STRUCTURAL GENERAL NOTES
F. THE ARCHITECTURAL DRAWINGS SHALL BE USED IN CONJUNCTION
WITH THESE STRUCTURAL DRAWINGS FOR DETAIL DIMENSIONS AND
SECTION DETAILS AS REQUIRED.
A. ALL CONSTRUCTION SHALL CONFORM WITH THE PROVISIONS OF THE
2009 IBC AND ASCE 7-05 MINIMUM DESIGN LOADS FOR BUILDINGS AND
OTHER STRUCTURES.
B. STEEL PROCUREMENT ACT: ALL STEEL PRODUCTS BEING PROVIED FOR
PERMANENT INCLUSION IN THE PROJECT ARE TO BE MADE IN THE UNITED
STATES IN ACCORDANCE WITH THE STEEL PROCUREMENT ACT, AND
CERTIFICATES OF COMPLIANCE FROM EACH SUPPLIER FOR ALL STEEL
PRODUCTS DELIVERED TO THE PROJECT SHALL BE SUBMITTED AS REQUIRED
BY THE ACT.
2. DESIGN LOADING
K. CONTRACTOR IS REQUIRED TO PROVIDE SHEETING, SHORING AND
BRACING AS NECESSARY TO MAINTAIN STABILITY OF EXCAVATION
AND ADJACENT PROPERTY.
1ST CONCRETE FLOOR
8" CONC. SLAB NORMAL WT. -- 100 PSF
PLAZA - MISC. LOAD
MECHANICAL -----------------------ELECTRICAL/LIGHTING ---------CEILING -------------------------------MISCELLANEOUS ------------------
5 PSF
3 PSF
2 PSF
2 PSF
TOTAL ---------------------------------
20 PSF
PLAZA - 2 WAY SLAB
4. FOUNDATION
MECHANICAL -----------------------ELECTRICAL/LIGHTING ---------CEILING -------------------------------MISCELLANEOUS -----------------INFILL MATERIAL ------------------
5 PSF
3 PSF
2 PSF
2 PSF
80 PSF
TOTAL ---------------------------------
92 PSF
12" CONC. SLAB NORMAL WT. - 150 PSF
STAIR 4 LANDING
STAIR 4 TREADS
3" CONCRETE ------------------------PORCELAIN TILE ---------------------FRAMING -------------------------------CEILING/LIGHTS ---------------------SPRINKLERS --------------------------MISCELLANEOUS ---------------------
37.5 PSF
23 PSF
5 PSF
3 PSF
2 PSF
2.5 PSF
2" CONCRETE FILLED TREADS--PORCELAIN TILE ---------------------FRAMING -------------------------------CEILING/LIGHTS ---------------------SPRINKLERS --------------------------MISCELLANEOUS ---------------------
25 PSF
23 PSF
5 PSF
3 PSF
2 PSF
2 PSF
TOTAL ---------------------------------
73 PSF
TOTAL ---------------------------------
60 PSF
WALL SYSTEM
CURTAIN WALL --------------------6" PRECAST WALL SYSTEM ---8" PRECAST WALL SYSTEM ---BRICK WALL SYSTEM-------------
20 PSF
75 PSF
100 PSF
40 PSF
ELEVATED FLOOR
H. CONSULT ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS
FOR VERIFICATION OF LOCATION AND DIMENSION OF CHASES, INSERTS,
OPENINGS, SLEEVES. WASHERS, DRIPS, REVEALS, DEPRESSIONS AND
OTHER PROJECT REQUIREMENTS.
J. THE STRUCTURAL CONTRACT DOCUMENTS ARE NOT TO BE
REPRODUCED FOR USE AS SHOP DRAWINGS.
A. THE DESIGN DEAD LOAD FOR THE FRAMING IS AS FOLLOWS:
1ST FLOOR MISC. LOAD
G. AT THE TIME OF SHOP DRAWING SUBMISSION, THE GENERAL
CONTRACTOR SHALL INFORM THE ENGINEER, IN WRITING, OF ANY
DEVIATIONS OR OMISSIONS FROM THE CONTRACT DOCUMENTS.
MAIL ROOM ROOF SLAB
5" LW SLAB & 1 1/2" DECK -----FRAMING -----------------------------MECHANICAL -----------------------ELECTRICAL/LIGHTING ---------CEILING -------------------------------MISCELLANEOUS ------------------
43 PSF
5 PSF
5 PSF
3 PSF
2 PSF
2 PSF
5" NW SLAB & 1 1/2" DECK -----FRAMING -----------------------------MECHANICAL -----------------------ELECTRICAL/LIGHTING ---------CEILING -------------------------------MISCELLANEOUS ------------------
53 PSF
5 PSF
5 PSF
3 PSF
2 PSF
2 PSF
TOTAL ---------------------------------
60 PSF
TOTAL ---------------------------------
70 PSF
A. BOTTOM OF ALL EXTERIOR FOOTINGS SHALL BE A MINIMUM OF
4'-0" BELOW FINISH GRADE FOR FROST PROTECTION, UNLESS
NOTED OTHERWISE ON THE DRAWINGS. SEE SITE PLANS FOR
EXISTING AND FINISHED GRADES.
B. TOP OF ALL INTERIOR FOOTINGS SHALL BE 8" BELOW FINISHED
FLOOR , UNLESS NOTED OTHERWISE ON THE DRAWINGS.
C. ALL FOOTINGS HAVE BEEN DESIGNED FOR AN ALLOWABLE NET
SOIL BEARING PRESSURE OF 4,000 PSF. IT SHALL BE THE
CONTRACTOR'S RESPONSIBILITY TO SECURE THE SERVICES OF
A GEOTECHNICAL ENGINEER FOR FIELD VERIFICATION OF THE
SOIL BEARING PRESSURES. SHOULD THE SOIL BEARING
PRESSURE BE FOUND TO BE LESS THAN 4,000 PSF THE
CONTRACTOR SHALL IMMEDIATELY NOTIFY THE ARCHITECT.
D. ALL EXCAVATION, BACKFILLING, AND FILLING OPERATIONS
BENEATH THE BUILDING SLAB AND FOUNDATIONS, AND ALL
COMPACTION TESTS AND INSPECTION, SHALL BE DONE UNDER THE
DIRECTION AND SUPERVISION OF A REGISTERED GEOTECHNICAL
ENGINEER RETAINED BY THE CONTRACTOR. ALL SOIL, EQUIPMENT
AND PROCEDURES SHALL BE APPROVED BY THE GEOTECH
ENGINEER PRIOR TO ALL EARTHWORK OPERATIONS.
E. ALL FILL UNDER FOOTINGS AND SLABS SHALL BE COMPACTED TO
A DRY DENSITY OF 100 PERCENT OF MAXIMUM DRY DENSITY AS
DETERMINED BY ASTM D 698. OVEREXCAVATION REQUIRED AT COLUMN
FOOTINGS CAN BE BACKFILLED USING PENNDOT 2A STONE COMPACTED
OR FLOWABLE FILL WITH A MIN. 28 DAY COMPRESSIVE STRENGTH OF
300 PSF.
TYPICAL FOUNDATION BEARING SHALL BE PREPARED PER FOLLOWING:
GEOTECHNICAL RECOMMENDATIONS
OVEREXCAVATION/REPLACEMENT
REQUIREMENT
ROOF
DECK & INSULATION -----------FRAMING ---------------------------MECHANICAL ---------------------ELECTRICAL/LIGHTING -------CEILING -----------------------------MISCELLANEOUS ----------------
5 PSF
5 PSF
5 PSF
3 PSF
2 PSF
5 PSF
TOTAL --------------------------------
25 PSF
BEARING MATERIAL
DESIGN LIVE LOADS ARE AS FOLLOWS:
RESIDENTIAL -------------------------------------------------------------CORRIDORS 1ST FLOOR----------------------------------------------CORRIDORS ABOVE 1ST FLOOR-----------------------------------GROUND FLOOR / COMMON AREAS ----------------------------MAIL ROOM --------------------------------------------------------------LOADING DOCK -----------------------------------------------------------MECHANICAL --------------------------------------------------------------STAIRS -----------------------------------------------------------------------ROOF -------------------------------------------------------------------------PLAZA ------------------------------------------------------------------------WIND (3 SECOND GUST)-----------------------------------------------WIND EXPOSURE CATEGORY---------------------------------------WIND IMPORTANCE FACTOR ---------------------------------------OCCUPANCY CATEGORY --------------------------------------------SNOW EXPOSURE FACTOR -----------------------------------------SNOW IMPORTANCE FACTOR --------------------------------------THREMAL FACTOR ------------------------------------------------------BUILDING OCCUPANCY CATEGORY-------------------------------SEISMIC USE GROUP ---------------------------------------------------SEISMIC IMPORTANCE FACTOR -----------------------------------MAPPED SPECTRAL RESPONSE ACCELERATION -----------SEISMIC DESIGN CATEGORY ---------------------------------------SITE CLASS ----------------------------------------------------------------BASIC SEISMIC FORCE RESISTING SYSTEM ------------------RESPONSE MODIFICATION COEFFICIENT ---------------------DESIGN BASE SHEAR --------------------------------------------------ANALYSIS PROCEDURE -----------------------------------------------
40 PSF
100 PSF
80 PSF
100 PSF
100 PSF
100 PSF
150 PSF
100 PSF
Pf=30 PSF PLUS SNOW DRIFTING
Pg=35 PSF
100 PSF
90 MPH
EXPOSURE B
Iw = 1.15
III
Ce=0.9
Is=1.1
Ct=1.0
III
II
Ie=1.25
SDS=0.148q
SDI =0.088q
B
D
COMBINATION OF
CONCENTRIC BRACING
& CONC. SHEAR WALLS
R=5
500 KIPS
EQUIVALENT LATERAL
FORCE PROCEDURE
THE CONTRACTOR IS CAUTIONED AS TO NOT STORE ANY CONSTRUCTION
MATERIALS OR UNDERTAKE ANY CONSTRUCTION OPERATION WHICH WILL
EXCEED THE DESIGN LIVE LOAD CAPACITIES NOTED.
B.
C.
D.
THE STRUCTURE HAS BEEN DESIGNED FOR THE DEAD AND LIVE
LOADS INDICATED ABOVE. ANY INCREASE OF LOADS DUE TO
CHANGE IN USAGE OR CONSTRUCTION MATERIALS, ETC. SHALL
HAVE THE WRITTEN APPROVAL OF THE ENGINEER.
INTACT SHALE/SILTSTONE
BEDROCK (1)
NONE
IN-SITU FILL OR NATURAL
SOILS
1/3B
COMPACTED STRUCTURAL
FILL (2)
1/4B
NONE
1B
1/2B
F. PROVIDE 6" COMPACTED STONE BASE BELOW SLABS ON GRADE.
STONE SHALL CONFORM TO PENNDOT 2A.
G. REFERENCE GEOTECHNICAL REPORT PREPARED BY:
CMT LABORATORIES, INC.
2701 CAROLEAN INDUSTRIAL DR.
STATE COLLEGE, PA 16801
DATED: AUGUST 3, 2015
5. CAST-IN-PLACE CONCRETE
A. ALL CONCRETE WORK SHALL CONFORM TO ALL PROVISIONS OF THE
"SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS"
(ACI 301), AND TO THE "BUILDING CODE REQUIREMENTS FOR
REINFORCED CONCRETE" (ACI 318).
ADDITIONALLY THE CONCRETE SHALL CONFORM TO ALL PROVISIONS
OF THE LATEST EDITIONS OF THE FOLLOWING PUBLICATIONS:
1. ACI 305R RECOMMENDED PRACTICE FOR HOT WEATHER
CONCRETING.
2. ACI 306R RECOMMENDED PRACTICE FOR COLD WEATHER
CONCRETING.
3. ACI 347 RECOMMENDED PRACTICE FOR CONCRETE
FORMWORK.
C.
F. PROVIDE SOLID BLOCK OR FILL WALL SOLID WITH GROUT
DIRECTLY BELOW ALL CHANGES IN WALL THICKNESS OR
CONSTRUCTION AS REQUIRED TO PROVIDE CONTINUOUS BEARING
FOR ALL FACE SHELLS OF BLOCK.
G. LAP ALL VERTICAL REINFORCING 48 BAR DIAMETERS MINIMUM.
H. PROVIDE 8" DEEP SOLID BEARING BELOW ALL STUDS
BEARING ON MASONRY WALLS. SOLID BEARING SHALL BE SOLID
BLOCK OR BRICK OR HOLLOW BLOCK FILLED SOLID WITH GROUT.
J. PROVIDE A SOFT JOINT WHERE ANY NON-BEARING MASONRY
PARTITIONS OR WALLS ARE LAID TO THE UNDERSIDE OF THE
STRUCTURAL FLOOR OR ROOF FRAMING ABOVE.
K. ALL REINFORCING STEEL SHALL CONFORM TO ASTM A615, GRADE 60.
L. INSPECTION AND TESTING SHALL BE PERFORMED AS REQUIRED BY
SPECIFICATIONS.
7A. STRUCTURAL AND MISCELLANEOUS STEEL
A. ALL STRUCTURAL AND MISCELLANEOUS STEEL SHALL CONFORM TO
THE THIRTEENTH EDITION OF THE AISC "SPECIFICATION FOR THE
DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL
FOR BUILDINGS" AND ALL ITS SUPPLEMENTS, AND TO THE AISC
"CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND
BRIDGES." STRUCTURAL STEEL DESIGN BASED ON LRFD PROCEDURE.
B. THE STRUCTURAL STEEL ERECTER WILL BE RESPONSIBLE FOR
PROVIDING ADEQUATE TEMPORARY BRACING DURING CONSTRUCTION
TO PREVENT COLLAPSE DURING CONSTRUCTION.
C. ALL STRUCTURAL STEEL BEAMS AND COLUMNS SHALL CONFORM TO
ASTM A-572 FY=50,000 PSI UNLESS NOTED OTHERWISE. ALL ANGLES,
CHANNELS AND MISCELLANEOUS STEEL SHALL CONFORM TO ASTM
A-36, FY = 36,000 PSI.
D. STEEL TUBES SHALL CONFORM TO ASTM A500 GRADE B, FY =
46,000 PSI.
E. ALL STEEL PIPE SHALL CONFORM TO ASTM A-501, FY = 36,000
PSI OR ASTM A-53 TYPE "E" OR "S" GRADE B, FY = 35,000 PSI.
F. ALL WELDED CONNECTIONS SHALL BE DONE WITH E70XX ELECTRODES
WITH 3/16" MINIMUM MATERIAL. ALL BOLTED CONNECTIONS SHALL
USE 3/4" DIA. ASTM A325N HIGH STRENGTH BOLTS MINIMUM. ALL
BEAM CONNECTIONS SHALL DEVELOP THE GREATER SHEAR VALUE OF
ONE HALF OF ITS TOTAL UNIFORM LOAD CAPACITY IN ACCORDANCE
WITH THE AISC SPECIFICATIONS FOR FRAMED BEAM CONNECTIONS,
TABLE 3-6, OR THE END REACTION LISTED. IF SHOP WELDED, FURNISH
IN ACCORDANCE WITH TABLE 10-3. MINIMUM THICKNESS OF CLIP ANGLES
OF 5/16". NO CONNECTIONS SHALL BE MADE USING LESS THAN TWO
BOLTS. ALL ANCHOR BOLTS SHALL BE ASTM A-307 U.N.O. ALL
CONNECTIONS SHALL BE DEVELOPED BY THE CONTRACTOR UNLESS
COMPLETELY DETAILED ON CONTRACT DRAWINGS.
THE STRUCTURAL STEEL FABRICATOR SHALL PROVIDE CERTIFICATION
BY A PROFESSIONAL ENGINEER, REGISTERED IN THE COMMONWEALTH
OF PENNSYLVANIA THAT THE CONNECTION DESIGN IS IN ACCORDANCE
WITH ALL APPLICABLE CODES AND SPECIFICATIONS.
SPREAD/COLUMN CONTINUOUS WALL
FOOTING
FOOTING
B = FOOTING WIDTH
1 FIELD VERIFIED BY GEOTECHNICAL ENGINEER-OF-RECORD
2 MAY BE REDUCED AFTER FIELD INSPECTION BY GEOTECHNICAL
ENGINEER-OF-RECORD
B.
E. PROVIDE 8" MINIMUM DEPTH OF 100% SOLID MASONRY OR HOLLOW
BLOCK FILLED SOLID WITH GROUT BELOW ALL BEAMS OR LINTELS.
ALL CONCRETE, UNLESS NOTED OTHERWISE, SHALL BE STONE
AGGREGATE CONCRETE HAVING A MINIMUM COMPRESSIVE STRENGTH
OF 4,000 PSI AT 28 DAYS.
1. 1ST FLOOR CONCRETE SLAB AND BEAMS - NORMAL WEIGHT
CONCRETE WITH A MINIMUM DESIGN COMPRESSION STRENGTH
OF 4000 PSI AT 28 DAYS.
2. ALL CONCRETE SLAB ON METAL DECK SHALL BE LIGHT WEIGHT
STRUCTURAL CONCRETE HAVING A MINIMUM DESIGN COMPRESSION
STRENGTH OF 4000 PSI AT 28 DAYS.
G. END CONNECTIONS OF COMPOSITE FLOOR BEAMS SHALL DEVELOP IN
SHEAR THE END REACTIONS INDICATED ON THE DRAWINGS.
H. SHOP AND FIELD WELDS SHALL BE MADE BY APPROVED CERTIFIED
WELDERS AND SHALL CONFORM TO THE AMERICAN WELDING SOCIETY
CODE FOR BUILDINGS AWS D1.1. WELDS SHALL DEVELOP THE
FULL STRENGTH OF MATERIALS BEING WELDED, UNLESS OTHERWISE
NOTED.
J. ALL EXPANSION BOLTS SHALL BE HILTI KWIK BOLT 3 EXPANSION ANCHORS,
3" MINIMUM EMBEDMENT LENGTH AS MANUFACTURED BY HILTI
OR APPROVED EQUIVALENT. U.N.O. ALL EXPANSION BOLTS SHALL BE
SET IN CONCRETE OR 100% SOLID FILLED MASONRY.
K. NO OPENINGS IN BEAMS SHALL BE PERMITTED WITHOUT THE WRITTEN
PERMISSION OF THE ARCHITECT.
L. THE USE OF A GAS TORCH IN THE FIELD FOR CUTTING
HOLES OR FOR CORRECTING FABRICATION ERRORS WILL NOT BE
PERMITTED ON STRUCTURAL FRAMING MEMBERS EXCEPT WITH THE
WRITTEN APPROVAL OF THE ARCHITECT FOR EACH SPECIFIC
CONDITION.
M. ALL STRUCTURAL STEEL THAT IS TO BE FIREPROOFED SHALL NOT BE PAINTED.
STRUCTURAL STEEL NOT REQUIRED TO BE FIREPROOFED SHALL BE SHOP
PAINTED WITH AN APPROVED CORROSION RESISTANT PRIMER. STEEL SHALL
BE PAINTED IN STRICT ACCORDANCE WITH THE AISC SPECIFICATIONS AND
MANUFACTURER'S RECOMMENDATIONS. PRIOR TO PAINTING, ALL STEEL
SURFACES SHALL BE PREPARED IN ACCORDANCE WITH SSPC-SP3. ALL
PAINTS SHALL BE APPROVED BY THE ARCHITECT PRIOR TO THEIR USE.
STRUCTURAL STEEL EXPOSED TO WEATHER SHALL BE HOT-DIP GALVANIZED.
C. SHOP DRAWINGS FOR ALL STRUCTURAL ELEMENTS SHOWN ON THE
CONTRACT DOCUMENTS MUST BE SUBMITTED BY THE GENERAL
CONTRACTOR AND REVIEWED BY THE ENGINEER. IF THE
CONTRACTOR OR OWNER FAILS TO OBTAIN ENGINEER'S REVIEW OF
THE SHOP DRAWINGS, THE ENGINEER WILL NOT BE RESPONSIBLE
FOR THE STRUCTURAL CERTIFICATION AND DESIGN OF THE
PROJECT. SHOP DRAWINGS ARE REVIEWED BY THE ENGINEER AS
A CONVENIENCE TO THE GENERAL CONTRACTOR AND ARE NOT A
CONTRACT DOCUMENT.
D. LOADS GREATER THAN THE DESIGN LIVE LOADS SHALL NOT BE
PLACED ON THE STRUCTURE. CONTRACTOR SHALL SUPPORT
ADJACENT STRUCTURES, UTILITIES AND EXCAVATIONS AS REQUIRED
CONTRACTOR SHALL SUBMIT SHOP DRAWINGS FOR ALL TEMPORARY
FORMWORK, SHEETING, SHORING AND UNDERPINNING SEALED
BY A PROFESSIONAL ENGINEER AS A PART OF THE CONTRACTOR'S
WORK.
E. THE CONTRACTOR SHALL BE RESPONSIBLE TO DETERMINE ALLOWABLE
CONSTRUCTION LOADS AND TO PROVIDE DESIGN AND CONSTRUCTION OF
FALSEWORK, FORMWORK, STAGINGS, BRACING, SHEETING, SHORING AND
UNDERPINNING AS NECESSARY TO PREVENT ANY LATERAL OR VERTICAL
MOVEMENTS TO, AND TO INSURE THE STRUCTURAL INTEGRITY OF EXISTING
BUILDINGS, STREETS, AND ANY UTILITY LINES, BRACING, SHEETING,
SHORING, ETC., REQUIRED TO INSURE THE STRUCTURAL INTEGRITY OF
THE EXISTING BUILDINGS OR NEW CONSTRUCTION, SIDEWALKS, UTILITIES
ETC., SHALL BE DESIGNED BY A PROFESSIONAL ENGINEER REGISTERED
IN THE COMMONWEALTH OF PENNSYLVANIA ENGAGED BY THE CONTRACTOR.
DETAILED SIGNED AND SEALED SHOP DRAWINGS SHALL BE PREPARED
INDICATING ALL WORK TO BE PERFORMED. SUBMIT SHOP DRAWINGS IN
ACCORDANCE WITH THE CONTRACT REQUIREMENTS.
N. NO OPENINGS SHALL BE MADE IN STRUCTURAL MEMBERS UNLESS
SHOWN ON STRUCTURAL DRAWINGS OF APPROVED BY STRUCTURAL
ENGINEER. NO CONDUITS MAY BE PLACED IN CONCRETE SLAB WHICH
HAS AN OUTSIDE DIAMETER LARGER THAN 1/3 THE TOTAL SLAB
THICKNESS.
P. ALL STRUCTURAL WORK SHALL BE COORDINATED WITH ARCHITECTURAL ,
MECHANICAL, ELECTRICAL, PLUMBING, ETC. REQUIREMENTS. G.C. TO
PROVIDE APPROPRIATE NUMBER OF COPIES OF COORDINATED
DRAWINGS SHOWING ALL SLEEVES, CONDUIT BOXES, DUCT OPENINGS,
ETC. AS REQUIRED FOR ALL TRADES FOR STRUCTURAL ENGINNERS
APPROVAL.
6. MASONRY
A. ALL MATERIALS AND CONSTRUCTION SHALL CONFORM TO THE
REQUIREMENTS OF ACI 530/ASCE 5: BUILDING CODE
REQUIREMENTS FOR MASONRY STRUCTURES.
B. ALL BLOCK SHALL CONFORM TO ASTM C-90 AND ASTM C-145 WITH
A MINIMUM COMPRESSIVE STRENGTH OF 1,900 PSI (NET AREA)
FOR F'M = 1,500 PSI
C. ALL WALLS SHALL BE LAID UP WITH TYPE S LIME MORTAR
CONFORMING TO ASTM C270 WITH FULL MORTAR BEDDING.
D. ALL MASONRY WALLS SHALL BE REINFORCED WITH NO. 9 GAGE
TRUSS-TYPE GALVANIZED WIRE JOINT REINFORCING SPACED
VERTICALLY AT 16" ON CENTER UNLESS NOTED. PROVIDE CORNER
AND TEE PIECES AT ALL INTERSECTIONS. LAP ALL REINFORCING
6" MINIMUM.
ATLANTA, GA 30303
ASSOCIATE ARCHITECT
MURRAY AND ASSOCIATES ARCHITECTS
1600 NORTH SECOND STREET
HARRISBURG, PA 17102-2499
MEP ENGINEER
AHA CONSULTING ENGINEERS
1801 OLD ALABAMA RD, SUITE 125
ROSWELL, GA 30076
SITE/CIVIL ENGINEER
DERCK & EDSON ASSOCIATES
33 SOUTH BROAD STREET
LITITZ, PA 17543
GEOTECHNICAL ENGINEER
CMT LABORATORIES, INC.
2701 CAROLEAN INDUSTRIAL DRIVE
STATE COLLEGE, PA 16801
STRUCTURAL ENGINEER
WBCM
100 STERLING PARKWAY, SUITE 108
MECHANICSBURG, PA 17050
8. METAL DECKING
A. ALL METAL DECKING SHALL BE DESIGNED, FABRICATED AND
ERECTED IN ACCORDANCE WITH THE LATEST EDITION OF THE
"SPECIFICATION OF THE STEEL DECK INSTITUTE." ALL METAL
DECKING SHALL BE THREE SPAN CONTINUOUS.
D. ALL WELDS AND BURN AREAS SHALL BE CLEANED AND PAINTED
WITH AN APPROVED PRIMER.
E. METAL DECKING SHALL BE INSTALLED AS FOLLOWS:
FASTEN ALL DECK ROOF TO FRAMING WITH HILTI X-EDN19
IN 36/4 PATTERN WITH 3-#10 TEK SCREWS PER SPAN FOR
SIDELAPS. FASTEN ALL DECK TO PERIMETER FRAMING
WITH PUDDLE WELDS AT 6" O/C.
K. CONCRETE EXPOSED TO PUBLIC VIEW SHALL MEET THE REQUIREMENTS
FOR ARCHITECTURAL CONCRETE OF ACI 301.
M. CONTRACTOR SHALL COORDINATE WITH ALL RELATED TRADES FOR
DETAILING, FABRICATION AND ERECTION PRIOR TO SUBMITTING SHOP
DRAWINGS FOR APPROVAL.
SUITE 5000
D. WHERE COMPOSITE CONSTRUCTION OCCURS AND NO SHEAR CONNECTORS
ARE SHOWN ON PLAN, PROVIDE CONNECTORS AT 24" O/C MAX.
C. ALL METAL FLOOR DECKING SHALL BE 1 1/2"-GALVANIZED
20 GAGE COMPOSITE DECKING AS MANUFACTURED BY VULCRAFT, INC.
OR AN APPROVED EQUIVALENT.
L. CONSTRUCTION JOINTS IN WALLS, BEAMS AND SLABS SHALL BE
LOCATED MIDWAY BETWEEN SUPPORTS EXCEPT THAT WHERE AN
INTERSECTING MEMBER OCCURS AT MID-SPAN, THE JOINT SHALL BE
OFFSET TWICE THE WIDTH OF THE INTERSECTING MEMBER. BEFORE
FRESH CONCRETE IS POURED AGAINST CONCRETE IN PLACE, THE
CONTACT SURFACES OF CONCRETE IN PLACE SHALL BE THOROUGHLY
CLEANED, ALL LAITANCE SHALL BE REMOVED. PREPARE JOINTS IN
ACCORDANCE WITH WATERPROOF REQUIREMENTS.
191 PEACHTREE STREET NE
C. ALL BEAM CONNECTIONS SHALL BE DESIGNED FOR REACTION SHOWN
ON COMPOSITE BEAMS.
G. ALL CONCRETE SHALL BE SAMPLED AND TESTED AS REQUIRED
BY SPECIFICATIONS.
B. IT IS THE CONTRACTOR'S RESPONSIBILITY TO SATISFY HIMSELF
AS TO THE LOCATION OF ANY UTILITIES IN THE IMMEDIATE
VICINITY OF CONSTRUCTION SO AS TO PREVENT DAMAGE TO THEM.
SHOULD ANY DAMAGE TO SUCH UTILITIES OCCUR THE CONTRACTOR
SHALL BE REQUIRED TO REPAIR SUCH DAMAGE AT HIS OWN
EXPENSE AND TO THE SATISFACTION OF THE OWNER.
HKS, INC.
B. CONNECTIONS SHALL BE OF NUMBER SHOWN EQUALLY SPACED ALONG
LENGTH OF BEAM, UNLESS OTHERWISE NOTED ON PLAN.
B. ALL METAL ROOF DECK SHALL BE 1 1/2"-20 GAGE WIDE RIB
TYPE "B" DECKING AS MANUFACTURED BY VULCRAFT, INC.
OR AN APPROVED EQUIVALENT.
J. PROVIDE WATER STOPS IN ALL CONSTRUCTION AND CONTROL JOINTS
IN CONCRETE BELOW GRADE AS PER THE ARCHITECTURAL DRAWINGS.
ARCHITECT
A. SHEAR CONNECTORS SHALL BE 3/4" DIAMETER, 4" LONG STEEL
HEADED STUDS, CONFORMING TO ASTM A108 GRADES 1015 THROUGH
1020 AND THE REQUIREMENTS OF SECTION 7 OF AWS D1.1, TYPE B,
WELDED BY AUTOMATIC EQUIPMENT TO STRUCTURAL STEEL.
MINIMUM SHEAR CAPACITY OF CONNECTOR SHALL BE 9.70 KIPS.
F. ALL REINFORCING BARS SHALL CONFORM TO ASTM A-615 GRADE
60. ALL WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185,
GRADE 65. ALL WELDED WIRE FABRIC SHALL BE IN SHEETS AND
SHALL BE SUPPORTED ON CHAIRS.
H. MINIMUM BAR LAPS SHALL BE 48 BAR DIAMETERS WITH A MINIMUM LAP
OF 24" UNLESS NOTED.
IBC
INTERNATIONAL BUILDING CODE
I.F.
INSIDE FACE
IN
INCH
INFO. INFORMATION
INS. INSULATION
JT.
JOINT
K.
KIPS (1000 LBS.)
KSF KIPS PER SQUARE FOOT
KSI
KIPS PER SQUARE INCH
LB/LBS POUND/POUNDS
LOC. LOCATE, LOCATED
L.L. LIVE LOAD
LLH LONG LEG HORIZONTAL
LLV LONG LEG VERTICAL
LT.
LIGHT
L.P. LOW POINT
LW
LIGHT WEIGHT
MAS. MASONRY
MAX. MAXIMUM
MECH MECHANICAL
MTL. METAL
MFR. MANUFACTURER
MIN. MINIMUM
MPH MILES PER HOUR
N.
NORTH
NO. NUMBER
N.S. NEAR SIDE
N-S NORTH-SOUTH
NW
NORMAL WEIGHT
O.C., O/CON CENTER
O.F. OUTSIDE FACE
OPNG. OPENING
ORIENT. ORIENTATION
PCF POUNDS PER CUBIC FOOT
PENET. PENETRATION
PL.
PLATE
PLUMB. PLUMBING
PSF POUNDS PER SQUARE FOOT
PSI
POUNDS PER SQUARE INCH
REINF. REINFORCING
REQD. REQUIRED
RET. RETAINING
REV. REVISION
RF.
ROOF
R.O, ROUGH OPENING
RW
RETAINING WALL
SCHED. SCHEDULE
SECT. SECTION
SIM SIMILAR
SL.
SLOTTED
SPA. SPACING
SPEC. SPECIFICATIONS
SQ. SQUARE
STAGG. STAGGERED
STD. STANDARD
STIFF. STIFFENER
STL. STEEL
SUPP. SUPPORT
T.&B. TOP AND BOTTOM
TEMP. TEMPORARY
THK. THICK, THICKNESS
T.O. TOP OF
T.O.C. TOP OF CONCRETE
TOL. TOLERANCE
T.O.P. TOP OF PIER
T.O.S. TOP OF STEEL
T.O.W. TOP OF WALL
TYP. TYPICAL
U.N.O. UNLESS NOTED OTHERWISE
V.
VERTICAL (USED W/ REINF.)
VERT. VERTICAL
V.I.F. VERIFY IN FIELD
W.J. WORK POINT
W.S. WATER STOP
WT. WEIGHT
WWF WELDED WIRE FABRIC
W/
WITH
7B. COMPOSITE CONSTRUCTION
WEIGHT OF EQUIPMENT SHOWN ON THE STRUCTURAL DRAWINGS HAVE
BEEN CONSIDERED IN THE DESIGN OF THE FRAMING. ANY
ADDITIONAL EQUIPMENT NOT SHOWN ON THE STRUCTURAL DRAWINGS
AND EXCEEDING 500 POUNDS SHALL BE BROUGHT TO THE
ATTENTION OF THE ENGINEER FOR APPROVAL PRIOR TO
INSTALLATION.
A. THE CONTRACTOR IS ADVISED THAT ALL PLANS, DIMENSIONS, AND
DETAILS DEPICT FIELD CONDITION AS SHOWN. MINOR
VARIATIONS ARE TO BE EXPECTED AND ANY DEVIATIONS FROM THE
CONTRACT DOCUMENTS SHALL BE APPROVED BY THE ARCHITECT IN
WRITING PRIOR TO PROCEEDING.
ANCHOR BOLT
AMERICAN CONCRETE INSTITUTE
ADDITIONAL
ADJUSTMENT
ANCHOR BOLT
ARCHITECTURAL
AMERICAN STANDARDS OF CIVIL ENGINEERING
AMERICAN SOCIETY FOR TESTING AND MATERIALS
AMERICAN WELD SOCIETY
BETWEEN
BUILDING
BLOCKING
BEAM
BOTTOM OF
BOTTOM
BASEPLATE
BRACING
BEARING
BRICK
BRACKET
BOTH SIDE (USED W/ REINF)
BRICK SHELF
BOTH WAYS
CANTILEVER
CONCRETE BEAM
CONTROL JOINT
CENTERLINE
CLEAR
CONCRETE MASONRY UNIT
COLUMN
CONCRETE
CONNECTION
CONSTRUCTION
CONTINUOUS
CONTRACTOR
COORDINATE
DOUBLE
DETAIL
DEVELOP,DEVELOPMENT
DIAMETER
DIAGONAL
DIMENSION
DISTANCE
DEAD LOAD
DOWN
DRAWING
DOWEL
EACH
EACH FACE
ELEVATION
ELECTRICAL
ELEVATOR
EMBED, EMBEDMENT
EQUAL
ETCETERA
EACH WAY
EAST-WEST
EXISTING
EXPANSION
EXPANSION JOINT
FOUNDATION
FINISH
FLANGE
FLOOR
FRAMING
FAR SIDE
FOOT
FOOTING
YIELD STRENGTH
GAGE
GALVANIZED
GENERAL CONTRACTOR
HORIZONTAL (USED W/ REINF.)
HOOK
HORIZONTAL
HIGH POINT
HEIGHT
P. ALL COLUMNS SHALL HAVE 5/8" THICK CAP PLATES UNLESS NOTED.
D. ALL CONCRETE FILL FOR METAL PAN STAIRS AND MASONRY WALLS
SHALL BE PEA GRAVEL CONCRETE, HAVING A MINIMUM
COMPRESSIVE STRENGTH OF 4000 PSI AT 28 DAYS. MAXIMUM
SIZE OF AGGREGATE SHALL BE 1/2".
3. GENERAL
A.B.
ACI
ADDTL.
ADJMT.
ANCH.
ARCH
ASCE
ASTM
AWS
BET.
BLDG.
BLKG.
BM.
B.O.
BOT.
BPL.
BRCG.
BRG.
BRK.
BRKT.
B.S.
B.S.
B.W.
CANT.
C.B.
C.J.
CL.
CLR.
CMU
COL.
CONC.
CONN.
CONST.
CONT.
CONTR.
COORD.
DBL.
DET.
DEV.
DIA.
DIAG.
DIM.
DIST.
D.L.
DN.
DWG.
DWL.
EA.
E.F.
EL.
ELEC.
ELEV.
EMBED.
EQ.
ETC.
E.W.
E-W
EXIST.(E)
EXP.
EXP. JT.
FDN.
FIN.
FLG.
FLR.
FRMG.
F.S.
FT
FTG.
FY, Fy
GA.
GALV.
G.C.
H.
HK.
HORIZ.
H.P.
HT.
N. INSPECTION AND TESTING SHALL BE PERFORMED AS REQUIRED BY
SPECIFICATIONS.
THE STABILITY OF THE STRUCTURE IS DEPENDENT UPON THE
DIAPHRAGM ACTION OF THE FLOOR AND ROOF. THE CONTRACTOR
IS COMPLETELY RESPONSIBLE FOR THE METHODS OF CONSTRUCTION
AND SHALL PROVIDE ALL GUYS, BRACING AND SHORING REQUIRED
TO ACCOMMODATE ALL INTERIM LOADING CONDITIONS THROUGHOUT
THE CONSTRUCTION PHASE.
E. ALL CONCRETE MIX DESIGNS AND ADMIXTURES SHALL BE APPROVED
BY THE ARCHITECT 30 DAYS PRIOR TO INITIATION OF FIRST POUR.
ABBREVIATIONS
BLOOMSBURG UNIVERSITY
RESIDENCE HALL
& BOOKSTORE
1. CODE
KEY PLAN
COMPOSITE FLOOR DECK TO BE ANCHORED TO FRAMING
BY HEADED STUDS INDICATED ON PLAN. FOR ANY BEAMS
WITHOUT STUDS PROVIDE HILTI X-EDN19 FASTENERS IN 36/4
PATTERN. ALL SIDELAPS TO HAVE MIN. (2)-#10 SCREWS PER SPAN.
A
F. PROVIDE STEEL HEADER FRAMES FOR SUPPORT OF METAL DECKING
FOR ALL OPENINGS GREATER THAN 10" SQUARE.
G. PROVIDE 12" X 20 GAGE CONTINUOUS GALVANIZED STEEL BUTT
STRIP WHERE DECK CHANGES DIRECTION.
H. PROVIDE 14 GAGE GALVANIZED STEEL SUMP PANS AT ALL ROOF
DRAINS.
I.
B
PROVIDE STEEL LEDGER ANGLES AT STEEL COLUMNS AS REQUIRED
FOR SUPPORT OF METAL DECKING.
9. CURTAIN WALL SYSTEM
REVISION
NO.
DESCRIPTION
A. THE WEIGHT OF THE SPECIFIED CURTAIN WALL SYSTEM HAS BEEN
ASSUMED TO BE 20 PSF FOR THE DESIGN OF THE STRUCTURAL
SUPPORT OF THE CURTAIN WALL. THE CURTAIN WALL MANUFACTURER
SHALL VERIFY THAT THE ACTUAL WEIGHT OF THE SYSTEM DOES NOT
EXCEED THIS WEIGHT. IF THE WEIGHT OF THE SYSTEM EXCEEDS THE
ABOVE REFERENCED WEIGHT, THE MANUFACTURER SHALL NOTIFY
THE ARCHITECT/ENGINEER IMMEDIATELY FOR
REVIEW.
DATE
10. PRECAST CONCRETE
A. PRECAST PANEL CONNECTIONS TO BE DESIGNED AND DETAILED BY
PRECASTER AND COORDINATED WITH BUILDING STRUCTURAL SYSTEMS.
ALL CONNECTION MATERIAL REQUIRED FOR SUPPORT AND TRANSFER
OF VERTICAL AND LATERAL LOADS OF THE PRECAST PANELS TO THE
BUILDING STRUCTURE, INCLUDING IMBEDDED PLATES SHALL BE
PROVIDED AND INSTALLED BY THE PRECASTER.
B. SUPPORT GRAVITY LOADS AT COLUMNS OR FOUNDATIONS WHENEVER
POSSIBLE.
HKS PROJECT NUMBER
19087.000
DATE
03 DECEMBER 2015
12/14/2015 4:33:19 PM
PLOT DATE:
TEMPLATE VERSION:
ISSUE
CONSTRUCTION
DOCUMENTS
SHEET TITLE
STRUCTURAL
GENERAL NOTES
REVISED
15 DECEMBER 2015
© 2015 HKS, INC.
SHEET NO.
S0.01
SEE PLAN FOR REINFORCING
SIZE AND SPACING
VERTICAL STEEL-LAP MINIMUM OF
48 BAR DIAMETERS AT SPLICES. HOLD
IN POSITION WITH VERTICAL BAR
POSITIONERS @ 5'-0" O/C. STEEL
IS TO BE IN PLACE PRIOR
TO PLACING GROUT.
PROVIDE CONTROL OR CONSTRUCTION
JOINTS AT 30'-0" MAX. ON CENTER
CONTRACTOR SHALL SUBMIT SHOP
DRAWINGS WITH LOCATION
OF JOINTS BEFORE
CONSTRUCTION
STOP GROUT LIFT 1 1/2"
FROM TOP OF BLOCK UNIT.
CONSOLIDATE EACH LIFT BY
MECH. VIBRATION AND RECONSOLIDATE
BY MECH. VIBRATION AFTER INITIAL
WATER LOSS AND SETTLEMENT
HAS OCCURED.
(2)-#4 x
4'-0" LONG TOP
SLAB
24 BAR DIA.
CELLS CONTAINING STEEL ARE
FILLED SOLIDLY WITH GROUT.
VERTICAL CELLS SHOULD PROVIDE
A CONTINUOUS CAVITY FREE OF MORTAR
DROPPINGS, AND AT LEAST 2 1/2" x
3" IN SIZE. PLACE GROUT IN LIFTS NOT
EXCEEDING 5 FEET. MAXIMUM GROUT
POUR HEIGHT SHALL BE 12 FEET.
ATLANTA, GA 30303
CONTROL
JOINT
ASSOCIATE ARCHITECT
MURRAY AND ASSOCIATES ARCHITECTS
CONTROL JOINT
OR 12"
MINIMUM
6"
24 BAR DIA.
SEE ARCH. DWGS.
FOR WATER STOP
DETAILS
1600 NORTH SECOND STREET
HARRISBURG, PA 17102-2499
2"x4" KEY
(TYP.)
CLASS B
LAP
BOND BEAMS
MEP ENGINEER
AHA CONSULTING ENGINEERS
WALL
WHEN GROUT POUR EXCEEDS 5' IN HEIGHT, PROVIDE
CLEANOUTS IN THE BOTTOM COURSE OF MASONRY IN
EACH GROUT POUR @ EACH VERTICAL BAR. THE
SIZE OF THE CLEAN OUT OPENINGS SHALL BE OF
SUFFICIENT SIZE TO PERMIT REMOVAL OF DEBRIS.
THE MIN. OPENING DIMENSION SHALL BE 3".
REMOVE ALL MORTAR DROPPINGS & INSPECT VERT.
REINFORCEMENT PRIOR TO PROVIDING CLOSURE TO
RESIST GROUT PRESSURE.
TYPICAL REINFORCED
MASONRY CONSTRUCTION
191 PEACHTREE STREET NE
SUITE 5000
UNLESS WALL IS FULLY GROUTED,
PLACE MORTAR ON CROSS WEBS
ADJACENT TO CELLS WHICH WILL
BE GROUTED TO PREVENT LEAKAGE.
FOOTING OR TOP OF WALL
HKS, INC.
2-#4x4'-0" LONG
DIAGONAL(TOP)
TYPICAL
"
-0
1'
WIRE TIE
TYPICAL
ARCHITECT
#5 BARS
CONTINUOUS
THROUGH CONTROL
OR 12"
MINIMUM
45°
CUT ALTERNATE
LONGITUDINAL BARS AT
CONTROL AND
CONSTRUCTION JOINTS
1801 OLD ALABAMA RD, SUITE 125
ROSWELL, GA 30076
SITE/CIVIL ENGINEER
GROUT
TYPICAL ADDITIONAL SLAB
REINFORCING AT REENTRANT CORNER
SEE ARCH DWGS.
FOR WATER STOP
DETAILS
DERCK & EDSON ASSOCIATES
3/4" DEEP GROOVE
33 SOUTH BROAD STREET
LITITZ, PA 17543
CONSTRUCTION JOINT
TYPICAL PLAN AT DOORWAY
GEOTECHNICAL ENGINEER
TYPICAL BOND BEAM CORNER
CMT LABORATORIES, INC.
TYPICAL FORMED CONCRETE JOINTS
2701 CAROLEAN INDUSTRIAL DRIVE
STATE COLLEGE, PA 16801
1
DETAIL
DETAIL
2
3
DETAIL
4
DETAIL
DETAIL
5
STRUCTURAL ENGINEER
S0.02
NONE
S0.02
NONE
S0.02
NONE
S0.02
NONE
S0.02
NONE
WBCM
100 STERLING PARKWAY, SUITE 108
MECHANICSBURG, PA 17050
TOP OF FOOTING
LAP
LAP
6" MINIMUM
"B"
NOTE: SEE TYP.
CONCRETE WALL
CORNER REINF.
DETAIL FOR
U-BARS.
4'-0"
MINIMUM
OPENING
COORDINATE SIZE
AND LOCATION OF
HOUSEKEEPING PADS
WITH MECHANICAL
DRAWINGS
6" TYP.
6" U.N.O.
#4 BARS
AT 12" O/C
EACH WAY
U-BAR
ADDITIONAL
BARS
TYPICAL CONCRETE
WALL CORNER REINFORCING
TYPICAL TURNED DOWN SLAB
TYPICAL HOUSEKEEPING PADS
S0.02
S0.02
8
DETAIL
7
6
TOP OF FOOTING
8" MIN.
#4 BARS AT 12" O/C
TYPICAL 4 SIDES
S0.02
2'-0"
DETAIL
S0.02
TYPICAL PIPE UNDER FOOTING
NONE
SEE
NOTE 4
"t"/4
INTERIOR SLAB
FINISH
GRADE
# 4 AT 16" O/C
24"
4"
24"
GRADE
DIFFERENCE
2+
"t"
A
B
UP TO 6'-0"
1'-0"
2'-2"
6'-0" TO
9'-0"
1'-8"
2'-6"
GRADE
DIFFERENCE
48"
MINIMUM
6"
"T"
3"
SAWCUT CONTROL JOINT
#4 AT 12" O/C
NONE
S0.02
1
PREFORMED KEYED
CONTROL JOINT
DETAIL
10
STEP FOOTINGS
AS REQUIRED
TO CLEAR PIPES
"T"
#4 AT 12" O/C
OVERSIZED PIPE
SLEEVE
DETAIL
9
NONE
#3 NOSE BAR
6" MINIMUM
ADDITIONAL BARS AROUND
OPENINGS IN CONCRETE WALL
NONE
DETAIL
SEE ARCHITECTURAL
DRAWINGS FOR STAIR
TREAD AND RISER DIMENSIONS
2A MODIFIED
STONE FILL
2-ADDITIONAL BARS FOR
WALLS 8" OR LESS.
4-ADDITIONAL BARS FOR
WALLS OVER 8". ADDITIONAL
AND DIAGONAL BARS SAME
SIZE AS TYPICAL WALL BARS.
NOTE: WHEN TYPICAL WALL
BARS OCCUR WITHIN 2" OF
THE FACE OF THE OPENING.
ONE HALF OF THE ADD'L
BARS MAY BE OMITTED.
NONE
SAWCUT JOINT AS SOON AS SURFACE
IS FIRM ENOUGH SO THAT IT WILL NOT
BE TORN OR DAMAGED BY BLADE.
FILL JOINT WITH SEALANT
AT EXTERIOR LOCATIONS.
TYPICAL PIPE THRU FOOTING
PROVIDE A MIN.
OF 2-#8 OVER
OPENINGS IN
CONC. WALLS.
EXTEND 24"
BEYOND OPN'G
OR HOOK.
PROVIDE CORNER AND
U-BARS OF THE SAME SIZE
AND SPACING AS THE
HORIZONTAL WALL REINF.
(3)-#4 CONTINUOUS
TOP OF SLAB
A+B SHALL NOT BE LESS THAN "T"
STANDARD HOOK
#4 DOWELS AT
4'-0" O/C
24" MINIMUM
LAP
"A"
"T"
2'-0"
30 DIA.
't'
FINISH
GRADE
CLASS B
OVERSIZED STEEL PIPE SLEEVE
BLOOMSBURG UNIVERSITY
RESIDENCE HALL
& BOOKSTORE
MECHANICAL
UNIT OR OTHER
EQUIPMENT
4" MIN.
2'
-0
"
1-DIAGONAL BAR
FOR WALLS 8" OR
LESS. 2-DIAGONAL
BARS FOR WALLS
OVER 8".
PROVIDE OVERSIZED
STEEL SLEEVE AT ALL
PIPES THRU WALLS
SEE
NOTE 3
SEE SITE
DRAWINGS
FINISH
GRADE
#4 AT 12" O/C
KEYED CONTROL JOINT
NOTES:
1.
STONE BASE
2.
3.
4.
TYPICAL STAIR REINFORCING
FOR STAIRS ON GRADE
3" CL.
PROVIDE KEYED OR SAWCUT CONTROL JOINTS IN SLABS ON
GRADE WHERE NOTED THUS (C.J.) ON THE PLAN.
KEYED CONTROL JOINTS MUST BE USED BETWEEN ADJACENT POURS.
AT KEYED CONSTRUCTION JOINTS, STOP W.W.F. EACH SIDE OF JOINT.
AT SAWCUT CONTROL JOINTS, CUT ALTERNATE WIRES CROSSING
THE JOINT.
TYPICAL SLAB ON GRADE CONTROL JOINT
GRAVEL, TOP OF
FOOTING TO
UNDERSIDE OF SLAB.
TYPICAL EXTERIOR ENTRANCE
4'-0" MIN.
24"
MAX. U.N.O.
4'-0" N.T.S.
#5 AT 12" O/C
TOP AND BOTTOM
SLOPE AS STEEP AS
SOIL WILL ALLOW
A
24"
LAP
B
3" CL.
TYPICAL STEPPED FOOTING
16
DETAIL
12
S0.02
13
NONE
S0.02
DETAIL
NONE
14
S0.02
DETAIL
NONE
15
S0.02
DETAIL
S0.02
DETAIL
KEY PLAN
NONE
NONE
A
(SEE SECTIONS)
B
UNEXPOSED
FACE
1" CLEAR
TYP.
KEYWAY-2 x 1/3 WALL
THICKNESS W/WATERSTOP
3/4" x 3/4" CHAMFER
(EXPOSED FACE ONLY)
MASONRY WALL LINTEL SCHEDULE
MARK
P
5/8" GAP
FILL WITH EXPANSION
JOINT MATERIAL
SIZE
8" DEEP PRECAST
CONCRETE LINTEL
REINFORCE BASED
ON SPAN
TEMPLATE VERSION:
12/14/2015 4:08:06 PM
PLOT DATE:
17
S0.02
DETAIL
NONE
DATE
REMARKS
UP TO 8'-0"
CLEAR
AT ALL 6"
THICK WALLS
PROVIDE 1#5
TOP AND
BOTTOM
L1
(1)L4" X 3 1/2" X 5/16"
UP TO 4'-0"
CLEAR
1-L FOR EA.
4" THICKNESS
OF MASONRY
L2
(1)L5" X 3 1/2" X 5/16"
4'-0" TO 6'-0"
CLEAR
1-L FOR EA.
4" THICKNESS
OF MASONRY
L3
(1)L6" X 3 1/2" X 5/16"
6'-0" TO 8'-0"
CLEAR
1-L FOR EA.
4" THICKNESS
OF MASONRY
NOTE:LOCATE CONTROL JOINTS
AS SHOWN ON PLAN
TYPICAL CONCRETE
WALL EXPANSION JOINT
SPAN
REVISION
NO.
DESCRIPTION
HKS PROJECT NUMBER
19087.000
L4
W8x28 + 3/8" PLATE
UP TO 10'-0"
CLEAR
2-12
DATE
03 DECEMBER 2015
NOTES:
1.
2.
3.
4.
ISSUE
ALL LINTELS SHALL HAVE 6" MINIMUM BEARING AT EACH END, UNLESS NOTED.
PROVIDE LINTELS OVER ALL OPENINGS PER ABOVE, INCLUDING DOORS, WINDOWS,
DUCTS, LOUVERS, RECESSES, AND OTHER OPENINGS. UNLESS SHOWN OR NOTED
OTHERWISE ON STRUCTURAL OR ARCHITECTURAL DRAWINGS.
FOR DIMENSIONS AND LOCATION OF OPENINGS, SEE ARCHITECTURAL,
MECHANICAL, AND ELECTRICAL DRAWINGS.
ALL EXTERIOR LINTELS SHALL BE EPOXY PAINTED.
CONSTURCTION
DOCUMENTS
SHEET TITLE
TYPICAL DETAILS
REVISED
15 DECEMBER 2015
© 2015 HKS, INC.
SHEET NO.
S0.02
DOUBLE ANGLE SHEAR
CONNECTION. WELDED
OR BOLTED.
(ASTM A325 N BOLTS)
ARCHITECT
HKS, INC.
DOUBLE ANGLE SHEAR
CONNECTION. WELDED
OR BOLTED.
(ASTM A325 N BOLTS)
ATLANTA, GA 30303
3/8" FITTED STIFFENER
PLATE EACH SIDE TYP.
DOUBLE ANGLE SHEAR
CONNECTION. WELDED
OR BOLTED.
(ASTM A325 N BOLTS)
SECTION X
TYPICAL
STEEL BEAM
SEE PLAN
3/8" FITTED STIFFENER
PLATE EACH SIDE TYP.
STEEL BEAM
SEE PLAN
3/16
COLUMN WEB
OF FLANGE
STEEL BEAM
SEE PLAN
3/16
STEEL BEAM
SEE PLAN
STUDS
3/8" MIN. SHEAR PLATE
CONNECTION. WELDED
OR BOLTED.
(ASTM A325 N BOLTS)
5/8" MIN. CAP
PLATE
X
3/8" MIN. SHEAR PLATE
CONNECTION. WELDED
OR BOLTED.
(ASTM A325 N BOLTS)
STEEL BEAM
SEE PLAN
ALTERNATE
TYPICAL
3/8" MIN. SHEAR PLATE
CONNECTION. WELDED
OR BOLTED.
(ASTM A325 N BOLTS)
COLUMN WEB
OF FLANGE
SECTION X
ALTERNATE
(LIMITED ACCESS)
TYPICAL
5/8" MIN. CAP
PLATE
MIN. 3/4" DIA
A325N BOLTS
STEEL COLUMN
SEE PLAN
WEBS PERPENDICULAR
ALTERNATE
STEEL COLUMN
SEE PLAN
WEBS PARALLEL
NONE
S0.03
DETAIL
3
S0.03
NONE
S0.03
BP1 U.N.O.
CL
BEAM
DERCK & EDSON ASSOCIATES
33 SOUTH BROAD STREET
LITITZ, PA 17543
BEAM
GEOTECHNICAL ENGINEER
CMT LABORATORIES, INC.
2701 CAROLEAN INDUSTRIAL DRIVE
STATE COLLEGE, PA 16801
100 STERLING PARKWAY, SUITE 108
MECHANICSBURG, PA 17050
NONE
BP2 U.N.O.
1/2"+/- GROUT
STEEL BEAM
SEE PLAN
C6x8.2 HEADERS
EACH SIDE WITH
HANGER CLIPS EACH END
A
L3"x3"x1/4"
SHOP WELDED
PROVIDE STANDARD
AISC BOLTED
CONNECTIONS
3"
MIN.
A
A
L
W12X19 HEADERS
AND CROSS
MEMBERS TYPICAL
STEEL
DECK
5/16"
X
X
X
X
X
SECTION A-A
SECTION A-A
DETAIL
NONE
6
S0.03
BEAM
SEE PLAN.
TYPICAL MECHANICAL OPENING
IN FLOORS
TYPICAL MECHANICAL OPENING
DETAIL
NONE
S0.03
3/16
3"
BEAM PERPENDICULAR
TO WALL
4"
L
BEAM PARALLEL
TO WALL
NONE
8
S0.03
TYP.
3"
SCHEDULE
SIZE
MARK
BP1
TxWxL
1/2"x8"x6"
TYPICAL BEAM BEARING PLATE
DETAIL
7
1"
EDGE OF
WALL
PROVIDE 16" MINIMUM DEEP SOLID
BEARING BELOW ALL BEARING
PLATES ON MASONRY. SOLID
BEARING SHALL BE TWICE THE
LARGEST PLATE DIMENSION IN
LENGTH. THE SOLID BEARING SHALL
BE HOLLOW BLOCK FILLED SOLID
WITH GROUT OR SOLID BRICK
WHERE NOT EXPOSED IN THE
FINISHED BUILDING.
ROOF
DECK
ROOF BEAM
SEE PLAN.
3/16
EDGE OF WALL
W
A
(2)-1/2" X 6" LONG
HEADED STUDS
W
L6"x4"x5/16"
x3 1/2" LONG
TYPICAL EDGE OF SLAB CONDITION
DETAIL
NONE
TYP.
M
M
SITE/CIVIL ENGINEER
T
3/16
CL ROOF
BEAM
POUR
STOP
S0.03
1801 OLD ALABAMA RD, SUITE 125
DETAIL
4
OPENING
5
AHA CONSULTING ENGINEERS
W.W.F.
TYP.
OPENING
STEEL BEAM
SEE PLAN
MEP ENGINEER
TYPICAL COMPOSITE FLOOR CONSRUCTION
T
CENTERLINE
OF BEAM
6"U.N.O.
POUR
STOP
FIREPROOFING
AS REQUIRED
BEAM TO CANTILEVER ACROSS STEEL COLUMN
NONE
3/16
CONCRETE
SLAB
3/4" DIA x 4" LONG
STUDS. WELDED THRU
DECK TO BEAMS
STRUCTURAL ENGINEER
DETAIL
2
TYP.
CONCRETE
SLAB
BEAM
GIRDER
SEE ARCHITECTURAL DRAWINGS
FOR OPENINGS
6"U.N.O.
HARRISBURG, PA 17102-2499
(PIPE & TUBE SIMILAR)
BEAM TO COLUMN SHEAR CONNECTIONS
DETAIL
CENTERLINE
OF BEAM
1600 NORTH SECOND STREET
WBCM
BEAM TO BEAM SHEAR CONNECTIONS
S0.03
MIN. 3/4" DIA
A325N BOLTS
(LIMITED ACCESS)
(LIMITED ACCESS)
1
MURRAY AND ASSOCIATES ARCHITECTS
BLOOMSBURG UNIVERSITY
RESIDENCE HALL
& BOOKSTORE
3/8" MIN. SHEAR PLATE
CONNECTION. WELDED
OR BOLTED.
(ASTM A325 N BOLTS)
ASSOCIATE ARCHITECT
ROSWELL, GA 30076
1 1/2" x 20 GAGE
COMPOSITE METAL DECK
STEEL BEAM
SEE PLAN
SUITE 5000
3 1/2" L.W. CONC.
SLAB U.N.O. ON PLAN
X
191 PEACHTREE STREET NE
STANDARD AISC
SHEAR CONNECTION
STIFFENER PLATE TO
MATCH BEAM FLANGE
THICKNESS, TOP
AND BOTTOM
M
M
TYP.
M
STANDARD AISC
SHEAR CONNECTION
BENT ROOF BEAM
SEE PLAN FOR LOCATIONS
5/8" CAP PLATE
STANDARD AISC
SHEAR CONNECTION
STANDARD AISC
SHEAR CONNECTION
M
3/16"
BEAM
BACKING BAR
TOP AND BOTTOM
BACKING BAR
TOP AND BOTTOM
BACKING BAR
TOP AND BOTTOM
GIRDER
STIFFENER PLATE TO MATCH BEAM
FLANGE THICKNESS, TOP & BOTTOM
KEY PLAN
TYP
PROVIDE BACKING
BARS AS REQUIRED
STIFFENER PLATE TO MATCH
BEAM FLANGE THICKNESS
A
TO COLUMN FLANGE
TO COLUMN WEB
TO GIRDER
TO TOP OF COLUMN
TYPICAL BENT BEAM DETAIL
NOTE: ALL WELDS SHALL BE
PREQUALIFIED FULL PENETRATION WELDS.
TYPICAL MOMENT CONNECTION DETAILS
NOTE: ALL WELDS SHALL BE
PREQUALIFIED FULL PENETRATION WELDS.
9
S0.03
10
S0.03
B
DETAIL
NONE
REVISION
NO.
DESCRIPTION
DETAIL
DATE
NONE
HKS PROJECT NUMBER
19087.000
DATE
03 DECEMBER 2015
12/14/2015 4:08:09 PM
PLOT DATE:
TEMPLATE VERSION:
ISSUE
CONSTRUCTION
DOCUMENTS
SHEET TITLE
TYPICAL DETAILS
REVISED
15 DECEMBER 2015
© 2015 HKS, INC.
SHEET NO.
S0.03
22
8
S5.05
21.5
6
5/1
X
X3
12
S
HS
V.8
23
7
HSS8X4X1/4
/16
X5
3
2X
S1
S
H
HSS4X4X1/4
POST
HSS6X2X1/4
V
2. SEE ARCHITECTURAL DRAWINGS FOR DIMENSIONS
AND ELEVATIONS.
2. TOP OF FOOTINGS INDCATED ON PLAN THUS
(+/-X'-X") INDICATES DIMENSION ABOVE OR BELOW
FINISH FLOOR. SEE S2.02 FOR FOOOTING SCHEDULE.
3. CONCRETE SLAB ON GRADE SHALL BE 4" THICK
U.N.O. REINFORCED WITH 6x6-W2.0xW2.0 WELDED
WIRE FABRIC (W.W.F.). PLACE SLAB OVER 10 MIL
VAPOR BARRIER BELOW SLAB SUBBASE UNLESS
NOTED OTHERWISE. LAP ALL W.W.F. 12" MIN.
SEE GEOTECH REPORT FOR SUBSURFACE PREP
REQUIREMENTS.
ARCHITECT
HKS, INC.
191 PEACHTREE STREET NE
SUITE 5000
ATLANTA, GA 30303
4. PROVIDE SHEATING\SHORING AS NEEDED TO
MAINTAIN EXISTING CONSTRUCTION.
6
5/1
3X
2X
S1
HS
S5.05
FOUNDATION PLAN NOTES:
1. FINISH FLOOR ELEVATION = 100'-0".
/16
X5
3
2X
S1
S
H
S5.05
16
X5/
2X3
SS1
6H
5/1
X3X
S12
HS
6
STAIR 4 FRAMING NOTES:
1. ALL EXPOSED HSS JOINTS TO BE FULLY WELDED AND
GROUND SMOOTH.
ASSOCIATE ARCHITECT
MURRAY AND ASSOCIATES ARCHITECTS
HSS12X3X5/16
HSS4X4X1/4
POST
HSS8X4X1/4
INCICATES ROUND CONCRETE COLUMN. SEE
SCHEDULE ON SHEET S2.02.
5
TRUE
INCICATES SQUARE CONCRETE COLUMNS.
SEE SCHEDULE ON SHEET S2.02.
S5.05
STAIR 4 FRAMING PLAN
5. PROVIDE 6" THICK CONCRETE SLAB REINFORCED
WITH 6x6-W2.9xW2.9 W.W.F. IN AREA NOTED. SEE
NOTE 3 FOR SUBBASE REQUIRMENTS.
1600 NORTH SECOND STREET
6. PROVIDE 4" DEPRESSION IN SLAB AT LOCATIONS
NOTED. COORDINATE DIMENSIONS WITH FINAL
FOOD SERVICE CONSUTANT DRAWINGS.
MEP ENGINEER
7. COORDINATE EQUIPMENT PAD SIZE AND LOCATION
WITH ARCH. AND MECH. DRAWINGS. SEE DETAIL
6/S0.02.
ROSWELL, GA 30076
HARRISBURG, PA 17102-2499
AHA CONSULTING ENGINEERS
1801 OLD ALABAMA RD, SUITE 125
SITE/CIVIL ENGINEER
DERCK & EDSON ASSOCIATES
8. COORDINATE SLAB DEPRESSION REQUIREMENTS
WITH FLOOR MAT REQUIREMENTS.
33 SOUTH BROAD STREET
LITITZ, PA 17543
1/8" = 1'-0"
GEOTECHNICAL ENGINEER
CMT LABORATORIES, INC.
2701 CAROLEAN INDUSTRIAL DRIVE
STATE COLLEGE, PA 16801
11
LUZERNE
11
'
18
8'
-9
21
1/2
"
17.4
12
'
/2"
20
9'
20.5
8'
22
6'
3
-4
1/4
"
8"
17
'
2'
-
0'
-
-4
"
11
8"
19
'
1/4
"
-0
51
/4"
17
'
3/4
"
6'
-
7
x.2
x.1
")
(-8
F7
SEE
A/S2.03
F6
(-3
'-0
")
F8
(-8
")
SEE
NOTE 6
")
(-8
SEE
NOTE 6
2'
-
(-8")
0"
3'
-
x.3
13' - 4 3/4"
LIMIT OF
NOTE 5
x.4
6' - 4 3/4"
x.5
x.6
4' - 3"
x.9
21' - 1 1/4"
x.10
3' - 0 1/2"
(-8
")
S2.04
J.
1
F1
")
(-8
(-8
")
F12 (-8")
S2.03
C.
J.
16
(-4'-0")
(-6'-0")
/8"
73
S2.03
T.5
A
1/4
"
7'
-
6
REVISION
NO.
DESCRIPTION
R
/4"
J.
S
S2.03
Q
-8
AREA B
1/2
"
(-6'-0")
AREA A
16
'
3' - 0"
33
O
2'
-
")
5 (-8
F13.
/4"
SLOPE
1" EXPANSION
JOINT
N
MAX.
)
6'-0"
F9 (-
2
S2.03
HKS PROJECT NUMBER
(+7'-0")
12/14/2015 4:08:14 PM
TEMPLATE VERSION:
SEE
7/S0.02
PLOT DATE:
DATE
63
(-8")
B
3'
-
C.
S.8
6'
-
Q.7
(-6'-0")
C.
J.
C.
J.
4'
/4"
(-8")
STEP ING
T
FOO
F12
KEY PLAN
93
C.
J.
")
'-0
(-9
I.9
)
9'-0"
F8 (-
2
10
S2.03
5
S2.05
U
5
F12
SEE 16/S0.02
FOR SITE WALL
FOUNDATION DETAIL
TYP.
C.J.
SEE
NOTE 9
J.
8")
F9 (-
STEP
FOOTING
8'
-
STEP
FOOTING
(-7
'-6
")
4"
J.
F7
8" CONCRETE
WALL
(-7'-6")
L
C.
C.
4-0")
F7 (-
C.
J.
C.
J.
EP NG
ST OTI
FO
4-0")
F6 (-
8")
F9 (-
C.
J.
")
'-0
(-7
V
C.
J.
4'
-
"
1/2
-0"
")
J.
C.J.
LIMIT OF
NOTE 5
HS
T.O S8X
.S. 4X3
(98 /8
HS
'-9
T.O S8
")
.S. X4X
(10 3/8
7'2")
-2
C.
(-8")
STEP
FOOTING
S2.03
)
3'-0"
F9 (-
S2.03
31
'
16
F1
0(
-7'
F11
4
SEE
NOTE 6
/2"
M
C.
J.
V.7
M.2
(-8")
1" EXPANSION
JOINT
5
(-6'-0")
-3
24
'
F1
0(
-50")
F12
y.2
y.1
(-6'-0")
1/4
"
/8"
75
"
1/4
S2.05
(-6
'-0
")
S2.04
C.
J.
-8
1'
J.
C.
J.
'
10
C.
(-3'-0")
"
7/8
(-8
")
F7
(-8")
F11
(-3'-0")
-2
2
F1
"")
(-4'-0
F12
STEP
FOOTING
")
(-8
C.J.
J.
S2.04
4
(-3
'-0
")
C.J.
(-3'-0")
)
3'-0"
F9 (-
6
F9
J.
(-6'-0")
'
10
SEE
NOTE 8
C.
(-3'-0")
8")
F8 (C.
")
'-0
(-5
y.3
(-5
'-0
")
/4"
F1
0(
-70")
Y.5
(-5
'-0
")
C.
J.
71
F7
F12 (-8")
J.
STEP
FOOTING
F7
F7
C.
")
'-0
(-5
9'
S2.04
EP NG
ST OTI
O
F
(-3
'-0
")
F7
1
LIMIT OF
NOTE 5
C.
J.
S2.04
(-8
")
C.
J.
F8
y.4
3
C.
J.
2
y.6
BEN FRANKLIN
J.
y.7
y.5
(-8
")
C.
J.
y.8
14' - 5 1/2"
")
'-0
(-5
")
'-0
(-5
C.
SEE
7/S0.02
")
(-8
13' - 3 1/4"
1
F1
C.J.
8' - 6"
")
'-0
(-5
C.J.
4' - 11 1/4"
C.
6' - 9 3/4"
16
2' - 11"
(-8
")
y.9
(-8
")
1' - 8 1/4"
(-8
")
F7
MAX.
F8
S2.04
")
(-8
(-8")
1
F1
SEE NOTE 4
F7
16
(-3
'-0
")
S2.05
F6
F7
")
'-0
(-3
"
V.8
/4"
24' - 8 1/2"
(-8
")
"
1/4
PORTION OF
WALL FOOTING
TO BE OMITTED
93
SEE
NOTE 7
SEE
A/S2.03
X.3
SEE NOTE 4
7"
11
EXISTING
UNDERGROUND
VAULT
Z
-8
"
(-8")
F7
LYCOMING
/2"
8'
-
3' - 0"
-5
3'
1
11
'
9' - 0"
23.6
9'
11
F7
23.5
"
-3
C.
J.
23
1'
-
MECHANICSBURG, PA 17050
12.8
"
-8
EP NG
ST OTI
FO
'
11
14
10
12
SEE
A/S2.03
"
1/8
S2.04
-1
01
/2"
13
/4"
/8"
83
7
7'
-
16
14.8
S2.03
EP NG
ST OTI
FO
21.5
17
15
(-8")
21
'13
1
-9
100 STERLING PARKWAY, SUITE 108
14.1
18.4
19
WBCM
BLOOMSBURG UNIVERSITY
RESIDENCE HALL
& BOOKSTORE
SEE NOTE 4
STRUCTURAL ENGINEER
9
LUZERNE
19087.000
1" EXPANSION
JOINT
C.
DATE
03 DECEMBER 2015
ISSUE
J.
CONSTRUCTION
DOCUMENTS
TRUE
FOUNDATION PLAN - AREA A
SHEET TITLE
FOUNDATION
PLAN - AREA A
1/8" = 1'-0"
REVISED
15 DECEMBER 2015
© 2015 HKS, INC.
SHEET NO.
S1.01
FOUNDATION PLAN NOTES:
1. FINISH FLOOR ELEVATION = 100'-0".
2. TOP OF FOOTINGS INDCATED ON PLAN THUS
(+/-X'-X") INDICATES DIMENSION ABOVE OR BELOW
FINISH FLOOR. SEE S2.02 FOR FOOTING SCHEDULE.
3. CONCRETE SLAB ON GRADE SHALL BE 4" THICK
U.N.O. REINFORCED WITH 6x6-W2.0xW2.0 WELDED
WIRE FABRIC (W.W.F.). PLACE SLAB OVER 10 MIL
VAPOR BARRIER BELOW SLAB SUBBASE UNLESS
NOTED OTHERWISE. LAP ALL W.W.F. 12" MIN.
SEE GEOTECH REPORT FOR SUBSURFACE PREP
REQUIREMENTS.
ARCHITECT
HKS, INC.
191 PEACHTREE STREET NE
SUITE 5000
ATLANTA, GA 30303
4. PROVIDE 6" THICK CONCRETE SLAB REINFORCED
WITH 6x6-W2.9xW2.9 W.W.F. IN AREA NOTED. SEE
NOTE 3 FOR SUBBASE REQUIREMENTS. FINISH
FLOOR ELEVATION = 98'-6" IN AREA NOTED.
ASSOCIATE ARCHITECT
MURRAY AND ASSOCIATES ARCHITECTS
1600 NORTH SECOND STREET
HARRISBURG, PA 17102-2499
5. COORDINATE SLAB DEPRESSION REQUIREMENTS
WITH FLOOR MAT REQUIREMENTS.
MEP ENGINEER
6. FINISH FLOOR IN AREA NOTED SHALL BE 114'-0".
SEE NOTE 3 FOR CONCRETE SLAB CONSTRUCTION.
INCICATES ROUND CONCRETE COLUMN. SEE
SCHEDULE ON SHEET S2.02.
AHA CONSULTING ENGINEERS
1801 OLD ALABAMA RD, SUITE 125
ROSWELL, GA 30076
SITE/CIVIL ENGINEER
INCICATES SQUARE CONCRETE COLUMNS.
SEE SCHEDULE ON SHEET S2.02.
DERCK & EDSON ASSOCIATES
33 SOUTH BROAD STREET
LITITZ, PA 17543
18
17
16
15
14
12.8
12
11
GEOTECHNICAL ENGINEER
16.8
11
'
K
11
0'
-
91
/4"
M
77
-1
11
/4"
STRUCTURAL ENGINEER
WBCM
100 STERLING PARKWAY, SUITE 108
/8"
MECHANICSBURG, PA 17050
-6
"
51
/4"
20
'
8")
F7 (6'
-
-1
03
/4"
11
2'
-
1" EXPANSION
JOINT
0"
BLOOMSBURG UNIVERSITY
RESIDENCE HALL
& BOOKSTORE
S2.03
(+7'-0")
F7
1" EXPANSION
JOINT
F7
(+19'-0")
9' - 0"
8
30' - 0"
7
6
11' - 0 7/8"
5.3
21' - 7 1/8"
5
8' - 4 7/8"
4.4
4' - 4"
0' - 9 5/8"
(+6'-0")
27' - 3"
4
STEP
FOOTING
(-3
'-0
")
F7
18' - 11 1/8"
11' - 0"
(+2'-0")
3' - 6"
(-6
'-0
")
F1
0
STEP
FOOTING
(+2'-0")
S2.05
27' - 0"
A.3
A.2
A
")
-0
6'
(+
STEP
FOOTING
(+
7'
-0
")
F6
SEE
7/S0.02
STEP
FOOTING
SEE
NOTE 6
")
'-0
(-3
5
(-5'-0")
S2.05
A.5
1
1.
F1
(-7'-0")
(+14'-0")
(-4
'-0
")
(-5
'-0
")
(-5
'-0
")
F9
F1
0
(-7
'-0
")
F7
S2.05
S2.05
(+8'-0")
")
'-0
(-7
6
9
F9
F1
2
(-6'-0")
(-5
'-0
")
(-7
'-0
")
F1
1
S2.05
STEP
FOOTING
B
")
-0
8'
(+
S2.04
")
'-0
(-8
3
6
F9
")
'-0
(-9
S2.05
STEP
FOOTING
F7
4
B.5
10
F7
SEE
NOTE 4
STEP
FOOTING
(+5'-0")
SEE
7/S0.02
S2.05
C
S2.05
(+
7'
-0
")
3' - 8"
F7
5
)
9'-0"
F9 (-
(+
7'
-0
")
8
7' - 4"
(2)-#4
BARS
SEE
7/S0.02
EP NG
ST OTI
FO
C.2
F7
(-5
'-0
")
STEP
FOOTING
TYP.
F7
F9
(-3
'-0
")
F1
2
(-8
")
F1
2
(-8
")
STEP
FOOTING
SEE
NOTE 3
")
F7
STEP
FOOTING
'-0
17
(+
F1
2
S2.03
")
'-0
(-4
C.J.
1
F9
'-0
")
")
(-8
(-9
5
3.
F1
'-0")
5 (-9
.
3
1
F
")
(-9'-0
F12
(-6
'-0
")
F7
SEE
NOTE 5
(-8
'-0
")
F1
2
(-6'-0")
")
(-9'-0
F11
S2.05
(-6
'-0
")
STEP
FOOTING
C.J.
7
D
(+19'-0")
C.J.
E
9' - 3 3/8"
'-0
")
(+
7'
-0
")
")
'-0
9
1
(+
2' - 9 1/4"
11
'
(-9
S2.05
S2.03
(-6
'-0
")
UP
F.3
10
2
18' - 8 1/2"
F9
1" EXPANSION
JOINT
3' - 0"
J.
F9
-0
C.
(-8
")
)
9'-0"
F6 (-
F1
0
8")
F9 (-
(-6
'-0
")
(-8")
(-6'-0")
F15
(-6'-0")
SEE
7/S0.02
(-6'-0")
10
1/4
"
S2.05
9' - 0"
7
1/8
"
6'
-
2
)
9'-0"
F6 (-
S2.05
G
MAX.
3' - 0"
")
5 (-8
F13.
(-8")
F10
C.
J.
12
'
5
H.2
7"
28
'
4'
-
")
'-0
(-9
-6
"
I.4
20
'
8'
-
/4"
I.6
)
9'-0"
F8 (-
0'
-
8'
-
11
/4"
AREA A
1'
-
C.
J.
I.9
AREA B
STATE COLLEGE, PA 16801
1/8
"
/4"
J
2701 CAROLEAN INDUSTRIAL DRIVE
-4
(+7'-0")
SEE 16/S0.02
FOR SITE WALL
FOUNDATION DETAIL
TYP.
CMT LABORATORIES, INC.
(+6'-0")
12
S2.05
KEY PLAN
19' - 11 7/8"
2
1
SEE 16/S0.02
FOR SITE WALL
FOUNDATION DETAIL
TYP.
A
B
REVISION
NO.
DESCRIPTION
DATE
HKS PROJECT NUMBER
19087.000
DATE
03 DECEMBER 2015
12/14/2015 4:08:18 PM
PLOT DATE:
TEMPLATE VERSION:
ISSUE
CONSTRUCTION
DOCUMENTS
TRUE
FOUNDATION PLAN - AREA B
SHEET TITLE
FOUNDATION
PLAN - AREA B
1/8" = 1'-0"
REVISED
15 DECEMBER 2015
© 2015 HKS, INC.
SHEET NO.
S1.02
'L'
TOP INTERIOR
BARS 'b'
'L'
'L'
LEGEND:
#7 AT 12" O/C
TOP END
BARS 'a'
SLAB SPAN. SEE 6/S2.01
FOR 1-WAY SLAB.
TWO WAY SLAB REINFORCING SCHEDULE
2. FINISH SLAB ELEVATION VARIES IN AREA NOTED.
CONSTRUCTION SHALL BE 12" SLAB MIN. BOTTOM OF
SLAB ELEVATION = 113'-6". REINFORCE 2 WAY PER
SCHEDULE. COORDINATE TOP OF CONCRETE
ELEVATION AND SLOPE WITH ARCHITECTURAL
AND CIVIL DWGS.
COLUMN LINE
STANDARD
TENSION LAP
MARK
S1
1'-0"
PLAN NOTES:
1. FINISH FLOOR ELEVATION = 116'-0". FLOOR
CONSTRUCTION SHALL BE 8" SLAB REINFORCED PER
SECTIONS.
1'-0" DROP PANEL
AT COLUMNS
'a'
#9 AT 12"
'b'
'c'
'L'
NOTES
#10 AT 12"
#8 AT 12"
10'-3"
ARCHITECT
3. FINISH SLAB ELEVATION = 113'-0" IN AREA NOTED.
CONSTRUCTION SHALL BE 12" SLAB REINFORCED
2 WAY PER SCHEDULE.
S2
#8 AT 12"
#7 AT 12"
#8 AT 12"
8'-0"
S3
#9 AT 12"
#9 AT 12"
#8 AT 12"
10'-0"
S4
#8 AT 12"
#8 AT 12"
#7 AT 12"
6'-0"
HKS, INC.
191 PEACHTREE STREET NE
SUITE 5000
TYPICAL BOTTOM
BARS 'c'
3'-0"
4. FINISH FLOOR ELEVATION = 116'-0". FLOOR
CONSTRUCTION SHALL BE 5" SLAB ON 1 1/2" - 20
GAGE COMPOSITE DECKING REINFORCED WITH 6x6W2.9xW2.9 W.W.F.
ATLANTA, GA 30303
ASSOCIATE ARCHITECT
MURRAY AND ASSOCIATES ARCHITECTS
3'-0"
S5
#7 AT 12"
#7 AT 12"
#5 AT 12"
#5 AT 12"
TRANSVERSE
TOP & BOTT.
N/A
TYP. TWO WAY SLAB SECTION
S6
#7 AT 12"
#8 AT 12"
5. G.C. TO COORDINATE ANY REQUIRED OPENINGS IN SLAB
FOR MECHANICAL / ELECTRICAL SYSTEMS WITH THE
MECHANICAL / ELECTRICAL SHOP DRAWINGS FOR SIZE
AND LOCTION OF OPENINGS.
1600 NORTH SECOND STREET
HARRISBURG, PA 17102-2499
MEP ENGINEER
#7 AT 12"
6. SEE 5/S2.02 FOR 1 WAY TYPICAL SLAB REINFORCING.
AHA CONSULTING ENGINEERS
7. COORDINATE SLAB DEPRESSION REQUIREMENTS
WITH FLOOR MAT REQUIREMENTS. MAX RECESS 1 1/2".
1801 OLD ALABAMA RD, SUITE 125
8. CONCRETE PIER. TOP OF PIER AT 116'-0". REINFORCE
WITH #6 AT 12" VERTICAL PERIMETER AND #4 AT 12" O/C
HORIZONTAL TIES INTO PERIMETER BEAM.
SITE/CIVIL ENGINEER
ROSWELL, GA 30076
DERCK & EDSON ASSOCIATES
33 SOUTH BROAD STREET
9. DEVELOP ALL SLAB AND BEAM BARS INTO ELEVATOR
WALL TYP.
LITITZ, PA 17543
10. PROVIDE C12x20.7 MIN. GALVANIZED STRINGERS WITH
1 1/4" GALVANIZED BAR GRATING TREADS WITH SKID
PROOF NOSINGS.
GEOTECHNICAL ENGINEER
CMT LABORATORIES, INC.
2701 CAROLEAN INDUSTRIAL DRIVE
STATE COLLEGE, PA 16801
STRUCTURAL ENGINEER
WBCM
100 STERLING PARKWAY, SUITE 108
MECHANICSBURG, PA 17050
LUZERNE
LUZERNE
14.1
19.9
1/2
"
21
12
'
/2"
20
1'
7'
-
-1
01
/2"
17
11
11
'
/2"
15
16
2'
-4
14.8
0'
17
'
8'
-
10' - 0"
8"
4' - 2 3/4"
S4
5' - 5"
x.9
10' - 5 3/4"
x.10
3' - 0 1/2"
S4
CB90
CB91
11' - 9"
CB
31
CB64
y.4
CB
2
S2.03
TOP OF 12"
SLAB (-3'-0")
CB
1
y.3
CB60
SEE
NOTE 10
7' - 5 1/4"
y.2
CB
17
CB
89
y.1
CB
13
114'-9"
y.6
0' - 6 3/8"
CB65
CB
1
CB
70
42
CB
97
CB
/2"
3 1 1/4"
-3
8'
CB
1
1'
CB
5
/4"
CB88
2
1" EXPANSION
JOINT
S2.05
BEN FRANKLIN
/4"
71
/4"
/4"
A
T.5
31
61
S2.03
B
CB
82
T
CB
83
CB
8-S
1
CB
1
S.8
REVISION
NO.
DESCRIPTION
DATE
S
CB
84
CB
10
17.1
/4"
DROP
PANEL
63
114'-6"
R
3'
-
115'-0 1/2"
I.9
CB
86
-S1
7'
-
4"
LYCOMING
49
CB
S2.04
U
4'
-
SEE
CB NOTE 9
62
SEE
NOTE 2
2
6'
-
114'-11"
V
14
CB
85
CB
81
CB
19
2'
-
S2
-1
11
/4"
1/4
"
DROP
PANEL
4'
-
31
20
'
10
"
1/2
S2.05
115'-0 3/4"
S2.05
S1
-2
13
13
CB
16
-S
2
CB
18
KEY PLAN
6'
-
114'-6"
/2"
'
16
-S2
44
B
C
CB
14
CB
86
-S2
M
HS
S8
X4
X3
/8
/8"
96
CB
75
M.2
CB
82
1'
1
4-S
4
CB
15
S2.04
24
'
5"
-3
"
2'
CB
16
-S1
CB
2
/8"
CB
3
y.7
S5
CB
1
91
21
CB
4
1'
7'
CB
71
y.8
92
CB
CB
36
CB
1
/4"
68
CB
y.9
y.5
3
CB
3
y.10
6' - 9 3/4"
CB63
26' - 8 3/8"
CB
57
SEE
NOTE 7
S2.04
CB63
CB
1
/4"
71
-S2
98
B
C
X.3
CB
38
5
-S1
34
CB
EQ
EQ
48
CB
71
99
CB
9'
9'
Y
EQ
S2.04
41
CB
-S1
98
B
C
/8"
10
EQ
-S2
98
B
C
77
7/8
"
CB
1
24
CB
0
10
CB
1
CB
104
CB
8'
-
-7
EQ
59
CB
4
CB
3
/4"
S6
S4
CB58
CB
69
18
'
-S2
34
CB
26
CB
93
2' - 11"
3' - 5 1/4"
4' - 11 1/4"
94
CB
EQ
-S1
98
B
C
V.7
5' - 9 1/4"
SEE
NOTE 8
S4
S3
S2.04
SEE
NOTE 3
S4
S3
CB
43
77
CB
S2.04
S2.04
V.8
21' - 1 1/4"
x.8
S6
S6
23
CB
S4
CB
40
39
CB
8
SIM.
W
4' - 3"
x.7
CB
1
5"
X.5
x.6
"
S2.05
-S2
01
1
CB
Y.5
x.5
93
CB
37
CB
-S1
01
1
CB
Z
3'
-
S3
8"
37
CB
3
-8
"
13' - 4 3/4"
9
24
CB
5'
3'
/4
11
x.4
19' - 9 1/2"
SEE
NOTE 8
S2.04
25
CB
9'
-1
x.3
SEE
NOTE 7
24
"
3/4
x.2
S6
/4"
37
CB
23.5
23.6
19
'
10' - 0"
x.1
23
'11
3/4
"
0"
S3
45
CB
71
7
/8"
-0
2'
-
1'
-5
6' 1/4"
-7
"
S3
S6
9'
/8"
83
9
7
10' - 0"
S6
"
S5
6'
1
-3
-
10
"
-3
21.5
'
13
1/4
"
-4
"
S6
9'
21
22
11
S2.03
20.8
8'
11
19
'
20.5
/4
91
12
12.8
8"
1/4
"
8"
13
14
14' - 11 1/4"
-9
8'
-
17.4
7' - 0 1/4"
11
'
18
BLOOMSBURG UNIVERSITY
RESIDENCE HALL
& BOOKSTORE
18.4
19
Q
3'
-
6"
AREA A
-9
P.8
11
'
1'
-
51
CB
11
CB
9
/4"
1/4
"
AREA B
CB
51
HKS PROJECT NUMBER
P
/4"
33
2'
-
19087.000
O
DATE
N
03 DECEMBER 2015
TEMPLATE VERSION:
ISSUE
CONSTRUCTION
DOCUMENTS
TRUE
SHEET TITLE
1ST FLOOR FRAMING PLAN - AREA A
1ST FLOOR
FRAMING PLAN AREA A
12/14/2015 4:08:23 PM
PLOT DATE:
1/8" = 1'-0"
REVISED
15 DECEMBER 2015
© 2015 HKS, INC.
SHEET NO.
S1.03
PLAN NOTES:
1. FINISH FLOOR ELEVATION = 116'-0". FLOOR
CONSTRUCTION SHALL BE 8" NORMAL WEIGHT
CONCRETESLAB REINFORCED PER SECTIONS.
LEGEND:
ONE WAY SLAB SPAN.
SEE 7/S2.01
2. FINISH SLAB ELEVATION = 115'-0" IN AREA NOTED.
CONSTRUCTION SHALL BE 12" SLAB REINFORCED
2 WAY PER SCHEDULE ON S1.03.
3. FINISH FLOOR ELEVATION = 116'-0". FLOOR
CONSTRUCTION SHALL BE 5" LIGHT WEIGHT CONCRETE
SLAB ON 1 1/2" - 20 GAGE COMPOSITE DECKING
REINFORCED WITH 6x6-W2.0xW2.0 W.W.F.
ARCHITECT
HKS, INC.
191 PEACHTREE STREET NE
SUITE 5000
4. G.C. TO COORDINATE ANY REQUIRED OPENINGS IN SLAB
FOR MECHANICAL / ELECTRICAL SYSTEMS WITH THE
MECHANICAL / ELECTRICAL SHOP DRAWINGS FOR SIZE
AND LOCTION OF OPENINGS.
ATLANTA, GA 30303
ASSOCIATE ARCHITECT
MURRAY AND ASSOCIATES ARCHITECTS
5. SEE 5/S2.02 FOR 1 WAY TYPICAL SLAB REINFORCING.
1600 NORTH SECOND STREET
HARRISBURG, PA 17102-2499
6. AT STAIRS, PROVIDE 8" CONCRETE WALL WITH #5 AT
12" O/C EACH WAY WITH 24" WIDE FOOTING REINFORCED
WITH (3)-#5 CONTINUOUS AND #5 AT 12" O/C TRANSVERSE.
BOTTOM OF FOOTING MIN. 4'-0" BELOW FINISH GRADE.
MEP ENGINEER
AHA CONSULTING ENGINEERS
1801 OLD ALABAMA RD, SUITE 125
7. TAPER BEAM DEPTH FROM COLUMN TO MATCH EXTERIOR
BEAM DEPTH. TYPICAL AT PERIMETER.
ROSWELL, GA 30076
SITE/CIVIL ENGINEER
DERCK & EDSON ASSOCIATES
33 SOUTH BROAD STREET
18
17
16
15
14
13
11
LITITZ, PA 17543
12.8
L
11
'
K
115'-0 1/2"
16.8
11
11
'
1'
-
8'
-
8"
STRUCTURAL ENGINEER
-1
11
/4"
S1
CB
9
/4"
8'
-
71
/8"
CB
10
CB
10
2
CB
1
CB
52
1
S2.04
S2.05
6
10
S5.03
S2.05
3
S5.01
W36X232 (10,10)
265K
W12X26
119K
3
W36X232 (15,15)
S5.01
132K
W8X31
CB66-S2
14
10
S5.02
S2.05
B.5
B
HSS4x4x3/8
HANGER TYP.
W16X36 (16) c=1"
18K
SEE
NOTE 7
W8X15
18K
CB15
CB15
CB56
S5.02
C
W8X15
A.5
CB55
CB15
CB7
3
CB9
5
CB80
12
S2.05
W12X26
131K
A
CB79
1' - 7 5/8"
12
S2.04
11
3
S2.04
S2.05
27' - 0"
8
30' - 0"
7
18' - 11 1/4"
6
11' - 0 3/4"
5.3
A.3
A.2
W36X232 (10,10)
291K
CB80
W8X15
18K
W8X31
CB77
CB66-S3
CB105
W16X36 (16) c=1"
S5.01
11' - 0"
18K
SEE
NOTE 7
0' - 9 5/8"
CB
74
-S2
18' - 8 1/2"
EQ
6' - 1"
W8X31
13
CB105
S2.05
CB
73
W8X15
132K
W12X26
(-5'-0 1/2")
CB21
C.2
S2.03
9' - 3 1/4"
CB
74
-S1
CB
72
CB
33
-S
3
SIM.
W36X232 (15,15)
W8X31
CB20
1
289K
W36X160
CB20
HSS4x4x3/8
HANGER EACH
SIDE
W8X15
W12X26
CB15
CB105
289K
3
EQ
CB66-S1
CB15
CB
22
W8X31
CB56 OPP. HAND
S5.01
D
W8X15
18K
W16X36 (16) c=1"
18K
CB75
CB
30
18K
W16X36 (16) c=1"
SEE
NOTE 3
CB15
CB
47
CB
27
18K
3
CB
33
-S
2
CB
30
CB
15
CB
76
-S1
CB
32
-S
1
CB
15
CB
76
-S2
S2.05
CB
32
-S
2
CB
33
-S
1
CB
3
01
4'
-
SIM.
3
E
11' - 8"
CB35
7' - 4"
CB79
2' - 9 1/4"
CB
12
CB
46
32' - 8"
CB
78
/2"
F
CB
3
CB
28
-0
15
'
F.3
CB
29
3/4
"
11' - 0 3/4"
BLOOMSBURG UNIVERSITY
RESIDENCE HALL
& BOOKSTORE
CB
61
CB
54
CB53
13
'
/4"
11
4'
-
1'
/2"
61
13
51
SEE
NOTE 2
/4"
33
4"
7'
-
MECHANICSBURG, PA 17050
S2
-9
"
14
5'
-
100 STERLING PARKWAY, SUITE 108
3/4
"
CB
8-S
2
/4"
4'
-
CB
10
3
CB
50
S2.04
H.2
WBCM
-0
1'
-
53
6'
-
I
H
19
'
16
'
61
/4"
11
I.4
STATE COLLEGE, PA 16801
17.1
49
CB
8'
-
I.6
2701 CAROLEAN INDUSTRIAL DRIVE
114'-6"
/2"
11
8'
-
AREA B
G
CMT LABORATORIES, INC.
/4"
AREA A
GEOTECHNICAL ENGINEER
1/4
"
-1
11
/2"
/4"
J
I.9
M
-4
21' - 7"
5
8' - 5"
4.4
27' - 3"
4
20' - 0"
2
KEY PLAN
1
A
B
REVISION
NO.
DESCRIPTION
DATE
HKS PROJECT NUMBER
19087.000
DATE
03 DECEMBER 2015
TEMPLATE VERSION:
ISSUE
CONSTRUCTION
DOCUMENTS
TRUE
SHEET TITLE
1ST FLOOR FRAMING PLAN - AREA B
1ST FLOOR
FRAMING PLAN AREA B
12/14/2015 4:08:28 PM
PLOT DATE:
1/8" = 1'-0"
REVISED
15 DECEMBER 2015
© 2015 HKS, INC.
SHEET NO.
S1.04
CHILLER DUNNAGE FRAMING PLAN NOTES:
1. TOP OF STEEL ELEVTION = 133'-0". TOP OF STEEL IS
DEFINED AS BOTTOM OF FIBERGLASS GRATING.
GALVANIZED
HSS553/8 SCREEN WALL
POST TYP.
8' - 10 1/4"
x.5
x.6
x.7
x.8
x.9
x.10
y.9
HSS6X6X3/8
HSS6X6X3/8
HSS6X6X3/8
HSS6X6X3/8
3. STRUCTURAL STEEL FABRICATOR AND INSALLER
SHALL BE RESPOSNSIBLE FOR THE COORDINATION
WITH APPROVED EQUIPMENT MANUFACTURERS
FRAMED OPENINGS AND DUNNAGE BEAM LOCATIONS
TYP. EXACT LOCATION OF BEAMS AND POSTS SHALL
BE COORDINATED DURING SHOP DRAWING PHASE
WITH ALL TRADES.
HSS6X6X3/8
W12X30
S5.01
W12X30
HSS6X6X3/8
HSS6X6X3/8
W12X30
W12X26
191 PEACHTREE STREET NE
SUITE 5000
ATLANTA, GA 30303
INDICATES FULL PEN MOMENT CONNECTION.
SEE DETAIL 9/S0.03.
3.
ASSOCIATE ARCHITECT
MURRAY AND ASSOCIATES ARCHITECTS
1600 NORTH SECOND STREET
HARRISBURG, PA 17102-2499
y.5
15
W12X30
5. SEE SHEET S4.01 FOR X-BRACE ELEVATION.
LEGEND:
4" LONG
3/4" DIA STUDS
BEAM
y.4
S5.02
W12X26
W12X30
HKS, INC.
4. SEE 6/S2.02 FOR EMBEDDED PLATE DETAIL.
14K
TRUE
CHILLER DUNNAGE
FRAMING PLAN
0' - 4"
PROVIDE HSS6x4x14
AT LOUVER LOCATION
PER 7/S5.01. COORD.
W/ARCH. DWGS.
2' - 4"
0' - 4"
ARCHITECT
2. G.C. TO COORDINATE ANY REQUIRED OPENINGS IN SLAB
FOR MECHANICAL / ELECTRICAL SYSTEMS WITH THE
MECHANICAL / ELECTRICAL SHOP DRAWINGS FOR SIZE
AND LOCTION OF OPENINGS. SEE DETAIL 3/S0.02.
y.6
W12X26
W12X26
W12X30
W12X26
W12X26
W12X30
W12X30
y.7
HSS6X6X3/8
4
FUTURE
CHILLER
W12X26
0' - 4"
W12X30
W12X30
W12X30
W12X26
2' - 4"
W12X26
W12X26
FUTURE
CHILLER
W12X30
0' - 4"
W12X30
W12X30
W12X26
W12X30
W12X26
20,000 LB.
CHILLER
9' - 0"
W12X30
W12X26
W12X30
W12X30
W12X26
2' - 4"
W12X30
W12X26
W12X26
W12X30
W12X30
2' - 4"
S5.02
W12X30
W12X26
16
S5.02
W12X26
8' - 2 3/8"
3/8
HS
S6
X6
X
S5.02
15
0' - 8"
8' - 10 1/4"
HS
S6
X6
X3
/8
7' - 9"
HS
S6
X6
X
3/8
4' - 1 1/8"
y.8
16
INDICATES SPAN OF 1 1/2" DEEP
GATORDECK FIBERGLASS GRATING BY SEASAFE.
MODEL DG-16015.
2.
5
S5.01
FRAMING PLAN NOTES:
1. FINISH FLOOR ELEVATION = 129'-3". FLOOR
CONSTRCTION SHALL BE 5" LIGHT WEIGHT SLAB ON
1 1/2" - 20 GAGE COMPOSITE DECKING REINFORCED
WITH 6x6-W2.0xW2.0 W.W.F. (IN AREA NOTED AS
"ROOF" CONSTRUCTION SHALL BE 5" NORMAL WEIGHT
CONCRETE - REINFORCED AS FLOOR). TOP OF STEEL
SHALL BE 128'-10" UNLESS NOTED OTHERWISE. TOP OF
STEEL IS DEFINED AS BOTTOM OF METAL DECK.
MEMBERS DENOTED THUS (-X'-X") ARE DEPRESSED SAID
DISTANCE BELOW TOP OF STEEL ELEVATION.
W18X40 (14) c=1 1/2"
MEP ENGINEER
6. REINFORCED CONCREET SHEAR WALLS. SEE SECTION
4/S5.02 AND 2/S5.02 FOR REINFORCING.
7.
REPRESENTS DECK SPAN. SEE NOTE 1.
14K
AHA CONSULTING ENGINEERS
1801 OLD ALABAMA RD, SUITE 125
ROSWELL, GA 30076
END
REACTION
REQUIRED CAMBER
SITE/CIVIL ENGINEER
DERCK & EDSON ASSOCIATES
1/8" = 1'-0"
33 SOUTH BROAD STREET
LITITZ, PA 17543
y.3
GEOTECHNICAL ENGINEER
CMT LABORATORIES, INC.
HSS6X6X3/8
HSS6X6X3/8
2701 CAROLEAN INDUSTRIAL DRIVE
S5.01
HSS6X6X3/8
0' - 8"
7
STATE COLLEGE, PA 16801
y.2
STRUCTURAL ENGINEER
WBCM
100 STERLING PARKWAY, SUITE 108
HSS6X6X3/8
MECHANICSBURG, PA 17050
y.1
15
S5.02
9
11
19
14.1
18
15
17
13
14
10
12
12.8
-8
"
/4"
SEE NOTE 1
FOR ROOF
CONSTRUCTION
x.8
5' - 9 1/4"
5' - 5"
x.9
10' - 5 3/4"
x.10
3' - 0 1/2"
W18X40 (30)(-3")
24K
W12X30
(12 3")
X3
0
W
(-3")
W12X30
(-3")
W24X55 (20)
W8X24
W8X24
W12X19
W12X19
W12X30
(-3")
53K
W16X26 (4)
W12X30
(-3")
W8X31
18K
y.6
y.5
y.4
8
S5.01
4" DIA X-STRONG
PIPE POSTS FOR
CHILLER DUNNAGE.
SEE PLAN ABOVE.
y.3
7
S5.01
y.2
HSS5x5x3/8 POST
FOR SCREEN WALL
TYP.
y.1
W1
2X
26
5K
(-6
'-7
")
W1
6X
(-3 26
")
W8X31
58K
3K
9K
KEY PLAN
4'
-7
3/8
-1
03
"
/4"
5K
15
K
A
10
'
W1
6X
26
(13
)
41
/2"
B
REVISION
NO.
DESCRIPTION
9'
-
19
K
DATE
7'
-
4"
16
K
/4"
63
3'
-
3'
-
1/2
"
-2
13
'
-0
19
'
/4"
HKS PROJECT NUMBER
33
18
K
19087.000
2'
-
20
K
14
K
21
K
1'
-
51
/4"
1/4
"
16
K
6"
C8
C8
W1
6X
26
(14
)
20
K
17
K
W12X19
(-3")
(-3")
W12X19
W21X44 (9,2,9)
W12X19
53K
W12X19
(-3")
(-3")
W18X50 (11,13,6,14,15)
54K
W1
2X
26
(11
)
17
K
(-3
")
(11
) 15
K
W
(-3 12X
") 26
W1
2X
19
(8)
22
K
W1
6X
26
36
K
13
K
W1
6X
31
(15
)
W1
2X
30
(15
)
c=
1"
(10
)c
=3
/4"
W1
2X
22
W1
2X
22
13
K
9K
14
K
6K
4K
W1
2X
35
(8)
W8
X1
5(
5K
4)
W8
X1
5(
4)
5K
13
K
13
K
7K
(4
)
8X
15
W
23
K
(10
)c
=3
/4"
W1
6X
36
(17
)
24
K
W8
X1
5(
8)
5K
5K
3/8
HS
S8
X4
X
C8
K
26
"
1/4
(13
)c
=1
/2"
7'
-
C8
05
/8"
18
K
-6
3/4
"
3"
'
20
-3
W1
2X
W1
26
2
(11
X1
11
)
9(
K
8)
6K
16
K
W1
6X
31
(1
/8"
95
K
7'
)
(15
26
6X
W1
5"
28
'
W1
2X
4K
19
(8)
W1
6X
26
(6,
2,5
)
15
K
W1
6X
31
(5,
1,2
,2,
18
K
47
K
2"
6'
-
3,1
3)
18
K
C8
W1
6X
26
(6,
2,6
)
18
K
C8
05
C8
K
21
3"
2'
7'
-
C8
W1
6X
26
(6,
2,6
)
W8
X1
5(
8)
-62
K
18
K
3)
6'
-
20
K
2"
W3
0X
11
6
W8
X1
5(
8)
30
8K
-59
K
16
0K W
16
X1
00
7K
K
14
7K
3")
) (2,7
(9,
)
2,6
(5,
W1
2X
19
(10
)
44
1X
W2
26
2X
W1
18
K
11
K
6
12
K
y.7
18K (-3")
24K
(-3
")
54K
21K
y.8
(-3")
21K
W18X40 (18)
23K
W16X26 (12) (-3")
55K
K
37
23K
y.9
W12X30
(-3")
21K
S5.01
(-3")
40
6X
1
W
)
(20
BRACE
TYP.
W16X26 (12) (-3")
20K
S5.01
W16X26 (12)
9K
)
20
0(
4
6X
W1 ")
(-3
HSS4x4x1/4
HANGER
HSS8x6x5/8
(-2'-1 3/4")
5/8
W1
2
(-2
HS X26
'- 1
(12
S8
3/4
)
X6
")
W1
X5
/8
2X
(
19
-2'
- 1 10
(10
3/4 K
)
")
9K
K
37
y.10
6
W12X30
10
K
W3
0X
11
(24
,24
)
14
4K
W8
X1
5
46
K
/4"
9' - 5 1/2"
5
23K W16X26 (12) 23K
W1
2X
19
(10
)
K
31
HS
S8
X6
X
8' - 3"
(-3")
W8x15
K
48
W2
1X
44
93
24' - 8 1/2"
W12X30
5/8
16K
S5.01
W1
2X
26
(11
)
46K W16X26 (12) 10K
29
7K
6
11
K
21' - 1 1/4"
x.7
21' - 1 1/4"
W1
(-2
2
'- 1
HS X26
3/4
(12
S8
W1
")
X6
)
2X
X
5/8
19
(10
(-2
'- 1 10
)
3/4 K
")
9K
x.6
13
HS
S8
X6
X
29
7K
17
K
(6,
2,1
,4)
12
K
5)
7'
/4"
K
26
23
"
-4
V.8
19
'
W8x15
C8
,1,
2,2
(3,
2'
'
11
W
0"
0
X3
12
W1
2X
19
(11
)
C8
/4"
26
6X
W1
91
)
(10 K
26
6
2X
W1
1'
"
1/2
6K
K
24
K
14
-9
X
)
11
9(
1
2X
W1
)
2,5
(5,
'
16
Y
X.5
K
10
26
2X
W1
S5.03
11
K
K
14
K
14
4
2'
-
W
4
91
K
51
x.5
4' - 3"
EQ
19
2X
1
W
K
10
)
14
6(
3K
X7
18
5K W24
21
K
10
"
)
(10
K
17
S5.02
-6
0'
9K
W
-0
"
/4"
(-3")
K
(-2
31
6K
1
'
)
)
HS 1
S5.02
47
13
S8 3/4
")
1(
)
10
6(
3
3
(
"
3
X
2
1
)
(
X
1
(-3")
K
6X
8,1
(
W1
6
6X
)
5/8
7)
23K
11
26
W18X40 (30) (-3")
2X
23K
W1
26K
9K
26K
W1
11
)
W12
X26
(
"
K
W
5
2X
K
1
3
4
1
7
1
9
9
1
(
3
K
8
1
2
W
(
K
1
X
X
0)
2
W18X40 (18) (-3")
19
K
)
K
9)
K
9K
10
W1
W1
(2,
15 (
12
5(
(11
12
1
3
W
9
2
X
,
K
)
4,1
X1
8X 3")
W12X30
X1
HS W21
10
W8
9(
12
)
15
12
2)
S8 X4
K
9(
K
K
1
9
)
K
2
W
0
1
3
,
0
0
K
1
4
1
X6
1
)
W1
(1
2X
18
11
(25
K
4K
")
X5 (7,6
K
19
2X
K
13
W1
(-3
31
)
/8
12
K
7
X
)
X
K
3
2
1
9
1
(-2
K
(
20
9(
)
1K
10
16
SEE
W8 (-3
W18X40 (18) (-3")
W18X40 (30)
W1
'- 1
25K
25K
28K
28K
11
K
15
-3"
W
(
0
)
X
"
W
9
2
)
X1 )
1
8
3/4 4K
K
9K
1
NOTE 6
10
4)
12
4
(
X
W
5
1
,
2
"
W1
(-3")
X1
)
4
19
11
K
(12
9(
W1
3
2X
2X
K
0K
12
)
)
W12X30
10
K
55
X5
1
2
1
1
9
2
W
4
2
X
(
2
W
9
W1
2K
)
4K
4
12
S5.02
5
(10
8X
6(
W1
X1
W2
7K
X1
15
)
HSS4x4x1/4
X2
8
2
K
9
1
)
W
(
K
10
1
9
W
-3"
2K
(12
10
K
12
12
10
HANGER
W2
)
)W
)
5K
)
"
X
6(
"
SEE
1
K
3
1
2
2
1
K
1
1
/
(9(
9K
2K
X4
35
S5.01
45
6X
6(
9K
=1
10
10
NOTE 4
4(
25K
25K
28K
28K
(-3
)c
X2
W1
)
0K
0
4
W
2
1
"
W18X40 (18) (-3")
W18X40 (30)
1
,
W
1
)
5
(
TYP.
1
,
2
8
W
9
9
1
X
X
S5.02
)
1
)
9K
2K
W1
K
19
15
X
W1
11
10
7K
(-3")
11
12
2X
")
(11
K
15
2X
9(
K
W
X
1
1
1
8
(-3
7
8
)
0
1
X
9(
0
W12X30
K
9
2
"
6
(
W
K
2
12
(10
/2
K
W1
W8 3")
W1
)
6X
K
=1
10
)
19
2X
X
)c
12
K
W1
9
2X
0
W
1
7
1
K
1
1
1
W
1
5
7
9
K
(
1
2
1K
1
7
W
12
9K
(10
6X
K
9
W12X2
14
7K
27K
W18X40 (18) (-3")
W18X40 (30)
27K
23K
24K
X1
)
26
9
X1
"
)
K
6
)
K
)
3
2
9(
14
4
1
9K
(8)
(12
2
1
W
K
,
(
1
W
K
W
2K
(-3")
2)
12
14
26
12
(13
12
X2
K
X1
10
K
6X
59
K
55
1"
6
1
0
X
W
K
=
9
K
1
(
4
W
12
(10
8X
W8
W1
)c
10
)
W2
15
)
X1
(11
K
K
6X
W2
3
6
2
(
1
5 (K
31
8)
W1
1X
11
7K
26
X2
4K
3")
2
(
6
X
9
K
5
2
1
1
6
K
0
X
8
1
)
W
9K
12
19
6K
W
K
K
21K
(
6
W1
2
12
22
)
2X
12
1
30
19
W8
K
"
11
W1
W16X26 (13) (-3") 22K
6
W8X15
11K
S5.01
K
W21X44 (-3") 90K
=1
(11
X1
2X
)
10
)c
3
7
)
5
0
7
(-3")
1
19
54
,
1
K
K
(
(
K
2
8
S5.01
5
S5.02
4K
)
K
(12
(1
13
W1
22
11
SIM.
S5.02
)
90
5
2X
2X
12
K
X
1
9
X-BRACE
C8x11.5
7
0
26
K
K
W
7
W3
K
(
12
BF6
TYP.
S5.01
9
)
8K
S5.02
9K
12
W
W
2 1
W8
L6
C8x11.5
CADWELL VIB CRANE
12
S5.01
4
2X
12
X4
X1
X1
7K
HS W16
5K
K
19
K
TYP.
X
1
3
MODEL
A360
1/4
TON
5
9
1
3/8 S5.02
S1 X4
(10
(8)
(12
S5.02
2X 5 (
CAPACITY. 20' HIGH/12' ARM COORDINATE
)
)
6X 17)
1
)
1
1
2
2
3
LOCATION WITH ARCH./MECH. DWGS.
K
1
K
/8
(
7K
12
(-6
26
2
X
2
K
'
M
2
-7"
K
5
6K
W1
9K
)
W1
W1
2X
W
1
2
9
X2
8X
S5.02
K
(4)
W1
6(
15
18
15
12
2X
(8)
)
U
19
(16
S5.02
W
)
12
6
8X
SEE
K
5K
8K
15 K
SEE
(8)
NOTE 4
12
NOTE 1
T.5
K
TYP.
34
5K
W
7
K
K
12
X1
X-BRACE
2
9(
W
10
BF5
NOTE
5
8X
W8
)
W
W
1
S5.01
X1
16
5
V
1
2X
(8)
7K
5(
X2
T
19
4)
6(
(10
6,2
9K
7K
8K
,6)
)
C8
L
18
K
7K
W1
W8
2X
X1
19
5K
5(
(10
6
8)
9K
)
S
C
W8
S5.02
8
5K
X1
5K
9
K
5(
W1
K
8)
2X
7
19
5K
(10
12
K
)
S5.02
C8
C8
R
W1
1'
2X
-5
20
9K
35
1/4
'6"
(17
"
Q
)
AREA A
1
2
X-BRACE
C8
27
S5.01
K
BF4
AREA B
12
8
S5.01
K
P.8
W1
S5.02
6X
8'
45
-7
(10
1/8
C8
,2,
"
10
C8x11.5
)
TYP.
27
K
5K
P
W8
X1
5(
O
8)
5K
N
9K
8
Z
53
2X ")
1
W '-7
(-6
)
2,6
(6,
S5.02
9K
)
11
9(
1
12X
9K
12
K
9K
9K
W1
2X
19
(10
)
17' - 7 1/2"
24' - 0 1/4"
EQ
6
"
19
2X
1
W
6K
5
X1
W8
5'
/4
13
SIM.
)
(10
14
5/8
(-2
1
W1
S5.01
'- 1
2X
3/4
S5.02HSS 26
")
8X (12)
6X
5/8
W1
(-2
'- 1 10
2X
19
3/4 K
(10
")
)
10
K
x.4
(9)
26
2X
W1
24
9K
)
11
26
6X
W1
SEE
NOTE 4
TYP.
55
XX11
W88
W
'
17
9(
X1
2
W1
K
10
11
K
6K
6K
9K
10
K
x.3
x.1
")
(-3
"
-8
W
9K
5
X1
W8
23.6
)
12
/8
6(
X5
2
6
X
2X
S8
W1
HS
6K
9
X1
12
K
16
)
(12
-
6K
(11)
W12X19
)
14
'
(-2
)
/4"
13
K
17
S5.02
)
(11
6K
(16)
12X19
W
K
6
W8x15
HS
S8
X6
X
W3
0X
11
11
9K
1'
-
01
HSS4x4x1/4
HANGER
-59
K
23
S5.02
"
-8
6K
6(
X2
16
W
'
11
3
"
1/4
6K
15K
5
X1
W8
6'
12
5
X1
W8
)
(12
)
/8
5
(12
X
6
6
2
X
2X
S8
HS
W1
22
8'
-
-0
"
3'
-
W1
2X
26
(8)
15K
W1
6X
26
")
3/4
1
'(-2
7K
"
1/2
W
8K
1
-1
-0
"
20
'
-0
"
W12x26
TYP. (6)
K
16
'
19
26
2X
1
W
(7)
5K
21.5
1
"
1/4
7)
26 ( W12X26 (6)
12X
W8
X1
5
21
4'
20
'
W16X31 (18)
8"
13
K
1'
65
K
-
/4"
81
4,4
,2,1
0)
'
19
20
'
20
'
W1
6X
50
(
20.8
-0
"
1/4
"
41' - 1 3/4"
20
'
19.9
20
11
BLOOMSBURG UNIVERSITY
RESIDENCE HALL
& BOOKSTORE
0'
-
DATE
12
K
03 DECEMBER 2015
TEMPLATE VERSION:
ISSUE
CONSTRUCTION
DOCUMENTS
TRUE
SHEET TITLE
2ND FLOOR FRAMING PLAN - AREA A
2ND FLOOR
FRAMING PLAN AREA A
12/14/2015 4:32:40 PM
PLOT DATE:
1/8" = 1'-0"
REVISED
15 DECEMBER 2015
© 2015 HKS, INC.
SHEET NO.
S1.05
PLAN NOTES:
1. FINISH FLOOR ELEVATION = 129'-3". FLOOR
CONSTRCTION SHALL BE 5" SLAB ON 1 1/2" - 20 GAGE
COMPOSITE DECKING REINFORCED WITH 6x6-W2.9xW2.9
W.W.F. TOP OF STEEL ELEVATION SHALL BE 128'-10"
UNLESS NOTED OTHERWISE. TOP OF STEEL IS DEFINED
AS BOTTOM OF METAL DECK. MEMBERS DENOTED THUS
(-X'-X") ARE DEPRESSED SAID DISTANCE BELOW TOP OF
STEEL ELEVATION.
LEGEND:
4" LONG
3/4" DIA STUDS
BEAM
14K
W18X40 (14) c=1 1/2"
14K
END
REACTION
REQUIRED CAMBER
HKS, INC.
2. G.C. TO COORDINATE ANY REQUIRED OPENINGS IN SLAB
FOR MECHANICAL / ELECTRICAL SYSTEMS WITH THE
MECHANICAL / ELECTRICAL SHOP DRAWINGS FOR SIZE
AND LOCTION OF OPENINGS. SEE DETAIL 3/S0.02.
3.
ARCHITECT
191 PEACHTREE STREET NE
SUITE 5000
ATLANTA, GA 30303
INDICATES FULL PEN MOMENT CONNECTION.
SEE DETAIL 9/S0.03.
ASSOCIATE ARCHITECT
MURRAY AND ASSOCIATES ARCHITECTS
4. SEE 6/S2.02 FOR EMBEDDED PLATE DETAIL.
17.1
15
14
13
12.8
20
'
13
K
C8
20
K
C8
STRUCTURAL ENGINEER
5K
W8
X1
5(
8)
5K
WBCM
100 STERLING PARKWAY, SUITE 108
12
K
MECHANICSBURG, PA 17050
W1
6X
26
(12
)
S5.02
17K
C8x11.5
TYP.
W16X26
3
2
S5.03
S5.03
27' - 0"
8
2
S5.01
2' - 9 1/4"
W12X26
W12X26
18' - 8 1/2"
W12X26
W8
W8X31
4' - 4"
C
W8X31
5K
5K
85K
10
205K
W30X90 (19,21)
7' - 4"
W16X45 (28)
26K
W8X15 (8)
5K
S2.05
17K
B
W12X22 (12) c=3/4"
15K
A.5
90K
(-5'-10")
15K
W12X26
W12X22 (12) c=3/4"
13K
17K
4K
X-BRACE
BF1 NOTE 5
W12X26 (8)
14K
13K
S5.02
9' - 3 1/4"
14K
W12X22 (10) c=1"
W16X36 (16)
W8X31
27K
17K
220K
W30X108 (12,12)
8
S5.03
A
HSS18X6X5/8
3
17
12
S5.02
30' - 0"
6
W8
26K
W8
W8
W8
W8
27K
W16X40 (9,2,9)
5K
S3.01
S5.03
30' - 0"
7
W16X36 (16)
W12X22 (10) c=1"
14K
27K
17K
SEE
NOTE 6
3
W8X31
C8
C8
W16X36 (16)
14K
BLOOMSBURG UNIVERSITY
RESIDENCE HALL
& BOOKSTORE
17K
14K
S5.02
185K
9
14K
W12X22 (10) c=1"
14K
C.2
9
4K
16K
W12X22 (10) c=1"
D
13K
W30X90 (15,15)
79K
C8
14K
13K
W12X22 (12) c=3/4"
E
S5.02
SEE
NOTE 8
TYP.
C8
14K
C8
C8
C8
C8
W16X36 (16)
16K
W8
W8
14K
W12X22 (10) c=1"
14K
W12X26 (16) c=3/4"
13K
W16X45 (28)
W12X22 (10) c=1"
18K
9
X-BRACE
BF1 NOTE 5
27K
14K
18K
C8
12K
W12X26 (16) c=3/4"
W12X26 (16) c=3/4"
18K
C8
12K
W12X22 (10) c=3/4"
12K
18K
18K
14K
W12X22 (12) c=3/4"
13K
W12X26 (8)
201K
W30X108 (9,9)
82K
14K
W12X22 (10) c=1"
C8
W12X26 (16) c=3/4"
18K
14K
C8
18K
18K
W12X26 (16) c=3/4"
14K
W12X22 (10) c=1"
14K
HSS14X6X5/8 (-2'-4")
27K
5K
18K
18K
C8
W12X22 (10) c=3/4"
14K
5K
18K
W12X26 (16) c=3/4"
26K
12K
W12X22 (10) c=1"
27K
16K
W12X22 (11) c=3/4"
18K
5K
14K
W12X22 (17)
W8X15 (8)
13K
14K
14K
27K
14K
W12X22 (10) c=1"
14K
W16X36 (16)
14K
W8X15 (8)
W12X22 (10) c=1"
14K
W16X40 (9,2,9)
14K
27K
W8
14K
X-BRACE
BF2
NOTE 5
W16X36 (16)
14K
5K
9K
W12X22 (10) c=1"
14K
W8x15
TYP.
HSS14X6X5/8 (-2'-4")
27K
W12X19 (11)
14K
22K
(18
)c
=3
/4"
W1
2X
26
8K
S5.05
W16X40 (9,2,9)
7K
W16X40 (9,2,8)
W12X19 (11)
29
K
7K
3
S5.05
HSS14X6X5/8 (-2'-4")
W16X36 (16)
14K
W8
4K
W8
4K
S2.05
1' - 0"
4
HSS14X6X5/8 (-2'-4")
9K
W1
2X
19
W1
2X
4K
26
(11
)4
K
W12X19 (11)
22K
(5,
5)
9K
11
K
10
W8X15 (8)
(14
)c
=3
/4"
W1
2X
30
20
K
(13
)c
=1
/2"
8
27K
W16
x31
STATE COLLEGE, PA 16801
/8"
(13)
12K
W16X26
W8
X1
5(
8)
5K
C8
W16
X26
7K
8K
GEOTECHNICAL ENGINEER
W16X40 (9,2,9)
12K
33 SOUTH BROAD STREET
2701 CAROLEAN INDUSTRIAL DRIVE
71
W16X40 (26)
(11)
DERCK & EDSON ASSOCIATES
18
K
14
K
27
K
20
K
14
K
17
K
W12
X19
(11)
ROSWELL, GA 30076
LITITZ, PA 17543
8'
-
(10
,2,
10
)
c=
1"
W1
2X
22
(10
)
14
K
(11
)c
=1
/2"
W12
X19
1801 OLD ALABAMA RD, SUITE 125
C8
X1
1.5
15K
7K
AHA CONSULTING ENGINEERS
CMT LABORATORIES, INC.
c=
1"
W1
2X
22
(10
)
W1
6X
36
(46
)
8K
2
S5.01
W1
6X
45
MEP ENGINEER
SITE/CIVIL ENGINEER
8. SEE 6/S2.02 FOR EMBEDDED PLATE DETAIL AND SIZES.
C8
20K
(10
)
5K
20K
S5.03
43K
9K
11
K
3
(11
)
9K
(12
)
/4"
W16X36 (8,2,7)
W1
2X
26
c=3
/4"
25
K
W1
2X
19
W1
2X
19
11
K
18
K
W1
2X
22
9K
9K
27
K
19
K
W1
6X
50
(35
)
18
K
14
K
(11
)c
=1
/2"
17
K
14
K
(10
)
31
K
X-BRACE
BF3
NOTE 5
W1
2X
22
16
K
43K
(8,
2,8
)
W1
2X
22
(10
)
W1
6X
36
16
K
15
K
23
K
W1
2X
19
(12
)
C8
S5.02
C8x11.5
TYP.
(10
)
12
K
W1
2X
19
W1
2X
19
10
K
31
K
W1
6X
26
(5,
2,6
)
15
K
(10
)
C8
8
(10
)
W1
6X
45
(27
)
W1
2X
19
C8
C8
W1
6X
50
(48
)
12
K
17
K
12
K
W1
6X
36
(8,
2,8
)
W1
2X
19
5K
(9)
5K
17
K
W1
6X
31
(18
)
22
K
35
K
W1
2X
19
9K
(13
)
(13
)
10
K
9K
9K
S5.03
W1
2X
19
10
K
(10
)
6K
W8
6K
X1
5(
11
W8
)
14
X1
5K
K
5(
8)
5K
W8
X1
5K
5(
8)
14
K
5K
W1
2X
26
(15
)
4
10
K
S5.02
20
K
7K
7
W1
6X
26
17
K
9K
23
K
-0
7K
(10
)
12
K
W8
X1
5(
5K
8)
18
K
15
'
(10
)
W1
6X
31
(7,
2,7
)
W1
2X
19
F
12
K
51
X-BRACE
BF4
C8x11.5
TYP.
C8x11.5
TYP.
19
K
10
K
W1
2X
26
10
(10
K
)
9K
W1
2X
26
(12
)
W1
2X
19
(10
)
W1
2X
19
19
K
W1
2X
26
(16
)
/4"
33
61
/2"
1'
-
5'
-
S5.03
3/4
"
G
21
K
7K
W12X26
3
W1
2X
19
22
K
H
W1
6X
26
W1
2X
22
(8)
22
K
19
5K
K
6'
-
01
H.2
W1
2X
26
/4"
I
S5.02
7K
15
K
10
'
-7
"
S5.01
14
K
6
12
K
1
-6
"
21
K
27
K
9K
I.6
-1
11
/4"
13
K
20
'
1'
-
REPRESENTS DECK SPAN. SEE NOTE 1.
C8
/8"
8'
-
AREA B
C8
C8
24
K
-1
11
/2"
43
7.
/8"
61
/2"
AREA A
1'
-
11
'
1'
-
J
77
26K
8'
-
11
/4"
16.8
-1
11
/4"
6. CONCRETE SLAB ON GRADE SHALL BE 4" THICK U.N.O.
REINFORCED WITH 6x6-W2.0xW2.0 W.W.F. PLACE SLAB
OVER VAPOR BARRIER BLEOW SLAB SUBBASE UNLESS
NOTED OTHERWISE. LAP ALL W.W.F. 12" MIN. SEE
GEOTECH REPORT FOR SUBSURFACE PREP REQUIREMENTS.
11
11' - 0"
16
M
K
HARRISBURG, PA 17102-2499
5. SEE SHEET S4.01 FOR X-BRACE ELEVATION.
L
11
'
1600 NORTH SECOND STREET
30' - 0"
5
S5.01
20' - 0"
4
7' - 3"
3
19' - 11 7/8"
2
1
KEY PLAN
A
B
REVISION
NO.
DESCRIPTION
DATE
HKS PROJECT NUMBER
19087.000
DATE
03 DECEMBER 2015
TEMPLATE VERSION:
ISSUE
CONSTRUCTION
DOCUMENTS
TRUE
SHEET TITLE
2ND FLOOR FRAMING PLAN - AREA B
2ND FLOOR
FRAMING PLAN AREA B
12/14/2015 4:08:43 PM
PLOT DATE:
1/8" = 1'-0"
REVISED
15 DECEMBER 2015
© 2015 HKS, INC.
SHEET NO.
S1.06
PLAN NOTES:
1. FINISH 3RD FLOOR ELEVATION = 140'-5".
FINISH 4TH FLOOR ELEVATION = 151'-7".
FINISH 5TH FLOOR ELEVATION = 162'-9".
FINISH 6TH FLOOR ELEVATION = 173'-11".
FLOOR CONSTRCTION SHALL BE 5" LIGHT WEIGHT
CONCRETE SLAB ON 1 1/2" - 20 GAGE COMPOSITE
DECKING REINFORCED WITH 6x6-W2.0xW2.0 W.W.F.
LEGEND:
4" LONG
3/4" DIA STUDS
BEAM
14K
W18X40 (14) c=1 1/2"
14K
END
REACTION
REQUIRED CAMBER
2. G.C. TO COORDINATE ANY REQUIRED OPENINGS IN SLAB
FOR MECHANICAL / ELECTRICAL SYSTEMS WITH THE
MECHANICAL / ELECTRICAL SHOP DRAWINGS FOR SIZE
AND LOCTION OF OPENINGS. SEE DETAIL 3/S0.02.
ARCHITECT
HKS, INC.
191 PEACHTREE STREET NE
SUITE 5000
3.
INDICATES FULL PEN MOMENT CONNECTION.
SEE DETAIL 9/S0.03.
ATLANTA, GA 30303
ASSOCIATE ARCHITECT
4. SEE 6/S2.02 FOR EMBEDDED PLATE DETAIL.
MURRAY AND ASSOCIATES ARCHITECTS
5. SEE SHEET S4.01 FOR X-BRACE ELEVATION.
1600 NORTH SECOND STREET
HARRISBURG, PA 17102-2499
6. REINFORCED CONCREET SHEAR WALLS. DEE SECTION
4/S5.02 AND 2/S5.02 FOR REINFORCING.
7.
MEP ENGINEER
REPRESENTS DECK SPAN. SEE NOTE 1.
8. G.C. TO COORDINATE LOCATION OF SECTIONS WITH ARCH.
ELEVATION FOR EACH FLOOR LEVEL. 3RD THRU 6TH BASED
ON WINDOW LOCATION.
AHA CONSULTING ENGINEERS
1801 OLD ALABAMA RD, SUITE 125
ROSWELL, GA 30076
SITE/CIVIL ENGINEER
DERCK & EDSON ASSOCIATES
33 SOUTH BROAD STREET
LITITZ, PA 17543
GEOTECHNICAL ENGINEER
CMT LABORATORIES, INC.
2701 CAROLEAN INDUSTRIAL DRIVE
STATE COLLEGE, PA 16801
STRUCTURAL ENGINEER
WBCM
100 STERLING PARKWAY, SUITE 108
MECHANICSBURG, PA 17050
9
11
14.1
18
15
17
13
14
12.8
19.9
20
'
20
8"
2
18
K
(12
)
C8
12
K
12
K
W1
2X
26
(16
)
4K
4K
W1
2X
26
(-5
HS
'-1
0")
S1
4K
0X
6X
1/2
15
K
A
-1
03
/4"
U
10
'
(17
)
12
K
(16
)
8K
9K
13
)
12
K
S
3'
-
63
/4"
9K
(10
)
DATE
3/8
"
7'
-
16
K
(10
)
REVISION
NO.
DESCRIPTION
-3
7K
T
4"
(10
)
B
W1
6X
26
(13
)
W8
X1
5(
5K
3,3
)
5K
W1
2X
19
11
K
W1
2X
19
S5.03
5
19
K
C8
4K
22
K
W1
2X
19
W1
2X
19
3K
15
K
(4,
2,4
)c
=1
/2"
W1
2X
19
KEY PLAN
S5.03
22
K
R
1
S5.01
Q
S5.01
33
HKS PROJECT NUMBER
5K
2'
-
W8
X1
5
P
/4"
3'
-
5K
18
K
29
K
W1
2X
35
7K
W1
2X
26
(
2
12
K
7
9"
22
K
C8
C8x11.5
TYP.
HS W 1
S1 6X4
2X 5
6X (18
3/8 )
(-5
'-1
0")
AT 3RD FLOOR
SEE 7/S5.03
1/4
"
C8
X-BRACE
BF6
NOTE 5
8K
9K
12
K
18
K
24
K
W1
6X
26
(14
)
(10
)c
=3
/4"
(28
)
W8
X1
5K
5(
9)
W8
X1
5K
5
HS
S1
8X
6X
5/8
-0
/4"
W8
X1
6K
5(
8)
W8
X1
6K
5(
5K
8)
S5.01
19
'
51
13
K
X-BRACE
BF4
W1
6X
45
C8
18
K
16
)
c=
1"
1'
-
C8
W1
6X
36
(17
)
29
K
AREA B
36
K
13
K
16
K
7K
5K
X-BRACE
W8
BF5
X1 NOTE 5
5(
7K
8)
7K
9K
2K
W1
2X
26
(37
)
AREA A
13
K
24
K
C8
(10
)c
=3
/4"
S5.02
W8
X1
5(
4)
2K
W1
2X
22
7
C8
W1
2X
22
S5.02
W1
6X
36
(17
)
6
W8
X1
5(
8)
ROOF
BELOW
12
18
K
16
K
13
K
C8
L
(17
)c
=1
/2"
SEE
NOTE 4
TYP.
6K
C8
23
K
W1
2X
26
V
W1
2X
19
(7)
C8
39
K
S5.02
7K
20
K
W
SIM.
12
K
11
K
9K
12
K
S5.01
W1
6X
26
(
S5.02
W1
2X
26
6K
(10
)
6K
W8
X1
5(
9)
6K
7K
W1
2X
35
(8)
2
(12
)
(10
)
9K
17
K
K
26
"
1/4
W1
2X
26
4
L6
X4
X3
/8
4K
M
W1
2X
S5.02
19
L6
X4
(10
X3
)
/8
S5.02
W8
X1
5(
6K
8)
(10
)
2
3/8
C8
12
K
9K
W1
2X
19
(11
)
11
K
13
K
W8
X1
5(
5K
8)
5K
(10
)
8
(10
)
16
K
12
K
SEE
NOTE 7
W8
X1
5(
8)
5K
5K
(11
)
W8
X1
5(
8)
W1
2X
19
W1
2X
19
12
K
9K
18
K
12
K
12
K
(13
)
W1
6X
26
(15
)
9K
W1
2X
19
9K
(10
)
HS
S8
X4
X
C8
(12
)
W1
2X
19
9K
5K 5K
W1
2X
19
9K
W1
2X
26
W1
2X
19
(13
)6
K
12
K
W1
6X
26
(18
)
C8
W1
6X
26
13
K
18
K
W1
2X
19
9K
9K
C8
18
)
18
K
12
K
W8X
15
13
K
(10
)
12
K
(10
)
(10
)
W8
X1
5(
9)
W1
6X
26
(18
)
(10
)
W1
2X
19
9K
W1
2X
19
W1
2X
19
(13
)
9K
12
K
(10
)
9K
9K
(10
)
W8
X1
5(
8)
5K
5K
W1
2X
19
(10
)
W1
6X
26
C8
(10
)
9K
W1
2X
19
9K
(12
)
C8
W1
6X
26
(18
)
18
K
12
K
18
K
2"
W1
2X
19
W1
2X
19
18
K
W1
6X
26
9K
W1
2X
19
13
K
9K
(10
)
9K
S5.01
18
K
C8
(11
)
6'
-
W1
6X
26
(18
)
15
K
3/4
"
2
W1
6X
26
9K
12
K
9K
W1
2X
19
/4"
S5.03
9K
(10
)
12
K
(10
)
(10
)
W8
X1
5(
8)
5K
5K
W1
2X
19
W1
2X
19
93
3
12
K
K
25
6
3'
-
SEE
NOTE 8
12
K
(10
)
9K
18
K
19
K
12
K
12
K
28
'
(12
)
W1
6X
26
(
18
K
18
)
18
K
W8
X1
5(
8)
5K
5K
W1
2X
19
C8x11.5
TYP.
)
26
W1
2X
19
12
K
S5.02
SEE
NOTE 8
9K
W1
2X
19
12
K
S5.04
/4"
S5.03
9K
9K
)
12
W1
6X
26
W1
6X
26
(
(11
)
9K
K
) 8
15
(
19
2X
1
W W
11
12
K
8K
X2
6(
6)
51
2
9K
W1
10
2X
K
19
(11
)
8K
)
(11
12
K
C8
C8
C8
W1
6X
26
(18
)
15
K
(10
)
C8
K
17
6
K
25
(10
)
9K
8K
1'
-
-0
"
-8
"
12
K
9K
11
K
13
K
17
C8x11.5 13
TYP.
S5.04
/4"
C8x11.5
TYP.
8X
15
5K
(9
)
5K
-3
S5.02
6(
X2
16
W1
2X
19
(12
)
C8
'
20
18
6(
X3
6
W1
K
10
K
19
K
13
C8
)
(16
36
6X
W1
5"
V.8
W
)
10
2(
2
X
12
)
(10
W
C8
2'
W
K
13
1"
c=
)
(18
26
6X
W1
K
26
"
-4
K
13
"
=1
K
22
'
11
W
)c
10
(
2
X2
12
9K
W1
2X
19
)
11
19
2X
1
W
9K
9K
19
2X
1
W
W1
2X
19
9K
C8
K
15
36
6X
1
W
Y
K
13
)
(10
C8
S5.02
36
6X
W1
)
(17
9K
19
2X
1
W
)
(22
36
6X
W1
SIM.
K
15
W
9(
X1
12
9K
K
12
K
26
/4"
6
S5.02
W
)
11
9(
1
X
12
K
20
91
)
(15
26
2X
5K
W1
1'
"
1/2
SIM.
8
K
) 6
(12
)
10
9(
1
2X
7K
W1
SEE
NOTE 4
7K
TYP.
6K
7K
-9
36
6X
W1
26
2X
1
W
53
2X
1
W
K
19
K
10
K
14
'
16
S5.03
19
2X
1
W
11)
9(
1
2X
W1
K
11
W1
6X
26
10
K
K
11
K
12
8)
4(
X2
W8
7K
)
(16
36
6X
W1
4
)
(10
)
16
6(
2
X
16
K
26
SEE
NOTE6
)
(13
K
14
8)
5(
X1
W8
5K
W
K
10
9
X1
12
W
K
12
9K
)
10
K
10
Z
19
2X
1
W
)
(10
01
12
K
9K
6K
K
14
K
10
5K
K
14
9(
X1
2
W1
4
K
10
)
10
9(
1
X
12
9K
S5.02
C8
C8
K
10
)
13
6(
2
2X
W1
W
7K
9K
8
9K
)
(10
6K
20
'
9K
8)
5(
X1
W8
5K
S5.02
9
X1
12
9K
K
10
K
18
53
2X ")
1
W '-10
(-5
9K
W12X19 (11)
5K
W
SIM.
6
S5.02
6K
)
11
K
17
/4"
X.5
S5.03
SEE
NOTE 4
TYP.
)
(12
)
(16
26
6X
W1
-
/4"
61
9(
X1
2
W1
15K
6) 6K
6K W12X26 (1
)
18
26
6X
1
W
C8
S5.03
C8
'
12
13
S5.03
C8
24
5'
2
5
23.6
6K
3
K
19
"
-8
6K
9K
6(
X2
16
S5.01
W
)
12
W1
2X
26
(8)
W16X31 (18)
W
2
23
'
11
C8x11.5
TYP.
6(
X2
16
(7)
15K
K
17
SEE
NOTE 8
/2"
1/4
"
W12x26
TYP. (6)
)
6 (7 W12X26 (6)
2X2
1
W
8K
26
2X
1
W
C8
'
19
11
-1
8'
-
20
'
S2.03
"
1/4
-0
6K
22
-0
"
-0
"
11
0"
19
'
-6
'
18
20
'
-0
"
0'
-
S2.03
14
K
21
-0
"
20
'
2'
-
3
C8
1'
20
'
10
12
BLOOMSBURG UNIVERSITY
RESIDENCE HALL
& BOOKSTORE
19
19087.000
O
DATE
N
TEMPLATE VERSION:
03 DECEMBER 2015
ISSUE
W12x26
(MC)
3RD-6TH FLOOR
FRAMING PLAN - AREA A
CONSTRUCTION
DOCUMENTS
TRUE
SHEET TITLE
3RD-6TH FLOOR
FRAMING PLAN AREA A
12/14/2015 4:08:50 PM
PLOT DATE:
1/8" = 1'-0"
REVISED
15 DECEMBER 2015
© 2015 HKS, INC.
SHEET NO.
S1.07
PLAN NOTES:
1. FINISH 3RD FLOOR ELEVATION = 140'-5".
FINISH 4TH FLOOR ELEVATION = 151'-7".
FINISH 5TH FLOOR ELEVATION = 162'-9".
FINISH 6TH FLOOR ELEVATION = 173'-11".
FLOOR CONSTRCTION SHALL BE 5" LIGHT WEIGHT
CONCRETE SLAB ON 1 1/2" - 20 GAGE COMPOSITE
DECKING REINFORCED WITH 6x6-W2.0xW2.0 W.W.F.
LEGEND:
4" LONG
3/4" DIA STUDS
BEAM
14K
W18X40 (14) c=1 1/2"
14K
END
REACTION
REQUIRED CAMBER
2. G.C. TO COORDINATE ANY REQUIRED OPENINGS IN SLAB
FOR MECHANICAL / ELECTRICAL SYSTEMS WITH THE
MECHANICAL / ELECTRICAL SHOP DRAWINGS FOR SIZE
AND LOCTION OF OPENINGS. SEE DETAIL 3/S0.02.
INDICATES FULL PEN MOMENT CONNECTION.
SEE DETAIL 9/S0.03.
3.
HKS, INC.
191 PEACHTREE STREET NE
SUITE 5000
ATLANTA, GA 30303
ASSOCIATE ARCHITECT
4. SEE 6/S2.02 FOR EMBEDDED PLATE DETAIL.
MURRAY AND ASSOCIATES ARCHITECTS
5. SEE SHEET S4.01 FOR X-BRACE ELEVATION.
1600 NORTH SECOND STREET
6. REINFORCED CONCREET SHEAR WALLS. DEE SECTION
4/S5.02 AND 2/S5.02 FOR REINFORCING.
HARRISBURG, PA 17102-2499
MEP ENGINEER
REPRESENTS DECK SPAN. SEE NOTE 1.
7.
ARCHITECT
8. G.C. TO COORDINATE LOCATION OF SECTIONS WITH ARCH.
ELEVATION FOR EACH FLOOR LEVEL. 3RD THRU 6TH BASED
ON WINDOW LOCATION.
AHA CONSULTING ENGINEERS
1801 OLD ALABAMA RD, SUITE 125
ROSWELL, GA 30076
SITE/CIVIL ENGINEER
DERCK & EDSON ASSOCIATES
16
L
15
14
13
33 SOUTH BROAD STREET
11
12.8
LITITZ, PA 17543
17.1
GEOTECHNICAL ENGINEER
K
M
SEE
NOTE 8
20
K
14
K
3
S5.03
W12X22 (10) c=1"
14K
14K
W12X22 (10) c=1"
14K
14K
14K
W12X22 (10) c=1"
14K
9K
W12X19 (10)
W12X19 (10)
9K
2' - 9 1/4"
17K
W16X26 (13)
C8X11.5
C8X11.5
W16X31
14K
9K
X-BRACE
BF1
9K
W16X31
17K
C8X11.5
C8X11.5
23K
C8X11.5
C8X11.5
W12X22 (10) c=1"
9K
14K
W12X22 (10) c=3/4"
W12X22 (10) c=3/4"
14K
14K
E
D
18' - 8 1/2"
14K
W16X26 (13)
10K
17K
W16X26 (15)
14K
C8X11.5
27K
C8X11.5
C8X11.5
W12X22 (10) c=1"
14K
W16X26 (12)
24K
14K
C8X11.5
27K
X-BRACE
BF2
14K
W16X36 (16)
14K
17K
W16X31 (19)
9K
14K
S5.02
W16X45 (28)
W12X19 (11)
W12X22 (10) c=1"
14K
W16X40 (26)
8K
W16X45 (30)
29
K
14K
W16X36 (16)
14K
W16X40 26)
9K
W12X19 (11) 7K
14K
C8X11.5
C8X11.5
22K
4K
W16X36 (16)
14K
C8X11.5
3K
9K
7K
BLOOMSBURG UNIVERSITY
RESIDENCE HALL
& BOOKSTORE
12
K
W1
6X
26
(12
)
11
K
W1
2X
26
(12
)
W1
2X
26
(14
)
C8x11.5
TYP.
16K
S5.01
19K
7' - 4"
C
20' - 11 1/4"
W12X22 (13) c=3/4"
1
4' - 4"
25K
9K
14K
W16X26 (6,4,2)
W12X19 (10)
W12X22 (11) c=3/4"
1K
12K
1K
12K
15K
1K
14K
W12X19 (10)
21K
W12X22 (10) c=1"
12K
W8X15
18K
W12X19 (10)
23K
W12X26 (14) c=3/4"
1K
18K
12K
1K
18K
23K
14K
W12X26 (14) c=3/4"
W8X15
W12X22 (10) c=1"
1K
W8X15
18K
18K
1K
18K
27K
14K
W12X22 (14) c=3/4"
W8X15
W12X22 (10) c=1"
18K
1K
18K
27K
W12X22 (14) c=3/4"
W12X22 (16) c=3/4"
23K
12K
18K
18K
27K
W12X22 (10) c=3/4"
18K
27K
16K
W12X22 (16) c=3/4"
26K
W12X26 (13) c=1/2"
18K
1K
W8X15
14K
1K
W12X26 (13)
22K
C.2
B
12K
W16X26 (12)
19K
W16X31 (16)
4K
24K
25K
HSS18X6X5/8
11' - 0"
5K
5
(-5'-10")
5K
12K
A.5
W12X26
W8X15 (6)
W12X26 (8)
W16X45 (28)
W16X40 (26)
W16X40 (26)
9K
24K
W12X26 (23) c=3/4"
S5.03
4K
17K
W12X19 (10)
24K
22K
W16X36 (16)
9K
C8X11.5
17K
X-BRACE
BF1
C8X11.5
17K
14K
9K
23K
W16X36 (16)
W12X22 (10) c=1"
C8X11.5
17K
14K
C8X11.5
17K
14K
C8X11.5
W16X36 (16)
W12X22 (10) c=1"
14K
27K
17K
14K
C8X11.5
16K
14K
C8X11.5
W16X36 (16)
W12X22 (10) c=1"
C8X11.5
16K
14K
14K
27K
W16
x31
12K
C8X11.5
(13)
W12X22 (10) c=3/4"
W16X40 (26)
12K
14K
C8X11.5
W16X26
c=
1"
c=
1"
20
K
(16
)c
=3
/4"
8K
12K
S5.01
4K W12X19 (11)
(11
)
S5.01
1' - 8 1/4"
8
C8X11.5
2
2
14
K
c=
1"
20
K
W1
2X
26
12K
W16
X26
S5.03
(11)
S5.02
W1
2X
26
2
S5.02
SIM.
20K
8K
W12
X19
8
26K
S5.03
MECHANICSBURG, PA 17050
7K
12K
3
100 STERLING PARKWAY, SUITE 108
5K
8
C8X11.5
11
K
(11)
C8X11.5
(12
)
W12
X19
W16X40 (27)
W1
2X
26
9K
7K
W8
X1
5
14
K
43K
20K
11
K
(10
)
13K
15K
W1
6X
26
(16
)
27
K
W8
X1
5(
11
8)
K
11
K
9K
W1
2X
19
W8
X1
5
S5.02
C8
X1
1.5
C8X11.5
(11
)
5K
25
K
9K
/4"
8
31
K
17
K
W1
2X
19
c=1
"
29
K
(27
)
17
K
W1
2X
22
W1
2X
22
9K
WBCM
C8
C8
(28
)
4K
X-BRACE
BF3
17
K
W1
6X
45
(29
)
W1
6X
45
(13
)c
=1
/2"
17
K
(11
)c
=1
/2"
W1
6X
45
(17
)
18
K
W1
6X
40
16
K
14
K
19
K
C8
X1
1.5
16
K
23
K
43K
14
K
W1
2X
19
(10
)
31
K
5K
W8
X1
5(
5K
8)
15
K
W1
2X
19
(10
)
18
K
S5.02
(12
)
12
K
C8
X1
1.5
(29
)c
=1
/2"
C8x11.5
TYP.
8
15
K
14
K
14
K
W1
6X
36
12
K
W1
2X
19
C8
X1
1.5
(13
)
10
K
(10
)
C8
X1
1.5
S5.02
(10
)
(10
)
15
K
5K
22
K
35
K
5K
W1
6X
26
(15
)
W8
X1
5K
5(
8)
C8
X1
1.5
9K
S5.03
W8
X1
5(
5K
8)
W1
2X
19
W1
6X
26
10
K
C8
X1
1.5
W1
2X
19
(9)
4K
4K
9K
W1
2X
26
(14
)
4
17
K
W1
2X
19
(13
)
6K
2'8K
-6
"
12
K
W1
6X
31
(21
)
S5.03
F
(13
)
W1
2X
19
23
K
4
11
K
7
W1
2X
19
10
K
(10
)
W1
2X
22
18
K
1K
W1
2X
26
9K
22
K
15
'
-0
3/4
"
18
K
(10
)
C8
X1
1.5
19
K
W1
2X
19
10
K
23
K
9K
12
K
7K
9K
S5.02
S5.01
12
K
C8
X1
1.5
W1
2X
19
2
C8
X1
1.5
C8x11.5
TYP.
6
C8x11.5
TYP.
W1
6X
31
(13
)
7K
W1
2X
26
(16
)
/4"
33
S5.03
(12
)
W1
2X
19
(10
W1
)
2X
19
(10
)
15
K
W1
2X
26
4"
7'
-
4
1'
-
/2"
61
5'
-
21
K
W12x26
(MC)
W1
6X
26
C8
X1
1.5
7K
I
G
12
K
C8
X1
1.5
W1
2X
10
26
K
(10
)
10
K
10
'
-7
"
S5.01
51
26
K
-1
11
/4"
W1
2X
22
(10
)
1/8
"
W1
2X
22
(10
)
20
'
W1
2X
22
-7
W1
6X
36
(46
)
/8"
1'
-
X-BRACE
BF4
29
K
14
K
20
'
(11
)c
=1
/2"
43
I.6
H
STATE COLLEGE, PA 16801
/8"
1
H.2
2701 CAROLEAN INDUSTRIAL DRIVE
C8
77
C8
C8
20
K
AREA B
S5.02
STRUCTURAL ENGINEER
1'
-
9'
-
73
AREA A
1'
-
/4"
11
/4"
8'
-
CMT LABORATORIES, INC.
7
J
C8
16.8
A
SIM
2
C8x11.5
TYP.
W16X26
SIM
3
3
SIM
S5.03
2
S5.03
27' - 0"
8
S5.03
30' - 0"
7
1
S5.01
S5.03
30' - 0"
5
20' - 0"
4
S5.01
S5.02
2
30' - 0"
6
12
8
S5.01
1
SIM
S5.03
27' - 2 7/8"
3
1
KEY PLAN
SEE
NOTE 8
A
B
REVISION
NO.
DESCRIPTION
DATE
HKS PROJECT NUMBER
19087.000
DATE
03 DECEMBER 2015
TEMPLATE VERSION:
ISSUE
3RD-6TH FLOOR
FRAMING PLAN - AREA B
CONSTRUCTION
DOCUMENTS
TRUE
SHEET TITLE
3RD-6TH FLOOR
FRAMING PLAN AREA B
12/14/2015 4:08:58 PM
PLOT DATE:
1/8" = 1'-0"
REVISED
15 DECEMBER 2015
© 2015 HKS, INC.
SHEET NO.
S1.08
PLAN NOTES:
1. TOP OF STEEL ELEVATION IS AS NOTED ON PLAN. TOP
OF STEEL IS DEFINED AS BOTTOM OF METAL DECK.
PROVIDE 1 1/2" - 20 GAGE TYPE B ROOF DECK OVER
ENTIRE ROOF AREA UNLESS NOTED OTHERWISE.
2. G.C. TO COORDINATE ANY REQUIRED OPENINGS FOR
MECHANICAL/ELECTRICAL SYSTEMS WITH MECHANICAL
AND ELECTRICAL SHOP DRAWINGS. SEE DETIAL 6/S0.03
FOR FRAMING REQUIREMENTS.
ARCHITECT
HKS, INC.
3. PROVIDE 1/4" PLATE AT SLOPED BEAMS TO SUPPORT
DECK AT ELEVATION TRANSITIONS AS REQUIRED.
191 PEACHTREE STREET NE
4. EBP = EMBEDDED PLATE. SEE 4/S5.02 FOR DETAILS.
ATLANTA, GA 30303
5. G.C. TO COORDINATE LOCATION OF ROOF HATCH WITH
ARCHITECTURAL DRAWINGS.
ASSOCIATE ARCHITECT
6. ELEVATOR ROOF SHALL BE ELEVATION SHALL BE 190'-0".
CONSTRUCTION SHALL BE 6" SLAB ON 1 1/2" - 20 GAGE
COMPOSITE DECKING REIFORCED WITH 6x6-W2.9xW2.9
W.W.F. TOP OF STEEL SHALL BE 189'-6". TOP OF STEEL
IS DEFINED AS BOTTOM OF METAL DECK. MEMBERS
NOTED THUS (-X'-X") ARE DEPRESSED SAID DISTANCE
BELOW SPECIFIED TOP OF STEEL.
1600 NORTH SECOND STREET
SUITE 5000
7. PROVIDE L4x4x3/8 AT ELEVATION 189'-6" ATTACH TO WALL
WITH 3/4" DIA EXPANSION BOLTS AT 32" O/C. MIN. (2)
BOLTS PER ANGLE.
8. G.C. TO COORDINATE LOCATION OF SECTIONS WITH ARCH.
ELEVATION FOR EACH FLOOR LEVEL. 3RD THRU 6TH BASED
ON WINDOW LOCATION.
MURRAY AND ASSOCIATES ARCHITECTS
HARRISBURG, PA 17102-2499
MEP ENGINEER
AHA CONSULTING ENGINEERS
1801 OLD ALABAMA RD, SUITE 125
ROSWELL, GA 30076
SITE/CIVIL ENGINEER
DERCK & EDSON ASSOCIATES
33 SOUTH BROAD STREET
LITITZ, PA 17543
GEOTECHNICAL ENGINEER
CMT LABORATORIES, INC.
2701 CAROLEAN INDUSTRIAL DRIVE
9
11
19
18
13
14.1
15
17
14
STATE COLLEGE, PA 16801
STRUCTURAL ENGINEER
10
12
WBCM
12.8
100 STERLING PARKWAY, SUITE 108
MECHANICSBURG, PA 17050
20
'
19.9
20
W1
2X
19
BLOOMSBURG UNIVERSITY
RESIDENCE HALL
& BOOKSTORE
TO
EL P O
.1 FS
86
'-3 TEE
"
L
C8
X1
1.5
W1
2X
19
C8
X1
1.5
W1
2X
19
W1
6X
26
W8
X1
5
W1
2X
30
-1
03
/4"
10
'
/8"
45
9'
3/8
"
-3
7'
-
S
B
SL
OP
E
C8
X1
1.5
W1
6X
26
R
REVISION
NO.
DESCRIPTION
DATE
Q
TOP OF STEEL
EL. 185'-8"
C8
X1
1.5
W1
8X
35
8'
-
7
TOP OF STEEL
EL. 185'-8"
S5.04
W1
4X
22
-6
"
S5.04
A
S.8
W8
X1
5
71
2
10
S5.04
S5.03
1/4
"
20
'
T
1
W1
4X
22
W8
X1
5
W1
8X
40
AREA A
SL
OP
E
W1
4X
22
TOP OF STEEL
EL. 185'-8"
W1
6X
31
SL
OP
E
W1
4X
22
KEY PLAN
-0
W1
8X
35
C8
X1
1.5
S5.03
20
'
1
S5.05
I.9
AREA B
S5.05
W8
X1
5
W1
2X
30
13
TOP OF STEEL
EL. 185'-8"
W8
X1
5
2
TO
EL P O
.1 FS
86
'-3 TEE
"
L
U
W8
X1
5
NOTE 7
TYP.
X-BRACE
BF5
W1
2X
30
W1
2X
19
0"
19
'
W1
6X
31
TOP OF STEEL
EL. 186'-3"
C8
X1
1.5
W1
2X
30
W1
4X
22
W1
6X
45
1'
-
4"
W1
2X
30
W8
X1
5
S5.03
W1
6X
26
W1
2X
19
E
SLOP
14
W1
6X
26
L6
X4
W1 X3/8
2X
30
W8
X1
5
W1
8X
35
W1
2X
30
V
EBP - SEE
NOTE 4 TYP.
W8
X2
4 (HO
4")
I
BE ST
AM
W1
2X
30
L6
X4
X3
/8
W1
8X
35
W8
X1
5
W1
2X
35
L6
X4
X3
/8
W1
2X
30
W1
2X
30
W1
2X
26
9
S5.03
W8
X1
5
W1
2X
30
W1
2X
30
TOP OF STEEL
EL. 186'-3"
S5.03
W1
6X
26
W8
X2
4 (4")
HO
I
S
BE T
AM
W1
2X
30
9
HSS5x5x3/8 SCREEN
POSTS TYPICAL
W1
6X
26
8X
15
"
1/8
-6
-3
S5.04
NOTE 7
TYP.
W
'
20
S5.04
W1
6X
31
W1
2X
30
W1
2X
30
8
M
SL
OP
E
W1
2X
30
W1
6X
26
W8
X1
5
W1
2X
19
W1
6X
26
W1
6X
26
W1
2X
19
W1
6X
26
SL
OP
E
1.5
X1
C8
1.5
X1
C8
35
8X
1
W
11
EL
TE
S
F "
P O86'-3
O
T .1
EL
W1
6X
31
W1
2X
30
W1
2X
30
W1
2X
30
W1
6X
26
W1
6X
26
S5.05
W1
8X
40
SL
OP
E
W1
6X
31
W1
2X
30
TOP OF STEEL
EL. 186'-3"
W1
6X
31
W1
6X
26
W1
2X
19
W8X
15 (4
)
9
SIM.
0"
W1
2X
19
1
W1
6X
31
W1
6X
26
S5.03
35
8X
1
W
35
8X
W1
W
W12x19
W1
6X
26
W1
2X
30
"
-4
1'
-1
/4"
01
26
6X
1
W
W1
2X
19
W1
6X
31
W1
8X
50
35
8X
1
W
35
8X
1
W
W12x30
2'
-
W1
6X
26
W1
2X
19
3/4
"
'
11
X
S5.04
EL
TE
S
F "
P O '-8
TO . 185
EL
19
2X
1
W
ER
10 U#1
,00
0L
B.
W1
6X
31
W1
6X
26
1.5
X1
C8
0"
Y
30
2X
1
W
35
8X
W1
4'
EL
TE
S
F "
P O '-8
TO . 185
12
EL
19
2X
W1
NT
BE
"
3/8
S5.04
W1
2X
30
W1
6X
26
28
'
-9
26
2X
1
W
19
2X
1
W
30
2X
1
W
/4"
/4"
W1
2X
19
W1
2X
30
10
E
OP
SL
'
16
1'
26
2X
W1
"
5/8
19
2X
1
W
01
93
W1
6X
26
W1
2X
30
W
S5.05
35
8X
W1
4
X2
W8
26
2X
W1
53
2X
W1
9
X1
12
W18X40
19
2X
1
W 2
5
X1
W8
Z
0
-1
19
2X
W1
W1
2X
30
26
6X
1
W
19
2X
1
W
W1
2X
19
W1
6X
26
5
X1
W8
W
9
X1
12
SEE
NOTE 5
W
19
2X
1
W
5
X1
W8
EL
TE
S
F "
P O '-3
TO . 186
EL
5
X1
W8
1.5
X1
C8
1.5
X1
C8
26
2X
1
W
5
X1
W8
"
3/8
S5.04
-9
2
1.5
X1
C8
EBP - SEE
NOTE 4 TYP.
"
-0
1'
'
20
53
2X
1
W
W1
6X
26
W1
2X
30
S5.03
9
X1
12
3'
-
/4"
W1
2X
19
W1
2X
30
0"
5
X1
W8
1'
51
W1
6X
26
TOP OF STEEL
EL. 185'-8"
W1
2X
19
W1
2X
30
S5.03
1/4
"
W1
2X
19
9
W12X1
W1
2X
30
9
/4"
E
OP
SL
5'
3
-1
19
2X
1
W
1/8
"
S5.03
W1
6X
26
19
2X
W1
31
6X
W1
9
24
-8
10
W1
6X
31
26
6X
1
W
23.6
6
X2
16
W
24
"
1/4
2
'-
19
2X
1
W
S5.03
S5.03
W1
6X
26
W12X19
S5.03
1'
-
TOP OF STEEL
EL. 186'-3"
12
W16X26
26
6X
W1
12
W1
2X
26
W1
2X
30
26
2X
1
W
11
8'
-
W1
8X
50
6
2X2
W1
/2"
10
19
'
-0
"
W12x26
TYP. (6)
W12X26
SL
OP
E
/4"
01
SLOPE
19
22
0'
-
S5.03
TOP OF STEEL
EL. 186'-3"
1
11
'-
-0
"
20
'
-0
"
11
W1
2X
30
-
20
'
8"
W1
8X
50
'
18
21
20
'
-0
"
W1
6X
31
1'
20
'
-0
"
TO
EL P O
.1 FS
86
'-3 TEE
"
L
/8"
TOP OF STEEL
EL. 185'-8"
P
O
N
HKS PROJECT NUMBER
19087.000
DATE
03 DECEMBER 2015
TEMPLATE VERSION:
ISSUE
CONSTRUCTION
DOCUMENTS
TRUE
SHEET TITLE
ROOF FRAMING PLAN - AREA A
ROOF FRAMING
PLAN - AREA A
12/14/2015 4:09:02 PM
PLOT DATE:
1/8" = 1'-0"
REVISED
15 DECEMBER 2015
© 2015 HKS, INC.
SHEET NO.
S1.09
PLAN NOTES:
1. TOP OF STEEL ELEVATION IS AS NOTED ON PLAN. TOP
OF STEEL IS DEFINED AS BOTTOM OF METAL DECK.
PROVIDE 1 1/2" - 20 GAGE TYPE B ROOF DECK OVER
ENTIRE ROOF AREA.
2. G.C. TO COORDINATE ANY REQUIRED OPENINGS FOR
MECHANICAL/ELECTRICAL SYSTEMS WITH MECHANICAL
AND ELECTRICAL SHOP DRAWINGS. SEE DETIAL 6/S0.03
FOR FRAMING REQUIREMENTS.
HKS, INC.
3. PROVIDE 1/4" PLATE AT SLOPED BEAMS TO SUPPORT
DECK AT ELEVATION TRANSITIONS AS REQUIRED.
4.
ARCHITECT
191 PEACHTREE STREET NE
INDICATES FULL PEN MOMENT CONNECTION.
SEE DETAIL 9/S0.03.
SUITE 5000
ATLANTA, GA 30303
ASSOCIATE ARCHITECT
MURRAY AND ASSOCIATES ARCHITECTS
1600 NORTH SECOND STREET
HARRISBURG, PA 17102-2499
MEP ENGINEER
AHA CONSULTING ENGINEERS
1801 OLD ALABAMA RD, SUITE 125
ROSWELL, GA 30076
SITE/CIVIL ENGINEER
DERCK & EDSON ASSOCIATES
33 SOUTH BROAD STREET
LITITZ, PA 17543
16
L
15
14
13
11
GEOTECHNICAL ENGINEER
12.8
M
CMT LABORATORIES, INC.
2701 CAROLEAN INDUSTRIAL DRIVE
16.8
K
STATE COLLEGE, PA 16801
100 STERLING PARKWAY, SUITE 108
MECHANICSBURG, PA 17050
W16X31
W16X26
SLOPE
SLOPE
W16X26
2' - 9 1/4"
15' - 11 1/4"
C8X11.5
C8X11.5
W16X31
S5.04
W12X19
W16X26
7' - 4"
TOP OF STEEL
EL. 185'-8"
W16X26
W18X40
W18X40
W16X26
W16X31
10
12
12
10
S5.03
S5.03
S5.03
S5.03
11' - 0"
SIM.
S5.03
TOP OF STEEL
EL. 186'-3"
A
1' - 0"
1' - 0"
TOP OF STEEL
EL. 186'-3"
13
W16X26
W16X31
C8X11.5
W18X40
B
A.5
W12X19
W16
X26
W18X40
SLOPE
SLOPE
W18X35
C8X11.5
W18X35
W16X26
C8X11.5
W18X35
W12X19
W16X36
W16X31
W16X45
W16X31
W18X35
W16X31
C
9' - 3 3/8"
W12X19
BENT
W16X31
4' - 4"
TOP OF STEEL
EL. 185'-8"
W16X26
W18X35
W16X31
C.2
W8X15
W12X19
W8X15
W16X31
W8X15
W8X15
W8X15
W16X31
W16X31
W18X35
W16X26 AT
(3) LOCATIONS
BLOOMSBURG UNIVERSITY
RESIDENCE HALL
& BOOKSTORE
W16X31
1
W12X19
W16X45
W18X35
C8X11.5
W18X35
SLOPE
W18X35
D
W16X31
W16X36
W1
8X
40
W16X45
W18X35
E
TOP OF STEEL
EL. 186'-3"
TOP OF STEEL
EL. 185'-8"
W16
x26
TOP OF STEEL
EL. 186'-3 3/4"
W16X31
S5.04
C8X11.5
3/4
"
W16X26
C8X11.5
-0
W18X40
W1
6X
31
W2
1X
44
W1
2X
26
6"
19
'
S5.03
W16X31
C8X11.5
W1
6X
31
W1
8X
35
W1
2X
19
W2
4X
55
S5.05
1'
-
TOP OF STEEL
EL. 186'-3"
W18X35
W16X31
W16X31
W12
X19
S5.04
W16X26
W16X31
W1
6X
26
10
W16X31
W18X40
SLOPE
0"
S5.04
2
9
W16X31
W16X26
W12
X19
S5.04
W12X19
W12X19
2
W1
2X
19
4
W18X35
W1
2X
30
W1
6X
45
W1
2X
30
W1
2X
30
1' - 8 1/4"
5
W18X40
W1
2X
30
0
2X3
W1
W1
2X
19
-1
11
/4"
W1
2X
30
W1
8X
40
W1
2X
30
TOP OF STEEL
EL. 186'-3"
W18X35
S5.04
20
'
1'
-
W1
2X
26
W2
4X
94
W1
6X
26
2
W1
2X
30
W1
W
122X
X226
6
S5.04
/8"
S5.04
TOP OF STEEL
EL. 185'-8"
3
W12X19
W1
6X
26
5
W8
X1
5
2
S5.04
W1
2X
30
W1
ER
6X
U
26
11 #2
,00
0L
B.
TOP OF STEEL
EL. 185'-8"
C8X11.5
W1
8X
50
W1
2X
30
W1
6X
31
C8
X1
1.5
W1
2X
19
W1
2X
19
W1
6X
26
W1
2X
19
W1
8X
50
7/8
"
77
W1
6X
31
SL
OP
E
W8
X3
1
S5.03
8'
-
W1
2X
26
W8
X3
1
14
-6
W1
6X
26
W1
2X
30
6"
C8
X1
1.5
/8"
10
'
W1
6X
36
W1
2X
19
BE
NT
C8
X1
1.5
S5.03
10
W1
2X S5.04
19
W1
6X
26
13
W1
2X
26
2'
-
W1
6X
26
W1
6X
26
W1
2X
W2
30
4X
55
W1
2X
30
W1
2X
30
3/4
"
-0
15
'
S5.04
TOP OF STEEL
EL. 186'-3"
/8"
C8
X1
1.5
TOP OF STEEL
EL. 185'-8"
X44
W21
TO
EL P O
.1 FS
86
'-3 TEE
"
L
43
6
W1
2X
30
71
W8
X1
5
TOP OF STEEL
EL. 185'-8"
S5.04
W1
6X
26
PE
SLO
HSS 4x4x3/8 POST
W/BRACE TYP.
F
W1
6X
50
W1
6X
26
SL
OP
E
5
W8
X1
5
W1
2X
30
W1
6X
40
W1
6X
26
W12X30
W1
6X
26
W1
6X
31
W1
S
2X
26 LOP
E
1/4
"
10
6'
-
TO
EL P O
.1 FS
85
'-8 TEE
"
L
1'
-
C8
X1
1.5
W1
6X
26
8'
-
C8
X1
1.5
S5.04
W1
6X
26
H
G
HSS5x5x3/8 SCREEN
POSTS TYPICAL
W1
2X
30
W1
2X
30
H.2
W1
8X
35
2
W1
6X
31
W12X30
W1
6X
40
S5.04
TOP OF STEEL
EL. 186'-3"
W1
6X
26
28
'
1/4
"
-7
16
'
7
TO
EL P O
.1 FS
85
'-8 TEE
"
L
I
-1
S5.04
-6
"
W1
2X
19
SIM.
6
W21X44
I.6
3/4
"
AREA B
20
'
C8X11.5
11
1'
-
/4"
WBCM
17.1
9'
-
73
AREA A
STRUCTURAL ENGINEER
TO
EL P O
.1 FS
86
'-3 TEE
"
L
C8X11.5
/4"
J
2
S5.04
9
2
14
S5.04
S5.03
S5.03
27' - 0"
30' - 0"
30' - 0"
30' - 0"
20' - 0"
27' - 2 7/8"
KEY PLAN
8
7
6
5
4
3
1
A
B
REVISION
NO.
DESCRIPTION
DATE
HKS PROJECT NUMBER
19087.000
DATE
03 DECEMBER 2015
TEMPLATE VERSION:
ISSUE
CONSTRUCTION
DOCUMENTS
TRUE
SHEET TITLE
ROOF FRAMING PLAN - AREA B
ROOF FRAMING
PLAN - AREA B
12/14/2015 4:09:06 PM
PLOT DATE:
1/8" = 1'-0"
REVISED
15 DECEMBER 2015
© 2015 HKS, INC.
SHEET NO.
S1.10
PLAN NOTES:
1. TOP OF STEEL ELEVATION IS 197'-4". TOP OF STEEL
IS TOP OF HSS6x6 MEMBERS. COORDINATE TOP
OF STEEL WITH ARCHITECTURAL SECTIONS.
ARCHITECT
HKS, INC.
191 PEACHTREE STREET NE
18
SUITE 5000
ATLANTA, GA 30303
ASSOCIATE ARCHITECT
/8"
MURRAY AND ASSOCIATES ARCHITECTS
43
1600 NORTH SECOND STREET
0'
-
7'
-
MEP ENGINEER
10
'
X3
/8
1801 OLD ALABAMA RD, SUITE 125
ROSWELL, GA 30076
HS
S6
X6
X3
/8
10
'
-0
"
DERCK & EDSON ASSOCIATES
CMT LABORATORIES, INC.
-0
"
14.1
HS
S6
X6
X3
/8
10
'
X3
/8
HS
S6
X6
X3
/8
X3
/8
HS
S6
X6
X
3/8
S5.04
3/8
10
'
9'
-
X3
/8
HS
S6
X6
-0
"
10
'
X3
/8
-0
"
7'
-
HS
HS
S6
S6
X6
X6
X3
X3
/8
/8
11
1/2
"
R
HS
S6
X6
7'
-
10
S
/4"
HS
S6
X6
-0
"
HS
S6
X6
X
X3
/8
9'
-
HS
S6
X6
-0
"
11
"
0'
-
HS
S5.02
S6
X6
X3
/8
-0
"
8
X3
/8
Q
2
S5.05
P.8
3/8
"
1'
-
73
/8"
17.1
CE
HS NTE
OF S = RLI
LIN 1/8" NE O
E 1 NO F
7.1 RT
HW
ES
T
J
9'
-
15
10
'
K
11
"
HS
S6
X6
X3
/8
10
'
I.9
9'
-
X3
/8
3/8
10
'
12.8
/4"
V
13
71
HS
S6
X6
-0
"
MECHANICSBURG, PA 17050
-0
"
HS
S6
X6
X
10
'
100 STERLING PARKWAY, SUITE 108
71
/4"
WBCM
9'
-
HS
S6
X6
STRUCTURAL ENGINEER
S5.05
BLOOMSBURG UNIVERSITY
RESIDENCE HALL
& BOOKSTORE
S5.02
-0
"
STATE COLLEGE, PA 16801
14
1
10
'
2701 CAROLEAN INDUSTRIAL DRIVE
3/8
93
10
'
X3
/8
HS
S6
X6
X
7'
-
GEOTECHNICAL ENGINEER
/8"
HS
S6
X6
LITITZ, PA 17543
-0
"
45
3/8
/4"
HS
S6
X6
X
33 SOUTH BROAD STREET
10
'
71
HS
S6
X6
X
HS
S6
X6
X3
/8
15
HS
S6
X6
SITE/CIVIL ENGINEER
15
HS
S6
X6
X3
/8
S5.05
EQ
AHA CONSULTING ENGINEERS
-0
"
3/8
EQ
2
HARRISBURG, PA 17102-2499
17
/4"
HS
S6
X6
X3
/8
EQ
HS
S6
X6
93
P
O
16
N
-0
S5.04
5/8
"
15
HS
S6
X6
X
3/8
9'
-
4"
10
'
SIM.
6
/8"
7
HS
S6
X6
-0
5/8
"
10
'
X3
/8
-3
5/8
"
14
3/8
9'
-
10
'
X3
/8
S5.04
83
HS
S6
X6
X
4"
10
'
X3
/8
-3
5/8
"
HS
S6
X6
X3
/8
6
S5.04
-7
/8"
7'
X3
/8
3/8
HS
S6
X6
X
1/4
"
10
'
-5
3/8
HS
S6
X6
5/8
"
10
'
-5
/8"
HS
S6
X6
45
/8"
X3
/8
D
HS
S6
X6
X3
/8
9'
-4
"
10
'
17
HS
S6
X6
45
X3
/8
KEY PLAN
A
3/8
/4"
4'
-
7'
-
X3
/8
HS
S6
X6
X
5/8
"
6'
-
HS
S6
X6
X
HS
S6
X6
X
X3
/8
HS
S6
X6
3/8
HS
S6
X6
X3
/8
0"
10
'
HS
S6
X6
-0
"
9'
-
X3
/8
/8"
0'
-
/4"
3/8
0'
73
13
12.8
HS
S6
X6
HS
S6
X6
X
9'
-
1
3"
S5.05
21
11
3/8
"
9'
-
7'
-
83
H
HS
S6
X6
9'
-
H.2
HS
S6
X6
X3
/8
9'
-4
"
I
HS
S6
X6
B
2
S5.05
REVISION
NO.
DESCRIPTION
B
DATE
11
"
8
HKS PROJECT NUMBER
19087.000
DATE
03 DECEMBER 2015
TEMPLATE VERSION:
ISSUE
CONSTRUCTION
DOCUMENTS
TRUE
SHEET TITLE
SCREEN WALL FRAMING PLANS
SCREEN WALL
FRAMING PLANS
12/14/2015 4:09:10 PM
PLOT DATE:
1/8" = 1'-0"
REVISED
15 DECEMBER 2015
© 2015 HKS, INC.
SHEET NO.
S1.11
CONCRETE BEAM SCHEDULE
TEMPLATE VERSION:
MIDDLE
LEFT
END
FULL
LENGTH
RIGHT
END
TYPE
SIZE
SPACING
(IN.)
LS
(FT.)
TYPE
SIZE
SPACING
(IN.)
LS
(FT.)
ADDITIONAL PER
A/S2.01
24
2-#9
-
3-#10
2-#6
3-#10
S1
#4
8"
8'
S1
#4
8"
8'
-
CB2
12
18
2-#7
-
-
2-#10
-
S1
#4
6"
8'
S1
#4
8"
8'
-
18
30
2-#6
2-#10
3-#10
2-#6
3-#10
S1
#4
12"
6'
S1
#4
8"
8'
TOP L.E. BARS
SPAN L1
-
CB4
30
42
2-#6
5-#10
12-#10
2-#6
6-#10
S2
#4
12"
8'
S3
#4
8"
6'
S3 #5 AT 6"
CB5
30
42
2-#6
5-#10
4-#10
2-#6
6-#10
S2
#4
8"
6'
S3
#4
6"
6'
S3 #5 AT 6"
CB6
30
42
3-#9
-
7-#10
2-#6
3-#10
S1
#4
10"
7'
S1
#4
10
7'
-
CB7
12
18
2-#7
-
2-#10
2-#6
2-#10
S1
#4
6"
9'
S1
#4
6
9'
-
CB8-S1
30
46
2-#6
3-#10
4-#10
2-#6
4-#10
S1
#4
16"
9'
S1
#4
16
9'
-
.375 CLR. SPAN L1 OR L2
WHICHEVER IS GREATER
X
STANDARD 90
TYP. SEE NOTE 6
S2.01
.375 CLR. SPAN L1 OR L2
WHICHEVER IS GREATER
CENTERLINE
INTERIOR SUPPORT
.375 CLR. SPAN L1 OR L2
WHICHEVER IS GREATER
TOP R.E.
BARS SPAN L1
SEE NOTE 7
TOP F.L.
(LEFT OR RIGHT)
0.25 CLEAR
SPAN L1
2 1/2"
CLR.
Ld SPLICE
AT MIDSPAN
TYP
F.L. TOP BARS
CENTERLINE
INTERIOR SUPPORT
COMMENT
.375 CLR. SPAN L1 OR L2
WHICHEVER IS GREATER
TOP R.E.
BARS SPAN L2
Ld
TYP.
TOP F.L. RIGHT
BARS END SPAN
L1
ARCHITECT
HKS, INC.
TOP F.L. RIGHT
BARS SPAN L2
191 PEACHTREE STREET NE
0"
FULL
LENGTH
RIGHT
CONTINUOUS END
0"
DEPTH (IN)
LEFT
18
SUITE 5000
ATLANTA, GA 30303
ASSOCIATE ARCHITECT
MURRAY AND ASSOCIATES ARCHITECTS
STIRRUPS - SEE SCHED.
FOR SPACING
CB8-S2
30
46
4-#10
-
14-#10
2-#6
6-#10
S2
#4
16"
6'
S2
#4
6
5'
S3 #4 AT 6"
CB9
30
46
2-#6
5-#10
& 2-#9
10-#10
2-#6
5-#10
S2
#4
16"
6'
S2
#4
4
6'
S3 #4 AT 4"
CB10
18
24
2-#6
2-#10
4-#10
2-#6
4-#10
S1
#4
12"
9'
S1
#4
12
9'
-
CB11
24
36
2-#6
3-#10
4-#10
2-#6
4-#10
S1
#4
16"
-
S1
#4
16
-
-
CB12
30
42
2-#6
7-#10
10-#10
2-#6
8-#10
S2
#4
9"
11'
S2
#4
9
11'
-
CB13
24
36
4-#8
-
3-#10
2-#6
3-#10
S1
#4
12"
5'
S1
#4
12
5'
-
CB14
24
36
4-#8
-
3-#10
2-#6
3-#10
S1
#4
16"
-
S1
#4
16
-
-
CB15
18
24
2-#8
-
2-#10
2-#6
2-#10
S1
#4
9"
7'
S1
#4
9
7'
-
CB16-S1
24
36
3-#10
-
6-#10
2-#6
7-#10
S1
#4
6"
8'
S1
#4
12"
6'
S1 #4 AT 6"
CB16-S2
24
36
3-#6
-
-
7-#10
-
S2
#4
6"
4'
S1
-
-
-
-
CB17
24
36
2-#6
4-#10
5-#10
2-#6
4-#10
S1
#4
16"
6'
S2
#4
12"
6'
-
CB18
30
42
2-#6
5-#10
6-#10
2-#6
9-#10
S2
#4
12"
6'
S2
#4
4"
6'
S2 #4 AT 12"
CB19
24
36
2-#6
6-#10
10-#10
2-#6
5-#10
S2
#4
6"
5'
S2
#4
12"
6'
S2 #4 AT 9"
CB20
18
24
2-#6
4-#10
4-#10
2-#6
4-#10
S1
#4
10"
7'
S1
#4
10"
7'
-
CB21
18
24
2-#6
2-#9
2-#9
2-#6
2-#9
S1
#4
10"
7'
S1
#4
10"
7'
-
CB22
18
24
2-#6
-
-
2-#8
-
S1
#4
12"
-
S1
#4
12"
-
-
CB23
18
24
2-#6
-
-
2-#7
-
S1
#4
12"
-
S1
#4
12"
-
-
WBCM
CB24
18
24
2-#9
-
-
2-#9
-
S1
#4
12"
-
S1
#4
12"
-
-
100 STERLING PARKWAY, SUITE 108
CB25
18
24
2-#6
-
-
2-#6
-
S1
#4
12"
-
S1
#4
12"
-
-
CB26
24
36
2-#6
3-#10
6-#10
2-#6
3-#10
S2
#4
4"
5'
S1
#4
12"
6'
S1 #4 AT 4"
CB27
18
24
2-#6
2-#9
3-#10
2-#6
3-#10
S1
#4
9"
9'
S1
#4
9"
9'
-
CB28
18
24
2-#6
2-#10
4-#10
2-#6
4-#10
S1
#4
9"
11'
S1
#4
9"
11'
-
CB29
30
42
2-#6
6-#10
13-#10
2-#6
8-#10
S3
#4
4"
5'
S3
#4
9"
11'
S3 #4 AT 4"
CB30
24
42
2-#6
2-#9
3-#9
2-#6
3-#9
S1
#4
18"
5'
S1
#4
18"
5'
-
CB31
30
48
2-#6
5-#10
6-#10
2-#6
5-#10
S3
#4
18"
4'
S3
#4
8"
9'
S2 #4 AT 8"
CB32-S1
30
42
3-#10
-
6-#10
2-#6
3-#10
S2
#4
12"
6'
S2
#4
12"
6'
-
42
4-#6
-
-
6-#10
-
-
-
-
-
S2
#4
12"
-
-
30
46
2-#6
6-#10
10-#10
2-#6
17-#10
S3
#5
4"
4'
S2
#4
18"
6'
S4 #5 AT 4"
CB33-S2
30
46
4-#10
-
-
10-#10
-
S2
#4
18"
-
S2
#4
18"
-
-
CB33-S3
30
46
8-#10
-
-
8-#10
-
-
-
-
-
S3
#4
6"
-
-
CB34-S1
30
48
2-#9
2-#6
2-#9
2-#6
2-#9
S1
#4
16"
6'
S1
#4
16"
6'
-
CB34-S2
30
48
2-#9
2-#6
2-#9
2-#6
2-#9
-
-
-
-
S1
#4
16"
-
-
CB35
18
30
2-#6
3-#10
4-#10
2-#6
4-#10
S1
#4
12"
-
S1
#4
12"
-
-
CB36
18
30
3-#8
-
3-#10
2-#6
3-#10
S1
#4
12"
-
S1
#4
12"
-
-
CB37
18
48
2-#6
2-#10
2-#10
2-#6
2-#10
S1
#4
18"
6'
S1
#4
18"
6'
-
CB38
30
48
2-#6
7-#10
12-#10
2-#6
8-#10
S3
#4
4"
9'
S3
#4
4"
9'
-
CB39
24
36
2-#6
5-#10
8-#10
2-#6
8-#10
S1
#4
12"
8'
S2
#4
6"
8'
S2 #4 AT 6"
CB40
30
48
2-#6
5-#10
13-#10
2-#6
11-#10
S3
#4
4"
7'
S3
#4
12"
4'
S3 #4 AT 4"
CB41
18
24
2-#8
-
3-#10
2-#6
3-#10
S1
#4
9"
6'
S1
#4
9"
6'
-
CB42
18
24
3-#9
-
-
3-#9
-
S1
#4
12"
-
S1
#4
12"
-
-
CB43
30
48
2-#6
6-#10
9-#10
2-#6
7-#10
S3
#4
4"
8'
S3
#4
6"
8'
S3 #4 AT 4"
CB44-S1
30
42
4-#6
-
10-#10
4-#10
-
S2
#4
12"
-
S2
#4
12"
-
-
CB44-S2
30
42
4-#6
-
-
10-#10
-
-
-
-
-
S2
#4
4"
7'
-
CB45
30
48
4-#6
-
2-#9
2-#9
2-#9
S2
#4
16"
4'
S2
#4
16"
4'
-
CB46
30
42
2-#6
7-#10
8-#10
2-#6
15-#10
S2
#4
12"
9'
S3
#4
4"
7'
S3 #4 AT 4"
CB47
18
24
2-#8
-
2-#10
2-#6
2-#10
S1
#4
9"
4'
S1
#4
9"
4'
-
CB48
18
24
2-#6
2-#10
3-#10
2-#6
2-#10
S1
#4
9"
4'
S1
#4
9"
4'
-
CB49
24
36
2-#6
3-#10
7-#10
2-#6
7-#10
S3
#4
4"
6'
S3
#4
4"
6'
-
CB50
24
36
2-#6
2-#10
4-#10
2-#6
4-#10
S1
#4
16"
5'
S1
#4
16"
5'
-
CB51
24
36
2-#6
2-#10
3-#10
2-#6
3-#10
S1
#4
16"
5'
S1
#4
16"
5'
-
CB52
24
36
2-#6
3-#10
5-#10
2-#6
5-#10
S1
#4
16"
7'
S1
#4
16"
7'
-
CB53
24
36
2-#6
2-#10
4-#10
2-#6
4-#10
S1
#4
16"
5'
S1
#4
16"
5'
-
CB54
24
36
2-#6
3-#10
4-#10
2-#6
4-#10
S1
#4
16"
7'
S1
#4
16"
7'
-
CB55
24
36
3-#10
-
4-#10
2-#6
12-#10
S2
#4
12"
6'
S3
#4
4"
3'
S3 #4 AT 4"
CB56
36
42
3#10
2-#6
4-#10
3-#10
5-#10
2-#6
2-#6
8-#10
4-#10
S2
#4
12"
8'
S3
#4
4"
3'
S3 #4 AT 4"
CB57
24
30
S1
#4
6"
7'
S1
#4
12"
8'
S1 #4 AT 6"
CB58
24
36
2-#6
6-#10
8-#10
2-#6
8-#10
S3
#4
9"
7'
S3
#4
9"
7'
-
CB59
18
24
2-#6
7-#9
3-#9
2-#6
3-#9
S1
#4
9"
5'
S1
#4
9"
5'
-
CB60
18
24
2-#10
-
-
2-#10
-
S1
#4
10"
-
S1
#4
10"
-
-
CB61
30
42
4-#6
-
-
4-#6
-
S1
#4
20"
-
S1
#4
20"
-
-
CB62
24
42
2-#6
5-#10
10-#10
2-#6
5-#10
S2
#4
16"
6'
S3
#4
6"
9'
-
CB63
18
30
2-#6
2-#9
4-#10
2-#6
3-#10
-
-
-
-
S1
#4
12"
5'
S2 #4 AT 4"
CB64
24
36
2-#6
5-#10
6-#10
2-#6
7-#10
S1
#4
12"
8'
S1
#4
6"
8'
S1 #4 AT 6"
CB65
30
48
2-#6
4-#10
7-#10
2-#6
7-#10
S1
#4
12"
12'
S1
#4
12"
12'
-
CB66-S1
30
46
4-#10
-
4-#10
2-#6
4-#10
S2
#4
12"
8'
S3
#4
6"
3'
S3 #4 AT 6"
CB66-S2
30
46
4-#9
-
4-#10
7-#10
4-#10
S3
#4
6"
3'
S2
#4
12"
5'
S3 #4 AT 6"
CB66-S3
30
46
4-#6
-
-
14-#10
-
S3
#4
4"
-
-
-
-
-
-
CB67
24
36
3-#8
-
-
2-#8
-
S1
#4
12"
6'
S1
#4
12"
6'
-
CB68
24
36
2-#6
4-#10
4-#10
2-#6
8-#10
S1
#4
16"
7'
S2
#4
6"
4'
S2 #4 AT 6"
CB69
30
42
2-#6
5-#10
8-#10
2-#6
6-#10
S3
#4
6"
3'
S2
#4
16"
8'
S3 #4 AT 6"
CB70
24
36
3-#9
-
7-#10
2-#6
6-#10
S3
#4
6"
5'
S3
#4
6"
5'
-
CB71
24
36
2-#6
3-#10
4-#9
2-#6
4-#9
S1
#4
12"
5'
S1
#4
12"
5'
-
CB72
18
24
2-#6
-
2-#8
2-#6
5-#10
S1
#4
10"
5'
S1
#4
10"
5'
-
CB73
24
42
3-#8
-
2-#10
2-#6
3-#10
S2
#4
12"
6'
S2
#4
6"
5'
-
CB74-S1
24
36
3-#6
-
2-#10
2-#6
2-#9
S3
#4
6"
4'
S2
#4
16"
4'
-
CB74-S2
24
36
3-#6
-
-
10-#10
-
-
-
-
-
S3
#4
6"
-
-
CB75
30
42
2-#6
4-#9
4-#10
2-#6
5-#10
S1
#4
16"
6'
S1
#4
16"
6'
-
CB76-S1
30
42
4-#6
-
8-#10
4-#6
-
S3
#4
6"
4'
S2
#4
16"
-
-
CB76-S2
30
42
4-#6
-
-
8-#10
-
-
-
-
-
S3
#4
6"
-
-
CB77
24
42
2-#9
-
-
-
4-#10
S1
#4
12"
4'
S1
#4
12"
4'
-
CB78
18
24
4-#6
-
2-#6
2-#6
2-#6
S1
#4
12"
-
S1
#4
12"
-
-
CB79
24
42
3-#7
-
-
3-#10
-
S1
#4
16"
6'
S1
#4
16"
6'
-
CB80
24
42
3-#9
-
2-#10
2-#6
2-#10
S1
#4
16"
6'
S1
#4
16"
6'
-
CB81
24
36
3-#9
-
3-#10
3-#10
3-#10
S1
#4
8"
5'
S1
#4
12"
8'
-
CB82
12
18
2-#6
-
2-#6
2-#6
2-#6
S1
#4
8"
-
S1
#4
8"
-
-
CB83
30
42
4-#10
-
5-#10
2-#6
5-#10
S2
#4
4"
2'
S2
#4
12"
6'
S2 #4 AT 4"
CB84
18
30
3-#7
-
2-#9
2-#6
2-#9
S1
#4
12"
7'
S1
#4
12"
7'
-
CB85
30
36
4-#10
-
4-#10
2-#6
6-#10
S2
#4
12"
6'
S2
#4
6"
8'
S2 #4 AT 6"
CB86-S1
30
42
6-#10
-
6-#10
2-#6
11-#10
S2
#4
16"
10'
S3
#4
8"
8'
S2 #4 AT 4"
CB86-S2
30
42
4-#6
-
11-#10
2-#10
-
S2
#4
12"
6'
S1
#4
16"
-
-
CB87
18
24
2-#6
2-#10
2-#10
2-#6
3-#10
S1
#4
10"
6'
S1
#4
10"
6'
-
CB88
30
48
2-#6
6-#10
13-#10
2-#6
10-#10
S2
#4
6"
8'
S2
#4
12"
8'
-
CB89
30
48
2-#6
4-#10
8-#10
2-#6
10-#10
S2
#4
4"
6'
S2
#4
4"
7'
S2 #4 AT 4"
CB90
30
48
2-#6
4-#10
5-#10
2-#6
5-#10
S2
#4
12"
5'
S2
#4
12"
5'
-
CB91
30
48
2-#7
-
2-#10
2-#6
2-#10
S1
#4
16"
6'
S1
#4
16"
6'
-
CB92
18
24
2-#6
-
2-#6
2-#6
2-#6
S1
#4
12"
-
S1
#4
12"
-
-
CB93
30
48
2-#6
-
2-#6
2-#6
2-#6
S1
#4
16"
4'
S1
#4
16"
4'
-
CB94
30
48
4-#9
-
3-#10
2-#6
3-#10
S1
#4
16"
6'
S1
#4
16"
6'
-
CB95
24
42
4-#9
-
2-#9
2-#6
2-#9
S2
#4
12"
8'
S2
#4
12"
8'
-
CB96
30
42
4-#6
-
-
4-#6
-
S2
#4
12"
8'
S2
#4
12"
8'
-
CB97
30
42
4-#6
5-#10
9-#10
2-#6
5-#10
S2
#4
6"
7'
S2
#4
16"
8'
S2 #4 AT 6"
CB98-S1
30
42
4-#6
-
-
4-#9
-
S1
#4
16"
-
S1
#4
16"
-
-
CB98-S2
30
42
4-#6
-
-
4-#9
-
S1
#4
16"
-
S1
#4
16"
-
-
CB99
30
46
4-#6
-
-
4-#6
-
S2
#4
12"
8'
S2
#4
12"
8'
-
CB100
30
42
4-#9
-
2-#10
2-#6
5-#10
S2
#4
16"
4'
S2
#4
4"
2'
S2 #4 AT 4"
CB101S1
30
42
4-#6
-
-
12-#10
-
S2
#4
12"
-
S2
#4
12"
-
-
CB101S2
30
42
4-#6
-
-
12-#10
-
-
-
-
-
S2
#4
4"
7'
S2 #4 AT 6"
CB102
30
42
4-#6
-
-
4-#6
-
S1
#4
18"
-
S1
#4
18"
-
-
CB103
30
42
4-#10
-
-
4-#9
-
S2
#4
9"
4'
S1
#4
12"
3'
S2 #4 AT 9"
CB104
18
24
2-#6
2-#9
2-#10
2-#6
2-#10
S1
#4
9"
6'
S1
#4
9"
6'
-
CB105
18
24
-
2-#6
-
2-#6
-
S1
#4
9"
5'
S1
#4
9"
5'
-
18
24
-
4-#6
-
4-#6
-
S1
#4
4"
2'
S1
#4
4"
2'
-
HARRISBURG, PA 17102-2499
MEP ENGINEER
AHA CONSULTING ENGINEERS
2" MAX.
6" MIN.
BOTTOM BARS
FOR COVER SEE
GENERAL NOTES
TYPE S1 #4 AT d/2
Ls
1801 OLD ALABAMA RD, SUITE 125
SIDE
REINFORCEMENT
2" MAX. TYP.
2" MAX. TYP.
SITE/CIVIL ENGINEER
EXTEND 2 BOTTOM BARS MIN. TOTALING
NO LESS THAN 25% OF TOTAL BOTTOM
BAR AREA, TYP. PROVIDE A TENSION LAP
SPLICE OF LARGER BAR AT COLUMN
CENTERLINE. ALL OTHER BOTTOM BARS
SHALL EXTEND INTO COLUMN 6" MIN.
Ls
COLUMN
COLUMN
EXTEND 2 BOTTOM BARS MIN.
W\STANDARD 90 DEG HOOK TYP.
IF BEAM DEPTH IS PROHIBITIVE
PROVIDE 180 DEG HOOK
ROSWELL, GA 30076
DERCK & EDSON ASSOCIATES
33 SOUTH BROAD STREET
LITITZ, PA 17543
COLUMN
GEOTECHNICAL ENGINEER
CMT LABORATORIES, INC.
CLEAR SPAN 2
2701 CAROLEAN INDUSTRIAL DRIVE
CLEAR SPAN 3
SPAN L1 (END SPAN)
SPAN L2 (INT. SPAN)
STATE COLLEGE, PA 16801
SPAN L3 (INT. SPAN)
STRUCTURAL ENGINEER
MECHANICSBURG, PA 17050
CONTINUOUS SPAN BEAM
CENTERLINE
SUPPORT
CENTERLINE
SUPPORT
X
SIDE
REINFORCEMENT
S2.01
0.25 CLEAR
SPAN L1
2 1/2"
CLR.
BLOOMSBURG UNIVERSITY
RESIDENCE HALL
& BOOKSTORE
30
CB33-S1
1600 NORTH SECOND STREET
0.25 CLEAR
SPAN L1
TOP L.E.
2 1/2"
CLR.
TOP F.L.
(LEFT OR RIGHT)
STANDARD 90 DEG.
HOOKS TYP.
SEE NOTE 6
CB32-S2
CB106
12/14/2015 4:09:16 PM
WIDTH (IN)
TOP
CB1
CB3
PLOT DATE:
BOTTOM
CONTINUOUS END
CENTERLINE
SUPPORT
STIRRUPS
0"
MARK
REINFORCING
0"
SIZE
(1)-#6 d=24-30"
(2)-#6 d=36-48"
X/S2.01
WHERE POSSIBLE USE
HORIZ. EXT. INTO
ADJACENT SLAB. LAP
WITH ADJ. SLAB REINF.
USING A "CLASS B"
SPLICE.
6" MIN.
FOR COVER SEE
GENERAL NOTES
BOTTOM BARS
6" MIN.
Ld+
STIRRUPS - SEE SCHED. FOR SPACING
2" MAX.
COLUMN
2" MAX.
CLEAR SPAN L1
SEE SCHEDULE
FOR SIZE
SPAN L1
SINGLE SPAN BEAM
S1 (2 LEGS)
S2 (3 LEGS)
S3 (4 LEGS)
CENTERLINE
SUPPORT
Ld SPLICE
AT MIDSPAN
TYP
F.L. TOP BARS
STIRRUP TYPES
.375 CLR. SPAN L1 OR L2
WHICHEVER IS GREATER
TOP R.E. BARS
SPAN L3
X
SIDE
REINFORCEMENT
S2.01
TOP F.L. RIGHT
BARS SPAN L2
EXTEND TOP F.L. RIGHT BARS
SPAN L3 TO END OF
CANTILEVER
Ld
TYP.
TOP F.L. RIGHT
BARS SPAN L3
STANDARD 90
TYP. SEE NOTE 6
KEY PLAN
FOR COVER SEE
GENERAL NOTES
2" MAX. TYP.
2" MAX. TYP.
BOTTOM
BARS
STIRRUPS - SEE SCHED. FOR SPACING
2 1/2"
CLR.
A
B
POINT LOAD FROM COLUMN
ABOVE. COORDINATE
LOCATION WITH PLAN.
CLEAR SPAN L3 (INT. SPAN)
SPAN L3
ADDITIONAL STIRRUPS
d/2 + 1'
SEE SCHEDULE
FOR TYPE AND
SPACING
CONCRETE BEAM
S201 S201
CANTILEVER SPAN
DATE
d/2 + 1'
EACH SIDE OF COL
A
REVISION
NO.
DESCRIPTION
SECTION
NOT TO SCALE
CANTILEVER SPAN BEAM
NOTES:
1. F.L. = FULL LENGTH
C.E. = CONTINUOUS END
D.E. = DISCONTINUOUS END
L.E. = LEFT END
R.E. = RIGHT END
E.E. = EACH END
R = REMAINDER
Ld = TENSION DEVELOPMENT LENGTH
2. ORIENTATION OF BEAM MARK ON PLAN
DEFINES
RIGHT END AND LEFT END OF BEAM
(L.E.)
BXX
(R.E.)
3. WHERE CANTILEVER SPAN IS NOT SCHEDULED SEPARATELY
EXTEND ALL SCHEDULED BARS. INCLUDING STIRRUPS FROM
ADJACENT SPAN TO END OF CANTILEVER.
4. WHETHER OR NOT DISCONTINUOUS END OF THE BEAM OCCURS
ON THE LEFT OR RIGHT, THE REBAR IS TO BE DETAILED PER
THE DISCONTINUOUS END NOTED ABOVE.
5. WHETHER OR NOT THE CANTILEVER OCCURS ON THE LEFT OR
RIGHT, THE REBAR IS TO BE DETAILED PER THE CANTILEVER
END NOTED ABOVE.
6. WHERE BEAM DEPTH IS PROHIBITIVE, PROVIDE A STANDARD
180 HOOK IN LIEU OF 90 HOOK.
7. WHERE TOP RE BARS IN ONE SPAN AND TOP LE BARS OF THE
NEXT ADJACENT SPAN CONFLICT, PROVIDE THE BARS WITH THE
LARGER AREA OF STEEL.
HKS PROJECT NUMBER
19087.000
DATE
03 DECEMBER 2015
ISSUE
CONSTRUCTION
DOCUMENTS
SHEET TITLE
CONCRETE BEAM
SCHEDULE
CONCRETE BEAM DIAGRAM
1
S2.01
DETAIL
NONE
REVISED
15 DECEMBER 2015
© 2015 HKS, INC.
SHEET NO.
S2.01
CONCRETE COLUMN SCHEDULE
129'-3"
24" x 24"
24" x 24"
24" DIA.
24" DIA.
16" DIA.
13'-3"
TOP OF SLAB
2ND FLOOR
ARCHITECT
TOP OF SLAB
1ST FLOOR
HKS, INC.
1/3 SPAN
TYP.
116'-0"
1/3 SPAN
TYP.
#6 AT 12" O/C
(8)#8 VERTICAL
#4 TIES AT 12"
(8)#8 VERTICAL
#4 TIES AT 12"
(11)#10 VERTICAL
#4 TIES AT 12"
SUITE 5000
MARK
SIZE
(5)-#8 EACH WAY
BOTTOM
F7.0
7'-0"x7'-0"x1'-6"
(5)-#8 EACH WAY
BOTTOM
MURRAY AND ASSOCIATES ARCHITECTS
F8.0
8'-0"x8'-0"x1'-6"
(6)-#8 EACH WAY
BOTTOM
HARRISBURG, PA 17102-2499
F9.0
9'-0"x9'-0"x1'-9"
(6)-#8 EACH WAY
BOTTOM
MEP ENGINEER
F10.0
10'-0"x10'-0"x1'-9"
(9)-#8 EACH WAY
BOTTOM
1801 OLD ALABAMA RD, SUITE 125
F11.0
11'-0"x11'-0"x2'-0"
(9)-#8 EACH WAY
BOTTOM
F11.1
11'-0"x7'-0"x2'-0"
(11)-#8 SHORT WAY BOTTOM
(8)-#8 LONG WAY BOTTOM
DERCK & EDSON ASSOCIATES
DETAIL
F12.0
12'-0"x12'-0"x2'-0"
(11)-#8 EACH WAY
BOTTOM
LITITZ, PA 17543
NONE
F13.5
13'-6"x13'-6"x2'-3"
(15)-#8 EACH WAY
BOTTOM
F15.0
15'-0"x15'-0"x2'-6"
(15)-#9 EACH WAY
BOTTOM
#4 AT 12" O/C
TRANSVERSE
(8)#8 VERTICAL
#4 TIES AT 12"
BEAM REINFORCING
SEE SCHEDULE
TOP OF SLAB
GROUND FLOOR 100'-0"
COLUMN LOCATION
A-2, A-4, B-2, B-4,
C-2, C-4, C.2-1, D-2,
D-4, E-1, E-2, V.8-22
2/S2.01
2/S2.01
A.2-7, A.2-8, B.5-8,
B.5-7, D-7, F.3-12.8,
F.3,-14, F.3-16, G-14,
G-15, I.6-15,
J-14, M-17, M-18
SPAN
Q-12.8,
x.2-y.4, x.2-y.7,
x.3-y.9, x.5-y.8,
x.6-y.8
TYP. ONE WAY SLAB REINFORCING
J-11, K-15,
M-11, N-9, N-11,
O-17, O-18, S-9,
S-13, U-10, U-13,
U-19, V-21.5, V-23,
X.3-23.6, Z-23.5,
x.2-y.7
5
S2.02
ATLANTA, GA 30303
6'-0"x6'-0"x1'-6"
STANDARD TENSION LAP
A-1, A-4.4, A.3-6, A.3-5.3,
A.5-1, B-5.3, B-4.4, B.5-6,
C-4.4, C-5.3, D-4.4, D-6,
D-5.3, H.2-16.8, I.4-16.8,
I.9-18, M.2,-14,
M.2-15, O-14, O-15,
Q.7-17, R-18, S-15, S-19,
S.8-14.1, T.5-16, T.5-17.4,
T.5-18.4, V-23.6, V.7-21,
Y.5-21, Y.6-20,
x.4-y.3, x.6-y.3,
x.10-y.5, x.10-y.8,
REINFORCING
F6.0
8"
16'-0"
(8)#8 VERTICAL
#4 TIES AT 12"
191 PEACHTREE STREET NE
FOOTING SCHEDULE
#6 AT 6" O/C
ASSOCIATE ARCHITECT
1600 NORTH SECOND STREET
AHA CONSULTING ENGINEERS
ROSWELL, GA 30076
SITE/CIVIL ENGINEER
33 SOUTH BROAD STREET
GEOTECHNICAL ENGINEER
CMT LABORATORIES, INC.
2701 CAROLEAN INDUSTRIAL DRIVE
STATE COLLEGE, PA 16801
DETAIL
3/S2.01
4/S2.01
5/S2.01
STRUCTURAL ENGINEER
WBCM
100 STERLING PARKWAY, SUITE 108
(n)-'db' DIA. x 6"
EMBED. HEADED
STUDS
MECHANICSBURG, PA 17050
CONCRETE WALL
2"
EMBEDDED PLATE SCHEDULE
(8)-#8
_
_
_
_
#4 AT 12" 0/C
#4 AT 12" 0/C
#4 AT 12" 0/C
BEAM SIZE VARIES
SEE PLAN
EMBEDDED PLATE
SEE SCHEDULE
#4 AT 12" 0/C
'tp'
1
DETAIL
2
DETAIL
3
DETAIL
4
BEAM
SIZE
DETAIL
'N'
SECTION X/S2.02
S2.02
NOT TO SCALE
S2.02
NOT TO SCALE
S2.02
NOT TO SCALE
S2.02
X
NOT TO SCALE
S2.02
6
S2.02
Vu
MAX.
'B'
'N'
'n'
'db'
'tp'
W8x15
6K
12"
8
4
1/2"
1/2"
W12x19
12K
16"
8
4
1/2"
1/2"
W12x22
15K
16"
8
4
1/2"
1/2"
W12x26
10K
16"
10
4
1/2"
1/2"
W12x53
15K
16"
13
4
1/2"
1/2"
W16x26
26K
19"
9
4
1/2"
1/2"
W16x31
95K
19"
9
12
1/2"
3/4"
W24x55
45K
27"
11
4
3/4"
3/4"
W24x55
86K
27"
11
6
3/4"
3/4"
HSS8x4x3/8
15K
12"
8
4
1/2"
1/2"
HSS18x6x5/8
24K
21"
12
6
3/4"
3/4"
BLOOMSBURG UNIVERSITY
RESIDENCE HALL
& BOOKSTORE
(11)-#10
'B'
(8)-#8
_
EQ. EQ. EQ.
(8)-#8
_
2"
_
2"
2"
_
Vu
DETAIL
NONE
KEY PLAN
A
B
REVISION
NO.
DESCRIPTION
DATE
HKS PROJECT NUMBER
19087.000
DATE
03 DECEMBER 2015
12/14/2015 4:09:19 PM
PLOT DATE:
TEMPLATE VERSION:
ISSUE
CONSTRUCTION
DOCUMENTS
SHEET TITLE
REVISED
15 DECEMBER 2015
© 2015 HKS, INC.
CONCRETE
COLUMN &
FOOTING
SHEET
NO.
SCHEDULES
S2.02
PRECAST CAP.
COORDINATE W/
ARCH. DWGS.
ARCHITECT
HKS, INC.
EL. 116'-0" LOADING DOCK
3'-6"
191 PEACHTREE STREET NE
SUITE 5000
EMBEDDED
PLATE
3'-0"
ATLANTA, GA 30303
FINISH GRADE
SEE BEAM SCHEDULE
FOR REINFORCING
2'-0"
MURRAY AND ASSOCIATES ARCHITECTS
PAVEMENT
SEE CIVIL DWGS.
1'-0"
VARIES
ASSOCIATE ARCHITECT
1600 NORTH SECOND STREET
HARRISBURG, PA 17102-2499
MEP ENGINEER
1'-0"
AHA CONSULTING ENGINEERS
1801 OLD ALABAMA RD, SUITE 125
ROSWELL, GA 30076
HOOK TOP SLAB
BARS INTO BEAM
#7 AT 12" O/C
VERT. EACH FACE
COORDINATE WITH
ELEVATOR
REQUIREMENTS
GRADE
VARIES
33 SOUTH BROAD STREET
LITITZ, PA 17543
GEOTECHNICAL ENGINEER
CMT LABORATORIES, INC.
2701 CAROLEAN INDUSTRIAL DRIVE
BRICK LEDGE
8" BELOW GRADE
1'-0"
16'-0"
DERCK & EDSON ASSOCIATES
COORDINATE WITH
ELEVATOR
REQUIREMENTS
FINISH
FLOOR
16" THICK
WALL
(5)-#10
18'-0"
1'-0"
#6 AT 12"
EACH FACE
STRUCTURAL ENGINEER
WBCM
1'-0"
#6 AT 12" O/C
EACH WAY
EACH FACE
#5 AT 12"
100 STERLING PARKWAY, SUITE 108
#5 AT 12" O/C
HORIZ. EACH FACE
#5 AT 12"
12'-0"
#5 AT 12"
#9 AT 12"
STATE COLLEGE, PA 16801
HSS8x4
1'-0"
#5 AT 12"
SITE/CIVIL ENGINEER
MECHANICSBURG, PA 17050
2'-0"x2'-0"x2'-0"
DEEP SUMP PIT
COORDINATE LOCATION
WITH ARCH. DWGS.
#7 AT 12"
8"
8"
3'-0" MIN.
#5 AT 12" O/C
TOP AND BOTTOM
8"
8"
#7 AT 12" O/C
EACH WAY TYP.
1'-0"
8"
1'-0"
1'-0"
8"
#6 AT 12" O/C
TOP AND BOTTOM
8"
2'-0"
FINISH GRADE
#5 AT 12" O/C
TOP AND BOTTOM
BLOOMSBURG UNIVERSITY
RESIDENCE HALL
& BOOKSTORE
REF.
4'-0"
2'-0"
4
3'-0"
3'-0"
SECTION
5'-6"
S2.03 S1.01
9'-6"
6'-0"
2'-0"
1/2" = 1'-0"
4'-0"
7'-0"
2
SECTION
1
S2.03 S1.01
S1.03
1/2" = 1'-0"
S2.03 S1.02
S1.04
SECTION
1/2" = 1'-0"
3
SECTION
1/2" = 1'-0"
1'-0"
S2.03 S1.01
S1.03
CONTINUE HORIZ.
WALL BARS
EACH FACE
8"
(8)-#6 BARS EACH
FACE OF PIER
L3x3x1/4 CONTINUOUS
WITH 1/2"∅ x 3" LONG
HEADED STUDS AT 2'-0" O/C
2'-0"
8" CMU W/
#5 AT 48"
COORDINATE LENGTH AND
DEPTH OF PIT WITH DOCK
LEVELER EQUIPMENT
#5 AT 12"
EACH WAY
FINISH
FLOOR
#5 AT 2'-0" O/C
2'-0"x2'-0"
BEYOND
#4 TIES
AT 12" O/C
PROVIDE SLEEVE MIN. 4"
EMBED. GROUT SOLID
W/NON-SHRINK GROUT
6" SLAB W/
#4 AT 12" O/C
EACH WAY
RAMP ELEVATION
VARIES
1'-0"
FINISH
FLOOR
#5 AT 12"
8"
6"
12'-0"
DOCK
BUMPER
CONTINUE VERTICAL
BARS. INSIDE FACE
ONLY
1 1/2" GALVANIZED
HANDRAIL. SEE
ARCH. DWGS.
4" LEDGE
#4 AT 12"
EACH FACE
1'-8"
#5 AT 48" O/C
1/2" = 1'-0"
KEY PLAN
FINISH
GRADE
#5 AT 12"
EACH FACE
(3)-#5
CONTINUOUS
A
(3)-#5
CONTINUOUS
#5 AT 24" O/C
3'-0"
#5 AT 12" O/C
TOP AND BOTTOM
1'-0"
B
#5 AT 24" O/C
#5 AT 24" O/C
3'-0"
1'-0"
2'-4"
1'-0"
1'-0"
8"
#5 AT 12" O/C
S2.03 S1.01
12" CONCRETE
WALL
1'-0"
3'-0"
MIN.
12" CONCRETE
WALL
#6 AT 12" O/C
#7 AT 12"
4'-0"
MIN.
#5 AT 12" O/C
TYP. EACH FACE
TOP AND BOTTOM
FINISH
GRADE
(3)-#5
CONTINUOUS
#5 AT 12"
1'-0"
#4 AT 12"
EACH FACE
DETAIL
4" LEDGE
16" CMU
#6 AT 12"
EACH FACE
A
REVISION
NO.
DESCRIPTION
2'-0"
3'-0"
DATE
4'-0"
7'-0"
5'-0"
5
SECTION
S2.03 S1.01
1/2" = 1'-0"
6
SECTION
S2.03 S1.01
1/2" = 1'-0"
7
SECTION
S2.03 S1.01
1/2" = 1'-0"
HKS PROJECT NUMBER
19087.000
DATE
03 DECEMBER 2015
12/14/2015 4:09:22 PM
PLOT DATE:
TEMPLATE VERSION:
ISSUE
CONSTRUCTION
DOCUMENTS
SHEET TITLE
CONCRETE
SECTIONS
REVISED
15 DECEMBER 2015
© 2015 HKS, INC.
SHEET NO.
S2.03
23
1'-0"
5.3
#7 AT 12" O/C
VERT. EACH FACE
8"
#5 AT 12" O/C
HORIZ. EACH FACE
HKS, INC.
#6 AT 12" VERT.
EACH FACE
4" SLAB ON
GRADE
191 PEACHTREE STREET NE
(4)-#7 TOP
AND BOTTOM
#4 AT 12" HORIZ.
EACH FACE
#4 DOWEL LAP
2'-0" W/W.W.F.
COORDINATE LEDGE
ELEVATION WITH
ARCH. DWGS.
FINISH
FLOOR
SEE SLAB REINFORCING
SCHEDULE
SUITE 5000
ATLANTA, GA 30303
FINISH
FLOOR
ASSOCIATE ARCHITECT
MURRAY AND ASSOCIATES ARCHITECTS
1600 NORTH SECOND STREET
HORIZ. WALL
BARS
6" SLAB ON
GRADE
(2)-#4
CONTINUOUS
1'-0"
(4)-#7 TOP
AND BOTTOM
(2)-#5
HOOK TOP SLAB
BARS INTO BEAM
(2)-#5
HARRISBURG, PA 17102-2499
3'-0"
#5 AT 12" O/C
HORIZ. EACH FACE
ARCHITECT
8"
#7 AT 12" O/C
VERT. EACH FACE
22
MEP ENGINEER
AHA CONSULTING ENGINEERS
1'-0"
1801 OLD ALABAMA RD, SUITE 125
2'-6"
8"
(5)-#6 TOP
AND BOTTOM
#4 STIRRUPS
AT 18" O/C
33 SOUTH BROAD STREET
LITITZ, PA 17543
8"
1'-0"
STRUCTURAL ENGINEER
WBCM
100 STERLING PARKWAY, SUITE 108
SECTION
3
SECTION
S2.04 S1.01
STATE COLLEGE, PA 16801
#5 AT 12" O/C
HORIZ. EACH FACE
2'-8"
6'-0"
SECTION
1
GEOTECHNICAL ENGINEER
2701 CAROLEAN INDUSTRIAL DRIVE
1'-0"
#8 AT 12" O/C
2
1'-0"
CMT LABORATORIES, INC.
1'-9"
1'-9"
1'-9"
#8 AT 12" O/C
TOP AND BOTTOM
2" STYROFOAM BETWEEN
VAULT AND FOOTING
DERCK & EDSON ASSOCIATES
#7 AT 12" O/C
VERT. EACH FACE
8"
EXISTING
VAULT
TO REMAIN
SITE/CIVIL ENGINEER
1'-0"
#8 AT 12" EACH
WAY TOP AND
BOTTOM
ROSWELL, GA 30076
#4 STIRRUPS
AT 18" O/C
S2.04 S1.02
MECHANICSBURG, PA 17050
SECTION
4
1/2" = 1'-0"
S2.04 S1.03
1/2" = 1'-0"
1/2" = 1'-0"
1/2" = 1'-0"
S2.04 S1.01
Z
1'-0"
1'-0"
8" BOND BEAM
W/(2)-#5 CONTINUOUS
#7 AT 12" O/C
VERT. EACH FACE
PRECAST CONNECTION
BY PRECASTER
#5 DOWELS AT
12" O/C TYP.
COORDINATE WITH
ELEVATOR REQUIREMENTS
SEE ARCH. DWGS.
FOR ELEVATION
T.5
SEE 5/S2.02 SEE
SLAB REINFORCING
FINISH 1ST
FLOOR
SEE ARCH. DWGS.
FOR WALL CONSTRUCTION
FINISH
FLOOR
1'-8"
SEE SITE
DWGS
1'-0"
y.8
BLOOMSBURG UNIVERSITY
RESIDENCE HALL
& BOOKSTORE
1'-8 1/4"
9 7/8"
#5 DOWELS AT
12" O/C
SEE BEAM SCHEDULE
FOR REINFORCING
#5 AT 12" O/C
HORIZ. EACH FACE
SEE 2 WAY SLAB
SCHEDULE FOR
REINFORCING
4"
SEE BEAM SCHEDULE
FOR REINFORCING
VOID
#5 AT 12" O/C
EACH FACE
SEE 2 WAY SLAB
SCHEDULE FOR
REINFORCING
8"
CONCRETE STEPS
SEE SITE DWGS.
#5 AT 12" O/C HORIZ.
EACH FACE TYP.
4"
#5 AT 12" O/C VERT.
WITH DOWELS TO MATCH
1'-0"
1'-9"
#6 AT 12" O/C
TOP AND BOTTOM
STEP BRICK SHELF
COORDINATE WITH
CONCRETE STEPS
1/2" = 1'-0"
S2.04 S1.03
SECTION
6
S2.04 S1.01
SECTION
S2.04 S1.03
1/2" = 1'-0"
HSS6x6x3/8
GALVANIZED
23.6
SECTION
9
S2.04 S1.03
1/2" = 1'-0"
1'-0"
SECTION
#5 AT 12" O/C
TOP AND BOTTOM
1'-8"
8"
5
SEE 2 WAY SLAB
SCHEDULE FOR
REINFORCING
8
8"
#7 AT 12" O/C
EACH WAY TYP.
SEE BEAM SCHEDULE
FOR REINFORCING
1'-0"
#7 AT 12" O/C VERT.
WITH DOWELS TO MATCH
2'-0"x2'-0"x2'-0"
DEEP SUMP PIT
COORDINATE LOCATION
WITH ARCH. DWGS.
SEE 5/S2.02
FOR SLAB
REINFORCING
SEE 2 WAY SLAB
SCHEDULE FOR
REINFORCING
1/2" = 1'-0"
2'-4"
T.O.S. EL.=
126'-1 1/4"
2'-0"
HSS6x4x3/8
GALVANIZED
6'-0"
HSS6x6x3/8
GALVANIZED
SEE 5/S2.02
FOR SLAB
REINFORCING
7 3/4"x4"x3/8 LLH
CONTINUOUS
BENT PLATE
1/4
4 AT 12
1'-0"
#8 AT
12" O/C
10
SECTION
S2.04 S1.03
PRECAST
PANEL
16.8
SEE ARCH DRAWINGS
FOR WALL
CONSTRUCTION
1'-0"
4 AT 12
CONTINUOUS L6x6x1/4 W/
1/2" DIA x 6" STUDS
AT 2'-0" O/C TOP AND
BOTTOM
S2.04 S1.04
PRECAST CONNECTION
TO CONCRETE BEAM
BY PRECASTER
SECTION
1/2" = 1'-0"
#4 TIES AT
12" O/C
SLOPE
4 AT 12
1/4
SEE SCHEDULE FOR
BEAM REINFORCING
1/4
SEE SCHEDULE
FOR REINFORCING
SLOPE TOP BARS
WITH SLAB.
SEE ARCH DRAWINGS
FOR WALL CONSTRUCTION
COORD.
W/ARCH. DWGS.
S2.04 S1.04
SLAB HIGH POINT
SEE ARCH. AND
CIVIL DWGS.
SEE ARCH. DWGS.
FOR WALL CONSTRUCTION
1'-0"
1/2" = 1'-0"
KEY PLAN
A
SEE SCHEDULE FOR
BEAM REINFORCING
13
S2.04 S1.04
SECTION
1/2" = 1'-0"
REVISION
NO.
DESCRIPTION
PRECAST CONNECTIONS
BY PRECASTER
14
S2.04 S1.03
S1.04
B
SEE SCHEDULE
FOR REINFORCING
PRECAST CONNECTIONS
BY PRECASTER
SECTION
CONTINUOUS L6x6x1/4 W/
1/2" DIA x 6" STUDS
AT 2'-0" O/C TOP AND
BOTTOM
FINISH 1ST
FLOOR
4 AT 12
SEE SCHEDULE FOR
BEAM REINFORCING
12
FINISH 1ST
FLOOR EL. 116'-0"
EL. 113'-6"
4 AT 12
#4 AT 12" O/C
2'-0 1/4"
PLAZA PAVERS SEE CIVIL DRAWINGS
FINISH 1ST
FLOOR
#8 AT 12" O/C
(-5'-0") BELOW
FINISH FLOOR
TOP OF CURB TO
MATCH TOP OF PLAZA
(4)-#6 BARS
TOP AND BOTTOM
7 3/4"x4"x3/8 LLH
CONT. BENT PLATE
(NOT REQ'D AT SIM.)
SEE SCHEDULE FOR
BEAM REINFORCING
11
1/2" = 1'-0"
FINISH 1ST
FLOOR
7 3/4"x4"x3/8 LLH
CONTINUOUS
BENT PLATE
1/4
SEE BEAM
SCHEDULE
FOR REINFORCING
SEE 2 WAY SLAB
SCHEDULE FOR
REINFORCING
SEE ARCH
DRAWINGS FOR
WALL CONSTRUCTION
1/4
4 AT 12
CONTINUOUS L6x6x1/4 W/
1/2" DIA x 6" STUDS
AT 2'-0" O/C TOP AND
BOTTOM
1'-0"
3'-0"
FINISH 1ST
FLOOR
SEE ARCH DRAWINGS
FOR WALL
CONSTRUCTION
1/4
FACE OF CURVED BEAM
AT FACE OF CURTAIN
WALL. COORD. W/ARCH.
DRAWINGS
CONTINUOUS L6x6x1/4 W/
1/2" DIA x 6" STUDS
AT 2'-0" O/C TOP AND
BOTTOM
1/2" = 1'-0"
4'-0"
1'-0"
SEE ARCH. DWGS.
FOR WALL
CONSTRUCTION
#8 AT
12" O/C
SEE SITE
DWGS
S2.04 S1.01
S1.03
1'-8 1/4"
VARIES-OVER POUR
AT CURVED EDGE
8" CMU BEYOND
GROUTED SOLID
W/#5 AT 24" O/C
SECTION
11"
7
SECTION
15
1/2" = 1'-0"
S2.04 S1.03
DATE
SECTION
1/2" = 1'-0"
COORDINATE DEPRESSION
LOCATION WITH COOLER/
FREEZER REQUIREMENTS
HKS PROJECT NUMBER
4"
FINISH GROUND
FLOOR
19087.000
DATE
03 DECEMBER 2015
#4 AT 2'-0" O/C
12/14/2015 4:09:24 PM
PLOT DATE:
TEMPLATE VERSION:
ISSUE
16
S2.04 S1.01
CONSTRUCTION
DOCUMENTS
SECTION
1/2" = 1'-0"
SHEET TITLE
CONCRETE
SECTIONS
REVISED
15 DECEMBER 2015
© 2015 HKS, INC.
SHEET NO.
S2.04
FINISH
GROUND FLOOR
y.1
8 3/4"
7 3/4"x4"x3/8 LLH
CONT. BENT PLATE
(NOT REQ'D AT SIM.)
8"
4 AT 12
1/4
4 AT 12
1/4
SEE SCHEDULE FOR
BEAM REINFORCING
SEE SCHEDULE FOR
BEAM REINFORCING
SECTION
1/2" = 1'-0"
S2.05 S1.03
FINISH 2ND
FLOOR
1'-0"
ROSWELL, GA 30076
#5 AT 12" O/C
TOP AND BOTTOM
#5 AT 12" O/C
TOP AND BOTTOM
SITE/CIVIL ENGINEER
1'-0"
33 SOUTH BROAD STREET
LITITZ, PA 17543
2'-2"
1'-8"
2'-6"
1'-8"
2'-6"
1'-8"
GEOTECHNICAL ENGINEER
2'-6"
4'-0"
CMT LABORATORIES, INC.
5'-0"
5'-5"
5'-7"
2701 CAROLEAN INDUSTRIAL DRIVE
STATE COLLEGE, PA 16801
3/4" = 1'-0"
STRUCTURAL ENGINEER
SECTION
5
1/2" = 1'-0"
SECTION
S2.05 S1.01
6
1/2" = 1'-0"
SECTION
S2.05 S1.01
7
1/2" = 1'-0"
WBCM
SECTION
S2.05 S1.02
100 STERLING PARKWAY, SUITE 108
MECHANICSBURG, PA 17050
1/2" = 1'-0"
SLAB ON
GRADE
2'-0"
BOND BEAM
CONTINUOUS
FINISH 1ST
FLOOR
FINISH
GRADE
1'-0"
COORDINATE
ELEVATION WITH
ARCH. DWGS.
#4 AT 12" O/C
8" PRECAST
PANEL
#5 AT 12"
EACH FACE
#8 AT 12" O/C
1'-8"
FINISH FIRST
FLOOR REF.
#5 AT 12"
EACH FACE
#5 AT 12"
12" CONCRETE
WALL
PAVEMENT
4'-0"
#5 AT 12" O/C
TOP AND BOTTOM
1'-0"
#5 AT 2'-0" O/C
1'-2"
#5 AT 2'-0" O/C
S2.05 S1.03
FINISH GRADE
VARIES
#5 AT 12"
SECTION
1/2" = 1'-0"
#5 AT 12" O/C
TOP AND BOTTOM
2'-6"
1'-0"
3'-0"
5'-6"
13
1'-0"
1'-0"
1'-0"
(3)-#5
CONTINUOUS
1'-0"
3'-0" MIN.
PAVEMENT ELEVATION
VARIES
(3)-#5
CONTINUOUS
#7 AT 12"
COORDINATE PRECAST
LEDGE ELEVATION
W/ARCH. DWGS.
REF.
#6 AT 12" O/C
TOP AND BOTTOM
(113'-6")
#5 AT 12"
#6 AT 12" O/C
EACH FACE
#6 AT 12" O/C
EACH WAY
EACH FACE
SEE SCHEDULE FOR
BEAM REINFORCING
1'-0"
1'-4"
1'-0"
11"
FINISH 1ST
FLOOR
(5)-#10
#6 AT 12"
EACH FACE
SEE ARCH
DRAWINGS FOR
WALL CONSTRUCTION
FINISH
FLOOR
1'-0"
MIN.
SLAB ON
GRADE
8" CMU W/
#5 AT 4'-0" O/C
FINISH 1ST
FLOOR
2'-0"
16" THICK
WALL
FINISH 1ST
FLOOR
#4 DOWELS
2'-0"x2'-0"
AT 24" O/C
BLOOMSBURG UNIVERSITY
RESIDENCE HALL
& BOOKSTORE
#4 DOWELS
2'-0"x2'-0"
AT 24" O/C
#4 DOWELS
2'-0"x2'-0"
AT 24" O/C
3'-0"
#5 AT 12" O/C
TOP AND BOTTOM
DERCK & EDSON ASSOCIATES
SECTION
S2.05 S1.03
S1.04
FINISH 2ND
FLOOR
ASSOCIATE ARCHITECT
1801 OLD ALABAMA RD, SUITE 125
S2.05 S1.01
S1.02
FINISH 2ND
FLOOR
#6 AT 12" O/C
EACH FACE
17" CONCRETE
WALL
AHA CONSULTING ENGINEERS
#5 AT 12" O/C
TOP AND BOTTOM
3
SLAB ON
GRADE
#6 AT 12" O/C
EACH FACE
15" CONCRETE
WALL
MEP ENGINEER
4
SLAB ON
GRADE
#6 AT 12" O/C
EACH FACE
10" CONCRETE
WALL
SEE SCHEDULE FOR
BEAM REINFORCING
L5x5x3/8x0'-8" AT
4'-0" O/C GALV.
1/2" = 1'-0"
ATLANTA, GA 30303
#5 AT 12" O/C
EACH FACE
10" CONCRETE
WALL
2'-0"
S2.05 S1.04
SUITE 5000
HARRISBURG, PA 17102-2499
1/4
SECTION
191 PEACHTREE STREET NE
1600 NORTH SECOND STREET
(-'4-0") BELOW
FINISH FLOOR
2
HKS, INC.
4 AT 12
7 3/4"x4"x3/8 LLH
CONTINUOUS
GALV. BENT PLATE
(-'4-0") BELOW
FINISH FLOOR
ARCHITECT
MURRAY AND ASSOCIATES ARCHITECTS
L4x4x3/8
CONTINUOUS
1
FINISH
GROUND FLOOR
4 AT 12
1/4
#4 AT 4'-0" O/C
PRECAST CONNECTION
BY PRECASTER
1'-0"
#6 AT 12" O/C EACH
WAY TOP AND BOTTOM
1/4
CONTINUOUS L6x6x1/4 W/
1/2" DIA x 6" STUDS
AT 2'-0" O/C TOP AND
BOTTOM
FINISH 1ST
FLOOR
SEE ARCH DRAWINGS
FOR WALL
CONSTRUCTION
FINISH 1ST
FLOOR
L4x4x3/8
TYP.
FINISH
GROUND FLOOR
1'-0"
CONTINUOUS L6x6x1/4 W/
1/2" DIA x 6" STUDS
AT 2'-0" O/C TOP AND
BOTTOM
SEE ARCH DRAWINGS
FOR WALL
CONSTRUCTION
1/4
PRECAST CONNECTION
BY PRECASTER
1'-8 1/4"
4 1/2"
8" BOND BEAM
W/(2)-#5 CONTINUOUS
FINISH
GROUND FLOOR
3'-0"
3'-0"
5'-0"
6'-0"
9'-6"
8
SECTION
S2.05 S1.03
1/2" = 1'-0"
9
SECTION
S2.05 S1.03
1/2" = 1'-0"
10
SECTION
S2.05 S1.03
1/2" = 1'-0"
11
SECTION
S2.05 S1.01
1/2" = 1'-0"
12
SECTION
S2.05 S1.02
1/2" = 1'-0"
KEY PLAN
A
B
REVISION
NO.
DESCRIPTION
DATE
HKS PROJECT NUMBER
19087.000
DATE
03 DECEMBER 2015
12/14/2015 4:09:26 PM
PLOT DATE:
TEMPLATE VERSION:
ISSUE
CONSTRUCTION
DOCUMENTS
SHEET TITLE
CONCRETE
SECTIONS
REVISED
15 DECEMBER 2015
© 2015 HKS, INC.
SHEET NO.
S2.05
STEEL COLUMN SCHEDULE
A
1
COLUMN NUMBER
TOP OF STEEL
ROOF
A
3
A
4
A
5
A
6
A
7
A
8
A.5
1
B
3
B
4
B
5
B
6
B
7
B
8
C
3
C
4
C
5
C
6
C
7
C.2
1
D
3
D
4
D
5
D
6
D
7
E
1
F
13
F
14
F
16
G
16
H
14
H H.2 I
15 16.8 14
I
I
J
J
J
15 17.1 11 12.8 14
K
K
L
15 17.1 11
M
M
M
11 12.8 14
N
9
N
O
O
11 14.1 15
O
17
O
P P.8
18 12.8 18
Q
9
Q
R
R
R
12.8 11 14.1 15
R
17
R
18
R
20
S
11
S
S
S
13 14.1 15
S
17
S
18
S
19
T
9
T
12
T.5 T.5 T.5
15 17 18
U
10
U
12
U
U
U
13 14.1 15
U
17
U
18
U
V
V
V
V
19 20.8 21 21.5 22
V
23
V V.8 V.8
24 20.8 22
W W
X
21 23.6 21
X.5 Y
Z
Z
21 23.6 19.9 21
Z
24
185'-8"
LOW POINT
SEE NOTE 2
ARCHITECT
HKS, INC.
11'-9"
191 PEACHTREE STREET NE
SUITE 5000
ATLANTA, GA 30303
ASSOCIATE ARCHITECT
173'-11"
1600 NORTH SECOND STREET
W8x31
W8x31
W8x31
W8x31
W8x31
W8x31
W8x31
W8x31
W8x31
W8x31
W8x31
W8x31
W8x31
W8x31
W8x31
W8x31
W8x31
W8x31
W8x31
W8x67
W8x67
W8x31
W8x31
W8x31
W8x31
W8x31
W8x31
W8x31
W8x31
W8x31
W8x31
W8x31
W8x31
W8x31
W8x67
W8x31
W8x67
W8x31
W8x31
W8x31
W8x31
W8x31
W8x31
W8x67
W8x67
W8x31
W8x31
W8x31
W8x31
W10x68
W8x31
W8x31
W8x67
W8x31
W8x31
W8x31
W8x31
W10x49
W8x31
W8x31
W8x31
W8x31
W8x31
W8x67
W8x31
W8x31
W8x67
W8x31
W8x31
W8x67
W8x31
W8x31
W8x67
W8x31
W10x49
W8x31
W8x31
W8x31
W8x67
W8x31
W8x31
W8x31
W8x31
W8x31
W8x31
W8x67
11'-2"
W8x31
MURRAY AND ASSOCIATES ARCHITECTS
W8x31
TOP OF SLAB
6TH FLOOR
HARRISBURG, PA 17102-2499
SPLICE
ELEVATION
AHA CONSULTING ENGINEERS
4'-0"
TOP OF SLAB
5TH FLOOR
MEP ENGINEER
162'-9"
1801 OLD ALABAMA RD, SUITE 125
ROSWELL, GA 30076
SITE/CIVIL ENGINEER
11'-2"
DERCK & EDSON ASSOCIATES
33 SOUTH BROAD STREET
LITITZ, PA 17543
TOP OF SLAB
4TH FLOOR
GEOTECHNICAL ENGINEER
151'-7"
CMT LABORATORIES, INC.
2701 CAROLEAN INDUSTRIAL DRIVE
11'-2"
STATE COLLEGE, PA 16801
STRUCTURAL ENGINEER
WBCM
100 STERLING PARKWAY, SUITE 108
BLOOMSBURG UNIVERSITY
RESIDENCE HALL
& BOOKSTORE
W8x31
W8x40
215
W8x40
W8x40
280
300
145
280
S
11
S
S
S
13 14.1 15
S
17
S
18
S
19
T
9
T
12
T.5 T.5 T.5
15 17 18
U
10
U
12
U
U
U
13 14.1 15
U
17
U
18
U
V
V
V
V
19 20.8 21 21.5 22
V
23
V V.8 V.8
24 20.8 22
W W
X
21 23.6 21
140
255
R
20
195
200
R
18
225
200
R
17
185
200
Q
R
R
R
12.8 11 14.1 15
BP7 BP3 BP2 BP2 BP1
265
265
220
195
240
W8x48
W8x48
**
W10x88
W8x40
BP3
205
W8x40
**
W8x58
W8x48
W8x58
165
275
315
215
325
200
160
275
W8x40
W10x88
W8x40
W8x31
W8x58
W8x31
W8x48
W8x31
W8x48
W8x48
W8x40
W8x31
W8x48
W8x48
215
315
395
BP4 BP3 BP4 BP2
335
**
200
BP7
200
**
225
BP3 BP4
120
290
**
135
Q
9
**
230
O
P P.8
18 12.8 18
**
285
O
17
BP1 BP2 BP2 BP3 BP3 BP4 BP4 BP6 BP6 BP3 BP3 BP3 BP1 BP2 BP3 BP3
290
250
N
O
O
11 14.1 15
125
175
N
9
205
185
M
M
M
11 12.8 14
115
275
295
275
315
295
395
170
135
140
K
K
L
15 17.1 11
170
I
I.6
J
J
J
15 17.1 11 12.8 14
300
525
BP6 BP4 BP4 BP6 BP1 BP3 BP3 BP2 BP1 BP5 BP3 BP2 BP6 BP3 BP2 BP3 BP5 BP6 BP3 BP2 BP1 BP2 BP6 BP6 BP1 BP3 BP3 BP3 BP3 BP1 BP6 BP3 BP3 BP6 BP2 BP2 BP3 BP3
455
**
230
BP6 BP4 BP4 BP6 BP3
225
**
305
BP6 BP4 BP4 BP4 BP7
440
COLUMN NUMBER
**
220
COLUMN LOAD* (KIPS)
BP6 BP4 BP4 BP4 BP3 BP3
235
BASE PLATE TYPE
W8x48
W8x67
W8x67
W8x48
W8x58
H H.2 I
15 16.8 14
W8x58
H
14
W8x48
G
16
W8x48
F
16
W8x40
F
14
**
W8x40
F
13
**
W8x31
E
1
W8x31
D
7
W8x40
D
6
W8x48
D
5
W8x48
D
4
W8x40
D
3
W8x40
C.2
1
W8x67
C
7
W8x48
C
6
W8x67
C
5
W8x31
C
4
W8x48
C
3
W8x48
B
8
W8x48
B
7
W8x48
B
6
W8x31
B
5
W8x67
B
4
W8x67
B
3
W8x40
A.5
1
W8x31
A
8
W8x40
A
7
W8x48
A
6
W10x68
A
5
W8x67
A
4
W8x48
A
3
W8x40
A
1
W8x48
W8x67
W8x40
W8x48
310
W10x68
525
W8x31
100
W8x40
250
W8x58
350
W8x48
240
W8x31
165
W8x67
255
W8x58
335
W8x58
335
W8x67
355
W8x48
250
W8x48
245
W8x67
315
W8x58
365
W8x58
365
W8x67
375
W8x48
235
W10x88
625
W8x58
345
W8x58
365
W8x58
365
W8x67
380
W8x48
255
W8x48
225
W8x48
290
W8x58
345
W8x58
365
W8x58
365
W8x67
**
13'-3"
BP4
390
116'-0"
W8x48
TOP OF SLAB
1ST FLOOR
275
129'-3"
W8x58
TOP OF SLAB
2ND FLOOR
MECHANICSBURG, PA 17050
140
140'-5"
11'-2"
TOP OF SLAB
3RD FLOOR
X.5 Y
Z
Z
21 23.6 19.9 21
Z
24
NOTE: 1. *LOADS INDICATED ARE FACTORED TOTAL LOAD.
2. SEE ROOF PLAN FOR TOP OF STEEL ELEVATIONS.
3. ** SEE POST BASE CHART - THIS SHEET.
STEEL COLUMN SCHEDULE
COLUMN NUMBER
TOP OF STEEL
ROOF
x.1
y.5
x.3
y.7
x.4
y.4
x.4
y.6
x.5
y.2
x.5
y.4
x.5
y.6
x.6
y.1
x.7
y.2
x.8
y.1
x.9
y.6
L8x4x5/8x0'-5 1/2"
W\(4)-3/4"DIA. BOLTS
x.9
y.4
5/16"
L8x4x5/8x0'-5 1/2"
W\(4)-3/4"DIA. BOLTS
5/16"
SEE PLAN FOR
COLUMN ORIENTATION
5/16"
5/16"
L8x4x5/8x0'-5 1/2"
W\(4)-3/4"DIA. BOLTS
L8x4x5/8x0'-5 1/2"
W\(4)-3/4"DIA. BOLTS
SEE S4.02 FOR
BRACING DETAILS
185'-8"
11'-9"
LOW POINT
SEE NOTE 2
EMBEDDED BASE PLATE SCHEDULE
SIZE
STUDS
BP1
14"x1"x1'-2"
(4)-3/4"DIA.x8"
BP2
14"x1 1/4"x1'-2"
(4)-3/4"DIA.x8"
BP3
14"x1 1/2"x1'-2"
(4)-3/4"DIA.x8"
BP4
16"x1 3/4"x1'-4"
(4)-3/4"DIA.x8"
BP5
16"x2"x1'-4"
(4)-3/4"DIA.x8"
BP6
16"x2"x1'-10"
(12)-3/4"DIA.x8"
BP7
18"x2 1/4"x1'-6"
(4)-3/4"DIA.x8"
1'-0"
8"
8"
6"
6"
10"
1'-0"
6"
1'-0"
8"
8"
3/4"DIA.x0'-8"
HEADED STUDS
6"
6"
8"
3/4"DIA.x0'-8"
HEADED STUDS
5/16"
6"
5"
5"
7"
5"
5/16"
6"
6"
3/4"DIA.x0'-8"
HEADED STUDS
6"
11'-2"
5"
1'-2"
5/16"
5/16"
1'-0"
10"
8"
7"
8"
162'-9"
7"
7"
TOP OF SLAB
5TH FLOOR
MARK
173'-11"
11'-2"
TOP OF SLAB
6TH FLOOR
10"
TOP OF SLAB
4TH FLOOR
BP1, BP2 & BP3
151'-7"
BP4 & BP5
BP6
10"
3/4"DIA.x0'-8"
HEADED STUDS
BP7
11'-2"
KEY PLAN
POST BASE CHART
BEAM
SIZE
COLUMN
SIZE
SEE 3/S3.01
'B'
A-3
W30x108
W8x48
10 1/2"
A-5
W36x232
W8x58
12"
B-3
W30x90
W8x48
10"
B-5
W36x232
W8x58
12"
C-3
W30x90
W8x48
10"
C-5
W36x232
W8x58
12"
D-3
W30x108
W8x48
10 1/2"
D-5
W36x232
W8x58
12"
R-15
W30x90
W8x40
10"
R-17
W30x90
W8x40
10"
R-18
W24x76
W8x40
9"
R-20
W21x44
W8x31
6 1/2"
U-15
W30x116
W8x31
10 1/2"
U-17
W30x116
W8x31
10 1/2"
U-18
W30x116
W8x31
10 1/2"
V-21
W24x55
W8x40
7"
V-22
W30x90
W8x40
10"
DETAIL
W-21
W24x76
W8x40
9"
W-22
W24x76
W8x40
9"
NOT TO SCALE
X-21
W24x76
W8x40
9"
140'-5"
11'-2"
TOP OF SLAB
3RD FLOOR
COLUMN
NUMBER
PJP
BASE PLATE TYPE
(4)-3/4"DIA. A325 BOLTS
ABOVE AND BELOW SPLICE
W8x31
W8x31
HSS6x6x3/8
HSS6x6x3/8
HSS6x6x3/8
W8x31
W8x31
W8x31
W8x31
W8x31
W8x31
TOP OF SLAB
1ST FLOOR
W8x31
129'-3"
13'-3"
TOP OF SLAB
2ND FLOOR
TYPICAL COLUMN SPLICE
116'-0"
95
40
128
90
105
125
70
40
20
95
45
75
COLUMN NUMBER
COLUMN SPLICE AT
BRACED FRAMES
BP1 BP1 BP1 BP1 BP1 BP1 BP1 BP1 BP1 BP1 BP1 BP1
NOTES: 1. ALL COLUMNS ARE END BEARING.
COLUMN LOAD* (KIPS)
(4)-3/4"DIA. A325 BOLTS
ABOVE AND BELOW SPLICE
x.1
y.5
x.3
y.7
x.4
y.4
x.4
y.6
x.5
y.2
x.5
y.4
x.5
y.6
x.6
y.1
x.7
y.2
x.8
y.1
x.9
y.6
x.9
y.4
NOTE: 1. *LOADS INDICATED ARE FACTORED TOTAL LOAD.
2. SEE ROOF PLAN FOR TOP OF STEEL ELEVATIONS.
NOTES: 1. ALL COLUMNS ARE END BEARING.
2. COORDINATE WITH SHEET S4.01.
1
S3.01
DETAIL
NOT TO SCALE
2
S3.01
A
COLUMN
B
(4)-3/4" DIA.
A325N BOLTS
5/16
2nd FINISH
FLOOR
14"x1"x'B'
BASE PLATE
REVISION
NO.
DESCRIPTION
DATE
3/16
3/8" STIFFENERS
EACH SIDE OF BEAM
BEAM
3
S3.01
DETAIL
NOT TO SCALE
HKS PROJECT NUMBER
19087.000
DATE
03 DECEMBER 2015
12/14/2015 4:09:30 PM
PLOT DATE:
TEMPLATE VERSION:
ISSUE
CONSTRUCTION
DOCUMENTS
SHEET TITLE
STEEL COLUMN
SCHEDULE
REVISED
15 DECEMBER 2015
© 2015 HKS, INC.
SHEET NO.
S3.01
D
C
B
D
A
I
C
J
ARCHITECT
HKS, INC.
191 PEACHTREE STREET NE
SUITE 5000
ATLANTA, GA 30303
SEE
F/S4.02
SEE
F/S4.02
SEE
F/S4.02
SEE
F/S4.02
ASSOCIATE ARCHITECT
ROOF
185' - 8"
ROOF
185' - 8"
MURRAY AND ASSOCIATES ARCHITECTS
ROOF
185' - 8"
1600 NORTH SECOND STREET
HARRISBURG, PA 17102-2499
MEP ENGINEER
/8
x3
x4
6
S
HS
K
15
HS
S6
x4
x3
15
/8
K
/8
x3
x4
6
S
HS
K
15
HS
S6
x4
x3
15
/8
K
/8
x3
x4
6
S
HS
K
15
6TH FLOOR
173' -11 "
HS
S6
x4
x3
/8
15
K
3/8
4x
x
S6
HS
K
35
6TH FLOOR
173' - 11"
AHA CONSULTING ENGINEERS
HS
S6
x4
1801 OLD ALABAMA RD, SUITE 125
x3
/8
35
K
ROSWELL, GA 30076
6TH FLOOR
173' - 11"
SITE/CIVIL ENGINEER
DERCK & EDSON ASSOCIATES
33 SOUTH BROAD STREET
LITITZ, PA 17543
SEE
E/S4.02
3/8
x4x
6
S
HS
K
25
HS
S6
x4x
3/8
25
K
3/8
x4x
6
S
HS
K
25
SEE
E/S4.02
HS
S6
x4x
3/8
25
K
3/8
x4x
6
S
HS K
15
5TH FLOOR
162' - 9"
HS
S6
x4x
3/
15 8
K
1/2
4x
x
S6
HS
K
50
5TH FLOOR
162' - 9"
HS
S6
x4
x1
/2
50
K
GEOTECHNICAL ENGINEER
CMT LABORATORIES, INC.
2701 CAROLEAN INDUSTRIAL DRIVE
5TH FLOOR
162' - 9"
STATE COLLEGE, PA 16801
STRUCTURAL ENGINEER
1/2
x4x
6
S
HS
K
40
HS
S6
x4x
3/8
35
K
HS
S6
x4x
1/2
40
K
SEE
A/S4.02
5/8
4x
x
0
S1
K
HS
80
1/2
x4x
6
S
HS
K
40
HS
S6
x4x
3/8
35
K
4TH FLOOR
151' - 7"
WBCM
HS
S6
x4x
3/8
20
K
4TH FLOOR
151' - 7"
1/2
4x
x
S6
HS
K
50
HS
S6
x4
x1
/2
50
K
3RD FLOOR
140' - 5"
/2
x1
x4
8
S
HS
K
55
HS
S8
x4
x1
/2
55
K
SEE
E/S4.02
SEE
C/S4.02
HS
S6
x4x
1/2
40
K
HS
S6
x4x
3/8
30
K
3/8
x4x
6
S
K
HS
30
3RD FLOOR
140' - 5"
SEE
E/S4.02
SEE
C/S4.02
1/2
x4x
8
S
K
HS
55
3/8
x4x
6
S
HS
K
35
8
x3/
4
x
S6
HS K
20
HS
S8
x4x
1/2
55
K
SEE
E/S4.02
HS
S1
0x
4x
5/8
80
K
1/2
x4x
8
S
HS
K
55
HS
S8
x4x
1/2
55
K
5/8
4x
x
0
S1
K
HS
80
HS
S1
0x
4x
5/8
80
K
2ND FLR framing
129' - 3"
SEE
A/S4.02
3/8
x4x
6
S
HS K
30
HS
S6
x4x
3/8
30
K
1/2
4x
x
S6
HS
K
45
HS
S6
x4
x1
/2
45
K
2ND FLR framing
129 - 3"
SEE
A/S4.02
SEE
D/S4.02
3/8
x3x
6
S
HS
K
20
3/8
x3x
6
S
HS
K
25
x3
/8
35
K
HS
S6
x3x
3/8
20
K
HS
S6
x3x
3/8
25
K
3/8
4x
x
S6
HS 20K
SEE
D/S4.02
5TH FLOOR
162' - 9"
4TH FLOOR
151' - 7"
3/8
4x
x
S6
HS 20K
3/8
4x
x
S6
HS 25K
HS
S6
x4
x3
/8
20
K
HS
S6
x4
x3
/8
20
K
HS
S6
x4
x3
/8
25
K
SEE
C/S4.02
G.C. TO COORD.
MECH. DUCT
LOCATION
3/8
x5x
6
S
HS
15K
6TH FLOOR
173' - 11"
HS
S6
x5x
3/8
20K
SEE
E/S4.02
5TH FLOOR
162' - 9"
4TH FLOOR
151' - 7"
SEE
C/S4.02
3/8
x3x
6
S
HS
K
35
HS
S6
x3x
3/8
35
K
3RD FLOOR
140' - 5"
3/8
4x
x
S6
HS 30K
SEE
C/S4.02
3/8
x3x
6
S
HS
K
40
HS
S6
x3x
3/8
40
K
2ND FLR framing
129' - 3"
3/8
4x
x
S6
K
HS
40
HS
S6
x4
x3
/8
30
K
HS
S6
x4
x3
/8
40
K
3RD FLOOR
140' - 5"
2ND FLR framing
129' - 3"
/2
x1
x4
8
S
HS K
50
HS
S6
40
x4
K
x3
/8
HS
S8
x4
x1
/2
50
K
1ST FLR framing
116' - 0"
BRACE FRAME BF4 - ALONG LINE M
SCALE: 1/8" = 1'-0"
SEE
B/S4.02
SEE
A/S4.02
HS
S6
x5x
3/8
15
K
HS
S6
x5x
3/8
20K
HS
S6
x5x
3/8
20K
8
x3/
6x5
S
HS
20K
3/8
x5x
6
S
HS
20K
HS
S6
x5x
3/8
20K
HS
S6
x5x
3/8
20K
8
x3/
6x5
S
HS
20K
8
x3/
6x5
S
HS
20K
HS
S6
x5x
3/8
SEE
2
0K
H/S4.02
HS
S6
x5x
3/8
20K
8
x3/
6x5
S
HS
20K
8
x3/
6x5
S
HS
25K
HS
S6
x5x
3/8
25K
SEE
J/S4.02
3/8
x5x
6
S
HS
K
30
3/8
x5x
6
S
HS
K
30
SCALE: 1/8" = 1'-0"
6TH FLOOR
173' - 11"
5TH FLOOR
162' - 9"
KEY PLAN
A
4TH FLOOR
151' - 7"
B
3RD FLOOR
140' - 5"
REVISION
NO.
DESCRIPTION
DATE
2ND FLR framing
129' - 3"
HSS12x6 TYP.
BETWEEN FLOORS
HS
S6
x5x
3/8
30
K
1ST FLR framing
116' - 0"
BRACE FRAME BF5 - ALONG LINE 12.8
ROOF
185' - 8"
3/8
x5x
6
S
HS
20K
3/8
x5x
6
S
HS
20K
HS
S6
x5x
3/8
30
K
G.C. TO COORD.
MECH. DUCT
LOCATION
SEE
B/S4.02
9
ROOF
185' - 8"
6TH FLOOR
173' - 11"
1ST FLR framing
116' - 0"
SEE
F/S4.02
ROOF
185' - 8"
HS
S6
x3
HS
S8
x4
x1
/2
55
K
Q
SEE
G/S4.02
SEE
G/S4.02
2ND FLR framing
129' - 3"
SCALE: 1/8" = 1'-0"
12
P
3RD FLOOR
140' - 5"
BRACE FRAME BF3 - ALONG LINE 14
SCALE: 1/8" = 1'-0"
12.8
/8
x3
x3
6
S
HS
K
35
1/2
4x
x
S8
HS
K
55
BRACE FRAME BF2 - ALONG LINE 7
14
4TH FLOOR
151' - 7"
HS
S8
x4
x1
/2
55
K
1/2
4x
x
S8
HS
K
55
1ST FLR framing
116' - 0"
SCALE: 1/8" = 1'-0"
MECHANICSBURG, PA 17050
SEE
C/S4.02
1ST FLR framing
116' - 0"
BRACE FRAME BF1 - ALONG LINE 4
100 STERLING PARKWAY, SUITE 108
BLOOMSBURG UNIVERSITY
RESIDENCE HALL
& BOOKSTORE
3/8
x4x
6
S
HS
K
35
SEE
C/S4.02
1ST FLR framing
116' - 0"
BRACE FRAME BF6 - ALONG LINE T
HKS PROJECT NUMBER
SCALE: 1/8" = 1'-0"
19087.000
DATE
03 DECEMBER 2015
12/14/2015 4:09:33 PM
PLOT DATE:
TEMPLATE VERSION:
ISSUE
CONSTRUCTION
DOCUMENTS
SHEET TITLE
BRACED FRAMES
REVISED
15 DECEMBER 2015
© 2015 HKS, INC.
SHEET NO.
S4.01
4 SIDES
TYP.
d MIN.
4 SIDES
TYP.
4 SIDES
TYP.
WORK
POINT
d
HSS BRACE
SEE NOTE 1
ERECTION
BOLT TYP.
FULL
LENGTH
TYP.
NOT TO SCALE
B
W8x67
C
2. ALL LATERAL BRACING CONNECTIONS SHALL BE DESIGNED IN ACCORDANCE WITH THE UNIFORM FORCE METHOD GIVEN IN THE AISC
"MANUAL OF STEEL CONSTRUCTION".
1600 NORTH SECOND STREET
3. FORCES SHOWN ARE FACTORED AND ARE INTENDED FOR USE WITH THE LOAD RESISTANCE FACTORED DESIGN (LRFD) PROVISIONS
OF THE CODE. ALL APPLICABLE LOAD COMBINATIONS, FACTORS AND STRESS INCREASES HAVE BEEN ACCOUNTED FOR IN THE
DETERMINATION OF THESE LOADS. NO ADDITIONAL LOAD REDUCTIONS OR STRESS INCREASES ARE PERMITTED.
MEP ENGINEER
4. FORCES SPECIFIED IN ELEVATION ARE TENSION AND COMPRESSION FORCES.
1801 OLD ALABAMA RD, SUITE 125
5. BEAM SHEAR CONNECTIONS SHALL BE DESIGNED FOR THE SHEAR AS DEFINED IN THE STRUCTURAL STEEL GENERAL NOTES IN
ADDITION TO ANY BRACING FORCES.
ROSWELL, GA 30076
6. WORK POINTS ARE DEFINED AS THE INTERSECTION OF THE CENTROIDS OF THE CONNECTED MEMBERS. THE WORK POINT AT THE
BASE SHALL BE FINISH FLOOR.
SITE/CIVIL ENGINEER
4 SIDES
TYP.
d MIN.
2701 CAROLEAN INDUSTRIAL DRIVE
STATE COLLEGE, PA 16801
WBCM
100 STERLING PARKWAY, SUITE 108
MECHANICSBURG, PA 17050
d
W8x67
WORK
POINT
CL
CL
WF BEAM.
SEE NOTE 1
DOUBLE ANGLE
CONNECTION. FULL
DEPTH PER GEOMETRY
ERECTION
BOLT
HSS BRACE TYP.
SEE NOTE 1
4 SIDES
TYP.
d MIN.
FULL
LENGTH
TYP.
Pu
d
Pu
CL
WF BEAM.
SEE NOTE 1
GUSSET PLATE
MIN 3/8" THICK
d
GUSSET PLATE
MIN 3/8" THICK
d
CMT LABORATORIES, INC.
STRUCTURAL ENGINEER
WORK
POINT
WF BEAM.
SEE NOTE 1
4 SIDES
TYP.
WF BEAM.
SEE NOTE 1
DOUBLE ANGLE
CONNECTION. FULL
DEPTH PER GEOMETRY
Pu
GUSSET PLATE
MIN 3/8" THICK
FULL
LENGTH
TYP.
d MIN.
NOTES:
1. SEE BRACED FRAME ELEVATIONS AND FRAMING
PLANS FOR MEMBER SIZES, DIMENSIONS AND
ORIENTATIONS TYP.
NOTES:
1. SEE BRACED FRAME ELEVATIONS AND FRAMING
PLANS FOR MEMBER SIZES, DIMENSIONS AND
ORIENTATIONS TYP.
TYP. HSS BRACING CONNECTION
AT BEAM TO COLUMN WEB
4 SIDES
TYP.
d MIN.
E
NOT TO SCALE
S4.02 S4.01
4 SIDES
TYP.
NOT TO SCALE
NOT TO SCALE
G
TYP. HSS BRACING CONNECTION
AT ROOF BEAM TO COLUMN FLANGE
S4.02 S4.01
NOT TO SCALE
Pu
TYP. FULL LENGTH
PER GEOMETRY
d
Pu
S4.02 S4.01
NOTES:
1. SEE BRACED FRAME ELEVATIONS AND FRAMING
PLANS FOR MEMBER SIZES, DIMENSIONS AND
ORIENTATIONS TYP.
4 SIDES
TYP.
d MIN.
TYP. FULL LENGTH
PER GEOMETRY
F
TYP. HSS BRACING CONNECTION
AT ROOF BEAM TO COLUMN WEB
4 SIDES
TYP.
FULL
LENGTH
TYP.
NOTES:
1. SEE BRACED FRAME ELEVATIONS AND FRAMING
PLANS FOR MEMBER SIZES, DIMENSIONS AND
ORIENTATIONS TYP.
TYP. HSS BRACING CONNECTION
AT BEAM TO COLUMN FLANGE
Pu
GUSSET PLATE
MIN 3/8" THICK
FULL
LENGTH
TYP.
d
GEOTECHNICAL ENGINEER
9. STEEL FABRICATOR MAY SUBMIT ALTERNATE CONNECTION DETAILS FOR REVIEW BY THE ENGINEER FOR SUBSTITUTION OF DETAILS
INDICATED ON THE DRAWINGS. SUBMIT ALTERNATE DETAILS WITH SIGNED AND SEALED CALCULATIONS FOR REVIEW PRIOR TO
SUBMISSION OF STEEL SHOP DRAWINGS.
4 SIDES
TYP.
CL
d MIN.
LITITZ, PA 17543
NOT TO SCALE
WORK
POINT
S4.02 S4.01
33 SOUTH BROAD STREET
HSS BRACE TYP.
SEE NOTE 1
Pu
W8x67
WORK
POINT
D
DERCK & EDSON ASSOCIATES
8. SEE TYPICAL BRACED FRAME DETAILS ON THIS SHEET. DETAILS PROVIDE SUGGESTED DETAILS ONLY.
W8x67
d MIN.
AHA CONSULTING ENGINEERS
DOUBLE ANGLE
CONNECTION. FULL
DEPTH PER GEOMETRY
ERECTION
BOLT TYP.
DOUBLE ANGLE
CONNECTION. FULL
DEPTH PER GEOMETRY
HARRISBURG, PA 17102-2499
GUSSET PLATE
MIN 3/8" THICK
d
DOUBLE ANGLE
CONNECTION. FULL
DEPTH PER GEOMETRY
ASSOCIATE ARCHITECT
TYP. HSS BRACE CONNECTION
AT INTERSECTION OF BRACES
S4.02 S4.01
FULL
LENGTH
TYP.
HSS BRACE TYP.
SEE NOTE 1
Pu
4 SIDES FULL LENGTH
PER GEOMETRY
NOTES:
1. SEE BRACED FRAME ELEVATIONS AND FRAMING
PLANS FOR MEMBER SIZES, DIMENSIONS AND
ORIENTATIONS TYP.
NOT TO SCALE
GUSSET PLATE
MIN 3/8" THICK
d MIN.
ATLANTA, GA 30303
7. WHERE OVERSIZED HOLES ARE PROVIDED IN BASE PLATES OF COLUMNS INSTALLED IN VERTICAL BUILDING BRACE FRAMES, FIELD
WELD PLATE WASHERS WITH STANDARD HOLES TO TOP OF BASE PLATES AT EACH ANCHOR AFTER ERECTION OF THE COLUMN.
TYP. HSS BRACING CONNECTION
AT BASE TO COLUMN FLANGE
S4.02 S4.01
FULL
LENGTH
TYP.
d MIN.
NOTES:
1. SEE BRACED FRAME ELEVATIONS AND FRAMING
PLANS FOR MEMBER SIZES, DIMENSIONS AND
ORIENTATIONS TYP.
TYP. HSS BRACING CONNECTION
AT BASE TO COLUMN WEB
S4.02 S4.01
GUSSET PLATE
MIN 3/8" THICK
FULL
LENGTH
TYP.
EMBEDDED PLATE
SEE COLUMN SCHEDULE
NOTES:
1. SEE BRACED FRAME ELEVATIONS AND FRAMING
PLANS FOR MEMBER SIZES, DIMENSIONS AND
ORIENTATIONS TYP.
Pu
HSS BRACE
SEE NOTE 1
ERECTION
BOLT TYP.
SECOND
FLOOR
SUITE 5000
MURRAY AND ASSOCIATES ARCHITECTS
HSS BRACE TYP.
SEE NOTE 1
COL. TO
PLATE
EMBEDDED PLATE
SEE COLUMN SCHEDULE
A
191 PEACHTREE STREET NE
LATERAL BRACING NOTES:
1. ALL LATERAL BRACING CONNECTIONS SHALL BE DESIGNED BY A PROFESSIONAL ENGINEER LICENSED IN THE STATE IN WHICH THE
PROJECT IS LOCATED. THIS SHALL INCLUDE ALL GUSSET PLATES, FILLER PLATES, ANGLES, STIFFENERS, BOLTS, WELDS OR OTHER
MATERIAL REQUIRED FOR THE CONNECTION. SIGNED AND SEALED CALCULATIONS FOR THE CONNECTION DESIGN SHALL BE
SUBMITTED FOR REVIEW WITH THE SHOP DRAWINGS.
Pu
WORK
POINT
d
COL. TO
PLATE
SECOND
FLOOR
HKS, INC.
BLOOMSBURG UNIVERSITY
RESIDENCE HALL
& BOOKSTORE
Pu
WORK
POINT
d MIN.
W8x67
ARCHITECT
d
d MIN.
W8x67
Pu
FULL
LENGTH
TYP.
GUSSET PLATE
MIN 3/8" THICK
d
FULL
LENGTH
TYP.
GUSSET PLATE
MIN 3/8" THICK
KEY PLAN
WORK
POINT
A
B
WORK
POINT
HSS BEAM
HSS BEAM
REVISION
NO.
DESCRIPTION
Pu
GUSSET PLATE
MIN 3/8" THICK
GUSSET PLATE
MIN 3/8" THICK
DATE
Pu
HSS BRACE TYP.
SEE NOTE 1
d MIN.
4 SIDES FULL LENGTH
PER GEOMETRY
HSS BRACE TYP.
SEE NOTE 1
d MIN.
NOTES:
1. SEE BRACED FRAME ELEVATIONS AND FRAMING
PLANS FOR MEMBER SIZES, DIMENSIONS AND
ORIENTATIONS TYP.
4 SIDES FULL LENGTH
PER GEOMETRY
NOTES:
1. SEE BRACED FRAME ELEVATIONS AND FRAMING
PLANS FOR MEMBER SIZES, DIMENSIONS AND
ORIENTATIONS TYP.
HKS PROJECT NUMBER
H
HSS BRACE CONNECTION
AT INTERSECTION OF BRACES
S4.02 S4.01
NOT TO SCALE
J
19087.000
HSS BRACE CONNECTION
AT INTERSECTION OF BRACES
S4.02 S4.01
DATE
03 DECEMBER 2015
NOT TO SCALE
12/14/2015 4:09:36 PM
PLOT DATE:
TEMPLATE VERSION:
ISSUE
CONSTRUCTION
DOCUMENTS
SHEET TITLE
BRACED FRAME
DETAILS
REVISED
15 DECEMBER 2015
© 2015 HKS, INC.
SHEET NO.
S4.02
TYP
1/4
1/4
5" HIGH x 3/8"
CONTINUOUS
BENT PLATE
4 AT 12
4 AT 12
X
5.3
S5.01
1/4
1/4
AFTER
ADJUSTMENT
4 AT 12
1 '-8 1/4"
4 AT 12
1/4
4 AT 12
1/4
4 AT 12
W36
FINISH
FLOOR
AFTER
ADJUSTMENT
1/4
TYP
4 AT 12
1/4
L6x4x3/8 LLH
CONTINUOUS
1'-9"x1"x2'-9" PLATE
BASE PLATE WITH
(6) 3/4" DIA x 8" LONG
HEADED STUDS
L6x4x3/8 LLH
CONTINUOUS
1'-0"
GIRDER SIZE VARIES
W16 SHOWN
3/16
C8x11.5
1'-0"
GIRDER SIZE VARIES
W16 SHOWN
1/4" STIFFENER
PLATES AT
BEAM LOCATIONS
(2) MIN PER
GIRDER
X
2
2'-0"
1/4
CMT LABORATORIES, INC.
S5.01 S5.01
100 STERLING PARKWAY, SUITE 108
MECHANICSBURG, PA 17050
3/4" = 1'-0"
BEAM SIZE
VARIES
TYPICAL
1/2" STIFFENER
CENTERED ON POST
EACH SIDE OF BEAM
3/4" = 1'-0"
S5.01 S1.04
HSS6x4x1/4 WITH 3/8"
PLATE AT TOP OF
LOUVER LOCATIONS
COORDINATE ELEVATION
ARCH DWGS.
TYP
1/4
1/4
S5.01 S1.05
SECTION
3/4" = 1'-0"
TOP OF STEEL ELEVATION
HSS6x6x3/8
TYPICAL SEE SECTIONS
X AND Y/S50? FOR
CONNECTION DETAILS
3 AT 12
3 AT 12
HSS6x6x3/8
TYPICAL SEE SECTIONS
X AND Y/S50? FOR
CONNECTION DETAILS
WORK POINT
134'-3"
134'-3"
WORK PT. EL.
WORK PT EL
GC COORDINATE BEAM
LOCATION WITH COIL
GRILL REQUIREMENTS
HSS5x5 GALVANIZED
POST. SEE PLAN
FOR LOCATIONS
TOP OF SLAB
SCREEN WALL FRAMING
NOT SHOWN FOR
CLARITY
3 AT 12
1/4
TYP
1/4
4 AT 12
5 3/4"
0' - 5"
EL. 130'-7"
1/4
4" DIA X-STRONG
PIPE TYP. SEE PLAN
L5x5x3/8 LLH
FOR LOCATION
CONTINUOUS
12"x1/2"x0'-6"
BASE PLATE. ATTACH TO
PLATE WITH (4) 3/4" DIA
A325N BOLTS TYPICAL
3/16
129'-0"
1/4" STIFFENER
PLATES AT POST
5 3/4"
S5.01 S1.05
4 AT 12
1/4
1/4
1/4
SEE ARCH FOR
FINISHES
4 AT 12
4 AT 12
W21 WITH
3/8" CONT PLATE
W8
TYP
9"
CONNECTION OF
PRECAST TO STEEL
BY PRECAST
MANUFACTURE TYP.
5"
5"
2ND FLOOR
129'-3"
HSS18x6 WITH
3/8" CONT PLATE
COORDINATE WIDTH OF
OF PLATE WITH
ARCH DETAILS
1'-5 1/4"
BEAM SIZE VARIES
W18 SHOWN
SINGLE SIDED
SHEAR TAB
FINISH FLOOR
ELEVATION
1/4
4 AT 12
1/4
4 AT 12
A
4 AT 12
W8 COL
SEE COL SCHEDULE
1'-8 1/4"
1'-0"
1/2" CONTINUOUS
PLATE
1/4
B
1/4
SEE ARCH DRAWINGS
FOR FINISHES
TYP
4 AT 12
BASEPLATE FOR
POST UP SEE
SCH AND DETAILS
ON S3.01
D2L-3/8 DIA x 18"
AT 24" O/C
7 3/4"x4"x3/8 LLH
CONTINUOUS
BENT PLATE
FINISH
FLOOR
SEE SECTIONS 1/S501
OR 2/S501 FOR
CONNECTION DETAILS
REVISION
NO.
DESCRIPTION
FINISH
FLOOR
3/4"∅ A325N BOLTS
W/2" SLOTTED HOLES
FOR ADJUSTMENT
4'-0" O/C
W8x15
3/16
L3x3x3/8 BRACE AT
EACH W8
1/4
3"
1/4
3"
TYP EACH
END AFTER
ADJUSTMENT
HSS8x6
CONTINUOUS
1/4
3/16
9"
3/8" GUSSET PLATE
EACH END
W12
1/4" STIFFENER PLATES AT
W8 LOCATIONS (2) MIN PER
GIRDER
(-'3-3") BELOW
FINISH FLOOR
W12
1/4
3/8" STIFFENER
PLATE
1'-5 1/4"
10"x 3/8" PLATE
(-3'-3") BELOW
FINISH FLOOR
W30
HSS8x6
SEE DETAIL X
FOR CONNECTION
TO W30
CONNECTION OF PRECAST
BY PRECAST MANUFACTURE
11
S5.01 S1.05
SECTION
3/4" = 1'-0"
S501 S106
S107
S108
SECTION
HSS8x6 CONTINUOUS
(4)-3/4" DIA A325N
BOLTS
1/4
3/4" = 1'-0"
HSS8x6
SEE DETAIL X
FOR CONNECTION
TO W30
W30
HSS8x6
CONTINUOUS
14"x1"x0'-10 1/2"
CAP PLATE
1/4
12
DATE
L6x4x3/8 LLH
CONTINUOUS
CONNECTION OF PRECAST
BY PRECAST MANUFACTURER
0' - 8"
3/4" = 1'-0"
AFTER
ADJUSTMENT
4 AT 12
1/4
CENTERLINE OF
HSS
S5.01 S1.05
TYP
4 AT 12
SEE ARCH DRAWINGS
FOR FINISHES
SEE ARCH DRAWINGS
FOR WALL CONSTRUCTION
3/4" = 1'-0"
KEY PLAN
1'-0"
CENTERLINE OF
W21
S5.01 S1.05
SECTION
9
3/4" = 1'-0"
SECTION
10
HSS6 COLUMN SEE
COLUMN SCHEDULE
3/4" = 1'-0"
1'-8 1/4"
1' - 10 1/4"
TYP EACH
SIDE
SECTION
1/4
1'-8 1/4"
SEE ARCH DRAWINGS FOR
COIL ELEVATION AND DETAILS
1/4
SECTION
8
1/4
10"
SEE ARCH DRAWINGS
FOR WALL CONSTRUCTION
3/4" = 1'-0"
U
CONNECTION OF COIL GRILL
BY OTHERS
7"x1/2"x1'-0" CAP PLATE
WITH (4) 3/4" DIA A325N
BOLTS
BEAM SIZE VARIES
SEE PLAN
S5.01 S1.05
ROOF SLAB
129'-0"
BEAM SIZE VARIES
SEE PLAN
SEE ARCH DRAWINGS
FOR FINISHES
3/4" = 1'-0"
SEE ARCH FOR ROOF
AND WALL CONSTRUCTION TYP
3/16
W12
SECTION
SEE ARCH DWGS FOR
CEILING FINISHES TYP
SEE ARCH DRAWINGS
FOR WALL CONSTRUCTION
1/4" STIFFENER PLATES
AT CENTER LINE OF COLUMN
12"x1/2"x0'-6"
BASE PLATE. ATTACH TO
BEAM WITH (4) 3/4" DIA
A325N BOLTS TYPICAL
5 3/4"
7
1'-2"
L5x5x3/8 LLH
CONTINUOUS
TOP OF SLAB
129'-0"
8"x3/4"x12" PLATE
AT POST LOCATION
BEAM SEE PLAN
W18 SHOWN
W8 BEAM TO SUPPORT
COIL GRILL
129'-0"
3/16
SECTION
LIGHTGAGE
POUR STOP
D2L-3/8 DIA x 18"
AT 24" O/C
TOP OF SLAB
129'-0"
L5x5x3/8 LLH
CONTINUOUS
3/16
1/4" STIFFENER
PLATES AT POST
S5.01 S1.05
S5.01 S1.05
D2L-3/8 DIA x 18"
AT 24" O/C
TOP OF SLAB
1'-4"
6
4 AT 12
4 AT 12
4" DIA X-STRONG
PIPE TYP. SEE PLAN
FOR LOCATION
3/16
BEAM SIZE VARIES
SEE PLAN
1/4
EL. 130'-7"
1/4
SEE ARCH DRAWINGS
WALL CONSTRUCTION
5
1/4
1/4
SEE ARCH DRAWINGS
FOR WALL CONSTRUCTION
W12
5 3/4"
3 AT 12
1/4
BEAM SIZE VARIES
SEE PLAN
12"x1/2"x0'-6"
BASE PLATE. ATTACH TO
BEAM WITH (4) 3/4" DIA
A325N BOLTS TYPICAL
3/16
4" DIA X-STRONG
PIPE TYP. SEE PLAN
FOR LOCATION
12"x1/2"x0'-6"
BASE PLATE. ATTACH TO
PLATE WITH (4) 3/4" DIA
A325N BOLTS TYPICAL
TOP OF SLAB
8"x3/4"x12" PLATE
AT POST LOCATION
1'-2"
3 AT 12
1/4
D2L-3/8 DIA x 18"
AT 24" O/C
TOP OF SLAB
129'-0"
1/4
1/4
_
4" EDGE OF SLAB
2'-1 3/4"
4" DIA X-STRONG
PIPE TYP. SEE PLAN
FOR LOCATION
3 AT 12
8"
SEE ARCH DRAWINGS
FOR WALL CONSTRUCTION
5"
SEE ARCH DRAWINGS
FOR WALL CONSTRUCTION
8"
129'-0"
1'-2"
TEMPLATE VERSION:
GEOTECHNICAL ENGINEER
SECTION
2 3/4"
SEE ARCH DWGS FOR
PROVIDE STEEL LINTEL
PER LINTEL SCHEDULE
ON S0.02 AT TOPS OF
LOUVERS TYP.
12/14/2015 4:12:18 PM
LITITZ, PA 17543
4" DIA X-STRONG
GALVANIZED POST
SECTION
3
WORK POINT
HSS5x5 GALVANIZED
POST. SEE PLAN
FOR LOCATIONS
PLOT DATE:
33 SOUTH BROAD STREET
TYP
EACH END
WBCM
1'-2"
HSS6x6x3/8
TYPICAL SEE SECTIONS
X AND Y/S50? FOR
CONNECTION DETAILS
1/4
DERCK & EDSON ASSOCIATES
STRUCTURAL ENGINEER
3/4" = 1'-0"
S5.01 S1.05
S1.06
S1.07
S1.08
2 3/4"
SEE ARCH FOR TOP OF
STEEL ELEVATION
1/4
SITE/CIVIL ENGINEER
1'-8"
SECTION
1'-2"
TYP
ROSWELL, GA 30076
L3x3x1/4 KNEE BRACE
TYPICAL
3/8" GUSSET PLATE
TYPICAL EACH END
4
HSS6x6x3/8
TYPICAL SEE SECTIONS
X AND Y/S50? FOR
CONNECTION DETAILS
AHA CONSULTING ENGINEERS
STATE COLLEGE, PA 16801
SECTION
3/4" = 1'-0"
HARRISBURG, PA 17102-2499
2701 CAROLEAN INDUSTRIAL DRIVE
X
S5.01 S1.05
S1.07
S1.08
1600 NORTH SECOND STREET
MEP ENGINEER
6 1/2"x1/2"x0'-10"
PLATE W/(4)-3/4" DIA.
A325N BOLTS TYP.
EACH END
S5.01
1
ASSOCIATE ARCHITECT
2'-0"
1/4
SEE ARCH DRAWINGS
FOR WALL CONSTRUCTION
1/4" STIFFENER
PLATES AT
C8 LOCATIONS
(2) MIN PER
GIRDER
ATLANTA, GA 30303
COORD. TOP OF STEEL
EL. W/MECH. DWGS.
MURRAY AND ASSOCIATES ARCHITECTS
W12
(3)-#8
SEE ARCH DRAWINGS
FOR WALL CONSTRUCTION
SUITE 5000
1801 OLD ALABAMA RD, SUITE 125
(4)3/4" DIA. A325N
BOLTS
(4)-#10
#4 STIRRUPS
3/16
191 PEACHTREE STREET NE
2'-4"
1/4
3"
1'-2 1/2"
3/4" DIA. A325N
BOLTS WITH
2" SLOTTED HOLES
FOR ADJUSTMENT
4'-0" O/C
BEAM SIZE VARIES
W12 SHOWN
W12 BEAMS
GALVANIZED
1/4
2'-9"
1 1/4"
HKS, INC.
L6x6x3/8 AT
EACH POST
1 1/4"
3/4" DIA A325N
BOLTS WITH
2" SLOTTED HOLES
FOR ADJUSTMENT
4'-0" O/C
ARCHITECT
6"
OVERSIZED SLEEVE
FOR REMOVABLE
POST TYP.
SEE COL SCH. FOR
REINFORCING
D2L-3/8 DIA. x 18"
AT 24" O/C
FINISH
FLOOR
7 3/4"x4"x3/8 LLH
CONTINUOUS
BENT PLATE
4 AT 12
COOLING TOWER
SEE MECHANICAL DWGS
24"x24"
COLUMN
TYP
4 AT 12
1/4
1 1/2" FIBERGLASS
GRATING WITH CLIPS
REMOVABLE POST
SEE ARCH DWGS
FOR DETAILS
4 AT 12
1/4
1/4" BENT KICKER
PLATE
1/2" CONTINUOUS
PLATE
D2L-3/8 DIA x 18"
AT 24" O/C
FINISH
FLOOR
7 3/4"x4"x3/8 LLH
CONTINUOUS
BENT PLATE
2'-2"
W36
4 AT 12
1/2" CONTINUOUS
PLATE
1/4
FINISH
FLOOR
TYP
BLOOMSBURG UNIVERSITY
RESIDENCE HALL
& BOOKSTORE
1'-8 1/4"
TYP
4 AT 12
4 AT 12
3"
1/4
1/4
2'-0"
4 AT 12
8"
1/4
A.3, B, C, D
8" SLAB SEE
DETAIL 5/S202
FOR REINFORCING
HKS PROJECT NUMBER
19087.000
X
DETAIL
DATE
03 DECEMBER 2015
1/4
S501 S501
3/4" = 1'-0"
ISSUE
CONSTRUCTION
DOCUMENTS
W8 COL
SEE COL SCHEDULE
SHEET TITLE
13
S501 S105
SECTION
3/4" = 1'-0"
14
S501 S105
SECTIONS AND
DETAILS
SECTION
3/4" = 1'-0"
REVISED
15 DECEMBER 2015
© 2015 HKS, INC.
SHEET NO.
S5.01
1/4
4 AT 12
1/4
TYP
4 AT 12
1/4
1'-10 1/4" AT 6 SIM
1/4
W8 COL
SEE COL SCHEDULE
BASEPLATE FOR
POST UP SEE
SCH AND DETAILS
ON S3.01
#4 BARS AT 12" O/C
FINISH
FLOOR
1'-8 1/4"
#6 BARS AT 12" O/C
W12
W16
6"x1/2"x0'-10" PLATE
1/4
3/16
W16
HSS8x4x1/4 CONTINUOUS SEE
SECTIONS 13 & 14/S5.01 FOR EL.
SECTION
1
S5.02 S1.05
SECTION
2
SEE SECTIONS 1/S501
OR 2/S501 FOR
CONNECTION DETAILS
S5.02 S1.05
S1.07
3/4" = 1'-0"
SECTION
3/4" = 1'-0"
S5.02 S1.05
3/4" = 1'-0"
TYP
4 AT 12
1/4
1'-7"
1/4
CURTAIN WALL SYSTEM
SEE ARCH DWGS
CONNECTION TO STEEL
BY CURTAIN WALL MFG.
AFTER
ADJUSTMENT
4 AT 12
1'-6 5/8"
AT LINE L
CURTAIN WALL SYSTEM
SEE ARCH DWGS
CONNECTION TO STEEL
BY CURTAIN WALL MFG.
1/2" CONTINUOUS
PLATE
1/4
4 AT 12
1/4
1/4
TYP
4 AT 12
1/4
4 AT 12
4 AT 12
1/4
(-2'-7") BELOW
FINISH FLOOR
1/4
1/4
4"x3/8 CONTINUOUS
BENT PLATE COORDINATE
HORIZONTAL LEG LENGTH
WITH ARCH DWGS
CURTAIN WALL SYSTEM
SEE ARCH DRAWINGS
COLD JOINT
AFTER
ADJUSTMENT
4 AT 12
L6x4x3/8 LLH
CONTINUOUS
SEE PLAN AND COL SCH
ON S3.01 FOR COL SIZE AND
BASEPLATE DETAILS
3/4" DIA A325N
BOLTS WITH
2" SLOTTED HOLES
FOR ADJUSTMENT
4'-0" O/C
3/4" DIA A325N
BOLTS WITH
2" SLOTTED HOLES
FOR ADJUSTMENT
4'-0" O/C
C8x11.5
1'-0"
GIRDER SIZE VARIES
W16 SHOWN
3/16
1'-0"
SEE ARCH DRAWINGS
FOR WALL CONSTRUCTION
SECTION
7
8
3/4" = 1'-0"
S5.02 S1.05
S1.06
S1.07
S1.08
SEE ARCH DRAWINGS
FOR WALL CONSTRUCTION
1/4" STIFFENER
PLATES AT
C8 LOCATIONS
(2) MIN PER
GIRDER
0' - 9 1/4"
GIRDER SIZE VARIES
W16 SHOWN
DERCK & EDSON ASSOCIATES
33 SOUTH BROAD STREET
LITITZ, PA 17543
SEE ARCH DRAWINGS
FOR WALL CONSTRUCTION
6
GEOTECHNICAL ENGINEER
CMT LABORATORIES, INC.
2701 CAROLEAN INDUSTRIAL DRIVE
STATE COLLEGE, PA 16801
STRUCTURAL ENGINEER
SECTION
WBCM
100 STERLING PARKWAY, SUITE 108
3/4" = 1'-0"
MECHANICSBURG, PA 17050
1/2" CONTINUOUS
PLATE
1/4
4 AT 12
1/4
TYP
4 AT 12
D2L-3/8∅ x 18"
AT 24" O/C
7 3/4"x4"x3/8 LLH
CONTINUOUS
BENT PLATE
FINISH
FLOOR
L6x4x3/8 LLH
CONTINUOUS
3/4" DIA A325N BOLTS
WITH 2" SLOTTED
HOLES FOR ADJUSTMENT
AT 4'-0" O/C
1/4
3/8" GUSSET PLATE
EACH END
W12
W8x15
W12
WT8x13
L4x4x3/8 HANGER AT
EACH W8x15 ATTACH TO
WT AND HSS WITH 2" LONG
SLOTTED HOLES FOR ADJUSTMENT
3/8" PLATE
WELD TO HSS
CONCRETE COLUMN
SEE PLAN AND COLUMN
SCHEDULE FOR SIZE AND
REINFORCING TYPICAL
(-'3-3") BELOW
FINISH FLOOR
W24
EMBEDDED PLATE SEE
EMBED PLATE SCH
ON 6/S2.02
SECTION
10
S5.02 S1.05
L3x3x3/8 BRACE AT
EACH W8
CONNECTION OF PRECAST
BY PRECAST MANUFACTURE
1/4
3"
1/4
3"
TYP EACH
END AFTER
ADJUSTMENT
1/4
HSS8x6 CONTINUOUS
3/4" = 1'-0"
1/4
SECTION
9
3/4" = 1'-0"
S5.02 S1.05
S1.06
S1.07
S1.08
SITE/CIVIL ENGINEER
1'-0"
SEE PLAN FOR REACTION
2' - 0"
SECTION
4 AT 12
SEE ARCH DRAWINGS
FOR FINISHES
ELEVATOR
24"x24" PIER WITH
(8)#6 AND #4 TIES
AT 12" ON CENTER
WALL REINFORCING
CONTINUOUS THROUGH
PIER
3/8" STIFFENER PLATE
EACH SIDE
3/16
1/4" STIFFENER
PLATES AT
C8 LOCATIONS
(2) MIN PER
GIRDER
1/4
PROVIDE TOOLED
JOINT WITH
SEALANT
ELEVATOR ROOF
- 2ND FINISH
FLOOR
20"x2"x1'-2" BEARING
PLATE WITH (6) 3/4" DIA
HEADED STUDS x 8" LONG
W30
GIRDER SIZE VARIES
W16 SHOWN
1'-8 1/4"
3/4" = 1'-0"
TEMPORARY ELEVATOR
HOIST BEAM SHALL BE
A W8X24. COORDINATE
LOCATION AND
ELEVATION WITH
ARCH DWGS TYP.
C8 SEE PLAN
FOR LOCATION
1600 NORTH SECOND STREET
ROSWELL, GA 30076
S5.02 S1.05
S1.06
S1.07
AFTER
ADJUSTMENT
S1.08
SECTION
22
TYP
6x4 1/2x3/8 LLH
BENT PLATE
CONTINUOUS
MURRAY AND ASSOCIATES ARCHITECTS
C8
TYP
4 AT 12
1'-0"
CONCRETE WALL
BEYOND
ASSOCIATE ARCHITECT
1801 OLD ALABAMA RD, SUITE 125
1/4" STIFFENER
PLATES AT
C8 LOCATIONS
(2) MIN PER
GIRDER
SLAB ON
GRADE
D2L-3/8 DIA x 18"
AT 24" O/C
FINISH
FLOOR
ATLANTA, GA 30303
4 AT 12
3/16
L4x4x3/8 AT
4'-0" O/C
S5.02 S1.05
4 AT 12
SUITE 5000
TYP
MEP ENGINEER
3/4" DIA A325N
BOLTS WITH
2" SLOTTED HOLES
FOR ADJUSTMENT
4'-0" O/C
GIRDER SIZE VARIES
W16 SHOWN
1/4
3/4" = 1'-0"
1/2" CONTINUOUS
PLATE
D2L-3/8 DIA. x 18"
AT 24" O/C
FINISH
FLOOR
6 1/4"x4"x3/8 LLH
CONTINUOUS
BENT PLATE
AFTER
ADJUSTMENT
191 PEACHTREE STREET NE
AHA CONSULTING ENGINEERS
5
2ND FINISH
FLOOR
4 AT 12
HARRISBURG, PA 17102-2499
1'-7" U.N.O.
1'-9 7/8"
AT LINE 23.6
1/4
11
3/4" = 1'-0"
S5.02 S1.06
S5.02 S1.05
SECTION
3/4" = 1'-0"
1'-8 1/4"
1'-8 1/4"
3/8" SHEAR TABS
EACH SIDE
1'-8 1/4"
1'-0"
FINISH 1ST
FLOOR
FINISH 1ST
FLOOR
W8
SEE ARCH DRAWINGS
FOR FINISHES
W12
SEE SECTION
11/S502
FOR DETAILS
FINISH
FLOOR
3'-5"
W8
W12
SEE ARCH DRAWINGS FOR
STAIR DETAILS TYPICAL
5" SLAB W/6x6W2.0-W2.0 W.W.F.
SEE CONCRETE COL
SCHEDULE ON S2.01
FOR REINFORCING
1/4
WT4X12 CUT WEB
AS REQUIRED
(-'3-3") BELOW
FINISH FLOOR
W116
W12
W36
CONCRETE COL
WT6x13
HANGER
CONNECTION OF PRECAST
BY PRECAST MANUFACTURE
W8
W8
1/4
HSS8x6 CONTINUOUS
BRICK SHELF
ELEVATION SEE PLAN
5" SLAB W/6x6W2.0-W2.0 W.W.F.
LIGHT GAGE
POUR STOP
COL SEE COL SCH
1/4
EDGE OF CONCRETE
WALL SEE 1/S2.02
FOR DETAILS AND
REINFORCING
20"x2"x1'-4"
BEARING PLATE
WITH (6) 3/4" DIA X
8" LONG HEADED STUDS
S5.02 S1.05
13
3/4" = 1'-0"
S5.02 S1.04
4 AT 12
SECTION
14
3/4" = 1'-0"
S5.02 S1.04
1/4
1'-0"
1/4
1/4
TYP.
AFTER
ADJUSTMENT
4 AT 12
1/4
HSS6x6
1/4
HSS6x6
HSS6x6
HSS5x5
HSS6x6
1/4
3/8" CAP
PLATE
HSS5x5
TYP.
4 AT 12
4 AT 12
D2L-3/8∅ x 18"
AT 24" O/C
FINISH 2ND
FLOOR
7 3/4"x4"x3/8 LLH
CONTINUOUS
BENT PLATE
1/4
1/4
1/2" CONTINUOUS
PLATE
SEE ARCH DRAWINGS
FOR WALL CONSTRUCTION
REVISION
NO.
DESCRIPTION
3/4" = 1'-0"
1'-8 1/4"
TYP
PRECAST PANELS
SEE ARCH DWGS
CONNECTION TO STEEL
BY PRECAST MANUFACTURE
1/4
3/4" DIA A325N BOLTS
WITH 2" SLOTTED
HOLES FOR ADJUSTMENT
AT 4'-0" O/C
TYP
AFTER
ADJUSTMENT
4 AT 12
1/2" CONTINUOUS
PLATE
1/4
1/4
4 AT 12
TYP
4 AT 12
D2L-3/8 DIA x 18"
AT 24" O/C
FINISH
FLOOR
L6x4 1/2x3/8 LLH
BENT PLATE
L6x4x3/8 LLH
CONTINUOUS
4 AT 12
4 AT 12
8"
HKS PROJECT NUMBER
C8
3/4" DIA A325N BOLTS
WITH 2" SLOTTED HOLES
FOR ADJUSTMENT
4'-0" O/C
19087.000
DATE
03 DECEMBER 2015
BEAM SIZE VARIES
W12 SHOWN
CLIP/WT BY PRECAST
MANUFACTURER
1'-0"
ISSUE
CONSTRUCTION
DOCUMENTS
GIRDER SIZE VARIES
W16 SHOWN
3/16
15
S5.02 S1.05
S1.11
SECTION
3/4" = 1'-0"
16
S5.02 S1.05
SECTION
3/4" = 1'-0"
DATE
4 AT 12
1'-8 1/4"
3/8" CONNECTION PLATES
W/SLOTTED HOLES FOR
ADJUSTMENT TYP.
SECTION
TYP
1/4
TEMPLATE VERSION:
A
B
1/4
12/14/2015 4:09:45 PM
W18 - EMBEDDED
PLATE EACH END
W8
CONCRETE COLUMN
SEE S2.02 FOR SCH
AND REINFORCING TYPICAL
1/4
(2)-3/4" DIA
A325N BOLTS TYP.
KEY PLAN
SECTION
12
3/8" CAP
PLATE TYP.
6"
EMBEDDED PLATE
SEE S2.01 FOR
DETAILS TYP.
5/16
5/16
PLOT DATE:
ARCHITECT
HKS, INC.
L6x4x3/8 LLH
CONTINUOUS
TYP
4 AT 12
1/2" CONTINUOUS
PLATE
D2L-3/8 DIA. x 18"
AT 24" O/C
FINISH
FLOOR
1/4
4 AT 12
AFTER
ADJUSTMENT
4 AT 12
1/4
1/4
1/4
6"
D2L-3/8 DIA x 18"
AT 24" O/C
FINISH
FLOOR
1/4
SECTIONS
S5.02 S1.05
S1.07
4 AT 12
PRECAST PANELS
SEE ARCH DWGS
CONNECTION TO STEEL
BY PRECAST MANUFACTURE
1/4
C8
EMBEDDED PLATE
SEE SCHEDULE ON
S2.02
4
1'-8 1/4"
1/4" STIFFENER
PLATES AT BEAM
LOCATIONS. (2) MIN.
PER GIRDER
BEAM SEE PLAN
W16 SHOWN
W16
3/8" STIFFENER
PLATE
3
1/4
1'-0"
W12
8" AT 6 SIM
1/2" CONTINUOUS
PLATE
FINISH
FLOOR
5/16
3/16
HSSx4x1/4 HANGER
4 AT 12
#4 BARS AT 12" O/C
FINISH
FLOOR
L6x4x3/8 LLH
ATTACHED TO CONCRETE
WITH 3/4" DIA EXPANSION
ANCHORS AT 2'-0" ON CENTER
MIN OF (2) ANCHORS PER ANGLE
1/4
AFTER
ADJUSTMENT
BLOOMSBURG UNIVERSITY
RESIDENCE HALL
& BOOKSTORE
#6 BARS AT 12" O/C
W12
TYP
4 AT 12
12" CONCRETE WALL
12" CONCRETE WALL
FINISH
FLOOR
4 AT 12
SHEET TITLE
W30
(-3'-11") BELOW
FINISH FLOOR
PRECAST CONNECTIONS
BY PRECASTER
17
S5.02 S1.06
SECTION
3/4" = 1'-0"
SEE ARCH DRAWINGS
FOR WALL CONSTRUCTION
1/4" STIFFENER PLATES
AT C8 LOCATIONS
(2) MIN PER GIRDER
18
S5.02 S1.05
S1.06
S1.07
S1.08
SECTIONS AND
DETAILS
SECTION
3/4" = 1'-0"
REVISED
15 DECEMBER 2015
© 2015 HKS, INC.
SHEET NO.
S5.02
1'-8 1/4"
1/4
SEE ARCH DRAWINGS
FOR WALL CONSTRUCTION
CURTAIN WALL SYSTEM
SEE ARCH DWGS
CONNECTION TO STEEL
BY CURTAIN WALL MFG.
SEE SECTION 2/S501
FOR DETAILS TYP
L5x3 1/2x3/8 CLIP
ANGLE
3/16
1/4
8"x1/2"x0'-8"
PLATE
1/2"x1'-0"
STIFFENER PLATE
3/8" STIFFENER PLATE
EACH SIDE
W8 COL SEE COL SCH
AT 1 SIM, COLUMN ROTATED
90 DEGREES
SEE ARCH DRAWINGS
FOR WALL CONSTRUCTION
TYPICAL
4"
1/4
4"
S5.03 S1.08
1/4
4"
1/4
4"
3/16
S5.03 S1.07
S1.08
191 PEACHTREE STREET NE
4 AT 12
SUITE 5000
ATLANTA, GA 30303
ASSOCIATE ARCHITECT
MURRAY AND ASSOCIATES ARCHITECTS
GIRDER SIZE VARIES
W16 SHOWN
1600 NORTH SECOND STREET
HARRISBURG, PA 17102-2499
CURTAIN WALL SYSTEM
SEE ARCH DWGS
CONNECTION TO STEEL
BY CURTAIN WALL MFG.
BEAM SIZE VARIES
W12 SHOWN
1'-0"
1'-7"
STAIR LANDING SLAB
SEE ARCH FOR ELEVATION
1'-0"
1801 OLD ALABAMA RD, SUITE 125
ROSWELL, GA 30076
GIRDER SIZE VARIES
W16 SHOWN
3/16
SITE/CIVIL ENGINEER
3/16
1/4" STIFFENER
PLATES AT
BEAM LOCATIONS
(2) MIN PER
GIRDER
SEE ARCH DRAWINGS
FOR WALL CONSTRUCTION
1/4" STIFFENER
PLATES AT
C8 LOCATIONS
(2) MIN PER
GIRDER
3/16
SECTION
STAIR FRAMING BY
STAIR MANUFACTURE
S5.03 S1.07
S1.08
3/4" = 1'-0"
DERCK & EDSON ASSOCIATES
33 SOUTH BROAD STREET
LITITZ, PA 17543
1/4" STIFFENER
PLATES AT
3'-0" ON CENTER
(3) MIN PER
BEAM TYPICAL
W12
GEOTECHNICAL ENGINEER
CMT LABORATORIES, INC.
2701 CAROLEAN INDUSTRIAL DRIVE
STATE COLLEGE, PA 16801
SECTION
S5.03 S1.05
S1.06
S1.07
S1.08
MEP ENGINEER
AHA CONSULTING ENGINEERS
3/16
3
3/4" = 1'-0"
HKS, INC.
TYP
3/8" BENT PLATE
CONTINUOUS
3/4"DIA A325N
BOLTS WITH
2" SLOTTED HOLES
FOR ADJUSTMENT
4'-0" O/C
C8 SEE PLAN
FOR LOCATIONS
1'-0"
BRICK WALL BEYOND
SEE ARCH DRAWINGS
FOR WALL CONSTRUCTION
SECTION
4 AT 12
D2L-3/8 DIA x 18"
AT 24" O/C
FINISH
FLOOR
4
2
3/4" = 1'-0"
1/4
ARCHITECT
6x4 1/2x3/8 LLH
BENT PLATE
CONTINUOUS
WT6x13
(3) AT SINGLE
WINDOW CONDITIONS
(4) AT DOUBLE
WINDOW CONDITION
GIRDER SIZE VARIES
W16 SHOWN
1/4" STIFFENER
PLATES AT
BEAM LOCATIONS
(2) MIN PER
GIRDER
FULL HEIGHT WINDOWS
SEE ARCH DRAWINGS
FOR WALL CONSTRUCTION
SECTION
1
C8 SEE PLAN
FOR LOCATIONS
1'-0"
BRICK WALL BEYOND
SEE ARCH DRAWINGS
FOR WALL CONSTRUCTION
1/4
1/4
1/4
1/2" CONTINUOUS
PLATE
6 1/4"x4"x3/8 LLH
CONTINUOUS
BENT PLATE
FINISH
FLOOR
AFTER
ADJUSTMENT
4 AT 12
1/4
7 3/4"x4"x3/8 LLH
AT WINDOW HEADS
TYPICAL EXTEND
6" BEYOND JAMB
WT6x13 (3) AT
SINGLE WINDOW
CONDITIONS AND
(4) AT DOUBLE
WINDOW CONDITION
BEAM SEE PLAN
1/2" CONTINUOUS
PLATE
1/4
FINISH
FLOOR
7 3/4"x4"x3/8 LLH
AT WINDOW HEADS
TYPICAL EXTEND
6" BEYOND JAMB
1/4
1/4
CURTAIN WALL SYSTEM
SEE ARCH DWGS
CONNECTION TO STEEL
BY CURTAIN WALL MFG.
1/4
1/4
1/4
1'-7"
SEE SECTION 2/S501
FOR DETAILS TYP
1/4
TYP
3/16
1'-8 1/4"
BRICK WALL BEYOND
SEE ARCH DRAWINGS
FOR WALL CONSTRUCTION
1/2" CONTINUOUS
PLATE
4"x3/8" BENT PLATE. COORDINATE
HORIZONTAL LEG WITH ARCH DWGS.
TYPICAL
SECTION
5
3/4" = 1'-0"
S5.03 S1.05
S1.06
S1.07
S1.08
STRUCTURAL ENGINEER
3/4" = 1'-0"
WBCM
100 STERLING PARKWAY, SUITE 108
MECHANICSBURG, PA 17050
BLOOMSBURG UNIVERSITY
RESIDENCE HALL
& BOOKSTORE
FULL HEIGHT WINDOWS
SEE ARCH DRAWINGS
FOR WALL CONSTRUCTION
D
1/4
4 AT 12
1/4
1'-8 1/4"
TYP
4 AT 12
1/4
1'-0"
AFTER
ADJUSTMENT
4 AT 12
10
1'-10 1/4"
1/2" CONTINUOUS
PLATE
1/4
1/4
4 AT 12
TYP
1'-7"
4 AT 12
1/4
PRECAST PANELS
SEE ARCH DWGS
FOR LOCATIONS AND
DETAILS
1/4
3/8" BENT PLATE
CONTINUOUS
CENTERLINE OF
HSS
4 AT 12
4 AT 12
L5x5x3/8x1'-6"
AT 24" O/C.
PROVIDE 1 1/2" LONG
SLOTTED HOLES FOR
(2)-3/4" DIA A325N BOLTS
7 3/4"x5 1/3"x3/8
LLH CONTINUOUS
BENT PLATE
(-4'-0") BELOW
FINISH FLOOR
GC VERIFY ELEVATION
WITH ARCH DRAWINGS AND
DETAILS
1/4
1/4
BEAM SIZE VARIES
W12 SHOWN
4 AT 12
3/4" = 1'-0"
L6x4x3/8 LLH
CONTINUOUS
1/4
HSS4x4x3/8
LOCATE AT EACH END
AND MID SPAN OF
CURVED WINDOW
1/4
1/4
1/4
1/4
4"x3/8 BENT PLATE
HORIZONTAL LEG OF PLATE
VARIES WITH CURVE
3 AT 12
W12 BEAMS
ROOF TOP OF STEEL
ELEVATION VARIES
WITH SLOPE. SEE
PLAN FOR T.O.S.
ELEVATIONS
6"
3/4"
TYP
1/4
1/4
3 AT 12
TYP
3 AT 12
6"
ROOF TOP OF STEEL
ELEVATION VARIES
WITH SLOPE. SEE
PLAN FOR T.O.S.
ELEVATIONS
SEE LINTEL SCH
FOR ANGLE
SEE ARCH DWGS
FOR ELEVATIONS
SEE PLAN FOR
BEAM SIZE. W12 SHOWN
3/4" DIA A325N
BOLTS WITH
2" SLOTTED HOLES
FOR ADJUSTMENT
WELD IN PLACE AFTER
ADJUSTMENT
1/4
6"
1/4
11
S5.03 S1.09
SECTION
3/4" = 1'-0"
3 AT 12
12
S5.03 S1.09
SECTION
3/4" = 1'-0"
TYP
ROOF TOP OF STEEL
ELEVATION VARIES
WITH SLOPE. SEE
PLAN FOR T.O.S.
ELEVATIONS
3/16
6x4x3/8 LLH
CONTINUOUS
L8x4x1/2 LLH CONTINUOUS
COORDINATE ELEVATION
WITH CURTAIN WALL
SYSTEM
SEE ARCH DRAWINGS
FOR WALL CONSTRUCTION
AND FINISHES
3 AT 12
CURTAIN WALL SYSTEM
SEE ARCH DWGS
CONNECTION TO STEEL
BY CURTAIN WALL MFG.
CURTAIN WALL SYSTEM
SEE ARCH DWGS
CONNECTION TO STEEL
BY CURTAIN WALL MFG.
B
ROOF TOP OF STEEL
ELEVATION VARIES
WITH SLOPE. SEE
PLAN FOR T.O.S.
ELEVATIONS
3/4" DIA A325N
BOLTS WITH
2" SLOTTED HOLES
FOR ADJUSTMENT
4'-0" O/C
REVISION
NO.
DESCRIPTION
DATE
BEAM SEE PLAN
1'-0"
3/4" DIA A325N
BOLTS WITH
2" SLOTTED HOLES
FOR ADJUSTMENT
4'-0" O/C
L6x4x3/8 LLH
CONTINUOUS
KEY PLAN
SEE ARCH DWGS FOR
TOP OF PARAPET ELEVATION
1/4
L6x4x3/8 LLH
CONTINUOUS
13
S5.03 S1.09
6x4x3/8 LLH
CONTINUOUS
W12 BEAM
W16'S AT 13 SIM
1/4
1'-7"
3/4" = 1'-0"
A
1/4" STIFFENER
PLATES AT
4'-0" ON CENTER
(2) MIN PER
BEAM
3/16
CONNECTION OF
PRECAST TO STEEL
BY PRECAST
MANUFACTURE
SECTION
1'-7"
1/4
SEE ARCH DWGS FOR
TOP OF PARAPET ELEVATION
L6x4x3/8 LLH
CONTINUOUS
S5.03 S1.09
S1.10
3/4" = 1'-0"
SEE ARCH DRAWINGS
FOR WALL CONSTRUCTION
AND FINISHES
1'-8 1/4"
10
SECTION
S5.03 S1.09
SEE ARCH DWGS FOR
TOP OF PARAPET ELEVATION
SEE ARCH DRAWINGS
FOR WALL CONSTRUCTION
SEE ARCH DRAWINGS
FOR WALL CONSTRUCTION
9
1'-7"
SEE ARCH DWGS FOR
TOP OF PARAPET ELEVATION
1/4
3 AT 12
BEAM SIZE VARIES
W16 SHOWN
3/4" = 1'-0"
3/4" = 1'-0"
1'-8 1/4"
L6x4x3/8 LLH
CONTINUOUS
BEAM SIZE VARIES
W12 SHOWN
SECTION
S5.03 S1.07
3 AT 12
SECTION
S5.03 S1.06
S5.03 S1.04
TYP
ROOF TOP OF STEEL
ELEVATION VARIES
WITH SLOPE. SEE
PLAN FOR T.O.S.
ELEVATIONS
C8x11.5 SEE PLAN
FOR LOCATION
1/4" STIFFENER
PLATES AT
C8 LOCATIONS
8
SECTION
3 AT 12
6"
3 AT 12
3/16
1'-8 1/4"
7
1/4
TYP
ROOF TOP OF STEEL
ELEVATION VARIES
WITH SLOPE. SEE
PLAN FOR T.O.S.
ELEVATIONS
SEE ARCH DRAWINGS
FOR WALL CONSTRUCTION
1/4" STIFFENER
PLATES AT
C8 LOCATIONS
1/4
6
1/4
3/16
4 AT 12
1/4
3 AT 12
CONNECTION OF
PRECAST TO STEEL
BY PRECAST
MANUFACTURE
HSS10x6
TYP
1/4
L6x4x3/8 LLH
3/16
L6x4x1/2 CONT.
SEE ARCH DWGS FOR
TOP OF PARAPET ELEVATION
SEE ARCH DWGS FOR
TOP OF PARAPET ELEVATION
6"
FINISH FLOOR
ELEVATION
W36
8"
PRECAST PANELS
SEE ARCH DWGS
FOR LOCATIONS AND
DETAILS
CONNECTION OF
PRECAST TO STEEL
BY PRECAST
MANUFACTURE
9"
1'-10 1/4"
AT 9 SIM PRECAST
WALL THICKNESS
IS 6"
TYP
STAIR LANDING
COORDINATE ELEVATIONS
WITH ARCH DRAWINGS
FOR WALL CONSTRUCTION
CURTAIN WALL SYSTEM
SEE ARCH DWGS
CONNECTION TO STEEL
BY CURTAIN WALL MFG.
L6x4x3/8 LLH
CONTINUOUS
3/4" DIA A325N BOLTS
WITH 2" SLOTTED
HOLES FOR ADJUSTMENT
AT 4'-0" O/C
1'-8 1/4"
8"
D2L-3/8 DIA x 18"
AT 24" O/C
FINISH 1ST
FLOOR
7 3/4"x4"x3/8 LLH
CONTINUOUS
BENT PLATE
AT 9 SIM DIMENSION
TO EDGE OF PRECAST
IS 1'-8 1/4"
1/4
3 AT 12
1'-0"
W8 COL SEE COL SCH
TYP
3 AT 12
1/2" CONTINUOUS
PLATE
SECTION
3/4" = 1'-0"
14
S5.03 S1.09
SECTION
HKS PROJECT NUMBER
3/4" = 1'-0"
19087.000
DATE
03 DECEMBER 2015
12/14/2015 4:09:49 PM
PLOT DATE:
TEMPLATE VERSION:
ISSUE
CONSTRUCTION
DOCUMENTS
SHEET TITLE
SECTIONS AND
DETAILS
REVISED
15 DECEMBER 2015
© 2015 HKS, INC.
SHEET NO.
S5.03
SEE ARCH DRAWINGS
FOR WALL CONSTRUCTION
AND FINISHES
1'-7"
1'-8 1/4"
1/4
SEE ARCH DWGS FOR
TOP OF PARAPET ELEVATION
SEE ARCH DRAWINGS
FOR WALL CONSTRUCTION
AND FINISHES
1/4
3 AT 12
1/4
L8x4x1/2 LLH CONTINUOUS
COORDINATE ELEVATION
WITH CURTAIN WALL
SYSTEM
TYP
1/4
L6x4x3/8 LLH
CONTINUOUS
L8x4x1/2 LLH CONTINUOUS
COORDINATE ELEVATION
WITH CURTAIN WALL
SYSTEM
TYP
3 AT 12
CURTAIN WALL SYSTEM
SEE ARCH DWGS
CONNECTION TO STEEL
BY CURTAIN WALL MFG.
3/4" DIA A325N
BOLTS WITH
2" SLOTTED HOLES
FOR ADJUSTMENT
4'-0" O/C
SEE ARCH DRAWINGS
FOR WALL CONSTRUCTION
3 AT 12
3/16
3/16
TYP
S5.04 S1.09
S1.10
3/4" = 1'-0"
S5.04 S1.09
S1.10
SUITE 5000
ATLANTA, GA 30303
L8x4x1/2 LLH CONTINUOUS
COORDINATE ELEVATION
WITH ARCH DRAWINGS
ASSOCIATE ARCHITECT
MURRAY AND ASSOCIATES ARCHITECTS
1600 NORTH SECOND STREET
3/4" DIA A325N
BOLTS WITH
2" SLOTTED HOLES
FOR ADJUSTMENT
4'-0" O/C
HARRISBURG, PA 17102-2499
MEP ENGINEER
AHA CONSULTING ENGINEERS
1801 OLD ALABAMA RD, SUITE 125
6x4x3/8 LLH
CONTINUOUS
ROSWELL, GA 30076
1'-0"
3/16
6x4x3/8 LLH
CONTINUOUS
BEAM SIZE
VARIES W18 SHOWN
1'-0"
W8 COL SEE COL SCH
WT4x12 AT EACH C8
3/16
3/4" = 1'-0"
SITE/CIVIL ENGINEER
DERCK & EDSON ASSOCIATES
LITITZ, PA 17543
GEOTECHNICAL ENGINEER
1'-7"
CMT LABORATORIES, INC.
2701 CAROLEAN INDUSTRIAL DRIVE
STATE COLLEGE, PA 16801
STRUCTURAL ENGINEER
SECTION
S5.04 S1.09
S1.10
3/4" = 1'-0"
S5.04 S1.10
CURTAIN WALL SYSTEM
SEE ARCH DWGS
CONNECTION TO STEEL
BY CURTAIN WALL MFG.
1'-7"
4
SECTION
3
BEAM SIZE
VARIES W18 SHOWN
33 SOUTH BROAD STREET
3/16
SECTION
2
191 PEACHTREE STREET NE
3 AT 12
ROOF TOP OF STEEL
ELEVATION VARIES
WITH SLOPE. SEE
PLAN FOR T.O.S.
ELEVATIONS
CURTAIN WALL SYSTEM
SEE ARCH DWGS
CONNECTION TO STEEL
BY CURTAIN WALL MFG.
SECTION
HKS, INC.
1/4
3/16
1
ARCHITECT
SEE ARCH DRAWINGS
FOR WALL CONSTRUCTION
AND FINISHES
C8
6x4x3/8 LLH
CONTINUOUS
WT4x12 AT C8
3 AT 12
3/4" DIA A325N
BOLTS WITH
2" SLOTTED HOLES
FOR ADJUSTMENT
4'-0" O/C
3/8"
1'-0"
1/4
L8x4x1/2 LLH CONTINUOUS
COORDINATE ELEVATION
WITH ARCH DRAWINGS
ROOF TOP OF STEEL
ELEVATION VARIES
WITH SLOPE. SEE
PLAN FOR T.O.S.
ELEVATIONS
SEE ARCH DWGS FOR
TOP OF PARAPET ELEVATION
1/4
1/4
3 AT 12
3/4" DIA A325N
BOLTS WITH
2" SLOTTED HOLES
FOR ADJUSTMENT
4'-0" O/C
BEAM SIZE
VARIES W18 SHOWN
L6x4x3/8 LLH
CONTINUOUS
TYP
W12
6x4x3/8 LLH
CONTINUOUS
BEAM SIZE VARIES
W16 SHOWN
CONNECTION OF
PRECAST TO STEEL
BY PRECAST
MANUFACTURE
SEE ARCH DWGS FOR
TOP OF PARAPET ELEVATION
1/4
1/4
1'-8 1/4"
PRECAST PANELS
1/4
CURTAIN WALL SYSTEM
SEE ARCH DWGS
CONNECTION TO STEEL
BY CURTAIN WALL MFG.
C8
CONNECTION OF
PRECAST TO STEEL
BY PRECAST
MANUFACTURE
L6x4x3/8 LLH
CONTINUOUS
1/4
ROOF TOP OF STEEL
ELEVATION VARIES
WITH SLOPE. SEE
PLAN FOR T.O.S.
ELEVATIONS
PRECAST PANELS
SEE ARCH DWGS FOR
TOP OF PARAPET ELEVATION
1/4
3 AT 12
1/4
ROOF TOP OF STEEL
ELEVATION VARIES
WITH SLOPE. SEE
PLAN FOR T.O.S.
ELEVATIONS
1/4
L6x4x3/8 LLH
CONTINUOUS
3 AT 12
6"
WT4x12
SEE ARCH DWGS FOR
TOP OF PARAPET ELEVATION
1/4
SEE ARCH DRAWINGS
FOR WALL CONSTRUCTION
AND FINISHES
1'-6 5/8"
SEE ARCH DRAWINGS
FOR WALL CONSTRUCTION
AND FINISHES
1'-8 1/4"
WBCM
SECTION
5
3/4" = 1'-0"
S5.04 S1.10
100 STERLING PARKWAY, SUITE 108
MECHANICSBURG, PA 17050
3/4" = 1'-0"
AT 6 SIM DIMENSION
TO EDGE OF PRECAST
IS 1'-8 1/4"
1'- 10 1/4"
1'-8 1/4"
X
8"
X
1'-10 1/4"
S504
6"
197'-4" TOP OF
STEEL ELEVATION
S504
X
8"
BLOOMSBURG UNIVERSITY
RESIDENCE HALL
& BOOKSTORE
AT 6 SIM PRECAST
WALL THICKNESS
IS 6"
197'-4" TOP OF
STEEL ELEVATION
S5.04
197'-4" TOP OF
STEEL ELEVATION
HSS6x6x3/8
TYPICAL SEE SECTIONS
X AND Y/S504 FOR
CONNECTION DETAILS
3/8" CAP PLATE
GLAVANIZED TYP
WORK POINT
3/8" SHEAR TABS
GALVANIZED WITH
(2)3/4" DIA A325N
BOLTS TYPICAL
HSS5x5 GALVANIZED
POST. SEE PLAN
FOR LOCATIONS
S504
PRECAST PANELS
SEE ARCH DWGS
FOR LOCATIONS AND
DETAILS
TYP
1/4
3 AT 12
1/4
5"
12"x1/2"x0'-6"
BASE PLATE. ATTACH TO
PLATE WITH (4) 3/4" DIA
A325N BOLTS TYPICAL
9"
1/2" THICK
CONTINUOUS PLATE
ROOF TOP OF STEEL
ELEVATION VARIES
WITH SLOPE. SEE
PLAN FOR T.O.S.
ELEVATIONS
3'-0"
CONNECTION OF
PRECAST TO STEEL
BY PRECAST
MANUFACTURE
3/16
S5.04 S5.04
S5.05
W12
3/16
BEAM SIZE VARIES
W16 SHOWN
HSS5x5 GALVANIZED
POST TYP. SEE PLAN
FOR LOCATION
1/4
PRECAST PANELS
SEE ARCH DWGS
FOR LOCATIONS AND
DETAILS
PRECAST PANELS
SEE ARCH DWGS
FOR LOCATIONS AND
DETAILS
4" DIA X-STRONG
PIPE TYP. SEE PLAN
FOR LOCATION
12"x1/2"x0'-6" BASE
PLATE. ATTACH TO
PLATE WITH (4) 3/4" DIA
A325N BOLTS TYPICAL
3'-0"
3/8" SHEAR TABS
GALVANIZED WITH
3/4" DIA A325N
BOLTS TYPICAL
3/8" CAP PLATE
GLAVANIZED TYP
3 AT 12
3 AT 12
1/4
12"x1/2"x0'-6"
BASE PLATE. ATTACH TO
PLATE WITH (4) 3/4" DIA
A325N BOLTS TYPICAL
3/16
1/2" THICK
CONTINUOUS PLATE
3'-0"
CONNECTION OF
PRECAST TO STEEL
BY PRECAST
MANUFACTURE
12"x1/2"x0'-6"
BASE PLATE. ATTACH TO
BEAM WITH (4) 3/4" DIA
A325N BOLTS TYPICAL
W12
3/16
12"x1/2"x0'-6"
BASE PLATE. ATTACH TO
BEAM WITH (4) 3/4" DIA
A325N BOLTS TYPICAL
1'-2 7/8"
W16
BEAM SIZE VARIES
W16 SHOWN
1/4" STIFFENER
PLATES AT 4' ON
CENTER AT MECH SCREEN
1/4
3/4" = 1'-0"
S5.04 S5.04
S5.05
ROOF TOP OF STEEL
ELEVATION VARIES
WITH SLOPE. SEE
PLAN FOR T.O.S.
ELEVATIONS
3/16
SECTION
Y
4" DIA X-STRONG
PIPE TYP. SEE PLAN
FOR LOCATION
188'-0"
L6x4x3/8 LLH
CONTINUOUS
3/4" = 1'-0"
SEE ARCH DRAWINGS
FOR WALL CONSTRUCTION
SECTION
7
8
3/4" = 1'-0"
S5.04 S1.10
1/4
L6x4x3/8 LLH
CONTINUOUS
SEE ARCH DRAWINGS
FOR WALL CONSTRUCTION
SECTION
S5.04 S1.09
S1.10
4" DIA X-STRONG
PIPE TYP. SEE PLAN
FOR LOCATION
3/16
ROOF TOP OF STEEL
ELEVATION VARIES
WITH SLOPE. SEE
PLAN FOR T.O.S.
ELEVATIONS
1/2"
1'-8 1/4"
6
1/4
3/16
1/2" x1'-4"
CONTINUOUS PLATE
12"x1/2"x0'-6"
BASE PLATE. ATTACH TO
BEAM WITH (4) 3/4" DIA
A325N BOLTS TYPICAL
1/4
TYP
4" DIA X-STRONG
PIPE TYP. SEE PLAN
FOR LOCATION
188'-0"
HSS6x6 GALVANIZED
EACH SIDE
1/4
SEE ARCH DRAWINGS
FOR WALL CONSTRUCTION
1/4" STIFFENER
PLATES AT 4' ON
CENTER AT MECH SCREEN
192'-0"
HSS5x5 GALVANIZED
POST. SEE PLAN
FOR LOCATIONS
192'-0"
HSS5x5 GALVANIZED
POST. SEE PLAN
FOR LOCATIONS
1/4
1/4
TYP
WORK POINT
WORK POINT
3/4" = 1'-0"
1/4
TYP
3/16
SECTION
X
4" DIA X-STRONG
PIPE TYP. SEE PLAN
FOR LOCATION
188'-0"
3/16
HSS5x5 GALVANIZED
POST TYP. SEE PLAN
FOR LOCATION
LIGHT GAGE STUD
WALL. SEE ARCH
DRAWING FOR LOCATION
AND FINISHES. PROVIDE
ONE STUD TIGHT TO
POST EACH SIDE TYP.
4" DIA X-STRONG
PIPE TYP. SEE PLAN
FOR LOCATION
3 AT 12
1/4
HSS6x6 GALVANIZE
EACH SIDE
Y
HSS6x6x3/8
TYPICAL SEE SECTIONS
X AND Y/S5.04 FOR
CONNECTION DETAILS
HSS6x6x3/8
TYPICAL SEE SECTIONS
X AND Y/S504 FOR
CONNECTION DETAILS
5"
192'-0"
HSS6x6x3/8
TYPICAL SEE SECTIONS
X AND Y/S50? FOR
CONNECTION DETAILS
5"
HSS6x6x3/8
TYPICAL SEE SECTIONS
X AND Y/S504 FOR
CONNECTION DETAILS
HSS6x6x3/8
TYPICAL SEE SECTIONS
X AND Y/S504 FOR
CONNECTION DETAILS
SECTION
S5.04 S1.09
3/4" = 1'-0"
KEY PLAN
CENTER LINE OF
W12 BEAM
1/4
4 AT 12
1/4
SEE ARCH DRAWINGS
FOR WALL CONSTRUCTION
AND FINISHES
1'-7"
CENTERLINE OF
W16
9 1/2"
1/4" STIFFENER
PLATES AT
4'-0" ON CENTER
(2) MIN PER
BEAM
SEE ARCH DWGS FOR
TOP OF PARAPET ELEVATION
SEE ARCH DRAWINGS
FOR WALL CONSTRUCTION
AND FINISHES
1/4
3 AT 12
TYP
3 AT 12
6"
ROOF TOP OF STEEL
ELEVATION VARIES
WITH SLOPE. SEE
PLAN FOR T.O.S.
ELEVATIONS
L6x4x3/8 LLH
CONTINUOUS
1'-10 1/4"
SEE ARCH DWGS FOR
TOP OF PARAPET ELEVATION
10 3/4"
1/4
1'-9 7/8"
6"
1/4
3 AT 12
TYP
3 AT 12
CURTAIN WALL SYSTEM
SEE ARCH DWGS
CONNECTION TO STEEL
BY CURTAIN WALL MFG.
ROOF TOP OF STEEL
ELEVATION VARIES
WITH SLOPE. SEE
PLAN FOR T.O.S.
ELEVATIONS
3/16
3/16
SEE ARCH DWGS FOR
TOP OF PARAPET ELEVATION
PRECAST PANELS
SEE ARCH DWGS
FOR LOCATIONS AND
DETAILS
1/4
1/4
3 AT 12
6"
ROOF TOP OF STEEL
ELEVATION VARIES
WITH SLOPE. SEE
PLAN FOR T.O.S.
ELEVATIONS
L6x4x3/8 LLH
CONNECTION OF
PRECAST TO STEEL
BY PRECAST
MANUFACTURE
BEAM SIZE VARIES
W16 SHOWN
SEE ARCH DRAWINGS
FOR WALL CONSTRUCTION
1'-0"
1/4
1/4
ROOF TOP OF STEEL
ELEVATION VARIES
WITH SLOPE. SEE
PLAN FOR T.O.S.
ELEVATIONS
1/4
3 AT 12
TYP
W18
W18
1/4" STIFFENER
PLATES AT
C8 LOCATIONS
SEE ARCH DRAWINGS
FOR WALL CONSTRUCTION
3 AT 12
A
AFTER
ADJUSTMENT
4 AT 12
1/2" CONTINUOUS
PLATE
1/4
1/4
4 AT 12
B
TYP
4 AT 12
D2L-3/8 DIA x 18"
AT 24" O/C
FINISH
FLOOR
L5"x3 1/2"x3/8 LLH
AT WINDOWS
CONNECTION OF
PRECAST BAND
BY PRECAST
MANUFACTURE
REVISION
NO.
DESCRIPTION
DATE
L6x4x3/8 LLH
CONTINUOUS
C8
W12
W12 BEAM SLOPED AND BENT
TYP
3 AT 12
3/4" DIA A325N
BOLTS WITH
2" SLOTTED HOLES
FOR ADJUSTMENT
4'-0" O/C
1/4
PRECAST WALL
BEYOND
3 AT 12
CURTAIN WALL SYSTEM
SEE ARCH DWGS
CONNECTION TO STEEL
BY CURTAIN WALL MFG.
3/16
1/4
3/4" DIA A325N
BOLTS WITH
2" SLOTTED HOLES
FOR ADJUSTMENT
4'-0" O/C
L6x4x3/8 LLH
CONTINUOUS
3 AT 12
3/16
6x4x3/8 LLH
CONTINUOUS
TYP
L8x4x1/2 LLH CONTINUOUS
COORDINATE ELEVATION
WITH CURTAIN WALL
SYSTEM
1'-8 1/4"
FULL FLOOR HEIGHT
WINDOWS SEE ARCH
DRAWINGS FOR LOCATION
SEE ARCH DWGS FOR
TOP OF PARAPET ELEVATION
1/4
8"
L6x4x3/8 LLH
CONTINUOUS
1/4
1/4
SEE ARCH DRAWINGS
FOR WALL CONSTRUCTION
AND FINISHES
TYP
4 AT 12
6x4x3/8 LLH
CONTINUOUS
1'-2 7/8"
3/16
BENT W12
3/4" DIA A325N
BOLTS WITH
2" SLOTTED HOLES
FOR ADJUSTMENT
4'-0" O/C
GIRDER SIZE VARIES
W16 SHOWN
1/4" STIFFENER
PLATES AT
C8 LOCATIONS
(2) MIN PER
GIRDER
WT7x15 AT MIDSPAN
3/16
3/16
1/2" CONTINUOUS
PLATE
HKS PROJECT NUMBER
19087.000
DATE
12/14/2015 4:09:53 PM
PLOT DATE:
TEMPLATE VERSION:
9
S5.04 S1.10
SECTION
3/4" = 1'-0"
10
S5.04 S1.10
SECTION
3/4" = 1'-0"
11
S5.04 S1.09
SECTION
3/4" = 1'-0"
12
S5.04 S1.09
SECTION
3/4" = 1'-0"
13
S5.04 S1.08
S1.06
SECTION
03 DECEMBER 2015
ISSUE
3/4" = 1'-0"
CONSTRUCTION
DOCUMENTS
SHEET TITLE
SECTIONS AND
DETAILS
REVISED
15 DECEMBER 2015
© 2015 HKS, INC.
SHEET NO.
S5.04
SEE CHART
FOR LOCATION
1/4
SEE CHART
FOR LOCATION
X
X
S5.04
S5.04
8"
4 AT 12
1/4
TYP
4 AT 12
8"
197'-4" TOP OF
STEEL ELEVATION
197'-4" TOP OF
STEEL ELEVATION
COLUMN GRID
HSS6x6x3/8
TYPICAL SEE SECTIONS
X AND Y/S50? FOR
CONNECTION DETAILS
'A'
SEE CHART
FOR DIMENSION
SEE ARCH DWGS
FOR CONNECTION OF
METAL PANEL AND
LOUVER DETAILS TYP
0'-4 5/8"
0
0'-9"
K
0'-11 1/4"
I
SEE CHART
FOR DIMENSION
'A'
HSS6x6x3/8
TYPICAL SEE SECTIONS
X AND Y/S50? FOR
CONNECTION DETAILS
X
S5.04
S5.04
194'-3" TOP OF
STEEL ELEVATION
Z
S5.05
HSS5x5 GALVANIZED
POST. SEE PLAN
FOR LOCATIONS
1'-7 3/8"
19
12'-2 1/4"
AHA CONSULTING ENGINEERS
1801 OLD ALABAMA RD, SUITE 125
ROSWELL, GA 30076
W8x15
1/4" STIFFENER PLATES AT
W8 LOCATIONS (2) MIN PER
GIRDER
S5.05 S1.09
S1.10
33 SOUTH BROAD STREET
WT4X12 CUT WEB
AS REQUIRED
1/4
GEOTECHNICAL ENGINEER
1/4
3"
1/4
3"
STATE COLLEGE, PA 16801
TYP EACH
END AFTER
ADJUSTMENT
(-'3-11") BELOW
FINISH FLOOR
1/4
1/4
HSS14x6
CONTINUOUS
STRUCTURAL ENGINEER
CONNECTION OF PRECAST
BY PRECAST MANUFACTURER
WBCM
1/4
HSS14x6
CONTINUOUS
100 STERLING PARKWAY, SUITE 108
1/4
MECHANICSBURG, PA 17050
4" DIA X-STRONG
PIPE TYP. SEE PLAN
FOR LOCATION
3
1/4
X
5"
5"
188'-0"
SECTION
4
3/4" = 1'-0"
S505 S106
S505 S106
SECTION
3/4" = 1'-0"
S5.03
4" DIA X-STRONG
PIPE TYP. SEE PLAN
FOR LOCATION
3'-0"
3/16
12"x1/2"x0'-6"
BASE PLATE. ATTACH TO
BEAM WITH (4) 3/4" DIA
A325N BOLTS TYPICAL
12"x1/2"x0'-6"
BASE PLATE. ATTACH TO
BEAM WITH (4) 3/4" DIA
A325N BOLTS TYPICAL
W12
12"x1/2"x0'-6"
BASE PLATE. ATTACH TO
BEAM WITH (4) 3/4" DIA
A325N BOLTS TYPICAL
ROOF BEAM SEE PLAN
FOR LOCATION AND
ELEVATION
1
DERCK & EDSON ASSOCIATES
LITITZ, PA 17543
L3x3x3/8 BRACE AT
EACH W8
W16
SITE/CIVIL ENGINEER
COL SEE
COL SCH
CMT LABORATORIES, INC.
4'-0"
4'-0"
ROOF BEAM SEE PLAN
HARRISBURG, PA 17102-2499
MEP ENGINEER
3/16
3/4" = 1'-0"
3/16
W12
1600 NORTH SECOND STREET
FINISH
FLOOR
3/8" GUSSET
SECTION
4" DIA X-STRONG
PIPE TYP. SEE PLAN
FOR LOCATION
12"x1/2"x0'-6"
BASE PLATE. ATTACH TO
BEAM WITH (4) 3/4" DIA
A325N BOLTS TYPICAL
MURRAY AND ASSOCIATES ARCHITECTS
SEE SECTION
3/S505
FOR DETAILS
FINISH
FLOOR
CONNECTION OF PRECAST
BY PRECAST MANUFACTURER
188'-0"
3'-0"
ATLANTA, GA 30303
2701 CAROLEAN INDUSTRIAL DRIVE
1/4
S504
SUITE 5000
ASSOCIATE ARCHITECT
3/4"∅ A325N BOLTS
W/2" SLOTTED HOLES
FOR ADJUSTMENT
4'-0" O/C
HSS5x5 GALVANIZED
POST. SEE PLAN
FOR LOCATIONS
4" DIA X-STRONG
PIPE TYP. SEE PLAN
FOR LOCATION
X
TYP
D2L-3/8 DIA x 18"
AT 24" O/C
(-'3-11") BELOW
FINISH FLOOR
S5.05 S5.05
4 AT 12
191 PEACHTREE STREET NE
SEE ARCH DRAWINGS
FOR WALL
CONSTURCTION
L6x4x3/8 LLH
CONTINUOUS
METAL PANEL AND
LOUVER SYSTEM, SEE
ARCH DRAWINGS FOR
LOCATION AND DETAILS
4" DIA X-STRONG
PIPE TYP. SEE PLAN
FOR LOCATION
Z
HKS, INC.
1'-0"
4 AT 12
6 1/2"x4"x3/8 LLH
CONTINUOUS
BENT PLATE
1/4
1/4
1/4
1/4
SEE ARCH DWGS
FOR CONNECTION OF
METAL PANEL AND
LOUVER DETAILS TYP
S5.05
1/4
12.8
SEE ARCH DRAWINGS
FOR FINISHES
ARCHITECT
1'-7"
1/2" CONTINUOUS
PLATE
1'-3"
'A'
Z
4 AT 12
1'-0"
12
194'-3" TOP OF
STEEL ELEVATION
1/4
'A'
6'-9 7/8"
X
METAL PANEL AND
LOUVER SYSTEM, SEE
ARCH DRAWINGS FOR
LOCATION AND DETAILS
COLUMN GRID
AFTER
ADJUSTMENT
BLOOMSBURG UNIVERSITY
RESIDENCE HALL
& BOOKSTORE
S
1'-7"
SECTION
SECTION
2
3/4" = 1'-0"
S5.05 S1.09
S1.10
3/4" = 1'-0"
1/4
1/4
SEE ARCH DWGS
FOR RAILING
DETAILS TYP.
HSS12x3 BENT
STRINGER
3/16
TYP
LANDING ELEVATION
SEE ARCH DWGS
1/4
1/4
SEE ARCH DWGS
FOR RAILING
DETAILS TYP.
HSS12x3 BENT
STRINGER
1/4
L3x3x3/8 CLIP
ANGLE x 0'-7"
GROUND FLOOR
8" x 8" x1/2"
BASE PLATE WITH
(4)1/2" DIA x 3"
LONG EPOXY ANCHORS
SEE DETAIL A/S505
0'0'- -10"
1/2"
0' - 0 1/2"
(4)1/2" DIA x 3"
LONG EPOXY ANCHORS
LANDING ELEVATION
SEE ARCH DWGS
S505 S101
3/4" = 1'-0"
2"
SEE ARCH FOR
STAIR FINISHES AND
DIMENSION TYPICAL
3/16
GROUND FLOOR
A
DETAIL
3/4" = 1'-0"
3/8" SHEAR TAB
3/16
HSS6x2 LANDING
SUPPORT BEAM
L2x2x1/4 CONT
LANDING SUPPORT
(2)1/2" DIA EPOXY
ANCHORS EMBED
3" MIN TYPICAL
SECTION
10 GAGE STAIR
PAN TYPICAL
6
S505 S101
SECTION
3/4" = 1'-0"
1ST FLOOR
L1 1/2"x1 1/2" x 1/4
ANGLES EACH END OF TREAD
0' - 8"
S505 S505
5
SEE ARCH FOR
STAIR FINISHES AND
DIMENSION TYPICAL
12"x3/4"x0'-6" EMBEDDED PLATE
WITH (6) 1/2" DIA x 6" LONG
HEADED STUDS. GC TO COORDINATE
EMBEDDED PLATE LOCATIONS WITH
STAIR LOCATION TYPICAL
SEE ARCH DWGS
FOR RAILING
DETAILS TYP.
0' - 8"
8"x5"x1/2" CAP
PLATE
HSS4x4 POST
10 GAGE PAN
TYPICAL
3" 3"
SEE ARCH FOR
STAIR FINISHES AND
DIMENSION TYPICAL
L2x2x1/4 CONT
LANDING SUPPORT
HSS12x3 BENT
STRINGER
0' - 8"
SEE ARCH DWGS
FOR RAILING
DETAILS TYP.
HSS6x2 LANDING
SUPPORT BEAM
3/8" SHEAR TAB
0' - 1 1/2"
6" x 8" x1/2"
CAP PLATE
1/4
0' - 3"
1/4
0' - 1 1/2"
3/16
7
S505 S101
SECTION
3/4" = 1'-0"
3/8" SHEAR TAB
HSS8x4 LANDING
HEADER BEAM
TYP
FIRST FLOOR SLAB SEE
PLAN FOR REINFORCING
HSS12x3 BENT
STRINGER
SEE PLAN AND BEAM
SCHEDULE FOR SIZE AND
REINFORCING TYP.
8
S505 S101
KEY PLAN
A
SECTION
3/4" = 1'-0"
B
REVISION
NO.
DESCRIPTION
DATE
HKS PROJECT NUMBER
19087.000
DATE
03 DECEMBER 2015
12/14/2015 4:09:56 PM
PLOT DATE:
TEMPLATE VERSION:
ISSUE
CONSTRUCTION
DOCUMENTS
SHEET TITLE
SECTIONS AND
DETAILS
REVISED
15 DECEMBER 2015
© 2015 HKS, INC.
SHEET NO.
S5.05