|
GENEPA STRUCTURAL NOTES
<br />STRUGNTURAL SHEET INDEX 1 BUILDING CODE:
<br />sH,ger NA ME 111 THE 2015|NTERNAT0NALBUILDING CODE (|8C)ASADOPTED AND AMENDED BYTHE VVA8H|0QTONSTATE BUILDING CODE
<br />| COUNCIL INCHAPTER 51~50WAC.
<br />I S1.20
<br />OVERALL FOUNDATION PLAN
<br />S7.20
<br />CANOPY FOUNDATION DETAILS AND
<br />02
<br />2
<br />DESIGN LOADS:
<br />21
<br />ROOF:
<br />LIVE.......... ..................... ...................... ..... ............. ...............
<br />....... -.... .... ... '2UP8F^
<br />SNOW: GROUND SNOW LOAD, Pu............ -..........
<br />.................... ..... �2UPSF
<br />6.3
<br />FLAT ROOF SNOW LOAD' Fi-..............................
<br />............... �2O PGF°
<br />6.31
<br />FLATROOF RAIN DNSNOW LOAD, F\.......
<br />..... ...................... 1.8PSF
<br />EXPOSURE FACTOR' C°............... ............
<br />-... -... ............... O
<br />IMPORTANCE FACTOR, |................. ..............................
<br />--1O
<br />THERMAL FACT0R, C`--------------------i2
<br />22
<br />WIND:
<br />BASIC WIND SPEED, V........................... .......... ........................................
<br />....... 110 MPH (ULTIMATE)
<br />RISKCATEGORY. ... ................ ................. ........ ............................................
<br />..... ||
<br />EXPO8URE--............... ........... ...... ............................ ........................
<br />........... C
<br />INTERNAL PRESSURE COEFFICIENT, BC* .............................................
<br />-....... A-U]]
<br />COMPONENT DESIGN PRESSURE ............... ......................................................
<br />SEE TABLE
<br />2.3
<br />SEISMIC DATA:
<br />SITECLASS -----------------------------------'O
<br />RISKCATEGQRY-........ ................................................ ..... -
<br />............................ U
<br />IMPORTANCEFACTOR, |°............. .................. ........... .......................
<br />........ --1.O
<br />MAPPED SPECTRAL RESPONSE COEFFICIENT, So ... ...................
<br />........ ... --1.430
<br />MAPPED SPECTRAL RESPONSE COEFFICIENT, 8`..... -.......................
<br />.... -O.546
<br />63.2
<br />DESIGN SPECTRAL RESPONSE COEFFICIENT, Svo....................
<br />........... ....... ]}.953
<br />DESIGN SPECTRAL RESPONSE COEFFICIENT, So' ...............
<br />.................. _l).346
<br />BASIC SEISMIC RESISTING SYSTEM- ..... .........................
<br />................ ........ .... STEEL ORDINARY MOMENT FRAME
<br />DESIGN BASE GHEAR-........ ...... ... -.......................................................
<br />--.O.272YV
<br />04
<br />SEISMIC RESPONSE COEFFICIENT, Ca ........... ..............................
<br />-....... .... ... O.272
<br />6.5
<br />RESPONSE NIOD|F|CATON FACTOR, H---..................................
<br />....... ...... 3,5
<br />BASIC SEISMIC RESISTING SYSTEM ...................................
<br />...... ................ ..... ORDINARY CONCENTRICALLY BRACED FRAME
<br />8.6
<br />DESIGN BASE SHEAR- ............... ......... ... .......... ............................
<br />... ....... .... Q.2S3VV
<br />0.7
<br />SEISMIC RESPONSE COEFFICIENT, Cs. ..................... ...................
<br />........... -.... O2G3
<br />RESPONSE MODIFICATION FACT0N, 8...................... .... ....
<br />-... -......... ...... 325
<br />ANALYSIS PROCEDURE ........ ....... ___ .................................
<br />..... ___ ....... ........ EQUIVALENT LAT. FORCE PROCEDURE
<br />SEISMIC DESIGN CATEGORY ....... .......... .......... ..... ..............................
<br />-..... -D
<br />0-8
<br />89
<br />° ROOF LIVE LOADS ARE REDUCED IN ACCORDANCE WITH SECTION
<br />1607.12 1007.11 OF THE IBC.
<br />°° PLUS SNOW ACCUMULATION |NACCORDANCE WITH SECTION 1GOG0FTHE IBC.
<br />|
<br />6.10
<br />I COMPONENTAND CLADDING ULTIMATE
<br />WIND PRESSURE TABLE IN PSF 1,2 1
<br />I GROSS ROOF
<br />NET JOIST UPLIFT
<br />'LINEAR INTERPOLATION MAY BE USED FOR TR|BUTARY AREAS BETWEEN THOSE SHOWN
<br />2 PLUS AND MINUS SIGNS SIGNIFY PRESSURES ACTING TOWARD AND AWAY FROM THE PROJECTED
<br />SURFACES, RESPECTIVELY
<br />&17
<br />?4
<br />GENERAL N OPTES
<br />56.18
<br />31
<br />CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR THE MEANS AND METHODS OF CONSTRUCTION AND FOR THE SAFETY
<br />OF PERSONS AND PROPERTY. CONTRACTOR SHALL BE RESPONSIBLE FOR COMPLYING WITH ALL SAFETY PRECAUTIONS AND
<br />I
<br />REGULATIONS DURING THE WORK. THE ENGINEER WILL NOT ADVISE ON NOR ISSUE DIRECTION AS TO SAFETY PRECAUTIONS
<br />AND PROGRAMS.
<br />7
<br />32
<br />THE STRUCTURAL DRAWINGS HEREIN REPRESENT THE FINISHED STRUCTURE. DURING ERECTION OF THE STRUCTURE, THE
<br />7.1
<br />CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR TEMPORARY GUYING, SHORING, BRACING, FORIVIING, ETC. TO HOLD THE
<br />STRUCTURE IN PROPER ALIGNMENT AND TO WITHSTAND ALL LOADS TO WHICH THE STRUCTURE MAY BE SUBJECTED,
<br />INCLUDING LATERAL LOADS, TEMPERATURE DIFFERENTIALS, STOCKPILES OF MATERIAL AND EQUIPMENT. SUCH MEASURES
<br />OHALLBELEFT!NPLACEA8LONGASgE�U|REDFO��AFETYA0�U0T|LALLFR&�|N�ANDCONNECT|ONG|N�LUD|N8RDDF
<br />DECK (AND SUPPORTING FLOORS) ARE IN PLACE. THE INVESTIGATION, DESIGN, SAFETY, ADEQUACY AIND INSPECTION OF
<br />SUCH TEMPORARY MEASURES ARE THE SOLE RESPONSIBILITY OFTHE CONTRACTOR.
<br />3.3
<br />DRAWINGS INDICATE GENERAL AND TYPICAL DET AILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY
<br />SHOWN, SIMILAR DETAILS OFCONSTRUCTION SHALL BEUSED, SUBJECT TUREVIEW BYTHEENGINEER.
<br />1/4
<br />ARCHITECTURAL DRAWINGS, TELECOMMUNICATION DRAWINGS, FIRE PROTECTION DRAWINGS, EQUIPMENT DRAWINGS AND
<br />RELATED ITEMS ARE 8TOTHERS,
<br />3.5
<br />CONTRACTOR AND SUBCONTRACTORS SHALL THOROUGHLY REVIEW ALL DRAWINGS AND SPECIFICATIONS PRIOR TO
<br />SUBMITTING BIDS. MISCELLANEOUS FASTENERS, CLIPS, ETC. THAT ARE NOT DETAILED ON THE DRAWINGS BUT ARE PART OF
<br />THE REQUIREMENTS FOR FULL INSTALLATION OF ALL STRUCTURAL SYSTEMS ARE TO BE PART OFTHE BID. THE
<br />CONTRACTOR SHALL VISIT THE SITE PRIOR TO THE BID TO ASCERTAIN CONDITIONS WHICH MAY ADVERSELY AFFECT THE
<br />BID.
<br />3/6
<br />DURING THE BIDDING STAGE, CONTRACTOR SHALL REQUEST AN INTERPRETATION OF CONFLICTS PRIOR TO BIDDING. IF NO
<br />REQUEST IS MADE, BOTH PROVISIONS SHALL BE PRESUMED TO BE INCLUDED IN THE BID AND THE ARCHITECT/ENGINEER
<br />SHALL DETERMINE WHICH PROVISION GOVERNS, AND THE CONTRACTOR SHALL PERFORM THE WORK AT NO ADDITIONAL
<br />COST -TO THE OWNER.
<br />8.7
<br />ALL OMISSIONS AND CONFLICTS BETWEEN THE VARIOUS ELEMENTS OF THE CONSTRUCTION DRAWINGS AND/OR
<br />SPECIFICATIONS AND/OR EXISTING CONDITIONS SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER BEFORE
<br />PROCEEDING WITH THE WORK.
<br />7.1.1
<br />3.8
<br />THE CONTRACTOR SHALL COORDINATE ALL DEPRESSIONS, DIMENSIONS, ELEVATIONS, SLEEVES, CHASES, HANGERS,
<br />OPENINGS, BLOCK OUTS, INSERTS, ANCHORS, EQUIPMENT SUPPORTS, AND DETAILS WITH THE ENTIRE CONSTRUCTION
<br />7,2
<br />PACKAGE INCLUDING ARCHITECTURAL DRAWINGS, MECHANICAL DRAWINGS, ELECTRICAL DRAWINGS, TELECOMMUNICATION
<br />7,21
<br />DRAWINGS, FIRE PROTECTION DRAWINGS AND EQUIPMENT DRAWINGS. FOR CONCRETE AND MASONRY CONSTRUCTION THE
<br />T2.1.1
<br />INSERTS, EMBEDDED PLATES, ETC. SHALL NOT INTERFERE WITH REINFORCEMENT LOCATIOtlIS.
<br />3.9
<br />ALL MANUFACTURED STRUCTURAL SYSTEMS WHICH ARE COMPOSED OF COMPONENTS TO BE FIELD ERECTED SHALL BE
<br />7.2.1.2
<br />SUPERVISED BY THE SUPPLIER DURING MANUFACTURING, DELIVERY, HANDLING, STORAGE AND ERECTION IN ACCORDANCE
<br />WITH THE SUPPLIER'S INSTRUCTIONS AND REQUIREMENTS.
<br />7.2. 2
<br />8. to
<br />MECHANICAL UNITS SUPPORTED BY ROOF OR FLOOR STRUCTURE ARE SUBJECT -1 0 THE ACCEPTANCE OF THE STRUCTURAL
<br />7.2.2.1
<br />ENGINEER.
<br />311
<br />DONOT HANG ANYTHING FROM THE STEEL ROOF.
<br />4
<br />EXISTING CONsTRUCTION:
<br />8
<br />41
<br />WHEREVER APPLICABLE, PRIOR TO FABRICATION AND CONSTRUCTION, CONTRACTOR SHALL FIELD VERIFY ALL EXISTING
<br />8.1
<br />ELEVATIONS, DIMENSIONS, DETAILS Or' EXISTING STRUCTURAL CONNECTIONS AND OTHER CONDITIONS WHERE THEY
<br />82
<br />AFFECT THIS CONSTRUCTION. NOTIFY THE ENGINEER IF THERE ARE ANY DEVIATIONS FROM THECONTRACT DOCUMENTS.
<br />CONSULT WITH THE STRUCTURAL ENGINEER BEFORE MAKING ANY MODIFICATIONS TO THE EXISTING STRUCTURE NOT
<br />INDICATED ONTHE CONTRACT DOCUMENTS.
<br />42
<br />BEFORE PROCEEDING WITH ANY WORK WITHIN THE EXISTING FACILITY, -1 HE CONTRACTOR SHALL BECOME FAMILIAR WITH
<br />THE EXISTING STRUCTURE. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO PROVIDE ALL NECESSARY BRACING,
<br />SHORING AND OTHER SAFEGUARDS TO MAINTAIN ALL PARTS OF THE EXISTING WORK IN A SAFE CONDITION DURING THE
<br />PROCESS OF DEMOLITION AND CONSTRUCTION AND TO PROTECT FROM DAIVIAGE THOSE PORTIONS OF THE EXISTING WORK
<br />WHICH ARE TO REMAIN.
<br />4.3
<br />THE CONTRACTOR SHALL CONSIDER ALL HAZARDS DUE TO WELDING WITHIN THE EXISTING FACILITY, INCLUDING FIRE
<br />HAZARD, TOXIC SMOKE HAZARD AND LIQUEFACTION OF MEMBERS UNDER LOAD. VERIFY THE PRESENCE OF ANY TOXIC
<br />MAT ER|ALSPRIOR TOBIDDING THE WORK ORSUBMITTAL OFFINAL PRICE.
<br />8.3
<br />5
<br />FOOTINGS AND SOIL DATA:
<br />5i
<br />PER SOIL INVESTIGATION (GEOTECHN|CALREPORT) MADE BYKLE|NFELDER.REPORT NO. 2U2O3884.001AD/g'EDO4/9/2020.
<br />THE STRUCTURE |3DESIGNED FOR THE FOLLOWING:
<br />MAXIMUM ALLOWABLE SOIL BEARING CAPACITY 8DUOPSF '''.-.'-.-.''-.-.''''-
<br />84
<br />�
<br />PASSIVE EARTH PRESSURE ----------___ --------------258P0FPER FOOT
<br />COEFFICIENT OF FRICTION... -------------------------'O3O
<br />52
<br />FOOTINGS ENGINEERED
<br />' ' �
<br />85
<br />PREPARED AND COMPACTED ACCORDING TO THE RECOMMENDATIONS PROVIDED IN THE GEOTECHNICAL REPORT.
<br />�
<br />53
<br />ALL F|LLAND�TH��UNSU|TABLEBEA�|NG�ATER�LSHALLBEREKAQVEDA�EOTECHW|CAL�NG}NEERSHALL
<br />' �
<br />@6
<br />INSPECT THE EXCAVAT ED AREA TO ENSURE ALL MATERIALS REQUIRING REMOVAL HAVE BEEN REMOVED AND TO VERIFY
<br />87
<br />THE SOIL BEARING CAPACITY USED FOR DESIGN PRIOR TOCONCRETE PLACEMENT.
<br />54
<br />�
<br />EMBEDMENT �
<br />88
<br />ELEVATION SHALL BELOWERED ASREQUIRED TOMEET THIS MINIMUM.
<br />5�5
<br />BACKFILL SHALL BE PLACED AND COMPACTED AGAINST BOTH SIDES OF FOUNDATION WALLS (OTHER THAN BASEMENT
<br />WALLS) SIMULTANEOUSLY. SUPPORTING FLOORS (INCLUDING SLAB -ON -GRADE) SHALL BE PLACED PRIOR TO BACK -FILLING
<br />AGAINST BASEMENT WALLS. CONTRACTOR SHALL PROVIDE ADEQUATE BRACING TDSUPPORT AMDSTABILIZE VVALLSUNTIL
<br />THE SUPPORTING MEMBERS ARE INSTALLED AND HAVE REACHED SUFFICIENT STRENGTH.
<br />@8
<br />5.0
<br />ALL MAJOR EQUIPMENT SHALL MAINTAIN ASAFE CLEAR DISTANCE FROM RETAINING WALLS.
<br />57
<br />�
<br />PRIOR FOUNDATIONS
<br />' �
<br />8,10
<br />LOWERED WHERE REQUIRED TOAVOID UTILITIES.
<br />5.8
<br />MUD SLABS, FOOTINGS OR SLABS SHALL NOT BE PLACED ONTO OR AGAINST SUBGRADE CONTAINING FREE WATER, FROST
<br />�
<br />OR ICE.
<br />811
<br />��NYFOOTING ORSLAB GUBGRADEBEFORE AND AFTER PLACING CONCRETE UNTIL SUCH SUBGRADEGARE FULLY
<br />�
<br />PROTECTED 8YTHE PERMANENT BUILDING STRUCTURE ORPROPER DEPTH 0FBURY.
<br />812
<br />5.9
<br />DONOT UNDERMINE EXISTING FOUNDATIONS UNLESS NOTED ONDRAWINGS.
<br />5.10
<br />FOOTING ELEVATIONS SHOWN IN DRAWINGS ARE ESTIMATED FROM SOIL BORING DATA; FINAL ELEVATION MAY BE LOWERED
<br />A8DETERMINED BYTESTING AGENT DURING CONSTRUCTION. \
<br />6 REINFORCED CONCRETE:
<br />�3. 1 DESIGN CODE: BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE (ACI 318), LATEST ADOPTION.
<br />CONCRETE MIXES SHALL 8EDESIGNED PER AC|3U1US|WGTHEFOLLOWING:
<br />P0RTLANDCEMENT CONFORMING T0ASTMC1E00RC595
<br />FLY ASH CONFORMING TOA8TK8CO18.
<br />AGGREGATE CONFORMING TOASTK4C33,
<br />ADMIXTURES CONFORMING TO ASTM C494, C1017, AND C260. DO NOT USE CALCIUM CHLORIDE OR ADMIXTURES
<br />CONTAINING CALCIUM CHLORIDE.
<br />CONCRETE SHALL BEREADY-MIXED |NACCORDANCE WITH ASTMC04.
<br />CONCRETE SHALL NOT CONTAIN ANY CALCIUM CHLORIDE OR ADMIXTURES CONTAINING CALCIUM SALTS.
<br />MATERIAL STRENGTHS:
<br />PROVIDE THE FOLLOWING CONCRETE PROPERTIES:
<br />COMPRESSIVE--
<br />MAX WATE R TO
<br />, TOLERANCE O@AIR CONTENT AGDELIVERED SHALL BE±1.594.
<br />~ PRIOR TOADDITION [)FPLASTICIZER ORHIGH-RANGE WATER -REDUCER
<br />3 THESE WIC RATIOS MAY BE LOWER THAN NECESSARY TO PROVIDE THE SPECIFIED STRENGTHS.
<br />�
<br />< � < I k
<br />I-- _ - __ _ ________-__ __ ___� _ -__ _. __ __ ~
<br />li 0
<br />REINFORCING STEEL:
<br />'101
<br />WELDABLE BARS ..... ... ...................................................... ................... ... ......... ASTMA7O0'GR_OO
<br />102
<br />ALL OTHER BARS, STIRRUPS AND TlE8-............ -................................ ........ 48TMA8i5'GR. 0O
<br />10.3
<br />WELDEDWIRE FABRIC ............................... ..................... ....... -..................... 4STMAJ084
<br />PLACEMENT DFCONCRETE AND RE|NFORCBNENTSHALL RE|N ACCORDANCE WITH AC|AND CRS|STANDARDS.
<br />CLEAN REINFORCEMENT OF LOOSE RUST, MILL SCALE, EARTH, ICE, AND OTHER FOREIGN MATERIALS THAT REDUCE BOND
<br />104
<br />TO CONCRETE.
<br />PROVIDE 3/4^CHAMFER ATALL EXPOSED CORNERS.
<br />FURNISH THE FOLLOWING CONCRETE-: COVER ON REINFORCING BARS UNLESS SHOWN OTHERWISE ON DRAWINGS:
<br />SLABS (}MGRADE...................... ................ ................... ......... .... ............ ---.CENTERMESH ORBARS |NSLAB
<br />PIERS .... ... .......................................... ___ ...................................... ... -.......... -11/2^COVER ONTIES
<br />FOOTINGS ....... ... ...... .... ................... ... ... -.............. ............................ ......... ^ COVER ONBOTTOM AND SIDES
<br />WALLS .................................. ...... .................. .................. ..... .......... ..... -....... ... 2^COVER WHERE EXPOSED TOSOIL OR
<br />WEATHER AND 3/4^OTHERWISE
<br />WELDING (INCLUDING TACKING) OF BARS OTHER THAN ASTIVI A706 SHALL NOT BE ALLOWED. WELDING OF AST M A706 BARS
<br />SHALL CONFORM TUAVVSD1.4.
<br />MA INTAIN CONCRETE IN A CONTINUOUSLY DAMP AND WET CONDITION FOR NOT LESS THAN 7 D A YS AFTER PLACING.
<br />PROTECTFRON/i MOISTURE LOSS WITH SHEETING OR SPRAY -ON IMEMBRANE MEETING ASTM C309 AND COMPATIBLE WITH
<br />FLOOR COVERINGS,
<br />FINISHING REQUIREMENTS ARE A8FOLLOWS (REFER TOAC|301):
<br />SMOOTH RUBBED FINISH ONEXPOSED FORM SURFACES,
<br />WOOD FLOAT FINISH ONSLABS TORECEIVE TOPPING,
<br />STEEL TROWEL FINISH ON INTERIOR SLABS AND SLABS TO RECEIVE FINISH FLOORING.
<br />10.5
<br />BROOM FINISH ONWALKS, STAIRS AND EXTERIOR CONCRETE PEDESTRIAN PAVING.
<br />18�6
<br />NONSLIP FINISH SHALL BE APPLIED WITH ALUMINUM OXIDE TYPE SURFACE TREATMENT.
<br />DO NOT FIELD BEND BARS PARTIALLY EMBEDDED IN HARDENED CONCRET E UNLESS SPECIFICALLY INDICATED OR
<br />10'7
<br />ACCEPTED BYTHE ENGINEER.
<br />10�8
<br />PROVIDE CORNER BARS EQUAL IN SIZE AND SPACING TO WALL HORIZONTAL REINFORCEMENT UNLESS OTHERWISE
<br />DETAILED.
<br />10�9
<br />COLD WEATHER CONCRETING SHALL FOLLOW PROCEDURES |NAC| 306.
<br />HOT WEATHER CONCRETING SHALL FOLLOW PROCEDURES |NACI 305.
<br />10A0
<br />PROVIDE 48 BAR DIAMETER LAP LENGTHS FOR WALL FOOTINGS UNLESS NOTED OTHERWISE. FOR OTHER LAP LENGTHS
<br />(REFER TO SCHEDULE ON PLANS) PROVIDE CLASS B LAP SPLICES |NACCORDANCE WITH AC| 318.
<br />BAR SUPPORTS AND HOLDING BARS SHALL BE PROVIDED FOR ALL REINFORCING STEEL TO ENSURE COMPLIANCE WITH
<br />MINIMUM CONCRETE COVER. BAR SUPPORTS SHALL BE PLASTIC, PLASTIC TIPPED, EPDXY COATED OR STAINLESS STEEL
<br />I I
<br />FOR UNCOATED STEEL, BAR SUPPORTS FOR COATED STEEL SHALL BE PLASTIC, PLASTIC COATED OR EPDXY COATED.
<br />11.1
<br />FORMWORK SHALL REMAIN IN PLACE UNTIL CONCRETE HAS ATTAINED A MINIMUM COMPRESSIVE STRENGTH OF 3,000 PSI,
<br />UNLESS OTHERWISE DIRECTED BY THE ENGINEER, THE CONTRACTOR SHALL PROVIDE ALL SHORING.
<br />11.2
<br />VERTICAL WALL CONSTRUCTION JOINTS SHALL BE FORMEDWITH VERTICAL BULKHEADS AND KEYWAYS. WALL REINFORCING
<br />SHALL BE CONTINUOUS THROUGH THE JOINT OR SHALL BE DOWELED WITH AN EQUIVALENT AREA OF REINFORCEMENT
<br />UNLESS NOTED OTHERWISE.
<br />| 113
<br />POST -INSTALLED FASTENING:
<br />POST -INSTALLED SYSTEMS ARE BASED ON THE FOLLOWING (UNLESS NOTED OTHERWISE):
<br />DESCRIPTION
<br />ANCHORIADH ESIVE I
<br />I APPLICATIONS
<br />ICC REPORT NUMBER
<br />HILT] HIT-HY200; ANCHOR SIZE AND
<br />CONCRETE
<br />EMBEDMENT PER THE DRAWINGS
<br />E-SR-3187
<br />ADHESIVES
<br />___
<br />HILTI HIT-HY 270; ANCHOR SIZE AND
<br />CONCRETE MASONRY
<br />EXPANSION
<br />HILTI KWIK BOLTTZ; ANCHOR SIZE ANID
<br />CONCRETE
<br />AN"'HOR
<br />EMBEDMENT PER THE DRAWINGS
<br />ESR-3785
<br />SCREW
<br />HiLTI HUS-EZ; ANCHOR SIZE AND
<br />ANCHOR
<br />EMBEDMENT PER THE DRAWINGSS
<br />CONCRETE
<br />. ESR-3027
<br />I SUBSTITUTIONS WILL BE CONSIDERED PROVIDED THE CONTRACTOR SUPPLIES DOC'UNIENTATION OF EQUAL OR
<br />� GREATER CAPACITY BASED ON ANCHOR SIZE, EMBEDMENT DEPTFI, SPACING AND EDGE DISTANCE. .
<br />�- __� _ -_- _ � _- __ _ � � _ �� - _ -
<br />' CONTRACTOR SHALL COORDINATE FASTENER TYPE WITH DECKING GAUGE AND SUPPORTING MEMBER THICKNESS
<br />11.3,1
<br />11'4
<br />11.5
<br />11.12
<br />S- TEEL JOISTS:
<br />DESIGN CODE: AISC AND SJI STANDARD SPECIFICATIONS AND LOAD TABLES, LATEST ADOPTION.
<br />MATERIAL STRENGTHS: PER 8J|SPECIFICATIONS.
<br />JOISTS SHALL BE DESIGNED, FABRICATED AND ERECTED ACCORDING TO THE SPECIFICATIONS OF SJI, LATEST ADOPTION.
<br />JOIST SUPPLIER SHALL FURNISH WALL AND BEAM BRIDGING ANCHORS, HEADERS AND TOP AND BOTTOM CHORD
<br />EXTENSIONS WHERE SHOWN. JOISTS ON COLUMN CENTERLINES OR THE NEAREST JOIST ON EITHER SIDE OF EACH COLUMN
<br />SHALL HAVE EXTENDED BOTTOM CHORD PER TYPICAL DETAILS.
<br />JOISTS SHALL BESHOP-PRIMED WITH ONE COAT 0FSGPC15'08.TYPE 1(RED OXIDE) PAINT, |NACCORDANCE WITH 3J|
<br />REQUIREMENTS. (SHALL RECEIVE ASHOP COAT QFZINC RICH PRIkAER.)
<br />BRIDGING SHALL BEQFTHETYPE, SIZE AND SPACING PER GJ|. REFERTDSJ|STANDARD SPECIFICATIONS LOAD TABLES &
<br />WEIGHT TABLES FOR JOISTS SPANS THAT REQUIRE BOLTED CROSS BRIDGING TO BE IN PLACE BEFORE SLACKENING OF
<br />HOISTING LINES.
<br />ALL. JOISTS SHALL BEPROPERLY ANCHORED ATBEARINGS.
<br />JOIST BRIDGING AND CONNECTIONS SHALL BE COMPLETELY INSTALLED PRIOR TO PLACING ANY CONSTRUCTION LOADS ON
<br />THE JOISTS. CONSTRUCTION LOADING SHALL NOTEXCEED THE SAFE JOIST CAPACITY CONSIDERING TOP CHORD BRACING.
<br />REFERTODR/gN|NBSAND TYPICAL DETAILS FOR PIPING AND K�ECHAN|CALUNITS SUPPORTED 8YJOISTS. LOCATE ANY
<br />SUCH HANGERS OR LOADS AT PANEL POINTS AT LEAST 6'-O" FROM ANY OTHER LOAD ON THE SAME JOIST. FOR ALL OTHER
<br />SITUATIONS, REFER TOTHE ENGINEER FOR DIRECTION.
<br />DESIGN JOISTS FOR NET WIND UPLIFT LOAD AS INDICATED ON DRAWINGS. PROVIDE ADDITIONAL BRIDGING FOR UPLIFT
<br />PURPOSES AS NECESSARY. UPLIFT BRIDGING SHALL TERM INATEWITH DIAGONAL BRIDGING AT ALL ENID BAYS,
<br />"SP" IN JOIST DESIGNATIONS DENOTES SPECIAL JOIST; REFER TO DRAWINGS FOR JOIST LOADING DIAGRAM.
<br />THE JOIST MANUFACTURER SHALL BE A SJI CERTIFIED SHOP AND SHALL MAINTAIN APPROVED FABRICAT ION PROCEDURES
<br />AND QUALITY CONTROL RECORDS.
<br />STEEL ROOF DECK:
<br />DESIGN CODE: SDI DESIGN MANUAL FOR ROOF DECKS, LATEST ADOPTION.
<br />MATERIAL STRENGTHS: PER SDI SPECIFICATIONS.
<br />ROOF DECK SHALL BE WIDE RIB STEEL DECK, SIZE AND GAUGE AS INDICATED ON DRAWINGS, DESIGNED, FABRICATED AND
<br />ERECTED ACCORDING TDTHEE SPECIFICATIONS OFTHE SDI. LATE8TADDPT0N.
<br />UNLESS SHOWN OTHERWISE, DECKING SHALL BE SECURED To SUPPORTING STEEL PER THE FOLLOWING TABLE
<br />PATTERN / SPACING I
<br />6" OC - END SUPPORTS AND LAPS
<br />12" OC - tINTERMIEDIATE SUPPORTS I
<br />PUNCHLOK«Srr 2 | 12"QC | - | S0ELAPS
<br />/POVVDE�A�TUATEDFAGTENERSARE PROHIBITED.
<br />�l PROVIDED BYTHE DECK SUPPLIER AND INSTALLED BYTHE DECK ERECTOR
<br />ROOF DECK END LAPS SHALL BEAMINIMUM 0F0^
<br />ROOF DECK SHALL SPAN PERPENDICULAR TOSUPPORTS AND INDIVIDUAL PIECES SHALL 8E0FSUFFICIENT LENGTHTD
<br />COVER AMINIMUM OFTHREE SPANS WHEREVER POSSIBLE.
<br />ALL STEEL DECK WELDING SHALL BE|NACCORDANCE WITH AVV3D1.3.
<br />ROOF DECK SHALL RECEIVE A STANDARD SHOP COAT OF PAINT. FLOOR DECK SHALL BE GALVANIZED. ALL DECK WELDS
<br />SHALL BE TOUCHED UP WITH PAINT (GALVANIZING REPAIR PAINT FOR GALVANIZED DECKS).
<br />PROVIDE CLOSURES, POUR STOPS, FILLERS, AND SUMPS ASNECESSARY. ACCESSORIES SHALL BEAMINIMUM DF20GAUGE
<br />0RMATCH DECK GAUGE, WHICHEVER |STHICKER.
<br />AT OPENINGS AND EDGES IN FLOOR OR ROOF DECK PROVIDE CONTINUOUS SHEET MET L CLOSURES AND CONTINUOUS
<br />DECK CLOSURES AT END SPANS. WHERE OPENINGS ARE 12" OR LARGER IN WIDTH OR LENGTH, PROVIDE A STEEL FRAME
<br />CAPABLE OFSUPPORTING TRIBUTARY LOADS,
<br />COLD -FORMED STEEL FRAMING:
<br />DESIGN, FABRICATION AND ERECTION COLD -FORMED STEEL FRAMING SHALL CONFORM TO THE NORTH AMERICAN
<br />SPECIFICATION FOR THE DESIGN OF COLD -FORMED STEEL STRUCTURAL MEMBERS (AISI S100), LATEST ADOPTION.
<br />MINIMUM SSMA STUD DESIGNATIONS ARE SHOWN ON THE DRAWINGS. STRUCTURAL STUD AND/OR JOIST FRAMING
<br />MEMBERS AND CONNECTIONS ARE TO BE DESIGNED BY THE COLD-FORNIED STEEL SUPPLIER. REFER TO THE SUBMITTALS
<br />SECTION OF THE STRUCTURAL NOTES FOR CALCULATION PNND SHOP DRAWING SUBMITTAL REQUIREMENTS.
<br />DETAILS SHOWN ON THE DRAWINGS ARE INTENDED TO EXPRESS A DESIGN MINIMUM PERFORMANCE.
<br />FURNISH BRIDGING, BLOCKING, CLIP ANGLES, BRACING, REIN FORCEEMENTS, FASTENERS AND ALL OTHER ACCESSORIES FOR
<br />COMPLETE INSTALLATION AS RECOMMENDED BYTHE MANUFACTURER FOR THE APPLICATION INDICATED. ALL BRIDGING (IF
<br />REQUIRED) SHALL BEINSTALLED PRIOR TOTHE ADDITION C)FANY LOADING.
<br />STUDS AND ACCESSORIES SHALL BE GALVANIZED WITH A G-60 COATING MEETING THE REQUIREMENTS OF ASTM A653.
<br />ALL WELDING SHALL BE PERFORMED BY CERTIFIED WELDERS PER AWS STANDARDS, IN CONFORMANCE WITH AWS
<br />SPECIFICATION D1.8.CONSULT /4WSDi8.OWELDING ZINC COATED STEEL.
<br />ALL FIELD WELDS AND SURFACES ABRADED DURING SHIPPING OR ERECTION SHALL BE TOUCHED UP WITH ZINC RICH PAINT
<br />(WITH ACOLD-GALVANIZING PRODUCT) IMMEDIATELY AFTER ERECTION.
<br />NOTCHING ORCOP|NGOFSTUDS |SNOT ALLOWED, UNLESS NOTED OTHERWISE
<br />SPLICES |NAXIALLY LOADED STUDS ARE NOT PERMITTED.
<br />END OF STUDS SHALL FIRMLY AND SQUARELY SEAT TO RUNNER TRACKS, TOP AND BOTTOM.
<br />SECURELY ANCHOR ALL GIRTS AND PURLINS TO EACH OTHER AND TO THE SUPPORTING STRUCTURE,
<br />RUNMERTFACKSHALLBEARFULLY0N8UPPORT|NGBTRUCTUREAND8HALLBEPA8TENEDTOCONCRETEVV|THPOVYDER-
<br />ACTUATEDFASTENER8PERTHEPOGT-|N8TALLEOFA8TENERSECT|O0.UNLE8SNOTEDOTHERVV|8E.
<br />TOP TRACK CONNECTIONS OF NON -LOAD BEARING WALLS SHALL PROVIDE FOR A 1/2" MINIMUM VERTICAL DEFLECTION OF
<br />SPANDREL BEAMS, GIRDERS, ETC, UNLESS NOTED OTHERWISE.
<br />PROVIDE DOUBLE JACK STUDS AT ALL BEAM AND TRUSS BEARINGS, UNLESS OTHERWISE NO -FED.
<br />PROVIDE WEB STIFFENERS AT JOiST AND RAFTER BEARINGS IN ACCORDANCE WITH THE MANUFACTURER'S REQUIREMENTS.
<br />THE GAUGE OF ALL CONNECTING ELEMENTS, INCLUDING TRACKS, SHALL BE NO LIGHTERTHAN THE GAUGE OF THE MEMBER
<br />BEING CONNECTED.
<br />� � � !
<br />12
<br />��������IT���LS:
<br />L__- 1_____ �_- L -� ------� ----- --------------- ----------------------- -------'---- -
<br />PO�T-|N��ALLEDANCHDR��HALLBE|WSTALLEQ1MACC0���NCEVY|THTHEk8ANUFACTURER'�P0NTED|NSTALLAT0N
<br />��1
<br />�
<br />�ENERALSUBk8�TALRE�U|REKAENTS
<br />INSTRUCTIONS.
<br />�. 12�1
<br />CONTRACTOR SHALL REVIEW, STAMP, SIGN AND DATE ALL SUBMITTALS PRIOR TOFORWARDING TOARCH |TECT/ENGIN EER
<br />INSTALLATION RECW|REKAENT8FOR ADHESIVE ANCHORS:
<br />THE ENGINEER'S REVIEW IS FOR CONFORMANCE WITHTHE DESIGN CONCEPT AND GENERAL COMPLIANCE WITH THE
<br />HD0�OMT�LQRU�YYA�DLY�NCL|NED0R|ENT�T|OWG
<br />�
<br />RELEVANT�O�T�ACTDQCUKXENT8THEE0G|NEEFY8REV|EVYDDESNOTRELiEYETHECO0TRACT0ROFTHE8OLE
<br />INSTALLATION SHALL BEPERF[)RK8EDBYPERB(}NNELCERTIFIED |NACCORDANCE VV|THAC|K}RS|ADHESIVE ANCHOR
<br />RE8PONS�B|L!TYTD8EV|E�CMECKANDC0ORD��ATETHESUBK8|TTALGTHECDNTRACTDRRE��|NBSDLELYRESPO�G|BLE
<br />'
<br />|N8TALLERCERT|F|�AT|0NPR0GRAKd�
<br />FD�ERRDRSA�DOK8!8G|ONS}NTHEBU�K8|TTALG .
<br />INSTALLATION SHALL BE CONTINUOUSLY INSPECTED DURING INSTALLATION BY AN INSPECTOR SPECIALLY APPROVED BY
<br />12A.2
<br />SHOP DRAWINGS SHALL BE IN THE FORM OF BLACK -LINE PRINTS OR PORTABLE DOCUMENT FORMAT (PDF) FOR REVIEW.
<br />THE BUILDING OFFICIAL.
<br />DRAWINGS LISTED BELOW AS"CERTIFIED" SHALL BEAR THE SIGNED AND DATED SEAL OF A PROFESSIONAL ENGINEER
<br />ALL0THEROR|ENTAT|DNS
<br />�
<br />REGISTERED /BNDCASE SHALL REPRODUCTIONS 0FTHE C()NTRACT
<br />INSTALLATION SHALL BE PERFORMED BY PERSONNEL TRAINED TO INSTALL ADHESIVE ANCHORS. TRAINING SHALL INCLUDE
<br />DRAWINGS 8EUSED ASSHOP DRAWINGS. DRAWINGS SHALL SHOW ERECTION PLANS, DIMENSIONS, BRACING AND BRIDGING
<br />PRODUCT -SPECIFIC TRAINING OFFERED BY THE ADHESIVE MANUFACTURER AND SHALL BE INSPECTED IN ACCORDANCE
<br />REQUIREMENTS, DETAILS, SUPPORTED MECHANICAL EQUIPMENT AND PIPING. SUBMITTALS ARE REQUIRED.
<br />WITH THE !CC REPORT.
<br />1213
<br />CALCULATIONS FOR SPECIALTY STRUCTURAL AND/OR MANUFACTURED ITEMS SHALL BEAR THE SIGNED AND DATED SEAL OF
<br />A PROFESSIONAL ENGINEER REGISTERED IN THE STATE WHERE THE PROJECT IS LOCATED. CALCULATIONS SHALL INCLUDE
<br />DESIGN CRITERIA, REACTION FORCES, LOAD CAPAC|T|E8 LAYOUTS SHQVV!NGSPAN AND PITCH, AND CONNECTIONS.
<br />��][������'���R�`�~��7[�����-:
<br />i2.1.4
<br />SHOP DRAVV|NG8AND CALCULATIONS SHALL BESUB&1|T-EDPRIOR TOFABRICATION
<br />DESIGN CODE: SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS (AISC 360). LATEST ADOPTION.
<br />12.2
<br />CON�RETE�
<br />MATERIAL SPECIFICATIONS (UNLESS NOTED OTHERVV|SE):
<br />12.2.1
<br />CONCRETE MIX DESIGN(S) SHALL BE SUBMITTED 1-0 ENGINEER FOR REVIEW. A SIGNED CERTIFICATION STATING
<br />STRUCTURAL STEEL WIDE FLANGE .'''''''-.''''''''.......................... ... AST@A852
<br />COMPLIANCE WITH ACI31O.CHAPTER 5SHALL BE SUBMITTED WITH EACH MIX DESIGN.
<br />OTHER STRUCTURAL STEEL ROLLED SHAPES, PLATES & BARS ..... ............ ASTMA38
<br />12.22
<br />REINFORCING STEEL SHOP DRAWINGS.
<br />HOLLOW STRUCTURAL SECTIONS ............. ...... .............. ... ..... ... ............. ... ASTMA5O0.GRB
<br />12.2-3
<br />CERTIFIED PRECAST CONCRETE SHOP DRAWINGS AND CALCULATIONS
<br />STRUCTURAL STEEL PIPE (TYPE E)........................................... ....................... AGTMA53.GRB
<br />12.2.3.1
<br />SHOP DRAWINGS SHALL SHOW REINFORCING, INSERTS, BEARING PADS, OPENINGS, EMBED PLATES FOR HOLDOWNS,
<br />CONNECTION BOLTS ... -....... .............................. ......... -...... ............. ......... ^4GTMF3125A325TYPE 1
<br />BEARING PLATES AND ANCHORS.
<br />THREADED RODS ......... ...................................................................... .... ........... 4STMA3S
<br />12.3
<br />MASONRY:
<br />STEEL HEADED STUD ANCHORS (GRADE B)-.............. ...................... ....... ... 4STM A1D8
<br />12.51
<br />MASONRY PRODUCT DATA
<br />ANCHOR RDDS-.......... ...... ....... .... .................. ................................. ........... 4STMF1554.GRDG
<br />12.311
<br />FABRICATED WIRE REINFORCEMENT, CONTROL JOINT INSERTS, STRAP ANCHORS, WALL TIES, FLEXIBLE ANCHORS, REBAR
<br />WELDS (E7OXXELECTROOES)........................................... .............................. AWXS D11
<br />P0S0ONERS
<br />NON -SHRINK GROUT (7.000PSI) ..... ............ ___ .................. ......................... ... 4STMC11D7.GFLA
<br />12.3,2
<br />REINFORCING STEEL SHOP DRAWINGS.
<br />ALL STRUCTURAL STEEL, INCLUDING ANCHOR BOLTS, SHALL BE FABRICATED AND ERECTED ACCORDING TO THE
<br />124
<br />STRUCTURAL STEEL:
<br />SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS (AISC 360), LATEST ADOPTION AND THE CODE OF STANDARD PRACTICE
<br />12A.1
<br />CERTIFIED SHOP DRAWINGS
<br />FOR STEEL BUILDINGS AND BRIDGES (A|8C303).LATEST ADOPTION. PROVISION 4/4AND APPENDIX AOFTHE A|SCCODE OF
<br />12.5
<br />STEEL JOISTS:
<br />STANDARD PRACTICE ARE SPECIFICALLY DELETED FROM THE PROJECT CONTRACT DOCUMENTS. THE FABRICATOR SHALL
<br />12.5.1
<br />CERTIFIED SHOP DRAWINGS AND CALCULATIONS
<br />PROVIDE ITS SCHEDULE FOR THESUBMITTAL Or' SHOP AND ERECTION DRAWINGS AMINIMUM [)F14DAYS PRIOR TOFIRST
<br />12.5.11
<br />CALCULATIONS REQUIRED FOR SPECIAL JOISTS DEFINED ONTHE DRAWINGS.
<br />SUBMITTAL.
<br />12.6
<br />STEEL DECKING:
<br />ALL COLUMNS, ANCHOR BOLTS, BASE PLATES, ETC. HAVE BEEN DESIGNED FOR -THE FINAL COMPLETED CONDITION AND
<br />12.65A
<br />SHOP DRAWINGS
<br />HAVE NOT BEEN INVESTIGATED FOR POTENTIAL LOADINGS ENCOUNTERED DURING STEEL ERECTION AND CONSTRUCTION.
<br />12. 6.11
<br />SHOP DRAWINGS SHALL SHOW LAYOUT, -1 YPES OF STEEL DECK UNITS, CONNECTION DETAILS, ACCESSORIES AND OTHER
<br />CONFORMANCE TO OR DEVIATION FROM ALLOWABLE CAPACITIES DURING ERECTION IS THE SOLE RESPONSIBILITY OF THE
<br />RELATED ITEMS. DRAWINGS SHALL CLEARLY INDICATE BY CLOUDED NOTE ALL PIECES OF DECK SPANNING LESS THAN
<br />CONTRACTOR (SEE GENERAL NOTEG).
<br />THREE SPANS, AND SHALL REQUIRE THE ENGINEER'S ACCEPTANCE OF STRUCTURAL CAPACITY FOR SUCH CONDITION
<br />STEEL FABRICATOR SHALL BE DESIGNATED AN AISC CERTIFIED PLANT, CATEGORY STD AND SHALL MAINTAIN DETAILED
<br />PRIOR TDFABRICATION.
<br />QUALITY CONTROL PROCEDURES.
<br />12.62
<br />DECK FASTENER LAYOUT CALCULATIONS
<br />STEEL ERECTOR SHALL. BEDESIGNATED ANA|SCCERTIFIED ERECTOR, CATEGORY CSE.
<br />12.6.2.1
<br />CALCULATIONS SHALL INCLUDE FASTENER TYPES, FASTENER LOCATIONS AND BASE MATERIAL THICKNESSES,
<br />PROVIDE STIFFENERS, THROUGH PLATES, ETC AS REQUIRED TO DEVELOP REACTIONS AT HSS, PIPE AND WIDE -FLANGE
<br />12.7
<br />COLD -FORMED STEEL FRAMING:
<br />CONNECTIONS.
<br />12.71
<br />CERTIFIED SHOP DRAWINGS AND CALCULAT IONS (EXCLUDING INTERIOR NON -BEARING WALLS).
<br />BEAMS SHALL BE FABRICATED AND ERECTED FOR PLACEMENT WITH THE NATURAL CAMBER UP. PROVIDE CAMBERS AS
<br />1271�
<br />MANUFACTURER'S PRODUCT DATA AND LATEST TECHNICAL DATA, SECTION PROPERTIES AND MATERIAL
<br />INDICATED ON THE DRAWINGS. CAMBERS SHOWN ON THE DRAWINGS REFLECT THE IN -PLACE, ERECTED BEAM CONDITIONS.
<br />STRENGTHS OFALL FRAMING MEMBERS THAT ARE USED.
<br />CAMBERS SHALL BE INCREASED ACCORDINGLY BY STRUCTURAL STEEL SUPPLIER TO ACCOUNT FOR LOSS OF CAMBER DUE
<br />T0RELAXATION AFTER CAMBERING PROCEG8TRANB�ORTAT|0�AN�HANDL|NG BEAMS . .
<br />13
<br />RE��������� ������������� o��������������.
<br />VV|TH/\CAK4BERTOLERANCE OF-0''.+1/�^SINGLE p0NTCAK�BER|NG|8NOT ALLOVVED.
<br />-- ~
<br />STRUCTURAL STEEL SUPPLIER �HALL FU�N|�H BOLTG FDRQ8HABOLTED JD|GTCUNNEC�|ON5. DECKANQ J0|STBEAR|NG
<br />�� 1
<br />STRUCTURALDBGER\N�|ON |S REQUIRED FORTH� FOLLUVViNG �TRUCTURAL ELEK4ENTG �
<br />ANGLES ORPLATES, ANGLE FRAMES FOR ROOF OPENING 0RROOFTOP UNIT SUPPORT AND COLUMN ANCHOR RODS.
<br />13.11
<br />STEEL MOMENT FRAME CONNECTIONS
<br />ALL WELDING SHALL BE PERFORMED IN ACCORDANCE VV|THAVVS D1 1. UNLESS OTHERWISE NOTED, PROVIDE CONTINUOUS
<br />13,12
<br />METAL DECK WELDING
<br />FILLET WELDS PERA|SC REQUIREMENTS MEETING K8|NIMUk8THICKNESSES ALLOWED PER THICKNESS OF MATERIAL
<br />132
<br />UNLESS NOTED BY STRUCTURAL ENGINEER ORRECORD, STRUCTURAL ENGINEER OF RECORD SHALL PERFORM THE
<br />WELDED. ALL FILLER MATERIAL SHALL HAVE AMINIMUM YIELD STRENGTH OF 58 KB|.
<br />STRUCTURAL OBSERVATION
<br />HOLES IN STEEL SHALL BE DRILLED OR PUNCHED. ALL SLOTTED HOLES SHALL BE PROVIDED WITH SMOOTH EDGES.
<br />18.3
<br />CONTRACTOR SHALL NOT|FYSTURCTURAL EN6|ENEROF RECORD IN TIMELY FASHION FOR SITE VISIT ARRANGEMENT.
<br />BURNING OF HOLES AND TORCH CUTTING ATTHE SITE ARE NOT PERMITTED.
<br />STRUCTURAL STEEL PERMANENTLY EXPOSED TDVIEW SHALL BE @HDP'PR|MEDVV|TH ONE COAT OF 3SPC 15-68. TYPE 1
<br />(MANUFACTURER STANDARD GREY) PAINT. DAMAGE DURING TRANSPORTING, ERECTING AND FIELD WELDING PROCESSES
<br />SHALL BE REPAIRED TO MATCH THE SHOP APPLIED COATING. STRUCTURAL STEEL PERMANENTLY EXPOSED T0WEATHER
<br />INCLUDING BRICK SHELF ANGLES AND ALL OTHER EXTERIOR WALL LINTELS SHALL RECEIVE ADDITIONAL 1 COAT OF PAINT.
<br />|
<br />STRUCTURAL STEEL SURFACES TO RECEIVE SPRAY -APPLIED FIRE PROTECTION SHALL BE UNCOATED.
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<br />JOB NUMBER
<br />205013
<br />DRAWN BY CHECKED BY
<br />SHEET TITLE
<br />GENERAL STRUCTURAL NOTES
<br />SHEET NUMBER
<br />JOB NUMBER
<br />205013
<br />DRAWN BY CHECKED BY
<br />SHEET TITLE
<br />GENERAL STRUCTURAL NOTES
<br />SHEET NUMBER
<br />
|