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STRUCTURAL NOTES WALL SHEATHING PANEL FIELD BOTTOM BLOCKING TO FOUNDATION FRAMING AT 1/2" DIA. ANCHOR
<br /> 06071: PRESERVATIVE TREATED WOOD PRODUCTS TYPE EDGE NAIUNG PLATE TOP PLATE SILL PLATE ADJOINING BOLT SPACING
<br /> 01000: GENERAL REQUI REPENTS NAIUNG NAIUNG CONNECTION PANEL 7" EMBED. MIN. rn
<br /> THE STRUCTURAL NOTES SUPPLEMENT THE PLANS AND SPECIFICATIONS. ANY ALL LUMBER EXPOSED TO WEATHER OR IN CONTACT WI TH CONCRETE OR MASONRY (DIMENSIONAL) EDGES W/ PLATE WASHERS o
<br /> DISCREPANCY FOUND BETWEEN THE DRAWINGS, NOTES, SPECIFICATIONS, SITE SHALL BE PRESERVATIVE TREATED U.N.O. PER PLAN. PRESERVATIVE TREATMENT co
<br /> WALL PLATE NAIUNG PER UPPER WALL
<br /> CONDI TI ONS, AND ARCH TECTURAL PLANS SHALL BE REPORTED TO THE ARCHI TECT SHALL BE PER AMER!CAN WOOD PRESERVERS' ASSOCI ATI ON (AWPA) SCHED. FOR UPPER WALL BEARING/SHEARWALL PER P6 7/16" MIN. 6" O.C. 12" O.C. (1) 12d 0 6" O.C. SIMPSON LTP4 2x 2x 32" O.C. °'
<br /> WHO SHALL CORRECT THE DISCREPANCY IN WRITING. ANY WORK COMPLETED SPECI FI CAT!ON PRESERVATIVE TREATMENT BY PRESSURE PROCESS PLAN AND SCHEDULE ONE SIDE 0 24" O.C. w
<br /> AFTER DISCOVERY OF THE DISCREPANCY SHALL BE DONE AT THE CONTRACTORS FLOOR NAIUNG PER
<br /> RISK. REFER TO ARCHITECTURAL PLANS FOR OPEN NGS, ARCHITECTURAL ALL FASTENERS (NAI LS, BOLTS, PLATES, HANGERS, ETC. ) I N CONTACT WITH STRUCTURAL NOTES7/16" MIN. 4" O.C. 12" O.C. (2) 12d 0 6" O.C. SIMPSON LTP4 2x 2x 24" O.C. ai
<br /> P4
<br /> TREATMENTS, AND DIMENSIONS NOT SHOWN. CONSULT MECHANICAL PLANS FOR TREATED LUMBER SHALL BE CORROSION RESISTANT G-185 HOT DIPPED r ONE SIDE 0 16" O.C. V
<br /> DUCTS AND PIPES ETC. NOT SHOWN. GALVANI ZED PER ASTM A 153 OR STAI NLESS STEEL TYPE 304 OR 316. ISZ cd
<br /> P.E.N. PER UPPER WALL P3
<br /> 7/16" MIN. 3" O.C. 12" O.C. (2) 12d 0 4' O.C. SIMPSON LTP4 2x 2x 16" O.C.
<br /> THE CONTRACTOR SHALL PROVIDE BRACING AND SUPPORT REQUIRED FOR ALL FIELD CUTS, NOTCHES AND DRILLED HOLES OF PRESSURE-TREATED WOOD TJI BLKG. PANEL
<br /> ONE SIDE 0 12" O.C. d
<br /> TEMPORARY CONSTRUCTION LOADS AND FOR STRUCTURAL COMPONENTS AS REQUI RED SHALL BE TREATED IN THE FIELD IN ACCORDANCE WI TH AWPA M4. C9 C0
<br /> DURING ERECTION. BACKFILL BEHIND WALLS SHALL NOT BE PLACED UNTIL THE 06100: ROUGH FRAMING 10d 0 6" O.C. P2 7/16" MIN. 2" O.C. 12" O.C. (3) 12d 0 6" O.C. SIMPSON LTP4 2x (2)2x 14" O.C. a
<br /> WALLS ARE PROPERLY SUPPORTED. SAWN LUMBER SHALL CONFORM TO WEST COAST LUMBER INSPECTION BUREAU -= ONE SIDE 0 12 O.C. Q
<br /> (WCLIB) "GRADING AND DRESSING RULES" NO. 17 LATEST EDITION. SAWN . , . -IA . - - - , " . 0
<br /> THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATION OF ALL WORK. THE LUMBER SHALL BE S4S AND SURFACED DRIED, 19 PERCENT MAXIMUM MOISTURE z II OM w r N
<br /> CONTRACTOR SHALL BE RESPONSIBLE FOR THE COORDINATION OF THE EXCAVATION, CONTENT. PROTECT LUMBER FROM WEATHER AND PROVIDE FURTHER DRYING OFm o
<br /> SHORING, AND OTHER WORK WITH ALL UTILITIES AND ADJACENT PROPERTIES. ASSEMBLED FRAMING TO MINIMIZE WOOD SHRINKAGE POTENTIAL. ALL LUMBER 1i C
<br /> CALL THE UTILITY LOCATE SERVICE PRIOR TO ANY WORK AT 1-800-424-5555. EXPOSED TO WEATHER OR I N CONTACT WITH CONCRETE OR MASONRY SHALL BE _ ►. P LSL RIM JOIST & BLKG. SHEARWALL NOTES .-0) a
<br /> PRESERVATI VE TREATED U.N.O. PER PLAN. LUMBER SPECIES, GRADE, AND 1. STUDS SHALL NOT BE SPACED MORE THAN 16" O.C.. SHEATHING PANELS MAY BE INSTALLED ON EITHER FACE OF WALL STUDS. SHEATHING PANELS MAY BE INSTALLED EITHER +' _01100: CODE REQUIRELENTS PROPERTIES FOR EACH USE/LOCATION SHALL BE AS FOLLOWS U.N.O. PER HORIZONTALLY OR VERTICALLY WITH ALL PANEL EDGES BACKED/BLOCKED WITH 2" NOMINAL OR WIDER FRAMING. SEE NOTE 3.
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<br /> ALL DESI GN AND CONSTRUCT!ON SHALL CONFORM TO THE 2015 I NTERNATI ONAL PLAN/SCHEDULE: P.E.N. PER LOWER WALL 2. NAILS FOR PLYWOOD AND O.S.B. PANELS SHALL BE 8d COMMON (0.131" DIA. X 2 1/2" LONG). NAILS FOR PLATES SHALL BE 12d COMMON (0.148' DIA. X 3 1/4" LONG).
<br /> BUI LDI NG COD. Fb Fv Fcp Fc E TJI PER PLAN 3. FLOOR DIAPHRAGM NAIUNG SHALL BE PLACED BETWEEN THE SPACING CALLED OUT FOR BOTTOM PLATE NAIUNG. DO NOT OVER-NAIL BLOCKING. @ al 2 Na
<br /> S I USE/LOCAT I ON SPECIES GRADE (PSI ) (PSI ) (PSI ) (PSI ) (PSI ) 4. PLATE WASHERS ARE REQUIRED FOR SILL PLATE CONNECTIONS. USE 3" X 3" X 0.229" MINIMUM. DO NOT RECESS BOLTS IN SILL PLATE. 3 .Q) .4.
<br /> 01200: DE GN LOADS WALL STUDS/BLOCKING NG WALL AND CEIUNG A 13/16 X 1 3/4 DIAGONAL SLOTTED HOLE IN THE 3 X 3 PLATE WASHER IS ALLOWED WITH A STANDARD CUT WASHER. -
<br /> FLOOR L I VE LOADS (NON-REDUC I BLE U.N.0. ) " PER ARCH. THE PLATE WASHERS ARE TO EXTEND TO WITHIN 1/2 INCH OF THE BOTTOM PLATE IN THE SIDE OF THE PLYWOOD SHEATHING. SEE DETAIL 2/S1.00. V
<br /> 2X 3X 4 WIDE HEM-FIR STUD 675 150 405 800 1 .2E6 2 z C�2
<br /> FLOORS (RESIDENTIAL) 40 PSF " 5. MUDSILL ANCHOR BOLTS SHALL BE FULL DIAMETER 1/2" DIAMEATER A-307 BOLTS OR J-BOLTS WITH EQUIVALENT EMBEDMENT. co o
<br /> 2X, 3X 6 WI DE HEM-FI R NO. 2 850 150 405 1300 1 .3E6 6. SIMPSON LTP4 FRAMING ANCHORS TO BE INSTALLED WITH (12) 8d X 1 1/2 NAILS (LONG DIMENSION HORIZONTAL).
<br /> ROOF LIVE LOADS WALL PLATES LOWER WALL 7. ALL NAIUNG AND FASTENERS IN CONTACT WITH PRESSURE-TREATED LUMBER SHALL BE CORROSION RESISTANT G-185 HOT DIPPED GALVANIZED 0) •-i c�
<br /> 2X4, 3X4 HEM-Fl R STUD 675 150 405 800 1 .2E6 BEARING/SHEARWALL PER 8. SEE STRUCTURAL NOTES FOR DRIWNG AND EPDXY OF ANCHOR BOLTS FOR HOEDOWNS. CONTRACTOR MAY USE 1/2" DIA. SIMPSON TITEN HD'S WITH MINIMUM 4" EMBED FOR
<br /> ROOF (SNOW) 25 PSF 2X6, 3X6 HEM-FIR NO. 2 850 150 405 1300 1 .3E6 PLAN AND SCHEDULE
<br /> SNOW LOAD DESIGN DATA: JOISTS "_ JOISTS PARALLEL - - 3
<br /> Pg = 20 PSF, Pf = 20 PSF, Ce = 0.9, i s = 1 .0, Ct = 1 .0, 2X, 3X HEM-f I R NO. 2 850 150 405 1300 1 .3E6 SCALE: 3/4 = 1 -0 SCALE N/A
<br /> BEAMS AND POSTS U .
<br /> WIND DESIGN DATA: 4X DOUGLAS FIR-LARCH NO. 2 900 180 625 1350 1 .6E6 1 TYPICAL EXTERIOR WALL TO FRAMING 2 SHEARWALL SCHEDULE "
<br /> 6X DOUGLAS FIR-LARCH N0. 1 1200 170 625 1000 1 .6E6 *
<br /> BASIC WIND SPEED: 110 MPH (3-SECOND GUST) 06102: FRAMING NOTES &-
<br /> WI ND IMPORTANCE FACTOR: I w = 1 .0 FRAMI NG CONNECTORS, ACCESSOR I ES, AND FASTENERS AS NOTED I N THE PLANS UPPER WALL .
<br /> WALL PLATE NAIUNG PER BEARING/SHEAR WALL HOLDOWN
<br /> WI ND EXPOSURE: EXPOSURE B AND DETAILS ARE AS MANUFACTURED BY S I MPSON STRONG-TIE. EQU I VALENT FASTENER SCHEDULE (HF STUDS)
<br /> SCHED
<br /> TOPOGRAPHIC (Kz) 1 .00 HARDWARE MAY BE USED WHEN APPROVED BY ENGI NEER OF RECORD. INSTALL ALL . FOR UPPER WALL PER PLAN AND SCHEDULE
<br /> NOTE: NO WALL ABOVE AT SIM.
<br /> ANALYSIS PROCEDURE: ASCE 7-10 HARDWARE PER MANUFACTURERS' SPECIFICATIONS. WHERE STRAPS CONNECT TWO HARDWARE WOOD MEMBER/POST FASTENER ROD EMBEDMENT o
<br /> EARTHQUAKE DESIGN DATA: FLOOR NAILING PER I TYPE DIAMETER N
<br /> MEMBERS TOGETHER PLACE HALF OF THE REQUI RED FASTENERS INTO EACH MEMBER. STRUCTURAL NOTES �r P.E.N. PER UPPER WALL /
<br /> SEISMIC IMPORTANCE FACTOR: Ie = 1 .0 PROVIDE SOLID BLOCKING AT ALL BEARING POINTS. SEE SECTION 06071 FOR JOIST HANGER LAP JOIST 4" 1 2X4 WALL 2X6 WALL
<br /> SPECTRAL RESPONSE ACCELERATI ONS: Ss 1 .27 Si 0.54 FASTENER REQUIREMENTS AT TREATED LUMBER. TYPICAL NAILING NOT SHOWN SECURE TO BEAM W/ o o`
<br /> SITE CLASS: SITE CLASS D PER PLAN, DETAI L, OR SCHEDULE SHALL CONFORM TO FASTENING SCHEDULE PER (3) 0.131" DIA. X 2.5" MIN. SOLID 2X NOTE: IF PANEL SHEATHING REMOVED (10) SDS a - �d' a
<br /> SPECTRAL RESPONSE COEFF 1 CI ENTS: SDS 0.94 SD1 = 0.54BLOCKING AT ONE BAY FOR FOR MECH./PLUMBING, DH (2) 2X4 (2) 2X6 -1/4X2 1 2" 5/8" 11" �, �- �.� ;' z
<br /> IBC TABLE 2304.9.1 . TOENAILS RELOCATE PLATE NAIUNG/FRAMING ANCHORS / 0 0 0
<br /> SEISMIC DESIGN CATEGORY: SEISMIC DESIGN CATEGORY D AT HANGERS �f
<br /> TO ADJACENT BAYS ,
<br /> BASIC FORCE RESISTING SYSTEM: BEARING WALL SYSTEM NAILS SHALL BE COMMON U.N.O. COMMON NAIL DIMENSION ARE AS FOLLOWS: I I 4:, (14) SDS ��tytsRESPONSE M001 Fl CATION FACTOR: R = 6.5 ----- --_ ---- --- -- ----- ---- --"---"- HDUS-SDS2.5 (2) 2X4 (2) 2X6 " 5/8 11NAIL SIZE DIAMETER LENGTH ." " " " " " " " ." " " " " ""ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE - - " ' 1/4X2 1/2 .:� _ �
<br /> 8d 0.131 " 2.5"; 10d 0.148" 3.0" 1 � -
<br /> 01300: GEOTECHNICAL INFORMATION " ". " " �r " " c.; -
<br /> 12d 0.148 3.25 16d 0.162 3.5 '�' (6) SDS „
<br /> �I 1 HDU2-SDS2.5 (2) 2X4 (2) 2X6 " 5 8 "
<br /> ALL FOUNDATIONS ARE TO BE FOUNDED ON COMPETENT NATIVE MATERIAL 1 1/4X2 1/2 / 11
<br /> ON UNLESS NOTED OTHERWISE PER SHEARWALL SCHEDULE OR PLANS, ANCHOR BOLTS ►
<br /> A�LOWABLENBEAR!NG PRESSURE
<br /> ORSED500 pOSIFVVENTIONAL FOOTINGS. ASSUMED �� p _� ,_., _ �_ rn
<br /> AT SILL PLATES SHALL BE 1/2" DI AME TER WITH 7" MINI MUM EMBEDMENT INTO 1; 4I HOLDOWN AND FASTENER SCHEDULE NOTES; H o
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<br /> 01330: SHOP DRAWING SUBMITTAL PROCESS CONCRETE AND SHALL BE SPACED NOT MORE THAN 6 FEET APART. THERE SHALL SOUD OR JOIST BLOCKING A 1. HOLDDOWNS SHALL BE AS MANUFACTURED BY THE SIMPSON STRONG-TIE COMPANY. d N N
<br /> SHOP DRAWINGS ARE TO BE SUBMITTED TO THE ARCHITECT AND ENGINEER OF BEA MINIMUM OF TWO BOLTS PER SILL PIECE WITH ONE BOLT LOCATED NOT TJI PER PLAN A
<br /> RECORD FOR APPROVAL PRIOR TO FABRICATION. I F SHOP DRAWINGS DIFFER12" SEE DETAIL "A" FOR 2. SCREWS SHALL BE SDS 1/4 01 A. X 2 1/2 AS MANUFACTURED BY S I MPSON N N ,-
<br /> MORE THAN NOR LESS THAN 4.5" FROM EACH END OF THE PIECE. A I co
<br /> FROM THE APPROVED DESIGN DRAWINGS, NEW DESIGN DRAWINGS BEARING THE 2"X2"X3 16" PLATE WASHER SHALL BE PROVIDED FOR ALL ANCHOR BOLTS (DO JOISTS PER PLAN I BALANCE 3. STRONG-TIE COMPANY.
<br /> / 4. HOLDDOWN ANCHORS INSTALLED INTO EXISTING CONCRETE SHALL BE DRI LLED AND w
<br /> SEAL AND SIGNATURE OF A LI CENSED WASHINGTON STATE STRUCTURAL ENGI NEER WALL AND CEILING P.E.N. PER LOWER WALL
<br /> NOT COUNTERSINK PLATE WASHERS). VERIFY ANCHOR BOLTS AT EXISTING INSTALLED WITH EPDXY ADHESIVE. USE SIMPSON SET XP OR EQUAL. SPECIAL
<br /> SHALL BE SUBMI TTED ALONG WITH THE SHOP DRAWINGS TO THE APPROPRIATE PER ARCH. 4.,
<br /> JURISDICTION FOR APPROVAL PRIOR TO FABRICATION. CONSTRUCTION. PROVIDE NEW ANCHOR BOLTS (S1MPSON TI TEN HD S OR SIMPSON BEAM PER PLAN ti INSPECTION REQUIRED. co
<br /> -
<br /> UFP PLATES AT 6'-0" OC NOTE: 5. ANCHOR BOLT NUT SHALL BE FINGER-TIGHT PLUS 1/3 - 1/2" TURN WI TH HAND rn o
<br /> LOWER WALL WRENCH. CARE SHALL BE TAKEN TO NOT OVER-TORQUE THE NUT. IMPACT
<br /> SHOP DRAWINGS ARE REQUIRED FOR PRE-ENGINEERED ROOF,FLOOR TRUSSES AND RE: 1/S9.0 FOR O
<br /> TJI FLOOR J01 STS. ALL BEAMS SHALL BE SUPPORTED WI TH A MI NI MUM OF (2)2X'S UNLESS A: FLUSH BEAM B: DROPPED BEAM C: PARTIAL DROP ADDITIONAL INFO. BEARING/SHEAR WALL WRENCHES SHALL NOT BE USED. i
<br /> 01400: SPECIAL INSPECTIONS OTHERWISE NOTED ON THE PLANS. PER PLAN AND SCHEDULE 6. HDU HOLDDOWNS SHALL BE INSTALLED CENTERED ALONG THE WIDTH OF THE N
<br /> 06160: WOOD SHEATHING ATTACHED POST.
<br /> SPECIAL INSPECTIONS ARE NOT REQUI RED; EXCEPT FOR POST INSTALLED EPDXY 3 4' = 1'-0" SCALE 3 4 "= 1'-0" JOISTS PARALLEL SCALE N/Az
<br /> AND MECHANICAL ANCHORS. STRUCTURAL WOOD SHEATHING PANELS SHALL HAVE APA GRADE TRADEMARK OF THE / / 0 N
<br /> AMERICAN PLYWOOD ASSOC! TION. WOOD SHEATHING PANELS SHALL BE C-D INT A
<br /> 02000: SITE CONSTRUCT!ON 3 TYPICAL FRAMING TO BEAM 4 TYPICAL INTERIOR WALL TO FRAMING 5 HOEDOWN SCHEDULE s
<br /> ALL SITE CONSTRUCTION SHALL BE CONSISTENT WITH THE GEOTECHNICAL APA WITH EXTERIOR GLUE (CDX). ORIENTED STRAND BOARD (OSB) PANELS
<br /> SHALL BE EXPOSURE 1 . PANELS SHALL HAVE THE FOLLOWING THICKNESS SPAN
<br /> ENGINEERING RECOMMENDATIONS AS NOTED IN THE GEOTECHNICAL ENGINEERING RATING, AND FASTENING U.N.O. PER PLAN: a cc
<br /> REPORT (SEE SECTION 01300) AND IN SUBSEQUENT DIRECTIVES. EDGE FIELD ••A
<br /> 03000: CONCRETE NAILS NAI LS m d
<br /> CONCRETE CONSTRUCTION SHALL CONFORM TO THE AMERICAN CONCRETE INSTITUTE ROOF: 5/8" 40/20 APA RATED OSB 8d AT 6" 8d AT 12" UPPER WALL v=i C..)
<br /> STANDARD ACI 318 "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE". FLOOR: 3/4" 48/24 C-D APA EXP 1 T&G 8646" 8d012" WALL PLATE NAIUNG PER BEARING/SHEAR WALL .-
<br /> CEMENT AND CONCRETE SHALL CONFORM TO IBC. ADMIXTURES SHALL BE APPROVED SHEAR WALL: 7/16" C-0 APA EXP 1 PER SCHEDULE SCHED. FOR UPPER WALL PER PLAN AND SCHEDULE w
<br /> fY I-1-
<br /> BY THE ENGINEER OF RECORD AND SHALL COMPLY WITH ACI 318. THE USE OFPLATE ! ()
<br /> WATER SOLUBLE CHLORIDE ION SHALL NOT BE USED. ALL ROOF AND FLOOR SHEATHING PANELS SHALL BE INSTALLED FACE GRAIN .
<br /> PERPENDICULAR TO SUPPORTS AND IN A STAGGERED PATTERN U.N.O. PER PLAN. ;/• FLOOR NAILING PER iP o z
<br /> CONCRETE MI X DESIGNS SHALL MEET THE FOLLOWING REQUIREMENTS: BLOCKING AT INTERMEDIATE FLOOR AND ROOF SHEATHING JOINTS IS NOT STRUCTURAL NOTES Z w
<br /> REQUIRED U.N.O. PER PLAN. SHEAR WALL SHEATHING SHALL BE BLOCKED AT ;, I P.E.N. PER UPPER WALL
<br /> 28 DAY MAX. MAX. AIR SPECIAL LOCATION ALL EDGES WITH 2X OR 3X FRAMING PER SHEAR WALL SCHEDULE 1411001'
<br /> 04' iII II II
<br /> STRENGTH W/C SLUMP ENTAINMENT INSPECTION AND 06161: HOLDOWNSf'c (PSI ) RATI0 (INCHES) (PERCENT) REQUIRED APPLICATION HOEDOWNS SHALL BE AS MANUFACTURED BY THE SIMPSON STRONG-TIE COMPANY. % FASTEN i1-LATHING TO H��DER W/0.1311'SIA \_. LPROVIDE MI NI MUM (2)2X STUDS FOR EACH HOLDOWN. USE ALL SCREWS AND NAI L • X 2.25" MAL AT 3" O.C.IC)2ID PAS 1tf1N IA 3"N. HEADER SIZE ______________ '=,!
<br /> 2500 0.45 5±1 0±1 NO FOOTI NGS/RETAI NI NG WALLS HOLES. SEE PLAN FOR HOLDOWN TYPE AND LOCATION. ' �nvk Alb AL3" 0.1, J L_--
<br /> 3" X 11.25" NET ■� LSL RIM JOIST
<br /> 06176: METAL PLATE CONNECTED WOOD TRUSSES FRAMNG IIIIIIM NOTE:
<br /> ONE COMPRESSION TEST MINIMUM SHALL BE COMPILED FOR EVERY 150 CUBIC YARDS PREMANUFACTURED PLATED WOOD TRUSSES SHALL BE MANUFACTURER DESIGNED AND RE: S1.1 FOR ADDITIONAL
<br /> OR 5000 SQUARE FEET OF SURFACE AREA FOR EACH MIX DESIGN PLACED EACH DAY. SHALL COMPLY WITH THE TRUSS PLATE INSTITUTE (ANSI/TPI 1-2007, NATIONAL ! REQUIREMENTS AT SHEARWALLS
<br /> A TEST SHALL BE THE AVERAGE STRENGTH OF TWO CYLINDERS MADE FROM THE SAME MST27 W/(30) 0.148" DIA X 3.25"
<br /> DESIGN STANDARD FOR METAL PLATE CONNECTED WOOD TRUSS CONSTRUCTION) AND y, I m,-- j
<br /> SAMPLE AND TESTED AT THE SPECIFIED AGE. ADDITIONAL CYLINDERS MAY BE MADE OSSC SECTION 2303.4. SHOP DRAWINGS AND CALCULATIONS SHALL BE SUBMITTED
<br /> FOR INFORMATION REGARDING POST TENSIONING, FORM REMOVAL, STRENGTH PER THE REQUIREMENTS OF SECTION 01330. DESIGN FOR THE SPANS ANDI. 0, P.E.N. PER LOWER WALL
<br /> DEVELOPMENT, OR OTHER PURPOSES. CONCRETE I S ACCEPTABLE I F: CONDI TI ONS SHOWN ON THE PLANS, LOADS PER SECTION 01200, AND THE �' TOP PLATE TO HEADER TJI PER PLAN
<br /> (1) NO TEST FALLS 500 PSI BELOW THE SPECIFIED STRENGTH FOLLOWING: (2) 0.148" DA. x3.25" 0 3" aaT
<br /> (2) THE AVERAGE OF ALL SETS OF 3 CONSECUTIVE TESTS DOES NOT FALL ROOF FLOOR44 WALL AND CEILING I �,/1
<br /> BELOW THE SPECIFIED STRENGTH. TOP CHORD LIVE LOAD SEE SECTION 01200 SEE SECTION 01200 FASTEN SHEATHING TO ALL FRAMING W/ 1
<br /> TOP CHORD DEAD LOAD 10 PSF 10 PSF 0.131" DIA X 2.25 NAIL AT 3" O.C.
<br /> CONCRETE NOT MEETING THE ABOVE CRITERIA IS SUBJECT TO FURTHER TESTING AT TOP CHORD DRAG LOAD SEE PLAN SEE PLAN NOTE: LOWER WALL: M'-�
<br /> NO ADDI TI ONAL EXPENSE TO THE OWNER. TOP CHORD NET WI ND UPLIFT 7 PSF (NET) N/A 7/16" MN. THICKNESS HOOD STRUCTURAL RE: 1/S9.0 FOR
<br /> 3002 REINFORCING STEEL BOTTOM CHORD DEAD LOAD 5 PSF 5 PSF / ig PANEL SHEATHING ADDITIONAL INFO.
<br /> REINFORCING STEEL DETAILING, FABRICATION, AND PLACEMENT SHALL BE PER ACI LIVE LOAD DEFLECTION L/360 L/360 JOISTS PERPENDICULAR
<br /> 318. RE I NFORCI NG STEEL SHALL BE ASTM A-615 DEFORMED BARS GRADE 40 (f y=40 06190: MANUFACTURED WOOD BEAMS I TRIM RE ARCH. SCALE: 3/4 "= 1'-O" Emml
<br /> KSI ) FOR #3 BARS ONLY AND ASTM A-615 DEFORMED BARS GRADE 60 (fy=60 KSI ) MANUFACTURED/ENGINEERED WOOD BEAMS SHALL BE THE SIZE AND TYPE SHOWN ON I
<br /> FOR #4 BARS AND LARGER. REINFORCING STEEL AT ALL WALLS, SLABS, AND THE DRAW!NGS AS MANUFACTURED BY TRUS-JOIST OR APPROVED EQUAL. STORAGE, ; . ', 7 TYPICAL EXTERIOR WALL TO FRAMING
<br /> FOOT NGS SHALL BE CONTINUOUS AROUND CORNERS ELSE CORNER BARS SHALL BE ERECTION, AND INSTALLATION SHALL BE PER MANUFACTURER SPECI FI CAT ONS. d STHD14 W/(38)
<br /> PROVIDED. COVER REQUIREMENTS SHALL BE AS FOLLOWS UNLESS NOTED OTHERWISE: MICROLLAM AND PARALLAM MEMBERS SHALL NOT HAVE NOTCHES OR DRILLED HOLES i• 1, 0.148 DIA X3.25
<br /> WITHOUT PRIOR ENGINEER OF RECORD APPROVAL. SHOP DRAWINGS SHALL BE '
<br /> CONCRETE CAST AGAI NST EARTH SUBMITTED PER THE REQUIREMENTS OF SECTION 01330. DESIGN MATER IAL % 5/8" DIA ANCHOR BOLTS W/
<br /> ALL BAR SIZES 3" PROPERTIES SHALL BE AS FOLLOWS: f •I 7' MN. EMBEDMENT 1
<br /> '
<br /> FORMED SURFACE EXPOSED TO EARTH OR WEATHER 1' ' 1', I r�1
<br /> #5 AND SMALLER 1 1/2" MEMBER E (PSI ) Fb (PSI ) Fcp (PSI ) Fv 1r PROMDE 1/2" CLEAR FROM
<br /> PS EDGE OF CONCRETE TO EDGE
<br /> REINFORCING STEEL SHALL BE ACCURATELY PLACED AND ADEQUATELY SECURED I N LVLT , MI CROLAM 2.0 E6 2600 750 285 . •"° a: , OF HCXDONN STRAP - TYP.
<br /> PLACE PRIOR TO CONCRETE PLACEMENT. REINFORCING STEEL SHALL NOT BE FIELD PSL = PARALLAM 2.0 E6 2900 650 290 I i• �. i1 1 U.N.O. PER MANUFACTURER
<br /> BENT EXCEPT AS NOTED IN THE DESIGN DRAWINGS. LSL = 1 .75" TIMBERSTAND 1 .55 E6 2250 750 400 . 1 i1�1'1 i
<br /> ::) � ev
<br /> 03162: ADHESIVE ANCHORS IN CONCRETE LSL RIM = 1 .25" TIMBERSTAND RIM BOARD ;a;1 ;i 11�� V
<br /> ALL ADHESIVE ANCHORS SHALL BE ICC APPROVED AND INSTALLED PER ICC
<br /> Ziki,j40.: �'•+ �'EVALUATION REPORT REQUIREMENTS. BOLT SPACING AND EMBEDMENTS SHALL ' - it- r - -Ir-1f- 1 - -1r - + 0
<br /> BE AS DESIGNATEDDES ON THE DRAW!NGS TYPI CAL, UNLESS NOTED OTHERWISE. I II J.1-- °-----" - -11-- II I 1 II
<br /> I--1-i-i HbA
<br /> ALL EXPANSION BOLTS SHALL BE INSTALLED WITH CONTINUOUS INSPECTION. , JI _ II II, LQII I I .� 0
<br /> I I HEADER PER PLAN I I IC •4
<br /> ADHESIVE ANCHORS IN CONCRETE SHALL BE THE FOLLOWING TYPES OR A �` J. ��.,
<br /> PREAPPROVED EQUAL; II CS22 HEAD/SILL I II C�
<br /> SIMPSON SET-XP (ICC ESR-2508) W/ 10d NAILS I II • In
<br /> BOLT SIZE MINIMUM EFFECTIVE EMBEDMENT U.N.O. / FILL ALL HOLES 1 II 4"
<br /> 1/2" DIA. OR #4 REBAR 4" BLKG. W/ EDGE NAI LI NG I / 1 -4" MIN. FOR NE STORY STRUCTURESP4Cd cid
<br /> DIA. OR #5 REBAR 10
<br /> " PER SHEARWALL SCHED. I 1 2'-0" MIN. FO TWO STORY STRUCTURES
<br /> - 5/8" N
<br /> 03163: MDGE NAI LING AT SILL, I II E...1 N
<br /> ECHANICAL ANCHORS IN CONCRETE. II
<br /> ,LI.5
<br /> ALL MECHANICAL ANCHORS SHALL BE ICC APPROVED AND INSTALLED PER ICC HEAD, KING & TRIM STUDS 1 M
<br /> EVALUATION REPORT REQUIREMENTS. BOLT SPACING AND EMBEDMENTS SHALL ,`ll I' TT IT YIf II II w
<br /> BE AS DESIGNATED ON THE DRAWINGS TYPI CAL, UNLESS NOTED OTHERWISE. PLACE EDGE NAILS INTO
<br /> ALL EXPANSION BOLTS SHALL BE INSTALLED WITH CONTINUOUS INSPECTION. POST PER PLAN OR II II I II II II II III II II
<br /> (2)2X STUDS AT ENDS II I II 1► 1 II III II II
<br /> MECHANI CAL ANCHORS I N CONCRETE SHALL BE THE FOLLOWING TYPES OR A OF SHEAR WALLS. I II I II II II II I I II
<br /> PREAPPROVED EQUAL; A - JL_ - - - II- -IL_ _ - . _ -IL_ - ,
<br /> SI MPSON T I TEN HD SCREW ANCHORS - - - - ! SCALE 3/4" = 1'-O"
<br /> BOLT SIZE MINIMUM EMBEDMENT U.N.O.
<br /> 5/8" DIA. OR #5 REBAR 4" 6 TYPICAL STRAPS AROUND WINDOWS 9 GARAGE DOOR PANELS S 1.. . 00
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