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GENERAL PROJECT SPECIFIC DESIGN CRITERIA ENGINEERED WOOD CONSTRUCTION REQUIREMENTS STRUCTURAL STEEL
<br /> 1.ALL CONSTRUCTION SHALL CONFORM TO THE REQUIREMENTS OF THE 2012 EDITION Wind Design Data 2303.1.1 Lumber.Lumber used for load-supporting
<br /> OF THE INTERNATIONAL BUILDING CODE(IBC). purposes,
<br /> 2.THE ARCHITECT/ENGINEER(ARCH/ENGR)IS NOT RESPONSIBLE FOR THE LOCATION OF wind Design Speed=110 MPH(V ASD=85 MPH) 1.ALL STRUCTURAL STEEL FABRICATION AND ERECTION SHALL
<br /> Wind including end-jointed or edge-glued lumber,machine �
<br /> PROPERTY LINES AND/OR EASEMENT,SOIL CONDITIONS,MECHANICAL AND Exposure C - stress-rated or machine evaluated lumber,shall be CONFORM TO THE SPECIFICATIONS AS STATED IN THE MANUAL OF 2
<br /> Wind Importance Factor.he=1.0
<br /> ELECTRICAL WORK,AND THE PRESENCE OF UTILITIES NOT REPORTED TO THE Internal Pressure coefficient=+/-0.18 identified by the grade mark of a lumber grading or inspection STEEL CONSTRUCTION BY A.I.S.C.SHOP DRAWING SHALL BE
<br /> ARCH/ENGR IN WRITING BY THE OWNER. - KS=1.00 agency that has been approved by an accreditation body SUBMITTED FOR REVIEW BY ENGINEER.STRUCTURAL STEEL SHALL I Ed e
<br /> 3.THE ENGINEER IS NOT RESPONSIBLE FOR FIELD REVIEW OF CONSTRUCTION UNLESS KS=0.85 that complies with DOC PS 20 or equivalent.Grading MEET THE FOLLOWING MINIMUM REQUIREMENTS,U.D.N.: 1 '°
<br /> SPECIFICALLY RETAINED FOR THAT PURPOSE. practices eA I>"
<br /> 4.DRAWINGS SHALL NOT BE SCALED,WRITTEN DIMENSIONS SHALL GOVERN
<br /> Seismand Identification shall comply with rules published by Seismic Design Data WIDE FLANGE AND WT SHAPES ASTM A992 fe9 il.. g m .o
<br /> CONSTRUCTION.THE CONTRACTOR SHALL VERIFY DIMENSIONS PRIOR TO Importance factor=1.0 an agency approved in accordance with the procedures of OTHER SHAPES,RODS,AND PLATES ASTM A36 i (Of o<N a
<br /> CONSTRUCTION AND ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF ss=1.29g,01=0.46g DOCPS 20 or equivalent procedures.In lieu of a grade mark TUBES ASTM A500 GRADE B E 1 3 I a
<br /> THE ARCH/ENGR SO THAT CLARIFICATION CAN BE MADE.ALL DIMENSIONS RELATED sae Class=0 on the material,a certificate of inspection as to species and PIPE ASTM A53 GRADE 8 0= w o a(dj
<br /> TO EXISTING CONDITIONS SHALL BE VERIFIED BY THE CONTRACTOR AND SHALL BE SDs=0.86g,S1=0.47g grade issued by a lumber-grading or inspection agency • Ng r]Wird-
<br /> SDC=D o���
<br /> SUBMITTED TO THE ARCH/ENGR FOR REVIEW PRIOR TO CONSTRUCTION.DIMENSIONS meeting the requirements of this section is permitted to be 2.BOLTS SHALL CONFORM TO THE REQUIREMENTS OF ASTM A325. a
<br /> Seismic System=K.Light frame walls with shear panels-wood structural panels/sheet steel panelsOUT( ." 3 y D1
<br /> FOLLOWED BY A+/-SYMBOL SHALL BE FIELD MEASURED AND VERIFIED PRIOR TO Design ease Shear=19.7 bps accepted for precut remanufactured or rough-sawn lumber, HIGH STRENGTH BOLTS SHALL CONFORM TO THE REQUIREMENTS N
<br /> COMMENCEMENT. cs=0.732 and for saes larger than 3 inches(76 mm)nominal OF ASTM 325X.BOLT HOLES SHALL BE 1/16'LARGER IN DIAMETER _,, � ���
<br /> 5.DETAILS OF CONSTRUCTION NOT SHOWN OR NOTED SHALL BE CONSIDERED OF THE R=6.5 thickness. THAN THE BOLT,UNLESS OTHERWISE NOTED(U.O.N.)ON THE w�
<br /> SAME CHARACTER SHOWN FOR SIMILAR CONSTRUCTION,SPECIFICATIONS,WHEN Analysis procedure:ASCE 11.4,11.5812.8 Approved end-jointed lumber is permitted t0 be used DRAWINGS.
<br /> PROVIDED,ARE A PART OF THESE DRAWINGS,SEE SPECIFICATIONS FOR MATERIAL interchangeably
<br /> AND WORKMANSHIP REQUIREMENTS. with solid-sawn members of the same species Shear Connectors:ASTM A 108,Grades 1015 through 1020,
<br /> 6.THE CONTRACTOR SHALL PROVIDE ALL LABOR EQUIPMENT,MATERIAL AND SERVICES Snow Loads and grade. headed-stud type,cold-finished carbon steel;AWS 01.1,Type B.
<br /> NECESSARY FOR THE EXECUTION OF ALL CONSTRUCTION WORK AS SHOWN ON THE
<br /> DRAWINGS AND AS NOTED IN THE SPECIFICATIONS, Rat-roof snow load,pP=25.0 psf 2303.1.2 Prefabricated wood f-joists.Structural capacities
<br /> - Snow exposure tactor,Ce=1.00 and design provisions for
<br /> 7.THE CONTRACTOR SHALL COMPARE THE DRAWINGS AND NOTIFY THE ARCH/ENGR OF g pprefabricated wood I-cejoists 3.ALL WELDING SHALL COMPLY TO AWS EDU LATEST EDITION.
<br /> Snow load importantfactorls=1.00 shall be established and nronitored in accordance with CONTRACTOR SHALL SUBMIT WELD PROCEDURE SPECIFICATIONS
<br /> ANY DISCREPANCIES PRIOR TO COMMENCING WITH THE WORK. Thermal factor,Ct=1.00
<br /> 8.TEMPORARY BRACING AND SHORING NECESSARY TO SUPPORT ANY PORTION OF THE ASTM D 5055. FOR EACH TYPE OF WELD JOINT TO ENGINEER AND SPECIAL
<br /> STRUCTURE DURING CONSTRUCTION IS THE RESPONSIBILITY OF THE CONTRACTOR. Gravity Loads* INSPECTOR FOR REVIEW PRIOR TO START OF WORK J U-1
<br /> 2303.1.3 Structural glued-laminated timber.Glued-laminated W = M
<br /> FOUNDATIONS Roof Dead Load=15 psf timbers shall be manufactured and identified as required 4.ALL WELDS SHALL BE MADE WITH A FILLER METAL THAT HAS A OO Z CD
<br /> CV
<br /> in AITC A190.1 and ASTM D 3737. MINIMUM CHARPY V-NOTCH TOUGHNESS OF 20 FT-LES AT MINUS 20
<br /> 1.ASSUMED ALLOWED BEARING PRESSURE IS 2000 PSF AT NEW Roof Live Load=25 psf N LU CO
<br /> Floor Live Load(Office)=50 psf DEGREES F.,AS DETERMINED BY AWS CLASSIFICATION OR -a �l Q)
<br /> BUILDING OFFICIAL OPTION,GEOTECHNICAL FOUNDATIONS AND IS NOT CONSIDERED AT ENG NEER SHALLSTING VERIFYIOAT 2303.1.4 VVood Floor Live Load(Residential)=40 psf,Balcony=60 psf when used structurally(including ral ithose used for aiding,roof MANUFACTURER CERTIFICATION. CC '� Q j
<br /> Floor live Load=(Corridor)0psi
<br /> =100 psf and wall sheathing,subflonring,diaphragms and buit-up 5.ALL STRUCTURAL WELDS SHALL BE PERFORMED BY WELDER C Z
<br /> PLACEMENT OF FILLS AND FOUNDATIONS PRIOR TO PLACEMENT OF FILLS. Partition Loads=10 psf(residerltiag
<br /> members),shag conform tothe requirements for their type ACCEPTABLE TO THE ARCH/ENGR.CERTIFICATIONS SHALL BE a
<br /> Partition Loads=20 psf(office) Z
<br /> 2.SPECIFIED CONCRETE MIX AS FOLLOWS: in DOC PS 1 or PS 2.Each panel or member shall be SUBMITTED TO THE ARCH/ENGR AND THE BUILDING OFFICIAL.MUST p" CO W
<br /> Floor Dead Loads=12 psf(residential)
<br /> CONCRETE MIX At rest earth pressure=60 pct identified - BE WABO CERTIFIED. H Z LU
<br /> for grade and glue type by the trademarks of an approved V L!7
<br /> TYPE OF COMPRESSION STRENGTH *As Applicable Q C'7 W
<br /> MAX W/C RA110 ENTRAINED AIR SACK Mix testing and grading agency.Wood structural panel 6.Nonmetallic,Shrinkage-Resistant Grout Premixed,nonmetallic,
<br /> CONSTRUCTION Q 26 DAYS,PSI r
<br /> WOOD CONSTRUCTION(CARPENTRY) components shall be designed and fabricated in accordance noncorrosive,nonstaining grout containing selected silica sands, a to W
<br /> SLAB ON GRADE 3000 with the applicable standards listed in Section 2306.1 and port and cement,shrinkage compensating agents,plasticizing and
<br /> (wTERIOR) - REFERENCE STANDARD:WOOD FRAMING SHALL CONFIRM TO THE REQUIREMENTS OF THE FOLLOWINF STANDARDS: identified by the trademarks of an approved testing and water-reducing agents,complying wi1MSTM C 1107,Of consistency
<br /> s s oN GRaOE 3000 0.45 5% inspection suitable for application,and a 30-minute working time.
<br /> (EXTERIOR) NFPA-NATIONAL DESIGN FOR WOOD CONSTRUCTION agency indicating conformance with the applicable
<br /> BASEMENT WALL 2500 0.50 51/2 ANSI/TPI-NATIONAL DESIGN STANDARD FOR METAL PLATE CONNECTED WOOD TRUSS CONSTRUCTION. standard.In addition,wood structural panels when 7.UNLESS NOTED OTHERWISE,DRILLED CONCRETE ANCHORS AND so
<br /> o
<br /> FOOTINGS 2500 0.50 - 5 1/2 MATERIAL permanently SELF-DRILUNG ANCHORS SHALL BE BY I1W RAMSET/REDHEAD. o a
<br /> exposed in outdoor applications shall be of exterior CONCRETE INSERTS,COIL LOOP INSERTS AND FERRULE LOOP W
<br /> CONT.FOOTINGS 2500 0.50 51/2 SAWN LUMBER type,except that wood structural panel roof sheathing ex- INSERTS SHALL BE BY BURKE.APPROVED EQUALS MAY BE rl
<br /> USE SIZE SPECIES/GRADE MIN.DESIGN posed to the ouTd00rs On the underside is taunted to be - SUBSTITUTED.
<br /> 3.CONCRETE REINFORCEMENT SHALL CONFORM TO ASTM A615,AND PER BELOW. VALUE interior
<br /> STUD 2X4,2X6,3X4,3X8 HEM-FIR(N) Ht=775 psi type bonded with exterior glue,Exposure 1.
<br /> REBAR-PER ASTM A615 Fc=925 psi o
<br /> #4&LESS GRADE40 P0=775 psi
<br /> Sig Plate 2X 4,2 X 6,3 X 4.3 X 6 HEM-FIR(NI Fc=925psi
<br /> #58GREATER GRADE fig Post/Columns 4x DOUG-RR#1 Fc=1350 psi STRUCTURAL TESTS AND INSPECTIONS W
<br /> COVER FOR REINFORCEMENT SHALL BE AS FOLLOWS: Post/Column ex .DOUG-FIR#1 Fc=1000 psi (Where applicable) O
<br /> FOOTINGS&RETAINING WALLS(CAST31 COVER RI=850 psi 1. CONCRETE SPECIMEN TESTING AND PLACING OF Z
<br /> AGAINST SOIL) JOISTS 2X a TO2X12 HEM-FIR(N)#2 Fs=95 psi REINFORCED CONCRETE PER IBC SECTION 1704.4 -I
<br /> SURFACES IMPOSE TO EARTH OR WEATHER 2'COVER Beam&Headers 4 x 6 To 4 x 12 HEM-FIR(N)#1 Fb=850 psi Q
<br /> COLUMNS&BEAMS 1'COVER W=95 psi 2.STEEL REINFORCEMENT PLACING PER IBC TABLE 1704.4. CC
<br /> SLABS&INTERIOR WALLS ("COVER- Glue-Laminated Beams(GLS) Top Fiber Btm Fiber stress Fc(Compression) I'-
<br /> 3.STRUCTURAL STEEL WELDING AND BOLT PLACEMENT PER V
<br /> 4.FOUNDATION WALL SHALL EXTEND 6'ABOVE FINISHED GRADE. 24F-V4 1200 psi 2400 psi IBC 1704.3.3,STRUCTURAL WELDING PER IBC 1704.3.1.ALL O S
<br /> 5.FOUNDATION PLATES SHALL BE PRESSURE TREATED(PT)HF 2. 24F-V82400 psi 2400 psi • WELDING,SHOP OR FIELD SHALL BE PERFORMED BY WABO )r s
<br /> 6.INSTALL FOUNDATION ANCHOR BOLTS 4'ON CENTER(UNO)AND EMBED A MINIMUM CERTIFIED WELDERS. I- ,2
<br /> 7'IN CONCRETE. Parallam Beams(PSL)-2.0E 2900 psi 2900 psi 2900 psi" 4.MASONRY CONSTRUCTION SHALL BE INSPECTED& NAILS SHALL NOT BE DRIVEN CLOSER TOGETHER THAN Vz THEIR LENGTH NOR CLOSER TO
<br /> 7.INSTALL WATER PROOFING MATERIALS ON FOUNDATION WALL SUPPORTING SOIL. '"WHERE PSL COLUMNS ARE REM PER PLAN,USE ONLY PSL BEAMS WITH(E=2.0 X 10 j-2.0ETHE EDGE OF MEMBER THAN V4 THEIR LENGTH.-NAILING NOT NOTED BELOW OR ON PLANS
<br /> 8.ALL FOOTING EXCAVATIONS SHALL BE NEXT AND AS CLOSE TO FOOTING DIMENSIONS Root Sheathing. 92 inch DCC PS-1 or PS-2(APA Performance rated)32/16span rating withExposureglue. EVALUATED IN ACCORDANCE OF SECTION 1704.5.2 AND PER SHALL BEA MINIMUM OF 2 NAILS AT EACH CONTACT,ed FOR I x AND 100 FOR 2x
<br /> AS PRACTICABLE. gMASONRY NOTES ON THESE DRAWINGS(WHERE MATERIAL -
<br /> 9.ALL FOUNDATIONS SHALL BEAR ON FIRM UNDISTURBED - Sub-Floor Sheathing-4 inch DOC PS-1 or PS-2(APA Performance rated)Slurd-I-Floor 24-in o/c rating with Exposure I glue. APPLICABLE). JOIST OR RAFTERS AT ALL BEARING-TOE NAIL 3-I ori o
<br /> NATIVE SOILS OR ENGINEERED FILLS AT OR EXCEEDING DEPTHS SHOWN ON THE Wall structural panels-Refer to Table 1 for thickness.32/16 index rating-5 ply with Exposure I glue. JOIST OR RAFTERS TO SIDES OF STUD:
<br /> DRAWINGS.ALL SOILS WORK AND SITE GRADING SHALL BE IN ACCORDANCE WITH - z .-o 2x5 MEMBER OR SHALLOWER 3-100
<br /> REPLACE SPOT MEMBERS AND PRE-DRILL HOLES WHERE NAILING MAY CAUSE WOOD D/3 0 HOLE FOR EACH ADORIONAL FOUR(4)INCHES IN DEPTH -I 6d
<br /> CHAPTERS 18 OF THE IBC. DOUBLE JOISTS,RAFTERS.AND HEADERS 2-100 AT 12'O.C.
<br /> 1/3 SPAN(EACH END OF BEAM)
<br /> TOSPLIT. D BLOCKING BETWEEN JOIST OR RAFTERS:
<br /> ' me;
<br /> METAL FRAMING CLIPS,HANGERS,ETC.SHALL BE SIMPSON STRONG TIE.NAILING -_ TO JOIST OR RAFTERS BE NAILS,EACH SIDE,EACH END 2-10d - °• ;,E , (
<br /> r TO JOIST OR RAFTERS BEARINGSLS,-TOEEACH NAILS,EACH SIDE 2-I Od • r O
<br /> SHALL BE IN ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS WITH A NAIL II BLOCKING BETWEEN STUDS,TOE NAILS, END 2-i Od �¢ye - c N
<br /> GEOTECHNICAL 1 _
<br /> PROVIDED FOR EACH PUNCHED HOLE.WHERE NAILS ARE TO BE FURNISHED BY THE - BUILDUP CORNER STUDS I Ad AT I2.O.C.
<br /> MANUFACTURER,THEY SHALL BE USED IN PLACE OF COMMON NAILS. ■ / -+M o 2'SUBFLOOR TO JOIST OR GRIDER,BLIND AND FACE NAIL I Ad AT I G"O.C. 3
<br /> IN ABSENCE OF GEOTECHNICAL ANALYSIS,THE FOLLOWING DESIGN CRITERIA IS USED: JOIST '^�. TOP PLATE OR SOLE PLATE TO STUD,END NAIL 2-1 Ad AT 2x4, t==F" 4
<br /> BOLTS IN NOT PRESSURE TREATED LUMBER SHALL BE UNFINISHED MACHINE BOLTS BEAM 3-100 AT 2x6 'Ao 3692. s4."'
<br /> NO LIMB • '
<br /> OF SIZES SHOWN ON DRAWINGS,CONFORMING TO ASTM A307.LENGTH OF BOLTS w TOE NAIL 4-8d
<br /> SOIL BEARING PRESSURE: 2000 PSF - SHALL NOT PROJECT LESS THAN 1/16"OR MORE THAN 1/2"BEYOND THE END OF NUT. DOODLED STUDS,FACE NAIL 100 ATI 2"O.C. S'r70NAL x--
<br /> ACTIVE
<br /> ''''',,s
<br /> ACTIVE EARTH PRESSURE(RETAINING WALLS): 35 PCFALLOWABLE AREA FOR DOUBLED TOP PLATES,FACE NAIL 2-100 AT 10o.c.
<br /> BOLT HOLES IN WOOD SHALL BE 1132°MIN.1/16"MAX.LARGER THAN THE BOLT TOP PLATES,LAPS(4=0"MINIMUM),FACE NAIL 12-1 Gel
<br /> AT REST EARTH PRESSURE(BASEMENT WALLS): 60 PCF DIAMETER.PROVIDE STANDARD CUT OR MALLEABLE IRON WASHER UNDER BOLT WIRES,CONDUITS AND PIPES TOP PLATES,INTERSECTIONS,FACE NAIL 2-1 Gd
<br /> PASSIVE PRESSURE: 350 PCF HEAD AND NUT WHERE THEY WOULD BEAR ON WOOD.NUTS SHALL BE TIGHTENED HOLES IN BEAMS&JOISTS CONTINUOUS HEADER TO STUD,TOE NAIL 4-ed PROJECT#
<br /> FRICTION COEFFICIENT: 0.35CEILING JOIST,LAPS OVER PARTITIONS,FACE NAIL 3-I Gd
<br /> WHEN PLACED AND RETIGHTENED BEFORE CONCEALMENT. - CEILING JOIST TO PARALLEL RAFTERS,PACE NAIL 3-I Gd
<br /> WOOD BELOW MAIN BUILDING PANELS SHALL BE DOUGLAS FIR FOR SUPPORTING BEAMS, CEILING JOIST LEDGER-FACE NAIL TO STUDS:
<br /> AND PRESSURE H. GE TOS TUG 2-1 Gd P10-1769
<br /> Ws AND UP TO 2x 12 3-1 Gd
<br /> REPORT PREPARED BY: STRUCTURAL MEMBERSBERS SSHALL NOT BE NOTCHED,CUT OR OTHERWISE ALTERED FOR LEDGER To soros:
<br /> DUCTS,PIPES,ECT.WITHOUT THE PRIOR APPROVAL OF THE STRUCTURAL ENGINEER. 2x5 MEMBER OR SHALLOWER 3-1 Gd
<br /> FOR EACH ADDITIONAL 2' 1-1 Gd
<br /> ROOF TRUSSES SHALL NOT HAVE AREA BETWEEN WEB MEMBERS LARGER THAN 42'HIGH X 24'WIDE
<br /> UNLESS SPECIFICALLY NOTED ON PLANS. NO -
<br /> PRESSURE TREATING:
<br /> SHEETI➢
<br /> ALL LUMBER IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED WITH 0.25 POUNDS PWE CUBIC
<br /> FOOT OF WATERBORNE(ACZA)PRESERVATIVES IN ACCORDANCE WITH AWPA PRESSURE-TREATMENT _
<br /> RETENTIONS FOR WESTERN SPECIES ONLY AND THE CORRESPONDING AWPB QUALITY ASSURANCE
<br /> PROCEDURE ASSOCIATED WITH THE AWPA STANDARD.PRODUCTS SHALL BEAR THE AWPB MARK.BOLTS, S NM 1/
<br /> ,...„,
<br /> NAILS&SCREWS USED IN EXTERIOR APPLICATIONS,OR IN PRESSURE TREATED MATERIAL SHALL BE /cam
<br /> HOT-DIPPED GALVANIZED(PER ASTM A153)OR STAINLESS STEEL.HOLD DOWN DEVICES COATED WITH (/J t
<br /> CORROSION PROTECTION PER ASTM A123.
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