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Home My WebLink About111 Juniper Ln Technical - Building TECHNICAL Permit # 00 ~ :;)CJ9 Address III J\)~D~V LV\. I Project description R~~ NMAJ -SFR Date the permit was finaled [I/G /08 Number of technical pages ;:?~ . "f w 147 PLAN #63095C FOR Suntel Home Design In return for payment of a one-time fee, F AE 9'~ 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: 111 Juniper Ln. Port Angeles, W A Copyright: #10114 N OTI CE: 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 in connection with this Analysis. CALCULATIONS, SHEAR SHEET, L-SHEET VALID ONLY WITH ORIGINAL STAMP HERE AND DIGITAL STAMP ON PLANS AND CAN NOT BE USED FILE AFTER September 2008 F AE $~~~Ttih: ENGINEERING, L.L.C. Phone: (503) 533-5100 Fax: (503) 646-3777 E-mail: fae-engineeringsupport@comcast.net 6~ Project: Yamhill-C File: #63095C-IOOD-D2-WA Client: Suntel Home Design By: RF Date: 6/2007 Job No. 7201 Sheet No. ------------------------------------------------------------------------------------------------------------------------- " ! I (p Architecture Engineering, Inc. LATERAL ANAL YSIS ANAL YZE BUILDING FOR ONLY WIND & SEISMIC FORCES according to the 2006 INTERNATIONAL BUILDING CODE WIND ANALYSIS FOR EXPOSURE "D" I 00 MPH (3-sec Gust) SEISMIC ANALYSIS FOR CA TEGOR Y D2 LIABILITY LIMITATIONS $utIev Architecture Engineering, ("FAE") was retained in a limited capacity for this project. Design is based upon infoffilation provided by the Client, who is solely responsible for accuracy of same. No responsibility and liability is assumed to FAE for items beyond that shovv11 on these sheets. No construction observations nor soils 1l1vestigations performed by FAE. INDEMNIFICATIONS BY BUILDING DEPARTMENT Building Department agrees to defend, indemnify and hold harmle:-,s 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 page and contains an original engineer's "wet-stamp" seal siened with red-ink (no photocopy allowed). OWNERSHIP OF DOCUMENTS All documents produced by F AE shall remain the propeliy of F AE and shall not be used unless accompanied by an original engineer's wet-stamp issued from F AE. 6~ Proj ect: Yam hi ll-C File: #63095C-1 00D-D2- W A Client: Suntel Home Design By: RF Date: 6/1007 Job No. 7201 Sheet No. Architecture Engineering, Inc. 2/flwe> --~--i-----------------------------------------------------------------_________________________________________________ L:=J c::::J c::::J c::::J ~ bd~ JTk2eeT eL ev A TIOn 12 ~, ------------ 2ND FLR - .~ . (INE ~ ~ ----------- ------- 8- I&T FLR -LiNE QIGHT cL CV A TIOn 6C.4L!!, lie- . 1'.,,- 6~ Project: Yamhill-C File: #63095C-100D-D2-WA Client Suniel Home Design By: RF Date: 6/:2007 Job No. 7201 Architecture Engmeering, Inc. ------------------------------------------------------------------------------------------------------------------------ -0 QcAQ cL CV A TIOn SCALE 1/611. )'_/Z)1l 12 ,~ ~ p B --------c:---- I&T .fl.R LINE 2ND FLR LiNE- - LeFT eL ev A TIOn &CALE, 1/8" . 1'-0" Sheet No. 3~Co 2ND FLR L.INE I&TF~ LINE ~ A c. -6~ Project: Yamhill-C FIle: #63095C-1 00D-D2- W A Client: Suniel Home Design By: RF Date: 6/2007 Job No. 7201 Sheet No. Architecture Engineering, Inc. 4- It '.0 ------------------------------------------------------------------------------------------------------------------------ -8-- cp i , I , ~ , (FASTEN EA. TRUSS TO TOP WALL PLATE WI SIMP. "1-40" . EA STUD TO TOP WALL WI SIMP. "SP2" I I I I I I I I I I' -@-- V I I -I .(-\- I ~ I ~ I - - - - - - ~[ - - J I I I I I I --=-------:.:=.=._-::!- -I--+--+-t--t-- I /10 - I I I SEE@ I , I , I , I I -@----~----------- I SPACE ROOF SI-4Tl-l<::I FASTENERS AT 0" O.C. AT ALL INTERMEDIATE I' FRAMING MEMBERS EACI-l SIDE OF EACI-l RIDGE, I-4IP, AND WITI-4IN A S'-,"," WIDE NAILING ZONE AROUND TI-4E ENTIRE PERIMETER OF TI-4E I-lOUSE (NAILING ZONE WIDTI-4 STARTS AT EDGE OF ROOF) I ~I",.I.';.I 10. EXTEND WALL SI-lTl-l<::I DOllN TO FLOOR. I I I I ~ uppeQ FLOOQ PLAn ~ IN SHADED ARE USE SPECIAL NAI ING :1 SEE SCHEDULE 1 :1 -:-----, 1 'I 1 \PRO~IDE STRAP T 4 B 1 \AT H1ADER SPLICE 1---_____1 i& HEA ER HEADER Project: Yamhill-C File: #63095C- J 00D-D2- W A Client: Suntel Home Design By: RF Date: 6/2007 Job No. 7201 Architecture Engineering, Inc. ------------------------------------------------------------------------------------------------------------------------ y 1 I 1 I Or I cp I $ O~. , , v'"", I ---8---- D~~> 1 1 ,%, D" 1 OPEN ---@---- ~xi& wi ECC~~ SEE@ ~ ~ 4 Or 3e>" (MIN) I WALL WIDTH -~x~ W/E;C~~~ - - - - SEE @ . _ _ _ _1- ~xi& wi ECC~~~ SEE@ I 1 I 1 I , ---@----~----------- I 1 I SEE DETAIL lIS EXTEND HEADER OVER ENDWALLS /\Aln FL 00C2 PLAn Sheet No. 5 ;{lp cp 1 I 1 I -----f--- ~I w 1 I I I , I , I I I 6~ Project: Yamh1l1-C File: #63095C-100D-D2- W A Client: Suntel Home DesIgn By: RF Date: 6/2007 Job No. 7201 Sheet No. (P ;; lp ------------------------------------------------------------------------------------------------------------------------ Architecture Engineering, Inc. cp cp I r---~I I Q r, Q r ~ r- ~ \:-. ~ ' ~r)~ ~ ' -..---_..____J___~ ~____ ~____..~' I r l I e'l I I I I I I I I I. I I =jl I I II ~ I ' II ~I 'I -1 I I I .:::!J I, I I I I I I , , I I I I I I I I I I J... I, I I r I I I I I I I I L - - J L cp , I , I , ----t-- , I , I , I , I , I , I @---- D 1 @---- I ~L_ ___J , J~ SEE 0' I , I , I , @-----+------------ I , I I I I I I I I I I I I I I I I I I I . . . --, I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ----_---! yi SEE @ 1'"=: 1)( I 1<:-.>1 SEE DETAIL lIS FounDA TIOn PLAn 6~ Proj ect: Yamhill-C File: #63095C-I00D-D2-WA Client: Suntel Home Design By: RF Date: 6/2007 Job No. 7201 Architecture Engineering, Inc. Sheet No. 7 !tCp -------------------------------------------------------------------------------------------------------------------------- WIND ANALYSIS USING 2006 IBC SIMPLIFIED WIND METHOD Data: W = Total Wind Force = Y x I x P x A Y := 1.61 I := 1.0 Reference: 2003 IBC Figure 1609.6.2.1 FRONT & REAR WALLS Zone Projected Area Horizontal Pressure A B C D Aa := 95 Ab := 30 Ac := 640 Ad := 180 Pa := 17.8 psf Pb := 12.2 psf Pc := 14.2 psf Pd := 9.8 psf W := Y.I.(Pa.Aa +Pb.Ab + Pc.Ac + Pd.Ad) 4 W = 2.08 x 10 Distribute wind force to roof and second-floor level: sq. ft. sq. ft. sq. ft sq. ft. pounds FRw1 := Y.I.(0.3.Pa.Aa + 1.0.Pb.Ab + OJ.Pc.Ac + 1.0.Pd.Ad) FRwl = 8.64 x 103 lbs - F2wl := Y.I.(0.7.Pa.Aa + 1.0.Pb.Ab + 0.7.Pc.Ac + 1.0.Pd.Ad) F2wl = 1.56 x 104 lbs SIDE WALLS Zone Horizontal Pressure Projected Area A B C D psf psf psf psf Pa:= 17.8 ?b := ]2.2 Pc := 14.2 Pd := 9.8 Aa := 95 Ab := 30 Ac := 705 Ad := 240 W := Y.I.(Pa.Aa + Pb.Ab + Pc.Ac + Pd.Ad) 4 W = 2.32x 10 Distribute wind force to roof and second-floor level: sq. ft. sq. n. sq. ft sq. f1. pounds FRw2 := Y.I.(0.3.Pa.Aa + 1.0.Pb.Ab + 0.3.Pc.Ac + 1.0.Pd.Ad) FRw2 = 1 x 104 lbs F2w2 := Y.I.(0.7.Pa.Aa + O.O.Pb.Ab + 0.7.Pc.Ac + O.O.Pd.Ad) F2w2 = 1.32 x 104 lbs 6~ Project: Yamhill-C File: #63095C-lOOD-D2-WA Client: Suntel Home Design By: RF Date: 6/2007 Job No. 7201 Sheet No. ff!//lo Architecture Engineering, Inc. -------------------------------------------------------------------------------------------------------------------------- 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 Rase Shear = ].2 P Qe 11.4 = 1.2 P (Sd WI t.4R) Weights: Roof Dead Load = 15 psf (Composition Roof Covering) Floor Dead Load = 10 psf Partitions = 10 psf Exterior Walls + Windows = 10 psf (Average) Mass Calculations: , Aroof := 1500 ft^2 A2ndFloor := 1250 fl^2 AIstFloor := 1800 ft^2 h2 := 21 it Aroofwall := 700ft^2 A2wall := 1400 ft^2 Al wall := 0 ft^2 hI := 10ft Mroof := 20. Aroof + 10. Aroofwall M2 := 20. A2ndFloor + 10. A2wall 4 Mroof = 3.7 x 10 pounds 4 M2 = 3.9 x 10 pounds \. 20 p := 2- r.y A2ndFloor p:=if(p<I,1,p) p=I Sd E := 1.2'p'-.(Mroof + M2) l.4.R 4 E=J.3x10 pounds Distribute Seismic Shears FRe := Mroof .E Mroof + M2 3 FRe = 6.34 x 10 pounds M2 F2e := .E Mroof + M2 3 F2e = 6.69 x 10 pounds , ~- ~ ~ - ~ Project: Yamhill-C By: RF Sheet No. . i!I'~ File: #6}095C-l 00D-D2- W A Date: 612007 r / Architecture Eno-ineering, Inc. Client: Suntel Home Design Job No. 7201 Ill&' ---------------------~---------------------------------------------------------------------------------------------------- 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 mc ' 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 comer restraint, Rl = 400# Uplift at end of perforated shearwalls, Pu = Vfx hI - Wd x (0.5 Ll) - Rl = 460 plf x 8 ft - 110 plf x (0.5 x 4 ft) - Rl = 3100# Uplift between wall ends, t = V- Wd = 460 plf - 110 plf= 350 plf Wall bottom plate (11/2" 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 pli 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 n8il = 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 Type "c" shearwall w/ HTT22 holdowns, 16d at 2 1/2" o.c. sole plate nailing and LTP5 clips at 24" O.c 6~ Proj cct: Yamhill-C File. #63095C-I00D-D2- W A Client: Suntel Home Design By: RF Date: 6/2007 Job No. 7201 Architecture Engineering, Inc. -------------------------------------------------------------------------------------------------------------------------- RI ' 400" FRe,2':l50" f-iOLDOWN Pu ' 3100" 4'-0" 1 P 5 W 5e~menl 13'.0" I 4'-0" J P 5 W 5eqmenl Perrorated 5hsdr Wall t:lEVATION OF PERFORATED SHEARWALL MAXIMUM OPENING f-JEIGf-JT RATIO AND f-JEIGf-JT WALL f-JEIGf-JT ,"/3 HI2 2U/3 2H/b - --_. B'-"''' 2'-B" 4/-0" 5'-4" b'-B" 8'-"''' - Percent Full-Height Sheathing Shear Re51stdnce Adjustment Factor -- - 10% LO 0bS 053 043 03b 20% 1.0 011 05b 045 038 30~. 1.0 ",,4 05S 0AS 042 4"'% '''' 011 0b3 053 "'45 50~. 1-'" o Be> 0hl "'51 e>5e> b0% 10 "'B3 011 e>b3 e>5b ''''~. 10 e>Bl '" 11 "'hS e> b3 B"'% I'" "'.SI 0.83 011 011 SHEAR RESISTANCE ADJUSTMENT FACTOR Sheet No. 10/ J II..a " , , 6~ Project: Yamhill-C File: #63095C-1 00D-D2- W A Client: Suntel Horne Design A-rchitecture Engineering, Inc. By: RF Date: 6/2007 , Job No. 7201 Sheet No. n/ ,~ ------------------------------------------------------------------------------------------------------------------------- INVESTIGATE UPPER-FLOOR SHEARWALLS: Line "A" Rear Walls: Line "B" Front Walls: Summation of full-height walls lengths = Total length of brace wall line = % full-height sheathing = S := ~.100 TL D. hr FR lag agm stress = v := 0.5.- TL FR Shearwall stress = v:= 0.5.- 0.8.L Uplift for shearwalllength = L1 := 3 (worst case) Pu:= v.8 - .5.Wd.L1-R1 Use Type "B" Shearwall wi MSTC40 holdowns Summation of full-height walls lengths = Total length of brace wall line = % full-hei ght sheathing = S := ~. 100 TL Diaghragm stress = v := 0.5. FR TL Uplift [or shearwalllength = L1 := 2 (worst case) Pu := v.8 - .5- Wd.Ll - R1 Use Type "B" Shearwall wi no hoIdowns L := 28 ft. TL := 38 ft. S = 73.68 percent v = 113.63 pIf ft. v = 192.76 pl1' Weight = Wd:= 110 plf R1 := 400 # Pu = 977.06 pounds L := 26 ft. TL := 39ft. S = 66.67 percent v = 110.71 plf Weight = Wd:= 110 plf R1 := 400 1:1 ft. Pil = 375.7 pOlP.~Js 6~ Project: Yamhill File: #63095-100D-D2-WA Client: Suntel Home Design Architecture Engineering, Inc. By: RF Date: 8/2005 Job No. 1924 Sheet No. I~ / (Il.p ----------------------------------------------------------------------------------------------------------------------- INVESTIGATE UPPER-FLOOR SHEARWALLS: Line 1 Walls: Line 2 Walls: Summation of full-height walls lengths = Total length of brace waIl line = % full-height sheathing = S := ~.100 TL . h FR DIag ragm stress = v := 0.5.- ~ TL FR Shearwall stress = v:= OS- 0.8.L Uplift for shearwalllength = Ll := 8 (worst case) Pu:= v.8 - .5.Wd.Ll- Rl Use Type liB" Shearwall wi MSTC40 holdowns Summation of full-height walls lengths = T otallength of brace wall line = % full-height sheathing = S := ~.1 00 TL Diaghragm stress = v := 0.5. FR ~ ~ TL Seismic Shearwall v '= stress wi wall aspect . ratio penalty = 1.75.0.5.FRe O.78.L FR Shearwall stress = v:= 0.5. 0.78.L Uplift for shearwalllength = Ll:= 3 (worst case) Pu := v.8 - .5.Wd.Ll- Rl Use Type "B" Shearwall wi HTT22 holdowns L := 21 ft. TL := 24 ft. S = 87.5 percent v = 208.92 pl~ ft. v = 298.45 plf Weight = Wd:= 110 plf Rl := 400 # Pu = 1.55 x 103 pounds L := 36 ft. TL := 36 it. S = 100 percent v = 139.28 plf v = 197.65 plf v = 178.56 plf ft. Weight = Wd:= 110 plf Rl := 400 # Pu = 863.5 pounds '111:__ ~ ~ _ . Project: Yamhill By: RF Shcct No. f.Y~ File: #63095-100D-D2-WA Date: 8/2005 13/ Architecture Enoineerinp", Inc. Client: Suntel Home Design Job No. 19~4 I f..o .._------------------~---------~------------------------------------------------------------------------------------------ INVESTIGATE LOWER-FLOOR SHEARWALLS: Rear Walls: Line A Front Walls: Line B R'mlbl k' OSFRwl + 0.35.F2wl 1 oc mg stress = v := TL 0.5.FRw2 + 0.35.F2w2 L Summation of full-height walls lengths = Total length of brace wall line = % full-height sheathing = S := ~.100 TL . F2w1 Draghragm stress = v := 0.4.- TL Shearwall stress = v := Uplift for shearwalllength = Ll:= 2 (worst case) Pu:= v.9- .5.Wd.L1-Rl Type "D" Shearwall wi PI.1D6 holdowns Summation of full-height walls lengths = Total length ofbracc wall line = % full-height sheathing = S := ~.100 TL . F2wl Draghragm stress =-." v := 0.3.- ~ TL L := 16 ft. TL := 39 ft. S = 41.03 percent v = 159.77 pIf v = 250.51 plf v = 601.87 plf tt. Weight = Wd:= 110 plf Rl := 400 # 3 Pu = 4.91 x 10 pounds L := 24 ft. TL := 44 ft. S = 54.55 percent v = 106.21 pH Ri Ibl k. 0.5.FRwl + OSF2wl m oc mg stress =v := v = 275.15 TL plf Seismic Shearwall 1.75.(OSFRe + 0.5.F2e) v '= v = 475 stress wi wall aspect . L ratio penalty = OSFRwl + 0.5.F2wl L Uplift for shearwalllength = Ll := 2 (worst case) Shearwall stress = v := plf v = 504.43 plf Weight = Wd:= 110 plf Rl := 400 # Pu:= v.9 - .5.Wd-L1- R1 Pu = 4.03 x 103 pounds Use Typc "D" Shcarwall wi HTT22 holdowns ft. 6~ Project: Yamhill By: RF- Sheet No. , File: #63095-100D-D2-WA Date: 812005 L4/ Architecture Enp"ineering, Inc. Client: Suntel Home Design Job No. 1924 /11.0 --------------------Q----------~------------------------------------------------------------------------~---------------- INVESTIGATE LOWER-FLOOR SHEARWALLS: Garage Summation of full-height walls lengths = L := 5.4 ft. Front Walls: Total length of brace wall line = TL := 20 ft. Line C % full-height sheathing = S := ~.100 S = 27 percen t TL . F2wl v = 194.72 pIf Dlaghragm stress = v := 0.25.- TL Rim/blocki ng stress = v := 0.25.F2wl v = 194.72 plf TL Seismic Shearwall 1.75.0.25. F2e v = 541.67 pIf stress wi wall aspect v:= L ratio penalty = Shearwall stress = 0.25. F2w2 v = 610.56 pIf v:= L Uplift for shearwalllength = L 1 := 1.7 ft. (worst case) Pu:= v.7 - SWd.Ll- Rl Weight = Wd:= 110 plf Rl := 400 # Pu = 3.78 x 103 pounds Use Garage Frame Detial 6~ Architecture Engineering, Inc. Project: Yamhill File: #63095-1 00D-D2- W A Client: Suntel Home Design By: RF Date: 8/2005 Job No. 1924 Sheet No. 1'5~la ------------------------------------------------------------------------------------------------------------------------- INVESTIGATE LOWER-FLOOR SHEARWALLS: Line 1 Walls: Summation of full-height walls lengths = Total length of brace wall line = % full-height sheathing = S := ~.100 TL . F2w2 Dmghragm stress = v := 0.43.- TL L := 17.5 ft. TL := 22 n. S = 79.55 percent v = 257.77 plf .. OSFRw2 + 0.43.F2w2 Run!b10ckmg stress: v := '1'10 v = 485.68 plf Seismic Shearwall v'= stress w/ wall aspect . ratio penalty = 1.75.(OSFRe + 0.43.P2e) v = 604.63 L pIt' Shearwall stress = 0.5.FRw2 + 0.43.F2w2 v:= L v = 610.57. plf Uplift for shearwalllength = L1:= 2 (worst case) Pu:= v.9- .5.Wd.LI-Rl Type "0" Shearwalls w/ PI LD6 holdovvns ft. 'Weight = Wd:= 110 plf Rl := 400 # 3 Pu = 4.99 x 10 pounds . 6~ \rchitecture Engineering, Inc. Project: Yamhill File: #63095-100D-D2-WA Client: Suntel Home Design By: RF Date: 812005 Job No. 1924 Sheet No. lip !t~ ------------------------------------------------------------------------------------------------------------------------- INVESTIGATE LOWER-FLOOR SHEARWALLS: Line 2 Walls: Line 3 Walls: Summation of full-height walls lengths = Total length of brace wall line = % full-height sheathing = S := ~.100 TL . F2w2 Dlaghragm stress = v := 0.25.- TL L := 13 ft. TL := 40 ft. S = 32.5 percent v = 82.43 plf .. 0.5.FRw2 + 0.5.F2w2 Rlm/blockmg stress = v := TL v = 290.2 plf Shearwall stress = O.5.FRw2 + 0.5.F2w2 v:= L v = 892.93 plf Uplift for shearwalllength = Ll:= 5 (worst case) Pu:= v.9 - SWd.Ll- Rl Type "E" Shearwalls wi HDQ8 holdowns Summation of full-height walls lengths = Total length of brace wall line = % full-height sheathing = S := ~.lOO ~ TL . F2w2 Dlaghragm stress = v := 0.1.- TL .. 0.I.F2v2 Rnn/bIockma stress = v:=:: -----, b TL Sheanvall stress = 0.1.F2w2 v:= L Uplift for shearwall length = Ll := 19 (worst case) Pu:= v.9 - .5.Wd.Ll- Rl Type "B" Shearwal1s wi no holdowns ft. Weight = Wd:= 110 plf Rl := 400 # 3 Pu = 7.36 x 10 pounds L := 20 ft. TL := 20 ft. S = 100 percent v = 65.94 plf v = 65.94 pIf v = 65.94 plf ft. Weight = Wd:= 110 plf Rl := 400 # Pu = -851.53 pounds '6~ Project: Structural Notes By: RF Sheet No. Location: Pacific Northwest Date: 1/2007 A- I ~~~~~~~~-~~~-~~~~~-~~~~~-~~!:~~~----____~___~:~f')::~~~!_}_~~~_____________________~?_~_~?;_~~~~________________ OWNERSHIP OF DOCUMENTS The "diamond" shearwall designation system & details were created by Fuller Architecture Engineering, Inc. (FAE) and are copyright p'rotected property of F AE and sha11110t be used unless issued from F AE. @ Copyright 1993 LEGEND 0-CP -0 DESIGNA TES GRID LINE DESIGNA TES DETAIL MARK J q) 6?r? '1' y [l] DESIGNATES SHEARWALL TYPE DESIGNATES HOLDOWN TYPE (SEE SHEAR SCHEDULE) PERFORATED SHEAR WALL SEE DETAIL #30 DESIGNATES DRAWING NOTE , . ,DESIGNATES H D. LOCATION (APPROXIMATE) DRAWING OJ "SIMSPON "HU" TYPE BEAM HANGER m SIMPSON "GLS" TYPE SEAM HANGER IT] [i] ~ ~ [3] SIMPSON "MSTC52" FASTENED TO DSL. JOISTS OR BEAM. SEE DETAIL 6 ~ ~ NOTES: ,~.. '''~~T< -, " . ....... ,--~ "SIMSPON "HUxx" TYPE BEAM HANGER DESIGNATES 6X DFL #1 POST WI SIMPSON "EPC" TYPE POST CAP DESIGNATES 6X DFL #1 POST WI SIMPSON "ECC" TYPE POST CAP (3) 2 x (WALL WIDTH) BUNDLED STUDS TO SUPPORT ROOF FRAMING ABOVE. DOUBLE FLOOR JOISTS. NAIL FLOOR SHEA THING 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 MESERS WITH CUMULATIVE FORCE RESISTED ATONE END OF THE BOTTOM CHORD. ~ (2) STUDS UNDER BEAM CONTINUOUS DOWN TO FOUNDATION. ': ~., ~..,. ~,' ; '~' -:" ~ ~':~...~' --'1 . h "C ~ ~. '.., - .'"~,' '"' '." ~ __:...._;" "",,~~ "<' __'.,". '5~ Project: Structural Details By: RF Location: Pacific Northwest Date: 1/2007 . Architecture Engineering. Inc. @l Copyright 1993 Job No. 7000 -------------------------------------------------------------------------------------------------------------------------- St-lEARWALL SCt-IEDULE HOLDOWN SCHEDULE "X" - DESIGNATES SIMFSON FRODUCT MARK /-lOLDOWN FASTENERS ,,'/^'.... NO ~ 1-l0LDOWN ~ REQUIRED o ^ , , () 3. "MSTC40" (IB) 10d SINKER 4. NAILS AT EACI-l END "MSTCS2" (24) 10d SINKER NAILS AT EACI-l END ^ / , 03 " "MSTC06" (34) 16d SINKER NAILS AT EACI-l END ^ /' ", "CMSTI2" (43) 10d SINKER W 9'-0"LONG NAILS AT EACI-l END ,,^, "FI-lD-S" ~ OR SIMFSON "SSTB24" /~' "~DU~4" /^', "I-lTT22" <~ -OR- V "I-lDU-5o" SIMFSON "SSTB24" ^ " , W ,,^, <;> . "P/-lD0 " SIMPSON "SSTB28" "I-lDU-B" -OR- "I-lDQ-8" SIMPSON "SSTB2B" /^', (150)(16) SIMPSON "SSTB2B" ~ "I-lDU-1!" or WI 9/04" CUT WASI-lE V "I-lI-lDQII" t I-lEAVY I-lEX NUT. ,,^, (150)(16) I" DIA. (0436) GALV. W/ " "I-lI-lDQI4" ROD EMBED 8" 'INTO 10 12" TI-lK x 21" WIDE 10"-0" LONG f'TG. ~ = DESIGNATES SI-lEAR PANEL ~ AND I-lOLDOWN TYPE. . = DESIGNATES AFFROXIMATE 1-l0LDOWN LOCATION Sheet No. ~z ALL PANEL EDGES MUST BE BLOCKED 4" O.C. SOLE (~) BLOCKINGI (~) &/& "4> x 1" PLATE' RIM JOIST 'EMB. AB& l6d TOENAILS AT 8" O.C. REMARKS' 4" O.C. 16d1\) 8"oc 4B" O.c. 3" O.C. ~~~.f. 16d6 31/2"OC ,r' (5.'C-:- 12" oi:. STAGRD. 6" O.C. 3" O.C 12" O.c. 16d1\) 2 Y2 "oc 4" O.c. STAGRD. 12" O.C. 16d1\) 3Y2"OC STAGRD. 4" O.C. 12" O.C. 16dill 2Y2 "oc ST AGRD. 12" D.C. (3) I 112" LONG x V10" WIDE "L TF5o"1\) 48" oc 4B" O.C. ST AFL ES WI CROWNS FARALLEL WI FRAM'G. (3) DBL STUDS/BLKG AT (:;,) "L TF5o"1\) 24" oc 16" O.C. ADJOIN ING FANEL EDGES WI 16d AT 4" D.C. (3) DBL. STUDS/BLKG AT (5) "L TF5o"1ll 110" oc 10" O.C. ADJOIN ING PANEL EDGES WI liOd AT 4" O.C. (3) DBL. STUDS/BLKG. (8) (11) "L TF5"1ll 10" oc 18" O.C. ill ADJOIN'G PANEL EDGES WI liOd AT 4" 4 3X MUDSILL !iOde 1~2"oc (3) 3X. MUDSILL AND (8)(1!) STAGRD. "LTF5o"1ll 10" oc 12" O.C. 3X. STUDS/BLKG. AT ADJOIN ING FANEL EDGES FER NEW CODE. ALL ANCI-lOR BOLTS MUST I-lAVE 2" SQUARE X 3/16" I-lDG PLATE WASI-lERS NOTES I. ALL FASTENERS USED AT TI-lE COAST AND IN CONTACT UJITJ-j PRESSURE TREATED MATERIAL MUST BE 1-l0T-DIFFED GALVANIZED (I-lDG) 2. "F. RI-l. F-NAIL" = DESIGNATES A FULL-ROUND I-lEAD PNEUMATIC-DRIVEN NAIL (I0d GALV BOX NAILS MAY SUBSTITUTE FOR 0.14cH P-NAILS). SIMPSON "RBC" BOUNDARY CLlFS TO SUBSTITU1:E FOR "L TP5o" AT ROOF SI-lEATI-lING ON SI-lEARWALLS MUST EXTEND DOWN TO SOLE 4 MUDSILL PLATES AND SI-lALL NOT BE INTERRUFTED BY ANY WALL BUTTING INTO TI-lE SI-lEARWALL. 5. PROVIDE DOUBLE STUDS/BLKG. W/16d AT 4" O.c. AT ADJOINING FANEL EDGES TO AVOID SFLlTTING, NAIL EACI-l FANEL EDGE TO ONLY ONE 2X. 6. "SIMPSON" PRODUCTS SI-lALL BE IN&T ALLED AS PER MFG SPECS 1. 1-l0LDOWNS OCCUR AT ENDS OF SI-lEAR-WALL& AND SI-lALL FA&TEN TO A MINIMUM OF (2) STUDS (MIN.) LAMINATED TOGETI-lER WI 16d AT 6"oc. 8. USE LONGER FDN. BOLTS WITI-l 3X.MUDSILL AND SET BOL T5 I-lIGI-lER. DO NOT INSTALL FDN. VENT WITI-lIN 12' CLR. Of' A 1-l0LDOWN ANCI-lOR BOLT ~ FA&TENERS SPACING APPLIES ONLY AT FULL-I-lEIGI-lT WALL SEG:::MENT&. OTI-lERWISE USE MINIMUM CON&TRUCTION ST ANDARDSo 10. ANCI-lORS SI-lALL I-lAVE MIN 13/4" EDGE DISTANCE 4 !;-" END DISTANCE. II. WALL& WITI-l PLYWOOD ON EACI-l SIDE SH"\LL OFFSET PLYWOOD EDGE JOINTS ON ONE SIDE OF TI-lE SI-lEARWALL FROM THOSE ON Tl-IE OTI-lER. EXTEND FL YWOOD TI-lROUGI-l CORNER A& SI-lOWt, ir'~ DETAIL 14 TO ACHIEVE MINIMUM SI-lEARWALL WIDTI-l SI-lOWN ON r"LAN5. 12. SI-lEARWALLS WITI-l OVERDRIVEN NAILS PENETRATING SURFACE BY MORE TI-lAN 1/8" WILL BE REQUIRED TO BE RENAILED. USE A RUBBER GROMMET IN I-lEAD OF NAIL-GUN AND ADJUST AIR-PRESSURE SO NAIL . I-lEADS ARE FLUSI-l WITI-l OR SLlGI-lTL Y RECESSED INTO &I-lEATI-lING. 13. ALL_STUD WALLS MUST HAVE DOUBLE TOP PLATES WI Ibd AT B" D.C. AND &TUDS 16" o.c.. PLATES SI-lALL LAP A MINIMUM 4'-12>" AT SPLICES WITI-l AT LEAST EIGI-lT !6d NAILS EACI-l SIDE OF SPLICE 14. 1-l0LDOWN TYPE& WI GREATER NUMERICAL DESIGNATION MAY SUBSTITUTE FOR 1-l0LDOWNS WITI-l LESSER. SEE CHART TO TI-lE LEFT. IS. USE 3000 PSI CONCRETE IN &TEMWAI.L FROVIDE (2) ~4 CONT. T 4 B IN STEMWALLS WITI-l TI-lESE 1-l0LDOWNS. EXTEND 10'-0" PAST I-lOLDOWN& 16. F.ASTEN TO (4) 2xiO FULL-I-lGT. STUDS FASTEN EACI-l &TUD TOGETI-lER WI (2) ROWS 1iOd AT 6" O.C. STAGGERED. EDGE NAIL WALL PLY. TO EA. STUD ~ IN SI-lADED AREAS, FASTEN &I-lTI-lG. AT 4" o.c. AT BOUNDARIES OF SI-lADED AREA AND PANEL EDGES. BLOCK PANEL EDGES WI 2" . NOMINAL FLAT BLOCKING. USE 8d COMMON NAILS FOR ROOF.AND 10d AT FLOORS/CLGS. USE SIB" OSB OR PLY SI-lTI-lG. AT CEILINGS. (~) - REFERENCES TO SEE NOTES ABOVE 1-12-(2)1 Project: Structural Details By: RF Sheet No. Location: Pacific NOlihwest Date: 1/2007 A _ ~ ~~~~_~~~~~:~~_~~~~~_~~~~~_~~_I~~~~________~___S:~J?)~~~~!:!_}-~~~-------------________!5~~_~?:_~Q~~_______________ Z X STUD WALL SIMPSON "141" TIE AT EACI-l ~TER ALONG ENTIRE PERIMETER NOTE: "1-I1iZ>-:2" MAY SU6STITUTE FOR "1-11" NOTE: SIMP "142':;" MAY SU6STITUTE FOR "!-II" AS LONG AS "R6C" CLIPS AT 24" o.c. ARE USED TO CONNECT TI-lE FRIEZE 6D. TO TOP WALL PLATE 8d ... 4" o.c. APA-RATED ROOF SHEATI-IING RAFTER OR "TRUSS EN. I;LOORl' t 5~TI-I'G. 6M 2" \12" SI-ITI-IG WI liZ>d AT 4" O.C ' EDGES, 6LOCK EDGES. SEE SI-I'WALL SCI-IEDULE FOR ADDITIONAL INFO :2 x STUD WALL ROOF PERIMETER THIS DETAIL ALWAYS APPLIES. C~) STRUCTURAL CEILING - JOIST SI-IEARWALL PLYlUOOD 5I-IEA TI-IING liZ>d ill 4" O.C. ''''' . 4" oc. \ PLYUJOOD DECK SHEATHING SIMPSON "LTPS,j SEE SCHEDULE FOR SPACING SHEARWALL 16d ., 8"0.0. SOLID BLK'G :2 X 6LOCK'G EA SIDE d> 48" SIMPSON "LS&"''' MAY SUBSTITUTE FOR "LTP&" SOLID 6LK'G. / SIMPSON "LTPS"J SEE SCHEDULE FOR SPACING JOIST SHEARUJALL APA-RATED SHEATI-lING APA-RATED SI-IEATHING o JOlsT/5HEARWALL EXTEND WALL - Si-ITl-K:. DOll..N TO TOP WALL PLATE 4 EN. EDG:.E NAIL (EN)- I"'d d> 6" O.C AT FLOOR AT DSCR, PROViDE :2x4 x 50'-"''' LONG NAILED TO BOTTOM CHORD WI 16d AT 4" O.C ST .AC:.GERRED f'REDRILL i-10LES FOR CONNECTOR SCREWS SEE NOTE . 6ELOW PL Y. SPLICE PT. EDGE NAILING I SIMPSON "L TPS"--.I . RECOMMEND USING "DR," LUMBER RIM JOIST OR "LSL" RIM BOARD TO MINIMIZE 6UCKLING. OF &f-lEATHING END OF 2x4 4 DRAoCi STRUT_ &OLlD BLKG EA. SIDE 50'-"''' AWA, FROM END OF DRAoCi 5TRUT CONNECTOR - 5EE PLAN FOR SIZE. IN5T ALL WI EQUAL LENGTI-I TO DRA<:; STRUT AND WALL. :2 X 6LOCKING AT 6'-"," O.C WI (;:,) I"'d TOENAILs TO PLATE :2 X STUD WALL END OF 2X WALL APA-RATED SI-lEATI-IING PARALLEL JOISTS G DRAG STRUT TI-IIS DETAIL ALWAYS APPLIES Project: Stmctural Details Location. Pacific Northwest @ Copyright 1993 Job No, 7000 --------;C;Lli-PLATE------------------------------------------------------------------------------------------------------- NAILING - !'leE e,cI-lEDULE ..5~ Architecture En!.!ineeri'nQ. Inc. ~ ~ FLOOR FRAMI~ '4 CONT !-lOR1!. AT TOP'. BOTT01 CONC. STEM WALL PA RATED 5I-1EATI-IIN::; FA5TENED TO MUDSILL pI.ATE - EDGE NAIL (EN) SIMP50N "LSE>~' ANCI-lOR (NOT REQ'D IF 5I-1TI-l'C:; EXTENDS CONT. TO MUDS ILL WIOUT ANY JOINTS) , EDGE NAIL (EN) r.-&"+ x 1" EMa A6'& W/2 X 2 X :0116" PLATE WASI-lER5 OR SIMP, "6F 50/8-2' '4 DOUELS . 48" ot:.. (MINIMUM) l TI-lIS DETAIL ALWAYS APPLIES, NORMAL JOISTS l c;) GARAGE-FRAME DETAIL ~~ x x <{ <{ ;:; ;:; '-' .....- (0 U, I I 0, io :r f- Z *0 1: ...I II! = w 8 ~ ~~ ~!!, lli ~ r: w . .'", :'.1, '. ,I', -L. .' ---I. 4'-0' NOTE: ' EXTEND c:;ARAc:>E DOOR I-lEADER OVER ENDWALL. HEADER WIDTH TO _HATC"7 NAIL SI-lEATI-lING TO HEADER WI "'.148"+ x 2'/,;" F RI-l, P-NAILS · :0" O.C. BOTI-l WAYS 4x6 STUD EA END WI ADD'L 2X NAILER . CoRNER WI J6d . 6" GARAGE v:" APA-RATED &I-lTI-l'G FROM A SINc:>LE &I-lEET 60TI-l SIDES WI '" 148"+ F. RI-l, p-NAILS INTO 4x6 WI (2) ROJJ5 AT 2" oc. EXTEND PLYWD.TI-lRU CORNER - SEE DET. 14 6X SOLID 6LOCKINc:> AT SI-lEATI-lING SPLICE SIMP50N "PHD6" ~ 4x6 PLATES WI (2) &/6"tXI2" J-BOLTS AT &" c:>.c. WI - SIMP. "6F/&S" WASI-lER& (2) ROW5 OF NAILS AT I 112" STAGGERED TO MUDSILL '4 I-lAIRPIN 6AR x 1-4 2-:on (2)'4 X 1-6L 50.'" 1 11' &Gl. CoNT. FrG. WI (2) '4 T ~ 6 24' x 4fl' X 12' FTas WI (:OJ "4 cENTERED 6ELOW RAI!'IED STEMWALL By: RF Date: 112007 Sheet No. A-4- --AFA RATED 5I-lEArl-llNC:r eoLE FLATE NAILIt--K. EDGE NAIL (EN) SIMF&CiN "LS&"'" AT SAME SPACING AS "L TPS" - EDGE NAIL (EN) IF FLOOR JOIST SYSTEM, PROVIDE 2 x SLOCKING . 12' OC, WI (3) l"'cI TOENAILS TO PLATE '4 ca--.li I-lORll i l 6 ~.". x 1" EMS, AS'. WI 2 >< 2 X 3/16" PLATE WA&I-lERS OR SIMP, "8F 50/6-2" '4 DOWEL& . 48" OC CONC STEM WALL 8 PARALLEL JO 15TS ,TI-lIS DETAIL ALWAYS APPLIES PONYWALL& 4'-~" AND TALLER MUS. 8E APPROVE 6'1' ENc:>INE=:R. OTI-lERWISE OK MIN, (2) 2XI:> STUD5 AT I-lOLDO\l.NS - - EDGE NAIL PLY. TO 5TUD5 PROVI DE SOLID WOOD I-lOLDO\l.N 5TUD5 " 'I r I III III II J 11 t III " II ~ ~:l/ . II , 1" , 'Ill \ ' 11I1 \ _':"LLJ~ ,:::.=:r.::.cr:J . II .:.. -T r-rl-l- 1,+ Iii II II 11 r II 11 r,ll,lI '~ I I I \ I PONYW TO 1-4 VE I r I II T'rF'!: OIl!:' &t-lEARivALL .: : : {l ~auIRfI1ENT5 (\N) It f /I .', ' 11111 ' , .' j : : /-I " : ~ . I r I J..i, , II.. . I I I 't1 i I,' . __',L Ly+- _ _ _ _IJ_~___...:_lL . -.-"'- ~~=~~===-==========~~F========== .: '1lllN . ,[. . '" 1: ~:~5IMF&ON "5i .', ,:~, :. ",.,. )1 ~II .' '. . '.' II . , "4 CONi T ..13 :: IUI ' . .: II ' ' . '.(MINIMUMJ II A36 TI-4READED ~~~~ &:~E ANC IIR BOLT SIMP50N "CNW" COUPLER II SOLT . ...11 " . U __~n~CRcTE FCUNDAiloN'. II . . ~--~-~~~~==~~===~~==~==~===;===== '4 DOUJEL5 . 48" Ot:.. @ HOLDOWN -aJ PONYWAI L . .:6~ Architecture Engineering, Inc. Project: Structural Details By: RF Location: Pacitic Northwest Date: 1/2007 @ Copyright 1993 Job No. 7000 ---------.---------------------------------------------------------------------------------------------------------------- WALL Sl-lEATI4ING. EDGE NAIL- SI4EATI4ING. RIM JOIST JOIST SIMPSON "L TPS" j SEE 5CI-IEDULE FOR SPACING. 2 X STUD'WALL APA-RATED WALL ~EATI4ING. / SIMP&oN "LSSiZl" MAY SUBSTITUTE FOR "L TPS" ~ CANTILEvER J5T. ~ LAM STUDS TOOETI-lER WI 16dAT6"OC ~ ANC140R EMBED, DIAMETER DEPTI-l 5018" liZl" ~/4" 11" 1/8" I~" / 1-l0LDOUN GRADE "~6" TI-lREADED ROD SEE SIMP50N CATOLOO FOR DIAMETER UJ ' - - - *1!:lI- - ------- - - - - ---- - --~*- ----- --- il IIII-:-7A;~~;~~~;;~-;== 1111------ II 1/ II WI SIMpcv-o..l """'T" .4OI-IESI'..... "II II 1/11 "Y" "'''' y,," 1111 (SPECIAL INSPECTIC'N ' IuI II<!;QUI~ ey COOE) II . ---]__~:~~~2~:~~~~~~_______~~__ ---~----~----------------~------- RUN PL'T'. CONT TO BOTTOM Ie eN (2)-2 X 6:-:\ BLOCK'G IF eEAM IS UPTUF<NED, USE 2x6 LEDGER WI 16d AT 6" 0<:: ST AGG'RD. SEE DET : --.l SEE PLAN IF PL "IlI!::>OD IF 8M EXTENDS CEILING IS REQUIRED. BELOW CEILING. FASTEN RAFTER TO WALL PLATE WI SIMP50N "1-11" &EE DET. I FOR .4OD'L INFO, @ ROOF LEDGER 'DETAIL APA-RATED WALL ~EATI-IING (2)-2x OR 4x (REF.TO PLANS) siMPSON "I-/TS~~" EA. &IDE OF DBL, JOIST& (PROVIDE WEB S TIFl'ENDER IF I-JOIST USED) SOLE PLATE NAIL ING BOUNDARY NAIL SOLID BLK'Cis. Sheet No. A:~5 SIMP&oN "L55~" ~ MAY SU65TITUTE ~or5T FOR "LTPS" (12) liZld - EA. END OF STRAP DBL. JOI&T AT EACI-l END OF WALL OVER DSL. STUDS FASTEN TO RIM JOIST WI SIMPSON "L W" 4x6 OR (2) 2X STUDS @ ~OLDbWN TO. RIM JST. 16d AT 6" OC. IF T~IS 15 A ~'WALL WI A 1-l0LDOUN, TI-IEN EXTEND SI-/TI-l'G TI-lRU 4 EDGE NAIL NOTE: T141& DETAIL 1& REQ'D. ONL Y WI-IEN TWO ...L &I-IEARWALLS 51-1ARE ONe I-IOLDOUN. I-IOLDOUN @F~AMING AT CORNER 1~2X4 FLAT AT 24" 0.0 IN END-WALL TRU&& ~TI-IG -7 2X VERTICAL ElRACE (2) I~d AT S" 0.0. 8d AT 6" o.e. 2x4 BLKG AT 6'-~" OC AT ALL FRAMING. W/8d AT:S" 0.0 MEMBERS WITI-IIN S'-~" OF EDGe GABLE END TRUS& ~ NAIL& BA&eD - . ON &I-IEARWALL REGlMT& BeLOU' EIT~eR NO JOINT IN PLYWOOD OR FASTEN ~'WALL TO ENDWALL TRUSS WI BLOCKINGIRIM FASTENERS SI-IOUN IN ~'WALL &cI-lD'L SI-I'WALL - SEE ~'WALL 5CI-IEDULE FOR NAIL 'G REClHTS TRUSS BOTTOM CI-lORD OR CEILING. JOIST 2x6 PLATE W/16d AT 12" o.e TO WALL a,YF5UH BOARD DIAPI-lRAGM WITI-l Sd COOLeR NAILS AT 1" 0.0 AT FIRST (4) CEILING MeMBER& AND 2x6 PLATe ~ GABLED ENDWALL ~ IF "1-1" eXCEEDS 6'-~", TI4EN IN&TALL 2x4 ON EDGe Bel4lND 2x4 FLAT IN END-WALL TRUSS. IF "1-1" EXCEeDS 12'-iZl", USE 2x6 ON EDGE. SEe ABOVE g~ Project: Structural Details By: RF Sheet No. ~:~~~~:~-~~::_~~~~::~~:!_~::_-______~:S;p~:!~;!~_~;~~~:=~::_----______~~_~9~:i~~~__________~ ~ ptI';~ ~~j..~ ~~ tlI'l~b fOl" cf ~1~' &I;~ erJO fl. cf ~tlI'l~b ~~C;lfl~~}! i;lJl?' 9fl'j!l~ @ INTERFLOOR 1-I0LDOLUN /I S~EAiIALL7 2x SOLE 1e1 SEE 5Cl-lDL FOR INFO UNLESS OT~ER:IlIISE SPECIFIED.uSE (2) SIMP&oN "HTS:3iZ>" EA. END OF 6EAM (2)-2x OF<: 4x (F<:EF. TO PLANS) CUT 14" x 4"~ SLOT IN ~TI-lGo EN S~TH(; TO STUD WI STF<:AP l-lOLDOWN STF<:AP (INSTALL STF<:AP WI EQUAL LeNaoTl-l TO BeAM C STUDS. ' BOUNDAF<:'r (NAIL I (SOLID BLK'CS SIMP&oN "LTPS" / SEE 5C~EDULE FOR &PACINao 2x SOLID ElLK'c;, EAC~ DBL. JOl5T SIDE NEXT TO STRAP OR BEAM (12) IlZ)d EACI-l END OF STF<:AP SOLID ll.\::)OD BELOW BEAM @HOLDOWN DETAIL I EDCSE NAILlNao (2) Ibd INTO TF<:U55 TlB C!-IORD5 F<:OOF 2x4 AROUND 6LKG; TF<:U55 . PANEL f"Er~IMETER 3" DIA VENT I-IOLES AT IIZ)" OC. PER lee 12iZ>32 2x4 FLAT EDCSE FF<AMING. NAILED TO TF<:U5S VERTICAL W/lbd AT b" o.c. 112" PL Y. 5~T!-I'c;,. WI liZ>d AT 4" o.c. EDCSE5 ~ WALL TOP PLATES '",d AT 8" o.c FROM BLKCS PANEL TO WALL PLATES 21 SHEARWALL EXTENSION FOR TF<:USS-FRAMED F<:OOF5 (2)-2x OR 4x "- (5!:E PLAN) '\ 2 X SOLE It: 55E 5C~EDUL5 FOR INFO HOLDClIU-l STF<:AP (INSTALL WITI-l EQUAL LENCSTI-l TO BEAM AND STUDS, BN. DBL. JST. OR BEAM @ !-IOLDOWN DETAIL APA-F<:ATED F<:OOF S~EATI-lINao 2 X STUD WALL , SI-lEAR:IlIALL NAILINa. SAME AS BELOW SOLID BLK'c;, SIMP&oN "LS51Z)" MAY 5U65TITUTE FOR "L TPS> " CLc;, J5T. APA-F<:ATE:D SI-IEATI-IING. 20 SHEARWALL EXTENSION FOF<: STICK-FF<AMED ROOFS . /~ NAIL Eld AT 3" OC. INTO ~ EAC!-I SI-IEAR TF<:U5& FOR DIAP~RACSr-l \ OAD UP TO 2iZ>iZ> PLF. OTi-l5R:1l1ISE USE 3" o.c. s UNL55S SPECIFIED' OT~ER:IlIISE. ~ EIT~ER SI-lEAR TRANSFER --? 5Y5TEM MAY 6E USED. SI-lEAF<: TF<:USSES EAC!-I DESICSNED FOF<: DIAPl-lRACSM SI-IEAR LOAD S~ ON PLANs (TR:U55 TO TF<:ANSFER ~EAF<: FF<:OM TOP TO BOTTOM CI-IORD) (4) Ibd NAILS 2x6 AT Ib" o.c WI (:3) Ibd EA. END FASTEN TF<:U5S TO WAL~ WI "L55IZ)" CLIPS . .. ~ SEE 5C!-IEDULE FOR SPACING.. ( SI-IEAR:IlIALL ~EAF<: TF<:U5S MAY BE ELIMINATED IF SHEAR:IlIALL EXTENDS UP TO ROOF 5!-IEATHINa. SEE DET. "2iZ> FOR INFO. @SHEA~WALL EXTENSION Project: Structural Details By: RP Sbeet No. t ~~~~~~~~_t~~_~~~~~~~~~~_~~!~~~~________~:~~!~;~~h!~~;_?;~::~:~:___________~~;~?~:~~~~______ _____~-l = I-lOI.DOIl.N WI A% CilRADE TI-IFlEADED ROD TI-IEADED ROD SIMPSON "MSTC" I1.!RAF S l"AAP AF<OUND I-ICADE~ IF NCCESSAF<Y = !!lEAM ". II II -FILL CAVITY W/50LlD WOOD AT 1-I0LDOIl.N& 6fMP6ON "A/3U" P06T ElA6C - ~ - ELEVATED "EPEI" IF SLAe - O~ - U6C ElA6C C~. &l-l0Il.N IN DETAIL ~12l -UNLESS NOTED OTI-IERUlI5E, U6C "5IMP$ON" PC" POST CAP (U5E "EPC" AT ENDS OF SEAM) II , II .ElEAMII PRES!lUi'e:-TFlEATED UIOOD POST ~ILI. I-IOLE 1/6' CiIFlEATEF<: IN DIA. IN CENTE~ OF ElEAM ~ 601. T II &" 6Gl X 3/6' Ell'l:ro PLATE PEEN TI-IF!EAD5 AFTE~ TICilI-lTENED : -SIMP. 'MSTC412l"=I~ EA. END OF I-IEADER FASTEN TO DelI. STUD6 I CONCFlETE 5LAEI CONe. FTa... ~OLDOWN ABOVE BEAM 23 TI-IIS DETAIL ALWA.,..S APFLIES @ PORCl-I/DECK POST CONN. FL~ JOl5T EXTE~I~ WALL 50L T DECK LEDCiIE~ TO ~IM JOI&T WI ~.". AT \Eo" o.c. AND (2) RO\lI5 Ibel AT 6" o.c. (U6C 2-&/6" 50L TS IF JOIST 5PAN CiIFlEATEF<: TI-lAN 1I2l'.IZ]") 2X &PACED eEDAF<: 2X LEDCilER STEEL AN:::iLE ~~ r: ~ ~N~ r: AFA-RATED eI-IEATl-I1NG. L"."..mAP . _ AROUND 6ACK OF LEDCilE~ 4 NAIL TO DIACiI 6RACE ElEAM U- 4 v." 4" &/8'. TI-l~1-I 60L T& WI NUT5 AND I " DIA. X 3116' WA&I-lEF<:&. EA. &IDE. 4X& CEDAF<: NEWELL TO RIM JOIST. 2X 6TUD WALL 24 DECK LEDGER / l-IANDRAIL CCNN. TI-IIS DETAIL ALWA.,..S APPLIE& "'FR<'''Nt:>'':UI.AR WALL (f,; 16d . :z NAILS AT TI-IC TOP t1iDDLE, 4 5OTTOM 1 ::". 16d C 6' 0 C CONNECT WALL& TOCiIETI-IER e.,.. FII<:5 NAILING. END ;!x4 TO CI-IANNCI. WI (':\) 16c:l THEN 'IN&T ALL ADDITIONAL 2x4 ACilAIN&T- IT AND NAIL WI (&) 160 4 X 12 BEAM Fe"""'" ""A~"" J); OVER WALL STUD& EDCilE NAIL (EN.) TO END ;!x4 (6) 1&0 @ S~EARWALL- POST CONN. Sl-IEARWALL - EXT. WALL 2l TI-II& DETAIL ALWA.,..S APPLIES. CONN. .. :.5, ~ Project: Structural Details"- By: Rf Location: Pacific Northwest Date: 1/2007 , Architecture Engineering. Inc. @ Copyright 1993 Job No. 7000 -------------------------------------------------------------------------------------------------------------------------- NAIL Sf-4TI-lG TO GIRDER TRUSS WI ed AT .." O.C. 2 X SOLID FRIEZE 6D. SIMPSON "LGT" TIEDOll.N AT EA. GIRDER TRUSS NAIL WALL SI-ITI-lG.-- TO EA. 1-I0LDOu.N STUD WI 1"0 151 """ NOTE. TI-IIS DETAIL NOT REQ'D IF TRUSS MFG. CALCS S!40W LESS TI-lAN 1""lZl* NET UPLIFT FORCE AT GIRDER TRUSS REACTION. IF so, Tf-4EN USE (2) "1-l25T" TIES FOR 2-STORY CONDITION, USE "M6TC2e" STRAP D I RECTL Y 6ELOW GIRDER-TRUSS TIEDOu..N A60VE MUL TIPLE 2X STUDS (SAME NUM6ER AS TRU55ES) NAIL (I..) 12d EACf-4 END TO STUDS ONLY SEE DETAIL "1' RECOMMEND USING "DRY" LUM6ER RIM JOIST OR "LSL" RIM 60ARD TO MINIMIZE 6UCKLING OF SI-IEATI-IING 2 X 6LOCKING AT ..'-"" O.C WI (5) I"d TOENAILS TO PLATE MUL TIPLE 2X STUDS (SAME NUM6ER AS TRUSSES) NAIL WALL SI-lTI-lG. TO EA STUD WI IlZlcf AT 6" OC 2B GIRDER-TRUSS CONN. THIS DETAIL ALWAYS APPLIES. TRUSS 60TTOM \(2) 6A Y~;, (:)l" CI-IORD OR 4X SOLID SLKG CEILING JOISTS WI (2) 160 EA END FASTEN ClG. TO J 6LKG.. WI DRYWALL SCREWS AT 4" O.C. CONNECTOR - SEE PLAN FOR SIZE. INSTALL WI EQUAL LENGTI-l TO WALL AND 6LOCKING -RE-ENTRANT CORNER o WALL-TO-CEIL'G CONN. AFA-RATED Sf-4TI-lG. FILLER ON SIDE OF 13M. NAIL FULL-I-lGT STUD TO 6EAM WI (2) ROWS 1..0 AT 5" O.G. STAG'RD. WALL TOP FLATE& 2 X STUDS WI -- I..cf AT e" O.C. STAGGERED NAIL WALL Sf-4Tf-4G TO F.I-I. STUDS WI I"cf AT .." O.C. Sheet No. A-8 TIE WALL TOF PLATES TOGETI-lER WI MSTC4" STRAF STOF RIM JOIST EA. SIDE OF 13M FASTEN TO F.I-I. STUD WI (2) IlZlcl TN FULL-I-lGT. STUD EA. SIDE OF 6EAM 6EAM TO 6EAR ON ON FULL AREA OF 2X STUDS LAMINATED WI 16cf AT 12" O.C NOTE. ( 4) 2x.. LAM. WI Ibel ATe" 0 C. EQUALS A .. x.. SUFFORT POST ~)BM-TO-WALL CONN. EXTERIOR VIEW SUPPORT FOST TO 6EAR ON FEL T 5"* FELT MOISTURE 6ARRIER OVER &""" FSI NON-Sf-4RINK GROUT (Tf-4K. . mud,;llI) CONCRETE FOUNDATION EDGE NAIL (EN) FULL -I-lGT. WALL PANEL r::>E;RPOR,4 TEe' j<:;"--lD i r ~~ _~ 7 EDGE NAIL (EN) 11 11 JI fI 11 WI-lEN FANEL IS 24"-2S" WIDE, FROVIDE "LTPS" EACI-I END AT 6ASE ;- HOLDOu..N EA SIDE USE "I-ID&A" UNLESS NOTED OTI-lERWISE F.T. MUDSILL - STOF AT GROUT II llil llil 1111 !:;/8"~ EXF. 60L T WI 4112" MIN. EM6ED. ---------- ---------- 11 I =-=======--- I I I EDGE NAIL AROUND OPENING RIM JOIST SEE SCI-I'DL FOR "L TF5>" SPACINCio EDGE NAIL (EN) 32 PERFORATED WALL NAILING Tf-iIS DETAIL ALWAYS APPLIES. . J ',' -5U&/V Project: Shean-vall Schedule By: Rf Sheet No. Location: Pacitlc Northwest Date: 1I2007 ~ I Archlt~clure Engineering. Inc. @ Copyrig_ht 1993 ____________~?_~_~?_._7_~9_~__________n___ ------------------------------------------------------------ ------------------ ACCEPTABLE AF<:EA TO DRILL W IF el-IEARWALL MAX 2 3/4" DIAMETER 1-l0LE. FALLS DlRECTL T ~OLES MUST 6E AT LEAST I 6ELOUJ A RAFTER 3'-~" FROM SUPPORTS 4 MIDSPAN TI-lEN USE DET. "3 .<l.ND IN TI-lE MIDDLE TI-lIRD ~' o' _ OF TI-lE 6EAM DEPTI-l. - ZX 6LKU. AT 32" OC. . wI (2) 16d EA. END EA. SIDE OF el-I'WALL CEILINa. JOIST T I WALL SEE Pl..AN I-~-~---------------- I I I I I STEHWALL 'W (4'. MAX) TI WALL SEE PLAN T/FOOTlNa. SEE PLAN I I I ---+------------ I li 2~1~' 1 I FOCTINa. UNDISTUR6ED EARlI-l MIN. MATCI-l FOOTINa. 2'-~" F<:EINFORCINCiJ S .<l.ND TIES 2'-~" MIN. @ FOUNDATION STEP TI-lIS DETAIL ALWAYS APPLIES I-l:;) ANCI-lOR EM6ED. DIAMETER DEPTI-l ~ APA RATED Ii. el-IEATHINa.. 5/e"t .0.6, OR 5/e"t EXP 60L TS (5" MIN EM6EDMT> AT ~OLDOll.NS, USE (~6) TI-IF<:EADED ROD WI SIMPSON "SET" ADI-lESIVE. (SPECIAL INSPECTION F<:EG:lUIRED 6T CODE) (3) '4 CONT. T46 fi 5/e" I~" 31411 II" 1/e" 13" ~ ~ ADD'L ElARS IF 1 SPECIFIED ON PLANS Ie" UNO l FOOTINa. DEPTH . (I-lD EMElEDMENT DEPTI-l .4") USE 14" (MIN) DEPTI-l , 35 Sl-IEARWALL AT SL.L-\B TI-IIS DETAIL ALWAYS APPLIES. I-lOLES MUST 6E SPACED AT LEAST Ie" APA"<'f -_.- " / ~JJ]:~': ~~W~U~D ,0 P ~'-o' COLUMN CAP \Y: SEE PLAN FOR TTf'E "::6" . O' .. . . .. .. .. ::. . .:: :." . .. .' . ... ........ ...... 0(" : '. .' '.' .. .: .... ..,',1" 31 GLULAM-BEAM FENETRATIONS TI-IIS DETAIL ALUJAYS APPLIES. ROa: f>l.ITc. 0VER=RAM1Na. TRU55Ef> OR 2X FRA"1I~ AP,A.RATEO el-IEA TI-lIN::. UJ/ Ild .. 6' EDC:ES 4 12" FIELD EXTEND ROOF 5I-lT~ DOJ..N TO 6LKG. Ibd co EA TRJ55 r 2X SOLID 6LKC. PREFAB TF<1J5SES OR 2X FRAMINCiJ 2X STUD WALL 34 ROOF OVERFR~MING TI-lIS DETAIL ALWAYS, APPLIES APA-RATED I FLOOR el-IEATI-lINa. I~d .. 4" o.c SIMPSON "PHD5' 1-l0LDOUN EA. END WI 5/e" DIA (~6) TI-lRD ROD - STUD WALL ~! o w III , I . P RAFTERS SSl-IEARWAL,L EXTENSiON :::1' :<~~~~; 1; :'i :::(':; ;,:;: r:; i.'?:,; ;::,: ,\;::, ,': ~ ,,':' :~: :'~, ':",; '; ': ~:; ~,/~:: i~ :>:i ~ ';;.; .:::;. ..::; ;,.: ~~ .',~ ~ ;.:j:~; ::,:~: ,::; ~i :.;.: ':.: :..:'~;' :.;: .::: '.' :.:.; .:'~: ~~:;; :.... ::'; ::'.: :;.: :i;; \. ~~~;: :.:.: ~::'; :.{i:l /,.:t i~ PREPARED BY: Client: ,... I . L I~I C ~I ~ "I~ ~. ~ ~ Suntel Des~qn T~I;;Jard, On:;>gon SUJ\lTEL DESIGN 'f/\f'1H ILL REV I S I ON !~' GAR8GC DR HDR L~M: Q] Ca 1 cui a t. i CI n By: Comment: BEAM AND LOAD DIAGRAM Pi Ilillillillillillilllilllillillllliillilllllillillllilllillllllll wmu'~mmom.lUUU&lWu"uwmt.lmmmT-..nIUU""""",,,,,,,,,,,wJlUmI~IiifIUlSUIINiIHIHIWMIHIHII t 1 Rl , R:: Reaction Rl = 5,16'). \) Ibs. Reaction R':: = 5,160.0 lbs. Total load = 10~320.0 lbs. Dimens~clns: Llear span = j6.0 feet, nc. c1verhang. ------------------------------------------------------------------ POlnt loads: Pi = No trlanqular loads. Uniform Beam we~ght= Uniform loads: 01 = Deflection l~m~t (lIve 2, OOr). (I I bs. at 8.0 feet. ::0 Ibs/lf l= 320 lbs. total). 500.0 lbs/lf at 0.0 feet to 16.0 lc.ad pJ us dead l':'c.d): l/~::~~"). feet. BEAM TYPE, l.AM : 24 F GLULAI''1 COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REOUIRED .... ...... .,. .... .. .... .,. .... ......... ........... ....... .. -.. ... ..... ..... ... ... ... .......... ,.. ............ ,-... .. ..... .... ...... ..... ........ '" .. " .. . .... ..... ........ ..... ..... ........... .. ... . ... .. ...... . ............ '" ........ ... ....... . .. .. .... ... . .... .. ....... .... ... ....... .... ....... . ...... . ..... .... ........ ... ...... .... ... .. ....... ... . .... ....... ... .... ... .... . ... .. " ..... ... .. ....... ............. .... .... ......... ......... ..... ... ......... ........ ..... ... .. . ..... '" ... ................ . ... .. ..... ..... .... . .... ..... ... ... ....... ....... ..... . .... .... . .. ..... ......... ......... . ....... . .................. ............ . .......... ACTUAL Shear (lbs) Momen l:; - (f t -1 bs) D.,?fl(:;>cti,:tn (in) > ------------------------------------------------------------------ 5,160.0 FV 24,640. r) FB 0.80 E 165.0 Are~ ~Sq.In.) ::&400.0 Sect.Modulus .l.80~6 I'k'm. '(nert~a 47 1_,,., ..:...w 736 6.2 1.-=:3* 740 ... ... ... ,... .... ..... ... ..... ..... . .... .... ... ... ..... .... ....... ......... ..... ... ...... ...... ... ............... .. .... .... .. . ..... ........ . ... .... ..... . ............ ........ ... ...... . . .. ... . ..... ... .......... . .. . ...... ....... ...... ...... .. . .. ...... . ..... .... ... ... ..... . .... ... ...... . .... . .. .. .... . ..... ........ ........ ..... .. ........ .... . . . '" ..... . ..... ... .... . ..... ... ... .. ...... ........ .. . .. ....... .. . .... .. ... . ..... . ... ........... . .... .......... .... ...... ....... . .. .... . ...... ........... .... .... . ...... .... . .. ... .... .... .. ....... ..... ..... ........... .... ....... .......... .... ...... ...... ...... .. .... ............ ..... ...... ....... ...... .. ..... .......... .... Actual Maximum Deflection = 0.80 inches. Ma~~mum Deflectlon occurs at 8.0 feet. 1'-1a;l,lmlun Moment OCCUl'.S .::\t 8.0 f('~..?t. Si7e Factor = 1.000 (:> II MINTl"1ur'1 BEAM SIZE (W ;1; l-!',: DETERMHIING FACTOR = * 5_ 125.. by 1..:2_ C>1 lOH MHII/VIUM BEAM AREA (Sq. In.. );' 61.55 513/ A /3& ~L l'- f." -~ __J r -r ,. ,'r ." 1-_' CD r:: i_l CTI - I I~I .c"l t.; _.J ~- Il_ LJj -.J fJ~ 1'1 , 'I' CJ 1-:) ,.-,",:1 _J 111 '- ~'-I H :r L. 'T, f-- :1- U c r..:rl Z }_: (~: , ,-, ::., ':I: CJ (j) 1- Cq [L m ~t.' ..!) L c: U I-I III 11' .-J r-1 ,..., ~L" I~~ 11.1 P:' -IT_ CL III CL " r-J (.. ITI L.l '!._ I C_ (I _J ~ L - I ~n c [ E' (", E ,...1 C' L U 'Ti C" '-' c-, 'T, U L 'L t\.. ('j II ~ 'I I" II a 'I " ~ I " .... " " CI o .-r CI _J o ~ /- <[ E ,r HJ I]~ '1+ J' ':!.I "' J:I , , , . r], c .~, ITi . I L: IT, ~ 1]1 '-I rt " (, f~ II ,- 'll ,~, '11 rJ '-!'-. '-' '_I '...~' 11, III ,-il U_ [1'_ IlJ III L n [] rrj r.... ,.--f Q 1.1 I:' , , , , 1 , IT, _0 ':. 1]1 (II en r-I ~ '-' ~, III " [ II ,) d Lt_ 'J 'if t:: C () III I-I r-t ~ rl If J_' r f l_) '-' ITi ITI ~L"r ill (, r~ r- f!1 '!I 'J IJ'I - , ''1 !. I I:' I) 1) . , L" -j f ~ ,], :;1 '11 " " ---I -' ,-, I_I c ILl ' I Ll --I t"li () " 1'.-1 L' ", TJ '1 ~ I IT ,-... ,-I III l' " 'I' "I _n IP , , II , I J c' .-. II', IJ l ..... (I 111 II II ,.....1 fJl -U "_ --, ~ 'I) '3' ~J (I ~f r-l II 1 -! III ri III -~ '= 'J' 1I1.~ 'll 11' ,= -U r--I () r' '-, IT. r-.J ]1 I~' L '-T 1-' C l-_ IT, ,-~ -~ IJ r' (I ., ,- I~ 1.1 ~_ '._ I~' (, ',- .:' '.' Ili rl ~l) '1_ '-I r I I ,-- I"::' 0 I C III ~7 i ~l CI '-I ,. "t l,wI -, 1-) 1..' '.. .T It. ,., of't 1-', I~ 1- en t') c: '" ,- I I ~ I (~I "_ 'II IJI f'. IM~I !U i - ,. ~=J T' n ,-I' ,- I-LI 1..1 ~rl '-' I .1. --I 1- '_.I ....- " PJ 'll I ~ 1 I ,T) "-I LU u: c., , ' -, ,. j 'J 1-' -', C. 1!1 p' In I" , , f fi- l'I 11 '.1 ft II. r,ll ,. , Ire 1'1 1~1 ': , ' ,- " ~l I' f= I~ Ilf (I I, Ln ;~_~ _ J 11) IJI I~, U~I I I (,. I IJ I '-', " "' ! r~1 III II"! Ld I L I', [1-' . I .~, -~ ,-, IJ I - , I (T'l r::> .- J " III '_ n d ,-' 1'1 r: J:l I~_~ ,-, r.r _ , .f -1-' I~' ._1 ,- 'll IT' :1' , ' 111 I::: ,- ':.. 11' ,_q :> Cl '" Ilf I' I]' I~' I_I J]I 1]1 ( I.{_ 11M -, t,-) I I " , , ' 'w' " " '11 III HI (I ':- . J' I} 'I " ti '_I I", '::. I:' , ' c ef '_I C) r-I ~L' I.' ~. I) 'I: 'II ':: 1-.; r--' 1_' r~1 1'-. E~ III '" Cl '; i::: Eo ,-, III F: ~ ,-1 d '-, '3 rri of:: I- L I' 1)1 IJ) :" , JJ II Ci O~ "I"'I ~ .... \" 1.1 \l "T ~ ~~ (! ! ('1 c r IFI ~, c- , I (1 :L ((I ~f ~~ fJJ (1:_ --r I!j t I :;:-= ,.., tf' IJJ CQ ~ ~, -' of I_ IU 11~ ..:.' J" I-J E :~I 'f- 1-' rL ,-, ~ '-I ,>- .r .... . , I' 'co' .--1 ........ . . -: .... :.:":' ':::'.:.:;'; . .... .' ...... '.' .........,..:.. .... ................ B E f~ 1"1 A N A L Y S I S . ..' " .. : ... .. .. ::.: . ..:.... .' :.:: ~ ::::.:., .. :..' :..:..::.....:. :.....:: .....~ ..: ....... ....:.. '., . ........ :., .:....:..:;::.:..::::....:.....:::.:.~..::.::.:.:::.:::.: ....:...:.~:...::.::....::::.;:.........:..:: PREPARED BY: Client: Pi'"I:lje,:t: L.:. cat 1.,:.n: Suntel Design T i ';la f" d, 0 f" ': g':' n SUNTEL DESIGN YAMHI L L PU~~N BEAM AT NOO~: 1:71 Calculat1.on By: L.M. Cc.mml:n t: BEAM AND LOAD DIAGRAM Pi mlllllll:l!l!:l!lll;"l':!:l!;l! Iii liP!' ~l" ! 'll ~'ll !If II ,I. III II ,I III II I, II ,I , 'i., I ~'ll! l,l '~lllll'l ~ M~ U. \">~'",U ~~ ........................... -Ill R1 R~ Reaction R1 = ~,309.~ lbs. Reaction R~ = 3,675.8 lbs. Total load = 5,985.0 lbs. Dimensions: Clear span = 9.0 feet, no ovef"hang. ------------------------------------------------------------------ Point loads: P1 = No triangular loads. Un1.form ceam we1.ght= Uniform loads: U~ = U1 = Deflect1.on limit (l1.ve 1 , 30(1. t:l 1 bs. at 5.0 feet. 15 lbs/lf (= 135 lbs. t,:.tan. 750.0 1bs/1f at 4.0 feet to 9.0 feet. ~00.0 lbs/lf at 0.0 feet to 4.0 feet. 1cla,'=: pll.ts dead l':'~.d:>: 1/36(J. ... ...... ............... ...... ...... .... ....... ........ ..... ..... ................... ..... ... ....... .. .................... .......... ........... ..... ....................... . ......... ..... .... ......... ...... ............ . . ..... ............ .... .. . ..... .......... .. .... ......... .... ..... .......... ... . .... ......... ...... ....... ... . .. ..... . .......... ... ... . .. ...... . . .. ...... ......... ... ........... ... .... ....... ... .... ........ .... ...... ....... ....... ..... ..... ... ...... ........ .... .. .... .... .... .. ........... ... .......... ....... . .... ..... .... ............ ..... ..... . ..... .... ... '" ........ '" ...... ... ... ... ... ....... .... .... ................. ........ ......... ..... ....... ............... ....... ....... .......... ...... ...... .............. ......... ............................... .... ..... .......... .......... ... ......... ..... .............. ...... 8EAM TYPE LAM ::4 F COMPUTED STRESS/STRAIN GLULAr'j DE3 :;: (31\1 ',jAL. PQOPEPiIES REOUIRED ACTU,<;L ------------------------------------------------------------------ Shear I: 1 bs"> 3,675.8 F\.J 165. ,') Al'"ea (Sq. In. :> 33 48 M':.ml?n i; ( f c -1 bs "l 8,583.3 F8 ~, 4t:J(l . ,) S,;: ct. Mod 1.111.15 4'"=' 58 ~, DefIectir:rn ( 1. n ) O.3t) E 1.80Ec3 M':'lT). I ne r t 1.a ~O8 .2(l8* . ... .. .. ................... ... ~... .. ................................ .. .. ................................................ . ..... . . '" . . ...., ... . ... .. . . ... .... . ....... ... ., ... ..... ... ... . ... '" '" .... ... ...... ........ " . .... '" ... .. ...... ... ........... ... ..... . ...... ......................... ...... ... .... ... .... ......... ............... ...... ... .. ..... .. ....... '" ..... ...... . ....... ...... .., ... .. ....... .... . . .... .. ................ ... ....... ... .. ..... ... .... ........... .... ...... ........ .... .... ... ................... ..... ..... .... .... ................... ... . ........ ..................... ...... ...... ......... .. Actual Ma~1.mum Defl9ction r'1.? '.; 1. m 1.1 m DE f 1 (2 C t ~ ':' n ':' ': I: 1.\ r- -5 MaAimum Moment occur-$ = (). 3 () 1. n C iI e 5 . 2t 4.5 feec. at 5. () fee t . -. '1 0;:;:.. MINIMUM BEAM SIZE (W ~ H): 6. _ '75 CJt .. by /_ 18 ,OH MINIMUM BEAl"l ,<;REA (Sq. In.): 48.48 U/ . C;; B~J/ X 7// BE,t.~t~1 AI\IAl.YE~IB t~BJ;{it1tlt~f1~~)11~~~~lG~~~~I~ti}~f~tlt!j~~~'t1~jt~ttii~ti~i~1tf PREPARED BY~ Bunte I Deslgn T 1. ga r.j, On,-?gon Client: SUI\ITEL DESIGN Pt-.,)j~:?C t: YANH r LL I~E'..j I SrON LCI(:<Fiti.r:.rn: BM 'UNDEH RT" ~I.jALL DF BONUS RI"I .f:!: ,'I, Ca 1 C 1.l1 at i 0 rl By: L . tvl. Comm,.?nt: BEAM AND LOAD DIAGRAM 1II1111I1111I111111 ~1lilIlIllilflll<<1ll!lIllIlllllB Rl F~:;;;: Ri'?"'lctiOrl 1~1 - 2,!S8'7.~5 Ib-::;. T0t~1 lo~d ~ 5,175.0 Its. Diml.-?I'ls.1...)n!:;: Cll.?i::<x !,pan :::: Reaction R2 - 2,587.5 Ibs. o ':1. \) fel.:-?t, 11(,' r:)Vel" h,'::\l1o:;;1. ..-.....-.... -..-.......--...............................-..---..-----...........-....... ..--.. -.., .-.....-.-..-...........-..--..---...........-----..----- ......--.....-..... ..........--- --.. Nc. point Ic.,'::\d<5. No t( iangl.ll<:."ll' 10i::ids. Un.l.f':il'lft berHTI we:lght::. Ul1l.'f..:..nn l'':'dd<,: U1 - Defleltl.'.:rn 111111t (J i.Vf? J5 J.b':.,/lf \':.: .I::):.:; Jb<;~,. t..:,t.a I. 'I " 560.0 Ibs/1f at 0.0 feet to 9.0 fe~t" ]c'<"ild plus rJe,:H.l lOdc.ln .l/:::t~O. . ..: : ~. .: :: .:: ::. .::: :. .. : :.. ::.::" : ::. :::::: :...:::..::::: :::::'.::': .:.:.::::::...:.... : . .....::.::........: .::" .....:..:.:... , ... : .. ::: '. :. ....:..... . :: ..... .. . .. . ... .:' ...... ........ ........... .... ..... ... ... ...... .... .,.. ...... ..... .... ....... ... ..... .. .... ..... .... ....... ......... ...... . .. ., .... .... .......... ... .......... .. ... ...... -,..... ..... ....... .. .. ...... . .... .. ..... .., ...... .. .... _......... 0'...... ....... .... .... .... ..... ............ ..... ..- ..... . . . ..... ... . .. .... .. .. .... .................. ..... ..... ..... ..... . '0' .. ,_ 0.. ........., ...... " .. ... ...... ........... ,. ..... ................ ... .... ..... . ...... ..... <... .... .... .... ,., .. ,_, ... ........ .... ........ ... .... BEAM TYPE WOOD FIR/LARCH 6X ~1 COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REGIJlRED ,..\C Tl.Jt'tL -...-..-....................-.-.....-.....-......- ------.......----- .........-..---............... ...- ....-----...-- .....~. ................--.......-..---... --..-.......,.......-.....- ......--.....--....... Sh<.,:..il' (' 1 1'1.3 'j of:: , !.58'7.. f::;," rv 05.. 0 Arl.:?2\ i. ~:..q. I fl. I <!G .j.r; li '-' Mr:..ment (' f t .- 1. bs 'j r:.:- 8.~1 9 Fn l 35() " 0 !:1 e c. t;. l'i.:)cll.\ 1 u~.:; 52 6:] d. u , D,'?f ll.:'i.'c t i '.'1"1 ( i.n ) 0.. ::3.') E j .601.::6 M.:rm" t n~'?r. t ia 1 7f, ';~f::;.2 .... ..... ... ........ ........ ......... .... .... .... ,.... ......... .. . ... .., .... .. .... ... .. .... .... ............... ....... .. :~~.:.: ..:::~::;:::;:~:::~:;:: -:;' ':. .:~::i::;~:~:.:..: ::;:::~: :.;:~ ::: ~:: .::::= 'f;::;.: .~:::.H.~~::.. ::': ::;:;~~:~n;:nv;;~;H:::::~~::.:::::~;E~:~:::: :::f:::; :: n:;:;~>:::~:~:~;i~::~: r~ C t ,-ua 1 /'1';:;'j, J. m um Dr::> f 1,? c t; .1.'':1/1 ., I). .:;~(I .1. n r: h G:':';" I"lt'.i>"iml.lln Dl?fleclic.n occurs ,,:\t 'L~) 'fE'"(,::'\~u j''1a ~f; i flHI m t'k'(lh? n t ('r C .: 1.11 S .il t .::t. .:") t I~>.? t . t~!] l\l] IVILlI"! BE(.'~t~1 S I Z E <. ltJ >; H '! ~ 5 .... 5CJ1C:~ UR DJ"::"tf" a.3,~ 3Cl> ::;~ D Sf l(IH I"II ,\I J I"IU!"t BEi~M f\RFJ'l <. Sq. I Ii.. ) : 45"f,6 .r--.,.- iC ~~F &.XID I B E A MAN A L Y S I S ::~; / \ ~:jj ~;;~ l~~J i~~ j;;: ~:~~~ j /;) i:::!;j j:;~;;i ~)~;:~ :~~ j ~i:! ~~~~ iij: :::~: ~i.~~~~:j ;,:j!:} u:;~) ~/ i~;1;;:,~} .;':~:) l.~;:: ; :.;:; ~::.;{ i~;; !ij~:j) ;~1 i:;~ ~;;:~ ~~~:; :j:j; Li?i~} ,::ij !:;.; ;::~ ;.~~ ~ii; ij!i! U t ~;!;;:}?j?~ ~;;; PREPARED BY: Client: Pl"o.)ect: LI:1 car, I-,n "! fJuntel Des~qn Tlgc'll'-d, Oreqon SUI'\lTEL DESIGN Y AMI.-j ILL REV I S ION RM UNDER LEFT DORMER - ~ WALL Calculation I:ly: CC1mment: L. 1'1. BEAM AND LOAD DIAGRAM illlllll'~llilliillillillill~ill.ill~illmlillill 1111111 lUll! <<< <ll III III III III III III II! III ll!millm <11111 1BiIIIIBlum.- ""~-""'umwl WI~tu1nDl"~ . r R1 R~ React10n Rl = 2,075.0 Ibs. R~action R~ = 2,075.0 Ibs. Total load = 4t150.0 Ibs. DiIM?n:=;1c,ns: lear span -= 10.0 'fe~t, n.;. c.verhang. ------------------------------------------------------------------ No jJ,:.int lr,:,ads. No tr1anoular loads. Unlf.;.rm Beam we~ght= Uniform loads: 01 = Deflect10n l1mit \live 15 lbc_;/l-f (= J.50 lbs. tc,taU. 400.0 lbs/lf at 0.0 feet to 10.0 f~et. lc.ad plus c:lead lC'c;ld.l: l/.240. BEAM TYPE WOOD : FIR/LARCH 6X #1 COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ... ....... .......... ...... ................ ............ .... ....... ............... ...... ... ......... ... ....... ... ..... ............. ... .......... ....... ... ........... .. ..... .... ........ ....... ............. ...... ... ... ...... ...... '" ......... ...... ........... . . ...... ........ ... ..... .. . .... ........... . ... . ....... . ...... .......... ........... ..... .... ... ............ ......... ........ . .... ...... .... ........ ..... . ........ .. ...... . .. .... . ............... .. .... ................... ................ ....... ................ ......... ... .... ........ ..... ....... ... .. ........ .. ..... ... .. ...... ....... .. .... ........... ............. .... ...... ...... ..... ......... ... ... .... . ... . .... .. ......... " ............... ....... ... ...... ........ .......... ............ ............................ .... .............. .... ....... ......... ...... .. ...................... .............. ... ............... ........... ..... She:..r (lbs) Moment (ft-Jbs) Deflect10n (in) ------------------------------------------------------------------ ACTUAL 2,075. (> F\) 5,187.5 FB (> . 5() E 35.0 Area ISq.In.) 1&350.0 Sect. Modulus 1.60E6 Mom. Inertia 37 46 116 3':3 46* 11.54 , ................... '" ..... ...... .... ........... ....... .. .,. ................................... .............. ....... ... .. ............. ....... ........ ... ..... '" .... .... ... .... .... ....... ..... .... ..... ..... .... ..... '" .. ... ..... " ............ .... .............. .... ...... ......... .... . .......... ...... .. .. ....... ...... .... . ..... ..... . ..... ........ . ... ...... . ......... ... ..... ....... ..... ... .... ..... .. .. ............ ..... ......... ...... . ... . . ...... ........ .... ... . ...... . ............... .... ..... ....... ........................ .. .. ... ...... ...... ..... ........ . .., ......... '" ...... .................. ............ ... ............ .......... ..... .... ........ ... ............ .. ..... ...... ... ........ ............. ............... ......................... ...................... . ....... .... ...... . . ....... ...... ................. ...... ................ ..... Actual Ma~imum Deflection ~ 0.36 1nches. Ma~1mum Deflect10n occurs at 5.0 feet. Ma~imum Moment ';'CCUYS at 5.0 feet. ..-. .1 ...::.:.. MINIMUM BEAM SIZE (W ~ H): ::5 _ 5CJl.cJl .. by -:7 _ 0"3 lOH MINIMUM BEAM AREA (Sq. In.): 3'3. (> 1 0X, ,10 rJ,-- t....r'r;- f B E A MAN A L Y S I S :~;:;i,~~:?;:.~ ;.:;:::j :;;; ~.;~ ,j :"'; '::;: :~::~ J :f~~ :i:: ~;:,;:) :::; ;;;;:,::~:r ~::; :,.;::: : :.~ ~T':/ :.:;~:: ': ;.;;;:L:: ::: . ;'::; ;;;, ,::~:,' ;: ..; :::,: '::' ;::~ ~ ::: ;,:1. j,:' i/ ::~j~ :;.:; =.::: :::; j::~ :;::i i::;~:/ :.:.~ ~t ~:::; :;.J :::f:~ ~~:~ :::; ::~~ .:~,; r:: ::; ~:::: ::':: PREPARED BY: Client: Prol....1Lt~ Locafi.-.n~ I Suntel Desiqn T .1Q<:\ rd 1 Oreqon SUf\lTEL DESIGN Y,~I'11 HI. L REIlI S I ON RM UNDER LEFT BONUS RM WALL ~ Cal culat~O:fn .t;~: L.I"I. CO:flTImen ~ : BEAM AND LOAD DIAGRAM 11I111I1111111111I111 lIIIIIIIIIIIBII...............-....~'......IIDIHIHIUUIlml~ . , R1 , R' -, .L Reaction R1 = 1,~75.0 lbs. Reactlon R2 = 1,275.0 lbs. Total load = 2L550.0 lbs. Dimenslons: clear span = 10.0 feet, no overhang. --------------------...- - ... ~ H ____..___________________________________ No PO:'~ nt l':"='lds. No tY~anqulaY loads. Uniform Beam we~qht= Unlform loads: 01 = Deflect10n 11mlt (l~ve 15 lbs/lf 1= 150 Ibs. total~. :::4').0 Ibs/lf at O.(l feet t.:, 10J) fe(2L load plus dead load): 1/240. BEAM TYPE WOOD : FIR/LARCH 4X #1 COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES ......... ... ....... .... .., ......... ..... .......... ... . .................. ....... ..... .... ................. ..... ... ........................... .......... ........ ... .. ....... ...... .......... ...................... ............. .............. .................................... ........... .,.. ........ .... .... ..... ............. ..... . . ..... .. .......... .......... . ........................ ......... ............ ....... ....... ..... ........ '" . .......... ..... .......... ....... ......... . .... " ....... ....... ..... ....... .. .. ....... .... ....... ... ..... ....... .. .... ..... " ..... .. ........... ........ ....... ......... .................. ... .... '" ...... ............ ........ ... ........ ....... .... ...... .. ......... ..... ... . ............... ..... ..... ........ ............... ......... ..... ........ ... ... ..... ................ ...... ....... ..... ........................ ........ ................... ........... ............... ....... ....... ..................................... ....... .... ... REQUIRED r\CTUAL ------------------------------------------------------------------ She::\r (lbs.l l'1oment fft-Ibs) Def l,?c t ic.n (in) 1,275.0 FV 3.18?5. FB u.5u E 95.0 Area (Sq.In.~ 1.000.0 Sect. Modr.llus 1.70E6 Mom. Inertia .-:.() 38 67 '-"3 38* 155 .. .... ..... ... ...... ... .. ...... ................. ...... ...... ........... ....... ... ......... .... ...... ......... .......... ................ .........-.... .... ........ ..... .. . .... ..... . .... . ......... ..... .. '" ...... ....... ..... ... . ... .... ......... ...... .. . ..... ... . .... .... .. .. ..... ......... . ..... . ... ...... '" .. . .......... .. .... ..... ........ .............. ....... ....... ...... .... ............... ... .......... ..... . .... ....... . '" .. ... ................. ....... ........ ........ ... ............... ....... ... ..... ....... ..... .......... ......... ....... ........... ..... .. .. ... ..... ................ . ....... ...., . .......... ... ... . ..... .... . ..... ......... .. .... ... ..... . ...... ...... ......... ................... ............ ................ ...... ... . ...... ........ ..... ......... ...... .............. ..... .. .... .. .. . '" .... ... .. .... Actu~l Maximum Deflection : O.~2 1nch8s. Maximum Deflection occurs at 5.0 feet. Max.llOum Moment OCCllr"S at 5.0 feet. SII MINIMUM BE/'lM '3IZE (W 'I, I-I.!: :3 _ 5iC)C) oa D'y 8.. CjJ'3 1')1-1 MINIMUM BEAM AREA (Sq. In.): 28.. 3~f I B E A MAN A L Y S I S ;i',; ::.;: :.; ~,:'i~} ~;~: .,' "*:\ '::; ~,i:;::~:.1 ;:;:; ':'.. :;:;: :::; :'.; ;.~:~ ~:::: ;,:.:; ::' ;,;.: ;:.::. ~~ ~:;: ::.~ :\i ;j:: ~:'.; ~;::::::: .::; ;;:. .:;,: ;.:;~ ;~; :;';;; ',: ~:' i: ,,: ;~;~: :~:;:( :i::; ':.,::,:,:; ::::?.' ~ {~;.~,~ ~.:,; :::;;/ .::.::) ~L:, ;: ~::: ~.~,: i~:~; ~:ij ~ :~: PREPARED BY: Client: Pr.:. ject: L 0 cat 1. ('I n : Suntel Des.iqn T ~Qa rd, Or eq':ln SUI'\ITEL DES I GI\I YAMHILL REVISION MA T 1\1 GARAGE BEAM [lJ Cal culation .t:I~: L.I"'. Cc,mmen ~: BEAM AND LOAD DIAGRAM P1 P2 m;II'IUI~llj'III'I'II'111.111Irllllmlllllllllll'lnllnlnm1'IlU 'lrllllllllllillmll ill fll II fj'j 11'IBllll ill ml lIml 1m llllll,lllllllll llllllmllnllllm 1II111lllI1( IlIlllll 11JlIIllIIIIIlll11lHllllllJlllll1JlDllllllll"lllIfumlllllsmlllll'__.I1IIlIIllI1IIII____~_ , FH , . R.-:' ..:.. React~on R1 ::: 6,945.4 lbs. React10n R2::: 6,~~9.5 lbs. Total l.:,ad:: t.3,l,175.0 lbs. Dimensions: ~lear span::: 19.0 feet, no overhang. ------------------------------------------------------------------ PClint loads: Pi -. p-::' ::: No triangular loa;s. Un1form Beam weight= Uniform loads: 01:: Deflect10n lim1t (live 1,~00.0 Ibs. at 3.0 feet. ~,OOO.O Ibs. at 10.0 feet. 25 Ibs/lf (= 475 lbs. total). 500.0 lbs/lt at 0.0 feet to 19.0 lc'ad plus dead load): 1/.240. feet. BEAM TYPE LAM : ~4 F GLULAM COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ..... ........ . ... .. . .... .... ..... ..... ..... .... ... ........ ...... ........ .... ... ......... ................. .... .. ... ........ ....... ......... ...... '" ............ ...... .. ... ... ..... .. .... ... .. ... . ........ ... ... ... . . .... ...... ... ... " ... .... ... . . . .. .. . ......... ......... .... .... .... ..... . ..... .. .. .. ....... ... '" . .... ........ .... .. .. .... .......... ....... ... ...... ..... . ... ........ .... ... . .... ..... ....... . ..... .. .. ... " ..... ... .... ....... .... ...... . .......... .. ............. .. .... ..... . . . '" .... .... ..... . ....... . ..... ... ... .. ........ ......... ..... ...... ... ........ ..... ... ... .. .... .... ...... ................. ....... ... .... .... ......... .. ...... ... .... ...... ....... ......... .......... ...... AcrUAL Shear (lbs'\ M,:,ment (f t --1 bs:> D.? of 112 C t ~ Q n (1. n 'j ------------------------------------------------------------------- 6 '345.4 FV 34: 803. '3 FB O. '35 E _ 1~~.9 ere0 SSg. In.) ....: i 4(Y~j . (2 be C G" 1"'':'\ 11.1 ! 1.\,.., .80Eb Mom.Inert~3 -...., b,.:, 178 1, ~J.3b 74 178* 1 , '280 ....... .... ..... ... ..... .. .... ... .. . ...... ........ .... ............... ....... ...... ...... ...... .... .... . .. . ... .. . .. .. ...... ....... ... ....... ........ . ............ ... .... . .... ... .... ... ....... .... ..... . ". . . ...... .............. ........ ..... .. .. ... ...... ... ... '" .. ......... . ...... ... ... .. .... . ..... . ..... .. ..... .... ... .......... ........ .. .... ...... ......... ..... . .... .... .... . . . ....... ....... .. ..... .............. .. ....... . ... .... ..... ........ .... ...... '" '" ...... .......... .......... ...... . ....... . .... .. ... ..... .............. .... ... ............. .... ............ ...... .... ............. .... ..... .......... .......... ... ........ . 7" Actual Max~mum Deflect10n = 0.94 1nches. Max1mum Deflect10n Occurs at 9.~ feet. Ma~1mum Moment occurs at 10.0 feet. Si:e Fact0r :: 0.980 MINIMUM BEAM SrZE rw x H): DETERMINING FACTOR = * 5_ 1::251. by :Jl.:...1-_ 41 10H MINIMUM BEAM ARE~ (Sq.I~.)~ 73.89 5~11 X /5/1 GC- . . ~ ! . ... B E A MAN A L Y S I S :::.:. :.; i ::' ...;; ;:::: E.; :,'.1. .:~! ::~; .:~ " ,;::~ :::' .::;~ ~;:: ~ ::: ,::;. .:. :,:,i ;~.: ;i~;'. ~ ~;~:~ ~.~:; .:~::) ;:~i ::;:: ~~.~ ~i~i ':; ii;-:; ~,::; ~ '~E ':~: :;::~ ;~:i ;:':; ;~' :;) ~ :: ;':: ;::,; '::' ~;J; :;::; ~':': ;,: ~ ::~~ 1:~:: ::~~; ;:;:;/ 1::~::~; ::~::~? ;:;:: (: ':! i,;:: ~:::~ ~.~ i :::t PREPARED BY: Client: P)'",:,ject: LeocC'\f1,-,n' ) Calculation .l::\y: Leomment: Sun tel Des~Qn 'T ~ga rd, OregQn SUI\lTE L DES I GN YAMHILL REVISION rs' R'f::ARAr-:l= DR HDR IQJ L. M. BEAM f-\ND LOf-\D DIAGRAM illrnlli ill ill ill ill ill I ill ill ill ill I ill illlli 1..-.....-.\.-----.IUIUIIIWfU.~.- wt-fB I , R1 , I R2 Reac~ieon R~ = 860.0 Ibs. 8.0 feet, neo eoverhang. Reactieon R1 = 860.0 lbs. Teotal leoad = 1t7~0.0 Ibs. Dimensi':'ns: 1 ea r span = ------------------------------------------------------------------ Neo peoint l':'.-3ds. Neo tr~angular loads. Uniform Beam we~ght= Un~f':'rm loads: 01 = Deflectieon limit ',l.lve 15 Ibs/lf (= 1~0 Ibs. tc,tal'>. ~00.0 Ibs/lf at 0.0 feet teo 8.0 feet~ leoad plus dead leoadl: 1/240. BEAM TYPE WOOD : FIR/LARCH 4X #1 COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES ... ... ............. .... ...................... ......... ........................... ..................... ....... ........... . .................................... .......... ........ .. . ........ ......... ...... ...... . .............. . ....... .......... .... ... ........... ............ ........ ...... ........ ........ ....... .. ... ........... " ...... ..... .... ... .. ... ... ... ............... .............. . ....... .... .... . .., ......... .. .... .. ..... ...... ... ... ..... .... .... . ... .... .... . ..... ..... ............ ..... .... ...... ..... ...... ........ ........ ..... .......... . ...... ...... ...... .... ..... ... .............. .......... ....... .. ...... ......... .. .... ..... .... .... ............ . . .... . ........ ... ... ................ ........... .... ....... ............. ......... ................ .... .... . ......... ..... ... ........ ............. ...................................... .......... .................... ..... ....... ..... ...... REQUIRED ACTUAL Shear \,1 b3) Mc.ment (ft-lbsl Deflect~cln (~n) ------------------------------------------------------------------ 86(l.0 FV 1 , 720. I.) FB i) . 40 E 35.0 Are.-3 lSq.In.) 1.000.0 Sect. Modulus 1.70E6 Meom.Inert~a 14 21 :213 '::'1 :21*- 61 Actual Maximum Deflect1eon = 0.19 inches. Max1mum Deflectieon eoccurs at 4.0 feot. M,,::\'<1muln Moment ':'cclJr':5 at 4.0 f'?et. ........ ..... .. ....... ... ...... .... .... .... ........ ...... ............ ...... .......... .... ..... ..... .......... ...... ..................... ............. ............ ...... .......... .. . ........ ....... . ...... . ... .... .... ....... ........ ....... ........ .. .. .............. ........ . ... ........ ..... ......... .............. . ....... .... ....... ... ...... ... ...... . .. ...... .. ...... ........... ... .......... ........ ....... ....... ..... ....... .... .... ..... ............ ........ ." ...... ..... .......... ......... .. .... .... ...... . ..... ....... ............ ............. ....... ... ...... . ...... .... .. ...... ...... .................. .... ... . .... ....... ...... .. ......... . ..... . .... .... ........ .... . ... ....... . '.' .... ....... ...... .. .... ..... .... .......... .................. ........ .... ...... ... .... ..... .... ..... ............ ... ........ ........ ...... ........ ... B" MINIMUM BEAM SIZE (W x H): :3 _ SeIICI'.' by 5 _ '3-=-1- 10H MINIMUM BEAM AREA (Sq. In.): ~0.82 4XIDDF ~