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HomeMy WebLinkAbout1104 Cathleen St Technical - BuildingTECHNICAL Permit 01— 5 55 Address 110 9 C afk 12,e,y1 Project description_ S"on� e FrAYVI: scene v Date the permit was finaled 05 -21 -a3 Number of technical pages 57 PLAN 3695 FOR Suntel Home Design In return for payment of a one-time fee, e.?'lt &3/ v Architecture Engineenng, Inc. grants you a limited license to use the Analysis to construct one single house a the address shown below This lateral analysis is not to be used for any master plan approval process. Site Location. 1104 Cathleen St, Port Angeles, WA. Only Copyright: 9670 NOTICE' If the Building Department accepts the Analysis without an engineer's original "wet- stamp" seal signed with red ink or for different site location than shown above, then it is agreed that such Building Department accepts total liability out of or m connection with this Analysis. CALCULATIONS, SHEAR SHEET, L -SHEET VALID ONLY WITH ORIGINAL STAMP HERE AND DIGITAL STAMP ON PLANS M' 53S AND CAN NOT BE USED AFTER r �1 December 2007 05- w 121 Designs Engineering, Inc. T A LIABILITY LIMITATIONS OWNERSHIP OF DOCUMENTS Project: Waverly File #3695- 1.00D -D2 WA Client: Suntel Home Design ERAL ANATJYSIS By RF Sheet No Date 6/2005 Job No 1844 1 /1 ANALYZE BUILDING FOR ONLY WIND SEISMIC FORCES according to the 2003 INTERNATIONAL BUILDING CODE WIND ANALYSIS FOR EXPOSURE °'t ac o. 3 -sec Gust) SEISMIC ANALYSIS FOR ZONE D2 giZGlle4/ Designs Engineering, "FDE was retained in a limited capacity for this project. Design is based upon information provided by the Client, who is solely responsible for accuracy of same No responsibility and liability is assumed to FDE for items beyond that shown on these sheets No construction observations nor soils investigations performed by FDE INDEMNIFICATIONS BY BUILDING DEPARTMENT Building Department agrees to defend, indemnify and hold harmless FDE from any loss, costs, damage, expense, including attorney fees upon trial or appeal, for liability arising out of or in connection with FDE's Analysis unless Analysis is used for specific site location shown on cover pane and contains an original enQmeer's "wet stamp" seal sianed with red -ink (no photocopy allowed). All documents produced by FDE shall remain the property of FDE and shall not be used unless accompanied by ar original engineer's wet -stamp issued from FDE Designs Engineenng, Inc 1.• 111111111 1111 11111 III ■11Pvtlym..1511ipiir III ill I um am 7.7 111.1 rE Mit 11.11 I 1 in 111111 ittoilimirminuninnitinummitpionqymymip !mummy i vi It ti tutt t 1111111111111111111111111111111111110111111111111IIIIIIIIIIIIIIMIIIIIHRIIII MII 111 I II I I I I it= 7,7 —Ta 1" 1 II i 1 i 11 t...,:.;.:;;;;:.i;. II ii V t II 1 1 I III' 111 I 1 1 I .I1 U i IlIl 1 1 iiinin I IIMINLJJJJAM24111.61.1. 1 Now.m. M 1 illiJIL_L_LZ_J_Mir i_____ ....r NEIL.. MEIN III II IIMIR III II mon inimesei lin: "ME h! wig wow. I MIMI if I 111111 III olfd lin 1 JTT L_LLVATIc bp• qua C.O1 'OD OVER ONE LAYER E. AEI. 6.45E OVER 1./2" COX PILO 534T4 -r= M EN MN g NM mm g am ma g ma ma Project. Waverly File #3695-100D-D2-WA Client. Suntel Home Design t r-t t■4+& b IST_ELS_L 21JP_EL.R_USE By RF Date 6/2005 Job No 1844 I/ Sheet No IlL APT orms. n Project: Waverly By RF Sheet No File #3695- 100D -D2 WA Date 6/2005 3 Designs Engineering, Inc Client: Suntel Home Design Job No 1844 (.a SCALE. 1/5 1 -0' SCALE. 1/5 1' -0' 2 P EL13.LINE L 0' E> TEN SHEA ALL TC ROFF °HEAT -Bt• II II II .00 ATE I _5MRAP.JL> KT BC YE )IOLDOU.N BELOW II II II _II -4 Il l SPACE ROOF SHTHG FAS RS AT 6 O.C. AT ALL INTERMEDIATE FRAMING MEMBERS EACH IDE OF EACH RIDGE, HIP AND WITHIN A 5 -0' WIDE NAILING ZON AROUND THE ENTIRE PERIMETER OF THE HOUSE (NAILING ZONE WIDTH STARTS AT EDGE OF ROOF) I I I II I I 1 I II FASTEN EA. TRUSS TO TOP WALL PLATE WI SIMP 'H6 4 EA. STUD TO TOP WALL WI SIMP 'SP2 I 1 11 I I I II I I I I I I I I I I I I il l I 1 I I i l I I I I I I. I I L 9.h MSTC40 EA. SIDE OF PORCH. FASTEN BEAM TO SOLID WALL BLOCKING CI-IIMNEY DESIGNED al OTHERS a, eFettleA7 Designs Engineering, Inc L Project Waverly File #3695-100D-D2 WA Client Suntel Home Design 9 tx I- 4 0 tu ILL I) 0 A 4- z wc By RF Sheet No Date 6/2005 Job No 1844 5 71 t-02 -gietteA/ Designs Engineering, Inc 01 I II II I I I 1 I sLo Project. Waverly By RF Sheet No File #3695 100D -D2 WA Date 6/2005 Client Suntel Home Design Job No 1844 67/ I i, l 1uali N1 L -r Z J Ji6lfl�k a WI ►1 Designs Engineering, Inc WIND ANALYSIS USING 2003 IBC SIMPLIFIED WIND METHOD Data W Total Wind Force Y x Ix P x A Y• =161 I =10 FRONT REAR WALLS W Y I (Pa Aa Pb•Ab Pc Ac Pd Ad) W 1.2 x 10 pounds Distribute wind force to roof and second -floor level. FRwl Y I (0 5 Pa Aa 1 0 Pb Ab 0 5 Pc Ac 1 0 Pd Ad) FRw1 6 02 x 10 lbs F2w1 Y I (0 5 Pa Aa 1 0 Pb•Ab 0 5 Pc Ac 1 0 Pd Ad) F2w1 6 02 x 10 lbs SIDE WALLS Project: Waverly File #3695- 100D -D2 WA Client: Suntel Home Design Zone Horizontal Pressure A Pa 17 8 psf B Pb 12.2 psf C Pc 14.2 psf D Pd 9 8 psf By RF Date 6/2005 Job No 1844 Reference 2003 IBC Figure 1609 6.2.1 Projected Area Aa 85 Ab 0 Ac 420 Ad 0 Zone Horizontal Pressure Projected Area sq ft. sq ft. sq ft. sq ft. Sheet No 7/ A Pa 17 8 psf Aa 85 sq ft. B Pb 12.2 psf Ab 30 sq ft. C Pc 14.2 psf Ac 620 sq ft. D Pd 9 8 psf Ad 260 sq ft. W Y I (Pa Aa Pb. Ab Pc Ac Pd Ad) W 2.13 x 10 pounds Distribute wind force to roof and second -floor level FRw2 Y I (0 3 Pa Aa 1 0 Pb Ab 0 3 Pc Ac 1 0•Pd Ad) FRw2 9 67 x 10 lbs F2w2 Y I (0 7 Pa Aa 0 0 Pb•Ab 0 7 Pc Ac 0 0 Pd Ad) F2w2 1 16 x 10 lbs Project. Waverly By RF Sheet No File #3695- 100D -D2 -WA Date 6/2005 g� Designs Engineering, Inc Client Suntel Home Design Job No 1.844 I SEISMIC ANALYSIS USING 2003 IBC SIMPLIFIED ANALYSIS PROCEDURE Data. 1 =1 0 Sd 1 30 R 6 5 r 0 45 (worst case) E Earthquake Base Shear 1 2 p Qe 1 4 1.2 p (Sd W/ 1 4R) Weights Mass Calculations Roof Dead Load 15 psf (Composition Roof Covering) 'Floor Dead Load 10 psf Partitions 10 psf Exterior Walls Windows 10 psf (Average) Aroof 1500 ft ^2 A2ndFloor 1250 ft ^2 AlstFloor 1800 ft ^2 h2 21 ft Mroof 20•Aroof 10 Aroofwall M2 20•A2ndFloor 10 A2wall p 2 20 r•J A2ndFloor E 1.2 p Sd (Mroof M2) E 1 3 x 10 pounds 1 4•R Distribute Seismic Shears D Mroof 112 M2 h1 Aroofwall 700ft ^2 A2wall 1400 ft ^2 Alwall 0 ft ^2 hl 10ft Mroof 3 7 x 10 pounds M2 3 9 x 10 pounds p if(p l,l,p)p 1 D 1 17 x 10 FRe Mroof h2 E FRe 8 67 x 10 pounds M2 hl F2e D E F2e 4 35 x 10 pounds Designs Engineering, Inc Project. Waverly File #3695- 100D -D2 -WA Client. Suntel Home Design By. RF Date 6/2005 Job No 1844 Sheet No 1 ll2 INVESTIGATE SHEARWALLS USING PERFORATED SHEARWALL DESIGN APPROACH Analyze entire brace wall line as a series of perforated shearwall panels using worst -case "maximum opemng height ratio Individual perforated shearwall panels extend between plan discontinuity Overturning for such panel is calculated by rational analysis. Reference Section 2305 3 7.2 2003IBC Unadjusted in -plane shear force for brace wall line, FRe 2950# Percent full height sheathing 8 ft. 16 ft 50% Maximum opening height ratio 4ft 8 ft 0 50 Shear resistance adjustment factor, Co 0 8 (Ref. Shear resistance adjustment factor table) Amplified in -plane shear, V Unadiusted shear force for brace wall line Shear resistance adjustment factor x Total length of full- height walls FRe (Co x L) 2950# (0 8 x 8 ft) 460 plf Uplift at perforated shearwall ends calculated based on rational analysis (use only 50% of weight of first individual full- height wall segment for dead load) 2/3 average weight of full height wall segments and portion of roof framing, Wd 110 plf 2/3 dead -load reaction at end of shearwall or corner restraint, R1 400# Uplift at end of perforated shearwalls, Pu Vf x hl Wd x (0 5 L1) R1 460 plf x 8 ft 110 plf x (0 5 x 4ft) R1 3100# Uplift between wall ends, t V- Wd 460 plf 110 plf 350 plf Wall bottom plate (1 1/2" thickness) to rim joist. Use 16d common nails (0 162 by 3 1/2 inches) Lateral resistance 1 33 x 141# 187# per nail Withdrawal resistance 1 33 x 40 ph x 2 5" 133# per nail. Nails for shear transfer 460 plf 187# per nail 2 4 nails per foot Nails for uplift transfer (460 -110 plf) 133# per nail 2 6 nails per foot Net spacing for shear and uplift 2 4" o c Rim joist to wall top plate. Use 16d common nail (0 162 by 3 1/2 in.) toe nailed to provide shear transfer Lateral resistance 0 83 x 187# per nail x 1 5 nails per ft. 230 plf (150# per nail default maximur for seismic loads) plus Simpson "LTP5" framing clip capacity 630# Net spacing for shear using LTP5 clip and 16d toenails at 8" o c 630# (460- 150 24" o c Transfer of uplift, t, from second floor in this example is accomplished through attachment of second floor wall to the continuous rim joist which has been designed to provide sufficient strength to resist the induced moments and shears. Continuity of load path is provided by holdowns at ends of the perforated shear wall Use Tvne "C" shearwall w/ HTT22 holdowns. 16d at 2 1/2" o.c. sole elate nailing and LTP5 clips at 24" o.c Designs Engineering. Inc. RI 400 FRe 2950" I4OLDOWN Pu 3100" ELEV4TIO S WALL HEIGHT Project. Waverly rile #3695- 100D -D2 -WA Client Suntel Home Design 4 -0' 4 -0' P.S.W. Segment. A m' Per Fnra ted Shear Wall OF PERFORATED S By RF Date 6/2005 Job No 1844 P.S.W. Segment EARUJ4LL MAXIMUM OPENING HEIGHT RATIO AND HEIGHT W3 1-1/2 21-1/3 21-4/6 1-4 8' -0' 2' -8 4/ 0' 5 -4' 6 -8' 8' -0' Percent Full- Height Sheathing Shear Resi .ante Adjustment Factor 10% 1.0 0.69 0.53 I 0 43 0.36 20% 1.0 011 o.56 I 0 45 0.38 30% 1.0 014 059 I 0 49 0 42 40% 1.0 011 0.63 0.53 0 45 50% ID 0.80 0.61 0.51 0.50 60% 1.0 0.83 I 0.11 0.63 0.56 10% 1.0 I 0.81 I 011 I 0.69 0.63 80% 1.0 I 0.91 I 0.83 I 011 I 011 E4IR RESISTANCE ,4DJUSTMENT FACTOR Sheet No le) 1 1� Designs Engineering, Inc INVESTIGATE UPPER -FLOOR SHEARWALLS. Line "A" Rear Walls Line "C" Front Walls Project: Waverly File #3695- 100D -D2 -WA Client. Suntel Home Design Summation of full height walls lengths L 33 ft. Total length of brace wall line TL 48 ft. full- height sheathing S L 100 S 68 75 percent TL Diaghragm stress v 0 5 FR v 90 36 plf TL Shearwall stress v 0 5 FR 08L Uplift for shearwall length L1 3 ft. (worst case) Pu =v8— 5 WdLI —R1 Use Tyne "B" Shearwall w/ no holdovns Use Type "C" Shearwall w/ MSTC52 holdowns By RF Date 6/2005 Job No 1844 Sheet No I 1(p v 164.29 plf Weight Wd 110 plf R1 400 Pu 749.33 pounds Summation of full- height walls lengths L 20 ft. Total length of brace wall line TL 19 ft. full- height sheathing S L 100 S 105.26 percent TL Diaghragm stress v 0 5 F v 228.28 plf TL Shearwall stress v 1 75 0 5 FRe v 379 51 plf (Seismic) L Uplift for shearwall length L1 2 ft. (worst case) Pu =v8— 5 WdL1 —R1 Weight Wd 110 plf R1 400 Pu 2 53 x 10 pounds eg. Project. Waverly By RF Sheet No He #3695 100D -D2 -WA Date 6/2005 Z Designs Engineering, Inc Client: Suntel Home Design Job No 1844 i INVESTIGATE UPPER FLOOR SHEARWALLS. Line 1 Walls Summation of full- height walls lengths Total length of brace wall line full- height sheathing S L 100 S 94 12 percent TL Diaghragm stress v 0.2 FR v 113 82 plf TL Shearwall stress v 0.2 FR L Uplift for shearwall length L1 15 ft. (worst case) Pu =v8— 5 WdLI —R1 Use Tvne "B" Shearwall w/ no holdowns Line 2 Walls Summation of full- height walls lengths L 24 ft. Total length of brace wall line TL 27 ft. full- height sheathing S L 100 S 88 89 percent TL Diaghragm stress v 0 5 FR v 179 16 plf TL Shearwall stress v 0 5 FR L Uplift for shearwall length Ll 11 ft. (worst case) Pu =v 12— 5 WdL1 —R1 Use Tvne "B" Shearwall w/ MSTC40 holdowns L =16 ft. TL 17 ft v 120 93 plf Weight Wd 110 plf R1 400 Pu —257 53 pounds v 201 56 plf Weight Wd 110 plf R1 400 Pu 1 41 x 10 pounds Project. Waverly By RF Sheet No File #3695- 100D -D2 -WA Date 6/2005 1 ?j/ Designs Engineering, Inc Client. Suntel Home Design Job No 1844 1 Lc) INVESTIGATE UPPER FLOOR SHEARWALLS. Line 3 Walls Summation of full height walls lengths Total length of brace wall line full height sheathing S L 100 TL Diaghragm stress v 0 35 FR TL Shearwall stress v 0 35 FR L Uplift for shearwall length L 1 23 ft. (worst case) Pu v 8 5 Wd L1 R1 Use Tyne "B" Shearwall w/ no holdowns L =24 ft. TL 24 ft. S 100 percent v 141 09 plf v 141 09 plf Weight Wd 110 plf R1 400 Pu 536.29 pounds Designs Engineering, Inc Rear Walls Line A Front Walls. Line B Project. Waverly File #3695 100D-D2-WA Client Suntel Home Design INVESTIGATE LOWER -FLOOR SHEARWALLS. Summation of full height walls lengths Total length of brace wall line full- height sheathing S L 100 S 51 43 percent TL Diaghragm stress v 0.3 F2w1 v 51 59 pif TL 05FRw1 +05F2w1 Rim /blocking stress v v 171 97 plf TL Seismic Shearwall 1 75 (0 5 FRe 0 5 F2e) stress w/ wall aspect v L v 633 33 pif ratio penalty 0 5 FRe 0 5 F2e Shearwall stress v v 361 9 plf L Uplift for shearwall length L 1 2 ft (worst case) Pu =v9— 5WdLI —R1 Tyne "C" Shearwall AND Tyne "D" Shearwall at narrow width walls w/ HTT22 holdowi Summation of full- height walls lengths Total length of brace wall line By RF Date 6/2005 Job No 1844 L 18 ft. TL• =35 ft. Weight Wd 110 plf R1 400 Pu 2 75 x 10 pounds L =14 ft. TL 45 ft. full height sheathing S L 100 S 31 11 percent TL F2w1 Diaghragm stress v 0.3 v 40 13 pif TL 0 5 FRw 1+ 0 5 F") Rim/blocking stress v TL v 133 76 pif Seismic Shearwall v 1 75 (0 5 FRe 0 5 F2e) v 814.29 plf stress w/ wall aspect L ratio penalty 0 5 FRe 0 5 F2e Shearwall stress v v 465.31 plf L Uplift for shearwall length L1 2 ft. (worst case) Pu• =v9— 5 WdLl —R1 Weight Wd 110 plf RI 400 Pu 3 68 x 10 pounds Use Tvne "E" Shearwall w/ PHI:)6 holdowns ANT) Garage Frame Detail Sheet No Designs Engineering, Inc Line 1 Project: Waverly File #3695- 100D -D2 -WA Client. Suntel Home Design INVESTIGATE LOWER -FLOOR SHEARWALLS. Summation of full- height walls lengths L 26 ft. Total length of brace wall line TL 25 ft. full-height sheathing L g b S TL 100 S 104 percent F2w2 Diaghragr stress v 0.25 v 116.27 plf TL 0.2 FRw2 0.25 F2w2 Rim/blocking stress v v 193 67 plf TL 0.2 FRw2 0.25 F2w2 Shearwall stress v v 186.22 plf L Uplift for shearwall length L1 25 ft. Rl 400 (worst case) Pu v 9 5 Wd L1 R1 Pu —99 01 pounds Tyne "B" Shearwalls w/ no holdowns Line 2 Summation of full- height walls lengths L 25 ft. Total length of brace wall line TL 19 ft. full height sheathing S TL 100 S 131 58 percent F2w2 Diaghragm stress v 0.25 v 152 99 plf TL 0 5 FRw2 0 5 F2w2 Rim/blocking stress v v 560 58 plf TL Shearwall stress v Uplift for shearwall length Ll 8 (worst case) Pu =v9— 5 WdLl —R1 0 5 FRw2 0 5 F2w2 L Tyne "C" Shearwalls w/ HTT22 holdowns ft. By RF Sheet No Date 6/2005 6 Job No 1844 Weight Wd 110 plf v 426 04 plf Weight Wd 110 plf R1 400 Pu 2 99 x 10 pounds Designs Engineering, Inc Project: Waverly File #3695- 100D -D2 -WA Client: Suntel Home Design INVESTIGATE LOWER -FLOOR SHEARWALLS. Line 3 Summation of full height walls lengths L 24 ft. Total length of brace wall line TL 28 ft. full height sheathing S L 100 S 85 71 percent TL F2w2 Diaghragm stress v 0.35 v 145 34 plf TL 0 35 FRw2 0 35 F2w2 Rini/blocking stress v v 266.27 Of TL 0 35 FRw2 0.35 F2w2 Shearwall stress v v 349 05 plf 0 89 L Uplift for shearwall length L1 11 ft. (worst case) Pu v 9 5 Wd L1 R1 Tyne "C" Shearwalls w/ HTT22 holdowns By RF Date 6/200 Job No 1844 Sheet No Weight Wd 110 plf Rl 400 Pu 2 14 x 10 pounds Architecture Engineering, Inc II El 0 13 The "diamond" shearwall designation system details were created by Fuller Architecture Engineering, Inc (FAE) and are copyright protected property of FAE and shall not be used unless issued from FAE Copyright 1993 0 0 r Project: Structural Notes Location Pacific Northwest Copyright 1993 OWNERSHIP OF DOCUMENTS LEGEND DRAWING NOTES 'SIMSPON 'HU" TYPE BEAM HANGER SIMPSON "GLB' TYPE BEAM HANGER DESIGNATES GRID LINE DESIGNATES DETAIL MARK DESIGNATES SHEARWALL TYPE DESIGNATES HOLDOWN TYPE (SEE SHEAR SCHEDULE) PERFORATED SHEARWALL SEE DETAIL #30 DESIGNATES DRAWING NOTE By RF Date 1/2007 Job No 7000 DESIGNATES H.D. LOCATION (APPROXIMATE) SIMSPON 'HUxx TYPE BEAM HANGER DESIGNATES 6X DFL #1 POST W/ SIMPSON 'EPC' TYPE POST CAP DESIGNATES 6X DFL #1 POST W/ SIMPSON "ECC' TYPE POST CAP (3) 2 x (WALL WIDTH) BUNDLED STUDS TO SUPPORT ROOF FRAMING ABOVE. SIMPSON 'MSTC52" FASTENED TO DBL. JOISTS OR BEAM. SEE DETAIL 6 DOUBLE FLOOR JOISTS. NAIL FLOOR SHEATHING TO EACH JOIST WITH (2) ROWS 10d COMMON NAILS AT 6' O.C. A 'DRAG SHEAR TRUSS' DESIGN TRUSS FOR 150 PLF DIAPHRAGM SHEAR TRANFERRED FROM TOP TO BOTTOM CHORDS THROUGH THE WEB MEBERS WITH CUMULATIVE FORCE RESISTED AT ONE END OF THE BOTTOM CHORD. (2) STUDS UNDER BEAM CONTINUOUS DOWN TO FOUNDATION. Sheet No Architecture Engineering, Inc SNEAfWALL SCHEDULE MARK WALL COVER FASTENERS PANEL 1116 A.PA. L6GA STAPLEI RATED SHT'G 0.13I"4 x 2 0.1484 x2 0 x 2 RATED SHT'G 0.1413'4> x 2 F RH. P -NAIL A\ 1/16" A.P.A.- RATED SHT'G 5/8 G.W.B. 1/16 A.P.A. RATED SI-IT'G EACH SIDE 1/16 A.PA. RATED SHT'G EACH SIDE kOLDOUJN SCHEDULE NOTES "X" DESIGNATES SIMPSON PRODUCT MARKI HOLDOWN NO HOLDOWN REQUIRED "MSTC40' 'MSTC52 'MSTC66" 'CMSTI2 (43) I6d SINKER 9 -0 "LONG NAILS AT EACH END "PHD 5" -OR 'HDU -4 "HTT22 -OR "HDU -5 'PI -IDS 'HDU S -OR 'HDQ -8 (15)(16) i 'HDU 11" or 'HI -IDQII (15)(16) "INHDQI4 6d WALLBD NAIL OR 1 4 'W' w6 SCREW 0.145 4' x 2 3" O.C. FULL ROUND STAGRD HEAD P -NAIL, 0.1484> x2 FULL ROUND- 4 O.C. HEAD P -NAIL, 0.148 4' X 2 2 O.G. FULL ROUND STAGRD HEAD P NAIL, FASTENERS (I8) I6d SINKER NAILS AT EACH END (24) 16d SINKER NAILS AT EACH END (34) I6d SINKER NAILS AT EACH END SIMPSON 'SSTB24 SIMPSON 'SSTB24" SIMPSON 'SSTB28 SIMPSON 'SSTB28 SIMPSON 'SST528 W/ 9/64" CUT WASHER 4 HEAVY HEX NUT 1 DIA. (A36) GALV ROD EMBED 8 INTO 10 12" TI-K. x 21" WIDE 10' -0' LONG FIG. EDGES DESIGNATES SHEAR PANEL AND HOLDOWN TYPE. O DESIGNATES APPROXIMATE HOLDOWN LOCATION O.C. 1 Project. Structural Details Location Pacific Northwest Copyright 1993 INTERM. SOLE (5) STUDS PLATE 4 O,C. 16dg 8 oc 3 0.0 _1 3 oc 4' OC 12 O.0 STAGRD 6 O.C. 3 O.C. 12" O.C. 16de 2 2 oc 4" O,C STAGRD 12 0.0 12" O.C. 12" O.C. 1. ALL FASTENERS USED AT THE COAST AND IN CONTACT WITH PRESSURE TREATED MATERIAL MUST BE HOT DIPPED GALVANIZED (HDG) 2 'F RH. P -NAIL DESIGNATES A FULL -ROUND HEAD PNEUMATIC DRIVEN NAIL (10d GALV BOX NAILS MAY SUBSTITUTE FOR 0.1484 P- NAILS) 3 SIMPSON 'RBC BOUNDARY CLIPS TO SUBSTITUTE FOR 'LTPS AT ROOF 4 SHEATHING ON SHEARWALLS MUST EXTEND DOWN TO SOLE 4 MUDSILL PLATES AND SHALL NOT BE INTERRUPTED BY ANY WALL BUTTING INTO THE SHEARWALL. 5 PROVIDE DOUBLE STUDS/BLKG. W/ I6d AT 4" O.0 AT ADJOINING PANEL EDGES TO AVOID SPLITTING, NAIL EACH PANEL EDGE TO ONLY ONE 2X. 6 "SIMPSON" PRODUCTS SHALL BE INSTALLED AS PER MFG. SPECS 1. HOLDOWNS OCCUR AT ENDS OF SHEAR -WALLS AND SHALL FASTEN TO A MINIMUM OF (2) STUDS (MIN.) LAMINATED TOGETHER W/ I6d AT 6 o.c. 8 USE LONGER FDN. BOLTS WITH 3X MUDSILL AND SET BOLTS HIGHER. DO NOT INSTALL FDN. VENT WITHIN 12 CLR. OF A HOLDOWN ANCHOR BOLT 9. FASTENERS SPACING APPLIES ONLY AT FULL HEIGHT WALL SEGEMENTS OTHERWISE USE MINIMUM CONSTRUCTION STANDARDS 10 ANCHORS SHALL HAVE MIN 1 3/4" EDGE DISTANCE 4 5 END DISTANCE. II. WALLS WITH PLYW('OD ON EACH SIDE SHALL OFFSET PLYWOOD EDGE JOINTS ON ONE SIDE OF THE SHEARWALL FROM THOSE ON THE OTHER EXTEND PLYWOOD THROUGH CORNER AS SHOWN N DETAIL 14 TO ACHIEVE MINIMUM SI-IEARWALL WIDTH SHOWN ON PLANS 12 SHEARWALLS WITH OVERDRIVEN NAILS PENETRATING SURFACE BY MORE THAN I/8 WILL BE REQUIRED TO BE RENAILED USE A RUBBER GROMMET IN HEAD OF NAIL -GUN AND ADJUST AIR PRESSURE SO NAIL HEADS ARE FLUSH WITH OR SLIGHTLY RECESSED INTO SHEATHING. 13 ALL STUD WALLS MUST HAVE DOUBLE TOP PLATES W/ I6d AT 8 O.G. AND STUDS 16" o.c. PLATES SHALL LAP A MINIMUM 4 -0 AT SPLICES WITH AT LEAST EIGHT I6d NAILS EACH SIDE OF SPLICE 14 HOLDOWN TYPES W/ GREATER NUMERICAL DESIGNATION MAY SUBSTITUTE FOR HOLDOWNS WITH LESSER. SEE CHART TO THE LEFT 15 USE 3000 PSI CONCRETE IN STEMWALL. PROVIDE (2) "4 CONT T 4 B IN STEMWALLS WITH THESE HOLDOWNS EXTEND 10' -0' PAST HOLDOWNS IS FASTEN TO (4) 2x6 FULL HGT STUDS FASTEN EACH STUD TOGETHER W/ (2) ROWS I6d AT 6 O.C. STAGGERED EDGE NAIL WALL PLY TO EA. STUD I6de 3 "oc STAGRD 16de 2 oc STAGRD 16de I "oc STAGRD BLOCKING! (9) 5 I 3 "4 x 1" RIM JOIST EMB. ABs 16d TOENAILS AT 8 O.C. (3) "LTP5" 48" oc 48 (3) 'LIPS 'e 24" oc IS" O.0 'LTPS'e 'LTPS e 'LTPS'm By RF Date 1/2007 Job No 7000 48 O.C. (3) I6" oc 10' O.C. (3) 10' oc 18 0.0 (3) oc 12 O.0 REFERENCES TO SEE NOTES ABOVE Sheet No ALL PANEL EDGES MUST BE BLOCKED REMARKS 11/2 LONG x 1 /I6 WIDE O.0 STAPLES W/ CROWNS PARALLEL W/ FRAM'G. DBL. STUDS /BLKG. AT (5) ADJOINING PANEL EDGES W/ 164 AT 4" 0.0 DBL. STUDS/BLKG. AT (5) ADJOINING PANEL EDGES W/ 16d AT 4 O.G. DBL. STUDS/BLKG. (8)(11) e ADJOIN'G PANEL EDGES W/ 16d AT 4 4 3X MUDSILL 3X. MUDSILL AND (8)(11) 3X. STUDS /BLKG. AT ADJOINING PANEL EDGES PER NEW CODE, ALL ANCHOR BOLTS MUST HAVE 2" SQUARE X 3/16 HOG PLATE WASHERS IN SHADED AREAS FASTEN SHTI -IG. AT 4 O.0 AT BOUNDARIES OF SHADED AREA AND PANEL EDGES BLOCK PANEL EDGES W/ 2 NOMINAL FLAT BLOCKING. USE Sd COMMON NAILS FOR ROOF.AND 10d AT FLOORS /CLGS. USE 5/S OSB OR PLY SHTI -IG. AT CEILINGS 1 -12 -01 Architecture Engineering, Inc. 2 X STUD WALL O SIMPSON SEE SCHEDULE FOR SPACING SHEARWALL O EXTEND WALL SHTHG DOWN TO TOP WALL PLATE 4 EN. EDGE NAIL (EN) SEE NOTE BELOW APA -RATED ROOF SHEATHING BOUNDARY NAIL (BN.) 2 X SOLID FRIEZE BD PLY. SPLICE PT. EDGE NAILING SIMPSON 'LTP5' RECOMMEND USING 'DRY' LUMBER RIM JOIST OR 'LSL RIM BOARD TO MINIMIZE SUCKLING OF SHEATHING r ROOF i=E J THIS DETAIL ALWAYS APPLIES. IIDd 4 O.C. II SIMPSON ON HI' TIE AT EACH RAFTER ALONG ENTIRE PERIMETER NOTE. 'HI0 -2' MAY SUBSTITUTE FOR 'HI' NOTE: SIMP 'H25' MAY SUBSTITUTE FOR 'HI' AS LONG AS 'RBC' CLIPS AT 24 o.c. ARE USED TO CONNECT THE FRIEZE BD TO TOP WALL PLATE. I0d04 O.G. PLYWOOD DECK SHEATHING T" 1 -2 X SLOCK'G EA. SIDE m 48' SIMPSON 'LS50' MAY SUBSTITUTE FOR 'LTP5' THIS DETAIL ALWAYS APPLIES. JOIST APA -RATED SHEATHING JOIST /S{ IEAWALL SOLE PLATE 7 NAIL ING SEE SCHDE FOR INFO (4) 10d EA. BLK. FLOOR JOISTS m 2 X BLOCKING AT 6 -0' 0.0 WI (3)10d TOENAILS TO PLATE 2 X STUD WALL APA -RATED SHEATHING 1=',41RALLEL JOISTS Project: Structural Details Location. Pacific Northwest Copyright 1993 APA -RATED ROOF SHEATHING 8d 4 O.C. 2 X 6 FLAT SLK'G W/ I6d A 4 O.G. INTO WALL FE O I6d a 8'o.c.- SOLID SLK'G.i SIMPSON LTP5 SEE SCHEDULE FOR SPACING O END OF 2X WALL END OF 2x4 4 DRAG STRUT By RI' Date• 1/2007 Job No 7000 2" -1- SI-EARL/ALL PLYWOOD SHEATHING I0d 4 O.G. T I 1 T 2 X SOLID SLKG. WI SIMPSON 'L550' 2 X STUD WALL I0d a 6 O.C. AT FLOOR AT DSCR, PROVIDE 2x4 x 5 -0' LONG NAILED TO BOTTOM CHORD W/ 16d AT 4 O.C. STAGGERRED PREDRILL HOLES FOR CONNECTOR SCREWS D RA STRUT Sheet No A -S RAFTER OR TRUSS —EN. FLOOR 1 2X SLKG. WI _1�� —BM. I6d AT 6 O.C. EN. —1/2' SHTHG WI 10d AT 4 O.G. EDGES, BLOCK EDGES. SEE SH'WALL SCHEDULE FOR ADDITIONAL INFO STRUCTURAL CEILING SOLID BLK'G. SIMPSON 'L S50' MAY SUBSTITUTE FOR 'LTP5' JOIST SHEARWALL APA -RATED SHEATHING JOIST /SHEAWALL I SOLID BLKG EA. SIDE 5 -0' AWAY FROM END OF DRAG STRUT 1 CONNECTOR SEE PLAN FOR SIZE. INSTALL WI EQUAL LENGTH TO DRAG STRUT AND WALL. Project. Structural Details By RF Location Pacific Northwest Date 1/2007 Architecture Engineering. Inc Copyright 1993 Job No 7000 SOLE PLATE NAILING SEE SCHEDULE (12) 16d- m r 6 -1 FLOOR /1 1 FRAMING I "4 CONT HORIZ. AT TOP a BOTTOM j j f II Ii '1 CONC. STEM WALL T/F WA CBE DIN WALL PROY DE 18" HK— ATEN>OF WALL ?ENV TA Td.' •r' 1• NORMAL JOISTS TINS DETAIL ALWAYS APPLIES. EDGE NAIL SIDE WALL SHTI TO 4x6 STUD 4' -0" SIMPSON "MSTC28 EA. SIDE (4- TOTAL) 4'-0 I MIN. PLY WIDTH I 1. EA. SIDE I' 10' '1 c .I I I'. I. I I I -I II i (2) ROWS OF NAILS AT I 1/2" STAGGERED STAGGERED TO MUDSILL SIMPSON 'LTP4" EA. END' 84 HAIRPIN BAR x I -4 2 -3 n I SIMPSON 'PHD6 II 4x6 PLATES W/ (2, 5/8" +X12' jl J -BOLTS AT 5' o.a, W/ I 51MP 'BF%S' 1.1146WERS II II II II' I II II li II 11 U J 4x6 STUD EA. END ADD'L 2X NAILER CORNER W// 16d 6 GARAC1E APA -RATED SHTH'G FROM A SINGLE SHEET BOTH SIDES W/ 0.148"+ F RH. P -NAILS INTO 4x6 W/ (2) ROWS AT 2' ac. EXTEND PLYWD TIHRU CORNER SEE DET 14 r- 8" CONCRETE WALL W/ (2) 0 4 DOWELS EA. END UNDER SHEARWALL (2) "4 X 1 6 5 00 /I 'PA RATED SHEATI -IMG FASTENED TO MUDSILL PLATE EDGE NAIL (EN) SIMPSON 'LS50" ANCHOR (NOT RECI'D IF SHTH'G EXTENDS CONT TO MUDSILL W /OUT ANY JOINTS) EDGE NAIL (EN) "Ve x 1" EMB. AB* W/ 1 X 2 X 3/16 PLATE WASHERS OR SIMP 'BP 5/8 -2" DOWELS 48' O.C. (MINIMUM) NAIL SHEATHING TO HEADER WI 0.148 x 1 F RH. P -NAILS 3 O.G. BOTH WAYS 6X SOLID BLOCKING AT SHEATHING SPLICE GARAGE -FRAME DETAIL NOTE EXTEND GARAGE DOOR HEADER OVER ENDWALL. HEADER WIDTH TO MATCH WALL WIDTH 12" SO. CONT. FTG. W/ (2) 0 41 1B 24" x 48" X 12" FTG. W/ (3) 0 4 CENTERED BELOW RAISED STEMWALL (4) 10d 3 PLYWOOD DECK SI4EATHINC1 IF FLOOR JOIST -I SYSTEM, PROVIDE 11 2 X BLOCKING 11 11 O.G. WI (3) 1 t e lOd TOENAILS TO PLATE C. STEM WALL FARALLEL JOISTS THIS DETAIL ALWAYS APPLIES. PONYWALLS 4' -0' AND TALLER MUST BE APPROVE BY ENGINEER. OTHERWISE: OK '1 I 'I I F. I I SOLE NAILING PLATE EDGE NAIL (EN) YE ALL IN.) R --APA ATED SHEATII Sheet No A-44- SIMPSON "LS50" AT SAME SPACING AS 4 'LTPS' CCNT INORIZ T 1 B x 1" EMB. AB'e 11 W/2 ><2 X3/16 E: fI PLAT WASHERS OR it SIM 'BP 5/8 -2' II I 0 4 DOWELS 46' O.C. MIN. (2) 2X6 STUDS AT H OI OLDLNS EDGE NAIL PLY TO STUDS PROVIDE SOLID WOOD HOLDOILN STUDS SIMPSON HOLDOWN A36 THREADED ROD WITH SAME DI R AS ANC CpR BOLT SIMPSON 'CNW' COUPLER :I I I 1 u., I, II it AIt 7II. •q II 11 11 N 8 f -'SIt I ON 'ST BOLT II II II II Il ll 11 LLll II IW' II "4,CONT T t II. fl •(MINIMUM) II :II' u CONCRETE FbUNDATIONII v L 0 4 DOWELS 48' 0.C.-/ I PONYWALL s.. Architecture Engineering, Inc EDGE NAIL PLY TO HOLDOUN STUDS WALL SHEATHING EDGE NAIL SHEATHING RUN PLY. CONT TO BOTTOM 12 (2) -2 X 6 BLOCKG IF BEAM IS UPTURNED USE 2x6 LEDGER W/ I6d AT6 STAGG'RD SIMPSON 'LTF'5' I SEE SCHEDULE FOR SPACING 2 X STUD WALL APA -RATED WALL SHEATHING SOLE PLATE NAILING BOUNDARY NAIL SOLID BLK'G. CANTILEVER JST LAM. STUDS TOGETHER W/ I6d AT 6' O.C. SIMPSON "LS50' MAY SUBSTITUTE FOR "LTJS' 11 If If •(A36) THREADED' ROD •II II i n o W/ SIj"IPSQN. 'S T'I ADHESIVE. IllI: ILlu1 (SPECIAL.INSPECTION tu II II REQUIp2ED.5Y CODE) II' 11 CONCRETE FOUNDATION' 13 MISSING I- 1OLDOWN ANC 4OiR _IEEE PLAN IF PLYWOOD SEE DET IF Eli EXTENDS CEILING IS REQUIRED. T BELOW CEILING FASTEN RAFTER TO WALL PLATE W/ SIMPSON 'HI' SEE DET I FOR ADD'L INFO. Project. Structural Details Location. Pacific Northwest Uc Copyright 1993 ANCHOR EMBED DIAMETER DEPTH 5/8' I 10' 3/4" I IF V8" I 13" HO ROOF LEDGER DETAIL GRADE A36 THREADED ROD SEE SIMPSON CATOLOG FOR DIAMETER J BOUND NAIL ROOF PLYWD:' 2 X 10 LEDGER Al BEVELED TOP TO MATCH ROOF SLOPr NAIL LEDGER W/ (2)- I6d E' WALL STUD 4 EA. 2 X 6 BLK'G. (USE 2x 8 BLKG. IF TRUSF ROOF) FOR THIS SECTION OF ROOF BLOCK PANEL EDGES W/ 2 X 4 FLAT NAIL ad 4 OZ. EDGES AND BOUNDARIES, 12' O.C. IN FIELD, SI- IEARWALL PLYWD, MUST EXTEND DOU 4 TO BOTTOM WALL PLATE (TY\ BN. APA -RATED WALL SHEATHING (2) -2x OR 4x (REFTO PLANS) HOLDOWN STRAP WRAP AROUND DBL. JOISTS SIMPSON '1- ITS30' EA, SIDE OF DBL. JOISTS (PROVIDE WEB STIFFENDER IF I -JOIST USED) 8d AT 6' cc. AT ALL FRAMING MEMBERS WITHIN 5' -0' OF EDGE IF THIS IS A SH'WALL W/ A HOLDOWN, THEN EXTEND 5HTHG THRU t EDGE NAIL NOTE. THIS DETAIL 1S REQ'D ONLY WHEN TWO 1_ SHEARWALLS SHARE ONE HOLDOWJ. x GABLE END TRUSS S NAILS BASED ON SNEARWALL y REQMTS. BELOW EITHER NO JOINT IN PLYWOOD OR FASTEN 5I- I'WALL TO ENDWALL TRUSS W/ BLOCKING/RIM FASTENERS SHOWN IN SH'WALL SCHD'L. SH'WALL SEE SH'WALL SCHEDULE FOR NAIL'G REQMTS. By RF Date 1/2007 Job No 7000 SOLID BLK'G. CONT. RIM 4 �L SIMPSON 'LS50' 2X BLKG. OR 1 MAY SUBSTITUTE B RIM JST IlJOIST FOR 'LTPS' (12) 10d EA, END OF STRAP 1 +I I I (2) I6d EA. TRUSS SOLE PLATE NAIL ING BOUNDARY NAIL 12 1- 4OLDOWN TO RIM JST Sheet No DBL. JOIST AT EACH END OF WALL OVER DBL. STUDS FASTEN TO RIM JOIST W/ SIMPSON 'LS0' 4x6 OR (2) 2X STUDS I6d AT 6 O.G. N HOLDOILN 16d AT 6 O.C. INTO EA. STUD EDGE NAIL HOLDOU.N RAMI■G AT CORNER 2x4 FLAT AT 24' O.G. IN END -WALL TRUSS 2X VERTICAL BRACE (2) I0d AT 8' O.C. 2x4 BLKG. AT 6 -0' O.C. W/ 8d AT 3" O.C. f.] F TRUSS BOTTOM CHORD OR CEILING JOIST 2x4 x 8' -0" LATERAL BRACE AT 6 -0' o.c. (6) 16d NAIL DBL. 2xSOLID BLOCK W/ (2) SIMP 'LS50' TO WALL PLATE 2x6 PLATE W/ I6d AT 12" o.c. TO WALL GYPSUM BOARD DIAPHRAGM WITH 5d COOLER NAILS AT 1' O.C. AT FIRST (4) CEILING MEMBERS AND 2x6 PLATE GAELED ENDW4LL IF 'H' EXCEEDS 6 -0' THEN INSTALL 2x4 ON EDGE BEHIND 2x4 FLAT IN END -WALL TRUSS, IF 'H" EXCEEDS 12' -0' USE 2x6 ON EDGE. SEE ABOVE. Architecture Engineering, Inc. SHEARWALL7 2x SOLE IE SEE SCHDL FOR INFO /TRUSS TRUSS i 09 0 yl lam'' L p gro X 197 INTERFLOOR I-4OLDOWN I.— (2) -2x OR 4 UNLESS O HERWISE (REF TO PLANS) SPECIFIED USE (2) SIMPSON "HTS3m" EA. END OF BEAM 1 .---1-10L00104 STRAP (INSTALL STRAP W/ BOUNDARY EQUAL LENGTH TO NAIL I BEAM STUDS. -SOLID BLK'G. I SIMPSON "LIPS" SEE SCHEDULE FOR SPACING r„ SOLID WOOD BELOW BEAM EN. 51-111-1G. TO STUD W/ STRAP I-4OLDOUJN DETAIL CUT x 4" SLOT N SHTHG. 2x SOLID BLK'G EACH SIDE NEXT TO STRAP 7 DBL. JOIST OR BEAM (12) 10d EACH END OF STRAP EDGE NAILING (2) I6d INTO TRUSS T413 CHORDS 2x4 AROUND BLKG. T PA lEL PERIMETER T7 1- E 1 WALL TOP PLATES 3' DIA VENT HOLES AT 10" O.G. PER IBC 12032 1/2" PLY SHTH'G. W/ I0d AT 4' O.G. EDGES I6d AT 5" O.C. FROM BLKG. PANEL TO WALL PLATES 21 SNEARWALL EXTENSION FOR TRUSS- FRAMED ROOFS Project. Structural Details Location Pacific Northwest 0 Copyright 1993 2x4 FLAT EDGE FRAMING NAILED TO TRUSS VERTICAL WI I6d AT 6' O.C. 2X SOLE SE SEE SCHEDULE FOR INFO BOUNDARY 7 NAIL (BN.) By RF Date 1/2007 Job No 7000 (2) -2x OR 4x (SEE PLAN) I- IOLDOWN D ETAIL APA -RATED ROOF SI- IEAT11 G 2 X SOLID J FRIEZE BD L 2 X SOLID .BLK'G BELOW ENTIRE LENGTH OF SHEARWALL. HOLDOU)'1 STRAP (INSTALL WITH EQUAL LENGTH TO BEAM AND STUDS. BN. DBL. JST OR BEAM 2 X STUD WALL SHEARWALL NAILING SAME AS BELOW SOLID BLK'G. SIMPSON "LSSO' MAY SUBSTITUTE FOR 'LTF'S' CLG. JST APA -RATED SHEATHING Sheet No SNEARUJALL EXTENSION FOR STICK- FRAMED ROOFS NAIL 8d AT 3 OC. INTO EACH SHEAR TRUSS FOR DIAPHRAGM LOAD UP TO 200 PLF OTHERWISE USE 3" O.G. UNLESS SPECIFIED OTHERWISE, EITHER SHEAR TRANSFER SYSTEM MAY BE USED SHEAR TRUSSES EACH DESIGNED FOR DIAPHRAGM SHEAR LOAD SHOWN ON PLANS (TRUSS TO TRANSFER SHEAR FROM TOP TO BOTTOM CHORD) (4) ISd NAILS 2x8 AT 16' O.G. W/ (3) I6d EA. END FASTEN TRUSS TO WALL W/ "L550' CLIPS SEE SCHEDULE FOR SPAGING.� s� SHEARWALL SHEAR TRUSS MAY BE ELIMINATED IF SHEARWALL EXTENDS UP TO ROOF SHEATHING. SEE DET *20 FOR INFO. SI- 4E4RUJALL EXTENSION Architecture Engineering, Inc NOLDOUJN ABOVE BEAM THIS DETAIL ALWAYS APPLIES. BOLT DECK LEDGER TO RIM JOIST W/ AT 16" O.C. AND (2) ROWS 16d AT S' 0.C. (USE 2 -5/6" BOLTS IF JOIST SPAN GREATER THAN 10' -0 FLOOR JOIST 1 2X STUD WALL ST6224 STRAP WRAP APA- RATED) AROUND BACK OF LEDGER SHEATHING 4 NAIL TO DIAL. BRACE DECK LED HANDRAIL CONN THIS DETAIL ALWAYS APPLIES. SEE SCHEDULE FOR NUMBER OF NAILS EA. SIDE I ;j WOOD AT HOLDOLLNS I I I_� I --DRILL H I 1 11 II HOLE 1 /S" GREATER IN DIA BEAM II I ^I IN CENTER OF BEAM FOR BOLT `-1; 5" SO X 3/9" BR PLATE PEEN THREADS AFTER TIGHTENED I 154 O S" BEAM SEE SCHEDULE FOR NUMBER OF NAILS EA. SIDE STRAP SEE FLOOR PLAN 4 X 8 POST SIMP. "MSTC40" It EA. END OF HEADER. FASTEN TO DBL. STUDS ��MULTIPULE HOLOOWN STUDS IL SEE SCHEDULE CUT 1" X 4" SLOT IN PLY FLOOR SHTHG FOR STRAP SIMPSON "H2.5 EA. SIDE .{f X 12 BEAM NOTCH 4X I I FOR 3" BEAM BEARING SIMPSON "PHD2" W/ 5/8" X 8" EXP BOLT Project. Structural Details Location Pacific Northwest 0 Copyright 1993 HOLDOWN W/ A36 GRADE THREADED ROD TREADED ROD SIMPSON 'MSTC" WRAP STRAP AROUND HEADER IF NECESSARY EXTERIOR WALL 2X LEDGER 2X BLKG. AT STRAP I I II CONCRETE FTG. II 1 ,J 2X6 DIA BRACE W/ (2) 16d EA JOIST SIMPSON ABU" POST BASE OR ELEVATED EPB" IF SLAB OR USE BASE CONN. SHOWN IN DETAIL "30 By RI' Date 1/2007 Job No 7000 0) I 1 LJ BEAM CONC.FTG. /CONCRETE SLAB PRESSURE-TREATED WOOD POST Sheet No UNLESS NOTED OTHERWISE, USE "SIMPSON' PC" POST CAP (USE "EPC" AT ENDS OF BEAM) 25 POI:O -I /DECK i'OST CONN. 2X SPACED CEDAR I DBL. 2X MEMBER OR 4X MEMBER RIM JOIST. '/4 X3' X6 X0' 9` STEEL ANGLE DOUBLE TX JOIST BEAM PERPENDICULAR WALL (6) IS ,2 NAILS AT THE TOP MIDDLE, BOTTOM CONNECT WALLS TOGETHER BY FIRST NAILING 6 THEN INSTALL ADDITIONAL 2x4 AGAINST IT AND NAIL W/ (6) 16d N N PLYWOOD SHEATHING OVER WALL STUDS --4 4 1/2" 4 5/9'4 THROUGH BOLTS Wl/ NUTS AND I DIA. X 3/16 WASHERS. EA. SIDE. 4X6 CEDAR NEWELL TO RIM JOIST EDGE NAIL (EN.) TO END 2x4 THIS DETAIL ALWAYS APPLIES. EDGE NAIL j j j 2� SHEARWALL- POST CONN 8 S1-1EARUJALL EXT UJALL CONN Architecture Engineering. Inc NAIL SI -ITHG TO GIRDER TRUSS W/ 8d AT 6 O.G. BOUNDARY NAIL (BN.) 2 X SOLID FRIEZE BD NAIL WALL TO EA. EA. HOLDOWN STUD W/ IOd to 6 FOR 2 -STORY CONDITION, USE "MSTC28 STRAP DIRECTLY BELOW GIRDER TRUSS TIEDOWN ABOVE RECOMMEND USING 'DRY' LUMBER RIM JOIST OR 'LSL RIM BOARD TO MINIMIZE BUCKLING OF SHEATHING NAIL (I6) 12d EACH END TO STUDS ONLY SEE DETAIL •11 TRUSS BOTTOM CHORD OR CEILING JOISTS TTT (4) I0d EA. BLK FLOOR JOISTS CG I FRED E TRUSS CONN THIS DETAIL ALWAYS APPLIES. (2) BAYS OF 4X SOLID BLKG W/ (2) I6d EA. END SIMPSON 'LGT' TIEDOWN AT EA. GIRDER TRUSS 2 X BLOCKING AT 6 -0' O.CW /(3)10d TOENAILS TO PLATE NAIL WALL SHTHG. TO EA. STUD WI 10d AT 6 OC. FASTEN CLG. TO BLKG. W/ DRYWALL SCREWS AT 4 O.C. CONNECTOR SEE PLAN FOR SIZE. INSTALL W/ EQUAL LENGTH TO WALL AND BLOCKING. RE- ENTRANT CORNER NOTE. THIS DETAIL NOT REQ'D IF TRUSS MFG. CALCS SHOW LESS THAN IO00" NET UPLIFT FORCE AT GIRDER TRUSS REACTION. IF SO THEN USE (2) 'H2.5T' TIES MULTIPLE 2X STUDS (SAME NUMBER AS TRUSSES) MULTIPLE 2X STUDS (SAME NUMBER AS TRUSSES) 31� BALL- TO- GEIL'Cs CONN Project. Structural Details Location Pacific Northwest 0 Copyright 1993 APA -RATED SI -ITHG. FILLER ON SIDE OF BM. EDGE NAIL (EN.) NAIL FULL -HGT STUD TO BEAM W/ (2) ROWS I6d AT 3 O.G. STAG'RD FULL -I-IGT WALL PANEL EDGE NAIL (EN.) WALL TOP PLATES 2 X STUDS WI 16d AT 8' O.C. STAGGERED NAIL WALL SHTI -IG TO F.N. STUDS WI I0d AT 6" O.C. SUPPORT POST TO BEAR ON FELT EDGE NAIL (EN.) I1 WHEN PANEL IS J1 24 29' WIDE, li PROVIDE 'LTPS' I mo. EACH END I� AT BASE 8M- TO- UJ,4LL CONN EXTERIOR VIEW 30 FELT MOISTURE BARRIER OVER 5000 PSI NON SHRINK GROUT (THK. mudelll) CONCRETE FOUNDATION 11 By RF Date 1/2007 Job No 7000 1.1 EDGE NAIL AROUND OPENING THIS DETAIL ALWAYS APPLIES. THIS DETAIL ALWAYS APPLIES. 'Sheet No III NOTE: (4) 2x6 LAM. WI I6d AT 8" O.C. EQUALS A 6x6 SUPPORT POST HOLDOWN EA. SIDE USE 'HDSA UNLESS NOTED OTHERWISE 3 POST- TO -FDN CONN PERFORATED/ '\WALL DESIGNATION TIE WALLTOP PLATES TOGETHER W/ MSTC40 STRAP STOP RIM JOIST EA. SIDE OF BM FASTEN TO F.H. STUD W/ (2) 10d TN. FULL -HGT STUD EA. SIDE OF BEAM BEAM TO BEAR ON ON FULL AREA OF 2X STUDS LAMINATED WI I6d AT 12 O.G. PT MUDSILL STOP AT GROUT 5 /8'm EXP BOLT WI 4 I/2 MIN. EMBED PANEL WIDTH EDGE NAIL (EN.) RIM JOIST SEE SCH'DL FOR 'LIPS SPACING 32 f'ERFORA7ED WALL NAILING BEAM Architecture Engineering. Inc El TI WALL SEE PLAN T/ WALL SEE PLAN T/ FOOTING SEE PLAN z T/ FOOTING 1 "H" (4 -0' MAXJ (3) 1 4 CONT. T1B 1 1 AMYL BARS IF SPECIFIED ON PLANS I 4 -0" MIN. 2' -0" MIN. I -1 H' 2 I' -6 MIN. MIN. TI-115 DETAIL ALWAYS APPLIES. HD ANCHOR! EMBED DIAMETER 1 DEPTH 5/8" 1 10" 3/4" I II" 1/8" I 13" 18' UN.O. FOUNDATION STE APA RATED SHEATHING, 7—• 5/8"# AB6 OR 5/8"0 EXP BOLTS (5' MIN. EMBEDMT) AT I- IOLDOU.NS, USE (A36) THREADED ROD W/ SIMPSON "SET' ADHESIVE. (SPECIAL INSPECTION REQUIRED BY CODE) l ,Il II LS 0 35 S1- 4EAFRWALL AT SLAB THIS DETAIL ALWAYS APPLIES. FACTORY GLUED BRG. BLOCK COLUMN CAP SEE PLAN FOR TYPE o o li HOLES MUST BE SPACED AT LEAST 18' APART o; II II 0 It Project Shearwall Schedule I_ ocation Pacific Northwest 0 Copyright 1993 STEMWALL FOOTING UNDISTURBED EARTH MATCH FOOTING 22--0 REI TIEING 2' -0' 0 FOOTING DEPTH (HD EMBEDMENT DEPTH 4 USE 14 (MIN) DEPTH ACCEPTABLE AREA TO DRILL MAX 2 3/4" DIAMETER HOLE. HOLES MUST BE AT LEAST 3 -0" FROM SUPPORTS I MIDSPAN AND IN THE MIDDLE THIRD AND THE BEAM DEPTH. 2X6 FLAT W/ ISd EA TRUSS ed 6 O.C. OVERFRAMING TRUSSES OR 2X FRAMING EXTEND ROOF SHTHG DOILN TO BLKG. PREFAB TRUSSES OR 2X FRAMING 0.4 By Rr Date 1/2007 Job No 7000 ROOF OVERFRAMING THIS DETAIL ALWAYS APPLIES. 4 -BAYS OF 4X BLKG. —APA -RATED FLOOR SHEATHING I 1 L BUTTERFLY DRAG STRUT RECOMMEND BUILDING SHEARIJALL 3/16" SHORT TO ALLOW FOR VERTICAL SHRINKAGE OF RAFTERS IF RAFTER IS LESS THAN 12" FROM SHEARWALL,THEN BLOCK (2) BAYS IF S14EARWALL FALLS DIRECTLY M BELOW A RAFTER„ ►1,. THEN USE DET 3 2X BLIGG. AT 32" OC. w/ (2) 16d EA. END EA. SIDE OF SH'WALL CEILING JOIST SIMPSON "PHDS" HOLDOI N EA. END W/ 5/8" DIA (436) THRD ROD STUD WALL Sheet No 10d 4" 0.C. ROOF SHTG BN. APA -RATED SHEATHING W/ Bd a 6 EDGES J 12" FIELD I601 EA TRUSS 2X SOLID BLKG. 2X STUD WALL 801 AT 3" CC. ad AT 6' 00. ROOF SHTHG. RAFTERS SHEARLUALL TO MATCH BELOW NAIL BLKG. TO STUD SI- IEAR:WALL GLUL AV! -I5EAM FENETRATIONS 38 SNEARWAL,L EXTENSION THIS DETAIL ALWAYS APPLIES. Multi- Loaded Beamf 2000 International Building Code (97 NOS)) Ver ti.00.8 Bv' Bo Robinson Suntel Home design on: 04-1 -2006 4 :20 :14 PM Project: WAVERLY Location: Beam Nr 1 garage cell bm Summary 6.75 IN x 19.5 IN x 20.0 FT I 24F V4 Visually Graded Western Species Dry Use Section Adequate By 2.3% Controlling Factor Moment of Inertia 1 Depth Required 19.35 In Span Deflections: Dead Load: Live Load: Total Load: Camber Required: Span Left End Reactions (Support A). Live Load: Dead Load: Total Load: Bearing Length Required (Beam only support capacity not checked): Center Span Right End Reactions (Support B). Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Beam Data: Center Span Length: Center Span Unbraced Length -Top of Beam: Center Span Unbraced Length Bottom of Beam: Live Load Duration Factor: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Center Span Loading: Uniform Load: Live Load: Dead Load: Beam Self Weight: Total Load: Point Load 1 Live Load: Dead Load: Location (From left end of span): Point Load 2 Live Load: Dead Load: Location (From left end of span): Trapezoidal Load 1 Left Live Load: Left Dead Load: Right Live Load: Right Dead Load: Load Start Load End: Load Length: Trapezoidal Load 2 Left Live Load: Left Dead Load: Right Live Load: Right Dead Load: Load Start: Load End: Load Length: Trapezoidal Load 3 Left Live Load: Left Dead Load: Right Live Load: Right Dead Load: Load Start Load End: Load Length: Properties For 24F V4- Visually Graded Western Species Bending Stress. Shear Stress: Modulus of Elasticity Stress Perpendicular to Grain: Bending Stress of Camp. Face in Tension: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd =1.00 C1 =1 00 Cv =0.93 Fv' Center Center Adjustment Factors: Cd =1.00 DLD- Center- 0.22 IN LLD- Center= 0.43 IN 1J556 TLD Center 0.65 IN 1/368 C= 0.33 IN LL- Rxn -A= 9420 LB DL- Rxn-A= 4445 LB TL-Rxn-A= 13864 LB BL-A= 3.16 IN LL- Rxn -B= 9405 LB DL- Rxn -B= 4483 LB TL- Rxn-B= 13888 LB BL-B= 317 IN L2= 20 0 FT Lu2 -Top= 1.0 FT Lu2 Bottom= 20.0 FT Cd= 1.00 L/ 480 L/ 360 wL -2= wD -2= BSW= wT 2= PL1 -2= PD1 -2= X1 -2= PL2 -2= PD22= X2 -2= TRL -Left 1 -2= TRD- Left-1 -2= TRL Right -1 -2= TRD- Right -12 A -1 -2= 8-1 2= C -1 2= TRL-Left-2-2= TIRO-Left-2-2= TRL Right -2 -2= TRD- Right -2 -2= A -2 -2= B-2 =2= C-2 -2= TRL Left -3-2= TRD- Left3 -2= TRL -Right 3-2= TRD Right -3 -2= A -3-2= B -3 -2= C -3-2= Fb= Fv= Ex= Ey= Fc yelp= Fb cpr= Fb'= Fv'= 0 PLF 0 PLF 32 PLF 32 PLF 1400 LB 1300 LB 6.5 FT 1400 LB 1300 LB 14.0 FT 970 PLF 338 PLF 970 PLF 338 PLF 0.0 FT 6.5 FT 6.5 FT 970 PLF 338 PLF 970 PLF 338 PLF 14.0 FT 20.0 FT 6 0 FT 520 PLF 195 PLF 520 PLF 195 PLF 6.5 FT 14.0 FT 7.5 FT 2400 PS 190 PS 1800000 PS 1600000 PS 650 PS 1200 PS 2235 PS 190 PS T Page: 2 Multi- Loaded Beamf 2000 International Building Code (97 NDS) 1 Ver 6.00.8 BV Bo Robinson Suntel Home design on: 04-19 -2006 4:20:14 PM Project: WAVERLY Location: Beam Nr 1 garage cell bm Controlling Moment: M= 65836 FT -LB 9.8 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear V= 11744 LB At a distance d from right support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 353.48 1N3 S= 427 78 lN3 Area (Shear): Areq= 92.72 IN2 A= 131.63 1N2 Moment of Inertia (Deflection): lreq= 4076.46 IN4 I= 4170.87 IN4 Multi- Loaded Beam[ 2000 International Building Code (97 NDS) Ver 6.00.8 By Bo Robinson Suntel Home design on: 04-19 -2006 Project: WAVERLY Location: Beam Nr 1 garage ceil bm Summary 6.75 IN x 19.5 IN x 20.0 FT 24F -V4 Visually Graded Western Species Dry Use Section Adequate By 2.3% Controlling Factor Moment of Inertia Depth Required 19.35 In LOADING DIAGRAM P1 T 1 I f A Center Span 20 ft Reactions Live Load Dead Load Total Load UDIIft Load A 9420 Lb 4445 Lb 13864 Lb 0 Lb B 9405 Lb 4483 Lb 13888 Lb 0 Lb Center Soon Uniform Loading Live Load Dead Load Self Weiaht Total Load W 0 PIf O Plf 32 PIf 32 PIf Point Loading Live Load Dead Load Location P1 1400 Lb 1300 Lb 6.5 .Ft P2 1400 Lb 1300 Lb 14 Ft Trapezoidal Loading Left LL Left DL Eight LL Right DL Load Start Load End TR1 970 PIf 338 Plf 970 PIf 338 Plf 0 Ft 6.5 Ft TR2 970 Pit 338 PIf 970 PIf 338 PIf 14 Ft 20 Ft TR3 520 PIf 195 Plf 520 Plf 195 PIf 6.5 Ft 14 Ft P2 3 Roof Beam) 2000 International Building Code (97 NDS) I Ver 6.00.8 By Bo Robinson Suntel Home design on: 04-19 -2006 4:20:11 PM Project: WAVERLY Location: Beam Nr 2 bm under dormer walls Summary 3.5 iN x 9.5 IN x 10.0 FT 1 #2 Douglas Fir Larch Dry Use Section Adequate By 20.0% Controlling Factor Section Modulus l Depth Required 8.67 in Deflections: Dead Load: DLD= 0.13 IN Live Load: LLD= 0.08 IN U1552 Total Load: TLD= 0.20 IN U589 Reactions (Each End): Live Load: LL -Rxn= 687 LB Dead Load: DL -Rxn= 1125 LB Total Load: TL -Rxn= 1812 LB Bearing Length Required (Beam only support capacity not checked) BL= 0.83 IN Beam Data: Span: L= 10 0 FT Maximum Unbraced Span: Lu= 1.33 FT Pitch Of Roof: RP= 9 12 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: L/ 240 Roof Loading: Roof Live Load -Side One: LL1= 25.0 PSF Roof Dead Load -Side One: DL1= 17.0 PSF Tributary Width -Side One: 11N1= 4 0 FT Roof Live Load -Side Two LL2= 25.0 PSF Roof Dead Load -Side Two: DL2= 17.0 PSF Tributary Width -Side Two: TW2= 1.5 FT Roof Duration Factor Cd= 1 15 Wall Load: WALL= 100 PLF Beam Self Weight: BSW= 8 PLF Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= 10.0 FT Beam Uniform Live Load: wL= 138 PLF Beam Uniform Dead Load: wD adi= 225 PLF Total Uniform Load: wT= 362 PLF Properties For #2 Douglas Fir -Larch Bending Stress: Fb= 900 PSI Shear Stress. Fv= 95 PSI Modulus of Elasticity E= 1600000 PSI Stress Perpendicular to Grain: Fcaerp= 625 PSI Adjusted Properties Fb'= 1239 PSI Fb' (Tension)' Adjustment Factors: Cd =1 15 CI =1.00 Cf =1.20 Fv' Fv'= 109 PSI Adjustment Factors: Cd =1 15 Design Requirements: Controlling Moment: M= 4531 FT -LB 5.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear V= 1559 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 43.88 1N3 S= 52.65 1N3 Area (Shear)• Areq= 21 40 1N2 A= 33.25 IN2 Moment of Inertia (Deflection): ireq= 101.92 1N4 1= 250.07 1N4 4 Roof Beam[ 2000 International Building Code (97 NDS) j Ver 6.00.8 By Bo Robinson Suntel Home design on: 04-19-2006 Project: WAVERLY Location. Beam Nr 2 bm under dormer walls Summary 3.5 IN x 9.5 IN x 10.0 FT #2 Douglas Fir -Larch Dry Use Section Adequate Bv 20.0% Controlling Factor Section Modulus I Depth Required 8.67 In LOADING DIAGRAM A Reactions Live Load Dead Load Total Load Uplift Load A 687 Lb 1125 Lb 1812 Lb 0 Lb B 687 Lb 1125 Lb 1812 Lb 0 Lb Span Uniform Loading Live Load Dead Load Self Weiaht Total Load W 138 PIf 217 Plf 8 Plf 362 PIf Span 10 ft B 1 5 Multi Loaded Beamf 2000 International Building Code (97 NDS)1 Ver 6.00.8 By Bo Robinson Suntel Home design on: 04-19 -2006 4:20:07 PM Project: WAVERLY Location: Beam Nr 3 16' garage dr hdr Summary 5.125 IN x 13.5 IN x 16.5 FT 24F -V4 Visually Graded Western Species Section Adequate By 12.5% Controlling Factor Moment of inertia Depth Center Span Deflections: Dead Load: Live Load: Total Load: Camber Required: Center Span Left End Reactions (Support A): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only support capacity not checked): Center Span Right End Reactions (Support B): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only support capacity not checked): Beam Data: Center Span Length: Center Span Unbraced Length -Top of Beam: Center Span Unbraced Length -Bottom of Beam: Live Load Duration Factor Live Load Deflect. Criteria: Total Load Deflect. Criteria: Center Span Loading: Uniform Load: Live Load: Dead Load: Beam Self Weight: Total Load: Point Load 1 Live Load: Dead Load: Location (From left end of span): Point Load 2 Live Load: Dead Load: Location (From left end of span): Trapezoidal Load 1 Left Live Load: Left Dead Load: Right Live Load: Right Dead Load: Load Start: Load End: Load Length: Trapezoidal Load 2 Left Live Load: Left Dead Load: Right Live Load: Right Dead Load: Load Start: Load End: Load Length: Trapezoidal Load 3 Left Live Load: Left Dead Load: Right Live Load: Right Dead Load: Load Start: Load End: Load Length: Properties For 24F -V4- Visually Graded Western Species Bending Stress: Shear Stress: Modulus of Elasticity Stress Perpendicular to Grain: Bending Stress of Comp. Faoe in Tension: Adjusted Properties Fb' (Tension) Adjustment Factors: Cd =1.00 CI =1.00 Fv' Adjustment Factors: Cd =1.00 Dry Use Required 12.98 in DLD- Center= LLD Center= TLD- Center= C= LL- Rxn -A= DL- Rxn -A= TL- Rxn -A= BL -A= LL- Rxn -B= DL- Rxn -B= TL- Rxn -B= BL-B= L2= Lug -Top= Lu2- Bottom= Cd= L/ L/ wL -2= wD -2= BSW= wT 2= PL1 -2= PD1 -2= X1 -2= PL2 -2= PD2 -2= X2 -2= TRL- Left-1 -2= TRD Left -1 2= TRL Right -1 -2= TRD- Right -1 -2= A -1 2= B -1 -2= C -1 -2= TRL Left-2 -2= TRD Left -2 -2= TRL Right -2 -2= TRD- Right -2 -2= A -2 -2= 8-2 -2= C-2 -2= TRL Left-3 -2= TRD Left -3 -2= TRL Right -3 -2= TRD Right -3 -2= A -3-2= B -3 -2= C -3-2= Fb= Fv= Ex= Ey= Fc perp= Fb_cpr= Fb'= 0.22 0.27 0.49 0.32 2181 1867 4048 1.22 2301 1792 4093 1.23 16.5 1.33 16.5 1.00 480 360 0 0 17 17 687 1125 40 1100 1125 12.0 110 55 110 55 0.0 4.0 4.0 220 83 220 83 4.0 12.0 8.0 110 55 110 55 12.0 16.5 4.5 2400 190 1800000 1600000 650 1200 2395 Fv`= 190 IN IN L/725 IN =1/405 IN LB LB LB IN LB LB LB IN FT FT FT PLF PLF PLF PLF LB LB FT LB LB FT PLF PLF PLF PLF FT FT FT PLF PLF PLF PLF FT FT FT PLF PLF PLF PLF FT FT FT PS PS PS PS PS PS PS PS Page: 2 Multi- Loaded Beam( 2000 International Building Code (97 NDS) 1 Ver 6.00.8 Br Bo Robinson Suntel Home design on: 0419 -2006 4:20:08 PM Project: WAVERLY Location: Beam Nr 3 16' garage dr hdr Controlling Moment: M= 18297 FT -LB 8.745 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear V= 3913 LB At a distance d from right support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 91.66 IN3 S= 155.67 IN3 Area (Shear): Areq= 30.89 1N2 A= 69 19 1N2 Moment of Inertia (Deflection). Ireq= 933.86 IN4 I= 1050 79 IN4 Multi Loaded Beam[ 2000 International Building Code (97 NDS) Ver 6.00.8 By Bo Robinson Suntel Home design on: 04-19 -2006 Project: WAVERLY Location: Beam Nr 3 16' garage dr hdr Summary 5.125 IN x 13.5 IN x 16.5 FT 1 24E V4 Visually Graded Western Species Dry Use Section Adequate Bv 12.5% Controlling Factor Moment of Inertia Death Required 12.98 In LOADING DIAGRAM A Reactions Live Load Dead Load Total Load Uplift Load A 2181 Lb 1867 Lb 4048 Lb 0 Lb B 2301 Lb 1792 Lb 4093 Lb 0 Lb Center Span Uniform Loading Live Load Dead Load Self Weight Total Load W 0 PIf 0 PIf 17 PIf 17 PIf Trapezoidal Loading Left LL Left DL Right LL Right DL Load Start Load End TR1 110 PIf 55 PIf 110 PIf 55 PIf 0 Ft 4 Ft TR2 220 Plf 83 PIf 220 PIf 83 PIf 4 Ft 12 Ft TR3 110 PIf 55 Pit 110 Plf 55 PIf 12 Ft 16.5 Ft Point Loading Live Load Dead Load Location P1 687 Lb 1125 Lb 4 Ft P2 1100 Lb 1125 Lb 12 Ft P1 P2 V Center Span 16.5 ft B Multi -Span Floor Beamf 2000 International Building Code (97 NOS) Ver 6.00.8 By Bo Robinson Suntel Home design on: 04 -19 -2006 4:20:04 PM Project: WAVERLY Location: Beam Nr 4 at grt rm ceiling Summary' 5.125 IN x 9.0 IN x 12.5 FT 124F -V4 Visually Graded Western Species Dry Use Section Adequate By 63.5% Controlling Factor Moment of inertia I Depth Required 7.64 In Span Deflections: Dead Load: DLD- Center= Live Load: LLD Center= Total Load: TLD- Center= Camber Required: C= Span Left End Reactions (Support A): Live Load: LL- Rxn -A= Dead Load: DL- Rxn -A= Total Load: TL- Rxn -A= Bearing Length Required (Beam only support capacity not checked): BL -A= Span Right End Reactions (Support B): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only support capacity not checked): Beam Data: Center Span Length: Center Span Unbraced Length -Top of Beam: Center Span Unbraced Length Bottom of Beam: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Camber Adjustment Factor Center Span Loading: Uniform Load: Floor Live Load: Floor Dead Load: Floor Tributary Width Side One: Floor Tributary Width Side Two: Beam Self Weight: Wall Load: Total Live Load: Total Dead Load: Total Load: Point Load Live Load: Dead Load: Location (From left end of span): Properties For 24F V4- Visually Graded Western Species Bending Stress: Shear Stress: Modulus of Elasticity Stress Perpendicular to Grain: Bending Stress of Comp Face in Tension: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd =1 00 CI =1.00 Fv' Adjustment Factors: Cd =1 00 Design Requirements: Controlling Moment: 6.25 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear At a distance d from right support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections. Section Modulus (Moment). Sreq= S= Area (Shear). Areq= A= Moment of Inertia (Deflection). lreq= I= Center Center Center LL- Rxn -B= DL- Rxn -B= TL- Rxn -B= BL -B= L2= Lug Top= Lug- Bottom= L/ U CAF= FLL -2= FDL -2= Trib -1 2= Trib -2 -2= BSW= Wall -2= wL -2= wD -2= wT -2= PL -2= PD -2= X -2= Fb= Fv= Ex= Ey= Fc perp= Fb_cpr= Fb'= Fv'= M= V= 0 11 IN 0.25 IN L/589 0.36 IN U415 0.16 IN 1925 LB 791 LB 2716 LB 0.82 IN 1625 LB 679 LB 2304 LB 0.69 IN 12.5 FT 1.33 FT 12.5 FT 360 240 1.5 X DLD 40.0 PSF 15.0 PSF 6.5 FT 0.0 FT 11 PLF 0 PLF 260 PLF 98 PLF 369 PLF 300 LB 112 LB 0 0 FT 2400 PSI 190 PSI 1800000 PSI 1600000 PSI. 650 PSI 1200 PSI 2397 PSI 190 PSi 7201 FT -LB 2028 LB 36 05 69 19 16.01 4613 190 40 311.34 iN3 IN3 1N2 1N2 IN4 I N4 P1 Multi -Span Floor Beam[ 2000 International Building Code (97 NDS) I Ver 6 00.8 By Bo Robinson Suntel Home design on: 04 -19 -2006 Project: WAVERLY Location: Beam Nr 4 at grt rm ceiling Summary 5.125 IN x 9.0 IN x 12.5 FT 24F V4 Visually Graded Western Species Dry Use Section Adequate By 63.5% Controlling Factor Moment of Inertia Depth Required 7.64 In LOADING DIAGRAM A Reactions Live Load Dead Load Total Load Uplift Load A 1925 Lb 791 Lb 2716 Lb 0 Lb B 1625 Lb 679 Lb 2304 Lb 0 Lb Center Sawn Uniform Loading Live Load Dead Load Self Weight Total Load W 260 Plf 98 Plf 11 Plf 369 Plf Point Loading Live Load Dead Load Location P1 300 Lb 112 Lb O Ft Center Span 12.5 ft AIL I Multi- Loaded Beamf 2000 International Building Code (97 NDS) 1 Ver 6.00.8 By' Bo Robinson Suntel Home design on: 04-19 -2006 4:20:02 PM Project: WAVERLY Location: Beam Nr 5 kit cell bm Summary' 5.125 IN x 22.5 IN x 21.0 FT I 24F-V4 Visually Graded Western Species Section Adequate By' 13.4% Controlling Factor Moment of Inertia I Depth Center Span Deflections: Dead Load: Live Load: Total Load: Camber Required: Center Span Left End Reactions (Support A): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only support capacity not checked): Center Span Right End Reactions (Support B): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only support capacity not checked): Beam Data: Center Span Length: Center Span Unbraced Length -Top of Beam: Center Span Unbraced Length Bottom of Beam: Live Load Duration Factor Live Load Deflect. Criteria: Total Load Deflect. Criteria: Center Span Loading: Uniform Load: Live Load: Dead Load: Beam Self Weight: Total Load: Point Load 1 Live Load: Dead Load: Location (From left end of span). Point Load 2 Live Load: Dead Load: Location (From left end of span)' Trapezoidal Load 1 Left Live Load: Left Dead Load: Right Live Load: Right Dead Load: Load Start Load End: Load Length: Trapezoidal Load 2 Left Live Load: Left Dead Load: Right Live Load: Right Dead Load: Load Start: Load End: Load Length: Properties For 24F V4- Visually Graded Western Species Bending Stress: Shear Stress: Modulus of Elasticity' Stress Perpendicular to Grain: Bending Stress of Comp. Face in Tension: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd =1.00 C1 =1.00 Cv =0.94 Dry Use Required 21.58 in DLD- Center- LLD-Center- TLD- Center= C= LL- Rxn -A= DL- Rxn -A= TL- Rxn -A= BL A= LL- Rxn -B= DL- Rxn -B= TL- Rxn -B= BL -B= L2= Lu2 Top= Lu2 Bottom= Cd= U U TRL- Left -1 -2= TRD- Left-1 -2= TRL- Right -1 -2= TRD Right -1 -2= A -1 2= B-1 2= C -1 -2= TRL Left-2 -2= TRD Left-2 -2= TRL Right -2 -2= TRD -Right 2 -2= A -2 2= B -2 -2= C -2 -2= Adjustment Factors: Cd =1 00 Design Requirements: Controlling Moment: 11 13 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on sparr(s) 2 Controlling Shear At a distance d from right support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comoarisons With Required Sections: wL -2= wD -2= BSW= wT -2= PL1 2= PD1 2= X1 2= PL2 -2= PD2 -2= X2 -2= Fb= Fv= Ex= Ey= Fc peril= Fb_cpr= 0.22 0 40 0.62 0.33 6905 LB 3498 LB 10403 LB 3.12 IN 7683 LB 5017 LB 12700 LB 3.81 IN 21.0 FT 1.0 FT 21 0 FT 1.00 480 360 160 PLF 60 PLF 28 PLF 248 PLF 2747 LB 1068 LB 5.5 FT 3321 LB 1291 LB 11 0 FT 450 PLF 406 PLF 450 PLF 406 PLF 11.0 FT 21.0 FT 10 0 FT IN IN =0635 IN U408 IN 0 PLF 0 PLF 240 PLF 90 PLF 0 0 FT 5.5 FT 5.5 Ft 2400 PS 190 PS 1800000 PS 1600000 PS 650 PS 1200 PS Fb'= 2254 PS Fv'= 190 PS M= 71570 FT -LB V= 10845 LB f I Page: 2 Multi- Loaded Beam( 2000 International Building Code (97 NOS) 1 Ver 6.00.8 By Bo Robinson Suntel Home design on: 04-19 -2006 4:20:02 PM Project: WAVERLY Location: Beam Nr 5 kit cell bm S= 432.42 I N3 Area (Shear) Area= 85.62 IN2 A= 115.31 1N2 Moment of Inertia (Deflection) Irect= 4289.89 IN4 I= 4864 75 IN4 I Z- Multi- Loaded Beam( 2000 International Building Code (97 NDS) j Ver 6 00.8 By Bo Robinson Suntel Home design on: 04-19 -2006 Project WAVERLY Location. Beam Nr 5 kit cell bm Summary 5.125 IN x 22.5 IN x 21 0 FT 24F V4 Visually Graded Western Species Dry Use Section Adequate By 13.4% Controlling Factor Moment of Inertia Depth Required 21.58 In LOADING DIAGRAM P1 P2 If Reactions Live Load Dead Load Total Load Uplift Load A 6905 Lb 3498 Lb 10403 Lb 0 Lb B 7683 Lb 5017 Lb 12700 Lb 0 Lb Center Span Uniform Loading Live Load Dead Load Self Weiaht Total Load W 160 PIf 60 Plf 28 PIf 248 PIf Center Span 21 ft Trapezoidal Loading Left LL Left DL Riaht LL Right DL Load Start Load End TR1 450 PIf 406 Plf 450 PIf 406 Plf 11 Ft 21 Ft TR2 0 PIf 0 Plf 240 PIf 90 Plf 0 Ft 5.5 Ft Point Loading Live Load Dead Load Location P1 2747 Lb 1068 Lb 5.5 Ft P2 3321 Lb 1291 Lb 11 Ft IR. Uniformly Loaded Floor Beamf 2000 International Building Code (97 NDS) I Ver 6.00.8 By Bo Robinson Suntel Home design on: 04-19 -2006 419:58 PM Project: WAVERLY Location: Beam Nr 6 at grt rm ceiling Summary* 5.5 IN x 9.5 IN x 12.5 FT #2 Douglas Fir-Larch Dry Use Section Adequate By 18.6% Controlling Factor Section Modulus Deflections: Dead Load: Live Load: Total Load: Reactions (Each End): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only support capacity not checke Beam Data: Span: Unbraced Length -Top of Beam: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Floor Loading: Floor Live Load -Side One: LL1= 40.0 PSF Floor Dead Load -Side One: DL1= 15 0 PSF Tributary Width -Side One: TW1= 3.5 FT Floor Live Load -Side Two: 1.12= 40.0 PSF Floor Dead Load -Side Two: DL2= 15.0 PSF Tributary Width -Side Two: TW2= 1.0 FT Live Load Duration Factor Cd= 1.00 Wall Load: WALL= 0 PLF Beam Loading: Beam Total Live Load: wL= 180 PLF Beam Self Weight: BSW= 13 PLF Beam Total Dead Load: wD= 80 PLF Total Maximum Load: wT= 260 PLF Properties For #2 Douglas Fir -Larch Bending Stress: Fb= 875 PSI Shear Stress: Fv= 85 PSI Modulus of Elasticity' E= 1300000 PSI Stress Perpendicular to Grain: Fc .perp= 625 PSI Adjusted Properties Fb' (Tension) Fb'= 874 PSI Adjustment Factors: Cd =1 00 CI =1 00 Cf=1.00 Fv' Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: 6.25 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 69 75 IN3 S= 82.73 INS Area (Shear). Area= 25.25 IN2 A= 52.25 IN2 Moment of Inertia (Deflection): lreq= 182.51 IN4 1= 392.96 1N4 I Depth Required 8.72 in d) DLD= 0.09 IN LLD= 0.19 IN L/775 TLD= 0.28 IN =1/536 LL -Rxn= 1125 LB DL -Rxn= 501 LB TL -Rxn= 1626 LB BL= 0 47 IN L= 12.5 FT Lu= 1.33 FT U 360 U 240 Fv'= 85 PSI M= 5082 FT -LB V= 1431 LB 14 Uniformly Loaded Floor Beam[ 2000 International Building Code (97 NDS) j Ver 6.00.8 By Bo Robinson Suntel Home design on: 04-19 -2006 Project: WAVERLY Location: Beam Nr 6 at grt rm ceiling Summary 5.5 IN x 9.5 IN x 12.5 FT 1 #2 Douglas Fir -Larch Dry Use Section Adequate Bv 18.6% Controlling Factor Section Modulus I Depth Required 8 72 In LOADING DIAGRAM Reactions Live Load Dead Load Total Load Witt Load A 1125 Lb 501 Lb 1626 Lb 0 Lb B 1125 Lb 501 Lb 1626 Lb 0 Lb Span Uniform Loading Live Load Dead Load Self Weight Total Load W 180 PIf 68 PIf 13 PIf 260 PIf W Span 12.5 ft 1)J Multi -Span Roof Beamf 2000 International Building Code (97 NDS)1 Ver 6.00.8 By Bo Robinson Suntel Home design on: 04 -19 -2006 419:54 PM Project: WAVERLY Location: Beam Nr 7 Br wndw hdr Summary 3.125 IN x 10.5 IN x 5.5 FT 24F V4 Visually Graded Western Species Dry Use Section Adequate By 50.3% Controlling Factor Area I Depth Required 7 16 In Center Span Deflections. Dead Load: Live Load: Total Load: Camber Required: Center Span Left End Reactions (Support A) Live Load: Dead Load: Total Load: Bearing Length Required (Beam only Center Span Right End Reactions (Support B). Live Load: Dead Load: Total Load: Bearing Length Required (Beam only Beam Data: Center Span Length: Center Span Unbraced Length -Top of Beam: Center Span Unbraced Length Bottom of Beam: Live Load Duration Factor Pitch Of Roof: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Camber Adjustment Factor Center Span Loading: Uniform Load: Roof Live Load: Roof Dead Load: Roof Tributary Width Side One Roof Tributary Width Side Two: Beam Self Weight: Wall Load: Total Live Load: Total Dead Load (Adjusted for Roof Pitch): Total Load: Point Load Live Load: Dead Load: Location (From left end of span) Properties For 24F -V4- Visually Graded Western Species Bending Stress. Shear Stress: Modulus of Elasticity Stress Perpendicular to Grain: Bending Stress of Comp. Face in Tension: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd =1 15 C1 =0.99 Fv' Adjustment Factors: Cd =1 15 Design Requirements: Controlling Moment: 2.035 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear At a distance d from left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment) Area (Shear) Moment of Inertia (Deflection)• support capacity not checked)• support capacity not checked): DLD- Center= LLD Center= TLD- Center= C= LL- Rxn -A= DL- Rxn -A= TL- Rxn -A= BL A= LL- Rxn -B= DL- Rxn -B= TL- Rxn -B= BL -B= L2= Lu2 Top= Lu2 Bottom= Cd= RP= U L/ CAF= RLL 2= RDL -2= Trib -1 -2= Trib -2 -2= BSW= Wall -2= wL -2= wD -2= wT -2= PL -2= PD -2= X -2= Fb= Fv= Ex= Ey= Fc peril= Fb_cpr= Fb'= Fv'= M= V= Sreq= S= Areq= A= Ireq= 1= 0.02 IN 0.03 IN U2025 0.06 IN L/1199 0.03 IN 2214 LB 1527 LB 3741 LB 1.84 IN 1736 LB 1203 LB 2939 LB 1 45 IN 5.5 FT 2.0 FT 5.5 FT 1 15 0 12 360 240 1.5 X DLD 25.0 PSF 17.0 PSF 14.5 FT 1.5 FT 8 PLF 0 PLF 400 PLF 272 PLF 680 PLF 1750 LB 1190 LB 2.0 FT 2400 PS 190 PS 1800000 PS 1600000 PS 650 PS 1200 PS 2739 PS 219 PS 6102 FT -LB 3180 LB 26.73 57 42 21 83 32.81 60.36 301 46 N3 N3 N2 N2 N4 N4 Mufti -Span Roof Beam[ 2000 International Building Code (97 NDS) Ver 6.00.8 By Bo Robinson Suntel Home design on: 04-19 -2006 Project: WAVERLY Location: Beam Nr 7 Br wndw hdr Summary 3.125 IN x 10.5 IN x 5.5 FT 24F V4 Visually Graded Western Species Dry Use Section Adequate Br 50.3% Controlling Factor: Area Depth Required 716 In LOADING DIAGRAM Reactions Live Load Dead Load Total Load Uolift Load A 2214 Lb 1527 Lb 3741 Lb 0 Lb B 1736 Lb 1203 Lb 2939 Lb 0 Lb Center Span Uniform Loading Live Load Dead Load Self Weight Total Load W 400 PIf 272 PIf 8 PIf 680 PIf Point Loading Live Load Dead Load Location P1 1750 Lb 1190 Lb 2 Ft P1 w Center Span 5.5 ft Uniformly Loaded Floor Beamf 2000 International Building Code (97 NDS) I Ver 6.00.8 By Bo Robinson Suntel Home design on: 04-19 -2006 419:51 PM Project: WAVERLY Location. Beam Nr 8 at foyer ceiling Summary 3.125 IN x 9.0 IN x 10.5 FT 24F V4 Visually Graded Western Species Dry Use Section Adequate By 106.4% Controlling Factor Section Modulus I Depth Required 7.05 In Deflections: Dead Load: DLD= 0.07 IN Live Load: LLD= 0.17 IN =1/750 Total Load: TLD= 0.24 IN U533 Reactions (Each End): Live Load: LL -Rxn= 1103 LB Dead Load: DL -Rxn= 449 LB Total Load: TL -Rxn= 1552 LB Bearing Length Required (Beam only support capacity not checked) BL= 0 76 IN Camber Regd. C= 0.10 IN Beam Data: Span: L= 10.5 FT Unbraced Length -Top of Beam: Lu= 1.33 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Camber Adjustment Factor CAF= L5 X DLD Floor Loading: Floor Live Load -Side One: LL1= 40.0 PSF Floor Dead Load -Side One: DL1= 15.0 PSF Tributary Width -Side One: TW1= 5.25 FT Floor Live Load -Side Two L12= 40 0 PSF Floor Dead Load -Side Two: D12= 15.0 PSF Tributary Width -Side Two: TW2= 0.0 FT Live Load Duration Factor Cd= 1.00 Wall Load: WALL= 0 PLF Beam Loading: Beam Total Live Load: wL= 210 PLF Beam Self Weight: BSW= 7 PLF Beam Total Dead Load: wD= 86 PLF Total Maximum Load: wT= 296 PLF Properties For 24F V4- Visually Graded Western Species Bending Stress: Fb= 2400 PS Shear Stress: Fv= 190 PS Modulus of Elasticity Ex= 1800000 PS Ey= 1600000 PS Stress Perpendicular to Grain: Fc peril= 650 PS Bending Stress of Comp. Face in Tension: Fb_cpr= 1200 PS Adjusted Properties Fb' (Tension) Fb'= 2392 PS Adjustment Factors: Cd =1.00 CI =1.00 Ft' Fv'= 190 PS Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 4074 FT -LB 5.25 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear V= 1335 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections. Section Modulus (Moment): Sreq= 20 44 IN3 S= 42.19 IN3 Area (Shear) Areq= 10.54 IN2 A= 2$.13 1N2 Moment of Inertia (Deflection) Ireq= 91 15 IN4 1= 189.84 IN4 I� Uniformly Loaded Floor Beam[ 2000 International Building Code (97 NDS) Ver 6.00.8 By Bo Robinson Suntel Home design on: 04-19 -2006 Project: WAVERLY Location: Beam Nr 8 at foyer ceiling Summary 3.125 IN x 9.0 IN x 10.5 FT 24F V4 Visually Graded Western Species Dry Use Section Adequate By 106 4% Controlling Factor Section Modulus Depth Required 7.05 In LOADING DIAGRAM Reactions Live Load Dead Load Total Load Uplift Load A 1102 Lb 449 Lb 1552 Lb 0 Lb B 1102 Lb 449 Lb 1552 Lb 0 Lb Span Uniform Loading Live Load Dead Load Self Weight Total Load W 210 PIf 79 PIf 7 PIf 296 PIf 1/ Uniformly Loaded Floor Beam( 2000 International Building Code (97 NDS) Ver 6.00.8 By Bo Robinson Suntel Home design on: 04-19 -2006 4 PM Project: WAVERLY Location: Beam Nr 9 at foyer ceiling Summary 5 125 IN x 9.0 IN x 7.0 FT 24F V4 Visually Graded Western Species Dry Use Section Adequate By 465.9% Controlling Factor Area Depth Required 4.28 In Deflections: Dead Load: DLD= 0.01 Live Load: LLD= 0 03 Total Load: TLD= 0.04 Reactions (Each End) Live Load: LL -Rxn= 910 Dead Load: DL -Rxn= 380 Total Load: TL -Rxn= 1290 Bearing Length Required (Beam only support capacity not checked) BL= 0.39 Camber Regd. C= 0.02 Beam Data: Span: L= 7 0 Unbraced Length -Top of Beam: Lu= 1.33 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Camber Adjustment Factor CAF= 1.5 Floor Loading: Floor Live Load -Side One. LL1= 40 0 Floor Dead Load -Side One: DL1= 15.0 Tributary Width -Side One TW1= 6.5 Floor Live Load -Side Two LL2= 40.0 Floor Dead Load -Side Two: DL2= 15.0 Tributary Width -Side Two TVV2= 0 0 Live Load Duration Factor Cd= 1.00 Wall Load: WALL= 0 Beam Loading: Beam Total Live Load: wL= 260 Beam Self Weight: BSW= 11 Beam Total Dead Load: wD= 109 Total Maximum Load: wT= 369 Properties For 24F V4- Visually Graded Western Species Bending Stress: Fb= 2400 PS Shear Stress: Fv= 190 PS Modulus of Elasticity Ex= 1800000 PS Ey= 1600000 PS Stress Perpendicular to Grain: Fc perp= 650 PS Bending Stress of Comp. Face in Tension: Fb cpr- 1200 PS Adjusted Properties Fb' (Tension) Fb'= 2397 PS Adjustment Factors: Cd =1.00 CI =1.00 Fv' Fv'= 190 PS Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 3.5 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear V= 1032 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment). Area (Shear). Moment of Inertia (Deflection) IN IN U3352 IN U2364 LB LB LB IN IN FT FT X DLD PSF PSF FT PSF PSF FT PLF PLF PLF PLF PLF 2258 FT -LB Sreq= 11.31 IN3 S= 69 19 IN3 Areq= 815 IN2 A= 46 13 1N2 Ireq= 33 44 IN4 I= 311.34 IN4 '�D Uniformly Loaded Floor Beam[ 2000 International Building Code (97 NDS) j Ver 6 00.8 By Bo Robinson Suntet Home design on: 04-19 -2006 Project: WAVERLY Location: Beam Nr 9 at foyer ceiling Summary 5 125 IN x 9.0 IN x 7 0 FT 24F V4 Visually Graded Western Species Dry Use Section Adequate By 465.9% Controlling Factor: Area Depth Required 4.28 In LOADING DIAGRAM Reactions Live Load Dead Load Total Load Uplift Load A 910 Lb 380 Lb 1290 Lb 0 Lb B 910 Lb 380 Lb 1290 Lb 0 Lb Son Uniform Loading Live Load Dead Load Self Weight Total Load 1N 260 PIf 98 Plf 11 PIf 369 PIf "t Span 7 ft z l Multi -Span Roof Beam' 2000 International Building Code (97 NDS)1 Ver 6.00.8 By Bo Robinson Suntel Home design on: 04 -19 -2006 4:19:44 PM Project: WAVERLY Location: Beam Nr 10 at foyer ceiling Summary 5.125 IN x 9.0 IN x 9.5 FT 24F V4 Visually Graded Western Species Dry Use Section Adequate By 55.3% Controlling Factor Section Modulus I Depth Required 7.68 In Center Span Deflections. Dead Load: DLD- Center— 0.12 Live Load: LLD Center— 0.18 Total Load: TLD- Center= 0.30 Camber Required: C= 0.17 Center Span Left End Reactions (Support A). Live Load: LL- Rxn -A= 2306 Dead Load: DL- Rxn -A= 1546 Total Load: TL- Rxn -A= 3852 Bearing Length Required (Beam only support capacity not checked): BL -A= 1 16 Center Span Right End Reactions (Support B) Live Load: LL- Rxn -B= 2641 Dead Load: DL- Rxn-B= 1686 Total Load: TL- Rxn -B= 4327 Bearing Length Required (Beam only support capacity not checked). BL -B= 1.30 Beam Data: Center Span Length: L2= 9.5 Center Span Unbraced Length -Top of Beam: Lug Top= 1.33 Center Span Unbraced Length Bottom of Beam: Lug- Bottom= 9.5 Live Load Duration Factor Cd= 1 15 Pitch Of Root RP= 0 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria. U 240 Camber Adjustment Factor CAF= 1.5 Center Span Loading: Uniform Load: Roof Live Load: RLL -2= 25.0 Roof Dead Load: RDL 2= 17.0 Roof Tributary Width Side One: Trib -1 -2= 14.0 Roof Tributary Width Side Two: Trib -2 -2= 3.0 Beam Self Weight: BSW= 11 Wall Load: Wall -2= 0 Total Live Load: wL -2= 425 Total Dead Load (Adjusted for Roof Pitch): wD -2= 289 Total Load: wT -2= 725 Point Load Live Load: PL -2= 910 Dead Load: PD -2= 380 Location (From left end of span): X -2= 6.5 Properties For 24F -V4- Visually Graded Western Species Bending Stress: Fb= 2400 Shear Stress: Fv= 190 Modulus of Elasticity Ex= 1800000 Ey= 1600000 Stress Perpendicular to Grain: Fc perp= 650 Bending Stress of Comp. Face in Tension: Fb_cpr 1200 Adjusted Properties Fb' (Tension): Fb'= 2756 Adjustment'=acnrs: Cd =1 15 Cl =1.00 Fv' Fv'= 219 Adjustment Factors: Cd =1 15 Design Requirement: Controlling io4 lent: M= 5.32 F 'Tom left support of span 2 (Center Span) Critical moment c.°eated by combining all dead loads and live loads on span(s) 2 Controlling Shear V= At a distance d from right support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 44.55 S= 69 19 Area (Shear) Areq 26.40 A= 46.13 Moment of Inertia (Deflection): Ireq= 193 75 1= 311 34 IN IN U633 IN L/386 IN LB LB LB IN LB LB LB IN FT FT FT 12 X DLD PSF PSF FT FT PLF PLF PLF PLF PLF LB LB FT PS PS PS PS PS PS PS PS 10231 FT -LB 3845 LB N3 N3 N2 N2 N4 N4 Multi -Span Roof Beam[ 2000 International Building Code (97 NDS) J Ver 6.00.8 By Bo Robinson Suntel Home design on: 04-19 -2006 Project: WAVERLY Location: Beam Nr 10 at foyer ceiling Summary 5.125 IN x 9.0 IN x 9.5 FT 24F -V4 Visually Graded Western Species Dry Use Section Adequate By 55.3% Controlling Factor Section Modulus Depth Required 7 68 In LOADING DIAGRAM k Reactions Live Load Dead Load Total Load Uplift Load A 2306 Lb 1546 Lb 3852 Lb 0 Lb B 2641 Lb 1686 Lb 4327 Lb 0 Lb Center Swan Uniform Loading Live Load Dead Load Self Weight Total Load W 425 PIf 289 PIf 11 PIf 725 PIf Point Loading Live Load Dead Load Location P1 910 Lb 380 Lb 6.5 Ft Center Span 9.5 ft Multi- Loaded Beam! 2000 International Building Code (97 NDS)1 Ver 6.00.8 By Bo Robinson Suntel Dome design on: 04 -19 -2006 419 PM Project: WAVERLY Location: Beam Nr 11 rafters at dormer Summary 3 1.5 IN x 9.25 IN x 10.0 FT #2 Douglas Fir -Larch Dry Use Section Adequate By 40.6% Controlling Factor Section Modulus Depth Laminations are to be fully connected to provide uniform transfer of loads Center Span Deflections: Dead Load: Live Load: Total Load: Center Span Left End Reactions (Support A) Live Load: Dead Load: Total Load: Bearing Length Required (Beam only support capacity not checked): Center Span Right End Reactions (Support B): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only support capacity not checked): Beam Data: Center Span Length: Center Span Unbraced Length -Top of Beam: Center Span Unbraced Length Bottom of Beam: Live Load Duration Factor Live Load Deflect. Criteria: Total Load Deflect. Criteria: Center Span Loading: Uniform Load: Live Load: Dead Load: Beam Self Weight: Total Load: Point Load 1 Live Load: Dead Load: Location (From left end of span): Trapezoidal Load 1 Left Live Load: Left Dead Load: Right Live Load: Right Dead Load: Load Start: Load End: Load Length: Properties For #2- Douglas Fir -Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity E= Stress Perpendicular to Grain: Fc_perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd =1 00 CI =1.00 Cf=1 10 Cr=1 15 Fv' Fv'= Adjustment Factors: Cd =1 00 Design Requirements: Controlling Moment: M= 5.0 Ft from left support of span 2 (Center Span) Critical moment created byy combining all dead loads and live loads on span(s) 2 Controlling Shear V= At a distance d from right support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment) Sreq= S= Area (Shear): Areq= A= Moment of Inertia (Deflection) free= I= Required 7.8 In to all members DLD- Center= LLD Center= TLD- Center= LL- Rxn -A= DL- Rxn -A= TL- Rxn -A= BL -A= LL- Rxn -B= DL- Rxn -B= TL- Rxn -B= BL -B= L2= Lug -Top= Lu2- Bottom= Cd= L/ L/ wL -2= wD -2= BSW= wT -2= PL1 -2= PD1 -2= X1 -2= TRL- Left -1 -2= TRD- Left-1 -2= TRL Right -1 -2= TRD- Right -1-2= A -1 -2= B -1 -2= C -1 -2= 0.06 0.08 0.14 624 LB 476 LB 1100 LB 0.39 IN 749 LB 561 LB 1310 LB 0.47 IN 10.0 FT 2.0 FT 10 0 FT 1.00 360 240 50 PLF 34 PLF 10 PLF 94 PLF 623 LB 425 LB 5.0 FT 50 PLF 34 PLF 50 PLF 34 PLF 5.0 FT 10.0 FT 5.0 FT 900 PSI 95 PSI 1600000 PSI 625 PSI 1136 PSI 45.64 N3 64 17 N3 18.71 N2 41.63 N2 85 43 N4 296.79 N4 IN IN U1450 IN L1834 95 PSI 4321 FT -LB 1185 LB a4- Multi- Loaded Beam[ 2000 International Building Code (97 NDS) j Ver 6 00.8 By Bo Robinson Suntel Home design on: 04 -19 -2006 Project: WAVERLY Location: Beam Nr 11 rafters at dormer Summary (3) 1.5 IN x 925 IN x 10.0 FT #2 Douglas Fir -Larch Dry Use Section Adequate By 40.6% Controlling Factor Section Modulus Depth Required 7.8 In LOADING DIAGRAM Reactions Live Load Dead Load Total Load Uplift Load A 624 Lb 476 Lb 1100 Lb 0 Lb B 749 Lb 561 Lb 1310 Lb 0 Lb Center Span Uniform Loading Live Load Dead Load Self Weight Total Load W 50 PIf 34 PIf 10 PIf 94 PIf Point Loading Live Load Dead Load Location P1 623 Lb 425 Lb 5 Ft P1 A f Center Span =10 ft Trapezoidal Loading Left LL Left DL Right LL Riaht DL Load Start Load End TR1 50 PIf 34 PIf 50 PIf 34 PIf 5 Ft 10 Ft �I B Multi- Loaded Beam( 2000 International Building Code (97 NDS)1 Ver 6.00.8 By Bo Robinson Suntel Home design on: 04 -19 -2006 4 PM Project: WAVERLY Location: Beam Nr 12 at bonus rm ridge Summary 3.125 IN x 15.0 IN x 20.0 FT 24F V4 Visually Graded Western Species Section Adequate By 8.8% Controlling Factor Moment of Inertia Depth Center Span Deflections: Dead Load: Live Load: Total Load: Camber Required: Center Span Left End Reactions (Support A) Live Load: Dead Load: Total Load: Bearing Length Required (Beam only Center Span Right End Reactions (Support B): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only support capacity not checked) Beam Data: Center Span Length: Center Span Unbraced Length -Top of Beam: Center Span Unbraced Length -Bottom of Beam: Live Load Duration Factor Live Load Deflect. Criteria: Total Load Deflect. Criteria: Center Span Loading: Uniform Load: Live Load: Dead Load: Beam Self Weight: Total Load: Point Load 1 Live Load: Dead Load: Location (From left end of span): Point Load 2 Live Load: Dead Load: Location (From left end of span): Trapezoidal Load 1 Left Live Load: Left Dead Load: Right Live Load: Right Dead Load: Load Start: Load End: Load Length: Trapezoidal Load 2 Left Live Load: Left Dead Load: Right Live Load: Right Dead Load: Load Start: Load End: Load Length: Trapezoidal Load 3 Left Live Load: Left Dead Load: Right Live Load: Right Dead Load: Load Start: Load End: Load Length: Properties For 24F -V4- Visually Graded Western Species Bending Stress: Shear Stress: Modulus of Elasticity' Stress Perpendicular to Grain: Bending Stress of Comp. Face in Tension: Adjusted Properties Fb' (Tension) Adjustment Factors: Cd =1.00 C1 =0.99 Fv' Ardisistmant Fartorn Cd =1 00 support capacity not checked): Dry Use Required 14.58 In DLD- Center= LLD Center= TLD- Center= C= LL- Rxn -A= DL- Rxn -A= TL- Rxn -A= BL -A= LL- Rxn -B= DL- Rxn -B= TL- Rxn -B= BL -B= L2= Lu2 Top= Lu2 Bottom= Cd= U L/ wL -2= wD -2= BSW= wT 2= PL1 -2= PD1 -2= X1 -2= PL2 -2= PD2 -2= X2 -2= TRL- Left-1 -2= TRD- Left -1 -2= TRL Right -1 -2= TRD -Right 1 -2= A-1-2= B-1 -2= C -1 -2= TRL Left -2 -2= TRD Left-2 -2= TRL Right -2 -2= TRD- Right -2 -2= A -2 -2= 8-2-2= C -2 -2= TRL Left-3 -2= TRD- Left -3-2= TRL -Right 3 -2= TRD Right -3-2= A -3 -2= B -3-2= C -3 -2= Fb= Fv= Ex= Ey= Fc pero= Fb_cpr= Fb'= 0.40 0.52 0.92 0.59 2252 LB 1698 LB 3950 LB 1.94 IN 2252 LB 1698 LB 3950 LB 1.94 IN 20.0 FT 2.0 FT 20.0 FT 1.00 360 240 0 PLF 0 PLF 11 PLF 11 PLF 624 LB 476 LB 6.0 FT 624 LB 476 LB 14.0 FT 188 PLF 128 PLF 188 PLF 128 PLF 0.0 FT 6.0 FT 6.0 FT 125 PLF 85 PLF 125 PLF 85 PLF 60 FT 14 0 FT 8.0 FT 188 PLF 128 PLF 188 PLF 128 PLF 140 FT 20 0 FT 6.0 FT 2400 PS 190 PS 1800000 PS 1600000 PS 650 PS 1200 PS 2377 PS Fv'= 190 PS IN IN U459 IN =U261 IN Page: 2 Multi- Loaded Beamf 2000 International Building Code (97 NDS) 1 Ver 6.00.8 By Bo Robinson Suntel Home design on: 04 -19 -2006 4 19:37 PM Project: WAVERLY Location: Beam Nr 12 at bonus rm ridge Controlling Moment: M= 10.0 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear V= At a distance d from right support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 98.85 S= 117 19 Area (Shear): Areq= 28.08 A= 46.88 Moment of Inertia (Deflection) Ireq= 807.56 1= 878.91 19578 FT -LB 3557 LB N3 N3 N2 N2 N4 N4 Multi- Loaded Beam[ 2000 International Building Code (97 NDS) Ver 6.00 8 By Bo Robinson Suntel Home design on: 04 -19 -2006 Project: WAVERLY Location: Beam Nr 12 at bonus rm ridge Summary' 3.125 IN x 15.0 IN x 20 0 FT 24F -V4 Visually Graded Western Species Dry Use Section Adequate Br 8.8% Controlling Factor Moment of Inertia Depth Required 14.58 In LOADING DIAGRAM Reactions Live Load Dead Load Total Load Uplift Load A 2252 Lb 1698 Lb 3950 Lb 0 Lb B 2252 Lb 1698 Lb 3950 Lb 0 Lb Center Span Uniform Loading Live Load Dead Load Self Weight Total Load W 0 PIf 0 PIf 11 PIf 11 PIf Point Loading Live Load Dead Load Location P1 624 Lb 476 Lb 6 Ft P2 624 Lb 476 Lb 14 Ft P1 P2 Center Span 20 ft Trapezoidal Loading Left LL Left DL Riaht LL Riaht DL Load Start Load End TR1 188 PIf 128 Plf 188 PIf 128 PIf 0 Ft 6 Ft TR2 125 PIf 85 PIf 125 PIf 85 PIf 6 Ft 14 Ft TR3 188 PIf 128 PIf 188 PIf 128 PIf 14 Ft 20 Ft B Footing Design f 2003 International Residential Code (01 NDS) 1 Ver 6 00 62 By' Jim Mei Suntel Home Design, Inc. on: 05 -17 2004 10:08.12 AM Protect: Typical Footing Schedule Location Footing B Footing to 12.5Kps Summary' Footing Size: 3 16 FT x 3.16 FT x 12.00 IN Reinforcement: #4 Bars 7 00 IN 0 C. E/W (5) min. Footing Loads Live Load' Dead Load: Total Load: Ultimate Factored Load Footing Properties. Allowable Soil Bearing Pressure. Concrete Compressive Strength. Reinforcing Steel Yield Strength. Concrete Reinforcement Cover Footing Size. Width: Length: Depth. Effective Depth to Top Layer of Steel: Column and Baseplate Size: Column Type. Column Width: Column Depth. Bearing Calculations: Ultimate Bearing Pressure: Effective Allowable Soil Bearing Pressure: Required Footing Area. Area Provided: Baseplate Bearing: Bearing Required: Allowable Bearing: Beam Shear Calculations (One Way Shear) Beam Shear Allowable Beam Shear Punching Shear Calculations (Two way shear) Critical Perimeter Punching Shear Allowable Punching Shear (ACI 11 -35) Allowable Punching Shear (ACI 11 -36) Allowable Punching Shear (ACI 11 -37) Controlling Allowable Punching Shear Bending Calculations: Factored Moment: Nominal Moment Strength: Reinforcement Calculations: Concrete Compressive Block Depth. Steel Required Based on Moment: Minimum Code Required Reinforcement (Shrinkage/Temperature ACI 10.5.4) Controlling Reinforcing Steel: Selected Reinforcement: Reinforcement Area Provided: Development Length Calculations: Development Length Required. Development Length Supplied: PL= P0= PT= Pu= Qs= F'c= Fy= c= W= L= Depth= d= n= Qu= Qe= Areq= A= 0 LB 12500 LB 12500 LB 17500 LB 1500 PSF 2500 PSI 40000 PSI 3.00 IN 3.16 FT 3 16 FT 12.00 IN 8.25 IN (Wood) 6.00 IN 6.00 IN 1252 PSF 1350 PSF 9.26 SF 9.99 SF Bearing= 17500 LB Beating- Allow= 107100 LB Vu1= 4943 LB vc1= 26591 LB, Bo= 57.00 IN/ Vu2= 15029 LB vc2 -a= '119914 LB vc2 -b= 155678 LB vc2 -c= 79943 LB vc2= 79943 LB Mu= 82950 IN -LB Mn= 282828 INL -LB IN IN2 IN2 IN2 a= 0 49 As(1)= 0.28 As(2)= 0.91 As-reqd= 0,91 #4 Bars ©7 00 IN. O C E/W 5) Min. As 0.98 IN2 Ld= 15.00 IN Ld -sup= 15 96 IN e r Footing Design 2003 International Residential Code (01 NDS)1 Ver 6.00.62 Br Jim Mei Suntel Home Design, Inc. on: 05 -17 -2004 10:10:18 AM Project: Typical Footing Schedule Location: Footing C Footing to 151<ps Summary Footing Size: 3.5 FT x 3.5 FT x 12.00 IN Reinforcement: #4 Bars 7.00 IN. 0 C ENV 1(6) min Footing Loads Live Load: Dead Load: Total Load: Ultimate Factored Load: Footing Properties' Allowable Soil Bearing Pressure. Concrete Compressive Strength. Reinforcing Steel Yield Strength* Concrete Reinforcement Cover Footing Size* Width. Length: Depth. Effective Depth to Top Layer of Steel. Column and Baseplate Size. Column Type: Column Width. Column Depth: Bearing Calculations: Ultimate Bearing Pressure: Effective Allowable Soil Bearing Pressure: Required Footing Area: Area Provided: Baseplate Bearing: Bearing Required: Allowable Bearing: Beam Shear Calculations (One Way Shear) Beam Shear Allowable Beam Shear Punching Shear Calculations (Two way shear) Critical Perimeter Punching Shear Allowable Punching Shear (ACI 11 -35). Allowable Punching Shear (AC1 11 -36) Allowable Punching Shear (ACI 11 37). Controlling Allowable Punching Shear Bending Calculations Factored Moment: Nominal Moment Strength: Reinforcement Calculations. Concrete Compressive Block Depth: Steel Required Based on Moment: Minimum Code Required Reinforcement (Shrinkage/Temperature ACI -10.5 4) Controlling Reinforcing Steel: Selected Reinforcement: Reinforcement Area Provided: Development Length Calculations: Development Length Required: Development Length Supplied. e, PL= PD= PT= Pu= Qs= c= Fy= c= W= L= Depth= d= m= n= Qu= Qe= Areq= A= Bearing= Bearing- Allow= Bo= Vu2= vc2 -a= vc2 -b= vc2 -c= vc2= 0 LB 15000 LB 15000 LB 21000 LB 1500 PSF 2500 PSI 40000 PSI 3.00 IN 3.5 FT 3.5 FT 12 00 IN 8.2,5 IN (Wood) 6 00 IN 8 00 IN 1224 PSF 1350 PSF 11 11 SF 12.25 SF 21000 LB 142800 LB Vu1= 6375 LB vc1= 25453 LB 61 00 IN 18243 LB 106941 LB 158483 LB 85553 LB 85553 LB Mu= 110250 IN -LB Mn= 338532 IN -LB a= 0.53 IN As(1)= 0 38 IN2 As(2)= 101 IN2 As -reed= 101 IN2 #4 Bars 7 00 IN. O C E/W (6) Min. As= 1 18 IN2 Ld= 15.00 IN Ld -sup 18 00 IN