================================================
Base Plate Yield = 345.0 (MN/m2)
Concrete Bearing =
7.2 (MN/m2)
Bolt Shear Stress= 80.0 (MN/m2)
BASE PLATE & BOLT SIZE:
------------------------Column_Base-Loc. Typ Depth
----- --- ----Left
P
370
Right P
370
--Plate_Size(mm)-Width Length Thick
----- ------ ----270 380.0 15.0
270 380.0 15.0
--Bolts(Gr4.6)Row
Dia Gage
--- ----- ---2 20.0
120
2 20.0
120
-Shear(kN)Limit
UC
----- ----91.4 0.42
91.4 0.42
BASE REACTIONS:
--------------Column
Loc.
-----Left
Right
-Max_CompLd Fy(kN)
--- -----1 108.3
2 108.3
Max_Tension+Shear
Tens Shear
Ld Fy(kN) Fx(kN)
--- ------ -----65 -93.5
25.0
67 -93.5
25.0
-Max_Shear
Ld Fx(kN)
--- -----33
38.3
35
38.3
Max_Shear+Tension
Shear
Tens
Ld Fx(kN) Fy(kN)
--- ------ -----53
27.1 -26.1
59
27.1 -26.1
WELDS:
-----Base
Id
----Left
Right
Outside_Flange_To_Base
Shear(kN/mm)
Size Typ Calc Rn/sf
----- --- ----- ----4.0 F2 0.093 0.410
4.0 F2 0.093 0.410
Inside_Flange_To_Base
Shear(kN/mm)
Size Typ Calc Rn/sf
----- --- ----- ----5.0 F1 0.187 0.510
5.0 F1 0.187 0.510
-----Web_To_Base----Shear(kN/mm)
Size Typ Calc Rn/sf
----- --- ----- ----4.0 F2 0.055 0.410
4.0 F2 0.055 0.410
LOAD COMBINATIONS:
-----------------1 - Dead+Collateral+Live
2 - Dead+Collateral+Live
33 - Dead+Collateral+0.75Live+0.45Wind_Long1
35 - Dead+Collateral+0.75Live+0.45Wind_Long2
53 - Dead+Collateral+0.75Snow+0.45Wind_Long1+0.75Slide_Snow
59 - Dead+Collateral+0.75Snow+0.45Wind_Long2+0.75Slide_Snow
65 - 0.6Dead+0.6Wind_Long1
67 - 0.6Dead+0.6Wind_Long2
Sheet 35 of 231
================================================================================
Dalal_Setup
Bolted-End-Plates
1/30/22 3:44pm
================================================================================
Splice Yield = 345.0 (MN/m2)
PLATE SIZE:
----------Splice Member
Id Typ Locate
-- --- -----1 VEE
2- 3
2 -EE
3- 4
3 -EE
5- 6
4 -EE
7- 8
5 VEE
8- 9
Web
Depth
----800.0
500.0
501.6
500.0
800.0
Splice(mm)
Width Thick
----- ----250 20.0
200 15.0
175 16.0
200 15.0
250 20.0
PLATE DESIGN:
-------------------Max_Moment-----Splice Ten Load Axial Shear Moment
Id Typ Loc Id
(kN) (kN) (kN-m)
-- --- --- ---- ----- ----- -----1 VEE Top 32
44.8 95.3 393.3
Bot 61 -33.4 -62.6 -266.8
2 -EE Top 32
50.5 67.0 143.0
Bot 61 -38.6 -43.5 -104.4
3 -EE Top 61 -39.5 -1.8
84.7
Bot
1
36.7
0.0 -187.7
4 -EE Top 31
50.5 -67.0 142.9
Bot 62 -38.6 43.5 -104.4
5 VEE Top 31
44.8 -95.3 393.3
Bot 62 -33.4 62.6 -266.8
-----------------Bolts(Gr8.8)----------------Dia Gage Gage2 RowT SpaceT RowB SpaceB RowI
----- ----- ----- ---- ------ ---- ------ ---24.0 100.0 100.0
2
90.0
2
90.0
1
20.0 75.0 75.0
2
90.0
2
90.0
0
20.0 75.0 75.0
2
90.0
2
90.0
0
20.0 75.0 75.0
2
90.0
2
90.0
0
24.0 100.0 100.0
2
90.0
2
90.0
1
-------Max_Shear-----Load Axial Shear Moment
Id
(kN) (kN) (kN-m)
---- ----- ----- -----1
36.7 95.8 356.7
61 -33.4 -62.6 -266.8
1
42.2 67.3 102.6
61 -38.6 -43.5 -104.4
26 -49.3
5.8
52.0
69b 20.2 -7.0 -103.5
2
42.2 -67.3 102.6
62 -38.6 43.5 -104.4
2
36.7 -95.8 356.7
62 -33.4 62.6 -266.8
Req
Req Bolt
Thick
Dia
UC
----- ----- ----17.0 22.7 0.89
14.2 18.7 0.61
12.4 19.4 0.93
12.0 14.8 0.54
10.0 14.7 0.54
15.9 19.8 0.98
12.4 19.4 0.93
12.0 14.8 0.54
17.0 22.7 0.89
14.2 18.7 0.61
b)Loads shown are full loads. Design results are adjusted for
seismic strength factor (1.530)
WELDS:
-----Splice
Id Side
-- ---1
L
1
R
2
L
2
R
3
L
3
R
4
L
4
R
5
L
5
R
Outside_Flange_To_Bep
Shear(kN/mm)
Size Typ Calc Rn/sf
----- --- ----- ----8.0 F2 0.710 0.820
6.0 G1 1.598 1.600
6.0 F2 0.532 0.620
6.0 G1 1.268 1.600
5.0 F2 0.420 0.510
5.0 F2 0.420 0.510
6.0 G1 1.268 1.600
6.0 F2 0.532 0.620
6.0 G1 1.598 1.600
8.0 F2 0.710 0.820
Inside_Flange_To_Bep
Shear(kN/mm)
Size Typ Calc Rn/sf
----- --- ----- ----6.0 F2 0.600 0.620
6.0 F2 0.619 0.620
5.0 F2 0.434 0.510
5.0 F2 0.463 0.510
6.0 G1 1.434 1.600
6.0 G1 1.434 1.600
5.0 F2 0.463 0.510
5.0 F2 0.434 0.510
6.0 F2 0.619 0.620
6.0 F2 0.600 0.620
LOAD COMBINATIONS:
-----------------1 - Dead+Collateral+Live
2 - Dead+Collateral+Live
26 - Dead-0.6Wind_Long1
Sheet 36 of 231
-----Web_To_Bep-----Shear(kN/mm)
Size Typ Calc Rn/sf
----- --- ----- ----4.0 F2 0.060 0.410
4.0 F2 0.060 0.410
4.0 F2 0.067 0.410
4.0 F2 0.067 0.410
4.0 F2 0.007 0.410
4.0 F2 0.007 0.410
4.0 F2 0.067 0.410
4.0 F2 0.067 0.410
4.0 F2 0.060 0.410
4.0 F2 0.060 0.410
31
32
61
62
69
-
Dead+Collateral+0.75Live+0.45Wind_Left2
Dead+Collateral+0.75Live+0.45Wind_Right2
0.6Dead+0.6Wind_Left1
0.6Dead+0.6Wind_Right1
1.07Dead+1.07Collateral+0.7Seismic
Sheet 37 of 231
B.2) Design of Post @ G.L G:
Sheet 38 of 231
PAGE NO.
****************************************************
*
*
*
STAAD.Pro V8i SELECTseries6
*
*
Version 20.07.11.90
*
*
Proprietary Program of
*
*
Bentley Systems, Inc.
*
*
*
*
USER ID:
*
****************************************************
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.
35.
36.
37.
38.
STAAD PLANE
START JOB INFORMATION
ENGINEER DATE 01-FEB-22
END JOB INFORMATION
INPUT WIDTH 79
UNIT METER KN
JOINT COORDINATES
1 2 0 0; 2 2 2.2 0; 3 3.1 2.2 0; 4 2 1.1 0
MEMBER INCIDENCES
1 1 4; 2 4 2; 3 4 3
SUPPORTS
2 3 PINNED
UNIT METER KG
DEFINE MATERIAL START
ISOTROPIC STEEL
E 2.09042E+010
POISSON 0.3
DENSITY 7850
ALPHA 1.2E-005
DAMP 0.03
END DEFINE MATERIAL
CONSTANTS
MATERIAL STEEL ALL
**********
START USER TABLE
TABLE 1
UNIT MMS MTON
ISECTION
C1
260 4 260 150 5 150 5 0 0 0
**********
END
UNIT METER KG
MEMBER PROPERTY EUROPEAN
3 TABLE ST L70X70X7
1 2 TABLE ST IPE160
***************
MEMBER RELEASE
Sheet 39 of 231
1
STAAD PLANE
39.
40.
41.
42.
43.
44.
45.
46.
47.
48.
49.
50.
51.
52.
53.
54.
55.
56.
57.
58.
59.
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.
-- PAGE NO.
3 START MY MZ
LOAD 1 LOADTYPE DEAD TITLE DL1
SELFWEIGHT Y -1
LOAD 2 LOADTYPE ROOF LIVE TITLE RL
LOAD 6 LOADTYPE LIVE TITLE MLL1
LOAD 3 LOADTYPE WIND TITLE WL1
UNIT METER KN
MEMBER LOAD
1 2 UNI GX 3.8
UNIT METER KG
LOAD 4 LOADTYPE WIND TITLE WL2
UNIT METER KN
MEMBER LOAD
1 2 UNI GX -3.8
UNIT METER KG
LOAD 5 LOADTYPE WIND TITLE WL3
LOAD 7 LOADTYPE SEISMIC TITLE EQ1
LOAD 8 LOADTYPE SEISMIC TITLE EQ2
LOAD 9 LOADTYPE NONE TITLE CL
LOAD 10 LOADTYPE TEMPERATURE TITLE TEMP+
LOAD 11 LOADTYPE TEMPERATURE TITLE TEMP *** LOAD COMBINATIONS ***
***COMBO #1
LOAD COMB 101 1 DL1
1 1.0 9 1.0
***COMBO #2
LOAD COMB 102 1 DL1+1 MLL1+TEMP+
1 1.0 9 1.0 6 1.0 10 1.0
***COMBO #3
LOAD COMB 103 1 DL1+1 RL1
1 1.0 9 1.0 2 1.0
***COMBO #4
LOAD COMB 104 1 DL1+0.75 RL1+0.75 MLL1
1 1.0 9 1.0 2 0.75 6 0.75
***COMBO #5A
LOAD COMB 105 1 DL1+1 WL1
1 1.0 9 1.0 3 1.0
LOAD COMB 106 1 DL1+1 WL2
1 1.0 9 1.0 4 1.0
LOAD COMB 107 1 DL1+1 WL3
1 1.0 9 1.0 5 1.0
***COMBO #5B
LOAD COMB 108 1 DL1+0.7 EQ1
1 1.0 9 1.0 7 0.7
LOAD COMB 109 1 DL1+0.7 EQ2
1 1.0 9 1.0 8 0.7
***COMBO #6A
LOAD COMB 110 1 DL1+0.75 RL1+0.75 WL1+0.75 MLL1
1 1.0 9 1.0 2 0.75 3 0.75 6 0.75
LOAD COMB 111 1 DL1+0.75 RL1+0.75 WL2+0.75 MLL1
Sheet 40 of 231
2
STAAD PLANE
89.
90.
91.
92.
93.
94.
95.
96.
97.
98.
99.
100.
101.
102.
103.
104.
105.
106.
107.
108.
109.
110.
111.
112.
113.
114.
115.
116.
117.
118.
119.
-- PAGE NO.
1 1.0 9 1.0 2 0.75 4 0.75 6 0.75
LOAD COMB 112 1 DL1+0.75 RL1+0.75 WL3+0.75 MLL1
1 1.0 9 1.0 2 0.75 5 0.75 6 0.75
***COMBO #6B
LOAD COMB 113 1 DL1+0.75 RL1+0.75 MLL1+0.53 EQ1
1 1.0 9 1.0 2 0.75 6 0.75 7 0.53
LOAD COMB 114 1 DL1+0.75 RL1+0.75 MLL1+0.53 EQ2
1 1.0 9 1.0 2 0.75 6 0.75 8 0.53
***COMBO #7
LOAD COMB 115 0.6 DL1+1 WL1
1 0.6 3 1.0
LOAD COMB 116 0.6 DL1+1 WL2
1 0.6 4 1.0
LOAD COMB 117 0.6 DL1+1 WL3
1 0.6 5 1.0
***COMBO #8
LOAD COMB 118 0.6 DL1+0.7 EQ1
1 0.6 7 0.7
LOAD COMB 119 0.6 DL1+0.7 EQ2
1 0.6 8 0.7
****
LOAD COMB 120 1 DL1+1 MLL1 +TEMP 1 1.0 9 1.0 6 1.0 11 1.0
***
LOAD COMB 121 1 DL1+0.75 RL1+0.75 MLL1 + TEMP+
1 1.0 9 1.0 2 0.75 6 0.75 10 0.75
***
LOAD COMB 122 1 DL1+0.75 RL1+0.75 MLL1 + TEMP 1 1.0 9 1.0 2 0.75 6 0.75 11 0.75
****
PERFORM ANALYSIS
120. LOAD LIST 101 TO 122
Sheet 41 of 231
3
STAAD PLANE
-- PAGE NO.
121. *********************
122. PRINT JOINT DISPLACEMENTS
JOINT
DISPLACE
Sheet 42 of 231
4
STAAD PLANE
-- PAGE NO.
JOINT DISPLACEMENT (CM
-----------------JOINT
1
2
3
LOAD
101
102
103
104
105
106
107
108
109
110
111
112
113
114
115
116
117
118
119
120
121
122
101
102
103
104
105
106
107
108
109
110
111
112
113
114
115
116
117
118
119
120
121
122
101
102
X-TRANS
0.0002
0.0002
0.0002
0.0002
0.1170
-0.1167
0.0002
0.0002
0.0002
0.0878
-0.0875
0.0002
0.0002
0.0002
0.1169
-0.1167
0.0001
0.0001
0.0001
0.0002
0.0002
0.0002
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
RADIANS)
Y-TRANS
-0.0001
-0.0001
-0.0001
-0.0001
-0.0023
0.0021
-0.0001
-0.0001
-0.0001
-0.0018
0.0016
-0.0001
-0.0001
-0.0001
-0.0023
0.0022
-0.0001
-0.0001
-0.0001
-0.0001
-0.0001
-0.0001
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
STRUCTURE TYPE = PLANE
Z-TRANS
X-ROTAN
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
Sheet 43 of 231
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
Y-ROTAN
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
Z-ROTAN
0.0000
0.0000
0.0000
0.0000
0.0010
-0.0010
0.0000
0.0000
0.0000
0.0008
-0.0008
0.0000
0.0000
0.0000
0.0010
-0.0010
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0001
-0.0001
0.0000
0.0000
0.0000
0.0000
-0.0000
0.0000
0.0000
0.0000
0.0001
-0.0001
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0002
0.0002
5
STAAD PLANE
-- PAGE NO.
JOINT DISPLACEMENT (CM
-----------------JOINT
4
LOAD
103
104
105
106
107
108
109
110
111
112
113
114
115
116
117
118
119
120
121
122
101
102
103
104
105
106
107
108
109
110
111
112
113
114
115
116
117
118
119
120
121
122
X-TRANS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0001
0.0001
0.0001
0.0001
0.0158
-0.0156
0.0001
0.0001
0.0001
0.0119
-0.0117
0.0001
0.0001
0.0001
0.0158
-0.0157
0.0000
0.0000
0.0000
0.0001
0.0001
0.0001
RADIANS)
Y-TRANS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
-0.0001
-0.0001
-0.0001
-0.0001
-0.0023
0.0021
-0.0001
-0.0001
-0.0001
-0.0018
0.0016
-0.0001
-0.0001
-0.0001
-0.0023
0.0022
-0.0000
-0.0000
-0.0000
-0.0001
-0.0001
-0.0001
STRUCTURE TYPE = PLANE
Z-TRANS
X-ROTAN
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
Sheet 44 of 231
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
Y-ROTAN
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
Z-ROTAN
0.0002
0.0002
0.0003
0.0001
0.0002
0.0002
0.0002
0.0003
0.0002
0.0002
0.0002
0.0002
0.0002
0.0001
0.0001
0.0001
0.0001
0.0002
0.0002
0.0002
0.0000
0.0000
0.0000
0.0000
0.0005
-0.0005
0.0000
0.0000
0.0000
0.0004
-0.0004
0.0000
0.0000
0.0000
0.0005
-0.0005
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
6
STAAD PLANE
-- PAGE NO.
************** END OF LATEST ANALYSIS RESULT **************
123. PRINT SECTION MAX DISPL SAVE
SECTION MAX
DISPL
Sheet 45 of 231
SAVE
7
STAAD PLANE
-- PAGE NO.
MAX MEMBER SECTION DISPLACEMENTS
-------------------------------UNIT= INCH FOR FPS AND CM FOR METRIC/SI SYSTEM
MEMBER
MAX DISP
LOCATION
1
2
3
0.00612
0.00612
0.01089
73.33
36.67
77.78
LOAD
116
116
122
L/DISPL
17959
17959
14289
************ END OF SECT DISPL RESULTS ***********
124. PRINT SUPPORT REACTION
SUPPORT
REACTION
Sheet 46 of 231
8
STAAD PLANE
-- PAGE NO.
SUPPORT REACTIONS -UNIT KG
----------------JOINT
2
3
METE
STRUCTURE TYPE = PLANE
LOAD
FORCE-X
FORCE-Y
FORCE-Z
MOM-X
MOM-Y
MOM Z
101
102
103
104
105
106
107
108
109
110
111
112
113
114
115
116
117
118
119
120
121
122
101
102
103
104
105
106
107
108
109
110
111
112
113
114
115
116
117
118
119
120
121
122
0.00
0.00
0.00
0.00
-0.00
0.00
0.00
0.00
0.00
-0.00
0.00
0.00
0.00
0.00
-0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
-852.48
852.48
0.00
0.00
0.00
-639.36
639.36
0.00
0.00
0.00
-852.48
852.48
0.00
0.00
0.00
0.00
0.00
0.00
40.45
40.45
40.45
40.45
892.94
-812.03
40.45
40.45
40.45
679.81
-598.91
40.45
40.45
40.45
876.75
-828.21
24.27
24.27
24.27
40.45
40.45
40.45
5.74
5.74
5.74
5.74
-846.74
858.22
5.74
5.74
5.74
-633.62
645.10
5.74
5.74
5.74
-849.04
855.93
3.44
3.44
3.44
5.74
5.74
5.74
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Sheet 47 of 231
9
STAAD PLANE
-- PAGE NO.
************** END OF LATEST ANALYSIS RESULT **************
125. PRINT MAXFORCE ENVELOPE
MAXFORCE ENVELOPE
Sheet 48 of 231
10
STAAD PLANE
-- PAGE NO.
11
MEMBER FORCE ENVELOPE
--------------------ALL UNITS ARE KG
METE
MAX AND MIN FORCE VALUES AMONGST ALL SECTION LOCATIONS
MEMB
FY/
FZ
1 MAX
MIN
2 MAX
MIN
3 MAX
MIN
DIST
DIST
LD
LD
426.24
0.00
-426.24
0.00
1.10
0.00
1.10
1.10
106
101
115
122
426.24
0.00
-426.24
0.00
0.00
0.00
0.00
1.10
4.06
0.00
-4.06
0.00
0.00
0.00
1.56
1.56
MZ/
MY
DIST
DIST
LD
LD
234.43
0.00
-234.43
0.00
1.10
0.00
1.10
1.10
105
101
116
122
105
101
116
122
234.43
0.00
-234.43
0.00
0.00
0.00
0.00
1.10
105
101
116
122
101
101
122
122
0.00
0.00
-1.58
0.00
0.00
0.00
0.78
1.56
101
101
122
122
FX
DIST
LD
0.00
0.00
101
17.36 T
1.10
122
838.63 C
0.00
116
892.94 T
1.10
105
1209.65 C
0.00
105
1209.65 T
1.56
106
********** END OF FORCE ENVELOPE FROM INTERNAL STORAGE **********
126. PRINT MATERIAL PROPERTIES
MATERIAL PROPERTI
STAAD PLANE
-- PAGE NO.
12
MATERIAL PROPERTIES.
-------------------ALL UNITS ARE - KG
METE
MATERIAL
KIND
E
POIS
2.09042E+10
0.300
DENS
ALPHA
DAMP
G
STEEL
1D
7.85000E+03 1.20000E-05
8.04008E+09
Sheet 49 of 231
0.030
STAAD PLANE
-- PAGE NO.
MATERIAL PROPERTIES.
-------------------ALL UNITS ARE - KG
METE
MEMBER
1
2
3
E
G
DEN
20904200192.0 8040077312.0 7850.00097656
20904200192.0 8040077312.0 7850.00097656
20904200192.0 8040077312.0 7850.00097656
ALPHA
0.00001200
0.00001200
0.00001200
************ END OF DATA FROM INTERNAL STORAGE ************
127. PRINT MEMBER PROPERTIES
MEMBER
PROPERTI
Sheet 50 of 231
13
STAAD PLANE
-- PAGE NO.
MEMBER PROPERTIES. UNIT - CM
----------------MEMB
PROFILE
1
ST
IPE160
2
ST
IPE160
3
ST
L70X70X7
AX/
AY
IZ/
AZ
IY/
SZ
20.10
8.00
20.10
8.00
9.40
3.27
869.00
8.09
869.00
8.09
17.39
3.27
68.00
108.63
68.00
108.63
69.06
6.18
************ END OF DATA FROM INTERNAL STORAGE ************
128.
129.
130.
131.
132.
133.
134.
135.
136.
137.
138.
139.
140.
UNIT METER KN
PARAMETER 1
CODE AISC UNIFIED 2005
METHOD ASD
BEAM 1 ALL
FYLD 275000 ALL
RATIO 1 ALL
TRACK 1 ALL
CB 0 ALL
*** COL ***
KZ 1.5 MEMB 1 2
*** BEAM ***
CHECK CODE ALL
STEEL DESIGN
Sheet 51 of 231
IX/
SY
3.60
16.59
3.60
16.59
1.54
13.95
14
STAAD PLANE
-- PAGE NO.
STAAD.PRO CODE CHECKING - ( AISC-360-05-ASD)
********************************************
ALL UNITS ARE - KN
MEMBER
v3.3a
METE (UNLESS OTHERWISE Noted)
RESULT/
CRITICAL COND/
RATIO/
LOADING/
FX
MY
MZ
LOCATION
=======================================================================
1 ST
TABLE
IPE160
(EUROPEAN SECTIONS)
PASS
Eq. H1-1b
0.113
105
0.17 T
0.00
2.30
1.10
|-----------------------------------------------------------------------|
| SLENDERNESS
|
| Actual Slenderness Ratio
:
59.805 L/C :
122
|
| Allowable Slenderness Ratio :
300.000 LOC :
0.00
|
|-----------------------------------------------------------------------|
| STRENGTH CHECKS
|
| Critical L/C :
105
Ratio
:
0.113(PASS)
|
|
Loc :
1.10
Condition :
Eq. H1-1b
|
|-----------------------------------------------------------------------|
| DESIGN FORCES
|
| Fx:
1.702E-01(T ) Fy: -4.180E+00
Fz:
0.000E+00
|
| Mx:
0.000E+00
My:
0.000E+00
Mz:
2.299E+00
|
|-----------------------------------------------------------------------|
| CHECK FOR AXIAL TENSION
|
|
|
|
FORCE
CAPACITY
RATIO
CRITERIA
L/C
LOC |
| Yield
1.70E-01
3.31E+02
0.001
Eq. D2-1
101
1.10 |
| Rupture
1.70E-01
4.02E+02
0.000
Eq. D2-2
101
1.10 |
|-----------------------------------------------------------------------|
| CHECK FOR AXIAL COMPRESSION
|
|
|
|
FORCE
CAPACITY
RATIO
CRITERIA
L/C
LOC |
| Maj Buck
0.00E+00
3.19E+02
0.000
Sec. E1
101
0.00 |
| Min Buck
0.00E+00
2.70E+02
0.000
Eq. E3-1
101
0.00 |
| Flexural
|
| Tor Buck
0.00E+00
2.95E+02
0.000
Eq. E4-1
101
0.00 |
|-----------------------------------------------------------------------|
| CHECK FOR SHEAR
|
|
|
|
FORCE
CAPACITY
RATIO
CRITERIA
L/C
LOC |
| Local-Z
0.00E+00
1.20E+02
0.000
Eq. G2-1
101
0.00 |
| Local-Y
-4.18E+00
8.80E+01
0.048
Eq. G2-1
105
1.10 |
Sheet 52 of 231
15
STAAD PLANE
-- PAGE NO.
STAAD.PRO CODE CHECKING - ( AISC-360-05-ASD)
********************************************
ALL UNITS ARE - KN
v3.3a
METE (UNLESS OTHERWISE Noted)
|-----------------------------------------------------------------------|
| CHECK FOR BENDING-YIELDING
|
|
|
|
FORCE
CAPACITY
RATIO
CRITERIA
L/C
LOC |
| Major
-2.30E+00
2.04E+01
0.113
Eq. F2-1
105
1.10 |
| Minor
0.00E+00
4.28E+00
0.000
Eq. F6-1
101
0.00 |
|-----------------------------------------------------------------------|
| CHECK FOR BENDING-LATERAL TORSIONAL BUCKLING
|
|
|
|
FORCE
CAPACITY
RATIO
CRITERIA
L/C
LOC |
| Major
-2.30E+00
2.04E+01
0.113
Eq. F2-2
105
1.10 |
|-----------------------------------------------------------------------|
| CHECK FOR FLEXURE TENS/COMP INTERACTION
|
|
RATIO
CRITERIA
L/C
LOC
|
| Flexure Comp
0.113
Eq. H1-1b
105
1.10
|
| Flexure Tens
0.113
Eq. H1-1b
105
1.10
|
|-----------------------------------------------------------------------|
Sheet 53 of 231
16
STAAD PLANE
-- PAGE NO.
STAAD.PRO CODE CHECKING - ( AISC-360-05-ASD)
********************************************
ALL UNITS ARE - KN
MEMBER
v3.3a
METE (UNLESS OTHERWISE Noted)
RESULT/
CRITICAL COND/
RATIO/
LOADING/
FX
MY
MZ
LOCATION
=======================================================================
2 ST
TABLE
IPE160
(EUROPEAN SECTIONS)
PASS
Eq. H1-1b
0.126
105
8.59 T
0.00
2.30
0.00
|-----------------------------------------------------------------------|
| SLENDERNESS
|
| Actual Slenderness Ratio
:
59.805 L/C :
122
|
| Allowable Slenderness Ratio :
300.000 LOC :
0.00
|
|-----------------------------------------------------------------------|
| STRENGTH CHECKS
|
| Critical L/C :
105
Ratio
:
0.126(PASS)
|
|
Loc :
0.00
Condition :
Eq. H1-1b
|
|-----------------------------------------------------------------------|
| DESIGN FORCES
|
| Fx:
8.586E+00(T ) Fy:
4.180E+00
Fz:
0.000E+00
|
| Mx:
0.000E+00
My:
0.000E+00
Mz:
2.299E+00
|
|-----------------------------------------------------------------------|
| CHECK FOR AXIAL TENSION
|
|
|
|
FORCE
CAPACITY
RATIO
CRITERIA
L/C
LOC |
| Yield
8.76E+00
3.31E+02
0.026
Eq. D2-1
105
1.10 |
| Rupture
8.76E+00
4.02E+02
0.022
Eq. D2-2
105
1.10 |
|-----------------------------------------------------------------------|
| CHECK FOR AXIAL COMPRESSION
|
|
|
|
FORCE
CAPACITY
RATIO
CRITERIA
L/C
LOC |
| Maj Buck
8.22E+00
3.19E+02
0.026
Sec. E1
116
0.00 |
| Min Buck
8.22E+00
2.70E+02
0.030
Eq. E3-1
116
0.00 |
| Flexural
|
| Tor Buck
8.22E+00
2.95E+02
0.028
Eq. E4-1
116
0.00 |
|-----------------------------------------------------------------------|
| CHECK FOR SHEAR
|
|
|
|
FORCE
CAPACITY
RATIO
CRITERIA
L/C
LOC |
| Local-Z
0.00E+00
1.20E+02
0.000
Eq. G2-1
101
0.00 |
| Local-Y
4.18E+00
8.80E+01
0.048
Eq. G2-1
105
0.00 |
Sheet 54 of 231
17
STAAD PLANE
-- PAGE NO.
STAAD.PRO CODE CHECKING - ( AISC-360-05-ASD)
********************************************
ALL UNITS ARE - KN
v3.3a
METE (UNLESS OTHERWISE Noted)
|-----------------------------------------------------------------------|
| CHECK FOR BENDING-YIELDING
|
|
|
|
FORCE
CAPACITY
RATIO
CRITERIA
L/C
LOC |
| Major
-2.30E+00
2.04E+01
0.113
Eq. F2-1
105
0.00 |
| Minor
0.00E+00
4.28E+00
0.000
Eq. F6-1
101
0.00 |
|-----------------------------------------------------------------------|
| CHECK FOR BENDING-LATERAL TORSIONAL BUCKLING
|
|
|
|
FORCE
CAPACITY
RATIO
CRITERIA
L/C
LOC |
| Major
-2.30E+00
2.04E+01
0.113
Eq. F2-2
105
0.00 |
|-----------------------------------------------------------------------|
| CHECK FOR FLEXURE TENS/COMP INTERACTION
|
|
RATIO
CRITERIA
L/C
LOC
|
| Flexure Comp
0.113
Eq. H1-1b
105
0.00
|
| Flexure Tens
0.126
Eq. H1-1b
105
0.00
|
|-----------------------------------------------------------------------|
| CHECK FOR IN-PLANE/OUT-OF-PLANE FLEXURE COMP INTERACTION
|
|
RATIO
CRITERIA
L/C
LOC
|
| In-Plane Flx Comp
0.125
Eq. H1-1b
116
0.00
|
| Out Plane Flx Comp
0.043
Eq. H1-2
116
0.00
|
|-----------------------------------------------------------------------|
Sheet 55 of 231
18
STAAD PLANE
-- PAGE NO.
STAAD.PRO CODE CHECKING - ( AISC-360-05-ASD)
********************************************
ALL UNITS ARE - KN
MEMBER
v3.3a
METE (UNLESS OTHERWISE Noted)
RESULT/
CRITICAL COND/
RATIO/
LOADING/
FX
MY
MZ
LOCATION
=======================================================================
3 ST
TABLE
L70X70X7
(EUROPEAN SECTIONS)
PASS
Sec. E1
0.169
105
11.86 C
0.00
0.00
0.00
|-----------------------------------------------------------------------|
| SLENDERNESS
|
| Actual Slenderness Ratio
:
114.385 L/C :
122
|
| Allowable Slenderness Ratio :
200.000 LOC :
0.00
|
|-----------------------------------------------------------------------|
| STRENGTH CHECKS
|
| Critical L/C :
105
Ratio
:
0.169(PASS)
|
|
Loc :
0.00
Condition :
Sec. E1
|
|-----------------------------------------------------------------------|
| DESIGN FORCES
|
| Fx:
1.186E+01(C ) Fy:
3.980E-02
Fz:
0.000E+00
|
| Mx:
0.000E+00
My:
0.000E+00
Mz:
0.000E+00
|
|-----------------------------------------------------------------------|
| CHECK FOR AXIAL TENSION
|
|
|
|
FORCE
CAPACITY
RATIO
CRITERIA
L/C
LOC |
| Yield
1.19E+01
1.55E+02
0.077
Eq. D2-1
106
1.56 |
| Rupture
1.19E+01
1.88E+02
0.063
Eq. D2-2
106
1.56 |
|-----------------------------------------------------------------------|
| CHECK FOR AXIAL COMPRESSION
|
|
|
|
FORCE
CAPACITY
RATIO
CRITERIA
L/C
LOC |
| Min Buck
1.19E+01
7.01E+01
0.169
Eq. E3-1
105
0.00 |
|-----------------------------------------------------------------------|
| CHECK FOR SHEAR
|
|
|
|
FORCE
CAPACITY
RATIO
CRITERIA
L/C
LOC |
| Local-Z
0.00E+00
4.36E+01
0.000
Eq. G2-1
101
0.00 |
| Local-Y
3.98E-02
4.84E+01
0.001
Eq. G2-1
101
0.00 |
Sheet 56 of 231
19
STAAD PLANE
-- PAGE NO.
STAAD.PRO CODE CHECKING - ( AISC-360-05-ASD)
********************************************
ALL UNITS ARE - KN
v3.3a
METE (UNLESS OTHERWISE Noted)
|-----------------------------------------------------------------------|
| CHECK FOR BENDING-YIELDING
|
|
|
|
FORCE
CAPACITY
RATIO
CRITERIA
L/C
LOC |
| Major
0.00E+00
3.42E+00
0.000
Eq. F10-1
101
0.00 |
| Minor
-1.55E-02
1.58E+00
0.010
Eq. F10-1
101
0.78 |
|-----------------------------------------------------------------------|
| CHECK FOR BENDING-LATERAL TORSIONAL BUCKLING
|
|
|
|
FORCE
CAPACITY
RATIO
CRITERIA
L/C
LOC |
| Major
0.00E+00
3.09E+00
0.000
Eq. F10-3
101
0.00 |
|-----------------------------------------------------------------------|
| CHECK FOR SHEAR AND NORMAL STRESS INTERACTION
|
|
|
|
STRESS
RATIO
CRITERIA
L/C
LOC
|
| Shear
9.88E+04
0.001
Eq. H3-8
101
0.00
|
|-----------------------------------------------------------------------|
| CHECK FOR FLEXURE TENS/COMP INTERACTION
|
|
RATIO
CRITERIA
L/C
LOC
|
| Flexure Comp
0.094
Eq. H1-1b
105
0.78
|
| Flexure Tens
0.048
Eq. H1-1b
106
0.78
|
GEOMETRIC AXIS DESIGN
|-----------------------------------------------------------------------|
| CHECK FOR BENDING-YIELDING
|
|
|
|
FORCE
CAPACITY
RATIO
CRITERIA
L/C
LOC |
| Major
1.09E-02
2.13E+00
0.005
Eq. F10-1
101
0.78 |
| Minor
-1.09E-02
2.13E+00
0.005
Eq. F10-1
101
0.78 |
|-----------------------------------------------------------------------|
| CHECK FOR BENDING-LATERAL TORSIONAL BUCKLING
|
|
|
|
FORCE
CAPACITY
RATIO
CRITERIA
L/C
LOC |
| Major
1.09E-02
1.67E+00
0.007
Eq. F10-3
101
0.78 |
Sheet 57 of 231
20
STAAD PLANE
-- PAGE NO.
STAAD.PRO CODE CHECKING - ( AISC-360-05-ASD)
********************************************
ALL UNITS ARE - KN
v3.3a
METE (UNLESS OTHERWISE Noted)
|-----------------------------------------------------------------------|
| CHECK FOR FLEXURE TENS/COMP INTERACTION
|
|
RATIO
CRITERIA
L/C
LOC
|
| Flexure Comp
0.097
Eq. H1-1b
105
0.78
|
| Flexure Tens
0.051
106
0.78
|
|-----------------------------------------------------------------------|
141. UNIT METER KG
-------------143. FINISH
(C) Design of Secondary Members (Purlins)
Sheet 58 of 231
21
Sheet 59 of 231
(C.1) Roof Purlins :-
Sheet 60 of 231
*===============================================================================
*Dalal_Setup
Roof Design Input
1/16/22 1:27pm
*===============================================================================
*( 1)JOBID:
'Dalal_Setup'
*( 2)PROGRAM OPTIONS:
*
Run
Run
Run
*
Purlin Panel
Brace
'Y'
'Y'
'Y'
Lap
Stiff
0.80
*( 3)DESIGN CODE:
*Design ---Steel_Code--* Code
Cold
Hot
'WS' 'NAUS07 ' 'AISC10'
---Build--Country Code
Year
'
' 'IBC ' '18'
*( 4)DESIGN CONSTANTS:
*
* ------Stress_Ratio-----* Purlin Panel Wind_Frame
0.9900 0.99
0.99
---Strength_Factor-----Seismic--Wind
Frame
Brace
1.000
1.530
1.700
*( 5)STEEL YIELDS:
* Web
Flg C_Sec
345
345
345
W_Sec
345
R_Sec
245
P_Sec
345
*( 6)DEFLECTION LIMITS:
*------Purlin--------Extension--Wind_Frame
*Live
Wind Total
Live Wind Total
Wind Seis
180.0 120.0
0.0 180.0 130.0 180.0
60.0 50.0
*( 7)REPORTS:
*
Input Purlin
*
Echo
Design
'N'
'Y'
Purlin
Summary
'Y'
*( 8)BUILDING TYPE:
* Build L_Expand_EW
* Type
Use Offset
'FF-' 'N ' 350.0
Eave
Strut
'Y'
R_Expand_EW
Use Offset
'Y ' 350.0
T_Sec
345
Code
Seismic
Label
Zone
'IBC 18 ' 'D '
U_Sec
248
EP
345
----Gable_Ext----
Roof
Panel
'Y'
Live
Wind Total
90.0
65.0
90.0
Cable
Brace
'Y'
------Open_Wall------L_EW F_SW R_EW B_SW
'N'
'N'
'N'
'N'
*( 9)SURFACE SHAPE:
* No.
X_Coord
Y_Coord
* Surf
(mm)
(mm)
4
0.0
11000.0
12990.0
12039.2
25980.0
11000.0
25980.0
0.0
*(10)WALL BAY SPACING:
* Wall Sets_Of
Bay
No.
* Id
Bays
Width Bays
1
3
6720.0
1
6270.0
2
6720.0
1
2
3
6725.0
1
6275.0
4
Sheet 61 of 231
BP
345
Facia
Girt
120.0
---Panel--Live
Facia
Wind
Panel
180.0 120.0
120.0
3
4
1
3
5
3
6725.0
25980.0
6725.0
6275.0
6725.0
6725.0
6275.0
6725.0
1
1
1
4
1
1
4
1
*(11)FRAMED OPENINGS:
* Wall
No.
Bay
Open
* Id
Opens Id
Width
1
1
3
1000.0
2
1
5
1000.0
3
0
4
2
1
1000.0
2
1000.0
*(12)PARTIAL WALLS:
*Wall Set_Of
* Id
Bays Id Use
1
0
2
0
3
0
4
0
*(13)JACK BEAM LAYOUT:
* No. Beam --Bay_Id*Beam
Id
Start End
0
Open
Height
2100.0
2100.0
Open
Offset
2630.0
2630.0
2100.0
2100.0
2645.0
2630.0
--Bay_Id-Start End
Beam
Offset
Height
OS_Flg
Brace
'C'
'C'
*(16)PURLIN SPACING:
* Surf Space
Peak
* Id
Opt
Space
2
'S'
325.0
3
'S'
325.0
IS_Flg
Brace
'Y'
'Y'
Set
Depth
250.0
250.0
Max
Space
1750.0
1750.0
Set
Space
0.0
0.0
*(17)PURLIN SIZE:
*Surf Show No.
* Id
Id
Purl
2
0
0
3
0
0
Purlin_Part
*(18)EAVE STRUT:
*Wall Eave No.
* Id
Type Eave
2
'ZB'
0
4
'ZB'
0
Eave_Part
Base
Type
1
1
Top
Type
Full_Load
Girt Col
Beam
Height
*(14)SURFACE EXTENSION/FRAME RECESS:
* Surf ---Surf_Ext--- Frame_Recess
* Id
Left
Right
Left
Right
2
0.0
0.0
306.0
350.0
3
0.0
0.0
306.0
350.0
*(15)PURLINS:
* Surf Purlin
* Id
Type
2
'ZB'
3
'ZB'
Open
Type
1
1
----Rafter_Size----Left
Right
'W30a156 ' '--------'
'W30a156 ' '--------'
Set_Lap
Ext
Int
0.0
0.0
0.0
0.0
Set_Of
Space
0
0
Max_Unbr
Length
2500.0
2500.0
-Set_SpaceSpace
No.
Sheet 62 of 231
----Panel----Part
Opt
*(19)WALL GIRT:
*Wall Girt
Girt
* Id
Type
Size
2
'ZB' 'Z200x150'
4
'ZB' 'Z200x150'
Offset
0.0
0.0
*(20)PANELS:
* Wall
Roof
* Panel
Panel
'DPan 40 ' 'DPan 40 '
Standing
Seam
'N'
*(21)ROOF BRACING
*
*Panel Diagonal
*Shear Bracing
'N'
'Y '
Proj
0.0
0.0
Gutter
'N'
'N'
Insulation
Use Thick
'N'
0.0
OPTIONS:
-----L_EW_Brace_To_Frame----Left_Bay
Right_Bay
Opt Part
Opt Part
'-' '--------' '-' '--------'
-----R_EW_Brace_To_Frame----Left_Bay
Right_Bay
Opt Part
Opt Part
'-' '--------' '-' '--------'
*(22)ROOF DIAGONAL BRACING:
*
Max_Pan Brace
Each User_Selected_Roof_Bays
*
Shear
Type
EW
No. Bay_Id
1000 'C'
'Y'
1
2
1
4
*(23)ROOF BRACING ATTACHMENT:
*Wall
No.
* Id
Attach Attach_Location
1
5
0.0
6720.0 12990.0
3
5
0.0
6720.0 12990.0
19260.0
19260.0
25980.0
25980.0
*(24)WALL/INTERIOR BRACING OPTIONS:
*
-----------Order_Of_Selection----------* Wall
Panel Diagonal Wind
Wind
Weak_Axis
* Id
Shear Bracing
Bent Column
Bending
2
'N'
'Y '
'N'
'N'
'N'
4
'N'
'Y '
'N'
'N'
'N'
5
'N'
'N '
'N'
'N'
'N'
Brace
Option
'XX'
'XX'
'--'
Height
5000.0
5000.0
0.0
*(25)SIDEWALL DIAGONAL BRACING:
* Wall
Max_Pan Brace
User_Selected_SW_Bays
* Id
Shear
Type
No. Bay_Id
2
1000 'C'
2
2 4
4
1000 'C'
2
3 5
*(26)WIND BENTS:
*Wall Member -----Column----* Id
Type Depth
Size
2
'W'
0.0 '--------'
4
'W'
0.0 '--------'
5
'W'
0.0 '--------'
-----Rafter----Depth
Size
0.0 '--------'
0.0 '--------'
0.0 '--------'
No.
Bays
0
0
0
Bay_Id
*(27)WIND COLUMNS:
*Wall Member -----Column----No.
Left/
* Id
Type Depth
Size
Col
Bay_Id
Right
2
'W'
0.0 '--------'
0
4
'W'
0.0 '--------'
0
5
'W'
0.0 '--------'
0
*(28)WALL BRACING ATTACHMENT
*Wall
No.
Attach
--Bay_Id-No.
* Id
Attach
Id
Start End Connect Option Level
2
1
1
1
6
'F'
0
2
4
1
2
1
6
'F'
0
Sheet 63 of 231
2
----Level---Height Strut
5000.0
'G'
11000.0
'E'
5000.0
'G'
11000.0
'E'
*(42)BASIC LOADS:
*
---Deflection--Wind
* Dead Collat Live Snow Rain Basic
Load_Ratio
Load --Friction-Ld_Rat %
* Load Load Load Load Load Wind Snow Wind Seis Factor Wind
Coef
Factor Snow
0.250 0.30 1.00 0.000 0.000 1.279 1.00 1.00 1.00
0.60 1.279 0.0000
1.0000 0.00
*(43)WIND PRESSURE/SUCTION:
*
Wind
Wind
Wind
*
Press
Suct
Suct_Roof
0.960 -1.855
..
0.000 -2.137
..
1.087 -1.983
..
0.512 -0.371
-0.883
..
0.780 -0.550
..
1.919 -1.279
1.023
..
Wall
Edge
Seis
Zone
5196
Purlins
Purlins, Gable Extension
Interior Roof Panels
Long Bracing, Building
Long Bracing, Wall Edge Zone
Long Bracing, Facia/Parapet
*(44)EDGE AND CORNER ZONES FOR PURLINS AND PANELS:
*Wind Surf No Zone
---Purlin--* Id
Id Zone Id
Width
Length Press
Suct
1
2
6
1
0
0
1.00
1.00
3
0
2598
1.00
1.14
4
2598
0
1.00
1.14
5
0
2598
1.00
1.14
7
2598
2598
1.00
1.14
left
8
2598
2598
1.00
1.14
right
1
3
6
1
0
0
1.00
1.00
3
0
2598
1.00
1.14
5
0
2598
1.00
1.14
6
2598
0
1.00
1.14
9
2598
2598
1.00
1.14
right
10
2598
2598
1.00
1.14
left
2
2
1
1
0
0
1.00
1.00
2
3
1
1
0
0
1.00
1.00
Sheet 64 of 231
---Panel---Press
Suct
1.00
1.00
1.00
1.52
1.00
1.52
1.00
1.52
1.00
2.16
Screw
Suct
1.00
1.52
1.52
1.52
2.16
..
..
..
..
..
Interior
Edge left
Edge top
Edge right
Corner top-
1.00
2.16
2.16 .. Corner top-
1.00
1.00
1.00
1.00
1.00
1.00
1.52
1.52
1.52
2.16
1.00
1.52
1.52
1.52
2.16
1.00
2.16
2.16 .. Corner bot-
1.00
1.00
1.00
1.00
1.00 .. Interior
1.00 .. Interior
..
..
..
..
..
Interior
Edge left
Edge right
Edge bottom
Corner bot-
================================================================================
Dalal_Setup
Design Code
1/31/22 6:11pm
================================================================================
STRUCTURAL CODE:
Design Basis
: WS - Working Stress
Hot Rolled Steel : AISC10
Cold Formed Steel : NAUS07
BUILDING CODE:
Wind Code
Seismic Zone
: IBC
: D
18
MODULUS OF ELASTICITY
Hot Rolled Steel : 199955 (MN/m2)
Cold Formed Steel : 203403 (MN/m2)
================================================================================
Dalal_Setup
Purlin Layout(Surface= 2)
1/31/22 6:11pm
================================================================================
SURFACE LAYOUT:
Surface
Id
Length
------- ------2
13032
PURLIN LOCATION:
Purlin
Surf
Id
Offset
------ -----1
976
2
1952
3
2928
4
3904
5
4879
6
5855
7
6831
8
7807
9
8783
10
9759
11
10735
12
11711
13
12687
13032
No.
Row
--13
Peak
Space
----325
Load
Width
----976
976
976
976
976
976
976
976
976
976
976
976
833
Space
----976
976
976
976
976
976
976
976
976
976
976
976
976
345
Dead
Load
----0.055
0.055
0.055
0.055
0.055
0.055
0.055
0.055
0.055
0.055
0.055
0.055
0.064
Edge
Wind
---Y
Y
Show
Report
-----Y
Y
------Max_Load-----Id
UC Report
--- ---- --------5 0.99 Mom,Shr
5 0.99 Mom,Shr
5 0.99 Mom,Shr
5 0.99 Mom,Shr
5 0.99 Mom,Shr
5 0.99 Mom,Shr
5 0.99 Mom,Shr
5 0.99 Mom,Shr
5 0.99 Mom,Shr
5 0.99 Mom,Shr
5 0.99 Mom,Shr
5 0.99 Mom,Shr
5 0.84 Mom,Shr
----Average= 0.055
PURLIN LAYOUT:
Bay Purlin
Id Part
---- -------LExt Z250x150
1 Z250x150
2 Z250x150
3 Z250x150
4 Z250x150
5 Z250x150
6 Z250x150
RExt Z250x150
Design
Length
-----306
6419
6275
6275
6275
6275
6375
350
---Lap(mm)-Left Right
----- ----770
350
350
350
770
770
350
350
350
770
No.
Brace
----0
2
2
2
2
2
2
0
Total(kg)=
Unit
Weight
-----1
35
35
33
33
35
34
2
-----210
Sheet 65 of 231
Total
Weight
-----19
449
461
435
435
461
446
22
-----2729
SPECIAL LOADS:
Load_Location
Start
End
------ -----0
2598
Load_Type
-------------------Edge Zone Wind
================================================================================
Dalal_Setup
Purlin(Surface= 2, Id= 2)
1/31/22 6:11pm
================================================================================
-----------------------------ROOF PURLIN
Surface Id
= 2
Purlin Id
= 2
Offset
= 1952
Edge Strip
= 2598
-----------------------------PURLIN LAYOUT: (Purlin Id=
Bay
Id
---LExt
1
2
3
4
5
6
RExt
Purlin
Part
-------Z250x150
Z250x150
Z250x150
Z250x150
Z250x150
Z250x150
Z250x150
Z250x150
Design
Length
(mm)
-----306
6419
6275
6275
6275
6275
6375
350
2)
---Lap(mm)-Left Right
----- ----770
350
350
350
770
770
350
350
350
770
Load
Width
----976
976
976
976
976
976
976
976
No.
Brace
----0
2
2
2
2
2
2
0
Available
Reduction
Factor
Out
In
---- ---0.00 0.50
0.00 0.70
0.00 0.50
0.00 0.50
0.00 0.50
0.00 0.50
0.00 0.70
0.00 0.50
LOAD ID 1 : Dead+Collateral+Live
---------------------------------------------------------------------PURLIN ANALYSIS:
--------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
---- ----- ----- ----- ----LExt
0.00
-0.46
1
3.74
-4.77 -5.93
2
5.14
3.98 -3.79 -4.31
3
4.58
4.06 -4.34 -4.87
4
4.87
4.34 -4.06 -4.59
5
4.33
3.80 -3.96 -5.12
6
5.89
4.73
-3.71
RExt
0.53
0.00
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
---- ---- ------ ----- ---LExt RSup -0.46 8.60 0.05
1 RLap -4.77 8.60 0.56
2 LLap
3.98 8.60 0.46
3 RLap -4.34 8.60 0.51
4 LLap
4.34 8.60 0.50
5 RLap -3.96 8.60 0.46
6 LLap
4.73 8.60 0.55
--------------Moment(kN-m)-------------Left
Left
MidSpan
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
0.00
0
0.07
0.07
-4.56
2481
2.99
7.11
7.11
3.61 -1.65
3411
3.11
4.53
4.53
3.02 -2.44
3042
3.82
5.43
5.43
3.82 -2.43
3231
3.04
4.55
4.55
3.13 -1.67
2874
3.54
7.04
7.04
2.95 -4.48
3911
0.09
0.09
0.00
350
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RSup
0.07 5.80 0.01
MidS -4.56 5.17 0.88
LSup
3.56 5.37 0.66
RLap
3.82 5.47 0.70
LLap
3.82 5.47 0.70
RSup
3.52 5.37 0.66
MidS -4.48 5.17 0.87
Sheet 66 of 231
-Mom+ShrLoc
UC
---- ---RSup 0.05
RLap 0.72
LLap 0.72
RLap 0.78
LLap 0.78
RLap 0.71
LLap 0.71
Deflect(mm)
Calc Limit
----- ----1.6
-8.7 35.7
-1.2 34.9
-3.5 34.9
-3.5 34.9
-1.3 34.9
-8.4 35.4
RExt
LSup
0.53
8.60 0.06
LSup
0.09
5.44 0.02
LSup 0.06
1.8
LAP BOLT SHEAR/BEARING:
Bolt = 14.0 (Gr4.6)
Bay -------Left_Lap------Id Calc Shear Bear
UC
---- ----- ----- ----- ---1
2 2.31 10.47 5.58 0.41
3 3.24 10.47 5.58 0.58
4 3.88 10.47 5.58 0.70
5 3.25 10.47 5.58 0.58
6 2.29 10.47 5.58 0.41
-------Right_Lap-----Calc Shear Bear
UC
----- ----- ----- ---2.31 10.47 5.58 0.41
3.24 10.47 5.58 0.58
3.88 10.47 5.58 0.70
3.25 10.47 5.58 0.58
2.29 10.47 5.58 0.41
LOAD ID 2 : Dead+Collateral+Snow
---------------------------------------------------------------------PURLIN ANALYSIS:
--------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
---- ----- ----- ----- ----LExt
0.00
-0.16
1
1.33
-1.70 -2.11
2
1.83
1.41 -1.35 -1.53
3
1.63
1.44 -1.54 -1.73
4
1.73
1.54 -1.44 -1.63
5
1.54
1.35 -1.41 -1.82
6
2.09
1.68
-1.32
RExt
0.19
0.00
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
---- ---- ------ ----- ---LExt RSup -0.16 8.60 0.02
1 RLap -1.70 8.60 0.20
2 LLap
1.41 8.60 0.16
3 RLap -1.54 8.60 0.18
4 LLap
1.54 8.60 0.18
5 RLap -1.41 8.60 0.16
6 LLap
1.68 8.60 0.20
RExt LSup
0.19 8.60 0.02
--------------Moment(kN-m)-------------Left
Left
MidSpan
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
0.00
0
0.03
0.03
-1.62
2481
1.06
2.53
2.53
1.28 -0.59
3411
1.11
1.61
1.61
1.07 -0.87
3042
1.36
1.93
1.93
1.36 -0.86
3231
1.08
1.62
1.62
1.11 -0.59
2874
1.26
2.50
2.50
1.05 -1.59
3911
0.03
0.03
0.00
350
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RSup
0.03 5.80 0.00
MidS -1.62 5.17 0.31
LSup
1.26 5.37 0.24
RLap
1.36 5.47 0.25
LLap
1.36 5.47 0.25
RSup
1.25 5.37 0.23
MidS -1.59 5.17 0.31
LSup
0.03 5.44 0.01
-Mom+ShrLoc
UC
---- ---LSup 0.00
RLap 0.26
LLap 0.26
RLap 0.28
LLap 0.28
RLap 0.25
LLap 0.25
LSup 0.00
Deflect(mm)
Calc Limit
----- ----0.0
0.0 35.7
0.0 34.9
0.0 34.9
0.0 34.9
0.0 34.9
0.0 35.4
0.0
LAP BOLT SHEAR/BEARING:
Bolt = 14.0 (Gr4.6)
Bay -------Left_Lap------Id Calc Shear Bear
UC
---- ----- ----- ----- ---1
2 0.82 10.47 5.58 0.15
3 1.15 10.47 5.58 0.21
4 1.38 10.47 5.58 0.25
5 1.16 10.47 5.58 0.21
6 0.81 10.47 5.58 0.15
-------Right_Lap-----Calc Shear Bear
UC
----- ----- ----- ---0.82 10.47 5.58 0.15
1.15 10.47 5.58 0.21
1.38 10.47 5.58 0.25
1.16 10.47 5.58 0.21
0.81 10.47 5.58 0.15
LOAD ID 3 : Dead+Collateral+Snow+Snow_Drift
---------------------------------------------------------------------PURLIN ANALYSIS:
Sheet 67 of 231
Bay
Id
---LExt
1
2
3
4
5
6
RExt
--------Shear(kN)-------Left
Left Right Right
Sup
Lap
Lap
Sup
----- ----- ----- ----0.00
-0.16
1.33
-1.70 -2.11
1.83
1.41 -1.35 -1.53
1.63
1.44 -1.54 -1.73
1.73
1.54 -1.44 -1.63
1.54
1.35 -1.41 -1.82
2.09
1.68
-1.32
0.19
0.00
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
---- ---- ------ ----- ---LExt RSup -0.16 8.60 0.02
1 RLap -1.70 8.60 0.20
2 LLap
1.41 8.60 0.16
3 RLap -1.54 8.60 0.18
4 LLap
1.54 8.60 0.18
5 RLap -1.41 8.60 0.16
6 LLap
1.68 8.60 0.20
RExt LSup
0.19 8.60 0.02
--------------Moment(kN-m)-------------Left
Left
MidSpan
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
0.00
0
0.03
0.03
-1.62
2481
1.06
2.53
2.53
1.28 -0.59
3411
1.11
1.61
1.61
1.07 -0.87
3042
1.36
1.93
1.93
1.36 -0.86
3231
1.08
1.62
1.62
1.11 -0.59
2874
1.26
2.50
2.50
1.05 -1.59
3911
0.03
0.03
0.00
350
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RSup
0.03 5.80 0.00
MidS -1.62 5.17 0.31
LSup
1.26 5.37 0.24
RLap
1.36 5.47 0.25
LLap
1.36 5.47 0.25
RSup
1.25 5.37 0.23
MidS -1.59 5.17 0.31
LSup
0.03 5.44 0.01
-Mom+ShrLoc
UC
---- ---LSup 0.00
RLap 0.26
LLap 0.26
RLap 0.28
LLap 0.28
RLap 0.25
LLap 0.25
LSup 0.00
Deflect(mm)
Calc Limit
----- ----0.0
0.0 35.7
0.0 34.9
0.0 34.9
0.0 34.9
0.0 34.9
0.0 35.4
0.0
LAP BOLT SHEAR/BEARING:
Bolt = 14.0 (Gr4.6)
Bay -------Left_Lap------Id Calc Shear Bear
UC
---- ----- ----- ----- ---1
2 0.82 10.47 5.58 0.15
3 1.15 10.47 5.58 0.21
4 1.38 10.47 5.58 0.25
5 1.16 10.47 5.58 0.21
6 0.81 10.47 5.58 0.15
-------Right_Lap-----Calc Shear Bear
UC
----- ----- ----- ---0.82 10.47 5.58 0.15
1.15 10.47 5.58 0.21
1.38 10.47 5.58 0.25
1.16 10.47 5.58 0.21
0.81 10.47 5.58 0.15
LOAD ID 4 : Dead+Collateral+Snow+Slide_Snow
---------------------------------------------------------------------PURLIN ANALYSIS:
--------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
---- ----- ----- ----- ----LExt
0.00
-0.16
1
1.33
-1.70 -2.11
2
1.83
1.41 -1.35 -1.53
3
1.63
1.44 -1.54 -1.73
4
1.73
1.54 -1.44 -1.63
5
1.54
1.35 -1.41 -1.82
6
2.09
1.68
-1.32
RExt
0.19
0.00
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
---- ---- ------ ----- ---LExt RSup -0.16 8.60 0.02
1 RLap -1.70 8.60 0.20
--------------Moment(kN-m)-------------Left
Left
MidSpan
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
0.00
0
0.03
0.03
-1.62
2481
1.06
2.53
2.53
1.28 -0.59
3411
1.11
1.61
1.61
1.07 -0.87
3042
1.36
1.93
1.93
1.36 -0.86
3231
1.08
1.62
1.62
1.11 -0.59
2874
1.26
2.50
2.50
1.05 -1.59
3911
0.03
0.03
0.00
350
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RSup
0.03 5.80 0.00
MidS -1.62 5.17 0.31
Sheet 68 of 231
-Mom+ShrLoc
UC
---- ---LSup 0.00
RLap 0.26
Deflect(mm)
Calc Limit
----- ----0.0
0.0 35.7
2
3
4
5
6
RExt
LLap
RLap
LLap
RLap
LLap
LSup
1.41
-1.54
1.54
-1.41
1.68
0.19
8.60
8.60
8.60
8.60
8.60
8.60
0.16
0.18
0.18
0.16
0.20
0.02
LSup
RLap
LLap
RSup
MidS
LSup
1.26
1.36
1.36
1.25
-1.59
0.03
5.37
5.47
5.47
5.37
5.17
5.44
0.24
0.25
0.25
0.23
0.31
0.01
LLap
RLap
LLap
RLap
LLap
LSup
0.26
0.28
0.28
0.25
0.25
0.00
0.0
0.0
0.0
0.0
0.0
0.0
34.9
34.9
34.9
34.9
35.4
LAP BOLT SHEAR/BEARING:
Bolt = 14.0 (Gr4.6)
Bay -------Left_Lap------Id Calc Shear Bear
UC
---- ----- ----- ----- ---1
2 0.82 10.47 5.58 0.15
3 1.15 10.47 5.58 0.21
4 1.38 10.47 5.58 0.25
5 1.16 10.47 5.58 0.21
6 0.81 10.47 5.58 0.15
-------Right_Lap-----Calc Shear Bear
UC
----- ----- ----- ---0.82 10.47 5.58 0.15
1.15 10.47 5.58 0.21
1.38 10.47 5.58 0.25
1.16 10.47 5.58 0.21
0.81 10.47 5.58 0.15
LOAD ID 5 : Dead+Collateral+0.75Live+0.45Wind_Pressure1
---------------------------------------------------------------------PURLIN ANALYSIS:
--------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
---- ----- ----- ----- ----LExt
0.00
-0.52
1
4.18
-5.34 -6.64
2
5.75
4.45 -4.24 -4.83
3
5.13
4.54 -4.86 -5.45
4
5.45
4.86 -4.54 -5.13
5
4.84
4.25 -4.44 -5.73
6
6.59
5.30
-4.15
RExt
0.59
0.00
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
---- ---- ------ ----- ---LExt RSup -0.52 8.60 0.06
1 RLap -5.34 8.60 0.62
2 LLap
4.45 8.60 0.52
3 RLap -4.86 8.60 0.57
4 LLap
4.86 8.60 0.56
5 RLap -4.44 8.60 0.52
6 LLap
5.30 8.60 0.62
RExt LSup
0.59 8.60 0.07
--------------Moment(kN-m)-------------Left
Left
MidSpan
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
0.00
0
0.08
0.08
-5.11
2481
3.35
7.96
7.96
4.04 -1.84
3411
3.48
5.07
5.07
3.38 -2.73
3042
4.27
6.08
6.08
4.27 -2.72
3231
3.40
5.09
5.09
3.50 -1.87
2874
3.97
7.88
7.88
3.30 -5.01
3911
0.10
0.10
0.00
350
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RSup
0.08 5.80 0.01
MidS -5.11 5.17 0.99
LSup
3.98 5.37 0.74
RLap
4.27 5.47 0.78
LLap
4.27 5.47 0.78
RSup
3.94 5.37 0.73
MidS -5.01 5.17 0.97
LSup
0.10 5.44 0.02
LAP BOLT SHEAR/BEARING:
Bolt = 14.0 (Gr4.6)
Bay -------Left_Lap------Id Calc Shear Bear
UC
---- ----- ----- ----- ---1
2 2.59 10.47 5.58 0.46
3 3.62 10.47 5.58 0.65
4 4.34 10.47 5.58 0.78
5 3.64 10.47 5.58 0.65
6 2.56 10.47 5.58 0.46
-------Right_Lap-----Calc Shear Bear
UC
----- ----- ----- ---2.59 10.47 5.58 0.46
3.62 10.47 5.58 0.65
4.34 10.47 5.58 0.78
3.64 10.47 5.58 0.65
2.56 10.47 5.58 0.46
Sheet 69 of 231
-Mom+ShrLoc
UC
---- ---RSup 0.06
RLap 0.81
LLap 0.81
RLap 0.87
LLap 0.87
RLap 0.80
LLap 0.80
LSup 0.07
Deflect(mm)
Calc Limit
----- ----1.9
-10.4 53.5
-1.4 52.3
-4.1 52.3
-4.1 52.3
-1.5 52.3
-10.0 53.1
2.1
LOAD ID 6 : Dead+Collateral+0.75Snow+0.45Wind_Pressure1
---------------------------------------------------------------------PURLIN ANALYSIS:
--------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
---- ----- ----- ----- ----LExt
0.00
-0.29
1
2.38
-3.03 -3.77
2
3.27
2.53 -2.41 -2.74
3
2.91
2.58 -2.76 -3.10
4
3.09
2.76 -2.58 -2.92
5
2.75
2.42 -2.52 -3.26
6
3.75
3.01
-2.36
RExt
0.34
0.00
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
---- ---- ------ ----- ---LExt RSup -0.29 8.60 0.03
1 RLap -3.03 8.60 0.35
2 LLap
2.53 8.60 0.29
3 RLap -2.76 8.60 0.32
4 LLap
2.76 8.60 0.32
5 RLap -2.52 8.60 0.29
6 LLap
3.01 8.60 0.35
RExt LSup
0.34 8.60 0.04
--------------Moment(kN-m)-------------Left
Left
MidSpan
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
0.00
0
0.04
0.04
-2.90
2481
1.90
4.52
4.52
2.29 -1.05
3411
1.98
2.88
2.88
1.92 -1.55
3042
2.43
3.45
3.45
2.43 -1.54
3231
1.93
2.89
2.89
1.99 -1.06
2874
2.25
4.48
4.48
1.88 -2.85
3911
0.06
0.06
0.00
350
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RSup
0.04 5.80 0.01
MidS -2.90 5.17 0.56
LSup
2.26 5.37 0.42
RLap
2.43 5.47 0.44
LLap
2.43 5.47 0.44
RSup
2.24 5.37 0.42
MidS -2.85 5.17 0.55
LSup
0.06 5.44 0.01
-Mom+ShrLoc
UC
---- ---LSup 0.00
RLap 0.46
LLap 0.46
RLap 0.49
LLap 0.49
RLap 0.45
LLap 0.45
LSup 0.04
Deflect(mm)
Calc Limit
----- ----0.7
-3.8 53.5
-0.5 52.3
-1.5 52.3
-1.5 52.3
-0.6 52.3
-3.7 53.1
0.8
LAP BOLT SHEAR/BEARING:
Bolt = 14.0 (Gr4.6)
Bay -------Left_Lap------Id Calc Shear Bear
UC
---- ----- ----- ----- ---1
2 1.47 10.47 5.58 0.26
3 2.06 10.47 5.58 0.37
4 2.47 10.47 5.58 0.44
5 2.07 10.47 5.58 0.37
6 1.45 10.47 5.58 0.26
-------Right_Lap-----Calc Shear Bear
UC
----- ----- ----- ---1.47 10.47 5.58 0.26
2.06 10.47 5.58 0.37
2.47 10.47 5.58 0.44
2.07 10.47 5.58 0.37
1.45 10.47 5.58 0.26
LOAD ID 7 : Dead+Collateral+0.75Snow+0.45Wind_Pressure1+0.75Snow_Drift
---------------------------------------------------------------------PURLIN ANALYSIS:
--------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
---- ----- ----- ----- ----LExt
0.00
-0.29
1
2.38
-3.03 -3.77
2
3.27
2.53 -2.41 -2.74
3
2.91
2.58 -2.76 -3.10
4
3.09
2.76 -2.58 -2.92
5
2.75
2.42 -2.52 -3.26
6
3.75
3.01
-2.36
RExt
0.34
0.00
--------------Moment(kN-m)-------------Left
Left
MidSpan
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
0.00
0
0.04
0.04
-2.90
2481
1.90
4.52
4.52
2.29 -1.05
3411
1.98
2.88
2.88
1.92 -1.55
3042
2.43
3.45
3.45
2.43 -1.54
3231
1.93
2.89
2.89
1.99 -1.06
2874
2.25
4.48
4.48
1.88 -2.85
3911
0.06
0.06
0.00
350
0.00
STRENGTH/DEFLECTION:
Sheet 70 of 231
Bay
Id
---LExt
1
2
3
4
5
6
RExt
-------Shear(kN)-----Loc
Calc Limit
UC
---- ------ ----- ---RSup -0.29 8.60 0.03
RLap -3.03 8.60 0.35
LLap
2.53 8.60 0.29
RLap -2.76 8.60 0.32
LLap
2.76 8.60 0.32
RLap -2.52 8.60 0.29
LLap
3.01 8.60 0.35
LSup
0.34 8.60 0.04
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RSup
0.04 5.80 0.01
MidS -2.90 5.17 0.56
LSup
2.26 5.37 0.42
RLap
2.43 5.47 0.44
LLap
2.43 5.47 0.44
RSup
2.24 5.37 0.42
MidS -2.85 5.17 0.55
LSup
0.06 5.44 0.01
-Mom+ShrLoc
UC
---- ---LSup 0.00
RLap 0.46
LLap 0.46
RLap 0.49
LLap 0.49
RLap 0.45
LLap 0.45
LSup 0.04
Deflect(mm)
Calc Limit
----- ----0.7
-3.8 53.5
-0.5 52.3
-1.5 52.3
-1.5 52.3
-0.6 52.3
-3.7 53.1
0.8
LAP BOLT SHEAR/BEARING:
Bolt = 14.0 (Gr4.6)
Bay -------Left_Lap------Id Calc Shear Bear
UC
---- ----- ----- ----- ---1
2 1.47 10.47 5.58 0.26
3 2.06 10.47 5.58 0.37
4 2.47 10.47 5.58 0.44
5 2.07 10.47 5.58 0.37
6 1.45 10.47 5.58 0.26
-------Right_Lap-----Calc Shear Bear
UC
----- ----- ----- ---1.47 10.47 5.58 0.26
2.06 10.47 5.58 0.37
2.47 10.47 5.58 0.44
2.07 10.47 5.58 0.37
1.45 10.47 5.58 0.26
LOAD ID 8 : Dead+Collateral+0.75Snow+0.45Wind_Pressure1+0.75Slide_Snow
---------------------------------------------------------------------PURLIN ANALYSIS:
--------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
---- ----- ----- ----- ----LExt
0.00
-0.29
1
2.38
-3.03 -3.77
2
3.27
2.53 -2.41 -2.74
3
2.91
2.58 -2.76 -3.10
4
3.09
2.76 -2.58 -2.92
5
2.75
2.42 -2.52 -3.26
6
3.75
3.01
-2.36
RExt
0.34
0.00
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
---- ---- ------ ----- ---LExt RSup -0.29 8.60 0.03
1 RLap -3.03 8.60 0.35
2 LLap
2.53 8.60 0.29
3 RLap -2.76 8.60 0.32
4 LLap
2.76 8.60 0.32
5 RLap -2.52 8.60 0.29
6 LLap
3.01 8.60 0.35
RExt LSup
0.34 8.60 0.04
--------------Moment(kN-m)-------------Left
Left
MidSpan
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
0.00
0
0.04
0.04
-2.90
2481
1.90
4.52
4.52
2.29 -1.05
3411
1.98
2.88
2.88
1.92 -1.55
3042
2.43
3.45
3.45
2.43 -1.54
3231
1.93
2.89
2.89
1.99 -1.06
2874
2.25
4.48
4.48
1.88 -2.85
3911
0.06
0.06
0.00
350
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RSup
0.04 5.80 0.01
MidS -2.90 5.17 0.56
LSup
2.26 5.37 0.42
RLap
2.43 5.47 0.44
LLap
2.43 5.47 0.44
RSup
2.24 5.37 0.42
MidS -2.85 5.17 0.55
LSup
0.06 5.44 0.01
LAP BOLT SHEAR/BEARING:
Bolt = 14.0 (Gr4.6)
Bay -------Left_Lap------Id Calc Shear Bear
UC
---- ----- ----- ----- ---1
-------Right_Lap-----Calc Shear Bear
UC
----- ----- ----- ---1.47 10.47 5.58 0.26
Sheet 71 of 231
-Mom+ShrLoc
UC
---- ---LSup 0.00
RLap 0.46
LLap 0.46
RLap 0.49
LLap 0.49
RLap 0.45
LLap 0.45
LSup 0.04
Deflect(mm)
Calc Limit
----- ----0.7
-3.8 53.5
-0.5 52.3
-1.5 52.3
-1.5 52.3
-0.6 52.3
-3.7 53.1
0.8
2
3
4
5
6
1.47
2.06
2.47
2.07
1.45
10.47
10.47
10.47
10.47
10.47
5.58
5.58
5.58
5.58
5.58
0.26
0.37
0.44
0.37
0.26
2.06
2.47
2.07
1.45
10.47
10.47
10.47
10.47
5.58
5.58
5.58
5.58
0.37
0.44
0.37
0.26
LOAD ID 9 : 0.6Dead+0.6Wind_Suction1
---------------------------------------------------------------------PURLIN ANALYSIS:
--------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
---- ----- ----- ----- ----LExt
0.00
0.33
1 -2.71
3.46
4.31
2 -3.73 -2.89
2.75
3.13
3 -3.33 -2.94
3.15
3.53
4 -3.53 -3.15
2.95
3.33
5 -3.14 -2.76
2.88
3.72
6 -4.28 -3.44
2.69
RExt -0.38
0.00
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
---- ---- ------ ----- ---LExt RSup
0.33 8.60 0.04
1 RLap
3.46 8.60 0.40
2 LLap -2.89 8.60 0.34
3 RLap
3.15 8.60 0.37
4 LLap -3.15 8.60 0.37
5 RLap
2.88 8.60 0.33
6 LLap -3.44 8.60 0.40
RExt LSup -0.38 8.60 0.04
--------------Moment(kN-m)-------------Left
Left
MidSpan
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
0.00
0
-0.05
-0.05
3.31
2481 -2.17 -5.16
-5.16 -2.62
1.19
3411 -2.26 -3.29
-3.29 -2.19
1.77
3042 -2.77 -3.94
-3.94 -2.77
1.76
3231 -2.21 -3.30
-3.30 -2.27
1.21
2874 -2.57 -5.11
-5.11 -2.14
3.25
3911
-0.07
-0.07
0.00
350
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RSup -0.05 5.17 0.01
MidS
3.31 5.27 0.63
LLap -2.62 5.17 0.51
RLap -2.77 5.17 0.54
LLap -2.77 5.17 0.54
RLap -2.57 5.17 0.50
MidS
3.25 5.27 0.62
LSup -0.07 5.17 0.01
-Mom+ShrLoc
UC
---- ---LSup 0.00
RLap 0.52
LLap 0.53
RLap 0.56
LLap 0.56
RLap 0.52
LLap 0.52
LSup 0.05
Deflect(mm)
Calc Limit
----- -----2.0
11.2 53.5
1.5 52.3
4.4 52.3
4.4 52.3
1.6 52.3
10.8 53.1
-2.2
LAP BOLT SHEAR/BEARING:
Bolt = 14.0 (Gr4.6)
Bay -------Left_Lap------Id Calc Shear Bear
UC
---- ----- ----- ----- ---1
2 1.68 10.47 5.58 0.30
3 2.35 10.47 5.58 0.42
4 2.82 10.47 5.58 0.50
5 2.36 10.47 5.58 0.42
6 1.66 10.47 5.58 0.30
-------Right_Lap-----Calc Shear Bear
UC
----- ----- ----- ---1.68 10.47 5.58 0.30
2.35 10.47 5.58 0.42
2.82 10.47 5.58 0.50
2.36 10.47 5.58 0.42
1.66 10.47 5.58 0.30
LOAD ID 10 : Dead+Collateral+2.0PAT_LL_1
---------------------------------------------------------------------PURLIN ANALYSIS:
--------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
---- ----- ----- ----- ----LExt
0.00
-0.34
1
2.69
-3.52 -4.37
2
3.94
3.09 -2.57 -2.96
3
1.78
1.60 -1.39 -1.58
4
1.69
1.50 -1.49 -1.67
--------------Moment(kN-m)-------------Left
Left
MidSpan
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
0.00
0
0.05
0.05
-3.23
2444
2.41
5.45
5.45
2.74 -1.61
3585
1.40
2.37
2.37
1.78 -0.60
3332
1.20
1.71
1.71
1.16 -0.94
3148
1.13
1.68
Sheet 72 of 231
5
6
RExt
1.55
2.09
0.19
1.36
1.68
-1.40
-1.81
-1.32
0.00
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
---- ---- ------ ----- ---LExt RSup -0.34 8.60 0.04
1 RLap -3.52 8.60 0.41
2 LLap
3.09 8.60 0.36
3 LLap
1.60 8.60 0.19
4 LLap
1.50 8.60 0.17
5 RLap -1.40 8.60 0.16
6 LLap
1.68 8.60 0.20
RExt LSup
0.19 8.60 0.02
1.68
2.49
0.03
1.17
1.03
-0.57
-1.60
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RSup
0.05 5.80 0.01
MidS -3.23 5.17 0.62
LSup
2.72 5.37 0.51
LLap
1.78 5.38 0.33
LLap
1.16 5.52 0.21
RSup
1.24 5.37 0.23
MidS -1.60 5.17 0.31
LSup
0.03 5.44 0.01
2897
3906
350
-Mom+ShrLoc
UC
---- ---LSup 0.00
RLap 0.55
LLap 0.56
LLap 0.33
LLap 0.25
RLap 0.25
LLap 0.25
LSup 0.00
1.25
2.49
0.03
0.00
Deflect(mm)
Calc Limit
----- ----0.8
-4.5 35.7
-2.2 34.9
1.2 34.9
-0.3 34.9
0.1 34.9
0.0 35.4
0.0
LAP BOLT SHEAR/BEARING:
Bolt = 14.0 (Gr4.6)
Bay -------Left_Lap------Id Calc Shear Bear
UC
---- ----- ----- ----- ---1
2 1.77 10.47 5.58 0.32
3 1.69 10.47 5.58 0.30
4 1.23 10.47 5.58 0.22
5 1.20 10.47 5.58 0.22
6 0.81 10.47 5.58 0.14
-------Right_Lap-----Calc Shear Bear
UC
----- ----- ----- ---1.77 10.47 5.58 0.32
1.69 10.47 5.58 0.30
1.23 10.47 5.58 0.22
1.20 10.47 5.58 0.22
0.81 10.47 5.58 0.14
LOAD ID 11 : Dead+Collateral+2.0PAT_LL_2
---------------------------------------------------------------------PURLIN ANALYSIS:
--------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
---- ----- ----- ----- ----LExt
0.00
-0.16
1
1.20
-1.83 -2.24
2
3.33
2.49 -3.18 -3.56
3
3.65
3.27 -2.86 -3.24
4
1.91
1.72 -1.26 -1.45
5
1.49
1.30 -1.46 -1.87
6
2.11
1.69
-1.31
RExt
0.19
0.00
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
---- ---- ------ ----- ---LExt RSup -0.16 8.60 0.02
1 RLap -1.83 8.60 0.21
2 RLap -3.18 8.60 0.37
3 LLap
3.27 8.60 0.38
4 LLap
1.72 8.60 0.20
5 RLap -1.46 8.60 0.17
6 LLap
1.69 8.60 0.20
RExt LSup
0.19 8.60 0.02
--------------Moment(kN-m)-------------Left
Left
MidSpan
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
0.00
0
0.03
0.03
-1.32
2239
1.80
3.36
3.36
1.12 -1.69
3032
2.91
4.09
4.09
2.88 -1.98
3323
1.74
2.81
2.81
2.17 -0.60
3565
0.89
1.37
1.37
0.88 -0.70
2779
1.29
2.57
2.57
1.11 -1.57
3931
0.03
0.03
0.00
350
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RSup
0.03 5.80 0.00
RLap
1.80 5.46 0.33
RLap
2.91 5.45 0.53
LLap
2.88 5.47 0.53
LLap
2.17 5.35 0.41
RSup
1.29 5.37 0.24
MidS -1.57 5.17 0.30
LSup
0.03 5.44 0.01
LAP BOLT SHEAR/BEARING:
Bolt = 14.0 (Gr4.6)
Sheet 73 of 231
-Mom+ShrLoc
UC
---- ---LSup 0.00
RLap 0.35
RLap 0.58
LLap 0.58
LLap 0.39
RLap 0.26
LLap 0.26
LSup 0.00
Deflect(mm)
Calc Limit
----- -----0.2
1.9 35.7
-2.9 34.9
-2.8 34.9
1.4 34.9
-0.4 34.9
0.2 35.4
0.0
Bay -------Left_Lap------Id Calc Shear Bear
UC
---- ----- ----- ----- ---1
2 1.09 10.47 5.58 0.20
3 2.92 10.47 5.58 0.52
4 2.00 10.47 5.58 0.36
5 0.98 10.47 5.58 0.18
6 0.84 10.47 5.58 0.15
-------Right_Lap-----Calc Shear Bear
UC
----- ----- ----- ---1.09 10.47 5.58 0.20
2.92 10.47 5.58 0.52
2.00 10.47 5.58 0.36
0.98 10.47 5.58 0.18
0.84 10.47 5.58 0.15
LOAD ID 12 : Dead+Collateral+2.0PAT_LL_3
---------------------------------------------------------------------PURLIN ANALYSIS:
--------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
---- ----- ----- ----- ----LExt
0.00
-0.16
1
1.37
-1.66 -2.07
2
1.65
1.24 -1.52 -1.71
3
3.14
2.76 -3.37 -3.75
4
3.75
3.37 -2.76 -3.14
5
1.72
1.53 -1.23 -1.64
6
2.06
1.64
-1.36
RExt
0.19
0.00
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
---- ---- ------ ----- ---LExt RSup -0.16 8.60 0.02
1 RLap -1.66 8.60 0.19
2 RLap -1.52 8.60 0.18
3 RLap -3.37 8.60 0.39
4 LLap
3.37 8.60 0.39
5 LLap
1.53 8.60 0.18
6 LLap
1.64 8.60 0.19
RExt LSup
0.19 8.60 0.02
--------------Moment(kN-m)-------------Left
Left
MidSpan
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
0.00
0
0.03
0.03
-1.72
2551
0.85
2.29
2.29
1.18 -0.25
3078
1.92
2.49
2.49
1.45 -2.01
2861
3.15
4.39
4.39
3.15 -2.00
3413
1.46
2.49
2.49
1.93 -0.26
3207
1.15
2.26
2.26
0.84 -1.69
3840
0.03
0.03
0.00
350
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RSup
0.03 5.80 0.00
MidS -1.72 5.17 0.33
RLap
1.92 5.33 0.36
RLap
3.15 5.45 0.58
LLap
3.15 5.45 0.58
LLap
1.93 5.33 0.36
MidS -1.69 5.17 0.33
LSup
0.03 5.44 0.01
-Mom+ShrLoc
UC
---- ---LSup 0.00
RLap 0.23
RLap 0.35
RLap 0.62
LLap 0.62
LLap 0.35
LLap 0.23
LSup 0.00
Deflect(mm)
Calc Limit
----- ----0.1
-0.6 35.7
1.4 34.9
-2.9 34.9
-2.9 34.9
1.4 34.9
-0.5 35.4
0.1
LAP BOLT SHEAR/BEARING:
Bolt = 14.0 (Gr4.6)
Bay -------Left_Lap------Id Calc Shear Bear
UC
---- ----- ----- ----- ---1
2 0.74 10.47 5.58 0.13
3 1.78 10.47 5.58 0.32
4 3.14 10.47 5.58 0.56
5 1.78 10.47 5.58 0.32
6 0.73 10.47 5.58 0.13
-------Right_Lap-----Calc Shear Bear
UC
----- ----- ----- ---0.74 10.47 5.58 0.13
1.78 10.47 5.58 0.32
3.14 10.47 5.58 0.56
1.78 10.47 5.58 0.32
0.73 10.47 5.58 0.13
LOAD ID 13 : Dead+Collateral+2.0PAT_LL_4
---------------------------------------------------------------------PURLIN ANALYSIS:
--------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
---- ----- ----- ----- -----
--------------Moment(kN-m)-------------Left
Left
MidSpan
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- -----
Sheet 74 of 231
LExt
1
2
3
4
5
6
RExt
0.00
1.32
1.88
1.45
3.24
3.57
2.23
0.19
1.47
1.26
2.86
3.18
1.81
-1.71
-1.30
-1.72
-3.27
-2.48
-0.16
-2.12
-1.48
-1.91
-3.65
-3.33
-1.19
0.00
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
---- ---- ------ ----- ---LExt RSup -0.16 8.60 0.02
1 RLap -1.71 8.60 0.20
2 LLap
1.47 8.60 0.17
3 RLap -1.72 8.60 0.20
4 RLap -3.27 8.60 0.38
5 LLap
3.18 8.60 0.37
6 LLap
1.81 8.60 0.21
RExt LSup
0.19 8.60 0.02
0.00
0.03
2.60
1.36
2.81
4.09
3.34
0.03
1.31
0.89
1.74
2.91
1.78
0.00
-1.60
-0.69
-0.60
-1.98
-1.70
-1.29
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RSup
0.03 5.80 0.00
MidS -1.60 5.17 0.31
LSup
1.30 5.37 0.24
RLap
2.17 5.35 0.41
RLap
2.88 5.47 0.53
LLap
2.91 5.45 0.53
LLap
1.78 5.46 0.33
LSup
0.03 5.44 0.01
0
2461
3505
2708
2951
3247
4155
350
-Mom+ShrLoc
UC
---- ---LSup 0.00
RLap 0.26
LLap 0.26
RLap 0.39
RLap 0.58
LLap 0.58
LLap 0.35
LSup 0.00
1.13
0.88
2.17
2.88
1.10
0.03
2.60
1.36
2.81
4.09
3.34
0.03
0.00
Deflect(mm)
Calc Limit
----- ----0.0
0.2 35.7
-0.4 34.9
1.4 34.9
-2.8 34.9
-2.9 34.9
1.9 35.4
-0.3
LAP BOLT SHEAR/BEARING:
Bolt = 14.0 (Gr4.6)
Bay -------Left_Lap------Id Calc Shear Bear
UC
---- ----- ----- ----- ---1
2 0.84 10.47 5.58 0.15
3 0.97 10.47 5.58 0.17
4 2.00 10.47 5.58 0.36
5 2.92 10.47 5.58 0.52
6 1.08 10.47 5.58 0.19
-------Right_Lap-----Calc Shear Bear
UC
----- ----- ----- ---0.84 10.47 5.58 0.15
0.97 10.47 5.58 0.17
2.00 10.47 5.58 0.36
2.92 10.47 5.58 0.52
1.08 10.47 5.58 0.19
LOAD ID 14 : Dead+Collateral+2.0PAT_LL_5
---------------------------------------------------------------------PURLIN ANALYSIS:
--------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
---- ----- ----- ----- ----LExt
0.00
-0.16
1
1.33
-1.69 -2.11
2
1.81
1.40 -1.36 -1.55
3
1.67
1.49 -1.50 -1.69
4
1.57
1.39 -1.60 -1.79
5
2.97
2.58 -3.08 -3.93
6
4.34
3.49
-2.67
RExt
0.38
0.00
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
---- ---- ------ ----- ---LExt RSup -0.16 8.60 0.02
1 RLap -1.69 8.60 0.20
2 LLap
1.40 8.60 0.16
3 RLap -1.50 8.60 0.17
4 RLap -1.60 8.60 0.19
5 RLap -3.08 8.60 0.36
--------------Moment(kN-m)-------------Left
Left
MidSpan
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
0.00
0
0.03
0.03
-1.63
2486
1.05
2.51
2.51
1.27 -0.56
3387
1.16
1.67
1.67
1.12 -0.94
3126
1.16
1.71
1.71
1.19 -0.60
2939
1.79
2.38
2.38
1.41 -1.62
2700
2.70
5.39
5.39
2.38 -3.17
3948
0.07
0.07
0.00
350
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RSup
0.03 5.80 0.00
MidS -1.63 5.17 0.32
LSup
1.26 5.37 0.23
RLap
1.16 5.52 0.21
RLap
1.79 5.38 0.33
RSup
2.70 5.37 0.50
Sheet 75 of 231
-Mom+ShrLoc
UC
---- ---LSup 0.00
RLap 0.26
LLap 0.26
RLap 0.25
RLap 0.33
RLap 0.55
Deflect(mm)
Calc Limit
----- ----0.0
0.0 35.7
0.1 34.9
-0.3 34.9
1.2 34.9
-2.2 34.9
6
RExt
LLap
LSup
3.49
0.38
8.60 0.41
8.60 0.04
MidS
LSup
-3.17
0.07
5.17 0.61
5.44 0.01
LLap 0.55
LSup 0.05
-4.3
0.9
35.4
LAP BOLT SHEAR/BEARING:
Bolt = 14.0 (Gr4.6)
Bay -------Left_Lap------Id Calc Shear Bear
UC
---- ----- ----- ----- ---1
2 0.82 10.47 5.58 0.15
3 1.20 10.47 5.58 0.21
4 1.22 10.47 5.58 0.22
5 1.70 10.47 5.58 0.31
6 1.75 10.47 5.58 0.31
-------Right_Lap-----Calc Shear Bear
UC
----- ----- ----- ---0.82 10.47 5.58 0.15
1.20 10.47 5.58 0.21
1.22 10.47 5.58 0.22
1.70 10.47 5.58 0.31
1.75 10.47 5.58 0.31
LOAD ID 15 : Dead+Collateral+2.0PAT_LL_6
---------------------------------------------------------------------PURLIN ANALYSIS:
--------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
---- ----- ----- ----- ----LExt
0.00
-0.34
1
2.92
-3.28 -4.13
2
1.91
1.50 -1.26 -1.45
3
3.37
2.98 -3.14 -3.53
4
1.76
1.57 -1.42 -1.61
5
3.24
2.85 -2.81 -3.66
6
2.30
1.88
-1.12
RExt
0.19
0.00
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
---- ---- ------ ----- ---LExt RSup -0.34 8.60 0.04
1 RLap -3.28 8.60 0.38
2 LLap
1.50 8.60 0.17
3 RLap -3.14 8.60 0.37
4 LLap
1.57 8.60 0.18
5 LLap
2.85 8.60 0.33
6 LLap
1.88 8.60 0.22
RExt LSup
0.19 8.60 0.02
--------------Moment(kN-m)-------------Left
Left
MidSpan
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
0.00
0
0.05
0.05
-3.84
2662
1.06
3.91
3.91
2.60
0.49
3575
1.97
2.44
2.44
1.33 -2.71
3065
1.78
2.95
2.95
2.37
0.07
3278
1.95
2.48
2.48
1.41 -2.30
2948
1.30
3.78
3.78
2.18 -1.13
4287
0.03
0.03
0.00
350
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RSup
0.05 5.80 0.01
MidS -3.84 5.17 0.74
LLap
2.60 5.31 0.49
MidS -2.71 5.17 0.52
LLap
2.37 5.31 0.45
MidS -2.30 5.17 0.44
LLap
2.18 5.41 0.40
LSup
0.03 5.44 0.01
-Mom+ShrLoc
UC
---- ---LSup 0.00
RLap 0.42
LLap 0.44
RLap 0.46
LLap 0.41
LLap 0.40
LLap 0.40
LSup 0.00
Deflect(mm)
Calc Limit
----- ----1.3
-8.0 35.7
4.9 34.9
-6.2 34.9
4.1 34.9
-5.5 34.9
2.9 35.4
-0.4
LAP BOLT SHEAR/BEARING:
Bolt = 14.0 (Gr4.6)
Bay -------Left_Lap------Id Calc Shear Bear
UC
---- ----- ----- ----- ---1
2 1.27 10.47 5.58 0.23
3 1.75 10.47 5.58 0.31
4 2.11 10.47 5.58 0.38
5 1.77 10.47 5.58 0.32
6 1.23 10.47 5.58 0.22
-------Right_Lap-----Calc Shear Bear
UC
----- ----- ----- ---1.27 10.47 5.58 0.23
1.75 10.47 5.58 0.31
2.11 10.47 5.58 0.38
1.77 10.47 5.58 0.32
1.23 10.47 5.58 0.22
LOAD ID 16 : Dead+Collateral+2.0PAT_LL_7
----------------------------------------------------------------------
Sheet 76 of 231
PURLIN ANALYSIS:
--------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
---- ----- ----- ----- ----LExt
0.00
-0.16
1
1.13
-1.90 -2.31
2
3.66
2.81 -2.85 -3.23
3
1.61
1.42 -1.57 -1.76
4
3.52
3.14 -2.99 -3.37
5
1.46
1.27 -1.49 -1.90
6
4.10
3.25
-2.91
RExt
0.38
0.00
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
---- ---- ------ ----- ---LExt RSup -0.16 8.60 0.02
1 RLap -1.90 8.60 0.22
2 RLap -2.85 8.60 0.33
3 RLap -1.57 8.60 0.18
4 LLap
3.14 8.60 0.37
5 RLap -1.49 8.60 0.17
6 LLap
3.25 8.60 0.38
RExt LSup
0.38 8.60 0.04
--------------Moment(kN-m)-------------Left
Left
MidSpan
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
0.00
0
0.03
0.03
-1.17
2110
2.19
3.81
3.81
1.31 -2.29
3331
1.41
2.47
2.47
1.94
0.07
2997
2.36
2.94
2.94
1.78 -2.71
3207
1.35
2.46
2.46
1.98
0.48
2723
2.55
3.85
3.85
1.03 -3.78
3728
0.07
0.07
0.00
350
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RSup
0.03 5.80 0.00
RLap
2.19 5.41 0.40
MidS -2.29 5.17 0.44
RLap
2.36 5.31 0.44
MidS -2.71 5.17 0.52
RLap
2.55 5.31 0.48
MidS -3.78 5.17 0.73
LSup
0.07 5.44 0.01
-Mom+ShrLoc
UC
---- ---LSup 0.00
RLap 0.40
RLap 0.40
RLap 0.41
LLap 0.46
RLap 0.43
LLap 0.41
LSup 0.05
Deflect(mm)
Calc Limit
----- -----0.4
2.9 35.7
-5.5 34.9
4.1 34.9
-6.1 34.9
4.8 34.9
-7.8 35.4
1.4
LAP BOLT SHEAR/BEARING:
Bolt = 14.0 (Gr4.6)
Bay -------Left_Lap------- -------Right_Lap-----Id Calc Shear Bear
UC
Calc Shear Bear
UC
---- ----- ----- ----- ---- ----- ----- ----- ---1
1.24 10.47 5.58 0.22
2 1.24 10.47 5.58 0.22
1.77 10.47 5.58 0.32
3 1.77 10.47 5.58 0.32
2.10 10.47 5.58 0.38
4 2.10 10.47 5.58 0.38
1.76 10.47 5.58 0.32
5 1.76 10.47 5.58 0.32
1.25 10.47 5.58 0.22
6 1.25 10.47 5.58 0.22
================================================================================
Dalal_Setup
Purlin(Surface= 2, Id= 12)
1/31/22 6:11pm
================================================================================
-----------------------------ROOF PURLIN
Surface Id
= 2
Purlin Id
= 12
Offset
= 11711
-----------------------------PURLIN LAYOUT: (Purlin Id= 12)
Bay
Id
---LExt
1
2
3
4
5
Purlin
Part
-------Z250x150
Z250x150
Z250x150
Z250x150
Z250x150
Z250x150
Design
Length
(mm)
-----306
6419
6275
6275
6275
6275
---Lap(mm)-Left Right
----- ----770
350
350
350
770
350
350
350
770
Load
Width
----976
976
976
976
976
976
No.
Brace
----0
2
2
2
2
2
Sheet 77 of 231
Available
Reduction
Factor
Out
In
---- ---0.00 0.50
0.00 0.70
0.00 0.50
0.00 0.50
0.00 0.50
0.00 0.50
6
RExt
Z250x150
Z250x150
6375
350
770
976
976
2
0
0.00 0.70
0.00 0.50
LOAD ID 1 : Dead+Collateral+Live
---------------------------------------------------------------------PURLIN ANALYSIS:
--------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
---- ----- ----- ----- ----LExt
0.00
-0.46
1
3.74
-4.77 -5.93
2
5.14
3.98 -3.79 -4.31
3
4.58
4.06 -4.34 -4.87
4
4.87
4.34 -4.06 -4.59
5
4.33
3.80 -3.96 -5.12
6
5.89
4.73
-3.71
RExt
0.53
0.00
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
---- ---- ------ ----- ---LExt RSup -0.46 8.60 0.05
1 RLap -4.77 8.60 0.56
2 LLap
3.98 8.60 0.46
3 RLap -4.34 8.60 0.51
4 LLap
4.34 8.60 0.50
5 RLap -3.96 8.60 0.46
6 LLap
4.73 8.60 0.55
RExt LSup
0.53 8.60 0.06
--------------Moment(kN-m)-------------Left
Left
MidSpan
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
0.00
0
0.07
0.07
-4.56
2481
2.99
7.11
7.11
3.61 -1.65
3411
3.11
4.53
4.53
3.02 -2.44
3042
3.82
5.43
5.43
3.82 -2.43
3231
3.04
4.55
4.55
3.13 -1.67
2874
3.54
7.04
7.04
2.95 -4.48
3911
0.09
0.09
0.00
350
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RSup
0.07 5.80 0.01
MidS -4.56 5.17 0.88
LSup
3.56 5.37 0.66
RLap
3.82 5.47 0.70
LLap
3.82 5.47 0.70
RSup
3.52 5.37 0.66
MidS -4.48 5.17 0.87
LSup
0.09 5.44 0.02
-Mom+ShrLoc
UC
---- ---RSup 0.05
RLap 0.72
LLap 0.72
RLap 0.78
LLap 0.78
RLap 0.71
LLap 0.71
LSup 0.06
Deflect(mm)
Calc Limit
----- ----1.6
-8.7 35.7
-1.2 34.9
-3.5 34.9
-3.5 34.9
-1.3 34.9
-8.4 35.4
1.8
LAP BOLT SHEAR/BEARING:
Bolt = 14.0 (Gr4.6)
Bay -------Left_Lap------Id Calc Shear Bear
UC
---- ----- ----- ----- ---1
2 2.31 10.47 5.58 0.41
3 3.24 10.47 5.58 0.58
4 3.88 10.47 5.58 0.70
5 3.25 10.47 5.58 0.58
6 2.29 10.47 5.58 0.41
-------Right_Lap-----Calc Shear Bear
UC
----- ----- ----- ---2.31 10.47 5.58 0.41
3.24 10.47 5.58 0.58
3.88 10.47 5.58 0.70
3.25 10.47 5.58 0.58
2.29 10.47 5.58 0.41
LOAD ID 2 : Dead+Collateral+Snow
---------------------------------------------------------------------PURLIN ANALYSIS:
--------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
---- ----- ----- ----- ----LExt
0.00
-0.16
1
1.33
-1.70 -2.11
2
1.83
1.41 -1.35 -1.53
3
1.63
1.44 -1.54 -1.73
4
1.73
1.54 -1.44 -1.63
5
1.54
1.35 -1.41 -1.82
6
2.09
1.68
-1.32
RExt
0.19
0.00
--------------Moment(kN-m)-------------Left
Left
MidSpan
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
0.00
0
0.03
0.03
-1.62
2481
1.06
2.53
2.53
1.28 -0.59
3411
1.11
1.61
1.61
1.07 -0.87
3042
1.36
1.93
1.93
1.36 -0.86
3231
1.08
1.62
1.62
1.11 -0.59
2874
1.26
2.50
2.50
1.05 -1.59
3911
0.03
0.03
0.00
350
0.00
Sheet 78 of 231
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
---- ---- ------ ----- ---LExt RSup -0.16 8.60 0.02
1 RLap -1.70 8.60 0.20
2 LLap
1.41 8.60 0.16
3 RLap -1.54 8.60 0.18
4 LLap
1.54 8.60 0.18
5 RLap -1.41 8.60 0.16
6 LLap
1.68 8.60 0.20
RExt LSup
0.19 8.60 0.02
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RSup
0.03 5.80 0.00
MidS -1.62 5.17 0.31
LSup
1.26 5.37 0.24
RLap
1.36 5.47 0.25
LLap
1.36 5.47 0.25
RSup
1.25 5.37 0.23
MidS -1.59 5.17 0.31
LSup
0.03 5.44 0.01
-Mom+ShrLoc
UC
---- ---LSup 0.00
RLap 0.26
LLap 0.26
RLap 0.28
LLap 0.28
RLap 0.25
LLap 0.25
LSup 0.00
Deflect(mm)
Calc Limit
----- ----0.0
0.0 35.7
0.0 34.9
0.0 34.9
0.0 34.9
0.0 34.9
0.0 35.4
0.0
LAP BOLT SHEAR/BEARING:
Bolt = 14.0 (Gr4.6)
Bay -------Left_Lap------Id Calc Shear Bear
UC
---- ----- ----- ----- ---1
2 0.82 10.47 5.58 0.15
3 1.15 10.47 5.58 0.21
4 1.38 10.47 5.58 0.25
5 1.16 10.47 5.58 0.21
6 0.81 10.47 5.58 0.15
-------Right_Lap-----Calc Shear Bear
UC
----- ----- ----- ---0.82 10.47 5.58 0.15
1.15 10.47 5.58 0.21
1.38 10.47 5.58 0.25
1.16 10.47 5.58 0.21
0.81 10.47 5.58 0.15
LOAD ID 3 : Dead+Collateral+Snow+Snow_Drift
---------------------------------------------------------------------PURLIN ANALYSIS:
--------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
---- ----- ----- ----- ----LExt
0.00
-0.16
1
1.33
-1.70 -2.11
2
1.83
1.41 -1.35 -1.53
3
1.63
1.44 -1.54 -1.73
4
1.73
1.54 -1.44 -1.63
5
1.54
1.35 -1.41 -1.82
6
2.09
1.68
-1.32
RExt
0.19
0.00
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
---- ---- ------ ----- ---LExt RSup -0.16 8.60 0.02
1 RLap -1.70 8.60 0.20
2 LLap
1.41 8.60 0.16
3 RLap -1.54 8.60 0.18
4 LLap
1.54 8.60 0.18
5 RLap -1.41 8.60 0.16
6 LLap
1.68 8.60 0.20
RExt LSup
0.19 8.60 0.02
--------------Moment(kN-m)-------------Left
Left
MidSpan
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
0.00
0
0.03
0.03
-1.62
2481
1.06
2.53
2.53
1.28 -0.59
3411
1.11
1.61
1.61
1.07 -0.87
3042
1.36
1.93
1.93
1.36 -0.86
3231
1.08
1.62
1.62
1.11 -0.59
2874
1.26
2.50
2.50
1.05 -1.59
3911
0.03
0.03
0.00
350
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RSup
0.03 5.80 0.00
MidS -1.62 5.17 0.31
LSup
1.26 5.37 0.24
RLap
1.36 5.47 0.25
LLap
1.36 5.47 0.25
RSup
1.25 5.37 0.23
MidS -1.59 5.17 0.31
LSup
0.03 5.44 0.01
LAP BOLT SHEAR/BEARING:
Bolt = 14.0 (Gr4.6)
Bay -------Left_Lap------Id Calc Shear Bear
UC
-------Right_Lap-----Calc Shear Bear
UC
Sheet 79 of 231
-Mom+ShrLoc
UC
---- ---LSup 0.00
RLap 0.26
LLap 0.26
RLap 0.28
LLap 0.28
RLap 0.25
LLap 0.25
LSup 0.00
Deflect(mm)
Calc Limit
----- ----0.0
0.0 35.7
0.0 34.9
0.0 34.9
0.0 34.9
0.0 34.9
0.0 35.4
0.0
---- ----- ----- ----- ---1
2 0.82 10.47 5.58 0.15
3 1.15 10.47 5.58 0.21
4 1.38 10.47 5.58 0.25
5 1.16 10.47 5.58 0.21
6 0.81 10.47 5.58 0.15
----0.82
1.15
1.38
1.16
0.81
----- ----- ---10.47 5.58 0.15
10.47 5.58 0.21
10.47 5.58 0.25
10.47 5.58 0.21
10.47 5.58 0.15
LOAD ID 4 : Dead+Collateral+Snow+Slide_Snow
---------------------------------------------------------------------PURLIN ANALYSIS:
--------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
---- ----- ----- ----- ----LExt
0.00
-0.16
1
1.33
-1.70 -2.11
2
1.83
1.41 -1.35 -1.53
3
1.63
1.44 -1.54 -1.73
4
1.73
1.54 -1.44 -1.63
5
1.54
1.35 -1.41 -1.82
6
2.09
1.68
-1.32
RExt
0.19
0.00
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
---- ---- ------ ----- ---LExt RSup -0.16 8.60 0.02
1 RLap -1.70 8.60 0.20
2 LLap
1.41 8.60 0.16
3 RLap -1.54 8.60 0.18
4 LLap
1.54 8.60 0.18
5 RLap -1.41 8.60 0.16
6 LLap
1.68 8.60 0.20
RExt LSup
0.19 8.60 0.02
--------------Moment(kN-m)-------------Left
Left
MidSpan
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
0.00
0
0.03
0.03
-1.62
2481
1.06
2.53
2.53
1.28 -0.59
3411
1.11
1.61
1.61
1.07 -0.87
3042
1.36
1.93
1.93
1.36 -0.86
3231
1.08
1.62
1.62
1.11 -0.59
2874
1.26
2.50
2.50
1.05 -1.59
3911
0.03
0.03
0.00
350
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RSup
0.03 5.80 0.00
MidS -1.62 5.17 0.31
LSup
1.26 5.37 0.24
RLap
1.36 5.47 0.25
LLap
1.36 5.47 0.25
RSup
1.25 5.37 0.23
MidS -1.59 5.17 0.31
LSup
0.03 5.44 0.01
-Mom+ShrLoc
UC
---- ---LSup 0.00
RLap 0.26
LLap 0.26
RLap 0.28
LLap 0.28
RLap 0.25
LLap 0.25
LSup 0.00
Deflect(mm)
Calc Limit
----- ----0.0
0.0 35.7
0.0 34.9
0.0 34.9
0.0 34.9
0.0 34.9
0.0 35.4
0.0
LAP BOLT SHEAR/BEARING:
Bolt = 14.0 (Gr4.6)
Bay -------Left_Lap------Id Calc Shear Bear
UC
---- ----- ----- ----- ---1
2 0.82 10.47 5.58 0.15
3 1.15 10.47 5.58 0.21
4 1.38 10.47 5.58 0.25
5 1.16 10.47 5.58 0.21
6 0.81 10.47 5.58 0.15
-------Right_Lap-----Calc Shear Bear
UC
----- ----- ----- ---0.82 10.47 5.58 0.15
1.15 10.47 5.58 0.21
1.38 10.47 5.58 0.25
1.16 10.47 5.58 0.21
0.81 10.47 5.58 0.15
LOAD ID 5 : Dead+Collateral+0.75Live+0.45Wind_Pressure1
---------------------------------------------------------------------PURLIN ANALYSIS:
--------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
---- ----- ----- ----- ----LExt
0.00
-0.52
1
4.18
-5.34 -6.64
2
5.75
4.45 -4.24 -4.83
--------------Moment(kN-m)-------------Left
Left
MidSpan
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
0.00
0
0.08
0.08
-5.11
2481
3.35
7.96
7.96
4.04 -1.84
3411
3.48
5.07
Sheet 80 of 231
3
4
5
6
RExt
5.13
5.45
4.84
6.59
0.59
4.54
4.86
4.25
5.30
-4.86
-4.54
-4.44
-5.45
-5.13
-5.73
-4.15
0.00
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
---- ---- ------ ----- ---LExt RSup -0.52 8.60 0.06
1 RLap -5.34 8.60 0.62
2 LLap
4.45 8.60 0.52
3 RLap -4.86 8.60 0.57
4 LLap
4.86 8.60 0.56
5 RLap -4.44 8.60 0.52
6 LLap
5.30 8.60 0.62
RExt LSup
0.59 8.60 0.07
5.07
6.08
5.09
7.88
0.10
3.38
4.27
3.50
3.30
-2.73
-2.72
-1.87
-5.01
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RSup
0.08 5.80 0.01
MidS -5.11 5.17 0.99
LSup
3.98 5.37 0.74
RLap
4.27 5.47 0.78
LLap
4.27 5.47 0.78
RSup
3.94 5.37 0.73
MidS -5.01 5.17 0.97
LSup
0.10 5.44 0.02
3042
3231
2874
3911
350
-Mom+ShrLoc
UC
---- ---RSup 0.06
RLap 0.81
LLap 0.81
RLap 0.87
LLap 0.87
RLap 0.80
LLap 0.80
LSup 0.07
4.27
3.40
3.97
6.08
5.09
7.88
0.10
0.00
Deflect(mm)
Calc Limit
----- ----1.9
-10.4 53.5
-1.4 52.3
-4.1 52.3
-4.1 52.3
-1.5 52.3
-10.0 53.1
2.1
LAP BOLT SHEAR/BEARING:
Bolt = 14.0 (Gr4.6)
Bay -------Left_Lap------Id Calc Shear Bear
UC
---- ----- ----- ----- ---1
2 2.59 10.47 5.58 0.46
3 3.62 10.47 5.58 0.65
4 4.34 10.47 5.58 0.78
5 3.64 10.47 5.58 0.65
6 2.56 10.47 5.58 0.46
-------Right_Lap-----Calc Shear Bear
UC
----- ----- ----- ---2.59 10.47 5.58 0.46
3.62 10.47 5.58 0.65
4.34 10.47 5.58 0.78
3.64 10.47 5.58 0.65
2.56 10.47 5.58 0.46
LOAD ID 6 : Dead+Collateral+0.75Snow+0.45Wind_Pressure1
---------------------------------------------------------------------PURLIN ANALYSIS:
--------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
---- ----- ----- ----- ----LExt
0.00
-0.29
1
2.38
-3.03 -3.77
2
3.27
2.53 -2.41 -2.74
3
2.91
2.58 -2.76 -3.10
4
3.09
2.76 -2.58 -2.92
5
2.75
2.42 -2.52 -3.26
6
3.75
3.01
-2.36
RExt
0.34
0.00
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
---- ---- ------ ----- ---LExt RSup -0.29 8.60 0.03
1 RLap -3.03 8.60 0.35
2 LLap
2.53 8.60 0.29
3 RLap -2.76 8.60 0.32
4 LLap
2.76 8.60 0.32
5 RLap -2.52 8.60 0.29
6 LLap
3.01 8.60 0.35
RExt LSup
0.34 8.60 0.04
--------------Moment(kN-m)-------------Left
Left
MidSpan
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
0.00
0
0.04
0.04
-2.90
2481
1.90
4.52
4.52
2.29 -1.05
3411
1.98
2.88
2.88
1.92 -1.55
3042
2.43
3.45
3.45
2.43 -1.54
3231
1.93
2.89
2.89
1.99 -1.06
2874
2.25
4.48
4.48
1.88 -2.85
3911
0.06
0.06
0.00
350
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RSup
0.04 5.80 0.01
MidS -2.90 5.17 0.56
LSup
2.26 5.37 0.42
RLap
2.43 5.47 0.44
LLap
2.43 5.47 0.44
RSup
2.24 5.37 0.42
MidS -2.85 5.17 0.55
LSup
0.06 5.44 0.01
Sheet 81 of 231
-Mom+ShrLoc
UC
---- ---LSup 0.00
RLap 0.46
LLap 0.46
RLap 0.49
LLap 0.49
RLap 0.45
LLap 0.45
LSup 0.04
Deflect(mm)
Calc Limit
----- ----0.7
-3.8 53.5
-0.5 52.3
-1.5 52.3
-1.5 52.3
-0.6 52.3
-3.7 53.1
0.8
LAP BOLT SHEAR/BEARING:
Bolt = 14.0 (Gr4.6)
Bay -------Left_Lap------Id Calc Shear Bear
UC
---- ----- ----- ----- ---1
2 1.47 10.47 5.58 0.26
3 2.06 10.47 5.58 0.37
4 2.47 10.47 5.58 0.44
5 2.07 10.47 5.58 0.37
6 1.45 10.47 5.58 0.26
-------Right_Lap-----Calc Shear Bear
UC
----- ----- ----- ---1.47 10.47 5.58 0.26
2.06 10.47 5.58 0.37
2.47 10.47 5.58 0.44
2.07 10.47 5.58 0.37
1.45 10.47 5.58 0.26
LOAD ID 7 : Dead+Collateral+0.75Snow+0.45Wind_Pressure1+0.75Snow_Drift
---------------------------------------------------------------------PURLIN ANALYSIS:
--------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
---- ----- ----- ----- ----LExt
0.00
-0.29
1
2.38
-3.03 -3.77
2
3.27
2.53 -2.41 -2.74
3
2.91
2.58 -2.76 -3.10
4
3.09
2.76 -2.58 -2.92
5
2.75
2.42 -2.52 -3.26
6
3.75
3.01
-2.36
RExt
0.34
0.00
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
---- ---- ------ ----- ---LExt RSup -0.29 8.60 0.03
1 RLap -3.03 8.60 0.35
2 LLap
2.53 8.60 0.29
3 RLap -2.76 8.60 0.32
4 LLap
2.76 8.60 0.32
5 RLap -2.52 8.60 0.29
6 LLap
3.01 8.60 0.35
RExt LSup
0.34 8.60 0.04
--------------Moment(kN-m)-------------Left
Left
MidSpan
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
0.00
0
0.04
0.04
-2.90
2481
1.90
4.52
4.52
2.29 -1.05
3411
1.98
2.88
2.88
1.92 -1.55
3042
2.43
3.45
3.45
2.43 -1.54
3231
1.93
2.89
2.89
1.99 -1.06
2874
2.25
4.48
4.48
1.88 -2.85
3911
0.06
0.06
0.00
350
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RSup
0.04 5.80 0.01
MidS -2.90 5.17 0.56
LSup
2.26 5.37 0.42
RLap
2.43 5.47 0.44
LLap
2.43 5.47 0.44
RSup
2.24 5.37 0.42
MidS -2.85 5.17 0.55
LSup
0.06 5.44 0.01
-Mom+ShrLoc
UC
---- ---LSup 0.00
RLap 0.46
LLap 0.46
RLap 0.49
LLap 0.49
RLap 0.45
LLap 0.45
LSup 0.04
Deflect(mm)
Calc Limit
----- ----0.7
-3.8 53.5
-0.5 52.3
-1.5 52.3
-1.5 52.3
-0.6 52.3
-3.7 53.1
0.8
LAP BOLT SHEAR/BEARING:
Bolt = 14.0 (Gr4.6)
Bay -------Left_Lap------Id Calc Shear Bear
UC
---- ----- ----- ----- ---1
2 1.47 10.47 5.58 0.26
3 2.06 10.47 5.58 0.37
4 2.47 10.47 5.58 0.44
5 2.07 10.47 5.58 0.37
6 1.45 10.47 5.58 0.26
-------Right_Lap-----Calc Shear Bear
UC
----- ----- ----- ---1.47 10.47 5.58 0.26
2.06 10.47 5.58 0.37
2.47 10.47 5.58 0.44
2.07 10.47 5.58 0.37
1.45 10.47 5.58 0.26
LOAD ID 8 : Dead+Collateral+0.75Snow+0.45Wind_Pressure1+0.75Slide_Snow
---------------------------------------------------------------------PURLIN ANALYSIS:
--------Shear(kN)-------Bay
Left
Left Right Right
--------------Moment(kN-m)-------------Left
Left
MidSpan
Right Right
Sheet 82 of 231
Id
---LExt
1
2
3
4
5
6
RExt
Sup
----0.00
2.38
3.27
2.91
3.09
2.75
3.75
0.34
Lap
----2.53
2.58
2.76
2.42
3.01
Lap
-----3.03
-2.41
-2.76
-2.58
-2.52
Sup
-----0.29
-3.77
-2.74
-3.10
-2.92
-3.26
-2.36
0.00
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
---- ---- ------ ----- ---LExt RSup -0.29 8.60 0.03
1 RLap -3.03 8.60 0.35
2 LLap
2.53 8.60 0.29
3 RLap -2.76 8.60 0.32
4 LLap
2.76 8.60 0.32
5 RLap -2.52 8.60 0.29
6 LLap
3.01 8.60 0.35
RExt LSup
0.34 8.60 0.04
Sup
----0.00
0.04
4.52
2.88
3.45
2.89
4.48
0.06
Lap
----2.29
1.92
2.43
1.99
1.88
Mom
----0.00
-2.90
-1.05
-1.55
-1.54
-1.06
-2.85
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RSup
0.04 5.80 0.01
MidS -2.90 5.17 0.56
LSup
2.26 5.37 0.42
RLap
2.43 5.47 0.44
LLap
2.43 5.47 0.44
RSup
2.24 5.37 0.42
MidS -2.85 5.17 0.55
LSup
0.06 5.44 0.01
Loc
----0
2481
3411
3042
3231
2874
3911
350
-Mom+ShrLoc
UC
---- ---LSup 0.00
RLap 0.46
LLap 0.46
RLap 0.49
LLap 0.49
RLap 0.45
LLap 0.45
LSup 0.04
Lap
----1.90
1.98
2.43
1.93
2.25
Sup
----0.04
4.52
2.88
3.45
2.89
4.48
0.06
0.00
Deflect(mm)
Calc Limit
----- ----0.7
-3.8 53.5
-0.5 52.3
-1.5 52.3
-1.5 52.3
-0.6 52.3
-3.7 53.1
0.8
LAP BOLT SHEAR/BEARING:
Bolt = 14.0 (Gr4.6)
Bay -------Left_Lap------Id Calc Shear Bear
UC
---- ----- ----- ----- ---1
2 1.47 10.47 5.58 0.26
3 2.06 10.47 5.58 0.37
4 2.47 10.47 5.58 0.44
5 2.07 10.47 5.58 0.37
6 1.45 10.47 5.58 0.26
-------Right_Lap-----Calc Shear Bear
UC
----- ----- ----- ---1.47 10.47 5.58 0.26
2.06 10.47 5.58 0.37
2.47 10.47 5.58 0.44
2.07 10.47 5.58 0.37
1.45 10.47 5.58 0.26
LOAD ID 9 : 0.6Dead+0.6Wind_Suction1
---------------------------------------------------------------------PURLIN ANALYSIS:
--------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
---- ----- ----- ----- ----LExt
0.00
0.33
1 -2.61
3.06
3.79
2 -3.23 -2.51
2.34
2.67
3 -2.86 -2.53
2.72
3.05
4 -3.05 -2.72
2.53
2.86
5 -2.68 -2.35
2.50
3.22
6 -3.76 -3.03
2.59
RExt -0.38
0.00
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
---- ---- ------ ----- ---LExt RSup
0.33 8.60 0.04
1 RLap
3.06 8.60 0.36
2 LLap -2.51 8.60 0.29
3 RLap
2.72 8.60 0.32
--------------Moment(kN-m)-------------Left
Left
MidSpan
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
0.00
0
-0.05
-0.05
3.05
2424 -1.92 -4.56
-4.56 -2.35
1.00
3436 -1.92 -2.80
-2.80 -1.86
1.53
3034 -2.40 -3.41
-3.41 -2.40
1.53
3239 -1.87 -2.81
-2.81 -1.93
1.01
2850 -2.31 -4.51
-4.51 -1.89
2.99
3965
-0.07
-0.07
0.00
350
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RSup -0.05 5.17 0.01
MidS
3.05 5.27 0.58
LLap -2.35 5.17 0.45
RLap -2.40 5.17 0.46
Sheet 83 of 231
-Mom+ShrLoc
UC
---- ---LSup 0.00
RLap 0.46
LLap 0.47
RLap 0.49
Deflect(mm)
Calc Limit
----- -----1.9
10.4 53.5
1.2 52.3
3.9 52.3
4
5
6
RExt
LLap
RLap
LLap
LSup
-2.72
2.50
-3.03
-0.38
8.60
8.60
8.60
8.60
0.32
0.29
0.35
0.04
LLap
RLap
MidS
LSup
-2.40
-2.31
2.99
-0.07
5.17
5.17
5.27
5.17
0.46
0.45
0.57
0.01
LLap
RLap
LLap
LSup
0.49
0.46
0.46
0.05
3.9
1.3
10.0
-2.1
52.3
52.3
53.1
LAP BOLT SHEAR/BEARING:
Bolt = 14.0 (Gr4.6)
Bay -------Left_Lap------Id Calc Shear Bear
UC
---- ----- ----- ----- ---1
2 1.48 10.47 5.58 0.27
3 2.00 10.47 5.58 0.36
4 2.44 10.47 5.58 0.44
5 2.01 10.47 5.58 0.36
6 1.46 10.47 5.58 0.26
-------Right_Lap-----Calc Shear Bear
UC
----- ----- ----- ---1.48 10.47 5.58 0.27
2.00 10.47 5.58 0.36
2.44 10.47 5.58 0.44
2.01 10.47 5.58 0.36
1.46 10.47 5.58 0.26
LOAD ID 10 : Dead+Collateral+2.0PAT_LL_1
---------------------------------------------------------------------PURLIN ANALYSIS:
--------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
---- ----- ----- ----- ----LExt
0.00
-0.34
1
2.69
-3.52 -4.37
2
3.94
3.09 -2.57 -2.96
3
1.78
1.60 -1.39 -1.58
4
1.69
1.50 -1.49 -1.67
5
1.55
1.36 -1.40 -1.81
6
2.09
1.68
-1.32
RExt
0.19
0.00
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
---- ---- ------ ----- ---LExt RSup -0.34 8.60 0.04
1 RLap -3.52 8.60 0.41
2 LLap
3.09 8.60 0.36
3 LLap
1.60 8.60 0.19
4 LLap
1.50 8.60 0.17
5 RLap -1.40 8.60 0.16
6 LLap
1.68 8.60 0.20
RExt LSup
0.19 8.60 0.02
--------------Moment(kN-m)-------------Left
Left
MidSpan
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
0.00
0
0.05
0.05
-3.23
2444
2.41
5.45
5.45
2.74 -1.61
3585
1.40
2.37
2.37
1.78 -0.60
3332
1.20
1.71
1.71
1.16 -0.94
3148
1.13
1.68
1.68
1.17 -0.57
2897
1.25
2.49
2.49
1.03 -1.60
3906
0.03
0.03
0.00
350
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RSup
0.05 5.80 0.01
MidS -3.23 5.17 0.62
LSup
2.72 5.37 0.51
LLap
1.78 5.38 0.33
LLap
1.16 5.52 0.21
RSup
1.24 5.37 0.23
MidS -1.60 5.17 0.31
LSup
0.03 5.44 0.01
LAP BOLT SHEAR/BEARING:
Bolt = 14.0 (Gr4.6)
Bay -------Left_Lap------Id Calc Shear Bear
UC
---- ----- ----- ----- ---1
2 1.77 10.47 5.58 0.32
3 1.69 10.47 5.58 0.30
4 1.23 10.47 5.58 0.22
5 1.20 10.47 5.58 0.22
6 0.81 10.47 5.58 0.14
-------Right_Lap-----Calc Shear Bear
UC
----- ----- ----- ---1.77 10.47 5.58 0.32
1.69 10.47 5.58 0.30
1.23 10.47 5.58 0.22
1.20 10.47 5.58 0.22
0.81 10.47 5.58 0.14
LOAD ID 11 : Dead+Collateral+2.0PAT_LL_2
Sheet 84 of 231
-Mom+ShrLoc
UC
---- ---LSup 0.00
RLap 0.55
LLap 0.56
LLap 0.33
LLap 0.25
RLap 0.25
LLap 0.25
LSup 0.00
Deflect(mm)
Calc Limit
----- ----0.8
-4.5 35.7
-2.2 34.9
1.2 34.9
-0.3 34.9
0.1 34.9
0.0 35.4
0.0
---------------------------------------------------------------------PURLIN ANALYSIS:
--------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
---- ----- ----- ----- ----LExt
0.00
-0.16
1
1.20
-1.83 -2.24
2
3.33
2.49 -3.18 -3.56
3
3.65
3.27 -2.86 -3.24
4
1.91
1.72 -1.26 -1.45
5
1.49
1.30 -1.46 -1.87
6
2.11
1.69
-1.31
RExt
0.19
0.00
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
---- ---- ------ ----- ---LExt RSup -0.16 8.60 0.02
1 RLap -1.83 8.60 0.21
2 RLap -3.18 8.60 0.37
3 LLap
3.27 8.60 0.38
4 LLap
1.72 8.60 0.20
5 RLap -1.46 8.60 0.17
6 LLap
1.69 8.60 0.20
RExt LSup
0.19 8.60 0.02
--------------Moment(kN-m)-------------Left
Left
MidSpan
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
0.00
0
0.03
0.03
-1.32
2239
1.80
3.36
3.36
1.12 -1.69
3032
2.91
4.09
4.09
2.88 -1.98
3323
1.74
2.81
2.81
2.17 -0.60
3565
0.89
1.37
1.37
0.88 -0.70
2779
1.29
2.57
2.57
1.11 -1.57
3931
0.03
0.03
0.00
350
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RSup
0.03 5.80 0.00
RLap
1.80 5.46 0.33
RLap
2.91 5.45 0.53
LLap
2.88 5.47 0.53
LLap
2.17 5.35 0.41
RSup
1.29 5.37 0.24
MidS -1.57 5.17 0.30
LSup
0.03 5.44 0.01
-Mom+ShrLoc
UC
---- ---LSup 0.00
RLap 0.35
RLap 0.58
LLap 0.58
LLap 0.39
RLap 0.26
LLap 0.26
LSup 0.00
Deflect(mm)
Calc Limit
----- -----0.2
1.9 35.7
-2.9 34.9
-2.8 34.9
1.4 34.9
-0.4 34.9
0.2 35.4
0.0
LAP BOLT SHEAR/BEARING:
Bolt = 14.0 (Gr4.6)
Bay -------Left_Lap------Id Calc Shear Bear
UC
---- ----- ----- ----- ---1
2 1.09 10.47 5.58 0.20
3 2.92 10.47 5.58 0.52
4 2.00 10.47 5.58 0.36
5 0.98 10.47 5.58 0.18
6 0.84 10.47 5.58 0.15
-------Right_Lap-----Calc Shear Bear
UC
----- ----- ----- ---1.09 10.47 5.58 0.20
2.92 10.47 5.58 0.52
2.00 10.47 5.58 0.36
0.98 10.47 5.58 0.18
0.84 10.47 5.58 0.15
LOAD ID 12 : Dead+Collateral+2.0PAT_LL_3
---------------------------------------------------------------------PURLIN ANALYSIS:
--------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
---- ----- ----- ----- ----LExt
0.00
-0.16
1
1.37
-1.66 -2.07
2
1.65
1.24 -1.52 -1.71
3
3.14
2.76 -3.37 -3.75
4
3.75
3.37 -2.76 -3.14
5
1.72
1.53 -1.23 -1.64
6
2.06
1.64
-1.36
RExt
0.19
0.00
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
--------------Moment(kN-m)-------------Left
Left
MidSpan
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
0.00
0
0.03
0.03
-1.72
2551
0.85
2.29
2.29
1.18 -0.25
3078
1.92
2.49
2.49
1.45 -2.01
2861
3.15
4.39
4.39
3.15 -2.00
3413
1.46
2.49
2.49
1.93 -0.26
3207
1.15
2.26
2.26
0.84 -1.69
3840
0.03
0.03
0.00
350
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
Sheet 85 of 231
-Mom+ShrLoc
UC
Deflect(mm)
Calc Limit
---LExt
1
2
3
4
5
6
RExt
---- ------ ----- ---RSup -0.16 8.60 0.02
RLap -1.66 8.60 0.19
RLap -1.52 8.60 0.18
RLap -3.37 8.60 0.39
LLap
3.37 8.60 0.39
LLap
1.53 8.60 0.18
LLap
1.64 8.60 0.19
LSup
0.19 8.60 0.02
---- ------ ----- ---RSup
0.03 5.80 0.00
MidS -1.72 5.17 0.33
RLap
1.92 5.33 0.36
RLap
3.15 5.45 0.58
LLap
3.15 5.45 0.58
LLap
1.93 5.33 0.36
MidS -1.69 5.17 0.33
LSup
0.03 5.44 0.01
---LSup
RLap
RLap
RLap
LLap
LLap
LLap
LSup
---0.00
0.23
0.35
0.62
0.62
0.35
0.23
0.00
----- ----0.1
-0.6 35.7
1.4 34.9
-2.9 34.9
-2.9 34.9
1.4 34.9
-0.5 35.4
0.1
LAP BOLT SHEAR/BEARING:
Bolt = 14.0 (Gr4.6)
Bay -------Left_Lap------Id Calc Shear Bear
UC
---- ----- ----- ----- ---1
2 0.74 10.47 5.58 0.13
3 1.78 10.47 5.58 0.32
4 3.14 10.47 5.58 0.56
5 1.78 10.47 5.58 0.32
6 0.73 10.47 5.58 0.13
-------Right_Lap-----Calc Shear Bear
UC
----- ----- ----- ---0.74 10.47 5.58 0.13
1.78 10.47 5.58 0.32
3.14 10.47 5.58 0.56
1.78 10.47 5.58 0.32
0.73 10.47 5.58 0.13
LOAD ID 13 : Dead+Collateral+2.0PAT_LL_4
---------------------------------------------------------------------PURLIN ANALYSIS:
--------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
---- ----- ----- ----- ----LExt
0.00
-0.16
1
1.32
-1.71 -2.12
2
1.88
1.47 -1.30 -1.48
3
1.45
1.26 -1.72 -1.91
4
3.24
2.86 -3.27 -3.65
5
3.57
3.18 -2.48 -3.33
6
2.23
1.81
-1.19
RExt
0.19
0.00
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
---- ---- ------ ----- ---LExt RSup -0.16 8.60 0.02
1 RLap -1.71 8.60 0.20
2 LLap
1.47 8.60 0.17
3 RLap -1.72 8.60 0.20
4 RLap -3.27 8.60 0.38
5 LLap
3.18 8.60 0.37
6 LLap
1.81 8.60 0.21
RExt LSup
0.19 8.60 0.02
--------------Moment(kN-m)-------------Left
Left
MidSpan
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
0.00
0
0.03
0.03
-1.60
2461
1.13
2.60
2.60
1.31 -0.69
3505
0.88
1.36
1.36
0.89 -0.60
2708
2.17
2.81
2.81
1.74 -1.98
2951
2.88
4.09
4.09
2.91 -1.70
3247
1.10
3.34
3.34
1.78 -1.29
4155
0.03
0.03
0.00
350
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RSup
0.03 5.80 0.00
MidS -1.60 5.17 0.31
LSup
1.30 5.37 0.24
RLap
2.17 5.35 0.41
RLap
2.88 5.47 0.53
LLap
2.91 5.45 0.53
LLap
1.78 5.46 0.33
LSup
0.03 5.44 0.01
LAP BOLT SHEAR/BEARING:
Bolt = 14.0 (Gr4.6)
Bay -------Left_Lap------Id Calc Shear Bear
UC
---- ----- ----- ----- ---1
2 0.84 10.47 5.58 0.15
3 0.97 10.47 5.58 0.17
-------Right_Lap-----Calc Shear Bear
UC
----- ----- ----- ---0.84 10.47 5.58 0.15
0.97 10.47 5.58 0.17
2.00 10.47 5.58 0.36
Sheet 86 of 231
-Mom+ShrLoc
UC
---- ---LSup 0.00
RLap 0.26
LLap 0.26
RLap 0.39
RLap 0.58
LLap 0.58
LLap 0.35
LSup 0.00
Deflect(mm)
Calc Limit
----- ----0.0
0.2 35.7
-0.4 34.9
1.4 34.9
-2.8 34.9
-2.9 34.9
1.9 35.4
-0.3
4
5
6
2.00 10.47
2.92 10.47
1.08 10.47
5.58 0.36
5.58 0.52
5.58 0.19
2.92 10.47
1.08 10.47
5.58 0.52
5.58 0.19
LOAD ID 14 : Dead+Collateral+2.0PAT_LL_5
---------------------------------------------------------------------PURLIN ANALYSIS:
--------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
---- ----- ----- ----- ----LExt
0.00
-0.16
1
1.33
-1.69 -2.11
2
1.81
1.40 -1.36 -1.55
3
1.67
1.49 -1.50 -1.69
4
1.57
1.39 -1.60 -1.79
5
2.97
2.58 -3.08 -3.93
6
4.34
3.49
-2.67
RExt
0.38
0.00
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
---- ---- ------ ----- ---LExt RSup -0.16 8.60 0.02
1 RLap -1.69 8.60 0.20
2 LLap
1.40 8.60 0.16
3 RLap -1.50 8.60 0.17
4 RLap -1.60 8.60 0.19
5 RLap -3.08 8.60 0.36
6 LLap
3.49 8.60 0.41
RExt LSup
0.38 8.60 0.04
--------------Moment(kN-m)-------------Left
Left
MidSpan
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
0.00
0
0.03
0.03
-1.63
2486
1.05
2.51
2.51
1.27 -0.56
3387
1.16
1.67
1.67
1.12 -0.94
3126
1.16
1.71
1.71
1.19 -0.60
2939
1.79
2.38
2.38
1.41 -1.62
2700
2.70
5.39
5.39
2.38 -3.17
3948
0.07
0.07
0.00
350
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RSup
0.03 5.80 0.00
MidS -1.63 5.17 0.32
LSup
1.26 5.37 0.23
RLap
1.16 5.52 0.21
RLap
1.79 5.38 0.33
RSup
2.70 5.37 0.50
MidS -3.17 5.17 0.61
LSup
0.07 5.44 0.01
-Mom+ShrLoc
UC
---- ---LSup 0.00
RLap 0.26
LLap 0.26
RLap 0.25
RLap 0.33
RLap 0.55
LLap 0.55
LSup 0.05
Deflect(mm)
Calc Limit
----- ----0.0
0.0 35.7
0.1 34.9
-0.3 34.9
1.2 34.9
-2.2 34.9
-4.3 35.4
0.9
LAP BOLT SHEAR/BEARING:
Bolt = 14.0 (Gr4.6)
Bay -------Left_Lap------Id Calc Shear Bear
UC
---- ----- ----- ----- ---1
2 0.82 10.47 5.58 0.15
3 1.20 10.47 5.58 0.21
4 1.22 10.47 5.58 0.22
5 1.70 10.47 5.58 0.31
6 1.75 10.47 5.58 0.31
-------Right_Lap-----Calc Shear Bear
UC
----- ----- ----- ---0.82 10.47 5.58 0.15
1.20 10.47 5.58 0.21
1.22 10.47 5.58 0.22
1.70 10.47 5.58 0.31
1.75 10.47 5.58 0.31
LOAD ID 15 : Dead+Collateral+2.0PAT_LL_6
---------------------------------------------------------------------PURLIN ANALYSIS:
--------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
---- ----- ----- ----- ----LExt
0.00
-0.34
1
2.92
-3.28 -4.13
2
1.91
1.50 -1.26 -1.45
3
3.37
2.98 -3.14 -3.53
4
1.76
1.57 -1.42 -1.61
5
3.24
2.85 -2.81 -3.66
6
2.30
1.88
-1.12
--------------Moment(kN-m)-------------Left
Left
MidSpan
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
0.00
0
0.05
0.05
-3.84
2662
1.06
3.91
3.91
2.60
0.49
3575
1.97
2.44
2.44
1.33 -2.71
3065
1.78
2.95
2.95
2.37
0.07
3278
1.95
2.48
2.48
1.41 -2.30
2948
1.30
3.78
3.78
2.18 -1.13
4287
0.03
Sheet 87 of 231
RExt
0.19
0.00
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
---- ---- ------ ----- ---LExt RSup -0.34 8.60 0.04
1 RLap -3.28 8.60 0.38
2 LLap
1.50 8.60 0.17
3 RLap -3.14 8.60 0.37
4 LLap
1.57 8.60 0.18
5 LLap
2.85 8.60 0.33
6 LLap
1.88 8.60 0.22
RExt LSup
0.19 8.60 0.02
0.03
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RSup
0.05 5.80 0.01
MidS -3.84 5.17 0.74
LLap
2.60 5.31 0.49
MidS -2.71 5.17 0.52
LLap
2.37 5.31 0.45
MidS -2.30 5.17 0.44
LLap
2.18 5.41 0.40
LSup
0.03 5.44 0.01
350
-Mom+ShrLoc
UC
---- ---LSup 0.00
RLap 0.42
LLap 0.44
RLap 0.46
LLap 0.41
LLap 0.40
LLap 0.40
LSup 0.00
0.00
Deflect(mm)
Calc Limit
----- ----1.3
-8.0 35.7
4.9 34.9
-6.2 34.9
4.1 34.9
-5.5 34.9
2.9 35.4
-0.4
LAP BOLT SHEAR/BEARING:
Bolt = 14.0 (Gr4.6)
Bay -------Left_Lap------Id Calc Shear Bear
UC
---- ----- ----- ----- ---1
2 1.27 10.47 5.58 0.23
3 1.75 10.47 5.58 0.31
4 2.11 10.47 5.58 0.38
5 1.77 10.47 5.58 0.32
6 1.23 10.47 5.58 0.22
-------Right_Lap-----Calc Shear Bear
UC
----- ----- ----- ---1.27 10.47 5.58 0.23
1.75 10.47 5.58 0.31
2.11 10.47 5.58 0.38
1.77 10.47 5.58 0.32
1.23 10.47 5.58 0.22
LOAD ID 16 : Dead+Collateral+2.0PAT_LL_7
---------------------------------------------------------------------PURLIN ANALYSIS:
--------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
---- ----- ----- ----- ----LExt
0.00
-0.16
1
1.13
-1.90 -2.31
2
3.66
2.81 -2.85 -3.23
3
1.61
1.42 -1.57 -1.76
4
3.52
3.14 -2.99 -3.37
5
1.46
1.27 -1.49 -1.90
6
4.10
3.25
-2.91
RExt
0.38
0.00
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
---- ---- ------ ----- ---LExt RSup -0.16 8.60 0.02
1 RLap -1.90 8.60 0.22
2 RLap -2.85 8.60 0.33
3 RLap -1.57 8.60 0.18
4 LLap
3.14 8.60 0.37
5 RLap -1.49 8.60 0.17
6 LLap
3.25 8.60 0.38
RExt LSup
0.38 8.60 0.04
--------------Moment(kN-m)-------------Left
Left
MidSpan
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
0.00
0
0.03
0.03
-1.17
2110
2.19
3.81
3.81
1.31 -2.29
3331
1.41
2.47
2.47
1.94
0.07
2997
2.36
2.94
2.94
1.78 -2.71
3207
1.35
2.46
2.46
1.98
0.48
2723
2.55
3.85
3.85
1.03 -3.78
3728
0.07
0.07
0.00
350
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RSup
0.03 5.80 0.00
RLap
2.19 5.41 0.40
MidS -2.29 5.17 0.44
RLap
2.36 5.31 0.44
MidS -2.71 5.17 0.52
RLap
2.55 5.31 0.48
MidS -3.78 5.17 0.73
LSup
0.07 5.44 0.01
LAP BOLT SHEAR/BEARING:
Bolt = 14.0 (Gr4.6)
Bay -------Left_Lap-------
-------Right_Lap------
Sheet 88 of 231
-Mom+ShrLoc
UC
---- ---LSup 0.00
RLap 0.40
RLap 0.40
RLap 0.41
LLap 0.46
RLap 0.43
LLap 0.41
LSup 0.05
Deflect(mm)
Calc Limit
----- -----0.4
2.9 35.7
-5.5 34.9
4.1 34.9
-6.1 34.9
4.8 34.9
-7.8 35.4
1.4
Id Calc Shear Bear
UC
Calc Shear Bear
UC
---- ----- ----- ----- ---- ----- ----- ----- ---1
1.24 10.47 5.58 0.22
2 1.24 10.47 5.58 0.22
1.77 10.47 5.58 0.32
3 1.77 10.47 5.58 0.32
2.10 10.47 5.58 0.38
4 2.10 10.47 5.58 0.38
1.76 10.47 5.58 0.32
5 1.76 10.47 5.58 0.32
1.25 10.47 5.58 0.22
6 1.25 10.47 5.58 0.22
================================================================================
Dalal_Setup
Purlin Layout(Surface= 3)
1/31/22 6:11pm
================================================================================
SURFACE LAYOUT:
Surface
Id
Length
------- ------3
13032
PURLIN LOCATION:
Purlin
Surf
Id
Offset
------ -----1
345
2
1321
3
2297
4
3273
5
4249
6
5224
7
6200
8
7176
9
8152
10
9128
11
10104
12
11080
13
12056
13032
No.
Row
--13
Peak
Space
----325
Load
Width
----833
976
976
976
976
976
976
976
976
976
976
976
976
Space
----345
976
976
976
976
976
976
976
976
976
976
976
976
976
Dead
Load
----0.064
0.055
0.055
0.055
0.055
0.055
0.055
0.055
0.055
0.055
0.055
0.055
0.055
Edge
Wind
----
Show
Report
-----Y
Y
Y
Y
------Max_Load-----Id
UC Report
--- ---- --------5 0.84 Mom,Shr
5 0.99 Mom,Shr
5 0.99 Mom,Shr
5 0.99 Mom,Shr
5 0.99 Mom,Shr
5 0.99 Mom,Shr
5 0.99 Mom,Shr
5 0.99 Mom,Shr
5 0.99 Mom,Shr
5 0.99 Mom,Shr
5 0.99 Mom,Shr
5 0.99 Mom,Shr
5 0.99 Mom,Shr
----Average= 0.055
PURLIN LAYOUT:
Bay Purlin
Id Part
---- -------LExt Z250x150
1 Z250x150
2 Z250x150
3 Z250x150
4 Z250x150
5 Z250x150
6 Z250x150
RExt Z250x150
Design
Length
-----306
6419
6275
6275
6275
6275
6375
350
---Lap(mm)-Left Right
----- ----770
350
350
350
770
770
350
350
350
770
No.
Brace
----0
2
2
2
2
2
2
0
Total(kg)=
SPECIAL LOADS:
Load_Location
Start
End
------ -----10434
13032
Unit
Weight
-----1
35
35
33
33
35
34
2
-----210
Total
Weight
-----19
449
461
435
435
461
446
22
-----2729
Load_Type
-------------------Edge Zone Wind
================================================================================
Sheet 89 of 231
Dalal_Setup
Purlin(Surface= 3, Id= 2)
1/31/22 6:11pm
================================================================================
-----------------------------ROOF PURLIN
Surface Id
= 3
Purlin Id
= 2
Offset
= 1321
-----------------------------PURLIN LAYOUT: (Purlin Id=
Bay
Id
---LExt
1
2
3
4
5
6
RExt
Purlin
Part
-------Z250x150
Z250x150
Z250x150
Z250x150
Z250x150
Z250x150
Z250x150
Z250x150
Design
Length
(mm)
-----306
6419
6275
6275
6275
6275
6375
350
2)
---Lap(mm)-Left Right
----- ----770
350
350
350
770
770
350
350
350
770
Load
Width
----976
976
976
976
976
976
976
976
No.
Brace
----0
2
2
2
2
2
2
0
Available
Reduction
Factor
Out
In
---- ---0.00 0.50
0.00 0.70
0.00 0.50
0.00 0.50
0.00 0.50
0.00 0.50
0.00 0.70
0.00 0.50
LOAD ID 1 : Dead+Collateral+Live
---------------------------------------------------------------------PURLIN ANALYSIS:
--------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
---- ----- ----- ----- ----LExt
0.00
-0.46
1
3.74
-4.77 -5.93
2
5.14
3.98 -3.79 -4.31
3
4.58
4.06 -4.34 -4.87
4
4.87
4.34 -4.06 -4.59
5
4.33
3.80 -3.96 -5.12
6
5.89
4.73
-3.71
RExt
0.53
0.00
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
---- ---- ------ ----- ---LExt RSup -0.46 8.60 0.05
1 RLap -4.77 8.60 0.56
2 LLap
3.98 8.60 0.46
3 RLap -4.34 8.60 0.51
4 LLap
4.34 8.60 0.50
5 RLap -3.96 8.60 0.46
6 LLap
4.73 8.60 0.55
RExt LSup
0.53 8.60 0.06
--------------Moment(kN-m)-------------Left
Left
MidSpan
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
0.00
0
0.07
0.07
-4.56
2481
2.99
7.11
7.11
3.61 -1.65
3411
3.11
4.53
4.53
3.02 -2.44
3042
3.82
5.43
5.43
3.82 -2.43
3231
3.04
4.55
4.55
3.13 -1.67
2874
3.54
7.04
7.04
2.95 -4.48
3911
0.09
0.09
0.00
350
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RSup
0.07 5.80 0.01
MidS -4.56 5.17 0.88
LSup
3.56 5.37 0.66
RLap
3.82 5.47 0.70
LLap
3.82 5.47 0.70
RSup
3.52 5.37 0.66
MidS -4.48 5.17 0.87
LSup
0.09 5.44 0.02
LAP BOLT SHEAR/BEARING:
Bolt = 14.0 (Gr4.6)
Bay -------Left_Lap------Id Calc Shear Bear
UC
---- ----- ----- ----- ---1
-------Right_Lap-----Calc Shear Bear
UC
----- ----- ----- ---2.31 10.47 5.58 0.41
Sheet 90 of 231
-Mom+ShrLoc
UC
---- ---RSup 0.05
RLap 0.72
LLap 0.72
RLap 0.78
LLap 0.78
RLap 0.71
LLap 0.71
LSup 0.06
Deflect(mm)
Calc Limit
----- ----1.6
-8.7 35.7
-1.2 34.9
-3.5 34.9
-3.5 34.9
-1.3 34.9
-8.4 35.4
1.8
2
3
4
5
6
2.31
3.24
3.88
3.25
2.29
10.47
10.47
10.47
10.47
10.47
5.58
5.58
5.58
5.58
5.58
0.41
0.58
0.70
0.58
0.41
3.24
3.88
3.25
2.29
10.47
10.47
10.47
10.47
5.58
5.58
5.58
5.58
0.58
0.70
0.58
0.41
LOAD ID 2 : Dead+Collateral+Snow
---------------------------------------------------------------------PURLIN ANALYSIS:
--------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
---- ----- ----- ----- ----LExt
0.00
-0.16
1
1.33
-1.70 -2.11
2
1.83
1.41 -1.35 -1.53
3
1.63
1.44 -1.54 -1.73
4
1.73
1.54 -1.44 -1.63
5
1.54
1.35 -1.41 -1.82
6
2.09
1.68
-1.32
RExt
0.19
0.00
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
---- ---- ------ ----- ---LExt RSup -0.16 8.60 0.02
1 RLap -1.70 8.60 0.20
2 LLap
1.41 8.60 0.16
3 RLap -1.54 8.60 0.18
4 LLap
1.54 8.60 0.18
5 RLap -1.41 8.60 0.16
6 LLap
1.68 8.60 0.20
RExt LSup
0.19 8.60 0.02
--------------Moment(kN-m)-------------Left
Left
MidSpan
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
0.00
0
0.03
0.03
-1.62
2481
1.06
2.53
2.53
1.28 -0.59
3411
1.11
1.61
1.61
1.07 -0.87
3042
1.36
1.93
1.93
1.36 -0.86
3231
1.08
1.62
1.62
1.11 -0.59
2874
1.26
2.50
2.50
1.05 -1.59
3911
0.03
0.03
0.00
350
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RSup
0.03 5.80 0.00
MidS -1.62 5.17 0.31
LSup
1.26 5.37 0.24
RLap
1.36 5.47 0.25
LLap
1.36 5.47 0.25
RSup
1.25 5.37 0.23
MidS -1.59 5.17 0.31
LSup
0.03 5.44 0.01
-Mom+ShrLoc
UC
---- ---LSup 0.00
RLap 0.26
LLap 0.26
RLap 0.28
LLap 0.28
RLap 0.25
LLap 0.25
LSup 0.00
Deflect(mm)
Calc Limit
----- ----0.0
0.0 35.7
0.0 34.9
0.0 34.9
0.0 34.9
0.0 34.9
0.0 35.4
0.0
LAP BOLT SHEAR/BEARING:
Bolt = 14.0 (Gr4.6)
Bay -------Left_Lap------Id Calc Shear Bear
UC
---- ----- ----- ----- ---1
2 0.82 10.47 5.58 0.15
3 1.15 10.47 5.58 0.21
4 1.38 10.47 5.58 0.25
5 1.16 10.47 5.58 0.21
6 0.81 10.47 5.58 0.15
-------Right_Lap-----Calc Shear Bear
UC
----- ----- ----- ---0.82 10.47 5.58 0.15
1.15 10.47 5.58 0.21
1.38 10.47 5.58 0.25
1.16 10.47 5.58 0.21
0.81 10.47 5.58 0.15
LOAD ID 3 : Dead+Collateral+Snow+Snow_Drift
---------------------------------------------------------------------PURLIN ANALYSIS:
--------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
---- ----- ----- ----- ----LExt
0.00
-0.16
1
1.33
-1.70 -2.11
2
1.83
1.41 -1.35 -1.53
3
1.63
1.44 -1.54 -1.73
4
1.73
1.54 -1.44 -1.63
--------------Moment(kN-m)-------------Left
Left
MidSpan
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
0.00
0
0.03
0.03
-1.62
2481
1.06
2.53
2.53
1.28 -0.59
3411
1.11
1.61
1.61
1.07 -0.87
3042
1.36
1.93
1.93
1.36 -0.86
3231
1.08
1.62
Sheet 91 of 231
5
6
RExt
1.54
2.09
0.19
1.35
1.68
-1.41
-1.82
-1.32
0.00
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
---- ---- ------ ----- ---LExt RSup -0.16 8.60 0.02
1 RLap -1.70 8.60 0.20
2 LLap
1.41 8.60 0.16
3 RLap -1.54 8.60 0.18
4 LLap
1.54 8.60 0.18
5 RLap -1.41 8.60 0.16
6 LLap
1.68 8.60 0.20
RExt LSup
0.19 8.60 0.02
1.62
2.50
0.03
1.11
1.05
-0.59
-1.59
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RSup
0.03 5.80 0.00
MidS -1.62 5.17 0.31
LSup
1.26 5.37 0.24
RLap
1.36 5.47 0.25
LLap
1.36 5.47 0.25
RSup
1.25 5.37 0.23
MidS -1.59 5.17 0.31
LSup
0.03 5.44 0.01
2874
3911
350
-Mom+ShrLoc
UC
---- ---LSup 0.00
RLap 0.26
LLap 0.26
RLap 0.28
LLap 0.28
RLap 0.25
LLap 0.25
LSup 0.00
1.26
2.50
0.03
0.00
Deflect(mm)
Calc Limit
----- ----0.0
0.0 35.7
0.0 34.9
0.0 34.9
0.0 34.9
0.0 34.9
0.0 35.4
0.0
LAP BOLT SHEAR/BEARING:
Bolt = 14.0 (Gr4.6)
Bay -------Left_Lap------Id Calc Shear Bear
UC
---- ----- ----- ----- ---1
2 0.82 10.47 5.58 0.15
3 1.15 10.47 5.58 0.21
4 1.38 10.47 5.58 0.25
5 1.16 10.47 5.58 0.21
6 0.81 10.47 5.58 0.15
-------Right_Lap-----Calc Shear Bear
UC
----- ----- ----- ---0.82 10.47 5.58 0.15
1.15 10.47 5.58 0.21
1.38 10.47 5.58 0.25
1.16 10.47 5.58 0.21
0.81 10.47 5.58 0.15
LOAD ID 4 : Dead+Collateral+Snow+Slide_Snow
---------------------------------------------------------------------PURLIN ANALYSIS:
--------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
---- ----- ----- ----- ----LExt
0.00
-0.16
1
1.33
-1.70 -2.11
2
1.83
1.41 -1.35 -1.53
3
1.63
1.44 -1.54 -1.73
4
1.73
1.54 -1.44 -1.63
5
1.54
1.35 -1.41 -1.82
6
2.09
1.68
-1.32
RExt
0.19
0.00
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
---- ---- ------ ----- ---LExt RSup -0.16 8.60 0.02
1 RLap -1.70 8.60 0.20
2 LLap
1.41 8.60 0.16
3 RLap -1.54 8.60 0.18
4 LLap
1.54 8.60 0.18
5 RLap -1.41 8.60 0.16
6 LLap
1.68 8.60 0.20
RExt LSup
0.19 8.60 0.02
--------------Moment(kN-m)-------------Left
Left
MidSpan
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
0.00
0
0.03
0.03
-1.62
2481
1.06
2.53
2.53
1.28 -0.59
3411
1.11
1.61
1.61
1.07 -0.87
3042
1.36
1.93
1.93
1.36 -0.86
3231
1.08
1.62
1.62
1.11 -0.59
2874
1.26
2.50
2.50
1.05 -1.59
3911
0.03
0.03
0.00
350
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RSup
0.03 5.80 0.00
MidS -1.62 5.17 0.31
LSup
1.26 5.37 0.24
RLap
1.36 5.47 0.25
LLap
1.36 5.47 0.25
RSup
1.25 5.37 0.23
MidS -1.59 5.17 0.31
LSup
0.03 5.44 0.01
LAP BOLT SHEAR/BEARING:
Bolt = 14.0 (Gr4.6)
Sheet 92 of 231
-Mom+ShrLoc
UC
---- ---LSup 0.00
RLap 0.26
LLap 0.26
RLap 0.28
LLap 0.28
RLap 0.25
LLap 0.25
LSup 0.00
Deflect(mm)
Calc Limit
----- ----0.0
0.0 35.7
0.0 34.9
0.0 34.9
0.0 34.9
0.0 34.9
0.0 35.4
0.0
Bay -------Left_Lap------Id Calc Shear Bear
UC
---- ----- ----- ----- ---1
2 0.82 10.47 5.58 0.15
3 1.15 10.47 5.58 0.21
4 1.38 10.47 5.58 0.25
5 1.16 10.47 5.58 0.21
6 0.81 10.47 5.58 0.15
-------Right_Lap-----Calc Shear Bear
UC
----- ----- ----- ---0.82 10.47 5.58 0.15
1.15 10.47 5.58 0.21
1.38 10.47 5.58 0.25
1.16 10.47 5.58 0.21
0.81 10.47 5.58 0.15
LOAD ID 5 : Dead+Collateral+0.75Live+0.45Wind_Pressure1
---------------------------------------------------------------------PURLIN ANALYSIS:
--------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
---- ----- ----- ----- ----LExt
0.00
-0.52
1
4.18
-5.34 -6.64
2
5.75
4.45 -4.24 -4.83
3
5.13
4.54 -4.86 -5.45
4
5.45
4.86 -4.54 -5.13
5
4.84
4.25 -4.44 -5.73
6
6.59
5.30
-4.15
RExt
0.59
0.00
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
---- ---- ------ ----- ---LExt RSup -0.52 8.60 0.06
1 RLap -5.34 8.60 0.62
2 LLap
4.45 8.60 0.52
3 RLap -4.86 8.60 0.57
4 LLap
4.86 8.60 0.56
5 RLap -4.44 8.60 0.52
6 LLap
5.30 8.60 0.62
RExt LSup
0.59 8.60 0.07
--------------Moment(kN-m)-------------Left
Left
MidSpan
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
0.00
0
0.08
0.08
-5.11
2481
3.35
7.96
7.96
4.04 -1.84
3411
3.48
5.07
5.07
3.38 -2.73
3042
4.27
6.08
6.08
4.27 -2.72
3231
3.40
5.09
5.09
3.50 -1.87
2874
3.97
7.88
7.88
3.30 -5.01
3911
0.10
0.10
0.00
350
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RSup
0.08 5.80 0.01
MidS -5.11 5.17 0.99
LSup
3.98 5.37 0.74
RLap
4.27 5.47 0.78
LLap
4.27 5.47 0.78
RSup
3.94 5.37 0.73
MidS -5.01 5.17 0.97
LSup
0.10 5.44 0.02
-Mom+ShrLoc
UC
---- ---RSup 0.06
RLap 0.81
LLap 0.81
RLap 0.87
LLap 0.87
RLap 0.80
LLap 0.80
LSup 0.07
Deflect(mm)
Calc Limit
----- ----1.9
-10.4 53.5
-1.4 52.3
-4.1 52.3
-4.1 52.3
-1.5 52.3
-10.0 53.1
2.1
LAP BOLT SHEAR/BEARING:
Bolt = 14.0 (Gr4.6)
Bay -------Left_Lap------Id Calc Shear Bear
UC
---- ----- ----- ----- ---1
2 2.59 10.47 5.58 0.46
3 3.62 10.47 5.58 0.65
4 4.34 10.47 5.58 0.78
5 3.64 10.47 5.58 0.65
6 2.56 10.47 5.58 0.46
-------Right_Lap-----Calc Shear Bear
UC
----- ----- ----- ---2.59 10.47 5.58 0.46
3.62 10.47 5.58 0.65
4.34 10.47 5.58 0.78
3.64 10.47 5.58 0.65
2.56 10.47 5.58 0.46
LOAD ID 6 : Dead+Collateral+0.75Snow+0.45Wind_Pressure1
---------------------------------------------------------------------PURLIN ANALYSIS:
--------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
---- ----- ----- ----- -----
--------------Moment(kN-m)-------------Left
Left
MidSpan
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- -----
Sheet 93 of 231
LExt
1
2
3
4
5
6
RExt
0.00
2.38
3.27
2.91
3.09
2.75
3.75
0.34
2.53
2.58
2.76
2.42
3.01
-3.03
-2.41
-2.76
-2.58
-2.52
-0.29
-3.77
-2.74
-3.10
-2.92
-3.26
-2.36
0.00
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
---- ---- ------ ----- ---LExt RSup -0.29 8.60 0.03
1 RLap -3.03 8.60 0.35
2 LLap
2.53 8.60 0.29
3 RLap -2.76 8.60 0.32
4 LLap
2.76 8.60 0.32
5 RLap -2.52 8.60 0.29
6 LLap
3.01 8.60 0.35
RExt LSup
0.34 8.60 0.04
0.00
0.04
4.52
2.88
3.45
2.89
4.48
0.06
2.29
1.92
2.43
1.99
1.88
0.00
-2.90
-1.05
-1.55
-1.54
-1.06
-2.85
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RSup
0.04 5.80 0.01
MidS -2.90 5.17 0.56
LSup
2.26 5.37 0.42
RLap
2.43 5.47 0.44
LLap
2.43 5.47 0.44
RSup
2.24 5.37 0.42
MidS -2.85 5.17 0.55
LSup
0.06 5.44 0.01
0
2481
3411
3042
3231
2874
3911
350
-Mom+ShrLoc
UC
---- ---LSup 0.00
RLap 0.46
LLap 0.46
RLap 0.49
LLap 0.49
RLap 0.45
LLap 0.45
LSup 0.04
1.90
1.98
2.43
1.93
2.25
0.04
4.52
2.88
3.45
2.89
4.48
0.06
0.00
Deflect(mm)
Calc Limit
----- ----0.7
-3.8 53.5
-0.5 52.3
-1.5 52.3
-1.5 52.3
-0.6 52.3
-3.7 53.1
0.8
LAP BOLT SHEAR/BEARING:
Bolt = 14.0 (Gr4.6)
Bay -------Left_Lap------Id Calc Shear Bear
UC
---- ----- ----- ----- ---1
2 1.47 10.47 5.58 0.26
3 2.06 10.47 5.58 0.37
4 2.47 10.47 5.58 0.44
5 2.07 10.47 5.58 0.37
6 1.45 10.47 5.58 0.26
-------Right_Lap-----Calc Shear Bear
UC
----- ----- ----- ---1.47 10.47 5.58 0.26
2.06 10.47 5.58 0.37
2.47 10.47 5.58 0.44
2.07 10.47 5.58 0.37
1.45 10.47 5.58 0.26
LOAD ID 7 : Dead+Collateral+0.75Snow+0.45Wind_Pressure1+0.75Snow_Drift
---------------------------------------------------------------------PURLIN ANALYSIS:
--------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
---- ----- ----- ----- ----LExt
0.00
-0.29
1
2.38
-3.03 -3.77
2
3.27
2.53 -2.41 -2.74
3
2.91
2.58 -2.76 -3.10
4
3.09
2.76 -2.58 -2.92
5
2.75
2.42 -2.52 -3.26
6
3.75
3.01
-2.36
RExt
0.34
0.00
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
---- ---- ------ ----- ---LExt RSup -0.29 8.60 0.03
1 RLap -3.03 8.60 0.35
2 LLap
2.53 8.60 0.29
3 RLap -2.76 8.60 0.32
4 LLap
2.76 8.60 0.32
5 RLap -2.52 8.60 0.29
--------------Moment(kN-m)-------------Left
Left
MidSpan
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
0.00
0
0.04
0.04
-2.90
2481
1.90
4.52
4.52
2.29 -1.05
3411
1.98
2.88
2.88
1.92 -1.55
3042
2.43
3.45
3.45
2.43 -1.54
3231
1.93
2.89
2.89
1.99 -1.06
2874
2.25
4.48
4.48
1.88 -2.85
3911
0.06
0.06
0.00
350
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RSup
0.04 5.80 0.01
MidS -2.90 5.17 0.56
LSup
2.26 5.37 0.42
RLap
2.43 5.47 0.44
LLap
2.43 5.47 0.44
RSup
2.24 5.37 0.42
Sheet 94 of 231
-Mom+ShrLoc
UC
---- ---LSup 0.00
RLap 0.46
LLap 0.46
RLap 0.49
LLap 0.49
RLap 0.45
Deflect(mm)
Calc Limit
----- ----0.7
-3.8 53.5
-0.5 52.3
-1.5 52.3
-1.5 52.3
-0.6 52.3
6
RExt
LLap
LSup
3.01
0.34
8.60 0.35
8.60 0.04
MidS
LSup
-2.85
0.06
5.17 0.55
5.44 0.01
LLap 0.45
LSup 0.04
-3.7
0.8
53.1
LAP BOLT SHEAR/BEARING:
Bolt = 14.0 (Gr4.6)
Bay -------Left_Lap------Id Calc Shear Bear
UC
---- ----- ----- ----- ---1
2 1.47 10.47 5.58 0.26
3 2.06 10.47 5.58 0.37
4 2.47 10.47 5.58 0.44
5 2.07 10.47 5.58 0.37
6 1.45 10.47 5.58 0.26
-------Right_Lap-----Calc Shear Bear
UC
----- ----- ----- ---1.47 10.47 5.58 0.26
2.06 10.47 5.58 0.37
2.47 10.47 5.58 0.44
2.07 10.47 5.58 0.37
1.45 10.47 5.58 0.26
LOAD ID 8 : Dead+Collateral+0.75Snow+0.45Wind_Pressure1+0.75Slide_Snow
---------------------------------------------------------------------PURLIN ANALYSIS:
--------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
---- ----- ----- ----- ----LExt
0.00
-0.29
1
2.38
-3.03 -3.77
2
3.27
2.53 -2.41 -2.74
3
2.91
2.58 -2.76 -3.10
4
3.09
2.76 -2.58 -2.92
5
2.75
2.42 -2.52 -3.26
6
3.75
3.01
-2.36
RExt
0.34
0.00
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
---- ---- ------ ----- ---LExt RSup -0.29 8.60 0.03
1 RLap -3.03 8.60 0.35
2 LLap
2.53 8.60 0.29
3 RLap -2.76 8.60 0.32
4 LLap
2.76 8.60 0.32
5 RLap -2.52 8.60 0.29
6 LLap
3.01 8.60 0.35
RExt LSup
0.34 8.60 0.04
--------------Moment(kN-m)-------------Left
Left
MidSpan
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
0.00
0
0.04
0.04
-2.90
2481
1.90
4.52
4.52
2.29 -1.05
3411
1.98
2.88
2.88
1.92 -1.55
3042
2.43
3.45
3.45
2.43 -1.54
3231
1.93
2.89
2.89
1.99 -1.06
2874
2.25
4.48
4.48
1.88 -2.85
3911
0.06
0.06
0.00
350
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RSup
0.04 5.80 0.01
MidS -2.90 5.17 0.56
LSup
2.26 5.37 0.42
RLap
2.43 5.47 0.44
LLap
2.43 5.47 0.44
RSup
2.24 5.37 0.42
MidS -2.85 5.17 0.55
LSup
0.06 5.44 0.01
-Mom+ShrLoc
UC
---- ---LSup 0.00
RLap 0.46
LLap 0.46
RLap 0.49
LLap 0.49
RLap 0.45
LLap 0.45
LSup 0.04
Deflect(mm)
Calc Limit
----- ----0.7
-3.8 53.5
-0.5 52.3
-1.5 52.3
-1.5 52.3
-0.6 52.3
-3.7 53.1
0.8
LAP BOLT SHEAR/BEARING:
Bolt = 14.0 (Gr4.6)
Bay -------Left_Lap------Id Calc Shear Bear
UC
---- ----- ----- ----- ---1
2 1.47 10.47 5.58 0.26
3 2.06 10.47 5.58 0.37
4 2.47 10.47 5.58 0.44
5 2.07 10.47 5.58 0.37
6 1.45 10.47 5.58 0.26
-------Right_Lap-----Calc Shear Bear
UC
----- ----- ----- ---1.47 10.47 5.58 0.26
2.06 10.47 5.58 0.37
2.47 10.47 5.58 0.44
2.07 10.47 5.58 0.37
1.45 10.47 5.58 0.26
LOAD ID 9 : 0.6Dead+0.6Wind_Suction1
----------------------------------------------------------------------
Sheet 95 of 231
PURLIN ANALYSIS:
--------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
---- ----- ----- ----- ----LExt
0.00
0.33
1 -2.61
3.06
3.79
2 -3.23 -2.51
2.34
2.67
3 -2.86 -2.53
2.72
3.05
4 -3.05 -2.72
2.53
2.86
5 -2.68 -2.35
2.50
3.22
6 -3.76 -3.03
2.59
RExt -0.38
0.00
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
---- ---- ------ ----- ---LExt RSup
0.33 8.60 0.04
1 RLap
3.06 8.60 0.36
2 LLap -2.51 8.60 0.29
3 RLap
2.72 8.60 0.32
4 LLap -2.72 8.60 0.32
5 RLap
2.50 8.60 0.29
6 LLap -3.03 8.60 0.35
RExt LSup -0.38 8.60 0.04
--------------Moment(kN-m)-------------Left
Left
MidSpan
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
0.00
0
-0.05
-0.05
3.05
2424 -1.92 -4.56
-4.56 -2.35
1.00
3436 -1.92 -2.80
-2.80 -1.86
1.53
3034 -2.40 -3.41
-3.41 -2.40
1.53
3239 -1.87 -2.81
-2.81 -1.93
1.01
2850 -2.31 -4.51
-4.51 -1.89
2.99
3965
-0.07
-0.07
0.00
350
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RSup -0.05 5.17 0.01
MidS
3.05 5.27 0.58
LLap -2.35 5.17 0.45
RLap -2.40 5.17 0.46
LLap -2.40 5.17 0.46
RLap -2.31 5.17 0.45
MidS
2.99 5.27 0.57
LSup -0.07 5.17 0.01
-Mom+ShrLoc
UC
---- ---LSup 0.00
RLap 0.46
LLap 0.47
RLap 0.49
LLap 0.49
RLap 0.46
LLap 0.46
LSup 0.05
Deflect(mm)
Calc Limit
----- -----1.9
10.4 53.5
1.2 52.3
3.9 52.3
3.9 52.3
1.3 52.3
10.0 53.1
-2.1
LAP BOLT SHEAR/BEARING:
Bolt = 14.0 (Gr4.6)
Bay -------Left_Lap------Id Calc Shear Bear
UC
---- ----- ----- ----- ---1
2 1.48 10.47 5.58 0.27
3 2.00 10.47 5.58 0.36
4 2.44 10.47 5.58 0.44
5 2.01 10.47 5.58 0.36
6 1.46 10.47 5.58 0.26
-------Right_Lap-----Calc Shear Bear
UC
----- ----- ----- ---1.48 10.47 5.58 0.27
2.00 10.47 5.58 0.36
2.44 10.47 5.58 0.44
2.01 10.47 5.58 0.36
1.46 10.47 5.58 0.26
LOAD ID 10 : Dead+Collateral+2.0PAT_LL_1
---------------------------------------------------------------------PURLIN ANALYSIS:
--------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
---- ----- ----- ----- ----LExt
0.00
-0.34
1
2.69
-3.52 -4.37
2
3.94
3.09 -2.57 -2.96
3
1.78
1.60 -1.39 -1.58
4
1.69
1.50 -1.49 -1.67
5
1.55
1.36 -1.40 -1.81
6
2.09
1.68
-1.32
RExt
0.19
0.00
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
---- ---- ------ ----- ---LExt RSup -0.34 8.60 0.04
--------------Moment(kN-m)-------------Left
Left
MidSpan
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
0.00
0
0.05
0.05
-3.23
2444
2.41
5.45
5.45
2.74 -1.61
3585
1.40
2.37
2.37
1.78 -0.60
3332
1.20
1.71
1.71
1.16 -0.94
3148
1.13
1.68
1.68
1.17 -0.57
2897
1.25
2.49
2.49
1.03 -1.60
3906
0.03
0.03
0.00
350
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RSup
0.05 5.80 0.01
Sheet 96 of 231
-Mom+ShrLoc
UC
---- ---LSup 0.00
Deflect(mm)
Calc Limit
----- ----0.8
1
2
3
4
5
6
RExt
RLap
LLap
LLap
LLap
RLap
LLap
LSup
-3.52
3.09
1.60
1.50
-1.40
1.68
0.19
8.60
8.60
8.60
8.60
8.60
8.60
8.60
0.41
0.36
0.19
0.17
0.16
0.20
0.02
MidS
LSup
LLap
LLap
RSup
MidS
LSup
-3.23
2.72
1.78
1.16
1.24
-1.60
0.03
5.17
5.37
5.38
5.52
5.37
5.17
5.44
0.62
0.51
0.33
0.21
0.23
0.31
0.01
RLap
LLap
LLap
LLap
RLap
LLap
LSup
0.55
0.56
0.33
0.25
0.25
0.25
0.00
-4.5
-2.2
1.2
-0.3
0.1
0.0
0.0
35.7
34.9
34.9
34.9
34.9
35.4
LAP BOLT SHEAR/BEARING:
Bolt = 14.0 (Gr4.6)
Bay -------Left_Lap------Id Calc Shear Bear
UC
---- ----- ----- ----- ---1
2 1.77 10.47 5.58 0.32
3 1.69 10.47 5.58 0.30
4 1.23 10.47 5.58 0.22
5 1.20 10.47 5.58 0.22
6 0.81 10.47 5.58 0.14
-------Right_Lap-----Calc Shear Bear
UC
----- ----- ----- ---1.77 10.47 5.58 0.32
1.69 10.47 5.58 0.30
1.23 10.47 5.58 0.22
1.20 10.47 5.58 0.22
0.81 10.47 5.58 0.14
LOAD ID 11 : Dead+Collateral+2.0PAT_LL_2
---------------------------------------------------------------------PURLIN ANALYSIS:
--------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
---- ----- ----- ----- ----LExt
0.00
-0.16
1
1.20
-1.83 -2.24
2
3.33
2.49 -3.18 -3.56
3
3.65
3.27 -2.86 -3.24
4
1.91
1.72 -1.26 -1.45
5
1.49
1.30 -1.46 -1.87
6
2.11
1.69
-1.31
RExt
0.19
0.00
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
---- ---- ------ ----- ---LExt RSup -0.16 8.60 0.02
1 RLap -1.83 8.60 0.21
2 RLap -3.18 8.60 0.37
3 LLap
3.27 8.60 0.38
4 LLap
1.72 8.60 0.20
5 RLap -1.46 8.60 0.17
6 LLap
1.69 8.60 0.20
RExt LSup
0.19 8.60 0.02
--------------Moment(kN-m)-------------Left
Left
MidSpan
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
0.00
0
0.03
0.03
-1.32
2239
1.80
3.36
3.36
1.12 -1.69
3032
2.91
4.09
4.09
2.88 -1.98
3323
1.74
2.81
2.81
2.17 -0.60
3565
0.89
1.37
1.37
0.88 -0.70
2779
1.29
2.57
2.57
1.11 -1.57
3931
0.03
0.03
0.00
350
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RSup
0.03 5.80 0.00
RLap
1.80 5.46 0.33
RLap
2.91 5.45 0.53
LLap
2.88 5.47 0.53
LLap
2.17 5.35 0.41
RSup
1.29 5.37 0.24
MidS -1.57 5.17 0.30
LSup
0.03 5.44 0.01
LAP BOLT SHEAR/BEARING:
Bolt = 14.0 (Gr4.6)
Bay -------Left_Lap------Id Calc Shear Bear
UC
---- ----- ----- ----- ---1
2 1.09 10.47 5.58 0.20
3 2.92 10.47 5.58 0.52
4 2.00 10.47 5.58 0.36
5 0.98 10.47 5.58 0.18
-------Right_Lap-----Calc Shear Bear
UC
----- ----- ----- ---1.09 10.47 5.58 0.20
2.92 10.47 5.58 0.52
2.00 10.47 5.58 0.36
0.98 10.47 5.58 0.18
0.84 10.47 5.58 0.15
Sheet 97 of 231
-Mom+ShrLoc
UC
---- ---LSup 0.00
RLap 0.35
RLap 0.58
LLap 0.58
LLap 0.39
RLap 0.26
LLap 0.26
LSup 0.00
Deflect(mm)
Calc Limit
----- -----0.2
1.9 35.7
-2.9 34.9
-2.8 34.9
1.4 34.9
-0.4 34.9
0.2 35.4
0.0
6
0.84 10.47
5.58 0.15
LOAD ID 12 : Dead+Collateral+2.0PAT_LL_3
---------------------------------------------------------------------PURLIN ANALYSIS:
--------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
---- ----- ----- ----- ----LExt
0.00
-0.16
1
1.37
-1.66 -2.07
2
1.65
1.24 -1.52 -1.71
3
3.14
2.76 -3.37 -3.75
4
3.75
3.37 -2.76 -3.14
5
1.72
1.53 -1.23 -1.64
6
2.06
1.64
-1.36
RExt
0.19
0.00
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
---- ---- ------ ----- ---LExt RSup -0.16 8.60 0.02
1 RLap -1.66 8.60 0.19
2 RLap -1.52 8.60 0.18
3 RLap -3.37 8.60 0.39
4 LLap
3.37 8.60 0.39
5 LLap
1.53 8.60 0.18
6 LLap
1.64 8.60 0.19
RExt LSup
0.19 8.60 0.02
--------------Moment(kN-m)-------------Left
Left
MidSpan
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
0.00
0
0.03
0.03
-1.72
2551
0.85
2.29
2.29
1.18 -0.25
3078
1.92
2.49
2.49
1.45 -2.01
2861
3.15
4.39
4.39
3.15 -2.00
3413
1.46
2.49
2.49
1.93 -0.26
3207
1.15
2.26
2.26
0.84 -1.69
3840
0.03
0.03
0.00
350
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RSup
0.03 5.80 0.00
MidS -1.72 5.17 0.33
RLap
1.92 5.33 0.36
RLap
3.15 5.45 0.58
LLap
3.15 5.45 0.58
LLap
1.93 5.33 0.36
MidS -1.69 5.17 0.33
LSup
0.03 5.44 0.01
-Mom+ShrLoc
UC
---- ---LSup 0.00
RLap 0.23
RLap 0.35
RLap 0.62
LLap 0.62
LLap 0.35
LLap 0.23
LSup 0.00
Deflect(mm)
Calc Limit
----- ----0.1
-0.6 35.7
1.4 34.9
-2.9 34.9
-2.9 34.9
1.4 34.9
-0.5 35.4
0.1
LAP BOLT SHEAR/BEARING:
Bolt = 14.0 (Gr4.6)
Bay -------Left_Lap------Id Calc Shear Bear
UC
---- ----- ----- ----- ---1
2 0.74 10.47 5.58 0.13
3 1.78 10.47 5.58 0.32
4 3.14 10.47 5.58 0.56
5 1.78 10.47 5.58 0.32
6 0.73 10.47 5.58 0.13
-------Right_Lap-----Calc Shear Bear
UC
----- ----- ----- ---0.74 10.47 5.58 0.13
1.78 10.47 5.58 0.32
3.14 10.47 5.58 0.56
1.78 10.47 5.58 0.32
0.73 10.47 5.58 0.13
LOAD ID 13 : Dead+Collateral+2.0PAT_LL_4
---------------------------------------------------------------------PURLIN ANALYSIS:
--------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
---- ----- ----- ----- ----LExt
0.00
-0.16
1
1.32
-1.71 -2.12
2
1.88
1.47 -1.30 -1.48
3
1.45
1.26 -1.72 -1.91
4
3.24
2.86 -3.27 -3.65
5
3.57
3.18 -2.48 -3.33
6
2.23
1.81
-1.19
RExt
0.19
0.00
--------------Moment(kN-m)-------------Left
Left
MidSpan
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
0.00
0
0.03
0.03
-1.60
2461
1.13
2.60
2.60
1.31 -0.69
3505
0.88
1.36
1.36
0.89 -0.60
2708
2.17
2.81
2.81
1.74 -1.98
2951
2.88
4.09
4.09
2.91 -1.70
3247
1.10
3.34
3.34
1.78 -1.29
4155
0.03
0.03
0.00
350
0.00
Sheet 98 of 231
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
---- ---- ------ ----- ---LExt RSup -0.16 8.60 0.02
1 RLap -1.71 8.60 0.20
2 LLap
1.47 8.60 0.17
3 RLap -1.72 8.60 0.20
4 RLap -3.27 8.60 0.38
5 LLap
3.18 8.60 0.37
6 LLap
1.81 8.60 0.21
RExt LSup
0.19 8.60 0.02
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RSup
0.03 5.80 0.00
MidS -1.60 5.17 0.31
LSup
1.30 5.37 0.24
RLap
2.17 5.35 0.41
RLap
2.88 5.47 0.53
LLap
2.91 5.45 0.53
LLap
1.78 5.46 0.33
LSup
0.03 5.44 0.01
-Mom+ShrLoc
UC
---- ---LSup 0.00
RLap 0.26
LLap 0.26
RLap 0.39
RLap 0.58
LLap 0.58
LLap 0.35
LSup 0.00
Deflect(mm)
Calc Limit
----- ----0.0
0.2 35.7
-0.4 34.9
1.4 34.9
-2.8 34.9
-2.9 34.9
1.9 35.4
-0.3
LAP BOLT SHEAR/BEARING:
Bolt = 14.0 (Gr4.6)
Bay -------Left_Lap------Id Calc Shear Bear
UC
---- ----- ----- ----- ---1
2 0.84 10.47 5.58 0.15
3 0.97 10.47 5.58 0.17
4 2.00 10.47 5.58 0.36
5 2.92 10.47 5.58 0.52
6 1.08 10.47 5.58 0.19
-------Right_Lap-----Calc Shear Bear
UC
----- ----- ----- ---0.84 10.47 5.58 0.15
0.97 10.47 5.58 0.17
2.00 10.47 5.58 0.36
2.92 10.47 5.58 0.52
1.08 10.47 5.58 0.19
LOAD ID 14 : Dead+Collateral+2.0PAT_LL_5
---------------------------------------------------------------------PURLIN ANALYSIS:
--------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
---- ----- ----- ----- ----LExt
0.00
-0.16
1
1.33
-1.69 -2.11
2
1.81
1.40 -1.36 -1.55
3
1.67
1.49 -1.50 -1.69
4
1.57
1.39 -1.60 -1.79
5
2.97
2.58 -3.08 -3.93
6
4.34
3.49
-2.67
RExt
0.38
0.00
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
---- ---- ------ ----- ---LExt RSup -0.16 8.60 0.02
1 RLap -1.69 8.60 0.20
2 LLap
1.40 8.60 0.16
3 RLap -1.50 8.60 0.17
4 RLap -1.60 8.60 0.19
5 RLap -3.08 8.60 0.36
6 LLap
3.49 8.60 0.41
RExt LSup
0.38 8.60 0.04
--------------Moment(kN-m)-------------Left
Left
MidSpan
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
0.00
0
0.03
0.03
-1.63
2486
1.05
2.51
2.51
1.27 -0.56
3387
1.16
1.67
1.67
1.12 -0.94
3126
1.16
1.71
1.71
1.19 -0.60
2939
1.79
2.38
2.38
1.41 -1.62
2700
2.70
5.39
5.39
2.38 -3.17
3948
0.07
0.07
0.00
350
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RSup
0.03 5.80 0.00
MidS -1.63 5.17 0.32
LSup
1.26 5.37 0.23
RLap
1.16 5.52 0.21
RLap
1.79 5.38 0.33
RSup
2.70 5.37 0.50
MidS -3.17 5.17 0.61
LSup
0.07 5.44 0.01
LAP BOLT SHEAR/BEARING:
Bolt = 14.0 (Gr4.6)
Bay -------Left_Lap------Id Calc Shear Bear
UC
---- ----- ----- ----- ----
-------Right_Lap-----Calc Shear Bear
UC
----- ----- ----- ----
Sheet 99 of 231
-Mom+ShrLoc
UC
---- ---LSup 0.00
RLap 0.26
LLap 0.26
RLap 0.25
RLap 0.33
RLap 0.55
LLap 0.55
LSup 0.05
Deflect(mm)
Calc Limit
----- ----0.0
0.0 35.7
0.1 34.9
-0.3 34.9
1.2 34.9
-2.2 34.9
-4.3 35.4
0.9
1
2
3
4
5
6
0.82
1.20
1.22
1.70
1.75
10.47
10.47
10.47
10.47
10.47
5.58
5.58
5.58
5.58
5.58
0.15
0.21
0.22
0.31
0.31
0.82
1.20
1.22
1.70
1.75
10.47
10.47
10.47
10.47
10.47
5.58
5.58
5.58
5.58
5.58
0.15
0.21
0.22
0.31
0.31
LOAD ID 15 : Dead+Collateral+2.0PAT_LL_6
---------------------------------------------------------------------PURLIN ANALYSIS:
--------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
---- ----- ----- ----- ----LExt
0.00
-0.34
1
2.92
-3.28 -4.13
2
1.91
1.50 -1.26 -1.45
3
3.37
2.98 -3.14 -3.53
4
1.76
1.57 -1.42 -1.61
5
3.24
2.85 -2.81 -3.66
6
2.30
1.88
-1.12
RExt
0.19
0.00
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
---- ---- ------ ----- ---LExt RSup -0.34 8.60 0.04
1 RLap -3.28 8.60 0.38
2 LLap
1.50 8.60 0.17
3 RLap -3.14 8.60 0.37
4 LLap
1.57 8.60 0.18
5 LLap
2.85 8.60 0.33
6 LLap
1.88 8.60 0.22
RExt LSup
0.19 8.60 0.02
--------------Moment(kN-m)-------------Left
Left
MidSpan
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
0.00
0
0.05
0.05
-3.84
2662
1.06
3.91
3.91
2.60
0.49
3575
1.97
2.44
2.44
1.33 -2.71
3065
1.78
2.95
2.95
2.37
0.07
3278
1.95
2.48
2.48
1.41 -2.30
2948
1.30
3.78
3.78
2.18 -1.13
4287
0.03
0.03
0.00
350
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RSup
0.05 5.80 0.01
MidS -3.84 5.17 0.74
LLap
2.60 5.31 0.49
MidS -2.71 5.17 0.52
LLap
2.37 5.31 0.45
MidS -2.30 5.17 0.44
LLap
2.18 5.41 0.40
LSup
0.03 5.44 0.01
-Mom+ShrLoc
UC
---- ---LSup 0.00
RLap 0.42
LLap 0.44
RLap 0.46
LLap 0.41
LLap 0.40
LLap 0.40
LSup 0.00
Deflect(mm)
Calc Limit
----- ----1.3
-8.0 35.7
4.9 34.9
-6.2 34.9
4.1 34.9
-5.5 34.9
2.9 35.4
-0.4
LAP BOLT SHEAR/BEARING:
Bolt = 14.0 (Gr4.6)
Bay -------Left_Lap------Id Calc Shear Bear
UC
---- ----- ----- ----- ---1
2 1.27 10.47 5.58 0.23
3 1.75 10.47 5.58 0.31
4 2.11 10.47 5.58 0.38
5 1.77 10.47 5.58 0.32
6 1.23 10.47 5.58 0.22
-------Right_Lap-----Calc Shear Bear
UC
----- ----- ----- ---1.27 10.47 5.58 0.23
1.75 10.47 5.58 0.31
2.11 10.47 5.58 0.38
1.77 10.47 5.58 0.32
1.23 10.47 5.58 0.22
LOAD ID 16 : Dead+Collateral+2.0PAT_LL_7
---------------------------------------------------------------------PURLIN ANALYSIS:
--------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
---- ----- ----- ----- ----LExt
0.00
-0.16
1
1.13
-1.90 -2.31
2
3.66
2.81 -2.85 -3.23
3
1.61
1.42 -1.57 -1.76
--------------Moment(kN-m)-------------Left
Left
MidSpan
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
0.00
0
0.03
0.03
-1.17
2110
2.19
3.81
3.81
1.31 -2.29
3331
1.41
2.47
2.47
1.94
0.07
2997
2.36
2.94
Sheet 100 of 231
4
5
6
RExt
3.52
1.46
4.10
0.38
3.14
1.27
3.25
-2.99
-1.49
-3.37
-1.90
-2.91
0.00
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
---- ---- ------ ----- ---LExt RSup -0.16 8.60 0.02
1 RLap -1.90 8.60 0.22
2 RLap -2.85 8.60 0.33
3 RLap -1.57 8.60 0.18
4 LLap
3.14 8.60 0.37
5 RLap -1.49 8.60 0.17
6 LLap
3.25 8.60 0.38
RExt LSup
0.38 8.60 0.04
2.94
2.46
3.85
0.07
1.78
1.98
1.03
-2.71
0.48
-3.78
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RSup
0.03 5.80 0.00
RLap
2.19 5.41 0.40
MidS -2.29 5.17 0.44
RLap
2.36 5.31 0.44
MidS -2.71 5.17 0.52
RLap
2.55 5.31 0.48
MidS -3.78 5.17 0.73
LSup
0.07 5.44 0.01
3207
2723
3728
350
-Mom+ShrLoc
UC
---- ---LSup 0.00
RLap 0.40
RLap 0.40
RLap 0.41
LLap 0.46
RLap 0.43
LLap 0.41
LSup 0.05
1.35
2.55
2.46
3.85
0.07
0.00
Deflect(mm)
Calc Limit
----- -----0.4
2.9 35.7
-5.5 34.9
4.1 34.9
-6.1 34.9
4.8 34.9
-7.8 35.4
1.4
LAP BOLT SHEAR/BEARING:
Bolt = 14.0 (Gr4.6)
Bay -------Left_Lap------- -------Right_Lap-----Id Calc Shear Bear
UC
Calc Shear Bear
UC
---- ----- ----- ----- ---- ----- ----- ----- ---1
1.24 10.47 5.58 0.22
2 1.24 10.47 5.58 0.22
1.77 10.47 5.58 0.32
3 1.77 10.47 5.58 0.32
2.10 10.47 5.58 0.38
4 2.10 10.47 5.58 0.38
1.76 10.47 5.58 0.32
5 1.76 10.47 5.58 0.32
1.25 10.47 5.58 0.22
6 1.25 10.47 5.58 0.22
================================================================================
Dalal_Setup
Purlin(Surface= 3, Id= 12)
1/31/22 6:11pm
================================================================================
-----------------------------ROOF PURLIN
Surface Id
= 3
Purlin Id
= 12
Offset
= 11080
Edge Strip
= 2598
-----------------------------PURLIN LAYOUT: (Purlin Id= 12)
Bay
Id
---LExt
1
2
3
4
5
6
RExt
Purlin
Part
-------Z250x150
Z250x150
Z250x150
Z250x150
Z250x150
Z250x150
Z250x150
Z250x150
Design
Length
(mm)
-----306
6419
6275
6275
6275
6275
6375
350
---Lap(mm)-Left Right
----- ----770
350
350
350
770
770
350
350
350
770
Load
Width
----976
976
976
976
976
976
976
976
No.
Brace
----0
2
2
2
2
2
2
0
Available
Reduction
Factor
Out
In
---- ---0.00 0.50
0.00 0.70
0.00 0.50
0.00 0.50
0.00 0.50
0.00 0.50
0.00 0.70
0.00 0.50
LOAD ID 1 : Dead+Collateral+Live
---------------------------------------------------------------------PURLIN ANALYSIS:
--------Shear(kN)--------
--------------Moment(kN-m)--------------
Sheet 101 of 231
Bay
Id
---LExt
1
2
3
4
5
6
RExt
Left
Sup
----0.00
3.74
5.14
4.58
4.87
4.33
5.89
0.53
Left
Lap
----3.98
4.06
4.34
3.80
4.73
Right
Lap
-----4.77
-3.79
-4.34
-4.06
-3.96
Right
Sup
-----0.46
-5.93
-4.31
-4.87
-4.59
-5.12
-3.71
0.00
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
---- ---- ------ ----- ---LExt RSup -0.46 8.60 0.05
1 RLap -4.77 8.60 0.56
2 LLap
3.98 8.60 0.46
3 RLap -4.34 8.60 0.51
4 LLap
4.34 8.60 0.50
5 RLap -3.96 8.60 0.46
6 LLap
4.73 8.60 0.55
RExt LSup
0.53 8.60 0.06
Left
Sup
----0.00
0.07
7.11
4.53
5.43
4.55
7.04
0.09
Left
Lap
----3.61
3.02
3.82
3.13
2.95
MidSpan
Mom
Loc
----- ----0.00
0
-4.56
2481
-1.65
3411
-2.44
3042
-2.43
3231
-1.67
2874
-4.48
3911
0.00
350
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RSup
0.07 5.80 0.01
MidS -4.56 5.17 0.88
LSup
3.56 5.37 0.66
RLap
3.82 5.47 0.70
LLap
3.82 5.47 0.70
RSup
3.52 5.37 0.66
MidS -4.48 5.17 0.87
LSup
0.09 5.44 0.02
Right
Lap
-----
-Mom+ShrLoc
UC
---- ---RSup 0.05
RLap 0.72
LLap 0.72
RLap 0.78
LLap 0.78
RLap 0.71
LLap 0.71
LSup 0.06
2.99
3.11
3.82
3.04
3.54
Right
Sup
----0.07
7.11
4.53
5.43
4.55
7.04
0.09
0.00
Deflect(mm)
Calc Limit
----- ----1.6
-8.7 35.7
-1.2 34.9
-3.5 34.9
-3.5 34.9
-1.3 34.9
-8.4 35.4
1.8
LAP BOLT SHEAR/BEARING:
Bolt = 14.0 (Gr4.6)
Bay -------Left_Lap------Id Calc Shear Bear
UC
---- ----- ----- ----- ---1
2 2.31 10.47 5.58 0.41
3 3.24 10.47 5.58 0.58
4 3.88 10.47 5.58 0.70
5 3.25 10.47 5.58 0.58
6 2.29 10.47 5.58 0.41
-------Right_Lap-----Calc Shear Bear
UC
----- ----- ----- ---2.31 10.47 5.58 0.41
3.24 10.47 5.58 0.58
3.88 10.47 5.58 0.70
3.25 10.47 5.58 0.58
2.29 10.47 5.58 0.41
LOAD ID 2 : Dead+Collateral+Snow
---------------------------------------------------------------------PURLIN ANALYSIS:
--------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
---- ----- ----- ----- ----LExt
0.00
-0.16
1
1.33
-1.70 -2.11
2
1.83
1.41 -1.35 -1.53
3
1.63
1.44 -1.54 -1.73
4
1.73
1.54 -1.44 -1.63
5
1.54
1.35 -1.41 -1.82
6
2.09
1.68
-1.32
RExt
0.19
0.00
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
---- ---- ------ ----- ---LExt RSup -0.16 8.60 0.02
1 RLap -1.70 8.60 0.20
2 LLap
1.41 8.60 0.16
--------------Moment(kN-m)-------------Left
Left
MidSpan
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
0.00
0
0.03
0.03
-1.62
2481
1.06
2.53
2.53
1.28 -0.59
3411
1.11
1.61
1.61
1.07 -0.87
3042
1.36
1.93
1.93
1.36 -0.86
3231
1.08
1.62
1.62
1.11 -0.59
2874
1.26
2.50
2.50
1.05 -1.59
3911
0.03
0.03
0.00
350
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RSup
0.03 5.80 0.00
MidS -1.62 5.17 0.31
LSup
1.26 5.37 0.24
Sheet 102 of 231
-Mom+ShrLoc
UC
---- ---LSup 0.00
RLap 0.26
LLap 0.26
Deflect(mm)
Calc Limit
----- ----0.0
0.0 35.7
0.0 34.9
3
4
5
6
RExt
RLap
LLap
RLap
LLap
LSup
-1.54
1.54
-1.41
1.68
0.19
8.60
8.60
8.60
8.60
8.60
0.18
0.18
0.16
0.20
0.02
RLap
LLap
RSup
MidS
LSup
1.36
1.36
1.25
-1.59
0.03
5.47
5.47
5.37
5.17
5.44
0.25
0.25
0.23
0.31
0.01
RLap
LLap
RLap
LLap
LSup
0.28
0.28
0.25
0.25
0.00
0.0
0.0
0.0
0.0
0.0
34.9
34.9
34.9
35.4
LAP BOLT SHEAR/BEARING:
Bolt = 14.0 (Gr4.6)
Bay -------Left_Lap------Id Calc Shear Bear
UC
---- ----- ----- ----- ---1
2 0.82 10.47 5.58 0.15
3 1.15 10.47 5.58 0.21
4 1.38 10.47 5.58 0.25
5 1.16 10.47 5.58 0.21
6 0.81 10.47 5.58 0.15
-------Right_Lap-----Calc Shear Bear
UC
----- ----- ----- ---0.82 10.47 5.58 0.15
1.15 10.47 5.58 0.21
1.38 10.47 5.58 0.25
1.16 10.47 5.58 0.21
0.81 10.47 5.58 0.15
LOAD ID 3 : Dead+Collateral+Snow+Snow_Drift
---------------------------------------------------------------------PURLIN ANALYSIS:
--------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
---- ----- ----- ----- ----LExt
0.00
-0.16
1
1.33
-1.70 -2.11
2
1.83
1.41 -1.35 -1.53
3
1.63
1.44 -1.54 -1.73
4
1.73
1.54 -1.44 -1.63
5
1.54
1.35 -1.41 -1.82
6
2.09
1.68
-1.32
RExt
0.19
0.00
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
---- ---- ------ ----- ---LExt RSup -0.16 8.60 0.02
1 RLap -1.70 8.60 0.20
2 LLap
1.41 8.60 0.16
3 RLap -1.54 8.60 0.18
4 LLap
1.54 8.60 0.18
5 RLap -1.41 8.60 0.16
6 LLap
1.68 8.60 0.20
RExt LSup
0.19 8.60 0.02
--------------Moment(kN-m)-------------Left
Left
MidSpan
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
0.00
0
0.03
0.03
-1.62
2481
1.06
2.53
2.53
1.28 -0.59
3411
1.11
1.61
1.61
1.07 -0.87
3042
1.36
1.93
1.93
1.36 -0.86
3231
1.08
1.62
1.62
1.11 -0.59
2874
1.26
2.50
2.50
1.05 -1.59
3911
0.03
0.03
0.00
350
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RSup
0.03 5.80 0.00
MidS -1.62 5.17 0.31
LSup
1.26 5.37 0.24
RLap
1.36 5.47 0.25
LLap
1.36 5.47 0.25
RSup
1.25 5.37 0.23
MidS -1.59 5.17 0.31
LSup
0.03 5.44 0.01
LAP BOLT SHEAR/BEARING:
Bolt = 14.0 (Gr4.6)
Bay -------Left_Lap------Id Calc Shear Bear
UC
---- ----- ----- ----- ---1
2 0.82 10.47 5.58 0.15
3 1.15 10.47 5.58 0.21
4 1.38 10.47 5.58 0.25
5 1.16 10.47 5.58 0.21
6 0.81 10.47 5.58 0.15
-------Right_Lap-----Calc Shear Bear
UC
----- ----- ----- ---0.82 10.47 5.58 0.15
1.15 10.47 5.58 0.21
1.38 10.47 5.58 0.25
1.16 10.47 5.58 0.21
0.81 10.47 5.58 0.15
Sheet 103 of 231
-Mom+ShrLoc
UC
---- ---LSup 0.00
RLap 0.26
LLap 0.26
RLap 0.28
LLap 0.28
RLap 0.25
LLap 0.25
LSup 0.00
Deflect(mm)
Calc Limit
----- ----0.0
0.0 35.7
0.0 34.9
0.0 34.9
0.0 34.9
0.0 34.9
0.0 35.4
0.0
LOAD ID 4 : Dead+Collateral+Snow+Slide_Snow
---------------------------------------------------------------------PURLIN ANALYSIS:
--------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
---- ----- ----- ----- ----LExt
0.00
-0.16
1
1.33
-1.70 -2.11
2
1.83
1.41 -1.35 -1.53
3
1.63
1.44 -1.54 -1.73
4
1.73
1.54 -1.44 -1.63
5
1.54
1.35 -1.41 -1.82
6
2.09
1.68
-1.32
RExt
0.19
0.00
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
---- ---- ------ ----- ---LExt RSup -0.16 8.60 0.02
1 RLap -1.70 8.60 0.20
2 LLap
1.41 8.60 0.16
3 RLap -1.54 8.60 0.18
4 LLap
1.54 8.60 0.18
5 RLap -1.41 8.60 0.16
6 LLap
1.68 8.60 0.20
RExt LSup
0.19 8.60 0.02
--------------Moment(kN-m)-------------Left
Left
MidSpan
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
0.00
0
0.03
0.03
-1.62
2481
1.06
2.53
2.53
1.28 -0.59
3411
1.11
1.61
1.61
1.07 -0.87
3042
1.36
1.93
1.93
1.36 -0.86
3231
1.08
1.62
1.62
1.11 -0.59
2874
1.26
2.50
2.50
1.05 -1.59
3911
0.03
0.03
0.00
350
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RSup
0.03 5.80 0.00
MidS -1.62 5.17 0.31
LSup
1.26 5.37 0.24
RLap
1.36 5.47 0.25
LLap
1.36 5.47 0.25
RSup
1.25 5.37 0.23
MidS -1.59 5.17 0.31
LSup
0.03 5.44 0.01
-Mom+ShrLoc
UC
---- ---LSup 0.00
RLap 0.26
LLap 0.26
RLap 0.28
LLap 0.28
RLap 0.25
LLap 0.25
LSup 0.00
Deflect(mm)
Calc Limit
----- ----0.0
0.0 35.7
0.0 34.9
0.0 34.9
0.0 34.9
0.0 34.9
0.0 35.4
0.0
LAP BOLT SHEAR/BEARING:
Bolt = 14.0 (Gr4.6)
Bay -------Left_Lap------Id Calc Shear Bear
UC
---- ----- ----- ----- ---1
2 0.82 10.47 5.58 0.15
3 1.15 10.47 5.58 0.21
4 1.38 10.47 5.58 0.25
5 1.16 10.47 5.58 0.21
6 0.81 10.47 5.58 0.15
-------Right_Lap-----Calc Shear Bear
UC
----- ----- ----- ---0.82 10.47 5.58 0.15
1.15 10.47 5.58 0.21
1.38 10.47 5.58 0.25
1.16 10.47 5.58 0.21
0.81 10.47 5.58 0.15
LOAD ID 5 : Dead+Collateral+0.75Live+0.45Wind_Pressure1
---------------------------------------------------------------------PURLIN ANALYSIS:
--------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
---- ----- ----- ----- ----LExt
0.00
-0.52
1
4.18
-5.34 -6.64
2
5.75
4.45 -4.24 -4.83
3
5.13
4.54 -4.86 -5.45
4
5.45
4.86 -4.54 -5.13
5
4.84
4.25 -4.44 -5.73
6
6.59
5.30
-4.15
RExt
0.59
0.00
STRENGTH/DEFLECTION:
Bay -------Shear(kN)------
--------------Moment(kN-m)-------------Left
Left
MidSpan
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
0.00
0
0.08
0.08
-5.11
2481
3.35
7.96
7.96
4.04 -1.84
3411
3.48
5.07
5.07
3.38 -2.73
3042
4.27
6.08
6.08
4.27 -2.72
3231
3.40
5.09
5.09
3.50 -1.87
2874
3.97
7.88
7.88
3.30 -5.01
3911
0.10
0.10
0.00
350
0.00
-----Moment(kN-m)-----
Sheet 104 of 231
-Mom+Shr-
Deflect(mm)
Id
---LExt
1
2
3
4
5
6
RExt
Loc
Calc Limit
UC
---- ------ ----- ---RSup -0.52 8.60 0.06
RLap -5.34 8.60 0.62
LLap
4.45 8.60 0.52
RLap -4.86 8.60 0.57
LLap
4.86 8.60 0.56
RLap -4.44 8.60 0.52
LLap
5.30 8.60 0.62
LSup
0.59 8.60 0.07
Loc
Calc Limit
UC
---- ------ ----- ---RSup
0.08 5.80 0.01
MidS -5.11 5.17 0.99
LSup
3.98 5.37 0.74
RLap
4.27 5.47 0.78
LLap
4.27 5.47 0.78
RSup
3.94 5.37 0.73
MidS -5.01 5.17 0.97
LSup
0.10 5.44 0.02
Loc
---RSup
RLap
LLap
RLap
LLap
RLap
LLap
LSup
UC
---0.06
0.81
0.81
0.87
0.87
0.80
0.80
0.07
Calc Limit
----- ----1.9
-10.4 53.5
-1.4 52.3
-4.1 52.3
-4.1 52.3
-1.5 52.3
-10.0 53.1
2.1
LAP BOLT SHEAR/BEARING:
Bolt = 14.0 (Gr4.6)
Bay -------Left_Lap------Id Calc Shear Bear
UC
---- ----- ----- ----- ---1
2 2.59 10.47 5.58 0.46
3 3.62 10.47 5.58 0.65
4 4.34 10.47 5.58 0.78
5 3.64 10.47 5.58 0.65
6 2.56 10.47 5.58 0.46
-------Right_Lap-----Calc Shear Bear
UC
----- ----- ----- ---2.59 10.47 5.58 0.46
3.62 10.47 5.58 0.65
4.34 10.47 5.58 0.78
3.64 10.47 5.58 0.65
2.56 10.47 5.58 0.46
LOAD ID 6 : Dead+Collateral+0.75Snow+0.45Wind_Pressure1
---------------------------------------------------------------------PURLIN ANALYSIS:
--------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
---- ----- ----- ----- ----LExt
0.00
-0.29
1
2.38
-3.03 -3.77
2
3.27
2.53 -2.41 -2.74
3
2.91
2.58 -2.76 -3.10
4
3.09
2.76 -2.58 -2.92
5
2.75
2.42 -2.52 -3.26
6
3.75
3.01
-2.36
RExt
0.34
0.00
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
---- ---- ------ ----- ---LExt RSup -0.29 8.60 0.03
1 RLap -3.03 8.60 0.35
2 LLap
2.53 8.60 0.29
3 RLap -2.76 8.60 0.32
4 LLap
2.76 8.60 0.32
5 RLap -2.52 8.60 0.29
6 LLap
3.01 8.60 0.35
RExt LSup
0.34 8.60 0.04
--------------Moment(kN-m)-------------Left
Left
MidSpan
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
0.00
0
0.04
0.04
-2.90
2481
1.90
4.52
4.52
2.29 -1.05
3411
1.98
2.88
2.88
1.92 -1.55
3042
2.43
3.45
3.45
2.43 -1.54
3231
1.93
2.89
2.89
1.99 -1.06
2874
2.25
4.48
4.48
1.88 -2.85
3911
0.06
0.06
0.00
350
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RSup
0.04 5.80 0.01
MidS -2.90 5.17 0.56
LSup
2.26 5.37 0.42
RLap
2.43 5.47 0.44
LLap
2.43 5.47 0.44
RSup
2.24 5.37 0.42
MidS -2.85 5.17 0.55
LSup
0.06 5.44 0.01
LAP BOLT SHEAR/BEARING:
Bolt = 14.0 (Gr4.6)
Bay -------Left_Lap------Id Calc Shear Bear
UC
---- ----- ----- ----- ---1
2 1.47 10.47 5.58 0.26
-------Right_Lap-----Calc Shear Bear
UC
----- ----- ----- ---1.47 10.47 5.58 0.26
2.06 10.47 5.58 0.37
Sheet 105 of 231
-Mom+ShrLoc
UC
---- ---LSup 0.00
RLap 0.46
LLap 0.46
RLap 0.49
LLap 0.49
RLap 0.45
LLap 0.45
LSup 0.04
Deflect(mm)
Calc Limit
----- ----0.7
-3.8 53.5
-0.5 52.3
-1.5 52.3
-1.5 52.3
-0.6 52.3
-3.7 53.1
0.8
3
4
5
6
2.06
2.47
2.07
1.45
10.47
10.47
10.47
10.47
5.58
5.58
5.58
5.58
0.37
0.44
0.37
0.26
2.47 10.47
2.07 10.47
1.45 10.47
5.58 0.44
5.58 0.37
5.58 0.26
LOAD ID 7 : Dead+Collateral+0.75Snow+0.45Wind_Pressure1+0.75Snow_Drift
---------------------------------------------------------------------PURLIN ANALYSIS:
--------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
---- ----- ----- ----- ----LExt
0.00
-0.29
1
2.38
-3.03 -3.77
2
3.27
2.53 -2.41 -2.74
3
2.91
2.58 -2.76 -3.10
4
3.09
2.76 -2.58 -2.92
5
2.75
2.42 -2.52 -3.26
6
3.75
3.01
-2.36
RExt
0.34
0.00
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
---- ---- ------ ----- ---LExt RSup -0.29 8.60 0.03
1 RLap -3.03 8.60 0.35
2 LLap
2.53 8.60 0.29
3 RLap -2.76 8.60 0.32
4 LLap
2.76 8.60 0.32
5 RLap -2.52 8.60 0.29
6 LLap
3.01 8.60 0.35
RExt LSup
0.34 8.60 0.04
--------------Moment(kN-m)-------------Left
Left
MidSpan
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
0.00
0
0.04
0.04
-2.90
2481
1.90
4.52
4.52
2.29 -1.05
3411
1.98
2.88
2.88
1.92 -1.55
3042
2.43
3.45
3.45
2.43 -1.54
3231
1.93
2.89
2.89
1.99 -1.06
2874
2.25
4.48
4.48
1.88 -2.85
3911
0.06
0.06
0.00
350
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RSup
0.04 5.80 0.01
MidS -2.90 5.17 0.56
LSup
2.26 5.37 0.42
RLap
2.43 5.47 0.44
LLap
2.43 5.47 0.44
RSup
2.24 5.37 0.42
MidS -2.85 5.17 0.55
LSup
0.06 5.44 0.01
-Mom+ShrLoc
UC
---- ---LSup 0.00
RLap 0.46
LLap 0.46
RLap 0.49
LLap 0.49
RLap 0.45
LLap 0.45
LSup 0.04
Deflect(mm)
Calc Limit
----- ----0.7
-3.8 53.5
-0.5 52.3
-1.5 52.3
-1.5 52.3
-0.6 52.3
-3.7 53.1
0.8
LAP BOLT SHEAR/BEARING:
Bolt = 14.0 (Gr4.6)
Bay -------Left_Lap------Id Calc Shear Bear
UC
---- ----- ----- ----- ---1
2 1.47 10.47 5.58 0.26
3 2.06 10.47 5.58 0.37
4 2.47 10.47 5.58 0.44
5 2.07 10.47 5.58 0.37
6 1.45 10.47 5.58 0.26
-------Right_Lap-----Calc Shear Bear
UC
----- ----- ----- ---1.47 10.47 5.58 0.26
2.06 10.47 5.58 0.37
2.47 10.47 5.58 0.44
2.07 10.47 5.58 0.37
1.45 10.47 5.58 0.26
LOAD ID 8 : Dead+Collateral+0.75Snow+0.45Wind_Pressure1+0.75Slide_Snow
---------------------------------------------------------------------PURLIN ANALYSIS:
--------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
---- ----- ----- ----- ----LExt
0.00
-0.29
1
2.38
-3.03 -3.77
2
3.27
2.53 -2.41 -2.74
3
2.91
2.58 -2.76 -3.10
4
3.09
2.76 -2.58 -2.92
5
2.75
2.42 -2.52 -3.26
--------------Moment(kN-m)-------------Left
Left
MidSpan
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
0.00
0
0.04
0.04
-2.90
2481
1.90
4.52
4.52
2.29 -1.05
3411
1.98
2.88
2.88
1.92 -1.55
3042
2.43
3.45
3.45
2.43 -1.54
3231
1.93
2.89
2.89
1.99 -1.06
2874
2.25
4.48
Sheet 106 of 231
6
RExt
3.75
0.34
3.01
-2.36
0.00
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
---- ---- ------ ----- ---LExt RSup -0.29 8.60 0.03
1 RLap -3.03 8.60 0.35
2 LLap
2.53 8.60 0.29
3 RLap -2.76 8.60 0.32
4 LLap
2.76 8.60 0.32
5 RLap -2.52 8.60 0.29
6 LLap
3.01 8.60 0.35
RExt LSup
0.34 8.60 0.04
4.48
0.06
1.88
-2.85
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RSup
0.04 5.80 0.01
MidS -2.90 5.17 0.56
LSup
2.26 5.37 0.42
RLap
2.43 5.47 0.44
LLap
2.43 5.47 0.44
RSup
2.24 5.37 0.42
MidS -2.85 5.17 0.55
LSup
0.06 5.44 0.01
3911
350
-Mom+ShrLoc
UC
---- ---LSup 0.00
RLap 0.46
LLap 0.46
RLap 0.49
LLap 0.49
RLap 0.45
LLap 0.45
LSup 0.04
0.06
0.00
Deflect(mm)
Calc Limit
----- ----0.7
-3.8 53.5
-0.5 52.3
-1.5 52.3
-1.5 52.3
-0.6 52.3
-3.7 53.1
0.8
LAP BOLT SHEAR/BEARING:
Bolt = 14.0 (Gr4.6)
Bay -------Left_Lap------Id Calc Shear Bear
UC
---- ----- ----- ----- ---1
2 1.47 10.47 5.58 0.26
3 2.06 10.47 5.58 0.37
4 2.47 10.47 5.58 0.44
5 2.07 10.47 5.58 0.37
6 1.45 10.47 5.58 0.26
-------Right_Lap-----Calc Shear Bear
UC
----- ----- ----- ---1.47 10.47 5.58 0.26
2.06 10.47 5.58 0.37
2.47 10.47 5.58 0.44
2.07 10.47 5.58 0.37
1.45 10.47 5.58 0.26
LOAD ID 9 : 0.6Dead+0.6Wind_Suction1
---------------------------------------------------------------------PURLIN ANALYSIS:
--------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
---- ----- ----- ----- ----LExt
0.00
0.33
1 -2.71
3.46
4.31
2 -3.73 -2.89
2.75
3.13
3 -3.33 -2.94
3.15
3.53
4 -3.53 -3.15
2.95
3.33
5 -3.14 -2.76
2.88
3.72
6 -4.28 -3.44
2.69
RExt -0.38
0.00
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
---- ---- ------ ----- ---LExt RSup
0.33 8.60 0.04
1 RLap
3.46 8.60 0.40
2 LLap -2.89 8.60 0.34
3 RLap
3.15 8.60 0.37
4 LLap -3.15 8.60 0.37
5 RLap
2.88 8.60 0.33
6 LLap -3.44 8.60 0.40
RExt LSup -0.38 8.60 0.04
--------------Moment(kN-m)-------------Left
Left
MidSpan
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
0.00
0
-0.05
-0.05
3.31
2481 -2.17 -5.16
-5.16 -2.62
1.19
3411 -2.26 -3.29
-3.29 -2.19
1.77
3042 -2.77 -3.94
-3.94 -2.77
1.76
3231 -2.21 -3.30
-3.30 -2.27
1.21
2874 -2.57 -5.11
-5.11 -2.14
3.25
3911
-0.07
-0.07
0.00
350
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RSup -0.05 5.17 0.01
MidS
3.31 5.27 0.63
LLap -2.62 5.17 0.51
RLap -2.77 5.17 0.54
LLap -2.77 5.17 0.54
RLap -2.57 5.17 0.50
MidS
3.25 5.27 0.62
LSup -0.07 5.17 0.01
LAP BOLT SHEAR/BEARING:
Bolt = 14.0 (Gr4.6)
Sheet 107 of 231
-Mom+ShrLoc
UC
---- ---LSup 0.00
RLap 0.52
LLap 0.53
RLap 0.56
LLap 0.56
RLap 0.52
LLap 0.52
LSup 0.05
Deflect(mm)
Calc Limit
----- -----2.0
11.2 53.5
1.5 52.3
4.4 52.3
4.4 52.3
1.6 52.3
10.8 53.1
-2.2
Bay -------Left_Lap------Id Calc Shear Bear
UC
---- ----- ----- ----- ---1
2 1.68 10.47 5.58 0.30
3 2.35 10.47 5.58 0.42
4 2.82 10.47 5.58 0.50
5 2.36 10.47 5.58 0.42
6 1.66 10.47 5.58 0.30
-------Right_Lap-----Calc Shear Bear
UC
----- ----- ----- ---1.68 10.47 5.58 0.30
2.35 10.47 5.58 0.42
2.82 10.47 5.58 0.50
2.36 10.47 5.58 0.42
1.66 10.47 5.58 0.30
LOAD ID 10 : Dead+Collateral+2.0PAT_LL_1
---------------------------------------------------------------------PURLIN ANALYSIS:
--------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
---- ----- ----- ----- ----LExt
0.00
-0.34
1
2.69
-3.52 -4.37
2
3.94
3.09 -2.57 -2.96
3
1.78
1.60 -1.39 -1.58
4
1.69
1.50 -1.49 -1.67
5
1.55
1.36 -1.40 -1.81
6
2.09
1.68
-1.32
RExt
0.19
0.00
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
---- ---- ------ ----- ---LExt RSup -0.34 8.60 0.04
1 RLap -3.52 8.60 0.41
2 LLap
3.09 8.60 0.36
3 LLap
1.60 8.60 0.19
4 LLap
1.50 8.60 0.17
5 RLap -1.40 8.60 0.16
6 LLap
1.68 8.60 0.20
RExt LSup
0.19 8.60 0.02
--------------Moment(kN-m)-------------Left
Left
MidSpan
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
0.00
0
0.05
0.05
-3.23
2444
2.41
5.45
5.45
2.74 -1.61
3585
1.40
2.37
2.37
1.78 -0.60
3332
1.20
1.71
1.71
1.16 -0.94
3148
1.13
1.68
1.68
1.17 -0.57
2897
1.25
2.49
2.49
1.03 -1.60
3906
0.03
0.03
0.00
350
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RSup
0.05 5.80 0.01
MidS -3.23 5.17 0.62
LSup
2.72 5.37 0.51
LLap
1.78 5.38 0.33
LLap
1.16 5.52 0.21
RSup
1.24 5.37 0.23
MidS -1.60 5.17 0.31
LSup
0.03 5.44 0.01
-Mom+ShrLoc
UC
---- ---LSup 0.00
RLap 0.55
LLap 0.56
LLap 0.33
LLap 0.25
RLap 0.25
LLap 0.25
LSup 0.00
Deflect(mm)
Calc Limit
----- ----0.8
-4.5 35.7
-2.2 34.9
1.2 34.9
-0.3 34.9
0.1 34.9
0.0 35.4
0.0
LAP BOLT SHEAR/BEARING:
Bolt = 14.0 (Gr4.6)
Bay -------Left_Lap------Id Calc Shear Bear
UC
---- ----- ----- ----- ---1
2 1.77 10.47 5.58 0.32
3 1.69 10.47 5.58 0.30
4 1.23 10.47 5.58 0.22
5 1.20 10.47 5.58 0.22
6 0.81 10.47 5.58 0.14
-------Right_Lap-----Calc Shear Bear
UC
----- ----- ----- ---1.77 10.47 5.58 0.32
1.69 10.47 5.58 0.30
1.23 10.47 5.58 0.22
1.20 10.47 5.58 0.22
0.81 10.47 5.58 0.14
LOAD ID 11 : Dead+Collateral+2.0PAT_LL_2
---------------------------------------------------------------------PURLIN ANALYSIS:
--------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
---- ----- ----- ----- ----LExt
0.00
-0.16
--------------Moment(kN-m)-------------Left
Left
MidSpan
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
0.00
0
0.03
Sheet 108 of 231
1
2
3
4
5
6
RExt
1.20
3.33
3.65
1.91
1.49
2.11
0.19
2.49
3.27
1.72
1.30
1.69
-1.83
-3.18
-2.86
-1.26
-1.46
-2.24
-3.56
-3.24
-1.45
-1.87
-1.31
0.00
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
---- ---- ------ ----- ---LExt RSup -0.16 8.60 0.02
1 RLap -1.83 8.60 0.21
2 RLap -3.18 8.60 0.37
3 LLap
3.27 8.60 0.38
4 LLap
1.72 8.60 0.20
5 RLap -1.46 8.60 0.17
6 LLap
1.69 8.60 0.20
RExt LSup
0.19 8.60 0.02
0.03
3.36
4.09
2.81
1.37
2.57
0.03
1.12
2.88
2.17
0.88
1.11
-1.32
-1.69
-1.98
-0.60
-0.70
-1.57
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RSup
0.03 5.80 0.00
RLap
1.80 5.46 0.33
RLap
2.91 5.45 0.53
LLap
2.88 5.47 0.53
LLap
2.17 5.35 0.41
RSup
1.29 5.37 0.24
MidS -1.57 5.17 0.30
LSup
0.03 5.44 0.01
2239
3032
3323
3565
2779
3931
350
-Mom+ShrLoc
UC
---- ---LSup 0.00
RLap 0.35
RLap 0.58
LLap 0.58
LLap 0.39
RLap 0.26
LLap 0.26
LSup 0.00
1.80
2.91
1.74
0.89
1.29
3.36
4.09
2.81
1.37
2.57
0.03
0.00
Deflect(mm)
Calc Limit
----- -----0.2
1.9 35.7
-2.9 34.9
-2.8 34.9
1.4 34.9
-0.4 34.9
0.2 35.4
0.0
LAP BOLT SHEAR/BEARING:
Bolt = 14.0 (Gr4.6)
Bay -------Left_Lap------Id Calc Shear Bear
UC
---- ----- ----- ----- ---1
2 1.09 10.47 5.58 0.20
3 2.92 10.47 5.58 0.52
4 2.00 10.47 5.58 0.36
5 0.98 10.47 5.58 0.18
6 0.84 10.47 5.58 0.15
-------Right_Lap-----Calc Shear Bear
UC
----- ----- ----- ---1.09 10.47 5.58 0.20
2.92 10.47 5.58 0.52
2.00 10.47 5.58 0.36
0.98 10.47 5.58 0.18
0.84 10.47 5.58 0.15
LOAD ID 12 : Dead+Collateral+2.0PAT_LL_3
---------------------------------------------------------------------PURLIN ANALYSIS:
--------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
---- ----- ----- ----- ----LExt
0.00
-0.16
1
1.37
-1.66 -2.07
2
1.65
1.24 -1.52 -1.71
3
3.14
2.76 -3.37 -3.75
4
3.75
3.37 -2.76 -3.14
5
1.72
1.53 -1.23 -1.64
6
2.06
1.64
-1.36
RExt
0.19
0.00
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
---- ---- ------ ----- ---LExt RSup -0.16 8.60 0.02
1 RLap -1.66 8.60 0.19
2 RLap -1.52 8.60 0.18
3 RLap -3.37 8.60 0.39
4 LLap
3.37 8.60 0.39
5 LLap
1.53 8.60 0.18
6 LLap
1.64 8.60 0.19
--------------Moment(kN-m)-------------Left
Left
MidSpan
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
0.00
0
0.03
0.03
-1.72
2551
0.85
2.29
2.29
1.18 -0.25
3078
1.92
2.49
2.49
1.45 -2.01
2861
3.15
4.39
4.39
3.15 -2.00
3413
1.46
2.49
2.49
1.93 -0.26
3207
1.15
2.26
2.26
0.84 -1.69
3840
0.03
0.03
0.00
350
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RSup
0.03 5.80 0.00
MidS -1.72 5.17 0.33
RLap
1.92 5.33 0.36
RLap
3.15 5.45 0.58
LLap
3.15 5.45 0.58
LLap
1.93 5.33 0.36
MidS -1.69 5.17 0.33
Sheet 109 of 231
-Mom+ShrLoc
UC
---- ---LSup 0.00
RLap 0.23
RLap 0.35
RLap 0.62
LLap 0.62
LLap 0.35
LLap 0.23
Deflect(mm)
Calc Limit
----- ----0.1
-0.6 35.7
1.4 34.9
-2.9 34.9
-2.9 34.9
1.4 34.9
-0.5 35.4
RExt
LSup
0.19
8.60 0.02
LSup
0.03
5.44 0.01
LSup 0.00
0.1
LAP BOLT SHEAR/BEARING:
Bolt = 14.0 (Gr4.6)
Bay -------Left_Lap------Id Calc Shear Bear
UC
---- ----- ----- ----- ---1
2 0.74 10.47 5.58 0.13
3 1.78 10.47 5.58 0.32
4 3.14 10.47 5.58 0.56
5 1.78 10.47 5.58 0.32
6 0.73 10.47 5.58 0.13
-------Right_Lap-----Calc Shear Bear
UC
----- ----- ----- ---0.74 10.47 5.58 0.13
1.78 10.47 5.58 0.32
3.14 10.47 5.58 0.56
1.78 10.47 5.58 0.32
0.73 10.47 5.58 0.13
LOAD ID 13 : Dead+Collateral+2.0PAT_LL_4
---------------------------------------------------------------------PURLIN ANALYSIS:
--------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
---- ----- ----- ----- ----LExt
0.00
-0.16
1
1.32
-1.71 -2.12
2
1.88
1.47 -1.30 -1.48
3
1.45
1.26 -1.72 -1.91
4
3.24
2.86 -3.27 -3.65
5
3.57
3.18 -2.48 -3.33
6
2.23
1.81
-1.19
RExt
0.19
0.00
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
---- ---- ------ ----- ---LExt RSup -0.16 8.60 0.02
1 RLap -1.71 8.60 0.20
2 LLap
1.47 8.60 0.17
3 RLap -1.72 8.60 0.20
4 RLap -3.27 8.60 0.38
5 LLap
3.18 8.60 0.37
6 LLap
1.81 8.60 0.21
RExt LSup
0.19 8.60 0.02
--------------Moment(kN-m)-------------Left
Left
MidSpan
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
0.00
0
0.03
0.03
-1.60
2461
1.13
2.60
2.60
1.31 -0.69
3505
0.88
1.36
1.36
0.89 -0.60
2708
2.17
2.81
2.81
1.74 -1.98
2951
2.88
4.09
4.09
2.91 -1.70
3247
1.10
3.34
3.34
1.78 -1.29
4155
0.03
0.03
0.00
350
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RSup
0.03 5.80 0.00
MidS -1.60 5.17 0.31
LSup
1.30 5.37 0.24
RLap
2.17 5.35 0.41
RLap
2.88 5.47 0.53
LLap
2.91 5.45 0.53
LLap
1.78 5.46 0.33
LSup
0.03 5.44 0.01
-Mom+ShrLoc
UC
---- ---LSup 0.00
RLap 0.26
LLap 0.26
RLap 0.39
RLap 0.58
LLap 0.58
LLap 0.35
LSup 0.00
Deflect(mm)
Calc Limit
----- ----0.0
0.2 35.7
-0.4 34.9
1.4 34.9
-2.8 34.9
-2.9 34.9
1.9 35.4
-0.3
LAP BOLT SHEAR/BEARING:
Bolt = 14.0 (Gr4.6)
Bay -------Left_Lap------Id Calc Shear Bear
UC
---- ----- ----- ----- ---1
2 0.84 10.47 5.58 0.15
3 0.97 10.47 5.58 0.17
4 2.00 10.47 5.58 0.36
5 2.92 10.47 5.58 0.52
6 1.08 10.47 5.58 0.19
-------Right_Lap-----Calc Shear Bear
UC
----- ----- ----- ---0.84 10.47 5.58 0.15
0.97 10.47 5.58 0.17
2.00 10.47 5.58 0.36
2.92 10.47 5.58 0.52
1.08 10.47 5.58 0.19
LOAD ID 14 : Dead+Collateral+2.0PAT_LL_5
---------------------------------------------------------------------PURLIN ANALYSIS:
Sheet 110 of 231
Bay
Id
---LExt
1
2
3
4
5
6
RExt
--------Shear(kN)-------Left
Left Right Right
Sup
Lap
Lap
Sup
----- ----- ----- ----0.00
-0.16
1.33
-1.69 -2.11
1.81
1.40 -1.36 -1.55
1.67
1.49 -1.50 -1.69
1.57
1.39 -1.60 -1.79
2.97
2.58 -3.08 -3.93
4.34
3.49
-2.67
0.38
0.00
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
---- ---- ------ ----- ---LExt RSup -0.16 8.60 0.02
1 RLap -1.69 8.60 0.20
2 LLap
1.40 8.60 0.16
3 RLap -1.50 8.60 0.17
4 RLap -1.60 8.60 0.19
5 RLap -3.08 8.60 0.36
6 LLap
3.49 8.60 0.41
RExt LSup
0.38 8.60 0.04
--------------Moment(kN-m)-------------Left
Left
MidSpan
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
0.00
0
0.03
0.03
-1.63
2486
1.05
2.51
2.51
1.27 -0.56
3387
1.16
1.67
1.67
1.12 -0.94
3126
1.16
1.71
1.71
1.19 -0.60
2939
1.79
2.38
2.38
1.41 -1.62
2700
2.70
5.39
5.39
2.38 -3.17
3948
0.07
0.07
0.00
350
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RSup
0.03 5.80 0.00
MidS -1.63 5.17 0.32
LSup
1.26 5.37 0.23
RLap
1.16 5.52 0.21
RLap
1.79 5.38 0.33
RSup
2.70 5.37 0.50
MidS -3.17 5.17 0.61
LSup
0.07 5.44 0.01
-Mom+ShrLoc
UC
---- ---LSup 0.00
RLap 0.26
LLap 0.26
RLap 0.25
RLap 0.33
RLap 0.55
LLap 0.55
LSup 0.05
Deflect(mm)
Calc Limit
----- ----0.0
0.0 35.7
0.1 34.9
-0.3 34.9
1.2 34.9
-2.2 34.9
-4.3 35.4
0.9
LAP BOLT SHEAR/BEARING:
Bolt = 14.0 (Gr4.6)
Bay -------Left_Lap------Id Calc Shear Bear
UC
---- ----- ----- ----- ---1
2 0.82 10.47 5.58 0.15
3 1.20 10.47 5.58 0.21
4 1.22 10.47 5.58 0.22
5 1.70 10.47 5.58 0.31
6 1.75 10.47 5.58 0.31
-------Right_Lap-----Calc Shear Bear
UC
----- ----- ----- ---0.82 10.47 5.58 0.15
1.20 10.47 5.58 0.21
1.22 10.47 5.58 0.22
1.70 10.47 5.58 0.31
1.75 10.47 5.58 0.31
LOAD ID 15 : Dead+Collateral+2.0PAT_LL_6
---------------------------------------------------------------------PURLIN ANALYSIS:
--------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
---- ----- ----- ----- ----LExt
0.00
-0.34
1
2.92
-3.28 -4.13
2
1.91
1.50 -1.26 -1.45
3
3.37
2.98 -3.14 -3.53
4
1.76
1.57 -1.42 -1.61
5
3.24
2.85 -2.81 -3.66
6
2.30
1.88
-1.12
RExt
0.19
0.00
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
---- ---- ------ ----- ---LExt RSup -0.34 8.60 0.04
1 RLap -3.28 8.60 0.38
--------------Moment(kN-m)-------------Left
Left
MidSpan
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
0.00
0
0.05
0.05
-3.84
2662
1.06
3.91
3.91
2.60
0.49
3575
1.97
2.44
2.44
1.33 -2.71
3065
1.78
2.95
2.95
2.37
0.07
3278
1.95
2.48
2.48
1.41 -2.30
2948
1.30
3.78
3.78
2.18 -1.13
4287
0.03
0.03
0.00
350
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RSup
0.05 5.80 0.01
MidS -3.84 5.17 0.74
Sheet 111 of 231
-Mom+ShrLoc
UC
---- ---LSup 0.00
RLap 0.42
Deflect(mm)
Calc Limit
----- ----1.3
-8.0 35.7
2
3
4
5
6
RExt
LLap
RLap
LLap
LLap
LLap
LSup
1.50
-3.14
1.57
2.85
1.88
0.19
8.60
8.60
8.60
8.60
8.60
8.60
0.17
0.37
0.18
0.33
0.22
0.02
LLap
MidS
LLap
MidS
LLap
LSup
2.60
-2.71
2.37
-2.30
2.18
0.03
5.31
5.17
5.31
5.17
5.41
5.44
0.49
0.52
0.45
0.44
0.40
0.01
LLap
RLap
LLap
LLap
LLap
LSup
0.44
0.46
0.41
0.40
0.40
0.00
4.9
-6.2
4.1
-5.5
2.9
-0.4
34.9
34.9
34.9
34.9
35.4
LAP BOLT SHEAR/BEARING:
Bolt = 14.0 (Gr4.6)
Bay -------Left_Lap------Id Calc Shear Bear
UC
---- ----- ----- ----- ---1
2 1.27 10.47 5.58 0.23
3 1.75 10.47 5.58 0.31
4 2.11 10.47 5.58 0.38
5 1.77 10.47 5.58 0.32
6 1.23 10.47 5.58 0.22
-------Right_Lap-----Calc Shear Bear
UC
----- ----- ----- ---1.27 10.47 5.58 0.23
1.75 10.47 5.58 0.31
2.11 10.47 5.58 0.38
1.77 10.47 5.58 0.32
1.23 10.47 5.58 0.22
LOAD ID 16 : Dead+Collateral+2.0PAT_LL_7
---------------------------------------------------------------------PURLIN ANALYSIS:
--------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
---- ----- ----- ----- ----LExt
0.00
-0.16
1
1.13
-1.90 -2.31
2
3.66
2.81 -2.85 -3.23
3
1.61
1.42 -1.57 -1.76
4
3.52
3.14 -2.99 -3.37
5
1.46
1.27 -1.49 -1.90
6
4.10
3.25
-2.91
RExt
0.38
0.00
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
---- ---- ------ ----- ---LExt RSup -0.16 8.60 0.02
1 RLap -1.90 8.60 0.22
2 RLap -2.85 8.60 0.33
3 RLap -1.57 8.60 0.18
4 LLap
3.14 8.60 0.37
5 RLap -1.49 8.60 0.17
6 LLap
3.25 8.60 0.38
RExt LSup
0.38 8.60 0.04
--------------Moment(kN-m)-------------Left
Left
MidSpan
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
0.00
0
0.03
0.03
-1.17
2110
2.19
3.81
3.81
1.31 -2.29
3331
1.41
2.47
2.47
1.94
0.07
2997
2.36
2.94
2.94
1.78 -2.71
3207
1.35
2.46
2.46
1.98
0.48
2723
2.55
3.85
3.85
1.03 -3.78
3728
0.07
0.07
0.00
350
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RSup
0.03 5.80 0.00
RLap
2.19 5.41 0.40
MidS -2.29 5.17 0.44
RLap
2.36 5.31 0.44
MidS -2.71 5.17 0.52
RLap
2.55 5.31 0.48
MidS -3.78 5.17 0.73
LSup
0.07 5.44 0.01
LAP BOLT SHEAR/BEARING:
Bolt = 14.0 (Gr4.6)
Bay -------Left_Lap------Id Calc Shear Bear
UC
---- ----- ----- ----- ---1
2 1.24 10.47 5.58 0.22
3 1.77 10.47 5.58 0.32
4 2.10 10.47 5.58 0.38
5 1.76 10.47 5.58 0.32
6 1.25 10.47 5.58 0.22
-------Right_Lap-----Calc Shear Bear
UC
----- ----- ----- ---1.24 10.47 5.58 0.22
1.77 10.47 5.58 0.32
2.10 10.47 5.58 0.38
1.76 10.47 5.58 0.32
1.25 10.47 5.58 0.22
Sheet 112 of 231
-Mom+ShrLoc
UC
---- ---LSup 0.00
RLap 0.40
RLap 0.40
RLap 0.41
LLap 0.46
RLap 0.43
LLap 0.41
LSup 0.05
Deflect(mm)
Calc Limit
----- -----0.4
2.9 35.7
-5.5 34.9
4.1 34.9
-6.1 34.9
4.8 34.9
-7.8 35.4
1.4
(C.2) Side Wall Girts at G.L- 1
Sheet 113 of 231
*===============================================================================
*Dalal_Setup
Sidewall Design Input
1/30/22 3:24pm
*===============================================================================
*( 1)JOBID:
'Dalal_Setup'
*( 2)PROGRAM OPTIONS:
*Sidewall Run
Run
Lap
*
Id
Girt
Panel Stiff
'B'
'Y'
'Y'
0.80
*( 3)DESIGN CODE:
*Design ---Steel_Code--* Code
Cold
Hot
'WS' 'NAUS07 ' 'AISC10'
---Build--Country Code
Year
'
' 'IBC ' '18'
Code
Seismic
Label
Zone
'IBC 18 ' 'D '
*( 4)DESIGN CONSTANTS:
*
---Strength_Factors-* Stress_Ratio
---Seismic--* Girt
Panel
Wind
Frame Brace
0.99
0.99 1.0000 1.5300 1.7000
*( 5)STEEL YIELDS:
* Web
Flg C_Sec
345
345
345
W_Sec
345
*( 6)DEFLECTION LIMITS:
* ---Girt--- --Panel--* Wall Facia Wall Facia
90. 120.
90. 120.
*( 7)REPORTS:
*
Input Wall
*
Echo
Girt
'N'
'Y'
Door
Jamb
'Y'
*( 8)BUILDING TYPE:
* Build
L_Expand_EW
* Type
Use Offset
'FF-'
'N ' 350.0
*( 9)SURFACE SHAPE:
* No.
X_Coord
* Surf
(mm)
4
0.0
12990.0
25980.0
25980.0
R_Sec
245
P_Sec
345
T_Sec
345
U_Sec
248
EP
345
BP
345
Base
Elev
0.0
0.0
Set
Depth
0.0
0.0
Part
Wall
90.
Wall
Panel
'Y'
R_Expand_EW
Use Offset
'Y ' 350.0
Y_Coord
(mm)
11000.0
12039.2
11000.0
0.0
Offset
(mm)
6.0
256.0
256.0
6.0
*(10)SIDEWALL BAY SPACING:
* Sets_Of
Bay
No.
* Bays
Width Bays
3
6725.0
1
6275.0
4
6725.0
1
*(11)FRAMED OPENINGS:
* No. Open Bay
Open
*Open Id Id
Width
2
3
5
1000.0
3
6
1000.0
Open
Height
2100.0
2100.0
Open
Offset
2645.0
2645.0
Open
Type
11
11
Sill
Height
0.0
0.0
Sheet 114 of 231
Member Remove
Select Panel
'C'
'Y'
'C'
'Y'
*(12)PARTIAL WALLS:
*
--Bay_Id*No. Id Use Start End
0
*(13)GIRT DESIGN:
* Girt
Flg_Brace
* Type
Out
In
'ZB'
'C' 'Y'
----Offset---Start
End
Set
Depth
200.0
*(14)GIRT LOCATION:
* Set
No.
Girt
* Loc Girt
Location
'Y'
8
1200.0
2400.0
9800.0
*(15)SPECIAL GIRT:
* Sets_Of --Bay_Id-* Girts
Start End
0
Girt Girt
Height Type
Elev
*(18)FACIA/PARAPET GIRTS:
*Ext ----Top---- --Interior*Id Type Rotate Type Rotate
*(19)BASIC
*
* Basic
* Wind
1.279
LOADS:
---Deflection--Load_Ratio
Snow Wind Seis
1.00 1.00 1.00
4800.0
Girt
Rotate
Insulation
Use Thick
'N'
0.0
*(17)FACIA/PARAPET:
*
Location
* No.
Ext Facia Bay Bay
* Ext
Id Type Start End
0
----Panel---Part
Opt
Set
Max
Max_Unbr
Lap
Space
Length
0.0 2400.0
2500.0
3600.0
*(16)PANELS/GUTTERS:
* Wall
-----Gutter----* Panel
Use Type Width
'DPan 40 ' '-' 'N'
0.0
Jamb Base Top Full_Load
Height Type Type Type Girt Col
Height
---Gutter-Type Rotate
6000.0
7200.0
Use
Stand
Seam
'N'
Edge_Extend
Left
Right
(mm)
(mm)
Ext
Mount
---Back_Panel--- Angle
Part
Rotate Spacing
Wind
Load ---Seismic--Factor
Dead
Coeff
0.60 0.0957 0.0000
Sheet 115 of 231
8400.0
================================================================================
Dalal_Setup
Sidewall Design Code
1/31/22 5:53pm
================================================================================
STRUCTURAL CODE:
Design Basis
: WS - Working Stress
Hot Rolled Steel : AISC10
Cold Formed Steel : NAUS07
BUILDING CODE:
Wind Code
Seismic Zone
: IBC
: D
18
MODULUS OF ELASTICITY
Hot Rolled Steel : 199955 (MN/m2)
Cold Formed Steel : 203403 (MN/m2)
================================================================================
Dalal_Setup
Bypass Girt Design Summary
1/31/22 5:53pm
================================================================================
GIRT LAYOUT:
Des Bay
Locate Id Id
------ --- --1200
1
1
2
3
4
5
2
5
6
3
6
------ --- --2400
4
1
2
3
4
5
6
------ --- --3600
5
1
2
3
4
5
6
------ --- --4800
6
1
2
3
4
5
6
------ --- --6000
7
1
2
3
4
5
Part
-------Z200x150
Z200x150
Z200x150
Z200x150
Z200x150
Z200x150
Z200x150
Z200x150
-------Z200x150
Z200x150
Z200x150
Z200x150
Z200x150
Z200x300
-------Z200x150
Z200x150
Z200x150
Z200x150
Z200x150
Z200x300
-------Z200x150
Z200x150
Z200x150
Z200x150
Z200x150
Z200x300
-------Z200x150
Z200x150
Z200x150
Z200x150
Z200x150
Bay_Offset
Start
End
----- ----350 6725
0 6275
0 6275
0 6275
0 2645
3645 6275
0 2645
3645 6725
----- ----350 6725
0 6275
0 6275
0 6275
0 6275
0 6725
----- ----350 6725
0 6275
0 6275
0 6275
0 6275
0 6725
----- ----350 6725
0 6275
0 6275
0 6275
0 6275
0 6725
----- ----350 6725
0 6275
0 6275
0 6275
0 6275
Design
Length
-----6375
6275
6275
6275
2543
2528
2543
2877
-----6375
6275
6275
6275
6275
6623
-----6375
6275
6275
6275
6275
6623
-----6375
6275
6275
6275
6275
6623
-----6375
6275
6275
6275
6275
----Lap---Left Right
----- ----0
770
770
770
770
770
770
770
770
0
0
770
770
0
0
0
----- ----0
770
770
770
770
770
770
770
770
770
770
0
----- ----0
770
770
770
770
770
770
770
770
770
770
0
----- ----0
770
770
770
770
770
770
770
770
770
770
0
----- ----0
770
770
770
770
770
770
770
770
770
Sheet 116 of 231
Weight
-----30
33
33
33
14
14
14
12
-----30
33
33
33
33
61
-----30
33
33
33
33
61
-----30
33
33
33
33
61
-----30
33
33
33
33
----Max_Load--Id
UC Report
-- ---- ------WS 0.92 Moment
WS 0.72 Moment
WS 0.58 Moment
WS 0.58 Moment
WS 0.39 Moment
WS 0.14 Moment
WS 0.14 Moment
WS 0.33 Moment
-- ---- ------WS 0.92 Moment
WS 0.71 Moment
WS 0.56 Moment
WS 0.56 Moment
WS 0.83 Moment
WS 0.52 Moment
-- ---- ------WS 0.92 Moment
WS 0.71 Moment
WS 0.55 Moment
WS 0.55 Moment
WS 0.70 Moment
WS 0.42 Moment
-- ---- ------WS 0.92 Moment
WS 0.71 Moment
WS 0.55 Moment
WS 0.55 Moment
WS 0.70 Moment
WS 0.42 Moment
-- ---- ------WS 0.92 Moment
WS 0.71 Moment
WS 0.55 Moment
WS 0.55 Moment
WS 0.70 Moment
Rot
--D
D
D
D
D
D
D
D
--D
D
D
D
D
D
--D
D
D
D
D
D
--D
D
D
D
D
D
--D
D
D
D
D
6 Z200x300
0 6725
6623
770
0
61
------ --- --- -------- ----- ----- ------ ----- ----- -----7200
8
1 Z200x150
350 6725
6375
0
770
30
2 Z200x150
0 6275
6275
770
770
33
3 Z200x150
0 6275
6275
770
770
33
4 Z200x150
0 6275
6275
770
770
33
5 Z200x150
0 6275
6275
770
770
33
6 Z200x300
0 6725
6623
770
0
61
------ --- --- -------- ----- ----- ------ ----- ----- -----8400
9
1 Z200x300
350 6725
6375
0
770
59
2 Z200x150
0 6275
6275
770
770
33
3 Z200x150
0 6275
6275
770
770
33
4 Z200x150
0 6275
6275
770
770
33
5 Z200x150
0 6275
6275
770
770
33
6 Z200x300
0 6725
6623
770
0
61
------ --- --- -------- ----- ----- ------ ----- ----- -----9800 10
1 Z200x150
350 6725
6375
0
770
30
2 Z200x150
0 6275
6275
770
770
33
3 Z200x150
0 6275
6275
770
770
33
4 Z200x150
0 6275
6275
770
770
33
5 Z200x150
0 6275
6275
770
770
33
6 Z200x300
0 6725
6623
770
0
61
WS
-WS
WS
WS
WS
WS
WS
-WS
WS
WS
WS
WS
WS
-WS
WS
WS
WS
WS
WS
0.42
---0.92
0.71
0.55
0.55
0.70
0.42
---0.40
0.70
0.60
0.60
0.76
0.46
---0.92
0.71
0.55
0.55
0.70
0.42
Moment
D
------- --Moment
D
Moment
D
Moment
D
Moment
D
Moment
D
Moment
D
------- --Moment
D
Moment
D
Moment
D
Moment
D
Moment
D
Moment
D
------- --Moment
D
Moment
D
Moment
D
Moment
D
Moment
D
Moment
D
WS - Wind_Suction
GIRT INSIDE FLANGE BRACE:
No._Brace/Bay
1
2
3
4
5
6
--- --- --- --- --- --2
2
2
2
2
2
================================================================================
Dalal_Setup
Girt Design 1 (Locate=
1200)
1/31/22 5:53pm
================================================================================
GIRT LAYOUT:
Bay
Id
--1
2
3
4
5
Part
-------Z200x150
Z200x150
Z200x150
Z200x150
Z200x150
Locate
------1200
1200
1200
1200
1200
Design
Length
-----6375
6275
6275
6275
2543
--Lap(mm)-Left Right
---- ----770
770
770
770
770
770
770
770
Load
Width
----1200
1200
1200
1200
1200
No.
Brace
----2
2
2
2
2
Weight
-----30
33
33
33
14
-----143
Available
Reduction
Factor
Out
In
---- ---0.00 0.70
0.00 0.70
0.00 0.70
0.00 0.70
0.00 0.65
LOAD ID:Wind_Pressure
-------------------------GIRT ACTIONS:
---------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
--- ----- ----- ----- ----1
2.81
-3.61 -4.50
2
3.89
3.01 -2.42 -3.30
3
3.45
2.57 -2.86 -3.74
--------------Moment(kN-m)-------------Left
Left
Mid-Span
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
-3.45
2453
2.25
5.37
5.37
2.71 -1.23
3395
1.32
3.52
3.52
1.20 -1.67
3009
1.90
4.44
Sheet 117 of 231
4
5
3.84
2.61
2.95
1.88
-2.47
-3.36
-0.30
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
--- ---- ------ ----- ---1 RLap -3.61 10.85 0.33
2 LLap
3.01 10.85 0.28
3 RLap -2.86 10.85 0.26
4 LLap
2.95 10.85 0.27
5 LLap
1.88 10.85 0.17
4.44
2.94
1.83
1.51
-1.97
-0.04
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---MidS -3.45 4.09 0.84
LSup
2.68 4.22 0.64
RSup
2.22 4.24 0.52
LSup
2.22 4.25 0.52
LLap
1.51 4.24 0.36
3347
2280
-Mom+ShrLoc
UC
---- ---LLap 0.58
LLap 0.59
RSup 0.46
LSup 0.46
LLap 0.34
0.69
2.94
0.00
Deflect(mm)
Calc Limit
----- -----17.1 70.8
-2.4 69.7
-5.8 69.7
-7.9 69.7
1.3
LOAD ID:Wind_Suction
-------------------------GIRT ACTIONS:
---------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
--- ----- ----- ----- ----1 -3.10
3.88
4.82
2 -4.15 -3.21
2.57
3.51
3 -3.67 -2.73
3.05
3.99
4 -4.09 -3.15
2.63
3.57
5 -2.77 -2.00
0.33
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
--- ---- ------ ----- ---1 RLap
3.88 10.85 0.36
2 LLap -3.21 10.85 0.30
3 RLap
3.05 10.85 0.28
4 LLap -3.15 10.85 0.29
5 LLap -2.00 10.85 0.18
--------------Moment(kN-m)-------------Left
Left
Mid-Span
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
3.75
2495 -2.42 -5.76
-5.76 -2.93
1.30
3403 -1.39 -3.73
-3.73 -1.27
1.78
3005 -2.04 -4.75
-4.75 -1.96
2.11
3352 -0.72 -3.10
-3.10 -1.59
0.05
2271
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---MidS
3.75 4.09 0.92
LLap -2.93 4.09 0.72
RSup -2.37 4.09 0.58
LSup -2.37 4.09 0.58
LLap -1.59 4.09 0.39
DEFLECTION: (Working Load)
-------------------------Span
Wind_Pressure
Wind_Suction
Id
Calc Limit
Calc Limit
--------- ---------- ----1
-28.4
70.8
30.9
70.8
2
-4.0
69.7
4.1
69.7
3
-9.6
69.7
10.3
69.7
4
-13.2
69.7
14.1
69.7
5
2.2
-2.7
-Mom+ShrLoc
UC
---- ---LLap 0.64
LLap 0.63
RSup 0.49
LSup 0.49
LLap 0.35
Seis_Pressure
Calc
Limit
---------
Deflect(mm)
Calc Limit
----- ----18.6 70.8
2.4 69.7
6.2 69.7
8.5 69.7
-1.6
Seis_Suction
Calc
Limit
---------
================================================================================
Dalal_Setup
Girt Design 2 (Locate=
1200)
1/31/22 5:53pm
================================================================================
GIRT LAYOUT:
Bay
Id
---
Part
--------
Locate
-------
Design
Length
------
--Lap(mm)-Left Right
---- -----
Load
Width
-----
Sheet 118 of 231
No.
Brace
-----
Weight
------
Available
Reduction
Factor
Out
In
---- ----
5
6
Z200x150
Z200x150
1200
1200
2528
2543
770
770
1200
1200
2
2
14
14
-----28
0.00 0.70
0.00 0.70
LOAD ID:Wind_Pressure
-------------------------GIRT ACTIONS:
---------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
--- ----- ----- ----- ----5
1.03
-1.14 -1.87
6
1.88
1.15
-1.04
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
--- ---- ------ ----- ---5 RLap -1.14 10.85 0.11
6 LLap
1.15 10.85 0.11
--------------Moment(kN-m)-------------Left
Left
Mid-Span
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
-0.46
897
0.11
1.06
1.06
0.10 -0.47
1636
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RSup
0.53 4.38 0.12
LSup
0.53 4.38 0.12
-Mom+ShrLoc
UC
---- ---RSup 0.13
LSup 0.13
Deflect(mm)
Calc Limit
----- -----0.3 28.1
-0.3 28.3
LOAD ID:Wind_Suction
-------------------------GIRT ACTIONS:
---------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
--- ----- ----- ----- ----5 -1.10
1.22
1.99
6 -2.00 -1.22
1.11
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
--- ---- ------ ----- ---5 RLap
1.22 10.85 0.11
6 LLap -1.22 10.85 0.11
--------------Moment(kN-m)-------------Left
Left
Mid-Span
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
0.49
897 -0.12 -1.13
-1.13 -0.11
0.50
1636
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RSup -0.57 4.09 0.14
LSup -0.57 4.09 0.14
DEFLECTION: (Working Load)
-------------------------Span
Wind_Pressure
Wind_Suction
Id
Calc Limit
Calc Limit
--------- ---------- ----5
-0.5
28.1
0.5
28.1
6
-0.5
28.3
0.6
28.3
Seis_Pressure
Calc
Limit
---------
-Mom+ShrLoc
UC
---- ---RSup 0.14
LSup 0.14
Deflect(mm)
Calc Limit
----- ----0.3 28.1
0.3 28.3
Seis_Suction
Calc
Limit
---------
================================================================================
Dalal_Setup
Girt Design 3 (Locate=
1200)
1/31/22 5:53pm
================================================================================
GIRT LAYOUT:
Bay
Design
--Lap(mm)--
Load
Sheet 119 of 231
No.
Available
Reduction
Factor
Id
--6
Part
-------Z200x150
Locate
------1200
Length
-----2877
Left
----
Right
-----
Width
----1200
Brace
----2
Weight
-----12
-----12
Out
In
---- ---0.00 0.65
LOAD ID:Wind_Pressure
-------------------------GIRT ACTIONS:
---------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
--- ----- ----- ----- ----6
1.65
-1.65
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
--- ---- ------ ----- ---6 LSup
1.65 10.85 0.15
--------------Moment(kN-m)-------------Left
Left
Mid-Span
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
-1.19
1438
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---MidS -1.19 4.09 0.29
-Mom+ShrLoc
UC
---- ---RLap 0.19
Deflect(mm)
Calc Limit
----- -----1.6 32.0
LOAD ID:Wind_Suction
-------------------------GIRT ACTIONS:
---------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
--- ----- ----- ----- ----6 -1.82
1.84
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
--- ---- ------ ----- ---6 RSup
1.84 10.85 0.17
--------------Moment(kN-m)-------------Left
Left
Mid-Span
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
1.32
1431
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---MidS
1.32 3.96 0.33
DEFLECTION: (Working Load)
-------------------------Span
Wind_Pressure
Wind_Suction
Id
Calc Limit
Calc Limit
--------- ---------- ----6
-2.6
32.0
2.9
32.0
-Mom+ShrLoc
UC
---- ---RLap 0.21
Seis_Pressure
Calc
Limit
---------
Deflect(mm)
Calc Limit
----- ----1.7 32.0
Seis_Suction
Calc
Limit
---------
================================================================================
Dalal_Setup
Girt Design 4 (Locate=
2400)
1/31/22 5:53pm
================================================================================
GIRT LAYOUT:
Bay
Id
--1
2
Part
-------Z200x150
Z200x150
Locate
------2400
2400
Design
Length
-----6375
6275
--Lap(mm)-Left Right
---- ----770
770
770
Load
Width
----1200
1200
Sheet 120 of 231
No.
Brace
----2
2
Weight
-----30
33
Available
Reduction
Factor
Out
In
---- ---0.00 0.70
0.00 0.70
3
4
5
6
Z200x150
Z200x150
Z200x150
Z200x300
2400
2400
2400
2400
6275
6275
6275
6623
770
770
770
770
770
770
770
1200
1200
1200
1200
2
2
2
2
33
33
33
61
-----223
0.00
0.00
0.00
0.00
0.70
0.70
0.70
0.70
LOAD ID:Wind_Pressure
-------------------------GIRT ACTIONS:
---------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
--- ----- ----- ----- ----1
2.81
-3.61 -4.49
2
3.88
3.00 -2.43 -3.31
3
3.49
2.60 -2.82 -3.70
4
3.71
2.82 -2.60 -3.48
5
3.37
2.49 -3.08 -3.96
6
5.08
4.20
-3.49
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
--- ---- ------ ----- ---1 RLap -3.61 10.85 0.33
2 LLap
3.00 10.85 0.28
3 RLap -2.82 10.85 0.26
4 LLap
2.82 10.85 0.26
5 RLap -3.08 10.85 0.28
6 LLap
4.20 65.36 0.06
--------------Moment(kN-m)-------------Left
Left
Mid-Span
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
-3.45
2455
2.23
5.35
5.35
2.71 -1.21
3385
1.36
3.57
3.57
1.23 -1.73
3042
1.75
4.26
4.26
1.74 -1.74
3235
1.22
3.56
3.56
1.30 -1.34
2646
3.14
5.85
5.85
2.28 -5.30
3716
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---MidS -3.45 4.09 0.84
LSup
2.68 4.22 0.63
RSup
2.13 4.25 0.50
LSup
2.13 4.25 0.50
RLap
3.14 4.24 0.74
MidS -5.30 11.10 0.48
-Mom+ShrLoc
UC
---- ---LLap 0.59
LLap 0.59
RSup 0.44
LSup 0.44
RLap 0.66
RLap 0.35
Deflect(mm)
Calc Limit
----- -----17.1 70.8
-2.2 69.7
-6.3 69.7
-6.3 69.7
-1.6 69.7
-14.9 73.6
LOAD ID:Wind_Suction
-------------------------GIRT ACTIONS:
---------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
--- ----- ----- ----- ----1 -3.10
3.88
4.82
2 -4.14 -3.20
2.58
3.52
3 -3.71 -2.77
3.01
3.95
4 -3.95 -3.01
2.77
3.71
5 -3.58 -2.64
3.28
4.22
6 -5.45 -4.51
3.85
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
--- ---- ------ ----- ---1 RLap
3.88 10.85 0.36
2 LLap -3.20 10.85 0.30
3 RLap
3.01 10.85 0.28
4 LLap -3.01 10.85 0.28
5 RLap
3.28 10.85 0.30
6 LLap -4.51 65.36 0.07
--------------Moment(kN-m)-------------Left
Left
Mid-Span
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
3.75
2497 -2.40 -5.75
-5.75 -2.92
1.28
3393 -1.45 -3.79
-3.79 -1.30
1.84
3039 -1.87 -4.55
-4.55 -1.86
1.86
3239 -1.28 -3.77
-3.77 -1.38
1.41
2646 -3.39 -6.27
-6.27 -2.44
5.78
3650
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---MidS
3.75 4.09 0.92
LLap -2.92 4.09 0.71
RSup -2.27 4.09 0.56
LSup -2.27 4.09 0.56
RLap -3.39 4.09 0.83
MidS
5.78 11.06 0.52
Sheet 121 of 231
-Mom+ShrLoc
UC
---- ---LLap 0.64
LLap 0.63
RSup 0.47
LSup 0.47
RLap 0.71
RLap 0.38
Deflect(mm)
Calc Limit
----- ----18.6 70.8
2.3 69.7
6.7 69.7
6.8 69.7
1.6 69.7
16.2 73.6
DEFLECTION: (Working Load)
-------------------------Span
Wind_Pressure
Wind_Suction
Id
Calc Limit
Calc Limit
--------- ---------- ----1
-28.5
70.8
31.0
70.8
2
-3.7
69.7
3.8
69.7
3
-10.4
69.7
11.2
69.7
4
-10.5
69.7
11.3
69.7
5
-2.7
69.7
2.6
69.7
6
-24.8
73.6
27.0
73.6
Seis_Pressure
Calc
Limit
---------
Seis_Suction
Calc
Limit
---------
================================================================================
Dalal_Setup
Girt Design 5 (Locate=
3600)
1/31/22 5:53pm
================================================================================
GIRT LAYOUT:
Bay
Id
--1
2
3
4
5
6
Part
-------Z200x150
Z200x150
Z200x150
Z200x150
Z200x150
Z200x300
Locate
------3600
3600
3600
3600
3600
3600
Design
Length
-----6375
6275
6275
6275
6275
6623
--Lap(mm)-Left Right
---- ----770
770
770
770
770
770
770
770
770
770
Load
Width
----1200
1200
1200
1200
1200
1200
No.
Brace
----2
2
2
2
2
2
Weight
-----30
33
33
33
33
61
-----223
Available
Reduction
Factor
Out
In
---- ---0.00 0.70
0.00 0.70
0.00 0.70
0.00 0.70
0.00 0.70
0.00 0.70
LOAD ID:Wind_Pressure
-------------------------GIRT ACTIONS:
---------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
--- ----- ----- ----- ----1
2.81
-3.61 -4.49
2
3.88
3.00 -2.43 -3.31
3
3.49
2.61 -2.82 -3.70
4
3.70
2.82 -2.61 -3.49
5
3.33
2.44 -2.98 -3.87
6
4.60
3.71
-3.00
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
--- ---- ------ ----- ---1 RLap -3.61 10.85 0.33
2 LLap
3.00 10.85 0.28
3 RLap -2.82 10.85 0.26
4 LLap
2.82 10.85 0.26
5 RLap -2.98 10.85 0.28
6 LLap
3.71 65.36 0.06
--------------Moment(kN-m)-------------Left
Left
Mid-Span
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
-3.45
2455
2.23
5.35
5.35
2.71 -1.21
3384
1.37
3.58
3.58
1.23 -1.73
3045
1.73
4.24
4.25
1.74 -1.72
3227
1.25
3.60
3.60
1.38 -1.22
2901
2.66
5.30
5.30
2.10 -3.91
4010
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---MidS -3.45 4.09 0.84
LSup
2.68 4.22 0.63
RSup
2.12 4.25 0.50
LSup
2.12 4.25 0.50
RLap
2.66 4.28 0.62
MidS -3.91 11.10 0.35
Sheet 122 of 231
-Mom+ShrLoc
UC
---- ---LLap 0.59
LLap 0.59
RSup 0.44
LSup 0.44
RLap 0.58
LSup 0.29
Deflect(mm)
Calc Limit
----- -----17.1 70.8
-2.2 69.7
-6.3 69.7
-6.2 69.7
-2.5 69.7
-11.4 73.6
LOAD ID:Wind_Suction
-------------------------GIRT ACTIONS:
---------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
--- ----- ----- ----- ----1 -3.10
3.88
4.82
2 -4.14 -3.20
2.58
3.52
3 -3.71 -2.77
3.01
3.95
4 -3.94 -3.00
2.78
3.72
5 -3.53 -2.59
3.19
4.13
6 -4.93 -3.99
3.31
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
--- ---- ------ ----- ---1 RLap
3.88 10.85 0.36
2 LLap -3.20 10.85 0.30
3 RLap
3.01 10.85 0.28
4 LLap -3.00 10.85 0.28
5 RLap
3.19 10.85 0.29
6 LLap -3.99 65.36 0.06
--------------Moment(kN-m)-------------Left
Left
Mid-Span
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
3.75
2498 -2.40 -5.75
-5.75 -2.92
1.28
3392 -1.45 -3.80
-3.80 -1.30
1.85
3042 -1.85 -4.53
-4.53 -1.86
1.84
3230 -1.32 -3.82
-3.82 -1.46
1.29
2894 -2.87 -5.69
-5.69 -2.25
4.27
4035
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---MidS
3.75 4.09 0.92
LLap -2.92 4.09 0.71
RSup -2.27 4.09 0.55
LSup -2.27 4.09 0.55
RLap -2.87 4.09 0.70
MidS
4.27 10.14 0.42
DEFLECTION: (Working Load)
-------------------------Span
Wind_Pressure
Wind_Suction
Id
Calc Limit
Calc Limit
--------- ---------- ----1
-28.6
70.8
31.0
70.8
2
-3.7
69.7
3.8
69.7
3
-10.5
69.7
11.2
69.7
4
-10.4
69.7
11.1
69.7
5
-4.2
69.7
4.3
69.7
6
-19.0
73.6
20.7
73.6
-Mom+ShrLoc
UC
---- ---LLap 0.64
LLap 0.63
RSup 0.47
LSup 0.47
RLap 0.62
LSup 0.31
Seis_Pressure
Calc
Limit
---------
Deflect(mm)
Calc Limit
----- ----18.6 70.8
2.3 69.7
6.7 69.7
6.6 69.7
2.6 69.7
12.4 73.6
Seis_Suction
Calc
Limit
---------
================================================================================
Dalal_Setup
Girt Design 6 (Locate=
4800)
1/31/22 5:53pm
================================================================================
GIRT LAYOUT:
Bay
Id
--1
2
3
4
5
6
Part
-------Z200x150
Z200x150
Z200x150
Z200x150
Z200x150
Z200x300
Locate
------4800
4800
4800
4800
4800
4800
Design
Length
-----6375
6275
6275
6275
6275
6623
--Lap(mm)-Left Right
---- ----770
770
770
770
770
770
770
770
770
770
Load
Width
----1200
1200
1200
1200
1200
1200
LOAD ID:Wind_Pressure
--------------------------
Sheet 123 of 231
No.
Brace
----2
2
2
2
2
2
Weight
-----30
33
33
33
33
61
-----223
Available
Reduction
Factor
Out
In
---- ---0.00 0.70
0.00 0.70
0.00 0.70
0.00 0.70
0.00 0.70
0.00 0.70
GIRT ACTIONS:
---------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
--- ----- ----- ----- ----1
2.81
-3.61 -4.49
2
3.88
3.00 -2.43 -3.31
3
3.49
2.61 -2.82 -3.70
4
3.70
2.82 -2.61 -3.49
5
3.33
2.44 -2.98 -3.87
6
4.60
3.71
-3.00
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
--- ---- ------ ----- ---1 RLap -3.61 10.85 0.33
2 LLap
3.00 10.85 0.28
3 RLap -2.82 10.85 0.26
4 LLap
2.82 10.85 0.26
5 RLap -2.98 10.85 0.28
6 LLap
3.71 65.36 0.06
--------------Moment(kN-m)-------------Left
Left
Mid-Span
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
-3.45
2455
2.23
5.35
5.35
2.71 -1.21
3384
1.37
3.58
3.58
1.23 -1.73
3045
1.73
4.24
4.25
1.74 -1.72
3227
1.25
3.60
3.60
1.38 -1.22
2901
2.66
5.30
5.30
2.10 -3.91
4010
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---MidS -3.45 4.09 0.84
LSup
2.68 4.22 0.63
RSup
2.12 4.25 0.50
LSup
2.12 4.25 0.50
RLap
2.66 4.28 0.62
MidS -3.91 11.10 0.35
-Mom+ShrLoc
UC
---- ---LLap 0.59
LLap 0.59
RSup 0.44
LSup 0.44
RLap 0.58
LSup 0.29
Deflect(mm)
Calc Limit
----- -----17.1 70.8
-2.2 69.7
-6.3 69.7
-6.2 69.7
-2.5 69.7
-11.4 73.6
LOAD ID:Wind_Suction
-------------------------GIRT ACTIONS:
---------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
--- ----- ----- ----- ----1 -3.10
3.88
4.82
2 -4.14 -3.20
2.58
3.52
3 -3.71 -2.77
3.01
3.95
4 -3.94 -3.00
2.78
3.72
5 -3.53 -2.59
3.19
4.13
6 -4.93 -3.99
3.31
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
--- ---- ------ ----- ---1 RLap
3.88 10.85 0.36
2 LLap -3.20 10.85 0.30
3 RLap
3.01 10.85 0.28
4 LLap -3.00 10.85 0.28
5 RLap
3.19 10.85 0.29
6 LLap -3.99 65.36 0.06
--------------Moment(kN-m)-------------Left
Left
Mid-Span
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
3.75
2498 -2.40 -5.75
-5.75 -2.92
1.28
3392 -1.45 -3.80
-3.80 -1.30
1.85
3042 -1.85 -4.53
-4.53 -1.86
1.84
3230 -1.32 -3.82
-3.82 -1.46
1.29
2894 -2.87 -5.69
-5.69 -2.25
4.27
4035
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---MidS
3.75 4.09 0.92
LLap -2.92 4.09 0.71
RSup -2.27 4.09 0.55
LSup -2.27 4.09 0.55
RLap -2.87 4.09 0.70
MidS
4.27 10.14 0.42
DEFLECTION: (Working Load)
-------------------------Span
Wind_Pressure
Wind_Suction
Id
Calc Limit
Calc Limit
--------- ---------- ----1
-28.6
70.8
31.0
70.8
2
-3.7
69.7
3.8
69.7
3
-10.5
69.7
11.2
69.7
4
-10.4
69.7
11.1
69.7
Seis_Pressure
Calc
Limit
---------
Sheet 124 of 231
-Mom+ShrLoc
UC
---- ---LLap 0.64
LLap 0.63
RSup 0.47
LSup 0.47
RLap 0.62
LSup 0.31
Deflect(mm)
Calc Limit
----- ----18.6 70.8
2.3 69.7
6.7 69.7
6.6 69.7
2.6 69.7
12.4 73.6
Seis_Suction
Calc
Limit
---------
5
6
-4.2
-19.0
69.7
73.6
4.3
20.7
69.7
73.6
================================================================================
Dalal_Setup
Girt Design 7 (Locate=
6000)
1/31/22 5:53pm
================================================================================
GIRT LAYOUT:
Bay
Id
--1
2
3
4
5
6
Part
-------Z200x150
Z200x150
Z200x150
Z200x150
Z200x150
Z200x300
Locate
------6000
6000
6000
6000
6000
6000
Design
Length
-----6375
6275
6275
6275
6275
6623
--Lap(mm)-Left Right
---- ----770
770
770
770
770
770
770
770
770
770
Load
Width
----1200
1200
1200
1200
1200
1200
No.
Brace
----2
2
2
2
2
2
Weight
-----30
33
33
33
33
61
-----223
Available
Reduction
Factor
Out
In
---- ---0.00 0.70
0.00 0.70
0.00 0.70
0.00 0.70
0.00 0.70
0.00 0.70
LOAD ID:Wind_Pressure
-------------------------GIRT ACTIONS:
---------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
--- ----- ----- ----- ----1
2.81
-3.61 -4.49
2
3.88
3.00 -2.43 -3.31
3
3.49
2.61 -2.82 -3.70
4
3.70
2.82 -2.61 -3.49
5
3.33
2.44 -2.98 -3.87
6
4.60
3.71
-3.00
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
--- ---- ------ ----- ---1 RLap -3.61 10.85 0.33
2 LLap
3.00 10.85 0.28
3 RLap -2.82 10.85 0.26
4 LLap
2.82 10.85 0.26
5 RLap -2.98 10.85 0.28
6 LLap
3.71 65.36 0.06
--------------Moment(kN-m)-------------Left
Left
Mid-Span
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
-3.45
2455
2.23
5.35
5.35
2.71 -1.21
3384
1.37
3.58
3.58
1.23 -1.73
3045
1.73
4.24
4.25
1.74 -1.72
3227
1.25
3.60
3.60
1.38 -1.22
2901
2.66
5.30
5.30
2.10 -3.91
4010
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---MidS -3.45 4.09 0.84
LSup
2.68 4.22 0.63
RSup
2.12 4.25 0.50
LSup
2.12 4.25 0.50
RLap
2.66 4.28 0.62
MidS -3.91 11.10 0.35
-Mom+ShrLoc
UC
---- ---LLap 0.59
LLap 0.59
RSup 0.44
LSup 0.44
RLap 0.58
LSup 0.29
Deflect(mm)
Calc Limit
----- -----17.1 70.8
-2.2 69.7
-6.3 69.7
-6.2 69.7
-2.5 69.7
-11.4 73.6
LOAD ID:Wind_Suction
-------------------------GIRT ACTIONS:
---------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
--- ----- ----- ----- ----1 -3.10
3.88
4.82
2 -4.14 -3.20
2.58
3.52
--------------Moment(kN-m)-------------Left
Left
Mid-Span
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
3.75
2498 -2.40 -5.75
-5.75 -2.92
1.28
3392 -1.45 -3.80
Sheet 125 of 231
3
4
5
6
-3.71
-3.94
-3.53
-4.93
-2.77
-3.00
-2.59
-3.99
3.01
2.78
3.19
3.95
3.72
4.13
3.31
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
--- ---- ------ ----- ---1 RLap
3.88 10.85 0.36
2 LLap -3.20 10.85 0.30
3 RLap
3.01 10.85 0.28
4 LLap -3.00 10.85 0.28
5 RLap
3.19 10.85 0.29
6 LLap -3.99 65.36 0.06
-3.80
-4.53
-3.82
-5.69
-1.30
-1.86
-1.46
-2.25
1.85
1.84
1.29
4.27
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---MidS
3.75 4.09 0.92
LLap -2.92 4.09 0.71
RSup -2.27 4.09 0.55
LSup -2.27 4.09 0.55
RLap -2.87 4.09 0.70
MidS
4.27 10.14 0.42
DEFLECTION: (Working Load)
-------------------------Span
Wind_Pressure
Wind_Suction
Id
Calc Limit
Calc Limit
--------- ---------- ----1
-28.6
70.8
31.0
70.8
2
-3.7
69.7
3.8
69.7
3
-10.5
69.7
11.2
69.7
4
-10.4
69.7
11.1
69.7
5
-4.2
69.7
4.3
69.7
6
-19.0
73.6
20.7
73.6
3042
3230
2894
4035
-Mom+ShrLoc
UC
---- ---LLap 0.64
LLap 0.63
RSup 0.47
LSup 0.47
RLap 0.62
LSup 0.31
Seis_Pressure
Calc
Limit
---------
-1.85
-1.32
-2.87
-4.53
-3.82
-5.69
0.00
Deflect(mm)
Calc Limit
----- ----18.6 70.8
2.3 69.7
6.7 69.7
6.6 69.7
2.6 69.7
12.4 73.6
Seis_Suction
Calc
Limit
---------
================================================================================
Dalal_Setup
Girt Design 8 (Locate=
7200)
1/31/22 5:53pm
================================================================================
GIRT LAYOUT:
Bay
Id
--1
2
3
4
5
6
Part
-------Z200x150
Z200x150
Z200x150
Z200x150
Z200x150
Z200x300
Locate
------7200
7200
7200
7200
7200
7200
Design
Length
-----6375
6275
6275
6275
6275
6623
--Lap(mm)-Left Right
---- ----770
770
770
770
770
770
770
770
770
770
Load
Width
----1200
1200
1200
1200
1200
1200
No.
Brace
----2
2
2
2
2
2
Weight
-----30
33
33
33
33
61
-----223
Available
Reduction
Factor
Out
In
---- ---0.00 0.70
0.00 0.70
0.00 0.70
0.00 0.70
0.00 0.70
0.00 0.70
LOAD ID:Wind_Pressure
-------------------------GIRT ACTIONS:
---------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
--- ----- ----- ----- ----1
2.81
-3.61 -4.49
2
3.88
3.00 -2.43 -3.31
3
3.49
2.61 -2.82 -3.70
4
3.70
2.82 -2.61 -3.49
--------------Moment(kN-m)-------------Left
Left
Mid-Span
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
-3.45
2455
2.23
5.35
5.35
2.71 -1.21
3384
1.37
3.58
3.58
1.23 -1.73
3045
1.73
4.24
4.25
1.74 -1.72
3227
1.25
3.60
Sheet 126 of 231
5
6
3.33
4.60
2.44
3.71
-2.98
-3.87
-3.00
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
--- ---- ------ ----- ---1 RLap -3.61 10.85 0.33
2 LLap
3.00 10.85 0.28
3 RLap -2.82 10.85 0.26
4 LLap
2.82 10.85 0.26
5 RLap -2.98 10.85 0.28
6 LLap
3.71 65.36 0.06
3.60
5.30
1.38
2.10
-1.22
-3.91
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---MidS -3.45 4.09 0.84
LSup
2.68 4.22 0.63
RSup
2.12 4.25 0.50
LSup
2.12 4.25 0.50
RLap
2.66 4.28 0.62
MidS -3.91 11.10 0.35
2901
4010
-Mom+ShrLoc
UC
---- ---LLap 0.59
LLap 0.59
RSup 0.44
LSup 0.44
RLap 0.58
LSup 0.29
2.66
5.30
0.00
Deflect(mm)
Calc Limit
----- -----17.1 70.8
-2.2 69.7
-6.3 69.7
-6.2 69.7
-2.5 69.7
-11.4 73.6
LOAD ID:Wind_Suction
-------------------------GIRT ACTIONS:
---------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
--- ----- ----- ----- ----1 -3.10
3.88
4.82
2 -4.14 -3.20
2.58
3.52
3 -3.71 -2.77
3.01
3.95
4 -3.94 -3.00
2.78
3.72
5 -3.53 -2.59
3.19
4.13
6 -4.93 -3.99
3.31
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
--- ---- ------ ----- ---1 RLap
3.88 10.85 0.36
2 LLap -3.20 10.85 0.30
3 RLap
3.01 10.85 0.28
4 LLap -3.00 10.85 0.28
5 RLap
3.19 10.85 0.29
6 LLap -3.99 65.36 0.06
--------------Moment(kN-m)-------------Left
Left
Mid-Span
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
3.75
2498 -2.40 -5.75
-5.75 -2.92
1.28
3392 -1.45 -3.80
-3.80 -1.30
1.85
3042 -1.85 -4.53
-4.53 -1.86
1.84
3230 -1.32 -3.82
-3.82 -1.46
1.29
2894 -2.87 -5.69
-5.69 -2.25
4.27
4035
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---MidS
3.75 4.09 0.92
LLap -2.92 4.09 0.71
RSup -2.27 4.09 0.55
LSup -2.27 4.09 0.55
RLap -2.87 4.09 0.70
MidS
4.27 10.14 0.42
DEFLECTION: (Working Load)
-------------------------Span
Wind_Pressure
Wind_Suction
Id
Calc Limit
Calc Limit
--------- ---------- ----1
-28.6
70.8
31.0
70.8
2
-3.7
69.7
3.8
69.7
3
-10.5
69.7
11.2
69.7
4
-10.4
69.7
11.1
69.7
5
-4.2
69.7
4.3
69.7
6
-19.0
73.6
20.7
73.6
Seis_Pressure
Calc
Limit
---------
-Mom+ShrLoc
UC
---- ---LLap 0.64
LLap 0.63
RSup 0.47
LSup 0.47
RLap 0.62
LSup 0.31
Deflect(mm)
Calc Limit
----- ----18.6 70.8
2.3 69.7
6.7 69.7
6.6 69.7
2.6 69.7
12.4 73.6
Seis_Suction
Calc
Limit
---------
================================================================================
Dalal_Setup
Girt Design 9 (Locate=
8400)
1/31/22 5:53pm
================================================================================
GIRT LAYOUT:
Available
Sheet 127 of 231
Bay
Id
--1
2
3
4
5
6
Part
-------Z200x300
Z200x150
Z200x150
Z200x150
Z200x150
Z200x300
Locate
------8400
8400
8400
8400
8400
8400
Design
Length
-----6375
6275
6275
6275
6275
6623
--Lap(mm)-Left Right
---- ----770
770
770
770
770
770
770
770
770
770
Load
Width
----1300
1300
1300
1300
1300
1300
No.
Brace
----2
2
2
2
2
2
Weight
-----59
33
33
33
33
61
-----251
Reduction
Factor
Out
In
---- ---0.00 0.70
0.00 0.70
0.00 0.70
0.00 0.70
0.00 0.70
0.00 0.70
LOAD ID:Wind_Pressure
-------------------------GIRT ACTIONS:
---------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
--- ----- ----- ----- ----1
3.10
-3.86 -4.82
2
4.14
3.18 -2.70 -3.65
3
3.80
2.85 -3.03 -3.99
4
4.00
3.04 -2.83 -3.79
5
3.60
2.65 -3.23 -4.19
6
4.98
4.02
-3.25
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
--- ---- ------ ----- ---1 RLap -3.86 65.36 0.06
2 LLap
3.18 10.85 0.29
3 RLap -3.03 10.85 0.28
4 LLap
3.04 10.85 0.28
5 RLap -3.23 10.85 0.30
6 LLap
4.02 65.36 0.06
--------------Moment(kN-m)-------------Left
Left
Mid-Span
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
-3.86
2493
2.15
5.49
5.49
2.68 -1.40
3332
1.53
3.98
3.98
1.42 -1.84
3062
1.87
4.57
4.57
1.86 -1.87
3222
1.36
3.91
3.91
1.50 -1.32
2903
2.88
5.74
5.74
2.27 -4.24
4010
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---MidS -3.86 11.10 0.35
LLap
2.68 4.29 0.62
RSup
2.28 4.25 0.54
LSup
2.28 4.25 0.54
RLap
2.88 4.28 0.67
MidS -4.24 11.10 0.38
-Mom+ShrLoc
UC
---- ---RSup 0.30
LLap 0.59
RSup 0.47
LSup 0.47
RLap 0.63
LSup 0.31
Deflect(mm)
Calc Limit
----- -----10.2 70.8
-3.3 69.7
-6.6 69.7
-6.8 69.7
-2.7 69.7
-12.4 73.6
LOAD ID:Wind_Suction
-------------------------GIRT ACTIONS:
---------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
--- ----- ----- ----- ----1 -3.41
4.15
5.17
2 -4.42 -3.40
2.87
3.88
3 -4.05 -3.03
3.24
4.25
4 -4.27 -3.25
3.02
4.03
5 -3.83 -2.81
3.45
4.47
6 -5.34 -4.32
3.58
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
--- ---- ------ ----- ---1 RLap
4.15 65.36 0.06
--------------Moment(kN-m)-------------Left
Left
Mid-Span
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
4.20
2472 -2.30 -5.89
-5.89 -2.88
1.48
3338 -1.63 -4.22
-4.23 -1.50
1.96
3059 -1.99 -4.87
-4.87 -1.98
2.00
3225 -1.44 -4.15
-4.15 -1.60
1.39
2896 -3.11 -6.16
-6.16 -2.44
4.63
4035
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---MidS
4.20 10.41 0.40
Sheet 128 of 231
-Mom+ShrLoc
UC
---- ---RSup 0.32
Deflect(mm)
Calc Limit
----- ----11.2 70.8
2
3
4
5
6
LLap
RLap
LLap
RLap
LLap
-3.40
3.24
-3.25
3.45
-4.32
10.85
10.85
10.85
10.85
65.36
0.31
0.30
0.30
0.32
0.07
LLap
RSup
LSup
RLap
MidS
-2.88 4.09
-2.44 4.09
-2.44 4.09
-3.11 4.09
4.63 10.14
DEFLECTION: (Working Load)
-------------------------Span
Wind_Pressure
Wind_Suction
Id
Calc Limit
Calc Limit
--------- ---------- ----1
-17.1
70.8
18.6
70.8
2
-5.5
69.7
5.8
69.7
3
-10.9
69.7
11.7
69.7
4
-11.3
69.7
12.1
69.7
5
-4.5
69.7
4.6
69.7
6
-20.6
73.6
22.5
73.6
0.70
0.60
0.60
0.76
0.46
LLap
RSup
LSup
RLap
LSup
Seis_Pressure
Calc
Limit
---------
0.63
0.51
0.51
0.67
0.34
3.5
7.0
7.3
2.8
13.5
69.7
69.7
69.7
69.7
73.6
Seis_Suction
Calc
Limit
---------
================================================================================
Dalal_Setup
Girt Design 10 (Locate=
9800)
1/31/22 5:53pm
================================================================================
GIRT LAYOUT:
Bay
Id
--1
2
3
4
5
6
Part
-------Z200x150
Z200x150
Z200x150
Z200x150
Z200x150
Z200x300
Locate
------9800
9800
9800
9800
9800
9800
Design
Length
-----6375
6275
6275
6275
6275
6623
--Lap(mm)-Left Right
---- ----770
770
770
770
770
770
770
770
770
770
Load
Width
----1198
1198
1198
1198
1198
1198
No.
Brace
----2
2
2
2
2
2
Weight
-----30
33
33
33
33
61
-----223
Available
Reduction
Factor
Out
In
---- ---0.00 0.70
0.00 0.70
0.00 0.70
0.00 0.70
0.00 0.70
0.00 0.70
LOAD ID:Wind_Pressure
-------------------------GIRT ACTIONS:
---------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
--- ----- ----- ----- ----1
2.81
-3.61 -4.49
2
3.87
2.99 -2.43 -3.31
3
3.48
2.60 -2.82 -3.70
4
3.69
2.81 -2.61 -3.49
5
3.32
2.44 -2.98 -3.86
6
4.59
3.71
-2.99
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
--- ---- ------ ----- ---1 RLap -3.61 10.85 0.33
2 LLap
2.99 10.85 0.28
3 RLap -2.82 10.85 0.26
--------------Moment(kN-m)-------------Left
Left
Mid-Span
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
-3.45
2455
2.23
5.34
5.34
2.70 -1.21
3384
1.37
3.57
3.57
1.23 -1.73
3045
1.73
4.24
4.24
1.74 -1.72
3227
1.25
3.60
3.60
1.38 -1.22
2901
2.66
5.29
5.29
2.10 -3.91
4010
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---MidS -3.45 4.09 0.84
LSup
2.67 4.22 0.63
RSup
2.12 4.25 0.50
Sheet 129 of 231
-Mom+ShrLoc
UC
---- ---LLap 0.58
LLap 0.59
RSup 0.44
Deflect(mm)
Calc Limit
----- -----17.1 70.8
-2.2 69.7
-6.3 69.7
4
5
6
LLap
RLap
LLap
2.81 10.85 0.26
-2.98 10.85 0.27
3.71 65.36 0.06
LSup
RLap
MidS
2.12 4.25 0.50
2.66 4.28 0.62
-3.91 11.10 0.35
LSup 0.44
RLap 0.58
LSup 0.29
-6.2
-2.5
-11.4
69.7
69.7
73.6
LOAD ID:Wind_Suction
-------------------------GIRT ACTIONS:
---------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
--- ----- ----- ----- ----1 -3.10
3.87
4.81
2 -4.14 -3.20
2.58
3.52
3 -3.71 -2.77
3.00
3.94
4 -3.94 -3.00
2.77
3.71
5 -3.53 -2.59
3.18
4.12
6 -4.92 -3.99
3.30
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
--- ---- ------ ----- ---1 RLap
3.87 10.85 0.36
2 LLap -3.20 10.85 0.29
3 RLap
3.00 10.85 0.28
4 LLap -3.00 10.85 0.28
5 RLap
3.18 10.85 0.29
6 LLap -3.99 65.36 0.06
--------------Moment(kN-m)-------------Left
Left
Mid-Span
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
3.75
2498 -2.40 -5.74
-5.74 -2.92
1.27
3392 -1.45 -3.79
-3.79 -1.30
1.85
3042 -1.85 -4.52
-4.52 -1.85
1.83
3230 -1.32 -3.82
-3.82 -1.46
1.29
2894 -2.87 -5.68
-5.68 -2.25
4.26
4035
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---MidS
3.75 4.09 0.92
LLap -2.92 4.09 0.71
RSup -2.26 4.09 0.55
LSup -2.26 4.09 0.55
RLap -2.87 4.09 0.70
MidS
4.26 10.14 0.42
DEFLECTION: (Working Load)
-------------------------Span
Wind_Pressure
Wind_Suction
Id
Calc Limit
Calc Limit
--------- ---------- ----1
-28.5
70.8
31.0
70.8
2
-3.7
69.7
3.8
69.7
3
-10.5
69.7
11.2
69.7
4
-10.3
69.7
11.1
69.7
5
-4.2
69.7
4.3
69.7
6
-19.0
73.6
20.7
73.6
Seis_Pressure
Calc
Limit
---------
-Mom+ShrLoc
UC
---- ---LLap 0.64
LLap 0.63
RSup 0.47
LSup 0.47
RLap 0.62
LSup 0.31
Deflect(mm)
Calc Limit
----- ----18.6 70.8
2.3 69.7
6.7 69.7
6.6 69.7
2.6 69.7
12.4 73.6
Seis_Suction
Calc
Limit
---------
================================================================================
Dalal_Setup
Sidewall Jamb/Header Summary
1/31/22 5:53pm
================================================================================
JAMB/HEADER
Open Bay
Id
Id
---- --3
5
3
6
LAYOUT:
Locate
-----Jamb-L
Jamb-R
Header
Jamb-L
Jamb-R
Header
Part
-------C200x150
C200x150
C200x150
C200x150
C200x150
C200x150
Length
-----2400
2400
1000
2400
2400
1000
Weight
-----10
10
4
10
10
4
STRENGTH/DEFLECTION:
Sheet 130 of 231
Open
Id Locate
---- -----3 Jamb-L
Jamb-R
Header
3
Jamb-L
Jamb-R
Header
Ld
Id
-WP
WS
WP
WS
WP
WS
WP
WS
WP
WS
WP
WS
----Shear(kN)---Calc Limit
UC
----- ------ ---0.72 10.85 0.07
-0.78 10.85 0.07
-0.73 10.85 0.07
0.80 10.85 0.07
0.07 10.85 0.01
-0.08 10.85 0.01
-0.62 10.85 0.06
0.68 10.85 0.06
1.46 10.85 0.13
-1.58 10.85 0.15
0.07 10.85 0.01
-0.08 10.85 0.01
---Moment(kN-m)-Calc Limit
UC
----- ------ ----0.53
4.92 0.11
0.57
4.92 0.11
0.53
4.92 0.11
-0.59
4.92 0.12
-0.02
4.92 0.00
0.02
4.92 0.00
0.40
4.92 0.08
-0.45
4.92 0.09
-1.40
4.92 0.28
1.53
4.92 0.31
-0.02
4.92 0.00
0.02
4.92 0.00
Mom+
Shear
----0.09
0.10
0.11
0.12
0.00
0.00
0.09
0.10
0.25
0.28
0.00
0.00
Deflect(mm)
Calc Limit
----- -----0.8 26.7
0.9 26.7
0.6 26.7
-0.6 26.7
0.0 11.1
0.0 11.1
0.4 26.7
-0.5 26.7
-1.9 26.7
2.1 26.7
0.0 11.1
0.0 11.1
WP - Wind_Pressure
WS - Wind_Suction
================================================================================
Dalal_Setup
Warning Summary
1/31/22 5:53pm
================================================================================
.. No Warnings
Sheet 131 of 231
C.3) Side Wall Girts @ G.L 5
Sheet 132 of 231
*===============================================================================
*Dalal_Setup
Sidewall Design Input
1/30/22 3:24pm
*===============================================================================
*( 1)JOBID:
'Dalal_Setup'
*( 2)PROGRAM OPTIONS:
*Sidewall Run
Run
Lap
*
Id
Girt
Panel Stiff
'F'
'Y'
'Y'
0.80
*( 3)DESIGN CODE:
*Design ---Steel_Code--* Code
Cold
Hot
'WS' 'NAUS07 ' 'AISC10'
---Build--Country Code
Year
'
' 'IBC ' '18'
Code
Seismic
Label
Zone
'IBC 18 ' 'D '
*( 4)DESIGN CONSTANTS:
*
---Strength_Factors-* Stress_Ratio
---Seismic--* Girt
Panel
Wind
Frame Brace
0.99
0.99 1.0000 1.5300 1.7000
*( 5)STEEL YIELDS:
* Web
Flg C_Sec
345
345
345
W_Sec
345
*( 6)DEFLECTION LIMITS:
* ---Girt--- --Panel--* Wall Facia Wall Facia
90. 120.
90. 120.
*( 7)REPORTS:
*
Input Wall
*
Echo
Girt
'N'
'Y'
Door
Jamb
'Y'
*( 8)BUILDING TYPE:
* Build
L_Expand_EW
* Type
Use Offset
'FF-'
'N ' 350.0
*( 9)SURFACE SHAPE:
* No.
X_Coord
* Surf
(mm)
4
0.0
12990.0
25980.0
25980.0
R_Sec
245
P_Sec
345
T_Sec
345
U_Sec
248
EP
345
BP
345
Sill
Height
0.0
Base
Elev
0.0
Set
Depth
0.0
Part
Wall
90.
Wall
Panel
'Y'
R_Expand_EW
Use Offset
'Y ' 350.0
Y_Coord
(mm)
11000.0
12039.2
11000.0
0.0
Offset
(mm)
6.0
256.0
256.0
6.0
*(10)SIDEWALL BAY SPACING:
* Sets_Of
Bay
No.
* Bays
Width Bays
3
6725.0
1
6275.0
4
6725.0
1
*(11)FRAMED OPENINGS:
* No. Open Bay
Open
*Open Id Id
Width
1
2
2
1000.0
Open
Height
2100.0
Open
Offset
2630.0
Open
Type
11
Sheet 133 of 231
Member Remove
Select Panel
'C'
'Y'
*(12)PARTIAL WALLS:
*
--Bay_Id*No. Id Use Start End
0
*(13)GIRT DESIGN:
* Girt
Flg_Brace
* Type
Out
In
'ZB'
'C' 'Y'
----Offset---Start
End
Set
Depth
200.0
Set
Lap
0.0
*(14)GIRT LOCATION:
* Set
No.
Girt
* Loc Girt
Location
'Y'
8
1200.0
2400.0
9800.0
*(15)SPECIAL GIRT:
* Sets_Of --Bay_Id-* Girts
Start End
0
Elev
*(18)FACIA/PARAPET GIRTS:
*Ext ----Top---- --Interior*Id Type Rotate Type Rotate
LOADS:
---Deflection--Load_Ratio
Snow Wind Seis
1.00 1.00 1.00
Girt
Rotate
Height
---Gutter-Type Rotate
----Panel---Part
Opt
Max_Unbr
Length
2500.0
4800.0
Insulation
Use Thick
'N'
0.0
*(17)FACIA/PARAPET:
*
Location
* No.
Ext Facia Bay Bay
* Ext
Id Type Start End
0
*(19)BASIC
*
* Basic
* Wind
1.279
Max
Space
2400.0
3600.0
Girt Girt
Height Type
*(16)PANELS/GUTTERS:
* Wall
-----Gutter----* Panel
Use Type Width
'DPan 40 ' '-' 'N'
0.0
Jamb Base Top Full_Load
Height Type Type Type Girt Col
6000.0
7200.0
Use
Stand
Seam
'N'
Edge_Extend
Left
Right
(mm)
(mm)
Ext
Mount
---Back_Panel--- Angle
Part
Rotate Spacing
Wind
Load ---Seismic--Factor
Dead
Coeff
0.60 0.0957 0.0000
Sheet 134 of 231
8400.0
================================================================================
Dalal_Setup
Sidewall Design Code
1/31/22 5:54pm
================================================================================
STRUCTURAL CODE:
Design Basis
: WS - Working Stress
Hot Rolled Steel : AISC10
Cold Formed Steel : NAUS07
BUILDING CODE:
Wind Code
Seismic Zone
: IBC
: D
18
MODULUS OF ELASTICITY
Hot Rolled Steel : 199955 (MN/m2)
Cold Formed Steel : 203403 (MN/m2)
================================================================================
Dalal_Setup
Bypass Girt Design Summary
1/31/22 5:54pm
================================================================================
GIRT LAYOUT:
Des Bay
Locate Id Id
------ --- --1200
1
1
2
2
2
3
4
5
6
------ --- --2400
3
1
2
3
4
5
6
------ --- --3600
4
1
2
3
4
5
6
------ --- --4800
5
1
2
3
4
5
6
------ --- --6000
6
1
2
3
4
5
6
------ --- ---
Part
-------Z200x300
Z200x150
Z200x150
Z200x150
Z200x150
Z200x150
Z200x150
-------Z200x150
Z200x150
Z200x150
Z200x150
Z200x150
Z200x150
-------Z200x300
Z200x150
Z200x150
Z200x150
Z200x150
Z200x150
-------Z200x300
Z200x150
Z200x150
Z200x150
Z200x150
Z200x150
-------Z200x300
Z200x150
Z200x150
Z200x150
Z200x150
Z200x150
--------
Bay_Offset
Start
End
----- ----0 6725
0 2630
3630 6275
0 6275
0 6275
0 6275
0 6375
----- ----0 6725
0 6275
0 6275
0 6275
0 6275
0 6375
----- ----0 6725
0 6275
0 6275
0 6275
0 6275
0 6375
----- ----0 6725
0 6275
0 6275
0 6275
0 6275
0 6375
----- ----0 6725
0 6275
0 6275
0 6275
0 6275
0 6375
----- -----
Design
Length
-----6623
2528
2543
6275
6275
6275
6375
-----6623
6275
6275
6275
6275
6375
-----6623
6275
6275
6275
6275
6375
-----6623
6275
6275
6275
6275
6375
-----6623
6275
6275
6275
6275
6375
------
----Lap---Left Right
----- ----0
770
770
0
0
770
770
770
770
770
770
770
770
0
----- ----0
770
770
770
770
770
770
770
770
770
770
0
----- ----0
770
770
770
770
770
770
770
770
770
770
0
----- ----0
770
770
770
770
770
770
770
770
770
770
0
----- ----0
770
770
770
770
770
770
770
770
770
770
0
----- -----
Sheet 135 of 231
Weight
-----61
14
14
33
33
33
30
-----31
33
33
33
33
30
-----61
33
33
33
33
30
-----61
33
33
33
33
30
-----61
33
33
33
33
30
------
----Max_Load--Id
UC Report
-- ---- ------WS 0.43 Moment
WS 0.83 Moment
WS 0.41 Moment
WS 0.57 Moment
WS 0.57 Moment
WS 0.71 Moment
WS 0.92 Moment
-- ---- ------WS 0.98 Moment
WS 0.80 Moment
WS 0.55 Moment
WS 0.55 Moment
WS 0.71 Moment
WS 0.92 Moment
-- ---- ------WS 0.42 Moment
WS 0.70 Moment
WS 0.55 Moment
WS 0.55 Moment
WS 0.71 Moment
WS 0.92 Moment
-- ---- ------WS 0.42 Moment
WS 0.70 Moment
WS 0.55 Moment
WS 0.55 Moment
WS 0.71 Moment
WS 0.92 Moment
-- ---- ------WS 0.42 Moment
WS 0.70 Moment
WS 0.55 Moment
WS 0.55 Moment
WS 0.71 Moment
WS 0.92 Moment
-- ---- -------
Rot
--D
D
D
D
D
D
D
--D
D
D
D
D
D
--D
D
D
D
D
D
--D
D
D
D
D
D
--D
D
D
D
D
D
---
7200
7
------ --8400
8
------ --9800
9
1
2
3
4
5
6
--1
2
3
4
5
6
--1
2
3
4
5
6
Z200x300
0 6725
6623
0
770
61
Z200x150
0 6275
6275
770
770
33
Z200x150
0 6275
6275
770
770
33
Z200x150
0 6275
6275
770
770
33
Z200x150
0 6275
6275
770
770
33
Z200x150
0 6375
6375
770
0
30
-------- ----- ----- ------ ----- ----- -----Z200x300
0 6725
6623
0
770
61
Z200x150
0 6275
6275
770
770
33
Z200x150
0 6275
6275
770
770
33
Z200x150
0 6275
6275
770
770
33
Z200x150
0 6275
6275
770
770
33
Z200x300
0 6375
6375
770
0
59
-------- ----- ----- ------ ----- ----- -----Z200x300
0 6725
6623
0
770
61
Z200x150
0 6275
6275
770
770
33
Z200x150
0 6275
6275
770
770
33
Z200x150
0 6275
6275
770
770
33
Z200x150
0 6275
6275
770
770
33
Z200x150
0 6375
6375
770
0
30
WS
WS
WS
WS
WS
WS
-WS
WS
WS
WS
WS
WS
-WS
WS
WS
WS
WS
WS
0.42
0.70
0.55
0.55
0.71
0.92
---0.46
0.76
0.60
0.60
0.70
0.40
---0.42
0.70
0.55
0.55
0.71
0.92
Moment
D
Moment
D
Moment
D
Moment
D
Moment
D
Moment
D
------- --Moment
D
Moment
D
Moment
D
Moment
D
Moment
D
Moment
D
------- --Moment
D
Moment
D
Moment
D
Moment
D
Moment
D
Moment
D
WS - Wind_Suction
GIRT INSIDE FLANGE BRACE:
No._Brace/Bay
1
2
3
4
5
6
--- --- --- --- --- --2
2
2
2
2
2
================================================================================
Dalal_Setup
Girt Design 1 (Locate=
1200)
1/31/22 5:54pm
================================================================================
GIRT LAYOUT:
Bay
Id
--1
2
Part
-------Z200x300
Z200x150
Locate
------1200
1200
Design
Length
-----6623
2528
--Lap(mm)-Left Right
---- ----770
770
Load
Width
----1200
1200
No.
Brace
----2
2
Weight
-----61
14
-----75
Available
Reduction
Factor
Out
In
---- ---0.00 0.65
0.00 0.65
LOAD ID:Wind_Pressure
-------------------------GIRT ACTIONS:
---------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
--- ----- ----- ----- ----1
3.02
-3.69 -4.57
2
3.48
2.76
0.58
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
--- ---- ------ ----- ---1 RLap -3.69 65.36 0.06
--------------Moment(kN-m)-------------Left
Left
Mid-Span
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
-3.98
2635
1.96
5.14
5.14
3.17
1.65
1264
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---MidS -3.98 11.10 0.36
Sheet 136 of 231
-Mom+ShrLoc
UC
---- ---LLap 0.28
Deflect(mm)
Calc Limit
----- -----11.7 73.6
2
LLap
2.76 10.85 0.25
LLap
3.17
4.24 0.75
LLap 0.66
-2.0
LOAD ID:Wind_Suction
-------------------------GIRT ACTIONS:
---------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
--- ----- ----- ----- ----1 -3.33
3.96
4.90
2 -3.72 -2.95
-0.64
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
--- ---- ------ ----- ---1 RLap
3.96 65.36 0.06
2 LLap -2.95 10.85 0.27
--------------Moment(kN-m)-------------Left
Left
Mid-Span
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
4.34
2610 -2.10 -5.51
-5.51 -3.40 -1.78
1264
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---MidS
4.34 10.12 0.43
LLap -3.40 4.09 0.83
DEFLECTION: (Working Load)
-------------------------Span
Wind_Pressure
Wind_Suction
Id
Calc Limit
Calc Limit
--------- ---------- ----1
-19.6
73.6
21.3
73.6
2
-3.3
3.3
Seis_Pressure
Calc
Limit
---------
-Mom+ShrLoc
UC
---- ---LLap 0.31
LLap 0.71
Deflect(mm)
Calc Limit
----- ----12.8 73.6
2.0
Seis_Suction
Calc
Limit
---------
================================================================================
Dalal_Setup
Girt Design 2 (Locate=
1200)
1/31/22 5:54pm
================================================================================
GIRT LAYOUT:
Bay
Id
--2
3
4
5
6
Part
-------Z200x150
Z200x150
Z200x150
Z200x150
Z200x150
Locate
------1200
1200
1200
1200
1200
Design
Length
-----2543
6275
6275
6275
6375
--Lap(mm)-Left Right
---- ----770
770
770
770
770
770
770
770
Load
Width
----1200
1200
1200
1200
1200
No.
Brace
----2
2
2
2
2
Weight
-----14
33
33
33
30
-----143
Available
Reduction
Factor
Out
In
---- ---0.00 0.65
0.00 0.70
0.00 0.70
0.00 0.70
0.00 0.70
LOAD ID:Wind_Pressure
-------------------------GIRT ACTIONS:
---------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
--- ----- ----- ----- ----2
0.25
-1.93 -2.66
3
3.38
2.50 -2.93 -3.81
4
3.74
2.85 -2.57 -3.46
--------------Moment(kN-m)-------------Left
Left
Mid-Span
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
-0.03
220
1.60
3.07
3.07
0.80 -1.92
2951
1.81
4.41
4.41
1.87 -1.68
3259
1.21
3.53
Sheet 137 of 231
5
6
3.30
4.49
2.42
3.61
-3.01
-3.89
-2.81
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
--- ---- ------ ----- ---2 RLap -1.93 10.85 0.18
3 RLap -2.93 10.85 0.27
4 LLap
2.85 10.85 0.26
5 RLap -3.01 10.85 0.28
6 LLap
3.61 10.85 0.33
3.53
5.36
1.33
2.24
-1.23
-3.45
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RLap
1.60 4.26 0.38
RSup
2.20 4.25 0.52
LSup
2.20 4.25 0.52
RSup
2.68 4.22 0.64
MidS -3.45 4.09 0.84
2882
3922
-Mom+ShrLoc
UC
---- ---RLap 0.35
RSup 0.46
LSup 0.45
RLap 0.59
RLap 0.58
2.71
5.36
0.00
Deflect(mm)
Calc Limit
----- ----0.3
-7.6 69.7
-5.9 69.7
-2.4 69.7
-17.1 70.8
LOAD ID:Wind_Suction
-------------------------GIRT ACTIONS:
---------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
--- ----- ----- ----- ----2 -0.28
2.05
2.83
3 -3.60 -2.66
3.12
4.06
4 -3.98 -3.04
2.74
3.68
5 -3.51 -2.57
3.21
4.15
6 -4.82 -3.88
3.10
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
--- ---- ------ ----- ---2 RLap
2.05 10.85 0.19
3 RLap
3.12 10.85 0.29
4 LLap -3.04 10.85 0.28
5 RLap
3.21 10.85 0.30
6 LLap -3.88 10.85 0.36
--------------Moment(kN-m)-------------Left
Left
Mid-Span
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
0.03
227 -1.69 -3.24
-3.24 -0.84
2.06
2947 -1.94 -4.70
-4.70 -2.00
1.79
3263 -1.28 -3.74
-3.75 -1.41
1.30
2874 -2.93 -5.76
-5.76 -2.41
3.75
3879
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RLap -1.69 4.09 0.41
RSup -2.35 4.09 0.57
LSup -2.35 4.09 0.57
RLap -2.93 4.09 0.71
MidS
3.75 4.09 0.92
DEFLECTION: (Working Load)
-------------------------Span
Wind_Pressure
Wind_Suction
Id
Calc Limit
Calc Limit
--------- ---------- ----2
0.4
-0.7
3
-12.6
69.7
13.5
69.7
4
-9.8
69.7
10.5
69.7
5
-3.9
69.7
4.0
69.7
6
-28.5
70.8
31.0
70.8
-Mom+ShrLoc
UC
---- ---RLap 0.37
RSup 0.49
LSup 0.49
RLap 0.63
RLap 0.64
Seis_Pressure
Calc
Limit
---------
Deflect(mm)
Calc Limit
----- -----0.4
8.1 69.7
6.3 69.7
2.4 69.7
18.6 70.8
Seis_Suction
Calc
Limit
---------
================================================================================
Dalal_Setup
Girt Design 3 (Locate=
2400)
1/31/22 5:54pm
================================================================================
GIRT LAYOUT:
Bay
Id
---
Part
--------
Locate
-------
Design
Length
------
--Lap(mm)-Left Right
---- -----
Load
Width
-----
Sheet 138 of 231
No.
Brace
-----
Weight
------
Available
Reduction
Factor
Out
In
---- ----
1
2
3
4
5
6
Z200x150
Z200x150
Z200x150
Z200x150
Z200x150
Z200x150
2400
2400
2400
2400
2400
2400
6623
6275
6275
6275
6275
6375
770
770
770
770
770
770
770
770
770
770
1200
1200
1200
1200
1200
1200
2
2
2
2
2
2
31
33
33
33
33
30
-----193
0.00
0.00
0.00
0.00
0.00
0.00
0.70
0.70
0.70
0.70
0.70
0.70
LOAD ID:Wind_Pressure
-------------------------GIRT ACTIONS:
---------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
--- ----- ----- ----- ----1
2.91
-3.80 -4.69
2
4.17
3.29 -2.69 -3.57
3
3.54
2.65 -2.77 -3.66
4
3.69
2.81 -2.62 -3.50
5
3.32
2.43 -2.99 -3.87
6
4.49
3.61
-2.81
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
--- ---- ------ ----- ---1 RLap -3.80 10.85 0.35
2 LLap
3.29 10.85 0.30
3 RLap -2.77 10.85 0.26
4 LLap
2.81 10.85 0.26
5 RLap -2.99 10.85 0.28
6 LLap
3.61 10.85 0.33
--------------Moment(kN-m)-------------Left
Left
Mid-Span
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
-3.68
2535
2.62
5.89
5.89
3.02 -1.63
3629
1.40
3.81
3.81
1.42 -1.65
3085
1.71
4.18
4.18
1.68 -1.75
3219
1.24
3.60
3.60
1.38 -1.20
2894
2.70
5.35
5.35
2.23 -3.45
3919
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---MidS -3.68 4.09 0.90
LLap
3.02 4.27 0.71
RSup
2.09 4.25 0.49
LSup
2.09 4.25 0.49
RSup
2.67 4.22 0.63
MidS -3.45 4.09 0.84
-Mom+ShrLoc
UC
---- ---LLap 0.63
LLap 0.65
RSup 0.43
LSup 0.43
RLap 0.59
RLap 0.59
Deflect(mm)
Calc Limit
----- -----19.5 73.6
-3.5 69.7
-5.7 69.7
-6.5 69.7
-2.2 69.7
-17.1 70.8
LOAD ID:Wind_Suction
-------------------------GIRT ACTIONS:
---------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
--- ----- ----- ----- ----1 -3.21
4.09
5.03
2 -4.45 -3.51
2.85
3.79
3 -3.76 -2.82
2.96
3.90
4 -3.93 -2.99
2.79
3.73
5 -3.52 -2.58
3.20
4.14
6 -4.82 -3.88
3.10
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
--- ---- ------ ----- ---1 RLap
4.09 10.85 0.38
2 LLap -3.51 10.85 0.32
3 RLap
2.96 10.85 0.27
4 LLap -2.99 10.85 0.28
5 RLap
3.20 10.85 0.29
--------------Moment(kN-m)-------------Left
Left
Mid-Span
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
4.02
2509 -2.82 -6.33
-6.33 -3.26
1.72
3631 -1.48 -4.04
-4.04 -1.50
1.76
3081 -1.83 -4.47
-4.47 -1.80
1.87
3222 -1.31 -3.82
-3.82 -1.47
1.27
2886 -2.92 -5.74
-5.74 -2.39
3.76
3877
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---MidS
4.02 4.09 0.98
LLap -3.26 4.09 0.80
RSup -2.23 4.09 0.55
LSup -2.23 4.09 0.55
RLap -2.92 4.09 0.71
Sheet 139 of 231
-Mom+ShrLoc
UC
---- ---LLap 0.69
LLap 0.70
RSup 0.46
LSup 0.46
RLap 0.63
Deflect(mm)
Calc Limit
----- ----21.2 73.6
3.6 69.7
6.1 69.7
6.9 69.7
2.2 69.7
6
LLap
-3.88 10.85 0.36
MidS
3.76
DEFLECTION: (Working Load)
-------------------------Span
Wind_Pressure
Wind_Suction
Id
Calc Limit
Calc Limit
--------- ---------- ----1
-32.5
73.6
35.4
73.6
2
-5.8
69.7
5.9
69.7
3
-9.5
69.7
10.2
69.7
4
-10.8
69.7
11.5
69.7
5
-3.6
69.7
3.7
69.7
6
-28.6
70.8
31.1
70.8
4.09 0.92
RLap 0.64
Seis_Pressure
Calc
Limit
---------
18.6
70.8
Seis_Suction
Calc
Limit
---------
================================================================================
Dalal_Setup
Girt Design 4 (Locate=
3600)
1/31/22 5:54pm
================================================================================
GIRT LAYOUT:
Bay
Id
--1
2
3
4
5
6
Part
-------Z200x300
Z200x150
Z200x150
Z200x150
Z200x150
Z200x150
Locate
------3600
3600
3600
3600
3600
3600
Design
Length
-----6623
6275
6275
6275
6275
6375
--Lap(mm)-Left Right
---- ----770
770
770
770
770
770
770
770
770
770
Load
Width
----1200
1200
1200
1200
1200
1200
No.
Brace
----2
2
2
2
2
2
Weight
-----61
33
33
33
33
30
-----223
Available
Reduction
Factor
Out
In
---- ---0.00 0.70
0.00 0.70
0.00 0.70
0.00 0.70
0.00 0.70
0.00 0.70
LOAD ID:Wind_Pressure
-------------------------GIRT ACTIONS:
---------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
--- ----- ----- ----- ----1
3.00
-3.71 -4.60
2
3.87
2.98 -2.44 -3.33
3
3.49
2.61 -2.82 -3.70
4
3.70
2.82 -2.61 -3.49
5
3.31
2.43 -3.00 -3.88
6
4.49
3.61
-2.81
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
--- ---- ------ ----- ---1 RLap -3.71 65.36 0.06
2 LLap
2.98 10.85 0.28
3 RLap -2.82 10.85 0.26
4 LLap
2.82 10.85 0.26
5 RLap -3.00 10.85 0.28
6 LLap
3.61 10.85 0.33
--------------Moment(kN-m)-------------Left
Left
Mid-Span
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
-3.91
2613
2.10
5.30
5.30
2.66 -1.22
3374
1.38
3.60
3.60
1.25 -1.72
3048
1.74
4.24
4.25
1.73 -1.73
3230
1.23
3.58
3.58
1.37 -1.21
2891
2.71
5.35
5.35
2.23 -3.45
3920
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---MidS -3.91 11.10 0.35
LLap
2.66 4.28 0.62
RSup
2.12 4.25 0.50
LSup
2.12 4.25 0.50
RSup
2.68 4.22 0.63
MidS -3.45 4.09 0.84
Sheet 140 of 231
-Mom+ShrLoc
UC
---- ---RSup 0.29
LLap 0.58
RSup 0.44
LSup 0.44
RLap 0.59
RLap 0.59
Deflect(mm)
Calc Limit
----- -----11.4 73.6
-2.5 69.7
-6.2 69.7
-6.3 69.7
-2.2 69.7
-17.1 70.8
LOAD ID:Wind_Suction
-------------------------GIRT ACTIONS:
---------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
--- ----- ----- ----- ----1 -3.31
3.99
4.93
2 -4.13 -3.19
2.59
3.53
3 -3.72 -2.78
3.00
3.94
4 -3.95 -3.01
2.77
3.71
5 -3.52 -2.58
3.20
4.14
6 -4.82 -3.88
3.10
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
--- ---- ------ ----- ---1 RLap
3.99 65.36 0.06
2 LLap -3.19 10.85 0.29
3 RLap
3.00 10.85 0.28
4 LLap -3.01 10.85 0.28
5 RLap
3.20 10.85 0.30
6 LLap -3.88 10.85 0.36
--------------Moment(kN-m)-------------Left
Left
Mid-Span
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
4.27
2588 -2.25 -5.69
-5.69 -2.87
1.29
3381 -1.46 -3.82
-3.82 -1.32
1.84
3045 -1.86 -4.53
-4.53 -1.85
1.85
3233 -1.30 -3.80
-3.80 -1.45
1.28
2883 -2.92 -5.75
-5.75 -2.40
3.75
3877
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---MidS
4.27 10.14 0.42
LLap -2.87 4.09 0.70
RSup -2.27 4.09 0.55
LSup -2.27 4.09 0.55
RLap -2.92 4.09 0.71
MidS
3.75 4.09 0.92
DEFLECTION: (Working Load)
-------------------------Span
Wind_Pressure
Wind_Suction
Id
Calc Limit
Calc Limit
--------- ---------- ----1
-19.0
73.6
20.7
73.6
2
-4.2
69.7
4.3
69.7
3
-10.4
69.7
11.1
69.7
4
-10.5
69.7
11.2
69.7
5
-3.7
69.7
3.8
69.7
6
-28.6
70.8
31.0
70.8
-Mom+ShrLoc
UC
---- ---RSup 0.31
LLap 0.62
RSup 0.47
LSup 0.47
RLap 0.63
RLap 0.64
Seis_Pressure
Calc
Limit
---------
Deflect(mm)
Calc Limit
----- ----12.4 73.6
2.6 69.7
6.6 69.7
6.7 69.7
2.3 69.7
18.6 70.8
Seis_Suction
Calc
Limit
---------
================================================================================
Dalal_Setup
Girt Design 5 (Locate=
4800)
1/31/22 5:54pm
================================================================================
GIRT LAYOUT:
Bay
Id
--1
2
3
4
5
6
Part
-------Z200x300
Z200x150
Z200x150
Z200x150
Z200x150
Z200x150
Locate
------4800
4800
4800
4800
4800
4800
Design
Length
-----6623
6275
6275
6275
6275
6375
--Lap(mm)-Left Right
---- ----770
770
770
770
770
770
770
770
770
770
Load
Width
----1200
1200
1200
1200
1200
1200
Sheet 141 of 231
No.
Brace
----2
2
2
2
2
2
Weight
-----61
33
33
33
33
30
-----223
Available
Reduction
Factor
Out
In
---- ---0.00 0.70
0.00 0.70
0.00 0.70
0.00 0.70
0.00 0.70
0.00 0.70
LOAD ID:Wind_Pressure
-------------------------GIRT ACTIONS:
---------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
--- ----- ----- ----- ----1
3.00
-3.71 -4.60
2
3.87
2.98 -2.44 -3.33
3
3.49
2.61 -2.82 -3.70
4
3.70
2.82 -2.61 -3.49
5
3.31
2.43 -3.00 -3.88
6
4.49
3.61
-2.81
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
--- ---- ------ ----- ---1 RLap -3.71 65.36 0.06
2 LLap
2.98 10.85 0.28
3 RLap -2.82 10.85 0.26
4 LLap
2.82 10.85 0.26
5 RLap -3.00 10.85 0.28
6 LLap
3.61 10.85 0.33
--------------Moment(kN-m)-------------Left
Left
Mid-Span
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
-3.91
2613
2.10
5.30
5.30
2.66 -1.22
3374
1.38
3.60
3.60
1.25 -1.72
3048
1.74
4.24
4.25
1.73 -1.73
3230
1.23
3.58
3.58
1.37 -1.21
2891
2.71
5.35
5.35
2.23 -3.45
3920
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---MidS -3.91 11.10 0.35
LLap
2.66 4.28 0.62
RSup
2.12 4.25 0.50
LSup
2.12 4.25 0.50
RSup
2.68 4.22 0.63
MidS -3.45 4.09 0.84
-Mom+ShrLoc
UC
---- ---RSup 0.29
LLap 0.58
RSup 0.44
LSup 0.44
RLap 0.59
RLap 0.59
Deflect(mm)
Calc Limit
----- -----11.4 73.6
-2.5 69.7
-6.2 69.7
-6.3 69.7
-2.2 69.7
-17.1 70.8
LOAD ID:Wind_Suction
-------------------------GIRT ACTIONS:
---------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
--- ----- ----- ----- ----1 -3.31
3.99
4.93
2 -4.13 -3.19
2.59
3.53
3 -3.72 -2.78
3.00
3.94
4 -3.95 -3.01
2.77
3.71
5 -3.52 -2.58
3.20
4.14
6 -4.82 -3.88
3.10
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
--- ---- ------ ----- ---1 RLap
3.99 65.36 0.06
2 LLap -3.19 10.85 0.29
3 RLap
3.00 10.85 0.28
4 LLap -3.01 10.85 0.28
5 RLap
3.20 10.85 0.30
6 LLap -3.88 10.85 0.36
--------------Moment(kN-m)-------------Left
Left
Mid-Span
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
4.27
2588 -2.25 -5.69
-5.69 -2.87
1.29
3381 -1.46 -3.82
-3.82 -1.32
1.84
3045 -1.86 -4.53
-4.53 -1.85
1.85
3233 -1.30 -3.80
-3.80 -1.45
1.28
2883 -2.92 -5.75
-5.75 -2.40
3.75
3877
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---MidS
4.27 10.14 0.42
LLap -2.87 4.09 0.70
RSup -2.27 4.09 0.55
LSup -2.27 4.09 0.55
RLap -2.92 4.09 0.71
MidS
3.75 4.09 0.92
DEFLECTION: (Working Load)
-------------------------Span
Wind_Pressure
Wind_Suction
Id
Calc Limit
Calc Limit
--------- ---------- ----1
-19.0
73.6
20.7
73.6
2
-4.2
69.7
4.3
69.7
Seis_Pressure
Calc
Limit
---------
Sheet 142 of 231
-Mom+ShrLoc
UC
---- ---RSup 0.31
LLap 0.62
RSup 0.47
LSup 0.47
RLap 0.63
RLap 0.64
Deflect(mm)
Calc Limit
----- ----12.4 73.6
2.6 69.7
6.6 69.7
6.7 69.7
2.3 69.7
18.6 70.8
Seis_Suction
Calc
Limit
---------
3
4
5
6
-10.4
-10.5
-3.7
-28.6
69.7
69.7
69.7
70.8
11.1
11.2
3.8
31.0
69.7
69.7
69.7
70.8
================================================================================
Dalal_Setup
Girt Design 6 (Locate=
6000)
1/31/22 5:54pm
================================================================================
GIRT LAYOUT:
Bay
Id
--1
2
3
4
5
6
Part
-------Z200x300
Z200x150
Z200x150
Z200x150
Z200x150
Z200x150
Locate
------6000
6000
6000
6000
6000
6000
Design
Length
-----6623
6275
6275
6275
6275
6375
--Lap(mm)-Left Right
---- ----770
770
770
770
770
770
770
770
770
770
Load
Width
----1200
1200
1200
1200
1200
1200
No.
Brace
----2
2
2
2
2
2
Weight
-----61
33
33
33
33
30
-----223
Available
Reduction
Factor
Out
In
---- ---0.00 0.70
0.00 0.70
0.00 0.70
0.00 0.70
0.00 0.70
0.00 0.70
LOAD ID:Wind_Pressure
-------------------------GIRT ACTIONS:
---------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
--- ----- ----- ----- ----1
3.00
-3.71 -4.60
2
3.87
2.98 -2.44 -3.33
3
3.49
2.61 -2.82 -3.70
4
3.70
2.82 -2.61 -3.49
5
3.31
2.43 -3.00 -3.88
6
4.49
3.61
-2.81
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
--- ---- ------ ----- ---1 RLap -3.71 65.36 0.06
2 LLap
2.98 10.85 0.28
3 RLap -2.82 10.85 0.26
4 LLap
2.82 10.85 0.26
5 RLap -3.00 10.85 0.28
6 LLap
3.61 10.85 0.33
--------------Moment(kN-m)-------------Left
Left
Mid-Span
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
-3.91
2613
2.10
5.30
5.30
2.66 -1.22
3374
1.38
3.60
3.60
1.25 -1.72
3048
1.74
4.24
4.25
1.73 -1.73
3230
1.23
3.58
3.58
1.37 -1.21
2891
2.71
5.35
5.35
2.23 -3.45
3920
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---MidS -3.91 11.10 0.35
LLap
2.66 4.28 0.62
RSup
2.12 4.25 0.50
LSup
2.12 4.25 0.50
RSup
2.68 4.22 0.63
MidS -3.45 4.09 0.84
-Mom+ShrLoc
UC
---- ---RSup 0.29
LLap 0.58
RSup 0.44
LSup 0.44
RLap 0.59
RLap 0.59
Deflect(mm)
Calc Limit
----- -----11.4 73.6
-2.5 69.7
-6.2 69.7
-6.3 69.7
-2.2 69.7
-17.1 70.8
LOAD ID:Wind_Suction
-------------------------GIRT ACTIONS:
---------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
--- ----- ----- ----- -----
--------------Moment(kN-m)-------------Left
Left
Mid-Span
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- -----
Sheet 143 of 231
1
2
3
4
5
6
-3.31
-4.13
-3.72
-3.95
-3.52
-4.82
-3.19
-2.78
-3.01
-2.58
-3.88
3.99
2.59
3.00
2.77
3.20
4.93
3.53
3.94
3.71
4.14
3.10
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
--- ---- ------ ----- ---1 RLap
3.99 65.36 0.06
2 LLap -3.19 10.85 0.29
3 RLap
3.00 10.85 0.28
4 LLap -3.01 10.85 0.28
5 RLap
3.20 10.85 0.30
6 LLap -3.88 10.85 0.36
0.00
-5.69
-3.82
-4.53
-3.80
-5.75
-2.87
-1.32
-1.85
-1.45
-2.40
4.27
1.29
1.84
1.85
1.28
3.75
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---MidS
4.27 10.14 0.42
LLap -2.87 4.09 0.70
RSup -2.27 4.09 0.55
LSup -2.27 4.09 0.55
RLap -2.92 4.09 0.71
MidS
3.75 4.09 0.92
DEFLECTION: (Working Load)
-------------------------Span
Wind_Pressure
Wind_Suction
Id
Calc Limit
Calc Limit
--------- ---------- ----1
-19.0
73.6
20.7
73.6
2
-4.2
69.7
4.3
69.7
3
-10.4
69.7
11.1
69.7
4
-10.5
69.7
11.2
69.7
5
-3.7
69.7
3.8
69.7
6
-28.6
70.8
31.0
70.8
2588
3381
3045
3233
2883
3877
-Mom+ShrLoc
UC
---- ---RSup 0.31
LLap 0.62
RSup 0.47
LSup 0.47
RLap 0.63
RLap 0.64
Seis_Pressure
Calc
Limit
---------
-2.25
-1.46
-1.86
-1.30
-2.92
-5.69
-3.82
-4.53
-3.80
-5.75
0.00
Deflect(mm)
Calc Limit
----- ----12.4 73.6
2.6 69.7
6.6 69.7
6.7 69.7
2.3 69.7
18.6 70.8
Seis_Suction
Calc
Limit
---------
================================================================================
Dalal_Setup
Girt Design 7 (Locate=
7200)
1/31/22 5:54pm
================================================================================
GIRT LAYOUT:
Bay
Id
--1
2
3
4
5
6
Part
-------Z200x300
Z200x150
Z200x150
Z200x150
Z200x150
Z200x150
Locate
------7200
7200
7200
7200
7200
7200
Design
Length
-----6623
6275
6275
6275
6275
6375
--Lap(mm)-Left Right
---- ----770
770
770
770
770
770
770
770
770
770
Load
Width
----1200
1200
1200
1200
1200
1200
No.
Brace
----2
2
2
2
2
2
Weight
-----61
33
33
33
33
30
-----223
Available
Reduction
Factor
Out
In
---- ---0.00 0.70
0.00 0.70
0.00 0.70
0.00 0.70
0.00 0.70
0.00 0.70
LOAD ID:Wind_Pressure
-------------------------GIRT ACTIONS:
---------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
--- ----- ----- ----- ----1
3.00
-3.71 -4.60
2
3.87
2.98 -2.44 -3.33
--------------Moment(kN-m)-------------Left
Left
Mid-Span
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
-3.91
2613
2.10
5.30
5.30
2.66 -1.22
3374
1.38
3.60
Sheet 144 of 231
3
4
5
6
3.49
3.70
3.31
4.49
2.61
2.82
2.43
3.61
-2.82
-2.61
-3.00
-3.70
-3.49
-3.88
-2.81
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
--- ---- ------ ----- ---1 RLap -3.71 65.36 0.06
2 LLap
2.98 10.85 0.28
3 RLap -2.82 10.85 0.26
4 LLap
2.82 10.85 0.26
5 RLap -3.00 10.85 0.28
6 LLap
3.61 10.85 0.33
3.60
4.25
3.58
5.35
1.25
1.73
1.37
2.23
-1.72
-1.73
-1.21
-3.45
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---MidS -3.91 11.10 0.35
LLap
2.66 4.28 0.62
RSup
2.12 4.25 0.50
LSup
2.12 4.25 0.50
RSup
2.68 4.22 0.63
MidS -3.45 4.09 0.84
3048
3230
2891
3920
-Mom+ShrLoc
UC
---- ---RSup 0.29
LLap 0.58
RSup 0.44
LSup 0.44
RLap 0.59
RLap 0.59
1.74
1.23
2.71
4.24
3.58
5.35
0.00
Deflect(mm)
Calc Limit
----- -----11.4 73.6
-2.5 69.7
-6.2 69.7
-6.3 69.7
-2.2 69.7
-17.1 70.8
LOAD ID:Wind_Suction
-------------------------GIRT ACTIONS:
---------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
--- ----- ----- ----- ----1 -3.31
3.99
4.93
2 -4.13 -3.19
2.59
3.53
3 -3.72 -2.78
3.00
3.94
4 -3.95 -3.01
2.77
3.71
5 -3.52 -2.58
3.20
4.14
6 -4.82 -3.88
3.10
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
--- ---- ------ ----- ---1 RLap
3.99 65.36 0.06
2 LLap -3.19 10.85 0.29
3 RLap
3.00 10.85 0.28
4 LLap -3.01 10.85 0.28
5 RLap
3.20 10.85 0.30
6 LLap -3.88 10.85 0.36
--------------Moment(kN-m)-------------Left
Left
Mid-Span
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
4.27
2588 -2.25 -5.69
-5.69 -2.87
1.29
3381 -1.46 -3.82
-3.82 -1.32
1.84
3045 -1.86 -4.53
-4.53 -1.85
1.85
3233 -1.30 -3.80
-3.80 -1.45
1.28
2883 -2.92 -5.75
-5.75 -2.40
3.75
3877
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---MidS
4.27 10.14 0.42
LLap -2.87 4.09 0.70
RSup -2.27 4.09 0.55
LSup -2.27 4.09 0.55
RLap -2.92 4.09 0.71
MidS
3.75 4.09 0.92
DEFLECTION: (Working Load)
-------------------------Span
Wind_Pressure
Wind_Suction
Id
Calc Limit
Calc Limit
--------- ---------- ----1
-19.0
73.6
20.7
73.6
2
-4.2
69.7
4.3
69.7
3
-10.4
69.7
11.1
69.7
4
-10.5
69.7
11.2
69.7
5
-3.7
69.7
3.8
69.7
6
-28.6
70.8
31.0
70.8
Seis_Pressure
Calc
Limit
---------
-Mom+ShrLoc
UC
---- ---RSup 0.31
LLap 0.62
RSup 0.47
LSup 0.47
RLap 0.63
RLap 0.64
Deflect(mm)
Calc Limit
----- ----12.4 73.6
2.6 69.7
6.6 69.7
6.7 69.7
2.3 69.7
18.6 70.8
Seis_Suction
Calc
Limit
---------
================================================================================
Dalal_Setup
Girt Design 8 (Locate=
8400)
1/31/22 5:54pm
================================================================================
Sheet 145 of 231
GIRT LAYOUT:
Bay
Id
--1
2
3
4
5
6
Part
-------Z200x300
Z200x150
Z200x150
Z200x150
Z200x150
Z200x300
Locate
------8400
8400
8400
8400
8400
8400
Design
Length
-----6623
6275
6275
6275
6275
6375
--Lap(mm)-Left Right
---- ----770
770
770
770
770
770
770
770
770
770
Load
Width
----1300
1300
1300
1300
1300
1300
No.
Brace
----2
2
2
2
2
2
Weight
-----61
33
33
33
33
59
-----251
Available
Reduction
Factor
Out
In
---- ---0.00 0.70
0.00 0.70
0.00 0.70
0.00 0.70
0.00 0.70
0.00 0.70
LOAD ID:Wind_Pressure
-------------------------GIRT ACTIONS:
---------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
--- ----- ----- ----- ----1
3.25
-4.02 -4.98
2
4.19
3.23 -2.65 -3.60
3
3.79
2.83 -3.04 -4.00
4
3.99
3.03 -2.85 -3.80
5
3.65
2.70 -3.18 -4.14
6
4.82
3.86
-3.10
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
--- ---- ------ ----- ---1 RLap -4.02 65.36 0.06
2 LLap
3.23 10.85 0.30
3 RLap -3.04 10.85 0.28
4 LLap
3.03 10.85 0.28
5 RLap -3.18 10.85 0.29
6 LLap
3.86 65.36 0.06
--------------Moment(kN-m)-------------Left
Left
Mid-Span
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
-4.24
2614
2.27
5.74
5.74
2.88 -1.32
3372
1.50
3.91
3.91
1.36 -1.87
3053
1.86
4.57
4.57
1.87 -1.84
3213
1.42
3.98
3.98
1.53 -1.40
2943
2.68
5.49
5.49
2.15 -3.86
3882
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---MidS -4.24 11.10 0.38
LLap
2.88 4.28 0.67
RSup
2.28 4.25 0.54
LSup
2.28 4.25 0.54
RLap
2.68 4.29 0.62
MidS -3.86 11.10 0.35
-Mom+ShrLoc
UC
---- ---RSup 0.31
LLap 0.63
RSup 0.47
LSup 0.47
RLap 0.59
LSup 0.30
Deflect(mm)
Calc Limit
----- -----12.4 73.6
-2.7 69.7
-6.8 69.7
-6.6 69.7
-3.3 69.7
-10.2 70.8
LOAD ID:Wind_Suction
-------------------------GIRT ACTIONS:
---------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
--- ----- ----- ----- ----1 -3.58
4.32
5.34
2 -4.47 -3.45
2.81
3.83
3 -4.04 -3.02
3.25
4.27
4 -4.25 -3.24
3.03
4.05
5 -3.88 -2.87
3.40
4.42
6 -5.17 -4.15
3.41
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
--------------Moment(kN-m)-------------Left
Left
Mid-Span
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
4.63
2589 -2.44 -6.16
-6.16 -3.11
1.39
3379 -1.60 -4.15
-4.15 -1.44
2.00
3050 -1.98 -4.87
-4.87 -1.99
1.96
3216 -1.50 -4.22
-4.23 -1.63
1.48
2937 -2.88 -5.89
-5.89 -2.30
4.20
3903
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
Sheet 146 of 231
-Mom+ShrLoc
UC
Deflect(mm)
Calc Limit
--1
2
3
4
5
6
---- ------ ----- ---RLap
4.32 65.36 0.07
LLap -3.45 10.85 0.32
RLap
3.25 10.85 0.30
LLap -3.24 10.85 0.30
RLap
3.40 10.85 0.31
LLap -4.15 65.36 0.06
---- ------ ----- ---MidS
4.63 10.14 0.46
LLap -3.11 4.09 0.76
RSup -2.44 4.09 0.60
LSup -2.44 4.09 0.60
RLap -2.88 4.09 0.70
MidS
4.20 10.41 0.40
DEFLECTION: (Working Load)
-------------------------Span
Wind_Pressure
Wind_Suction
Id
Calc Limit
Calc Limit
--------- ---------- ----1
-20.6
73.6
22.5
73.6
2
-4.5
69.7
4.6
69.7
3
-11.3
69.7
12.1
69.7
4
-10.9
69.7
11.7
69.7
5
-5.5
69.7
5.8
69.7
6
-17.1
70.8
18.6
70.8
---RSup
LLap
RSup
LSup
RLap
LSup
Seis_Pressure
Calc
Limit
---------
---0.34
0.67
0.51
0.51
0.63
0.32
----- ----13.5 73.6
2.8 69.7
7.3 69.7
7.0 69.7
3.5 69.7
11.2 70.8
Seis_Suction
Calc
Limit
---------
================================================================================
Dalal_Setup
Girt Design 9 (Locate=
9800)
1/31/22 5:54pm
================================================================================
GIRT LAYOUT:
Bay
Id
--1
2
3
4
5
6
Part
-------Z200x300
Z200x150
Z200x150
Z200x150
Z200x150
Z200x150
Locate
------9800
9800
9800
9800
9800
9800
Design
Length
-----6623
6275
6275
6275
6275
6375
--Lap(mm)-Left Right
---- ----770
770
770
770
770
770
770
770
770
770
Load
Width
----1198
1198
1198
1198
1198
1198
No.
Brace
----2
2
2
2
2
2
Weight
-----61
33
33
33
33
30
-----223
Available
Reduction
Factor
Out
In
---- ---0.00 0.70
0.00 0.70
0.00 0.70
0.00 0.70
0.00 0.70
0.00 0.70
LOAD ID:Wind_Pressure
-------------------------GIRT ACTIONS:
---------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
--- ----- ----- ----- ----1
2.99
-3.71 -4.59
2
3.86
2.98 -2.44 -3.32
3
3.49
2.61 -2.81 -3.69
4
3.70
2.82 -2.60 -3.48
5
3.31
2.43 -2.99 -3.87
6
4.49
3.61
-2.81
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
--- ---- ------ ----- ---1 RLap -3.71 65.36 0.06
--------------Moment(kN-m)-------------Left
Left
Mid-Span
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
-3.91
2613
2.10
5.29
5.29
2.66 -1.22
3374
1.38
3.60
3.60
1.25 -1.72
3048
1.74
4.24
4.24
1.73 -1.73
3230
1.23
3.57
3.57
1.37 -1.21
2891
2.70
5.34
5.34
2.23 -3.45
3920
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---MidS -3.91 11.10 0.35
Sheet 147 of 231
-Mom+ShrLoc
UC
---- ---RSup 0.29
Deflect(mm)
Calc Limit
----- -----11.4 73.6
2
3
4
5
6
LLap
RLap
LLap
RLap
LLap
2.98
-2.81
2.82
-2.99
3.61
10.85
10.85
10.85
10.85
10.85
0.27
0.26
0.26
0.28
0.33
LLap
RSup
LSup
RSup
MidS
2.66
2.12
2.12
2.67
-3.45
4.28
4.25
4.25
4.22
4.09
0.62
0.50
0.50
0.63
0.84
LLap
RSup
LSup
RLap
RLap
0.58
0.44
0.44
0.59
0.58
-2.5
-6.2
-6.3
-2.2
-17.1
69.7
69.7
69.7
69.7
70.8
LOAD ID:Wind_Suction
-------------------------GIRT ACTIONS:
---------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
--- ----- ----- ----- ----1 -3.30
3.99
4.92
2 -4.12 -3.18
2.59
3.53
3 -3.71 -2.77
3.00
3.94
4 -3.94 -3.00
2.77
3.71
5 -3.52 -2.58
3.20
4.14
6 -4.81 -3.87
3.10
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
--- ---- ------ ----- ---1 RLap
3.99 65.36 0.06
2 LLap -3.18 10.85 0.29
3 RLap
3.00 10.85 0.28
4 LLap -3.00 10.85 0.28
5 RLap
3.20 10.85 0.29
6 LLap -3.87 10.85 0.36
--------------Moment(kN-m)-------------Left
Left
Mid-Span
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
4.26
2588 -2.25 -5.68
-5.68 -2.87
1.29
3381 -1.46 -3.82
-3.82 -1.32
1.83
3045 -1.85 -4.52
-4.52 -1.85
1.85
3233 -1.30 -3.79
-3.79 -1.45
1.27
2883 -2.92 -5.74
-5.74 -2.40
3.75
3877
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---MidS
4.26 10.14 0.42
LLap -2.87 4.09 0.70
RSup -2.26 4.09 0.55
LSup -2.26 4.09 0.55
RLap -2.92 4.09 0.71
MidS
3.75 4.09 0.92
DEFLECTION: (Working Load)
-------------------------Span
Wind_Pressure
Wind_Suction
Id
Calc Limit
Calc Limit
--------- ---------- ----1
-19.0
73.6
20.7
73.6
2
-4.2
69.7
4.3
69.7
3
-10.3
69.7
11.1
69.7
4
-10.5
69.7
11.2
69.7
5
-3.7
69.7
3.8
69.7
6
-28.5
70.8
31.0
70.8
Seis_Pressure
Calc
Limit
---------
-Mom+ShrLoc
UC
---- ---RSup 0.31
LLap 0.62
RSup 0.47
LSup 0.47
RLap 0.63
RLap 0.64
Deflect(mm)
Calc Limit
----- ----12.4 73.6
2.6 69.7
6.6 69.7
6.7 69.7
2.3 69.7
18.6 70.8
Seis_Suction
Calc
Limit
---------
================================================================================
Dalal_Setup
Sidewall Jamb/Header Summary
1/31/22 5:54pm
================================================================================
JAMB/HEADER
Open Bay
Id
Id
---- --2
2
LAYOUT:
Locate
-----Jamb-L
Jamb-R
Header
Part
-------C200x150
C200x150
C200x150
Length
-----2400
2400
1000
Weight
-----10
10
4
STRENGTH/DEFLECTION:
Sheet 148 of 231
Open
Id Locate
---- -----2 Jamb-L
Jamb-R
Header
Ld
Id
-WP
WS
WP
WS
WP
WS
----Shear(kN)---Calc Limit
UC
----- ------ ----0.29 10.85 0.03
0.32 10.85 0.03
-0.70 10.85 0.06
-0.75 10.85 0.07
0.07 10.85 0.01
-0.08 10.85 0.01
---Moment(kN-m)-Calc Limit
UC
----- ------ ----0.08
4.92 0.02
0.08
4.92 0.02
-0.49
4.92 0.10
0.53
4.92 0.11
-0.02
4.92 0.00
0.02
4.92 0.00
Mom+
Shear
----0.00
0.00
0.09
0.09
0.00
0.00
Deflect(mm)
Calc Limit
----- -----0.1 26.7
0.1 26.7
-0.8 26.7
0.8 26.7
0.0 11.1
0.0 11.1
WP - Wind_Pressure
WS - Wind_Suction
================================================================================
Dalal_Setup
Warning Summary
1/31/22 5:54pm
================================================================================
.. No Warnings
Sheet 149 of 231
C.4) End Wall Girts @ G.L A:
Sheet 150 of 231
*===============================================================================
*Dalal_Setup
Endwall Design Input
1/30/22 3:24pm
*===============================================================================
*( 1)JOBID:
'Dalal_Setup'
*( 2)PROGRAM OPTIONS:
* EW
Run
Run Run
Run
* Id Col/Raf Girt Brace Panel
'L'
'Y'
'Y' 'Y'
'Y'
*( 3)DESIGN CODE:
*Design ---Steel_Code--* Code
Cold
Hot
'WS' 'NAUS07 ' 'AISC10'
No.
Cycle
4
Lap
Stiff
0.80
---Build--Country Code
Year
'
' 'IBC ' '18'
Code
Seismic
Label
Zone
'IBC 18 ' 'D '
*( 4)DESIGN CONSTANTS:
*
---Strength_Factors-* ---Stress_Ratio-----Seismic--* Col/Raf Girt Panel
Wind
Frame Brace
0.99 0.99 0.99 1.0000 1.5300 1.7000
*( 5)STEEL YIELDS:
* Web
Flg C_Sec
345
345
345
W_Sec
345
R_Sec
245
*( 6)DEFLECTION LIMITS:
* -----Rafter----* Live Wind Total Column
180. 180.
0.
180.
*( 7)REPORTS:
*
Input Column
*
Echo
Rafter
'N'
'Y'
Wall
Girt
'Y'
*( 8)BUILDING TYPE:
* Build
Build
* Type
Width
'FF-'
25980.0
*( 9)SURFACE SHAPE:
* No.
X_Coord
* Surf
(mm)
4
0.0
12990.0
25980.0
25980.0
*(10)BAY SPACING:
*No.Roof
Roof
* Bay
Bay
6
6725.0
---Girt--Wall Facia
90. 120.
Door
Jamb
'Y'
Wall
Panel
'Y'
Build
Length
38550.0
*(11)FRAMED OPENINGS:
* No. Open Bay
Open
*Open Id Id
Width
1
1
3
1000.0
T_Sec
345
U_Sec
248
--Panel--Wall Facia
90. 120.
EP
345
Part
Wall
90.
BP
345
Wind
Bent
60.
Cable
Brace
'Y'
Expand_EW
Use
Offset
'N :-'
350.
Y_Coord
(mm)
11000.0
12039.2
11000.0
0.0
Frame
Recess
106.0
P_Sec
345
Offset
(mm)
206.0
256.0
256.0
206.0
Sets_Of
Bay
Bays
Width
3
6720.0
6270.0
6720.0
Open
Height
2100.0
No.
Bays
1
2
1
Open Open Sill
Offset Type Height
2630.0 11
0.0
Sheet 151 of 231
Base
Elev
0.0
Set
Depth
0.0
Member Remove
Select Panel
'C'
'Y'
*(12)WIDE OPENING LAYOUT:
*----Open--- Bay_Id --Clear_Opening-*No. Id Type St End Width
Height
0
Wedge
Height
Stub
Elev
Column
Mount
Total
Weight
*(13)WIDE OPENING AND STRUT FRAMING:
*-Open- ------Door_Jamb------ Stub
Head Back_Brace Strut -Header_Beam- Deflection
*No. Id Type
FlgWid FlgThk Type
Type Type Loc Type Type Max_Spc Horz Vert
0
*(14)WIDE OPENING HEADER LOCATION:
*-OpenNo.
Column
*No. Id
Location
Location
0
*(15)PARTIAL WALLS:
*
--Bay_Id*No. Id Use Start End
0
----Offset---Start
End
Jamb Base Top Full_Load
Height Type Type Type Girt Col
----Panel---Part
Opt
*(16)COLUMNS:
* --Left_Corner-- -Right_Corner-- -Int_Facia-- Int_No_Facia
Max_UnBr Base
* Type Rot Depth Type Rot Depth Type Depth Type Depth Same Length Elev
*
(mm)
(mm)
(mm)
(mm) Dep
(mm)
(mm)
'W
' '-'
0. 'W
' '-'
0. 'W
'
0. 'W
'
0. 'Y'
50000
0.0
*(17)COLUMN SIZE & ELEVATION:
*
No.
Column
Base
* Column
Size
Elev
5
'--------'
0.0
'--------'
0.0
'--------'
0.0
'--------'
0.0
'--------'
0.0
*(18)RAFTERS:
* Rafter
Set
* Select
Depth
'W
'
0.0
Rafter
Same
'Y'
Flange
Brace
'Y'
*(19)RAFTER SIZE:
*
No. Surf Rafter
* Rafter Id
Size
4
2 '--------'
2 '--------'
3 '--------'
3 '--------'
*(20)RAFTER SPLICES:
*
Surf
No.
Splice
*
Id
Splice
Loc
2
1
6441.5
3
2
0.0
6590.0
Splice
Type
'M '
'M '
'M '
*(21)GIRT DESIGN:
*Girt Flg_Brace
*Type Out
In Offset Project
'ZB' 'C' 'Y'
0.0
0.0
Set
Depth
250.0
Set
Lap
0.0
Max Girt_To One_Girt Max_Unbr
Space Rafter Depth/Bay Length
2400.0
'N'
'Y'
2500.0
*(22)GIRT LOCATION:
* Set
No.
Girt
Sheet 152 of 231
* Loc
'Y'
Girt
9
Location
1200.0
2400.0
9600.0 10800.0
*(23)SPECIAL GIRT:
* Sets_Of --Bay_Id-* Girts
Start End
0
3600.0
Girt Girt
Height Type
Girt
Rotate
*(24)SIDEWALL GIRT:
*Wall Girt
* Id
Type Depth Offset Project
2
'ZB' 200.0
0.0
0.0
4
'ZB'
200.0
*(25)ROOF PURLINS:
*Surf
Surf
No.
* Id
Ext
Purlin
2
0
13
3
0
13
0.0
*(26)PANELS/RF_COLUMNS:
*
Wall
Insulation
*
Panel
Use Thick
'DPan 40 ' 'N'
0.0
*(29)WIND BENTS:
* --Member-No.
* Type Depth
Bay
'-'
0.0
0
*(30)WIND COLUMNS:
* --Member-No.
* Type Depth
Bay
'-'
0.0
0
9
Set_Of
Space
0
0
-Open_BayF_SW B_SW
'N'
'N'
*(27)WALL FRAMING OPTIONS:
* -----Order_Of_Selection-----* Panel Diagonal Wind
Wind
* Shear Bracing
Bent Column
'N'
'Y'
'N'
'N'
*(28)WALL BRACING:
*
Wind
Brace
* Shear
Type
1000
'C '
No.
Girt
9
0.0
Peak
Space
325.0
325.0
No._Bay
Specified
2
4800.0
6000.0
7200.0
8400.0
Use
Girt
Location
1080.0
6528.0
1080.0
6528.0
2159.0
7620.0
2159.0
7620.0
3251.0
8712.0
3251.0
8712.0
4343.0
9804.0
4343.0
9804.0
Set_Space
Space No.
RF_Interior_Columns
Type No. Locate
'-'
0
Brace
Option
'XX'
Height
5000.0
Specified
Bays_For_Bracing
1
4
Bay_Id
Left/
Right
Bay_Id
*(31)WALL BRACING ATTACHMENT
* No.
Attach
--Bay_Id-*Attach
Id
Start End
0
No.
Level
*(32)EAVE EXTENSION:
*Wall No. Ext -Bay_Id-*Id
Ext Id Start End Height
2
0
4
0
Level_Height
Width
Slope
*(33)CANOPY:
*Wall No. Ext -Bay_Id--
Sheet 153 of 231
-Edge_ExtendLeft
Right
Ext
Mount
-Edge_Extend-
Ext
5436.0
5436.0
*Id
1
2
4
Ext
0
0
0
Id
Start End Height
Width
Slope
Left
Right
Mount
*(34)FACIA/PARAPET :
*Wall No. Ext Fac Bay_Id ----Attach_Beam---- ---Facia/Parapet--- Edge_Extend Ext
* Id Ext Id Type St End Height Width
Slope Elev Height Slope Left Right Mnt
*
(C,E)
(mm)
(mm) (?:100) (mm)
(mm) (?:100) (mm) (mm)
1
0
2
0
4
0
*(35)FACIA/PARAPET GIRTS:
*Ext ----Top---- --Interior*Id
Type Rotate Type Rotate
---Back_Panel--- Angle
Part
Rotate Spacing
*(36)ADJACENT BUILDING:
*Wall No. Ext -Bay_Id-*Id
Ext Id Start End Height
2
0
4
0
Width
Slope
-Edge_ExtendLeft
Right
Ext
Mount
*(37)LOADS FOR EAVE EXTENSION, CANOPY, FACIA, PARAPET, AND ADJACENT BUILDING:
*Ext
Ext_Beam
Facia/Parapet Facia/Parapet_Girt
*Id
Dead Collat
Live
Snow Rain Press Suct
Press Suct
Press
Suct
*(38)BASIC LOADS:
*
* Dead
Collat Live
* Load
Load
Load
0.250
0.300 0.580
Snow Rain
Load Load
0.000 0.000
Basic
Wind
1.279
---Deflection--Load_Ratio
Snow Wind Seis
1.00 1.00 1.00
Sheet 154 of 231
Wind
Load
Factor
0.60
================================================================================
Dalal_Setup
Endwall Design Code
1/31/22 6:27pm
================================================================================
STRUCTURAL CODE:
Design Basis
: WS - Working Stress
Hot Rolled Steel : AISC10
Cold Formed Steel : NAUS07
BUILDING CODE:
Wind Code
Seismic Zone
: IBC
: D
18
MODULUS OF ELASTICITY
Hot Rolled Steel : 199955 (MN/m2)
Cold Formed Steel : 203403 (MN/m2)
================================================================================
Dalal_Setup
Column & Rafter Design
1/31/22 6:27pm
================================================================================
MEMBER SIZES:
Member
Id
Locate
------ -----Col-1
206
Col-2
6720
Col-3
12990
Col-4
19260
Col-5
25774
------ -----Raf-1
Raf-2
Raf-3
Raf-4
Member
Part
----------W35a156
W35a178
W35a208
W35a178
W35a156
----------W25a155
W25a155
W25a155
W25a155
---Web_Size-Depth
Thick
--------350.0
4.0
350.0
4.0
350.0
4.0
350.0
4.0
350.0
4.0
--------250.0
4.0
250.0
4.0
250.0
4.0
250.0
4.0
-Flange_SizeWidth
Thick
--------150.0
6.0
175.0
8.0
200.0
8.0
175.0
8.0
150.0
6.0
--------150.0
5.0
150.0
5.0
150.0
5.0
150.0
5.0
Member
Length
-----10499
11020
11522
11020
10499
-----6462
6570
6570
6462
Total=
DESIGN ACTIONS/STRENGTH:
Load
---Axial(kN)-Id
Id
Calc
Limit
----- --------- -----Col-1
1
13.81 369.45
Col-1
2
8.33 369.45
Col-1
3
8.33 369.45
Col-1
4
8.33 369.45
Col-1
5
8.33 369.45
Col-1
6
12.44 369.45
Col-1
7
8.33 369.45
Col-1
8
8.33 369.45
Col-1
9
8.33 369.45
Col-1
10
-5.20 661.32
Col-1
11
-3.85 661.32
Col-1
12
-5.20 661.32
Col-1
13
-3.85 661.32
Col-1
14
-8.64 661.32
Col-1
15
9.03 369.45
Col-1
16
-8.62 661.32
Col-1
17
13.20 369.45
Col-1
18
3.80 369.45
Col-1
19
18.23 369.45
---Shear(kN)-Calc
Limit
------ -----0.00 102.62
0.00 102.62
0.00 102.62
0.00 102.62
0.00 102.62
0.00 102.62
0.00 102.62
0.00 102.62
0.00 102.62
17.36 102.62
17.36 102.62
-19.19 102.62
-19.19 102.62
-19.19 102.62
-19.19 102.62
-19.19 102.62
-19.19 102.62
-14.39 102.62
-14.39 102.62
Sheet 155 of 231
Member
Weight
-----264
364
416
364
264
-----127
129
129
127
------2181
-Moment(kN-m)Calc
Limit
------ -----0.00
78.25
0.00
78.25
0.00
78.25
0.00
78.25
0.00
78.25
0.00
78.25
0.00
78.25
0.00
78.25
0.00
78.25
45.56
78.25
45.56
78.25
50.36
78.25
50.36
78.25
50.36
78.25
50.36
78.25
50.36
78.25
50.36
78.25
37.77
78.25
37.77
78.25
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
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
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
6.36
7.37
-2.90
14.12
2.25
3.26
-2.90
14.12
2.25
3.26
-2.90
14.12
2.25
3.26
-6.36
-5.01
-6.36
-5.01
-9.80
6.84
-9.78
11.01
9.01
19.35
12.93
20.75
8.82
16.64
3.00
13.34
33.44
18.86
18.86
18.86
18.86
29.80
18.86
18.86
18.86
-16.63
-9.04
-16.63
-9.04
-12.32
-12.61
-8.17
-12.61
17.88
14.54
11.53
17.22
6.94
3.60
-2.97
6.28
6.94
3.60
-2.97
6.28
6.94
3.60
-2.97
369.45
369.45
661.32
369.45
369.45
369.45
661.32
369.45
369.45
369.45
661.32
369.45
369.45
369.45
661.32
661.32
661.32
661.32
661.32
369.45
661.32
369.45
369.45
369.45
369.45
369.45
369.45
369.45
369.45
369.45
531.54
531.54
531.54
531.54
531.54
531.54
531.54
531.54
531.54
867.98
867.98
867.98
867.98
867.98
867.98
867.98
867.98
531.54
531.54
531.54
531.54
531.54
531.54
867.98
531.54
531.54
531.54
867.98
531.54
531.54
531.54
867.98
-14.39
-14.39
-14.39
-14.39
-14.39
-14.39
-14.39
-14.39
-14.39
-14.39
-14.39
-14.39
-14.39
-14.39
17.36
17.36
-19.19
-19.19
-19.19
-19.19
-19.19
-19.19
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
33.64
33.64
-35.84
-35.84
-35.84
-35.84
-35.84
-35.84
-26.88
-26.88
-26.88
-26.88
-26.88
-26.88
-26.88
-26.88
-26.88
-26.88
-26.88
-26.88
-26.88
-26.88
-26.88
102.62
102.62
102.62
102.62
102.62
102.62
102.62
102.62
102.62
102.62
102.62
102.62
102.62
102.62
102.62
102.62
102.62
102.62
102.62
102.62
102.62
102.62
102.62
102.62
102.62
102.62
102.62
102.62
102.62
102.62
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
Sheet 156 of 231
37.77
37.77
37.77
37.77
37.77
37.77
37.77
37.77
37.77
37.77
37.77
37.77
37.77
37.77
45.56
45.56
50.36
50.36
50.36
50.36
50.36
50.36
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
92.64
92.64
98.70
98.70
98.70
98.70
98.70
98.70
74.03
74.03
74.03
74.03
74.03
74.03
74.03
74.03
74.03
74.03
74.03
74.03
74.03
74.03
74.03
78.25
78.25
78.25
78.25
78.25
78.25
78.25
78.25
78.25
78.25
78.25
78.25
78.25
78.25
78.25
78.25
78.25
78.25
78.25
78.25
78.25
78.25
78.25
78.25
78.25
78.25
78.25
78.25
78.25
78.25
119.28
119.28
119.28
119.28
119.28
119.28
119.28
119.28
119.28
119.28
119.28
119.28
119.28
119.28
119.28
119.28
119.28
119.28
119.28
119.28
119.28
119.28
119.28
119.28
119.28
119.28
119.28
119.28
119.28
119.28
119.28
119.28
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
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
35
36
37
38
39
40
41
42
43
44
45
6.28
-19.72
-12.13
-19.72
-12.13
-15.41
-15.70
-11.26
-15.70
30.05
19.88
38.21
30.52
27.27
19.58
15.85
5.69
27.27
15.95
15.95
15.95
15.95
24.44
15.95
15.95
15.95
-10.08
-10.08
-10.08
-10.08
-13.90
-13.90
-13.90
-13.90
9.52
9.52
12.39
12.39
-3.05
-3.05
3.89
3.89
-3.05
-3.05
3.89
3.89
-3.05
-3.05
3.89
3.89
-12.47
-12.47
-12.47
-12.47
-16.30
-16.30
-16.30
-16.30
17.31
17.31
25.42
25.42
531.54
867.98
867.98
867.98
867.98
867.98
867.98
867.98
867.98
531.54
531.54
531.54
531.54
531.54
531.54
531.54
531.54
550.55
550.55
550.55
550.55
550.55
550.55
550.55
550.55
550.55
950.64
950.64
950.64
950.64
950.64
950.64
950.64
950.64
550.55
550.55
550.55
550.55
950.64
950.64
550.55
550.55
950.64
950.64
550.55
550.55
950.64
950.64
550.55
550.55
950.64
950.64
950.64
950.64
950.64
950.64
950.64
950.64
550.55
550.55
550.55
550.55
-26.88
33.64
33.64
-35.84
-35.84
-35.84
-35.84
-35.84
-35.84
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
34.50
34.50
-36.75
-36.75
-36.75
-36.75
-36.75
-36.75
-27.56
-27.56
-27.56
-27.56
-27.56
-27.56
-27.56
-27.56
-27.56
-27.56
-27.56
-27.56
-27.56
-27.56
-27.56
-27.56
34.50
34.50
-36.75
-36.75
-36.75
-36.75
-36.75
-36.75
0.00
0.00
0.00
0.00
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
Sheet 157 of 231
74.03
92.64
92.64
98.70
98.70
98.70
98.70
98.70
98.70
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
99.34
99.34
105.83
105.83
105.83
105.83
105.83
105.83
79.38
79.38
79.38
79.38
79.38
79.38
79.38
79.38
79.38
79.38
79.38
79.38
79.38
79.38
79.38
79.38
99.34
99.34
105.83
105.83
105.83
105.83
105.83
105.83
0.00
0.00
0.00
0.00
119.28
119.28
119.28
119.28
119.28
119.28
119.28
119.28
119.28
119.28
119.28
119.28
119.28
119.28
119.28
119.28
119.28
123.92
123.92
123.92
123.92
123.92
123.92
123.92
123.92
123.92
123.92
123.92
123.92
123.92
123.92
123.92
123.92
123.92
123.92
123.92
123.92
123.92
123.92
123.92
123.92
123.92
123.92
123.92
123.92
123.92
123.92
123.92
123.92
123.92
123.92
123.92
123.92
123.92
123.92
123.92
123.92
123.92
123.92
123.92
123.92
123.92
Col-3
Col-3
Col-3
Col-3
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
46
47
48
49
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
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
1
2
3
4
5
6
7
8
9
16.93
16.93
5.58
5.58
33.44
18.86
18.86
18.86
18.86
29.80
18.86
18.86
18.86
-9.04
-16.63
-9.04
-16.63
-12.61
-12.32
-12.61
-8.17
14.54
17.88
17.22
11.53
3.60
6.94
6.28
-2.97
3.60
6.94
6.28
-2.97
3.60
6.94
6.28
-2.97
-12.13
-19.72
-12.13
-19.72
-15.70
-15.41
-15.70
-11.26
19.88
30.05
30.52
38.21
19.58
27.27
5.69
15.85
13.81
8.33
8.33
8.33
8.33
12.44
8.33
8.33
8.33
550.55
550.55
550.55
550.55
531.54
531.54
531.54
531.54
531.54
531.54
531.54
531.54
531.54
867.98
867.98
867.98
867.98
867.98
867.98
867.98
867.98
531.54
531.54
531.54
531.54
531.54
531.54
531.54
867.98
531.54
531.54
531.54
867.98
531.54
531.54
531.54
867.98
867.98
867.98
867.98
867.98
867.98
867.98
867.98
867.98
531.54
531.54
531.54
531.54
531.54
531.54
531.54
531.54
369.45
369.45
369.45
369.45
369.45
369.45
369.45
369.45
369.45
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
33.64
33.64
-35.84
-35.84
-35.84
-35.84
-35.84
-35.84
-26.88
-26.88
-26.88
-26.88
-26.88
-26.88
-26.88
-26.88
-26.88
-26.88
-26.88
-26.88
-26.88
-26.88
-26.88
-26.88
33.64
33.64
-35.84
-35.84
-35.84
-35.84
-35.84
-35.84
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
103.75
102.62
102.62
102.62
102.62
102.62
102.62
102.62
102.62
102.62
Sheet 158 of 231
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
92.64
92.64
98.70
98.70
98.70
98.70
98.70
98.70
74.03
74.03
74.03
74.03
74.03
74.03
74.03
74.03
74.03
74.03
74.03
74.03
74.03
74.03
74.03
74.03
92.64
92.64
98.70
98.70
98.70
98.70
98.70
98.70
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
123.92
123.92
123.92
123.92
119.28
119.28
119.28
119.28
119.28
119.28
119.28
119.28
119.28
119.28
119.28
119.28
119.28
119.28
119.28
119.28
119.28
119.28
119.28
119.28
119.28
119.28
119.28
119.28
119.28
119.28
119.28
119.28
119.28
119.28
119.28
119.28
119.28
119.28
119.28
119.28
119.28
119.28
119.28
119.28
119.28
119.28
119.28
119.28
119.28
119.28
119.28
119.28
119.28
78.25
78.25
78.25
78.25
78.25
78.25
78.25
78.25
78.25
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
----Raf-1
Raf-1
Raf-1
Raf-1
Raf-1
Raf-1
Raf-1
Raf-1
Raf-1
Raf-1
Raf-1
Raf-1
Raf-1
Raf-1
Raf-1
Raf-1
Raf-1
Raf-1
Raf-1
Raf-1
Raf-1
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
---1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
-3.85
-5.20
-3.85
-5.20
9.03
-8.64
13.20
-8.62
18.23
3.80
7.37
6.36
14.12
-2.90
3.26
2.25
14.12
-2.90
3.26
2.25
14.12
-2.90
3.26
2.25
-5.01
-6.36
-5.01
-6.36
6.84
-9.80
11.01
-9.78
19.35
9.01
20.75
12.93
16.64
8.82
13.34
3.00
-----0.92
0.43
0.43
0.43
0.43
-0.39
1.11
16.50
-0.32
1.46
0.13
-1.28
1.55
13.07
-1.22
1.81
0.79
-0.76
-0.76
-0.76
1.17
661.32
661.32
661.32
661.32
369.45
661.32
369.45
661.32
369.45
369.45
369.45
369.45
369.45
661.32
369.45
369.45
369.45
661.32
369.45
369.45
369.45
661.32
369.45
369.45
661.32
661.32
661.32
661.32
369.45
661.32
369.45
661.32
369.45
369.45
369.45
369.45
369.45
369.45
369.45
369.45
-----317.96
317.96
317.96
317.96
317.96
516.65
317.96
317.96
516.65
317.96
317.96
516.65
317.96
317.96
516.65
317.96
317.96
516.65
516.65
516.65
317.96
17.36
17.36
-19.19
-19.19
-19.19
-19.19
-19.19
-19.19
-14.39
-14.39
-14.39
-14.39
-14.39
-14.39
-14.39
-14.39
-14.39
-14.39
-14.39
-14.39
-14.39
-14.39
-14.39
-14.39
17.36
17.36
-19.19
-19.19
-19.19
-19.19
-19.19
-19.19
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
------16.27
-7.59
-7.59
-7.59
-7.59
13.19
7.94
2.59
-2.66
9.69
-2.30
-2.48
-6.42
-10.43
-14.37
-5.11
-14.10
4.03
4.03
4.03
-0.16
102.62
102.62
102.62
102.62
102.62
102.62
102.62
102.62
102.62
102.62
102.62
102.62
102.62
102.62
102.62
102.62
102.62
102.62
102.62
102.62
102.62
102.62
102.62
102.62
102.62
102.62
102.62
102.62
102.62
102.62
102.62
102.62
102.62
102.62
102.62
102.62
102.62
102.62
102.62
102.62
-----122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
Sheet 159 of 231
45.56
45.56
50.36
50.36
50.36
50.36
50.36
50.36
37.77
37.77
37.77
37.77
37.77
37.77
37.77
37.77
37.77
37.77
37.77
37.77
37.77
37.77
37.77
37.77
45.56
45.56
50.36
50.36
50.36
50.36
50.36
50.36
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
-----15.12
7.05
7.05
7.05
7.05
12.63
7.43
2.78
2.85
9.23
2.14
2.43
6.25
9.63
13.63
4.73
13.10
4.03
4.03
4.03
0.30
78.25
78.25
78.25
78.25
78.25
78.25
78.25
78.25
78.25
78.25
78.25
78.25
78.25
78.25
78.25
78.25
78.25
78.25
78.25
78.25
78.25
78.25
78.25
78.25
78.25
78.25
78.25
78.25
78.25
78.25
78.25
78.25
78.25
78.25
78.25
78.25
78.25
78.25
78.25
78.25
-----41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
Raf-1
Raf-1
Raf-1
Raf-1
Raf-1
Raf-1
Raf-1
Raf-1
Raf-1
Raf-1
Raf-1
Raf-1
Raf-1
Raf-1
Raf-1
Raf-1
Raf-1
Raf-1
Raf-1
Raf-1
Raf-1
Raf-1
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
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
35
36
37
38
39
40
1.17
1.17
12.70
12.70
12.70
-0.70
-0.70
-0.70
1.43
0.43
1.43
0.43
1.43
0.43
2.31
4.87
1.13
4.04
1.56
3.73
2.80
4.52
1.21
0.57
0.57
0.57
0.57
-0.52
0.80
16.18
-0.33
1.15
0.17
-1.36
-1.34
11.15
1.03
-1.32
1.05
-0.80
-0.80
-0.80
-0.94
-0.94
-0.94
11.67
11.67
11.67
0.53
0.53
0.53
-0.92
0.57
-0.92
0.57
-0.92
0.57
2.39
2.00
-2.26
2.05
-2.67
317.96
317.96
317.96
317.96
317.96
516.65
516.65
516.65
317.96
317.96
317.96
317.96
317.96
317.96
317.96
317.96
317.96
317.96
317.96
317.96
317.96
317.96
321.94
321.94
321.94
321.94
321.94
516.65
317.96
317.96
516.65
317.96
321.94
516.65
516.65
317.96
321.94
516.65
321.94
516.65
516.65
516.65
516.65
516.65
516.65
317.96
317.96
317.96
321.94
321.94
321.94
516.65
321.94
516.65
321.94
516.65
321.94
317.96
321.94
516.65
321.94
516.65
-0.16
-0.16
-3.92
-3.92
-3.92
-7.85
-7.85
-7.85
1.41
-7.59
1.41
-7.59
1.41
-7.59
-8.25
-7.98
-13.49
-13.29
-8.07
-7.86
-2.17
-1.89
-17.51
-8.16
-8.16
-8.16
-8.16
14.18
8.55
2.78
-2.86
10.42
-2.47
-2.68
-6.90
-11.23
-15.46
-5.50
-15.17
4.33
4.33
4.33
0.39
0.39
0.39
-4.22
-4.22
-4.22
-8.45
-8.45
-8.45
1.51
-8.16
1.51
-8.16
1.51
-8.16
-8.88
-8.59
-14.52
-14.30
-8.68
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
Sheet 160 of 231
0.30
0.30
3.73
3.73
3.73
7.58
7.58
7.58
1.48
7.05
1.48
7.05
1.48
7.05
7.69
7.40
12.56
12.34
7.51
7.29
2.04
1.74
19.84
9.25
9.25
9.25
9.25
16.45
9.30
3.53
3.62
12.04
2.80
3.28
8.11
12.44
17.80
6.06
17.19
5.19
5.19
5.19
1.52
1.52
1.52
4.50
4.50
4.50
9.86
9.86
9.86
1.88
9.25
1.88
9.25
1.88
9.25
10.09
9.71
16.47
16.19
9.85
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
Raf-2
Raf-2
Raf-2
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
41
42
43
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
35
36
37
38
39
40
41
42
43
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
1.63
2.91
1.54
1.21
0.57
0.57
0.57
0.57
0.80
-0.52
-0.33
16.18
-0.91
0.17
-1.34
-1.36
1.03
11.15
-1.62
1.05
-0.94
-0.94
-0.94
-0.80
-0.80
-0.80
0.53
0.53
0.53
11.67
11.67
11.67
-1.06
0.57
-1.06
0.57
-1.06
0.57
2.00
2.39
2.05
-2.26
1.63
-2.67
1.54
2.91
0.92
0.43
0.43
0.43
0.43
1.11
-0.39
-0.32
16.50
-0.72
0.13
1.55
-1.28
-1.22
13.07
-1.53
321.94
317.96
321.94
321.94
321.94
321.94
321.94
321.94
317.96
516.65
516.65
317.96
516.65
321.94
516.65
516.65
321.94
317.96
516.65
321.94
516.65
516.65
516.65
516.65
516.65
516.65
321.94
321.94
321.94
317.96
317.96
317.96
516.65
321.94
516.65
321.94
516.65
321.94
321.94
317.96
321.94
516.65
321.94
516.65
321.94
317.96
317.96
317.96
317.96
317.96
317.96
317.96
516.65
516.65
317.96
516.65
317.96
317.96
516.65
516.65
317.96
516.65
-8.46
-2.33
-2.04
17.51
8.16
8.16
8.16
8.16
-8.55
-14.18
2.86
-2.78
-7.02
2.47
6.90
2.68
15.46
11.23
8.05
15.17
-0.39
-0.39
-0.39
-4.33
-4.33
-4.33
8.45
8.45
8.45
4.22
4.22
4.22
-1.04
8.16
-1.04
8.16
-1.04
8.16
8.59
8.88
14.30
14.52
8.46
8.68
2.04
2.33
16.27
7.59
7.59
7.59
7.59
-7.94
-13.19
2.66
-2.59
-6.52
2.30
6.42
2.48
14.37
10.43
7.48
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
Sheet 161 of 231
9.57
2.67
2.29
19.84
9.25
9.25
9.25
9.25
9.30
16.45
3.62
3.53
7.73
2.80
8.11
3.28
17.80
12.44
9.29
17.19
1.52
1.52
1.52
5.19
5.19
5.19
9.86
9.86
9.86
4.50
4.50
4.50
1.35
9.25
1.35
9.25
1.35
9.25
9.71
10.09
16.19
16.47
9.57
9.85
2.29
2.67
15.12
7.05
7.05
7.05
7.05
7.43
12.63
2.85
2.78
6.05
2.14
6.25
2.43
13.63
9.63
7.12
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
STRESS
Id
----Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
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
RATIO:
Load
Id
Axial
---- ----1
0.04
2
0.02
3
0.02
4
0.02
5
0.02
6
0.03
7
0.02
8
0.02
9
0.02
10
0.01
11
0.01
12
0.01
13
0.01
14
0.01
15
0.02
16
0.01
17
0.04
18
0.01
19
0.05
20
0.02
21
0.02
22
0.00
23
0.04
24
0.01
25
0.01
26
0.00
27
0.04
28
0.01
29
0.01
30
0.00
0.79
1.17
1.17
1.17
-0.76
-0.76
-0.76
-0.70
-0.70
-0.70
12.70
12.70
12.70
-1.01
0.43
-1.01
0.43
-1.01
0.43
4.87
2.31
4.04
1.13
3.73
1.56
4.52
2.80
Shear
----0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.17
0.17
0.19
0.19
0.19
0.19
0.19
0.19
0.14
0.14
0.14
0.14
0.14
0.14
0.14
0.14
0.14
0.14
0.14
0.14
0.14
317.96
317.96
317.96
317.96
516.65
516.65
516.65
516.65
516.65
516.65
317.96
317.96
317.96
516.65
317.96
516.65
317.96
516.65
317.96
317.96
317.96
317.96
317.96
317.96
317.96
317.96
317.96
Moment
-----0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.58
0.58
0.64
0.64
0.64
0.64
0.64
0.64
0.48
0.48
0.48
0.48
0.48
0.48
0.48
0.48
0.48
0.48
0.48
0.48
0.48
14.10
0.16
0.16
0.16
-4.03
-4.03
-4.03
7.85
7.85
7.85
3.92
3.92
3.92
0.97
7.59
0.97
7.59
0.97
7.59
7.98
8.25
13.29
13.49
7.86
8.07
1.89
2.17
Axl+Mom
------0.04
0.02
0.02
0.02
0.02
0.03
0.02
0.02
0.02
0.58
0.58
0.64
0.64
0.63
0.65
0.63
0.66
0.49
0.51
0.49
0.49
0.48
0.50
0.48
0.49
0.48
0.50
0.48
0.49
0.48
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
122.18
Shr+Mom
-------
Sheet 162 of 231
Control
UC
------0.04
0.02
0.02
0.02
0.02
0.03
0.02
0.02
0.02
0.58
0.58
0.64
0.64
0.63
0.65
0.63
0.66
0.49
0.51
0.49
0.49
0.48
0.50
0.48
0.49
0.48
0.50
0.48
0.49
0.48
13.10
0.30
0.30
0.30
4.03
4.03
4.03
7.58
7.58
7.58
3.73
3.73
3.73
1.07
7.05
1.07
7.05
1.07
7.05
7.40
7.69
12.34
12.56
7.29
7.51
1.74
2.04
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
41.37
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
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
35
36
37
38
39
40
41
42
43
0.04
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.02
0.01
0.03
0.02
0.05
0.03
0.06
0.02
0.05
0.01
0.04
0.06
0.04
0.04
0.04
0.04
0.06
0.04
0.04
0.04
0.02
0.01
0.02
0.01
0.01
0.01
0.01
0.01
0.03
0.03
0.02
0.03
0.01
0.01
0.00
0.01
0.01
0.01
0.00
0.01
0.01
0.01
0.00
0.01
0.02
0.01
0.02
0.01
0.02
0.02
0.01
0.02
0.06
0.04
0.14
0.14
0.14
0.17
0.17
0.19
0.19
0.19
0.19
0.19
0.19
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.32
0.32
0.35
0.35
0.35
0.35
0.35
0.35
0.26
0.26
0.26
0.26
0.26
0.26
0.26
0.26
0.26
0.26
0.26
0.26
0.26
0.26
0.26
0.26
0.32
0.32
0.35
0.35
0.35
0.35
0.35
0.35
0.00
0.00
0.48
0.48
0.48
0.58
0.58
0.64
0.64
0.64
0.64
0.64
0.64
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.78
0.78
0.83
0.83
0.83
0.83
0.83
0.83
0.62
0.62
0.62
0.62
0.62
0.62
0.62
0.62
0.62
0.62
0.62
0.62
0.62
0.62
0.62
0.62
0.78
0.78
0.83
0.83
0.83
0.83
0.83
0.83
0.00
0.00
0.50
0.48
0.49
0.57
0.58
0.63
0.64
0.63
0.65
0.63
0.66
0.02
0.05
0.03
0.06
0.02
0.05
0.01
0.04
0.06
0.04
0.04
0.04
0.04
0.06
0.04
0.04
0.04
0.76
0.77
0.81
0.82
0.82
0.82
0.82
0.82
0.64
0.63
0.63
0.64
0.63
0.62
0.62
0.62
0.63
0.62
0.62
0.62
0.63
0.62
0.62
0.62
0.76
0.76
0.81
0.81
0.81
0.81
0.82
0.81
0.06
0.04
Sheet 163 of 231
0.50
0.48
0.49
0.57
0.58
0.63
0.64
0.63
0.65
0.63
0.66
0.02
0.05
0.03
0.06
0.02
0.05
0.01
0.04
0.06
0.04
0.04
0.04
0.04
0.06
0.04
0.04
0.04
0.76
0.77
0.81
0.82
0.82
0.82
0.82
0.82
0.64
0.63
0.63
0.64
0.63
0.62
0.62
0.62
0.63
0.62
0.62
0.62
0.63
0.62
0.62
0.62
0.76
0.76
0.81
0.81
0.81
0.81
0.82
0.81
0.06
0.04
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
44
45
46
47
48
49
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
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
1
2
3
4
5
6
7
0.07
0.06
0.05
0.04
0.03
0.01
0.05
0.03
0.03
0.03
0.03
0.04
0.03
0.03
0.03
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.02
0.02
0.02
0.02
0.00
0.00
0.01
0.01
0.00
0.00
0.01
0.01
0.00
0.00
0.01
0.01
0.01
0.01
0.01
0.01
0.02
0.02
0.02
0.02
0.03
0.03
0.05
0.05
0.03
0.03
0.01
0.01
0.06
0.04
0.04
0.04
0.04
0.06
0.04
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.33
0.33
0.35
0.35
0.35
0.35
0.35
0.35
0.27
0.27
0.27
0.27
0.27
0.27
0.27
0.27
0.27
0.27
0.27
0.27
0.27
0.27
0.27
0.27
0.33
0.33
0.35
0.35
0.35
0.35
0.35
0.35
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.80
0.80
0.85
0.85
0.85
0.85
0.85
0.85
0.64
0.64
0.64
0.64
0.64
0.64
0.64
0.64
0.64
0.64
0.64
0.64
0.64
0.64
0.64
0.64
0.80
0.80
0.85
0.85
0.85
0.85
0.85
0.85
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.07
0.06
0.05
0.04
0.03
0.01
0.05
0.03
0.03
0.03
0.03
0.04
0.03
0.03
0.03
0.79
0.79
0.85
0.85
0.84
0.84
0.84
0.84
0.65
0.65
0.65
0.65
0.64
0.64
0.64
0.64
0.64
0.64
0.64
0.64
0.64
0.64
0.64
0.64
0.79
0.79
0.84
0.84
0.84
0.84
0.84
0.84
0.03
0.03
0.05
0.05
0.03
0.03
0.01
0.01
0.06
0.04
0.04
0.04
0.04
0.06
0.04
Sheet 164 of 231
0.07
0.06
0.05
0.04
0.03
0.01
0.05
0.03
0.03
0.03
0.03
0.04
0.03
0.03
0.03
0.79
0.79
0.85
0.85
0.84
0.84
0.84
0.84
0.65
0.65
0.65
0.65
0.64
0.64
0.64
0.64
0.64
0.64
0.64
0.64
0.64
0.64
0.64
0.64
0.79
0.79
0.84
0.84
0.84
0.84
0.84
0.84
0.03
0.03
0.05
0.05
0.03
0.03
0.01
0.01
0.06
0.04
0.04
0.04
0.04
0.06
0.04
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
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
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
0.04
0.04
0.01
0.02
0.01
0.02
0.01
0.01
0.01
0.01
0.03
0.03
0.03
0.02
0.01
0.01
0.01
0.00
0.01
0.01
0.01
0.00
0.01
0.01
0.01
0.00
0.01
0.02
0.01
0.02
0.02
0.02
0.02
0.01
0.04
0.06
0.06
0.07
0.04
0.05
0.01
0.03
0.04
0.02
0.02
0.02
0.02
0.03
0.02
0.02
0.02
0.01
0.01
0.01
0.01
0.02
0.01
0.04
0.01
0.05
0.01
0.02
0.00
0.00
0.32
0.32
0.35
0.35
0.35
0.35
0.35
0.35
0.26
0.26
0.26
0.26
0.26
0.26
0.26
0.26
0.26
0.26
0.26
0.26
0.26
0.26
0.26
0.26
0.32
0.32
0.35
0.35
0.35
0.35
0.35
0.35
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.17
0.17
0.19
0.19
0.19
0.19
0.19
0.19
0.14
0.14
0.14
0.00
0.00
0.78
0.78
0.83
0.83
0.83
0.83
0.83
0.83
0.62
0.62
0.62
0.62
0.62
0.62
0.62
0.62
0.62
0.62
0.62
0.62
0.62
0.62
0.62
0.62
0.78
0.78
0.83
0.83
0.83
0.83
0.83
0.83
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.58
0.58
0.64
0.64
0.64
0.64
0.64
0.64
0.48
0.48
0.48
0.04
0.04
0.77
0.76
0.82
0.81
0.82
0.82
0.82
0.82
0.63
0.64
0.64
0.63
0.62
0.63
0.62
0.62
0.62
0.63
0.62
0.62
0.62
0.63
0.62
0.62
0.76
0.76
0.81
0.81
0.81
0.81
0.81
0.82
0.04
0.06
0.06
0.07
0.04
0.05
0.01
0.03
0.04
0.02
0.02
0.02
0.02
0.03
0.02
0.02
0.02
0.58
0.58
0.64
0.64
0.65
0.63
0.66
0.63
0.51
0.49
0.49
Sheet 165 of 231
0.04
0.04
0.77
0.76
0.82
0.81
0.82
0.82
0.82
0.82
0.63
0.64
0.64
0.63
0.62
0.63
0.62
0.62
0.62
0.63
0.62
0.62
0.62
0.63
0.62
0.62
0.76
0.76
0.81
0.81
0.81
0.81
0.81
0.82
0.04
0.06
0.06
0.07
0.04
0.05
0.01
0.03
0.04
0.02
0.02
0.02
0.02
0.03
0.02
0.02
0.02
0.58
0.58
0.64
0.64
0.65
0.63
0.66
0.63
0.51
0.49
0.49
Col-5 21
Col-5 22
Col-5 23
Col-5 24
Col-5 25
Col-5 26
Col-5 27
Col-5 28
Col-5 29
Col-5 30
Col-5 31
Col-5 32
Col-5 33
Col-5 34
Col-5 35
Col-5 36
Col-5 37
Col-5 38
Col-5 39
Col-5 40
Col-5 41
Col-5 42
Col-5 43
Col-5 44
Col-5 45
Col-5 46
Col-5 47
Col-5 48
Col-5 49
----- ---Raf-1
1
Raf-1
2
Raf-1
3
Raf-1
4
Raf-1
5
Raf-1
6
Raf-1
7
Raf-1
8
Raf-1
9
Raf-1 10
Raf-1 11
Raf-1 12
Raf-1 13
Raf-1 14
Raf-1 15
Raf-1 16
Raf-1 17
Raf-1 18
Raf-1 19
Raf-1 20
Raf-1 21
Raf-1 22
Raf-1 23
Raf-1 24
Raf-1 25
Raf-1 26
Raf-1 27
Raf-1 28
Raf-1 29
Raf-1 30
Raf-1 31
Raf-1 32
0.02
0.04
0.00
0.01
0.01
0.04
0.00
0.01
0.01
0.04
0.00
0.01
0.01
0.01
0.01
0.01
0.01
0.02
0.01
0.03
0.01
0.05
0.02
0.06
0.03
0.05
0.02
0.04
0.01
----0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.05
0.00
0.00
0.00
0.00
0.00
0.04
0.00
0.01
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.04
0.04
0.04
0.00
0.00
0.00
0.00
0.00
0.00
0.14
0.14
0.14
0.14
0.14
0.14
0.14
0.14
0.14
0.14
0.14
0.14
0.14
0.17
0.17
0.19
0.19
0.19
0.19
0.19
0.19
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
----0.13
0.06
0.06
0.06
0.06
0.11
0.06
0.02
0.02
0.08
0.02
0.02
0.05
0.09
0.12
0.04
0.12
0.03
0.03
0.03
0.00
0.00
0.00
0.03
0.03
0.03
0.06
0.06
0.06
0.01
0.06
0.01
0.48
0.48
0.48
0.48
0.48
0.48
0.48
0.48
0.48
0.48
0.48
0.48
0.48
0.58
0.58
0.64
0.64
0.64
0.64
0.64
0.64
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
-----0.37
0.17
0.17
0.17
0.17
0.31
0.18
0.07
0.07
0.22
0.05
0.06
0.15
0.23
0.33
0.11
0.32
0.10
0.10
0.10
0.01
0.01
0.01
0.09
0.09
0.09
0.18
0.18
0.18
0.04
0.17
0.04
0.49
0.50
0.48
0.49
0.48
0.50
0.48
0.49
0.48
0.50
0.48
0.49
0.48
0.58
0.57
0.64
0.63
0.65
0.63
0.66
0.63
0.05
0.02
0.06
0.03
0.05
0.02
0.04
0.01
------0.36
0.17
0.17
0.17
0.17
0.30
0.18
0.09
0.07
0.22
0.05
0.06
0.15
0.25
0.33
0.12
0.31
0.10
0.10
0.10
0.01
0.01
0.01
0.11
0.11
0.11
0.18
0.18
0.18
0.04
0.17
0.04
-------
Sheet 166 of 231
0.49
0.50
0.48
0.49
0.48
0.50
0.48
0.49
0.48
0.50
0.48
0.49
0.48
0.58
0.57
0.64
0.63
0.65
0.63
0.66
0.63
0.05
0.02
0.06
0.03
0.05
0.02
0.04
0.01
------0.36
0.17
0.17
0.17
0.17
0.30
0.18
0.09
0.07
0.22
0.05
0.06
0.15
0.25
0.33
0.12
0.31
0.10
0.10
0.10
0.01
0.01
0.01
0.11
0.11
0.11
0.18
0.18
0.18
0.04
0.17
0.04
Raf-1
Raf-1
Raf-1
Raf-1
Raf-1
Raf-1
Raf-1
Raf-1
Raf-1
Raf-1
Raf-1
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
33
34
35
36
37
38
39
40
41
42
43
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
35
36
37
38
39
40
41
42
43
1
2
3
4
5
6
7
8
0.00
0.00
0.00
0.01
0.02
0.00
0.01
0.00
0.01
0.01
0.01
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.05
0.00
0.00
0.00
0.00
0.00
0.04
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.04
0.04
0.04
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.01
0.01
0.00
0.01
0.01
0.01
0.01
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.06
0.01
0.06
0.07
0.07
0.11
0.11
0.07
0.06
0.02
0.02
0.14
0.07
0.07
0.07
0.07
0.12
0.07
0.02
0.02
0.09
0.02
0.02
0.06
0.09
0.13
0.04
0.12
0.04
0.04
0.04
0.00
0.00
0.00
0.03
0.03
0.03
0.07
0.07
0.07
0.01
0.07
0.01
0.07
0.01
0.07
0.07
0.07
0.12
0.12
0.07
0.07
0.02
0.02
0.14
0.07
0.07
0.07
0.07
0.07
0.12
0.02
0.17
0.04
0.17
0.19
0.18
0.30
0.30
0.18
0.18
0.05
0.04
0.48
0.22
0.22
0.22
0.22
0.40
0.22
0.09
0.09
0.29
0.07
0.08
0.20
0.30
0.43
0.15
0.42
0.13
0.13
0.13
0.04
0.04
0.04
0.11
0.11
0.11
0.24
0.24
0.24
0.05
0.22
0.05
0.22
0.05
0.22
0.24
0.23
0.40
0.39
0.24
0.23
0.06
0.06
0.48
0.22
0.22
0.22
0.22
0.22
0.40
0.09
0.17
0.04
0.17
0.19
0.18
0.31
0.30
0.18
0.18
0.05
0.05
0.48
0.22
0.22
0.22
0.22
0.40
0.23
0.11
0.09
0.29
0.07
0.08
0.20
0.32
0.43
0.15
0.42
0.13
0.13
0.13
0.03
0.03
0.03
0.13
0.13
0.13
0.24
0.24
0.24
0.05
0.22
0.05
0.22
0.05
0.22
0.25
0.24
0.40
0.39
0.24
0.23
0.07
0.06
0.48
0.22
0.22
0.22
0.22
0.23
0.40
0.09
Sheet 167 of 231
0.17
0.04
0.17
0.19
0.18
0.31
0.30
0.18
0.18
0.05
0.05
0.48
0.22
0.22
0.22
0.22
0.40
0.23
0.11
0.09
0.29
0.07
0.08
0.20
0.32
0.43
0.15
0.42
0.13
0.13
0.13
0.03
0.03
0.03
0.13
0.13
0.13
0.24
0.24
0.24
0.05
0.22
0.05
0.22
0.05
0.22
0.25
0.24
0.40
0.39
0.24
0.23
0.07
0.06
0.48
0.22
0.22
0.22
0.22
0.23
0.40
0.09
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
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
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
0.05
0.00
0.00
0.00
0.00
0.00
0.04
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.04
0.04
0.04
0.00
0.00
0.00
0.00
0.00
0.00
0.01
0.01
0.01
0.00
0.01
0.01
0.00
0.01
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.05
0.00
0.00
0.00
0.00
0.00
0.04
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.04
0.02
0.06
0.02
0.06
0.02
0.13
0.09
0.07
0.12
0.00
0.00
0.00
0.04
0.04
0.04
0.07
0.07
0.07
0.03
0.03
0.03
0.01
0.07
0.01
0.07
0.01
0.07
0.07
0.07
0.12
0.12
0.07
0.07
0.02
0.02
0.13
0.06
0.06
0.06
0.06
0.06
0.11
0.02
0.02
0.05
0.02
0.05
0.02
0.12
0.09
0.06
0.12
0.00
0.00
0.00
0.03
0.03
0.03
0.06
0.06
0.06
0.03
0.09
0.19
0.07
0.20
0.08
0.43
0.30
0.22
0.42
0.04
0.04
0.04
0.13
0.13
0.13
0.24
0.24
0.24
0.11
0.11
0.11
0.03
0.22
0.03
0.22
0.03
0.22
0.23
0.24
0.39
0.40
0.23
0.24
0.06
0.06
0.37
0.17
0.17
0.17
0.17
0.18
0.31
0.07
0.07
0.15
0.05
0.15
0.06
0.33
0.23
0.17
0.32
0.01
0.01
0.01
0.10
0.10
0.10
0.18
0.18
0.18
0.09
0.11
0.19
0.07
0.20
0.08
0.43
0.32
0.23
0.42
0.03
0.03
0.03
0.13
0.13
0.13
0.24
0.24
0.24
0.13
0.13
0.13
0.03
0.22
0.03
0.22
0.03
0.22
0.24
0.25
0.39
0.40
0.23
0.24
0.06
0.07
0.36
0.17
0.17
0.17
0.17
0.18
0.30
0.07
0.09
0.15
0.05
0.15
0.06
0.33
0.25
0.17
0.31
0.01
0.01
0.01
0.10
0.10
0.10
0.18
0.18
0.18
0.11
Sheet 168 of 231
0.11
0.19
0.07
0.20
0.08
0.43
0.32
0.23
0.42
0.03
0.03
0.03
0.13
0.13
0.13
0.24
0.24
0.24
0.13
0.13
0.13
0.03
0.22
0.03
0.22
0.03
0.22
0.24
0.25
0.39
0.40
0.23
0.24
0.06
0.07
0.36
0.17
0.17
0.17
0.17
0.18
0.30
0.07
0.09
0.15
0.05
0.15
0.06
0.33
0.25
0.17
0.31
0.01
0.01
0.01
0.10
0.10
0.10
0.18
0.18
0.18
0.11
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
0.04
0.04
0.00
0.00
0.00
0.00
0.00
0.00
0.02
0.01
0.01
0.00
0.01
0.00
0.01
0.01
0.03
0.03
0.01
0.06
0.01
0.06
0.01
0.06
0.07
0.07
0.11
0.11
0.06
0.07
0.02
0.02
0.09
0.09
0.03
0.17
0.03
0.17
0.03
0.17
0.18
0.19
0.30
0.30
0.18
0.18
0.04
0.05
0.11
0.11
0.02
0.17
0.02
0.17
0.02
0.17
0.18
0.19
0.30
0.31
0.18
0.18
0.05
0.05
COLUMN REACTIONS:
Id
----Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Load
Id
---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
35
36
37
38
39
------Reaction(kN)------Horz(OP)
Vert Horz(IP)
----------- ------0.00
13.81
0.00
0.00
8.33
0.00
0.00
8.33
0.00
0.00
8.33
0.00
0.00
8.33
0.00
0.00
12.44
0.00
0.00
8.33
0.00
0.00
8.33
0.00
0.00
8.33
0.00
-17.36
-2.62
0.00
-17.36
-2.01
0.44
19.19
-2.62
0.00
19.19
-2.01
0.44
19.19 -17.35
6.64
19.19
9.03
0.00
19.19 -21.50
9.10
19.19
13.20
0.00
14.39
-7.80
6.82
14.39
18.23
0.00
14.39
6.36
0.00
14.39
6.82
0.33
14.39 -11.91
6.82
14.39
14.12
0.00
14.39
2.25
0.00
14.39
2.71
0.33
14.39 -11.91
6.82
14.39
14.12
0.00
14.39
2.25
0.00
14.39
2.71
0.33
14.39 -11.91
6.82
14.39
14.12
0.00
14.39
2.25
0.00
14.39
2.71
0.33
-17.36
-4.81
0.00
-17.36
-4.21
0.44
19.19
-4.81
0.00
19.19
-4.21
0.44
19.19 -19.55
6.64
19.19
6.84
0.00
Sheet 169 of 231
0.11
0.11
0.02
0.17
0.02
0.17
0.02
0.17
0.18
0.19
0.30
0.31
0.18
0.18
0.05
0.05
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-3
Col-3
Col-3
40
41
42
43
44
45
46
47
48
49
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
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
1
2
3
19.19
19.19
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
-33.64
-33.64
35.84
35.84
35.84
35.84
35.84
35.84
26.88
26.88
26.88
26.88
26.88
26.88
26.88
26.88
26.88
26.88
26.88
26.88
26.88
26.88
26.88
26.88
-33.64
-33.64
35.84
35.84
35.84
35.84
35.84
35.84
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
-23.70
11.01
-1.16
19.35
5.23
20.75
1.12
16.64
-7.17
13.34
33.44
18.86
18.86
18.86
18.86
29.80
18.86
18.86
18.86
-13.80
-5.48
-13.80
-5.48
-8.75
-20.34
-4.60
-24.51
17.88
2.94
10.98
17.22
6.94
-8.00
0.04
6.28
6.94
-8.00
0.04
6.28
6.94
-8.00
0.04
6.28
-18.32
-9.99
-18.32
-9.99
-13.27
-24.86
-9.12
-29.03
30.05
9.71
38.21
22.81
27.27
11.87
15.85
-4.48
27.27
15.95
15.95
9.10
0.00
5.98
0.00
4.53
0.00
4.53
0.00
5.98
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.44
0.00
0.44
0.00
0.00
6.64
0.00
9.10
0.00
6.82
0.33
0.00
0.00
6.82
0.33
0.00
0.00
6.82
0.33
0.00
0.00
6.82
0.33
0.00
0.44
0.00
0.44
0.00
0.00
6.64
0.00
9.10
0.00
5.98
0.00
4.53
0.00
4.53
0.00
5.98
0.00
0.00
0.00
Sheet 170 of 231
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
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
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
0.00
0.00
0.00
0.00
0.00
0.00
-34.50
-34.50
36.75
36.75
36.75
36.75
36.75
36.75
27.56
27.56
27.56
27.56
27.56
27.56
27.56
27.56
27.56
27.56
27.56
27.56
27.56
27.56
27.56
27.56
-34.50
-34.50
36.75
36.75
36.75
36.75
36.75
36.75
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
-33.64
-33.64
35.84
35.84
35.84
35.84
35.84
15.95
15.95
24.44
15.95
15.95
15.95
-6.00
-6.00
-6.00
-6.00
-9.82
-9.82
-9.82
-9.82
9.52
9.52
12.39
12.39
1.03
1.03
3.89
3.89
1.03
1.03
3.89
3.89
1.03
1.03
3.89
3.89
-10.03
-10.03
-10.03
-10.03
-13.85
-13.85
-13.85
-13.85
17.31
17.31
25.42
25.42
16.93
16.93
5.58
5.58
33.44
18.86
18.86
18.86
18.86
29.80
18.86
18.86
18.86
-5.48
-13.80
-5.48
-13.80
-20.34
-8.75
-24.51
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.44
0.00
0.44
6.64
0.00
9.10
Sheet 171 of 231
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
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
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
35.84
26.88
26.88
26.88
26.88
26.88
26.88
26.88
26.88
26.88
26.88
26.88
26.88
26.88
26.88
26.88
26.88
-33.64
-33.64
35.84
35.84
35.84
35.84
35.84
35.84
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
-17.36
-17.36
19.19
19.19
19.19
19.19
19.19
19.19
14.39
14.39
14.39
14.39
14.39
14.39
14.39
14.39
14.39
14.39
14.39
14.39
-4.60
2.94
17.88
17.22
10.98
-8.00
6.94
6.28
0.04
-8.00
6.94
6.28
0.04
-8.00
6.94
6.28
0.04
-9.99
-18.32
-9.99
-18.32
-24.86
-13.27
-29.03
-9.12
9.71
30.05
22.81
38.21
11.87
27.27
-4.48
15.85
13.81
8.33
8.33
8.33
8.33
12.44
8.33
8.33
8.33
-2.01
-2.62
-2.01
-2.62
9.03
-17.35
13.20
-21.50
18.23
-7.80
6.82
6.36
14.12
-11.91
2.71
2.25
14.12
-11.91
2.71
2.25
0.00
6.82
0.00
0.00
0.33
6.82
0.00
0.00
0.33
6.82
0.00
0.00
0.33
6.82
0.00
0.00
0.33
0.00
0.44
0.00
0.44
6.64
0.00
9.10
0.00
5.98
0.00
4.53
0.00
4.53
0.00
5.98
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.44
0.00
0.44
0.00
0.00
6.64
0.00
9.10
0.00
6.82
0.33
0.00
0.00
6.82
0.33
0.00
0.00
6.82
0.33
0.00
Sheet 172 of 231
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
14.39
14.39
14.39
14.39
-17.36
-17.36
19.19
19.19
19.19
19.19
19.19
19.19
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
14.12
-11.91
2.71
2.25
-4.21
-4.81
-4.21
-4.81
6.84
-19.55
11.01
-23.70
19.35
-1.16
20.75
5.23
16.64
1.12
13.34
-7.17
0.00
6.82
0.33
0.00
0.44
0.00
0.44
0.00
0.00
6.64
0.00
9.10
0.00
5.98
0.00
4.53
0.00
4.53
0.00
5.98
COLUMN MEMBER DEFLECTIONS:
Id
----Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Load
Id
---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
35
36
Deflection(mm)
Calc
Limit
------ -----0.0
58.3
0.0
58.3
0.0
58.3
0.0
58.3
0.0
58.3
0.0
58.3
0.0
58.3
0.0
58.3
0.0
58.3
-36.7
58.3
-36.7
58.3
40.5
58.3
40.5
58.3
40.5
58.3
40.5
58.3
40.5
58.3
40.5
58.3
30.4
58.3
30.4
58.3
30.4
58.3
30.4
58.3
30.4
58.3
30.4
58.3
30.4
58.3
30.4
58.3
30.4
58.3
30.4
58.3
30.4
58.3
30.4
58.3
30.4
58.3
30.4
58.3
30.4
58.3
30.4
58.3
-36.7
58.3
-36.7
58.3
40.5
58.3
Sheet 173 of 231
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
37
38
39
40
41
42
43
44
45
46
47
48
49
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
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
40.5
40.5
40.5
40.5
40.5
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
-56.3
-56.3
60.0
60.0
60.0
60.0
60.0
60.0
45.0
45.0
45.0
45.0
45.0
45.0
45.0
45.0
45.0
45.0
45.0
45.0
45.0
45.0
45.0
45.0
-56.3
-56.3
60.0
60.0
60.0
60.0
60.0
60.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
58.3
58.3
58.3
58.3
58.3
58.3
58.3
58.3
58.3
58.3
58.3
58.3
58.3
61.2
61.2
61.2
61.2
61.2
61.2
61.2
61.2
61.2
61.2
61.2
61.2
61.2
61.2
61.2
61.2
61.2
61.2
61.2
61.2
61.2
61.2
61.2
61.2
61.2
61.2
61.2
61.2
61.2
61.2
61.2
61.2
61.2
61.2
61.2
61.2
61.2
61.2
61.2
61.2
61.2
61.2
61.2
61.2
61.2
61.2
61.2
61.2
61.2
Sheet 174 of 231
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-3
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
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
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
1
2
3
4
5
6
7
8
9
10
11
12
13
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
-58.8
-58.8
62.6
62.6
62.6
62.6
62.6
62.6
47.0
47.0
47.0
47.0
47.0
47.0
47.0
47.0
47.0
47.0
47.0
47.0
47.0
47.0
47.0
47.0
-58.8
-58.8
62.6
62.6
62.6
62.6
62.6
62.6
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
-56.3
-56.3
60.0
60.0
64.0
64.0
64.0
64.0
64.0
64.0
64.0
64.0
64.0
64.0
64.0
64.0
64.0
64.0
64.0
64.0
64.0
64.0
64.0
64.0
64.0
64.0
64.0
64.0
64.0
64.0
64.0
64.0
64.0
64.0
64.0
64.0
64.0
64.0
64.0
64.0
64.0
64.0
64.0
64.0
64.0
64.0
64.0
64.0
64.0
64.0
64.0
64.0
64.0
61.2
61.2
61.2
61.2
61.2
61.2
61.2
61.2
61.2
61.2
61.2
61.2
61.2
Sheet 175 of 231
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-4
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
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
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
60.0
60.0
60.0
60.0
45.0
45.0
45.0
45.0
45.0
45.0
45.0
45.0
45.0
45.0
45.0
45.0
45.0
45.0
45.0
45.0
-56.3
-56.3
60.0
60.0
60.0
60.0
60.0
60.0
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
-36.7
-36.7
40.5
40.5
40.5
40.5
40.5
40.5
30.4
30.4
30.4
30.4
30.4
30.4
30.4
30.4
30.4
61.2
61.2
61.2
61.2
61.2
61.2
61.2
61.2
61.2
61.2
61.2
61.2
61.2
61.2
61.2
61.2
61.2
61.2
61.2
61.2
61.2
61.2
61.2
61.2
61.2
61.2
61.2
61.2
61.2
61.2
61.2
61.2
61.2
61.2
61.2
61.2
58.3
58.3
58.3
58.3
58.3
58.3
58.3
58.3
58.3
58.3
58.3
58.3
58.3
58.3
58.3
58.3
58.3
58.3
58.3
58.3
58.3
58.3
58.3
58.3
58.3
58.3
Sheet 176 of 231
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
Col-5
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
30.4
30.4
30.4
30.4
30.4
30.4
30.4
-36.7
-36.7
40.5
40.5
40.5
40.5
40.5
40.5
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
58.3
58.3
58.3
58.3
58.3
58.3
58.3
58.3
58.3
58.3
58.3
58.3
58.3
58.3
58.3
58.3
58.3
58.3
58.3
58.3
58.3
58.3
58.3
RAFTER MEMBER DEFLECTIONS:
Id
----Raf-1
Raf-1
Raf-1
Raf-1
Raf-1
Raf-1
Raf-1
Raf-1
Raf-1
Raf-1
Raf-1
Raf-1
Raf-1
Raf-1
Raf-1
Raf-1
Raf-1
Raf-1
Raf-1
Raf-1
Raf-1
Raf-1
Raf-1
Raf-1
Raf-1
Raf-1
Raf-1
Raf-1
Raf-1
Raf-1
Raf-1
Raf-1
Raf-1
Load
Id
---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
Deflection(mm)
Calc
Limit
------ ------8.9
37.3
-4.1
37.3
-4.1
37.3
-4.1
37.3
-4.1
37.3
6.9
37.3
4.6
37.3
1.2
37.3
-1.2
37.3
5.1
37.3
-1.3
37.3
-1.5
37.3
-3.3
37.3
-5.9
37.3
-7.7
37.3
-2.9
37.3
-7.7
37.3
2.0
37.3
2.0
37.3
2.0
37.3
0.2
37.3
0.2
37.3
0.2
37.3
-2.3
37.3
-2.3
37.3
-2.3
37.3
-4.1
37.3
-4.1
37.3
-4.1
37.3
0.7
37.3
-4.1
37.3
0.7
37.3
-4.1
37.3
Sheet 177 of 231
Raf-1
Raf-1
Raf-1
Raf-1
Raf-1
Raf-1
Raf-1
Raf-1
Raf-1
Raf-1
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-2
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
34
35
36
37
38
39
40
41
42
43
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
35
36
37
38
39
40
41
42
43
1
2
3
4
5
6
7
8
9
0.7
-4.1
-4.5
-4.4
-7.3
-7.3
-4.4
-4.3
-1.2
-1.0
-2.0
-0.9
-0.9
-0.9
-0.9
2.2
0.4
0.9
-0.9
1.5
-0.3
0.1
-1.2
-0.8
-2.2
-0.3
-1.7
0.9
0.9
0.9
-0.4
-0.4
-0.4
-0.2
-0.2
-0.2
-1.4
-1.4
-1.4
0.4
-0.9
0.4
-0.9
0.4
-0.9
-1.0
-0.9
-1.6
-1.6
-1.0
-0.9
-0.3
-0.2
-2.0
-0.9
-0.9
-0.9
-0.9
0.4
2.2
-0.9
0.9
37.3
37.3
37.3
37.3
37.3
37.3
37.3
37.3
37.3
37.3
34.8
34.8
34.8
34.8
34.8
34.8
34.8
34.8
34.8
34.8
34.8
34.8
34.8
34.8
34.8
34.8
34.8
34.8
34.8
34.8
34.8
34.8
34.8
37.3
37.3
37.3
34.8
34.8
34.8
34.8
34.8
34.8
34.8
34.8
34.8
34.8
34.8
34.8
34.8
34.8
34.8
34.8
34.8
34.8
34.8
34.8
34.8
34.8
34.8
34.8
34.8
34.8
Sheet 178 of 231
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-3
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
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
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
0.4
-0.3
-1.2
0.1
-2.2
-0.8
-1.2
-1.7
-0.4
-0.4
-0.4
0.9
0.9
0.9
-1.4
-1.4
-1.4
-0.2
-0.2
-0.2
-0.4
-0.9
-0.4
-0.9
-0.4
-0.9
-0.9
-1.0
-1.6
-1.6
-0.9
-1.0
-0.2
-0.3
-8.9
-4.1
-4.1
-4.1
-4.1
4.6
6.9
-1.2
1.2
3.7
-1.3
-3.3
-1.5
-7.7
-5.9
-4.0
-7.7
0.2
0.2
0.2
2.0
2.0
2.0
-4.1
-4.1
-4.1
-2.3
-2.3
34.8
34.8
34.8
34.8
34.8
34.8
34.8
34.8
34.8
34.8
34.8
34.8
34.8
34.8
34.8
34.8
34.8
37.3
37.3
37.3
34.8
34.8
34.8
34.8
34.8
34.8
34.8
34.8
34.8
34.8
34.8
34.8
34.8
34.8
37.3
37.3
37.3
37.3
37.3
37.3
37.3
37.3
37.3
37.3
37.3
37.3
37.3
37.3
37.3
37.3
37.3
37.3
37.3
37.3
37.3
37.3
37.3
37.3
37.3
37.3
37.3
37.3
Sheet 179 of 231
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
Raf-4
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
-2.3
-0.4
-4.1
-0.4
-4.1
-0.4
-4.1
-4.4
-4.5
-7.3
-7.3
-4.3
-4.4
-1.0
-1.2
37.3
37.3
37.3
37.3
37.3
37.3
37.3
37.3
37.3
37.3
37.3
37.3
37.3
37.3
37.3
================================================================================
Dalal_Setup
Rafter Splice Report
1/31/22 6:27pm
================================================================================
Splice
Id Typ
-- --1 M
-SurfaceId Locate
-- -----2
6442
---Plate--Width Thick
----- ----150
8.0
2
M
3
0
150
6.0
3
M
3
6590
150
8.0
-----Design_Load---- ----Bolts(Gr8.8)---Id Axial Shear Moment Row Diam Space Gage
-- ----- ----- ------ --- ----- ----- ---1
1.3 16.3
15.1
2
12.0 90.0 58.0
6
0.4 13.2 -12.6
2
12.0 90.0 58.0
1
1.0 12.7
12.0
2
12.0 90.0 58.0
7
0.5
9.8
-7.8
2
12.0 90.0 58.0
1
1.3 16.3
15.1
2
12.0 90.0 58.0
7
0.4 13.2 -12.6
2
12.0 90.0 58.0
LOAD COMBINATIONS:
-----------------1 - Dead+Collateral+1.2Live
6 - 0.6Dead+0.6Wind_Left1
7 - 0.6Dead+0.6Wind_Right1
================================================================================
Dalal_Setup
Base Plate & Anchor Bolt Design
1/31/22 6:27pm
================================================================================
Base Plate Yield = 345.0 (MN/m2)
Concrete Bearing =
7.2 (MN/m2)
BASE SIZE:
---------Column_Base
Id
Depth
----- ----Col-1
362
Col-2
366
Col-3
366
Col-4
366
Col-5
362
--Plate_Size(mm)-Width Length Thick
----- ------ ----200
362 12.0
200
366 12.0
200
366 12.0
200
366 12.0
200
362 12.0
-Bolts(Gr4.6)Row Diam Gage
--- ----- ---2
16.0
100
2
16.0
100
2
16.0
100
2
16.0
100
2
16.0
100
BASE REACTIONS:
--------------Column
Id
-Max_CompLd Fy(kN)
-Max_TensLd Fy(kN)
-Max_Shear
Ld Fx(kN)
Max_Tension+Shear
Tens Shear
Ld Fy(kN) Fx(kN)
Sheet 180 of 231
-----Col-1
Col-2
Col-3
Col-4
Col-5
--- -----19
18.2
1
33.4
1
27.3
1
33.4
18
18.2
--- -----40 -23.7
41 -29.0
40 -13.9
40 -29.0
41 -23.7
--- -----40
21.2
41
37.0
12
36.8
16
37.0
41
21.2
--- ------ -----40 -23.7
21.2
41 -29.0
37.0
40 -13.9
36.8
40 -29.0
37.0
41 -23.7
21.2
LOAD COMBINATIONS:
-----------------1 - Dead+Collateral+Live
12 - Dead+0.6Wind_Suction+0.6Wind_Long1
16 - Dead+0.6Wind_Left2+0.6Wind_Suction
18 - Dead+Collateral+0.75Live+0.45Wind_Left2+0.45Wind_Suction
19 - Dead+Collateral+0.75Live+0.45Wind_Right2+0.45Wind_Suction
40 - 0.6Dead+0.6Wind_Left2+0.6Wind_Suction
41 - 0.6Dead+0.6Wind_Right2+0.6Wind_Suction
================================================================================
Dalal_Setup
Bypass Girt Design Summary
1/31/22 6:27pm
================================================================================
GIRT LAYOUT:
Des Bay
Locate Id Id
------ --- --1200
1
1
2
3
2
3
4
------ --- --2400
3
1
2
3
4
------ --- --3600
4
1
2
3
4
------ --- --4800
5
1
2
3
4
------ --- --6000
6
1
2
3
4
------ --- --7200
7
1
2
3
4
------ --- --8400
8
1
2
3
4
------ --- --9600
9
1
Part
-------Z250x150
Z250x150
Z250x150
Z250x150
Z250x150
-------Z250x150
Z250x150
Z250x300
Z250x300
-------Z250x150
Z250x150
Z250x150
Z250x150
-------Z250x150
Z250x150
Z250x150
Z250x150
-------Z250x150
Z250x150
Z250x150
Z250x150
-------Z250x150
Z250x150
Z250x150
Z250x150
-------Z250x150
Z250x150
Z250x150
Z250x150
-------Z250x150
Bay_Offset
Start
End
----- ----0 6720
0 6270
0 2630
3630 6270
0 6720
----- ----0 6720
0 6270
0 6270
0 6720
----- ----0 6720
0 6270
0 6270
0 6720
----- ----0 6720
0 6270
0 6270
0 6720
----- ----0 6720
0 6270
0 6270
0 6720
----- ----0 6720
0 6270
0 6270
0 6720
----- ----0 6720
0 6270
0 6270
0 6720
----- ----0 6720
Design
Length
-----6618
6270
2528
2538
6618
-----6618
6270
6270
6618
-----6618
6270
6270
6618
-----6618
6270
6270
6618
-----6618
6270
6270
6618
-----6618
6270
6270
6618
-----6618
6270
6270
6618
-----6618
----Lap---Left Right
----- ----0
350
350
350
350
0
0
350
350
0
----- ----0
350
350
350
350
350
350
0
----- ----0
350
350
350
350
350
350
0
----- ----0
350
350
350
350
350
350
0
----- ----0
350
350
350
350
350
350
0
----- ----0
350
350
350
350
350
350
0
----- ----0
350
350
350
350
350
350
0
----- ----0
350
Sheet 181 of 231
Weight
-----66
33
14
14
33
-----33
33
66
66
-----33
33
33
33
-----33
33
33
33
-----33
33
33
33
-----33
33
33
33
-----33
33
33
33
-----66
----Max_Load--Id
UC Report
-- ---- ------WS 0.86 Mom+Shr
WS 0.85 Mom+Shr
WS 0.37 Mom+Shr
WS 0.77 Mom+Shr
WS 0.83 Moment
-- ---- ------WS 0.82 Moment
WS 0.79 Mom+Shr
WP 0.34 Moment
WP 0.35 Moment
-- ---- ------WS 0.84 Mom+Shr
WS 0.83 Mom+Shr
WS 0.83 Mom+Shr
WS 0.84 Mom+Shr
-- ---- ------WS 0.84 Mom+Shr
WS 0.83 Mom+Shr
WS 0.83 Mom+Shr
WS 0.84 Mom+Shr
-- ---- ------WS 0.84 Mom+Shr
WS 0.83 Mom+Shr
WS 0.83 Mom+Shr
WS 0.84 Mom+Shr
-- ---- ------WS 0.84 Mom+Shr
WS 0.83 Mom+Shr
WS 0.83 Mom+Shr
WS 0.84 Mom+Shr
-- ---- ------WS 0.84 Mom+Shr
WS 0.83 Mom+Shr
WS 0.83 Mom+Shr
WS 0.84 Mom+Shr
-- ---- ------WS 0.94 Moment
Rot
--D
D
D
D
D
--D
D
D
D
--D
D
D
D
--D
D
D
D
--D
D
D
D
--D
D
D
D
--D
D
D
D
--D
2
3
4
------ --- --10800 10
2
3
Z250x150
0 6270
6270
350
350
66
Z250x150
0 6270
6270
350
350
66
Z250x150
0 6720
6618
350
0
66
-------- ----- ----- ------ ----- ----- -----Z250x150
0 6270
6270
0
350
32
Z250x150
0 6270
6270
350
0
32
WS
WS
WS
-WS
WS
0.91
0.91
0.94
---0.77
0.77
Mom+Shr D
Mom+Shr D
Moment
D
------- --Mom+Shr D
Mom+Shr D
WP - Wind_Pressure
WS - Wind_Suction
GIRT INSIDE FLANGE BRACE:
No._Brace/Bay
1
2
3
4
--- --- --- --2
2
2
2
================================================================================
Dalal_Setup
Girt Design
1 (Locate=
1200)
1/31/22 6:27pm
================================================================================
GIRT LAYOUT:
Available
Reduction
Bay
Design --Lap(mm)-Load
No.
Factor
Id Part
Locate Length Left Right Width Brace Weight
Out
In
--- -------- ------- ------ ---- ----- ----- ----- ------ ---- ---1 Z250x150
1200
6618
350
1200
2
33 0.00 0.50
2 Z250x150
1200
6270
350
350
1200
2
33 0.00 0.50
3 Z250x150
1200
2528
350
1200
2
14 0.00 0.50
-----81
LOAD ID : Wind_Pressure
--------------------------------------GIRT ACTIONS:
---------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
--- ----- ----- ----- ----1
2.94
-4.25 -4.65
2
4.11
3.71 -2.68 -3.08
3
2.41
2.01
-0.49
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
--- ---- ------ ----- ---1 RLap -4.25
8.6 0.49
2 LLap
3.71
8.6 0.43
3 LLap
2.01
8.6 0.23
--------------Moment(kN-m)-------------Left
Left
Mid-Span
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
-3.76
2562
4.11
5.66
5.66
4.30 -1.70
3585
1.43
2.43
2.43
1.66 -0.10
2104
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RLap
4.11 5.45 0.75
LLap
4.30 5.38 0.80
LLap
1.66 5.50 0.30
-Mom+ShrLoc
UC
---- ---RLap 0.80
LLap 0.79
LLap 0.35
Deflect(mm)
Calc Limit
----- -----11.9 73.5
-2.9 69.7
0.3 28.1
LOAD ID : Wind_Suction
--------------------------------------GIRT ACTIONS:
---------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
--- ----- ----- ----- -----
--------------Moment(kN-m)-------------Left
Left
Mid-Span
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- -----
Sheet 182 of 231
1
2
3
-3.24
-4.39
-2.56
-3.96
-2.13
4.56
2.84
4.99
3.27
0.53
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
--- ---- ------ ----- ---1 RLap
4.56
8.6 0.53
2 LLap -3.96
8.6 0.46
3 LLap -2.13
8.6 0.25
0.00
-6.09
-2.57
-4.63
-1.75
4.10
1.80
0.11
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---MidS
4.10 5.20 0.79
LLap -4.63 6.48 0.71
LLap -1.75 6.48 0.27
2608
3594
2097
-Mom+ShrLoc
UC
---- ---RLap 0.86
LLap 0.85
LLap 0.37
-4.42
-1.50
-6.09
-2.57
0.00
Deflect(mm)
Calc Limit
----- ----13.0 73.5
3.0 69.7
-0.3 28.1
================================================================================
Dalal_Setup
Girt Design
2 (Locate=
1200)
1/31/22 6:27pm
================================================================================
GIRT LAYOUT:
Available
Reduction
Bay
Design --Lap(mm)-Load
No.
Factor
Id Part
Locate Length Left Right Width Brace Weight
Out
In
--- -------- ------- ------ ---- ----- ----- ----- ------ ---- ---3 Z250x150
1200
2538
350
1200
2
14 0.00 0.50
4 Z250x150
1200
6618
350
1200
2
33 0.00 0.50
-----47
LOAD ID : Wind_Pressure
--------------------------------------GIRT ACTIONS:
---------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
--- ----- ----- ----- ----3 -0.58
-3.09 -3.49
4
4.57
4.17
-3.01
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
--- ---- ------ ----- ---3 RLap -3.09
8.6 0.36
4 LLap
4.17
8.6 0.49
--------------Moment(kN-m)-------------Left
Left
Mid-Span
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
1.66
1269
4.01
5.16
5.16
3.63 -3.96
3989
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RLap
4.01 5.39 0.74
LLap
3.63 5.49 0.66
-Mom+ShrLoc
UC
---- ---RLap 0.71
LLap 0.74
Deflect(mm)
Calc Limit
----- ----1.3 28.2
-13.1 73.5
LOAD ID : Wind_Suction
--------------------------------------GIRT ACTIONS:
---------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
--- ----- ----- ----- ----3
0.64
3.31
3.74
4 -4.91 -4.48
3.32
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
--- ---- ------ ----- ----
--------------Moment(kN-m)-------------Left
Left
Mid-Span
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
-1.80
1269 -4.33 -5.56
-5.56 -3.92
4.30
3947
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ----
Sheet 183 of 231
-Mom+ShrLoc
UC
---- ----
Deflect(mm)
Calc Limit
----- -----
3
4
RLap
LLap
3.31
-4.48
8.6 0.39
8.6 0.52
RLap
MidS
-4.33
4.30
6.48 0.67
5.18 0.83
RLap 0.77
LLap 0.80
-1.4
14.3
28.2
73.5
================================================================================
Dalal_Setup
Girt Design
3 (Locate=
2400)
1/31/22 6:27pm
================================================================================
GIRT LAYOUT:
Available
Reduction
Bay
Design --Lap(mm)-Load
No.
Factor
Id Part
Locate Length Left Right Width Brace Weight
Out
In
--- -------- ------- ------ ---- ----- ----- ----- ------ ---- ---1 Z250x150
2400
6618
350
1200
2
33 0.00 0.50
2 Z250x150
2400
6270
350
350
1200
2
33 0.00 0.50
3 Z250x300
2400
6270
350
350
1200
2
66 0.00 0.50
4 Z250x300
2400
6618
350
1200
2
66 0.00 0.50
-----198
LOAD ID : Wind_Pressure
--------------------------------------GIRT ACTIONS:
---------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
--- ----- ----- ----- ----1
3.00
-4.19 -4.59
2
3.79
3.39 -3.00 -3.40
3
4.48
4.08 -4.96 -5.36
4
4.82
4.42
-2.76
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
--- ---- ------ ----- ---1 RLap -4.19
8.6 0.49
2 LLap
3.39
8.6 0.39
3 RLap -4.96 65.3 0.08
4 LLap
4.42 65.3 0.07
--------------Moment(kN-m)-------------Left
Left
Mid-Span
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
-3.92
2616
3.72
5.25
5.25
4.00 -1.00
3305
2.91
4.03
4.03
2.53 -3.78
2853
5.01
6.81
6.81
5.20 -3.33
4208
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RLap
3.72 5.48 0.68
LLap
4.00 5.36 0.75
RLap
5.01 14.82 0.34
LLap
5.20 14.72 0.35
-Mom+ShrLoc
UC
---- ---RLap 0.75
LLap 0.73
RLap 0.31
LLap 0.32
Deflect(mm)
Calc Limit
----- -----12.9 73.5
-0.3 69.7
-4.5 69.7
-4.7 73.5
LOAD ID : Wind_Suction
--------------------------------------GIRT ACTIONS:
---------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
--- ----- ----- ----- ----1 -3.31
4.50
4.92
2 -4.05 -3.62
3.18
3.61
3 -4.76 -4.33
5.30
5.73
4 -5.18 -4.75
3.06
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
--- ---- ------ ----- ---1 RLap
4.50
8.6 0.52
--------------Moment(kN-m)-------------Left
Left
Mid-Span
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
4.27
2660 -4.01 -5.65
-5.65 -4.31
1.06
3316 -3.08 -4.27
-4.27 -2.68
4.02
2845 -5.39 -7.32
-7.32 -5.58
3.64
4160
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---MidS
4.27 5.18 0.82
Sheet 184 of 231
-Mom+ShrLoc
UC
---- ---RLap 0.81
Deflect(mm)
Calc Limit
----- ----14.0 73.5
2
3
4
LLap
RLap
LLap
-3.62
5.30
-4.75
8.6 0.42
65.3 0.08
65.3 0.07
LLap
RLap
LLap
-4.31 6.48 0.67
-5.39 16.67 0.32
-5.58 16.67 0.33
LLap 0.79
RLap 0.33
LLap 0.34
0.3
4.8
5.2
69.7
69.7
73.5
================================================================================
Dalal_Setup
Girt Design
4 (Locate=
3600)
1/31/22 6:27pm
================================================================================
GIRT LAYOUT:
Available
Reduction
Bay
Design --Lap(mm)-Load
No.
Factor
Id Part
Locate Length Left Right Width Brace Weight
Out
In
--- -------- ------- ------ ---- ----- ----- ----- ------ ---- ---1 Z250x150
3600
6618
350
1200
2
33 0.00 0.50
2 Z250x150
3600
6270
350
350
1200
2
33 0.00 0.50
3 Z250x150
3600
6270
350
350
1200
2
33 0.00 0.50
4 Z250x150
3600
6618
350
1200
2
33 0.00 0.50
-----134
LOAD ID : Wind_Pressure
--------------------------------------GIRT ACTIONS:
---------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
--- ----- ----- ----- ----1
2.96
-4.22 -4.62
2
3.99
3.59 -2.80 -3.20
3
3.20
2.80 -3.59 -3.99
4
4.63
4.22
-2.96
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
--- ---- ------ ----- ---1 RLap -4.22
8.6 0.49
2 LLap
3.59
8.6 0.42
3 RLap -3.59
8.6 0.42
4 LLap
4.22
8.6 0.49
--------------Moment(kN-m)-------------Left
Left
Mid-Span
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
-3.82
2583
3.96
5.51
5.51
4.18 -1.43
3479
1.99
3.04
3.04
1.99 -1.43
2791
4.18
5.51
5.51
3.96 -3.82
4036
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RLap
3.96 5.46 0.72
LLap
4.18 5.37 0.78
RLap
4.18 5.37 0.78
LLap
3.96 5.46 0.72
-Mom+ShrLoc
UC
---- ---RLap 0.78
LLap 0.77
RLap 0.77
LLap 0.78
Deflect(mm)
Calc Limit
----- -----12.3 73.5
-1.9 69.7
-1.9 69.7
-12.3 73.5
LOAD ID : Wind_Suction
--------------------------------------GIRT ACTIONS:
---------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
--- ----- ----- ----- ----1 -3.27
4.54
4.96
2 -4.26 -3.83
2.97
3.39
3 -3.39 -2.97
3.83
4.26
4 -4.96 -4.54
3.27
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
--- ---- ------ ----- ----
--------------Moment(kN-m)-------------Left
Left
Mid-Span
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
4.16
2628 -4.26 -5.92
-5.92 -4.51
1.51
3490 -2.09 -3.21
-3.21 -2.09
1.51
2780 -4.51 -5.92
-5.92 -4.26
4.16
3991
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ----
Sheet 185 of 231
-Mom+ShrLoc
UC
---- ----
Deflect(mm)
Calc Limit
----- -----
1
2
3
4
RLap
LLap
RLap
LLap
4.54
-3.83
3.83
-4.54
8.6
8.6
8.6
8.6
0.53
0.45
0.45
0.53
MidS
LLap
RLap
MidS
4.16
-4.51
-4.51
4.16
5.19
6.48
6.48
5.19
0.80
0.70
0.70
0.80
RLap
LLap
RLap
LLap
0.84
0.83
0.83
0.84
13.4
2.0
2.0
13.4
73.5
69.7
69.7
73.5
================================================================================
Dalal_Setup
Girt Design
5 (Locate=
4800)
1/31/22 6:27pm
================================================================================
GIRT LAYOUT:
Available
Reduction
Bay
Design --Lap(mm)-Load
No.
Factor
Id Part
Locate Length Left Right Width Brace Weight
Out
In
--- -------- ------- ------ ---- ----- ----- ----- ------ ---- ---1 Z250x150
4800
6618
350
1200
2
33 0.00 0.50
2 Z250x150
4800
6270
350
350
1200
2
33 0.00 0.50
3 Z250x150
4800
6270
350
350
1200
2
33 0.00 0.50
4 Z250x150
4800
6618
350
1200
2
33 0.00 0.50
-----134
LOAD ID : Wind_Pressure
--------------------------------------GIRT ACTIONS:
---------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
--- ----- ----- ----- ----1
2.96
-4.22 -4.62
2
3.99
3.59 -2.80 -3.20
3
3.20
2.80 -3.59 -3.99
4
4.63
4.22
-2.96
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
--- ---- ------ ----- ---1 RLap -4.22
8.6 0.49
2 LLap
3.59
8.6 0.42
3 RLap -3.59
8.6 0.42
4 LLap
4.22
8.6 0.49
--------------Moment(kN-m)-------------Left
Left
Mid-Span
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
-3.82
2583
3.96
5.51
5.51
4.18 -1.43
3479
1.99
3.04
3.04
1.99 -1.43
2791
4.18
5.51
5.51
3.96 -3.82
4036
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RLap
3.96 5.46 0.72
LLap
4.18 5.37 0.78
RLap
4.18 5.37 0.78
LLap
3.96 5.46 0.72
-Mom+ShrLoc
UC
---- ---RLap 0.78
LLap 0.77
RLap 0.77
LLap 0.78
Deflect(mm)
Calc Limit
----- -----12.3 73.5
-1.9 69.7
-1.9 69.7
-12.3 73.5
LOAD ID : Wind_Suction
--------------------------------------GIRT ACTIONS:
---------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
--- ----- ----- ----- ----1 -3.27
4.54
4.96
2 -4.26 -3.83
2.97
3.39
3 -3.39 -2.97
3.83
4.26
4 -4.96 -4.54
3.27
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
--------------Moment(kN-m)-------------Left
Left
Mid-Span
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
4.16
2628 -4.26 -5.92
-5.92 -4.51
1.51
3490 -2.09 -3.21
-3.21 -2.09
1.51
2780 -4.51 -5.92
-5.92 -4.26
4.16
3991
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
Sheet 186 of 231
-Mom+ShrLoc
UC
Deflect(mm)
Calc Limit
--1
2
3
4
---- ------ ----- ---RLap
4.54
8.6 0.53
LLap -3.83
8.6 0.45
RLap
3.83
8.6 0.45
LLap -4.54
8.6 0.53
---- ------ ----- ---MidS
4.16 5.19 0.80
LLap -4.51 6.48 0.70
RLap -4.51 6.48 0.70
MidS
4.16 5.19 0.80
---RLap
LLap
RLap
LLap
---0.84
0.83
0.83
0.84
----- ----13.4 73.5
2.0 69.7
2.0 69.7
13.4 73.5
================================================================================
Dalal_Setup
Girt Design
6 (Locate=
6000)
1/31/22 6:27pm
================================================================================
GIRT LAYOUT:
Available
Reduction
Bay
Design --Lap(mm)-Load
No.
Factor
Id Part
Locate Length Left Right Width Brace Weight
Out
In
--- -------- ------- ------ ---- ----- ----- ----- ------ ---- ---1 Z250x150
6000
6618
350
1200
2
33 0.00 0.50
2 Z250x150
6000
6270
350
350
1200
2
33 0.00 0.50
3 Z250x150
6000
6270
350
350
1200
2
33 0.00 0.50
4 Z250x150
6000
6618
350
1200
2
33 0.00 0.50
-----134
LOAD ID : Wind_Pressure
--------------------------------------GIRT ACTIONS:
---------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
--- ----- ----- ----- ----1
2.96
-4.22 -4.62
2
3.99
3.59 -2.80 -3.20
3
3.20
2.80 -3.59 -3.99
4
4.63
4.22
-2.96
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
--- ---- ------ ----- ---1 RLap -4.22
8.6 0.49
2 LLap
3.59
8.6 0.42
3 RLap -3.59
8.6 0.42
4 LLap
4.22
8.6 0.49
--------------Moment(kN-m)-------------Left
Left
Mid-Span
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
-3.82
2583
3.96
5.51
5.51
4.18 -1.43
3479
1.99
3.04
3.04
1.99 -1.43
2791
4.18
5.51
5.51
3.96 -3.82
4036
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RLap
3.96 5.46 0.72
LLap
4.18 5.37 0.78
RLap
4.18 5.37 0.78
LLap
3.96 5.46 0.72
-Mom+ShrLoc
UC
---- ---RLap 0.78
LLap 0.77
RLap 0.77
LLap 0.78
Deflect(mm)
Calc Limit
----- -----12.3 73.5
-1.9 69.7
-1.9 69.7
-12.3 73.5
LOAD ID : Wind_Suction
--------------------------------------GIRT ACTIONS:
---------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
--- ----- ----- ----- ----1 -3.27
4.54
4.96
2 -4.26 -3.83
2.97
3.39
3 -3.39 -2.97
3.83
4.26
4 -4.96 -4.54
3.27
STRENGTH/DEFLECTION:
Bay -------Shear(kN)------
--------------Moment(kN-m)-------------Left
Left
Mid-Span
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
4.16
2628 -4.26 -5.92
-5.92 -4.51
1.51
3490 -2.09 -3.21
-3.21 -2.09
1.51
2780 -4.51 -5.92
-5.92 -4.26
4.16
3991
0.00
-----Moment(kN-m)-----
Sheet 187 of 231
-Mom+Shr-
Deflect(mm)
Id
--1
2
3
4
Loc
Calc Limit
UC
---- ------ ----- ---RLap
4.54
8.6 0.53
LLap -3.83
8.6 0.45
RLap
3.83
8.6 0.45
LLap -4.54
8.6 0.53
Loc
Calc Limit
UC
---- ------ ----- ---MidS
4.16 5.19 0.80
LLap -4.51 6.48 0.70
RLap -4.51 6.48 0.70
MidS
4.16 5.19 0.80
Loc
---RLap
LLap
RLap
LLap
UC
---0.84
0.83
0.83
0.84
Calc Limit
----- ----13.4 73.5
2.0 69.7
2.0 69.7
13.4 73.5
================================================================================
Dalal_Setup
Girt Design
7 (Locate=
7200)
1/31/22 6:27pm
================================================================================
GIRT LAYOUT:
Available
Reduction
Bay
Design --Lap(mm)-Load
No.
Factor
Id Part
Locate Length Left Right Width Brace Weight
Out
In
--- -------- ------- ------ ---- ----- ----- ----- ------ ---- ---1 Z250x150
7200
6618
350
1200
2
33 0.00 0.50
2 Z250x150
7200
6270
350
350
1200
2
33 0.00 0.50
3 Z250x150
7200
6270
350
350
1200
2
33 0.00 0.50
4 Z250x150
7200
6618
350
1200
2
33 0.00 0.50
-----134
LOAD ID : Wind_Pressure
--------------------------------------GIRT ACTIONS:
---------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
--- ----- ----- ----- ----1
2.96
-4.22 -4.62
2
3.99
3.59 -2.80 -3.20
3
3.20
2.80 -3.59 -3.99
4
4.63
4.22
-2.96
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
--- ---- ------ ----- ---1 RLap -4.22
8.6 0.49
2 LLap
3.59
8.6 0.42
3 RLap -3.59
8.6 0.42
4 LLap
4.22
8.6 0.49
--------------Moment(kN-m)-------------Left
Left
Mid-Span
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
-3.82
2583
3.96
5.51
5.51
4.18 -1.43
3479
1.99
3.04
3.04
1.99 -1.43
2791
4.18
5.51
5.51
3.96 -3.82
4036
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RLap
3.96 5.46 0.72
LLap
4.18 5.37 0.78
RLap
4.18 5.37 0.78
LLap
3.96 5.46 0.72
-Mom+ShrLoc
UC
---- ---RLap 0.78
LLap 0.77
RLap 0.77
LLap 0.78
Deflect(mm)
Calc Limit
----- -----12.3 73.5
-1.9 69.7
-1.9 69.7
-12.3 73.5
LOAD ID : Wind_Suction
--------------------------------------GIRT ACTIONS:
---------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
--- ----- ----- ----- ----1 -3.27
4.54
4.96
2 -4.26 -3.83
2.97
3.39
3 -3.39 -2.97
3.83
4.26
4 -4.96 -4.54
3.27
--------------Moment(kN-m)-------------Left
Left
Mid-Span
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
4.16
2628 -4.26 -5.92
-5.92 -4.51
1.51
3490 -2.09 -3.21
-3.21 -2.09
1.51
2780 -4.51 -5.92
-5.92 -4.26
4.16
3991
0.00
STRENGTH/DEFLECTION:
Sheet 188 of 231
Bay
Id
--1
2
3
4
-------Shear(kN)-----Loc
Calc Limit
UC
---- ------ ----- ---RLap
4.54
8.6 0.53
LLap -3.83
8.6 0.45
RLap
3.83
8.6 0.45
LLap -4.54
8.6 0.53
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---MidS
4.16 5.19 0.80
LLap -4.51 6.48 0.70
RLap -4.51 6.48 0.70
MidS
4.16 5.19 0.80
-Mom+ShrLoc
UC
---- ---RLap 0.84
LLap 0.83
RLap 0.83
LLap 0.84
Deflect(mm)
Calc Limit
----- ----13.4 73.5
2.0 69.7
2.0 69.7
13.4 73.5
================================================================================
Dalal_Setup
Girt Design
8 (Locate=
8400)
1/31/22 6:27pm
================================================================================
GIRT LAYOUT:
Available
Reduction
Bay
Design --Lap(mm)-Load
No.
Factor
Id Part
Locate Length Left Right Width Brace Weight
Out
In
--- -------- ------- ------ ---- ----- ----- ----- ------ ---- ---1 Z250x150
8400
6618
350
1200
2
33 0.00 0.50
2 Z250x150
8400
6270
350
350
1200
2
33 0.00 0.50
3 Z250x150
8400
6270
350
350
1200
2
33 0.00 0.50
4 Z250x150
8400
6618
350
1200
2
33 0.00 0.50
-----134
LOAD ID : Wind_Pressure
--------------------------------------GIRT ACTIONS:
---------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
--- ----- ----- ----- ----1
2.96
-4.22 -4.62
2
3.99
3.59 -2.80 -3.20
3
3.20
2.80 -3.59 -3.99
4
4.63
4.22
-2.96
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
--- ---- ------ ----- ---1 RLap -4.22
8.6 0.49
2 LLap
3.59
8.6 0.42
3 RLap -3.59
8.6 0.42
4 LLap
4.22
8.6 0.49
--------------Moment(kN-m)-------------Left
Left
Mid-Span
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
-3.82
2583
3.96
5.51
5.51
4.18 -1.43
3479
1.99
3.04
3.04
1.99 -1.43
2791
4.18
5.51
5.51
3.96 -3.82
4036
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RLap
3.96 5.46 0.72
LLap
4.18 5.37 0.78
RLap
4.18 5.37 0.78
LLap
3.96 5.46 0.72
-Mom+ShrLoc
UC
---- ---RLap 0.78
LLap 0.77
RLap 0.77
LLap 0.78
Deflect(mm)
Calc Limit
----- -----12.3 73.5
-1.9 69.7
-1.9 69.7
-12.3 73.5
LOAD ID : Wind_Suction
--------------------------------------GIRT ACTIONS:
---------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
--- ----- ----- ----- ----1 -3.27
4.54
4.96
2 -4.26 -3.83
2.97
3.39
3 -3.39 -2.97
3.83
4.26
4 -4.96 -4.54
3.27
--------------Moment(kN-m)-------------Left
Left
Mid-Span
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
4.16
2628 -4.26 -5.92
-5.92 -4.51
1.51
3490 -2.09 -3.21
-3.21 -2.09
1.51
2780 -4.51 -5.92
-5.92 -4.26
4.16
3991
0.00
Sheet 189 of 231
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
--- ---- ------ ----- ---1 RLap
4.54
8.6 0.53
2 LLap -3.83
8.6 0.45
3 RLap
3.83
8.6 0.45
4 LLap -4.54
8.6 0.53
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---MidS
4.16 5.19 0.80
LLap -4.51 6.48 0.70
RLap -4.51 6.48 0.70
MidS
4.16 5.19 0.80
-Mom+ShrLoc
UC
---- ---RLap 0.84
LLap 0.83
RLap 0.83
LLap 0.84
Deflect(mm)
Calc Limit
----- ----13.4 73.5
2.0 69.7
2.0 69.7
13.4 73.5
================================================================================
Dalal_Setup
Girt Design
9 (Locate=
9600)
1/31/22 6:27pm
================================================================================
GIRT LAYOUT:
Available
Reduction
Bay
Design --Lap(mm)-Load
No.
Factor
Id Part
Locate Length Left Right Width Brace Weight
Out
In
--- -------- ------- ------ ---- ----- ----- ----- ------ ---- ---1 Z250x150
9600
6618
350
1375
2
33 0.00 0.50
2 Z250x150
9600
6270
350
350
1200
2
33 0.00 0.50
3 Z250x150
9600
6270
350
350
1200
2
33 0.00 0.50
4 Z250x150
9600
6618
350
1375
2
33 0.00 0.50
-----134
LOAD ID : Wind_Pressure
--------------------------------------GIRT ACTIONS:
---------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
--- ----- ----- ----- ----1
3.43
-4.80 -5.26
2
4.13
3.73 -2.66 -3.06
3
3.06
2.66 -3.73 -4.13
4
5.26
4.80
-3.43
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
--- ---- ------ ----- ---1 RLap -4.80
8.6 0.56
2 LLap
3.73
8.6 0.43
3 RLap -3.73
8.6 0.43
4 LLap
4.80
8.6 0.56
--------------Moment(kN-m)-------------Left
Left
Mid-Span
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
-4.47
2609
4.32
6.08
6.08
4.71 -1.35
3601
1.73
2.74
2.74
1.73 -1.35
2669
4.71
6.08
6.08
4.32 -4.47
4009
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RLap
4.32 5.48 0.79
LLap
4.71 5.35 0.88
RLap
4.71 5.35 0.88
LLap
4.32 5.48 0.79
-Mom+ShrLoc
UC
---- ---RLap 0.87
LLap 0.85
RLap 0.85
LLap 0.87
Deflect(mm)
Calc Limit
----- -----14.6 73.5
-1.3 69.7
-1.3 69.7
-14.6 73.5
LOAD ID : Wind_Suction
--------------------------------------GIRT ACTIONS:
---------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
--- ----- ----- ----- ----1 -3.78
5.16
5.65
2 -4.41 -3.98
2.82
3.24
3 -3.24 -2.82
3.98
4.41
4 -5.65 -5.16
3.78
--------------Moment(kN-m)-------------Left
Left
Mid-Span
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
4.86
2654 -4.65 -6.54
-6.54 -5.07
1.43
3613 -1.82 -2.88
-2.88 -1.82
1.43
2657 -5.07 -6.54
-6.54 -4.65
4.86
3965
0.00
Sheet 190 of 231
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
--- ---- ------ ----- ---1 RLap
5.16
8.6 0.60
2 LLap -3.98
8.6 0.46
3 RLap
3.98
8.6 0.46
4 LLap -5.16
8.6 0.60
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---MidS
4.86 5.19 0.94
LLap -5.07 6.48 0.78
RLap -5.07 6.48 0.78
MidS
4.86 5.19 0.94
-Mom+ShrLoc
UC
---- ---RLap 0.94
LLap 0.91
RLap 0.91
LLap 0.94
Deflect(mm)
Calc Limit
----- ----15.9 73.5
1.4 69.7
1.4 69.7
15.9 73.5
================================================================================
Dalal_Setup
Girt Design 10 (Locate= 10800)
1/31/22 6:27pm
================================================================================
GIRT LAYOUT:
Available
Reduction
Bay
Design --Lap(mm)-Load
No.
Factor
Id Part
Locate Length Left Right Width Brace Weight
Out
In
--- -------- ------- ------ ---- ----- ----- ----- ------ ---- ---2 Z250x150
10800
6270
350
1033
2
32 0.00 0.50
3 Z250x150
10800
6270
350
1033
2
32 0.00 0.50
-----64
LOAD ID : Wind_Pressure
--------------------------------------GIRT ACTIONS:
---------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
--- ----- ----- ----- ----2
2.28
-3.56 -3.91
3
3.91
3.56
-2.28
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
--- ---- ------ ----- ---2 RLap -3.56
8.6 0.41
3 LLap
3.56
8.6 0.41
--------------Moment(kN-m)-------------Left
Left
Mid-Span
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
-2.62
2307
3.81
5.12
5.12
3.81 -2.62
3963
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RLap
3.81 5.42 0.70
LLap
3.81 5.42 0.70
-Mom+ShrLoc
UC
---- ---RLap 0.72
LLap 0.72
Deflect(mm)
Calc Limit
----- -----6.6 69.7
-6.6 69.7
LOAD ID : Wind_Suction
--------------------------------------GIRT ACTIONS:
---------Shear(kN)-------Bay
Left
Left Right Right
Id
Sup
Lap
Lap
Sup
--- ----- ----- ----- ----2 -2.42
3.80
4.16
3 -4.16 -3.80
2.42
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
--- ---- ------ ----- ---2 RLap
3.80
8.6 0.44
3 LLap -3.80
8.6 0.44
--------------Moment(kN-m)-------------Left
Left
Mid-Span
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
2.80
2307 -4.06 -5.45
-5.45 -4.06
2.80
3963
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RLap -4.06 6.48 0.63
LLap -4.06 6.48 0.63
Sheet 191 of 231
-Mom+ShrLoc
UC
---- ---RLap 0.77
LLap 0.77
Deflect(mm)
Calc Limit
----- ----7.0 69.7
7.0 69.7
================================================================================
Dalal_Setup
Door Jamb & Header Summary
1/31/22 6:27pm
================================================================================
JAMB/HEADER
Open Bay
Id
Id
---- --1
3
LAYOUT:
Locate
-----Jamb-L
Jamb-R
Header
Part
-------C200x150
C200x150
C200x150
Length
-----2400
2400
1000
STRENGTH/DEFLECTION:
Open Member Ld
----Shear(kN)---Id
Id
Id
Calc Limit
UC
---- ------ ------ ------ ---1 Jamb-L WP
1.33 10.85 0.12
WS
-1.41 10.85 0.13
Jamb-R WP
1.33 10.85 0.12
WS
-1.42 10.85 0.13
Header WP
-0.07 10.85 0.01
WS
0.08 10.85 0.01
Weight
-----10
10
4
---Moment(kN-m)-Calc Limit
UC
----- ------ ----1.25
5.86 0.21
1.33
4.92 0.27
-1.25
5.86 0.21
1.33
4.92 0.27
-0.02
5.86 0.00
0.02
4.92 0.00
WP - Wind_Pressure
WS - Wind_Suction
Sheet 192 of 231
Mom+
Shear
----0.00
0.00
0.00
0.00
0.00
0.00
Deflect(mm)
Calc Limit
----- -----1.0 26.7
1.1 26.7
-1.0 26.7
1.1 26.7
0.0 11.1
0.0 11.1
D) Design of Bracing Members
Sheet 193 of 231
D.1) Roof Bracing & Purlin Struts:
================================================================================
Dalal_Setup
Roof Diagonal Bracing
1/31/22 6:11pm
================================================================================
PANEL SHEAR:
Limit
= 0.0
Calc
Wind
=486.4
Seismic = 1398
DIAGONAL BRACING:
Bay
Id
--2
4
Brace_Locate
Start
End
------- ------0
6809
6809
12990
12990
19171
19171
25980
0
6809
12990
19171
6809
12990
19171
25980
------Diag_Brace----Type
Size Part
---- ------ -------C
12.7 CABLE-12
C
12.7 CABLE-12
C
12.7 CABLE-12
C
12.7 CABLE-12
C
C
C
C
12.7
12.7
12.7
12.7
CABLE-12
CABLE-12
CABLE-12
CABLE-12
Brace_Tension(kN)
----Wind---- ---Seismic-Calc Limit
Calc Limit
----- ----- ----- ----27.73 62.00 33.44 62.00
8.07 62.00 10.27 62.00
8.07 62.00 10.27 62.00
27.73 62.00 33.44 62.00
0.00
0.00
0.00
0.00
Sheet 194 of 231
62.00
62.00
62.00
62.00
31.90
9.78
9.78
31.90
62.00
62.00
62.00
62.00
Max
UC
---0.54
0.17
0.17
0.54
0.51
0.16
0.16
0.51
KL/R
----
================================================================================
Dalal_Setup
Purlin Strut, Longitudinal Load
1/31/22 6:11pm
================================================================================
Surf Brace Purl Bay Purlin
Id Locate Id
Id Part
---- ------ ---- --- -------2
6809 7
1 Z250x150
2
6809
7
2 Z250x150
2
12990 13
1 Z250x150
2
12990 13
2 Z250x150
Load
Id
---1
2
3
4
5
6
7
8
9
10
11
12
13
14
1
2
3
4
5
6
7
8
9
10
11
12
13
14
1
2
3
4
5
6
7
8
9
10
11
12
13
14
1
2
3
4
5
6
7
8
9
10
11
12
13
----Axial(kN)--Calc Limit
UC
----- ----- ---13.02 36.20 0.36
0.00 41.14 0.00
13.02 36.20 0.36
0.00 41.14 0.00
13.02 36.20 0.36
0.00 41.14 0.00
13.02 36.20 0.36
0.00 41.14 0.00
5.80 55.39 0.10
4.30 55.39 0.08
4.30 55.39 0.08
4.30 55.39 0.08
4.30 55.39 0.08
5.80 55.39 0.10
18.76 36.20 0.52
0.00 41.51 0.00
18.76 36.20 0.52
0.00 41.51 0.00
18.76 36.20 0.52
0.00 41.51 0.00
18.76 36.20 0.52
0.00 41.51 0.00
17.86 55.39 0.32
13.27 55.39 0.24
13.27 55.39 0.24
13.27 55.39 0.24
13.27 55.39 0.24
17.86 55.39 0.32
5.74 36.20 0.16
0.00 41.14 0.00
5.74 36.20 0.16
0.00 41.14 0.00
5.74 36.20 0.16
0.00 41.14 0.00
5.74 36.20 0.16
0.00 41.14 0.00
2.78 55.39 0.05
2.06 55.39 0.04
2.06 55.39 0.04
2.06 55.39 0.04
2.06 55.39 0.04
2.78 55.39 0.05
5.74 36.20 0.16
0.00 41.51 0.00
5.74 36.20 0.16
0.00 41.51 0.00
5.74 36.20 0.16
0.00 41.51 0.00
5.74 36.20 0.16
0.00 41.51 0.00
5.04 55.39 0.09
3.75 55.39 0.07
3.75 55.39 0.07
3.75 55.39 0.07
3.75 55.39 0.07
Sheet 195 of 231
--Moment(kN-m)-Calc Limit
UC
----- ----- ----0.0 5.17 0.01
-0.0 5.17 0.01
-0.0 5.17 0.01
-0.0 5.17 0.01
-0.0 5.17 0.01
-0.0 5.17 0.01
1.1 5.27 0.21
1.1 5.27 0.21
-1.7 7.91 0.22
-3.9 7.91 0.49
-1.7 7.91 0.22
-1.7 7.91 0.22
-1.7 7.91 0.22
-0.3 7.91 0.05
0.0 5.02 0.01
0.0 5.02 0.01
0.0 5.02 0.01
0.0 5.02 0.01
0.0 5.02 0.01
0.0 5.02 0.01
-0.8 5.17 0.17
-0.8 5.17 0.17
1.3 8.22 0.16
3.0 8.22 0.37
1.3 8.22 0.16
1.3 8.22 0.16
1.3 8.22 0.16
0.3 8.22 0.04
-0.0 5.17 0.01
-0.0 5.17 0.01
-0.0 5.17 0.01
-0.0 5.17 0.01
-0.0 5.17 0.01
-0.0 5.17 0.01
0.9 5.27 0.18
0.9 5.27 0.18
-1.4 7.91 0.19
-3.3 7.91 0.42
-1.4 7.91 0.18
-1.4 7.91 0.18
-1.4 7.91 0.18
-0.3 7.91 0.04
0.0 5.02 0.01
0.0 5.02 0.01
0.0 5.02 0.01
0.0 5.02 0.01
0.0 5.02 0.01
0.0 5.02 0.01
-0.7 5.17 0.15
-0.7 5.17 0.15
1.1 8.22 0.14
2.6 8.22 0.32
1.1 8.22 0.14
1.1 8.22 0.14
1.1 8.22 0.14
Axl+Mom
Max
Loc
UC KL/R
---- ---- ---MidS 0.37
67
MidS 0.01
67
MidS 0.37
67
MidS 0.01
67
MidS 0.37
67
MidS 0.01
67
MidS 0.56
67
MidS 0.21
67
MidS 0.32
67
MidS 0.57
67
MidS 0.29
67
MidS 0.29
67
MidS 0.29
67
MidS 0.15
67
LLap 0.53
65
LLap 0.01
65
LLap 0.53
65
LLap 0.01
65
LLap 0.53
65
LLap 0.01
65
LLap 0.68
65
LLap 0.17
65
LSup 0.52
65
LSup 0.63
65
LSup 0.43
65
LSup 0.43
65
LSup 0.43
65
LSup 0.39
65
MidS 0.17
67
MidS 0.01
67
MidS 0.17
67
MidS 0.01
67
MidS 0.17
67
MidS 0.01
67
MidS 0.32
67
MidS 0.18
67
MidS 0.24
67
MidS 0.46
67
MidS 0.22
67
MidS 0.22
67
MidS 0.22
67
MidS 0.09
67
LLap 0.17
65
LLap 0.01
65
LLap 0.17
65
LLap 0.01
65
LLap 0.17
65
LLap 0.01
65
LLap 0.29
65
LLap 0.15
65
LSup 0.23
65
LSup 0.38
65
LSup 0.21
65
LSup 0.21
65
LSup 0.21
65
2
6809
7
4 Z250x150
2
6809
7
5 Z250x150
2
6809
7
6 Z250x150
2
12990 13
4 Z250x150
2
12990 13
5 Z250x150
14
1
2
3
4
5
6
7
8
9
10
11
12
13
14
1
2
3
4
5
6
7
8
9
10
11
12
13
14
1
2
3
4
5
6
7
8
9
10
11
12
13
14
1
2
3
4
5
6
7
8
9
10
11
12
13
14
1
2
3
4
5
5.04
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
21.58
16.03
16.03
16.03
16.03
21.58
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
9.86
7.33
7.33
7.33
7.33
9.86
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
5.10
3.79
3.79
3.79
3.79
5.10
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
6.96
5.17
5.17
5.17
5.17
6.96
0.00
0.00
0.00
0.00
0.00
55.39
41.51
41.51
41.51
41.51
41.51
41.51
41.51
41.51
55.39
55.39
55.39
55.39
55.39
55.39
41.51
41.51
41.51
41.51
41.51
41.51
41.51
41.51
55.39
55.39
55.39
55.39
55.39
55.39
41.25
41.25
41.25
41.25
41.25
41.25
41.25
41.25
55.39
55.39
55.39
55.39
55.39
55.39
41.51
41.51
41.51
41.51
41.51
41.51
41.51
41.51
55.39
55.39
55.39
55.39
55.39
55.39
41.51
41.51
41.51
41.51
41.51
0.09
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.39
0.29
0.29
0.29
0.29
0.39
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.18
0.13
0.13
0.13
0.13
0.18
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.09
0.07
0.07
0.07
0.07
0.09
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.13
0.09
0.09
0.09
0.09
0.13
0.00
0.00
0.00
0.00
0.00
Sheet 196 of 231
0.2
0.0
0.0
0.0
0.0
0.0
0.0
-0.9
-0.9
1.4
3.2
1.4
1.4
1.4
0.3
0.0
0.0
0.0
0.0
0.0
0.0
-0.8
-0.8
1.3
3.0
1.3
1.3
1.3
0.3
-0.0
-0.0
-0.0
-0.0
-0.0
-0.0
1.1
1.1
-1.7
-3.8
-1.6
-1.6
-1.6
-0.3
0.0
0.0
0.0
0.0
0.0
0.0
-0.8
-0.8
1.2
2.7
1.2
1.2
1.2
0.2
0.0
0.0
0.0
0.0
0.0
8.22
5.02
5.02
5.02
5.02
5.02
5.02
5.17
5.17
8.37
8.37
8.37
8.37
8.37
8.37
5.02
5.02
5.02
5.02
5.02
5.02
5.17
5.17
8.22
8.22
8.22
8.22
8.22
8.22
5.17
5.17
5.17
5.17
5.17
5.17
5.27
5.27
7.91
7.91
7.91
7.91
7.91
7.91
5.02
5.02
5.02
5.02
5.02
5.02
5.17
5.17
8.37
8.37
8.37
8.37
8.37
8.37
5.02
5.02
5.02
5.02
5.02
0.03
0.01
0.01
0.01
0.01
0.01
0.01
0.18
0.18
0.17
0.39
0.17
0.17
0.17
0.04
0.01
0.01
0.01
0.01
0.01
0.01
0.17
0.17
0.16
0.37
0.16
0.16
0.16
0.04
0.01
0.01
0.01
0.01
0.01
0.01
0.21
0.21
0.22
0.48
0.21
0.21
0.21
0.05
0.01
0.01
0.01
0.01
0.01
0.01
0.16
0.16
0.15
0.33
0.15
0.15
0.15
0.03
0.01
0.01
0.01
0.01
0.01
LSup
LLap
LLap
LLap
LLap
LLap
LLap
LLap
LLap
LLap
LLap
LLap
LLap
LLap
LLap
RLap
RLap
RLap
RLap
RLap
RLap
RLap
RLap
RSup
RSup
RSup
RSup
RSup
RSup
MidS
MidS
MidS
MidS
MidS
MidS
MidS
MidS
MidS
MidS
MidS
MidS
MidS
MidS
LLap
LLap
LLap
LLap
LLap
LLap
LLap
LLap
LLap
LLap
LLap
LLap
LLap
LLap
RLap
RLap
RLap
RLap
RLap
0.12
0.01
0.01
0.01
0.01
0.01
0.01
0.18
0.18
0.60
0.71
0.49
0.49
0.49
0.47
0.01
0.01
0.01
0.01
0.01
0.01
0.17
0.17
0.36
0.50
0.29
0.29
0.29
0.23
0.01
0.01
0.01
0.01
0.01
0.01
0.21
0.21
0.31
0.55
0.28
0.28
0.28
0.14
0.01
0.01
0.01
0.01
0.01
0.01
0.16
0.16
0.27
0.43
0.24
0.24
0.24
0.16
0.01
0.01
0.01
0.01
0.01
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
66
66
66
66
66
66
66
66
66
66
66
66
66
66
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
2
12990 13
6 Z250x150
Surf Brace Purl Bay Purlin
Id Locate Id
Id Part
---- ------ ---- --- -------3
12990 1
1 Z250x150
3
12990
1
2 Z250x150
3
19171
7
1 Z250x150
6
7
8
9
10
11
12
13
14
1
2
3
4
5
6
7
8
9
10
11
12
13
14
Load
Id
---1
2
3
4
5
6
7
8
9
10
11
12
13
14
1
2
3
4
5
6
7
8
9
10
11
12
13
14
1
2
3
4
5
6
7
0.00
0.00
0.00
4.69
3.49
3.49
3.49
3.49
4.69
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
2.43
1.80
1.80
1.80
1.80
2.43
41.51
41.51
41.51
55.39
55.39
55.39
55.39
55.39
55.39
41.25
41.25
41.25
41.25
41.25
41.25
41.25
41.25
55.39
55.39
55.39
55.39
55.39
55.39
0.00
0.00
0.00
0.08
0.06
0.06
0.06
0.06
0.08
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.04
0.03
0.03
0.03
0.03
0.04
----Axial(kN)--Calc Limit
UC
----- ----- ---5.74 36.20 0.16
0.00 41.14 0.00
5.74 36.20 0.16
0.00 41.14 0.00
5.74 36.20 0.16
0.00 41.14 0.00
5.74 36.20 0.16
0.00 41.14 0.00
2.78 55.39 0.05
2.06 55.39 0.04
2.06 55.39 0.04
2.06 55.39 0.04
2.06 55.39 0.04
2.78 55.39 0.05
5.74 36.20 0.16
0.00 41.51 0.00
5.74 36.20 0.16
0.00 41.51 0.00
5.74 36.20 0.16
0.00 41.51 0.00
5.74 36.20 0.16
0.00 41.51 0.00
5.04 55.39 0.09
3.75 55.39 0.07
3.75 55.39 0.07
3.75 55.39 0.07
3.75 55.39 0.07
5.04 55.39 0.09
13.02 36.20 0.36
0.00 41.14 0.00
13.02 36.20 0.36
0.00 41.14 0.00
13.02 36.20 0.36
0.00 41.14 0.00
13.02 36.20 0.36
Sheet 197 of 231
0.0
-0.7
-0.7
1.1
2.5
1.1
1.1
1.1
0.2
-0.0
-0.0
-0.0
-0.0
-0.0
-0.0
0.9
0.9
-1.4
-3.2
-1.4
-1.4
-1.4
-0.3
5.02
5.17
5.17
8.22
8.22
8.22
8.22
8.22
8.22
5.17
5.17
5.17
5.17
5.17
5.17
5.27
5.27
7.91
7.91
7.91
7.91
7.91
7.91
0.01
0.14
0.14
0.14
0.31
0.14
0.14
0.14
0.03
0.01
0.01
0.01
0.01
0.01
0.01
0.18
0.18
0.18
0.41
0.18
0.18
0.18
0.04
--Moment(kN-m)-Calc Limit
UC
----- ----- ----0.0 5.17 0.01
-0.0 5.17 0.01
-0.0 5.17 0.01
-0.0 5.17 0.01
-0.0 5.17 0.01
-0.0 5.17 0.01
0.9 5.27 0.18
0.9 5.27 0.18
-1.4 7.91 0.19
-3.3 7.91 0.42
-1.4 7.91 0.18
-1.4 7.91 0.18
-1.4 7.91 0.18
-0.3 7.91 0.04
0.0 5.02 0.01
0.0 5.02 0.01
0.0 5.02 0.01
0.0 5.02 0.01
0.0 5.02 0.01
0.0 5.02 0.01
-0.7 5.17 0.15
-0.7 5.17 0.15
1.1 8.22 0.14
2.6 8.22 0.32
1.1 8.22 0.14
1.1 8.22 0.14
1.1 8.22 0.14
0.2 8.22 0.03
-0.0 5.17 0.01
-0.0 5.17 0.01
-0.0 5.17 0.01
-0.0 5.17 0.01
-0.0 5.17 0.01
-0.0 5.17 0.01
1.1 5.27 0.21
RLap
RLap
RLap
RSup
RSup
RSup
RSup
RSup
RSup
MidS
MidS
MidS
MidS
MidS
MidS
MidS
MidS
MidS
MidS
MidS
MidS
MidS
MidS
0.01
0.14
0.14
0.22
0.37
0.20
0.20
0.20
0.12
0.01
0.01
0.01
0.01
0.01
0.01
0.18
0.18
0.23
0.45
0.21
0.21
0.21
0.09
65
65
65
65
65
65
65
65
65
66
66
66
66
66
66
66
66
66
66
66
66
66
66
Axl+Mom
Max
Loc
UC KL/R
---- ---- ---MidS 0.17
67
MidS 0.01
67
MidS 0.17
67
MidS 0.01
67
MidS 0.17
67
MidS 0.01
67
MidS 0.32
67
MidS 0.18
67
MidS 0.24
67
MidS 0.46
67
MidS 0.22
67
MidS 0.22
67
MidS 0.22
67
MidS 0.09
67
LLap 0.17
65
LLap 0.01
65
LLap 0.17
65
LLap 0.01
65
LLap 0.17
65
LLap 0.01
65
LLap 0.29
65
LLap 0.15
65
LSup 0.23
65
LSup 0.38
65
LSup 0.21
65
LSup 0.21
65
LSup 0.21
65
LSup 0.12
65
MidS 0.37
67
MidS 0.01
67
MidS 0.37
67
MidS 0.01
67
MidS 0.37
67
MidS 0.01
67
MidS 0.56
67
3
19171
7
2 Z250x150
3
12990
1
4 Z250x150
3
12990
1
5 Z250x150
3
12990
1
6 Z250x150
8
9
10
11
12
13
14
1
2
3
4
5
6
7
8
9
10
11
12
13
14
1
2
3
4
5
6
7
8
9
10
11
12
13
14
1
2
3
4
5
6
7
8
9
10
11
12
13
14
1
2
3
4
5
6
7
8
9
10
11
12
13
0.00
5.80
4.30
4.30
4.30
4.30
5.80
18.76
0.00
18.76
0.00
18.76
0.00
18.76
0.00
17.86
13.27
13.27
13.27
13.27
17.86
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
6.96
5.17
5.17
5.17
5.17
6.96
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
4.69
3.49
3.49
3.49
3.49
4.69
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
2.43
1.80
1.80
1.80
1.80
41.14
55.39
55.39
55.39
55.39
55.39
55.39
36.20
41.51
36.20
41.51
36.20
41.51
36.20
41.51
55.39
55.39
55.39
55.39
55.39
55.39
41.51
41.51
41.51
41.51
41.51
41.51
41.51
41.51
55.39
55.39
55.39
55.39
55.39
55.39
41.51
41.51
41.51
41.51
41.51
41.51
41.51
41.51
55.39
55.39
55.39
55.39
55.39
55.39
41.25
41.25
41.25
41.25
41.25
41.25
41.25
41.25
55.39
55.39
55.39
55.39
55.39
0.00
0.10
0.08
0.08
0.08
0.08
0.10
0.52
0.00
0.52
0.00
0.52
0.00
0.52
0.00
0.32
0.24
0.24
0.24
0.24
0.32
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.13
0.09
0.09
0.09
0.09
0.13
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.08
0.06
0.06
0.06
0.06
0.08
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.04
0.03
0.03
0.03
0.03
Sheet 198 of 231
1.1
-1.7
-3.9
-1.7
-1.7
-1.7
-0.3
0.0
0.0
0.0
0.0
0.0
0.0
-0.8
-0.8
1.3
3.0
1.3
1.3
1.3
0.3
0.0
0.0
0.0
0.0
0.0
0.0
-0.8
-0.8
1.2
2.7
1.2
1.2
1.2
0.2
0.0
0.0
0.0
0.0
0.0
0.0
-0.7
-0.7
1.1
2.5
1.1
1.1
1.1
0.2
-0.0
-0.0
-0.0
-0.0
-0.0
-0.0
0.9
0.9
-1.4
-3.2
-1.4
-1.4
-1.4
5.27
7.91
7.91
7.91
7.91
7.91
7.91
5.02
5.02
5.02
5.02
5.02
5.02
5.17
5.17
8.22
8.22
8.22
8.22
8.22
8.22
5.02
5.02
5.02
5.02
5.02
5.02
5.17
5.17
8.37
8.37
8.37
8.37
8.37
8.37
5.02
5.02
5.02
5.02
5.02
5.02
5.17
5.17
8.22
8.22
8.22
8.22
8.22
8.22
5.17
5.17
5.17
5.17
5.17
5.17
5.27
5.27
7.91
7.91
7.91
7.91
7.91
0.21
0.22
0.49
0.22
0.22
0.22
0.05
0.01
0.01
0.01
0.01
0.01
0.01
0.17
0.17
0.16
0.37
0.16
0.16
0.16
0.04
0.01
0.01
0.01
0.01
0.01
0.01
0.16
0.16
0.15
0.33
0.15
0.15
0.15
0.03
0.01
0.01
0.01
0.01
0.01
0.01
0.14
0.14
0.14
0.31
0.14
0.14
0.14
0.03
0.01
0.01
0.01
0.01
0.01
0.01
0.18
0.18
0.18
0.41
0.18
0.18
0.18
MidS
MidS
MidS
MidS
MidS
MidS
MidS
LLap
LLap
LLap
LLap
LLap
LLap
LLap
LLap
LSup
LSup
LSup
LSup
LSup
LSup
LLap
LLap
LLap
LLap
LLap
LLap
LLap
LLap
LLap
LLap
LLap
LLap
LLap
LLap
RLap
RLap
RLap
RLap
RLap
RLap
RLap
RLap
RSup
RSup
RSup
RSup
RSup
RSup
MidS
MidS
MidS
MidS
MidS
MidS
MidS
MidS
MidS
MidS
MidS
MidS
MidS
0.21
0.32
0.57
0.29
0.29
0.29
0.15
0.53
0.01
0.53
0.01
0.53
0.01
0.68
0.17
0.52
0.63
0.43
0.43
0.43
0.39
0.01
0.01
0.01
0.01
0.01
0.01
0.16
0.16
0.27
0.43
0.24
0.24
0.24
0.16
0.01
0.01
0.01
0.01
0.01
0.01
0.14
0.14
0.22
0.37
0.20
0.20
0.20
0.12
0.01
0.01
0.01
0.01
0.01
0.01
0.18
0.18
0.23
0.45
0.21
0.21
0.21
67
67
67
67
67
67
67
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
66
66
66
66
66
66
66
66
66
66
66
66
66
3
19171
7
4 Z250x150
3
19171
7
5 Z250x150
3
19171
7
6 Z250x150
14
1
2
3
4
5
6
7
8
9
10
11
12
13
14
1
2
3
4
5
6
7
8
9
10
11
12
13
14
1
2
3
4
5
6
7
8
9
10
11
12
13
14
2.43
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
21.58
16.03
16.03
16.03
16.03
21.58
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
9.86
7.33
7.33
7.33
7.33
9.86
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
5.10
3.79
3.79
3.79
3.79
5.10
55.39
41.51
41.51
41.51
41.51
41.51
41.51
41.51
41.51
55.39
55.39
55.39
55.39
55.39
55.39
41.51
41.51
41.51
41.51
41.51
41.51
41.51
41.51
55.39
55.39
55.39
55.39
55.39
55.39
41.25
41.25
41.25
41.25
41.25
41.25
41.25
41.25
55.39
55.39
55.39
55.39
55.39
55.39
0.04
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.39
0.29
0.29
0.29
0.29
0.39
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.18
0.13
0.13
0.13
0.13
0.18
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.09
0.07
0.07
0.07
0.07
0.09
Sheet 199 of 231
-0.3
0.0
0.0
0.0
0.0
0.0
0.0
-0.9
-0.9
1.4
3.2
1.4
1.4
1.4
0.3
0.0
0.0
0.0
0.0
0.0
0.0
-0.8
-0.8
1.3
3.0
1.3
1.3
1.3
0.3
-0.0
-0.0
-0.0
-0.0
-0.0
-0.0
1.1
1.1
-1.7
-3.8
-1.6
-1.6
-1.6
-0.3
7.91
5.02
5.02
5.02
5.02
5.02
5.02
5.17
5.17
8.37
8.37
8.37
8.37
8.37
8.37
5.02
5.02
5.02
5.02
5.02
5.02
5.17
5.17
8.22
8.22
8.22
8.22
8.22
8.22
5.17
5.17
5.17
5.17
5.17
5.17
5.27
5.27
7.91
7.91
7.91
7.91
7.91
7.91
0.04
0.01
0.01
0.01
0.01
0.01
0.01
0.18
0.18
0.17
0.39
0.17
0.17
0.17
0.04
0.01
0.01
0.01
0.01
0.01
0.01
0.17
0.17
0.16
0.37
0.16
0.16
0.16
0.04
0.01
0.01
0.01
0.01
0.01
0.01
0.21
0.21
0.22
0.48
0.21
0.21
0.21
0.05
MidS
LLap
LLap
LLap
LLap
LLap
LLap
LLap
LLap
LLap
LLap
LLap
LLap
LLap
LLap
RLap
RLap
RLap
RLap
RLap
RLap
RLap
RLap
RSup
RSup
RSup
RSup
RSup
RSup
MidS
MidS
MidS
MidS
MidS
MidS
MidS
MidS
MidS
MidS
MidS
MidS
MidS
MidS
0.09
0.01
0.01
0.01
0.01
0.01
0.01
0.18
0.18
0.60
0.71
0.49
0.49
0.49
0.47
0.01
0.01
0.01
0.01
0.01
0.01
0.17
0.17
0.36
0.50
0.29
0.29
0.29
0.23
0.01
0.01
0.01
0.01
0.01
0.01
0.21
0.21
0.31
0.55
0.28
0.28
0.28
0.14
66
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
65
66
66
66
66
66
66
66
66
66
66
66
66
66
66
D.2) Side Wall Bracing & Eave Struts:
================================================================================
Dalal_Setup
Sidewall Diagonal Bracing
1/31/22 6:11pm
================================================================================
PANEL SHEAR:
Wall
Base
Wind
Id
Length
Calc
---- ------ ----2
37550 1264.4
4
36550 1299.0
Seismic
Calc
Limit
------- ----2120.1 1000.0
2178.1 1000.0
DIAGONAL BRACING:
Wall Bay Brace_Locate
Id
Id
Bot
Top
---- ----- ----- ----2
2
0 5000
5000 11000
2
4
0 5000
5000 11000
4
3
4
5
0 5000
5000 11000
0 5000
5000 11000
------Diag_Brace---Type
Size Part
---- ------ -------C
12.7 CABLE-12
C
12.7 CABLE-12
C
12.7 CABLE-12
C
12.7 CABLE-12
C
C
C
C
12.7
12.7
12.7
12.7
CABLE-12
CABLE-12
CABLE-12
CABLE-12
Brace_Tension(kN)
----Wind--- --Seismic-Calc Limit
Calc Limit
----- ----- ----- ----29.90 62.00 41.09 62.00
31.46 62.00 43.23 62.00
29.90 62.00 41.09 62.00
31.46 62.00 43.23 62.00
Max
UC
---0.66
0.70
0.66
0.70
29.90
31.46
29.90
31.46
0.66
0.70
0.66
0.70
62.00
62.00
62.00
62.00
BASE REACTIONS:
Wall
Id
---2
2
2
2
4
4
4
4
Bay
Id
--2
2
4
4
3
3
5
5
Col
Id
--2
3
4
5
3
4
5
6
Wind_Max
Horz Vert(+/-)
----- ---------23.75 38.80
23.75 38.80
-23.75 38.80
23.75 38.80
-23.75 38.80
23.75 38.80
-23.75 38.80
23.75 38.80
Seismic_Max
Horz Vert(+/-)
----- ---------32.64 53.31
32.64 53.31
-32.64 53.31
32.64 53.31
-32.64 53.31
32.64 53.31
-32.64 53.31
32.64 53.31
Sheet 200 of 231
41.09
43.23
41.09
43.23
62.00
62.00
62.00
62.00
KL/R
----
================================================================================
Dalal_Setup
Eave Strut, Longitudinal Load(Wall= 2)
1/31/22 6:11pm
================================================================================
Wall Bay Eave
Id
Id Part
---- --- ----------2
1 Z250x150
Load ----Axial(kN)---- --Moment(kN-m)-- Axl+Mom
Max
Id
Calc Limit
UC
Calc Limit
UC
UC
KL/r
---- ----- ----- ---- ----- ----- ---- ------- ---15
4.47 36.20 0.12 -0.03 5.17 0.01
0.13
0
16
-3.15 126.27 0.02 -0.03 5.17 0.01
0.02
0
17
4.47 36.20 0.12 -0.03 5.17 0.01
0.13
0
18
-3.15 126.27 0.02 -0.03 5.17 0.01
0.02
0
19
4.47 36.20 0.12 -0.03 5.17 0.01
0.13
0
20
-3.15 126.27 0.02 -0.03 5.17 0.01
0.02
0
21
4.47 36.20 0.12
0.56 5.27 0.11
0.22
0
22
-3.15 126.27 0.02
0.56 5.27 0.11
0.08
0
23
1.86 61.55 0.03 -0.87 8.79 0.10
0.13
0
24
1.38 61.55 0.02 -1.95 8.79 0.22
0.24
0
25
1.38 61.55 0.02 -0.85 8.79 0.10
0.12
0
26
1.38 61.55 0.02 -0.85 8.79 0.10
0.12
0
27
1.38 61.55 0.02 -0.85 8.79 0.10
0.12
0
28
1.86 61.55 0.03 -0.20 8.79 0.02
0.05
0
- Added Eave Strut ----2
1 Z250x150
15
4.47 36.20 0.12
0
16
-3.15 126.27 0.02
0
17
4.47 36.20 0.12
0
18
-3.15 126.27 0.02
0
19
4.47 36.20 0.12
0
20
-3.15 126.27 0.02
0
21
4.47 36.20 0.12
0
22
-3.15 126.27 0.02
0
23
1.86 61.55 0.03
0
24
1.38 61.55 0.02
0
25
1.38 61.55 0.02
0
26
1.38 61.55 0.02
0
27
1.38 61.55 0.02
0
28
1.86 61.55 0.03
0
---------------------------------------------------------------------------2
2 Z250x150
15
9.16 36.20 0.25
0.02 5.02 0.00
0.26
0
16
8.72 36.20 0.24
0.02 5.02 0.00
0.24
0
17
9.16 36.20 0.25
0.02 5.02 0.00
0.26
0
18
8.72 36.20 0.24
0.02 5.02 0.00
0.24
0
19
9.16 36.20 0.25
0.02 5.02 0.00
0.26
0
20
8.72 36.20 0.24
0.02 5.02 0.00
0.24
0
21
9.16 36.20 0.25 -0.44 5.17 0.09
0.33
0
22
8.72 36.20 0.24 -0.44 5.17 0.09
0.32
0
23
14.49 61.55 0.24
0.68 9.13 0.07
0.36
0
24
10.76 61.55 0.17
1.52 9.13 0.17
0.38
0
25
10.76 61.55 0.17
0.66 9.13 0.07
0.29
0
26
10.76 61.55 0.17
0.66 9.13 0.07
0.29
0
27
10.76 61.55 0.17
0.66 9.13 0.07
0.29
0
28
14.49 61.55 0.24
0.15 9.13 0.02
0.31
0
- Added Eave Strut ----2
2 Z250x150
15
9.16 36.20 0.25
0
16
8.72 36.20 0.24
0
17
9.16 36.20 0.25
0
18
8.72 36.20 0.24
0
19
9.16 36.20 0.25
0
20
8.72 36.20 0.24
0
21
9.16 36.20 0.25
0
22
8.72 36.20 0.24
0
23
14.49 61.55 0.24
0
24
10.76 61.55 0.17
0
Sheet 201 of 231
25
10.76 61.55 0.17
26
10.76 61.55 0.17
27
10.76 61.55 0.17
28
14.49 61.55 0.24
---------------------------------------------------------------------------2
3 Z250x150
15
-2.72 126.27 0.02
0.02 5.02 0.00
0.02
16
5.35 36.20 0.15
0.02 5.02 0.00
0.15
17
-2.72 126.27 0.02
0.02 5.02 0.00
0.02
18
5.35 36.20 0.15
0.02 5.02 0.00
0.15
19
-2.72 126.27 0.02
0.02 5.02 0.00
0.02
20
5.35 36.20 0.15
0.02 5.02 0.00
0.15
21
-2.72 126.27 0.02 -0.47 5.17 0.09
0.07
22
5.35 36.20 0.15 -0.47 5.17 0.09
0.23
23
1.83 61.55 0.03
0.73 9.30 0.08
0.11
24
1.36 61.55 0.02
1.64 9.30 0.18
0.20
25
1.36 61.55 0.02
0.71 9.30 0.08
0.10
26
1.36 61.55 0.02
0.71 9.30 0.08
0.10
27
1.36 61.55 0.02
0.71 9.30 0.08
0.10
28
1.83 61.55 0.03
0.16 9.30 0.02
0.05
- Added Eave Strut ----2
3 Z250x150
15
-2.72 126.27 0.02
16
5.35 36.20 0.15
17
-2.72 126.27 0.02
18
5.35 36.20 0.15
19
-2.72 126.27 0.02
20
5.35 36.20 0.15
21
-2.72 126.27 0.02
22
5.35 36.20 0.15
23
1.83 61.55 0.03
24
1.36 61.55 0.02
25
1.36 61.55 0.02
26
1.36 61.55 0.02
27
1.36 61.55 0.02
28
1.83 61.55 0.03
---------------------------------------------------------------------------2
4 Z250x150
15
1.97 36.20 0.05
0.02 5.02 0.00
0.06
16
17.22 36.20 0.48
0.02 5.02 0.00
0.48
17
1.97 36.20 0.05
0.02 5.02 0.00
0.06
18
17.22 36.20 0.48
0.02 5.02 0.00
0.48
19
1.97 36.20 0.05
0.02 5.02 0.00
0.06
20
17.22 36.20 0.48
0.02 5.02 0.00
0.48
21
1.97 36.20 0.05 -0.47 5.17 0.09
0.13
22
17.22 36.20 0.48 -0.47 5.17 0.09
0.56
23
16.58 61.55 0.27
0.73 9.29 0.08
0.41
24
12.32 61.55 0.20
1.64 9.29 0.18
0.42
25
12.32 61.55 0.20
0.71 9.29 0.08
0.32
26
12.32 61.55 0.20
0.71 9.29 0.08
0.32
27
12.32 61.55 0.20
0.71 9.29 0.08
0.32
28
16.58 61.55 0.27
0.16 9.29 0.02
0.35
- Added Eave Strut ----2
4 Z250x150
15
1.97 36.20 0.05
16
17.22 36.20 0.48
17
1.97 36.20 0.05
18
17.22 36.20 0.48
19
1.97 36.20 0.05
20
17.22 36.20 0.48
21
1.97 36.20 0.05
22
17.22 36.20 0.48
23
16.58 61.55 0.27
24
12.32 61.55 0.20
25
12.32 61.55 0.20
26
12.32 61.55 0.20
Sheet 202 of 231
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
27
12.32 61.55 0.20
28
16.58 61.55 0.27
---------------------------------------------------------------------------2
5 Z250x150
15
-9.90 126.27 0.08
0.02 5.02 0.00
0.08
16
13.85 36.20 0.38
0.02 5.02 0.00
0.39
17
-9.90 126.27 0.08
0.02 5.02 0.00
0.08
18
13.85 36.20 0.38
0.02 5.02 0.00
0.39
19
-9.90 126.27 0.08
0.02 5.02 0.00
0.08
20
13.85 36.20 0.38
0.02 5.02 0.00
0.39
21
-9.90 126.27 0.08 -0.44 5.17 0.08
0.04
22
13.85 36.20 0.38 -0.44 5.17 0.08
0.46
23
3.96 61.55 0.06
0.67 9.13 0.07
0.14
24
2.94 61.55 0.05
1.51 9.13 0.17
0.21
25
2.94 61.55 0.05
0.66 9.13 0.07
0.12
26
2.94 61.55 0.05
0.66 9.13 0.07
0.12
27
2.94 61.55 0.05
0.66 9.13 0.07
0.12
28
3.96 61.55 0.06
0.15 9.13 0.02
0.08
- Added Eave Strut ----2
5 Z250x150
15
-9.90 126.27 0.08
16
13.85 36.20 0.38
17
-9.90 126.27 0.08
18
13.85 36.20 0.38
19
-9.90 126.27 0.08
20
13.85 36.20 0.38
21
-9.90 126.27 0.08
22
13.85 36.20 0.38
23
3.96 61.55 0.06
24
2.94 61.55 0.05
25
2.94 61.55 0.05
26
2.94 61.55 0.05
27
2.94 61.55 0.05
28
3.96 61.55 0.06
---------------------------------------------------------------------------2
6 Z250x150
15
-9.90 126.27 0.08 -0.03 5.17 0.01
0.08
16
13.85 36.20 0.38 -0.03 5.17 0.01
0.39
17
-9.90 126.27 0.08 -0.03 5.17 0.01
0.08
18
13.85 36.20 0.38 -0.03 5.17 0.01
0.39
19
-9.90 126.27 0.08 -0.03 5.17 0.01
0.08
20
13.85 36.20 0.38 -0.03 5.17 0.01
0.39
21
-9.90 126.27 0.08
0.55 5.27 0.10
0.08
22
13.85 36.20 0.38
0.55 5.27 0.10
0.48
23
2.39 61.55 0.04 -0.85 8.79 0.10
0.14
24
1.77 61.55 0.03 -1.92 8.79 0.22
0.25
25
1.77 61.55 0.03 -0.84 8.79 0.10
0.12
26
1.77 61.55 0.03 -0.84 8.79 0.10
0.12
27
1.77 61.55 0.03 -0.84 8.79 0.10
0.12
28
2.39 61.55 0.04 -0.19 8.79 0.02
0.06
- Added Eave Strut ----2
6 Z250x150
15
-9.90 126.27 0.08
16
13.85 36.20 0.38
17
-9.90 126.27 0.08
18
13.85 36.20 0.38
19
-9.90 126.27 0.08
20
13.85 36.20 0.38
21
-9.90 126.27 0.08
22
13.85 36.20 0.38
23
2.39 61.55 0.04
24
1.77 61.55 0.03
25
1.77 61.55 0.03
26
1.77 61.55 0.03
27
1.77 61.55 0.03
28
2.39 61.55 0.04
Sheet 203 of 231
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
---------------------------------------------------------------------------================================================================================
Dalal_Setup
Eave(Wall= 2)
1/31/22 6:11pm
================================================================================
-----------------------------EAVE STRUT
Wall Id
= 2
-----------------------------EAVE
Bay
Id
---LExt
1
2
3
4
5
6
RExt
LAYOUT:
Eave
Part
-------Z250x150
Z250x150
Z250x150
Z250x150
Z250x150
Z250x150
Z250x150
Z250x150
Design
Length
(mm)
-----306
6419
6275
6275
6275
6275
6375
350
--Lap(mm)-Left Right
---- ----770
350
350
350
770
770
350
350
350
770
Load
Width
----488
488
488
488
488
488
488
488
No.
Brace
----0
2
2
2
2
2
2
0
No.
Row
--1
1
1
1
1
1
1
1
Unit
Weight
-----1
35
35
33
33
35
34
2
Total(kg)=
Total
Weight
-----1
35
35
33
33
35
34
2
-----210
Available
Reduction
Factor
Out
In
---- ---0.00 0.50
0.00 0.70
0.00 0.50
0.00 0.50
0.00 0.50
0.00 0.50
0.00 0.70
0.00 0.50
Purlin DL= 0.109 (kN/m2)
LOAD ID 1 : Dead+Collateral+Live
---------------------------------------------------------------------EAVE
Bay
Id
---LExt
1
2
3
4
5
6
RExt
ANALYSIS:
--------Shear(kN)-------Left
Left Right Right
Sup
Lap
Lap
Sup
----- ----- ----- ----0.00
-0.23
1.87
-2.39 -2.97
2.57
1.99 -1.89 -2.16
2.29
2.03 -2.17 -2.43
2.43
2.17 -2.03 -2.29
2.16
1.90 -1.98 -2.56
2.95
2.37
-1.86
0.26
0.00
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
---- ---- ------ ----- ---LExt RSup -0.23 8.60 0.03
1 RLap -2.39 8.60 0.28
2 LLap
1.99 8.60 0.23
3 RLap -2.17 8.60 0.25
4 LLap
2.17 8.60 0.25
5 RLap -1.98 8.60 0.23
6 LLap
2.37 8.60 0.28
RExt LSup
0.26 8.60 0.03
--------------Moment(kN-m)-------------Left
Left
MidSpan
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
0.00
0
0.04
0.04
-2.28
2481
1.50
3.56
3.56
1.80 -0.82
3411
1.56
2.27
2.27
1.51 -1.22
3042
1.91
2.71
2.71
1.91 -1.21
3231
1.52
2.28
2.28
1.56 -0.83
2874
1.77
3.52
3.52
1.48 -2.24
3911
0.05
0.05
0.00
350
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RSup
0.04 5.80 0.01
MidS -2.28 5.17 0.44
LSup
1.78 5.37 0.33
RLap
1.91 5.47 0.35
LLap
1.91 5.47 0.35
RSup
1.76 5.37 0.33
MidS -2.24 5.17 0.43
LSup
0.05 5.44 0.01
LAP BOLT SHEAR/BEARING:
Bolt = 14.0 (Gr4.6)
Sheet 204 of 231
-Mom+ShrLoc
UC
---- ---LSup 0.00
RLap 0.36
LLap 0.36
RLap 0.39
LLap 0.39
RLap 0.36
LLap 0.36
LSup 0.00
Deflect(mm)
Calc Limit
----- ----0.8
-4.4 35.7
-0.6 34.9
-1.7 34.9
-1.7 34.9
-0.6 34.9
-4.2 35.4
0.9
Bay -------Left_Lap------Id Calc Shear Bear
UC
---- ----- ----- ----- ---1
2 1.16 10.47 5.58 0.21
3 1.62 10.47 5.58 0.29
4 1.94 10.47 5.58 0.35
5 1.63 10.47 5.58 0.29
6 1.14 10.47 5.58 0.21
-------Right_Lap-----Calc Shear Bear
UC
----- ----- ----- ---1.16 10.47 5.58 0.21
1.62 10.47 5.58 0.29
1.94 10.47 5.58 0.35
1.63 10.47 5.58 0.29
1.14 10.47 5.58 0.21
LOAD ID 2 : Dead+Collateral+Snow
---------------------------------------------------------------------EAVE
Bay
Id
---LExt
1
2
3
4
5
6
RExt
ANALYSIS:
--------Shear(kN)-------Left
Left Right Right
Sup
Lap
Lap
Sup
----- ----- ----- ----0.00
-0.08
0.66
-0.85 -1.05
0.91
0.71 -0.67 -0.77
0.81
0.72 -0.77 -0.87
0.87
0.77 -0.72 -0.82
0.77
0.68 -0.70 -0.91
1.05
0.84
-0.66
0.09
0.00
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
---- ---- ------ ----- ---LExt RSup -0.08 8.60 0.01
1 RLap -0.85 8.60 0.10
2 LLap
0.71 8.60 0.08
3 RLap -0.77 8.60 0.09
4 LLap
0.77 8.60 0.09
5 RLap -0.70 8.60 0.08
6 LLap
0.84 8.60 0.10
RExt LSup
0.09 8.60 0.01
--------------Moment(kN-m)-------------Left
Left
MidSpan
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
0.00
0
0.01
0.01
-0.81
2481
0.53
1.26
1.26
0.64 -0.29
3411
0.55
0.81
0.81
0.54 -0.43
3042
0.68
0.97
0.97
0.68 -0.43
3231
0.54
0.81
0.81
0.56 -0.30
2874
0.63
1.25
1.25
0.52 -0.80
3911
0.02
0.02
0.00
350
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RSup
0.01 5.80 0.00
MidS -0.81 5.17 0.16
LSup
0.63 5.37 0.12
RLap
0.68 5.47 0.12
LLap
0.68 5.47 0.12
RSup
0.63 5.37 0.12
MidS -0.80 5.17 0.15
LSup
0.02 5.44 0.00
-Mom+ShrLoc
UC
---- ---LSup 0.00
RLap 0.13
LLap 0.13
RLap 0.14
LLap 0.14
RLap 0.13
LLap 0.13
LSup 0.00
Deflect(mm)
Calc Limit
----- ----0.0
0.0 35.7
0.0 34.9
0.0 34.9
0.0 34.9
0.0 34.9
0.0 35.4
0.0
LAP BOLT SHEAR/BEARING:
Bolt = 14.0 (Gr4.6)
Bay -------Left_Lap------Id Calc Shear Bear
UC
---- ----- ----- ----- ---1
2 0.41 10.47 5.58 0.07
3 0.58 10.47 5.58 0.10
4 0.69 10.47 5.58 0.12
5 0.58 10.47 5.58 0.10
6 0.41 10.47 5.58 0.07
-------Right_Lap-----Calc Shear Bear
UC
----- ----- ----- ---0.41 10.47 5.58 0.07
0.58 10.47 5.58 0.10
0.69 10.47 5.58 0.12
0.58 10.47 5.58 0.10
0.41 10.47 5.58 0.07
LOAD ID 3 : Dead+Collateral+Snow+Snow_Drift
---------------------------------------------------------------------EAVE
Bay
Id
---LExt
ANALYSIS:
--------Shear(kN)-------Left
Left Right Right
Sup
Lap
Lap
Sup
----- ----- ----- ----0.00
-0.08
--------------Moment(kN-m)-------------Left
Left
MidSpan
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
0.00
0
0.01
Sheet 205 of 231
1
2
3
4
5
6
RExt
0.66
0.91
0.81
0.87
0.77
1.05
0.09
0.71
0.72
0.77
0.68
0.84
-0.85
-0.67
-0.77
-0.72
-0.70
-1.05
-0.77
-0.87
-0.82
-0.91
-0.66
0.00
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
---- ---- ------ ----- ---LExt RSup -0.08 8.60 0.01
1 RLap -0.85 8.60 0.10
2 LLap
0.71 8.60 0.08
3 RLap -0.77 8.60 0.09
4 LLap
0.77 8.60 0.09
5 RLap -0.70 8.60 0.08
6 LLap
0.84 8.60 0.10
RExt LSup
0.09 8.60 0.01
0.01
1.26
0.81
0.97
0.81
1.25
0.02
0.64
0.54
0.68
0.56
0.52
-0.81
-0.29
-0.43
-0.43
-0.30
-0.80
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RSup
0.01 5.80 0.00
MidS -0.81 5.17 0.16
LSup
0.63 5.37 0.12
RLap
0.68 5.47 0.12
LLap
0.68 5.47 0.12
RSup
0.63 5.37 0.12
MidS -0.80 5.17 0.15
LSup
0.02 5.44 0.00
2481
3411
3042
3231
2874
3911
350
-Mom+ShrLoc
UC
---- ---LSup 0.00
RLap 0.13
LLap 0.13
RLap 0.14
LLap 0.14
RLap 0.13
LLap 0.13
LSup 0.00
0.53
0.55
0.68
0.54
0.63
1.26
0.81
0.97
0.81
1.25
0.02
0.00
Deflect(mm)
Calc Limit
----- ----0.0
0.0 35.7
0.0 34.9
0.0 34.9
0.0 34.9
0.0 34.9
0.0 35.4
0.0
LAP BOLT SHEAR/BEARING:
Bolt = 14.0 (Gr4.6)
Bay -------Left_Lap------Id Calc Shear Bear
UC
---- ----- ----- ----- ---1
2 0.41 10.47 5.58 0.07
3 0.58 10.47 5.58 0.10
4 0.69 10.47 5.58 0.12
5 0.58 10.47 5.58 0.10
6 0.41 10.47 5.58 0.07
-------Right_Lap-----Calc Shear Bear
UC
----- ----- ----- ---0.41 10.47 5.58 0.07
0.58 10.47 5.58 0.10
0.69 10.47 5.58 0.12
0.58 10.47 5.58 0.10
0.41 10.47 5.58 0.07
LOAD ID 4 : Dead+Collateral+Snow+Slide_Snow
---------------------------------------------------------------------EAVE
Bay
Id
---LExt
1
2
3
4
5
6
RExt
ANALYSIS:
--------Shear(kN)-------Left
Left Right Right
Sup
Lap
Lap
Sup
----- ----- ----- ----0.00
-0.08
0.66
-0.85 -1.05
0.91
0.71 -0.67 -0.77
0.81
0.72 -0.77 -0.87
0.87
0.77 -0.72 -0.82
0.77
0.68 -0.70 -0.91
1.05
0.84
-0.66
0.09
0.00
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
---- ---- ------ ----- ---LExt RSup -0.08 8.60 0.01
1 RLap -0.85 8.60 0.10
2 LLap
0.71 8.60 0.08
3 RLap -0.77 8.60 0.09
4 LLap
0.77 8.60 0.09
5 RLap -0.70 8.60 0.08
6 LLap
0.84 8.60 0.10
--------------Moment(kN-m)-------------Left
Left
MidSpan
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
0.00
0
0.01
0.01
-0.81
2481
0.53
1.26
1.26
0.64 -0.29
3411
0.55
0.81
0.81
0.54 -0.43
3042
0.68
0.97
0.97
0.68 -0.43
3231
0.54
0.81
0.81
0.56 -0.30
2874
0.63
1.25
1.25
0.52 -0.80
3911
0.02
0.02
0.00
350
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RSup
0.01 5.80 0.00
MidS -0.81 5.17 0.16
LSup
0.63 5.37 0.12
RLap
0.68 5.47 0.12
LLap
0.68 5.47 0.12
RSup
0.63 5.37 0.12
MidS -0.80 5.17 0.15
Sheet 206 of 231
-Mom+ShrLoc
UC
---- ---LSup 0.00
RLap 0.13
LLap 0.13
RLap 0.14
LLap 0.14
RLap 0.13
LLap 0.13
Deflect(mm)
Calc Limit
----- ----0.0
0.0 35.7
0.0 34.9
0.0 34.9
0.0 34.9
0.0 34.9
0.0 35.4
RExt
LSup
0.09
8.60 0.01
LSup
0.02
5.44 0.00
LSup 0.00
0.0
LAP BOLT SHEAR/BEARING:
Bolt = 14.0 (Gr4.6)
Bay -------Left_Lap------Id Calc Shear Bear
UC
---- ----- ----- ----- ---1
2 0.41 10.47 5.58 0.07
3 0.58 10.47 5.58 0.10
4 0.69 10.47 5.58 0.12
5 0.58 10.47 5.58 0.10
6 0.41 10.47 5.58 0.07
-------Right_Lap-----Calc Shear Bear
UC
----- ----- ----- ---0.41 10.47 5.58 0.07
0.58 10.47 5.58 0.10
0.69 10.47 5.58 0.12
0.58 10.47 5.58 0.10
0.41 10.47 5.58 0.07
LOAD ID 5 : Dead+Collateral+0.75Live+0.45Wind_Pressure1
---------------------------------------------------------------------EAVE
Bay
Id
---LExt
1
2
3
4
5
6
RExt
ANALYSIS:
--------Shear(kN)-------Left
Left Right Right
Sup
Lap
Lap
Sup
----- ----- ----- ----0.00
-0.26
2.09
-2.67 -3.32
2.87
2.23 -2.12 -2.41
2.56
2.27 -2.43 -2.72
2.72
2.43 -2.27 -2.57
2.42
2.13 -2.22 -2.87
3.30
2.65
-2.08
0.30
0.00
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
---- ---- ------ ----- ---LExt RSup -0.26 8.60 0.03
1 RLap -2.67 8.60 0.31
2 LLap
2.23 8.60 0.26
3 RLap -2.43 8.60 0.28
4 LLap
2.43 8.60 0.28
5 RLap -2.22 8.60 0.26
6 LLap
2.65 8.60 0.31
RExt LSup
0.30 8.60 0.03
--------------Moment(kN-m)-------------Left
Left
MidSpan
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
0.00
0
0.04
0.04
-2.55
2481
1.68
3.98
3.98
2.02 -0.92
3411
1.74
2.54
2.54
1.69 -1.36
3042
2.14
3.04
3.04
2.14 -1.36
3231
1.70
2.55
2.55
1.75 -0.93
2874
1.98
3.94
3.94
1.65 -2.51
3911
0.05
0.05
0.00
350
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RSup
0.04 5.80 0.01
MidS -2.55 5.17 0.49
LSup
1.99 5.37 0.37
RLap
2.14 5.47 0.39
LLap
2.14 5.47 0.39
RSup
1.97 5.37 0.37
MidS -2.51 5.17 0.48
LSup
0.05 5.44 0.01
-Mom+ShrLoc
UC
---- ---LSup 0.00
RLap 0.40
LLap 0.40
RLap 0.43
LLap 0.43
RLap 0.40
LLap 0.40
LSup 0.00
Deflect(mm)
Calc Limit
----- ----0.9
-5.2 53.5
-0.7 52.3
-2.1 52.3
-2.0 52.3
-0.8 52.3
-5.0 53.1
1.0
LAP BOLT SHEAR/BEARING:
Bolt = 14.0 (Gr4.6)
Bay -------Left_Lap------Id Calc Shear Bear
UC
---- ----- ----- ----- ---1
2 1.29 10.47 5.58 0.23
3 1.81 10.47 5.58 0.32
4 2.17 10.47 5.58 0.39
5 1.82 10.47 5.58 0.33
6 1.28 10.47 5.58 0.23
-------Right_Lap-----Calc Shear Bear
UC
----- ----- ----- ---1.29 10.47 5.58 0.23
1.81 10.47 5.58 0.32
2.17 10.47 5.58 0.39
1.82 10.47 5.58 0.33
1.28 10.47 5.58 0.23
LOAD ID 6 : Dead+Collateral+0.75Snow+0.45Wind_Pressure1
---------------------------------------------------------------------EAVE
ANALYSIS:
Sheet 207 of 231
Bay
Id
---LExt
1
2
3
4
5
6
RExt
--------Shear(kN)-------Left
Left Right Right
Sup
Lap
Lap
Sup
----- ----- ----- ----0.00
-0.15
1.19
-1.52 -1.89
1.63
1.26 -1.20 -1.37
1.46
1.29 -1.38 -1.55
1.55
1.38 -1.29 -1.46
1.38
1.21 -1.26 -1.63
1.87
1.50
-1.18
0.17
0.00
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
---- ---- ------ ----- ---LExt RSup -0.15 8.60 0.02
1 RLap -1.52 8.60 0.18
2 LLap
1.26 8.60 0.15
3 RLap -1.38 8.60 0.16
4 LLap
1.38 8.60 0.16
5 RLap -1.26 8.60 0.15
6 LLap
1.50 8.60 0.17
RExt LSup
0.17 8.60 0.02
--------------Moment(kN-m)-------------Left
Left
MidSpan
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
0.00
0
0.02
0.02
-1.45
2481
0.95
2.26
2.26
1.15 -0.52
3411
0.99
1.44
1.44
0.96 -0.78
3042
1.21
1.73
1.73
1.21 -0.77
3231
0.97
1.45
1.45
0.99 -0.53
2874
1.13
2.24
2.24
0.94 -1.42
3911
0.03
0.03
0.00
350
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RSup
0.02 5.80 0.00
MidS -1.45 5.17 0.28
LSup
1.13 5.37 0.21
RLap
1.21 5.47 0.22
LLap
1.21 5.47 0.22
RSup
1.12 5.37 0.21
MidS -1.42 5.17 0.28
LSup
0.03 5.44 0.01
-Mom+ShrLoc
UC
---- ---LSup 0.00
RLap 0.23
LLap 0.23
RLap 0.25
LLap 0.25
RLap 0.23
LLap 0.23
LSup 0.00
Deflect(mm)
Calc Limit
----- ----0.3
-1.9 53.5
-0.3 52.3
-0.8 52.3
-0.8 52.3
-0.3 52.3
-1.8 53.1
0.4
LAP BOLT SHEAR/BEARING:
Bolt = 14.0 (Gr4.6)
Bay -------Left_Lap------Id Calc Shear Bear
UC
---- ----- ----- ----- ---1
2 0.73 10.47 5.58 0.13
3 1.03 10.47 5.58 0.18
4 1.23 10.47 5.58 0.22
5 1.03 10.47 5.58 0.19
6 0.73 10.47 5.58 0.13
-------Right_Lap-----Calc Shear Bear
UC
----- ----- ----- ---0.73 10.47 5.58 0.13
1.03 10.47 5.58 0.18
1.23 10.47 5.58 0.22
1.03 10.47 5.58 0.19
0.73 10.47 5.58 0.13
LOAD ID 7 : Dead+Collateral+0.75Snow+0.45Wind_Pressure1+0.75Snow_Drift
---------------------------------------------------------------------EAVE
Bay
Id
---LExt
1
2
3
4
5
6
RExt
ANALYSIS:
--------Shear(kN)-------Left
Left Right Right
Sup
Lap
Lap
Sup
----- ----- ----- ----0.00
-0.15
1.19
-1.52 -1.89
1.63
1.26 -1.20 -1.37
1.46
1.29 -1.38 -1.55
1.55
1.38 -1.29 -1.46
1.38
1.21 -1.26 -1.63
1.87
1.50
-1.18
0.17
0.00
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
---- ---- ------ ----- ---LExt RSup -0.15 8.60 0.02
1 RLap -1.52 8.60 0.18
--------------Moment(kN-m)-------------Left
Left
MidSpan
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
0.00
0
0.02
0.02
-1.45
2481
0.95
2.26
2.26
1.15 -0.52
3411
0.99
1.44
1.44
0.96 -0.78
3042
1.21
1.73
1.73
1.21 -0.77
3231
0.97
1.45
1.45
0.99 -0.53
2874
1.13
2.24
2.24
0.94 -1.42
3911
0.03
0.03
0.00
350
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RSup
0.02 5.80 0.00
MidS -1.45 5.17 0.28
Sheet 208 of 231
-Mom+ShrLoc
UC
---- ---LSup 0.00
RLap 0.23
Deflect(mm)
Calc Limit
----- ----0.3
-1.9 53.5
2
3
4
5
6
RExt
LLap
RLap
LLap
RLap
LLap
LSup
1.26
-1.38
1.38
-1.26
1.50
0.17
8.60
8.60
8.60
8.60
8.60
8.60
0.15
0.16
0.16
0.15
0.17
0.02
LSup
RLap
LLap
RSup
MidS
LSup
1.13
1.21
1.21
1.12
-1.42
0.03
5.37
5.47
5.47
5.37
5.17
5.44
0.21
0.22
0.22
0.21
0.28
0.01
LLap
RLap
LLap
RLap
LLap
LSup
0.23
0.25
0.25
0.23
0.23
0.00
-0.3
-0.8
-0.8
-0.3
-1.8
0.4
52.3
52.3
52.3
52.3
53.1
LAP BOLT SHEAR/BEARING:
Bolt = 14.0 (Gr4.6)
Bay -------Left_Lap------Id Calc Shear Bear
UC
---- ----- ----- ----- ---1
2 0.73 10.47 5.58 0.13
3 1.03 10.47 5.58 0.18
4 1.23 10.47 5.58 0.22
5 1.03 10.47 5.58 0.19
6 0.73 10.47 5.58 0.13
-------Right_Lap-----Calc Shear Bear
UC
----- ----- ----- ---0.73 10.47 5.58 0.13
1.03 10.47 5.58 0.18
1.23 10.47 5.58 0.22
1.03 10.47 5.58 0.19
0.73 10.47 5.58 0.13
LOAD ID 8 : Dead+Collateral+0.75Snow+0.45Wind_Pressure1+0.75Slide_Snow
---------------------------------------------------------------------EAVE
Bay
Id
---LExt
1
2
3
4
5
6
RExt
ANALYSIS:
--------Shear(kN)-------Left
Left Right Right
Sup
Lap
Lap
Sup
----- ----- ----- ----0.00
-0.15
1.19
-1.52 -1.89
1.63
1.26 -1.20 -1.37
1.46
1.29 -1.38 -1.55
1.55
1.38 -1.29 -1.46
1.38
1.21 -1.26 -1.63
1.87
1.50
-1.18
0.17
0.00
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
---- ---- ------ ----- ---LExt RSup -0.15 8.60 0.02
1 RLap -1.52 8.60 0.18
2 LLap
1.26 8.60 0.15
3 RLap -1.38 8.60 0.16
4 LLap
1.38 8.60 0.16
5 RLap -1.26 8.60 0.15
6 LLap
1.50 8.60 0.17
RExt LSup
0.17 8.60 0.02
--------------Moment(kN-m)-------------Left
Left
MidSpan
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
0.00
0
0.02
0.02
-1.45
2481
0.95
2.26
2.26
1.15 -0.52
3411
0.99
1.44
1.44
0.96 -0.78
3042
1.21
1.73
1.73
1.21 -0.77
3231
0.97
1.45
1.45
0.99 -0.53
2874
1.13
2.24
2.24
0.94 -1.42
3911
0.03
0.03
0.00
350
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RSup
0.02 5.80 0.00
MidS -1.45 5.17 0.28
LSup
1.13 5.37 0.21
RLap
1.21 5.47 0.22
LLap
1.21 5.47 0.22
RSup
1.12 5.37 0.21
MidS -1.42 5.17 0.28
LSup
0.03 5.44 0.01
LAP BOLT SHEAR/BEARING:
Bolt = 14.0 (Gr4.6)
Bay -------Left_Lap------Id Calc Shear Bear
UC
---- ----- ----- ----- ---1
2 0.73 10.47 5.58 0.13
3 1.03 10.47 5.58 0.18
4 1.23 10.47 5.58 0.22
5 1.03 10.47 5.58 0.19
6 0.73 10.47 5.58 0.13
-------Right_Lap-----Calc Shear Bear
UC
----- ----- ----- ---0.73 10.47 5.58 0.13
1.03 10.47 5.58 0.18
1.23 10.47 5.58 0.22
1.03 10.47 5.58 0.19
0.73 10.47 5.58 0.13
Sheet 209 of 231
-Mom+ShrLoc
UC
---- ---LSup 0.00
RLap 0.23
LLap 0.23
RLap 0.25
LLap 0.25
RLap 0.23
LLap 0.23
LSup 0.00
Deflect(mm)
Calc Limit
----- ----0.3
-1.9 53.5
-0.3 52.3
-0.8 52.3
-0.8 52.3
-0.3 52.3
-1.8 53.1
0.4
LOAD ID 9 : 0.6Dead+0.6Wind_Suction1
---------------------------------------------------------------------EAVE
Bay
Id
---LExt
1
2
3
4
5
6
RExt
ANALYSIS:
--------Shear(kN)-------Left
Left Right Right
Sup
Lap
Lap
Sup
----- ----- ----- ----0.00
0.17
-1.36
1.73
2.15
-1.86 -1.44
1.37
1.57
-1.66 -1.47
1.58
1.77
-1.77 -1.57
1.47
1.66
-1.57 -1.38
1.44
1.86
-2.14 -1.72
1.35
-0.19
0.00
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
---- ---- ------ ----- ---LExt RSup
0.17 8.60 0.02
1 RLap
1.73 8.60 0.20
2 LLap -1.44 8.60 0.17
3 RLap
1.58 8.60 0.18
4 LLap -1.57 8.60 0.18
5 RLap
1.44 8.60 0.17
6 LLap -1.72 8.60 0.20
RExt LSup -0.19 8.60 0.02
--------------Moment(kN-m)-------------Left
Left
MidSpan
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
0.00
0
-0.03
-0.03
1.66
2481 -1.09 -2.58
-2.58 -1.31
0.60
3411 -1.13 -1.64
-1.64 -1.10
0.89
3042 -1.39 -1.97
-1.97 -1.39
0.88
3231 -1.10 -1.65
-1.65 -1.14
0.61
2874 -1.29 -2.56
-2.56 -1.07
1.63
3911
-0.03
-0.03
0.00
350
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RSup -0.03 5.17 0.00
MidS
1.66 5.27 0.31
LLap -1.31 5.17 0.25
RLap -1.39 5.17 0.27
LLap -1.39 5.17 0.27
RLap -1.29 5.17 0.25
MidS
1.63 5.27 0.31
LSup -0.03 5.17 0.01
-Mom+ShrLoc
UC
---- ---LSup 0.00
RLap 0.26
LLap 0.26
RLap 0.28
LLap 0.28
RLap 0.26
LLap 0.26
LSup 0.00
Deflect(mm)
Calc Limit
----- -----1.0
5.6 53.5
0.8 52.3
2.2 52.3
2.2 52.3
0.8 52.3
5.4 53.1
-1.1
LAP BOLT SHEAR/BEARING:
Bolt = 14.0 (Gr4.6)
Bay -------Left_Lap------Id Calc Shear Bear
UC
---- ----- ----- ----- ---1
2 0.84 10.47 5.58 0.15
3 1.18 10.47 5.58 0.21
4 1.41 10.47 5.58 0.25
5 1.18 10.47 5.58 0.21
6 0.83 10.47 5.58 0.15
-------Right_Lap-----Calc Shear Bear
UC
----- ----- ----- ---0.84 10.47 5.58 0.15
1.18 10.47 5.58 0.21
1.41 10.47 5.58 0.25
1.18 10.47 5.58 0.21
0.83 10.47 5.58 0.15
LOAD ID 10 : Dead+Collateral+2.0PAT_LL_1
---------------------------------------------------------------------EAVE
Bay
Id
---LExt
1
2
3
4
5
6
RExt
ANALYSIS:
--------Shear(kN)-------Left
Left Right Right
Sup
Lap
Lap
Sup
----- ----- ----- ----0.00
-0.17
1.34
-1.76 -2.18
1.97
1.55 -1.29 -1.48
0.89
0.80 -0.69 -0.79
0.84
0.75 -0.74 -0.84
0.78
0.68 -0.70 -0.90
1.05
0.84
-0.66
0.09
0.00
--------------Moment(kN-m)-------------Left
Left
MidSpan
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
0.00
0
0.03
0.03
-1.61
2444
1.21
2.72
2.72
1.37 -0.80
3585
0.70
1.18
1.18
0.89 -0.30
3332
0.60
0.86
0.86
0.58 -0.47
3148
0.56
0.84
0.84
0.58 -0.28
2897
0.63
1.24
1.24
0.52 -0.80
3906
0.02
0.02
0.00
350
0.00
STRENGTH/DEFLECTION:
Sheet 210 of 231
Bay
Id
---LExt
1
2
3
4
5
6
RExt
-------Shear(kN)-----Loc
Calc Limit
UC
---- ------ ----- ---RSup -0.17 8.60 0.02
RLap -1.76 8.60 0.20
LLap
1.55 8.60 0.18
LLap
0.80 8.60 0.09
LLap
0.75 8.60 0.09
RLap -0.70 8.60 0.08
LLap
0.84 8.60 0.10
LSup
0.09 8.60 0.01
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RSup
0.03 5.80 0.00
MidS -1.61 5.17 0.31
LSup
1.36 5.37 0.25
LLap
0.89 5.38 0.16
LLap
0.58 5.52 0.10
RSup
0.62 5.37 0.12
MidS -0.80 5.17 0.15
LSup
0.02 5.44 0.00
-Mom+ShrLoc
UC
---- ---LSup 0.00
RLap 0.28
LLap 0.28
LLap 0.17
LLap 0.12
RLap 0.13
LLap 0.13
LSup 0.00
Deflect(mm)
Calc Limit
----- ----0.4
-2.2 35.7
-1.1 34.9
0.6 34.9
-0.2 34.9
0.0 34.9
0.0 35.4
0.0
LAP BOLT SHEAR/BEARING:
Bolt = 14.0 (Gr4.6)
Bay -------Left_Lap------Id Calc Shear Bear
UC
---- ----- ----- ----- ---1
2 0.88 10.47 5.58 0.16
3 0.85 10.47 5.58 0.15
4 0.61 10.47 5.58 0.11
5 0.60 10.47 5.58 0.11
6 0.40 10.47 5.58 0.07
-------Right_Lap-----Calc Shear Bear
UC
----- ----- ----- ---0.88 10.47 5.58 0.16
0.85 10.47 5.58 0.15
0.61 10.47 5.58 0.11
0.60 10.47 5.58 0.11
0.40 10.47 5.58 0.07
LOAD ID 11 : Dead+Collateral+2.0PAT_LL_2
---------------------------------------------------------------------EAVE
Bay
Id
---LExt
1
2
3
4
5
6
RExt
ANALYSIS:
--------Shear(kN)-------Left
Left Right Right
Sup
Lap
Lap
Sup
----- ----- ----- ----0.00
-0.08
0.60
-0.91 -1.12
1.67
1.24 -1.59 -1.78
1.83
1.63 -1.43 -1.62
0.95
0.86 -0.63 -0.73
0.74
0.65 -0.73 -0.94
1.05
0.85
-0.65
0.09
0.00
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
---- ---- ------ ----- ---LExt RSup -0.08 8.60 0.01
1 RLap -0.91 8.60 0.11
2 RLap -1.59 8.60 0.18
3 LLap
1.63 8.60 0.19
4 LLap
0.86 8.60 0.10
5 RLap -0.73 8.60 0.08
6 LLap
0.85 8.60 0.10
RExt LSup
0.09 8.60 0.01
--------------Moment(kN-m)-------------Left
Left
MidSpan
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
0.00
0
0.01
0.01
-0.66
2239
0.90
1.68
1.68
0.56 -0.84
3032
1.45
2.04
2.04
1.44 -0.99
3323
0.87
1.40
1.40
1.09 -0.30
3565
0.45
0.68
0.68
0.44 -0.35
2779
0.64
1.29
1.29
0.56 -0.78
3931
0.02
0.02
0.00
350
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RSup
0.01 5.80 0.00
RLap
0.90 5.46 0.16
RLap
1.45 5.45 0.27
LLap
1.44 5.47 0.26
LLap
1.09 5.35 0.20
RSup
0.64 5.37 0.12
MidS -0.78 5.17 0.15
LSup
0.02 5.44 0.00
LAP BOLT SHEAR/BEARING:
Bolt = 14.0 (Gr4.6)
Bay -------Left_Lap------Id Calc Shear Bear
UC
---- ----- ----- ----- ---1
-------Right_Lap-----Calc Shear Bear
UC
----- ----- ----- ---0.55 10.47 5.58 0.10
Sheet 211 of 231
-Mom+ShrLoc
UC
---- ---LSup 0.00
RLap 0.17
RLap 0.29
LLap 0.29
LLap 0.20
RLap 0.13
LLap 0.13
LSup 0.00
Deflect(mm)
Calc Limit
----- -----0.1
0.9 35.7
-1.5 34.9
-1.4 34.9
0.7 34.9
-0.2 34.9
0.1 35.4
0.0
2
3
4
5
6
0.55
1.46
1.00
0.49
0.42
10.47
10.47
10.47
10.47
10.47
5.58
5.58
5.58
5.58
5.58
0.10
0.26
0.18
0.09
0.07
1.46
1.00
0.49
0.42
10.47
10.47
10.47
10.47
5.58
5.58
5.58
5.58
0.26
0.18
0.09
0.07
LOAD ID 12 : Dead+Collateral+2.0PAT_LL_3
---------------------------------------------------------------------EAVE
Bay
Id
---LExt
1
2
3
4
5
6
RExt
ANALYSIS:
--------Shear(kN)-------Left
Left Right Right
Sup
Lap
Lap
Sup
----- ----- ----- ----0.00
-0.08
0.68
-0.83 -1.04
0.82
0.62 -0.76 -0.86
1.57
1.38 -1.68 -1.88
1.87
1.68 -1.38 -1.57
0.86
0.77 -0.62 -0.82
1.03
0.82
-0.68
0.09
0.00
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
---- ---- ------ ----- ---LExt RSup -0.08 8.60 0.01
1 RLap -0.83 8.60 0.10
2 RLap -0.76 8.60 0.09
3 RLap -1.68 8.60 0.20
4 LLap
1.68 8.60 0.20
5 LLap
0.77 8.60 0.09
6 LLap
0.82 8.60 0.10
RExt LSup
0.09 8.60 0.01
--------------Moment(kN-m)-------------Left
Left
MidSpan
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
0.00
0
0.01
0.01
-0.86
2551
0.43
1.14
1.14
0.59 -0.12
3078
0.96
1.24
1.24
0.73 -1.00
2861
1.57
2.20
2.20
1.57 -1.00
3413
0.73
1.25
1.25
0.96 -0.13
3207
0.58
1.13
1.13
0.42 -0.84
3840
0.02
0.02
0.00
350
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RSup
0.01 5.80 0.00
MidS -0.86 5.17 0.17
RLap
0.96 5.33 0.18
RLap
1.57 5.45 0.29
LLap
1.57 5.45 0.29
LLap
0.96 5.33 0.18
MidS -0.84 5.17 0.16
LSup
0.02 5.44 0.00
-Mom+ShrLoc
UC
---- ---LSup 0.00
RLap 0.12
RLap 0.17
RLap 0.31
LLap 0.31
LLap 0.17
LLap 0.12
LSup 0.00
Deflect(mm)
Calc Limit
----- ----0.0
-0.3 35.7
0.7 34.9
-1.4 34.9
-1.4 34.9
0.7 34.9
-0.3 35.4
0.0
LAP BOLT SHEAR/BEARING:
Bolt = 14.0 (Gr4.6)
Bay -------Left_Lap------Id Calc Shear Bear
UC
---- ----- ----- ----- ---1
2 0.37 10.47 5.58 0.07
3 0.89 10.47 5.58 0.16
4 1.57 10.47 5.58 0.28
5 0.89 10.47 5.58 0.16
6 0.37 10.47 5.58 0.07
-------Right_Lap-----Calc Shear Bear
UC
----- ----- ----- ---0.37 10.47 5.58 0.07
0.89 10.47 5.58 0.16
1.57 10.47 5.58 0.28
0.89 10.47 5.58 0.16
0.37 10.47 5.58 0.07
LOAD ID 13 : Dead+Collateral+2.0PAT_LL_4
---------------------------------------------------------------------EAVE
Bay
Id
---LExt
1
2
3
4
ANALYSIS:
--------Shear(kN)-------Left
Left Right Right
Sup
Lap
Lap
Sup
----- ----- ----- ----0.00
-0.08
0.66
-0.85 -1.06
0.94
0.73 -0.65 -0.74
0.73
0.63 -0.86 -0.96
1.62
1.43 -1.63 -1.83
--------------Moment(kN-m)-------------Left
Left
MidSpan
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
0.00
0
0.01
0.01
-0.80
2461
0.56
1.30
1.30
0.66 -0.35
3505
0.44
0.68
0.68
0.44 -0.30
2708
1.09
1.40
1.40
0.87 -0.99
2951
1.44
2.05
Sheet 212 of 231
5
6
RExt
1.78
1.11
0.09
1.59
0.91
-1.24
-1.66
-0.59
0.00
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
---- ---- ------ ----- ---LExt RSup -0.08 8.60 0.01
1 RLap -0.85 8.60 0.10
2 LLap
0.73 8.60 0.09
3 RLap -0.86 8.60 0.10
4 RLap -1.63 8.60 0.19
5 LLap
1.59 8.60 0.19
6 LLap
0.91 8.60 0.11
RExt LSup
0.09 8.60 0.01
2.05
1.67
0.02
1.46
0.89
-0.85
-0.64
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RSup
0.01 5.80 0.00
MidS -0.80 5.17 0.15
LSup
0.65 5.37 0.12
RLap
1.09 5.35 0.20
RLap
1.44 5.47 0.26
LLap
1.46 5.45 0.27
LLap
0.89 5.46 0.16
LSup
0.02 5.44 0.00
3247
4155
350
-Mom+ShrLoc
UC
---- ---LSup 0.00
RLap 0.13
LLap 0.13
RLap 0.20
RLap 0.29
LLap 0.29
LLap 0.17
LSup 0.00
0.55
1.67
0.02
0.00
Deflect(mm)
Calc Limit
----- ----0.0
0.1 35.7
-0.2 34.9
0.7 34.9
-1.4 34.9
-1.5 34.9
0.9 35.4
-0.1
LAP BOLT SHEAR/BEARING:
Bolt = 14.0 (Gr4.6)
Bay -------Left_Lap------Id Calc Shear Bear
UC
---- ----- ----- ----- ---1
2 0.42 10.47 5.58 0.08
3 0.49 10.47 5.58 0.09
4 1.00 10.47 5.58 0.18
5 1.46 10.47 5.58 0.26
6 0.54 10.47 5.58 0.10
-------Right_Lap-----Calc Shear Bear
UC
----- ----- ----- ---0.42 10.47 5.58 0.08
0.49 10.47 5.58 0.09
1.00 10.47 5.58 0.18
1.46 10.47 5.58 0.26
0.54 10.47 5.58 0.10
LOAD ID 14 : Dead+Collateral+2.0PAT_LL_5
---------------------------------------------------------------------EAVE
Bay
Id
---LExt
1
2
3
4
5
6
RExt
ANALYSIS:
--------Shear(kN)-------Left
Left Right Right
Sup
Lap
Lap
Sup
----- ----- ----- ----0.00
-0.08
0.67
-0.85 -1.05
0.91
0.70 -0.68 -0.77
0.84
0.74 -0.75 -0.84
0.79
0.69 -0.80 -0.89
1.48
1.29 -1.54 -1.96
2.17
1.75
-1.33
0.19
0.00
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
---- ---- ------ ----- ---LExt RSup -0.08 8.60 0.01
1 RLap -0.85 8.60 0.10
2 LLap
0.70 8.60 0.08
3 RLap -0.75 8.60 0.09
4 RLap -0.80 8.60 0.09
5 RLap -1.54 8.60 0.18
6 LLap
1.75 8.60 0.20
RExt LSup
0.19 8.60 0.02
--------------Moment(kN-m)-------------Left
Left
MidSpan
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
0.00
0
0.01
0.01
-0.81
2486
0.52
1.26
1.26
0.64 -0.28
3387
0.58
0.84
0.84
0.56 -0.47
3126
0.58
0.86
0.86
0.60 -0.30
2939
0.89
1.19
1.19
0.71 -0.81
2700
1.35
2.70
2.70
1.19 -1.58
3948
0.03
0.03
0.00
350
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RSup
0.01 5.80 0.00
MidS -0.81 5.17 0.16
LSup
0.63 5.37 0.12
RLap
0.58 5.52 0.10
RLap
0.89 5.38 0.17
RSup
1.35 5.37 0.25
MidS -1.58 5.17 0.31
LSup
0.03 5.44 0.01
LAP BOLT SHEAR/BEARING:
Bolt = 14.0 (Gr4.6)
Sheet 213 of 231
-Mom+ShrLoc
UC
---- ---LSup 0.00
RLap 0.13
LLap 0.13
RLap 0.12
RLap 0.17
RLap 0.27
LLap 0.27
LSup 0.00
Deflect(mm)
Calc Limit
----- ----0.0
0.0 35.7
0.0 34.9
-0.2 34.9
0.6 34.9
-1.1 34.9
-2.2 35.4
0.5
Bay -------Left_Lap------Id Calc Shear Bear
UC
---- ----- ----- ----- ---1
2 0.41 10.47 5.58 0.07
3 0.60 10.47 5.58 0.11
4 0.61 10.47 5.58 0.11
5 0.85 10.47 5.58 0.15
6 0.88 10.47 5.58 0.16
-------Right_Lap-----Calc Shear Bear
UC
----- ----- ----- ---0.41 10.47 5.58 0.07
0.60 10.47 5.58 0.11
0.61 10.47 5.58 0.11
0.85 10.47 5.58 0.15
0.88 10.47 5.58 0.16
LOAD ID 15 : Dead+Collateral+2.0PAT_LL_6
---------------------------------------------------------------------EAVE
Bay
Id
---LExt
1
2
3
4
5
6
RExt
ANALYSIS:
--------Shear(kN)-------Left
Left Right Right
Sup
Lap
Lap
Sup
----- ----- ----- ----0.00
-0.17
1.46
-1.64 -2.06
0.96
0.75 -0.63 -0.72
1.68
1.49 -1.57 -1.76
0.88
0.78 -0.71 -0.80
1.62
1.43 -1.40 -1.83
1.15
0.94
-0.56
0.09
0.00
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
---- ---- ------ ----- ---LExt RSup -0.17 8.60 0.02
1 RLap -1.64 8.60 0.19
2 LLap
0.75 8.60 0.09
3 RLap -1.57 8.60 0.18
4 LLap
0.78 8.60 0.09
5 LLap
1.43 8.60 0.17
6 LLap
0.94 8.60 0.11
RExt LSup
0.09 8.60 0.01
--------------Moment(kN-m)-------------Left
Left
MidSpan
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
0.00
0
0.03
0.03
-1.92
2662
0.53
1.96
1.96
1.30
0.25
3575
0.99
1.22
1.22
0.67 -1.36
3065
0.89
1.47
1.47
1.18
0.04
3278
0.97
1.24
1.24
0.70 -1.15
2948
0.65
1.89
1.89
1.09 -0.57
4287
0.02
0.02
0.00
350
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RSup
0.03 5.80 0.00
MidS -1.92 5.17 0.37
LLap
1.30 5.31 0.24
MidS -1.36 5.17 0.26
LLap
1.18 5.31 0.22
MidS -1.15 5.17 0.22
LLap
1.09 5.41 0.20
LSup
0.02 5.44 0.00
-Mom+ShrLoc
UC
---- ---LSup 0.00
RLap 0.21
LLap 0.22
RLap 0.23
LLap 0.20
LLap 0.20
LLap 0.20
LSup 0.00
Deflect(mm)
Calc Limit
----- ----0.6
-4.0 35.7
2.4 34.9
-3.1 34.9
2.1 34.9
-2.8 34.9
1.4 35.4
-0.2
LAP BOLT SHEAR/BEARING:
Bolt = 14.0 (Gr4.6)
Bay -------Left_Lap------Id Calc Shear Bear
UC
---- ----- ----- ----- ---1
2 0.64 10.47 5.58 0.11
3 0.87 10.47 5.58 0.16
4 1.05 10.47 5.58 0.19
5 0.88 10.47 5.58 0.16
6 0.61 10.47 5.58 0.11
-------Right_Lap-----Calc Shear Bear
UC
----- ----- ----- ---0.64 10.47 5.58 0.11
0.87 10.47 5.58 0.16
1.05 10.47 5.58 0.19
0.88 10.47 5.58 0.16
0.61 10.47 5.58 0.11
LOAD ID 16 : Dead+Collateral+2.0PAT_LL_7
---------------------------------------------------------------------EAVE
Bay
Id
----
ANALYSIS:
--------Shear(kN)-------Left
Left Right Right
Sup
Lap
Lap
Sup
----- ----- ----- -----
--------------Moment(kN-m)-------------Left
Left
MidSpan
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- -----
Sheet 214 of 231
LExt
1
2
3
4
5
6
RExt
0.00
0.56
1.83
0.80
1.76
0.73
2.05
0.19
1.41
0.71
1.57
0.64
1.63
-0.95
-1.42
-0.78
-1.49
-0.75
-0.08
-1.15
-1.62
-0.88
-1.69
-0.95
-1.45
0.00
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
---- ---- ------ ----- ---LExt RSup -0.08 8.60 0.01
1 RLap -0.95 8.60 0.11
2 RLap -1.42 8.60 0.17
3 RLap -0.78 8.60 0.09
4 LLap
1.57 8.60 0.18
5 RLap -0.75 8.60 0.09
6 LLap
1.63 8.60 0.19
RExt LSup
0.19 8.60 0.02
0.00
0.01
1.90
1.24
1.47
1.23
1.93
0.03
0.00
-0.58
-1.14
0.03
-1.35
0.24
-1.89
0.00
0.66
0.97
0.89
0.99
0.51
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RSup
0.01 5.80 0.00
RLap
1.09 5.41 0.20
MidS -1.14 5.17 0.22
RLap
1.18 5.31 0.22
MidS -1.35 5.17 0.26
RLap
1.27 5.31 0.24
MidS -1.89 5.17 0.37
LSup
0.03 5.44 0.01
0
2110
3331
2997
3207
2723
3728
350
-Mom+ShrLoc
UC
---- ---LSup 0.00
RLap 0.20
RLap 0.20
RLap 0.20
LLap 0.23
RLap 0.21
LLap 0.20
LSup 0.00
1.09
0.70
1.18
0.67
1.27
0.01
1.90
1.24
1.47
1.23
1.93
0.03
0.00
Deflect(mm)
Calc Limit
----- -----0.2
1.5 35.7
-2.8 34.9
2.1 34.9
-3.1 34.9
2.4 34.9
-3.9 35.4
0.7
LAP BOLT SHEAR/BEARING:
Bolt = 14.0 (Gr4.6)
Bay -------Left_Lap------- -------Right_Lap-----Id Calc Shear Bear
UC
Calc Shear Bear
UC
---- ----- ----- ----- ---- ----- ----- ----- ---1
0.62 10.47 5.58 0.11
2 0.62 10.47 5.58 0.11
0.88 10.47 5.58 0.16
3 0.88 10.47 5.58 0.16
1.05 10.47 5.58 0.19
4 1.05 10.47 5.58 0.19
0.88 10.47 5.58 0.16
5 0.88 10.47 5.58 0.16
0.63 10.47 5.58 0.11
6 0.63 10.47 5.58 0.11
================================================================================
Dalal_Setup
Eave Strut, Longitudinal Load(Wall= 4)
1/31/22 6:11pm
================================================================================
Wall Bay Eave
Id
Id Part
---- --- ----------4
6 Z250x150
Load
Id
---15
16
17
18
19
20
21
22
23
24
25
26
27
28
- Added Eave Strut ----4
6 Z250x150
15
16
17
18
19
20
----Axial(kN)---Calc Limit
UC
----- ----- ---4.47 36.20 0.12
-3.15 126.27 0.02
4.47 36.20 0.12
-3.15 126.27 0.02
4.47 36.20 0.12
-3.15 126.27 0.02
4.47 36.20 0.12
-3.15 126.27 0.02
1.86 61.55 0.03
1.38 61.55 0.02
1.38 61.55 0.02
1.38 61.55 0.02
1.38 61.55 0.02
1.86 61.55 0.03
--Moment(kN-m)-Calc Limit
UC
----- ----- ----0.03 5.17 0.01
-0.03 5.17 0.01
-0.03 5.17 0.01
-0.03 5.17 0.01
-0.03 5.17 0.01
-0.03 5.17 0.01
0.56 5.27 0.11
0.56 5.27 0.11
-0.87 8.79 0.10
-1.95 8.79 0.22
-0.85 8.79 0.10
-0.85 8.79 0.10
-0.85 8.79 0.10
-0.20 8.79 0.02
4.47 36.20 0.12
-3.15 126.27 0.02
4.47 36.20 0.12
-3.15 126.27 0.02
4.47 36.20 0.12
-3.15 126.27 0.02
Sheet 215 of 231
Axl+Mom
UC
------0.13
0.02
0.13
0.02
0.13
0.02
0.22
0.08
0.13
0.24
0.12
0.12
0.12
0.05
Max
KL/r
---0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
21
4.47 36.20 0.12
22
-3.15 126.27 0.02
23
1.86 61.55 0.03
24
1.38 61.55 0.02
25
1.38 61.55 0.02
26
1.38 61.55 0.02
27
1.38 61.55 0.02
28
1.86 61.55 0.03
---------------------------------------------------------------------------4
5 Z250x150
15
9.16 36.20 0.25
0.02 5.02 0.00
0.26
16
8.72 36.20 0.24
0.02 5.02 0.00
0.24
17
9.16 36.20 0.25
0.02 5.02 0.00
0.26
18
8.72 36.20 0.24
0.02 5.02 0.00
0.24
19
9.16 36.20 0.25
0.02 5.02 0.00
0.26
20
8.72 36.20 0.24
0.02 5.02 0.00
0.24
21
9.16 36.20 0.25 -0.44 5.17 0.09
0.33
22
8.72 36.20 0.24 -0.44 5.17 0.09
0.32
23
14.49 61.55 0.24
0.68 9.13 0.07
0.36
24
10.76 61.55 0.17
1.52 9.13 0.17
0.38
25
10.76 61.55 0.17
0.66 9.13 0.07
0.29
26
10.76 61.55 0.17
0.66 9.13 0.07
0.29
27
10.76 61.55 0.17
0.66 9.13 0.07
0.29
28
14.49 61.55 0.24
0.15 9.13 0.02
0.31
- Added Eave Strut ----4
5 Z250x150
15
9.16 36.20 0.25
16
8.72 36.20 0.24
17
9.16 36.20 0.25
18
8.72 36.20 0.24
19
9.16 36.20 0.25
20
8.72 36.20 0.24
21
9.16 36.20 0.25
22
8.72 36.20 0.24
23
14.49 61.55 0.24
24
10.76 61.55 0.17
25
10.76 61.55 0.17
26
10.76 61.55 0.17
27
10.76 61.55 0.17
28
14.49 61.55 0.24
---------------------------------------------------------------------------4
4 Z250x150
15
-2.72 126.27 0.02
0.02 5.02 0.00
0.02
16
5.35 36.20 0.15
0.02 5.02 0.00
0.15
17
-2.72 126.27 0.02
0.02 5.02 0.00
0.02
18
5.35 36.20 0.15
0.02 5.02 0.00
0.15
19
-2.72 126.27 0.02
0.02 5.02 0.00
0.02
20
5.35 36.20 0.15
0.02 5.02 0.00
0.15
21
-2.72 126.27 0.02 -0.47 5.17 0.09
0.07
22
5.35 36.20 0.15 -0.47 5.17 0.09
0.23
23
1.83 61.55 0.03
0.73 9.30 0.08
0.11
24
1.36 61.55 0.02
1.64 9.30 0.18
0.20
25
1.36 61.55 0.02
0.71 9.30 0.08
0.10
26
1.36 61.55 0.02
0.71 9.30 0.08
0.10
27
1.36 61.55 0.02
0.71 9.30 0.08
0.10
28
1.83 61.55 0.03
0.16 9.30 0.02
0.05
- Added Eave Strut ----4
4 Z250x150
15
-2.72 126.27 0.02
16
5.35 36.20 0.15
17
-2.72 126.27 0.02
18
5.35 36.20 0.15
19
-2.72 126.27 0.02
20
5.35 36.20 0.15
21
-2.72 126.27 0.02
22
5.35 36.20 0.15
Sheet 216 of 231
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
23
1.83 61.55 0.03
24
1.36 61.55 0.02
25
1.36 61.55 0.02
26
1.36 61.55 0.02
27
1.36 61.55 0.02
28
1.83 61.55 0.03
---------------------------------------------------------------------------4
3 Z250x150
15
1.97 36.20 0.05
0.02 5.02 0.00
0.06
16
17.22 36.20 0.48
0.02 5.02 0.00
0.48
17
1.97 36.20 0.05
0.02 5.02 0.00
0.06
18
17.22 36.20 0.48
0.02 5.02 0.00
0.48
19
1.97 36.20 0.05
0.02 5.02 0.00
0.06
20
17.22 36.20 0.48
0.02 5.02 0.00
0.48
21
1.97 36.20 0.05 -0.47 5.17 0.09
0.13
22
17.22 36.20 0.48 -0.47 5.17 0.09
0.56
23
16.58 61.55 0.27
0.73 9.29 0.08
0.41
24
12.32 61.55 0.20
1.64 9.29 0.18
0.42
25
12.32 61.55 0.20
0.71 9.29 0.08
0.32
26
12.32 61.55 0.20
0.71 9.29 0.08
0.32
27
12.32 61.55 0.20
0.71 9.29 0.08
0.32
28
16.58 61.55 0.27
0.16 9.29 0.02
0.35
- Added Eave Strut ----4
3 Z250x150
15
1.97 36.20 0.05
16
17.22 36.20 0.48
17
1.97 36.20 0.05
18
17.22 36.20 0.48
19
1.97 36.20 0.05
20
17.22 36.20 0.48
21
1.97 36.20 0.05
22
17.22 36.20 0.48
23
16.58 61.55 0.27
24
12.32 61.55 0.20
25
12.32 61.55 0.20
26
12.32 61.55 0.20
27
12.32 61.55 0.20
28
16.58 61.55 0.27
---------------------------------------------------------------------------4
2 Z250x150
15
-9.90 126.27 0.08
0.02 5.02 0.00
0.08
16
13.85 36.20 0.38
0.02 5.02 0.00
0.39
17
-9.90 126.27 0.08
0.02 5.02 0.00
0.08
18
13.85 36.20 0.38
0.02 5.02 0.00
0.39
19
-9.90 126.27 0.08
0.02 5.02 0.00
0.08
20
13.85 36.20 0.38
0.02 5.02 0.00
0.39
21
-9.90 126.27 0.08 -0.44 5.17 0.08
0.04
22
13.85 36.20 0.38 -0.44 5.17 0.08
0.46
23
3.96 61.55 0.06
0.67 9.13 0.07
0.14
24
2.94 61.55 0.05
1.51 9.13 0.17
0.21
25
2.94 61.55 0.05
0.66 9.13 0.07
0.12
26
2.94 61.55 0.05
0.66 9.13 0.07
0.12
27
2.94 61.55 0.05
0.66 9.13 0.07
0.12
28
3.96 61.55 0.06
0.15 9.13 0.02
0.08
- Added Eave Strut ----4
2 Z250x150
15
-9.90 126.27 0.08
16
13.85 36.20 0.38
17
-9.90 126.27 0.08
18
13.85 36.20 0.38
19
-9.90 126.27 0.08
20
13.85 36.20 0.38
21
-9.90 126.27 0.08
22
13.85 36.20 0.38
23
3.96 61.55 0.06
24
2.94 61.55 0.05
Sheet 217 of 231
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
25
2.94 61.55 0.05
0
26
2.94 61.55 0.05
0
27
2.94 61.55 0.05
0
28
3.96 61.55 0.06
0
---------------------------------------------------------------------------4
1 Z250x150
15
-9.90 126.27 0.08 -0.03 5.17 0.01
0.08
0
16
13.85 36.20 0.38 -0.03 5.17 0.01
0.39
0
17
-9.90 126.27 0.08 -0.03 5.17 0.01
0.08
0
18
13.85 36.20 0.38 -0.03 5.17 0.01
0.39
0
19
-9.90 126.27 0.08 -0.03 5.17 0.01
0.08
0
20
13.85 36.20 0.38 -0.03 5.17 0.01
0.39
0
21
-9.90 126.27 0.08
0.55 5.27 0.10
0.08
0
22
13.85 36.20 0.38
0.55 5.27 0.10
0.48
0
23
2.39 61.55 0.04 -0.85 8.79 0.10
0.14
0
24
1.77 61.55 0.03 -1.92 8.79 0.22
0.25
0
25
1.77 61.55 0.03 -0.84 8.79 0.10
0.12
0
26
1.77 61.55 0.03 -0.84 8.79 0.10
0.12
0
27
1.77 61.55 0.03 -0.84 8.79 0.10
0.12
0
28
2.39 61.55 0.04 -0.19 8.79 0.02
0.06
0
- Added Eave Strut ----4
1 Z250x150
15
-9.90 126.27 0.08
0
16
13.85 36.20 0.38
0
17
-9.90 126.27 0.08
0
18
13.85 36.20 0.38
0
19
-9.90 126.27 0.08
0
20
13.85 36.20 0.38
0
21
-9.90 126.27 0.08
0
22
13.85 36.20 0.38
0
23
2.39 61.55 0.04
0
24
1.77 61.55 0.03
0
25
1.77 61.55 0.03
0
26
1.77 61.55 0.03
0
27
1.77 61.55 0.03
0
28
2.39 61.55 0.04
0
---------------------------------------------------------------------------================================================================================
Dalal_Setup
Eave(Wall= 4)
1/31/22 6:11pm
================================================================================
-----------------------------EAVE STRUT
Wall Id
= 4
-----------------------------EAVE
Bay
Id
---LExt
6
5
4
3
2
1
RExt
LAYOUT:
Eave
Part
-------Z250x150
Z250x150
Z250x150
Z250x150
Z250x150
Z250x150
Z250x150
Z250x150
Design
Length
(mm)
-----306
6419
6275
6275
6275
6275
6375
350
--Lap(mm)-Left Right
---- ----770
350
350
350
770
770
350
350
350
770
Load
Width
----488
488
488
488
488
488
488
488
No.
Brace
----0
2
2
2
2
2
2
0
No.
Row
--1
1
1
1
1
1
1
1
Unit
Weight
-----1
35
35
33
33
35
34
2
Total(kg)=
Total
Weight
-----1
35
35
33
33
35
34
2
-----210
Purlin DL= 0.109 (kN/m2)
Sheet 218 of 231
Available
Reduction
Factor
Out
In
---- ---0.00 0.50
0.00 0.70
0.00 0.50
0.00 0.50
0.00 0.50
0.00 0.50
0.00 0.70
0.00 0.50
LOAD ID 1 : Dead+Collateral+Live
---------------------------------------------------------------------EAVE
Bay
Id
---LExt
6
5
4
3
2
1
RExt
ANALYSIS:
--------Shear(kN)-------Left
Left Right Right
Sup
Lap
Lap
Sup
----- ----- ----- ----0.00
-0.23
1.87
-2.39 -2.97
2.57
1.99 -1.89 -2.16
2.29
2.03 -2.17 -2.43
2.43
2.17 -2.03 -2.29
2.16
1.90 -1.98 -2.56
2.95
2.37
-1.86
0.26
0.00
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
---- ---- ------ ----- ---LExt RSup -0.23 8.60 0.03
6 RLap -2.39 8.60 0.28
5 LLap
1.99 8.60 0.23
4 RLap -2.17 8.60 0.25
3 LLap
2.17 8.60 0.25
2 RLap -1.98 8.60 0.23
1 LLap
2.37 8.60 0.28
RExt LSup
0.26 8.60 0.03
--------------Moment(kN-m)-------------Left
Left
MidSpan
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
0.00
0
0.04
0.04
-2.28
2481
1.50
3.56
3.56
1.80 -0.82
3411
1.56
2.27
2.27
1.51 -1.22
3042
1.91
2.71
2.71
1.91 -1.21
3231
1.52
2.28
2.28
1.56 -0.83
2874
1.77
3.52
3.52
1.48 -2.24
3911
0.05
0.05
0.00
350
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RSup
0.04 5.80 0.01
MidS -2.28 5.17 0.44
LSup
1.78 5.37 0.33
RLap
1.91 5.47 0.35
LLap
1.91 5.47 0.35
RSup
1.76 5.37 0.33
MidS -2.24 5.17 0.43
LSup
0.05 5.44 0.01
-Mom+ShrLoc
UC
---- ---LSup 0.00
RLap 0.36
LLap 0.36
RLap 0.39
LLap 0.39
RLap 0.36
LLap 0.36
LSup 0.00
Deflect(mm)
Calc Limit
----- ----0.8
-4.4 35.7
-0.6 34.9
-1.7 34.9
-1.7 34.9
-0.6 34.9
-4.2 35.4
0.9
LAP BOLT SHEAR/BEARING:
Bolt = 14.0 (Gr4.6)
Bay -------Left_Lap------Id Calc Shear Bear
UC
---- ----- ----- ----- ---6
5 1.16 10.47 5.58 0.21
4 1.62 10.47 5.58 0.29
3 1.94 10.47 5.58 0.35
2 1.63 10.47 5.58 0.29
1 1.14 10.47 5.58 0.21
-------Right_Lap-----Calc Shear Bear
UC
----- ----- ----- ---1.16 10.47 5.58 0.21
1.62 10.47 5.58 0.29
1.94 10.47 5.58 0.35
1.63 10.47 5.58 0.29
1.14 10.47 5.58 0.21
LOAD ID 2 : Dead+Collateral+Snow
---------------------------------------------------------------------EAVE
Bay
Id
---LExt
6
5
4
3
2
1
RExt
ANALYSIS:
--------Shear(kN)-------Left
Left Right Right
Sup
Lap
Lap
Sup
----- ----- ----- ----0.00
-0.08
0.66
-0.85 -1.05
0.91
0.71 -0.67 -0.77
0.81
0.72 -0.77 -0.87
0.87
0.77 -0.72 -0.82
0.77
0.68 -0.70 -0.91
1.05
0.84
-0.66
0.09
0.00
--------------Moment(kN-m)-------------Left
Left
MidSpan
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
0.00
0
0.01
0.01
-0.81
2481
0.53
1.26
1.26
0.64 -0.29
3411
0.55
0.81
0.81
0.54 -0.43
3042
0.68
0.97
0.97
0.68 -0.43
3231
0.54
0.81
0.81
0.56 -0.30
2874
0.63
1.25
1.25
0.52 -0.80
3911
0.02
0.02
0.00
350
0.00
STRENGTH/DEFLECTION:
Sheet 219 of 231
Bay
Id
---LExt
6
5
4
3
2
1
RExt
-------Shear(kN)-----Loc
Calc Limit
UC
---- ------ ----- ---RSup -0.08 8.60 0.01
RLap -0.85 8.60 0.10
LLap
0.71 8.60 0.08
RLap -0.77 8.60 0.09
LLap
0.77 8.60 0.09
RLap -0.70 8.60 0.08
LLap
0.84 8.60 0.10
LSup
0.09 8.60 0.01
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RSup
0.01 5.80 0.00
MidS -0.81 5.17 0.16
LSup
0.63 5.37 0.12
RLap
0.68 5.47 0.12
LLap
0.68 5.47 0.12
RSup
0.63 5.37 0.12
MidS -0.80 5.17 0.15
LSup
0.02 5.44 0.00
-Mom+ShrLoc
UC
---- ---LSup 0.00
RLap 0.13
LLap 0.13
RLap 0.14
LLap 0.14
RLap 0.13
LLap 0.13
LSup 0.00
Deflect(mm)
Calc Limit
----- ----0.0
0.0 35.7
0.0 34.9
0.0 34.9
0.0 34.9
0.0 34.9
0.0 35.4
0.0
LAP BOLT SHEAR/BEARING:
Bolt = 14.0 (Gr4.6)
Bay -------Left_Lap------Id Calc Shear Bear
UC
---- ----- ----- ----- ---6
5 0.41 10.47 5.58 0.07
4 0.58 10.47 5.58 0.10
3 0.69 10.47 5.58 0.12
2 0.58 10.47 5.58 0.10
1 0.41 10.47 5.58 0.07
-------Right_Lap-----Calc Shear Bear
UC
----- ----- ----- ---0.41 10.47 5.58 0.07
0.58 10.47 5.58 0.10
0.69 10.47 5.58 0.12
0.58 10.47 5.58 0.10
0.41 10.47 5.58 0.07
LOAD ID 3 : Dead+Collateral+Snow+Snow_Drift
---------------------------------------------------------------------EAVE
Bay
Id
---LExt
6
5
4
3
2
1
RExt
ANALYSIS:
--------Shear(kN)-------Left
Left Right Right
Sup
Lap
Lap
Sup
----- ----- ----- ----0.00
-0.08
0.66
-0.85 -1.05
0.91
0.71 -0.67 -0.77
0.81
0.72 -0.77 -0.87
0.87
0.77 -0.72 -0.82
0.77
0.68 -0.70 -0.91
1.05
0.84
-0.66
0.09
0.00
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
---- ---- ------ ----- ---LExt RSup -0.08 8.60 0.01
6 RLap -0.85 8.60 0.10
5 LLap
0.71 8.60 0.08
4 RLap -0.77 8.60 0.09
3 LLap
0.77 8.60 0.09
2 RLap -0.70 8.60 0.08
1 LLap
0.84 8.60 0.10
RExt LSup
0.09 8.60 0.01
--------------Moment(kN-m)-------------Left
Left
MidSpan
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
0.00
0
0.01
0.01
-0.81
2481
0.53
1.26
1.26
0.64 -0.29
3411
0.55
0.81
0.81
0.54 -0.43
3042
0.68
0.97
0.97
0.68 -0.43
3231
0.54
0.81
0.81
0.56 -0.30
2874
0.63
1.25
1.25
0.52 -0.80
3911
0.02
0.02
0.00
350
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RSup
0.01 5.80 0.00
MidS -0.81 5.17 0.16
LSup
0.63 5.37 0.12
RLap
0.68 5.47 0.12
LLap
0.68 5.47 0.12
RSup
0.63 5.37 0.12
MidS -0.80 5.17 0.15
LSup
0.02 5.44 0.00
LAP BOLT SHEAR/BEARING:
Bolt = 14.0 (Gr4.6)
Bay -------Left_Lap------Id Calc Shear Bear
UC
---- ----- ----- ----- ---6
-------Right_Lap-----Calc Shear Bear
UC
----- ----- ----- ---0.41 10.47 5.58 0.07
Sheet 220 of 231
-Mom+ShrLoc
UC
---- ---LSup 0.00
RLap 0.13
LLap 0.13
RLap 0.14
LLap 0.14
RLap 0.13
LLap 0.13
LSup 0.00
Deflect(mm)
Calc Limit
----- ----0.0
0.0 35.7
0.0 34.9
0.0 34.9
0.0 34.9
0.0 34.9
0.0 35.4
0.0
5
4
3
2
1
0.41
0.58
0.69
0.58
0.41
10.47
10.47
10.47
10.47
10.47
5.58
5.58
5.58
5.58
5.58
0.07
0.10
0.12
0.10
0.07
0.58
0.69
0.58
0.41
10.47
10.47
10.47
10.47
5.58
5.58
5.58
5.58
0.10
0.12
0.10
0.07
LOAD ID 4 : Dead+Collateral+Snow+Slide_Snow
---------------------------------------------------------------------EAVE
Bay
Id
---LExt
6
5
4
3
2
1
RExt
ANALYSIS:
--------Shear(kN)-------Left
Left Right Right
Sup
Lap
Lap
Sup
----- ----- ----- ----0.00
-0.08
0.66
-0.85 -1.05
0.91
0.71 -0.67 -0.77
0.81
0.72 -0.77 -0.87
0.87
0.77 -0.72 -0.82
0.77
0.68 -0.70 -0.91
1.05
0.84
-0.66
0.09
0.00
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
---- ---- ------ ----- ---LExt RSup -0.08 8.60 0.01
6 RLap -0.85 8.60 0.10
5 LLap
0.71 8.60 0.08
4 RLap -0.77 8.60 0.09
3 LLap
0.77 8.60 0.09
2 RLap -0.70 8.60 0.08
1 LLap
0.84 8.60 0.10
RExt LSup
0.09 8.60 0.01
--------------Moment(kN-m)-------------Left
Left
MidSpan
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
0.00
0
0.01
0.01
-0.81
2481
0.53
1.26
1.26
0.64 -0.29
3411
0.55
0.81
0.81
0.54 -0.43
3042
0.68
0.97
0.97
0.68 -0.43
3231
0.54
0.81
0.81
0.56 -0.30
2874
0.63
1.25
1.25
0.52 -0.80
3911
0.02
0.02
0.00
350
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RSup
0.01 5.80 0.00
MidS -0.81 5.17 0.16
LSup
0.63 5.37 0.12
RLap
0.68 5.47 0.12
LLap
0.68 5.47 0.12
RSup
0.63 5.37 0.12
MidS -0.80 5.17 0.15
LSup
0.02 5.44 0.00
-Mom+ShrLoc
UC
---- ---LSup 0.00
RLap 0.13
LLap 0.13
RLap 0.14
LLap 0.14
RLap 0.13
LLap 0.13
LSup 0.00
Deflect(mm)
Calc Limit
----- ----0.0
0.0 35.7
0.0 34.9
0.0 34.9
0.0 34.9
0.0 34.9
0.0 35.4
0.0
LAP BOLT SHEAR/BEARING:
Bolt = 14.0 (Gr4.6)
Bay -------Left_Lap------Id Calc Shear Bear
UC
---- ----- ----- ----- ---6
5 0.41 10.47 5.58 0.07
4 0.58 10.47 5.58 0.10
3 0.69 10.47 5.58 0.12
2 0.58 10.47 5.58 0.10
1 0.41 10.47 5.58 0.07
-------Right_Lap-----Calc Shear Bear
UC
----- ----- ----- ---0.41 10.47 5.58 0.07
0.58 10.47 5.58 0.10
0.69 10.47 5.58 0.12
0.58 10.47 5.58 0.10
0.41 10.47 5.58 0.07
LOAD ID 5 : Dead+Collateral+0.75Live+0.45Wind_Pressure1
---------------------------------------------------------------------EAVE
Bay
Id
---LExt
6
5
4
3
ANALYSIS:
--------Shear(kN)-------Left
Left Right Right
Sup
Lap
Lap
Sup
----- ----- ----- ----0.00
-0.26
2.09
-2.67 -3.32
2.87
2.23 -2.12 -2.41
2.56
2.27 -2.43 -2.72
2.72
2.43 -2.27 -2.57
--------------Moment(kN-m)-------------Left
Left
MidSpan
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
0.00
0
0.04
0.04
-2.55
2481
1.68
3.98
3.98
2.02 -0.92
3411
1.74
2.54
2.54
1.69 -1.36
3042
2.14
3.04
3.04
2.14 -1.36
3231
1.70
2.55
Sheet 221 of 231
2
1
RExt
2.42
3.30
0.30
2.13
2.65
-2.22
-2.87
-2.08
0.00
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
---- ---- ------ ----- ---LExt RSup -0.26 8.60 0.03
6 RLap -2.67 8.60 0.31
5 LLap
2.23 8.60 0.26
4 RLap -2.43 8.60 0.28
3 LLap
2.43 8.60 0.28
2 RLap -2.22 8.60 0.26
1 LLap
2.65 8.60 0.31
RExt LSup
0.30 8.60 0.03
2.55
3.94
0.05
1.75
1.65
-0.93
-2.51
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RSup
0.04 5.80 0.01
MidS -2.55 5.17 0.49
LSup
1.99 5.37 0.37
RLap
2.14 5.47 0.39
LLap
2.14 5.47 0.39
RSup
1.97 5.37 0.37
MidS -2.51 5.17 0.48
LSup
0.05 5.44 0.01
2874
3911
350
-Mom+ShrLoc
UC
---- ---LSup 0.00
RLap 0.40
LLap 0.40
RLap 0.43
LLap 0.43
RLap 0.40
LLap 0.40
LSup 0.00
1.98
3.94
0.05
0.00
Deflect(mm)
Calc Limit
----- ----0.9
-5.2 53.5
-0.7 52.3
-2.1 52.3
-2.0 52.3
-0.8 52.3
-5.0 53.1
1.0
LAP BOLT SHEAR/BEARING:
Bolt = 14.0 (Gr4.6)
Bay -------Left_Lap------Id Calc Shear Bear
UC
---- ----- ----- ----- ---6
5 1.29 10.47 5.58 0.23
4 1.81 10.47 5.58 0.32
3 2.17 10.47 5.58 0.39
2 1.82 10.47 5.58 0.33
1 1.28 10.47 5.58 0.23
-------Right_Lap-----Calc Shear Bear
UC
----- ----- ----- ---1.29 10.47 5.58 0.23
1.81 10.47 5.58 0.32
2.17 10.47 5.58 0.39
1.82 10.47 5.58 0.33
1.28 10.47 5.58 0.23
LOAD ID 6 : Dead+Collateral+0.75Snow+0.45Wind_Pressure1
---------------------------------------------------------------------EAVE
Bay
Id
---LExt
6
5
4
3
2
1
RExt
ANALYSIS:
--------Shear(kN)-------Left
Left Right Right
Sup
Lap
Lap
Sup
----- ----- ----- ----0.00
-0.15
1.19
-1.52 -1.89
1.63
1.26 -1.20 -1.37
1.46
1.29 -1.38 -1.55
1.55
1.38 -1.29 -1.46
1.38
1.21 -1.26 -1.63
1.87
1.50
-1.18
0.17
0.00
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
---- ---- ------ ----- ---LExt RSup -0.15 8.60 0.02
6 RLap -1.52 8.60 0.18
5 LLap
1.26 8.60 0.15
4 RLap -1.38 8.60 0.16
3 LLap
1.38 8.60 0.16
2 RLap -1.26 8.60 0.15
1 LLap
1.50 8.60 0.17
RExt LSup
0.17 8.60 0.02
--------------Moment(kN-m)-------------Left
Left
MidSpan
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
0.00
0
0.02
0.02
-1.45
2481
0.95
2.26
2.26
1.15 -0.52
3411
0.99
1.44
1.44
0.96 -0.78
3042
1.21
1.73
1.73
1.21 -0.77
3231
0.97
1.45
1.45
0.99 -0.53
2874
1.13
2.24
2.24
0.94 -1.42
3911
0.03
0.03
0.00
350
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RSup
0.02 5.80 0.00
MidS -1.45 5.17 0.28
LSup
1.13 5.37 0.21
RLap
1.21 5.47 0.22
LLap
1.21 5.47 0.22
RSup
1.12 5.37 0.21
MidS -1.42 5.17 0.28
LSup
0.03 5.44 0.01
LAP BOLT SHEAR/BEARING:
Bolt = 14.0 (Gr4.6)
Sheet 222 of 231
-Mom+ShrLoc
UC
---- ---LSup 0.00
RLap 0.23
LLap 0.23
RLap 0.25
LLap 0.25
RLap 0.23
LLap 0.23
LSup 0.00
Deflect(mm)
Calc Limit
----- ----0.3
-1.9 53.5
-0.3 52.3
-0.8 52.3
-0.8 52.3
-0.3 52.3
-1.8 53.1
0.4
Bay -------Left_Lap------Id Calc Shear Bear
UC
---- ----- ----- ----- ---6
5 0.73 10.47 5.58 0.13
4 1.03 10.47 5.58 0.18
3 1.23 10.47 5.58 0.22
2 1.03 10.47 5.58 0.19
1 0.73 10.47 5.58 0.13
-------Right_Lap-----Calc Shear Bear
UC
----- ----- ----- ---0.73 10.47 5.58 0.13
1.03 10.47 5.58 0.18
1.23 10.47 5.58 0.22
1.03 10.47 5.58 0.19
0.73 10.47 5.58 0.13
LOAD ID 7 : Dead+Collateral+0.75Snow+0.45Wind_Pressure1+0.75Snow_Drift
---------------------------------------------------------------------EAVE
Bay
Id
---LExt
6
5
4
3
2
1
RExt
ANALYSIS:
--------Shear(kN)-------Left
Left Right Right
Sup
Lap
Lap
Sup
----- ----- ----- ----0.00
-0.15
1.19
-1.52 -1.89
1.63
1.26 -1.20 -1.37
1.46
1.29 -1.38 -1.55
1.55
1.38 -1.29 -1.46
1.38
1.21 -1.26 -1.63
1.87
1.50
-1.18
0.17
0.00
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
---- ---- ------ ----- ---LExt RSup -0.15 8.60 0.02
6 RLap -1.52 8.60 0.18
5 LLap
1.26 8.60 0.15
4 RLap -1.38 8.60 0.16
3 LLap
1.38 8.60 0.16
2 RLap -1.26 8.60 0.15
1 LLap
1.50 8.60 0.17
RExt LSup
0.17 8.60 0.02
--------------Moment(kN-m)-------------Left
Left
MidSpan
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
0.00
0
0.02
0.02
-1.45
2481
0.95
2.26
2.26
1.15 -0.52
3411
0.99
1.44
1.44
0.96 -0.78
3042
1.21
1.73
1.73
1.21 -0.77
3231
0.97
1.45
1.45
0.99 -0.53
2874
1.13
2.24
2.24
0.94 -1.42
3911
0.03
0.03
0.00
350
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RSup
0.02 5.80 0.00
MidS -1.45 5.17 0.28
LSup
1.13 5.37 0.21
RLap
1.21 5.47 0.22
LLap
1.21 5.47 0.22
RSup
1.12 5.37 0.21
MidS -1.42 5.17 0.28
LSup
0.03 5.44 0.01
-Mom+ShrLoc
UC
---- ---LSup 0.00
RLap 0.23
LLap 0.23
RLap 0.25
LLap 0.25
RLap 0.23
LLap 0.23
LSup 0.00
Deflect(mm)
Calc Limit
----- ----0.3
-1.9 53.5
-0.3 52.3
-0.8 52.3
-0.8 52.3
-0.3 52.3
-1.8 53.1
0.4
LAP BOLT SHEAR/BEARING:
Bolt = 14.0 (Gr4.6)
Bay -------Left_Lap------Id Calc Shear Bear
UC
---- ----- ----- ----- ---6
5 0.73 10.47 5.58 0.13
4 1.03 10.47 5.58 0.18
3 1.23 10.47 5.58 0.22
2 1.03 10.47 5.58 0.19
1 0.73 10.47 5.58 0.13
-------Right_Lap-----Calc Shear Bear
UC
----- ----- ----- ---0.73 10.47 5.58 0.13
1.03 10.47 5.58 0.18
1.23 10.47 5.58 0.22
1.03 10.47 5.58 0.19
0.73 10.47 5.58 0.13
LOAD ID 8 : Dead+Collateral+0.75Snow+0.45Wind_Pressure1+0.75Slide_Snow
---------------------------------------------------------------------EAVE
Bay
Id
----
ANALYSIS:
--------Shear(kN)-------Left
Left Right Right
Sup
Lap
Lap
Sup
----- ----- ----- -----
--------------Moment(kN-m)-------------Left
Left
MidSpan
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- -----
Sheet 223 of 231
LExt
6
5
4
3
2
1
RExt
0.00
1.19
1.63
1.46
1.55
1.38
1.87
0.17
1.26
1.29
1.38
1.21
1.50
-1.52
-1.20
-1.38
-1.29
-1.26
-0.15
-1.89
-1.37
-1.55
-1.46
-1.63
-1.18
0.00
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
---- ---- ------ ----- ---LExt RSup -0.15 8.60 0.02
6 RLap -1.52 8.60 0.18
5 LLap
1.26 8.60 0.15
4 RLap -1.38 8.60 0.16
3 LLap
1.38 8.60 0.16
2 RLap -1.26 8.60 0.15
1 LLap
1.50 8.60 0.17
RExt LSup
0.17 8.60 0.02
0.00
0.02
2.26
1.44
1.73
1.45
2.24
0.03
1.15
0.96
1.21
0.99
0.94
0.00
-1.45
-0.52
-0.78
-0.77
-0.53
-1.42
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RSup
0.02 5.80 0.00
MidS -1.45 5.17 0.28
LSup
1.13 5.37 0.21
RLap
1.21 5.47 0.22
LLap
1.21 5.47 0.22
RSup
1.12 5.37 0.21
MidS -1.42 5.17 0.28
LSup
0.03 5.44 0.01
0
2481
3411
3042
3231
2874
3911
350
-Mom+ShrLoc
UC
---- ---LSup 0.00
RLap 0.23
LLap 0.23
RLap 0.25
LLap 0.25
RLap 0.23
LLap 0.23
LSup 0.00
0.95
0.99
1.21
0.97
1.13
0.02
2.26
1.44
1.73
1.45
2.24
0.03
0.00
Deflect(mm)
Calc Limit
----- ----0.3
-1.9 53.5
-0.3 52.3
-0.8 52.3
-0.8 52.3
-0.3 52.3
-1.8 53.1
0.4
LAP BOLT SHEAR/BEARING:
Bolt = 14.0 (Gr4.6)
Bay -------Left_Lap------Id Calc Shear Bear
UC
---- ----- ----- ----- ---6
5 0.73 10.47 5.58 0.13
4 1.03 10.47 5.58 0.18
3 1.23 10.47 5.58 0.22
2 1.03 10.47 5.58 0.19
1 0.73 10.47 5.58 0.13
-------Right_Lap-----Calc Shear Bear
UC
----- ----- ----- ---0.73 10.47 5.58 0.13
1.03 10.47 5.58 0.18
1.23 10.47 5.58 0.22
1.03 10.47 5.58 0.19
0.73 10.47 5.58 0.13
LOAD ID 9 : 0.6Dead+0.6Wind_Suction1
---------------------------------------------------------------------EAVE
Bay
Id
---LExt
6
5
4
3
2
1
RExt
ANALYSIS:
--------Shear(kN)-------Left
Left Right Right
Sup
Lap
Lap
Sup
----- ----- ----- ----0.00
0.17
-1.36
1.73
2.15
-1.86 -1.44
1.37
1.57
-1.66 -1.47
1.58
1.77
-1.77 -1.57
1.47
1.66
-1.57 -1.38
1.44
1.86
-2.14 -1.72
1.35
-0.19
0.00
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
---- ---- ------ ----- ---LExt RSup
0.17 8.60 0.02
6 RLap
1.73 8.60 0.20
5 LLap -1.44 8.60 0.17
4 RLap
1.58 8.60 0.18
3 LLap -1.57 8.60 0.18
2 RLap
1.44 8.60 0.17
--------------Moment(kN-m)-------------Left
Left
MidSpan
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
0.00
0
-0.03
-0.03
1.66
2481 -1.09 -2.58
-2.58 -1.31
0.60
3411 -1.13 -1.64
-1.64 -1.10
0.89
3042 -1.39 -1.97
-1.97 -1.39
0.88
3231 -1.10 -1.65
-1.65 -1.14
0.61
2874 -1.29 -2.56
-2.56 -1.07
1.63
3911
-0.03
-0.03
0.00
350
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RSup -0.03 5.17 0.00
MidS
1.66 5.27 0.31
LLap -1.31 5.17 0.25
RLap -1.39 5.17 0.27
LLap -1.39 5.17 0.27
RLap -1.29 5.17 0.25
Sheet 224 of 231
-Mom+ShrLoc
UC
---- ---LSup 0.00
RLap 0.26
LLap 0.26
RLap 0.28
LLap 0.28
RLap 0.26
Deflect(mm)
Calc Limit
----- -----1.0
5.6 53.5
0.8 52.3
2.2 52.3
2.2 52.3
0.8 52.3
1
RExt
LLap
LSup
-1.72
-0.19
8.60 0.20
8.60 0.02
MidS
LSup
1.63
-0.03
5.27 0.31
5.17 0.01
LLap 0.26
LSup 0.00
5.4
-1.1
53.1
LAP BOLT SHEAR/BEARING:
Bolt = 14.0 (Gr4.6)
Bay -------Left_Lap------Id Calc Shear Bear
UC
---- ----- ----- ----- ---6
5 0.84 10.47 5.58 0.15
4 1.18 10.47 5.58 0.21
3 1.41 10.47 5.58 0.25
2 1.18 10.47 5.58 0.21
1 0.83 10.47 5.58 0.15
-------Right_Lap-----Calc Shear Bear
UC
----- ----- ----- ---0.84 10.47 5.58 0.15
1.18 10.47 5.58 0.21
1.41 10.47 5.58 0.25
1.18 10.47 5.58 0.21
0.83 10.47 5.58 0.15
LOAD ID 10 : Dead+Collateral+2.0PAT_LL_1
---------------------------------------------------------------------EAVE
Bay
Id
---LExt
6
5
4
3
2
1
RExt
ANALYSIS:
--------Shear(kN)-------Left
Left Right Right
Sup
Lap
Lap
Sup
----- ----- ----- ----0.00
-0.17
1.34
-1.76 -2.18
1.97
1.55 -1.29 -1.48
0.89
0.80 -0.69 -0.79
0.84
0.75 -0.74 -0.84
0.78
0.68 -0.70 -0.90
1.05
0.84
-0.66
0.09
0.00
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
---- ---- ------ ----- ---LExt RSup -0.17 8.60 0.02
6 RLap -1.76 8.60 0.20
5 LLap
1.55 8.60 0.18
4 LLap
0.80 8.60 0.09
3 LLap
0.75 8.60 0.09
2 RLap -0.70 8.60 0.08
1 LLap
0.84 8.60 0.10
RExt LSup
0.09 8.60 0.01
--------------Moment(kN-m)-------------Left
Left
MidSpan
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
0.00
0
0.03
0.03
-1.61
2444
1.21
2.72
2.72
1.37 -0.80
3585
0.70
1.18
1.18
0.89 -0.30
3332
0.60
0.86
0.86
0.58 -0.47
3148
0.56
0.84
0.84
0.58 -0.28
2897
0.63
1.24
1.24
0.52 -0.80
3906
0.02
0.02
0.00
350
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RSup
0.03 5.80 0.00
MidS -1.61 5.17 0.31
LSup
1.36 5.37 0.25
LLap
0.89 5.38 0.16
LLap
0.58 5.52 0.10
RSup
0.62 5.37 0.12
MidS -0.80 5.17 0.15
LSup
0.02 5.44 0.00
-Mom+ShrLoc
UC
---- ---LSup 0.00
RLap 0.28
LLap 0.28
LLap 0.17
LLap 0.12
RLap 0.13
LLap 0.13
LSup 0.00
Deflect(mm)
Calc Limit
----- ----0.4
-2.2 35.7
-1.1 34.9
0.6 34.9
-0.2 34.9
0.0 34.9
0.0 35.4
0.0
LAP BOLT SHEAR/BEARING:
Bolt = 14.0 (Gr4.6)
Bay -------Left_Lap------Id Calc Shear Bear
UC
---- ----- ----- ----- ---6
5 0.88 10.47 5.58 0.16
4 0.85 10.47 5.58 0.15
3 0.61 10.47 5.58 0.11
2 0.60 10.47 5.58 0.11
1 0.40 10.47 5.58 0.07
-------Right_Lap-----Calc Shear Bear
UC
----- ----- ----- ---0.88 10.47 5.58 0.16
0.85 10.47 5.58 0.15
0.61 10.47 5.58 0.11
0.60 10.47 5.58 0.11
0.40 10.47 5.58 0.07
LOAD ID 11 : Dead+Collateral+2.0PAT_LL_2
----------------------------------------------------------------------
Sheet 225 of 231
EAVE
Bay
Id
---LExt
6
5
4
3
2
1
RExt
ANALYSIS:
--------Shear(kN)-------Left
Left Right Right
Sup
Lap
Lap
Sup
----- ----- ----- ----0.00
-0.08
0.60
-0.91 -1.12
1.67
1.24 -1.59 -1.78
1.83
1.63 -1.43 -1.62
0.95
0.86 -0.63 -0.73
0.74
0.65 -0.73 -0.94
1.05
0.85
-0.65
0.09
0.00
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
---- ---- ------ ----- ---LExt RSup -0.08 8.60 0.01
6 RLap -0.91 8.60 0.11
5 RLap -1.59 8.60 0.18
4 LLap
1.63 8.60 0.19
3 LLap
0.86 8.60 0.10
2 RLap -0.73 8.60 0.08
1 LLap
0.85 8.60 0.10
RExt LSup
0.09 8.60 0.01
--------------Moment(kN-m)-------------Left
Left
MidSpan
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
0.00
0
0.01
0.01
-0.66
2239
0.90
1.68
1.68
0.56 -0.84
3032
1.45
2.04
2.04
1.44 -0.99
3323
0.87
1.40
1.40
1.09 -0.30
3565
0.45
0.68
0.68
0.44 -0.35
2779
0.64
1.29
1.29
0.56 -0.78
3931
0.02
0.02
0.00
350
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RSup
0.01 5.80 0.00
RLap
0.90 5.46 0.16
RLap
1.45 5.45 0.27
LLap
1.44 5.47 0.26
LLap
1.09 5.35 0.20
RSup
0.64 5.37 0.12
MidS -0.78 5.17 0.15
LSup
0.02 5.44 0.00
-Mom+ShrLoc
UC
---- ---LSup 0.00
RLap 0.17
RLap 0.29
LLap 0.29
LLap 0.20
RLap 0.13
LLap 0.13
LSup 0.00
Deflect(mm)
Calc Limit
----- -----0.1
0.9 35.7
-1.5 34.9
-1.4 34.9
0.7 34.9
-0.2 34.9
0.1 35.4
0.0
LAP BOLT SHEAR/BEARING:
Bolt = 14.0 (Gr4.6)
Bay -------Left_Lap------Id Calc Shear Bear
UC
---- ----- ----- ----- ---6
5 0.55 10.47 5.58 0.10
4 1.46 10.47 5.58 0.26
3 1.00 10.47 5.58 0.18
2 0.49 10.47 5.58 0.09
1 0.42 10.47 5.58 0.07
-------Right_Lap-----Calc Shear Bear
UC
----- ----- ----- ---0.55 10.47 5.58 0.10
1.46 10.47 5.58 0.26
1.00 10.47 5.58 0.18
0.49 10.47 5.58 0.09
0.42 10.47 5.58 0.07
LOAD ID 12 : Dead+Collateral+2.0PAT_LL_3
---------------------------------------------------------------------EAVE
Bay
Id
---LExt
6
5
4
3
2
1
RExt
ANALYSIS:
--------Shear(kN)-------Left
Left Right Right
Sup
Lap
Lap
Sup
----- ----- ----- ----0.00
-0.08
0.68
-0.83 -1.04
0.82
0.62 -0.76 -0.86
1.57
1.38 -1.68 -1.88
1.87
1.68 -1.38 -1.57
0.86
0.77 -0.62 -0.82
1.03
0.82
-0.68
0.09
0.00
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
---- ---- ------ ----- ---LExt RSup -0.08 8.60 0.01
--------------Moment(kN-m)-------------Left
Left
MidSpan
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
0.00
0
0.01
0.01
-0.86
2551
0.43
1.14
1.14
0.59 -0.12
3078
0.96
1.24
1.24
0.73 -1.00
2861
1.57
2.20
2.20
1.57 -1.00
3413
0.73
1.25
1.25
0.96 -0.13
3207
0.58
1.13
1.13
0.42 -0.84
3840
0.02
0.02
0.00
350
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RSup
0.01 5.80 0.00
Sheet 226 of 231
-Mom+ShrLoc
UC
---- ---LSup 0.00
Deflect(mm)
Calc Limit
----- ----0.0
6
5
4
3
2
1
RExt
RLap
RLap
RLap
LLap
LLap
LLap
LSup
-0.83
-0.76
-1.68
1.68
0.77
0.82
0.09
8.60
8.60
8.60
8.60
8.60
8.60
8.60
0.10
0.09
0.20
0.20
0.09
0.10
0.01
MidS
RLap
RLap
LLap
LLap
MidS
LSup
-0.86
0.96
1.57
1.57
0.96
-0.84
0.02
5.17
5.33
5.45
5.45
5.33
5.17
5.44
0.17
0.18
0.29
0.29
0.18
0.16
0.00
RLap
RLap
RLap
LLap
LLap
LLap
LSup
0.12
0.17
0.31
0.31
0.17
0.12
0.00
-0.3
0.7
-1.4
-1.4
0.7
-0.3
0.0
35.7
34.9
34.9
34.9
34.9
35.4
LAP BOLT SHEAR/BEARING:
Bolt = 14.0 (Gr4.6)
Bay -------Left_Lap------Id Calc Shear Bear
UC
---- ----- ----- ----- ---6
5 0.37 10.47 5.58 0.07
4 0.89 10.47 5.58 0.16
3 1.57 10.47 5.58 0.28
2 0.89 10.47 5.58 0.16
1 0.37 10.47 5.58 0.07
-------Right_Lap-----Calc Shear Bear
UC
----- ----- ----- ---0.37 10.47 5.58 0.07
0.89 10.47 5.58 0.16
1.57 10.47 5.58 0.28
0.89 10.47 5.58 0.16
0.37 10.47 5.58 0.07
LOAD ID 13 : Dead+Collateral+2.0PAT_LL_4
---------------------------------------------------------------------EAVE
Bay
Id
---LExt
6
5
4
3
2
1
RExt
ANALYSIS:
--------Shear(kN)-------Left
Left Right Right
Sup
Lap
Lap
Sup
----- ----- ----- ----0.00
-0.08
0.66
-0.85 -1.06
0.94
0.73 -0.65 -0.74
0.73
0.63 -0.86 -0.96
1.62
1.43 -1.63 -1.83
1.78
1.59 -1.24 -1.66
1.11
0.91
-0.59
0.09
0.00
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
---- ---- ------ ----- ---LExt RSup -0.08 8.60 0.01
6 RLap -0.85 8.60 0.10
5 LLap
0.73 8.60 0.09
4 RLap -0.86 8.60 0.10
3 RLap -1.63 8.60 0.19
2 LLap
1.59 8.60 0.19
1 LLap
0.91 8.60 0.11
RExt LSup
0.09 8.60 0.01
--------------Moment(kN-m)-------------Left
Left
MidSpan
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
0.00
0
0.01
0.01
-0.80
2461
0.56
1.30
1.30
0.66 -0.35
3505
0.44
0.68
0.68
0.44 -0.30
2708
1.09
1.40
1.40
0.87 -0.99
2951
1.44
2.05
2.05
1.46 -0.85
3247
0.55
1.67
1.67
0.89 -0.64
4155
0.02
0.02
0.00
350
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RSup
0.01 5.80 0.00
MidS -0.80 5.17 0.15
LSup
0.65 5.37 0.12
RLap
1.09 5.35 0.20
RLap
1.44 5.47 0.26
LLap
1.46 5.45 0.27
LLap
0.89 5.46 0.16
LSup
0.02 5.44 0.00
LAP BOLT SHEAR/BEARING:
Bolt = 14.0 (Gr4.6)
Bay -------Left_Lap------Id Calc Shear Bear
UC
---- ----- ----- ----- ---6
5 0.42 10.47 5.58 0.08
4 0.49 10.47 5.58 0.09
3 1.00 10.47 5.58 0.18
2 1.46 10.47 5.58 0.26
-------Right_Lap-----Calc Shear Bear
UC
----- ----- ----- ---0.42 10.47 5.58 0.08
0.49 10.47 5.58 0.09
1.00 10.47 5.58 0.18
1.46 10.47 5.58 0.26
0.54 10.47 5.58 0.10
Sheet 227 of 231
-Mom+ShrLoc
UC
---- ---LSup 0.00
RLap 0.13
LLap 0.13
RLap 0.20
RLap 0.29
LLap 0.29
LLap 0.17
LSup 0.00
Deflect(mm)
Calc Limit
----- ----0.0
0.1 35.7
-0.2 34.9
0.7 34.9
-1.4 34.9
-1.5 34.9
0.9 35.4
-0.1
1
0.54 10.47
5.58 0.10
LOAD ID 14 : Dead+Collateral+2.0PAT_LL_5
---------------------------------------------------------------------EAVE
Bay
Id
---LExt
6
5
4
3
2
1
RExt
ANALYSIS:
--------Shear(kN)-------Left
Left Right Right
Sup
Lap
Lap
Sup
----- ----- ----- ----0.00
-0.08
0.67
-0.85 -1.05
0.91
0.70 -0.68 -0.77
0.84
0.74 -0.75 -0.84
0.79
0.69 -0.80 -0.89
1.48
1.29 -1.54 -1.96
2.17
1.75
-1.33
0.19
0.00
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
---- ---- ------ ----- ---LExt RSup -0.08 8.60 0.01
6 RLap -0.85 8.60 0.10
5 LLap
0.70 8.60 0.08
4 RLap -0.75 8.60 0.09
3 RLap -0.80 8.60 0.09
2 RLap -1.54 8.60 0.18
1 LLap
1.75 8.60 0.20
RExt LSup
0.19 8.60 0.02
--------------Moment(kN-m)-------------Left
Left
MidSpan
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
0.00
0
0.01
0.01
-0.81
2486
0.52
1.26
1.26
0.64 -0.28
3387
0.58
0.84
0.84
0.56 -0.47
3126
0.58
0.86
0.86
0.60 -0.30
2939
0.89
1.19
1.19
0.71 -0.81
2700
1.35
2.70
2.70
1.19 -1.58
3948
0.03
0.03
0.00
350
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RSup
0.01 5.80 0.00
MidS -0.81 5.17 0.16
LSup
0.63 5.37 0.12
RLap
0.58 5.52 0.10
RLap
0.89 5.38 0.17
RSup
1.35 5.37 0.25
MidS -1.58 5.17 0.31
LSup
0.03 5.44 0.01
-Mom+ShrLoc
UC
---- ---LSup 0.00
RLap 0.13
LLap 0.13
RLap 0.12
RLap 0.17
RLap 0.27
LLap 0.27
LSup 0.00
Deflect(mm)
Calc Limit
----- ----0.0
0.0 35.7
0.0 34.9
-0.2 34.9
0.6 34.9
-1.1 34.9
-2.2 35.4
0.5
LAP BOLT SHEAR/BEARING:
Bolt = 14.0 (Gr4.6)
Bay -------Left_Lap------Id Calc Shear Bear
UC
---- ----- ----- ----- ---6
5 0.41 10.47 5.58 0.07
4 0.60 10.47 5.58 0.11
3 0.61 10.47 5.58 0.11
2 0.85 10.47 5.58 0.15
1 0.88 10.47 5.58 0.16
-------Right_Lap-----Calc Shear Bear
UC
----- ----- ----- ---0.41 10.47 5.58 0.07
0.60 10.47 5.58 0.11
0.61 10.47 5.58 0.11
0.85 10.47 5.58 0.15
0.88 10.47 5.58 0.16
LOAD ID 15 : Dead+Collateral+2.0PAT_LL_6
---------------------------------------------------------------------EAVE
Bay
Id
---LExt
6
5
4
3
2
1
RExt
ANALYSIS:
--------Shear(kN)-------Left
Left Right Right
Sup
Lap
Lap
Sup
----- ----- ----- ----0.00
-0.17
1.46
-1.64 -2.06
0.96
0.75 -0.63 -0.72
1.68
1.49 -1.57 -1.76
0.88
0.78 -0.71 -0.80
1.62
1.43 -1.40 -1.83
1.15
0.94
-0.56
0.09
0.00
--------------Moment(kN-m)-------------Left
Left
MidSpan
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
0.00
0
0.03
0.03
-1.92
2662
0.53
1.96
1.96
1.30
0.25
3575
0.99
1.22
1.22
0.67 -1.36
3065
0.89
1.47
1.47
1.18
0.04
3278
0.97
1.24
1.24
0.70 -1.15
2948
0.65
1.89
1.89
1.09 -0.57
4287
0.02
0.02
0.00
350
0.00
Sheet 228 of 231
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
---- ---- ------ ----- ---LExt RSup -0.17 8.60 0.02
6 RLap -1.64 8.60 0.19
5 LLap
0.75 8.60 0.09
4 RLap -1.57 8.60 0.18
3 LLap
0.78 8.60 0.09
2 LLap
1.43 8.60 0.17
1 LLap
0.94 8.60 0.11
RExt LSup
0.09 8.60 0.01
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RSup
0.03 5.80 0.00
MidS -1.92 5.17 0.37
LLap
1.30 5.31 0.24
MidS -1.36 5.17 0.26
LLap
1.18 5.31 0.22
MidS -1.15 5.17 0.22
LLap
1.09 5.41 0.20
LSup
0.02 5.44 0.00
-Mom+ShrLoc
UC
---- ---LSup 0.00
RLap 0.21
LLap 0.22
RLap 0.23
LLap 0.20
LLap 0.20
LLap 0.20
LSup 0.00
Deflect(mm)
Calc Limit
----- ----0.6
-4.0 35.7
2.4 34.9
-3.1 34.9
2.1 34.9
-2.8 34.9
1.4 35.4
-0.2
LAP BOLT SHEAR/BEARING:
Bolt = 14.0 (Gr4.6)
Bay -------Left_Lap------Id Calc Shear Bear
UC
---- ----- ----- ----- ---6
5 0.64 10.47 5.58 0.11
4 0.87 10.47 5.58 0.16
3 1.05 10.47 5.58 0.19
2 0.88 10.47 5.58 0.16
1 0.61 10.47 5.58 0.11
-------Right_Lap-----Calc Shear Bear
UC
----- ----- ----- ---0.64 10.47 5.58 0.11
0.87 10.47 5.58 0.16
1.05 10.47 5.58 0.19
0.88 10.47 5.58 0.16
0.61 10.47 5.58 0.11
LOAD ID 16 : Dead+Collateral+2.0PAT_LL_7
---------------------------------------------------------------------EAVE
Bay
Id
---LExt
6
5
4
3
2
1
RExt
ANALYSIS:
--------Shear(kN)-------Left
Left Right Right
Sup
Lap
Lap
Sup
----- ----- ----- ----0.00
-0.08
0.56
-0.95 -1.15
1.83
1.41 -1.42 -1.62
0.80
0.71 -0.78 -0.88
1.76
1.57 -1.49 -1.69
0.73
0.64 -0.75 -0.95
2.05
1.63
-1.45
0.19
0.00
STRENGTH/DEFLECTION:
Bay -------Shear(kN)-----Id Loc
Calc Limit
UC
---- ---- ------ ----- ---LExt RSup -0.08 8.60 0.01
6 RLap -0.95 8.60 0.11
5 RLap -1.42 8.60 0.17
4 RLap -0.78 8.60 0.09
3 LLap
1.57 8.60 0.18
2 RLap -0.75 8.60 0.09
1 LLap
1.63 8.60 0.19
RExt LSup
0.19 8.60 0.02
--------------Moment(kN-m)-------------Left
Left
MidSpan
Right Right
Sup
Lap
Mom
Loc
Lap
Sup
----- ----- ----- ----- ----- ----0.00
0.00
0
0.01
0.01
-0.58
2110
1.09
1.90
1.90
0.66 -1.14
3331
0.70
1.24
1.24
0.97
0.03
2997
1.18
1.47
1.47
0.89 -1.35
3207
0.67
1.23
1.23
0.99
0.24
2723
1.27
1.93
1.93
0.51 -1.89
3728
0.03
0.03
0.00
350
0.00
-----Moment(kN-m)----Loc
Calc Limit
UC
---- ------ ----- ---RSup
0.01 5.80 0.00
RLap
1.09 5.41 0.20
MidS -1.14 5.17 0.22
RLap
1.18 5.31 0.22
MidS -1.35 5.17 0.26
RLap
1.27 5.31 0.24
MidS -1.89 5.17 0.37
LSup
0.03 5.44 0.01
LAP BOLT SHEAR/BEARING:
Bolt = 14.0 (Gr4.6)
Bay -------Left_Lap------Id Calc Shear Bear
UC
---- ----- ----- ----- ----
-------Right_Lap-----Calc Shear Bear
UC
----- ----- ----- ----
Sheet 229 of 231
-Mom+ShrLoc
UC
---- ---LSup 0.00
RLap 0.20
RLap 0.20
RLap 0.20
LLap 0.23
RLap 0.21
LLap 0.20
LSup 0.00
Deflect(mm)
Calc Limit
----- -----0.2
1.5 35.7
-2.8 34.9
2.1 34.9
-3.1 34.9
2.4 34.9
-3.9 35.4
0.7
6
5
4
3
2
1
0.62
0.88
1.05
0.88
0.63
10.47
10.47
10.47
10.47
10.47
5.58
5.58
5.58
5.58
5.58
0.11
0.16
0.19
0.16
0.11
0.62
0.88
1.05
0.88
0.63
10.47
10.47
10.47
10.47
10.47
5.58
5.58
5.58
5.58
5.58
0.11
0.16
0.19
0.16
0.11
Sheet 230 of 231
D.3) End Wall Bracing:
================================================================================
Dalal_Setup
Endwall Diagonal Bracing Summary
1/31/22 6:27pm
================================================================================
PANEL SHEAR WITH NO BRACING:
Base
Length
-----24980
---Wind--Load Calc
---- ----14 727.9
--SeismicLoad Calc
---- ----22 478.8
DIAGONAL BRACE LAYOUT:
Bay Brace_Locate
Bay
Id Start
End Width
--- ----- ----- ----1
0
5000
6514
5000 11020
6514
4
0
5000
6514
5000 11020
6514
Limit
-----1000.0
Design
Length
-----8212
8870
8212
8870
------Diag_Brace----Type
Size Part
---- ----- -------C
12.7 CABLE-12
C
12.7 CABLE-12
C
12.7 CABLE-12
C
12.7 CABLE-12
DIAGONAL BRACE STRENGTH:
Bay Brace_Locate -----Wind(kN)----Id Start
End Load
Calc Limit
--- ----- ----- ---- ----- ----1
0
5000
14
11.47 62.00
5000 11020
14
12.38 62.00
4
0
5000
14
11.47 62.00
5000 11020
14
12.38 62.00
COLUMN BASE REACTIONS:
Bay Col
------Wind_Max-----Id
Id
Load Horz Vert(+/-)
--- ------ ----- --------1
1
16 -9.10
15.39
1
2
41
9.10
15.39
4
4
16 -9.10
15.39
4
5
41
9.10
15.39
----Seismic(kN)--Load
Calc Limit
---- ----- ----22
7.54 62.00
22
8.15 62.00
22
7.54 62.00
22
8.15 62.00
----KL/R--Calc Limit
----- -----
Max
UC
---0.18
0.20
0.18
0.20
-----Seismic_Max---Load Horz Vert(+/-)
---- ----- --------48 -5.98
10.12
43
5.98
10.12
48 -5.98
10.12
43
5.98
10.12
LOAD COMBINATIONS:
-----------------Column Loads
16 - Dead+0.6Wind_Left2+0.6Wind_Suction
41 - 0.6Dead+0.6Wind_Right2+0.6Wind_Suction
43 - 1.07Dead+1.07Collateral-0.7Seismic
48 - 0.53Dead+0.7Seismic
Bracing Loads
14 - 0.6Dead+0.6Wind_Right2+0.6Wind_Suction
22 - 0.53Dead-0.7Seismic
================================================================================
Dalal_Setup
Warning Summary
1/31/22 6:27pm
================================================================================
.. No Warnings
Sheet 231 of 231
4. PEB DESIGN DRAWINGS
ANCHOR BOLT 4 M20
GROUT 50mm
GENERAL SHEET NOTES
ANCHOR BOLT 4 M20
GROUT 50mm
400
1'
3
2
5'
4
140
120
329
25980
O/O OF STEEL LINE
G
5'
APPR.
270
DATE
G
TO
BUILDING OUT
TO
B
BUILDING OUT
270
B
US Army Corps
of Engineers ®
Middle East District
75 60 60 75
75 60 60 75
400
329
120
140
1'
9383
A'
A'
A
E
C
P.D(100B)
450
DET A
C
C
D
X- BRACING
A
DET B
ANCHOR BOLT 4 M20
GROUT 50mm
ANCHOR BOLT 4 M20
GROUT 50mm
BUILDING OUT
A'
X- BRACING
A'
220
BUILDING OUT
A'
220
BUILDING OUT
2
3
4
M16
400
90
80
100
DESCRIPTION
24
5
C
DATE
APPR. MARK
5'
M20
500
110
100
150
30
125
M24
600
140
128
150
40
125
M30
900
170
160
175
50
150
M36 1000 210
192
175
60
ANCHOR BOLT SCHEDULE (HOOKED)
0
5
10
1:150
SIZE:
DIM. NOTE & NORTH
N
UNLESS OTHERWISE NOTED, LINEAR
DIMENSIONS SHOWN ARE IN METERS.
SHEET ID
-
ST-01
ANCHOR BOLT SETTING PLAN
AS SHOWN
FILE NAME:
W912ER20D0002
CONTRACT NO.:
SUBMITTED BY:
AM
KMH
2022-01-31
SOLICITATION NO.:
GRAPHIC SCALE
BICYCLE LANE
B
C
D
R
SIZE A
PROJECTION
(d) (mm) (mm) (mm) (mm) (mm) LENGTH (mm)
1'
CKD BY:
ANCHOR BOLT
G'
6720
DWN BY:
DATE:
60 60 75
390
DET G
2-WAY TRAFFIC
PATTON BLVD BICYCLE LANE
KUWAIT
6270
G'
BUILDING OUT
ZONE - 2 PATTON BLVD
450
6270
400
TYPICAL EMBEDMENT DETAIL FOR ANCHOR
G
US Army Corps
of Engineers
Middle East District
6275
P.D(100A)
6720
G
140
270
G
4137
F
120
DESIGNED BY:
6275
329
1'
G'
KEY PLAN
ANCHOR BOLT 4 M20
GROUT 50mm
A
G
50
DET E
DET F
G'
G
120
PLOT SCALE: PLOT DATE:
329
1'
F
DESCRIPTION
135
G'
5'
A
ISSUED FOR APPROVAL
390
BUILDING OUT
A
60 60
G
00
390
220
10217
B
A'
329
60 60 75
120
BUILDING OUT
E
31-1-2022
ANCHOR BOLT 4 M20
GROUT 50mm
BUILDING OUT
6275
X- BRACING
G'
P.D(100C)
X- BRACING
DET D
BUILDING OUT
F
G
SHEET KEYNOTES
MARK
DET C
140
329
5'
400
OFFICE(101)
A
120
4
A'
D
A
B
TO
ANCHOR BOLT 4 M20
GROUT 50mm
FFL +0.0
E
BUILDING OUT
50
C
A
B
60 60
50 60 60 50
270
38550
O/O OF STEEL LINE
D
A
135
135
A
6275
B
390
390
B
2
C
A
390
A
6275
B
X- BRACING
B
X- BRACING
A
60 60
390
390
6275
A'
4
5'
25980 OUT-TO-OUT OF STEEL
6270
6270
6720
PURLIN
LAP
6720
A'
E-6
P-8(Strut)
P-1(Typ)
P-6(Typ)
6725
SI-1
SI-1
SI-1
SI-1
SI-1
SI-1
SI-1
SI-1
SI-1
SI-1
SI-1
SI-1
SI-1
SI-1
SI-1
SI-1
SI-1
SI-1
SI-1
SI-1
SI-1
SI-1
SI-1
SI-1
P-8(Strut)
E-1
805
US Army Corps
of Engineers ®
Middle East District
E-4
P-9(Strut)
P-2(Typ)
P-4(Typ)
DESCRIPTION
CB
-9
0
APPR. MARK
CB
-9
E-3
31-1-2022
E-3
P-9(Strut)
385
ISSUED FOR APPROVAL
P-9(Strut)
P-3(Typ)
P-3(Typ)
P-9(Strut)
E-3
6275
385
00
0
5
10
1:150
G'
DIM. NOTE & NORTH
ROOF FRAMING PLAN
N
SAG ROD DETAIL
(AT INTERMEDIATE)
UNLESS OTHERWISE NOTED, LINEAR
DIMENSIONS SHOWN ARE IN METERS.
FILE NAME:
SIZE:
CAMP BUEHRING, KUWAT
5
CONSTRUCT CH-47 WEATHER SHELTER B
JOC TO NO: W912ER21F0161
E-7
P-10(Strut)
P-5(Typ)
P-7(Typ)
P-10(Strut)
E-5
6725
805
GRAPHIC SCALE
SHEET ID
-
ST-02
ROOF FRAMING PLAN
W912ER20D0002
US Army Corps
of Engineers
Middle East District
805
F
PLOT SCALE: PLOT DATE:
CONTRACT NO.:
SUBMITTED BY:
2022-01-31
SOLICITATION NO.:
AM
KMH
DESIGNED BY:
E-2
P-9(Strut)
P-4(Typ)
P-2(Typ)
P-9(Strut)
E-4
6275
385
E
CKD BY:
-9
385
DATE:
TYP. PURLIN DETAIL
DWN BY:
KEY PLAN
CB
10
CB
-
10
CB
-
-9
B
C
P-3(Typ)
6275
10
CB
-9
P-3(Typ)
E-3
P-9(Strut)
10
-9
CB
CB
CB
MARK
385
D
DATE
-9
-1
0
CB
CB
CB
-1
0
SHEET KEYNOTES
385
C
DESCRIPTION
0
P-9(Strut)
E-2
6275
-1
-1
-9
CB
CB
CB
38550 OUT-TO-OUT OF STEEL
GENERAL SHEET NOTES
805
B
MEMBER TABLE ROOF PLAN
MARK
PART
P-1
Z250x150
P-2
Z250x150
P-3
Z250x150
P-4
Z250x150
P-5
Z250x150
P-6
Z250x150
P-7
Z250x150
P-8
Z250x150
P-9
Z250x150
P-10
Z250x150
E-1
Z250x150
E-2
Z250x150
E-3
Z250x150
E-4
Z250x150
E-5
Z250x150
E-6
Z250x150
E-7
Z250x150
SI-1
SAG ROD 12 mm
CB-9
CABLE-12
CB-10
CABLE-12
APPR.
3
2
DATE
1'
800/ 501
500/ 500
Web Plate
Thick
Length
6
6
5
3243
9000
Outside Flange
W x Thk x Length
250 x 8 x 6000
250 x 10 x BAL.
Inside Flange
W x Thk x Length
250 x 12 x 6000
250 x 15 x BAL.
200 x 8
175 x 8 x 6000
175 x 10 x 3000
200 x 10
175 x 8 x 6000
175 x 6 x 3000
US Army Corps
of Engineers ®
Middle East District
DATE
RF1-2
RF1-3
GENERAL SHEET NOTES
APPR.
MEMBER TABLE
Web Depth
Mark
Start/End
RF1-1
350/ 550
12
12 @ 975
12 @ 975
Strut
RIGID FRAME G.L B to F
24
20
Bolt Dia=
Plate Thk=
20
15
5
90
90
90
0
5
10
1:150
DIM. NOTE & NORTH
SIZE:
CAMP BUEHRING, KUWAT
Bolt Dia=
Plate Thk=
CONSTRUCT CH-47 WEATHER SHELTER B
JOC TO NO: W912ER21F0161
GRAPHIC SCALE
90
75
100
SP-1
SP-2
N
UNLESS OTHERWISE NOTED, LINEAR
DIMENSIONS SHOWN ARE IN METERS.
SHEET ID
-
ST-03
DATE
APPR. MARK
5'
DESCRIPTION
31-1-2022
FILE NAME:
W912ER20D0002
US Army Corps
of Engineers
Middle East District
25980 OUT-TO-OUT OF STEEL
1'
PLOT SCALE: PLOT DATE:
CONTRACT NO.:
SUBMITTED BY:
2022-01-31
SOLICITATION NO.:
AM
KMH
DESIGNED BY:
CKD BY:
DATE:
KEY PLAN
DWN BY:
RF1-1
00
ISSUED FOR APPROVAL
24390 HANGAR DOOR OPENING WIDTH
MARK
SHEET KEYNOTES
1200
1200
RF1-2
SP-1
SP-2
9934 STEEL STRUCTURE CLEAR HEIGHT
RF1-1
1200
1200
1200
1200
1400
SP-1
RF1-2
1200
RF1-3
SP-2
BAL.
RF1-3
SP-2
Strut
10940 EAVE HT.
1
DESCRIPTION
BAL.
BAL.
RIGID FRAME G.L B to F
12
1
345
345
385
805
G-13
TYP.
-6
B
C
385
805
385
805
E-3
E-3
E-2
G-13
G-13
TYP.
G-13
6
B
C
6
APPR.
DATE
E-7
G-21
TYP.U.N.O
TYP.
JB-1
TYP.
JB-1
TYP.
CB
-
6725
385
TYP.
JB-1
TYP.
JB-1
TYP.
1400
G-22
CB
-6
1200
SHEET KEYNOTES
1000.0000
1000 1000 1000
BA
3080
FILE NAME:
W912ER20D0002
PLOT SCALE: PLOT DATE:
CONTRACT NO.:
US Army Corps
of Engineers
Middle East District
SIZE:
SUBMITTED BY:
KEY PLAN
AM
SIDEWALL FRAMING: FRAME LINE 1'
SOLICITATION NO.:
805
KMH
805
2022-01-31
805
805
CKD BY:
GRAPHIC SCALE
5
0
5
10
1:150
DIM. NOTE & NORTH
SAG ROD DETAIL
(AT INTERMEDIATE)
N
UNLESS OTHERWISE NOTED, LINEAR
DIMENSIONS SHOWN ARE IN METERS.
CAMP BUEHRING, KUWAT
805
805
DWN BY:
805
805
CONSTRUCT CH-47 WEATHER SHELTER B
JOC TO NO: W912ER21F0161
805
DATE:
805
2645
DESIGNED BY:
GIRT
LAPS
1000
1000.0000
DESCRIPTION
G-23
DH-1
JB-1
G-19
ISSUED FOR APPROVAL
DJ-3
DJ-3
1450
DJ-3
DJ-3
DJ-3
DH-1
00
1000.0000
DH-1
G-20
DH-1
DJ-3
1200
DH-1
DH-1
1450
-5
1450
C
CB
DJ-3
5
B-
DJ-3
C
CB
-5
2200
1200
5
B-
DH-1
MARK
G-20
DH-1
2200
DJ-3
1200
31-1-2022
1200
DJ-3
10940 EAVE Ht.
E-4
1200
6275
385
385
G-24
TYP.
1200
6275
DESCRIPTION
805
E-6
BAL.
6275
F
APPR. MARK
6275
E
DATE
6725
EAVE
LAPS
D
C
JB-1
TYP.
B
G'
OUT-TO-OUT OF STEEL
US Army Corps
of Engineers ®
Middle East District
SHEET ID
-
ST-04
SIDEWALL FRAMING: FRAME LINE 1'
38550
GENERAL SHEET NOTES
JB-1
TYP.
A'
MEMBER TABLE
FRAME LINE E
MARK
PART
DJ-3
C200x150
DH-1
C200x150
E-2
Z250x150
E-3
Z250x150
E-4
Z250x150
E-6
Z250x150
E-7
Z250x150
G-13
Z200x150
G-19
Z200x150
G-20
Z200x300
G-21
Z200x150
G-22
Z200x300
G-23
Z200x150
G-24
Z200x300
JB-1
SROD12
CB-5
CABLE-12
CB-6
CABLE-12
F
E
6725
EAVE
LAPS
6275
805
805
C
B
6275
385
G-12
TYP.
1400
385
385
6275
6725
385
385
805
385
805
E-2
E-3
E-3
E-4
G-13
G-13
TYP.
G-13
G-13
TYP.
TYP.U.N.O
TYP.
E-5
G-17
TYP.U.N.O
US Army Corps
of Engineers ®
Middle East District
6
B-
1200
CB
6
B-
-6
C
C
JB-1
TYP.
JB-1
TYP.
JB-1
TYP.
1200
JB-1
TYP.
JB-1
TYP.
G-18
JB-1
TYP.
CB
-6
DESCRIPTION
1200
1200
1200
C
5
B-
APPR. MARK
C
JB-1
-5
SHEET KEYNOTES
CB
-5
FILE NAME:
W912ER20D0002
US Army Corps
of Engineers
Middle East District
SIZE:
SUBMITTED BY:
AM
KMH
CONTRACT NO.:
SOLICITATION NO.:
CKD BY:
KEY PLAN
2022-01-31
SIDEWALL FRAMING: FRAME LINE 5'
DESCRIPTION
805
ISSUED FOR APPROVAL
805
00
805
805
MARK
805
805
DWN BY:
GRAPHIC SCALE
5
0
5
10
1:150
DIM. NOTE & NORTH
SAG ROD DETAIL
(AT INTERMEDIATE)
N
UNLESS OTHERWISE NOTED, LINEAR
DIMENSIONS SHOWN ARE IN METERS.
CAMP BUEHRING, KUWAT
805
805
PLOT SCALE: PLOT DATE:
805
CONSTRUCT CH-47 WEATHER SHELTER B
JOC TO NO: W912ER21F0161
805
DATE:
GIRT
LAPS
2645
DESIGNED BY:
2630
1000
31-1-2022
1200
G-16
CB
DATE
G-14
5
B-
SHEET ID
-
ST-05
SIDEWALL FRAMING: FRAME LINE 5'
1200
DJ-3
DH-1
DJ-3
2200
10940 EAVE Ht.
D
6275
E-1
BAL.
OUT-TO-OUT OF STEEL
GENERAL SHEET NOTES
APPR.
38550
A'
DATE
G'
MEMBER TABLE
FRAME LINE A
MARK
PART
DJ-3
C200x150
DH-1
C200x150
E-1
Z250x150
E-2
Z250x150
E-3
Z250x150
E-4
Z250x150
E-5
Z250x150
G-12
Z200x300
G-13
Z200x150
G-14
Z200x150
G-15
Z200x150
G-16
Z200x150
G-17
Z200x150
G-18
Z200x300
JB-1
SROD12
CB-5
CABLE-12
CB-6
CABLE-12
CB-7
CABLE-12
CB-8
CABLE-12
5'
OUT-TO-OUT OF STEEL
2
3
6720
4
6270
6270
6720
12
12
1
1
ER-1
Strut
G-4
ER-1
Strut
G-7
CB
JB-1
TYP.
-2
B
C
-3
B
C
TYP.U.N.O
CB
-2
APPR.
DATE
SHEET KEYNOTES
31-1-2022
1200
TYP.U.N.O
-3
G-9
G-3
TYP.U.N.O
APPR. MARK
1200
G-3
JB-1
TYP.
1200
G-1
TYP.U.N.O
JB-1
TYP.
1200
DESCRIPTION
G-11
G-2
JB-1
TYP.
1200
1200
EC-3
EC-4
2630
Bolt Dia= 20
Plate Thk= 15
90
FILE NAME:
GRAPHIC SCALE
20
15
5
40
90
0
5
10
1:150
90
40
DIM. NOTE & NORTH
CAMP BUEHRING, KUWAT
CONSTRUCT CH-47 WEATHER SHELTER B
JOC TO NO: W912ER21F0161
END WALL COLUMNS CONNECTED WITH
END WALL RAFTER
Bolt Dia=
Plate Thk=
SIZE:
US Army Corps
of Engineers
Middle East District
DESIGNED BY:
ENDWALL FRAMING: FRAME LINE A'
W912ER20D0002
DATE:
KEY PLAN
CONTRACT NO.:
385
SUBMITTED BY:
385
SOLICITATION NO.:
385
385
AM
385
KMH
385
2640
2022-01-31
GIRT
LAPS
EC-5
CKD BY:
EC-2
-4
DWN BY:
EC-1
G-8
CB
DESCRIPTION
1200
-4
B
C
ISSUED FOR APPROVAL
JB-1 DH-1
G-5
-1
DJ-2
CB
1000
-1
B
C
DJ-1
2200
1200
00
G-10
G-6
PLOT SCALE: PLOT DATE:
1200
MARK
10490 EAVE HT.
ER-1
ER-1
US Army Corps
of Engineers ®
Middle East District
75
TYP. CONN. Between Rafter & Rafter
SAG ROD DETAIL
(AT INTERMEDIATE)
DATE
25980
GENERAL SHEET NOTES
N
UNLESS OTHERWISE NOTED, LINEAR
DIMENSIONS SHOWN ARE IN METERS.
SHEET ID
-
ST-06
ENDWALL FRAMING: FRAME LINE A'
1'
MEMBER TABLE
FRAME LINE 1
MARK
PART
LENGTH
EC-1
W350 x 4 / F 150 x 6
EC-2
W350 x 4 / F 175 x 8
EC-3
W350 x 4 / F 200 x 8
EC-4
W350 x 4 / F 175 x 8
EC-5
W350 x 4 / F 150 x 6
ER-1
W250 x 4 / F 150 x 5
DJ-1
C200x150
DJ-2
C200x150
DH-1
C200x150
G-1
Z250x150
G-2
Z250x150
G-3
Z250x150
G-4
Z250x150
G-5
Z250x150
G-6
Z250x300
G-7
Z250x150
G-8
Z250x150
G-9
Z250x150
G-10
Z250x300
G-11
Z250x150
JB-1
SROD12
CB-1
CABLE-12
CB-2
CABLE-12
CB-3
CABLE-12
CB-4
CABLE-12
800/ 501
500/ 500
PO
IPE160
6
5
3243
9000
Outside Flange
W x Thk x Length
250 x 8 x 6000
250 x 10 x BAL.
Inside Flange
W x Thk x Length
250 x 12 x 6000
250 x 15 x BAL.
200 x 8
175 x 8 x 6000
175 x 10 x 3000
200 x 10
175 x 8 x 6000
175 x 6 x 3000
GENERAL SHEET NOTES
US Army Corps
of Engineers ®
Middle East District
APPR.
RF1-2
RF1-3
Web Plate
Thick
Length
6
DATE
MEMBER TABLE
FRAME LINE 1
MARK
PART
G-1
Z200x150
MEMBER TABLE
Web Depth
Mark
Start/End
RF1-1
350/ 550
345
1
DESCRIPTION
BAL.
BAL.
Strut
APPR. MARK
SHEET KEYNOTES
31-1-2022
G-1
24390 HANGAR DOOR OPENING WIDTH
5'
24
20
Bolt Dia=
Plate Thk=
20
15
90
5
5
10
1:150
90
75
100
SP-1
SP-2
C
KI
90
IPE160
KE
R
L
70
*7
90
0
CONSTRUCT CH-47 WEATHER SHELTER B
JOC TO NO: W912ER21F0161
Bolt Dia=
Plate Thk=
FILE NAME:
SIZE:
GRAPHIC SCALE
DIM. NOTE & NORTH
N
UNLESS OTHERWISE NOTED, LINEAR
DIMENSIONS SHOWN ARE IN METERS.
CAMP BUEHRING, KUWAT
END WALL G.L.G'
W912ER20D0002
US Army Corps
of Engineers
Middle East District
25980 OUT-TO-OUT OF STEEL
1'
PLOT SCALE: PLOT DATE:
CONTRACT NO.:
SUBMITTED BY:
2022-01-31
SOLICITATION NO.:
AM
KMH
DESIGNED BY:
DATE:
KEY PLAN
CKD BY:
RF1-1
24421 STEEL STRUCTURE CLEAR WIDTH
DESCRIPTION
G-1
ISSUED FOR APPROVAL
G-1
RF1-2
00
G-1
PO
MARK
PO
SP-1
PO
RF1-3
G-1
SP-2
SP-2
G-1
G-1
PO
9350 HANGAR DOOR OPENING HEIGHT
RF1-1
RF1-3
G-1
SP-2
RF1-2
10940 EAVE HT.
SP-1
Strut
DWN BY:
1
12
12 @ 975
12 @ 975
SHEET ID
-
ST-07
DATE
12
END WALL G.L.G'
345
1'
2
3
4
GENERAL SHEET NOTES
5'
US Army Corps
of Engineers ®
Middle East District
A'
APPR.
25980
O/O OF STEEL LINE
450
DATE
A'
A
6275
A
RIDGE CAP
DESCRIPTION
B
DATE
SHEET KEYNOTES
F
6275
GUTTER
6720
6270
6270
G
G'
6720
5
0
5
10
1:150
PANEL SPLICE DETAIL
1'
2
3
4
ROOF SHEETING PLAN
5'
DIM. NOTE & NORTH
N
UNLESS OTHERWISE NOTED, LINEAR
DIMENSIONS SHOWN ARE IN METERS.
DESCRIPTION
SIZE:
SHEET ID
-
ST-08
ROOF SHEETING PLAN
ISSUED FOR APPROVAL
00
FILE NAME:
W912ER20D0002
CAMP BUEHRING, KUWAT
G'
GRAPHIC SCALE
CONSTRUCT CH-47 WEATHER SHELTER B
JOC TO NO: W912ER21F0161
450
G
PLOT SCALE: PLOT DATE:
SUBMITTED BY:
CONTRACT NO.:
SOLICITATION NO.:
AM
US Army Corps
of Engineers
Middle East District
F
KMH
PANEL DETAIL @ RIDGE
CKD BY:
DESIGNED BY:
6275
DOWNSPOUT
DWN BY:
KEY PLAN
E
DATE:
E
2022-01-31
6275
D
MARK
6275
38550
O/O OF STEEL LINE
D
C
31-1-2022
C
SANDWICH PANEL
EXTERIOR SKIN :0.7 MM ( NOMINAL) GALVANIZED G90
25 MICRON DFT PVDF PAINT RAL1001 (HIGH RIB)
PU CORE: THK.150MM PIR FM APPROVED (R-40) DENSITY
40-42 (KG/M3)
INTERIOR SKIN: 0.5MM (NOMINAL) GALVANIZED G90
25 MICRON DFT POLY ESTER PAINT RAL9010 (SHALLOW RIB)
APPR. MARK
6275
B
GENERAL SHEET NOTES
2
3
4
5'
APPR.
1'
US Army Corps
of Engineers ®
Middle East District
DATE
25980
O/O OF STEEL LINE
12
12
1'
1
W912ER20D0002
CONTRACT NO.:
12
SOLICITATION NO.:
DATE:
KEY PLAN
2022-01-31
25980
O/O OF STEEL LINE
12
DESCRIPTION
2
ISSUED FOR APPROVAL
3
FILE NAME:
SIZE:
US Army Corps
of Engineers
Middle East District
AM
KMH
SUBMITTED BY:
CKD BY:
DWN BY:
GRAPHIC SCALE
0
5
10
1:150
END WALL SHEETING AT G.L.G'
DIM. NOTE & NORTH
N
UNLESS OTHERWISE NOTED, LINEAR
DIMENSIONS SHOWN ARE IN METERS.
CAMP BUEHRING, KUWAT
5
CONSTRUCT CH-47 WEATHER SHELTER B
JOC TO NO: W912ER21F0161
24390
EH=10940
9350
DESIGNED BY:
1
SHEET ID
-
ST-09
END WALL SHEETING
4
PLOT SCALE: PLOT DATE:
5'
00
END WALL SHEETING AT G.L.A'
MARK
31-1-2022
2200
SHEET KEYNOTES
DATE
1000
APPR. MARK
DESCRIPTION
EH=10940
SANDWICH PANEL
EXTERIOR SKIN :0.7 MM ( NOMINAL) GALVANIZED G90
25 MICRON DFT PVDF PAINT RAL1001 (MINOR RIB)
CORE: 75MM PIR FM APPROVED (R-20)
40-42 (KG/M3)
INTERIOR SKIN: 0.5MM (NOMINAL) GALVANIZED G90
25 MICRON DFT POLY ESTER PAINT RAL9010 (SHALLOW RIB)
1
1
BCDEFG
NOTES FOR REACTIONS
5
COLUMN LINE
Dead Load (kN/m2)
Collateral Load (kN/m2)
Live Load (kN/m2)
Wind Speed (KPH )
Wind Code
Exposure
Closed/Open
Seismic Coeff (Fa*Ss)
H
Wind
Suct
Horz
32.0
59.7
61.3
59.7
32.0
Wind_Long1
Horz
Vert
0.0
-13.5
0.7
-41.8
0.0
-26.8
0.0
-27.9
0.7
-12.5
Wind_Right1
Horz
Vert
0.0
5.8
11.1
-52.6
0.0
-33.2
0.0
-33.5
11.1
-38.0
Wind_Long2
Horz
Vert
0.7
-12.5
0.0
-27.9
0.0
-26.8
0.7
-41.8
0.0
-13.5
Wind_Left2
Horz
Vert
15.2
-44.8
0.0
-26.6
0.0
-33.2
15.2
-59.5
0.0
12.7
Seis_Left
Horz
Vert
8.5
-14.3
0.0
14.0
0.0
0.3
8.5
-14.9
0.0
14.8
Wind_Right2
Horz
Vert
0.0
12.7
15.2
-59.5
0.0
-33.2
0.0
-26.6
15.2
-44.8
Seis_Right
Horz
Vert
0.0
14.8
8.5
-14.9
0.0
0.3
0.0
14.0
8.5
-14.3
L_EW
A
1,2
4,5
15.2
15.2
25.6
25.6
4.3
4.3
7.2
7.2
F_SW
5
B,C
D,E
39.6
39.6
64.7
64.7
19.0
19.0
31.0
31.0
R_EW
G
Rigid Frame At Endwall
B_SW
1
B,C
D,E
19.0
19.0
31.0
31.0
39.6
39.6
64.7
64.7
SIGN CONVENSION
DESCRIPTION
GRAPHIC SCALE
5
COLUMNS REACTIONS
0
5
10
1:150
DIM. NOTE & NORTH
N
UNLESS OTHERWISE NOTED, LINEAR
DIMENSIONS SHOWN ARE IN METERS.
SHEET ID
-
ST-11
DATE
APPR. MARK
KEY PLAN
COLUMNS REACTIONS
Wind_Left1
Horz
Vert
11.1
-38.0
0.0
-33.5
0.0
-33.2
11.1
-52.6
0.0
5.8
Col
Line
FILE NAME:
Live
Vert
5.5
14.6
11.3
14.6
5.5
Wall
Loc
Line
SIZE:
Wind
Press
Horz
-28.9
-56.1
-57.5
-56.1
-28.9
BASIC COLUMN REACTIONS (kN)
+
- Reactions (kN)
Wind
Seismic
Horz Vert
Horz Vert
W912ER20D0002
Collat
Vert
2.8
7.6
5.9
7.6
2.8
31-1-2022
BUILDING BRACING REACTIONS
DESCRIPTION
Seismic Load
ISSUED FOR APPROVAL
Seismic L.
00
Seismic Load
Wind load are governed by wind speed , roof slope , eave height ,
importance factor for the building occupancy and open wall conditions of
the building
MARK
Wind L.
BCDEFG
ENDWALL COLUMN:
Col
Dead
Line
Vert
1
5.5
2
11.3
3
10.1
4
11.3
5
5.5
-Seismic_Long
Horiz
Vert
0.0
-76.2
0.0
-76.2
Wind Load
PLOT SCALE: PLOT DATE:
Frame lines:
Seismic_Right
Horiz
Vert
10.6
8.8
10.6
-8.8
Floor live load
L.L
US Army Corps
of Engineers
Middle East District
B*
-Seismic_Left
Horiz
Vert
-10.6
-8.8
-10.6
8.8
SHEET KEYNOTES
Roof live load
CAMP BUEHRING, KUWAT
Column
--Wind_Long2Line
Horiz
Vert
1
0.3
-173.7
5
-189.1
-3.1
L.Lr
CONTRACT NO.:
Frame
Line
B*
B*
Live Load
SUBMITTED BY:
--Wind_Long1Horiz
Vert
3.1
-189.1
-0.3
-173.7
SOLICITATION NO.:
-Wind_Right2Horiz
Vert
4.3
23.8
56.1
-19.4
C.L.
AM
--Wind_Left2Horiz
Vert
-56.1
-19.4
-4.3
23.8
Collateral Load
This includes the self weight of the rigid frame and imposed dead load
due to secondary elements like roof sheeting , purlins , insulation , etc...
KMH
Column -Wind_Right1Horiz
Vert
Line
9.7
-95.1
1
50.8
-138.3
5
D.L.
2022-01-31
Frame
Line
B*
B*
Dead Load
CKD BY:
--Wind_Left1Horiz
Vert
-50.8
-138.3
-9.7
-95.1
DWN BY:
-----Live---Horiz
Vert
17.9
49.0
-17.9
49.0
DESCRIPTION
CONSTRUCT CH-47 WEATHER SHELTER B
JOC TO NO: W912ER21F0161
--CollateralHoriz
Vert
9.3
25.4
-9.3
25.4
SYM.
DATE:
Column
-----Dead---Line
Horiz
Vert
1
9.8
33.6
5
-9.8
33.6
LOAD CASE
DESIGNED BY:
BASIC COLUMN REACTIONS (kN)
Frame
Line
B*
B*
Col
Line
1
2
3
4
5
0.25
0.30
0.58
177
IBC 18
C
Partially
0.71
V
RIGID FRAME:
Frm
Line
A
A
A
A
A
=
=
=
=
=
=
=
=
H
V
Frm
Line
A
A
A
A
A
US Army Corps
of Engineers ®
Middle East District
1. All loading conditions are examined and only maximum/minimum H or V and the
corresponding H or V are reported.
2. Positive reactions are as shown in the sketch. Foundation loads are in
opposite directions.
3. Bracing reactions are in the plane of the brace with the H pointing away
from the braced bay. The vertical reaction is downward.
4. Building reactions are based on the following building data:
APPR.
1
DATE
FRAME LINES:
GENERAL SHEET NOTES
5.
COLUMNS BASE REACTIONS
BCDEFG
NOTES FOR REACTIONS
5
COLUMN LINE
Dead Load (kN/m2)
Collateral Load (kN/m2)
Live Load (kN/m2)
Wind Speed (KPH )
Wind Code
Exposure
Closed/Open
Seismic Coeff (Fa*Ss)
H
Wind
Suct
Horz
32.0
59.7
61.3
59.7
32.0
Wind_Long1
Horz
Vert
0.0
-13.5
0.7
-41.8
0.0
-26.8
0.0
-27.9
0.7
-12.5
Wind_Right1
Horz
Vert
0.0
5.8
11.1
-52.6
0.0
-33.2
0.0
-33.5
11.1
-38.0
Wind_Long2
Horz
Vert
0.7
-12.5
0.0
-27.9
0.0
-26.8
0.7
-41.8
0.0
-13.5
Wind_Left2
Horz
Vert
15.2
-44.8
0.0
-26.6
0.0
-33.2
15.2
-59.5
0.0
12.7
Seis_Left
Horz
Vert
8.5
-14.3
0.0
14.0
0.0
0.3
8.5
-14.9
0.0
14.8
Wind_Right2
Horz
Vert
0.0
12.7
15.2
-59.5
0.0
-33.2
0.0
-26.6
15.2
-44.8
Seis_Right
Horz
Vert
0.0
14.8
8.5
-14.9
0.0
0.3
0.0
14.0
8.5
-14.3
L_EW
A
1,2
4,5
15.2
15.2
25.6
25.6
4.3
4.3
7.2
7.2
F_SW
5
B,C
D,E
39.6
39.6
64.7
64.7
19.0
19.0
31.0
31.0
R_EW
G
Rigid Frame At Endwall
B_SW
1
B,C
D,E
19.0
19.0
31.0
31.0
39.6
39.6
64.7
64.7
SIGN CONVENSION
DESCRIPTION
GRAPHIC SCALE
5
COLUMNS REACTIONS
0
5
10
1:150
DIM. NOTE & NORTH
N
UNLESS OTHERWISE NOTED, LINEAR
DIMENSIONS SHOWN ARE IN METERS.
SHEET ID
-
ST-11
DATE
APPR. MARK
KEY PLAN
FILE NAME:
Wind_Left1
Horz
Vert
11.1
-38.0
0.0
-33.5
0.0
-33.2
11.1
-52.6
0.0
5.8
Col
Line
W912ER20D0002
Live
Vert
5.5
14.6
11.3
14.6
5.5
Wall
Loc
Line
SIZE:
Wind
Press
Horz
-28.9
-56.1
-57.5
-56.1
-28.9
BASIC COLUMN REACTIONS (kN)
+
- Reactions (kN)
Wind
Seismic
Horz Vert
Horz Vert
COLUMNS REACTIONS
BUILDING BRACING REACTIONS
PLOT SCALE: PLOT DATE:
Collat
Vert
2.8
7.6
5.9
7.6
2.8
31-1-2022
Seismic Load
DESCRIPTION
Seismic L.
ISSUED FOR APPROVAL
Seismic Load
Wind load are governed by wind speed , roof slope , eave height ,
importance factor for the building occupancy and open wall conditions of
the building
00
Wind L.
MARK
Wind Load
US Army Corps
of Engineers
Middle East District
Col
Line
1
2
3
4
5
-Seismic_Long
Horiz
Vert
0.0
-76.2
0.0
-76.2
Floor live load
L.L
BCDEFG
ENDWALL COLUMN:
Col
Dead
Line
Vert
1
5.5
2
11.3
3
10.1
4
11.3
5
5.5
Seismic_Right
Horiz
Vert
10.6
8.8
10.6
-8.8
SHEET KEYNOTES
Roof live load
CAMP BUEHRING, KUWAT
Frame lines:
-Seismic_Left
Horiz
Vert
-10.6
-8.8
-10.6
8.8
L.Lr
CONTRACT NO.:
--Wind_Long2Horiz
Vert
0.3
-173.7
-3.1
-189.1
Live Load
SUBMITTED BY:
--Wind_Long1Horiz
Vert
-189.1
3.1
-0.3
-173.7
SOLICITATION NO.:
-Wind_Right2Horiz
Vert
4.3
23.8
56.1
-19.4
C.L.
AM
--Wind_Left2Horiz
Vert
-56.1
-19.4
-4.3
23.8
Collateral Load
This includes the self weight of the rigid frame and imposed dead load
due to secondary elements like roof sheeting , purlins , insulation , etc...
KMH
Column -Wind_Right1Horiz
Vert
Line
9.7
-95.1
1
50.8
-138.3
5
D.L.
2022-01-31
Frame
Line
B*
B*
Dead Load
CKD BY:
--Wind_Left1Horiz
Vert
-50.8
-138.3
-9.7
-95.1
DWN BY:
-----Live---Horiz
Vert
17.9
49.0
-17.9
49.0
DESCRIPTION
CONSTRUCT CH-47 WEATHER SHELTER B
JOC TO NO: W912ER21F0161
--CollateralHoriz
Vert
9.3
25.4
-9.3
25.4
SYM.
DATE:
Column
-----Dead---Line
Horiz
Vert
1
9.8
33.6
5
-9.8
33.6
LOAD CASE
DESIGNED BY:
BASIC COLUMN REACTIONS (kN)
Frame
Line
B*
B*
Frm
Line
A
A
A
A
A
0.25
0.30
0.58
177
IBC 18
C
Partially
0.71
V
RIGID FRAME:
Frm
Line
A
A
A
A
A
=
=
=
=
=
=
=
=
H
V
B*
US Army Corps
of Engineers ®
Middle East District
1. All loading conditions are examined and only maximum/minimum H or V and the
corresponding H or V are reported.
2. Positive reactions are as shown in the sketch. Foundation loads are in
opposite directions.
3. Bracing reactions are in the plane of the brace with the H pointing away
from the braced bay. The vertical reaction is downward.
4. Building reactions are based on the following building data:
APPR.
1
DATE
FRAME LINES:
GENERAL SHEET NOTES
6. SANDWITCH PANELS SPECIFICATIONS ROOF& WALLS
TECHNICAL SUBMITTAL
Date: 29-Dec-2021
TECHNICAL PROPOSAL DETAILS
Scope of Work
Supply & delivery of materials;
-
<FM> Approved PIR insulated metal sandwich panels
-
Flashings & Fixing Accessories (stainless steel screws)
Panel Types
External Wall Panels for Main Building – <FM> Approved
-
Hidden-fix joint external wall panels with invisible screw heads providing a seamless look.
75mm thickness and 1000mm effective cover width. Inner & outer facings with Low Rib
profile
External Roof Panels for Main Building – <FM> Approved
-
Trapezoidal corrugated (40/333) roof & wall panels with 4 crowns. Base thickness of
150mm and crown thickness of 40mm totaling 190mm overall panel thickness and
1000mm effective cover width. Inner facing with Low Rib & outer facing with 40/333
profile.
Page 2/20
Panel Components
*
Insulation Core
: <FM> Approved rigid cellular Fire-Resistant Polyisocyanurate
(PIR) foam with 95% closed-cell content, 40 ± 3 kg/m3 density,
produced in a continuous-line laminator with foam laydown technology.
Thermal conductivity λ = 0.021 W/mK*. Foam Supplier: Bayer,
Germany
Blowing Agent
: Environment-friendly non-CFC n-Pentane 95 gas (Zero ODP)
Metal Facers
: Outer skin 0.70mm thick, Inner skin 0.50mm thick corona treated,
hot-dip galvanized Carbon Steel of grade G90. Metal faces are
covered with transparent protective foil that should be removed after
erection.
Facer Finish
: Outer skin Factory-applied, coil-coating technology, 25µm thick
PVDF finish, RAL 1001 and Inner skin Factory-applied, coil-coating
technology, 25µm thick Polyester finish, RAL 9010.
As per foam laboratory values
Page 2/20
Thermal Performance & Weight
Hidden Fix Wall:
Panel Thickness (mm)
75
Weight (kg/m2)
0.70/0.50mm Steel
11.60
U-value (W/m2K) PIR
0.28
TRP (40/333 Profile):
Panel Thickness (mm)
150
Weight (kg/m2)
0.70/0.50mm Steel
14.70
U-value (W/m2K) PIR
0.13
Page 3/20
Fire Resistance
FM Approvals
Class 1 without height limitations as per
FM Approvals Standards 4880, 4471 and 4881
Surface Flame Spread Test (NFPA 255 – ASTM E84)
Class A as per NFPA 255 and Class 1 as per ASTM E-84.
Fire Classification of Non-Load Bearing Walls (EN 13823, EN 13501-1)
Class B s2 d0 (Equivalent B1 class as per DIN4102)
Mechanical Properties
Property
Min. Value
Expected Value
Standard
Compression Strength
0.10 N/mm2
≥0.10 N/mm2
EN 13165
Tensile Strength
0.08 N/mm2
≥0.10 N/mm2
EN 1607
Shear Strength
0.08 N/mm2
≥0.10 N/mm2
EN 14509
Page 4/20
Panel Sectional Drawing – Trapezoidal Panel (Wall Panel, Roof Panel)
Page 5/20
Panel Sectional Drawing – Hidden Fix Wall Panel
Page 6/20
Flashings & Fixing Accessories
Bended steel accessories are produced using the same steel as in the insulated panel for paint
quality and colour matching. No powder coating is used to prevent different colour fading
between the flashings and panels.
Fixing accessories include but not limited to, screws, rivets, silicone sealant, purlin tapes and
canned spray PUR foam.
FM Approved Panels Comparison
FM Approvals conducts a series of vigorous test procedures in order to guarantee the quality
and performance of insulated panels. A panel carrying the FM Approvals mark has successfully
passed numerous fire & structural performance tests normally not conducted on non-approved
panels. Panels capable of meeting all of FM Approvals performance criteria are more highly
engineered than those meeting only other minimum requirements.
FM Approved panels represent a very high level of quality and trust. Buildings facilitating FM
Approved panels are considered to be low-risk from an insurance point of view. Along with
many other globally known insurers, FM Global provides significant savings on insurance
premiums for building using FM Approved insulated panels.
Although FM Approvals provides a certain level of guarantee on the panels structural & fire
performance, it should be noted that every FM Approved panel having passed the same tests
will not be equal. This is due to the fact that the assembly details during testing is left to the
discretion of the panel manufacturer and two different manufacturers may have passed the
same test with completely different installation details. The installation details/methodology
followed during testing should be checked & verified by the users as some manufacturers’
methods are specifically modified to ensure their success in the tests but are not realistically
followable in real life projects, bringing into question the real quality and performance of their
panels. Details of tested assemblies are available on www.ApprovalGuide.com &
www.RoofNav.com, websites owned & managed by FM Approvals.
EIP FM Approved
PIR Insulated Panels
Other Non-FM Approved
Insulated Panels
16ft Parallel Panel Fire
Unlimited Height
Not-conducted
Room Fire - ISO 9705
Passed
Not-conducted
Surface Burning Characteristics - ASTM E84
Passed
Not-conducted
Combustibility from Below Roof Assembly
Passed
Not-conducted
Combustibility from Above Roof Assembly
Passed
Not-conducted
Wind Uplift Resistance
Passed
Not-conducted
Foot Traffic Resistance
Passed
Not-conducted
Test Criteria
Page 9/20
EIP FM Approved
PIR Insulated Panels
Other Non-FM Approved
Insulated Panels
Hail Damage Resistance
Passed
Not-conducted
Simulated Wind Load
Passed
Not-conducted
Test Criteria
- 16 ft. Parallel Panel Fire
In this test 2 panels are placed parallel to each other with a propane gas ignition source in
between. Panels having passed this test are guaranteed to remain below a given chemical heat
and smoke release rate and don't display any signs of fire propagation in a simulated
intermediate scale fire designed to incorporates many important features of large-scale fire
growth.
- Room Fire
In this test a complete room is built with panels and a fueled wooden crate set is placed on the
inside corner and set on fire. Panels having passed this test are guaranteed to not support a
self-propagating fire, not generate excessive smoke and sustain the applied load of their
structure during the simulated large scale fire.
- Surface Burning Characteristics
Panels having passed this test are guaranteed to display limited flame spread distance and
quantity of smoke developed from the core surface.
- Combustibility from Below Roof Assembly
Panels having passed this test, when subjected to a fire exposure from below do not contribute
to the fire as fuel. Additionally, they don't cause any flaming particles to drop nor display
uncontrolled flaming on their surface.
- Combustibility from Above Roof Assembly
Panels having passed this test, when subjected to a fire exposure from above don't cause and
flaming and/or burning particles to blow off their surface. They also guarantee no burning
throughout the panel and no flame spread on metal facings.
- Wind Uplift Resistance
Panels having passed this test possess adequate physical strength to resist a specified minimum
uplift pressure without disengagement or fracture of any component and half the specified
minimum uplift pressure without any permanent deformation of any component. Panels display
no sign of any separation, permanent deformation, withdrawal, or fracture within the panel roof
assembly.
- Foot Traffic Resistance
Panels having passed this test are guaranteed to resist foot traffic without any puncture on the
panels and any separation or disengagement of the side or end laps.
- Hail Damage Resistance
Panels having passed this test are guaranteed to withstand the effects of hail without any sign
of puncture or chipping, peeling, blistering, cracking, or crazing on the surface when examined
under 10X magnification.
Page 10/20
- Simulated Wind Load
In this test a wall assembly is built with panels and placed under static pressure difference load
followed by cyclic loading of 9000 sets. Panels having passed this test are guaranteed to
withstand the tested wind load forces without any cracking, structural failure or any other kind
of failure.
Packaging & Delivery
Sandwich panels arrive at customer premises packed in bundles. Each bundle or “palette” will
contain a number of panels wrapped together with transparent polyethylene film and supported
at the bottom with sufficient number of polystyrene blocks. There will be an Unloading/Handling
Instructions label with each palette, which should be adhered to at all times. Each panel itself
will have protective film on the surface to prevent scratches†.
Full wooden crate packaging and/or other types of packaging are available at extra cost.
†
Protective films are used as a preventive measure against light scratches but they are no guarantee against scratches due to
abusive handling of the panels
Page 11/20
Storage & Handling
When unloading the sandwich panel bundles at the job site, extreme care should be taken to
avoid unnecessary damage to the panels. In supply only jobs, unloading and handling at site
are the customer’s responsibility. In supply and installation jobs, unloading and handling at site
is EIP’s responsibility.
If a forklift is used for unloading, each bundle must be unloaded separately, no two bundles at
the same time. There should be enough distance between the forks of the forklift to enable a
better spreading of load and balance, also to avoid unwanted deflections of the panels. Panels
longer than 6 meters should be unloaded either with two forklifts or a crane with a loadspreading-beam.
While using a crane, do NOT use cables or ropes. Use straps together with a load-spreadingbeam to hoist the bundles.
Panels taken from the bundles should be carried by personnel one by one and holding the panel
vertically edge-wise.
It is recommended to remove the protective foil from the surface of the panels for extended
storage of panels at job site. Failure to do so may result in damage to the coating on the panel.
Protective foils must be removed immediately after installation.
It is recommended to store the panels in a covered storage area on a flat and clean surface.
In case no covered storage is available, panels should be kept on a flat and clean but slopy
surface to avoid water accumulation between the panels. Bundles should be covered with a
cloth to protect from dust and rain. In order to avoid condensation, covering should be done in
a way to enable air circulation. It is very important to avoid water accumulation between the
panels in a bundle since it can cause corrosion.
Panels must be protected against fire risks during storage and installation periods.
There should be no more than 2 bundles on top of each other. It is not advisable to store the
panels for more than 4 weeks in a packaged position. For extended storage times longer than 4
weeks, protective film on the panel surfaces must be removed.
Page 12/20
FM Approvals Certificate
Page 13/20
Page 14/20
Currenta EN 13501-1 Test Certificate
Page 15/20
Internet NFPA 255 Test Certificate
Page 16/20
Page 17/20
Intertek NFPA 285 Test Certificate
Page 18/20
Page 19/20
Typical PVDF Top Coat Specifications
Page 20/20
6.2 FIRE RATING REGISTRATION CERTIFICATES
6.3 FM APPROVAL
Certificate of Compliance
This certificate is issued for the following:
Approval of EIP-CSP, EIP-HFW, EIP-TRP-45/333 and EIP-TRP-45/150 as Class 1
Wall and/or Ceiling Panels for Interior Use per FM Approvals Standard 4880,
EIP-HFW as Class 1 Wall and/or Ceiling Panels for Exterior Use per FM Approvals Standard 4881
and EIP-TRP-45/333 and EIP-TRP-45/150 as Class 1 Roof Panels per FM Approval Standard 4471
Prepared for:
Emirates Industrial Panel
Dubai Investment Park
Plot No 598-1106
PO Box 115408
Dubai,
United Arab Emirates
FM Approvals Class: 4880, 4881 and 4471
Approval Identification: 0003046379
Approval Granted: August 26, 2013
To verify the availability of the Approved product, please refer to www.approvalguide.com or www.roofnav.com
Said Approval is subject to satisfactory field performance, continuing Surveillance Audits, and strict conformity to the
constructions as shown in the Approval Guide and RoofNav, online resources of FM Approvals.
Robert L. Martell
Asst. Vice President - Director
FM Approvals
1151 Boston-Providence Turnpike
Norwood, MA 02062
7. MANIFACTURERE PROFILE & PREVIOUS APPROVALS
> Prefab Houses
> Cold Storage
> Containers
> Covering Panels
> Sandwich Panels
> Cranes
> Camps
> Shelters
> Steel Stairs
> Steel Doors
> Light Gauge Houses
> Architectural Façades
WE BUILD WITH STEEL
The Pre-Engineered Advantage
COMPANY PROFILE
> Steel Buildings
CONTENT
1. About Dalal ....................................................................1
2. Fabrication Facility ..................................................3
3. Realized Projects .......................................................5
4. Steel Buildings ............................................................7
5. Prefabricated Houses ..........................................23
6. Cold Storage ..............................................................29
7. Containers ....................................................................33
8. Covering Panels .......................................................35
9. Sandwich Panels ......................................................37
10. Overhead and Gantry Cranes ...................39
11. Accessories ..............................................................40
12. Camps ..........................................................................41
13. Shelters .......................................................................45
14. Light Gauge Houses ........................................47
15. Architectural Façades ......................................49
16. Certifications .........................................................53
BUILDING
ON TRUST
Constructive solutions for any project
1. About Dalal
Because Dalal’s
customers are dealing
with one company for all
their building needs, they
are assured consistent
quality of all their
building components
& continuous service
throughout a project’s
duration.
In the past twenty five years, Dalal Steel Industries has provided
thousands of worldwide customers for durable, affordable and
versatile steel structured buildings and prefabricated houses for
hundreds of different uses and in various countries including: Syria,
Iraq, U.A.E., Qatar, Saudi Arabia, Libya, Sudan, Nigeria, Cyprus,
Romania, Slovakia, etc. With our experience, we strive to deliver
every building right and on time.
With its main office in Beirut, Dalal’s factory located in Bekaa
Valley consists of 150,000m2 (with 38,000m2 closed area) of fully
equipped factory complimented by a skilled multi-national workforce of over 700 personnel.
Today, Dalal continues to expand the horizon’s of metal building
construction by enhancing its building customization, providing
better customer service, and improving products to meet every
construction need.
WHY DALAL
Design Attractiveness, Flexibility and Expandability.
Dalal brings flexibility, quality and economy into every product. Our
engineers are trained for optimization and utilization of available
resources integrated with exposure to cost effective fabrication and
construction techniques. Dalal has consistently led the industry in
offering its customers the highest level buildings customization.
Construction materials such as masonry, stucco, glass, stone, and
architectural panels can be utilized to achieve the look desire. In
addition, Dalal Buildings can be easily modified or expanded with
your business needs. There is no such thing as a «standard» Dalal
Building.
1
QUALITY STANDARDS
Dalal takes a proactive role in the construction industry through
memberships in the American Institute of Steel Construction, Inc.
(AISC), Metal Building Manufacturing Association (MBMA) use of
Superior raw materials, professional engineering, expert detailing,
and experienced manufacturing insure that each Dalal Building will
assemble quickly and look attractive, and will also remain in
excellent condition for years to come.
2
2. Fabrication Facility
With its main office in Beirut, Dalal’s factory located in Bekaa Valley consists of 250,000m2 (with
52,000m2 closed area) of fully equipped factory complimented by a skilled multi-national workforce of over 700 personnel and by modern computerized machinery.
LIST OF PRODUCTS
• Steel Buildings
• Prefab Houses
• Cold Storage
• Containers
• Covering Panels
• Sandwich Panels
• Cranes
• Camps
• Shelters
• Steel Stairs
• Steel Doors
• Light Gauge Houses
• Architectural Façades
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3. Realized Projects
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In the past twenty five years, Dalal has provided thousands of worldwide customers for
durable, affordable and versatile steel structured buildings and prefabricated houses for hundreds of
different uses and in various countries including: Syria, Iraq, U.A.E., Qatar, Saudi Arabia, Libya, Sudan,
Nigeria, Angola, Cyprus, Romania, Slovakia, etc.
ARAMEX logistics center
MASTER CHIPS factory
UNIFIL military camp
BYBLOS festival
BIEL exhibition hall
BIEL art center
BEIRUT CITY CENTER
TMA cold storages
DUNKIN DONUTS
MERCEDES showroom
WANA logistics center
CASCADA mall
FAST logistics center
ADVANCED CAR rental
UNRWA school
Residential unit
Caravans
BEIRUT MUNICIPALITY
guard room
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4. Steel Buildings
Dalal Steel Industries offers an array of commercial metal buildings and self storage buildings. At
Dalal Steel Industries, our goal is to provide high quality metal buildings that meet the needs of our
customer. We design our mini storage buildings and commercial buildings per our customer's
specifications. We have the perfect size steel building for you.
AGRICULTURAL
OFFICE & RETAIL
As agriculture has changed, so have the buildings that support its
operations. Agriculture Steel buildings have grown, due to the design
capabilities and low-maintenance characteristics.
Whether you are in need of office space, or a wide-open showroom,
Dalal’s clear span building system can be adapted to meet your
floor space needs - with no interior columns to ‘design around’.
MEZZANINE
CANOPIES
Mezzanine floor systems are semi-permanent floor systems typically installed within buildings, built between two permanent original
stories.
A variety of roof only or partially enclosed designs and dimensions
are available, when you have a need for covered parking structures
for autos or boats.
AIRCRAFT HANGER
RECREATIONAL
The wingspan of most aircrafts presents no problem for Dalal’s
pre-engineered line of buildings. Our rigid mainframe construction
provides an unobstructed interior space.
Dalal designs, engineers and manufactures pre-engineered steel
recreational buildings and sports arenas with 100% clear span
column free interiors in widths and unlimited lengths.
MINI STORAGE
WAREHOUSING
For more and more people, investment in the public storage industry has become one more way of pursuing their financial goals.
Dalal’s industrial buildings are available as clear spans, or with
internal row(s) of column supports and are the most cost-effective
solution in the market today. As part of the design and installation
package we can provide shelving, racking, lighting, strip curtains,
meat rails, humidity controls and various optional extras. Please
call us to discuss your requirements.
COMMERCIAL
COMMON STEEL BUILDING
APPLICATIONS:
Dalal Steel Industries specializes in designing, manufacturing and
installing pre-engineered, commercial buildings resulting in the
strength and quality you need.
• Office buildings
• Port hangars
• Metal barns (pole barn replacement)
• Storage warehouses
• Commercial buildings
• Church buildings
• Industrial buildings
• Garage/shop buildings
• Airplane hangars
• Personal storage
• Boat/auto storage
• Agricultural buildings
• Shopping centers
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RIGID FRAME (RF)
A Pre-Engineered Building can be as elaborate or as utilitarian
as you want it to be. There is almost no limitation in facing
materials that can be used, from standard, color-coated steel
panels to masonry or glass. The real measure of Pre-Engineered
Building quality lies in the system itself.
The design, assembly and fit of beams, girts and purlins are
critical to the integrity of the structure.
BUTTERFLY CANOPY (T-CAN)
SINGLE SLOPE (SS)
HORIZONTAL PEAK FRAME
MULTI-SPAN (MS)
SPACE SAVER (SV)
STEEL FRAMING
DSI PEB’s are designed and fabricated in accordance with
American codes and standards (AISC, MBMA, AWS and
ASTM) unless otherwise requested. PEB’s are designed for the
minimum design loads as follows:
Roof Live Load: 57kg/m2 Design Wind Speed: 120km/h.
More conservative roof live loads and design wind speed,
snow loads, earthquake loads, collateral loads, crane load and any
other loading conditions must be specified so that they are
taken into consideration. Dalal PEB’s are custom-designed to
meet your exact requirements.
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PRESTIGIOUS PROJECTS:
BEIRUT CITY CENTER
PRESTIGIOUS PROJECTS:
CASCADA MALL
Dalal has fabricated and constructed the mall’s 12,000m2 roof
structure made from an estimate of 1,200 tons of hot rolled
structural steel, covered with composite steel decking and
concrete topping including 1 hour fire rating for the entire system,
the first system of its kind in the region.
Cascada mall is located in Taanayel, in the heart of Bekaa.
It consists of a two storey steel building, about 90,000 m2, and is
expected to be one of the biggest malls in the region.
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ANGOLA
LOBITO COLD STORAGE WAREHOUSE
CONGO - DRC
KINSHASA SHOPPING MALL - 7 FLOORS
REPUBLIC OF CONGO
LOBITO SHOWROOM
POINTE NOIRE WAREHOUSE - TERRASCOM
VIANA WAREHOUSE 12,000M2
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POINTE NOIRE 10,000M2 WAREHOUSE AND OFFICES
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IVORY COAST
65M CLEAR SPAN WAREHOUSE
85M CLEAR SPAN WAREHOUSE
LIBERIA
45M CLEAR SPAN WAREHOUSE
GHANDOUR COSMETICS FACTORY - 40,000M2
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NIGERIA
ZARTECH CHICKEN - IBADAN
LEBANON
SARA FOAM FACTORY
& WAREHOUSES - LAGOS
BUILDWELL VEHICLE WORKSHOP - LAGOS
ANSAR SPORTING COMPLEX
NUVI BEVERAGES – AGBARA 42,000m2 SOFT DRINK FACTORY INCLUDING INSULATED ROOF, WALLS AND
PARTITIONS
TRIPOLI STADIUM
SUDAN
FURNISHED APARTMENT BUILDING
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SAGESSE STADIUM
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LEBANON
BAWSHRIEH REBCO OFFICES AND WAREHOUSE
BEIRUT BEER FACTORY
BEIRUT RIVER SOLAR SNAKE
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SELAATA GRAIN WAREHOUSE
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LEBANON
UNIVERSITÉ SAINT-JOSEPH INDOOR POOL
BAOUCHRIEH OFFICE BUILDING AND WAREHOUSE
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JAMHOUR STADIUM
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5. Prefabricated Houses
Whether you require a modular building, a portable cabin, a classroom, a site office, a temporary
office, or temporary accommodation, Dalal is a leader in the Middle East in the fabrication of fully
assembled, knocked down and collapsible type portable cabins and housing projects.
Our prefabricated houses can be delivered assembled,
demountable or flat packed.
Our prefabricated houses can be delivered assembled, demountable or
flat packed.
ADVANTAGES
• Multipurpose, practical and durable.
• Unlimited assembling & dismantling
with bolt & nuts.
• One or multi-storey.
• Single or coupled.
CUSTOM-MADE PREFABS
• plans ideas
Each individual cabin must be placed on foundations provided by the
buyer on site at least 4 points of support depending on the size
of the unit.
The levelness of the foundation is a precondition for a smooth
assembly and the failure – free standing of the entire construction.
Individual cabins can be selectively configured next to, behind, or
on top of each other to reach max. 3 floors, while bearing in mind
the structural indications and the max. permitted loads.
• Trailer or stable.
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TECHNICAL SPECIFICATIONS
Design Criteria
• Heat transmission coefficient:
- Walls Panels:
K=0.40kcal/m²hºc
- Roof: K=0.50cal/m²hºc
- Sound Insulation: 33-44 Db
• Load Bearing Capacity:
- Floor Load: max. load capacity 2.0 kN/ m² (200 kg/m²)
- Snow Load: max. load capacity1.0 kN/ m² (100 kg/m²)
- Wind load: 120 km/h
In case of strong winds an additional anchoring of the cabins is required
(bracings, bolting, supports etc...)
Floor construction
• The base is composed of a parametrical pressed galvanized steel
profile of Thickness 2.5mm , welded to the four corner blocks
• Secondary steel framing made of cold roll formed galvanized
steel sheets (Omega section of depth 10 cm and thickness of
about 1.5mm running at every 61cm C/C).
- 18mm marine plywood
- 1.5mm PVC floor covering for dry areas and Aluminum checkered
plate for wet area.
Roof Construction
- Main and Secondary surrounding steel framing
made of cold roll formed galvanized steel profile
• Fully Assembled and Collapsible Modular Units:
Roof is made:
- Mechanically seemed steel sheets.
- Fiberglass Insulation
- Steel False ceiling.
• Knocked Down Modular Units:
Roof is made of sandwich panels 50+40mm
Wall Panels
Composed of Insulated composite panels as per follows:
- Wall Thick: 50mm.
- Outer Skin: 0.5mm thick Pre-painted steel sheets Ral 9002,
off-white color of low ribbed.
- Insulation: 50mm thick injected polyurethane foam of 42kg/m³
density having a “U” value of 0.46 W/m²ºc with a compressive
strength of 0.2NN/mm² and a flexural strength of 0.54N/mm²
having 93% closed cell.
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Fully Assembled Modular Units
PACKING: Assembled on a top of truck
- Inner Skin: 0.5mm thick Pre-painted steel sheets Ral 9002,
off-white color of low ribbed.
- Panels are groove-and-tongue jointed.
- No. 4 corner up-rights are provided in order to connect the roof
to the base.
INSTALLATION: No Installation
PRODUCTIVITY: 100 Sets/Month
TRADEMARK: DALAL STEEL
Doors
Above doors shall be Made of two layers of galvanized steel,
injected with polyurethane with steel frame equipped with 3
hinges adjustable in height, handle with standard lock, rubber
sealant & door stoppers.
D1: Entrance Door Size: 90x202.5cm
D2: Interior Door: 80x202.5cm
D3: WC & Kitchen Door Size: 70x202.5cm
Knocked-down modular Units
PACKING, SHIPPING
& INSTALLATION
Windows
- Made of Aluminum Sliding profile with fly screen
and steel bars.
- Window: 100x100cm.
- W.C. Window: 40x40cm (Hinged Profile)
Module is delivered fully disassembled (Parts).
All components can be packed in a shipping container.
Fully assembly is made locally only with bolts and nuts.
Electric Installation
- CCE electric connections
- Voltage 230/400V with option of 110V
- 50Hz, 32A
- Consumer unit, surface mounted, single row.
- Circuit breakers, 2 pole, 10A & 13A
- 2 x twin wall sockets
- Light switch
- 2 x twin batten fluorescent lights 2 x 36A, with diffusers
Note: Legrand and Gewiss Brands
Flat Pack
PRODUCT DESCRIPTION
• Size: 6058mm*2438mm*2591mm
• Sandwich panel wall
• With ISO shipping corner and forklift pocket You can choose polystyrene, rock wool, polyurethane
• Steel structure roof with rain gutter
as heat insulation.
• Steel structure basement with plywood floor • These are 4 sets flat packed as 1x20’ SOC
ADVANTAGES
• Efficient to transport
• Simple to assemble
• Durable and maintenance free
Sanitary Installation
Each unit can be equipped with:
- Shower
- W.C.
- Lavatory
- Water Heater
- Stainless steel sink
Also each unit can be fully equipped such as furniture, AC Units,
Kitchens equipments and utilities etc...
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Labor Camps
PREFAB RENTAL for all your renting needs
• Weddings
And including:
• Exhibitions
• Cleaning
• Events
• Installation of water tanks
• Labor Camps
• Latrin units
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and septic tanks
• Amenities
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6. Cold Storage
Insulation
Floors
We provide cold rooms built to the exact size and shape you require.
We also provide pre-built modular rooms with preset sizes. This means
we can build the size you want at the most competitive price. We offer
all types of insulation from polyurethane through to PIR and mineral
fibre fire rated panels, please call us to discuss the option most suitable
for you.
A range of floor options including insulated floors, heater mats for
freezers, non-slip aluminum for smaller rooms and concrete finishes
for larger rooms are all available.
Refrigeration
Any refrigeration project can be designed and installed by our
engineers to include all temperature ranges from ambient clean
rooms through to preparation areas, chillers and freezers. Modular
wall mount systems through to fully engineered remote systems.
We then continue to offer peace of mind for you by providing a full
warranty with the additional services provided by our maintenance
and servicing departments.
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Doors
A variety of door options is available and all of these are made to
order which means we can install the size and type of door you require.
Hinged, sliding, rapid roll, crash, flush, personnel, vision panels and
windows are just some of the options we can provide.
Optional Extras
As part of the design and installation package we can provide
shelving, racking, lighting, strip curtains, meat rails, humidity controls
and various optional extras. Please call us to discuss your requirements.
We specialize in the design and installation of modular and freezer cold rooms. Our rooms can be
manufactured to your exact size specification and layout to maximize storage and working space.
Our design team is always on hand to work with our customers to ensure exact quality requirements
are met.
Hinged doors
This model, with buffer-type monolithic wing, with injected polyurethane foam insulation is produced now with a new type of
ergonomic hinge and handle projected in conformity with safety
and sanitary regulations in force. It is equipped with a “push”
safety device for emergency opening from inside.
The handle is assembled without key lock, supplied on request.
Sliding doors
The sliding door is suitable for all types of cold storage units. Simple,
functional, efficient for thermal ranges up to 60 °C. Composed of only
three elements, can be easily installed on any type of wall.
The door can be supplied in the following versions:
- “Standard” type with plastic covered sheet metal.
- With stainless steel covering.
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Modular Coldrooms Supply or design and install high quality
temperature controlled cold & freezer rooms. Whatever the requirement; from food storage and preparation to amenity blocks,
offices and laboratories, we offer a cost effective and practical
solution, tailored to individual customer needs.
We can design scale and scope your projects from simple Self Install
Modular Box rooms to purpose built multi-chamber facilities
incorporating freezers, chillers and production areas. We use
qualified and certified engineers to carry out projects and complete Installations.
Our design knowledge draws on more than 15 years of practical
experience within the industry. We pride ourselves on our friendly and efficient approach and and our commitment to after-sales
service by offering flexible and extended service and maintenance.
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7. Containers
If you need modified containers, shipping containers, refrigerated, reefer, or generators silencers,
then look no further: DALAL STEEL manufactures a wide variety of containers.
MODIFIED CONTAINERS
REEFER CONTAINERS
ISO SHIPPING CONTAINERS
GENERATORS SILENCER
The following table shows the weights and dimensions of the most common types of containers. The
weights and dimensions quoted below are averages. Containers of the same type of produced by
different manufacturers may vary slightly in actual size and weight.
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8. Covering Panels
Dalal’s covering panels fit for various kinds of building, such as industrial and civil buildings,
warehouse, and roof and inner and outer decorative walls.
Roof / Wall Panel (Type 45)
Linear Panel
20
900
45
10
10
20
130
300
50
77
Roof / Wall Panel (Type 40)
Linear Roof Panel
28
1000
20
10
40
10
50
250
300
Roof / Wall Panel (Type 35)
Seamed Panel
1000
15
35
20
250
varies
105
Economy Panel (Type 20)
Seamed Roof
65
1000
20
115
20
37.5
20
440
C-Purlins
Roof / Wall Panels
Specifications
• The panels shall be roll-formed steel sheets of 1m width and a
maximum length of 12m.
• The nominal thickness varies from 0.5mm to 0.7mm.
• The panels suit the environment exposures and the loading
conditions.
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75
766
383
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Single Skin Covering Panels
Dalal covering panels are offered in a range of finishes, colors and
profiles for both new construction and retrofit applications. The
panels are superior structural panel, whose profile is designed to
withstand heavy loads, such as roof snow loads and wind loads.
The panels are used as roof and wall panels, liner panels, deck
panels, soffit panels, partitions, door skin panels, etc…
Deck Panel (Type 75)
Omega Section
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• Zincalume panels: the base metal is coated with a corrosion
resistant.
• Zinc/Aluminum alloy produced by a continuous hot-dip
process, to obtain panels having the strength of the steel,
the durability of aluminum, and the corrosion protection
on zinc.
• Panels shall be designed in accordance with AISC-Latest
edition.
• Panels are connected to the secondary structure by
self drilling fasteners.
• Panels are connected to each other by 5.5mm diameter
self screw fasteners.
200
383
75
75
20
Z-Purlins65
Eave Strut
Deck Panel (Type 59)
750
60
150
20
200-250-300
180/230
60
59
70
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9. Sandwich Panels
Mineral wool (Rockwool)
PUR – Polyurethane B3:
Normally classed as A2-s1, d0. Panels with a hard core of
high-density mineral wool fiber. A mineral wool panel generally
achieves a very high fire performance and normally produces less
smoke and heat than a panel with a polymer core. However, even
a mineral wool panel is not classed as wholly non-combustible
(class A1), as the fiber core contains binders and the core is
glued to the sheets, usually with a polyurethane adhesive. For
this reason, it is classed as A2. For structures serving as fire cell
partitions, where a high fire resistance is required (greater than
EI30), requirements are currently only satisfied by panels with a
mineral wool core.
Normally classed as C or D-s3, d0. A PUR foam performs less
well in a fire than PIR and Rockwool Insulation. It emits more
smoke and produces more heat during a fire.
PIR – Polyisocyanurate
Normally classed as B-s2, d0. A PIR core is a type of polyurethane that has undergone significant material modification.
In the event of a fire the core chars on the exposed side; this
charred layer then protects the rest of the core from the fire.
This means that a panel with a PIR core is more resistant to fire
than a PUR B3 core. It also emits less heat and smoke.
Panel thickness 50-80-100-150-200
Wall Sandwich Panel
Roof Sandwich Panel Type 5R
1130
1000
250
PITCH OVERLAPPING
Fastening assembly
(cap unit and screw)
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varies
Glue
150/300mm
Core material
Stonewool
Metal sheets
Fire-rated Rockwool Sandwich Panel
Sealant
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Cold Storage Rooms
Walls Assembly
Structure
ADVANTAGES
Sound and Thermal Resistance; Dalal SANDWICH
PANELS provides an excellent sound-proof effect. The
laminated polyethylene core does not allow heat
to penetrate in the buildings, as it is one of
the best insulating materials and, thus, saves on air
conditioning and energy costs.
Roof Fastening Assembly
Fire retardant; A Class 1 foam means that when
burned, an external heat source is required to sustain
combustion. If left on it’s own, the foam will self
extinguish. Economic construction technique is one
of the main drivers which has supported this composite
panel growth.
Cold Storage Panel
with Special Profile
Wall Panel Assembly
Concealed Fastner
Panel Assembly
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10. Overhead & Gantry Cranes
With sales worldwide, service and repair centers nationwide, and
experience in a wide variety of industries, we have the expertise to
design, manufacture, install and service industrial cranes. We can
also provide crane parts, motors, hoists, inspections, maintenance,
repairs, training, load tests, and lists of recommended spare parts.
In short we can help you with any crane need.
DALAL is the exclusive agent of misia cranes
THE DIFFERENT PARTS OF A CRANE
Double rail
with hoist supported
or suspended
Monorail,
low headroom
11. Accessories
Dalal Steel Industries accessories such as commercial overhead doors and windows can add finishing
touches to any prefabricated metal building. We understand that accessories can be as important
as the building itself, this is why Dalal Steel Industries makes sure to meet our builders’ professional
demands.
When producing accessories, we look for consistency in manufacturing and quality of products.
Dalal stands for the best quality and service and supplies all types of accessories that are necessary
for the end result of your project.
PERSONAL DOOR
ALUMINIUM WINDOW
SECTIONAL DOOR
CANOPY
ROOF
ROLL-UP DOOR
INSULATION
ROOF EXTENSION
LOUVER VENT
CIRCULAR VENT
LIGHT PANEL
RIDGE VENT
• HOIST MOTOR
• GEAR BOX
• ROPE DRUM
• ROPE GUIDE RING
• MOTOR-GEARBOX
• FLEXIBLE COUPLING
• HOIST BODY
• MONO-RAIL TROLLEY
• TRAVEL MOTOR
• LOAD LIMITER
• ANCHORAGE
• LIFTING LIMIT SWITCH
• BLOCK
• TRAVEL LIMIT SWITCH
• ELECTRICAL PANEL
• PENDANT
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Rapid Deployment Mobile Factory System
12. Camps
Dalal Rapid Deployment Mobile Factory System is a unique, go
anywhere, mobile factory that is fitted in containers that can
fabricate on site as per customer requirement. This system
eliminates bulk shipping problems & tremendous shipping costs.
It also can mobilize immediately with raw materials for immediate
site execution, especially in remote areas & can accept plans
modification as per site & client requirements.
This system can make from small to lage living units. It is a perfect
system for emergency relief shelters. Therefore, the factory is at
client disposal.
List of Projects
Dalal have Designed, Manufacture, Install Prefabricated houses
and steel structures projects include:
• UN-MOU – Iraq – Pre-Engineered Steel Building (30,000 m2)
• UN-MOU – Iraq – Pre-Fabricated Units (30,000 m2)
• US Army, Bucca Camp- Umm Qasr, Iraq – a dining facility, suitable
for 560 persons for seating with all built in equipments, such as
ovens, cook-tops, sinks, tables and furniture (1644 m2)
• US Army Camps -Arifjan, Kuwait – Design, Manufacture, Install
Prefabricated houses and steel structures (3,800 m2)
UNIFIL NAQOURA CAMP - LEBANON- NEW LAND
Google Earth view
• US Army Camps- Bagram, Afghanistan – Design, Manufacture,
Install Prefabricated units and steel structures (6,800 m2)
• DKB Inc.Canada: – Algeria :120 Prefabs Units delivered to the
Electrical power station in Algeria (3,600m2)
• UNIFIL/Spanish Camp, Lebanon- Accommodation, offices, toilets,
and kitchen units. Gymnasium, Dining, Kitchen, Warehouses, and
Cafeteria Buildings (25,000 m2)
• UNIFIL/Italian Camp - Lebanon - Accommodation, offices, toilets,
and kitchen units. (5,000m2)
• UNIFIL/Malaysian Camp - Lebanon - Accommodation, offices,
toilets, kitchen, Security Guard units, cold storage, infirmary units,
mobile hospital (10,000 m2)
• UNIFIL/Korean Camp - Lebanon - Accommodation, offices, toilets,
kitchen, Security Guard, cold storage, infirmary, and mobile
hospital units (10,000 m2)
• UNIFIL/Finish / Irish/ Polish Camp - Lebanon- Ac commodation,
offices, toilet, and recreation units (2,000 m2)
• UNFIYCP, Cyprus – Prefabricated Kitchen (100 m2)
• Trinity Group –Sudan, Africa: Accommodation, offices, and toilets
units (1,800 m2)
UN SPANISH BASE - SOUTH LEBANON
Google Earth view
ITB LIFECAMP – EKO ATLANTIC PROJECT– LAGOS NIGERIA
Google Earth view
Dalal has been the main contractor for several Army Camps, providing them with the design, manufacture, fabrication, delivery & installation & construction of a fully functional camp (such as military
prefabricated modular buildings, prefabricated accomodations, offices, hospital, shelters, ablution,
kitchens, laundry) and all its camping equipments.
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Modular Building for Military Camps
Dalal specializes in the rapid deployment of high quality prefabricated
units, modular buildings and shelters for various military camps,
which have included:
• Prefabricated Units: Offices, houses, hospitals, and laundry,
recreation and ablution units.
• Pre-Engineered Steel Buildings: gymnasium, warehouses,
maintenance shops, kitchen, dining and sheds.
• Mobile Caravans: offices, houses, laundry, recreation
and ablution units.
• Shelters: telecommunication and emergency.
• Cold Storage.
• Containers: marine, ordinary and storage.
• Renovation of Previously existing Camps (demolishing and
installation of new units).
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13. Shelters
Dalal shelter provides an economical solution for standard shelter requirements with reliable, durable
long-lasting security for the protection of valuables. We offer different sizes complete with
recommended factory installed design features.
They are extremely robust, corrosion resistant and are water and
pre-coated galvanized-steel sheets. Thermal insulation is achieved
by injecting free polyurethane foam under high pressure.
The modular design and inherent strength achieved by this process
for making panels accompanied with extra reinforcement in the
floor panels makes it possible to manufacture and install practically
any size of telecom shelters, at any available ground base or roof
top size with a minimum of civil works. Dalal also assists its
customer to decide an ideal panel thickness if they provide
seasonal temperature data.
We manufacture and supply all kinds of fully equipped customized
and standard knocked down telecom cabins complete with all
mechanical and electrical accessories.
Also we supply all kinds of additional accessories like wall entry
plates, cable glands, step ladders. We can supply shelters in PUF
thickness up to 150mm and skin thickness from 0.5mm to 2mm of
pre-painted galvanized steel.
FEATURES
• High thermal insulation
• Reinforced floor panels
• Additional sloped roof
• Complete security
• Air and water tight
• Long life
• Stainless steel hinges
Industrial Shelters
Dalal Steel can provide versatile and affordable building alternatives
for all industrial applications. Our prefabricated modular designs
means structures need less on-site installation time, can be easily
disassembled and readily transportable. With years of experience
in engineering, designing, and constructing industrial shelter
solutions, we can provide competitive options suitable for your
requirements.
Telecom Shelters
Dalal Steel manufactures for major telecom companies. Telecom
shelters are protection cells for the integration of high -value equipment. Dalal Shelters are light weight, self-supporting, with metal
sandwich construction and have special profiles for door and jamb.
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14. Light Gauge Houses
Today we are introducing a new line of building
called Light Gauge Steel Housing.
Light Gauge Steel Framing has come to the forefront as one of the
best and most feasible alternative building materials for residential
and commercial construction. It consists of a structure made up of
profiled galvanized steel studs, tracks, and floor/roof trusses.
Completed with thermal barrier insulated walls, ceiling and floor
systems, insulated doors, and double glazed windows, minimizing
the dissipation of thermal energy. The housing may be further
coupled with solar panels, to provide a complete energy efficient
residential home.
There are many benefits to building with steel as opposed to other traditional building
materials such as concrete or wood.
• Cost Effective & Fast Building Process
• Strong and Design-Flexible
• Durable and Safe
• Environmentally Friendly
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• Fire Resistant
• Earthquake Resistant
• No Lightning Risks
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Dalal Architeture has its own workshop for tailoring and bending
sheet metals with a team working with the best equipment to
handle the construction site in a timely and efficient manner.
Dedicated to the utmost quality and craftsmanship.
Thickness
0.8 - 2 mm
Color
Full range RAL Colors /
Special pattern & textures
Natural / Pre-painted
Thickness
1 - 3 mm
Perforation
Variable
• Insulating capabilites
Color
Variable
• Rapid fabrication
& installation
Type
Natural / Pre-painted
Thickness
0.5 – 3.0 mm
Color
Variable color, pattern, texture
Type
Natural
Thickness
0.5 – 2.5 mm
Color
Black/Brown-red
Type
Natural / Pre-painted
Thickness
0.7 – 1.5 mm
Color
Natural (Grey & Black)
Pigmented (Brown, Green, Red,Blue, White)
Type
Natural / Pre-oxidized / Patinated / Brass /
Bronze / Gold
Thickness
0.5 – 1.5 mm
Color
Dependent on Type
• Acoustic performance
• No exposure of fasterns
• Corrosion-resistant
Decorative
Mesh
Type
System Advantages:
• Design flexibility
• Waterproof
Copper
Zinc
• Curved structures
Weathering
Steel
• Not age-weary
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Natural / Pre-painted
Material: Alumium, Zinc, Stainless Steel
Stainless
Steel
Dalal Architecture provides a complete supply and installation
package for metal façade and roofing systems. Where, particular
attention is devouted the system’s ventilated subtructure,
insulating capabilities, and sound proofing effects, whilst
managing the disposal of stormwater.
Aluminum
15. Architectural Façades
Type
50
15. Architectural Façades
51
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16. Certifications
Spanish
Letter of Recommendation
April 29, 2011
DHL
Letter of Recommendation
January 22, 2010
Al Teek
Letter of Appreciation
January 26, 2010
UNRWA
Certification Letter
July 4, 2008
UNIFIL French Contingent
Letter of Appreciation
January 26, 2010
Daher International
Food Letter of Recommendation
August 21, 2007
Malaysian Military
Key Freight Services
UN Spanish Forces
Letter of Recommendation
Jun 10, 2007
Letter of Recommendation
June 4, 2007
Letter of Recommendation
May 29, 2007
UNIFIL Italian military
Finnish Irish Battalion
iSO 9001:2008
Letter of Recommendation
April 30, 2007
Letter of Recommendation
April 27, 2007
Certification
Today, DALAL continues to expand the horizon’s of metal
building construction by enhancing its building customization,
providing better customer service, and improving products to
make their buildings meet every construction need.
Coca Cola
Letter of Appreciation
June 28, 2007
53
Spanish Army
Letter of Recommendation
July 12, 2007
New Golden Est.
Letter of Recommendation
July 2, 2007
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HEAD OFFICE
Furn El Chebak, Tehouita, Dalal Bldg.
P.O. Box 50046, Beirut, Lebanon
tel: +961 1 282 555
mob: +961 3 727 724
fax: +961 1 283 555
email: info@dalalsteel.com
www.dalalsteel.com