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STRUCTURAE NOTES• D. FOUNDATION H. STRUCTURAL STEEL 3I rIk architecture (design
<br /> A. GENERAL 1. GENERAL 1. STRUCTURAL STEEL SHALL BE FABRICATED AND ERECTED IN ACCORDANCE WITH THE LATEST EDITION
<br /> a. DESIGN SOIL PRESSURE:1,500 PSF OF THE FOLLOWING:
<br /> 1. THE STRUCTURAL NOTES ARE INTENDED TO COMPLEMENT THE PROJECT SPECIFICATIONS WHICH ARE b. ALL FOOTINGS SHALL BE PLACED ON MECHANICALLY COMPACTED FILL COMPACTED TO NOT LESS a. ANSI/AISC 360-10"SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS",WITH"COMMENTARY"AND
<br /> PART OF THE CONSTRUCTION DOCUMENTS.SPECIFIC NOTES AND DETAILS ON THE DRAWINGS SHALL THAN 95%OF MODIFIED PROCTOR DENSITY(ASTM D-1557). "SUPPLEMENTS"AS REQUIRED BY BUILDING CODE. 265 Winslow WayEast
<br /> GOVERN OVER THE STRUCTURAL NOTES AND TYPICAL DETAILS. c. UNLESS NOTED OTHERWISE,ALL CONCRETE SLABS ON EARTH SHALL BEAR ON STRUCTURAL FILL S. AISC 303-10"CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES"EXCLUDING THE
<br /> 2. THESE DRAWINGS(AND,WHERE APPLICABLE,ACCOMPANYING WRITTEN SPECIFICATIONS)ARE THE COMPACTED TO 90%OF MODIFIED PROCTOR DENSITY(ASTM D-1557). FOLLOWING SECTIONS:4.4,4.4.1,AND 4.4.2.
<br /> ONLY CONTRACT DOCUMENTS PROVIDED BYARW ENGINEERS FOR THE PROJECT REPRESENTED d. TOP OF FOOTING ELEVATIONS SHOWN ON THE FOOTING AND FOUNDATION PLAN ARE BASED ON C. AISI"SPECIFICATIONS FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS". Suite 202D
<br /> 0 HEREIN.NOTHNG IN ANY DIGITAL MODEL OR DIGITAL FILE RELATED TO THIS PROJECT SHALL BE PRELIMINARY GRADING INFORMATION AND SHALL BE VERIFIED PRIOR TO CONSTRUCTION.STEPS d. ABC"SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS".
<br /> TAKEN TO SUPERSEDE ANY INFORMATION SHOWN IN THESE DRAWINGS(INCLUDING,BUT NOT LIMITED WHERE SHOWN ARE AT APPROXIMATE LOCATIONS.ACTUAL STEP LOCATIONS SHALL BE AT THE e. AWS D1.1 AND 1.3."STRUCTURAL WELDING CODE"(EXCEPT SPECIFIC ITEMS DO NOT APPLY IF THEY Bainbridge Island
<br /> TO,DIMENSIONS,SIZES,ETC). CONTRACTOR'S DISCRETION BASED UPON FIELD CONDITIONS.ALL EXTERIOR FOUNDATIONS SHALL CONFLICT WITH AISC).
<br /> 3. THE ARCHITECTURAL DRAWINGS ARE THE PRIME CONTRACT DRAWINGS.THE STRUCTURAL DRAWINGS BEAR A MINIMUM OF 30 INCHES BELOW LOWEST ADJACENT FINAL GRADE. f. ANSVAISC 341-10"SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS".
<br /> ARE SUPPLEMENTARY TO AND MUST BE USED IN CONJUNCTION WITH THE ARCHITECTURAL DRAWINGS e. ALL WALLS(EXCEPT CANTILEVERED RETAINING WALLS)SHALL BE ADEQUATELY BRACED AGAINST g. AWS D1.8,'STRUCTURAL WELDING CODE-SEISMIC". Washington 98110
<br /> AND OTHER CONSULTANTS DRAWINGS.ALL OMISSIONS OR CONFLICTS BETWEEN THE VARIOUS LATERAL MOVEMENT PRIOR TO BACKFILLING.DESIGN AND ERECTION OF BRACING/SHORING SHALL 2. STRUCTURAL STEEL SHALL COMPLY WITH THE FOLLOWING:
<br /> ELEMENTS OF THE WORKING DRAWINGS AND/OR SPECIFICATIONS SHALL BE BROUGHT TO THE BE THE RESPONSIBILITY OF THE GENERAL CONTRACTOR.BRACING SHALL REMAIN IN PLACE UNTIL a WIDE FLANGE SHAPES AND WT SHAPES-ASTM A992
<br /> ATTENTION OF THE ARCHITECT AND STRUCTURAL ENGINEER BEFORE PROCEEDING WITH ANY WORK SUPPORTING STRUCTURAL ELEMENTS ARE IN PLACE AND HAVE ATTAINED FULL STRENGTH. b. OTHER SHAPES AND PLATES-ASTM A-36(UNO) telephone
<br /> INVOLVED.IN CASE OF CONFLICT,FOLLOW THE MOST STRINGENT REQUIREMENT AS DIRECTED BY THE f. UNLESS NOTED OTHERWISE,ALL FOOTINGS AT COLUMNS SHALL BE CENTERED BELOW COLUMNS. c. HOLLOW STRUCTURAL SECTIONS(HSS)-ASTM A-500,GRADE C FOR SQUARE,RECTANGULAR AND
<br /> ARCHITECT AT NO ADDITIONAL COST TO THE OWNER. g. UNLESS NOTED OTHERWISE,ALL FOOTINGS SHALL HAVE VERTICAL FACES FORMED WITH ROUND SHAPES(FY=50 KSI FOR SQUARE AND RECTANGULAR SHAPES AND 46 KSI FOR ROUND 206 842 1253
<br /> 4. SEE SPECIFICATIONS FOR REQUIRED SUBMITTALS.SUBMITTALS SHALL BE MADE IN A TIMELY MANNER STANDARD FORMING MATERIALS(WOOD,METAL,ETC.).WITH PRIOR APPROVAL OF ARCHITECT AND SHAPES)
<br /> AS INDICATED IN SPECIFICATIONS.REVIEW OF SUBMITTALS BY ARW ENGINEERS IS FOR GENERAL ENGINEER,CONCRETE FOR FOOTINGS CAN BE PLACED IN EXCAVATED SOIL"FORMS"PROVIDED d. DEFORMED BAR ANCHORS(DBA)-ASTM A-496,WELDED IN ACCORDANCE WITH AWS D1.1
<br /> COMPLIANCE ONLY AND IS NOT INTENDED AS APPROVAL.CONTRACTOR IS RESPONSIBLE FOR THAT THE DIMENSIONS ARE INCREASED 3"ON ALL SIDE. e. HEADED STUD ANCHORS(HSA)-ASTM A-108,GRADE 1015 STEEL AND WELDED IN ACCORDANCE e-mail
<br /> ALL SIZES,DIMENSIONS,AND ELEVATIONS ON SUBMITTALS AS RELATED TO DESIGN WITH AWS D1.1 FOR TYPE"B".USE 3/4°DIAMETER STUDS,UNLESS NOTED OTHERWISE.
<br /> DOCUMENTS.PREPARATION OF SHOP DRAWINGS FOR STRUCTURAL ELEMENTS WILL REQUIRE E. CONCRETE f. THREADED ROD-ASTM A-449.
<br /> INFORMATION(I.E.DIMENSIONS,ETC.)FOUND IN THE ARCHITECTURAL,STRUCTURAL,AND OTHER g. NON-SHRINK GROUT-ASTM C110.NON-SHRINK GROUT SHALL BE PRE-PACKAGED,NON-METALLIC, frank@3d(architecture.cam
<br /> CONSULTANTS DRAWINGS. 1. ALL CONCRETE MIX DESIGNS SHALL COMPLY WITH THE REQUIREMENTS LISTED BELOW: WITH A 28-DAY COMPRESSIVE STRENGTH OF 6,000 PSI.
<br /> 5. THE CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS AT THE SITE.IF ACTUAL a. FOOTINGS,GRADE BEAMS,FOUNDATION WALLS: 3. CONNECTIONS SHALL COMPLY WITH THE STRUCTURAL DRAWINGS UNLESS WRITTEN APPROVAL TO
<br /> CONDITIONS DIFFER FROM THOSE SHOWN ON CONTRACT DOCUMENTS,CONTRACTOR SHALL NOTIFY 1. (EXPOSURE CATEGORY F1): CHANGE IS GIVEN BY THE STRUCTURAL ENGINEER.
<br /> ARCHITECT PRIOR TO FABRICATION OR CONSTRUCTION OF ANY AFFECTED ELEMENTS. a. 28 DAY COMPRESSIVE STRENGTH: 4500 PSI 4. ALL SHOP FABRICATIONS SHALL BE PERFORMED BY AN APPROVED FABRICATOR IN ACCORDANCE tt1)L.nft;•
<br /> 6. THE CONTRACTOR SHALL COORDINATE AND VERIFY ALL LOCATIONS AND SIZES OF MECHANICAL b. MAXIMUM W/C RATIO: 0.45 WITH SECTIONS 1702 AND 1704 OF THE IBC OR WITH SHOP INSPECTION BY AN INDEPENDENT AGENCY Qr pe"ns,,,,S'
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<br /> EQUIPMENT OR OTHER EQUIPMENT BEFORE FABRICATING AND ERECTING STRUCTURAL ELEMENTS. C. MAXIMUM AGGREGATE SIZE: 1" IN ACCORDANCE WITH SECTION 1704.2.5 OF THE IBC. _ P
<br /> SIZES AND LOCATIONS THAT DIFFER FROM THOSE SHOWN ON THE CONTRACT DOCUMENTS SHALL BE d. AIR CONTENT: 4.5%+/-1.5% 5. WELDING 7
<br /> REPORTED TO THE ARCHITECT. 2. WATER USED IN MIXING CONCRETE SHALL CONFORM TO ASTM C1802. a. ALL WELDING AND CUTTING SHALL BE PERFORMED BY AWS QUALIFIED WELDERS IN ACCORDANCE
<br /> 7. THE CONTRACTOR SHALL SUBMIT A WRITTEN REQUEST TO THE ARCHITECT FOR ARCHITECT AND/OR 3. NO PIPES,DUCTS,SLEEVES,ETC.SHALL BE PLACED IN STRUCTURAL CONCRETE UNLESS WITH ANSI/AWS D1.1(LATEST EDITION).
<br /> ENGINEER APPROVAL BEFORE PROCEEDING WITH ANY CHANGES,MODIFICATIONS,OR SPECIFICALLY DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER.NO ALUMINUM PRODUCTS b. USE E-70XX ELECTRODES UNLESS NOTED OTHERWISE n.`e :3.7-u„5-
<br /> SUBSTITUTIONS. SHALL BE EMBEDDED IN CONCRETE.PENETRATIONS THRU STRUCTURAL CONCRETE ELEMENTS MUST c. ALL INTERSECTING STEEL SHAPES WHICH ARE NOT CONNECTED WITH BOLTS SHALL BE WELDED BLS 'D."_f`PU
<br /> 8. OBSERVATION VISITS TO THE SITE BY ARW ENGINEERS FIELD REPRESENTATIVES SHALL NEITHER BE BE APPROVED BY THE ENGINEER AND SHALL BE BUILT INTO THE ELEMENT PRIOR TO CONCRETE TOGETHER WITH A FILLET WELD ALL AROUND UNLESS NOTED OTHERWISE.WHERE WELD SIZES 5?CN;.k..,,^$'d
<br /> CONSTRUED AS INSPECTION NOR APPROVAL OF CONSTRUCTION. PLACEMENT. ARE NOT SHOWN,USE THE FOLLOWING: Fear `,as z4.zaz/
<br /> 9. DURING AND AFTER CONSTRUCTION,BUILDER AND/OR OWNER SHALL KEEP LOADS ON STRUCTURE 4. REFER TO ARCHITECTURAL DRAWINGS FOR MOLDS,GROOVES,ORNAMENTS,ETC.TO BE CAST IN TO 1. WHERE THE THICKNESS OF THE CONNECTED PARTS IS EQUAL TO OR THICKER THAN 1/4",WELD
<br /> WITHIN THE LIMITS OF DESIGN LOADS AS NOTED IN THESE DOCUMENTS. CONCRETE,AND FOR EXTENT AND LOCATION OF DEPRESSIONS,CURBS,RAMPS,ETC. SIZE SHALL BE 1/16"LESS THAN THE THICKNESS OF THE THINNEST PART. CONSULTANTS:
<br /> 10.TYPICAL OR SIMILAR DETAILS AND SECTIONS SHALL APPLY WHERE SPECIFIC DETAILS ARE NOT 2. WHERE ANY OF THE CONNECTED PARTS IS LESS THAN 1/4'THICK,WELD SIZE SHALL BE THE
<br /> SHOWN.TYPICAL OR SIMILAR DETAILS REFER TO THE CONDITION ADDRESSED AND ARE NOT F. ANCHOR BOLTS/EMBEDDED BOLTS SAME AS THE THICKNESS OF THE THINNEST PART.
<br /> NECESSARILY DETAILS LABELED"TYPICAL"OR"SIMILAR"IN THE PLANS AND DOCUMENTS. d. WELDING OF HSA'S(HEADED STUD ANCHORS)AND DBA'S(DEFORMED BAR ANCHORS)SHALL
<br /> 11.DRAWINGS AND DETAILS HAVE BEEN PREPARED WITH THE INTENT TO VISUALLY REPRESENT 1. ALL ANCHOR BOLTS SHALL HAVE ASTM A-563 HEAVY HEX NUT AND ASTM F-436 WASHERS AT CONFORM TO THE MANUFACTURER'S SPECIFICATIONS AND AWS D1.1.REINFORCING BARS SHALL El 50
<br /> INFORMATION PROVIDED IN SCALED FORM:HOWEVER CONTRACTOR/SUPPLIERS SHOULD NOT SCALE STANDARD OR OVERSIZED HOLES PER AISC SPECIFICATION TABLE J3.3.WHERE HOLE SIZES DO NOT NOT BE SUBSTITUTED FOR HSA'S OR DBA'S. Ell 1c..v.s
<br /> PLANS OR DETAILS FOR DIMENSIONAL INFORMATION. COMPLY WITH THE LIMITATIONS FOR OVERSIZED HOLES THE STRUCTURAL ENGINEER SHALL BE e. WHEREVER POSSIBLE,WELDS SHALL BE SHOP WELDS.SPECIAL CONSIDERATIONS,SUCH AS ITEMS
<br /> 12.THE CONTRACTOR SHALL PROVIDE ADEQUATE TEMPORARY SHORING AND BRACING FOR ALL NOTIFIED TO DETERMINE STEEL PLATE WASHER REQUIREMENTS.ANCHOR BOLTS SHALL COMPLY WHICH MAY NEED ADJUSTMENT AT THE SITE,REQUIRE THAT SOME WELDS BE FIELD WELDS.
<br /> STRUCTURAL ELEMENTS UNTIL THE ENTIRE STRUCTURAL SYSTEM IS COMPLETED.DESIGN OF ALL WITH THE FOLLOWING: WHERE QUESTIONS OR DISCREPANCIES OCCUR THE CONTRACTOR SHALL COORDINATE THE
<br /> SHORING AND BRACING IS BY OTHERS AT NO ADDITIONAL COST TO THE OWNER. a. ASTM F1554 GRADE 36 HEADED BOLTS.(ASTM A36 THREADED ROD MAY BE USED WITH DOUBLE WORK BETWEEN THE SHOP FABRICATOR AND THE STEEL ERECTOR.
<br /> 13.ENGINEER SHALL NOT BE RESPONSIBLE FOR ACTIVITIES UNDER CONTROL OF THE CONTRACTOR SUCH NUT AND WASHER.) f. SPECIAL PROVISIONS FOR SFRS(SEISMIC FORCE RESISTING SYSTEM): ENGINEERS
<br /> AS CONSTRUCTION SITE SAFETY,MEANS,METHODS AND SEQUENCING OF CONSTRUCTION.ENGINEER 2. FURNISH TEMPLATES AND OTHER DEVICES AS NECESSARY FOR PRESETTING ALL BOLTS PRIOR TO 1. ALL WELDS DESIGNATED AS DEMAND CRITICAL WELDS SHALL BE MADE WITH FILLER METALS
<br /> SHALL NOT BE RESPONSIBLE FOR FABRICATION,ERECTION AND CONSTRUCTION REQUIREMENTS AS PLACING CONCRETE AND/OR GROUT. MEETING THE REQUIREMENTS SPECIFIED IN CLAUSES 6.1,6.2,AND 6.3 OF AWS D1.8.
<br /> PRESCRIBED BY OSHA OR OTHER REGULATORY AGENCIES REGARDLESS OF INDICATIONS IN THESE 3. IF THREADED RODS ARE USED AS PERMITTED ABOVE,THEY SHALL BE CLEAR OF SOIL AND DIRT. 2. ALL OTHER WELDS THAT ARE PART OF THE SFRS SHALL BE MADE WITH FILLER METALS
<br /> DOCUMENTS. 4. WHERE REQUIRED FOR ERECTION,HOLES LARGER THAN OVERSIZED MAY BE PERMITTED WITH THE MEETING THE REQUIREMENTS SPECIFIED IN CLAUSE 6.1 OF AWS D1.8.
<br /> 14.NOTICE OF COPYRIGHT:THESE STRUCTURAL DRAWINGS ARE HEREBY COPYRIGHTED BY ARW USE OF STEEL PLATE WASHERS AT THE DISCRETION OF THE STRUCTURAL ENGINEER. 3. BUTT WELDS IN MEMBERS WITH DIFFERENT THICKNESSES,SUCH AS COLUMN SPLICES,SHALL
<br /> ENGINEERS,ALL RIGHTS RESERVED.THESE DOCUMENTS DEFINE A STRUCTURE AND ARE BE TAPERED AND MADE IN SUCH A MANNER THAT THE TRANSITION DOES NOT EXCEED 1 IN
<br /> INSTRUMENTS OF SERVICE,FOR ONE USE ONLY.REPRODUCTION AND DISTRIBUTION OF THESE G. REINFORCING STEEL 2-1/2 INCHES.THE TRANSITION SHALL BE ACCOMPLISHED BY CHAMFERING THE THICKER PART,
<br /> DRAWINGS IS ONLY ALLOWED AS REQUIRED FOR REGULATORY AGENCIES AND FOR CONVEYANCE OF TAPERING THE WIDER PART.SLOPING THE WELD METAL OR BYA COMBINATION OF THESE M
<br /> INFORMATION TO PARTIES INVOLVED IN THE CONSTRUCTION OF THIS PROJECT.THESE DOCUMENTS 1. REINFORCING BAR STRENGTH REQUIREMENTS: 6. BOLTING w
<br /> SHALL NOT BE REPRODUCED OR COPIED,IN PART OR WHOLE BY ANY PARTY FOR USE IN a. ALL REINFORCING BARS SHALL CONFORM TO ASTM STANDARD A-615 GRADE 60 AND ALL WELDED a. UNLESS NOTED OTHERWISE,ALL STRUCTURAL STEEL TO STEEL CONNECTIONS SHALL USE HIGH
<br /> PREPARATION OF SHOP DRAWINGS OR OTHER SUBMITTALS. WIRE FABRIC SHALL CONFORM TO ASTM STANDARD A-1064 AND SHALL BE SUPPLIED IN FLAT STRENGTH BOLTS CONFORMING TO ASTM A-325.
<br /> SHEETS.ADEQUATELY TIE AND SUPPORT ALL REINFORCING STEEL AS SPECIFIED BY ACI 117,TO b. UNLESS NOTED OTHERWISE,ALL BOLTING IS CLASSIFIED AS NON-SLIP CRITICAL BEARING TYPE
<br /> B. STATEMENT OF SPECIAL INSPECTIONS AND SPECIAL INSPECTIONS MAINTAIN EXACT REQUIRED POSITION. CONNECTIONS WITH THREADS INCLUDED IN SHEAR PLANE.TIGHTEN BOLTS TO A SNUG TIGHT
<br /> 2. STEEL DISCONTINUOUS FIBER REINFORCEMENT SHALL BE DEFORMED AND CONFORM TO ASTM A820 CONDITION,WITH ALL PLIES OF THE JOINT IN FIRM CONTACT. '^
<br /> 1. ALL ITEMS REQUIRING SPECIAL INSPECTION ARE IDENTIFIED IN THE SPECIAL INSPECTION SCHEDULE. AND SHALL HAVE A LENGTH TO DIAMETER RATIO NOT SMALLER THAN 50 AND NOT GREATER THAN 100. c. WHERE OVERSIZED OR SLOTTED HOLES OCCUR IN THE OUTER PLY,AN ASTM F436 WASHER OR CO
<br /> • 2. SPECIAL INSPECTIONS AND TESTING ARE TO BE PROVIDED AS REQUIRED BY IBC SECTIONS 1704 3. HEADED DEFORMED BARS SHALL CONFORM TO ASTM A970.OBSTRUCTIONS OR INTERRUPTIONS OF 5/16"THICK COMMON PLATE WASHER SHALL BE USED AS REQUIRED TO COMPLETELY COVER THE
<br /> a. THROUGH 1705 AND OTHER APPLICABLE SECTIONS OF THE BC.THE TYPE AND FREQUENCY OF THE BAR DEFORMATIONS,IF ANY,SHALL NOT EXTEND MORE THAN 2 BAR DIAMETERS FROM THE HOLE. C\1
<br /> TESTING AND SPECIAL INSPECTIONS SHALL BE AS NOTED IN THE SPECIAL INSPECTION SCHEDULE,JOB BEARING FACE OF THE HEAD. d. BOLTS SHALL BE CENTERED IN SLOTTED HOLES,UNLESS NOTED OTHERWISE.
<br /> SPECIFICATIONS,AND ACCORDANCE WITH IBC SECTION 110 AND CHAPTER 17.CONTRACTOR SHALL 4. ALL REINFORCING STEEL SHALL BE TIED IN PLACE AND ADEQUATELY SUPPORTED PRIOR TO PLACING e. WHERE A STEEL BEAM TO BEAM CONNECTION IS NOT SHOWN,PROVIDE AN AISC STANDARD
<br /> r+i COORDINATE AND COOPERATE WITH REQUIRED INSPECTIONS. CONCRETE.WET STABBING OF ANY REINFORCING STEEL IS NOT PERMITTED,UNLESS SPECIFICALLY FRAMED CONNECTION SIZED FOR 1/2 OF THE TOTAL LOAD CAPACITY OF THE BEAM FOR THE SPAN
<br /> 3. ALL TESTING AND SPECIAL INSPECTION SHALL BE PROVIDED BY A QUALIFIED INDEPENDENT SPECIAL DETAILED OTHERWISE OR APPROVED BY THE ENGINEER. AND STEEL SPECIFIED.
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<br /> INSPECTION AGENCY IN ACCORDANCE WITH IBC 1704 AND AS OUTLINED IN THE JOB SPECIFICATIONS. 5. ALL FIELD BENT DOWELS SHALL BE GRADE 40 WITH SPACING INDICATED REDUCED BY 1/3. 7. PROVIDE FULL DEPTH WEB STIFFENER PLATES AT EACH SIDE OF STEEL BEAMS AT ALL BEARING
<br /> (7�• REPORTS OF FINDINGS OR DISCREPANCIES SHALL BE NOTED AND FORWARDED TO THE CONTRACTOR, 6. UNLESS NOTED OTHERWISE,REINFORCEMENT SHALL HAVE THE FOLLOWING CONCRETE COVERAGE: (EXCEPT SECONDARY FRAMING)POINTS.STIFFENER PLATES SHALL BE THICKNESS SHOWN UNLESS
<br /> LI ARCHITECT,ENGINEERS,AND BUILDING OFFICIAL IN A TIMELY MANNER. a. CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH 3" NOTED OTHERWISE AND SHALL BE WELDED BOTH SIDES WITH FILLET WELDS ALL AROUND.
<br /> 4. STRUCTURAL OBSERVATION VISITS SHALL BE PERFORMED BY A REPRESENTATIVE FROM ARW b. EXPOSED TO EARTH OR WEATHER: FLANGE WIDTH STIFFENER THICKNESS WELD THICKNESS
<br /> ENGINEERS IN ACCORDANCE WITH THE CONTRACT AS NEEDED TO OBSERVE THE CONSTRUCTION OF 1. #6&LARGER.....2" <8 1/4" 1/4" 3/16'
<br /> CRITICAL BUILDING ELEMENTS(I.E.FOOTINGS,BRACED FRAMES,MOMENT FRAMES,DRAG STRUTS AND 2. #5&SMALLER.....1-1/2' 81/4"a BF a 12 1/2" 3/8" 1/4" L
<br /> THEIR CONNECTIONS,COLLECTORS,AND ROOF AND FLOOR DIAPHRAGMS).STRUCTURAL c. NOT EXPOSED TO WEATHER OR EARTH: 121/2"<BF<18" 1/2' 5/16" �' Q
<br /> OBSERVATION REPORTS FOR EACH VISIT SHALL BE SENT DIRECTLY TO THE ARCHITECT FOR 1. SLABS,WALLS,JOISTS,#11&SMALLER.....3/4' 8. FABRICATORS AND SUPPLIERS SHALL COORDINATE PAINT/FINISHES WITH REQUIREMENTS FOR DIRECT Q
<br /> DISTRIBUTION TO THE CONTRACTOR AND BUILDING OFFICIAL.STRUCTURAL OBSERVATION VISITS 2. BEAMS,COLUMNS:MAIN REINFORCING OR TIES.....1-1/2" APPLIED INSULATION,FIREPROOFING,ETC.AS NOTED IN THE PROJECT SPECIFICATIONS.
<br /> SHALL NEITHER BE CONSTRUED AS SPECIAL INSPECTION NOR APPROVAL OF COMPLETED d. SLAB ON GRADE: 9. WHEN DETERMINING THE FIRE RESISTANCE OF ASSEMBLIES,USE THE FOLLOWING:STEEL ROOF
<br /> CONSTRUCTION. 1. PLACE REINFORCING AT CENTER OF SLAB UNLESS INDICATED OTHERWISE. MEMBERS ARE CONSIDERED UN-RESTRAINED AND STEEL FLOOR FRAMING MEMBERS ARE I ' ' O
<br /> 5. IN ACCORDANCE WITH IBC 1704.4,THE CONTRACTOR SHALL SUBMITA WRITTEN CONTRACTOR'S 7. EXCEPT WHERE NOTED ON PLANS OR DETAILS CONTINUOUS REINFORCEMENT SHALL BE SPLICED AT CONSIDERED RESTRAINED. W
<br /> STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND OWNER.THE STATEMENT SHALL BE POINTS OF MINIMUM STRESS BY LAPPING PER THE REBAR LAP SCHEDULE. 10.UNLESS NOTED OTHERWISE,ALL HORIZONTAL FRAMING MEMBERS SHALL BE ERECTED WITH THE CC c‘i
<br /> SUBMITTED PRIOR TO THE CONSTRUCTION OF ANY SEISMIC/WIND-FORCE-RESISTING SYSTEM, 8. REINFORCING STEEL MAY BE SPLICED WITH MECHANICAL COUPLERS THAT HAVE A TENSION CAPACITY NATURAL CROWN UP. Ce00
<br /> DESIG • ED SEIS,. /WIND S EM,0- •• PONE( ••ENTIFI •• N THES •••CUME WITH A OF AT LEAST 125%OF THE STRENGTH OF THE BAR.MECHANICAL COUPLERS SHALL BE A POSITIVE 11.UNLESS OTHERWISE SHOWN OR DETAILED IN THE PLANS,ALL STEEL COLUMNS,BEAMS,BRACES, ` 00
<br /> "L". CONNECTING TYPE COUPLER,AND SHALL BE INSTALLED IN ACCORDANCE WITH AN APPROVED ICC STRUTS,ETC.SHALL BE CONTINUOUS BETWEEN CONNECTIONS OR SUPPORTS.SPLICES IN MEMBERS O
<br /> RESEARCH REPORT.WHERE THESE ARE USED,SPLICES ON ADJACENT BARS SHALL BE STAGGERED SHALL NOT BE PERMITTED WITHOUT WRITTEN APPROVAL BY THE ENGINEER OF RECORD. N
<br /> C. BASIS OF DESIGN AT LEAST 24 INCHES ALONG THE LENGTH OF THE BARS. Q
<br /> 41 9. ALL VERTICAL REINFORCING IN STRUCTURAL ELEMENTS ABOVE SHALL BE SPLICED WITH MATCHING J UJ
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<br /> 1. GOVERNING BUILDING CODE: INTERNATIONAL BUILDING CODE(IBC)2018 DOWELS EMBEDDED WITHIN THE FOOTINGS OR STRUCTURE BELOW.SPLICE LENGTHS SHALL COMPLY
<br /> RISK CATEGORY:II WITH REBAR LAP SCHEDULE.DOWELS INTO FOOTINGS SHALL TERMINATE WITH A STANDARD HOOK,
<br /> 2. ROOF LOADS AND SHALL EXTEND TO WITHIN 4°OF THE BOTTOM OF THE FOOTING,BUT NEED NOT EXTEND MORE Q
<br /> . a FLAT-ROOF SNOW LOAD,Pr:25 PSF THAN 20"INTO FOOTING. CCI rLr
<br /> 1. GROUND SNOW LOAD,P•:25 PSF 10.DO NOT WELD REINFORCING EXCEPT AS NOTED ON PLANS,WHERE REINFORCING IS WELDED,USE
<br /> 8 2. SNOW EXPOSURE FACTOR,Ce:1.0 ASTM A-706 REINFORCING. 7 = W
<br /> @ 3. SNOW LOAD IMPORTANCE FACTOR,I.:1.0 II.REINFORCING BARS,TIES,AND TENDONS SHALL BE SUPPORTED BY NYLON CONES,PLASTIC-COATED L
<br /> 4. THERMAL FACTOR,Q:1.2 TIE-WIRES,OR PLASTIC-COATED CHAIRS.REINFORCING IN FOOTINGS IS PERMITTED TO BE SUPPORTED ^ 0 CC
<br /> • b. LIVE LOAD=20 PSF ON CONCRETE DOBIES. J UJ
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<br /> ' c. DEAD LOAD=3 PSF 12.UNLESS NOTED OTHERWISE,HOOKS,STIRRUPS,TIES,AND OTHER BENDS IN REINFORCING STEEL
<br /> 3. WIND DESIGN SHALL MEET THE STANDARDS SET FORTH IN ACI 318/318R-14.UNLESS OTHERWISE PERMITTED BY THE A ^ w
<br /> a) a. BASIC WIND SPEED(3 SECOND GUST):97 MPH ENGINEER,ALL REINFORCEMENT SHALL BE BENT COLD.REINFORCEMENT PARTIALLY EMBEDDED IN (1)b. WIND EXPOSURE:B CONCRETE SHALL NOT BE FIELD BENT,EXCEPT AS SHOWN ON THESE DRAWINGS OR OTHERWISE
<br /> c. COMPONENT AND CLADDING DESIGN WIND PRESSURE SHALL BE AS REQUIRED PER ASCE 7-16. - PERMITTED BY THE ENGINEER.
<br /> 4. SEISMIC DESIGN: 13.UNLESS SPECIFICALLY NOTED AND/OR DETAILED IN THE STRUCTURAL DRAWINGS CONDUIT SHALL NOT
<br /> a. SEISMIC IMPORTANCE FACTOR,le:1.0 BE IN CONTACT WITH REINFORCING STEEL. STRUCTURAL NOTES
<br /> • b. SITE CLASS:D
<br /> c. MAPPED SPECTRAL RESPONSE ACCELERATIONS:Ss=1.22,S1=0.43
<br /> T S. SPECTRAL RESPONSE COEFFICIENTS:Sos=0.82,Sol=0.54 _
<br /> f. BASICIC SEISMIC-FORCE-RESISTING SYSTEM:ORDINARY MOMENT FRAME(OMF)&ORDINARY CITY 5 'E` B E be R E` IT
<br /> CONCENTRIC BRACED FRAME(OCBF) 9�q
<br /> g. DESIGN IC EAR 1. KIPS: .235 .6 KIPS REVIEWED FOR PERMIT SCALE:
<br /> h. SEISMIC RESPONSE COEFFICIENT,Cs:0.235 REVIEWED 9 1!Y T AEAE
<br /> I. RESPONSE MODIFICATION FACTOR,R:3.5(OMF),3.25(OCBF) CONSTRUCTION SET
<br /> 3 j. ANALYSIS PROCEDURE:EQUIVELANT LATERAL FORCE PROCEDURE.
<br /> t ISSUE DATE:6.1.21
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<br /> 5 REVISIONS:
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<br /> ill ;' Structural Sheet Index
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<br /> 3 NUMBER SHEET NAME
<br /> 9 S0.1 STRUCTURAL NOTES
<br /> g SO.2 SCHEDULES
<br /> S1.1 FOOTING,FOUNDATION&ROOF FRAMING PLAN
<br /> S2.1 DETAILS
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