|
.. . i ��.:iiLd� . . ._. .. . . . . .
<br /> GENERAL PROJECT SPECIFIC DESIGN CRITERIA ENGINEE�ED WOOD CON�TRUCTION REQUIREMENTS STRUCTURAL STEEL
<br /> 1. ALL CONSTRUCTION SHALL CONFORM TO TH� REQUiREMENTS OF THE 2012 EDITION Wind pesign Data 23Q3.1.1 Lumber. Lumber used for lo�d-supporting
<br /> OF THE INTERNATIONAL BUILDING CODE (IBC). purposes,
<br /> 2. THE ARCHITECT/ENGINEER (ARCH�ENGR) IS NOT RESPONSIBLE FOR THE LOCATION OF Wind Qesign Speed = 110 MPH (V ASD = 85 MPH) including end-jointed or edge-glued lumber, machine 1. ALL STRUGTURAL STEEL FABRICATION AND ERECTION SHALL � •
<br /> Wind�xposure = C CONFQRM TO TNE SPECIFICATIONS AS STATED IN THE MANUAL OF
<br /> PROPERTY L1NES AND/OR EASEMENT, SOIL CONDITIONS, MECHANICAL AND str�ss-rated or machine evalua#ed lumber, shall be
<br /> Wind Importance Factor, Iw = 1.0 STEEL CONSTRUCTION BY A.I.S.C. SHOP DRAWING SHALL BE
<br /> �
<br /> ELECTRICAL WORK, AND THE PRESENGE OF UTILITIES NOT REPORTED TO THE (nternal Pressure Coefficient = +/-0.18 identified by the grade mark of a lumber grading or inspection o y
<br /> A R C H/E N G R I N W R I T I N G B Y T H E O W N E R. K t z = i.o o a genc y that has been a p proved b y an accreditation bod y SUBMITTED FOR REVIEW BYENGIN�ER. STRUGTURAL STEEL SHALL � �j o
<br /> � 3. THE ENGINEER IS NOT RESPONSIBLE FOR FIELD REVIEW OF CONSTRUCTION UNLESS Kd = 0.85 that complies with DOC PS 20 or equivalent. Grading MEET THE FOLLOWING MINIMUM REQUIREMENTS, U.O.N.: � � y
<br /> SPECIFICALLY RETAINED FOR THAT Pl1RPOSE. practices �
<br /> seismic�esiqn oata and identification shall com I with rules ublished b WIDE FLANGE AND WT SHAPES ASTM A992 � � � � r� o
<br /> 4. DRAWINGS SHALL NOT BE SCALED, WRITTEN DIMENSIONS SHALL GOVERN p Y p Y
<br /> CONSTRUCTION. THE CONTRACTOR SHALL VERIFY DIMENSIONS PRIOR TO Importance tactor = 1.o an agency approved in accordance with the procedures of OTHER SHAPES, RODS, AND PLATES ASTM A36 �° � �Q� �
<br /> CONSTRUCTION AND ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF Ss = 1.29g, s1 = 0.46g DOCPS 20 or equivalent procedures. In lieu of a grade mark TUBES ASTM A500 GRADE B � �� � �
<br /> TME ARCM/ENGR SO THAT CLARIFICATION CAN BE MADE. ALL DIMENSIONS RELAT�D site class = � on the material, a certificate of inspection as to species and PIPE ASTM A53 GRADE B � � z o� � ;
<br /> TO EXISTING CONDITIONS SHAL;L BE V�RIFIED BY THE CONTRACTOR AND SHALL BE s o s = o.8 6 g, S D 1 = 0,4 7 g gra tle issue d by a lum ber-gra ding or inspec tion agency � � o►-�� ��,
<br /> SDC = D U J^E '
<br /> SUBMITT�D 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.
<br /> Seismic System = K. Light frame walls with shear panels-wood structural panels/sheet steel panels � `r' � _
<br /> F O L L O W E D B Y A +/- S Y M B O L S H A L L B E F I E L D M E A S U R E D A N D V E R I F I E D P R I O R T O �e s i g n B a s e S h e a r= 1 9.�k i p s accepted for precut, remanu factu red o r r o ug h-s a w n l u m b e r, H I G H ST R E N G T H B O L T S S H AL L CONFORM TO THE REQUIR EMENTS � � ��� •E
<br /> COMMENCEMENT. Cs = 0.132 a n d f o r s i z e s l a r g e r t h a n 3 i n c h e s (7 6 m m) n o m i n a l O F A S T M 3 2 5 X. B O L T H O L E S S H A L L B E 1/1 6 L A R G E R I N D I A M E T E R Q ���..,�
<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
<br /> SAME CHARACTER SHOWN FOR SIMILAR CONSTRUCTION, SPECIFICATIONS, WHEN Analysis procedure: ASCE 11.4, 11.5&12.s Approved end-jointed lumber is permitted to be used DRAWINGS.
<br /> PROVIDED, ARE A PART OF THESE DRAWINGS, SEE SPECIFICATIONS FOR MATERIAL interchangeably
<br /> AND WORI�MANSHIP 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 LABQR EQUIPMENT, MATERIAL AND SERVICES Snow Loads and grade. headed-stud type,cold-finished carbon steel; AWS D1.1, Type B.
<br /> NECESSARY FOR THE EXECUTION OF ALL CONSTRUCTION WQRK AS SHOWf� ON THE
<br /> DRAWIN�S AND AS NOTED IN THE SPECIFICATIONS. Flat-rqof snow load,pf = 25,0 psf 2303.1.2 Prefabricated wood 1-joists. Structural capacities ,
<br /> 7. THE CONTRACTOR SHALL COMPARE THE DRAWlNGS AND NOTIFY THE ARCH/ENGR OF 5now exposure factor, ce = 1.0o and design provisions for prefabricated wood I-joists 3. ALL WELDING SHALL COMPLY TQ AWS D1.1; LATEST EDITION.
<br /> Sno�y load importantfactor,�s = 1.0o shall be established and monitored in accordance with CONTRACTOR SHALL SUBMIT WELD PROCEDURE SFECIFICATIONS
<br /> ANY DISGF�EPANCIES PRIOR TO COMMENCING WITH THE WORK. Thermal fiactor, Ct= 1.00 ASTM D 5055. FOR EACH IYPE OF WELD JOINT TO ENGINEER AND SPECIAL
<br /> 8. TEMPORARY BRACING AND SHORING NECES�ARY TO SUPPORT ANY PORTION OF THE
<br /> STRUCTURE DURING CQNSTRUCTION IS THE RESPONSIBILITY OF THE CONTRACTOR. Gravity Loads* INSPECTOR FOR REVIEW PRIOR TO START OF WORK. J
<br /> 2303.1.3 Structural glued-laminated timber. Glued-laminated W � � t"�
<br /> timbers shall be manufactured and identified as required 4. ALL WELDS SHALL BE MADE WITH A FILLER METAL THAT HAS A � C, O
<br /> FOUNDATIONS Roof Dead Load = 16 psf � � � �
<br /> in AITC A190.1 and ASTM D 3737. MINIMUM CHARPY V-NOTCH TOUGHNESS OF 20 FT-LBS AT MINUS 20
<br /> Roof Live Load = 25 psf � W �O
<br /> 1. ASSUMED ALLOWED sEARING PRESSURE IS 2000 PSF AT NEW DEGREES F. AS DETERMINED BY AWS CLASSIFICATION OR � � �
<br /> Floor Live Load (Office) = 5q psf � W '�
<br /> FQUNDATIONS AND IS NOT CON�IDERED AT EXISTING FOUNDATIONS. AT 2303.1.4 Wood structural panels.Wood structural panels, MANUFACTURER CERTIFICATION.
<br /> Floor Live Load (Residential) = 40 psf, Balcony = 60 psf � �� � Q
<br /> BUILDING OFFICIAL OPTION, GEOTECHNICAL ENGINEER SHALL VERIFY Floor live Load (Corridor) = 100 psf when used structurally (including those used for siding; roof � �
<br /> PLACEMENT OF FILLS AND FOUNDATIONS PRIOR TO PLACEMENT OF FIL.LS. Partition Loads = 10 psf (residential) and wall sheathing, subfloqring, diaphragms and built-up 5. ALL STRUCTURAL WELDS SHALL BE PERFORMEp BY WELDER � � � ^
<br /> Partition Loads = 20 psf (office) members), shall conform to the requirements for their type �CC�PTABLE TO THE ARCH%ENGR. GERTIFICATIONS SHALL BE Z � � F- ,
<br /> 2. SPECI IED CONCRETE MIX AS FOLLOWS: in DOC PS 1 or PS 2. Each panel or member shall be SUBMITTED �"0 THE ARCH/ENGR AND THE BUILDING OFFICIAL. MUST (,� � W
<br /> F Floor Dead Loads = 12 psf (residential) i d e n t i f i e d B E W A B O C E R T I F I E D. - �
<br /> CONCRETE MIX A t res t ea rt h pressure = 6 0 pc f F- � �
<br /> for grade and glue type by xhe trademarks of an approved V t.f')
<br /> TYPE pF COMPRESSION STRENGTH *As Applicable p W
<br /> MAX W/C RATlO �NTRAINED AIR sAcK M�x testing and grading agency. Wood structural panel 6. Nonmetallic, Shrinkage-Resistant Grout: Premixed, nonmetallic, � �
<br /> CONSTRUCTION @ 28 DAYS, PSI � '� W
<br /> WOOD CONSTRUCTION (CARPENTRI� components shall be designed and fabricated in accordance noncorrosive,nonstaining graut containing selectetl silica sands, Q �
<br /> SLAB ON GRADE 3000 � with the applicable standards listed in Section 2306.1 and portland cem�nt, shrinkage compensating agents, plasticizing and
<br /> (�NTERIOR) � 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 withASTM C 1107, of�onsistency
<br /> SLAB ON GRADE 3000 0.45 5% inspection suitable for application, and a 30-minute working time.
<br /> (EXTERIOR) NFPA - NATIONAL DESIGN FOR WOOD CONSTRUCTION �
<br /> 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. UNLE�S NOTED OTHERWISE, DRILLED CQNCRETE ANCHORS AND Q o
<br /> MATERIAL permanently SELF-DRILLING ANCHORS SHALL BE BY ITW RAMSET/REDHEAD. � ¢ ;
<br /> FOOTINGS 2500 0.50 51/2 -
<br /> exposed in outdoor applications shall be of exterior CONCRETE INSERTS, COIL LOOP INSERTS AND FERRULE LOOP
<br /> CONT. FOOTINGS 2500 0.50 51/2 SAWN LUMBER type, except that wood.structural p�nel roof sheathing ex- INSERTS SHALL BE BY BURKE. APPRQVED EQUALS MAY BE � �
<br /> M�N,DESIGN posed to the outdoors on the underside is permitted to be SUBSTITUTEp. � °�
<br /> USE SIZE SPECIES/GRApE VALUE interior. �
<br /> 3. CONCRETE �EINFORCEMENT SHALL CONFORM TO ASTM A615, AND PER BELOW.
<br /> STUD 2 X 4, 2 X 6, 3 X 4, 3 X 6 HEM-FIR (N) Fb = 775 psi type bonded with e�cterior glue, Exposure 1.
<br /> B - ER ASTM A615 Fc = 925 psi c� '
<br /> RE AR P
<br /> #4&LESS GRADE 40 Sill Plate 2 X 4, 2 X 6, 3 X 4, 3 X 6 HEM-FIR (N) Fb = 775 psi
<br /> Fc = 925 psi ,
<br /> #5 &GREATER GRADE 60 �
<br /> Post/Columns 4x DOUG-FIR#1 Fc = 1350 psi STR�UCTURAL TESTS AND INSPECTIONS W '
<br /> �
<br /> COVER FOR REINFORCEMENT SHALL BE AS FOLLOWS: (Where applicable) ~ '
<br /> Post/Column 6 x DOUG-FIR#1 Fc = 1000 psi Q � r
<br /> i
<br /> FOOTINGS&RETAINING WALLS (CAST Fb = 850 psi 1 . CONCRETE SPECIMEN TESTING AND PLACING OF z
<br /> AGAINST SOIL) 3��cOVER ,lolsTs 2 x 8 To 2 x 12 HEM-FIR (N) #2 Fv= 95 psi REINFORCED CONCRETE PER IBC SECTION 1704.4 _l ;
<br /> SURFACES EXPOSE TO EARTH OR WEATHER 2"COVER Beam&Headers 4 x 6 To 4 x 12 HEM-FIR (N) #1 Fb = 850 psi C� ;
<br /> 1 Fv= 95 psi 2, STEEL REINFORCEMENT PLACING PER IBC TABLE 1704.4. � �
<br /> CdLUMNS&BEAMS 1 2.COVER
<br /> ' SI�ABS&INTERIOR WALLS ��covER Glue-Laminated Beams (GLB) Top Fiber Btm Fiber stress Fc (Compressionj � �
<br /> 3. STRUCTURAL STEEL WELDING AND B�LT PLACEMENT PER ~ '
<br /> �
<br /> IBC 1704.3.3 STRUCTURAL WELDING PER IBC 1704.3.1. ALL �"� � �
<br /> 4. FOUND�TION WALL SHALL EXTEND 6"ABOVE FINISHED GRADE. 24F-V4 120Q psi 2400 psi � . �
<br /> WELDING, SHOP QR FIELD SHALL BE PERFORMEO BY WABO :� �
<br /> 5. FOUNDATION PLATES SHALL BE PRESSURE TREATED (PT) HF 2. 24F-V8 240Q psi 240Q psi � �
<br /> 6. INSTALL FOUNDATION ANCHOR BOLTS 4' ON CENTER (UNO) AND EMBED A MINIMUM CERTIFIED WELDERS. I- � ;
<br /> �� Parallam Beams (PSL) - 2.OE 2900 psi 290Q psi: 2900 psi** � �
<br /> 7 IN CONCRETE. ** , 6 ' 4. MASONRY CONSTRUGTION SHALL BE INSPECTED &
<br /> 7. INSTALL WATER PROQFING MATERIAI�S ON FOUNDATION WALL SUPPORTING SOIL. WHERE PSL COLUMN� ARE REQ D PER PLAN, USE ONLY PSL BEAMS WITH E-2.0 X 10 2,OE NAILS 511ALL NOT BE DRIVEN CLOSER T06ETt1ER TI1AN %2 Tf1EIR L�NGTN NOR GLOSER TO ' ,
<br /> � - � - Tf1E EDGE OF MEMBER THAN �/4 Tt1EIR LENGTII. NAILING NOT NOTED BELOW OR ON PLANS i
<br /> EVALUATED IN ACCORDANCE OF SECTION 1704.5.2 AND PER
<br /> 8. ALL FQOTING EXCAVATIONS SHALI. B� NEXT AND AS CLOSE TO FOOTING DIMENSIONS Roof Sheathing -15 inch DOC PS-1 or PS-2 (APA Performance rated) 32/16 span rating with Exposure I glue. SHALL BE A MINIMUM O� 2 NAILS AT EACH CONTACT, 8d FOR I x AND I 6d FOR 2x
<br /> A S P R A C T I C A B L E. . 32 MASONRY NOTES ON THESE DRAWINGS (WHERE MaTe�ia� � ;� �
<br /> Sub-Floor Sheathing - 3 inch DOC PS-1 or PS-2 APA Performance rated Sturd-I-Floor 24-in o/c ratin with Ex osure I lue. APPLICABLE). � � ;
<br /> 9. ALL FOUNDATIONS SHALL BEAR ON FIRM UNpISTURBED 4 � ) 9 P 9 J015T OR RAFTERS AT ALL BEARING - TOE NAIL 3-I Od o � ,
<br /> JOIST OR RAFTERS TO 51DES O� STUD:
<br /> NAtIVE SOILS OR ENGINEEREp 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. � �
<br /> 0 2x8 MEMBER OR ShALLOWER 3-I 6d
<br /> DRAWINGS. ALL SOILS WORK AND SITE GRADING SHALL BE IN ACCORDANCE WITH � z ��M FOR EACti ADDITIONA� FOUR(4) INChES IN DEPTII I-I 6d
<br /> REPLACE SPLIT MEMBERS AND PRE-DRILL HOLES WHERE NAILING MAY CAUSE WOOD D/3 0 HOLE DOUBLE J015TS, rv��rE�s, AND 11EADERS 2-I �d AT I 2°° o.c.
<br /> CHAPTERS 18 p F 7 H E I B C. TO SPLIT. p � 1/3 S P A N (E A C H E N D O F B E A M) gLOCKING BETWEEN JOIST OR RAFTERS: • M 1�'
<br /> METAL FRAMING CLIPS, HANGERS, ETC. SHALL BE SII�PSON STRONG TIE. NAILING TO JOIST OR RAFTERSTOE NAILS, EACt1 51DE, EACi-i END 2-i od I� �, �
<br /> , TO JOIST OR RAFTERS BEARINGS TOE NAILS, EAC11 SfDE 2-I Od � � p
<br /> SHALL BE IN ACCORDANCE WITH THE MANUFACTURER S INSTRUCTIONS WITH A NAIL � BLOCKING BETWEEN STUDS, TOE NAILS, EACti END 2-I Od � ��' � �tn
<br /> GEOTECHNICAL PROVIDED FOR EACH PUNCHED HOLE. WHERE NAILS ARE TO BE FURNISHED BY THE eui�auP co�NeR STu�s � 6d aT i 2�° o.c.
<br /> MANUFACTURER, THEY SHALL BE USED IN PLACE OF COMMON NAILS. � o z�° SUBPLOOR TO JOIST OR GRIDER, BLIND AND FACE NAIL I 6d AT I 6°° o.c. �, ��,�� ��, , '� � ,
<br /> IN ABSENCE OF GEOTECHNICAL ANALYSIS, THE FOLLOWING DESIGN CRITERIA IS USED: 80LTS IN NOT PRESSU�E TREATED LUMBER SHALL BE UNFINISHED MACHINE BOLTS JOIST z B�AM TOP PLATE OR SOLE PLATE �O STUD, END NAIL 2 I 6d AT 2x4, � �,
<br /> NO LIMIT � 3-I 6d AT 2x6 ��p��� 36g23 ���' �cv
<br /> OF SIZES SHO.WN �N DRAWINGS, CONFORMING TO ASTM A307. LENGTH OF BOLTS c� TOE NAIL 4-8d , �S�L �` �1�'
<br /> SOIL BEARING PRESSURE; 2000 PSF �� �� DOUBLED STUDS, FACE NAIL I 6d AT I 2" O,C, S��NAL �
<br /> SHALL NOT PI�OJECT LESS THAN 1/16 OR MORE THAN 1/2 BEYOND THE END OF NUT.
<br /> ACTIVE EARTH PRESSURE (RETAINING WALLS): 35 PCF BOLT HOL�S IN WOOD SHALL BE 1/32" MIN. 1/16" MAX. LARGER THAN THE BOLT AI:LOWABLE ARER FOR DOUBLED TOP PLATES, FACE NAIL 2-I 6d AT f 6" o.c. ; �
<br /> WIRES, CONDUITS AND PIPES TOP PLATES, LAPS (4'0" MINIMUM), FACE NAIL I 2-I 6d
<br /> AT REST EARTH PRESSURE (BASEMENT W�LLS): 60 PCF DIAMETER. PROVIDE STANDARD CUT OR MALLEABl.E IRON WA�HER UNDER BpLT TOP P�aTEs, INTERSECTiONS, FACE NAIL 2-i 6d
<br /> PASSIVE PRESSURE: 350 PCF HEAD AND NUT WHERE THEY WOULn BEAR ON WOdD. NUTS SHALL BE TIGHTENED H O�ES I N B E�M S & J OISTS �ONTINUOUS 11EADER TO STUD, TOE NAIL 4-8d
<br /> CEILING JO(5T, LAPS OVER PARTITIONS, FACE NAIL 3-I 5d
<br /> FRICTION COEFF�CIENT: 0.35 WHEN PLACED AND RETIGHTENED BEFORE �ONCEALMENT. CEILING JOIST T0 PARALLEL fZAFTERS, FACE NAIL 3-� 6d PROJECT #
<br /> WOOD BELOW MAIN BUILDING PANELS SHALL BE DOUGLAS FIR FOR SUPPORTING BEAMS, CEILING JOIST LEDGER-FACE NA(L TO STUDS:
<br /> AND PRESSURE TREATED. 2x4 aN� 2X� 2-I 6d
<br /> 2x8 AND UP TO 2x I 2 3-I 6d
<br /> REPORT PREPARED BY: STRuCTURAL MEMBERS SHALL NOT BE NOTCNED, CUT OR OTHERWISE ALTERED FOR LEDGER TO STUDS: -
<br /> DUCTS, PIPES, ECT. WITHOUT THE PRIOR APPROVAL OF TH� STRUGTU�AL ENGINEER. 2x8 MEMBER OR SHALLOWER 3-i �d •
<br /> FOR EACt-1 ADDIT(ONAL 2" I-I 6d
<br /> ROOF TRUSSES SHALL NOT HAVE AREA BETWEEN WEB MEMBERS LARGER THAN 42" HIGN X 24" WIDE �
<br /> UNLESS SPECIFICALCY NOTED ON PLANS.
<br /> SHEET NO
<br /> PRESSURE TREATING:�
<br /> . ALL LUMBER IN CONTACT WITH CONCRETE SHALL �E PRESSURE 7'REATED WITH 0.25 POUNDS PWE CUBIC
<br /> FOOT OF WATERBORNE (ACZA) PRESERVATIVES IN ACCORpANCE WITH AWPA PRESSURE-TREATMENT
<br /> RETENTIONS FOR WESTERN SPEGIES ONLY AND THE CORRESPONDING AWPB QUALITY ASSURAN�E
<br /> PROCEDURE ASSOCI�ITED WITH THE AWPA STANDARD. PRODUCTS SHALL BEAR THE AWPB MARK, BOLTS, �
<br /> NAILS & SCR�WS USED (N EXTERIOR APPI�ICATIOIVS, OR �N PRESSURE TREATED MATERIAL SH/#LL BE
<br /> i HOT-DIPPED ,GALVA(�IZED (PER ASTM A153) OR STAINLESS STEEL . HOLD DOWN DEVICES COAT�D WITH
<br /> ' CORROSION PROTECTION PER ASTM A123.
<br /> �
<br /> . , , . ,
<br />
|