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HomeMy WebLinkAboutB03-0014 plansAugust 10, 2002 J IIIF q5J - o n v u> tea o� iQ ado � r � Sheet No. X !4°1 in 5FA2.DWCG North IM®i® (/�/ — (COMPOSITE) u 1/411=11 -0° 1/4" =1' -0" WINDOWS 5HOWM ARE POZZI, WOOD, TO MATGH EX15TINCG -'i C-4 00 � to rl o ' � " i' 3 O O m p O O O d U n v Vi N v v u> tea o� iQ ado � r � Sheet No. X !4°1 in 5FA2.DWCG North IM®i® (/�/ — (COMPOSITE) u 1/411=11 -0° 1/4" =1' -0" WINDOWS 5HOWM ARE POZZI, WOOD, TO MATGH EX15TINCG d c-F Q � (3) 6' -8' ASPEN S 86 16 55 E _ rn SITE PL04N 10' 5' 0 10' SCALE 1" =10' 30' S LOT SIZE = 12,2 5q ft 63 10 1 TOPOGRAPHY, DRIVEWAY, & UTILITY LOCATIONS 0 08., ARE UNAFFECTED BY THIS PROPOSAL F TREES SHOWN ARE EXISTING (4) 18' l I �" SPRUCE , J s�0 -0,rc •• cA L 1L > Q iAoo U Vl N Sheet No. � -- IIRev EAST FLA2\44t 1 ON 1/4" =1' -O" rm,46 V��C C ON SFDEGKDRB 1/4" =1' —O" o �0 00 0 c o0 cri N v N �:JeQ cA L 1L > Q iAoo U Vl N Sheet No. � -- IIRev EAST FLA2\44t 1 ON 1/4" =1' -O" rm,46 V��C C ON SFDEGKDRB 1/4" =1' —O" STUGt TO M V-o° ... _ Q r-Rr_a*=s�r.M. (3) 34 5PRU( V IV Vl icy iVl Yi DEGIDU0% 0 f 1 m j cn 8• ASPEN / (3) ? -b ecacnt RELOCATED 5' SPF E PRO7BGT7VE ENE 44 ®-8 1 •1 �� 1 a c12'-b' 7 A5PEN IS' 5PFWE EX15TI% aSPIfA!_T DRI�Y r 30 _ BOULDER RETAININ6 /.2 is W • (2) 24' 5PRGE :15TLEW1 E UGE / (4) IS' / 5PPUCE / / �J LOT 51ZE = 12,2Q2.44 5q ft TOPO6RAPW, DRIVEWAY, $ UTILITY LOGATION5 ARE UNAFFEGTED BY THI5 PROP05AL LAND5GAPE REV1510N5 WILL BE THE RELOCATION OF ONE (1) FIVE FOOT (59 5PR)GE FROM THE AREA OF THE ENTRY ADDITION TREE5 5HOhN ARE EXI5TIN6 mr-W FI nnQ e / / / / / / / / N V .z I 0 I g � o • II + J t' • i rte:. rI 11 r � • ♦ ♦ Y C \ g >; Q V L 0(a S� 0 0 � � iA ao U APPROVED / %V,11L Community Development Department TOTW TBuilding Safety & Inspection services &ction 106.4.3, Uni M Bullding Code Validity of Permit. The issuance Or granting of a permit or approval of plans, specir'MiOns and computations shall not be construed 'o be a permit for, or an approval of, any violation of anY oh!:c provisions C" cf ihs code or of any other ordinance of thejcrisdittfo4 s prcsumin� to ee authori violate or cancel the pre ns visio of this Pem :' cr other c. cs w oC tSC jOridi� s p vi ere ,!:all not be valid. The issuance rf a rMc it h -scd oa f' z c�xc;ficalioas and o:hcr data shag not p I vent b t licreaftcr rcquinn ers e i, c' I l s ..7 c r< .a, g M c co of rr from p c building viola;;en Of this code or of n \ _. DATE: �� CDtl.S (�Fc - u P— T 0 2 , N > t 40 � i— k.W ST7G j I e"J td0 Ta c�rrx -�6 5GALE 1 =10' l � � o O 'Z to x -�_+ m v rn v Y C `' ° •00 >; Q V L 0(a S� 0 0 � � iA ao U APPROVED / %V,11L Community Development Department TOTW TBuilding Safety & Inspection services &ction 106.4.3, Uni M Bullding Code Validity of Permit. The issuance Or granting of a permit or approval of plans, specir'MiOns and computations shall not be construed 'o be a permit for, or an approval of, any violation of anY oh!:c provisions C" cf ihs code or of any other ordinance of thejcrisdittfo4 s prcsumin� to ee authori violate or cancel the pre ns visio of this Pem :' cr other c. cs w oC tSC jOridi� s p vi ere ,!:all not be valid. The issuance rf a rMc it h -scd oa f' z c�xc;ficalioas and o:hcr data shag not p I vent b t licreaftcr rcquinn ers e i, c' I l s ..7 c r< .a, g M c co of rr from p c building viola;;en Of this code or of n \ _. DATE: �� CDtl.S (�Fc - u P— T 0 2 , N > t 40 � i— k.W ST7G j I e"J td0 Ta c�rrx -�6 5GALE 1 =10' l � JV�LGE��' 3 GLO_ (GARP£r) O MM TIN It n • .N 31/2' I BUNK RPOV""- (CAW&) BATH MLE) Lol F2E-v1 E EXI5TIN6 WINDOW WEST 1� 1/,4m' f Oil ff_ f ff WOOD SHAKE ROOF (MATCH EX15T'5 517E $ EXP) LOT 51ZE = 12,282 sq.ft. 6"Al EXI5TIN6 , LOWER LEVEL_ 144 sq ft - LIVIN6 165 32 ENTRY O q1 MASTER a PPFR) 506 - OVER GARAGE qo4 220 2568 = 20.4 % 12,282 %y � r•i WIN CCVSIRA4* LIVING — -� 1 `� 1314 ENTRY q1 12,282 = 10.7 % GARAGE 420 1314 sq ft 9. • iA ■i WG3048 -2 W 60 HR 5-0 1/2° c sN , 4 7 v.3cc. Sf MO 'v m <V m n 1 f f 3 f I i (COMPOSIOMM) IMCI =I' -O" NINDON5 5HOWM ARE POZZI, WOOD, TO MATCH EXI5TIN6 ! �� 3 &8 P&NIS G7 OTC. si c. ro• �• 1. 'C- -�-+ v` U rn 0 00 3 -�-' 0 0 m 0 rn C p a ~ rn n V vi IL v (D C ...� tAoo t- 9) n V IL > tAoo 44 :3 f a Sheet No. O 03 3 �� �� S7� <'S To _ April 14, 2002 UW A i q *vk m bill (� () 2� �}tc 2e GL�11 cP� MAY 2, 2002 T7 ��SC . S t c . tda3.3. -} �003.3.CP M95TAFF DRB SrAFF Sqo , � June 20, 2002 ADD NOTES $ I I Aug. 24, 2002 PA15E ROOF 0 I REMOVE EXI5TIN6 DOOR $ WINDOW I I \ ENTTRY I CV V- W" NOTE FOERSTFR RESIDENCE REMODEL JOB !1 Q2 4- 1 r ,'* t , DESIGN CRITERIA: S STRUCTURAL W WOOD FRAMING ry , Roof Live Load (Snow) ------------ - - - - -- 80 E a• n Except where s Roof Dead Load - - - - -- P shalt be Douglas, Fir- Larch 2 and better, and aq solid timber bea d 3 ,fi`Struc ura{:'steel shall be detailed, fabricated and erected in accordance Floor Live Load - - - - - - - - - - - - - - - - - - -_ 40, jo y{ * " , m witty the most current editions' of AISC Specifications and Code of Floor Dead Load -- ------ - - - - -- j 15 psf' j " ¢. S Studs shall be Stud grade and better Douglas Fir- Lorch, Cr%Hem Fir. t tgndord Practice. Basic W nd Speed - -- 1 - - - -- 80 mph (Exp. B) C C. B Built -up' posts shall consist of Douglas Fir-Larch or Herri Fir ; #2 or k k .Strtictlral steel °rollBd: shapes, including plates and angles, shall be Seismic Zone - ----------------- 4 -____ b better 2x4 or 2x6 studs per plan and shalt be noised; together with 2 ; ;Amv A36, , lube shop" shall be ASTM' A500 grade B. Pipes shall UBC Edition - - - - - - - - - - - - - - - - - - - - - - - - - 1997 , ` / r rows of 16d nails ® 6" on center along each: stud_ b be ATM A53 grade or ASTM A501. FOUNDATION DESIGN: t d. B Built -up beams consisting of multiple 2x members atoll be h�iletl c c• All ; )ts ,used, in steel framing shall conform to ASTM Specification together with two ;rows of 16d nails soaped at 12" on center`:or A A 5": ,, Anahor. bolts and bolts used in timber connections may be o. Design of individual a with two rows 1/2" diameter thru -bolts spaced 24 "; on ce nter . A A 7M <A3Q7;'` Bolt sixes,stiolt be 3/4" diameter unless noted y and continuous footings is based on on e e T Top and bottom plates shall be Douglas Fir= Lorch'or Hem, fir # and o otherwise. assumed maximum allowable bearing pressure of 2000, psf (dead b better.' Plates 'placed directly,on concrete walls or -stabs :shad b'e d d• ° . Delay painting within''3" of field' welds until welds are coin leted. P load lus full live load . p pressure- treated Hem Fir #2. "e re corrosive soil conditions exist, steel angles t that are used to placed on the natural undisturbed soil, or f f. W Wood beams bearing pockets In.•corcrete . .l and shall be attached compacted structural fill, below frost depth. _ 9 , i ,,, to tiff; foundation with galvanized or stainless steel expansion anchors. C. : rovide continuous foundation drains around the perimeter,bf,,all. ! a , l walls and of the base of retaining wails. Contact t treated 2x blocking to provide lateral support• for beam. �FNEF2AL'REQUtRF-MENT` n geotechnicol engineer for details g g. W Within, floor joists spaces b solid or built -up columns 'noted on f f � . d: A representative of the geotechnical engineer shall verify soils p plans, blocking of area equivalent to -column above shall be provided. a a. Structural erection and bracing: The structural drawings illustrate the conditions and types during excavation. Because geotechnicol Door or window trimmers consisting of a single stud do not require c completed structure with all elements in their final positions, properly information was not available at the time of ^preparation of the s special blocking in the joist space. I s supported, and broded. The Contractor, in the proper sequence, shall construction documents, we have used assumed values based on P h. E Except as noted otherwise, minimum nailing shall be provided. p provide shoring and bracing as may be required during construction to - similar sites in the area. Construction of the foundation may not s specified in the "Nailing Schedule" on the drawings (2000 IBC Table 2304.9.1). . achieve 'the final,com completed structure. Contactf >the structural en sneer for proceed without verifying these values. Report b Bolts used for wood framing 660nections shall. be installed with c con sty s from design assumptions to structural engineer for re- evaluation " standard washers and nuts. „ c b. a of foundation design. j j, U Unless noted otherwise, steel connectors such as those manufactured f co ntin'strll b , by. the Simpson Company shall be used to pin rafters, joists or beams 9 framing, foundation and tin 'else that may b to other beams at flush- framed conditions. Use all specified nails. o on4be drawings. ,Underpinning, shoring and bracing of existing Connector conditions not otherwise noted shall utilize Type 'U or Type s structures Shall b be 'the pespohsibility of the contractor. HU hangers of a size specifically designed for the member supported, C C. Dimensions: C1eck # # dimensions against, architectural drawings prior as shown in the manufacturer's published tables. Contact structural i t to constructigra. Do not scale drawings. REINFORCED CONCRETE a engineer for details as d d• Construction practices:" General Contractor is responsible for means, a 9 k. W Wood methods,- techniques.' sequences k a. Concrete design is based on the "Building Code Requirements for f ed s this project. Notify structural" engineer of omissions or conflicts Reinforced Concrete (ACI 318 -95). f flange. Nailer plates supporting top flange hangers from one side only r between the working drawings an'd� existing conditions. Coordinate b. Structural concrete shall have a minimum 28 -day compressive s shall be ,installed flush with the face of waft or beam flange of the s requicements`for mechonicol /electrical /plumbing penetrations through strength of 3000 psi. h hanger locations.' t elements with structural engineer. Jobsite safety is the sole C. Concrete shall be proportioned using Type 1 -11 sulfate- resistant cement: t I. L Laminated veneer lumber (LVL) shall hove the following properties: r r responsibility of the contractof, All methods used for construction Admixtures contain c chloride salts shall not be used, 1. Flexural stress --------- - - - - -- -2600 psi e accordance w d: Cold weather concreting p procedures shall be provided as recommended 2 2• Modulus of elasticity------- - - - - -- 1;,900,000 psi e e. I in the ACI Manual of .nncrete Pro e 3. Tension parallel to psi O engineer at t e. Anchor bolts for beam and column�beoring plates shall be p 4. Compression parallel to grain - - - -- -2310 psi ) Observation visits to the a placed with o 5• :" Compression perpendicular to grain b of general conformance, with the construction documents and shall not f. Anchor bolts for'wood sill plates shall be placed at 4' -0" maximum • • � �t (parallel to glue line)------ - - - - -- -750 psi f be construed as inspection. spacing with one anchor bolt at 12" from each end or corner and = = 6 Horizontal shear-------- - - - - -- -285 psi c clear set of a minimum of two anchor bolts per piece. 7 A. Top - loaded beams c Release of these drawings anticipates cooperation and continued shall b i) For memb 12" d'less, nail each member p and engineer to steel , , t to the next with 2 rows of 16d nails of 12 0.0 d provide t spacing p ii) For members greater than 12" deep, nail each c prepared f lines where possible and provide slab isolation joints around columns. m member to the next with 3 rows of 16d nails at i. Concrete coverage for reinforcing steel (ACI 318 -95): 1 o. c. 1. Concrete cast against and permanently exposed to earth 3" e e• Side - loaded beams 2. Concrete exposed to earth or weather t i) For two or three member beams, nail each. member { { A. # bar and smallel ,_ 1 1�2" i to the next with 3 rows of 16d nails at 12" o.c. # through #18 bar 2 o four member' beams,- bolt through with 2 rows A A. , 3. Concrete not exposed to weather or in contact with ground: i of 1/2" diameter bolts at 12" o.c. , A. Slabs, walls, joists ( #11 bar and smaller) \ iii) For beams consisting of more thon,four members, \ 3 M. F contact structural engineer. 1. Exterior walls:' ° A A. All exterior walls are 2x6 studs ® 16" o.c. to a maximum F \ h height of.' 12' -6 ", 2x6 studs ® 12" o.c. to a maximum height o1 14' -6 ", and (2) -2x6 studs 0 16" toga maximum . . height of 117' -4" unless otherwise noted: ' Walls taller than 17' -4" 'shall be framed with manufactured „ „paraitom studs, contact engineer, ,for sppppring requrements.''Cop„ REINFORCING ST w with a ,dguble top plate instalI C vii corners and at intersections with b tions. If other partitions. '` _ ;. ' • a. Detailing, fabrication. and placement of reinforcing steel shall be in o _ ' • ....c -.: accordance with the ACI Manual of Cohere #e Practice t ties (Simpson ST292 or equivalent). b. Except where otherwise noted on the drawings, reinforcing bars shall B B. Gable -end walls shall be' balloon= framed to the bottom. of conform to ASTM Specification A615 - r e�ss unless opproved by engineer: unle T T`- C floor or roof from.' m , s w ere p ermltted b y note on p Ian, or bars to be g , e s mus a algned to bear within 5 inches of the, studs, beneath. welded, which shall be grade 40. ' C. At splices in concrete, lap bars 36 diameters. Do not weld or use D.' Provide 7/16" thick' APA rated shefat}fing''(plywood or mechanical splicing devices unless specifically approved by engineer. OSB) rated 24/16, exposure 1, at ex erior face of exterior di'. At corners, make horizontal bars continuous or provide corner bars. walls. Block all horizontal joints: -. Around openings and steps in concrete, provide (2)-#5 bars extending E. Provide '(3) -2x10 heedets over, all doors and window. 2' -0" beyond edge of opening or step. openings, with' one 2x6 trimmer and one 2x6 ktng stud e. Extend reinforcing steel a minimum of 24" through cold joints. Unless each end, unless noted otherwise. Specifically located on plan or details, coordinate cold joint locations F At beam bearing locations:in stud walls, provide multiple_ with engineer. stud posts equal to width of bearing member unless f. Welded, wire fabric shall conform to ASTM Specification A =185. Lop noted otherwise. welded wire fabric a minimum of one full mesh plus two inches. Lops 2• Floor Construction: sfi II be w i d t th A Provide 3 thick APA td S# fl CONNECTION SCHEDULE SIMPSON H5 4, SIMPSON LSSU210 SIMPSON JB212 Q SIMPSON HUS1.81 /1,0 QE SIMPSON LSSU410 p re age er. i roe Or di oar rated 24 Metric bar size conversion table: t '" D.C., tongue and groove exposure 1. Glue" and nail METRI INCH -POUND - "" .,, panels to oil supports. install sheathing with long' ' #10 #3 dimension perpendicular to joists and end joints #13 #4 staggered. t y #16 #5 B. Provide solid blocking between floor joists at all bearing #19 #6 locations. Blocking material shall match the floor joist # #7 material. a #25 #8 3. Roof Construction: #29 #9' A. Provide /8 ", thick APA "plywood Sheathing rated 40/20, #32 #10 exposure 1. Install sheathing with long dimension # #11 perpendicular to .rafters or trusses and end joints staggered. B. Plywood', sheathing shall be applied continuously over the STRUCTURAL GI UED LAMINATED TIMBER: primary' roof' members (rafters or trusses) below overfromed areas to provide adequate lateral stability, o. Materials, manufacturer and quality control shall be in conformance C. Provide wind /seismic anchors at supports for oil roof joists and trusses. See nailing schedule. th D. ber ". AITC Product Standard 66 -82, "Structural Glued Laminated Provide solid blocking between roof rafters, trusses and Timi lookouts at all bearing locations. Blocking material shall b. Laminated members shall be fabricated using Douglas Fir with the match rafter, truss chord, or lookout material. following combination symbols: 4. Wind Bracing: 24f -v4 Simple- spgz can 24f -v$ Continuous or c A. Walls over 4 feet long which are sheathed with gypsum cantilever beams 3 Columns wallboard on both faces and ore indicated as shear walls C. All members shall be Architectural Appearance Grade, unless indicated on plan have been designed to resist wind forces in accordance with Table 25 -1 of the UBC., otherwise by the 'architect. B. At.shear walls, screw 1/2" gypsum wallboard to all studs d. Protect members from damage or exposure to moisture prior to and and to top and bottom plates with #8 X 1 1/8" drywall during construction. screws at 7" maximum spacing. O e. Adhesive shall meet the requirements for wet conditions of service. C. Exterior plywood or SB wall sheathing is required unless f. Do not comber laminated members unless indicated on the drawings. specifically deleted O engineer. f e r J r r f t P g' 11 2000 IBC FRAMING NAILING SCHEDULE (TA BLE 230.9.1) CONNECTION -� -- FASTENING°• n - -� -- LOCATION 1. Joist to sill or girder 3 - 8d common - toenail 3- 3'x0.131 "nail 3 - 3" 1 4 g age stap 2. Bridging to joist 2 - 8d common toenoil eoch end 2 - 3" x 0.131" nail 2 - 3" 1 4 g age stap 3. 1 x 6" subloo or les to each j o i st 2 - 8d common face nail 4. wi than t " x 6" subfloor to eoc joist 3 - 8 commo face nail 5. 2" subfloo to joist or gird _ 2 - 16d commo blind and face nail 6. Sole plate to joist or blocking 16d at 16" o.c. typical face nail 3" x 0.131' nail at 8" o.c. 3" 14 gage staple at 12" o.c. Sole plate to joist or blocking at braced wolf panel 3 - 16d per 16" braced wall panels 3" x 0.131` nail per 16" 3" 14 ga staple per 16" 7. Top plate to stud -- - _� 2 - 16d common end nail 3 -3 "x0.131 "nail 3 - 3" 14 gage staple 8. Stud to sole plate 4 - 8d common toenail 4 - 3" x 0.131" nail 3 - 3" 14 gage staple 2 - 16d common end nail 3- 3 "x0.131 "nail 3 - 3" 14 gage staple 9. Double Studs 16d at 24" o.c. - face nail -�- 3" x 0.131' nail at 8" o.c. 3" 14 gage sta ple at 8" o.c. 10. Double top plates 16d at 16" o.c. typical face nail 3' x 0.131" nail at 12" o.c. 3" 14 gage staple at 12" o.c. Double top plates 8 - 16d common lap splice 12 - 3" x 0.131' nail _ 12 - 3" 14 gage staple typical face nail i o l i. o between joist or rafters 3 - 8d common �- toenail pp 3 - 3 "x0.131 "nail 3 - 3" 1 gag staple 12. Rim joist to top plate 8d at 6" (152mm) o.c. toenail 3' x 0.131" nail at 6" o.c. 3" 14 g age staple at 6" o.c." 13. Top plates, lops and intersections _ 2 - 16d common face nail 3 - 3" x 0.131" nail ' 3 - 3" 14 gage st aple 14. Co heoder, two pieces 1 16d common _ 16" o.c. along edge 15. Ceiling joists to plate '�- 3 - 8d common toenail .- 5 - 3' x 0.131" nail _ 5 - 3" 14 gage staple 16. Continuo heade to st ud 4 - 8d common toenail 17. CeilingTjoists, lops over portions 3 - 16d common minimum. Table 2308.10.4.1 face nail (See Section 2308.10.4.1. Table 2308.10.4.1) 4 - 3" x 0.13'1" nail - __ 4 - 3" 14 gage staple 18. Ceiling joists to parallel rafters 3 - 16d common minimum, Table 2308.10.4.1 face nail - (See Secton 2308) 4 3" x 0.131" nail 0.4.1, Table 2308.10.4.7) 4 - 3" 14 g age staple 19. Rafter to plate 3 -, 8d common toenail '(See Section 2308.10.1, Table 2308.10.1) 3 - 3" x 0.131" pail • _ 3 -,3" 14 gage staple 20. 1' dbgongi brace to each stud and plate 2 common face nail - ` 2 - .Y' x "0.131" nail _ 2 - 3" 14 g s taple ` 21 1" . 8" sheathing to each beari oll 2 - 8 d common face noil 22. Wider thont;k' x 8" sheathing to 3 8d common face nail - , each b w 23. Built -up corner studs 16d common �` 24 o.c. 3 x 0.131' nail 16" o.c. .,, 3" 14 g age stap 16" o.c. 24. Built -up girder and booms - 20d common at 32" o.c. face nail at top and 3' x 0.131" nail at 24" o.c. bottom staggered an ' 3" 14 -gage staple at 24" o.c. ' opposite sides 2 - 20d common face " noif at ends and at ,+ 3 - 3" it 0.131" nail each splice -- - 3 - 3" 14 gage staple 25. 2 "tplonks 16d common at each bearing 26. Color tie to rafter , 3 - tad common face nail 1 «^ 4 - 3" x'O.T31 "'nos+ .. 4 - 3" 14 gage staple face hail 27. Jack rafter to hip 3 - 10d common, toenail - 4 - 3" x 0.131" nail 4 - 3" 14 gage staple 2 - 16d common face nail 3- 3" x 9,131" nail 3 - 3` 14 gage staple 28. Roof rafter to 2- -by ridge beam 2 - 16d common . toenail 3'- 3" x 0.131" nail ... 3 -, 3" 14 gage staple 2 - 16d common Face no0" 3 - 3" x 0.131" nail _' 3 - 3" 14 gage staple - 29 Joist,.to bond joist 3 - 16d common face nail - - 5 - 3" x 0.131" nail 5 - 3" 14 gage staple 30. Ledger strip 3 - 16d common face nail 4 - 3" x 0.131" nail - 4 - 3" 14 gage st 31. Wood structural panels and particleboord: 1/2' and less 8d at (per KR)A) ° Subfloor. r oof and wall sheathing 2 3/8" x 0.131*.,noil n 1 3/4" x 16 gage " 19/32" to 3/4" 8d d Sper KRM) 9 2 3/8 x 0.131' noel C 2" 16 gage ' 7/8" to 1" 8d b 1 1/8" to 1 1/4" tad sr 8d Single Floor (combination subfloor- 3/4" and less 8d • (per KRM) undenayment to framing): 7/8" to 1' 8d • ' 1 1/8" to 1 1/4" 10d 6r 8d ° 32. Panel siding (to framing) 1/2" or less 6d l _ 5/8' 8d r 33. Fiberboard sheothing: 1/2" No. 11 gage roofing nail " 6d common nail No. • 16 gage staple 1 ` 25/32" No. 11 gage roofing nail • h 8d common nail - No. 16 gage staple 34. Interior poneling 1/4" 4dl 3 / 8 ' )' 6d NOTES TO TABLE 2304.9.1 For SI: t inch 254mm. - 2 3/8" x 0.113" nails and 3" x 0.131" nails ore standard 8d and tad Gun nails. a. Common or box nails ore permitted to be used except where otherwise stated. ' b. Nails spaced at 6 inches on center at edges, 12 inches at intermediate supports except 6 inches at supports where , spans are 48 inches or more. For nailing of wood structural panel and particleboard diaphragms and shear walls, _ - - refer to Section 2305. Nails for wolf sheathing ore permitted to be common, box or casing. C. Common or deformed shank. - d. common sheet e. Deformed shank. P f. Corrosion - resistant siding or casing nail. g. Fasteners spaced 3 Inches on center at exterior edges and 6 inches on center at intermediate supports. h. Corrosion - resistont roofing nails with 7/16 -inch diameter head end 1 1/2 inch length for 1/2 -inch sheathing and t 3/4 Inch length for 25/32-tnch sheathing. i - Corrosion - resistant staples witty nominal 7/16 -inch .crown and 1 1/8 inch length for 1/2 -inch sheathing and 1 1/2 inch length for 25/32 -inch sheathing. Panel supports at 16 inches (20 inches If strength axis is the long direction of the panel, unless otherwise marked). , I. Casing or`;finish nails spaced 8 inches on panel. edges, 12 Inches at intermediate supports. k. Pones supports as 24 inches. Casing or finish nails spaced 6 inches on_'panel edges, 12 . inches at intermediate supports. 1. For roof sheathing applications. $d nails are the. minimum required for wood structural panels m. Staples shall have a minimum crown width of 7/16 inch. n. For roof sheathing opplcateoile, rdsteners spaced at 4 inches on center of edges,$ Inches at intermediate supports. " ` o. Fasteners spaced 4 inches on center of edges, 8 inches at intermediate` supports for subfloor and wall sheathing and 3 -'` Inches on center: at edges; "&inches at intermediate supports: for roof• sheathing. - -•� p. Fasteners :spaced 4 inches o �a n cenr at edges, $ Jnches at intermediate supports. JOp� S q. Items noted as "per KRM' have basn changed from the IBC schedule to a more restrictive requirement. 0204-21 A J4 "' - CONNECTION SCHEDULE SIMPSON H5 4, SIMPSON LSSU210 SIMPSON JB212 Q SIMPSON HUS1.81 /1,0 QE SIMPSON LSSU410 p re age er. i roe Or di oar rated 24 Metric bar size conversion table: t '" D.C., tongue and groove exposure 1. Glue" and nail METRI INCH -POUND - "" .,, panels to oil supports. install sheathing with long' ' #10 #3 dimension perpendicular to joists and end joints #13 #4 staggered. t y #16 #5 B. Provide solid blocking between floor joists at all bearing #19 #6 locations. Blocking material shall match the floor joist # #7 material. a #25 #8 3. Roof Construction: #29 #9' A. Provide /8 ", thick APA "plywood Sheathing rated 40/20, #32 #10 exposure 1. Install sheathing with long dimension # #11 perpendicular to .rafters or trusses and end joints staggered. B. Plywood', sheathing shall be applied continuously over the STRUCTURAL GI UED LAMINATED TIMBER: primary' roof' members (rafters or trusses) below overfromed areas to provide adequate lateral stability, o. Materials, manufacturer and quality control shall be in conformance C. Provide wind /seismic anchors at supports for oil roof joists and trusses. See nailing schedule. th D. ber ". AITC Product Standard 66 -82, "Structural Glued Laminated Provide solid blocking between roof rafters, trusses and Timi lookouts at all bearing locations. Blocking material shall b. Laminated members shall be fabricated using Douglas Fir with the match rafter, truss chord, or lookout material. following combination symbols: 4. Wind Bracing: 24f -v4 Simple- spgz can 24f -v$ Continuous or c A. Walls over 4 feet long which are sheathed with gypsum cantilever beams 3 Columns wallboard on both faces and ore indicated as shear walls C. All members shall be Architectural Appearance Grade, unless indicated on plan have been designed to resist wind forces in accordance with Table 25 -1 of the UBC., otherwise by the 'architect. B. At.shear walls, screw 1/2" gypsum wallboard to all studs d. Protect members from damage or exposure to moisture prior to and and to top and bottom plates with #8 X 1 1/8" drywall during construction. screws at 7" maximum spacing. O e. Adhesive shall meet the requirements for wet conditions of service. C. Exterior plywood or SB wall sheathing is required unless f. Do not comber laminated members unless indicated on the drawings. specifically deleted O engineer. f e r J r r f t P g' 11 2000 IBC FRAMING NAILING SCHEDULE (TA BLE 230.9.1) CONNECTION -� -- FASTENING°• n - -� -- LOCATION 1. Joist to sill or girder 3 - 8d common - toenail 3- 3'x0.131 "nail 3 - 3" 1 4 g age stap 2. Bridging to joist 2 - 8d common toenoil eoch end 2 - 3" x 0.131" nail 2 - 3" 1 4 g age stap 3. 1 x 6" subloo or les to each j o i st 2 - 8d common face nail 4. wi than t " x 6" subfloor to eoc joist 3 - 8 commo face nail 5. 2" subfloo to joist or gird _ 2 - 16d commo blind and face nail 6. Sole plate to joist or blocking 16d at 16" o.c. typical face nail 3" x 0.131' nail at 8" o.c. 3" 14 gage staple at 12" o.c. Sole plate to joist or blocking at braced wolf panel 3 - 16d per 16" braced wall panels 3" x 0.131` nail per 16" 3" 14 ga staple per 16" 7. Top plate to stud -- - _� 2 - 16d common end nail 3 -3 "x0.131 "nail 3 - 3" 14 gage staple 8. Stud to sole plate 4 - 8d common toenail 4 - 3" x 0.131" nail 3 - 3" 14 gage staple 2 - 16d common end nail 3- 3 "x0.131 "nail 3 - 3" 14 gage staple 9. Double Studs 16d at 24" o.c. - face nail -�- 3" x 0.131' nail at 8" o.c. 3" 14 gage sta ple at 8" o.c. 10. Double top plates 16d at 16" o.c. typical face nail 3' x 0.131" nail at 12" o.c. 3" 14 gage staple at 12" o.c. Double top plates 8 - 16d common lap splice 12 - 3" x 0.131' nail _ 12 - 3" 14 gage staple typical face nail i o l i. o between joist or rafters 3 - 8d common �- toenail pp 3 - 3 "x0.131 "nail 3 - 3" 1 gag staple 12. Rim joist to top plate 8d at 6" (152mm) o.c. toenail 3' x 0.131" nail at 6" o.c. 3" 14 g age staple at 6" o.c." 13. Top plates, lops and intersections _ 2 - 16d common face nail 3 - 3" x 0.131" nail ' 3 - 3" 14 gage st aple 14. Co heoder, two pieces 1 16d common _ 16" o.c. along edge 15. Ceiling joists to plate '�- 3 - 8d common toenail .- 5 - 3' x 0.131" nail _ 5 - 3" 14 gage staple 16. Continuo heade to st ud 4 - 8d common toenail 17. CeilingTjoists, lops over portions 3 - 16d common minimum. Table 2308.10.4.1 face nail (See Section 2308.10.4.1. Table 2308.10.4.1) 4 - 3" x 0.13'1" nail - __ 4 - 3" 14 gage staple 18. Ceiling joists to parallel rafters 3 - 16d common minimum, Table 2308.10.4.1 face nail - (See Secton 2308) 4 3" x 0.131" nail 0.4.1, Table 2308.10.4.7) 4 - 3" 14 g age staple 19. Rafter to plate 3 -, 8d common toenail '(See Section 2308.10.1, Table 2308.10.1) 3 - 3" x 0.131" pail • _ 3 -,3" 14 gage staple 20. 1' dbgongi brace to each stud and plate 2 common face nail - ` 2 - .Y' x "0.131" nail _ 2 - 3" 14 g s taple ` 21 1" . 8" sheathing to each beari oll 2 - 8 d common face noil 22. Wider thont;k' x 8" sheathing to 3 8d common face nail - , each b w 23. Built -up corner studs 16d common �` 24 o.c. 3 x 0.131' nail 16" o.c. .,, 3" 14 g age stap 16" o.c. 24. Built -up girder and booms - 20d common at 32" o.c. face nail at top and 3' x 0.131" nail at 24" o.c. bottom staggered an ' 3" 14 -gage staple at 24" o.c. ' opposite sides 2 - 20d common face " noif at ends and at ,+ 3 - 3" it 0.131" nail each splice -- - 3 - 3" 14 gage staple 25. 2 "tplonks 16d common at each bearing 26. Color tie to rafter , 3 - tad common face nail 1 «^ 4 - 3" x'O.T31 "'nos+ .. 4 - 3" 14 gage staple face hail 27. Jack rafter to hip 3 - 10d common, toenail - 4 - 3" x 0.131" nail 4 - 3" 14 gage staple 2 - 16d common face nail 3- 3" x 9,131" nail 3 - 3` 14 gage staple 28. Roof rafter to 2- -by ridge beam 2 - 16d common . toenail 3'- 3" x 0.131" nail ... 3 -, 3" 14 gage staple 2 - 16d common Face no0" 3 - 3" x 0.131" nail _' 3 - 3" 14 gage staple - 29 Joist,.to bond joist 3 - 16d common face nail - - 5 - 3" x 0.131" nail 5 - 3" 14 gage staple 30. Ledger strip 3 - 16d common face nail 4 - 3" x 0.131" nail - 4 - 3" 14 gage st 31. Wood structural panels and particleboord: 1/2' and less 8d at (per KR)A) ° Subfloor. r oof and wall sheathing 2 3/8" x 0.131*.,noil n 1 3/4" x 16 gage " 19/32" to 3/4" 8d d Sper KRM) 9 2 3/8 x 0.131' noel C 2" 16 gage ' 7/8" to 1" 8d b 1 1/8" to 1 1/4" tad sr 8d Single Floor (combination subfloor- 3/4" and less 8d • (per KRM) undenayment to framing): 7/8" to 1' 8d • ' 1 1/8" to 1 1/4" 10d 6r 8d ° 32. Panel siding (to framing) 1/2" or less 6d l _ 5/8' 8d r 33. Fiberboard sheothing: 1/2" No. 11 gage roofing nail " 6d common nail No. • 16 gage staple 1 ` 25/32" No. 11 gage roofing nail • h 8d common nail - No. 16 gage staple 34. Interior poneling 1/4" 4dl 3 / 8 ' )' 6d NOTES TO TABLE 2304.9.1 For SI: t inch 254mm. - 2 3/8" x 0.113" nails and 3" x 0.131" nails ore standard 8d and tad Gun nails. a. Common or box nails ore permitted to be used except where otherwise stated. ' b. Nails spaced at 6 inches on center at edges, 12 inches at intermediate supports except 6 inches at supports where , spans are 48 inches or more. For nailing of wood structural panel and particleboard diaphragms and shear walls, _ - - refer to Section 2305. Nails for wolf sheathing ore permitted to be common, box or casing. C. Common or deformed shank. - d. common sheet e. Deformed shank. P f. Corrosion - resistant siding or casing nail. g. Fasteners spaced 3 Inches on center at exterior edges and 6 inches on center at intermediate supports. h. Corrosion - resistont roofing nails with 7/16 -inch diameter head end 1 1/2 inch length for 1/2 -inch sheathing and t 3/4 Inch length for 25/32-tnch sheathing. i - Corrosion - resistant staples witty nominal 7/16 -inch .crown and 1 1/8 inch length for 1/2 -inch sheathing and 1 1/2 inch length for 25/32 -inch sheathing. Panel supports at 16 inches (20 inches If strength axis is the long direction of the panel, unless otherwise marked). , I. Casing or`;finish nails spaced 8 inches on panel. edges, 12 Inches at intermediate supports. k. Pones supports as 24 inches. Casing or finish nails spaced 6 inches on_'panel edges, 12 . inches at intermediate supports. 1. For roof sheathing applications. $d nails are the. minimum required for wood structural panels m. Staples shall have a minimum crown width of 7/16 inch. n. For roof sheathing opplcateoile, rdsteners spaced at 4 inches on center of edges,$ Inches at intermediate supports. " ` o. Fasteners spaced 4 inches on center of edges, 8 inches at intermediate` supports for subfloor and wall sheathing and 3 -'` Inches on center: at edges; "&inches at intermediate supports: for roof• sheathing. - -•� p. Fasteners :spaced 4 inches o �a n cenr at edges, $ Jnches at intermediate supports. JOp� S q. Items noted as "per KRM' have basn changed from the IBC schedule to a more restrictive requirement. 0204-21 A J4 "' - p re age er. i roe Or di oar rated 24 Metric bar size conversion table: t '" D.C., tongue and groove exposure 1. Glue" and nail METRI INCH -POUND - "" .,, panels to oil supports. install sheathing with long' ' #10 #3 dimension perpendicular to joists and end joints #13 #4 staggered. t y #16 #5 B. Provide solid blocking between floor joists at all bearing #19 #6 locations. Blocking material shall match the floor joist # #7 material. a #25 #8 3. Roof Construction: #29 #9' A. Provide /8 ", thick APA "plywood Sheathing rated 40/20, #32 #10 exposure 1. Install sheathing with long dimension # #11 perpendicular to .rafters or trusses and end joints staggered. B. Plywood', sheathing shall be applied continuously over the STRUCTURAL GI UED LAMINATED TIMBER: primary' roof' members (rafters or trusses) below overfromed areas to provide adequate lateral stability, o. Materials, manufacturer and quality control shall be in conformance C. Provide wind /seismic anchors at supports for oil roof joists and trusses. See nailing schedule. th D. ber ". AITC Product Standard 66 -82, "Structural Glued Laminated Provide solid blocking between roof rafters, trusses and Timi lookouts at all bearing locations. Blocking material shall b. Laminated members shall be fabricated using Douglas Fir with the match rafter, truss chord, or lookout material. following combination symbols: 4. Wind Bracing: 24f -v4 Simple- spgz can 24f -v$ Continuous or c A. Walls over 4 feet long which are sheathed with gypsum cantilever beams 3 Columns wallboard on both faces and ore indicated as shear walls C. All members shall be Architectural Appearance Grade, unless indicated on plan have been designed to resist wind forces in accordance with Table 25 -1 of the UBC., otherwise by the 'architect. B. At.shear walls, screw 1/2" gypsum wallboard to all studs d. Protect members from damage or exposure to moisture prior to and and to top and bottom plates with #8 X 1 1/8" drywall during construction. screws at 7" maximum spacing. O e. Adhesive shall meet the requirements for wet conditions of service. C. Exterior plywood or SB wall sheathing is required unless f. Do not comber laminated members unless indicated on the drawings. specifically deleted O engineer. f e r J r r f t P g' 11 2000 IBC FRAMING NAILING SCHEDULE (TA BLE 230.9.1) CONNECTION -� -- FASTENING°• n - -� -- LOCATION 1. Joist to sill or girder 3 - 8d common - toenail 3- 3'x0.131 "nail 3 - 3" 1 4 g age stap 2. Bridging to joist 2 - 8d common toenoil eoch end 2 - 3" x 0.131" nail 2 - 3" 1 4 g age stap 3. 1 x 6" subloo or les to each j o i st 2 - 8d common face nail 4. wi than t " x 6" subfloor to eoc joist 3 - 8 commo face nail 5. 2" subfloo to joist or gird _ 2 - 16d commo blind and face nail 6. Sole plate to joist or blocking 16d at 16" o.c. typical face nail 3" x 0.131' nail at 8" o.c. 3" 14 gage staple at 12" o.c. Sole plate to joist or blocking at braced wolf panel 3 - 16d per 16" braced wall panels 3" x 0.131` nail per 16" 3" 14 ga staple per 16" 7. Top plate to stud -- - _� 2 - 16d common end nail 3 -3 "x0.131 "nail 3 - 3" 14 gage staple 8. Stud to sole plate 4 - 8d common toenail 4 - 3" x 0.131" nail 3 - 3" 14 gage staple 2 - 16d common end nail 3- 3 "x0.131 "nail 3 - 3" 14 gage staple 9. Double Studs 16d at 24" o.c. - face nail -�- 3" x 0.131' nail at 8" o.c. 3" 14 gage sta ple at 8" o.c. 10. Double top plates 16d at 16" o.c. typical face nail 3' x 0.131" nail at 12" o.c. 3" 14 gage staple at 12" o.c. Double top plates 8 - 16d common lap splice 12 - 3" x 0.131' nail _ 12 - 3" 14 gage staple typical face nail i o l i. o between joist or rafters 3 - 8d common �- toenail pp 3 - 3 "x0.131 "nail 3 - 3" 1 gag staple 12. Rim joist to top plate 8d at 6" (152mm) o.c. toenail 3' x 0.131" nail at 6" o.c. 3" 14 g age staple at 6" o.c." 13. Top plates, lops and intersections _ 2 - 16d common face nail 3 - 3" x 0.131" nail ' 3 - 3" 14 gage st aple 14. Co heoder, two pieces 1 16d common _ 16" o.c. along edge 15. Ceiling joists to plate '�- 3 - 8d common toenail .- 5 - 3' x 0.131" nail _ 5 - 3" 14 gage staple 16. Continuo heade to st ud 4 - 8d common toenail 17. CeilingTjoists, lops over portions 3 - 16d common minimum. Table 2308.10.4.1 face nail (See Section 2308.10.4.1. Table 2308.10.4.1) 4 - 3" x 0.13'1" nail - __ 4 - 3" 14 gage staple 18. Ceiling joists to parallel rafters 3 - 16d common minimum, Table 2308.10.4.1 face nail - (See Secton 2308) 4 3" x 0.131" nail 0.4.1, Table 2308.10.4.7) 4 - 3" 14 g age staple 19. Rafter to plate 3 -, 8d common toenail '(See Section 2308.10.1, Table 2308.10.1) 3 - 3" x 0.131" pail • _ 3 -,3" 14 gage staple 20. 1' dbgongi brace to each stud and plate 2 common face nail - ` 2 - .Y' x "0.131" nail _ 2 - 3" 14 g s taple ` 21 1" . 8" sheathing to each beari oll 2 - 8 d common face noil 22. Wider thont;k' x 8" sheathing to 3 8d common face nail - , each b w 23. Built -up corner studs 16d common �` 24 o.c. 3 x 0.131' nail 16" o.c. .,, 3" 14 g age stap 16" o.c. 24. Built -up girder and booms - 20d common at 32" o.c. face nail at top and 3' x 0.131" nail at 24" o.c. bottom staggered an ' 3" 14 -gage staple at 24" o.c. ' opposite sides 2 - 20d common face " noif at ends and at ,+ 3 - 3" it 0.131" nail each splice -- - 3 - 3" 14 gage staple 25. 2 "tplonks 16d common at each bearing 26. Color tie to rafter , 3 - tad common face nail 1 «^ 4 - 3" x'O.T31 "'nos+ .. 4 - 3" 14 gage staple face hail 27. Jack rafter to hip 3 - 10d common, toenail - 4 - 3" x 0.131" nail 4 - 3" 14 gage staple 2 - 16d common face nail 3- 3" x 9,131" nail 3 - 3` 14 gage staple 28. Roof rafter to 2- -by ridge beam 2 - 16d common . toenail 3'- 3" x 0.131" nail ... 3 -, 3" 14 gage staple 2 - 16d common Face no0" 3 - 3" x 0.131" nail _' 3 - 3" 14 gage staple - 29 Joist,.to bond joist 3 - 16d common face nail - - 5 - 3" x 0.131" nail 5 - 3" 14 gage staple 30. Ledger strip 3 - 16d common face nail 4 - 3" x 0.131" nail - 4 - 3" 14 gage st 31. Wood structural panels and particleboord: 1/2' and less 8d at (per KR)A) ° Subfloor. r oof and wall sheathing 2 3/8" x 0.131*.,noil n 1 3/4" x 16 gage " 19/32" to 3/4" 8d d Sper KRM) 9 2 3/8 x 0.131' noel C 2" 16 gage ' 7/8" to 1" 8d b 1 1/8" to 1 1/4" tad sr 8d Single Floor (combination subfloor- 3/4" and less 8d • (per KRM) undenayment to framing): 7/8" to 1' 8d • ' 1 1/8" to 1 1/4" 10d 6r 8d ° 32. Panel siding (to framing) 1/2" or less 6d l _ 5/8' 8d r 33. Fiberboard sheothing: 1/2" No. 11 gage roofing nail " 6d common nail No. • 16 gage staple 1 ` 25/32" No. 11 gage roofing nail • h 8d common nail - No. 16 gage staple 34. Interior poneling 1/4" 4dl 3 / 8 ' )' 6d NOTES TO TABLE 2304.9.1 For SI: t inch 254mm. - 2 3/8" x 0.113" nails and 3" x 0.131" nails ore standard 8d and tad Gun nails. a. Common or box nails ore permitted to be used except where otherwise stated. ' b. Nails spaced at 6 inches on center at edges, 12 inches at intermediate supports except 6 inches at supports where , spans are 48 inches or more. For nailing of wood structural panel and particleboard diaphragms and shear walls, _ - - refer to Section 2305. Nails for wolf sheathing ore permitted to be common, box or casing. C. Common or deformed shank. - d. common sheet e. Deformed shank. P f. Corrosion - resistant siding or casing nail. g. Fasteners spaced 3 Inches on center at exterior edges and 6 inches on center at intermediate supports. h. Corrosion - resistont roofing nails with 7/16 -inch diameter head end 1 1/2 inch length for 1/2 -inch sheathing and t 3/4 Inch length for 25/32-tnch sheathing. i - Corrosion - resistant staples witty nominal 7/16 -inch .crown and 1 1/8 inch length for 1/2 -inch sheathing and 1 1/2 inch length for 25/32 -inch sheathing. Panel supports at 16 inches (20 inches If strength axis is the long direction of the panel, unless otherwise marked). , I. Casing or`;finish nails spaced 8 inches on panel. edges, 12 Inches at intermediate supports. k. Pones supports as 24 inches. Casing or finish nails spaced 6 inches on_'panel edges, 12 . inches at intermediate supports. 1. For roof sheathing applications. $d nails are the. minimum required for wood structural panels m. Staples shall have a minimum crown width of 7/16 inch. n. For roof sheathing opplcateoile, rdsteners spaced at 4 inches on center of edges,$ Inches at intermediate supports. " ` o. Fasteners spaced 4 inches on center of edges, 8 inches at intermediate` supports for subfloor and wall sheathing and 3 -'` Inches on center: at edges; "&inches at intermediate supports: for roof• sheathing. - -•� p. Fasteners :spaced 4 inches o �a n cenr at edges, $ Jnches at intermediate supports. JOp� S q. Items noted as "per KRM' have basn changed from the IBC schedule to a more restrictive requirement. 0204-21 A J4 "' - e r J r r f t P g' 11 2000 IBC FRAMING NAILING SCHEDULE (TA BLE 230.9.1) CONNECTION -� -- FASTENING°• n - -� -- LOCATION 1. Joist to sill or girder 3 - 8d common - toenail 3- 3'x0.131 "nail 3 - 3" 1 4 g age stap 2. Bridging to joist 2 - 8d common toenoil eoch end 2 - 3" x 0.131" nail 2 - 3" 1 4 g age stap 3. 1 x 6" subloo or les to each j o i st 2 - 8d common face nail 4. wi than t " x 6" subfloor to eoc joist 3 - 8 commo face nail 5. 2" subfloo to joist or gird _ 2 - 16d commo blind and face nail 6. Sole plate to joist or blocking 16d at 16" o.c. typical face nail 3" x 0.131' nail at 8" o.c. 3" 14 gage staple at 12" o.c. Sole plate to joist or blocking at braced wolf panel 3 - 16d per 16" braced wall panels 3" x 0.131` nail per 16" 3" 14 ga staple per 16" 7. Top plate to stud -- - _� 2 - 16d common end nail 3 -3 "x0.131 "nail 3 - 3" 14 gage staple 8. Stud to sole plate 4 - 8d common toenail 4 - 3" x 0.131" nail 3 - 3" 14 gage staple 2 - 16d common end nail 3- 3 "x0.131 "nail 3 - 3" 14 gage staple 9. Double Studs 16d at 24" o.c. - face nail -�- 3" x 0.131' nail at 8" o.c. 3" 14 gage sta ple at 8" o.c. 10. Double top plates 16d at 16" o.c. typical face nail 3' x 0.131" nail at 12" o.c. 3" 14 gage staple at 12" o.c. Double top plates 8 - 16d common lap splice 12 - 3" x 0.131' nail _ 12 - 3" 14 gage staple typical face nail i o l i. o between joist or rafters 3 - 8d common �- toenail pp 3 - 3 "x0.131 "nail 3 - 3" 1 gag staple 12. Rim joist to top plate 8d at 6" (152mm) o.c. toenail 3' x 0.131" nail at 6" o.c. 3" 14 g age staple at 6" o.c." 13. Top plates, lops and intersections _ 2 - 16d common face nail 3 - 3" x 0.131" nail ' 3 - 3" 14 gage st aple 14. Co heoder, two pieces 1 16d common _ 16" o.c. along edge 15. Ceiling joists to plate '�- 3 - 8d common toenail .- 5 - 3' x 0.131" nail _ 5 - 3" 14 gage staple 16. Continuo heade to st ud 4 - 8d common toenail 17. CeilingTjoists, lops over portions 3 - 16d common minimum. Table 2308.10.4.1 face nail (See Section 2308.10.4.1. Table 2308.10.4.1) 4 - 3" x 0.13'1" nail - __ 4 - 3" 14 gage staple 18. Ceiling joists to parallel rafters 3 - 16d common minimum, Table 2308.10.4.1 face nail - (See Secton 2308) 4 3" x 0.131" nail 0.4.1, Table 2308.10.4.7) 4 - 3" 14 g age staple 19. Rafter to plate 3 -, 8d common toenail '(See Section 2308.10.1, Table 2308.10.1) 3 - 3" x 0.131" pail • _ 3 -,3" 14 gage staple 20. 1' dbgongi brace to each stud and plate 2 common face nail - ` 2 - .Y' x "0.131" nail _ 2 - 3" 14 g s taple ` 21 1" . 8" sheathing to each beari oll 2 - 8 d common face noil 22. Wider thont;k' x 8" sheathing to 3 8d common face nail - , each b w 23. Built -up corner studs 16d common �` 24 o.c. 3 x 0.131' nail 16" o.c. .,, 3" 14 g age stap 16" o.c. 24. Built -up girder and booms - 20d common at 32" o.c. face nail at top and 3' x 0.131" nail at 24" o.c. bottom staggered an ' 3" 14 -gage staple at 24" o.c. ' opposite sides 2 - 20d common face " noif at ends and at ,+ 3 - 3" it 0.131" nail each splice -- - 3 - 3" 14 gage staple 25. 2 "tplonks 16d common at each bearing 26. Color tie to rafter , 3 - tad common face nail 1 «^ 4 - 3" x'O.T31 "'nos+ .. 4 - 3" 14 gage staple face hail 27. Jack rafter to hip 3 - 10d common, toenail - 4 - 3" x 0.131" nail 4 - 3" 14 gage staple 2 - 16d common face nail 3- 3" x 9,131" nail 3 - 3` 14 gage staple 28. Roof rafter to 2- -by ridge beam 2 - 16d common . toenail 3'- 3" x 0.131" nail ... 3 -, 3" 14 gage staple 2 - 16d common Face no0" 3 - 3" x 0.131" nail _' 3 - 3" 14 gage staple - 29 Joist,.to bond joist 3 - 16d common face nail - - 5 - 3" x 0.131" nail 5 - 3" 14 gage staple 30. Ledger strip 3 - 16d common face nail 4 - 3" x 0.131" nail - 4 - 3" 14 gage st 31. Wood structural panels and particleboord: 1/2' and less 8d at (per KR)A) ° Subfloor. r oof and wall sheathing 2 3/8" x 0.131*.,noil n 1 3/4" x 16 gage " 19/32" to 3/4" 8d d Sper KRM) 9 2 3/8 x 0.131' noel C 2" 16 gage ' 7/8" to 1" 8d b 1 1/8" to 1 1/4" tad sr 8d Single Floor (combination subfloor- 3/4" and less 8d • (per KRM) undenayment to framing): 7/8" to 1' 8d • ' 1 1/8" to 1 1/4" 10d 6r 8d ° 32. Panel siding (to framing) 1/2" or less 6d l _ 5/8' 8d r 33. Fiberboard sheothing: 1/2" No. 11 gage roofing nail " 6d common nail No. • 16 gage staple 1 ` 25/32" No. 11 gage roofing nail • h 8d common nail - No. 16 gage staple 34. Interior poneling 1/4" 4dl 3 / 8 ' )' 6d NOTES TO TABLE 2304.9.1 For SI: t inch 254mm. - 2 3/8" x 0.113" nails and 3" x 0.131" nails ore standard 8d and tad Gun nails. a. Common or box nails ore permitted to be used except where otherwise stated. ' b. Nails spaced at 6 inches on center at edges, 12 inches at intermediate supports except 6 inches at supports where , spans are 48 inches or more. For nailing of wood structural panel and particleboard diaphragms and shear walls, _ - - refer to Section 2305. Nails for wolf sheathing ore permitted to be common, box or casing. C. Common or deformed shank. - d. common sheet e. Deformed shank. P f. Corrosion - resistant siding or casing nail. g. Fasteners spaced 3 Inches on center at exterior edges and 6 inches on center at intermediate supports. h. Corrosion - resistont roofing nails with 7/16 -inch diameter head end 1 1/2 inch length for 1/2 -inch sheathing and t 3/4 Inch length for 25/32-tnch sheathing. i - Corrosion - resistant staples witty nominal 7/16 -inch .crown and 1 1/8 inch length for 1/2 -inch sheathing and 1 1/2 inch length for 25/32 -inch sheathing. Panel supports at 16 inches (20 inches If strength axis is the long direction of the panel, unless otherwise marked). , I. Casing or`;finish nails spaced 8 inches on panel. edges, 12 Inches at intermediate supports. k. Pones supports as 24 inches. Casing or finish nails spaced 6 inches on_'panel edges, 12 . inches at intermediate supports. 1. For roof sheathing applications. $d nails are the. minimum required for wood structural panels m. Staples shall have a minimum crown width of 7/16 inch. n. For roof sheathing opplcateoile, rdsteners spaced at 4 inches on center of edges,$ Inches at intermediate supports. " ` o. Fasteners spaced 4 inches on center of edges, 8 inches at intermediate` supports for subfloor and wall sheathing and 3 -'` Inches on center: at edges; "&inches at intermediate supports: for roof• sheathing. - -•� p. Fasteners :spaced 4 inches o �a n cenr at edges, $ Jnches at intermediate supports. JOp� S q. Items noted as "per KRM' have basn changed from the IBC schedule to a more restrictive requirement. 0204-21 A J4 "' - r J r r f t P g' 11 2000 IBC FRAMING NAILING SCHEDULE (TA BLE 230.9.1) CONNECTION -� -- FASTENING°• n - -� -- LOCATION 1. Joist to sill or girder 3 - 8d common - toenail 3- 3'x0.131 "nail 3 - 3" 1 4 g age stap 2. Bridging to joist 2 - 8d common toenoil eoch end 2 - 3" x 0.131" nail 2 - 3" 1 4 g age stap 3. 1 x 6" subloo or les to each j o i st 2 - 8d common face nail 4. wi than t " x 6" subfloor to eoc joist 3 - 8 commo face nail 5. 2" subfloo to joist or gird _ 2 - 16d commo blind and face nail 6. Sole plate to joist or blocking 16d at 16" o.c. typical face nail 3" x 0.131' nail at 8" o.c. 3" 14 gage staple at 12" o.c. Sole plate to joist or blocking at braced wolf panel 3 - 16d per 16" braced wall panels 3" x 0.131` nail per 16" 3" 14 ga staple per 16" 7. Top plate to stud -- - _� 2 - 16d common end nail 3 -3 "x0.131 "nail 3 - 3" 14 gage staple 8. Stud to sole plate 4 - 8d common toenail 4 - 3" x 0.131" nail 3 - 3" 14 gage staple 2 - 16d common end nail 3- 3 "x0.131 "nail 3 - 3" 14 gage staple 9. Double Studs 16d at 24" o.c. - face nail -�- 3" x 0.131' nail at 8" o.c. 3" 14 gage sta ple at 8" o.c. 10. Double top plates 16d at 16" o.c. typical face nail 3' x 0.131" nail at 12" o.c. 3" 14 gage staple at 12" o.c. Double top plates 8 - 16d common lap splice 12 - 3" x 0.131' nail _ 12 - 3" 14 gage staple typical face nail i o l i. o between joist or rafters 3 - 8d common �- toenail pp 3 - 3 "x0.131 "nail 3 - 3" 1 gag staple 12. Rim joist to top plate 8d at 6" (152mm) o.c. toenail 3' x 0.131" nail at 6" o.c. 3" 14 g age staple at 6" o.c." 13. Top plates, lops and intersections _ 2 - 16d common face nail 3 - 3" x 0.131" nail ' 3 - 3" 14 gage st aple 14. Co heoder, two pieces 1 16d common _ 16" o.c. along edge 15. Ceiling joists to plate '�- 3 - 8d common toenail .- 5 - 3' x 0.131" nail _ 5 - 3" 14 gage staple 16. Continuo heade to st ud 4 - 8d common toenail 17. CeilingTjoists, lops over portions 3 - 16d common minimum. Table 2308.10.4.1 face nail (See Section 2308.10.4.1. Table 2308.10.4.1) 4 - 3" x 0.13'1" nail - __ 4 - 3" 14 gage staple 18. Ceiling joists to parallel rafters 3 - 16d common minimum, Table 2308.10.4.1 face nail - (See Secton 2308) 4 3" x 0.131" nail 0.4.1, Table 2308.10.4.7) 4 - 3" 14 g age staple 19. Rafter to plate 3 -, 8d common toenail '(See Section 2308.10.1, Table 2308.10.1) 3 - 3" x 0.131" pail • _ 3 -,3" 14 gage staple 20. 1' dbgongi brace to each stud and plate 2 common face nail - ` 2 - .Y' x "0.131" nail _ 2 - 3" 14 g s taple ` 21 1" . 8" sheathing to each beari oll 2 - 8 d common face noil 22. Wider thont;k' x 8" sheathing to 3 8d common face nail - , each b w 23. Built -up corner studs 16d common �` 24 o.c. 3 x 0.131' nail 16" o.c. .,, 3" 14 g age stap 16" o.c. 24. Built -up girder and booms - 20d common at 32" o.c. face nail at top and 3' x 0.131" nail at 24" o.c. bottom staggered an ' 3" 14 -gage staple at 24" o.c. ' opposite sides 2 - 20d common face " noif at ends and at ,+ 3 - 3" it 0.131" nail each splice -- - 3 - 3" 14 gage staple 25. 2 "tplonks 16d common at each bearing 26. Color tie to rafter , 3 - tad common face nail 1 «^ 4 - 3" x'O.T31 "'nos+ .. 4 - 3" 14 gage staple face hail 27. Jack rafter to hip 3 - 10d common, toenail - 4 - 3" x 0.131" nail 4 - 3" 14 gage staple 2 - 16d common face nail 3- 3" x 9,131" nail 3 - 3` 14 gage staple 28. Roof rafter to 2- -by ridge beam 2 - 16d common . toenail 3'- 3" x 0.131" nail ... 3 -, 3" 14 gage staple 2 - 16d common Face no0" 3 - 3" x 0.131" nail _' 3 - 3" 14 gage staple - 29 Joist,.to bond joist 3 - 16d common face nail - - 5 - 3" x 0.131" nail 5 - 3" 14 gage staple 30. Ledger strip 3 - 16d common face nail 4 - 3" x 0.131" nail - 4 - 3" 14 gage st 31. Wood structural panels and particleboord: 1/2' and less 8d at (per KR)A) ° Subfloor. r oof and wall sheathing 2 3/8" x 0.131*.,noil n 1 3/4" x 16 gage " 19/32" to 3/4" 8d d Sper KRM) 9 2 3/8 x 0.131' noel C 2" 16 gage ' 7/8" to 1" 8d b 1 1/8" to 1 1/4" tad sr 8d Single Floor (combination subfloor- 3/4" and less 8d • (per KRM) undenayment to framing): 7/8" to 1' 8d • ' 1 1/8" to 1 1/4" 10d 6r 8d ° 32. Panel siding (to framing) 1/2" or less 6d l _ 5/8' 8d r 33. Fiberboard sheothing: 1/2" No. 11 gage roofing nail " 6d common nail No. • 16 gage staple 1 ` 25/32" No. 11 gage roofing nail • h 8d common nail - No. 16 gage staple 34. Interior poneling 1/4" 4dl 3 / 8 ' )' 6d NOTES TO TABLE 2304.9.1 For SI: t inch 254mm. - 2 3/8" x 0.113" nails and 3" x 0.131" nails ore standard 8d and tad Gun nails. a. Common or box nails ore permitted to be used except where otherwise stated. ' b. Nails spaced at 6 inches on center at edges, 12 inches at intermediate supports except 6 inches at supports where , spans are 48 inches or more. For nailing of wood structural panel and particleboard diaphragms and shear walls, _ - - refer to Section 2305. Nails for wolf sheathing ore permitted to be common, box or casing. C. Common or deformed shank. - d. common sheet e. Deformed shank. P f. Corrosion - resistant siding or casing nail. g. Fasteners spaced 3 Inches on center at exterior edges and 6 inches on center at intermediate supports. h. Corrosion - resistont roofing nails with 7/16 -inch diameter head end 1 1/2 inch length for 1/2 -inch sheathing and t 3/4 Inch length for 25/32-tnch sheathing. i - Corrosion - resistant staples witty nominal 7/16 -inch .crown and 1 1/8 inch length for 1/2 -inch sheathing and 1 1/2 inch length for 25/32 -inch sheathing. Panel supports at 16 inches (20 inches If strength axis is the long direction of the panel, unless otherwise marked). , I. Casing or`;finish nails spaced 8 inches on panel. edges, 12 Inches at intermediate supports. k. Pones supports as 24 inches. Casing or finish nails spaced 6 inches on_'panel edges, 12 . inches at intermediate supports. 1. For roof sheathing applications. $d nails are the. minimum required for wood structural panels m. Staples shall have a minimum crown width of 7/16 inch. n. For roof sheathing opplcateoile, rdsteners spaced at 4 inches on center of edges,$ Inches at intermediate supports. " ` o. Fasteners spaced 4 inches on center of edges, 8 inches at intermediate` supports for subfloor and wall sheathing and 3 -'` Inches on center: at edges; "&inches at intermediate supports: for roof• sheathing. - -•� p. Fasteners :spaced 4 inches o �a n cenr at edges, $ Jnches at intermediate supports. JOp� S q. Items noted as "per KRM' have basn changed from the IBC schedule to a more restrictive requirement. 0204-21 A J4 "' - r r f t P g' 11 2000 IBC FRAMING NAILING SCHEDULE (TA BLE 230.9.1) CONNECTION -� -- FASTENING°• n - -� -- LOCATION 1. Joist to sill or girder 3 - 8d common - toenail 3- 3'x0.131 "nail 3 - 3" 1 4 g age stap 2. Bridging to joist 2 - 8d common toenoil eoch end 2 - 3" x 0.131" nail 2 - 3" 1 4 g age stap 3. 1 x 6" subloo or les to each j o i st 2 - 8d common face nail 4. wi than t " x 6" subfloor to eoc joist 3 - 8 commo face nail 5. 2" subfloo to joist or gird _ 2 - 16d commo blind and face nail 6. Sole plate to joist or blocking 16d at 16" o.c. typical face nail 3" x 0.131' nail at 8" o.c. 3" 14 gage staple at 12" o.c. Sole plate to joist or blocking at braced wolf panel 3 - 16d per 16" braced wall panels 3" x 0.131` nail per 16" 3" 14 ga staple per 16" 7. Top plate to stud -- - _� 2 - 16d common end nail 3 -3 "x0.131 "nail 3 - 3" 14 gage staple 8. Stud to sole plate 4 - 8d common toenail 4 - 3" x 0.131" nail 3 - 3" 14 gage staple 2 - 16d common end nail 3- 3 "x0.131 "nail 3 - 3" 14 gage staple 9. Double Studs 16d at 24" o.c. - face nail -�- 3" x 0.131' nail at 8" o.c. 3" 14 gage sta ple at 8" o.c. 10. Double top plates 16d at 16" o.c. typical face nail 3' x 0.131" nail at 12" o.c. 3" 14 gage staple at 12" o.c. Double top plates 8 - 16d common lap splice 12 - 3" x 0.131' nail _ 12 - 3" 14 gage staple typical face nail i o l i. o between joist or rafters 3 - 8d common �- toenail pp 3 - 3 "x0.131 "nail 3 - 3" 1 gag staple 12. Rim joist to top plate 8d at 6" (152mm) o.c. toenail 3' x 0.131" nail at 6" o.c. 3" 14 g age staple at 6" o.c." 13. Top plates, lops and intersections _ 2 - 16d common face nail 3 - 3" x 0.131" nail ' 3 - 3" 14 gage st aple 14. Co heoder, two pieces 1 16d common _ 16" o.c. along edge 15. Ceiling joists to plate '�- 3 - 8d common toenail .- 5 - 3' x 0.131" nail _ 5 - 3" 14 gage staple 16. Continuo heade to st ud 4 - 8d common toenail 17. CeilingTjoists, lops over portions 3 - 16d common minimum. Table 2308.10.4.1 face nail (See Section 2308.10.4.1. Table 2308.10.4.1) 4 - 3" x 0.13'1" nail - __ 4 - 3" 14 gage staple 18. Ceiling joists to parallel rafters 3 - 16d common minimum, Table 2308.10.4.1 face nail - (See Secton 2308) 4 3" x 0.131" nail 0.4.1, Table 2308.10.4.7) 4 - 3" 14 g age staple 19. Rafter to plate 3 -, 8d common toenail '(See Section 2308.10.1, Table 2308.10.1) 3 - 3" x 0.131" pail • _ 3 -,3" 14 gage staple 20. 1' dbgongi brace to each stud and plate 2 common face nail - ` 2 - .Y' x "0.131" nail _ 2 - 3" 14 g s taple ` 21 1" . 8" sheathing to each beari oll 2 - 8 d common face noil 22. Wider thont;k' x 8" sheathing to 3 8d common face nail - , each b w 23. Built -up corner studs 16d common �` 24 o.c. 3 x 0.131' nail 16" o.c. .,, 3" 14 g age stap 16" o.c. 24. Built -up girder and booms - 20d common at 32" o.c. face nail at top and 3' x 0.131" nail at 24" o.c. bottom staggered an ' 3" 14 -gage staple at 24" o.c. ' opposite sides 2 - 20d common face " noif at ends and at ,+ 3 - 3" it 0.131" nail each splice -- - 3 - 3" 14 gage staple 25. 2 "tplonks 16d common at each bearing 26. Color tie to rafter , 3 - tad common face nail 1 «^ 4 - 3" x'O.T31 "'nos+ .. 4 - 3" 14 gage staple face hail 27. Jack rafter to hip 3 - 10d common, toenail - 4 - 3" x 0.131" nail 4 - 3" 14 gage staple 2 - 16d common face nail 3- 3" x 9,131" nail 3 - 3` 14 gage staple 28. Roof rafter to 2- -by ridge beam 2 - 16d common . toenail 3'- 3" x 0.131" nail ... 3 -, 3" 14 gage staple 2 - 16d common Face no0" 3 - 3" x 0.131" nail _' 3 - 3" 14 gage staple - 29 Joist,.to bond joist 3 - 16d common face nail - - 5 - 3" x 0.131" nail 5 - 3" 14 gage staple 30. Ledger strip 3 - 16d common face nail 4 - 3" x 0.131" nail - 4 - 3" 14 gage st 31. Wood structural panels and particleboord: 1/2' and less 8d at (per KR)A) ° Subfloor. r oof and wall sheathing 2 3/8" x 0.131*.,noil n 1 3/4" x 16 gage " 19/32" to 3/4" 8d d Sper KRM) 9 2 3/8 x 0.131' noel C 2" 16 gage ' 7/8" to 1" 8d b 1 1/8" to 1 1/4" tad sr 8d Single Floor (combination subfloor- 3/4" and less 8d • (per KRM) undenayment to framing): 7/8" to 1' 8d • ' 1 1/8" to 1 1/4" 10d 6r 8d ° 32. Panel siding (to framing) 1/2" or less 6d l _ 5/8' 8d r 33. Fiberboard sheothing: 1/2" No. 11 gage roofing nail " 6d common nail No. • 16 gage staple 1 ` 25/32" No. 11 gage roofing nail • h 8d common nail - No. 16 gage staple 34. Interior poneling 1/4" 4dl 3 / 8 ' )' 6d NOTES TO TABLE 2304.9.1 For SI: t inch 254mm. - 2 3/8" x 0.113" nails and 3" x 0.131" nails ore standard 8d and tad Gun nails. a. Common or box nails ore permitted to be used except where otherwise stated. ' b. Nails spaced at 6 inches on center at edges, 12 inches at intermediate supports except 6 inches at supports where , spans are 48 inches or more. For nailing of wood structural panel and particleboard diaphragms and shear walls, _ - - refer to Section 2305. Nails for wolf sheathing ore permitted to be common, box or casing. C. Common or deformed shank. - d. common sheet e. Deformed shank. P f. Corrosion - resistant siding or casing nail. g. Fasteners spaced 3 Inches on center at exterior edges and 6 inches on center at intermediate supports. h. Corrosion - resistont roofing nails with 7/16 -inch diameter head end 1 1/2 inch length for 1/2 -inch sheathing and t 3/4 Inch length for 25/32-tnch sheathing. i - Corrosion - resistant staples witty nominal 7/16 -inch .crown and 1 1/8 inch length for 1/2 -inch sheathing and 1 1/2 inch length for 25/32 -inch sheathing. Panel supports at 16 inches (20 inches If strength axis is the long direction of the panel, unless otherwise marked). , I. Casing or`;finish nails spaced 8 inches on panel. edges, 12 Inches at intermediate supports. k. Pones supports as 24 inches. Casing or finish nails spaced 6 inches on_'panel edges, 12 . inches at intermediate supports. 1. For roof sheathing applications. $d nails are the. minimum required for wood structural panels m. Staples shall have a minimum crown width of 7/16 inch. n. For roof sheathing opplcateoile, rdsteners spaced at 4 inches on center of edges,$ Inches at intermediate supports. " ` o. Fasteners spaced 4 inches on center of edges, 8 inches at intermediate` supports for subfloor and wall sheathing and 3 -'` Inches on center: at edges; "&inches at intermediate supports: for roof• sheathing. - -•� p. Fasteners :spaced 4 inches o �a n cenr at edges, $ Jnches at intermediate supports. JOp� S q. Items noted as "per KRM' have basn changed from the IBC schedule to a more restrictive requirement. 0204-21 A J4 "' - g' 11 2000 IBC FRAMING NAILING SCHEDULE (TA BLE 230.9.1) CONNECTION -� -- FASTENING°• n - -� -- LOCATION 1. Joist to sill or girder 3 - 8d common - toenail 3- 3'x0.131 "nail 3 - 3" 1 4 g age stap 2. Bridging to joist 2 - 8d common toenoil eoch end 2 - 3" x 0.131" nail 2 - 3" 1 4 g age stap 3. 1 x 6" subloo or les to each j o i st 2 - 8d common face nail 4. wi than t " x 6" subfloor to eoc joist 3 - 8 commo face nail 5. 2" subfloo to joist or gird _ 2 - 16d commo blind and face nail 6. Sole plate to joist or blocking 16d at 16" o.c. typical face nail 3" x 0.131' nail at 8" o.c. 3" 14 gage staple at 12" o.c. Sole plate to joist or blocking at braced wolf panel 3 - 16d per 16" braced wall panels 3" x 0.131` nail per 16" 3" 14 ga staple per 16" 7. Top plate to stud -- - _� 2 - 16d common end nail 3 -3 "x0.131 "nail 3 - 3" 14 gage staple 8. Stud to sole plate 4 - 8d common toenail 4 - 3" x 0.131" nail 3 - 3" 14 gage staple 2 - 16d common end nail 3- 3 "x0.131 "nail 3 - 3" 14 gage staple 9. Double Studs 16d at 24" o.c. - face nail -�- 3" x 0.131' nail at 8" o.c. 3" 14 gage sta ple at 8" o.c. 10. Double top plates 16d at 16" o.c. typical face nail 3' x 0.131" nail at 12" o.c. 3" 14 gage staple at 12" o.c. Double top plates 8 - 16d common lap splice 12 - 3" x 0.131' nail _ 12 - 3" 14 gage staple typical face nail i o l i. o between joist or rafters 3 - 8d common �- toenail pp 3 - 3 "x0.131 "nail 3 - 3" 1 gag staple 12. Rim joist to top plate 8d at 6" (152mm) o.c. toenail 3' x 0.131" nail at 6" o.c. 3" 14 g age staple at 6" o.c." 13. Top plates, lops and intersections _ 2 - 16d common face nail 3 - 3" x 0.131" nail ' 3 - 3" 14 gage st aple 14. Co heoder, two pieces 1 16d common _ 16" o.c. along edge 15. Ceiling joists to plate '�- 3 - 8d common toenail .- 5 - 3' x 0.131" nail _ 5 - 3" 14 gage staple 16. Continuo heade to st ud 4 - 8d common toenail 17. CeilingTjoists, lops over portions 3 - 16d common minimum. Table 2308.10.4.1 face nail (See Section 2308.10.4.1. Table 2308.10.4.1) 4 - 3" x 0.13'1" nail - __ 4 - 3" 14 gage staple 18. Ceiling joists to parallel rafters 3 - 16d common minimum, Table 2308.10.4.1 face nail - (See Secton 2308) 4 3" x 0.131" nail 0.4.1, Table 2308.10.4.7) 4 - 3" 14 g age staple 19. Rafter to plate 3 -, 8d common toenail '(See Section 2308.10.1, Table 2308.10.1) 3 - 3" x 0.131" pail • _ 3 -,3" 14 gage staple 20. 1' dbgongi brace to each stud and plate 2 common face nail - ` 2 - .Y' x "0.131" nail _ 2 - 3" 14 g s taple ` 21 1" . 8" sheathing to each beari oll 2 - 8 d common face noil 22. Wider thont;k' x 8" sheathing to 3 8d common face nail - , each b w 23. Built -up corner studs 16d common �` 24 o.c. 3 x 0.131' nail 16" o.c. .,, 3" 14 g age stap 16" o.c. 24. Built -up girder and booms - 20d common at 32" o.c. face nail at top and 3' x 0.131" nail at 24" o.c. bottom staggered an ' 3" 14 -gage staple at 24" o.c. ' opposite sides 2 - 20d common face " noif at ends and at ,+ 3 - 3" it 0.131" nail each splice -- - 3 - 3" 14 gage staple 25. 2 "tplonks 16d common at each bearing 26. Color tie to rafter , 3 - tad common face nail 1 «^ 4 - 3" x'O.T31 "'nos+ .. 4 - 3" 14 gage staple face hail 27. Jack rafter to hip 3 - 10d common, toenail - 4 - 3" x 0.131" nail 4 - 3" 14 gage staple 2 - 16d common face nail 3- 3" x 9,131" nail 3 - 3` 14 gage staple 28. Roof rafter to 2- -by ridge beam 2 - 16d common . toenail 3'- 3" x 0.131" nail ... 3 -, 3" 14 gage staple 2 - 16d common Face no0" 3 - 3" x 0.131" nail _' 3 - 3" 14 gage staple - 29 Joist,.to bond joist 3 - 16d common face nail - - 5 - 3" x 0.131" nail 5 - 3" 14 gage staple 30. Ledger strip 3 - 16d common face nail 4 - 3" x 0.131" nail - 4 - 3" 14 gage st 31. Wood structural panels and particleboord: 1/2' and less 8d at (per KR)A) ° Subfloor. r oof and wall sheathing 2 3/8" x 0.131*.,noil n 1 3/4" x 16 gage " 19/32" to 3/4" 8d d Sper KRM) 9 2 3/8 x 0.131' noel C 2" 16 gage ' 7/8" to 1" 8d b 1 1/8" to 1 1/4" tad sr 8d Single Floor (combination subfloor- 3/4" and less 8d • (per KRM) undenayment to framing): 7/8" to 1' 8d • ' 1 1/8" to 1 1/4" 10d 6r 8d ° 32. Panel siding (to framing) 1/2" or less 6d l _ 5/8' 8d r 33. Fiberboard sheothing: 1/2" No. 11 gage roofing nail " 6d common nail No. • 16 gage staple 1 ` 25/32" No. 11 gage roofing nail • h 8d common nail - No. 16 gage staple 34. Interior poneling 1/4" 4dl 3 / 8 ' )' 6d NOTES TO TABLE 2304.9.1 For SI: t inch 254mm. - 2 3/8" x 0.113" nails and 3" x 0.131" nails ore standard 8d and tad Gun nails. a. Common or box nails ore permitted to be used except where otherwise stated. ' b. Nails spaced at 6 inches on center at edges, 12 inches at intermediate supports except 6 inches at supports where , spans are 48 inches or more. For nailing of wood structural panel and particleboard diaphragms and shear walls, _ - - refer to Section 2305. Nails for wolf sheathing ore permitted to be common, box or casing. C. Common or deformed shank. - d. common sheet e. Deformed shank. P f. Corrosion - resistant siding or casing nail. g. Fasteners spaced 3 Inches on center at exterior edges and 6 inches on center at intermediate supports. h. Corrosion - resistont roofing nails with 7/16 -inch diameter head end 1 1/2 inch length for 1/2 -inch sheathing and t 3/4 Inch length for 25/32-tnch sheathing. i - Corrosion - resistant staples witty nominal 7/16 -inch .crown and 1 1/8 inch length for 1/2 -inch sheathing and 1 1/2 inch length for 25/32 -inch sheathing. Panel supports at 16 inches (20 inches If strength axis is the long direction of the panel, unless otherwise marked). , I. Casing or`;finish nails spaced 8 inches on panel. edges, 12 Inches at intermediate supports. k. Pones supports as 24 inches. Casing or finish nails spaced 6 inches on_'panel edges, 12 . inches at intermediate supports. 1. For roof sheathing applications. $d nails are the. minimum required for wood structural panels m. Staples shall have a minimum crown width of 7/16 inch. n. For roof sheathing opplcateoile, rdsteners spaced at 4 inches on center of edges,$ Inches at intermediate supports. " ` o. Fasteners spaced 4 inches on center of edges, 8 inches at intermediate` supports for subfloor and wall sheathing and 3 -'` Inches on center: at edges; "&inches at intermediate supports: for roof• sheathing. - -•� p. Fasteners :spaced 4 inches o �a n cenr at edges, $ Jnches at intermediate supports. JOp� S q. Items noted as "per KRM' have basn changed from the IBC schedule to a more restrictive requirement. 0204-21 A J4 "' - NOTES TO TABLE 2304.9.1 For SI: t inch 254mm. - 2 3/8" x 0.113" nails and 3" x 0.131" nails ore standard 8d and tad Gun nails. a. Common or box nails ore permitted to be used except where otherwise stated. ' b. Nails spaced at 6 inches on center at edges, 12 inches at intermediate supports except 6 inches at supports where , spans are 48 inches or more. For nailing of wood structural panel and particleboard diaphragms and shear walls, _ - - refer to Section 2305. Nails for wolf sheathing ore permitted to be common, box or casing. C. Common or deformed shank. - d. common sheet e. Deformed shank. P f. Corrosion - resistant siding or casing nail. g. Fasteners spaced 3 Inches on center at exterior edges and 6 inches on center at intermediate supports. h. Corrosion - resistont roofing nails with 7/16 -inch diameter head end 1 1/2 inch length for 1/2 -inch sheathing and t 3/4 Inch length for 25/32-tnch sheathing. i - Corrosion - resistant staples witty nominal 7/16 -inch .crown and 1 1/8 inch length for 1/2 -inch sheathing and 1 1/2 inch length for 25/32 -inch sheathing. Panel supports at 16 inches (20 inches If strength axis is the long direction of the panel, unless otherwise marked). , I. Casing or`;finish nails spaced 8 inches on panel. edges, 12 Inches at intermediate supports. k. Pones supports as 24 inches. Casing or finish nails spaced 6 inches on_'panel edges, 12 . inches at intermediate supports. 1. For roof sheathing applications. $d nails are the. minimum required for wood structural panels m. Staples shall have a minimum crown width of 7/16 inch. n. For roof sheathing opplcateoile, rdsteners spaced at 4 inches on center of edges,$ Inches at intermediate supports. " ` o. Fasteners spaced 4 inches on center of edges, 8 inches at intermediate` supports for subfloor and wall sheathing and 3 -'` Inches on center: at edges; "&inches at intermediate supports: for roof• sheathing. - -•� p. Fasteners :spaced 4 inches o �a n cenr at edges, $ Jnches at intermediate supports. JOp� S q. Items noted as "per KRM' have basn changed from the IBC schedule to a more restrictive requirement. 0204-21 A J4 "' - . -1 0 2. TOP OF FOOTING ELEVA11O ARE BASED ON FINDING ADEQUATE SOIL BEARING r 1 L/11 V 1 V V 1 LJ. U — rnn �U') Z _ _0 C I � rnrn vv (n f- Z p C ° a rn� CONDITIONS AT THAT DEPTH. CONTACT ENGINEER IF OVEREXCAVATION IS REQUIRED. � (n O C N 0 d — U 0 00 6 0O � o � J OQ d > 1. INTERIOR WOOD STUD BEARING WALLS ARE INDICATED ON PLAN THUS: :_: 3. CONTINUOUS CONCRETE FOOTINGS ARE CENTERED BENEATH CONCRETE FOUNDATION WALLS UNLESS NOTED OTHERWISE. , ;` 2. POSTS BELOW ARE INDICATED: 11 =: NON— CON TINUOUS POSTS FROM ABOVE ARE INDICATED: 0 I H o :o SINGLE STUD TRIMMERS THAT:DO NOT REQUIRE BLOCKING BELOW ARE INDICATED:U _ 4. CONCRETE FOUNDATION WALLS -ARE 8" THICK AND CONTINUOUS FOOTINGS ARE 8" THICK x 16 WIDE UNLESS NOTED OTHERWISE: 3. FLOOR SHEATHIJ G tS 3/4 "`TONGUE AND GROOVE APA STURDIFLOOR, EXPA, SPAN designed by JOE 5. DO NOT SCALE DRAWINGS. checked by issued RATING 24: O.C. FLOOR .JOISTS f'ARE 2x12 ® 16" 0 t JYP., UNLESS NOTED OTHERWISE. a �... _.._.. } EXTERIOR HEADERS ARE - :. ' ti i�. 3 - 2x10's W/ (1) -2x6 '. 4 . WOOD BEAMS EXCEPT HEADERS, ARE FLUSH WITH FLOOR JOISTS UNLESS NOTED (DROP , PED). sheet TRIMMER AND (1)-2x6 S2 ' 4. 5. "O" INDICATES CONNECTION! TYPE -'REF. S1 FOR, SCHEDULE. JOB` 0204 -21 KING STUD EA. SIDE, TYP. UNLESS NOTED OTHERWISE 6. (E) REFERS TO EXISTING .CONSTRUCTION, (N) TO' NEW. e . V . _ , z , 1 . „ } , r s ... s .. .. .. .. .. ,.. .,,.. e .. a..r , . s .. ,.,... ... .. ,., . -1 0 C m 3 U 0 rnn �U') Z _ _0 C I � rnrn vv (n f- Z p C ° a rn� Q J J .i � � (n O C N 0 d — U 00 6 0O � o � J OQ d > o :o designed by JOE drawn by JOE checked by issued PRELIM 05/03102 PERMIT 08/06/02 sheet S2 ' r. JOB` 0204 -21 CONT. 2x TOP F DRIVE PINNED 2x6 STUDS ®16" W/ @ 16" O.C. C C 1/2" PLYWD. OR OSB SHEATHING --2xl2's 0 16" O.C. -8 1/4 7 z m T W " I PLYWD -7 3/4 © TYP. STEEL ----- �(2)-1/2"4 L3/4 STURDIFLOOR THRU-BOLTS PLYWD., TYP. c U) Q) ul) W 10x26 j 7Q I :. STEEL OPTION 0)0) It -It 0)(7) x Z r, 0 < c m u- F- 3/4" STURDIFLOOR 2x6 STUDS 0 16" W/ PLYWD., TYP. c 1/2 PLYWD. OR OSB z V 0) -It rl U) 00 SHEATHING 202O 16" O.C. 0 c U - ) (o - 0 00 X 0 _1/4 0 PLYWD :3 m d > 1© TYP. L < N -4 STEEL CONT. 2x TOP 2x12 BLKG. PANEL IN FIRST JOIST SPACE @ 24" D.C. W/ (4)-10d NAILS DRIVE PINNED 0 16" W IOx26 SCALE: 3 = l'-O" 2x6 STUDS 0 16" W/ 1/2" 0 x 10" A.B.'s 0 48" 1/2" PLYWD. OR OSB IN CONT. TREATED 2x6 FL' SHEATHING 1/2" EXPANSION MATERIAL, TYP. j, 90'-0 90'-0 — TO W T.O. SLW l m< - 3 f W WK� / T (l)-#5 CONT. MID-HT. #5 x 0 48" cn (2)-#5's CONT. HORIZ. 41 TOP & 130T. 7' n �86'- 2 T.0 F. co *,4" 8" Z, A It'l 4 Lo PERIMETER DRAIN. PER SOILS ENGINEER cQ SCALE: 3/4" E-H 3/4" STURDIFLOOR-- (4)-1 3/4x14 LVIL PLYWD., TYP. 107' T.O. PLrWVF © TYP. E*tALroT FAN EXHAU5T FAN / HEAT FLOURE5GENT (Ix4) r-LOURE5rBrr (2x4) r-LOURE5(,Ew - 5TPJP RE(, - EYEBALL O PENDANT MOUNT RE-(,E5%D CAN 5URFArlE MOUNT 04 WAIL. MOUNT • Air" ► 5NMCH - 5IN6LE POLE [� - 5NITGH - 3 WAY � 5NITrH - 4 HAY (1) 5NITGH - DIMMER ► TELEPHONE [� - Tlv'- GABLE � TV - 5ATELLITE (1) THERI-05TAT r -5,EAH CENERATOR hod 1 2 1 -0 1 RR, B 13 L 5(l 5c, V-#] roo L6 �T5(- ! 1 < , V-V ELM 5 13 j I ------ 1 6OHn ; ! f. vp L L I April 14, 2002 MAY 2, 2002 June 20, 2002 Aug. 24, 2002 C— C-4 09 -*- L— g � IV) rm, 0 00 0 0 M ,o C5 O.. 9) Q o Q) U- > I (D Y 0 NOTE5 I. Hp T O� GO ,IW MEWD5 AND MATERIALS - CONFORM To 5TAIE AND L OCAL PE5 2. PROVIDE &H PROTEGTION A5 REWIRED 3. PROVIDE 5PE61FIGATION 6RAPE DE\/I(,E5 THROUGHOUT 4. VERIFY KITHEN EGKAPMENTAND APPI 1AN6E REGd)IREMENT5 PRIOR TO IN15TALLATION. 5. ELErTRICA', GONTRA6TOR TO INCLUDE WIRING OF ME EGUIP, 6. ELEGTRIGAL GONTRAGTOR TO RRN15H GATAL06 C'JT5 OF - fIX7URE5 f PEIAGE-5 FOR OKNER5 REVIEW. 0 9) Ci Q) U- > I 0 9) 43 0 GENERAL NQiLS: FOERS'TER RESIDENCE REL'ODEL JOB # 0204 -21 CONNECTION SCHEDULE LOCATION SIMPSON STRUCTURAL WOOD FRAMING: DESIGN CRITERIA: LSSU210 © SIMPSON JB212 a. Except where noted otherwise, all 2" nominal lumber, except studs, Roof (Snow) ------------ - - - - -- 80 psf Live Load (S now) SIMPSON shall be Douglas Fir -Larch #2 and better, and all solid timber beams Roof Dead Load ------------ - - - - -- 15 psf 2 - 3" 14 gage staple and posts 3' nominal and wider shall be Douglas Fir Larch Floor Live Load ----------------- - - - - -- 40 psf b. Studs shall be Stud grade and better Douglas Fir-Larch or He m Fir. Floor Dead Load ---------------- - - - - -- 15 psf 80 (Exp. B) C. Built -up posts shall consist of Douglas Fir -Larch or Hem Fir #2 or Basic Wind Speed --------------- - - - - -- mph 16d at 16" o.c. better 2x4 or 2x6 studs per plan and shall be nailed together with 2 Seismic Zone ------------------ - - - - -- 1 3" x 0.131" nail at 8" o.c. rows of 16d nails 6" on center along each stud. UBC Edition ------------------- - - -- -- 1997 d. Built -up beams consisting of multiple 2x members shall be nailed FOUNDATION DESIGN: wall panel together with two rows of 16d nails spaced at 12" on center, or 3" 14 gage staple per 16" with two rows 1/2" diameter thru -bolts spaced 24" on center. a. Design of individual and continuous footings is based on an e. Top and bottom plates shall be Douglas Fir -Larch or Hem Fir #2 and 3 -3 "x0.131 "nail assumed maximum allowable bearing pressure of 2000 psf (dead better. Plates placed directly on concrete walls or slabs shall be load plus full live food). 4 - 8d common pressure- treated Hem Fir #2. b. Footings shall be placed on the natural undisturbed soil, or f. Wood beams bearing in beam pockets in concrete or masonry walls 3 - 3" 14 gage staple compacted structural fill, below frost depth. shall bear on a treated 2x6 bearing block. Provide 1/2" clearance C. Provide continuous foundation drains around the perimeter of all 3 - 3" x 0.131" nail around end of wood beam. Block against sides of beam pocket with F-I-1 basement walls and at the base of retaining walls. Contact treated 2x blocking to provide lateral support for beam. Within floor joists spaces beneath solid or built -up columns noted on 16d at 24" o.c. geotechnical engineer for details g• plans, blocking of area equivalent to column above shall be provided. d. A representative of the geotechnical engineer shall verify soils 3" 14 gage staple at 8" o.c. Door or window trimmers consisting of a single stud do not require 10. Double top plates conditions and types during excavation. Because geotechnical typical face nail special blocking in the joist space. 3" x 0.131" nail at 12" o.c. information was not available at the time of preparation of the Except as noted otherwise, minimum nailing shall be provided as lues based on values construction documents, we ha ve u sed assumed a 8 - 16d common specified in the Nailing Schedule" on the drawings (2000 IBC Table 2304.9.1). similar sites in the area. Construction of the foundation may not i. Bolts used for wood framing connections shall be installed with 12 - 3" 14 gage staple typical face nail proceed without verifying these values. Report any discrepancies 11. Blocking between joist or rafters standard washers and nuts. toenail from design assumptions to structural engineer for re- evaluation j. Unless noted otherwise, steel connectors such as those manufactured of foundation design. by the Simpson Company shall be used to join rafters, joists or beams 8d at 6" (152mm) o.c. toenail to other beams at flush- framed conditions. Use all specified nails. 3" 14 gage staple at 6" o.c. Connector conditions not otherwise noted shall utilize Type U or Type 13. Top plates, lops and Intersections 2 - 16d common face nail HU hangers of a size specifically designed for the member supported, 3 - 3" x 0.131" nail JOE drawn as shown in the manufacturer's published tables. Contact structural JOE 14. Continuous header, two pieces 16d common engineer for details as required. REINFORCED CONCRETE: k. Wood nailer plates installed on steel beams or concrete walls for top - 05/03/02 5 - 3" x 0.131" nail PERMIT 08/06/02 flange hangers shall be ripped to match the width of the wall or beam a. Concrete design is based on the "Building Code Requirements for 16. Continuous header to stud flange. Nailer plates supporting top flange hangers from one side only toenail Reinforced Concrete' (ACI 318 -95). 3 - 16d common minimum, Table 2308.10.4.1 shall be installed flush with the face of wall or beam flange at the b. Structural concrete shall have a minimum 28 -day compressive hanger locations. 4 - 3" 14 gage staple gage strength of 3000 psi. 1. Laminated veneer lumber (LVL) shall have the following properties: C. Concrete shall be proportioned using Type 1 -11 sulfate- resistant cement. 4 -3 "x0.131 "nail 1. Flexural stress--------- - - - - -- -2600 psi (See Section 2308.10.4.1, Table 2308.10.4.1) Admixtures containing chloride salts shall not be used. 2. Modulus of elasticity------ - - - - -- 1,900,000 psi d. Cold weather concreting procedures shall be provided as recommended 19. Ratter to plate 3. Tension parallel to grain--- - - - - -- -1850 psi in the ACI Manual of Concrete Practice 3 - 3" 14 gage staple gage 4. Compression parallel to grain - - - -- -2310 psi e. Anchor bolts for beam and column bearing plates shall be placed with face nail 5. Compression perpendicular to grain 2 -3 "x0.131' nail setting templates. (parallel to glue line)------ - - - - -- -750 psi f. Anchor bolts for wood sill plates shall be placed at 4' -0" maximum 2 - 8d common 6. Horizontal shear-------- - - - - -- -285 psi 22. Wider than 1" x 8" sheathing to spacing with one anchor bolt at 12" from each end or corner and face nail 7. Connection of multiple- member beams: a minimum of two anchor bolts per piece. 23. Built -up comer studs A. Top - loaded beams g. All exposed edges and corners shall be chamfered 3/4 ". 3" x 0.131" nail i) For members 12" deep or less, nail each member h. Concrete floor slabs on grade and on metal decking supported by steel 16" o.c. to the next with 2 rows of 16d nails at 12" o.c. 20d common at 32" o.c. framing shall have sawn or tooled control joints at a maximum spacing ii) For members greater than 12" deep, nail each bottom staggered on of 15' -0" in each direction. Locate control joints along column grid 3" 14 gage staple at 24" o.c. member to the next with 3 rows of 16d nails at lines where possible and provide slab isolation joints around columns. face nail at ends and at 12" D.C. i. Concrete coverage for reinforcing steel (ACI 318 -95): B. Side - loaded beams 1. Concrete cast against and permanently exposed to earth 3" 16d common i) For two or three member beams, nail each member 26. Collor tie to rafter 2. Concrete exposed to earth or weather : face nail to the next with 3 rows of 16d nails at 12" o.c. 4 - 3" x 0.131" nail A. #5 bar and smaller 1 1/2" ii) For four member beams, bolt through with 2 rows B. #6 through #18 bar 2" 3 - 10d common of 1/2" diameter bolts at 12" o.c. 3. Concrete not exposed to weather or in contact with ground: iii) For beams consisting of more than four members, 4 - 3" 14 gage staple A. Slabs, walls, joists ( #11 bar and smaller) 3/4" contact structural engineer. face nail B. Beams, columns 1 1/2" M. Framing Notes: 3 - 3" 14 gage staple 1. Exterior walls: 2 - 16d common toenail A. All exterior walls are 2x6 studs @ 16" o.c. to a maximum 3 - 3" 14 gage staple height of 12' -6 ", 2x6 studs @ 12" o.c. to a maximum 2 - 16d common face nail height of 14' -6 ", and (2) -2x6 studs @ 16" to a maximum 3 - 3" x 0.131" nail height of 17' -4" unless otherwise noted. Walls taller 29. Joist to band joist 3 - 16d common than 17' -4" shall be framed with manufactured parallam 5 - 3" x 0.131" nail studs,: contact engineer for spacing requirements. Cap 5 - 3" 14 gage staple 30. Ledger strip with a double top plate installed to provide overlapping at REINFORCING STEEL: corners and at intersections with other partitions. If 4 - 3" 14 gage staple overlap is not possible, strap top plates with metal strap a. Detailing, fabrication and placement of reinforcing steel shall be in ties (Simpson ST292 or equivalent). 2 3/8" x 0.131" nail " accordance with the ACI Manual of Concrete Practice (to framing): B. Gable -end walls shall be balloon- framed to the bottom of b. Except where otherwise noted on the drawings, reinforcing bars shall 19/32" to 314" 8d d �per KRM) a rafters or end -wall trusses unless approved by engineer. conform to ASTM Specification A615 -79 and shall be grade 60 except C. Floor or roof framing members must be aligned to bear 2" 16 gage P ties, field bent bars where permitted by note on plan, or bars to be within 5 inches of the studs beneath. welded, which shall be grade 40. 1 1/8" to 1 1/4" 10d Sr 8d ° D. Provide 7/16" thick APA rated sheathing (plywood or C. At splices in concrete, lap bars 36 diameters. Do not weld or use OSB) rated 24/16, exposure 1, at exterior face of exterior 7/8' to 1" 8d ° mechanical splicing devices unless specifically approved by engineer. walls. Block all horizontal joints. d. At corners, make horizontal bars continuous or provide corner bars. 1/2" or less 6d E. Provide (3) -2x10 headers over all door and window Around openings and steps in concrete, provide (2) - #5 bars extending openings, with one 2x6 trimmer and one 2x6 king stud 1/2" No. 11 gage roofing nail h 2' -0" beyond edge of opening or step. each end, unless noted otherwise. e. Extend reinforcing steel a minimum of 24" through cold joints. Unless No. 16 gage staple i F. At beam bearing locations in stud walls, provide multiple - specifically located on plan or details, coordinate cold joint locations stud posts equal to width of bearing member unless 8d common nail with engineer. noted otherwise. f. Welded wire fabric shall conform to ASTM Specification A -185. Lap 1/4" 2. Floor Construction: welded wire fabric a minimum of one full mesh plus two inches. Laps 6d A. Provide 3/4" thick APA rated Sturdifloor rated 24" shall be wired together. D.C., tongue and groove exposure 1. Glue and nail g. Metric bar size conversion table: panels to all supports. Install sheathing with long METRIC INCH -POUND dimension perpendicular to joists and end joints #10 #3 staggered. #13 # B. Provide solid blocking between floor joists at all bearing #16 # locations. Blocking material shall match the floor joist #19 # material. #22 # 3. Roof Construction: #25 # A. Provide 5/8" thick APA plywood Sheathing rated 40/20, #29 # exposure 1. Install sheathing with long dimension #32 #10 perpendicular to rafters or trusses and end joints #36 # staggered. B. Plywood sheathing shall be applied continuously over the primary roof members (rafters or trusses) below STRUCTURAL GLUED LAMINATED TIMBER: overframed areas to provide adequate lateral stability. C. Provide wind /seismic anchors at supports for all roof a. Materials, manufacturer and quality control shall be in conformance joists and trusses. See nailing schedule. with AITC Product Standard PS 66 -82, "Structural Glued Laminated D. Provide solid blocking between roof rafters, trusses and Timber ". lookouts at ail bearing locations. Blocking material shall b. Laminated members shall be fabricated using Douglas Fir with the match rafter, truss chord, or lookout material. following combination symbols: 4. Wind Bracing: 24f -v4 Simple -span beams A. Walls over 4 feet long which are sheathed with gypsum 24f -v8 Continuous or cantilever beams wallboard on both faces and are indicated as shear walls 3 Columns on plan have been designed to resist wind forces in C. All members shall be Architectural Appearance Grade, unless indicated accordance with Table 25 -1 of the UBC. otherwise by the architect. B. At shear walls, screw 1/2" gypsum wallboard to all studs d. Protect members from damage or exposure to moisture prior to and and to top and bottom plates with #8 X 1 1/8" drywall during construction. screws at 7" maximum spacing. e. Adhesive shall meet the requirements for wet conditions of service. C. Exterior plywood or OSB wall sheathing is required unless f. Do not camber laminated members unless indicated on the drawings. specifically deleted by engineer. STRUCTURAL STEEL: a. Structural steel shall be detailed, fabricated and erected in accordance with the most current editions of AISC Specifications and Code of Standard Practice. b. Structural steel rolled shapes, including plates and angles, shall be ASTM A36. Tube shapes shall be ASTM A500 grade B. Pipes shall be ASTM A53 grade B or ASTM A501. C. All bolts used in steel framing shall conform to ASTM Specification A325. Anchor bolts and bolts used in timber connections may be ASTM A307. Bolt sizes shall be 3/4" diameter unless noted otherwise. d. Delay painting within 3" of field welds until welds are completed. e. Where corrosive soil conditions exist, steel angles that are used to support exterior stone veneer shall be galvanized and shall be attached to the foundation with galvanized or stainless steel expansion anchors. GENERAL REQUIREMENTS: a. Structural erection and bracing: The structural drawings illustrate the completed structure with all elements in their final positions, properly supported and braced. The Contractor, in the proper sequence, shall provide shoring and bracing as may be required during construction to achieve the final completed structure. Contact the structural engineer for consultation (not in contract) as required. ruc t b. Existing stures: If construction adjoins an existing structure, contractor shall be responsible for verifying dimensions, elevations, framing, foundation and anything else that may effect the work shown on the drawings. Underpinning, shoring and bracing of existing structures shall be the responsibility of the contractor. C. Dimensions: Check all dimensions against architectural drawings prior to construction. Do not scale drawings. d. Construction practices: General Contractor is responsible for means, methods, techniques, sequences and procedures for construction of this project. Notify structural engineer of omissions or conflicts between the working drawings and existing conditions. Coordinate requirements for mechanical /electrical /plumbing penetrations through structural elements with structural engineer. Jobsite safety is the sole responsibility of the contractor. All methods used for construction shall be in accordance with the latest edition of the UBC. e. It is the responsibility of the contractor to contact the structural engineer at the appropriate time to perform site observation visits. Observation visits to the jobsite by the engineer are for determination of general conformance with the construction documents and shall not be construed as inspection. f. Though every effort is made to provide a complete and clear set of construction documents, discrepancies or omissions may occur. Release of these drawings anticipates cooperation and continued communication between the contractor, architect and engineer to provide the best possible structure. These drawings have been prepared for the use of a qualified contractor experienced in the construction techniques and systems depicted. 2000 IBC FRAMING NAILING SCHEDULE (TABLE 2304.9.1) CONNECTION SCHEDULE LOCATION SIMPSON H5 © SIMPSON LSSU210 © SIMPSON JB212 QD SIMPSON HUS1.81/10 QE SIMPSON LSSU410 2000 IBC FRAMING NAILING SCHEDULE (TABLE 2304.9.1) CONNECTION FASTENINGa- m LOCATION 1. Joist to sill or girder 3 - 8d common toenail CD P< 3 -3 "x0.131 "nail c 3 - 3" 14 gage staple a 2. Bridging to joist 2 - 8d common toenail each end II 0) 0) rn rn 2 - 3" x 0.131" nail C _ 2 - 3" 14 gage staple L 3. 1" x 6" subfloor or less to each joist 2 - 8d common face nail 4. Wider than 1" x 6" subfloor to each joist 3 - 8d common face nail 5. 2" subfloor to joist or girder 2 - 16d common blind and face nail 6. Sole plate to joist or blocking 16d at 16" o.c. typical face nail > a > 3" x 0.131" nail at 8" o.c. 3" 14 gage staple at 12" o.c. Sole plate to joist or blocking at braced 3 - 16d per 16" braced wall panels wall panel 3" x 0.131" nail per 16" 3" 14 gage staple per 16" 7. Top plate to stud 2 - 16d common end nail 3 -3 "x0.131 "nail 3 - 3" 14 gage staple 8. Stud to sole plate 4 - 8d common toenail 4 -3 "x0.131 "nail p 3 - 3" 14 gage staple 2 - 16d common end nail 3 - 3" x 0.131" nail F-I-1 3 - 3" 14 gage staple 9. Double Studs 16d at 24" o.c. face nail 3" x 0.131" nail at 8" o.c. O 3" 14 gage staple at 8" o.c. 10. Double top plates 16d at 16" o.c. typical face nail 3" x 0.131" nail at 12" o.c. 3" 14 gage staple at 12" o.c. Double top plates 8 - 16d common lap splice 12 -3 "x0.131 "nail 12 - 3" 14 gage staple typical face nail 11. Blocking between joist or rafters 3 - 8d common toenail to top plate 3 - 3" x 0.131" nail 3 - 3" 14 gage staple 12. Rim joist to top plate 8d at 6" (152mm) o.c. toenail 3" x 0.131" nail at 6" o.c. 3" 14 gage staple at 6" o.c. 13. Top plates, lops and Intersections 2 - 16d common face nail 3 - 3" x 0.131" nail JOE drawn 3 - 3" 14 gage staple JOE 14. Continuous header, two pieces 16d common 16" o.c. along edge 15. Ceiling joists to plate 3 - 8d common toenail 05/03/02 5 - 3" x 0.131" nail PERMIT 08/06/02 5 - 3" 14 gage staple 16. Continuous header to stud 4 - 8d common toenail 3 - 16d common minimum, Table 2308.10.4.1 face nail 17. Ceiling joists, Zaps over portions - nail 4 3" x (See Section 2308.10.4.1, Table 2308.10.4.1) 4 - 3" 14 gage staple gage 3 - 16d common minimum, Table 2308.10.4.1 face nail 18. Ceiling joists to parallel rafters P 4 -3 "x0.131 "nail (See Section 2308.10.4.1, Table 2308.10.4.1) 4 - 3" 14 gage staple 3 - 8d common toenail 19. Ratter to plate 3 - 3" x nail (See Section 2308.10.1, Table 2308.10.1) 3 - 3" 14 gage staple gage 2 - Sd common face nail 20. 1" diagonal brace to each stud and plate 2 -3 "x0.131' nail 2 - 3" 14 gage staple 21. 1" x 8" sheathing to each bearing wall 2 - 8d common face nail 22. Wider than 1" x 8" sheathing to 3 - 8d common face nail each bearing wall 23. Built -up comer studs 16d common 24" o.c. 3" x 0.131" nail 16" o.c. 3" 14 gage staple 16" o.c. 24. Built -up girder and beams 20d common at 32" o.c. face nail at top and 3" x 0.131" nail at 24" o.c. bottom staggered on 3" 14 gage staple at 24" o.c. opposite sides 2 - 20d common face nail at ends and at 3 - 3" x 0.131" nail each splice 3 - 3" 14 gage staple 25. 2" planks 16d common at each bearing 26. Collor tie to rafter 3 - 10d common face nail 4 - 3" x 0.131" nail 4 - 3" 14 gage staple face nail 27. Jack rafter to hip 3 - 10d common toenail 4 - 3" x 0.131" nail 4 - 3" 14 gage staple 2 - 16d common face nail 3 - 3" x 0.131" nail 3 - 3" 14 gage staple 28. Roof rafter to 2 -by ridge beam 2 - 16d common toenail 3 - 3" x 0.131" nail 3 - 3" 14 gage staple 2 - 16d common face nail 3 - 3" x 0.131" nail 3 - 3" 14 gage staple 29. Joist to band joist 3 - 16d common face nail 5 - 3" x 0.131" nail 5 - 3" 14 gage staple 30. Ledger strip 3 - 16d common face nail 4 - 3" x 0.131" nail 4 - 3" 14 gage staple 31. Wood structural panels and particleboard° 1/2" and less 8d a' (per KRM) a Subfloor, roof and wall sheathing 2 3/8" x 0.131" nail " (to framing): 1 3/4' x 16 gage ° 19/32" to 314" 8d d �per KRM) a 2 3/8 x 0.131" nail P 2" 16 gage P 7/8" to 1" 8d ° 1 1/8" to 1 1/4" 10d Sr 8d ° Single Floor (combination subfloor- 3/4" and less 8d ° (per KRM) a underloyment to framing): 7/8' to 1" 8d ° 1 1/8" to 1 1/4" 10d $r 8d ° 32. Panel siding (to framing) 1/2" or less 6d 5/8" 8d 33. Fiberboard sheothing: 1/2" No. 11 gage roofing nail h 6d common nail No. 16 gage staple i 25/32" No. 11 gage roofing nail h 8d common nail No. 16 gage staple 34. Interior paneling 1/4" 4d 3/8" 6d NOTES TO TABLE 2304.9.1 For SI: 1 inch = 25.4mm. 2 3/8" x 0.113" nails and 3" x 0.131" nails ore standard 8d and 10d Gun nails. a. Common or box nails are permitted to be used except where otherwise stated. b. Nails spaced at 6 inches on center at edges, 12 inches at intermediate supports except 6 inches at supports where spans are 48 inches or more. For nailing of wood structural panel and particleboard diaphragms and shear walls, refer to Section 2305. Nails for wall sheathing ore permitted to be common, box or casing. c. Common or deformed shank. d. Common e. Deformed shank. f. Corrosion - resistant siding or casing nail. g. Fasteners spaced 3 inches on center at exterior edges and 6 inches on center at Intermediate supports. h. Corrosion- resistant roofing nails with 7/16 -inch diameter head and 1 1/2 inch length for 1/2 -inch sheathing and 1 3/4 inch length for 25/32 -inch sheathing. I. Corrosion- resistant staples with nominal 7/16 -inch crown and 1 1/8 inch length for 1/2 -inch sheathing and 1 1/2 inch length for 25/32 -inch sheathing. Panel supports at 16 inches (20 inches if strength axis is the long direction of the panel, unless otherwise marked). J. Casing or finish nails spaced 6 inches on panel edges, 12 inches at intermediate supports. k. Panel supports as 24 inches. Casing or finish nails spaced 6 inches on panel edges, 12 inches at intermediate supports. I. For roof sheathing applications, 8d nails ore the minimum required for wood structural panels m. Staples shall have a minimum crown width of 7/16 inch. n. For roof sheathing applications, fasteners spaced at 4 inches on center at edges, 8 Inches at intermediate supports. o. Fasteners spaced 4 inches on center at edges, 8 inches at intermediate supports for subfloor and wall sheathing and 3 Inches on center at edges, 6 inches at intermediate supports for roof sheathing. p. Fasteners spaced 4 inches on center at edges, 8 inches at intermediate supports. q. Items noted as "per KRM" have been changed from the IBC schedule to a more restrictive requirement. i C) p • d� LV ; o 5 c\1 pR CD P< c U a n � 0) Z _ a C o II 0) 0) rn rn Z C _ Q J L vv D W O C '& c N 00 U 00 C 6 X m `^ rY' lir 3 a 3 > a > Y fn p F-I-1 O 'n� V 1 O F-1 LO designed by JOE drawn by JOE checked by issued PRELIM 05/03/02 PERMIT 08/06/02 sheet S JOB # 0204 -21 i (N) (2) 1 3j1 :? !/"1 LVL © 16" O.C. SEE FLOOR LEVEL FOR BEAM INVERTED QE \�J 11 U O (N) (3) -1 3/4x9 1/2 LVL 1 S3 6 `V -_----.--__.___.-.--- _._... ------------------ .___--------- - - ---------------------- � -� � — — -- -- -- I i I ! 3 E; I I I I I ' I I i , I I ' i _-__--__-___- _-------- .----- ---- ___- _ -. -___ L_ -- p I I I 4" CONCRETE SLAB ON 4" CLEAN--- GRAVEL BASE ON UNDISTURBED GRADE OR COMPACTED STRUCTURAL FILL PER SOILS ENGINEER. REINFORCE SLAB WITH 6x6- W1.4xW1.4 WELDED WIRE FABRIC THROUGHOUT. PROVIDE 1" DEEP SAWN OR TOOLED CONTROL JOINTS AT 15' -0" MAXIMUM SPACING EACH WAY. PLAN NOTES: 1. INTERIOR WOOD STUD BEARING WALLS ARE INDICATED ON PLAN THUS: 2. POSTS BELOW ARE INDICATED: El NON- CONTINUOUS POSTS FROM ABOVE ARE INDICATED: SINGLE STUD TRIMMERS THAT DO NOT REQUIRE BLOCKING BELOW ARE INDICATED:11 3. ROOF SHEATHING IS 5/8" APA RATED SHEATHING, EXPA, SPAN RATING 40/20. 4. " Q " INDICATES CONNECTION TYPE - REF. S1 FOR SCHEDULE. 5. ROOF BEAMS, EXCEPT HEADERS, ARE FLUSH FRAMED UNLESS NOTED AS (DROPPED). 6. ALL ROOF RAFTERS ARE: 2x12's ® 16 ", TYPICAL, UNLESS NOTED OTHERWISE. 7. (E) REFERS TO EXISTING CONSTRUCTION, (N) TO NEW. #5 DWLS x 1' -6 EPDXIED INTO PRE- DRILLED 3/4" 0 X 4" HOLES SPACED @ 9 3/4" IN WALL, PLUS (2) IN FTC. [(5) - #5 DWLS MIN. ® EA. CONC. WALL] L I I r ---------------------------- f ----------------------------- T.O. SLAB O I I I 00 _i - - - --� S3 I I `- ---------- - _ 9' -5 1/2" NORTH FOUNDATION PLAN SCALE. 1 4" PLAN NOTES 1. ELEVATIONS OF CONCRETE FOUNDATION ELEMENTS INDICATED ON PLAN THUS: T.O.W. =TOP OF CONCRETE WALL T.O.F. =TOP OF CONCRETE FOOTING THESE ELEVATIONS RELATE TO 98' -6 AS A REFERENCE ELEVATION AT THE GARAGE SLAB, AND DO NOT REFLECT ACTUAL SITE ELEVATIONS. 2. TOP OF FOOTING ELEVATIONS ARE BASED ON FINDING ADEQUATE SOIL BEARING CONDITIONS AT THAT DEPTH. CONTACT ENGINEER IF OVEREXCAVATION IS REQUIRED. 3. CONTINUOUS CONCRETE FOOTINGS ARE CENTERED BENEATH CONCRETE FOUNDATION WALLS UNLESS NOTED OTHERWISE. 4. CONCRETE FOUNDATION WALLS ARE 8" THICK AND CONTINUOUS FOOTINGS ARE 8" THICK x 16" WIDE UNLESS NOTED OTHERWISE. 5. DO NOT SCALE DRAWINGS. SEE FLOOR LEVEL FOR BEAM ® TYP. ® BRG: ml � ,l I T.O.W. = 90' -0 T.O.F. = 86' -2 + P Lr c `al a + `�1 0 F_: �T O A PLAN NOTES: 1. INTERIOR WOOD STUD BEARING WALLS ARE INDICATED ON PLAN THUS: . 2. POSTS BELOW ARE INDICATED: p NON - CONTINUOUS POSTS FROM ABOVE ARE INDICATED: SINGLE STUD TRIMMERS THAT DO NOT REQUIRE BLOCKING BELOW ARE INDICATEDA 3. FLOOR SHEATHING IS 3/4" TONGUE AND GROOVE APA STURDIFLOOR, EXP.1, SPAN RATING 24 O.C. FLOOR JOISTS ARE 2x12 @ 16" O.C. TYP., UNLESS NOTED OTHERWISE. 4. WOOD BEAMS, EXCEPT HEADERS, ARE FLUSH WITH FLOOR JOISTS UNLESS NOTED (DROPPED). 5. "O" INDICATES CONNECTION TYPE - REF. S1 FOR SCHEDULE. 6. (E) REFERS TO EXISTING CONSTRUCTION, (N) TO NEW. 4 S3 1' -0 S3 NORTH r .____ __ __ ----------- r --------------------- (3)- 2x10's W/ (1) -2x6 TRIMMER AND (1) -2x6 KING STUD EA. SIDE, TYP. UNLESS NOTED OTHERWISE sheet I \ l j) , I I I I , I (E) FOUNDATION SHOWN THUS I , I i I , 1 � , I 1 , I i I , „ „ l , I I i I , I , M mmI N' rmmi (N) (2) -1 3/4x11 1/4 LVL © 16" O.C. 1 /4" = 1' -0" NORTH _ o / L + I (E) INTERIOR LOAD BEARING WALL r o cat i �C. `........ {7 TYP. (N) 2x12 RIDGE - _ - j L BOARD -- IF -- - - - - -- J ( c - _ rn (N) CRIPPLE WALL o1 M N J - C NT. I z i t I (E) FRAMING SHOWN THUS 0 rn rn (3) -2x10 - - -- ---- - - - - -- I oX _- - -- z o < I- A + G - -- " -- - - - - - - - - - - ° - - - O c (N) 2x12 RIDGE _ ^ I z a � U) ' BOARD-- - - - - - -- -- O at (o 1 L - - -- -- -! O Lo 00 I (E) INTERIOR LOAD BEARING WALL a X o t UU D] AF ° -- I - - -- - - - - - -- - - - -- - -- CONT. 2x12 LEDGER W/ (4) -10d _ N NAILS ® EA. STUD -- ------------------------- lb 0 —� . x c © TYP. N 04 I LL M `:� QA TYP. ® BRG. CONT. 2x12 RIM @ FLOOR PERIMETER INDICATED THUS, TYP. �J Z ? +d u t___ ___ ` a� l`ti CONT. 2x12 LEDGER W/ (3) -10d NAILS ® EA. STUD Z �- � J _ ____ ______ __ ____ _ - - _ - r J L _ - (E) INTERIOR LOAD BEARING WALL ,J7 (E) FRAMING SHOWN THUS , i r - ---- - � „ �D1 I 1 it JOB # 0204 -21 0� �fl II © © TYP. © © TYP. ci o S S3 1 1 -1 3 4x11 1/4 L LVL rO D D © J J to d d- N J J 1 107' -8 1/4 X X " T T.O. PLYWD. I I © TYP. 0 z I I I v D D r 1 11 1/4 LVL �I c 10x26. - — — — - - --._ W 1 rti ____ ______ __ ____ _ - - _ - r J L _ - (E) INTERIOR LOAD BEARING WALL ,J7 (E) FRAMING SHOWN THUS , i r - ---- - � „ �D1 I 1 it JOB # 0204 -21 (4) -16d NAILS — INTO EA. LOOKOUT 2x12 STRUCTURAL -' SUB - FASCIA (SEE PLAN) 2x12 LOOKOUT RAFTERS 0 24" W 10x26 — (2) -1/2" 0 x 6" LAGS (4) -2x6 - PER PLAN 2x6 STUDS 0 16" W/ 1/2" PLYWD. OR OSB SHEATHING 107'- 106'- ( "0 THRU -BOLTS W 10x26 STEEL OPTION 2x6 STUDS 0 16" W/ 1/2" PLYWD. OR OSB SHEATHING 0 © TYP. ZX1Z BLKG. PANEL IN FIRST JOIST CONT. 2x TOP R SPACE 0 24" O.C. W/ (4) -10d NAILS DRIVE PINNED 0 16" O.C. W 10x26 SCALE: 3/4" 2x6 STUDS 0 16" W/ 1/2" PLYWD. OR OSB SHEATHING 1/2" 0 x 10" A.B.'s 0 48" IN CONT. TREATED 2x6 R 1/2" EXPANSION MATERIAL, TYP. 4 . io 0 I M 1 14 ° A 4 (1) — #5 CONT. MID —HT. #5 OWLS x`j 0 48" q- 6 " CONT. 2x TOP E DRIVE PINNED 0 16" O.C. — 2x12's 0 16" O.C. 3/4" STURDIFLOOR PLYWD., TYP. 3/4" STURDIFLOOR PLYWD., TYP. 2x12's 0 16" O.C. © TYP. (2) — #5's CONT. HORIZ. TOP & BOT. .F .. PERIMETER DRAIN PER SOILS ENGINEER ' a 1' -4" iiM SOLID BLKG. BTWN. LOOKOUTS CONT. 2x12 RIM 3/4" STURDII PLYWD., TYP. © TYP. RAFTERS PER PLAN (4) -16d NAILS INTO EA. LOOKOUT 2x6 STUDS 0 16" W/ 1/2" PLWD. OR OSB SHEATHING SCALE: 3/4" 2x6 KING k 2x6 0 16" STUD STUD WALL 3/4" - 1' -0" (N) 2x12's 0 16" O.C. CONT. BEVELLED _ BRG. BLOCK (OR FACTORY BEVELLED TOP OF G.L.) DO NOT CUT TOP OF G.L. 12 6 (— © TYP. 2x12 SUB - FASCIA, SEE PLAN (4) -16d NAILS INTO (N) 2x10 BLKG. BTWN. EA. RAFTER RAFTERS 0 BRG., TYP. 1' -0" (N) 2x6 0 16" STUD WALL W/ 1/2" PLYWD. OR OSB SHEATHING, TYP. (4) -1 3/4x14 LVL 107' 5/8" SHEATHING, TYP, r-(N) 2x12's 0 16" (N) 6 3/4x18 G.L. (FOR STEEL, CONTACT ENGINEER) SCALE: 3/4" = 1'- 4" = 1' -0" c rn N 0 v rn ` Z U 0) m C <r <r 0 rn rn V1 1- 1- 0) O X Q C 0) l+. vv I— 1 J N D C Co O N Co 0 C o `_o 0 d Co 0 0� 3 Co N i f W F� P4 C) designed by JOE drawn by JOE checked by issued PRELIM 05/03/02 PERMIT 08/06/02 sheet O W JOB # 0204 -21 o :> Cl) N N CID c rn N 0 v rn ` Z U 0) m C <r <r 0 rn rn V1 1- 1- 0) O X Q C 0) l+. vv I— 1 J N D C Co O N Co 0 C o `_o 0 d Co 0 0� 3 Co N i f W F� P4 C) designed by JOE drawn by JOE checked by issued PRELIM 05/03/02 PERMIT 08/06/02 sheet O W JOB # 0204 -21