The URL can be used to link to this page

Home My WebLink About119 Juniper Ln Technical - BuildingTECHNICAL Permit O?30 Address 9 ur Lan(' Project description New S t` n q Ie �ti Resc er ce, J Date the permit was finaled 01 09 Number of technical pages 53 5 Ca cs PLAT #3695 FOR Suntel Home Design return for payment of a one -time fee, FAE eueitz Architecture Engineering, L.L.C. grants you a limited license to use the Analysis to construct one single house at the address shown below This lateral analysis is not to be used for any master plan approval process. Site Location Lot #13, 119 Juniper Ln. Port Angeles, WA Copyright: #10117 NOTICE. If the Building Department accepts the Analysis without an engineer" "wet- stamp" seal signed with red ink or for different site location than shown above, th agreed that such Building Department accepts total liability out of or in connection with Analysis. CALCULATIONS SHEAR SHEET, L -SHEET VALID ONLY WITH ORIGINAL STAMP HERE AND DIGITAL STAMP ON PLANS AND CAN NOT BE USED AFTER September 2008 ENGINEERING L.L C w 143 Phone: (503) 533 -5100 Fax. (503) 646 -3777 E -mail. fae- engmeeringsupport@comcast.net FEB 25 -2008 09 21A FROM FULLER A E FAE eFfille/s. Architecture Engineering, L.L.C. LIABILITY LIMITATIONS IIA7ERAII ANAIJYSIS OWNERSHIP OF DOCUMENTS 5036463777 TO 5036240155 P 5 Project. Waverly By RF Sheet No File #3695- 100D -D2 WA Date. 2/2008 Client: Suntel Home Design Job No 7342 ANALYZE BULL LNG FOR ONI. Y WIND SEISMIC FORCES according to the 2006 INTERNATIONAL BUILDING CODE WIND ANALYSIS FOR EXPOSURE D' 100 MPH (3 -sec Gust) SEISMIC ANALYSIS FOR CATEGORY D2 FAE e U Architecture Engineering, L.L.0 ("FAE") 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 FAE for items beyond that shown on these sheets. No construction observations nor soils investigations performed by FAE. INDEMNIFICATIONS BY BUILDING DEPARTMENT Building Department agrees to defend, indemnify and hold harmless FAE from any loss, costs, damage, expense, including attorney fees upon trial or appeal for liability arising out of or in connection with FAE's Analysis unless Analysis is used for specific site location shown on cover pane and contains an orizinal engineer's "wet stamp seal sinned with red -ink (no photocopy allowed). All documents produced by FAE shall remain the property of FAE and shall not be used unless accompanied by an original engineer's wet stamp issu !d from FAE FEB -25 -2008 09 22A FROM FULLER A E. FAE Architecture Engineering, 1:.1 C SPACE ROOF SHTHG FASTENERS AT 6" O.C. AT ALL INTERMEDIATE FRAMING MEMBERS EACH 811DE CP EACH RIDGE, HIP, AND WITHIN A 5' -0• WIDE NAILING ZONE AROUND THE ENTIRE PERIMETER OF THE HOUSE (NAILMG ZONE WIDTH STARTS AT EDGE OF ROOF) Project. Waverly .By RF Sheet No File #3695- 10OD -D2 WA. Date 2/2008 Client: Suntel Horne Design Job No 7342 6 E) TEN 614EAFWI4L L. TC RD ]F eWENT 4Wk1, 5036463777 TO 5036240155 P 6 J 1 1 1 1 1 1 1 1 1 1 r FASTEN EA TRUSS TO TOP WALL PLATE W/ SIMP "HI 4 EA STUD TO TOP WALL W! SIMP "OFT I I 1 •y 1 1 I I i t I 1 1 1 l I• 1 1 ,pD°2 °_OCQ P_A' MSTC40 A. mpg OP PORCH. FASTEN REAM TO SOLID WALL BLOCKING CI.IMNEY DESIGNED B1 OTHERS FEB-25 -2008 09 22A FROM FULLER A E FAE �t�t4t/ Architecture Engineering, 1 1 C EMEND WEANING OUT TO PERIMETER WALLS DELOW II II 0 II II llI II II 5036463777 TO 503E240155 P 7 Project Waverly By RF Sheet No File #3695- 100D -D2 WA Date 2/2008 Client. Suntel Home Design Job No 7342 1 (OPEN .a..1 TO AE8ONE) u 1 r` BEE DETAIL '9 1L-.� ERTE1.117READERZIGEI� EIDWAL_L6 R 0 1 r riZa EM 1 n r\74 _QQ T�� 3 MIN.) WIDTH bxb w/ ECC46 SEE DETAIL ►26 `4. 6EE DETAIL •25 FEB-25-2008 89 22A FROM FULLER A E 5836463777 TO 5036240155 P 8 FAE egale/te Architecture EngineetIng, L.1. C 03 I LJ L_ 1_ L F r1FTAtt Project: Waverly File 13695-100D-D2 WA Client: &Intel Horne Design 1 1 g 4> it ALAS L ti W<MJC*IL 7retaJliiktr L I I 1 I L I I I I J By FT Sheet No Date 2/2008 Job No 7342 FEB -25 -2008 09 23A FROM FULLER A E FAE egale/e/ Project: Waverly By RF Sheet No File #3695- 100D -D2 WA Date 2/2008 `7l Architecture Engineering, L.L.0 Client: Suntel Home Design Job No 7342 WIND ANALYSIS USING 2006 IBC SIMPLIFIED WIND METHOD Data. W Total Wind Force Y x Ix P x A Reference 2006 IBC Figure 1609 6.2.1 Y =161 I• =1 FRONT REAR WALLS SIDE WALLS Zone Il:orizontal Pressure A Pa 17 8 psf B Pb 12.2 psf C Pc 14.2 psf D Pd• =98 psf W Y I (Pa Aa Pb•Ab Pc Ac Pd Ad) 5036463777 TO 5036240155 P 9 Projected Area Aa 85 Ab• =0 Ac 420 Ad 0 W= 1.2x10 sq ft. sq ft. sq ft. sq ft. pounds Distribute wind force to roof and second -floor level. FRw1 Y I (0 5 Pa Aa 1 0•Pb•Ab 0.5 Pc Ac 1 0•Pd Ad) FRwI 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 Zone Horizontal Pressure Projected Area 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 Ae Pd Ad) W 2.13x 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 FEB -25 -2008 09 23A FROM FULLER A E FAE eFalle/is Architecture Engineering, L.L.0 SEISMIC ANALYSIS USING 2006 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 V A2ndFloor Distribute Seism: Shears 5036463777 TO 5036240155 P 10 Project. Waverly By RF Sheet No File #3695- 100D -D2 WA Date. 2/2008 Client: Suntel Horne Design Job No 7342 1 Le, 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 1,1,p) p 1 Sd E L2 p (Mroof M2) E 1.3 x 10 pounds 1 4•R FRe Mroof E FRe 6 34 x 10 pounds Mroof M2 M2 F2e Mroof M2 F2e 6 69 x 10 pounds FEB -25 -2008 09 23A FROM FULLER A E' if FAE egielk/e/ Architecture Engineering, L.L.0 5036463777 TO 5036240155 P 11 Project. Waverly File #3695- 100D -D2 WA Client: Suntel Home Design By RF Date 2/2008 Job No 7342 Sheet No g�rLe, INVESTIGATE SHEARWALLS USING PERFORATED SHEARWALL DESIGN APPROACH Analyze entire brace wall line as a series of perforated shearwall panels using worst case "maximum opening 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 2006 IBC 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 Li) R1 460 plf x8ft- 110plf x(05x4ft) 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 1414 187# per nail Withdrawal resistance 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 f shear and up lift 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 Tyne "C" shearwall w/ HTT22 holdowns. 16d at 2 1/2" o.c. sole plate nailine and LTP5 clans at 24" o.c FEB -25 -2008 09 23A FROM FULLER A E 503E463777 TO 5038240155 P 12 FAE cFalle/if Architecture Engineering, L.L.C. RI 400' FRe =2950" OLDOUJN Pu 3100' 4 -0' P,S.W. eeciment WALL HEIGHT 8' -0' Project. Waverly File. #3695- 100D -D2 WA Client: Suntel Home Design H/3 2' -5' Pnrrrtralrard ShRAr W811. 1-1/2 214/3 214/6 41-0' 5 -4 I 6 -5' Percent Full-Height Shaathing I Shear Reeletance 4djuetment Factor 10% 1.0 069 70% 10 0 11 30% 10 014 40% I 1.0 011 509: I IA 0.50 60. I 10 083 10% I 10 051 809; I 1.0 0.91 By RF Date. 2/2008 Job No 7342 4 -0' P2.W, Segment ELEVATION OF PERFORATED SNEARLUALL MAXIMUM OPENING HEIGHT RATIO AND HEIGHT 8'-0' 0.53 I 0 43 j 036 0.56 0 45 038 059 045 I 0.42 0b3 053 0 45 061 051 0.50 0.11 0.63 056 0.11 069 I 0.63 0.83 011 I 0.11 v SNEAK' RESISTANCE ADJUSTMENT FACTOR Sheet No �((Q FEB -25 -2008 09 25A FROM FULLER A E FAE Architecture Engineering, L.L.C. INVESTIGATE UPPER FLOOR SHEARWALLS. Line "A" Rear Walls Line "C" Front Walls: Project. Waverly By RF Sheet No File #3695- 100D -D2 WA Date 2/2008 Client. Suntel Home Design Job No 7342 1 l �P Summation of full- height walls lengths L 33 ft. Total length of brace wall line TL 48 ft. full- height sheathing S 100 S 68 75 percent TL Diaghragm stress v 0 5 FR v 66 07 plf TL Shearwall stress v 0.5 FR 08L Uplift for shearwall length L1 3 ft. (worst case) Pu v8— .5Wd.L1 —R1 Use Tvoe l 'B Shearwall w/ no holdowns 5036463777 TO 5036240155 P 13 Use Tyne "C" Shearwall w/ MSTC52 holdowns v 120 13 plf Weight Wd 110 plf R1 400 Pu 396 04 pounds Summation of full- height walls lengths L 20 ft. Total length of brace wall Lane TL 19 ft. full height sheathing S 100 S 105.26 percent TL Diaghragm stress v 0.5 TL v 166 92 plf Shearwall stress v 1 75 0 5 FRe v 277 5 plf (Seismic) L Uplift for shearwall. length LI 2 ft. (worst case) Pu =v8 —.5 WdLl —R1 Weight Wd 110 plf R1 400 Pu 1 71 x 10 pounds FEB -25 -2008 09 26R FROM FULLER R E FAE gait/Wet Architecture Engineering, L.L.C. INVESTIGATE UPPER FLOOR SHEARWALLS. Line 1 Walls. Line 2 Walls: I roject. Waverly File #3695- 100D -D2 WA Client: Suntel Home Design Summation of full- height walls lengths L 16 ft. Total length of brace wall line TL 17 ft. full- height sheathing S TL 100 S 94 12 percent Diaghragmn stress v 0.2 FR v 113 82 plf TL Shearwal stress v 0.2 FR L 5036463777 TO 5036240155 P 14 Uplift for shearwall length LI 15 ft. (worst case) Pu•= v8— .5WdLl —R1 Use Tvne "B" Shearwall w/ no holdowns Summation of full height walls lengths Total length of brace wall. line full height sheathing S L 100 TL Diaghragm stress v 0.5 TL Shearwal stress v 0 5 FR L Uplift for shearwall length L1 11 ft. (worst ca. e) Pu•= v12— .5WdL1 —R1 Use Type 'B" Shearwall w/ MSTC40 holdowns By RF Date 2/2008 ,lob No 7342 v 120 93 plf Weight Wd 110 plf Rl 400 Pu 257.53 pounds L 24 ft. TL 27 ft. S 88 89 percent v 179 16 plf Sheet No t�l 1 v 201.56 plf Weight Wd 110 plf Ri 400 Pu 1 41 x 10 pounds FEB -25 -2008 09 26A FROM FULLER A E� FAE e�'� Architecture Engineering, L.L.0 INVESTIGATE UPPER FLOOR SHEARWALLS., Line 3 Walls 5036463777 TO 5036240155 P 15 Project: Waverly By RF Sheet No ile. #3695- 1.00D -D2 WA Date. 2/2008 13/, Client: Suntel Home Design Job No 7342 J1 Lp Summation of full- height walls lengths Total leng 1 of brace wall line full height sheathing S TL 100 FR Diaghragr stress v 0.35 TL Shearwall stress v 0.35 FR 1 Uplift for shearwall length L1 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 FEB -25 -2008 09 26A FROM FULLER A.& E 5036463777 TO 5036240155 P 16 FAE ega&ef Architecture Engineering, L.L.0 INVESTIGATE LOWER FLOOR SHEARWALLS. Rear Walls Line A Front Walls. Line 13 project. Waverly File, #3695- 100D -D2 WA Client. Suntel Horne .Design Summation of full- height walls lengths L 18 ft. Total length of brace wall Tine TL 35 ft. full height sheathing S 100 S 51 43 percent TL F2w1 Diaghragm stress v 0.3 v 51.59 pif TL 0 5 FRw1 0 5 F2w1 Rim/blocking stress v TL v 171.97 pif Seismic Shearwall v 1 75 (0.5 FRe 0 5 F2e) v 633.33 pif stress w/ wall aspect L ratio penalty 0 5 FRe 0 5 F2e Shearwall stress v v 361 9 pif L Uplift for shearwall length L1 2 ft. (worst case) Pu•= v9-- .5WdLI —R1 Tvne "C' Shearwall AND Tvne "D" Shearwall at narrow -width walls w/ HTT22 holdowi Summation of :full height walls lengths L 14 ft. Total length of brace wall line TL 45 ft. full- height sheathing S 100 S 31 11 percent TL F2w1 Diaghragm stress v 0.3 TL v 40 13 pif 05 FRe 0 5 F2e Rim /blocking stress v TL Seismic Shearwall 1 75 (0.5 FRe 0 5 F2e) stress w/ wall aspect v ratio penalty Shearwall stress 0 5 FRe 0.5 F2e v L Uplift for shearwall length L1 2 ft. (worst case) Pu =v9— 5 WdL1 —R1 By RF Date 2/2008 Job No 7342 Weight Wd 110 pif R1 400 Pu 2 75 x 10 pounds v 144 76 pif. v 814.29 pif v 465.31 pif Weight Wd 110 pif R1 400 Pu 3 68 x 10 pounds Use Tvne "E" Shearwall w/ PHD6 holdowns AND Garaue Frame Detail Sheet No l 4��0 FEB -25 -2008 09 26R FROM FULLER R E FAE �a Architecture Engineering, L.L.0 INVESTIGATE LOWER FLOOR SHEARWALLS. Line 1 Line 2 Project Waverly File. #3695- 100D -D2 WA Client: Suntel Home Design Summation of full- height walls lengths L 26 ft. Total length of brace wall line TL 25 ft. full- height sheathing S L 100 S 104 percent TL Diaghragm stress v 0.25 F2w2 v 116.27 plf TL Rim/blocking stress v 0.2 FRw2 0.25 F2w2 v 193 67 plf TL 0.2 FRw2 0.25 F2w2 Shearwall stress v L v 186.22 plf Weight Wd 110 plf Uplift for shearwall length L1 25 ft. (worst case) Rl 400 Pu v 9 5 Wd•L1 RI Pu --99 01 pounds Tvne "B" Shearwalls w/ no holdowns Summation of full- height walls lengths L 25 ft. Total length of brace wall line TL 19 ft. full height sheathing S L 100 S 131 58 percent TL F2w2 Diaghragm stress v 0.25 v 152.99 plf TL, 05 FRw2 +sj.5 F2w2 TL Shearwall stress v 0.5 FRw2 0 5 F2w2 L Rim/blocking stress v Uplift for shearwall length L1 8 (worst case) Pu v 9 5 Wd•L1— R1 5036463777 TO 5036240155 P 17 Type "C" Shearwalls w/ HTT22 holdowns ft. By RF Date 2/2008 Job No 7342 Sheet No. v 560 58 plf v 426 04 plf Weight Wd 110 plf R1 400 Pu 2.99 x 10 pounds FEB -25 -2008 09 26A FROM FULLER A E FAE vsale/s, Project: Waverly By RF Sheet No File #3695 100D -D2 -WA Date. 2/2008 Architecture Engineering, L L:C Client: Suntel Home Design Job No 7342 Line 3 INVESTIGATE LOWER FLOOR SHEARWALLS. Summation of full- height walls lengths L 24 t. Total length of brace wall line TL 28 ft. full height sheathing S L 100 TL S 85 71 percent F2w2 Dtaghragm stress v 0.35 TL v 145 34 plf 0.35 FRw2 0 35 F2w2 Rim/blocking stress v Shearwall stress v 5036463777 TO 5036240155 P 18 TL 035 FRw2 +035 F2w2 v 349 05 plf 0 89 L Uplift for shearwall length L1 11 ft. (worst case) Pu v 9 5 Wd Ll R1 Tvne "C" Shearwalls w/ HTT22 holdowns v 266.27 plf Weight Wd 110 plf Rl 400 Pu 2 14 x 10 pounds Architecture Engineering, Inc .DRAW{NG El El fl 11 El 10 Proj ect. Structural Notes Location. Pacific Northwest 'Copyright 1993 OWNERSHIP OF DOCUMENTS 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 LEGEND 1 NOTES SIMSPON 'Hl' TYPE C3EAA MANGER SIMPSON GLB' TYPE 3L. r 1ANGER DESIGNATES GRID LINE DESIGNATES DETAIL MARK DESIGNATES SHEARWALL TYPE DESIGNATES HOLDOWN TYPE (SEE SHEAR SCHEDULE) PERFORATED SHEARWALL SEE DETAIL #30 DESIGNATES DRAWING NOTE DESIGNATES H.O. LOCATION (APPROXIMATE) SIMPPON '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 (2) STUDS UNDER BEAM CONTINUOUS DOWN TO FOUNDATION. By RF Sheet No Date 1/2007 1 Job No 7000 DOUBLE FLOOR JOISTS. NAIL FLOOR SHEATHING TO EACH JOIST WITH (2) ROWS 10d COMMON NAILS AT 6' 0 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. Architecture Engineering. Inc SHEARWALL SCHEDULE MARK WALL COVER FASTENERS e PANEL EDGES 66 WALLED NAIL OR 1 'W' "6 SCREW 16GA STAPLE /41\ 5/8 G.W.B. /E3\ A.P.A. RATED SHT'G /C\ 1/16 A.P.A. RATED SHT'G 0.148 x 2114" 4" O.C. F RH. P -NAIL �D\ 1/16 A.P.A. 0.148 "m x 2 3u O.0 FULL ROUND- 'RATED SHT'G STAGRD HEAD P -NAIL /E\ 1/16 A.P.A. 0.148 x 2 RATED SHT'G ULL ROUND 4 O 0 EACH SIDE EAD P -NAIL, 1/16 A.P.A. 0.148 m x 2 2 O.C. RATED SHT'G ULL ROUND- STAGRD EACH SIDE EAD P NAIL 1- 4OLDOIJN SCI-1EDULE NOTES "X" DESIGNATES SIMPSON PRODUCT MARK` HOLDOWN I FASTENERS NO HOLDOWN REQUIRED 'MSTC40' "MSTC52 'MSTC66 'PHD 5 -OR 'HDU -4 °HTT22" -OR 'HDU -5 F1-1D6 'HDU 5 -OR 'HDQ -8 10.131'. x 2 0.145 x 2 0.1314'x2 "1 (15) 16d SINKER NAILS AT EACH END (24) 166 SINKER NAILS AT EACH END (34) 16d SINKER NAILS AT EACH END 'CMST12 (43) lad SINKER \4y 9 0 "LONG NAILS AT EACI -I END SIMPSON 'SSTB24 SIMPSON '5STB24 SIMPSON 'SST1328 SIMPSON 'SSTB28 (15)(96) SIMPSON "SST152S" 'HDU 11' or W/ 9/64 CUT WASHER '1..)HDQ1l' 4 HEAVY HEX NUT (15)(16) 1' DIA. (A36) GALV '141-IDQI4 ROD EMBED 8 INTO 10 12 THK. x 21 WIDE 10' 0' LONG FTC. DESIGNATES SHEAR PANEL AND HOLDOWN TYPE. DESIGNATES APPROXIMATE HOLDOWN LOCATION Project. Structural Details Location Pacific Northwest Copyright 1993 INTERM. SOLE (9) BLOCKING/ (9) 5 "4' x 1" STUDS PLATE RIM JOIST EMB. ABs 4" 0.0 4" 0.0 16640 oc 3 O.0 J 6 0.C f l6d 31,2 "oc 4 O.C. 6" O.G. 12 O.G. STAGRD 3" O.0 12" O.0 1669 21/2"�c STAGRD 12 O.0 16de 3 "oc STAGRD 12" O.G. 1666 2 "oc STAGRD 12 O.0 16de 1 "oc STAGRD 166 TOENAILS AT 8 O.0 (3) "LTP5'e 48 oc (3) 'LTP5 24 oc (3) 'LTPS'e 16 oc (3) LTPS'e 10' oc 3) 'LTPS'e 6 oc By RE Date 1/2007 Job No 7000 48 O.0 REFERENCES TO SEE NOTES ABOVE Sheet No 2- ALL PANEL EDGES MUST BE BLOCKED REMARKS 1 1/2 LONG x 1/16 WIDE 45 O.0 STAPLES W/ CROWNS PARALLEL W/ FRAM'G. DBL. STUDSBLKG. AT (5) 16 O.0 ADJOINING PANEL EDGES W /I6d,4T4 O.0 DBL. STUDSBLKG. AT (5) 10' O.C. ADJOINING PANEL EDGES 11.1/16d,4T4 O.0 DBL. STUDSBLKG. (8)(11) 15 O.0 to ADJOIN'G PANEL EDGES W/ 166 AT 4 4 3X MUDSILL 3X. MUD7SILL AND (8)(11) 12" O.0 3X. STUDS /BLKG. AT ADJOIN ING PANEL EDGES PER NEW CODE, ALL ANCHOR BOLTS MUST HAVE 2 SQUARE X 3/16 HDG PLATE WASHERS 1. ALL FASTENERS USED AT THE COAST AND IN CONTACT UJITH PRESSURE TREATED MATERIAL MUST BE H0T DIPPED GALVANIZED (I -IDG) 2. 'F RH. P -NAIL DESIGNATES A FULL ROUND HEAD PNEUMATIC DRIVEN NAIL (106 GALV BOX NAILS MAY SUBSTITUTE FOR 0.1480 P- NAILS) 3 SIMPSON 'RBC BOUNDARY CLIPS TO SUBSTITUTE FOR 'LTP5 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 STUDSBLKG. W/ 166 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. HOLDOUJNS OCCUR AT ENDS OF SHEAR -WALLS AND SHALL FASTEN TO A MINIMUM OF (2) STUDS (MIN.) LAMINATED TOGETHER W/ 166 AT 5 o.c. 8 USE LONGER FDN. BOLTS WITH 3X MUDSILL AND SET BOLTS HIGHER DO NOT INSTALL FDN. VENT WITH1N 12 CLR, OF A HOLDOUN ANCHOR BOLT 9. FASTENERS SPACING APPLIES ONLY AT FULL 1-1E1G1-IT WALL SEGEMENTS OTHERWISE USE MINIMUM CONSTRUCTION STANDARDS 10 ANCHORS SHALL HAVE MIN 1 3/4 EDGE DISTANCE 4 5 END DISTANCE. 11. WALLS WITH PLYWOOD 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 IN DETAIL 14 TO ACHIEVE MINIMUM SHEARWALL 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 50 NAIL HEADS ARE FLUSH WITH OR SLIGHTLY RECESSED INTO SHEATHING. 13 ALL STUD WALLS MUST HAVE DOUBLE TOP PLATES W/ I5-6 AT 8 O.0 AND STUDS 15 o.c. PLATES SHALL LAP A MINIMUM 4 -m AT SPLICES WITH AT LEAST EIGHT 156 NAILS EACH SIDE OF SPLICE 14 HOLDOUJN 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 5 IN STEMWALLS WITH THESE HOLDOUJNS EXTEND 10' 0" PAST HOLDOUJNS 16 FASTEN TO (4) 2x5 FULL -HGT STUDS FASTEN EACH STUD TOGETHER W/ (2) ROWS 156 AT 6 O.G. STAGGERED EDGE NAIL WALL PLY TO EA. STUD IN 51-IADED AREAS FASTEN SHTHG. AT 4 O.C. AT BOUNDARIES OP SHADED AREA AND PANEL EDGES BLOCK PANEL EDGES W/ 2" NOMINAL FLAT BLOCKING. USE 86 COMMON NAILS FOR ROOF.AND 106 AT FLOORS /CLGS USE 5/8 OSB OR PLY SHTHG. AT CEILINGS Architecture Engineering. Inc APA -RATED ROOF SHEATHING BOUNDARY NAIL (5N.) 2 X SOLID FRIEZE BD 2 X STUD WALL O SIMPSON 'LTPS' SEE SCHEDULE FOR SPACING SHEARWALL O EXTEND WALL SHTHIG DOUN TO TOP WALL PLATE 4 EN. EDGE NAIL (EN) SEE NOTE BEL X 001= F M E T E PLY. SPLICE PT. EDGE: NAILING SIMPSON 'LTPS' RECOMMEND USING 'DRY' LUMBER RIM JOIST OR 'LSL RIM BOARD TO MINIMIZE BUCKLING OF SHEATHING THIS DETAIL ALWAYS APPLIES. 10d m 4 O.C. 10dc4 O.C. SIMPSON 'HI' TIE AT EACH RAFTER ALONG ENTIRE PERIMETER NOTE. 'H10 -2' MAY SUBSTITUTE FOR 'HI' NOTE. IMP 9-125' MAY SUBSTITUTE FOR 'HI' AS LONG AS 'R8C' CLIPS AT 24 o.c. ARE USED TO CONNECT THE FRIEZE BD TO TOP WALL PLATE. PLYWOOD DECK SHEATHING JOIST T 1 -2 X BLOCK'G EA SIDE m 48' SIMPSON 'LS50' MAY SUBSTITUTE FOR 'LTPS' APA -RATED SHEATHING JO IST /SNEARWALL SOLE PLATE NAILING SEE SCHDE FOR INFO (4)10d EA. BLK. FLOOR JOISTS 2 X STUD WALL APA -RATED SHEATHING PARALLEL JOISTS THIS DETAIL ALWAYS APPLIES. Project. Structural Details Loe Pacific Northwest 0 f Copyright 1993 xn 2 X BLOCKING AT 6 -0' O.0 W/ (3) I0d TOENAILS TO PLATE APA -RATED ROOF SHEATHING ad 4 O.C. 2X FLAT BLK'G W/ 16d 4' O.C. INTO WALL I!?I I 1 Pre O END OF 2X WALL By RF Date 1/2007 Job No 7000 2 51-EARWALL PLYWOOD SHEATHING 10d 4 O.G. END OF 2x4 Sheet No RAFTER OR TRUSS —EN. FLOOR SHTH'G. 2 X SOLID BLKG. W/ SIMPSON 'LS50' 2X BLKG. W/ 16d AT 6 O.C. EN. —I/2 SHTHG W/ 10d AT 4 O.C. EDGES, BLOCK. EDGES. SEE SH'WALL SCHEDULE FOR ADDITIONAL INFO 2 X STUD WALL STRUCTURAL CE IL INCA I 16d 8 o.c. SOLID 15LK.1 SIMPSON 'LS50' FOR 'LIPS MAY SUBSTITUTE SIMPSON LTPS JOIST SEE SCHEDULE FOR SPACING SHEARWALL I0d m 6 O.C. AT FLOOR AT DSGR, PROVIDE 2x4 x 5 -0' LONG NAILED TO BOTTOM CHORD W/ 16d AT 4 O.C. STAGriERRED PREDRILL HOLES FOR CONNECTOR SCREWS DRAC-� STI UT SOLID BLK'G. APA -RATED SHEATHING 30I ST /SI-EAfiRWALL 4 DRAG STRUT /III iiTi SOLID BLKG EA. SIDE 5 -0' AWAY FROM END OF DRAG STRUT BM. CONNECTOR SEE PLAN FOR SIZE. INSTALL W/ EQUAL LENGTH TO DRAG STRUT AND WALL. TiFTG. Architecture Engineering Inc X X .0 I I 07 is 'UPON WALL OND PROv DE 18" HK— AT EN OF WALL INF SOLE PLATE NAILING SEE SCHEDULE I FLOOR 1 •4 CONT HORIT.� 11' AT TOP 1 BOTTO 1 I I II J 111 CONC. STEM WALL NORMAL JOISTS TI-415 DETAIL ALWAYS APPLIES. EDGE NAIL SIDE WALL 61-1Tf-rG TO 4x6 STUD I (12) Ibd— I I MIN. PLY WIDTH I I. EA. SIDE I' 10' •.1 1' r .3 4' -0" SIMPSON 'MSTC28" EA. SIDE (4- TOTAL) GARAGE -FRAME DETAIL Project Stnictural Details Location Pacific Northwest c0 Copyright 1993 "PA RATED, BREATHY' FASTENED LI P TO MUDSILLATE EDGE NAIL (EN) SIMPSON 'L350" ANCHOR (NOT REO'D IF SHTH'G EXTENDS CONT TO MUDSILL W /OUT ANY !JOINTS) EDGE NAIL (EN) x 1 EMB. AB's W/ 2 X 2 X 3/16 PLATE WASHERS OR SIMP 'BP 5/8 -2" •4 DOWELS 48 O.C. (MINIMUM) NOTE EXTEND GARAGE DOOR HEADER OVER ENDWALL. HEADER WIDTH TO MATCH WALL WIDTH NAIL SHEATHING TO HEADER W/ 0.148 "0 x 2"4 F RH. P -NAILS 3 O.G. BOTH WAYS 4x6 STUD EA END W/ ADD'L 2X NAILER CORNER W /16d• AA GRGE V APA -RATED SHTH'G FROM A SINGLE SHEET BOTH SIDES W/ 0.148 "0 F RH P -NAILS INTO 4x6 W/ (2) ROWS AT 2' oc. EXTEND PLYWD THRJ COMER SEE PET 14 6X SOLID BLOCKING AT SHEATHING SPLICE SIMPSON 'PHD6 4x6 PLATES W/ (2) 5/8 "0X12' J -BOLTS AT 5 o.c. W/ SIMP BPg%5' WASHERS (2) ROWS OF NAILS AT I I/2" STAGGERED TO MUDSILL SIMPSON 'LTP4 EA. END' •4 HAIRPIN BAR x1-4 I I I I Jl 8" CONCRETE WALL WI 2 -3 11 (2) •4 DOWELS EA. END U UNDER SHEARWALL (2) •4 X 1 -6' 0 .N \-12" SR CONT FTG. 1N•N 24 "x "X 12" FTG. 4' -0" W/ (3) •4 CENTEF2ED BELOW R4ISED STEMWALL (4)10d •3 O.C.— PLYWOOD DECK SHEATHING IF FLOOR JOIST SYSTEM, PROVIDE 2 X BLOCKING 12" O.G. W/ (3) 1Od TOENAILS TO PLATE Ilu 14 1 r" j 1I II CONC. STEM WALL II I By RF Date 1/2007 Job No 7000 THIS DETAIL ALWAYS APPLIES. 2ATED SHEATHR�',. SOLE PLATE NAIL!NG EDGE NAIL (EN) EDGE HAIL (EN) 0 4 CO'HT HORIZ T 4 B a'• x 1' EMS. AB'a W/2 7C2 X /16 PLATE WASHERS OR SIMP 'BP 5/8-7' •4 DOWELS 48 O.G. FARALLEL JO IST S F'ONYWALLS 4 -0' AND TALLER MUST BE APPROVE BY ENGINEER. OTHERWISE OK rrrl} 1 r r I •I 1 1 f I f •1 1 1 I I1 I 11 i I 1 1 1 f I II 1111 (h fltl Il an II '14 CONT T 15 •(MINIMUM) If •II• 11 CONCRETE FOUNDATION rr •1 I :PONYW TO:H.aYE TYPE 'tt' SHEAR •R EQUIREr'•IENT5 (11 1N.) JI 6 4 DOWELS 48' O.C. MIN. (2 2X6 STUDS AT HOLDOLLNS EDGE NAIL PLY TO STUDS PROVIDE SOLID WOOD HOLDOILN STUDS SIMPSGN "L55O" AT SAME SPACING 45 "LTPS I i1 Sheet No SIMPSON I- 101DOWN 436'1HREADED ROD WITH SAME DI R AS ANC Cp R BOLT SIMPSON 'CNW' COUPLE''? t 11 if 51C If '$T.4 BOLT 11 kir ri. ti ti if II e FON,r'UJALL Architecture Engineering, Inc SOLE PLATE NAILING BOUNDARY NAIL SOL ID BLK'G. EDGE NAIL I SHEATHING EDGE NA1L PLY TO HOLDOU N STUDS Z W i 0 d it 1111 L436) THIRI=ADED' ROD Ci IL .11• II0 W/. &IMPSQN. '5$T" ADHESIVE. w .I U (SPECIAL.tNSPECTION II REQUIRED .15Y CODE) 11 11 :II' (2) -2 X 6 BLOCK'G WALL SHEATHING IF BEAM 1S UPTURNED USE 2x6 LEDGER W /I6dAT6 °oe STAGG'RD --r RIM JOIST JOIST SIMPSON 'LIPS' SEE SCHEDULE FOR SPACING 2 X STUD WALL APA -RATED WALL SHEATHING CANTILEVER JST LAM. 5111D5 TOGETHER W/ 16d AT 6 O.C. CONCRETE FOUNDATION 13 MISSING 1-10L !DOWN 4NGI --4OR RUN PL O 1 CONT TO BOTTOM SEE DET •2 SEE PLAN IF PLYWOOD IF BM EXTENDS CEILING IS REQUIRED BELOW CEILING FASTEN RAFTER TO WALL PLATE W/ SIMPSON 'Hl' SEE DET. 1 FOR ADD'L INFO Project: Structural Details LoCatlon Pacific Northwest 0 Copyright 1993 SIMPSON 'L650 MAY SUBSTITUTE FOR "LTPS' 0 0 Inl .1111: tLd hr�� ROOF LEDGER 1:)E 1✓ ANCHOR EMBED DIAMETER DEPTH 5/8' 1 10' 3/4" I II" 1/5" 1 13' HOLDOWN GRADE 436' THREADED ROD SEE SIMPSON CATOLOG FOR DIAMETER 1 BOUND NAIL ROOF PLYWD TO 2 X 10 LEDGER W/ BEVELED TOP TO MATCH ROOF SLOPE. NAIL LEDGER UJ/ (2) -16d EA WALL STUD 4 EA. 2 x 6 BLK'G. (USE 2x 5 BLKG. IF TRUSS ROOF) FOR THIS SECTION OF ROOF BLOCK PANEL' EDGES W/ 2 X 4 FLAT NAIL 8d 4' O.C. EDGES AND BOUNDARIES, 12' O.G. IN FIELD SHEARWALL PLYWD MUST EXTEND DOWN TO BOTTOM WALL PLATE (TYP.) APA -RATED WALL SHEATHING (2) -2x OR 4x (REF.TO PLANS) HOLDOWN STRAP WRAP AROUND DEL JOISTS SIMPSON 'HT530' EA. SIDE OF DBL. JOISTS (PROVIDE WEB STIFFENDER IF I -JOIST USED) 13y RF Date 1/2007 Job No 7000 Sheet No 5 SOLE PLATE NAILING BOUNDARY NAIL SOLID BLK'G. CONT RIM 4 SIMPSON `LS50' 2X BLKG. OR MAY SUBSTITUTE DE R111 JST JOIST FOR 'LIPS' (12) IOd EA END OF STRAP ®1-40LIDOUN TO RIM JST IF 1H15 IS A SH'WALL W/ A HOLDOLLN, THEN EMEND 51-1T1-I'G THRU 4 EDGE NAIL NOTE. THIS DETAIL IS REQ'D ONLY WHEN TWO _L SHEARWALLS SHARE ONE FHOLDOWN. FRAMING AT CORNER 8d AT 6' o.c. AT ALL FRAMING MEMBERS WITHIN 5' -O' OF EDGE GABLE END TRUSS 2x4 x 5' -0" LATERAL BRACE AT 6 -0' e.c. ON SHEARWALL .ij_ (6) 16d NAIL REQMTS.BELOW NAILS BASED EITHER NO JOINT IN PLYWOOD FASTEN SH'WALL TO ENDLUALL TRUSS W/ BLOCKING/RIM FASTENERS SHOWN IN 5I-I'WALL SCHD'L. SH'WALL SEE SH'WALL SCHEDULE FOR NAIL'G REQMTS. 4x6 OR (2) 2X STUDS 16d AT 6 O.G. HOLDOa1N 2x4 FLAT AT 24' O.C. IN END -WALL TR115S 2X VERTICAL BRACE (2) 10d AT 5' O.G. 2x4 BLKG. AT 6 -0' O.G. W/ Sd AT 3 OG. N TRUSS BOTTOM CHORD OR CEILING JOIST (2) 16d EA TRUSS DBL. 2x5OLID BLOCK W/ (2) 51MP "L550' TO WALL PLATE 2x6 PLATE W/ 16d AT 12' o.c. TO WALL GYPSUM BOARD DIAPHRAGM WITH Sd COOLER NAILS AT 1" O.C. AT FIRST (4) CEILING MEMBERS AND 2x6 PLATE C,41a3LED ENDUJ4LL 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. DBL. JOIST AT EACH END OF WALL OVER DBL. STUDS FASTEN TO RIM JOIST W/ SIMPSON 'L90' HOLDOU.N l6d AT 6 0.C. INTO EA. STUD EDGE NAIL Architecture Engineering, Inc. fT pig 16 I Y INTERFLOOR 1- 4OLDOUJN II SHEARWALL 'I HOLDOUN STRAP 2x SOLE fE I (INSTALL STRAP W/ EQUAL LENGTH TO SEE OR I NFO I BEAM 4 STUDS. 1 1 1 1 1 1 1 1 1. r c I I .1 I T I CUT pia x 4' 4 SLOT IN SLANG. I 2x SOLID BLK'G EACH J SIDE NEXT TO STRAP 1•- i0LDOUJN DETAIL ROOF TRUSS EDGE NAILING (2) 166 IN i O TRUSS TIE CHORDS 2x4 AROUND BLKG. PANEL PERIMETER (2)-2x OR 4x (REF TO PLANS) DBL. JO15T OR BEAM (12) 10d EACH END OF STRAP FOR TRUSS- FRAMED ROOFS r 1 Proj Structural Details Location Pacific Northwest C) Copyright 1993 UNLESS OTHERWISE SPECIFIED,USE (2) SIMPSON '1-11530' EA. END OF BEAM BOUNDARY NA L (SOLID BLK'G. SIMPSON 'LTPS' SEE SCHEDULE N I C FOR SPACING 1 EN. SHTHG. TO 4 STUD W/ STRAP SOLID WOOD BELOW BEAM 3' DIA VENT HOLES AT I0' O.G. PER IBC 12032 2x4 FLAT EDGE FRAMING NAILED TO TRUSS VERTICAL W/ 166 AT 6 O.C. 1/2' PLY SHTH'G. W/ 106 AT 4' O.C. EDGES WALL TOP PLATES 166 AT i 8' 0.0. FROM BUGG. PANEL TO WALL PLATES ®SHEARWALL EXTENSION 2X SOLE IE SEE SCHEDULE FOR INFO (2) -2x OR 4x (SEE PLAN) I3y P.J. I.)ate 1/2007 Job No 7000 HOLDOILIN STRAP (INSTALL WITH EQUAL LENGTH 7O BEAM AND STUDS. BN. DBL. JST OR BEAM L 2 X SOLID BLK'G BELOW ENTIRE LENGTH OF SHEARWALL. ®l4QLOUJN DETAIL APA -RATED ROOF SHEATHING BOUNDARY NAIL (BN) 2 X SOLID FRIEZE BD 2 X STUD U)ALL SNEARWALL NAILING SAME AS EaELOW SOLID BLK'G. SIMPSON 'LS50' MAY SUBSTITUTE FOR "LTPS CLG. JST APA -RATED SHEATHING Sheet No S+- 4EARWALL EXTENSION FOR STICK FRAMED ROOFS NAIL 86 AT 3 OC. INTO EACH SHEAR TRUSS FOR DIAPH It 1-i AA0 UP TO 200 PLF 0T- II:RWISE USE 3 QC. UNLESS SPECIFIED OTHERWISE, EITHER &NEAR TRANSFER SYSTEM MAY BE USED SHEAR TRUSSES EACH DESIGNED FOR DIAPHRAGM SHEAR L040 51-10(1.N ON PLANS (TRUSS TO TRANSFER SHEAR FROM TOP TO BOTTOM CHORD) (4) 16d NAILS 2x6 AT 16 O.C. W/ (3) 16,6 EA. END FASTEN TRUSS TO WALL W/ 'L550' CLIPS SEE SCHEDULE FOR SPACIt43, 73 s� SHEARWALL SHEAR TRUSS MAY BE ELIMINATED IF SHEARUTALL EXTENDS UP TO ROOF 51.1EATHING. SEE DET no FOR INFO. 22 SNEARUJALL EXTENSION Architecture Engineering, Inc. 1 FLOOR JOIST -I 2X STUD WALL SEE SCHEDULE FOR NUMBER OF NAILS EA. SIDE I-10L D OWN ABOVE THIS DETAIL ALWAYS APPLIES. BOLT DECK LEDGER TO RIM JOIST W/ W.'0 AT I6' 0L. AND (2) ROWS 16cl AT 8' OG. (USE 2 -5/5' BOLTS IF JOIST SPAN GREATER THAN .10 SIMP. "MSTC40" EA END OF HEADER FASTEN TO DBL. STUDS APA -RATED J SHEATHING THIS DETAIL ALWAYS APPLIES. SEE SCHEDULE FOR NUMBER OF NAILS EA. SIDE BEAM STRAP SEE FLOOR PLAN 4 X 8 POST 111 I 1 I 1 1 I II i 1 Project. Structural Details Location Pacific Northwest Q Copyright 1993 II I HOLDOWN W/ 436 GRADE THREADED ROD TI- IEADED ROD SIMPSON 'MSTC' WRAP STRAP AROUND HEADER IF NECESSARY -DRILL HOLE I /8" GREATER IN DIA IN CENTER OF BEAM FOR BOLT PILL CAVITY W/ SOLID WOOD AT HOLDOUNS II 5' SO X 3/8" BRG PLATE PEEN THREADS AFTER TIGHTENED BEAM EXTERIOR WALL 2X LEDGER 1X BLKG. AT STRAP 1 5�) 2X6 DIA BRACE W/ (2) Ibd EA JOIST ST 224 STRAP WRAP A 1.ND BACK OF LEDGER 4 NAIL TO DI AG BRACE DECK LEDGER 1- 1ANDRAIL CONN, NOTCH 4X8 FOR 3" BEAM BEARING SIMPSON "PHD2" W/ 5/8" X 8" EXP BOLT ONCRETE FTG. 2s S1-- 1EA1RUJALL- i=OST CONN. SIMPSON ABU" POST BASE OR ELEVATED "EF'B' IF SLAB OR USE BASE CONN. SNOWN IN DETAIL '30 2X SPACED CEDAR DOUBLE 2X JOIST BEAM PERP.NDICULAR WALL CONNECT WALLS TOGETHER BY FIRS NAILING END 2x4 TO CHANNEL W/ (S) Ibd THEN INSTALL ADDITIONAL 2x4 AGAINST- IT AND NAIL W/ (5) I5d N PLYWOOD SHEATHING OVER WALL STUDS By RF Date 1/2007 Job No 7000 1 1 L_J DBL. 2X MEMBER OR 4X MEMBER RIM JOIST. '4 X 3" X 6 X S" STEEL ANGLE 4 1 72 4 5/8 "0 THROUGH BOLTS W/ NUTS AND I DIA X 9/16 WASHERS. EA SIDE. 4X5 CEDAR NEWELL TO RIM J015T �MULTIPULE (5) Ibd 2 NAILS AT THE TOP HOLDOWN1 SR1DS MIDDLE, 4 BOTTOM SEE SCHEDULE CUT 1" X 47 SLOT IN PLY FLOOR SHTHG FOR STRAP SIMPSON "H2.5" EA. SIDE 4 X 12 BEAM EDGE NAIL (EN.) TO END 2x4 T1-1I8 DETAIL ALWAYS APPLIES. T -1 6EAh1 PRESSURE TREATED WOOD POST CONCRETE SLAB CONC. FTCs. 0 1=ORC1-1/1DECK FOST CONN UNLESS NOTED OTHERWISE, USE 'SIMPSON' PC' POST CAP (USE "EPC' AT ENDS OF SEAM) Sheet No 51EARUJALL- EXT WALL CONN EDGE NAIL Architecture Engineering, Inc NAIL 5HTHG TO GIRDER TRUSS W/ Sd AT 6 O.G. BOUNDARY NAIL (BN) 2 X SOLID FRIEZE BD NAIL WALL 51-ITHG. TO EA. HOLDOWN STUD W /10de6 FOR 2 -STORY CONDITION, USE 'MSTC28' STRAP DIRECTLY BELOW GIRDER TRUSS TIEAOUN ABOVE RECOMMEND USING 'DRY' LUl-18ER RIM JOIST OR 'LSL RIM BOARD TO MINIMIZE BUCKLING OF SHEATHING NAIL (16) 12d EACH END TO STUDS ONLY SEE DETAIL "11 TRUSS BOTTOM CHORD OR CEILING JOISTS TI-415 DETAIL ALWAYS APPLIES CONNECTOR SEE PLAN FOR SIZE. INSTALL W/ EQUAL LENGTH TO WALL AND BLOCKING. NOTE. THIS DETAIL NOT REQ'D IF TRUSS MFG. GALCS SHOW LESS THAN 1000" NET UPLIFT FORCE AT GIRDER TRUSS REACTION. IF 50 THEN USE (2) 'i.42.5T' TIES MULTIPLE 2X STUDS (SAME NUMBER AS TRUSSES) (4)10d EA. BlIK FLOOR JOISTS G I FRDE fR TRL SS CNN (2) BAY OF 4X SOLID BLKG W/ (2) 16d EA. END 1111 i Project. Structural Details. Location. Pacific Northwest Q Copyright 1993 SIMPSON 'LGT' TIEDOWN AT EA. GIRDER TRUSS 2 X BLOCKING AT 6 -0' O.0 WI (3) 10d TOENAILS TO IFLATE MULTIPLE 2X STUDS (SAME NUMBER AS Tii USSES) NAIL WALL SHTI TO EA. STUD W% I0d AT 6 OC. FASTEN CLG. TO BLKG. W/ DRYWALL SCREWS AT 4 O.C. RE- ENTRANT CORNER 3� W4LL- TO- CE!L�G� cor.�N NAIL FULL -HGT STUD TO BEAM W/ (2) ROWS 16d AT 3 O.G. STAG'RD FULL -HGT WALL PANEL APA -RATED 51 -ITHG. FILLER ON SIDE OF M. EDGE NAIL (EN.) 2 X STUDS W/ 16d AT 8' O.C. STAGGERED SUPPORT POST TO BEAR ON FELT WALL TOP PLATES NAIL WALL SHTHG TO F.H. STUDS W/ 1001 AT 6 O.C. zg fE3M- TO -W4LL Care EXTERIOR VIEW 30" FELT MOISTURE BARRIER OVER 5000 P5I NON- SHRINK GROUT (THK. mudslf CONCRETE FOUNDATION EDGE NAIL EDGE NAIL (EN.) 11 I I WHEN PANEL 15 1 1 I I 24 29' WIDE, PROVIDE 'LTP5 EACH END AT BASE By RFF Date 1/2007 Job No 7000 Fir FOS TO -FDN CONN PERFORATED /WALL DESIGsNATION m EDGE NAIL AROUND OPENING THIS DETAIL ALWAYS APPLIES Sheet No TIE WALLTOP PLATES TOGETHER W/ MSTC40 STRAP STOP RIM JOIST EA. SIDE OFSM FASTEN TO F.H. STUD W/ (2) I0d TN. FULL -HGT STUD EA. SIDE OF BEAM BEAM TO BEAR ON ON FULL AREA OF 2X STUDS LAMINATED W/ I6d AT 12' O.C. NOTE: (4) 2x6 LAM. W/ 1601 AT 8 O.C. EQUALS A 6x6 SUPPORT POST HOL.DOWN EA. SIDE USE 'HDSA UNLESS NOTED OTHERWISE P T I" IUDSILL STOP AT GROUT 5/8' m EXP BOLT W/ 4 1/2 MIN. EMBED EDGE NAIL (EN.) RIM JOIST SEE 5CH'DL FOR 'LTP5' SPACING FEiRFOTR4TED W4LL NAILING SEAM Architecture Engineering, Inc [A T/ WALL 14 SEE PLAN z T/ F00TINC (3) '4 CONT T4B FACTORY GLUED BR.:a. BLOCK COLUMN CAP SEE PLAN FOR TYPE r "H" (4 -P. MAX-) II MIN. T/ WALL I SEE PLAN -t T/ FOOTING SEE PLAN I 2' -0" 1; MIN. H' 2 I' -6 MIN. MIN. FOUNDATION STE F 'THIS DETAIL ALWAYS APPLIES. HD ANCHOR EMBED DIAMETER DEPTH 5/8' 110" 3/4" I II" 1/8" 1 13" ADD'L BARS IF SPECIFIED ON PLANS Si-- 1EAIRUJALL AT SL E- THIS DETAIL ALWAYS APPLIES. 4 -0" II 0 ;0 11 0 11 I' y 1 J 1. I, Project Shearwall Schedule Location Pacific Northwest Copyright 1993 MATCH FOOTING 2 r IV AND ORS Its* J 2' -0' APA RATED SHEATHING. 5/8"a ABe OR 5/5"0 EXP 0OLT5 (51 MIN. EMBEDMT) AT HOLDCUNS, USE (A36) THREADED ROD W/ SIMPSON 'SET' ADHESIVE. f (SPECIAL INSPECTION REQUIRED BY CODE) I° a ■1 I FOOTING DEPTH (HD EMBEDMENT DEPTH 4 15' UJ4.0 U5E 14 (MIN) DEPTH I -I0LE5 MUST SE SPACED AT LEAST 18' APART I 57E1 FOOTING UNDISTURBED EARTH ACCEPTABLE AREA TO DRILL MAX 2 3/4' DIAMETER HOLE. HOLES MUST BE AT LEAST 3 -0' FROM SUPPORTS 4 MIDSPAN AND IN THE MIDDLE THIRD OF THE SEAM DEPTH. CILULAM -BEAM FEIN ETiATIONS 11415 pETAIL ALWAYS APPLIES. 2X6 FLAT W/ 16d EA TRUSS ed b O.C. OVERFR.AMING TRJSSES OR 2X FRAMING EXTEND ROOF 5HT14 DOIN TO BLKG. PREFAB TRUSSES OR 2X FRAMING S p iZOOP OVEr2FF A1" 11NC TI-115 DETAIL ALWAYS APPLIES. 4 -5AYS OF 4X BLKG. APA -RATED I0d a 4 O.C. FLOOR SHEATHING :I :I 0.F 43r 0 a m s. t n By RI' Date 1/2007 Job No 7000 IF R4 Efa 15 .E55 THAN L FROM SHEARJJ..0 L,'lf+ N; 1 BLOCK (2)- BAYS 51MPSON 'PHD5 HOLDOWJ F.A. END W/ 5/8' DIA (A36) THRD ROD STUD WALL IF LLSA I E 7 I FALLS DIRECTLY �m 1 BELOW A RAFTER THEN USE DET. r3 2X BLKG. AT 32' 0C. el w/ (2) Ibd EA. END EA. SIDE OF SH'WALL CEILING J015T F Sheet No 1=3UTTEF. °y AC STiUT ROOF 6H16 BN. APA -RATED SHEATHING W/ 8d a 6 EDGES 4 12" FIELD 16d a EA TRUSS 2X SOLID SLKG. 2X STUD WALL 0 r h RECtfi11'•i„ JD SHEARWALL 3/16 SHORT TO ALL.a,u FOR. ./SPTICAL SHRINKAGE OF RAFTERS 8d AT 3' OC. r- 8d AT 6 OC. ROOF 51-1T1.4. RAFTERS SHEARWALL TO MATON BELOW NAIL BLKG. TO STUD 514EARIJJALL C s SHE AfRUJAL,L EXTENSION S. Multi- Loaded BeamF 2000 International Building Code (97 NDS)1 Ver 7.01 14 By Jim Mei Suntel Home Design Inc. on: 02 -21 2008 07 4604 AM Project: WAVERLY Location: Beam Nr 1 garage ceil bm Summary' j 6.75 IN x 21.0 IN x 20 0 FT 24F V Visually Graded Western Species Dry Use Section Adequate By 22.9% Controlling Factor Moment of Inertia Depth Required 19 6 In Center Span Deflections: Dead Load: DLD- Center= Live Load: LLD Center= Total Load: TLD- Center= Camber Required: C= Center Span Left End Reactions (Support A) Live Load: LL- Rxn -A= 9456 LB Dead Load: DL- Rxn -A= 4808 LB Total Load TL- Rxn -A= 14264 LB Bearing Length Required (Beam only support capacity not checked) BL -A= 3.25 IN Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= 9443 LB Dead Load: DL- Rxn -B= 4866 LB Total Load: TL- Rxn -B= 14309 LB Bearing Length Required (Beam on y support capacity not checked) BL -B= 3.26 IN Beam Data: Center Span Length. 12= 20.0 FT Center Span Unbraced Length -Top of Beam: Lu2 Top= 1.0 FT Center Span Unbraced Length -Bott )m of Beam: Lu2- Bottom= 20.0 FT Live Load Duration Factor Cd= 1 15 Live Load Deflect. Criteria. L/ 480 Total Load Deflect. Criteria: L/ 360 Center Span Loading: Uniform Load: Live Load: wL 2= Dead Load: wD -2= Beam Self Weight: BSW= Total Load: wT -2= Point Load 1 Live Load. PL1 2= 1437 LB Dead Load PD1 2= 1686 LB Location (From left end of span) X1 -2= 6.5 FT Point Load 2 Live Load. PL2 2= 1437 LB Dead Load: PD2 2= 1686 LB Location (From left end of span) X2 2= 14 0 FT Trapezoidal Load 1 Left Live Load: TRL- Left-1 -2= Left Dead Load: TRD -Left-1 2= Right Live Load: TRL Right -1 -2= Riqht Dead Load: TRD- Right -1 2= Load Start: A -1 -2= Load End B -1 2= Load Length C -1 2= Trapezoidal Load 2 Left Live Load: TRL- Left -2 -2= Left Dead Load: TRD -Left -2 2= Right Live Load: TRL Right -2 2= Right Dead Load: TRD- Right -2 Load Start: Load End: I` Load Length: Trapezoidal Load 3 Left Live Load: T.. 2 Left Dead Load: Ti Right Live Load: TRL- Ri•‘4;it- 7- Right Dead Load TRD Right -3 -z= Load Start: A -3 -2= Load End: B -3 -2= Load Length C -3 -2= Properties For 24F V4- Visually Graded We :tern Species Bending Stress: Fb= 2400 PS Shear Stress. Fv= 190 PS Modulus of Elasticity E= 1800000 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'= 2551 PS Adjustment Factors: Cd =1 15 ::1 =1 00 Cv =0.92 Fv' Fv'= 219 PS Adjustment Factors: Cd =1 15 0.20 IN 0.35 IN U691 0.54 IN U442 0.29 IN 0 PLF 0 PLF 31 PLF 31 PLF 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 Page. 2 Multi- Loaded Bbam[ 2000 International Building Code (97 NDS)1 Ver 7.01 14 By Jim Mei Suntel Home Design, Inc. on: 02 21 2008 07 4604 AM Project: WAVERLY Location: Beam Nr 1 garage ceil bm Design Requirements: Controlling Moment: M= 68418 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= 12167 LB At a distance d from right support of span 2 (Center Span) Critical shear created by combining all dead Toads and live Toads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment) Sreq= 321.80 N3 S= 49613 N3 Area (Shear) Areq= 83.53 N2 A= 141 75 N2 Moment of Inertia (Deflection) Ireq= 4238.09 N4 I= 5209.31 N4 A Multi- Loaded Beam[ 2000 International Building Code (97 NDS) Ver 7 01 14 By Jim Mei Suntel Home Design, Inc. on. 02 21 2008 Project: WAVERLY Location. Beam Nr 1 garage ceil bm Summary 6.75 IN x 21.0 IN x 20 0 FT 24F V4 T Visually Graded Western Species Dry Use Section Adequate By 22.9% Controlling Factor Moment of Inertia Death Required 19.6 In r LOADING DIAGRAM rz Reactions Live Load Dead Load Total Load Uolift Load A 9456 Lb 4808 Lb 14264 Lb 0 Lb B 9443 Lb 4866 Lb 14309 Lb 0 Lb Center Span TI 1 Uniform Loading Live Load Dead Load Self Weiaht Total Load W 0 Plf 0 Plf 31 Plf 31 Plf y,i Center Span 20 ft Trapezoidal Loading Left LL Left DL Riaht LL Right DL Load Start Load End TR1 970 Plf 338 Plf 970 Plf 338 Plf 0 Ft 6.5 Ft TR2 970 Plf 338 Plf 970 Plf 338 Plf 14 Ft 20 Ft TR3 520 Plf 195 Plf 520 Plf 195 Plf 6 5 Ft 14 Ft Point Loading Live Load Dead Load Location P1 1437 Lb 1686 Lb 6.5 Ft P2 1437 Lb 1686 Lb 14 Ft TR2 J Roof Beamf 2000 International Building Code (97 NDS)1 Ver 7.01 14 By Jim Mei Suntel Home Design, Inc. on: 02 -21 -2008 07:20:17 AM 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 By 10.3% Controlling Factor Section Modulus Depth Required 9 05 In Deflections. Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End) Live Load: LL -Rxn= Dead Load: DL -Rxn= Total Load: TL -Rxn= Bearing Length Required (Beam only support capacity not checked) BL= Beam Data: Span. L= Maximum Unbraced Span. Lu= Pitch Of Roof RP= Live Load Deflect. Criteria. L/ Total Load Deflect. Criteria. L/ Roof Loading. Roof Live Load -Side One: LL1= Roof Dead Load -Side One. DL1= Tributary Width -Side One TW1= Roof Live Load -Side Two LL2= Roof Dead Load -Side Two DL2= Tributary Width -Side Two: TW2= Roof Duration Factor Cd= Wall Load: WALL= Beam Self Weight: BSW= Slope /Pitch Adjusted Lengths and Loads. Adjusted Beam Lenqth: Ladi= Beam Uniform Live Load: wL= Beam Uniform Dead Load: wD_adj= Total Uniform Load: wT= 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 15 CI =1 00 CF =1 10 Fv' Fv'= Adjustment Factors. Cd =1 15 Design Requirements. Controlling Moment: M= 5.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear V= At a distance d from support. Critical shear created by combining all dead and live Toads. Comparisons With Required Sections. Section Modulus (Moment) Sreq= S= Area (Shear) Areq= A= Moment of Inertia (Deflection) Ireq= 1= 0 13 IN 0 08 IN U1552 0.20 IN L/590 687 LB 1120 LB 1808 LB 0 83 IN 10.0 FT 1.33 FT 9 12 360 240 25 0 PSF 17.0 PSF 4 0 FT 25 0 PSF 17 0 PSF 1.5 FT 1 15 100 PLF 7 PLF 10.0 FT 138 PLF 224 PLF 362 PLF 900 PSI 95 PSI 1600000 PSI 625 PSI 1136 PSI 109 PSI 4520 FT -LB 1555 LB 47 74 52.65 21.35 33.25 101.68 250.07 N3 N3 N2 N2 N4 N4 A Roof Beam[ 2000 International Building Code (97 NDS) Ver 7 01 14 By Jim Mei Suntel Home Design, Inc. on. 02 21 2008 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 By 10.3% Controlling Factor Section Modulus Depth Required 9.05 In LOADING DIAGRAM Reactions Live Load Dead Load Total Load Uplift Load A 687 Lb 1120 Lb 1808 Lb O Lb B 687 Lb 1120 Lb 1808 Lb O Lb Span Uniform Loading Live Load Dead Load Self Weight Total Load W 138 Pif 217 PIf 7 PIf 362 Plf Multi- Loaded Beamf 2000 International Building Code (97 NDS)1 Ver 7.01 14 By Jim Mei Suntel Home Design, Inc. on: 02 -21 -2008 07:20:34 AM 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 12.9% 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: Bearinq 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. Face in Tension: Adjusted Properties Fb' (Tension) Adjustment Factors Cd =1 00 CI =1 00 Fv' Adjustment Factors* Cd =1.00 Dry Use Required 12.96 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/ 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= B -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= E= Fc perp= Fb_cpr= Fb'= 0.21 0.27 0 49 0.32 2181 LB 1852 LB 4033 LB 1.21 IN 2301 LB 1777 LB 4078 LB 1.22 IN 16.5 FT 1.33 FT 16.5 FT 1 00 480 360 0 PLF 0 PLF 15 PLF 15 PLF 687 LB 1125 LB 4 0 FT 1100 LB 1125 LB 12.0 FT 110 PLF 55 PLF 110 PLF 55 PLF 0.0 FT 4 0 FT 4 0 FT 220 PLF 83 PLF 220 PLF 83 PLF 4 0 FT 12.0 FT 8 0 FT 110 PLI= 55 PLF 110 PLF 55 PLF 12.0 FT 16.5 FT 4.5 FT 2400 PS 190 PS 1800000 PS 650 PS 1200 PS 2395 PS Fv'= 190 PS IN IN L/725 IN U406 IN Page. 5 Multi- Loaded Beamf 2000 International Buildinq Code (97 NDS) Ver 7 01 14 By Jim Mei Suntel Home Design, Inc. on: 02 21 2008 07:20:34 AM Project: WAVERLY Location. Beam Nr 3 16' garage dr hdr Design Requirements: Controllinq Moment: M= 8 745 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead Toads and live loads on span(s) 2 Controllinq Shear V= At a distance d from riqht support of span 2 (Center Span) Critical shear created by combining all dead Toads and live Toads on span(s) 2 Comparisons With Required Sections. Section Modulus (Moment) Sreq= 91.35 Area (Shear) Areq= 1 30 79 A= 69 19 Moment of Inertia (Deflection) Ireq= 930.80 1= 1050 79 18235 FT -LB 3900 LB N3 N3 N2 N2 N4 N4 A Multi- Loaded Beam[ 2000 International Building Code (97 NDS) Ver 7 01 14 By Jim Mei Suntel Home Design, Inc. on. 02 21 2008 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 Dry Use Section Adequate Bv• 12.9% Controlling Factor Moment of Inertia Depth Required 12.96 In LOADING DIAGRAM Center Span P1 Reactions Live Load Dead Load Total Load Uplift Load A 2181 Lb 1852 Lb 4033 Lb 0 Lb B 2301 Lb 1777 Lb 4078 Lb 0 Lb Uniform Loading Live Load Dead Load Self Weight Total Load W 0 Plf 0 Plf 15 Plf 15 Plf Point Loading Live Load Dead Load Location P1 687 Lb 1125 Lb 4 Ft P2 1100 Lb 1125 Lb 12 Ft 7f R2 Ji Center Sp 16.5 ft Trapezoidal Loading Left LL Left DL Riaht LL Right DL Load Start Load End TR1 110 Pif 55 Plf 110 Plf 55 Plf 0 Ft 4 Ft TR2 220 Plf 83 Plf 220 Plf 83 Plf 4 Ft 12 Ft TR3 110 Plf 55 Plf 110 Plf 55 Plf 12 Ft 16.5 Ft P2 B Multi -Span Floor Beamf 2000 International Building Code (97 NDS)1 Ver 7 01 14 By Jim Mei Suntel Home Design, Inc. on. 02 21 -2008 07:20:50 AM 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 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 LL- Rxn -B= Dead Load DL- Rxn -B= Total Load: TL- Rxn -B= Bearing Length Required (Beam only support capacity not checked). BL -B= 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) Center Center Center Area (Shear) Moment of Inertia (Deflection) L2= Lu2 Top= Lu2- Bottom= L/ L/ 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= E= Fc perp= Fb_cpr= Fb'= Fv'= M= V= Sreq= S= Areq= A= Ireq= I= 0 11 0.25 0.36 0 16 1925 784 2709 0.81 1625 672 2297 0 69 12.5 1.33 12.5 360 240 1.5 40 0 PSF 15.0 PSF 6.5 FT 0 0 FT 10 PLF 0 PLF 260 PLF 98 PLF 367 PLF 300 LB 112 LB 0 0 FT 2400 PS 190 PS 1800000 PS 650 PS 1200 PS 2397 PS IN IN,= L/589 IN U416 IN LB LB LB IN LB LB LB IN FT FT FT X DLD 190 PS 7178 FT -LB 2021 LB 35 93 N3 69 19 N3 15.96 N2 46 13 N2 190 40 N4 311 34 N4 P1 Multi -Span Floor Beam[ 2000 International Building Code (97 NDS) Ver 7 01 14 By Jim Mei Suntel Home Design, Inc. on: 02 21 2008 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 Reactions Live Load Dead Load Total Load Uplift Load A 1925 Lb 784 Lb 2709 Lb 0 Lb B 1625 Lb 672 Lb 2297 Lb 0 Lb Center Soan Uniform Loading Live Load Dead Load Self Weight Total Load W 260 PIf 98 PIf 10 Plf 367 Plf Point Loading Live Load Dead Load Location P1 300 Lb 112 Lb 0 Ft W Center Span 12.5 ft Multi- Loaded Beamf 2000 International Building Code (97 NDS)1 Ver 7 01 14 By Jim Mei Suntel Home Design Inc. on. 02 21 -2008 07:21:03 AM Project: WAVERLY Location: Beam Nr 5 kit ceil bm Summary 5 125 IN x 22.5 IN x 21 0 FT 24F V4 Visually Graded Western Species Section Adequate By 13.7% 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: Properties For 24F V4- Visually Graded .VVesti m Species Bending Stress. Shear Stress: Modulus of Elasticity Stress Perpendicular to Grain: Bending Stress of Comp. Face in Tension. Adjusted Properties Fb' (Tension) Fb'= Adjustment Factors: Cd =1 00 CI =1.00 Cv =0.94 Fv' Fv'= Adjustment Factors. Cd =1 00 Design Requirements: Controlling Moment: M= 11 13 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead Toads 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 Toads and live loads on span(s) 2 Comparisons With Required Sections: Dry Use Required 21.56 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= L/ L/ wL -2= wD -2= BSW= wT -2= PL1 -2= PD 1 -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= B -2 2= C -2 2= Fb= Fv= E= Fc perp= Fb_cpr= 0.22 0 40 0 62 0.33 6905 LB 3466 LB 10372 LB 3 11 IN 7683 LB 4985 LB 12668 LB 3.80 IN 21 0 FT 10 FT 21 0 FT 1.00 480 360 160 PLF 60 PLF 25 PLF 245 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 0 PLF 0 PLF 240 PLF 90 PLF 0 0 FT 5.5 FT 5.5 FT 2400 PS 190 PS 1800000 PS 650 PS 1200 PS 2254 PS IN IN U635 IN L/409 IN 190 PS 71403 FT -LB 10818 LB Paqe: 8 Multi- Loaded Beamf 2000 International Building Code (97 NDS) 1 Ver 7 01 14 By Jim Mei Suntel Home Design, Inc. on: 02 21 2008 07:21 AM Project: WAVERLY Location: Beam Nr 5 kit ceil bm Section Modulus (Moment) Sreq= 380 18 N3 S= 432.42 N3 Area (Shear) Areq= 85 41 N2 A= 115.31 N2 Moment of Inertia (Deflection) Ireq= 4279.37 N4 1= 4864 75 N4 Multi- Loaded Beam[ 2000 International Building Code (97 NDS) Ver 7 01 14 By Jim Mei Suntel Home Design Inc. on. 02 -21 2008 Project: WAVERLY Location. Beam Nr 5 kit ceil bm Summary 5.125 IN x 22.5 IN x 21.0 FT 24F V4 Visually Graded Western Species Dry Use Section Adequate Bv 13.7% Controlling Factor Moment of Inertia Depth Required 21.56 In LOADING DIAGRAM P2 A Center Span 1 1 P1 V Reactions Live Load Dead Load Total Load Uplift Load A 6905 Lb 3466 Lb 10372 Lb 0 Lb B 7683 Lb 4985 Lb 12668 Lb 0 Lb Uniform Loading Live Load Dead Load S elf Weiaht Total Load W 160 PIf 60 Plf 25 PIf 245 PIf Point Loading Live Load Dead Load Location P1 2747 Lb 1068 Lb 5.5 Ft P2 3321 Lb 1291 Lb 11 Ft 1w■ Center Span 21 ft Trapezoidal Loading Left LL Left DL Riaht LL Riaht DL Load Start Load End TR1 450 PIf 406 PIf 450 Plf 406 PIf 11 Ft 21 Ft TR2 0 Plf 0 Plf 240 PIf 90 Plf 0 Ft 5.5 Ft TR I Uniformly Loaded Floor Beam(2000 International Building Code (97 NDS) Ver 7 01 14 By Jim Mei Suntel Home Design, Inc. on. 02 -21 -2008 07.21 15 AM 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 19.2% Controlling Factor Section Modulus Depth Required 8 7 In Deflections: Dead Load: DLD= 0.08 IN Live Load: LLD= 0.19 IN L/775 Total Load: TLD= 0.28 IN L/539 Reactions (Each End). Live Load: LL -Rxn= 1125 LB Dead Load: DL -Rxn= 493 LB Total Load. TL -Rxn= 1618 LB Bearing Length Required (Beam only support capacity not checked) BL 0 47 IN Beam Data: Span: L= 12.5 FT Unbraced Lenqth -Top of Beam. Lu= 1.33 FT Live Load Deflect. Criteria. L/ 360 Total Load Deflect. Criteria: LJ 240 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 LL2= 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= 11 PLF Beam Total Dead Load: wD= 79 PLF Total Maximum Load: wT= 259 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. Fcperp= 625 PSI Adjusted Properties Fb' (Tension) Fb'= 874 PSI Adjustment Factors: Cd =1 00 CI =1 00 CF =1 00 Fv'= 85 PSI 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): Area (Shear) Moment of Inertia (Deflection) M= 5055 FT -LB V= 1424 LB Sreq= 69.38 S= 82.73 Areq= 2512 A= 52.25 Ireq= 182.51 I= 392.96 N3 N3 N2 N2 N4 N4 A Uniformly Loaded Floor Beam[ 2000 International Building Code (97 NDS) Ver 7 01 14 By Jim Mei Suntel Home Design, Inc. on: 02 21 2008 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 Adeauate By 19.2% Controlling Factor Section Modulus Depth Reauired 8 7 In LOADING DIAGRAM Reactions Live Load Dead Load Total Load Uplift Load A 1125 Lb 493 Lb 1618 Lb O Lb B 1125 Lb 493 Lb 1618 Lb O Lb Span Uniform Loading Live Load Dead Load Self Weight Total Load W 180 PIf 68 Plf 11 PIf 259 Plf Span 12.5 ft Multi -Span Roof Beamf 2000 International Buildinq Code (97 NDS) 1 Ver 7.01 14 By Jim Mei Suntel Home Design, Inc. on 02 -21 -2008 07:21:32 AM 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 Westem Species Section Adequate By 50.4% Controlling. Factor Area Depth Required 7 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 Lenqth 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 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). Fb'= Adjustment Factors. Cd =1 15 CI =0.99 Fv' Fv'= Adjustment Factors. Cd =1 15 Design Requirements: Controllinq Moment: M= 2.035 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead Toads ar d live loads on span(s) 2 Controlling Shear V= At a distance d from left support of span 2 (Center Span) Critical shear created by combining all dead Toads and live loads on span(s) 2 Comparisons With Required Sections. Section Modulus (Moment) Sreq= Shear S= Area (Shear) Areq= A= Moment of Inertia (Deflection) Ireq= 1= Dry Use 16 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= 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= E= Fc perp= Fb_cpr= 0 02 IN 0 03 IN L/2025 0.06 IN U1199 0.03 IN 2214 LB 1525 LB 3738 LB 1.84 IN 1736 LB 1200 LB 2937 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 7 PLF 0 PLF 400 PLF 272 PLF 679 PLF 1750 LB 1190 LB 2.0 FT 2400 PS 190 PS 1800000 PS 650 PS 1200 PS 2739 PS 219 PS 6099 F7 -LB 3178 LB 26 72 57 42 21 82 32.81 60.33 301 46 N3 N3 N2 N2 N4 N4 A Multi -Span Roof Beam[ 2000 International Building Code (97 NDS) Ver 7 01 14 By Jim Mei Suntel Home Design, Inc. on. 02 -21 2008 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 4% Controlling Factor Area Depth Required 7 16 In LOADING DIAGRAM Center Span Point Loading Live Load Dead Load Location P1 1750 Lb 1190 Lb 2 Ft P1 Reactions Live Load Dead Load Total Load Uplift Load A 2214 Lb 1525 Lb 3738 Lb 0 Lb B 1736 Lb 1200 Lb 2937 Lb 0 Lb Uniform Loading Live Load Dead Load Self Weiaht Total Load W 400 PIf 272 Plf 7 PIf 679 PIf Center Span 5.5 ft Uniformly Loaded Floor Beam( 2000 International Building Code (97 NDS)1 Ver 7 01 14 By' Jim Mei Suntel Home Design, Inc. on. 02 21 2008 07:21 48 AM Proiect: 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 9% Controlling Factor Section Modulus Depth Required 7 05 In Deflections: Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End) Live Load LL -Rxn= Dead Load: DL -Rxn= Total Load: TL -Rxn= Bearing Length Required (Beam only support capacity not checked) BL= Camber Regd. C= Beam Data: Span. L= Unbraced Length -Top of Beam Lu= Live Load Deflect. Criteria: L/ Total Load Deflect. Criteria. L/ Camber Adjustment Factor CAF= Floor Loading Floor Live Load -Side One LL1= Floor Dead Load -Side One. DL1= Tributary Width -Side One: TW1= Floor Live Load -Side Two LL2= Floor Dead Load -Side Two: DL2= Tributary Width -Side Two. TW2= Live Load Duration Factor Cd= Wall Load WALL= Beam Loading: Beam Total Live Load: wL= Beam Self Weight: BSW= Beam Total Dead Load: wD= Total Maximum Load: wT= Properties For 24F V4- Visually Graded Westem Species Bending Stress: Fb= Shear Stress. Fv= Modulus of Elasticity' E= Stress Perpendicular to Grain. Fc perp= Bending Stress of Comp. Face in Tension: Fb_cpr= Adjusted Properties Fb' (Tension). Fb'= Adjustment Factors: Cd =1 00 CI =1 00 Fv' Fv'= Adjustment Factors: Cd =1 00 Design Requirements. Controlling Moment: M= 5.25 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear V= At a distance d from support. Critical shear created by combining all dead and live Toads. Comparisons With Required Sections. Section Modulus (Moment) Sreq= S= Area (Shear) Areq= A= Moment of Inertia (Deflection) Ireq= I= 0 07 IN 0.17 IN =L/750 0.24 IN L/534 1103 LB 445 LB 1548 LB 0.76 IN 0.10 IN 10.5 FT 1.33 FT 360 240 1.5 X DLD 40 0 PSF 15 0 PSF 5.25 FT 40 0 PSF 15.0 PSF 0 0 FT 1 00 0 PLF 210 PLF 6 PLF 85 PLF 295 PLF 2400 PS 190 PS 1800000 PS 650 PS 1200 PS 2392 PS 190 PS 4063 FT -LB 1331 LB 20.39 N3 42.19 N3 10.51 N2 28 13 N2 91 15 N4 189.84 N4 A Uniformly Loaded Floor Beam[ 2000 International Building Code (97 NDS) Vet 7 01 14 By Jim Mei Suntel Home Design, Inc. on. 02 -21 2008 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 106.9% Controlling Factor Section Modulus Depth Required 7 05 In LOADING DIAGRAM Reactions Live Load Dead Load Total Load Uplift Load A 1102 Lb 445 Lb 1548 Lb OLb B 1102 Lb 445 Lb 1548 Lb OLb Span Uniform Loading Live Load Dead Load S elf Weiaht Total Load W 210 Plf 79 Plf 6 Plf 295 Plf Span 10.5 ft Uniformly Loaded Floor Beam( 2000 International Building Code (97 NDS)1 Ver 7 01 14 By Jim Mei Suntel Home Design, Inc. on 02 -21 2008 07:22:05 AM 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 467.8% Controlling Factor Area Depth Required 4.28 In Deflections: Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Live Load: LL -Rxn= Dead Load: DL -Rxn= Total Load: TL -Rxn= Bearinq Length Required (Beam only support capacity not checked) BL= Camber Regd. C= Beam Data. Span. L= Unbraced Length -Top of Beam: Lu= Live Load Deflect. Criteria: U Total Load Deflect. Criteria. U Camber Adjustment Factor CAF= Floor Loading: Floor Live Load -Side One LL1= Floor Dead Load -Side One. DL1= Tributary Width -Side One. TW1= Floor Live Load -Side Two LL2= Floor Dead Load -Side Two. DL2= Tributary Width -Side Two. TW2= Live Load Duration Factor Cd= Wall Load: WALL= Beam Loading: Beam Total Live Load: wL= Beam Self Weight: BSW= Beam Total Dead Load: wD= Total Maximum Load: wT= Properties For 24F V4- Visually Graded Western Species Bending Stress. Fb= Shear Stress: Fv= Modulus of Elasticity E= Stress Perpendicular to Grain: Fc perp= Bending Stress of Comp Face in Tension: Fb_cpr= Adjusted Properties Fb' (Tension) Fb'= Adjustment Factors: Cd =1 00 CI =1 00 Fv' Fv'= 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= At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections Section Modulus (Moment) Sreq= 11.27 S= 69 19 Area (Shear): Areq= 8 12 A= 46 13 Moment of Inertia (Deflection) Ireq= 33 44 1= 311.34 0 01 IN 0.03 IN L/3352 0.04 IN U2372 910 LB 376 LB 1286 LB 0 39 IN 0.02 IN 7.0 FT 1.33 FT 360 240 1.5 X DLD 40.0 PSF 150 PSF 6.5 FT 40 0 PSF 15 0 PSF 0 0 FT 1 00 0 PLF 260 PLF 10 PLF 107 PLF 367 PLF 2400 PS 190 PS 1800000 PS 650 PS 1200 PS 2397 PS 190 PS 2251 FT -LB 1029 LB N3 N3 N2 N2 N4 N4 Uniformly Loaded Floor Beam[ 2000 International Building Code (97 NDS) Ver 7 01 14 By Jim Mei Suntel Home Design, Inc. on. 02 21 -2008 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 467.8% Controlling Factor Area Depth Required 4.28 In LOADING DIAGRAM r A Reactions Live Load Dead Load Total Load Uplift Load A 910 Lb 376 Lb 1286 Lb O Lb B 910 Lb 376 Lb 1286 Lb O Lb Span Uniform Loading Live Load Dead Load Self Weiaht Total Load W 260 Plf 98 Plf 10 PIf 367 PIf Span 7 ft Multi -Span Roof Beam' 2000 International Building Code (97 NDS) 1 Ver 7.01 14 By Jim Mei Suntel Home Design, Inc. on: 02 -21 -2008 07:22:21 AM 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 55.5% Controlling Factor Section Modulus Depth Required 7.68 In Center Span Deflections. Dead Load. DLD- Center= Live Load: LLD Center= Total Load: TLD- Center= Camber Required: C= Center 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= Center Span Right End Reactions (Support B) Live Load: LL- Rxn -B= Dead Load: DL- Rxn -B= Total Load. TL- Rxn -B= Bearing Length Required (Beam only support capacity not checked) BL -B= Beam Data. Center Span Length. L2= Center Span Unbraced Length -Top of Beam: Lu2 Top= Center Span Unbraced Length -Bottom of Beam: Lu2- Bottom= Live Load Duration Factor Cd= Pitch Of Roof RP= Live Load Deflect. Criteria. L/ Total Load Deflect. Criteria: L/ Camber Adjustment Factor CAF= Center Span Loading: Uniform Load Roof Live Load: RLL 2= Roof Dead Load: RDL -2= Roof Tributary Width Side One Trib -1 -2= Roof Tributary Width Side Two: Trib -2 2= Beam Self Weight: BSW= Wall Load. Wall-2= Total Live Load: wL 2= Total Dead Load (Adjusted for Roof Pitch). wD -2= Total Load. wT -2= Point Load Live Load: PL 2= Dead Load: PD -2= Location (From left end of span) X -2= Properties For 24F V4- Visually Graded Western Species Bending Stress. Fb= Shear Stress: Fv= Modulus of Elasticity E= Stress Perpendicular to Grain: Fc perp= Bending Stress of Comp. Face in Tension: Fb_cpr= Adjusted Properties Fb' (Tension) Fb'= Adjustment Factors: Cd =1 15 CI =1 00 Fv' Fv'= Adjustment Factors. Cd =1 15 Design Requirements. Controlling Moment: M= 5 32 Ft from left support of span 2 (Center Spar Critical moment created by combining all dead loads =;nc' rive 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) 'rep= 1= 0 11 IN 0 18 IN L/633 0.30 IN L/386 0 17 IN 2306 LB 1540 LB 3846 LB 1 15 IN 2641 LB 1680 LB 4322 LB 1.30 IN 9.5 FT 1.33 FT 9.5 FT 1 15 0 12 360 240 1.5 X DLD 25.0 PSF 17 0 PSF 14.0 FT 3 0 FT 10 PLF 0 PLF 425 PLF 289 PLF 724 PLF 910 LB 380 LB 6.5 FT 2400 PS 190 PS 1800000 PS 650 PS 1200 PS 2756 PS 219 PS 10217 FT -LB 3840 LB 44 49 N3 69 19 N3 26.36 N2 46.13 N2 193 49 N4 311.34 N4 Multi -Span Roof Beam[ 2000 International Building Code (97 NDS) Ver 7 01 14 By Jim Mei Suntel Home Design, Inc. on 02 21 2008 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 55.5% Controlling Factor Section Modulus Depth Required 7.68 In LOADING DIAGRAM Reactions Live Load Dead Load Total Load Uplift Load A 2306 Lb 1540 Lb 3846 Lb 0 Lb B 2641 Lb 1680 Lb 4322 Lb 0 Lb Center Soan Uniform Loading Live Load Dead Load Self Weight Total Load W 425 Plf 289 Plf 10 Plf 724 Plf Point Loading Live Load Dead Load Location P1 910 Lb 380 Lb 6.5 Ft Center Span 9.5 ft P1 V Multi- Loaded Beam[ 2000 International Building Code (97 NDS)1 Ver 7 01 14 BV' Jim Mei Suntel Home Design, Inc. on: 02 -21 -2008 07 :22:36 AM 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 41 1% 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 Shear Stress: Modulus of Elasticity Stress Perpendicular to Grain: Adjusted Properties Fb' (Tension) Adjustment Factors. Cd =1.00 CI =1.00 CF =1 10 Cr =1 15 Fv' Adjustment Factors: Cd =1 00 Design Requirements: Controlling Moment: 5.0 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 At a distance d from right support of span 2 (Center Span) Critical shear created by combining all dead Toads and live loads on span(s) 2 Comparisons With Required Sections Section Modulus (Moment) Area (Shear) Moment of Inertia (Deflection) Required 7 79 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= Lu2 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= Fb= Fv= E= Fcperp= Fb'= Fv'= M= V= Sreq= S= Areq= A= !rep= 1= 0.06 0 08 0 14 624 470 1094 0.39 749 555 1304 0 46 100 2.0 100 1 00 360 240 50 PLF 34 PLF 9 PLF 93 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 95 PSI 4308 FT -LB 1180 LB 45 49 64 17 18 63 41 63 85 13 296 79 IN IN U1450 IN U837 LB LB LB IN LB LB LB IN FT FT FT N3 N3 N2 N2 N4 N4 Multi- Loaded Beam[ 2000 International Building Code (97 NDS) Ver 7 01 14 By Jim Mei Suntel Home Design, Inc. on. 02 -21 2008 Project: WAVERLY Location Beam Nr 11 rafters at dormer Summary' (3) 1.5 IN x 9.25 IN x 10 0 FT 1 #2 Douglas -Fir -Larch Dry Use Section Adequate Bv' 41 1% Controlling Factor Section Modulus Depth Required 7 79 In LOADING DIAGRAM Reactions Live Load Dead Load Total Load A 624 Lb 470 Lb 1094 Lb B 749 Lb 555 Lb 1304 Lb Center Span Point Loading Live Load Dead Load Location P1 623 Lb 425 Lb 5 Ft Uplift Load 0 Lb 0 Lb Uniform Loading Live Load Dead Load Self Weiaht Total Load W 50 Plf 34 PIf 9 Plf 93 PIf P1 y Center Span 10 ft Trapezoidal Loading Left LL Left DL Riaht LL Riaht DL Load Start Load End TR1 50 PIf 34 PIf 50 Plf 34 PIf 5 Ft 10 Ft TR1 Multi- Loaded Beam[ 2000 International Building Code (97 NDS) Ver 7 01 14 By Jim Mei Suntel Home Design, Inc. on 02 -21 2008 07:22:52 AM Project: WAVERLY Location: Beam Nr 12 at bonus rm ridge Summary 3 125 IN x 15.0 IN x 20 0 FT 24F! Visually Graded Western Species Section Adequate By 9.2% 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. Face in Tension. Adjusted Properties Fb' (Tension) Adjustment Factors: Cd =1 00 CI =0.99 Fv' Adjustment Factors: Cd =1 00 I I Dry Use Required 14.57 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/ 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= B -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= E= Fc perp= Fb_cpr= Fb'= Fv'= 0.39 0.52 0 92 0.59 2252 LB 1686 LB 3938 LB 1.94 IN 2252 LB 1686 LB 3938 LB 1 94 IN 20 0 FT 2.0 FT 20.0 FT 1 00 360 240 0 PLF 0 PLF 10 PLF 10 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 6 0 FT 14 0 FT 8.0 FT 188 PLF 128 PLF 188 PLF 128 PLF 14 0 FT 20 0 FT 6 0 FT 2400 PS 190 PS 1800000 PS 650 PS 1200 PS 2377 PS 190 PS IN IN U459 IN L/262 IN 1 Pape. 16 Multi- Loaded BeamE 2000 International Building Code (97 NDS) Ver 7 01 14 By Jim Mei Suntel Home Design, Inc. on: 02 -21 2008 07:22:52 AM Project: WAVERLY Location Beam Nr 12 at bonus rm ridge Design Requirements. 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 Toads and live loads on span(s) 2 Comparisons With Required Sections. Section. Modulus (Moment) Sreq= 98.54 S= 117 19 Area (Shear): Areq= 28 00 A= 46.88 Moment of Inertia (Deflection) Ireq= 805.09 1= 878.91 19516 FT -LB 3546 LB N3 N3 N2 N2 N4 N4 Multi- Loaded Beam[ 2000 International Building Code (97 NDS) Ver 7 01 14 By Jim h;ei Suntel Home Design, Inc. on. 02 21 2008 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 By 9.2% rontrollinq Factor Moment of Inertia Depth Required 14 57 In LOADING DIAGRAM TR I Reactions Live Load Dead Load Total Load Uplift Load A 2252 Lb 1686 Lb 3938 Lb 0 Lb B 2252 Lb 1686 Lb 3938 Lb I 0 Lb Center Span Uniform Loading Live Load Dead Load Self Weiaht Total Load W 0 Plf 0 Plf 10 Plf 10 Plf Trapezoidal Loading Left LL Left DL Riaht LL Riaht DL Load Start Load End TR1 188 Plf 128 Plf 188 Plf 128 Plf 0 Ft 6 Ft TR2 125 Plf 85 Plf 125 Plf 85 Plf 6 Ft 14 Ft TR3 188 Plf 128 Plf 188 Plf 128 Plf 14 Ft 20 Ft Point Loading Live Load P1 624 Lb P2 624 Lb Dead Load Location 476 Lb 6 Ft 476 Lb 14 Ft V- Center Span 20 ft V