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BP-39101GROSS FLOOR AREA: 576 SQ. FT. GRADE TO RIDGE HEIGHT: 0" Buildinq Materials List for Plan # 575-1 — Local building code approved substitutions may be made to this list -- Variations in construction methods and materials can require modification - of this list Every attempt is made for greatest accuracy, but typographical or human error is possible. Quantities verification by the materials supplier is recommended before materials package is finalized and/or shipped. Concrete & Reinforcements For Monolithic Slab/Footing Poured -in -place concrete----------------------- (min) 12 cy #4 Reinforcing Steel Bar ASTM A-615 grade 40 398 If 20 - 20' pcs. W/6 x 6 - w1.4 x 1.4 wire mesh------------------------------- 552 sf 138 If, 4'roll Concrete & Reinforcements For Stemwall/Footing Foundation Poured -in -place concrete---------------------------------------------------------- (min) 12 cy #4 Reinforcing Steel Bar ASTM A-615 grade 40 5721f 29 - 20' pcs. , 4'roll W/6 x 6 - w1.4 x 1.4 wire mesh ------------- ------------------ 506 sf 127 If� Rough Framing 2 x 4 x 92-1/2" HF/DF "stud" wall framing — ----------------------------------- 96 pcs. v 2 x 4 HF/DF No. 2 for plates and lookouts----------------------------- 192 LF- 2 x 6 HF/DF No. 2 pressure -treated mudsill--------------------------- as LF • 4 x 8 DF No. 1 Header------------------------------------------ 10' length 2 pcs. , T • 2 x 6 DF No. 1 Header ------------------------ —---------------- 10' length 2 pcs. ' 2 x 6 DF No. 1 Header ------------------------ ----------------- 8' length 1 pc. 2 x 4 x 22-1/2" Eave Blocking with screened vent holes------------------ 24 pcs. " Trusses - Gambrel attic storage type, see planset 13 pcs. , Sheathing Materials' 15/32' 5-ply C-D APA Plywood, ext. glue P.I. 24/0 Roof 4 x 8 sheet 35 sheets 7/16" o.s.b. wall sheathing---------------------------------- 4 x 8 sheet 36 sheets Vapor Barrier l� Roof 15# bituminous felt paper in 36" wide roll------------------------------- 374 If Wall 7# bituminous felt paper in 40" wide roll -------------------------------- 4201f, r Floor .006" black polyethylene membrane------------------------------------ 576 sf • Siding Materials 8" textured o.s.b.siding boards with 1" lap 605 SF SIDING AREA (optional) 7/16" o.s.b. text. (or 5/8" T1-11 panel siding 4 x 8 sheet 36 sheets Cedar Trim: 5/4 x 4 (use 1 x trims for opt. panel siding) 8' length 15 pcs. Cedar Trim: 5/4 x 4---------------------------- --------------- 10 length 3 pcs. I ' f Cedar Trim: 5/4 x 3--------------------------�------ _---- --- 8' length 4 pcs. Ili,(( Cedar Fascia: 1 x 6 - -- 10' length 6 pcs. I `` Cedar Rakeboard: 2 x 6-------------------------------------- 10' length 8 pcs. Roofing Materials Composition Roofing Shingles---------------------------- 1138 sf 11.4 sq. Ridgevent material----------------------------------------------------------------- 26 /f .w►(� Windows and Doors`, 4030 sliding window assemblies ------------ —-------- —--------------------- -- 2 ea. 3030 sliding window assemblies ----------- ---- ---------------- - 2 ea. #575_1 3068 exterior door assembly --------------- --------------------------------- 1 ea. 8'-0" x T-0" sectional garage door assembly ----------------------- ------- 2 ea. Metal Parts Anchor bolts: 1/2" dia. x 10" ASTM A-307/A-325, type X w/ hex nuts-- 26 pcs. Flat washer: 2" x 2" square x 3/16" thick --- ------------------------------------ 26 pcs. t Simpson H1 clips (or equal)----------------------------------------------------- 22 pcs. Simpson STHD10 hold-down straps (or equal) -------------------------------- 4 pcs. 16d sinker nails --------------------------------- ---------------- 1-50lb. box - 8d common nails @ 145 nails / lb. ---------- —----------------------------------- 25 lbs. Roofing nails @ 210 nails / lb. -------------- ----•------------------------------ 10 lbs. Note: To advise corrections, please call Behm Design @ 1-800-210-6776 — BUILDING CODE COMPLIANCE -- Complies with the requirements of the Note: IBC, IRC, UBC & CABO CURRENT EDITION ` Trusses shall be engineered by truss package manufacturer as required by the Building Official. and shall comply with local and state requirements.. PARAMETERS: 80 mph Wind (UBC) <100 mph Wind (IBC & IRC) Wind Exposure 'B' Seismic Zone 3 (UBC) Seismic Zones A,B & C (IBC & IRC) 25#/sq. ft.' Snow Load - This design and planset is the property of Behm Design © 2001. OCCUPANCY CLASSIFICATION: °U" & "U1" Re d t' pro uc ion of any kind is prohibited by copyright law without Y. expressed written permission by Behm Design. Plans are sold for (1) one construction use only. Repetitive use agreements through Behm Design. l� Il III!* mis,- ID",, ' 1' I, A C C rk, `,`;1 COTW3 Ew!r, itt Kept C m 10 nI al yOrJe Cl�ti l3T i�-�'r Z THE: ZMDING oURING TM >r f"t 0-3 OF M6 WORK F`'UOLDING DEPART Z �trt d i3�stmcna AP tiller ffy FIRE STQ_ PPING till W Penetrations thru rated wall and floors shvJ bo, ` sealed wi th a u teri cwpWe (of preventing th -; passage of flanws and hot g,^sse a when surb d to the •mgWre nts of the Test S;ramrd cam: kw Fbo SteM;, W-1�- 14. V C N Ma E IdAft Im L3 3 Z Z W Q �� LLI p 0 M4 H O 'J F- I'D Q J NW O GRM F- W W = aam SHEET 7f OF 6 il VENTED 2X•BLOCKING BETWEEN TRUSSES @ TOP OF DOUBLE PLATE, TYP. SEE TYPICAL WALL SECTION NOTE: _ LET -IN ® END TRUSS, TYP. ENGINEERING DATA AND SPECIFICATIONS SHALL BE PROVIDED TRUSS MANUFACTURER AS RE ROOF FRAMING PLAN . REQUIRED BY BUILWO DOFFICIAL _. AND SHALL BE STATE APPROVED. SCALE: 1/4' = V-0". ' NOTE: _. ARROW LINE INDICATIONS FOR ROOF SLOPES, ILLUSTRATE EXTENT OF SEE EXTERIOR SPAW4M MEMBERS, NOT ELEVATIONS DIRECTION OF SPAN CORRUGATE1)-PLA9TIC RIDGE CAP of SAME RIDGE VEWT FOLDS rIlATERIAL AS NOTE: CONFIGURE END TRUSS FOR WINDOW OPENING A S SHOWN OVER RIDGE, iwFIWG WAILED TO ON FRONT ELEVATION COWFORMIWG TO SWeAT14IW& TWPOUGW 4LOPEOF ROOF: PLASTIC VEWT. \ r UPPER RIDGE ROOFIWG suEATUIUG 1L TRUSS TOP CHORDS I -KEEP gWEATWIWG I IW. To 1% IW. FROM RIDGE To ALLOW FREE AIR PA44A6E. RIDGEVENT DETAIL OPTIONAL PULL -DOWN It - FOLDING LADDER • FOR ATTIC ACCESS _ NOTE: VERIFY DIMENSIONAL Q(1 AND FRAME -IN REQ'TS. / FOR PULL -DOWN LADDERLL "v WITH SUPPLIER , CONCRETES S FLOOR ---I _. 3068 DOOR • EAVE DETAIL, TYP. , _ 0 2 X 4 FRAMED WALL, TYP. ELECTRICAL OUTLETS AND LIGHTING SHALL BE PER OWNER DIRECTION BRACED WALLS AS PER UBC 2320.11.3 & .11.4. & _ IBC 2308.9.3 & .9.3.1 & p IRC R602.10.3 - .10.8 & CABO 602.9 AS APPLICABLE NAIL SIDING PANELS OR SHEATHING WI 8d @ 6" O.C., EDGES AND @ 12" O.C., FIELD, AND USE ALTERNATE BRACED WALL PANELS cc w (ABWP) WHERE SHOWN 2 3 W I Q CONCRETE SLAB' w = FLOOR =cc Go 3 X K M 2 1 LINE OF OPEN DOOR ABOVE � OPTIONAL " OP IONAL 4' DOOR pTIONAL 16' X 7' GARAG DOOR ENTERED IN FRONT WAL D OR LOCATI -- L ATION NOTE: FOR 16' WIDE DOOR SE-4 X 1B OR 4-4 DOUBLED 2 10 HEADER ` I GARAGE DOOR GARAGE DOOR 4 X 8 HEADER ' 4 X 8 HEADER - �.�,�.. CONSTRUCT THESE =A L S,A.S.�TERNAIE L VINDOW AND DOOR BRACED WALL P S, HEADERS SHALL BE 2- 2 X 6 HF2, 104 SEE DETAIL 3 ( II UNLESS OTHER -WISE NOTED 70. _ I kf JO ! oll 7 ►NOTE: 2�� DI FLOOR PLAN DIMENSIONS ARE TO FACE OF FRAMING OR CENTERLINE OF. BEARING. TYP. AS SHOWN. FLOOR PLAN.. 36*X48' NOTE - FOIN�DATIO�k ' STANDARD FOUNDATION IS SHOWN IN TYPICAL WALL SECTION. WHERE SITE IS FLAT A MONOLITHIC - POURED, THICKENED EDGE FOOTING MAY BE USED. FOR DETAL. SEE SHEET f OF THIS SET. LOWER RIDGE G lZ _Q N SEE TYPICAL WALL SECTION CONCRETE FOUNDATION -> NIt?I f. 1. -_... .. , CROSS -SECTIONS STRUCTURE UREILLUOF BUILDING. �• CROSS-SECTION GENERAL STRUCTURE OF BUILDWCi FOR DETAILS SEE `TYPICAL WALL SECTION' AND RESPECTIVE SCALE: 1 /4" = V-0" FRAMING PLANS.. ire GRADE CONCRETE SCALE: 1/40 = 1*-0*, LANDING' I 01� A j.q'll 11011 i DOOR ROUGH OPENING 1 _, I I , LINES' OF CONCRETE I FOOTING BELOW, TYP. I I I NOTE At FOR CONCRETE FOUNDATION DETAILS, SEE TYP. WALL SECTION I ( I ' ��Q'Qc� � ANCHOR B0�0 10NF s,IN • I Penetrutaons thru rated Wa's and flow shy h I seglad with n matcrkU cap e of prirmnttng tr:w I I pas ge of t1amzs and hot gzsses When sub to tlr roqulr nts of the Te�d 6t Szrd c for " Srs li/l ETE 6X6-W1.4X 1.4 4 I I I I Im, Oki. S vo {DOORROUGH OPENINGS} ,. EMBEDDED HOLD- •( • DOWNS REQUIRED, SEE L I ALTERNATE BRACED rL I — i _WALL PANEL DETAIL (R. O. fOR OPTIONAL 16i WIDE DOOR) .0 'FOUNDATION PLAN DIMENSIONS ARE TO FACE OF FOUNDATION PLAN CONCRETE OR CENTERLINE OF BEARING, AS SHOWN. - SCALE 1 /4" '= T-0•' I - a W G _ 0 0 cr s Nw 3 0 Z z z Q W Q a.<0 W W M Lu 0F=-=m m 0zQ0 a 0 0 uJ N _W � UJ ui O NOZ; �Z�H N Z am0n. LU Lu I— c LuJ m0_jCc aND LCL u G �zQ0 HNW 1 FW- �Uzi 4 z 0mmz Lu z�zs W Q _j uJ ZmWmC SEE EXTERIOR ELEVATIONS FOR WINDOW SIZES AND FUNCTION (NOTE: IIF USING BOTH 16' WIDE (GARAGE DOOR AND rMONOLITHIC FOUNDATION/SLAB (GARAGE DOOR HEIGHT .[REDUCTION MAY BE FREQUIRED, CHECK BEFORE ORDERING GARAGE DOOR �- Fly r rz �� py ,-, 4 CIO' Qyi �R 0 P U1" A Cepy 071 This En t Plzn Mist B. Keptn W 0 Z � � - DRdb�ld�lG 13T Ki' 'I-�D(1!",.D1Nt3 DUlR11dlIw T $Eas OF rm VmIG '!h of Dew E O V E V♦ 3 Lu LmJ r 1 Ln d J .Q_ o Z o w� o T z a W aIL w a Z O Z QO.0 0 CL N U Q IW N Lu Lu 0500 u.20 cn SHEET 2 OF 6 " IN RIGHT SIDE ELEVATION REAR ELEVATION SCALE: 1 /4" = V-0" --- SCALE: VAN = V-0" LEFT. SIDE' ELEVATION SCALE: 1 /4" = V-0" FIRE STOPPINc-,f47' -- Pe-not-ations thru rated v kls and floors shy t�, NOTE: sealed With a materiN 4 WJ;e Of preventing theCONFIGURE GABLE END TRUSSES FOR p�g�9. Of f 3'i to tho W a end i tOt �^ SS¢ $Whens subrp WINDOW SIZE AND LOCATIONS. FLASHING VERIFY ROUGH OPENING REQUIRED. r��rit Of tt^I19 TOO S�nd�d ��" SIDING: � br F ! .St A•STM-E-C,14. ✓ AT J- TEXTURED 8" O.S.B. .-' LAP SIDING W/ SLRP, INOVER 7# FELT, 71t8. O.S.B. SHEATHING LA 11 NOTE: OPTIONAL SIDING: E j C CANTED CORNERS MAY BE _ 7/16 TEXTURED O.S.B. PANELS, .-- �,�g FRAMED IN AS SHOWN. (OPTIONAL) v ' + j OVER 7# FELT VAPOR BARRIER plan 1PIUSt Bs r'ept oil a, GARAGE DOORS MAY BE ( 3S DER 30 p:irt� cmt CUSTOMIZED BY MANUFACTURER S DER >x ' FOR DETAIL. 1 2 X 6 RAKEBOARD i— (.— Y DAAIlIlWQ MAT V_T %L"T AT THE BUILDING [X)Iq o THLr - DASHED LINES SHOW PARTIAL -—g0#�TWSWOFts'� WALL FRAMING AND GABLE j I — — -- = — — --- END TRUSS =_ I 5/4 X 3 >4 X 1 CORNER II BOARDS, TYP. it . I L T`0" GARAGE DOOR �I �) V-0' X 7'-0" GARAGE DOOR I 5/4'X 4 WRAP TRIM, TYP. I " 16-0 X 7-0 GARAGE DOOR7F I I i I III I� U III 11 NOTE: FOR TR ANEL SIDING USE iX MPNAILED OVER PANEL. TYP. . I��C1� , I , � CI II I, I� II • GRADELINE LINES OF FOUNDATION FRONT ELEVATION 'NOTE: WINDOW 6 DOOR SIZES SCALE: 1 /4" = 1'-O° ARE SHOWN Ff.-INCHES X FRONT ELEVATION � FT: INCHES FLASH OVER DOORS/WINDOWS, TYP.- NOMINAL, VERIFY W/ MANUFACTURER'S SIZES (SHOWING OPTIONAL 16- GARAGE DOOR) Structural/General Notes /Specifications A. General The following notes shall clarify and supplement the working drawings. B. Codes & Standards CURRENT EDITIONS OF THE INTERNATIONAL BUILDING CODE (IBC), INTERNATIONAL RESIDENTIAL CODE (IRC) UNIFORM BUILDING CODE (UBC) AND CABO C. Live Load Roof ........................ 251bs/sf Floors ....................... 401bs/sf Stairs & Exist ...........100 Ibs/d ---- Earth Pressure ..................30lbs/d equiv. Fluid pressure D. Soil & Foundation Data 1. Soil bearing data not available. Assumed soil bearing capacity = 2000 lbs/sf. 2. Extend all footings down to undisturbed soil of the specified strength with a minimum depth of V-6' below adjacent grade, or as required by local building official, based on local frost line depth. 3. Center all footings on columns and walls unless specifically dimensioned otherwise. 4. Compacted fill to be well graded and granular with not more than 9/6 passing a 200 sieve. Place in 84nch loose lifts and compact to 95% modified AASHO density at optimum moisture. E. Cast -In -Place Concrete and Reinforcina Steel 1. Concrete of the following 28-day strength: 5 sock cement/ry (min. 2500 psi); max. 6 gal water/sack for all structural concrete, including foundations and slabs on grade. Maximum sized aggregate W. Maximum slump 4'. Add Master Builders Pozzolith per manufacturets recommendations to all concrete except footings. Concrete for exterior walks to be air entrained (5% air). 2. Reinforcing steel ASTM A-615 grade 40/60. Use grade 40 for temperature steel, stirrups and dowels. Detail, fabricate and place in accordance with the latest edition of A.CI.'Manual Of Standard Practice'. 3. Concrete cover on reinforcing steel (dear dimensions): Suspended slabs ..................................'/' Beams & columns (to ties)...................I %' Non -exposed vertical faces....................I Vertical faces exposed to earth or weather..2' Bottom of footings ..............................3 Slabs -on -grade (from top)....................I W 4. Lap all field splices 24 diameters with minimum of 12'. Bend outer wall footing bars 12 inches or use corner bars atoll corners and wall intersections. 5. Provide min. one continuous #4 bar at top and bottom of foundation walls w/ #4 at 12' o.c. where wall height exceed two feet. Provide min two continuous #4 bars in footings. Dowel foundation walls to footings w/ #4 x F-6' long @ 16' o.c Embedded 6' into footing. (No shear keys required) 6. Reinforce around wall and slab openings, with sides of 12' or greater, with two #5 bars extending 24' beyond comers on all four sides. Provide one extra #5 diagonal bar, 4'-0' long, at each comer. 7. Slabs -on -grade: Roll sub grade and moisten before pour. Saw cut crock control joints within 24 hours of pour or install Zip -Strip, with maximum of 12'-0' for 4' non -reinforced slabs and 40'-0' for reinforced slabs. (min. reinforcing: w6 x 6 - w1.4 x 1.4, supported) B. Vibrate all concrete. Segregation of materials to be prevented. Test cylinders not required. 9. Place no fill against foundation or basement walls until floors are in place or walls have been adequately shored to resist lateral earth pressures. F. Masonry (as applicable) 1. Hollow masonry units: F'M=1350 (half & half cm.u.) Mortar type S:1 pc,'h lime putty, 4 sand Grout: 2000 psi pea gravel concrete (7 sack) 2. Reinforcing steel: ASTM A-615, grade 40. 3. Place grout in lifts no greater than 4'-0' height. 4. Wall reinforcing: 6' walls: #4 vertical @ 48' 01 w/ #9 wire horiz. Joint reinf. @ 8' ox 8' walls: #5 vertical @ 48' o.c w/ 3/16' dia. wire horiz. Joint rein) @ 8' o.c Install two bars in corners, wall intersections, wall endings and around openings. Lap all bars 20 inches and joint reinforcing, 12 inches. Use comer bars for outer bars in bond beams and at intersecting walls. . _-_ __._ I ' ._ 5. Anchor brick veneer to wood framed wall as detailed with 22 ga. X 7/8' x 7' galvanized corrugated wall ties @ 16' o.c ea. Way with one Simpson n20o nail. G. Timber and Wood Fromina 1. Substitution of wood species identified herein may be as approved by local Building Official and material strength and capacities slwll equal or exceed that of the species identified herein. 2. All lumber to be graded per book 16 of the West Coast Lumber Inspection Bureau: HF/DF no. 2 for joists, rafters, light framing, plates and bracing OF no.1 for posts and beams HF/DF'stud' for stud wall framing 3. Comply with the latest edition of the NFPA'National Design Spedfication' as modified by the IBC for all structural timber requirements. 4. Joists and rafters shall have 2' nominal thick solid blocking at supports. 5. Spike laminated members together w/ 10d nails @ 12' o.c, staggered. Splice laminations at supports only. 6. Provide cut washers for all bolts bearing on wood.V. All nails shaff be common wire nails. 8. Glue -laminated timbers, Douglas Fir, A.I.LC. grading: combination 24F-V3 for simple spans: 24F.V8 for cantilevered spans. Dry conditions of use. Architectural appearance grade where exposed to view. Fabrication plant A.I.T.C. inswudJ Wrap individual members. 9. Plywood: Roof sheathing to be 'A' C-D int-apa plywood with exterior glue, P.I.24/0 (use 5-ply for panelized roofs) Nailing 8d @ 6' o.c at panel edges and 8d @ lY o.c at intermediate supports. Sub -flooring to be'/,' C-D-opc plywood with exterior glue, P.I. 32/16. Use T&G if no underloyment. Glue and nail with Ad @ 6' o.c. at panel edges and @ 10' at intermediate supports. 10. Pre -fabricated trussed members to be designed by applicable state licensed engineer in accordance with requirements shown in the drawings. Contractor shall verify as -framed dimensions and conditions prior to truss fabrication on,d coordinate as required. All engineering data shall be made available for submittal to the Building Official as required H. Structural Steel 1. All steel, except tubing: ASTM A-36. Pipe: ASTM A-53, Type E or S, grade B. Tubular section: ASTM A500, grade B. All bolts: ASTM A-N7/A-325, type L 2. All fabrication, erection and detailing shall be in accordance with the latest edition of the 'Manual Of Steel Construction' of the American Institute Of Steel Construction. 3. All welding by WABO certified welders in accordance with the'Weh5ing Handbook' by the American Welding Society. 4. All welds 3116' min. continuous fillet welds using ASWA5, E70XX electrodes. S. Provide washers on all bolted connections. 6. All steel not embedded in concrete or masonry shall receive one shop coat of an approved primer paint Apply two coats of heavy asphaltic paint to all steel exposed to earth. 7. Furnish complete shop drawings prior to fabrication. I. Miscellaneous 1. Contractor shall verify all site conditions and dimensions infield. 2. Provide temporary bracing as required uetil all permanent connections and stiffening have been installed. 3. Verify size and locations of all openings ht floor, roof and walls and coordinate with electrical and mechanical work 4. Pre -fabricated items shall be handled and installed in accordance wtth manufacturers' recommendations. Pre -fabricated assemblies shall be coordinated with any as -built conditions by the contractor regarding dimensions, clearance and applicable building code requirements. 5. All HVAV equipment shall be determined by owner and/or contractor specific to this project and comply with all applicable codes. Performance data and distribution layout shall be provided by mechanical subcontractor. Submittals shall be coordinated by the contractor as required by the Building Official. 6. It is the intent of these drawings and specifications to comply with the requirements of the' - Building Code and all other relevant codes and ordinances. Any discrepancies, omissions or errors shall be brought to the attention of the designer for clarification or correction before beginning the work It is the responsibility of the general contractor to seek clarification or correction if needed O/H SLOPE AS SPEC'D. 2'-0• V-0• t BACKSPAN OVERHANG - -ROOFING AS SPECIFIED 2 X 4 FLAT LOOKOUT LET IN ROOF SHEATHING" 19`xTRUSS - 5 TO TOP CHORD OF END TRUSS I m - ROOF SHEATHING ° y VENTED 2 X BLOCKING -_ � � •: ® � 2"0(H) SCRLESEENED . NAIL ° Z'�+ DRIP EDGE 2 X 6 RAKEBOARD OPTIONAL GUTTER H1 ° SIMPSON H-1 ol 2 X 2 TRIM FILLER TOP CHORD DOUBLE 2 X TOP PLATE -1 X 6 FASCIA VERTICAL 2 X 4 STRUTS WALL FRAMING IN GABLE END TRUSS 3 TRUSS EAVE DETAIL BOTTOM CHORD 3/4" = 1'-011 2 X 4 @ 16" O.C. . ' 2 X 4 CEILING NAILER 'STUD' WALL FRAMING 2 x a PRESSURE SHEATHING/SIDING/VAPOR TREATED SILL BARRIER AS SPEC'D. SHEATHING/PANEL SIDING W/ 1/2" X 10" AS SPECIFIED ANCHOR BOLTS ' @ 48" O.C. CONCRETE FOUNDATION WALL TRUSS W/#4 TOP AND BOTTOM LINE OF SIDING AS SPECIFIED (#4 @ 12' O.C. IF FDN. CONCRETE SLAB FLOOR WALL > 24" HEIGHT) DOUBLE TOP PLATE OF WALL -- � z FIN:. GRADE �- GABLE LOOKOUT DETAIL - � -� SCALE: 1' = 11-0" 006" POLYETHYLENE ? z (VERIFY/SATISF VAPOR BARRIER is LOCAL DEPTH F! ST PPliun ��0`kt - 2' 101/2"- -REQUIREMENT) --- _ R, RAVEL BASE AS REQ D. -eiions bull, rtd Wks end Roof= Co CONT 2 X 4 WALL- TOP PLATE 3' - 10 1 / 2 ° CON FETE FOOTING W/ (2) • • � _ s�IBd With a r7t�toi'i�.I caps of � _ SEE FOUNDATION PLA a c.y ' Weven lOWNT AND #4 DOWELS B of f)sMG and 110t 0n� SSGS When ( i5A s" C VERT to tfl3 S ��'�"` 5„ 6' S" • OPTIONAL FOOTING DRAIN gWrEl�l' entss of tho TiDst ncl s - - - -_ - -O Ste ASTpb E-814. - -• -! BEARING SOIL 41 � ITT -Kf'""'T A7 THE 1f G DURRM (' 1 T' I T11, cw y • +1� LI INNAILS @ 6. O.C., �. Tl(PiC ►L VI/ALL SECTION I I AND HEADERS I "" ! fJE63RFTT11"�?IR HEADER AS SPEOD. -� 1 ± •� 2 X 4 PRESSURE -TREATED OVALL FRAMING NAIL SHEATHING • SINGLE STUD SILL W/ 10" ANCHOR BOLTS Fill r TO HEADER @ 6 O.C. .I•I• • • • @ 48 O.C. SLIDING I� E U e 0PY EA. WAY (1 I 1 I 1 1 • 1 • (• • (3) 2 X 4 STUDS,,NAIL MONOLITHIC -POURED LO APA RATED SHEATHING 1. I.1 SHEATklING TO EACH 4" CONCRETE SLAB I` 3/8• MIN. 24/0 EXP. 1 �I •) ,,, -L0 4 GRAVEL •� is �•f I •I I• � 1 • BASE AS REQ'D. , �j GRADE RON- 13 PLAN 1 . A Cepy � T� Enk • .1 •� I. .006" POLYETHYLENE N POt1III t �+"6 I VAPOR BARRIER • • J , • i 4" MIN. FILLET TRANSITION / 0 I• �. �' SWIPSON STHD10 OR EQUAL (3) #4 REBAR, CONT. " E?iEARING SOIL Z .I I• 1 EMBED INTO CONCRETE 12 Z FULLY NAIL TO WALL Q 10' EMBEDMENT, TYP. NOTE: 4-1/20, TYP. VERIFY LOCAL FOOTING DIMENSION REQUIREMENTS - d �•1 •' 1/2•DIA.ANCHOR BOLTS Q)THICKENED EDGE (FOOTING .� 65 Z Z W! 7 fNW. EMBEDMENT' 0 W NOTE: CORNER REINFORCING BARS AS `PER GENERAL NOTE "F . 4" p p p GRADE LINE2 X ePRESS-TRTD. SILL_- W/ 1,12" X 10" A.B. @ 48' O.C. W J • i ` �: ' 1 CONCRETE SLAB FLOOR Q r*- CONCRETE FOUNDATION 11 AS SPEC'D. O ALTERNATE BRACED WALL PANEL 3/4" = 1'-0" (FOR 1-STORY) AS PER -­ UBC 2320.11.4, IBC � 2308.9.3 & .9.3.19 IRC R602.10.3 - 10.8 & CABO 602.9 SIDIWG PAUH- COWTIWUOUS 4WEATWIWG (OR CTUD WOytIZOWTAL Z WALL FOR SINGLE• -WALL COW4TRUCTIOW) METAL FLASWZ W1 2 - W. (MIW) GOWTIWUOU4 OVERLAPS V K.cownwuoui; MOISTURE BARRIER JOlurs. SIDIWd f AWEL Z METAL FLA4WIWG , IA014TU12E- BARRIER 41DIWO PAWELS SECTION 140METRIC UWDEI? IIORIBOWTAL rviows Jo1yr FLASHING DETAIL FOR PANEL SIDING ( • S GRA^aE s TOP COURSE BOND (I _ BEAM W/ 1- CONT. #5. I( >J1W II 6". C.M.U. FOUNDATION = C M WALL W/ FILLED CELLS I c) 0 d CONT. CONCRETE t +a FOOTING W/ 2-#5 BEARING SOIL - 5" , 6" 5 #f5 VERTICAL @ 48" O.C. 6'.• HOOK 1'-4" nC.M.U. FOUNDATION WALL a-G H W W (n Z Q W U) �-lm H Z W J J W 0 NC J o :5 JZJ pis oil F-- �VW Q W a J NFQl�411J _JW Q d 0 SHEET DOUBLE TOP PLATE OVER HEADER —7 4 X 8 HEADER 0 z z w, n. O C3 O GARAGE DOOR OPENING 2X CAS HEAD TRACK rARAM TRACK - MOl TO CASING JAMB D THICKENED CONCRETE SLAB EDGE THRESHOLD D FOUNDATION AS SPEC'D. HEADER AS SPEC'D. JAMB SIZED FOR WALL THICKNESS STOP, MAY BE FITTED WITH.SEAL SIDING PANEL TRIM JAMB STOP ROLLERS MOUNTED TO GARAGE DOOR GARAGE DOOR FLOOR SEAL AS SELECTED OPTIONAL DEPRESSED SLAB EDGE FOR RAIN SEAL c \\'- APRON/PAVING 1 /2" EXPANSION -'1 JOINT MATERIAL GARAGE DOOR DETAIL 3/4" = V.0" HEAD D JAMB D THRESHOI HEADER AS SPEC'D. SHEATHING/SIDING VAPOR BARRIER FLASHING/DRIP EDGE WRAP TRIM SHIM CASING SHEATHING/SIDING WRAP TRIM CASING, NAIL TO FRAMING CAULK DOOR PANEL W/ MORTISED HINGES THRESHOLD WITH SEAL CONCRETE FLOOR ODOOR DETAIL AN VIEN LOPTIONAL BLOCKING I NOTE: DOOR AND WINDOW COMPONENTS SHOWN ARE GENERIC .CORNER STUDS AND ACTUAL PRODUCTS MAY VARY SLIGHTLY IN CONFIGURATION. CORNER FRAMING OPTIONS DOUBLE TOP PLATE ------- ----- NOTE IF USING 4 X 10HEADER AND-MONOUTHtC-EOtINDATION/SLAB USE CONT. SINGLE TOP PLATE OVER HEADER __ - CRIPPLE STUDS 4 X $' HEADER mobnbons thru ratod was and floors sh&N be �alod with a materi� cap s of preventing t1w., DOUBLE 2 X 6 HEADER �� go of flamos and hot gasses when sqijected _ to tho rmOremznts of tho Test S*W,-'q' d I. *, , FILLER MAf,,PEF{EOIUm.ED ASTM-E-8j 4. /-- CANT FRAMING AS APPLICABLE 3'-4' ROUGH OPENING �- DOUBLE KING STUDS _--TRIMMER STUDS z z w a O I C7 GARAGE DOOR OPENING' O cc 0 7a PRESSURE -TREATED SILL ANCHOR BOLT I z s rb TOP OF SLAB OR TOP OF FOUNDATION WALL @GARAGE'DOOR SEPARATOR FRAMING DETAIL,. TRIMMER KING STUD DOOR OPENING PRESSURE -TREATED SILL HEAD D JAMB D VOW il` O 14WT W KZ'T AT THE CM. DING DUltR 4 THE 7,1%w,qef SILL D f4� On F Tv r® OR 0 ra copy C, luis Kept Or' TOP OF CONCRETE FOUNDATION WALL OR SLAB FLOOR DOOR FRAMING DETAIL —Ht ADER AS SPEC'D. —SHEEATHING - VAPOR BARRIER —WIINDOW WRAP TRIM —NA;ILING FIN FOR ATTACHMENT FLAASHING /DRIP EDGE VIINYL WINDOW UNIT VAPOR BARRIER W(NNDOW WRAP TRIM SHEATHING; CMULK NA&ING FIN FOR ATTACHMENT KIING STUD TRIMMER STUD SHIM FOR LEVEL AND SUPPORT 2 %X 4 SILL MAILING FIN FOR ATTACHMENT W►INDOW WRAP TRIM W4POR BARRIER SHEATHING/SIDING CRIPPLE STUDS VINYL WINDOW DETAIL DOUBLE 2 X 6 HEADER W/ OPTIONAL. 1/2" PLYWOOD FILLER AT INSIDE FACE. VERIFY WINDOW ROUGH . OPENItiG SI.Z�..WITH $ELECTED) _ ._. PRODUCT BEFORE. FRAMING -� i DOUBLE TOP PLATE CRIPPLE STUDS KING STUD TRIMMER. SILL CRIPPLE STUDS SILL O WINDOW FRAMING 'DETAIL ind"% I T N z 3 Q w N 0 J. z a o cn J U- myQ.0 N O jF_z w— G Fa— W w a w 0 0co U Q MGJQ m 0 z -4- o33c uj to SHEET NO. :5 of 6 2303.4 Trusses. Metal -plate -connected wood trusses shall be manufactured as required by TPI 1. Each manufacturer of trusses using metal plate connectors shall retain an approved agency to make unscheduled inspections of truss manufactur- ing and delivery operations. The inspection shall cover all phases of truss operations, including lumber storage, han- dling, cutting fixtures, presses or rollers, manufacturing, bun- dling and banding. 2303.4.1 Truss design drawings. Truss construction doc- uments shall be prepared by a registered design profes- sioRal and shall be provided to the building official and approved prior to installation. These construction docu- ments shall include, at a minimum, the information speci- fied below. Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. 1. Slope or depth, span and spacing; 2. Location of joints; 3. Required bearing widths; 4. Design loads as applicable; 5. Top chord live load (including snow loads); 6. Top chord dead load; 7. Bottom chord live load; 8. Bottom chord dead load; 9. Concentrated loads and theirpoints of application; 10. Controlling wind and earthquake loads; 11. Adjustments to lumber and metal connector plate design value for conditions of use; 12. Each reaction force and direction; 13. Metal connector plate type, size, thickness or gage, and the dimensioned location of each metal con- nector plate except where symmetrically located relative to the joint interface; 14. Lumber size, species and grade for each member; 15. Connection requirements for. 15.1. Truss to truss girder, 15.2. Truss ply to ply; and 15.3. Field splices. 16. Calculated deflection ratio or maximum deflection for live and total load; 17. Maximum axial compression forces in the truss members to design the size, connections and an. chorage of the permanent continuous lateral brac- ing. Forces shall be shown on the truss construction documents or on supplemental documents; and 18. Required permanent truss member bracing location. TABLE 2304.7(3) ALLOWABLE SPANS AND LOADS FOR WOOD STRUCTURAL PANEL SHEATHING AND SINGLE -FLOOR GRADES CONTINUOUS OVER TWO OR MORE SPANS WITH S.TOF1drrTM •v1Q DCQOCunle'l ll An Tn 0111111n1 T 0 SHEATHING GRADES ROOF* FLOORd Panty span n ling rooUtloor span Panel thickness (Inch") Mind span (Inches) Load' (psf) Maximum span (inches) With edge support[ Without edge support Total load Live load 12/0 5/16 12 12 40 30 0 16/0 s/ , 3/ 16 16 40 30 0 20/0 5/ , 3/ 20 20 40 30 0 24/0 3/ , T/ ,'/ 1 24 208 40 30 0 24/16 7! , 1/, 24 24 50 40 16 32116 "/32,'/ , s/ 32 28 40 30 16° 40l20 19/ ,, 3/ , 3/ , 7/ 40 32 40 30 2041 48R4 23/ , �/ , 7/ 48 36 45 1 35 24 54/32 2/ , 1 54 40 45 35 32 60/32 �/ , 1 '! 60 48 45 35 32 SINGLE FLOOR GRADES ROOF' FLOORd Panel span rating Panty thickness (Inches) Maximum span (inches) Load' (put) Maximum span (Inches) With edge support' Without edge support Toed load Live load 16 o.c. 1/,, 19/ ,, s/ 24 24 50 40 16° 20 o.c. I9/ , s/ 3/ 32 32 40 30 20°+ 24 o.c. 23/ ,, 3/4 48 36 35 25 24 32 o.c. T/ , 1 48 40 50 40 32 48 o.c. 13/ 2, "/ 60 48 50 40 1 48 For SI: 1 inch .25.4 mm, 1 pound per square row = 0.0479 kNhn2. L Applies to panels 24 inches or wider. Is. Floor and roof sheathing conforming with this table shall be deemed to meet the design criteria of Section 2304.7. C. Uniform load deflection limitations '/[, of span under live load plus dead load,'/2W under live load only. it. Panel edges shall have approved tongue -and -groove joints or shall be supported with blocking unless '/, inch minimum thickness underlayment or 1'/2 inches of approved cellular or lightweight concrete is placed over the subfloor, or finish floor is'/4-inch wood strip. Allowable uniform load based on deflection of of spin is 100 pounds per square foot except the span rating of 48 inches on center is based on a total load of 65 pounds per square foot. e. Allowable bad at maximum span. L 7bngue-and-groove edges, panel edge clips (one midway between each support, except two equally spaced between supports 48 inches on center), lumber block- ing or other. Only lumber blocking shall satisfy blocked diaphragm requirements. g. For % inch panel, maximum span shall be 24 inches. It. Span is permitted to be 24 inches on center where'/4-inch wood strip flowing is installed at right angles to joist L Span is permitted to be 24 inches on center for floors where I'/2 inches of cellular or lightweight concrete is applied TABLE 2304.7(4) ALLOWABLE SPAN FOR WOOD STRUCTURAL PANEL COMBINATION SUSFLOOR-UNDERLAYMENT (SINGLE FLOOR)ij° IPartals Cnntlri s a n.r.r T1 - u.... c..........1 ct.. ..t1. A.n. o..,.....n1,...r.. t.. c,,.,.,n.ttl IDENTIFICATION MAXIMUM SPACING OF JOISTS (Inches) 16 1 20 1 24 1 32 48 Species gro+P' Thickness (Inches) 1 i/ 3/ 3/ - - 2, 3 31 s/ r/ - 4 3/ Single floor span radngd 16 o.c. 20 o.c. 24 o.c. 32 o.c. 48 o.c. For SI: 1 inch s 25.4 mm,1 pound per square foot = 0.0479 kNtm2. L Spans limited to value shown because of possible effects of concentrated loads. Allowable uniform loads based on deflection of /74a of span is 100 pounds per square foot except allowable total uniform load for I'/, - inch wood structural panels over joists spaced 48 inches on center is 65 pounds per square foot. Panel edges shall have approved tongue -and -groove joints or shall be supported with blocking, unless'/, -inch minimum thickness underlayment or 1 %inches of approved cellular or lightweight concretet is plated over the rubdown m finish door is criteria wood strip. FILE COPY b. Floor panels conforming with this table shall be deemed m neat the design criteria of Section 2304.7. c. Applicable to all grades of sanded exterior -type plywood. See DOC PS t for plywood specks groups. it. Applicable to Underlayment grade. C-C (Plugged) plywood, and Single Floor grade wood structural panels. Yaw Dw&,.XA !&VT &-- !7_7'T AT THE M- LDING DurrM The P'E".flGPMSS OF THS WORK. Ttl" ef DMTN¢ R, I fah PLAN ,PtECOIRU 14 A Copy Wra° TN's E dare 11 r1an Must Be Kept O'n w E c,:ciJ FIRS SLQPPING K. Pcw rations ftu reW wings and floors sheM tern sealed eft a nnateri#J ctapcbye of preventing passage of flamos and hot g zsses when sAecoad to tho requirements of tha Test S derd rrpeoMnc for Pro STi -614. TABLE 2304.7(5) ALLOWABLE LOAD (PSF) FOR WOOD STRUCTURAL PANEL ROOF SHEATHING CONTINUOUS OVER TWO OR MORE SPANS AND STRENGTH AXIS PARALLEL TO SUPPORTS fPlvuleed Struetur.l a....t. A.. 101 -01 e1-1 ...1Im... ntt...,..t.. u.a.Alkb LOAD AT MAXIMUM SPAN (pail Live Total PANEL GRADE THICKNESS (Inch) MAXIMUM SPAN (Inches) T/ice 24 20 30 13/32 24 35c 45' Structural I sheathing 1/2 24 40c 50' r9/32- "1 24 70 80 23/ , 3/ 24 90 100 2/16 16 40 50 Is/n 24 20 25 Sheathing, other grades 1/2 24 25 30 covered in DOC PS 1 or DOC PS 2 19/72 24 40' 50' s/a 24 45c 55' 23/ , 3/4 24 60' 65' TABLE 2304.9.1 FASTENING SCHEDULE CONNECTION FASTENING" 3 - 8d common LOCAT10N 1. Joist to sill or girder 3 - 3' x 0.131' nails toenail 3 - 3" 14 age sta les 2 - 8d common 2. Bridging to joist 2 - 3" x 0.131" nails toenail each end 2 - 3"14 Rage staples 2 - 8d common 3. 1" x 6' subfloor or less to each joist 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. 3' x 0.131' nails at 8" o.c. typical face nail 3" 14 gage staples at 12' o.c. Sole plate to joist or blocking at braced 3 - 16d at 16' wall panel 4 - 3" x 0.131" nails at 16' braced wall panels 4 - 3' 14 gage staples per 16" 7. Top plate to stud 2 - 16d common 3 - 3' x 0.131' nails end nail 3 - 3" 14 gage staples 8. Stud to sole plate 4 - 8d common toenail 4 - 3' x 0.131' nails 3 - 3" 14 gage staples 2-16dcommon 3- 3' x 0.131' nails end nail 3 - 3' 14 gage staples 9. Double studs 16d at 24' o.c. 3" x 0.131' nail at 8" o.c. face nail 3" 14 ga e staple at 8" o.c. 10. Double top plates 16d at 16" o.c. 3" x 0.131' nail at 12' o.c. typical face nail 3" 14 gage staple at 12" o.c. Double top plates 8-16d common 12 - 3" x 0.131' nails lap splice 12 - 3" 14 gage staples typical fface nail 11. Blocking between joists or rafters to top plate 3 - 8d common 3 - 3' x 0.131' nails toenail 3-3'14 gagest les 12. Rim joist to top plate 8d at 6" (152 min) o.c. 3" x 0.131' nail at 6" o.c. toenail 3" 14 gage staple at 6" o.c. 13. Top plates, laps and intersections 2 - 16d common 3 - 3" x 0.131' nails face nail 3 - 3' 14 gage staples 14. Continuous header, two pieces 16d common 16' o.c. along edge 15. Ceiling joists to plate 3 - 8d common 5 - 3" x 0.131' nails toenail S - 314 Rage staples 16. Continuous header to stud 14 - 8d common toenail 17. Ceiling joists, laps over partitions (see Section 2308.10.4.1. Table 2308.10.4.1) 18. Ceiling joists to parallel rafters (see Section 2308.10.4.1, Table 2308.10.4.1) 19. Rafter to plate (see Section 2308.10.1, Table 2308.10.1) 20. 1" diagonal brace to each stud and plate I. 1" x 8" sheathing to each bearing wall 2. Wider than 1'x 8" sheathing to each bearing 3. Built-up corner studs Built-up girder and beams 2" planks Collar tie to rafter Jack rafter to hip Roof rafter to 2-by ridge beam ForSI: 1 inch = 25.4 tom, I pound persquare foot = 0.0479 kN/m2. L Roof sheathing conforming with this table shall be deemed to meet the design criteria of Section 2304.7. b. Uniform load deflection limitations 11. of span trader live bad plus dead load, '/3,s under live load only. Edges shall be blocked with lumber or other approved type of edge supports. c. For composire and four ply plywood swctural panel load shall be reduced by 15 pounds per square foot. TABLE 2304.7(1) - - " 29. Joist to band joist At I fltarAAt C QDAUQ ene l oxen" r. n.se .ern wna.b SPAN (Inches) MINIMUM NET THICKNESS (Inches) OF LUMBER PLACED Perpendicular to supports Dlagwully to supports Surfaced dry° Surfaced unseasoned Surfaced dry' I Surfaced unseasoned Floors oo2'/323/4 24 16 3/4 s/ it/,, -T s/ % 1t/ Roofs 24 s/ u/16 s/ 21/ For SI: 1 inch = 25.4 min . L Installation details shall conform to Sections 2304.6.1 and 2304.6.2 for floor and roof sheathing, respectively. b. Flow or roof sheathing conforming with this table shall be deemed to meet the design criteria of Section 2304.6. C. Maximum 19-percent moisture content. TABLE 2304.7(2) rtwCATYla1n 1111ancel 111►1111111a n SOLID FLOOR OR ROOF SHEATHING SPACED ROOF SHEATHING GRADING RULES Utility Standard NLGA, WCLIB, WWPA 4 common or utility 3 common or standard NLGA, WCLIB, W WPA, NSLB or NELMA No. 3 No. 2 SPIB Merchantable Construction common RIS 3 - 16d common minimum, Tablie 2308.10.4.1 4 - 3" x 0.131' nails face nail 4 - 3' 14 gage sta les 3 - 16d common minimum, Tablle 2308.10.4.1 4 - 3" x 0.131' nails face nail 4 - 3" 14 gage staples 3 - 8d common 3 - 3' x 0.131" nails toenail 3 - 3' 14 gage sta les 2 - 8d common 2 - 3" x 0.131' nails face nail 2 - 3' 14 gage staples face nail 2 - 8d common face nail 3 - 8d common face nail 16d common 24" o.c. 3' x 0.131' nails 16" o.c. 3" 14 age staples 16' o.c. common 3' x 0.131" nail 3' att 2 o.c." face nail at top and bottom staggered 3" 14 gage staple att o.c. 24 24 on opposite sides 2 - 20d common 3 - 3" x 0.131" nails face nail at ends and at each splice 3 - 3" 14 Rage staples 16d common at each bearing 3 - 10d common 4 - 3' x 0.131" nails face nail 4 - 3' 14 gage staples face nail 3 - 10d common 4 - 3" x 0.131'nails toenail 4 - 3' 14 gage staples 2 - 16d common 3 - 3" x 0.131' nails face nail 3 - 3" 14 gage staples 2 - 16d common 3 - 3' x 0.131' nails toenail 3 - 3" 14 gage staples 2 - 16d common 3 - 3" x 0.131" nails face nail 3 - 3' 14 gage staples 3 - 16d common 5 - 3" x 0.131"nails face nail 30. Ledger strip 3 - 16d common 4 - 3" x 0.131"nails 4 - 3" 14 gage staples face nail 31. Wood structural panels and particleboard:a 1/2' and less 6d1.1 Subfloor, roof and wall sheathing (to framing): 2 3/s" x 0. If 13' nail' 1 3/4" 16 grage 19/32' to 3/4' 8dd or 6d' 2 34' x 0. If 13" nailP 2' 16 gage9P %" to I' 8dc Single Floor (combination subfloor-underlayment I '/e to 1 1/4' lOdd or 8d', to framing): 1/4' and less 6d' 7/e to 1" 8d' 1 1/ "to 1 1/ " IOdd or 8d" 32. Panel siding (to framing) 1/2' or less 6dr 14" gdr For Sk l inch . 25.4 min. a. Common or box nails ate permitted to be used except where otherwise stated. IL Nails spaced at 6 inches on center at edges, 12 inches at intermediate supports except 6 inches at supprorts 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 are permitted to be common, box or casing. e. Common or deformed shank. d. Common a- Deformed shank. L 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 II,, -inch -diameter head and 1'/= inch length for 1/2-inch sheathing and l %-inch length for n1,1-inch sheathing. L Corrosion -resistant staples with nominal'/,, -inch crown and I '/,- inch length for % inch sheathing atnd 1'/3-inch length for b/r_ inch sheathing. Panel supports at 16 inches (20 Inches if strength axis in 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. It. Panel supports At 24 inches. Cuing or finish nails spaced 6 inches on panel edges, 12 inches at intermediate supports. 1. For roof sheathing applications, 8d nails are the minimum required for wood structural panels. in. Staples shall have a minimum crown width of/,, inch. n. For roof sheathing applications, fasteners spaced 4 inches on center at edges, 8 inches at intermednate supports. o. Fasteners spaced 4 inches on center at edges, 8 inches st intermediate supports for subfloor and wall shheathing and 3 inches on center at edges, 6 inchesat interme- diate supports for roof sheathing. p. Fasteners spaced 4 inches on center at edges, 8 inches at intermediate supports. E 0 V e e� a1�.W V 3 3 3 C' U O 0 N s U) J W J C 100 00 T LL Z W o o o Z WNWCa - C� W W Z M S W to a W 1_ vac � L 0 W Z 0 r U. Ii 0 ~ L)J < Cn a_ w°C'a=m W 0 Z N 1- = X to W SHEET 51 EXCERPTS FROM IBC CHAPTER 23 OF 6 J