s-0lundyconstruction.com/download/fqp ndi lab structural drawings.pdf · welding electrodes aws...
TRANSCRIPT
Structural Engineers
PROVIDENCEENGINEERINGCORPORATION
1344 South Atherton StreetState College, PA 16801
Phone: 814-531-5805
www.proveng.com
REV
ISIO
ND
ATE
BY
SHEET:
JOB NO.:
SCALE:
DRAWN BY:
CHECKED BY:
DATE:
REVISION 0
S-0.1160723
AS NOTED
10/06/16
HAS/JMC
DGP
GEN
ERA
L ST
RU
CTU
RA
L N
OTE
S
FIR
ST Q
UA
LITY
PR
OD
UC
TSN
DI -
LA
BM
cELH
ATT
AN
, PA
CH
AR
LES
GR
EIB
A
RC
HIT
ECTS
25 W
.MA
IN S
TREE
TLO
CK
HA
VEN
, PA
177
45
0IS
SUED
FO
R B
ID10
/06/
16JM
C-
--
-
--
--
--
--
--
--
--
--
--
--
A. BUILDING CODES AND STANDARDS
1. THE FOLLOWING CODES AND STANDARDS, INCLUDING ALL SPECIFICATIONS REFERENCED WITHIN, SHALL APPLYTO THE DESIGN, CONSTRUCTION AND QUALITY CONTROL OF ALL WORK PERFORMED ON THE PROJECT.
a. "INTERNATIONAL BUILDING CODE - 2009" INTERNATIONAL CODE COUNCIL, INC.
b. "MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES", (ANSI/ASCE 7) AMERICAN SOCIETY OFCIVIL ENGINEERS.
2. ADDITIONAL DESIGN STANDARDS FOR MATERIALS SHALL BE FOUND IN THE APPROPRIATE SECTIONS THAT FOLLOW.SEE THOSE SECTIONS FOR THE APPLICABLE CODES.
C. CONSTRUCTION
1. GENERALa. THESE DRAWINGS REPRESENT THE COMPLETED PROJECT WHICH HAS BEEN DESIGNED FOR THE STRUCTURE
DEAD LOADS AND FOR THE SUPERIMPOSED LIVE LOADS INDICATED IN THE DESIGN LOADS. IT IS THECONTRACTOR'S RESPONSIBILITY TO DETERMINE ALLOWABLE CONSTRUCTION LOADS AND TO PROVIDE PROPERDESIGN AND CONSTRUCTION OF FALSEWORK, FORMWORK, TEMPORARY BRACING, SHEETING AND SHORING, ETC.
b. THE STABILITY OF THE STRUCTURE IS DEPENDENT UPON THE DIAPHRAGM ACTION OF THE FLOOR.THE CONTRACTOR IS COMPLETELY RESPONSIBLE FOR THE METHODS OF CONSTRUCTION AND SHALL PROVIDEALL GUYS, BRACING AND SHORING REQUIRED TO ACCOMMODATE ALL INTERIM LOADING CONDITIONS THROUGHOUTTHE CONSTRUCTION PHASE.
c. IMPLEMENTING JOB SITE SAFETY AND CONSTRUCTION PROCEDURES IS THE SOLE RESPONSIBILITY OF THECONTRACTOR.
d. IN CASE OF CONFLICT BETWEEN THE GENERAL NOTES, SPECIFICATIONS AND DRAWINGS, THE MOST RIGIDREQUIREMENT SHALL GOVERN.
e. THE ARCHITECTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH THE STRUCTURAL DRAWINGS FORDIMENSIONS, ELEVATIONS, SECTIONS AND DETAILS AS REQUIRED. REPORT DISCREPANCIES IMMEDIATELY TOTHE ARCHITECT.
f. THE CONTRACTOR SHALL CHECK AND VERIFY DIMENSIONS FOR ALL WORK BEFORE PROCEEDING WITH THECONSTRUCTION. ALL DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT PRIOR TO THESTART OF ANY WORK.
g. CONSULT ARCHITECTURAL AND MEP DRAWINGS FOR VERIFICATION OF LOCATION AND SIZE OF ALL OPENINGS,SLEEVES, REVEALS, DEPRESSIONS, INSERTS, CONCRETE HOUSEKEEPING PADS, HANDRAILS, GUARDRAILS,PARTITION SUPPORTS, LINTELS, ETC. REQUIRED FOR THE PROJECT. VERIFY REQUIREMENTS OF TRADESAFFECTING THE WORK AND NOTIFY THE ARCHITECT OF ANY CONFLICTS.
h. SEE ARCHITECTURAL DRAWINGS FOR DEMOLITION REQUIREMENTS (IF ANY).
i. WORK NOT INCLUDED ON THE DRAWINGS BUT IMPLIED TO BE SIMILAR TO THAT SHOWN AT CORRESPONDINGPLACES ELSEWHERE ON THE DRAWINGS SHALL BE REPEATED.
j. EXISTING BUILDING INFORMATION SHOWN IS BASED ON EXISTING BUILDING DRAWINGS AND ARCHITECTURALDRAWINGS. THE CONTRACTOR SHALL VERIFY ALL EXISTING BUILDING INFORMATION SHOWN (DIMENSIONS, ELEVATIONS,FRAMING, ETC.) AND NOTIFY THE ARCHITECT AND STRUCTURAL ENGINEER OF ANY DISCREPANCIES.
k. ALL COSTS OF INVESTIGATION AND/OR REDESIGN, DUE TO THE CONTRACTOR'S MIS-LOCATION OF STRUCTURALELEMENTS OR OTHER LACK OF CONFORMANCE WITH THE PROJECT DOCUMENTS, SHALL BE AT THE CONTRACTOR'SEXPENSE.
l. SEE ARCHITECTURAL DRAWINGS AND SPECIFICATIONS FOR DETAILED INFORMATION REGARDING FINISHES,DAMPROOFING, WATERPROOFING, UL ASSEMBLY DESIGNATIONS AND FIREPROOFING REQUIREMENTS, ETC.
m. SEE ARCHITECTURAL DRAWINGS FOR LOCATIONS OF DRYWALL NON-LOAD-BEARING PARTITIONS, PROVIDE SLIPCONNECTIONS THAT ALLOW VERTICAL MOVEMENT AT THE HEADS OF ALL SUCH PARTITIONS. UNLESS SHOWN ONTHE DRAWINGS, THE CONNECTIONS SHALL BE DESIGNED TO SUPPORT THE TOP OF THE WALLS LATERALLY FORTHE CODE REQUIRED LATERAL LOAD. PROVIDE COMPRESSIBLE FIRESAFING AT THE TOP OF THE WALL AS REQUIREDBY THE ARCHITECTURAL DRAWINGS.
n. ALL EXPANSION BOLTS AND ADHESIVE ANCHORS SHALL BE SET IN FULLY CURED CONCRETE OR 100% GROUTFILLED MASONRY.
o. WHEN INSTALLING EXPANSION BOLTS OR ADHESIVE ANCHORS, THE CONTRACTOR SHALL TAKE MEASURES TOAVOID DRILLING OR CUTTING OF ANY EXISTING REINFORCING AND DESTRUCTION OF CONCRETE. HOLESSHALL BE BLOWN CLEAN PRIOR TO PLACING BOLTS OR ADHESIVE ANCHORS.
p. STRUCTURAL COMPONENTS ARE NOT DESIGNED FOR VIBRATORY EQUIPMENT. PLACE VIBRATORY EQUIPMENT ONVIBRATION ISOLATORS APPROPRIATE FOR EQUIPMENT AND USE OF SPACE. VIBRATION ISOLATION HAS NOT BEENPROVIDED BY THE ENGINEER.
2. SHOP DRAWINGSa. SHOP DRAWINGS FOR ALL STRUCTURAL ELEMENTS SHOWN ON THE CONTRACT DOCUMENTS, INCLUDING ALL
CONCRETE AND GROUT MIX DESIGNS AND ADMIXTURES, MUST BE SUBMITTED BY THE GENERAL CONTRACTORAND REVIEWED BY THE ENGINEER. SHOP DRAWINGS SHALL BEAR THE CONTRACTOR'S APPROVAL STAMPCERTIFYING HE HAS VERIFIED ALL CONSTRUCTION CRITERIA INCLUDING FIELD MEASUREMENTS, MATERIAL ANDSIMILAR DATA AND HAS CHECKED THE SUBMITTAL FOR COMPLETENESS, COORDINATION AND COMPLIANCE WITHTHE CONTRACT DOCUMENTS.
D. FOUNDATION
b. UNAUTHORIZED REPRODUCTION OF ANY PORTION OF THE STRUCTURAL DRAWINGS FOR RESUBMITTAL AS SHOPDRAWINGS IS PROHIBITED. SHOP DRAWINGS PRODUCED IN SUCH A MANNER WILL BE REJECTED AND RETURNED.
c. IF THE CONTRACTOR OR OWNER FAILS TO OBTAIN THE ENGINEER'S REVIEW OF THE SHOP DRAWINGS, THEENGINEER 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 ANDARE NOT A CONTRACT DOCUMENT.
d. AT THE TIME OF SHOP DRAWING SUBMISSION, THE GENERAL CONTRACTOR SHALL INFORM THE ENGINEER, INWRITING, OF ANY DEVIATIONS OR OMISSIONS FROM THE CONTRACT DOCUMENTS.
1. DESIGN DATAa. ALL EXISTING SLABS ON GRADE HAVE BEEN ANALYZED IN ACCORDANCE WITH THE INFORMATION SHOWN ON
THE EXISTING BUILDING DRAWINGS. NO GEOTECHNICAL REPORT HAS BEEN PROVIDED FOR THIS PROJECT.
b. ALL EXISTING SLABS ON GRADE HAVE BEEN ANALYZED FOR AN ASSUMED ALLOWABLE NET BEARING PRESSUREOF 4,000 PSF. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO SECURE AND PAY FOR THE SERVICES OF AGEOTECHNICAL ENGINEER FOR FIELD VERIFICATION OF THE ASSUMED SOIL BEARING PRESSURES. BEARINGCAPACITY OF THE SOIL SHALL BE INSPECTED AND APPROVED BY THE GEOTECHNICAL ENGINEER IMMEDIATELYPRIOR TO CONCRETE PLACEMENT. SHOULD THE SOIL BEARING PRESSURE BE FOUND TO BE LESS THAN4,000 PSF, THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE ARCHITECT AND STRUCTURAL ENGINEER.
2. GENERALa. THE CONTRACTOR SHALL VERIFY ALL EXISTING FIELD CONDITIONS THAT MAY AFFECT THE INSTALLATION OF THE
FOUNDATION SYSTEM AS SHOWN PRIOR TO STARTING WORK.
b. THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING AND PROTECTING ALL EXISTING UTILITIES, EXISTINGSTRUCTURES, ETC., WHETHER INDICATED OR NOT, WHICH MAY BE AFFECTED BY THE CONSTRUCTION PROCESS.SHOULD ANY DAMAGE TO SUCH UTILITIES OCCUR, THE CONTRACTOR SHALL BE REQUIRED TO REPAIR SUCHDAMAGE AT HIS OWN EXPENSE AND TO THE SATISFACTION OF THE OWNER.
E. STRUCTURAL STEEL
1. DESIGN STANDARDSa. "STEEL CONSTRUCTION MANUAL", THIRTEENTH EDITION, AISC (INCLUDING "SPECIFICATION FOR STRUCTURAL
STEEL BUILDINGS", AISC 360, "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS",RCSC, "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES", AISC.)
b. "DETAILING FOR STEEL CONSTRUCTION", AISC.
c. "STRUCTURAL WELDING CODE - STEEL", AWS D1.1.
2. MATERIALSa. CHANNELS, ANGLES AND PLATES ASTM A36, Fy = 36 KSIb. STRUCTURAL TUBING (HSS) ASTM A500, GRADE B, Fy = 46 KSIc. HIGH STRENGTH BOLTS ASTM A325-N (UNLESS NOTED ON DRAWINGS)d. WASHERS AND NUTS ASTM F436 AND ASTM A563e. ANCHOR RODS ASTM F1554, GRADE 36 (UNLESS NOTED ON DRAWINGS)f. WELDING ELECTRODES AWS A5.1 OR A5.5, E70XXg. EXPANSION BOLTS HILTI KWIK BOLT 3, POWER BOLT OR APPROVED EQUAL
SUBMIT ICC-ES REPORT(S) FOR ANY PROPOSED EQUALh. ADHESIVE ANCHORS HILTI HIT HY200 OR HIT-HY70 ADHESIVE SYSTEM, POWERS AC100 PLUS
ADHESIVE SYSTEM OR APPROVED EQUALSUBMIT ICC-ES REPORT(S) FOR ANY PROPOSED EQUAL
i. NON-SHRINK GROUT UNDER PLATES MINIMUM COMPRESSIVE STRENGTH = 5,000 PSI
3. GENERALa. THE CONTRACTOR SHALL DESIGN AND INSTALL ALL NECESSARY TEMPORARY SUPPORTS, GUYING AND OTHER
BRACING TO PROVIDE LATERAL STABILITY OF THE STRUCTURE UNTIL ALL PERMANENT STRUCTURAL ELEMENTS,INCLUDING SHEAR WALLS AND BRACING ARE ATTACHED AND CAPABLE OF SUPPORTING LOADS. THE CONTRACTORSHALL BE RESPONSIBLE FOR ALL ERECTION PROCEDURES.
b. ALL SHOP AND FIELD CONNECTIONS SHALL BE MADE WITH HIGH STRENGTH BOLTS OR WELDS. ALL HIGH STRENGTHBOLTS AND NUTS SHALL BE CLEARLY MARKED AS REQUIRED BY AISC SPECIFICATIONS. CONNECTIONS MADE WITHUNMARKED BOLTS AND NUTS WILL BE REJECTED.
c. ALL ANCHOR ROD EMBEDDED ENDS SHALL BE HEADED OR DOUBLE-NUTTED. HOOK BOLTS ARE NOT ALLOWED UNLESSAPPROVED BY THE ENGINEER. ANCHOR RODS SHALL BE FURNISHED WITH A36 PLATE WASHERS ON TOP OF THE BASEPLATE. MINIMUM WASHER SIZE AND THICKNESS SHALL BE AS SHOWN IN TABLE 14-2 OF THE AISC MANUAL.
d. EXCEPT FOR STEEL ENCASED IN CONCRETE OR SPRAY-ON FIREPROOFING, ALL STEEL SHALL BE CLEANED(SSPC-SP3 FOR INTERIOR EXPOSURE AND SSPC-SP6 FOR EXTERIOR EXPOSURE) AND PAINTED WITH ANAPPROVED CORROSION RESISTANT PRIMER. MASK OUT AREAS TO BE FIELD WELDED, TOP FLANGES OF COMPOSITEBEAMS RECEIVING SHEAR STUD CONNECTORS, AREAS AROUND BOLT HOLES AT SLIP CRITICAL CONNECTIONS,ETC. TOUCH-UP ALL FIELD WELDS AND ABRADED AREAS WITH SHOP PRIMER. PRIMER SHALL BE COMPATIBLEWITH FINAL FINISHES. COORDINATE WITH ARCHITECT.
e. THE GENERAL CONTRACTOR SHALL NOTIFY THE STRUCTURAL ENGINEER OF ANY FABRICATION OR ERECTIONERRORS OR DEVIATIONS AND RECEIVE WRITTEN APPROVAL BEFORE ANY FIELD CORRECTIONS ARE MADE.
f. ALL CONNECTIONS SHALL BE DEVELOPED BY THE CONTRACTOR UNLESS COMPLETELY DETAILED ON THESTRUCTURAL DRAWINGS.
g. PROVIDE 3/8" (MINIMUM) THRU PLATE CONNECTIONS AT PIPE AND TUBE COLUMNS.
h. GAS CUTTING TORCHES SHALL NOT BE USED TO CORRECT FABRICATION ERRORS WITHOUT THE APPROVAL OFTHE STRUCTURAL ENGINEER.
i. NO OPENINGS IN BEAMS SHALL BE PERMITTED WITHOUT THE WRITTEN PERMISSION OF THE ENGINEER.
j. NO CONNECTION SHALL CONSIST OF LESS THAN (2) 3/4" DIA. A325-N BOLTS OR WELDS DEVELOPING LESSTHAN 10,000 POUNDS.
k. WELDING ELECTRODES, WELDING PROCESS, MINIMUM PREHEAT AND INTERPASS TEMPERATURES SHALL BE INACCORDANCE WITH THE AISC AND AWS SPECIFICATIONS. ANY STRUCTURAL STEEL DAMAGED IN WELDING IS TOBE REPLACED OR ACCEPTABLY REINFORCED AS ACCEPTABLE TO THE STRUCTURAL ENGINEER.
h. WELDERS SHALL HAVE CURRENT EVIDENCE OF PASSING THE APPROPRIATE AWS QUALIFICATION TESTS. THEENGINEER MAY REQUEST SUCH EVIDENCE AT ANY TIME DURING THE PROJECT.
i. UNLESS OTHERWISE NOTED, ALL A325 BOLTS SHALL BE TIGHTENED TO THE "SNUG TIGHT" CONDITION DEFINEDAS THE TIGHTNESS ATTAINED BY A FEW IMPACTS OF AN IMPACT WRENCH OR THE FULL EFFORT OF A MANUSING AN ORDINARY SPUD WRENCH. THE SNUG TIGHT CONDITION MUST ENSURE THAT ALL PLIES OF THECONNECTED MATERIAL HAVE BEEN BROUGHT INTO SNUG CONTACT. PROVIDE WASHERS IN ACCORDANCE WITHSECTION 6 OF THE RCSC SPECIFICATION.
j. PROVIDE FRAMING FOR ALL MECHANICAL EQUIPMENT CURBS AND OPENINGS IN ACCORDANCE WITH MANUFACTURER'SREQUIREMENTS AND TYPICAL DETAILS.
k. SPLICING STRUCTURAL MEMBERS WHERE NOT DETAILED ON THE DRAWINGS IS PROHIBITED WITHOUT PRIORAPPROVAL OF THE STRUCTURAL ENGINEER.
G. STEEL DECK
1. DESIGN STANDARDSa. "DESIGN MANUAL FOR COMPOSITE DECKS, FORMDECKS AND ROOF DECKS" (PUBLICATION NO. 31), STEEL DECK
INSTITUTE.
b. "STRUCTURAL WELDING CODE - STEEL SHEET", AWS D1.3
2. MATERIALSa. STEEL DECK UNITS AND ACCESSORIES SHALL BE FABRICATED FROM STEEL CONFORMING TO ASTM A653 OR
ASTM A1008, GRADE C, D, OR E. THE STEEL SHALL HAVE A MINIMUM YIELD STRENGTH OF 33 KSI.
3. GENERALa. DECKING SHALL BE AS MANUFACTURED BY VULCRAFT, A DIVISION OF NUCOR CORPORATION, OR APPROVED EQUAL.
ALL DECK UNITS AND ACCESSORIES SHALL BE GALVANIZED, U.N.O.
b. PROVIDE STEEL DECK WITH THE FOLLOWING MINIMUM SECTION PROPERTIES:9/16" DEEP, 24 GAGE FORM DECK Ip = 0.019 in4
Sp = 0.057 in3
Sn = 0.057 in3
c. INSTALL IN ACCORDANCE WITH SDI SUGGESTED SPECIFICATIONS UNLESS NOTED OTHERWISE ON THE DRAWINGS.INDIVIDUAL SHEETS SHALL EXTEND OVER AT LEAST THREE SUPPORTS (TWO-SPAN CONDITION), WITH LAPS TOBE PLACED OVER SUPPORTS. MINIMUM LAP AND END BEARING TO BE 2".
d. EXCEPT WHERE NOTED ON THE PLANS, DECK SUPPLIER SHALL PROVIDE ALL ADDITIONAL FRAMING TO SUPPORTDECK AT OPENINGS THROUGH DECK AND ALL CLOSURE ANGLES, PLATES, POURSTOPS, END CLOSURES, ETC.WHERE REQUIRED TO RESULT IN A COMPLETE INSTALLATION.
e. PROVIDE STEEL LEDGER ANGLE 2-1/2x2-1/2x1/4 AROUND COLUMNS AS REQUIRED TO SUPPORT METAL DECKING.
f. UNLESS NOTED OTHERWISE ON THE DRAWINGS, NON-COMPOSITE FLOOR DECKS SHALL BE WELDEDTO STEEL SUPPORTS, INCLUDING THE EDGE SUPPORT PARALLEL TO THE DECK SPAN WITH 5/8" DIA. (EFFECTIVEFUSION DIAMETER) PLUG WELDS AT 12" O.C. FASTEN SIDELAPS WITH #10 SELF-TAPPING SCREWS AT MIDSPANOR 36," WHICHEVER DISTANCE IS SMALLER.
g. USE WELDING WASHERS FOR DECK MATERIAL LESS THAN 22 GAGE AND WHERE RECOMMENDED BY THE DECKMANUFACTURER.
h. ALL WELDS AND BURN AREAS SHALL BE CLEANED AND PAINTED WITH AN APPROVED ZINC RICH REPAIR PAINTIN ACCORDANCE WITH ASTM A780.
i. SHOP DRAWINGS: SHOW LOCATION OF DECK UNITS AND PANEL LAYOUT, ANCHORAGE DETAILS AND PATTERN,POURSTOPS AND CLOSURES, SUMP PANS, CUT OPENINGS AND ACCESSORIES, AND OTHER INFORMATIONREQUIRED TO DESCRIBE A THOROUGH INSTALLATION.
3. GENERALa. ALL COLD FORMED STEEL FRAMING SHALL BE FABRICATED AND INSTALLED BY THE CONTRACTOR
USING THE MEMBER TYPE, SIZE AND GAGE SHOWN ON THE DRAWINGS AS THE MINIMUM ACCEPTABLE SIZE.
b. MEMBER PROPERTIES ARE BASED ON SSMA'S ICC-ES REPORT ER-4943P.
d. ALL DIMENSIONS SHOWN ON THE STRUCTURAL DOCUMENTS SHALL BE VERIFIED WITH THE ARCHITECTURAL ANDMEP DOCUMENTS PRIOR TO CONSTRUCTION.
e. SUBMIT SHOP DRAWINGS FOR ALL COLD FORMED COMPONENTS PRIOR TO FABRICATION OR ERECTION OFCOLD FORMED FRAMING. SHOP DRAWINGS SHALL ILLUSTRATE THE DETAILS OF THE STEEL STUD EXTERIOR WALLFRAMING, HEADERS, LINTELS, JOISTS, ETC. AND SHOW ALL COLD FORMED FRAMING CONNECTIONS, SHEATHINGATTACHMENTS, STIFFENERS, WALL OPENINGS, BUILT-UP HEADER AND POST LOCATIONS, AS WELL AS ALLPERMANENT AND TEMPORARY WALL BRACING AND THEIR LOCATIONS.
f. ALL FRAMING COMPONENTS SHALL BE CUT SQUARELY FOR ATTACHMENT TO PERPENDICULAR MEMBERS OR ASREQUIRED FOR AN ANGULAR FIT AGAINST ABUTTING MEMBERS. MEMBERS SHALL BE HELD POSITIVELY IN PLACEUNTIL PROPERLY FASTENED. FASTENING OF COMPONENTS SHALL BE MADE WITH SELF-TAPPING SCREWS ORWELDS OF SUFFICIENT SIZE TO INSURE THE STRENGTH OF THE CONNECTION.
g. STUDS AND JOISTS SHALL HAVE A MINIMUM FLANGE WIDTH INDICATED ON DRAWINGS.
h. ALL FIELD CUTTING OF STUDS MUST BE DONE BY SAWING OR SHEARING. TORCH CUTTING OF COLD FORMEDMEMBERS IS NOT PERMITTED.
i. NO SPLICES IN STUDS, JOISTS OR OTHER LOAD CARRYING MEMBERS MAY BE MADE WITHOUT PRIOR ENGINEERINGREVIEW OF SPECIFIC DETAILS FOR ANY SUCH SPLICE(S).
j. ALL STRUCTURAL COLD FORMED STEEL FRAMING (FOR HEADERS) SHALL BE UNPUNCHED.
k. FOR AXIAL LOAD-BEARING CONSTRUCTION, THE CONTRACTOR IS RESPONSIBLE TO ENSURE THAT ADEQUATEBRACING, BRIDGING AND BLOCKING IS IN PLACE UNTIL SHEATHING IS PROPERLY ATTACHED TO BOTH STUDFLANGES. THE CONTRACTOR SHALL ALSO TAKE CARE SO AS NOT TO OVERLOAD BEARING MEMBERS DURINGCONSTRUCTION.
l. WALL STUD BRIDGING SHALL BE PROVIDED AS REQUIRED BY DESIGN AND SHALL BE ATTACHED TO PREVENTROTATION.
m. FRAMED WALL OPENINGS SHALL INCLUDE HEADERS AND ADDITIONAL SUPPORT STUDS. PROVIDE A MINIMUM OFTWO STUDS AT EACH WALL OPENING JAMB. NUMBER OF JAMB STUDS SHALL BE DETERMINED BY THE AXIAL AND LATERAL LOADING IMPOSED ON THE JAMB.
n. CONNECTIONS SHALL BE BY WELDING, SCREWING OR OTHER APPROVED FASTENING DEVICES OR METHODSPROVIDING POSITIVE ATTACHMENT AND RESISTANCE TO LOOSENING. FASTENERS SHALL BE OF COMPATIBLEMATERIAL. CONTRACTOR SHALL CONFIRM WITH FASTENER MANUFACTURER THAT THE FASTENERS USED MEETOR EXCEED THE VALUES SHOWN HEREIN OR REQUIRED BY COLD FORMED SUPPLIER/DESIGNER.
1)MINIMUM NOMINAL SHEAR STRENGTH OF SCREW SHALL BE EQUAL TO OR GREATER THAN THE FOLLOWING:#8 1,000 LBS#10 1,400 LBS#12 2,000 LBS1/4" 2,600 LBS
o. REPAIR WELDS AND DAMAGED GALVANIZED COATING WITH A ZINC RICH REPAIR PAINT IN ACCORDANCE WITHASTM A780.
p. PROVIDE THE MINIMUM CLEARANCES, FASTENER SPACING AND EDGE DISTANCES NOTED BELOW, UNLESSOTHERWISE SHOWN OR DETAILED ON PLANS OR SHOP DRAWINGS:
SCREWS SPACING 1/2" EDGE DISTANCE 1/2"POWDER DRIVEN FASTENERS (STEEL) SPACING 1 1/2" EDGE DISTANCE 1/2"POWDER DRIVEN FASTENERS (CONCRETE) SPACING 4" EDGE DISTANCE 3"
q. ALTERNATE CONNECTION DESIGNS SHALL ONLY BE ALLOWED WITH PRIOR APPROVAL OF THE STRUCTURALENGINEER. IF SUCH APPROVAL IS GRANTED, ALL CONNECTIONS AND/OR DETAILS NOT IN ACCORDANCE WITHTHE CONTRACT DOCUMENTS SHALL BE PREPARED BY THE CONTRACTOR'S ENGINEER LICENSED IN PENNSYLVANIA.CALCULATIONS AND SHOP DRAWINGS SHALL BE SUBMITTED BEARING THIS ENGINEER'SSEAL AND SIGNATURE.
r. STUD BEARING WALLS AND TOP TRACKS SHALL BE DESIGNED TO SUPPORT ROOF FRAMING AT 24" O.C.COORDINATE MAXIMUM ROOF TRUSS REACTIONS WITH THE TRUSS SUPPLIER.
s. THE EXTENT OF THE WORK FOR THE EXTERIOR METAL STUD WALL SYSTEM IS DETAILED ON THE ARCHITECTURALDRAWING. THESE NOTES SHALL BE WORKED IN CONJUNCTION WITH THOSE DRAWINGS AND SPECIFICATIONS.INCONSISTENCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT PRIOR TO PROCEEDING WITH THEAFFECTED PORTION OF THE WORK.
t. PROVIDE CHANNEL SHAPED STUDS, RUNNERS, TRACKS, BLOCKING, DEFLECTION TRACKS, CLIP ANGLES, SHOES,REINFORCEMENTS, FASTENERS AND OTHER ACCESSORIES RECOMMENDED BY THE MANUFACTURER FOR ACOMPLETE FRAMING SYSTEM.
F. STEEL JOISTS
g. ATTACH CONCENTRATED LOADS TO JOISTS AT PANEL POINTS ONLY OR AS DETAILED ON THE STRUCTURAL DRAWINGS.
h. STRUT BOTTOM CHORD OF JOISTS AND FIELD WELD TO COLUMN FOR ALL JOISTS ON COLUMN LINES AFTER ROOFDEAD LOADS ARE APPLIED.
i. DELIVER, STORE, HANDLE, AND ERECT JOISTS AND GIRDERS AS RECOMMENDED IN SJI'S SPECIFICATIONS.
j. PROTECT JOISTS FROM CORROSION, DEFORMATION AND OTHER DAMAGE DURING DELIVERY, STORAGE AND HANDLING.k. SUPPLY CEILING EXTENSIONS (AS REQUIRED BY ARCHITECTURAL DRAWINGS), EITHER EXTENDED BOTTOM CHORD
ELEMENTS OR A SEPARATE EXTENSION UNIT OF ENOUGH STRENGTH TO SUPPORT CEILING CONSTRUCTION. EXTENDENDS TO WITHIN 1/2" OF FINISHED WALL SURFACE, UNLESS OTHERWISE INDICATED.
l. SUPPLY MISCELLANEOUS ACCESSORIES, INCLUDING SPLICE PLATES AND BOLTS REQUIRED BY JOIST MANUFACTURERTO COMPLETE JOIST INSTALLATION.
m. SHOP DRAWINGS: SHOW LAYOUT, MARK, NUMBER TYPE, LOCATION AND SPACINGS OF JOISTS. INCLUDE JOININGAND ANCHORAGE DETAILS, BRACING, BRIDGING, ACCESSORIES, SPLICE AND CONNECTION LOCATIONS AND DETAILS,AND ATTACHMENTS TO OTHER CONSTRUCTION.
GENERAL STRUCTURAL NOTES
B. DESIGN LOADS (2009 IBC)
1. GRAVITY - SUPERIMPOSED DEAD LOADSa. FLOORS (STEEL FRAMED)
3 1/2" CONCRETE SLAB ON DECK 32 PSFJOISTS 4 PSFMECHANICAL/ELECTRICAL 4 PSFCEILING 5 PSFTOTAL 45 PSF
b. EXISTING ROOF (STEEL FRAMED)ROOFING 5 PSFINSULATION 3 PSFMETAL DECK 2 PSFJOISTS 4 PSFMECHANICAL/ELECTRICAL 8 PSFTOTAL 22 PSF
2. GRAVITY - FLOOR LIVE LOADSa. CATWALKS FOR MAINTENANCE ACCESS 40 PSF
3. GRAVITY - ROOF LIVE LOADSa. LIVE LOAD 20 PSF (NOT REDUCIBLE)b. SNOW LOAD (PLUS DRIFTING WHERE APPLICABLE)
1) GROUND SNOW LOAD (Pg) 3.52) SNOW EXPOSURE FACTOR (Ce) 1.03) SNOW LOAD IMPORTANCE FACTOR (Is) 1.04) THERMAL FACTOR (Ct) 1.0
5) FLAT ROOF SNOW LOAD (Pf) 25 (USE 30 FOR DESIGN)
4. LATERAL LOADS - SEISMICa. SEISMIC IMPORTANCE FACTOR (Ie) 1.0b. OCCUPANCY CATEGORY II
c. SPECTRAL RESPONSE ACCELERATION FOR SHORT PERIOD (Ss) 0.147gd. SPECTRAL RESPONSE ACCELERATION FOR 1-SECOND PERIOD (S1) 0.050ge. SPECTRAL RESPONSE COEFFICIENT (SDS) 0.157gf. SPECTRAL RESPONSE COEFFICIENT (SD1) 0.080gg. SITE CLASS D (ASSUMED)h. SEISMIC DESIGN CATEGORY Bi. BASIC SEISMIC FORCE RESISTING SYSTEM(S) LIGHT-FRAMED WALL SYSTEM USING FLAT STRAP BRACINGj. RESPONSE MODIFICATION FACTOR(S) (R) 4k. SEISMIC RESPONSE COEFFICIENT(S) (Cs) 0.04l. ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE PROCEDUREm. BASE SHEAR 8 KIPS
4. THE STRUCTURE HAS BEEN DESIGNED FOR THE DEAD, LIVE AND LATERAL LOADS INDICATED ABOVE. ANY INCREASEOF LOADS DUE TO CHANGE IN USAGE OR CONSTRUCTION MATERIALS, ETC. SHALL HAVE THE WRITTEN APPROVAL OFTHE ENGINEER. THE CONTRACTOR IS CAUTIONED AS TO NOT STORE ANY CONSTRUCTION MATERIALS OR UNDERTAKEANY CONSTRUCTION OPERATIONS WHICH WILL EXCEED THE DESIGN LIVE LOAD CAPACITIES NOTED.
5. WEIGHT OF EQUIPMENT SHOWN ON THE STRUCTURAL DRAWINGS HAS BEEN CONSIDERED IN THE FRAMING DESIGN.ANY ADDITIONAL EQUIPMENT NOT SHOWN ON THE STRUCTURAL DRAWINGS AND EXCEEDING 300 POUNDS SHALL BEBROUGHT TO THE ENGINEER'S ATTENTION FOR APPROVAL PRIOR TO INSTALLATION. COORDINATE ALL WORK WITHARCHITECTURAL AND MEP DRAWINGS.
H. STRUCTURAL COLD FORMED STEEL FRAMING
1. DESIGN STANDARDSa. "NORTH AMERICAN SPECIFICATION FOR THE DESIGN OF COLD FORMED STEEL STRUCTURAL MEMBERS", AISI-NAS.
b. AISI "CODE OF STANDARD PRACTICE FOR STRUCTURAL COLD FORMED STEEL FRAMING", 2006.
c. AISI "STANDARD FOR COLD FORMED STEEL FRAMING: PRODUCT DATA", 2007.
d. AISI "STANDARD FOR COLD FORMED STEEL FRAMING: GENERAL PROVISIONS", 2007.
e. AISI "STANDARD FOR COLD FORMED STEEL FRAMING: WALL STUD DESIGN", 2004.
f. AISI "STANDARD FOR COLD FORMED STEEL FRAMING: HEADER DESIGN", 2007.
g. AISI "STANDARD FOR COLD FORMED STEEL FRAMING: LATERAL DESIGN", 2004.
h. "STRUCTURAL WELDING CODE - SHEET STEEL", AWS D1.3.
2. MATERIALSa. ALL STUDS, JOISTS, TRACKS, BRACING AND BRIDGING SHALL BE MANUFACTURED PER ASTM C955.
b. ALL STUDS, TRACKS, BRIDGING, AND ACCESSORIES 54 MIL (16 GAGE) AND HEAVIER SHALL BE FORMEDFROM STEEL CONFORMING TO ASTM A446, GRADE D (50 KSI), 43 MIL AND LIGHTER SHALL BE FORMEDFROM STEEL CONFORMING TO ASTM A446, GRADE A (33 KSI).
c. ALL MATERIAL SHALL BE GALVANIZED HAVING A MINIMUM G-60 COATING.
G. CAST-IN-PLACE CONCRETE
1. ALL CONCRETE WORK SHALL CONFORM TO ALL PROVISIONS OF THE FOLLOWING PUBLICATIONS:a. "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS", ACI 301.
b. "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE", ACI 318.
2. MATERIALSa. CONCRETE SHALL HAVE THE FOLLOWING MINIMUM PROPERTIES:
DRY UNITAPPLICATION f'c AT 28 DAYS WEIGHT PCFFILL ON METAL DECK 3,500 145
b. CEMENT ASTM C150, TYPE I
c. CEMENT SUBSTITUTES ASTM C595, ASTM C989, ASTM C618 (CLASS C OR F)MAXIMUM PERCENT OF TOTAL IN ACCORDANCE WITH ACI 318 TABLE 4.4.2
d. COARSE AGGREGATES MAXIMUM COARSE AGGREGATE SIZE SHALL BE 1"ASTM C330 (LIGHT WEIGHT)
e. REINFORCEMENT:DEFORMED REINFORCING BARS ASTM A615, GRADE 60SMOOTH WELDED WIRE REINFORCEMENT (WWR) ASTM A1064, GRADE 65
f. ADMIXTURES: NO ADMIXTURE CONTAINING CALCIUM CHLORIDE OR OTHER CHLORIDE CONTAINING AGENTS SHALLBE PERMITTED.
g. ANCHORING SYSTEM:ADHESIVE ANCHORS HILTI HIT-HY200 SYSTEM OR APPROVED EQUALEXPANSION BOLTS HILTI KWIK BOLT 3 OR APPROVED EQUALSUBMIT ICC-ES REPORTS FOR ANY PROPOSED EQUAL
h. SUBMIT CONCRETE DESIGN MIXES INCLUDING TEST RESULTS IN ACCORDANCE WITH ACI 318 CHAPTER 5 TOVERIFY STRENGTH FOR ALL CLASSES OF CONCRETE TO THE STRUCTURAL ENGINEER FOR REVIEW PRIOR TOPLACING ANY CONCRETE.
i. SUBMIT REINFORCING PLACEMENT SHOP DRAWINGS TO THE ENGINEER FOR REVIEW PRIOR TO PROCEEDINGWITH THE WORK.
3. GENERALa. REINFORCING STEEL CLEAR COVER SHALL BE AS FOLLOWS UNLESS NOTED OTHERWISE ON THE DRAWINGS:
CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3"
CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND:SLABS:
#11 BARS AND SMALLER 1"b. UNLESS DETAILED OTHERWISE, SPLICES SHALL BE MADE BY CONTACT TENSION LAP SPLICES. MINIMUM LAP TO
BE 44 BAR DIAMETERS FOR #6 BARS AND SMALLER, OR 24 INCHES WHICHEVER IS GREATER. LAP BARS CONTINUOUSAROUND CORNERS.
c. WELDED WIRE FABRIC REINFORCEMENT SHALL BE SUPPLIED IN FLAT SHEETS AND SUPPORTED ON CHAIRS. LAPWELDED WIRE FABRIC TWO FULL MESH LENGTHS (8" MINIMUM) AT SPLICES.
d. NO WELDING OF REINFORCING SHALL BE PERMITTED UNLESS SPECIFICALLY CALLED FOR OR APPROVED BY THESTRUCTURAL ENGINEER. WHERE WELDING OF REINFORCING STEEL IS REQUIRED, PROVIDE BARS CONFORMING TOASTM A706. ALL WELDING PROCEDURES SHALL CONFORM WITH THE REQUIREMENTS OF AWS D1.4.
e. ALL CONCRETE SURFACES SHALL BE MOIST-CURED OR PROTECTED USING A LIQUID MEMBRANE CURING AGENTMEETING THE REQUIREMENTS OF ASTM C309 APPLIED AS SOON AS FINISHING IS COMPLETED TO PREVENT EARLYDRYING OF THE CONCRETE AND TO PROVIDE ADEQUATE CURING FOR A MINIMUM OF 7 DAYS.
f. CONCRETE TOPPING ON METAL DECK SHALL HAVE A MINIMUM FLOOR FLATNESS OF FF25, MAINTAINING THESPECIFIED MINIMUM THICKNESS. THE CONTRACTOR SHALL ALLOW FOR ADDITIONAL CONCRETE OVER THESPECIFIED MINIMUM TO ACCOUNT FOR METAL DECK AND STRUCTURAL DEFLECTIONS.
F. STEEL JOISTS
1. DESIGN STANDARDSa. "STANDARD SPECIFICATIONS FOR OPEN WEB STEEL, K-SERIES JOISTS," STEEL JOIST INSTITUTE (SJI).
2. GENERALa. DESIGN AND FABRICATE OPEN WEB JOISTS AND GIRDERS IN ACCORDANCE WITH THE LATEST EDITION OF THE
SJI SPECIFICATIONS. DESIGN OF JOISTS SHALL BE BY THE JOIST SUPPLIER FOR THE UNIFORM LOADS INDICATEDIN THE SJI STANDARD LOAD TABLES, U.N.O.
b. SPECIAL JOISTS, WHERE NOTED ON PLANS, SHALL BE DESIGNED FOR THE LOADS INDICATED ON THE LOADDIAGRAMS SHOWN ON THE PLANS.
c. DESIGN AND INSTALL BRIDGING PER SJI'S REQUIREMENTS. BRIDGING SHALL BE WELDED OR BOLTED AND ANCHOREDAT END WALLS OR BEAMS. ALL BRIDGING, BRIDGING ANCHORS AND JOIST SEATS SHALL BE COMPLETELY INSTALLEDPRIOR TO THE APPLICATION OF ANY CONSTRUCTION LOADS.
d. STEEL JOISTS SHALL BE SHOP PAINTED WITH AN APPROVED CORROSION RESISTANT PRIMER. ALL STEEL SHALL BEPAINTED IN STRICT ACCORDANCE WITH THE SPECIFICATIONS AND PAINT MANUFACTURER'S RECOMMENDATIONS. PRIORTO PAINTING, ALL STEEL SURFACES SHALL BE PREPARED IN ACCORDANCE WITH SSPC-SP3. ALL PRIMER SHALL BEAPPROVED BY THE ARCHITECT PRIOR TO THEIR USE.
e. STEEL JOISTS SHALL HAVE DOUBLE ANGLE TOP AND BOTTOM CHORDS.
f. CAMBER JOISTS PER SJI STANDARDS, UNLESS OTHERWISE NOTED.
G. CAST-IN-PLACE CONCRETE
g. FOR SLAB SURFACES NOT SCHEDULED TO RECEIVE FLOORING (SEE ARCHITECTURAL DRAWINGS), APPLY ONECOAT SEALHARD CHEMICAL HARDENER AS MANUFACTURED BY L&M CONSTRUCTION CHEMICALS OR APPROVEDEQUAL. APPLICATION OF HARDENER TO CONFORM WITH THE MANUFACTURER'S RECOMMENDATIONS.
h. WHEN INSTALLING EXPANSION BOLTS OR ADHESIVE ANCHORS, THE CONTRACTOR SHALL TAKE MEASURES TOAVOID DRILLING OR CUTTING OF ANY EXISTING REINFORCING AND DESTRUCTION OF CONCRETE. HOLES SHALLBE BLOWN CLEAN PRIOR TO PLACING BOLTS OR ADHESIVE ANCHORS.
4. INSPECTION AND TESTINGa. THE OWNER WILL ENGAGE A TESTING AND INSPECTION AGENCY TO PROVIDE SERVICES AS INDICATED BELOW
AND SUBMIT REPORTS TO THE ARCHITECT AND STRUCTURAL ENGINEER.
b. CAST-IN-PLACE CONCRETE1) THE AGENCY SHALL INSPECT THE REINFORCING STEEL PLACEMENT FOR COMPLIANCE WITH THE CONTRACT
DOCUMENTS AND SHOP DRAWINGS. THE AGENCY SHALL MONITOR ALL STRUCTURAL CONCRETE PLACEMENTFOR CONFORMANCE WITH APPLICABLE ACI REQUIREMENTS.
2) SAMPLE FRESH CONCRETE IN ACCORDANCE WITH ASTM C172. MOLD TEST CYLINDERS IN ACCORDANCEWITH ASTM C31.
3) A MINIMUM OF FOUR TEST CYLINDERS SHALL BE CAST FOR EACH DAY'S POUR OR EACH 50 CUBIC YARDS,WHICHEVER RESULTS IN MORE TEST CYLINDERS.
4) THE AGENCY WILL MAKE ADDITIONAL TESTS OF IN-PLACE CONCRETE AT THE CONTRACTOR'S EXPENSEWHEN THE TEST RESULTS INDICATE SPECIFIED CONCRETE STRENGTHS HAVE NOT BEEN ATTAINED, ASDIRECTED BY THE STRUCTURAL ENGINEER.
5) FLOOR SLAB FLATNESS AND LEVELNESS SHALL BE TESTED IN ACCORDANCE WITH ASTM E1155 AS THEWORK PROGRESSES. THE CONTRACTOR SHALL COORDINATE THIS WORK WITH THE TESTING AGENCY.
Structural Engineers
PROVIDENCEENGINEERINGCORPORATION
1344 South Atherton StreetState College, PA 16801
Phone: 814-531-5805
www.proveng.com
REV
ISIO
ND
ATE
BY
SHEET:
JOB NO.:
SCALE:
DRAWN BY:
CHECKED BY:
DATE:
REVISION 0
S-0.2160723
AS NOTED
10/06/16
HAS/JMC
DGP
GEN
ERA
L ST
RU
CTU
RA
L N
OTE
S
FIR
ST Q
UA
LITY
PR
OD
UC
TSN
DI -
LA
BM
cELH
ATT
AN
, PA
CH
AR
LES
GR
EIB
A
RC
HIT
ECTS
25 W
.MA
IN S
TREE
TLO
CK
HA
VEN
, PA
177
45
0IS
SUED
FO
R B
ID10
/06/
16JM
C-
--
-
--
--
--
--
--
--
--
--
--
--
I. SPECIAL INSPECTION
1. SPECIAL INSPECTION SHALL BE PROVIDED IN ACCORDANCE WITH SECTION 1704 OF THE 2009 INTERNATIONALBUILDING CODE FOR THE FOLLOWING ITEMS:
a. FIELD WELDING.
b. INSTALLATION OF EXPANSION AND/OR ADHESIVE ANCHORS IN CONCRETE.
GENERAL STRUCTURAL NOTES (CONTINUED)
J. DEFERRED SUBMITTALS
FOR THE PURPOSE OF THIS SECTION, DEFERRED SUBMITTALS ARE DEFINED AS DELEGATED DESIGNITEMS THAT ARE TO BE DESIGNED BY OTHERS AND SUBMITTED FOR REVIEW. DEFERRED SUBMITTALDOCUMENTS SHALL BE SUBMITTED TO THE REGISTERED DESIGN PROFESSIONAL IN RESPONSIBLECHARGE FOR THEIR REVIEW FOR GENERAL COMPLIANCE WITH THE DESIGN OF THE BUILDING. [THEREGISTERED DESIGN PROFESSIONAL WILL REVIEW AND FORWARD THEM TO THE BUILDING OFFICIAL.THE DEFERRED SUBMITTAL ITEMS SHALL NOT BE INSTALLED UNTIL THE DEFERRED SUBMITTALDOCUMENTS HAVE BEEN APPROVED BY THE BUILDING OFFICIAL.] DEFERRED STRUCTURAL SUBMITTALSFOR THE PROJECT ARE:
1. STAIRS AND RAILINGS.2. STEEL JOISTS.
FOR EACH DEFERRED SUBMITTAL, REFER TO THE DRAWINGS, DESIGN LOADS, AND APPLICABLEMATERIALS SECTION FOR PERFORMANCE SPECIFICATIONS AND SUBMITTAL REQUIREMENTS. THEDESIGN OF THESE COMPONENTS OR ASSEMBLIES IS THE RESPONSIBILITY OF DELEGATED DESIGNENGINEER IN RESPONSIBLE CHARGE. EACH DEFERRED SUBMITTAL SHALL BE PREPARED UNDER THESUPERVISION OF A PROFESSIONAL ENGINEER LICENSED IN THE PROJECT'S JURISDICTION. SHOPDRAWINGS AND CALCULATIONS SHALL BE SIGNED AND SEALED BY THE ENGINEER IN RESPONSIBLECHARGE AND SUBMITTED FOR REVIEW.
600 S 162 - 54
MEMBER DEPTH:(EXAMPLE: 6" = 600 x 1/100 INCHES)
FLANGE WIDTH:(EXAMPLE: 1 5/8" = 1.625" =162 x 1/100 INCHES)
STYLE:(EXAMPLE: STUD OR JOIST SECTION = S)S = STUD OR JOIST SECTIONST = TRACK SECTIONSU = CHANNEL SECTIONSF = FURRING CHANNEL SECTIONS
MATERIAL THICKNESS:(EXAMPLE: 0.054" = 54 MILS;1 MIL = 1/1000 INCHES)
MINIMUMTHICKNESS (MILS)
REFERENCE ONLYGAUGE NO.
1827303343546897
2522
20 - DRYWALL20 - STRUCTURAL
18161412
DETAIL
STEEL STUD MANUFACTURERSASSOCIATION PRODUCT IDENTIFICATION
NO SCALEA
S-2
SCREW ATTACHMENTSTUD LATERAL BRACING
1 1/2" 16 GAGECHANNELBRACING
STUD (TYPICAL)
3/4"
3/4"
1 1/2"x2" 16 GA CLIPANGLE x 1/4" LESSTHAN STUD WIDTH
1/2"
3/4"
(4) EACH 5/8" S-12SCREWS REQUIRED
WELD ATTACHMENT8" STUD LATERAL BRACING
3/4BOTHSIDES
1 1/2" 16 GAGECHANNELBRACING
1 1/2"x2" 16 GAGE CLIPANGLE x 1/4" LESSTHAN STUD WIDTH
3/4
DETAILHORIZONTAL STUD BRACING
NO SCALEB
S-2
FILLET WELD SIZE BASED ON MINIMUM MATERIAL THICKNESS
SLAB ON GRADE
JOIST BEARING
DOUBLE STUD - STITCH WELD
(2) 4" x 16 GAGE STRAP BRACINGONE SIDE OF WALL FROMFLOOR TO JOIST BEARING
CHANNEL RUNNER ASSEMBLY(SEE DETAIL 1/S-3)
STUDS AT 16"SEE B/S-2 FOR BRACING
DETAILDIAGONAL BRACING AT SHEAR WALLS (SW-1 AND SW-2)
NO SCALEC
S-2
1'-0" 1'-0'
LENGTH VARIES
DS-2
ES-2
ES-2
DS-2
OPP.HAND
OPP.HAND
RUNNER CHANNEL PER 1/S-3
STRAP BRACING
(2) GANG STUDS AT WALLENDS. STITCH WELD
DETAILSTRAP BRACING
SCALE = 3/4" = 1'-0"D
S-2
INTERIORSTUD
(2) GANG STUDSAT WALL ENDSSTITCH WELD
L6x4x5/16 (LLV)
STRAP BRACING1/8
4" MIN.WELD
DETAILSTRAP BRACING AT FLOOR
SCALE = 3/4" = 1'-0"E
S-2DETAIL
TYPICAL NON-BEARING PARTITION WALL BRACING
SCALE = 3/4" = 1'-0"F
S-2
1" M
IN.
TYPI
CAL
(6) 0.157" DIA, POWDER ACTUATEDFASTENERS WITH 1" EMBED ATEACH SIDE
33 MIL (20 GA.) C STUDWITH 1/2" RETURN LIPAND 1 5/8" FLANGE
L2x2x33 MIL (20 GA.) x 0'-4"EACH SIDE AT 24" O.C. MAXIMUMSPACING (USE ANGLE WITHLONGER LEG AS REQUIRED BYWALL LOCATION RELATIVE TODECK FLUTES)
1" C
LEAR
MIN
.TY
PICA
L
33 MIL (20 GA.) SINGLE DEEP LEGDEFLECTION TRACK, 2" VERTICALLEG
TOP OF WALL TRACK CONNECTION0.157" DIA. POWDER ACTUATEDFASTENERS WITH 1" EMBEDMENTAT 24" O.C. MAXIMUM SPACING
NON-BEARING PARTITION WALLSTUD - SEE ARCH. DRAWINGS FORSIZE AND GAUGE
1" C
LEAR
MIN
.TY
PICA
L
SEE
PLAN
SEE
PLAN
SEE
PLAN
JOISTS PARALLEL ORPERPENDICULAR TONON-BEARING PARTITION
NOTES:1. CONNECTION AND TRACK DESIGNED FOR 5 PSF LATERAL LOAD AND GAP DIMENSION.
2. COORDINATE LOCATION WITH ARCHITECTURAL DRAWINGS.
(2) ROWS OF HORIZONTALBRACING, TYPICAL
41" RETURNS
(3) 3/8" DIA. HILTI KWIKBOLT 3 WITH 2" MIN. EMBED
DIETRICH CD8 HOLDDOWN WITH (17) #14STUD FASTENERS AND(1) 7/8" DIA. HASTHREADED ROD ANDHILTI HIT-HY200 EPOXYADHESIVE (ORAPPROVED EQUAL)WITH 3 1/2" MIN. EMBED
41" RETURNS
SEE PLAN
NOTES:1. 16 GAGE FRAMING ANGLE WITH 2 1/2" S-12 PAN HEAD SCREWS IN EACH LEG.
2. 18 GAGE HANGERS AT 16" AND 18 GAGE HEADER FILL-IN TO MATCH WALL STUD SIZE. USE 2 1/2" S-12 PAN HEAD SCREWS AT EACH END.
FLOOR SLAB
2 ROWS OF HORIZONTALBRACING - SEE B/S-2
STUDS - SEE PLAN
BOTTOM WALL TRACKCHANNEL AND FASTENING -
SEE NOTE 1
FILL-IN (WHERE OCCURS) -SEE NOTE 2 AND H/S-2
DETAILTYPICAL LOAD-BEARING METAL STUD WALL ELEVATION
SCALE = 3/4" = 1'-0"G
S-2
SEE 1/S-1
HANGERS AND DOOR HEADER
SCHEDULESEE HEADER
SEE ARCHITECTURAL DRAWINGSFOR SIZE AND LOCATION OF
OPENINGS
TOP WALL TRACK CHANNEL - SEE PLAN
DETAILTYPICAL BOX BEAM HEADER
NO SCALEH
S-2
SCREWS AS REQUIRED(BOTH FLANGES)
C-SHAPES - SEESCHEDULE
SCREWS AS REQUIRED(BOTH FLANGES)
TRACK
CRIPPLE STUD
TRACK
FASTEN TRACK TO CRIPPLESTUD WITH SCREW(S) ATTOP AND BOTTOM (BOTH SIDES)
TRACK
TRACK OR C-SHAPEATTACHED WITH SCREWS(AS REQUIRED)
FASTEN TRACK TO STUD(S)THROUGH FLANGES
FULL HEIGHT STUD(S) -
FASTEN TRACK TO STUDTHROUGH FLANGES ORBENT WEB
JACK STUD(S) - NOTES:1. REFER TO ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR EXACT NUMBER, SIZE AND LOCATION. PROVIDE FRAMES FOR ALL OPENINGS GREATER THAN 10" DIAMETER.
33/16
1/2"DIA. RODS AT 8" O.C. REMOVE AFTEREQUIPMENT, SKYLIGHT, ETC. IS INSTALLED
PROVIDE POUR STOPS AND CELLCLOSURES AT OPENINGS IN FLOORSLAB
STEEL JOIST
WHERE FRAMES SUPPORTEQUIPMENT EXCEEDING300 LBS., REINFORCEJOISTS IN ACCORDANCEWITH DETAIL K/S-2
33/16 TYP.
L4x4x1/4 FRAME
L6x4x3/8 LLH x 4" LONG(4 REQUIRED PER OPENING)
DETAILTYPICAL ROOF OR FLOOR OPENING
NO SCALEJ
S-2
(2) L1 1/2x1 1/2x3/16 STIFFENER FROM LOAD TO JOIST PANELPOINT (1 NEAR SIDE AND 1FAR SIDE)
THRU BOLT JOIST CHORD ANDPROVIDE 3x1/4x3 PLATE WASHERAND NUT BOTH SIDES OF CHORDANGLES
STIFFENER ANGLES REQ'DWHERE CONCENTRATED LOADIS MORE THAN 6" AWAY FROMJOIST TOP OR BOTTOM CHORDPANEL POINT AND LOADEXCEEDS 200 LBS.
PIPE HANGER
ROOFTOP AIR UNIT CURBOR PLATFORM POST
STIFFENER ANGLES REQUIREDWHERE LOADS DO NOT OCCURAT PANEL POINTS
PROVIDE L4x4x1/4 BETWEENJOIST CHORDS AND HEADERSTO PROVIDE CONTINUOUSSUPPORT FOR AIR UNITCURB (TYP. 4 SIDES)
1/8TYP.STEEL JOIST
(2) L1 1/2x1 1/2x3/16 STIFFENER FROM LOAD TO JOIST PANELPOINT (1 NEAR SIDE AND1 FAR SIDE)
SUPPORT ANGLE BY OTHERS
HANGER FOR MECHANICALUNIT, CONVEYOR ORSIMILAR POINT LOADING
STIFFENER ANGLESREQUIRED WHERELOADS DO NOTOCCUR AT PANELPOINTS
DETAILTYPICAL JOIST REINFORCING
NO SCALEK
S-2
ON S-1
SEE SCHEDULE ON S-1
SEE SCHEDULE ON S-1
STEEL ANGLE BEYOND
METAL ROOF ORROOF DECK METAL ROOF OR
ROOF DECK
Structural Engineers
PROVIDENCEENGINEERINGCORPORATION
Certificate Number: ####
10 Eisenhower Boulevard
Phone: 717-509-7000Lancaster, PA 17603
www.proveng.com
REV
ISIO
ND
ATE
BY
SHEET:
JOB NO.:
SCALE:
DRAWN BY:
CHECKED BY:
DATE:
REVISION 0
S-2160723
AS NOTED
10/06/16
HAS/JMC
DGP
STR
UC
TUR
AL
DET
AIL
S A
ND
SEC
TIO
NS
FIR
ST Q
UA
LITY
PR
OD
UC
TSN
DI -
LA
BM
cELH
ATT
AN
, PA
CH
AR
LES
GR
EIB
A
RC
HIT
ECTS
25 W
.MA
IN S
TREE
TLO
CK
HA
VEN
, PA
177
45
0IS
SUED
FO
R B
ID10
/06/
16JM
C-
--
-
--
--
--
--
--
--
--
--
--
--
SECTION 1S-3SCALE: 3/4" = 1'-0"
JOIST BEARINGEL. = SEE PLAN
CONT. 800T125-54
800S250-68 AT 16" O.C.
31 2"
DIETRICH MC975 MOMENT CLIPWITH (4) #12 SCREWS TO EACHSTUD AND 1/2" DIA. x 2" HILTIKWIK BOLT INTO SLAB
3'-6"
MAX
IMUM
600S162-43 AT 16" O.C.
LIGHT WEIGHT CONCRETE SLABON FORM DECK REINFORCEDWITH WWF - SEE PLAN
STEEL JOIST - SEE PLAN
SECTION 2S-3SCALE: 3/4" = 1'-0"
CONT. #4 NOSINGBAR
3" MIN.
CONTINUOUS 600T125-43
CONTINUOUS 600T125-43
4" MIN.
CONT. GAUGEMETAL CLOSURESTRIP
(2) ROWS #10SELF-TAPPINGSCREWS AT 16" O.C.STAGGERED
#10 SCREWS INTOFLANGE EACH SIDEOF STUD
1/2" DIA. x 2" LONG KWIK BOLTS
JOIST BEARINGEL. = SEE PLAN
CONT. 800T125-54
800S250-68 AT 16" O.C.
31 2"
DIETRICH MC975 MOMENT CLIPWITH (4) #12 SCREWS TO EACHSTUD AND 1/2" DIA. x 2" HILTIKWIK BOLT INTO SLAB
3'-6"
MAX
IMUM
600S162-43 AT 16" O.C.
LIGHT WEIGHT CONCRETE SLABON FORM DECK REINFORCEDWITH WWF - SEE PLAN
CONT. #4 NOSINGBAR
3" MIN.
CONTINUOUS 600T125-43
CONTINUOUS 600T125-43
CONT.HSS2 1/2x2 1/2x1/8
(2) ROWS #10SELF-TAPPINGSCREWS AT 16" O.C.STAGGERED
#10 SCREWS INTOFLANGE EACH SIDEOF STUD
1/2" DIA. x 2" LONG KWIK BOLTS
STEEL JOIST -SEE PLAN
SEE PLAN
SECTION 3S-3SCALE: 3/4" = 1'-0"
31 2"
HSS POST - SEE PLAN
L3x3x1/4 KNEE BRACE (TYP.)
COLD FORMED STEEL STUDWALL. SEE 1/S-3 FORINFORMATION NOT SHOWN
STAIR DETAILER TO PROVIDEATTACHMENT TOCONTINUOUS ANGLE CAPABLEOF RESISTING 1 KIP MINIMALLATERAL IN EACH DIRECTION
CONCRETE SLAB ON DECKSEE 1/S-3 FORINFORMATION NOT SHOWN
STAIR , HANDRAILS ANDLANDING BY OTHERS
1'-0"
SEE ARCH.DRAWINGS30" COVERAGE
30/4 PATTERN
TYP. SPACING OF #12SHEET METAL SCREWSFOR ATTACHMENT TOSUPPORTING STRUCTURE
SIDELAP NOTES:
30/4 PATTERN
USING #10 SHEET METAL SCREWSFASTENER BETWEEN EACH SUPPORTFASTEN SIDELAPS TOGETHER WITH (3)
DETAILTYPICAL DECK FASTENING
NO SCALEA
S-3
FILLGAP
CONTINUOUSL8x6x7/16 (LLH)
FILLGAP
CONTINUOUSL8x6x7/16 (LLH)
CONT. GAUGE METAL ZCLOSURE STRIP
CONT. GAUGEMETAL CLOSURESTRIP
CONT. GAUGE METALPOUR STOP
Structural Engineers
PROVIDENCEENGINEERINGCORPORATION
Certificate Number: ####
10 Eisenhower Boulevard
Phone: 717-509-7000Lancaster, PA 17603
www.proveng.com
REV
ISIO
ND
ATE
BY
SHEET:
JOB NO.:
SCALE:
DRAWN BY:
CHECKED BY:
DATE:
REVISION 0
S-3160723
AS NOTED
10/06/16
HAS/JMC
DGP
STR
UC
TUR
AL
DET
AIL
S A
ND
SEC
TIO
NS
FIR
ST Q
UA
LITY
PR
OD
UC
TSN
DI -
LA
BM
cELH
ATT
AN
, PA
CH
AR
LES
GR
EIB
A
RC
HIT
ECTS
25 W
.MA
IN S
TREE
TLO
CK
HA
VEN
, PA
177
45
0IS
SUED
FO
R B
ID10
/06/
16JM
C-
--
-
--
--
--
--
--
--
--
--
--
--