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Specifications MST2012-00074 11023 SAGE TER MST2012-00075 11015 SAGE TER MST2012-00076 11007 SAGE TER : MST2012-00077 10999 SAGE TER Structural Calculations ,./_ 1. -(c,' ,,,,,,,,,,,,,,: i: ... ':1-71 for Full Lateral & Gravity Analysis of Unit C, Front Load & Rear Load Phase 2 Summer Creek Townhomes Prepared for Pulte Group April 6, 2011 JOB NUMBER: CEN-090 ***Limitations*** Engineer was retained in limited capacity for this project. Design is based upon information provided by the client,who is solely responsible for the accuracy of same. No responsibility and/or liability is assumed by, or is to be assigned to the engineer for items beyond that shown on these sheets. sheets total including this cover sheet. 8 -4-A- z a2l3P'-RO .• OFFICE COPY r1 4 V i r '"" '' Lb(: 7 .4 • . Nitis • ilo. EXPIRESI 12-31-2011 This Packet of Calculations is Null and Void if Signature above is not Original ,,/\ Hzu per 11-1P1 Hen r Peterson Righel Hz Inc, 205 SE Spokane St. Suite 200 • Portland, OR 97202 • [P] 503.221.1131 • IF] 503.221.1171 1104 Main St. Suite 100 • Vancouver, WA 98660 • [P] 360.450.1141 • [F] 360.750.1141 1133 NW Wall St. Suite 201 • Bend, OR 97701 • [P] 541.318.116] • [F] 541.318.1141 Design Criteria Project Scope: Full lateral & Gravity Analysis of Unit C Design Specifications: Wind Design: Basic Wind Speed (mph): 100 From Building Authority Exposure: B From Building Authority Importance, lw: 1 2009 IBC 12010 OSSC Occupancy Category: II Residential Earthquake Design: Seismic Design Category: D From Building Authority Site Class: D Assumed,ASCE 7-05 Ch.20 Importance, le: 1 ASCE 7-05 Table 11.5-1 Ss: 0.942 USGS Spectral Response Map 51: 0.339 USGS Spectral Response Map Dead Load: Floor: 13 psf Wall: 12 psf Wood Roof: 15 psf Live Load: Roof: 25 psf Snow Floor: 40 psf Residential Floor Materials and Design Data: Materials: Concrete Compressive Strength,f'c: 3000 psi Foundations &Slab on Grade Concrete Unit Weight,yc: 145 pcf Steel Reinforcement Yield Strength,fy: 60,000 psi Wood Studs (Wall Studs): Hem-Fir#2 2x &4x Wood Beams &Posts: DF-L#2 bx&Greater Wood Beams &Posts: DF-L#1 Glulam Beams: 24F-V4 PSL Beams: Fb=2,900 psi, FV=328psi, E=2.0 Million TS/LSL Beams: Fb-2325 psi, FV=460psi, E=1.55 Million Design Assumptions 1. Allowable soil bearing pressure (qa) : 1500 psf Assumed 2. All manufactured trusses,joists, and flush beams u.n.o.shall be designed by others. Structural Analysis Software Used: Mathcad 11 Microsoft Excel 2000 WoodWorks-Sizer version 2002 Bently RAM Advanse Harper Project: Summer Creek Townhomes UNIT C • ftP Hour Peterson Client: Pulte Group Job# CEN-090 RigItcllis Inc. „ Designer: AMC Date: June 2010 Pg.# DESIGN CRITERIA 2007 Oregon Structural Specialty Code&ASCE 7-05 Roof Dead Load RFR 2.5.psf Framing RPL:= 1.5 psf Plywood RRF:= 5.psf Roofing RME 1.5.psf Mech&Elec RMS 1•psf Misc RCG := 2.5.psf Ceiling RIN:= 1•psf Insulation RDL 15.psf Floor Dead Load FFR:= 3•psf Framing FPL:= 4.psf Sheathing FME I.5.psf Mech&Elec FMS:= 1.5.psf Misc FIN:= .5,psf Finish&Insulation FCLG:= 2.5.psf Ceiling FDL= 13.psf Wall Dead Load WOOD EX_Wallt 12.psf INT_Wallwt:= 10.psf Roof Live Load RLL:= 25.psf Floor Live Load ELL:= 40.psf Harper Project: Summer Creek Townhomes UNIT C '11 I3P' Houf Peterson Client: Pulte Group Job# CEN-090 Righellis Inc. Designer: AMC Date: June 2010 Pg.# Transverse Seismic Forces Site Class=D Design Catagory=D Building Occupancy Category:11 Weight of Structure In Transverse Direction Roof Weight Roof Area:= 748.112.1.12 RFwt':= RDL•Roof Area RFWT= 12566.1b Floor Weight Floor_Area2nd := 605•ft2 FLR -2nd:= FDL.Floor_Area2nd FLRW 12nd = 7865•Ib Floor_Area3rd:= 600•ft2 FLRWT3rd:= FDL•Floor Area3rd FLRWT3rd = 7800•1b Wall Weight EX Wall Area:= (2203)-1 12 INT_Wall_Area:= (906)•ft2 WALLwr:= EX_Wallwt•EX_Wa1l_Area+ INT_Wallwt•INT_Wall_Area WALLwr= 35496.1b WTI oTnL= 63727 lb Equivalent Lateral Force Procedure(12.8,ASCE 7-05) h := 32 Mean Height Of Roof 1 Component Importance Factor (1 1.5,ASCE 7-05) R:= 6.5 Responce Modification Factor (Table 12.2-1,ASCE 7-05) new Ct:= .02 Building Period Coefficient (Table 12.8-2,ASCE 7-05) x:= .75 Building Period Coefficient (Table 12.8-2,ASCE 7-05) Period Ta:= Ct.(hn)x Ta= 0.27 < 0.5 (EQU 12.8-7,ASCE 7-05) SI := 0.339 Max EQ, 5%damped,spectral responce acceleration of 1 sec. (Chapter 22,ASCE 7-05)...or SS:= 0.942 Max EQ,5%damped,spectral responce acceleration at short period From Figures 1613.5 (1)&(2) Fa:= 1.123 Acc-based site coefficient @.3 s-period (Table 11.4-1,ASCE 7-05) F„:= 1.722 Vel-based site coefficient @ 1 s-period (Table 11.4-2,ASCE 7-05) Harper Project: Summer Creek Townhomes UNIT C •' H1 Houf Houf Peterson Client: Pulte Group Job# CEN-090 Righellis Inc. Designer: AMC Date: June 2010 Pg.# SMS:= Fa-Ss Sms = 1.058 (EQU 11.4-1,ASCE 7-05) 2.Sms Sds:= Sds = 0.705 (EQU 11.4-3,ASCE 7-05) 3 SM 1 := F„,.S 1 SM I = 0.584 (EQU 11.4-2,ASCE 7-05) 2.Sly I Sd 1 := Sd 1 =0.389 (EQU 11.4-4,ASCE 7-05) 3 Sds.le Cst:— Cst=0.108 (EQU 12.8-2,ASCE 7-05) R ...need not exceed... Si 1e Csm„ := Cs,„„ =0.223 (EQU 12.8-3,ASCE 7-05) Ta•R ...and shall not be less then... C1 := if(0.044•Sds•le <0.01,0.01,0.044.Sds-le) C2 :=-. if Si < 0.6,0.01 , ( 0.5•Si.le R (EQU 12.8-5&6,ASCE 7-05) Csm,n := if(CI > C2,C 1,C2) Cs,mn --=0.031 Cs:= if(Cst <Cs,m,Csmm,if(Cst< Csm„,Cst,Cs,„)) Cs =0.108 N .V = Cs.WITOTAL. V= 69141b (EQU 12.8-1,ASCE 7-05) E := V.0.7 E=4840 lb (Allowable Stress) LI-2D Harper Project: Summer Creek Townhomes UNIT C 1'- Houf Peterson Client: Pulte Grou. Job# CEN-090 Righellis Inc. Designer: AMC Date: June 2010 Pg.# Transverse Wind Forces (Method I -Simplified Wind Procedure per ASCE 7-05) Basic Wind Speed: 100 mph(3 Sec Gust) Exposure:B Building Occupancy Category: 11 Lw:=- 1.00 Importance Factor (Table 6-1,ASCE 7-05) h,=32 Mean Roof Height X:= 1.00 Adjustment Factor (Figure 6-3,ASCE 7-05) a2:= 2..1.16.fi Zone A&B I forizontal Length Smaller of... (Fig 6-2 note 10,ASCE 7-05) a2 = 3.2 ft or .4.11„.2.ft a2 =25.6 fl but not less than... ctmjn := 3.2.ft = 6 ft Wind Pressure (Figure 6-2,ASCE 7-05) Horizontal PnetzoneA:= 19.9'Psf PnetzoneB:= 3.2'Psf Pnetmc:= 14.4.psf PnetzoneI):= 3.3'Psf Vertical PnetzoneE:= —8.13.psf Pnet„„F:= —12.psf PnetzoneG:= —6.4.psf Pnetio„H:= —9.7-psf Basic Wind Force PA:= Pnetzonen-lw'X PA = 19.9.psf Wall HWC PH:= Prietz„,13.1w•X PB= 3.2.psf Roof 1-1WC PC:= PnetzoneC tw'X Pc= 14.4•psf Wall Typical PD:= Pnetzonefi Irv'X =3.3.psf Roof Typical PE := Pnetzomp.lw•X PE= —8:8•psf PF:= Pnet70neF IW X PF=—1 2.psf PG PnetconeG'Iw'X PG =—6.4.psf Pnet7O„ii.1w-X PH=—9.7.psf Harper Project: Summer Creek Townhomes UNIT C Ilea Peterson Client: Pulte Grou• Job# CEN-090 Righcllis inc. th:,•41.••3 .PLAS,12.•• Designer: AMC Date: June 2010 Pg.# Determine Wind Sail In Transverse Direction wsmi.,zoneA:= (55 + 59+ 29)412 WSAILzoncu := (6 + 0 + 23)412 WSAILzonec := (429 + 355 + 339).ft2 WSA1Lzonej):= (0 + 0 + 4).ft2 WA:= WSAILzoneATA WA= 2846 lb WB WSATI-ZoneB'PB WB= 93 lb Wc WSA1L70ncc•Pc Wc= 16171 lb W1):= WSAILzoneD•PD WD= 13 lb Wind_Force:= WA + WB + Wc + WD Wind_Forcemin:= 10.psf.(WSAILzoneA + WSA1Lz0 ,B + WSAILzonec + WSAILzoneD) Wind Force= 19123 lb WindForceinin= 12990 lb WSA1LzoneE:= 43412 WSAILzond::= 43412 WSAILzoneG 334412 WSAILzonell:= 327112 WF := WSAILZoncE'PE WE = —378 lb WF:= WSAILZonerPF W1r =-—516 lb WG WSAILzoneG.PG WG = —2138 lb WH:= WSAILzwieB PFT Wij = —3172 lb Uplifinet:= + W11 + (WE + WG) + RDL•iWSAILz„,17 + WSAILzondi + (WSAILzomE + WSAILzo,„G) •.6.1.12 Upliftet= 1326 lb (Positive number...no net uplift) DO NOT USE ROOF DEAD LOAD FOR SHEARWALL HOLDDOWN CALCULATION Harper Project: Summer Creek Townhomes UNIT C HP '• Houf Peterson Client: Pulte Group Job# CEN-090 Righcllis Inc. Designer: AMC Date: June 2010 Pg.# ' . Longitudinal Seismic Forces Site Class=D Design Catagory=D Building Occupancy Category: II Weight of Structure In Longitudinal Direction Roof Weight Roof Area= 838 ft2 RDL•Roof Area RFwl-= 12566.1b Floor Weight Floor_Area2nd = 605 ft2 X&LNcka,xL:= FDL•Floor Area2nd FLRWT2nd=7865.1b Floor_Area3rd=600 ft2 FDL-Floor_Area3rd FLRviT3rd 7800-lb Wall Weight EX Wail.A.r.PA (2203)•ft2 INT_Wall_Area=90611.2 EXWallwt.EX_Wall Area + [NT Wallwt-INT_WallArea WALLWT= 35496.1b WTro'r,m,=637271h Equivalent Lateral Force Procedure(l2.8, ASCE 7-05) = 32 Mean Height Of Roof le = 1 Component Importance Factor (11.5, ASCE 7-05) R := 6.5 Responce Modification Factor (Table 12.2-1,ASCE 7-05) Ct= 0.02 Building Period Coefficient (Table 12.8-2,ASCE 7-05) x= 0.75 Building Period Coefficient (Table 12.8-2,ASCE 7-05) Period 20„:= Ci•(lia)x Ta = 0.27 < 0.5 (EQU 12.8-7,ASCE 7-05) Si =-0.339 Max EQ,5%damped,spectral responce acceleration of 1 sec. (Chapter 22,ASCE 7-05)...or Ss=0.942 Max EQ, 5%damped,spectral responce acceleration at short period From Figures 1613.5(l)&(2) Fa= 1.123 Acc-based site coefficient .3 s-period (Table 11.4-1,ASCE 7-05) F.= 1.722 Vel-based site coefficient @ 1 s-period (Table 11.4-2, ASCE 7-05) Harper Project: Summer Creek Townhomes UNIT C HP :- Hour Peterson Client: Pulte Group Job# CEN-090 Righell is Inc. Designer: AMC Date: June 2010 Pg.# Fa.S, Sms = 1.058 (EQU 11.4-1,ASCE 7-05) 2•Sms A§As;= Sds=0.705 (EQU 11.4-3,ASCE 7-05) 3 AWAA:= F,•S1 SMI =0.584 (EQU 11.4-2,ASCE 7-05) 2.Smj Sdi =0.389 (EQU 11.4-4,ASCE 7-05) 3 Sds'ic Cst= 0,108 (EQU 12.8-2,ASCE 7-05) ...need not exceed... Sd r le CsTr„ = 0.223 (EQU 12.8-3,ASCE 7-05) Ta•R ...and shall not be less then... if(0.044.Sds-le <0.01,0.01,0.044.Sds.le) 0.5-S .1e (EQU [2.8-5&6,ASCE 7-05) if S1 <0.6,0.01, ) R Ac,,s4444,:= if(CI >C2,CI,C2) Csnnn —0.031 Cs := if(Cst< Csmin,Csmin, f(Cst<Csma,,Cst,Csnia„)) Cs = 0.108 cs.wriurm, V =. 6914 lb (EQU 12.8-1,ASCE 7-05) E V.0.7 E=4840 lb (Allowable Stress) Ilarper Project: Summer Creek Townhomes UNIT C P flout'Peterson Client: Pulte Group Job# CEN-090 Righellis Inc. Designer: AMC Date: June 2010 Pg. Longitudinal Wind Forces (Method 1 -Simplified Wind Procedure per ASCE 7-05) Basic Wind Speed: 110 mph(3 Sec(lust) Exposure:B Building Occupancy Category: II Iw= 1.0 Importance Factor (Table 6-1,ASCE 7-05) hn= 32 Mean Roof Height X= 1.00 Adjustment Factor (Figure 6-3,ASCE 7-05) Smaller of... A9k= 2..1.16.ft Zone A&B Horizontal Length a2=3.2 ft (Fig 6-2 note 10,ASCE 7-05) or a2:= .4.h11.2.ft a2= 25.6 ft but not less than... ,A040,:= 3-2.ft a2mn,= 6 ft Wind Pressure (Figure 6-2,ASCE 7-05) Horizontal PnetzoncA 19.9.psf Pnet,„„B =3.2-psf PnetzoneC = 14.4.psf PnetzoneD=3.3.psf Vertical Pnet„„E=—8.8 psf PnetzoneF=—12.psf PnetzoncG=-6.4-psf Pnetzondi=—9.7.psf Basic Wind Force Pnet7onexiw.X PA= 19.9•psf Wall FIWC Pnetzalictriw'X Pn-3.2.psf Roof 1-IWC PnetzoneC'Iw-X Pc 14.4-psf Wall Typical Pnetionen•Iw.X PD 3.3.psf Roof Typical PnetzomE'lw'X PE= —8.8.psf PnetzoneF'lw'X =—12-psf ,KC4A:= PnetzoncG'lw*X PG =—6.4.psf SkIA:= Pnet.zonew lw,XP11 =—9.7.psf k--(?) Harper Project: Summer Crock Townhomes UN!'!'C • HP Houf Peterson Client: Pulte Group Job# CEN-090 Righellis Inc. Designer: AMC Date: June 2010 Pg.# Determine Wind Sail In Longitudinal Direction AWM:49a4,x,:= (58 + 59+ 21)412 VjA411,400.4,:= (0 + 0 + 51).ft2 SAIL , (98 + 99+ 34).ft2 MSA11,4,441,:= (0 + 0 + 114)412 yA,:= WSAlLzoneiv PA WA = 2746 lb WSAILz„,03•PB WB = 163 lb WSAILzonec-Pc Wc= 3326 lb aw= WSA1Lzo„D.PD WD= 376 lb o3 := WA + WB+ We+ WD incl Force, , := 10.psf.(WSAILz„,A + WSAILzond3 + WSAILz„ec + WSA1Lz01„D) Wind Force= 6612 lb Wind_Forcem,„ = 5340 lb AM11.74wk.A:= 151412 AUNNLiivw4,:= 138412 SAlt := 242.ft2 yv,S411,_.44,a04,:= 216.ft2 WSAI LzoneE•PE WF =—1329 lb WSA1Lz„,E•P Wj16561b WSAILZOUCO'PG = —1549 lb yfwv:= WSAILzonei 1.PH W11 =—2095 lb LpArkogivi + WH + (WE + WG) + RD1.- WSAII,zone + WSA1Lz„neH+ (WSA11,70„1, + WSAII.z„41-.6-1.12 Uplift„t = 901 lb (Positive numbcr...no net uplift) DO NOT USE ROOF DEAD LOAD FOR SHEARWALL HOLDDOWN CALCULATION 1.21 Harper Houf Peterson Righellis Pg#: Transverse Wind Line Shear Distribution ASCE 7-05,section 6.4(Method 1 -simplified) Design Criteria: Basic Wind Speed= 100 mph Wind Exposure= B (Section 6.5.6,ASCE 7-05) Mean Roof Height,H(ft)= 32 Roof Pitch= 6/12 Building Category= II (Table 1604.5, OSSC 2007) Roof Dead Load= 15 psf Exterior Wall Dead Load= 12 psf A.= 1.00 Iw= 1.00 Wind Sail ftz Wind Net Design Wind Pressure(psf) ( } Pressure(lbs) Zone A= 19.9 143 2846 Wall High Wind Zone Horizontal Zone B= 3.2 29 93 Roof High Wind Zone Wind Forces Zone C= 14.4 1123 16171 Wall Typ Zone Zone D= 3.3 4 13 Roof Typ Zone Zone E= -8.8 43 -378 Roof Windward High Wind Zone Vertical Zone F= -12.0 43 -516 Roof Leeward High Wind Zone Wind Forces Zone G= -6.4 334 -2138 Roof Windward Typ Wind Zone Zone H= -9.7 327 -3172 Roof Leeward Typ Wind Zone Total Wind Forcel 19123 lbs I Use to resist wind uplift: Roof Only Total Exterior Wall Area= 2203 ft2 Uplift due to Wind Forces= -6204 lbs Resisting Dead Load= 7517 lbs El 1313 Lbs—No Net Uplift I Wind Distribution Tributary to Diaphragms Wind Sail Tributary To Diaphragm(ft2): Zone A Zone B Zone C Zone D Main Floor 55 6 429 0 Upper Floor 59 0 355 0 Main Floor Diaphragm Shear= 7291 lbs Upper Floor Diaphragm Shear= 6286 lbs Roof Diaphragm Shear= 5546 lbs Wind Distribution To Shearwall Lines MAIN FLOOR UPPER FLOOR ROOF Tributary Line Shear Tributary Line Shear Tributary Line Shear Wall Line Diaphragm (lbs} Diaphragm (lbs) Diaphragm (lbs) Width ft Width ft Width ft A 15.83 2321 6.58 1150 19.00 2773 B 19.00 2785 18.00 3143 0.00 0 C 14.92 2186 11.42 1994 19.00 2773 E= 49.75 7291 36 6286 38.00 5546 Harper Houf Peterson Righellis Pg#: Transverse Seismic Line Shear Distribution Seismic Design Category= D Occupancy Category= II Site Class= D S1 = 0.34 Ss= 0.94 Importance Factor= 1.00 Table 11.5-1,ASCE 7-05 Structural System,R= 6.5 Table 12.2-1,ASCE 7-05 Ct= 0.020 Other Fa= 1.12 Fv= 1.72 Mean Roof Height,H(ft)= 32 Period(Ta)= 0.27 Equ. 12.8-7,ASCE 7-05 k= 1.00 12.8.3,ASCE 7-05 SMS 1.06 Equ. 11.4-1,ASCE 7-05 SMi= 0.58 Equ. 11.4-2,ASCE 7-05 Ste= 0.71 Equ. 11.4-3,ASCE 7-05 Spy= 0.39 Equ. 11.4-4,ASCE 7-05 Cs= 0.11 Equ. 12.8-2,ASCE 7-05 Csmin= 0.01 Equ. 12.8-5&6,ASCE 7-05 Csmax= 0.22 Equ. 12.8-3,ASCE 7-05 Base Shear coefficient,v= 0.076 Weight Distribution Determination to Diaphragm Floor 2 Diaphragm Height(ft)= 8 Floor 3 Diaphragm Height(ft)= 18 Roof Diaphragm Height(ft)= 32 Floor 2 Wt(lb)= 7865 Floor 3 Wt(lb)= 7800 Roof Wt(lb)= 12566 Wall Wt(Ib)= 35496 Trib. Floor 2 Diaphragm Wt(Ib)= 22063 Trib. Floor 3 Diaphragm Wt(Ib)= 21998 Trib.Roof Diaphragm Wt(ib)= 19665 Vertical Dist of Seismic Forces Cumulative%total of base shear Rho Check to Shearwalls(lbs) to shearwalls Req'd? Vfloor2(Ib)= 711 100.0% Yes vfloor 3(lb)= 1595 85.3% Yes goof(Ib)= 2534 52.4% Yes Shear Distribution To Wall Lines Wall Line Tributary Area Tributary Area Tributary Area Floor 2 Line Floor 3 Line Roof Line Floor 2 Floor 3 Roof Shear Shear Shear sq ft sq ft sq ft lbs lbs lbs A 124 105 326 168 314 1185 B 273 259 0 369 775 0 C 129 169 371 174 506 1349 Sum 526 533 697 711 1595 2534 Total Base Shear"= 4840 LB *Base shear assumes rho equal to 1.0. See shearwall analysis spreadsheet for confirmation of rho. Harper Houf Peterson Righellis Pg#: Longitudinal Wind Line Shear Distribution ASCE 7-05,section 6.4(Method 1 -simplified) Design Criteria: Basic Wind Speed= 100 mph Wind Exposure= B (Section 6.5.6,ASCE 7-05) Mean Roof Height,H(ft)= 32 Roof Pitch= 6/12 Building Category= II (Table 1604.5, OSSC 2007) Roof Dead Load= 15 psf Exterior Wall Dead Load= 12 psf it,= 1.00 Iw= 1.00 Wind Sail (ftz) Wind Net Design Wind Pressure(psi) Pressure(lbs Zone A= 19.9 138 2746 Wall High Wind Zone Horizontal Zone B= 3.2 51 163 Roof High Wind Zone Wind Forces Zone C= 14.4 231 3326 Wall Typ Zone Zone D= 3.3 114 376 Roof Typ Zone Zone E_ -8.8 151 -1329 Roof Windward High Wind Zone Vertical Zone F= -12.0 138 -1656 Roof Leeward High Wind Zone Wind Forces Zone G= -6.4 242 -1549 Roof Windward Typ Wind Zone Zone H= -9.7 216 -2095 Roof Leeward Typ Wind Zone Total Wind Force=i 6612 lbs l Use to resist wind uplift: Roof&Half of Upper Floor Walls Total Exterior Wall Area= 2203 ftz Uplift due to Wind Forces= -6629 lbs Resisting Dead Load= 10160 lbs El 3531 Lbs,..No Net Uplift I Wind Distribution Tributary to Diaphragms Wind Sail Tributary To Diaphragm(ftz): Zone A Zone B Zone C Zone D Main Floor 58 0 98 0 Upper Floor 59 0 99 0 Main Floor Diaphragm Shear= 2565 lbs Upper Floor Diaphragm Shear= 2600 lbs Roof Diaphragm Shear= 1447 lbs Wind Distribution To Shearwall Lines MAIN FLOOR UPPER FLOOR ROOF Tributary Line Shear Tributary Line Shear Tributary Line Shear Wall Line Diaphragm Diaphragm Diaphragm Width ft (lbs) Width ft (lbs) Width ft (lbs) 1 8 1283 8 1300 8 723 2 8 1283 8 1300 8 723 E= 16 2565 16 2600 16 1447 Harper Houf Peterson Righellis Pg#: Longitudinal Seismic Line Shear Distribution Seismic Design Category= D Occupancy Category= II Site Class= D S1= 0.34 Ss= 0.94 Importance Factor= 1.00 Table 11.5-1,ASCE 7-05 Structural System,R= 6.5 Table 12.2-1,ASCE 7-05 Ct= 0.020 Other Fa— 1.12 Fv= 1.72 Mean Roof Height,H(ft)= 32 Period(Ta)= 0.27 Equ. 12.8-7,ASCE 7-05 k= 1.00 12.8.3,ASCE 7-05 Sm.= 1.06 Equ. 11.4-1,ASCE 7-05 SM1= 0.58 Equ. 11.4-2,ASCE 7-05 SDS= 0.71 Equ. 11.4-3,ASCE 7-05 SD1= 0.39 Equ. 11.4-4,ASCE 7-05 Cs= 0.11 Equ. 12.8-2,ASCE 7-05 Csmin= 0.01 Equ. 12.8-5&6,ASCE 7-05 Csmax= 0.22 Equ. 12.8-3,ASCE 7-05 Base Shear coefficient,v= 0.076 Weight Distribution Determination to Diaphragm Floor 2 Diaphragm Height(ft)= 8 Floor 3 Diaphragm Height(ft)= 18 Roof Diaphragm Height(ft)= 32 Floor 2 Wt(lb)= 7865 Floor 3 Wt(lb)= 7800 Roof Wt(lb)= 12566 Wall Wt(lb)= 35496 Trib. Floor 2 Diaphragm Wt(Ib)= 22063 Trib.Floor 3 Diaphragm Wt(Ib)= 21998 Trib.Roof Diaphragm Wt(Ib)= 19665 Vertical Dist of Seismic Forces Cumulative%total of base shear Rho Check to Shearwalls(lbs) to shearwalls Reced? Vflpot2(Ib)= 711 100.0% Yes Vflooi3(Ib)= 1595 85.3% Yes Vtoor(lb)= 2534 52.4% Yes Shear Distribution To Wall Lines Wall Line Tributary Area Tributary Area Tributary Area Floor 2 Line Floor 3 Line Roof Line Floor 2 Floor 3 Roof Shear Shear Shear sq ft sq ft sq ft lbs lbs lbs 1 275 270 360 323 718 1220 2 330 330 388 388 877 1315 Sum 605 600 748 _ 711 1595 2534 Total Base Shear*= 4840 LB *Base shear assumes rho equal to 1.0. See shearwall analysis spreadsheet for confirmation of rho. lire Harper Hoof Peterson Righellis Pg#: Shearwall Analysis Based on the ASCE 7-05 Transvere Sheanvalls Line Load Controlled By: Wind Shear 11 L Wall tIlL Line Load Line Load Line Load Dead V Panel Shear Panel Nto MR Uplift Panel Lgth. From 2nd Flr, From 3rd Flr, From Roof Load Sides Factor Type T (ft) (It) (II) lit k ht k ht k (kit) (pit) (ft-k) (11-k) (k) • . . , , , 101 8 5.17 5.17 1.55 OK 8.00 2.32 18.00 1.15 27.00 2.77 1209 Double 1.40 VII 102 8 4.00 4.00 2.00 OK 8.00 2.79 8.00 3.14 1482 Double 1.40 VIII 103 8 3.83 7.33 2.09 OK 8.00 2.19 8.00 1.99 8.00 2.77 948 Double 1.40 VI 104 8 3.50 7.33 2.29 OK 8.00 2.19 8.00 1.99 8.00 2.77 948 Double _ 1.40 VI 105 8 4.25 , 12.75 1.88OK 8.00 2.32 15,00 1.15 27.00 2.77 490 Single , 1.40 II 100 8 8.50 , 12.75 0.94 ox 8.00 2.32 18.00 1.15 27.00, 2.77 49(1 Single 1.40 II 107 8 1.25 , 1.25 , 6.40 8.00 2.19 18.00 1.15 27.00 2.77 4887 Double 1.40 NO 108 8 1.25 3.50 6.40 8.00 2.19 8.00 1.99 8.00 , 2.77 1987 Double 1.40 NO 109 8 1.25 3.50 640 8.00 2.19 8.00 1.99 8.00 2.77 1987 Double 1.40 NO , 110 8 1.00 3.50 8,00 8.00 2.19 8.1)0 1.99 8.00 2.77 ii 1987 Double 1.40 NO 201 9 5.58 9.17 1.61 OK 9.00 1.15 18.00 2.77 , 428 , Single 1.40 II 202 9 3.58 9.17 2.51 OK 9.00 1,15 18.00, 2.77 428 Single 1.40 II 202A 9 3.50 3.50 2.57OK , 9.00 3.14 , 898 Double 1.40 VI 203 _ 9 7.00 7.00 1.29 . OK - 9.00 1.99 18.00 _2.77 _ 681 Single 1.40 IV 301 , 8 6.00 10.00 133 OK . 8.00 2.77 277 Single 1.40 I . . 302 8 4.00 10.00, 2.00 OK 8.00 2.77 277 Single 1.40 I . . 303 8 4.96 9.92 , 1.61 OK 8.00 2.77 280 Single 1.40 I , 304 8 4.90 9.92 1.61 ox 8.00 2.77 280 _ Single 1.40 1 Spreadsheet Column Definitions& Formulas L-Shear Panel Length II-Shear Panel height Wall Length-Sum of Shear Panels Lengths in Shear Line H/L Ratio flight to Width Ratio Check V (Panel Shear)-- Sum of Line Load/Total L Shear Factor-Adjustment For 11/1,>2:1 Mo(Overturning Moment) Wall Shear*Shear Application ht Mr(Resisting Moment)=Dead Load*1.2 0.5*(.6 wind or.9 seismic) Uplift T-(Mo-Mr)/(1.-6 in) --, \\I 1 Harper Houf Peterson Righellis Pg#: Shearwall Analysis Based on the ASCE 7-05 fransvere Shearwalls Line Load Controlled Hy; Seismic Shear 11 1. Wall 11/1. Line Load Line Load Line Load Dead V Rho•V %Story ii Panel Shear Panel Mo M,1 Uplift Panel Lgth- From 2nd Hr. From 3rd Fir. From Roof Load Strength Bays Sides Factor Type T (ft) (ft) (ft) ht k In k ht k (klt) (plf) (pl1) (fl-k) (ft-kl (k) 101 8 5.17 517 1.55 OK 8.00 0.17 10.00 0.31 27.00 1.10 323 419 0.31 1.29 Single 1.00 III 102 8 4,00 4.00 2.00 OK 8.00 0.37 8.00 0.78 0.00 . 286 372 0.24 1.00 Single 1.00 111 103 8 3.83 7.33 2.09 OK 8.00 0.17 8.00 0.51 8.00 1.19 254 331 0.23 0.96 Single 0.90 11 104 8 3.50 7,33 2.29 OK 8.00 0.17 8.00 0.51 8.00 1.19 254 331 _ 0.21 0.88 Single 0.88 III 105 8 4.25 12.75 1.88 OK 8,00 0.17 18.00 0.31 27.00 1.19 131 170 0.26 1.06 Single I.OU I. , 106 8 8.50 12.75 0.94 OK 8,00 0.17 18.00 0.31 27.00 1.19 131 170 NA 2.13 Single , 1.00 I , 107 8 1.25 1.25 6.40 8.011 0.27 18.00 0.51 27,00 1.19 1572 2044 0.08 0.31 Double 031 NG 108 8 1,25 3.50 6.40 8.00 0.27 8.00 0.51 8,00 1.19 561 , 730 0.08 (1.31 Double 0.31 NG 109 8 1.25 3.50 6.40 8.00 0.27 8.00 0.51 8.00 1.19 561 730 0.1)8 0.31 Double 0.31 NG 110 8 1.00 3.50 8.00 8.00, 0.27 8.00 11,51 8.00 1.f9 561 _ 730 0.06 0.25 Double 0.25 NG 201 9 5.58 9.17 1.61 OK 9.00 0.31 18.00 1.19 164 213 0.28 1.24 Single 1.00 1 202 9 3.58 9.17 2.51 OK 9.00 0.31 18.00 1.19 164 213 0.18 0.80 Single 0.80 II 202A 9 3.50 3.50 2.57 oK 9.00 0,78 0.00 221 288 0,18 0.78 Single 0.78 III 203 _ 9 7,00 7,00 1.29 OK 9.00 0.51 18.00 1.19 242 314 0.36 1.56 Single 1,00 II 301 8 6.00 10.00 1.33 oK 3.011 1.19 119 154 0.30 1.50 Single 1.00 1 302 8 4.00 10.00 2.00 OK 8.1)0 1.19 119 154 0.20 1.00 Single 1.00 1 303 84.96 9.92 L61 OK 8.00 1.19 119 155 0.25 114 Single 1-00 I 304 8 - 4.96 9.92 1.61 OK 8.00 1.19 119 155 0.25 1.24 Single 1.00 1 Rho Calculation Does the 1st floor shearwalls resist more than 35%of the total transverse base shear? Yes Does the 2nd floor shearwalls resist more than 35%of the total transverse base shear? Yes Does the 3rd Boor shearwalls resist more than 35%of the total transverse base shear? Yes Total 1st Floor Wall length-- 16.50 total If 1st Floor Bays- 4.13 Arc 2 hays minimum present along each wall line? No 1st Floor Rho- r3 Total 2nd Floor Wall Length= 19,61 Total q 2nd Floor Bays 4 Are 2 bays minimum present along each wall line? No 2nd Floor Rho u Total 3rd Floor Wall length- 19,92 Total 4 3rd Floor Bays= s Are 2 bays minimum present along each wall line? Yes 3rd Floor Rho= 1.0 Spreadsheet Column Definitions&Formulas L Shear Panel Length II=--Shear Panel Height Wall Length--Sum of Shear Panels Lengths in Shear Line H/L Ratio-Hight to Width Ratio Check V (Panel Shear)=Sum of Line Load•Rho/Total L %Story Strength=L/Total Story 1, (Required for walls with FI/L>1.0,for use in Rho check) 8 Rays=2"L/11 Shear Factor-Adjustment For 11/L>2:1 Mu(Overturning Moment)=Wall Shear`Shear Application ht Mr(Resisting Moment) Dead Load•I2•0.5•(.6 wind or.9 seismic) Uplift T=(Mo-Mr)/(L-6 in) 1�Ac Harper Houf Peterson Righellis Pg#: Shearwall Analysis Based on the ASCE 7-05 Longitudinal Shearwalls line Load Controlled By: Wind I Shear 11 L Wall H/L Line Load Line Load Line Load Dead V Panel Shear Panel Mo MR Uplift Panel Lgth. From 2nd Hr. From 3rd Hr. From Roof Load Sides Factor Type T (ft) (ft) (ft) ht k ht k ht k (M) (pit) (Pt-k) (ft-k) (k) 105 8 12.75 12.75 (1.63 oK 10.00 1.28 18.00 1.30 27.00 0,72 1.13 259 Single 1.40 I 55.75 92,01 0.04 106 8 12.75 12.75 0.63 oK 10.00' 1.28 18.00 1.30 27.00 0.72 1.13 259 Single 1.40 1 55.75 92.01 0.04 E204 9 11.50 11.50 0.78 OK , 9.00 1.30 18.00 0.72 0.75 176 Single 1.40 I 24.71 49.73. -0.47 205 9 11.50 11.50. 0.78 OK 9.00 1.30 18.00 0.72 0,75 176 Single 1.40 I 24.71 49.73_ -0.47 305 8 10.00 10.00 0.80 oK 8.00 0.72 0.29 72 Single 1.40 . I 5.78 I 14.40 -0.30 306 8 10.00 10.00 0.80 OK _ _ 8.00 0.72 0.29 72 Single 1.40 1 5.78 14.40 -0.30 Spreadsheet Column Definitions& Formulas L-Shear Panel Length H=Shear Panel Height Wall Length=Sum of Shear Panels Lengths in Shear Line 11/L Ratio=flight to Width Ratio Check V (Panel Shear)-Sum of Line Load/Total L Shear Factor=Adjustment For H/I,>2:1 Mu(Overturning Moment)-Wall Shear*Shear Application ht Mr(Resisting Moment)=Dead Load*L2*0.5*(.6 wind or.9 seismic) Uplift T-(Mo-Mr)/(L-6 in) Harper Hour Peterson Righellis Pg#: BShdearwthe a.117-05 Analysis on ASCE Longitudinal She:unrolls Line Load Controlled By: Seismic Shear 11 L Wall 11/1. Line Load Line Load Line Load Dead V Rho*V %Story it Pa Panel gth. From 2nd Fn. From 3rd FM From Roof Load Strength Bays Sidesnel ShearFaetoP Factor Typeanel M(' MR UP" T I (t1) (a) (0) ht k ht k ht k (810 (011) (pit) (ft-k) (11.-k) (k) • • 105 8 12.75 12.75 0.63 OK 10.00 0.32 18,00 .•0.72 27.00 1.22 • 1.19 177 177 NA 3.19 Single 1.00 ,, I 49.09 96.89 -0.74 106 8 12.75... 12.75 0.63 OK 10.00 0.39 18.00 0.88 27.00 1.32 1.19 202 202 NA 3.19 Single 1,00 1 55,17 96.89 -0.24 204 9 11.50 11.50 0.78 OK 9.00 0.72 18.00 1.22 0,81 169 1119 NA 2.56 Single 1,00 1 28.42 53.69 -0.34 205 9 11.50 11.50 11.78 OK ..._9,00 0,88 18,00 1.32 0,81 191 - 191 NA 2.56 _ Single 1.00 1 31.56 53.69 -0.06 305 8 10.00 10.00 0.80 OK 8.00 1.22 0.35 122 122 NA 2.50 Single 1.00 I 9.76 I 17.40 -0.07 306 8 10.00 10.00 0.80 ois' 8.00 1.32 0.35 132 132 NA 2.50 - Single 1.00 1 10.52 17.40 0.01 Rho Calculation Does the 1st floor shcarwalls resist more than 35%of the total longitudinal base shear? Yes Does the 2nd floor shearwalls resist more than 35%of the total longitudinal base shear? Yes Dues the 3rd floor shearwalls resist more than 35%of the total longitudinal base shear? Yes Total 1st Floor Wall Length- 25.5g Total 01st Floor Bays- 6.38 Arc 2 bays minimum present along each wall line? Yes 1st Floor Rho- to Total 2nd Floor Wall Length- tsar Total 0 2nd Floor Bays- s Are 2 bays minimum present along each wall line? Yes 2nd Floor Rho- to Total 3rd Floor Wall length" Man Total 0 3rd Floor Bays- 5 Are 2 hays minimum present along each wall line? Yes 3rd Floor Rho o.o Spreadsheet Column Definitions& Formulas I.'-Shear Panel Length H-Shear Panel Height Wall Length-Sum of Shear Panels Lengths in Shear Line HiL Ratko"I light In Width Ratio Cheek V (Panel Shear) Sum of Line Load*R ha/Total L %Story Strength----I.i Total Story L (Required for walls with 11/1,>1.0,for use in Rho check) #Bays 2.1_11 Shear Factor-Adjustment For TILL>2:1 Mo(Overturning MOrile111)-Wall Shear`Shear Application ht Mr(Resisting Moment)"Dead Load 0 1,2.0.5+(.6 wind or.9 seismic) Uplift T (Mo-Mr)/(I,-6 in) Harper Houf Peterson Righellis Pg#: SHEAR WALL SUMMARY' Transvere Shearwalls Panel Wall Shear Wall Type Good For V If) � (p11) 101 1209 2 Layers 1/2"APA Rated Plyw'd w/8d Nails @ 3/12 1276 102 1482 2 Layers 1/2"APA Rated Plyw'd w/8d Nails @ 2/12 1667 103 948 2 Layers 1/2"APA Rated Plyw'd w/8d Nails @ 4/12 990 104 948 2 Layers 1/2"APA Rated Plyw'd w/8d Nails @ 4/12 990 105 490 1/2"APA Rated Plyw'd w/8d Nails @ 4/12 495 106 490 1/2"APA Rated Plyw'd w/8d Nails @ 4/12 495 107 Simpson Strongwall 108 Simpson Strongwall 109 Simpson Strongwall 110 Simpson Strongwall 201 428 1/2"APA Rated Plyw'd w/8d Nails rr,,4/12 495 202 428 1/2"APA Rated Plyw'd w/8d Nails @ 4/12 495 202A 898 2 Layers 1/2"APA Rated Plyw'd w/8d Nails @ 4/12 990 203 681 1/2" APA Rated Plyw'd w/8d Nails @ 2/12 833 301 277 1/2"APA Rated Plyw'd w/8d Nails @ 6/12 339 302 277 1/2"APA Rated Plyw'd w/8d Nails tt7 6/12 339 303 280 1/2"APA Rated Plyw'd w/8d Nails @ 6/12 339 304 280 1/2"APA Rated Plyw'd w/8d Nails @ 6/12 339 NOTE: 1) This table is a comparative summary between the wind and seismic loading. The values above are the minimum requirement to satisfy both wind and seismic design loads. Harper Houf Peterson Righellis Pg#: SHEAR WALL SUMMARY1 Longitudinal Shearwalls Panel Wall.$h Wall Typed,or Uplift Simpson Hold9 ` Good F'or I�11�lI19l / /!l✓l" f� yL %fly1a.) • 1 lrfJt 1f/ Tlli ri/Ifrrlr,Yrr flr/Flr' r'Jff/Y 105 259 1/2"APA Rated Plyw'd w/8d Nails @ 6/12 339 44 Simpson None 0 106 259 1/2"APA Rated Plyw'd w/8d Nails @ 6/12 339 44 Simpson None 0 204 176 1/2"APA Rated Plyw'd w/8d Nails @ 6/12339 _ Simpson None 0 205 191 1/2"APA Rated Plyw'd w/8d Nails @ 6/1.2 242 Simpson None 0 305 122 1/2"APA Rated Plyw'd w/8d Nails(u 6/12 242 f_, 4 Simpson None 0 306 132 1/2"APA Rated Plyw'd w/8d Nails @ 6/12 242 8 Simpson None 0 NOTE: 1) This table is a comparative summary between the wind and seismic loading. The values above are the minimum requirement to satisfy both wind and seismic design loads. L Transverse ,. Wind,Uplift, Design Unit C he3Hjoi,tLall Lin Load LineL0adLine . Tot,a.IV Dead , Dea.dDead Overt,u5.rResisting. Resisting. Lplift..From Uplift.romWallWall UpliftUpli: Total Total Panel Height l,,ghtgthFro2rdFron3rdFromw:1Stacking From FrompliftJplf Fir. Fir. Roof includingL0aduadmo:engiefgRigitLeftRightLeft idof@ight1al1Wal1Leftfioors@LeftctHouse sideofAbovAbo‘: Right above if RightHusecLe; walls Right stack) (ft) (ft) (ft) (ft) kkkplf klf k kkftkftkftkkkkk 1018116675215212.321 1152:73 :4411990 01 920 20 8543236241 128127201201 R 97511162513 8 1 0281166740040 02.785 3.143 928 1482 0092 0192 1091500 74 1 434447i434147 103 8 11667 383 3 2 186 1 994 2773 6 93 948 0 1 024 0 078 31 98 I 65 103 930 941 203R(1/2) 1 104 8 11667 50 733 2 186 1 994 2773 6953 948 0 1 1)078 0 192 2920 089 1 28 956 948 956 948 105 8 11667 458 1308 2321 115 2773 6244 477 01 0192 0078 19 lO 193 141 439 447 201L 201R 497 511 936 958 106 8 I 1667 8 sO 1308 2321 15 2 77 6244 477 0 1 0078 0 3844 3543 428 688 411 391 202L 202R 535 522 946 9 13 107 8 11667 125 47s 2186 1994 2773 6953 1464 0048 0192 0045 1464 028 009 1877 1892 1877 1892 108, 8 11667 1 25 4 7 2 186 1 994 2773 6953 1464 0048 0045 0 192 1464 009 028 1892 1877 1892 109 8 11667 1 2 475 2 86 1 994 2 6 9s 14 01 024 0208 1464 038 034 1870 1873 203R 765 1870 2638 110 8 1.1667 1.00 4.75 2.186 1,994 2773 6953 1464 0.1 0,208 0.192 11,71 026 0.24 19,81 19.83 304R 1.65 19.81 21.48 201 9 11667 5875 975 15 2773 3923 402 0172 0432 0156 2322 551 388 339 356 301L 301R 5 55 9 511 202 9 1.1667 3.875 975 1.15 2 773 3.923 402 0.172 0.156 0 432 15.32 1.90 297 3.66 3,49 302L 302R 1.69 172 5.35 5.22 202A 9 1.1667 3 833 3 833 3,143 3.143 820 0.142 0.816 28.29 4.17 I 04 6.73 7.22 6.73 7.22 203 9 1.1667 7,083 7 083 1 994 2.773 4.767 673 0.172 0.468 0.192 4614 7.63 5.67 5.87 6.03 303L 303R 1 65 1.62 7.52 7.65 301 8 5.958 9.916 2.773 2.773 280 024 0.384- 0.432 13.33 6.55 6.83 1.58 1.55 1.58 1.55 302 8 3.958 9.916 2.773 2.773 280 0.24 0 432 0.384 8.85 3.59 3.40 1.69 1.72 1.69 1,72 303 8 4.958 9.916 2.77; 2.773 280 0.24 0.384 0.432 11.09 4,85 5.09 1.65 1.62 1.65 1.62 304 8 4.958 9.916 2.773 2.773 280 0.24 0.432 0.384 11.09 5.09 4.85 1.62 1.65 1,62 1.65 Spreadsheet Column Definitions& Formulas L=Shear Panel Length H=Shear Panel Height Wall Length=Sum of Shear Panels Lengths in Shear Line V (Panel Shear)=Sum of Line Load/Total L Mo(Overturning Moment)=Wall Shear*Shear Application ht Mr(Resisting Moment)=Dead Load*1,2*0.5*(.6 wind or.9 seismic) Uplift T=(Mo-Mr)/(L-6 in) Transverse Seismic Uplift Design Unit C Shear H Joist L Wall Line Load Line Load Line Total V Dead Dead Dead Overtur Resisting Resisting Uplift From Uplift From Wall Wall Uplift Uplift - Total Total Panel Height Lgth. From 2nd From 3rd From Wall Load(not Point Point fling Moment Moment Floor Shear @ Floor Shear @ Stacking @ Stacking From From Uplift Uplift Flr, Fir, Roof Shear including Load Load Mooren g Left @ Right Left Right Left Side of riiI Right Wall Wall @ Left rCe, floors @ Left @ t House Side of Above Above Right above if Right House @ Left @ walls Right stack) (ft) (ft) (ft) (ft) k k k k plf klf k k kft 'Kit kft k k k k k k . . . 101 8 1.1667 5.21 5.21 0.168 0.314 1,185 1.667 320 0.1 0.192 0,208 15.08 2.36 2.44 2.75 2.74 201 L 201 R 0.65 0.85 3.40 3.59 - 102 8 1 1667 4.00 4.00 0.369 0.775 1,144 286 0.092 0.192 0 10.06 1.50 0.74 2.49 2.68 0 0 2,49 2.68 . _ 103 8 1.1667 3.83 7,33 (1.174 0.506 1.349 2.029 277 0.1 0.24 0.078 9.62. 1.65 1 03 2.44 2.61 0 203R(1/2) 1,01 2.44 3.62 104 8 1.1667 3.50 7.33 0,174 0.506 1.349 2.029 277 0.1 0,078 0.192 8.78 0.89 1.28 2.66 2,54 0 0 2.66 2.54 105 8 1.1667 4.58 13.08 0.168 0,314 1.185 1.667 127 0.1, 0.192 0.078 5.28 1.931.41 0.37 0.98 201L 2018 0.65 0.85 1,52 1.84 - 106 8 1.1667 8.50 13.08 0.168 0.314 1.185 1.667 127 0.1 0.078 0.384 9.80 4.28 6.88 0.74 0.45 202L 202R 1.22 1.02 1.97 1.47 107 8 1.1667 1.25 4.75 0.174 0.506 1.349 2.029 427 0.048 0.192 0.045 4.84 0.28 0,09 6.12 6.34 . 0 0 6.12 6.34, .. 108 8 1.1667 1.25 4.75 0 , 174 0.506 1.349 2.029 427 0.048 0,045 0.192 4.84 0.09 0.28 6.34 6.12 0 0 6.34 6.12 109 8 1.1667 1.25 4.75 0.174 0.506, 1,349 2.029 427 0,1 0.24 0.208 4.84 0.38 0.34 6.00 6.05 0 203R 2.02 6.00 8.07 110 8 1.1667 1.00 4.75 0.174 0.506 1.349 2.029 427 0.1 0.208 0.192 3.87 0.26 0.24 7.28 7,31 0 . 304R - 0.21 7.28 7.52 2011 9 1.1667 5.88 9.75 0.314 1.185 1.499 154 0.172 0,432 0.156 8.96 5.51 3,88 0.68 0,93 301L 301R -0,03 -0.08, 0.65 0.85 .• 202 9 1.1667 3.88 9.75 0.314. 1.185 1.499 154 0.172 0.156 0.432 5.91 1 90 297 1.09 0,84 302L 302R 0.14 0.18 1.22 1.02 202A 9 1,1667 3.83 3.83 0.775 0.775 202 0.142 0.816. 0 6,98 4.17 1.04, 0.84 1.57 0 0 0.84 1.57 - 203 9 1.1667 7.08 7,08. 0.506 1.349 1.855 262 0.172 0.468 0.192 18.27 7.63 5.67 1.61 1.86 303L 303R 0.21 0.16 1.82 2.02 .. 301 8 0 5.96 9.92 1.185 1.185 120 0.24 0.384 (1.432 5.70 6.55 6.83 -0.03 . -0.08 . 0 0 -0,03 -0.08 302 8 0 3.96 9.92 1.185 1.185 120 0.24, 0,432 0.384 3.78 3.59 3.40 0.14 0.18 0 0 , , 0.14 0.18 303 8 0 4.96 9,92 1.349 1.349 136 0.24 0.384 0.432 5.40 4.85 5.09 0,21 0.16 0 0 0,21 0.16 304 8 0 4.96 9.92 1.349 1,349_ 136 0.24 0.432 0.384 5.40 5.09 4,85. 0.16 0.21 0 0 0.16 0,21 Spreadsheet Column Definitions&Formulas L=Shear Panel Length H=Shear Panel Height Wall Length=Sum of Shear Panels Lengths in Shear Line V (Panel Shear)=Sum of Line Load I Total L Mo(Overturning Moment)=Wall Shear*Shear Application ht Mr(Resisting Moment)=Dead Load*L2*0.5*(.6 wind or.9 seismic) Uplift T=(Mo-Mr)/(L-6 in) c----- 9-) ..0---- 1.11111.11.11..111.11.1MMIIMINIMIMIIMIMMIIIMM ..--_ TRANSVERSE UPLIFT CALCULATIONS-SUMMARY uNIrC shearControllIngfotalH0idownHoidownGood Control Total Holdown downG o o dFor pane1caseupiificorstrapTypeoLeft0ring1:piif1TypeoLe Leftase4Rlgt kSimpson kkSimpson k 101 Wind l625H0IdownHDi9pDF19i7Wind16:8HD9wi19.07 102 Wind 1434 Holdown HUUI4 1493Wind1447HDui41493202 Wind 5.35 Strap MST48X2 5.75 Wind 5.22 MST48x.2 5.75 4, 103 Wind 9.30 Holdown Fll)U14 14.93 Wind 1324 HDUI4 14.93 104 Wind 9,56 Holdown HDL'I4 14.93 Wind 9.48 HDUI4 14.93 105 Wind 9,36 1-loldown HIJJUI4 14.93 Wind 9,58 HDUI4 14.93 106 Wind 9.46 Holdown HDUI4 14.93 Wind 9.13 J-[DUI4 14.93 107 Wind l8,77Holdown None 0.00 Wind 18.92 None 0.00 108 Wind 1892 Holdown None 0.00 Wind 18.77 None 0.00 109 Wind 18.70 Holdown None 0.00 Wind 2638 None 0.00 ItO WInd 19.81 Holdown None 0.00 Wind 21.48 None 0.00 201 Wind 4.97 Strap MST48x2 5.75 Wind 5.11 MST48x2 5.75 8.11 7.22 MST60x2 MST60x2 8.11 WWiinndd 8.11 6.73 Strap 7,65 MST60x2 202A Wind MST60x2 8.11 - 7.52 Strap 2.88 203 Wind 1,55 MST48 MST48 2.88 Wind 2.88 1,58 Strap Wind 1,72 MST48 301 Wind msT48 2.88 2.88 1.69 Strap 162 MST48 Wind , 302 Wind MST48 2.88 1.65 Strap MST48 2.88 Wind 1.65 MST48 2.88 303 Wind 304 Wind 1.62 Strap , F-. \---3 c----) ..:* 10\ C).___ ,, .,,, • . , - til ,,,,..0 0 a , ;1 @•,) • 1.0/ ,, t 41. 1 • r.-----r• r r•••••,•-• • ......",a„....,...,..., .......... rr.........* • ••••••,_ ,••••.r, ...„, r .....r., ..,,,.. )u- Y < 0 ILI 11.4 111 ft_ 1 D , ‘.....' .,,,,, ..„, • ,... ., ..... . ., co ,,, . ........ - ---- . 03 t09 I.,,, 2U r ( 3 (1D, ..... ee' f. 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''.1 IF t 6_ : 1 !, rti i = :, .. , r i--A 9 95c40M,A(19 57:\ ' 9,15 5„I V) k-'13 'VI )CI i(iik °C4, V = = 4-: 9z—e cx - 6 r''€.5 e 1 ,.=., ctlri) 314021 . osci 0 P ' P.i..;^ Vil)-IfIe9:;) WV 0 ik,ra r,/ z 1,11 , ....., n., i c7,1 ra 0 . „..„.... . _ _____ ----1-Nog 7t3 ng- 999944 9549994 9 41.A 019z x (1'6)H ,s941. 9 K ) 959 '9'c'119t. 799'94 tS'Z.9) 4440 *91\ — I *t4' 4....,c = 2 a\i.\..7 949-99-9,9 0,Zit,.... 4 9,„494 4 9 44991 - 9 ( 0 ,„9-9)5591 9 — , : c) 171 4t ' -1 -1 i 11‘ \-to•,,:k}. ,,,,r.-,a, Z ;‘)1 04 ,C.1 1;44 I 1p c 0 m)ar'4\1 Sra ri\-1 1° 111°1 > i m , 1,-------------:-u 0 -Se , — r 0 -trv3a nea Srsit'l 11. o M 0 -.; 2 ---- p gr, .1 Li j 39,...M0.4 UA 60Jkili)0<1. IO2 r( 1d Jo C)6D-VI 41) oNor ' 0 cii \ WS° ni4 AS BY , 1E 'SO\ ' 0\0 -ICH N', C...." N...1 o Cit O 0, PROJECT Ra 12Acji--“a\BUI V-)k--) 0 •,1--ie.1) \?__ " F\, .,t_i,-) ON1 vNcs , 0 w A\\\0, Load '0 k.km\\ , 0 .'' x , 0 LI ((.11)(0.0 ZSI-0 = 0.0c0-1- _a.I___ u 0 w el_ \O , t- 5oThe., o z v3 ;.ury\c ‘591, F: a (1%)6.1N 0,01-0 1-(1b)(0.01C)05-112)),i".(617)(6.0\S)6 5)A"(..\-?/Litl, (0,012)"--_-: ,,3 0 u _ z (YE) )(...oza ,; )(ts-Ici..•) •i- (kol(0,oa-5--)012_.) ..= k .c't\"ZS L 7 % 0 ri ..l)0`,1\ \\O f----- 0 (C'r)(()=0C_)(1) A-( 01 ,1‘) ij,,612 (ra-)Lfi2,\) 00,/1 .7-- -1 ( \t'Pk 3 C)-Ls-)C C) Jr-(4 .)--)(, C.)i OR.cf)(6 122)d. 7 Li , L ' 0 " ti S'ilt SS s,,/,....e. cc-r SY 'Q_t\ ‘1-r‘ t F--- ""'"' 101) ci::.,(,)•:,‘,-:,•/,"1- \5 430-4 0,31,0 SU,'.1-- t 0-),c3% 0,1-.,.03 5045* pis),. Snear- ',.t,1•Ak\ \I • t..it- 15 t. 0 0 c; ••) , u — , ci., ,-::: • \ci) .3c)(,,, t4- --. \ 4:t ..`, N(-1 & I OckS 0 -''.0 k- 0 et 5)175'“ Tr \ 5 C--0..) • . \ ‘).1.51- 5‘1' (-- 10-4— \ , „, ‘ i y.., e--. YLO # : • uNi- V-- 100) 1 ,-- --4t)'4.-- e.., \"1- Icc/ # • oy_ 0Y-- , .1,-,7\,,, '0•_):.", /1 • ,,,, ' ..? x./•,,,' .--, (ii''''''_.C 'f)' \ ir',.'I '..-P' \C '',.,U r) '---"( (-)1,' I '.-.. ' 1, .zs'--.)- 1 , A J L ac6 BY AWG DATE TA/6 a(1\ 0 JOB.NOT Cie M ,,,,,,,, CR OF PROJECT , 0)01(0(1,rY\ i'IV: I r • - L- ci... awcAccci. kt) Pe t A‘ts zzt Ibli)(2) 7:::: - , o IA F L ET, O Z /Di CA O( (a() Y kjA ,COI\ =1 (C7 Ft 'ia 1 3.L.,.Y.. o --1 c't o . --5,. . Q 'f--- V.= 1-0C:5, vs. sets ic , 0 ?Lc. iz,...faa k- ,z a. 7 3.,t.,;`' „, 0 FTcik-‘,„) 0( V-A3d-ed acciiiirenirel < uhtin naiiin e -a12.. 040, =,(sos-11,4) 0 7 17.- , 9,13.. ... ov_ J 2 0 0 Pj 2 0 — ec 0 IL 7 La o g 0 . F 1,.. O , C12• Z ft *.; t A* 715 f T El' EZ = = W r" ' OW = • • . „ L.:2\CA JCM3 NO ....• .1:kj PRO J RCT , q1., LA\S17.) 'C ......(..)0 cl..,.. :2J- ; b.c44\°cif-4' k 4/ (14 (4=C ' .=,,o Twcycz„. o 2 1 __A 0 -i MO\2>i, \(.....)vs,,,e f (14-\oN. 1( 0 c).E._YN'N,N.f`z<3. ;NT \,2,.z CY 1 't rf ,, o w wo zo 9 1-- z L.,44)-444 ri, 90 99 .- ,...) 0 1:1.- < OMNI" 2111111111uj I1/4 I% R. 2 U t\Ak r()0•: — ' Jell' '6,1, ' 14giCt t. ":,k,, L7' • , g • , f , ' 0 D.... 01Y10 ,.._ :4 _1 1:- - (0.-1,--Az 9.=01 00. =,•?== = 0 V %NJ ---,F:- - —,1 Imr.„,, 0.1 9,0 I, 1 is - 5442C k t‘"11 cn = i-, =.4=s,= = o \NJ = 0 . - = ,„as' 1- 34.s , ,\-4 s) 4-- •=2,..!::„; + Q.,-i ,s (0,V4-7, )= 5"-1 t4i 4- 0 = 0 \ = , -, r: 1.7. --i• q.\'`'`' s ‘t,I's 1,---oe-tpsL!'„ , . 1-.- ,,' 1- ,,,,,„ , (1, ( ,ce el,i (.::-*\ Irso Y V pbt,„ k,cal,0 D ..i.',-. -: a.'. 4(=,... c..),.. ,..y, I 1 ,...21„..., ,,72 .. 1019) ?CI,- (...- ,.) 1 C:1 , . tt, Agaiikt ,., ( 1 S 8, ore „: c -0) 7s8 0 s I -: I.I h c > nclt-tcr ks\1X„,,,s.: 1)0A--l'OSBY-r,---0W)9,1-3 \ n 0 , . „ = m :--'—'T-1 T =As -zrsufwirqj — # WI 1._ mrliAk-Titbl 7= „' . 1 i 1 S72".efY7q)t ....,„...i':, - - , 11:-)T kJ t =S svc ,...4 -- 4 Volt,1 G = 1 i 0 0 - z _1 Z 71 a X . 0 -O 0"'"0 f 4 lov3 b‘ :t. e c,v,f,10 0 . 1 11' OL" 0 1 g r --' t.. '. I. , 0 ''..)001 'IONA Ire) '1/44,I,Cn z ,c Ilielf,\,, '‘..,;;nth r\,,; c ,/OS•aci o- z -a inss),,ta Q(\try) flA c on 9 nm icrt4- 4 t m 0 m x 47,t-3fvustli30-11 es xVvi .,.. r CI ,r9-1Q,1 %aiviti, 60.1 PM 1,2116-119 = Ir'dIC)E- Lii K. 0 t t I Werillt ...ont....,. iNka . 0 fi p CI rza 0 Writ Z ..... at No 1 icin , 0 . ri L S13,01S r) cAyloon i \kiu elk 9-(te .00''''6 .t,33rokici or 0\- IA - t:tIva ..,-- WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN UNIT C-FRONT LOAD ~.-_....�.w..� Ve---.- sixes 1.1 June 20,2010 13:26:08 iia. S ESt3"::2a by GROUB -NOS 2005 SUJIGE61 xi'F J SECTION bym GROUP ior amma,r=11 3 ROOF Mni Trusses Not.designed by repaest .2} 2x/0 Lumber n--ply D,thrsb No.2 2. 1010 (3} 2x6 Lumber ply ReorFir No.2 3 2646 Stud wa ampall Lumber Stud Humilis 206nmmsno- SUSvSE IMA SECTIONS by.GROUP tot LEVEL 3 - FLOOR '3nf Md. Nor designed by request '.2} 2,03 Lund., t-ply D. z.. ., fan,2 In Mat By Others Not designed 2y rummest ay Others 2 Not designed by rodbest 9x) Lumber-soft D.f L N 2 RIG 7rx19 MIT Mt I.SSF: 2325fn 1.76x14 tad 2x6 LuIrMet n-ply RemsFlit No,2 2 2:05 6x6 Timber-snit Hem-"Fir No,2 bra (R) 2x4 Lumber. n-piy Semstgr En,2 2 2x) ;:3} 209 Lamber 3 y hem fir No,2 It 2:04 ach m1T nsmva+umm+amam ream,w.moananroaws«aaaan:.anda.a...aa-5t' .,.. 2 b . tau.. ", aame=ra .aa,F.mn aun SUGGIRRISO tor rm..s.a,.w.asaaw3,n.rpyORdUR.«.a..,..LEVEL L-am?u,ss FLOG Mni: e.,) N d signed y est deck Joist umbe:-anft 2 ))D.Firth 06,2 tot 01E,0 '.inn Jst Nor designed by segues, Landing 't A r No,2 2xf @.6,0 (2) 2x9 Llmav, nuttly ;l -:-L +3 .2 t 2x6 9a:4 ,.irwer ..c..._ No.7 4x9 By O A:.z), Sot daxignedby inesest 3,125x16,5 Aldlams-L b sl.aa, West Species 24E-V4 DI 3.12Px10,5 6.25x14 ESL PSI, 2.0E 20001 _..-ix7S T .- ft DP _"I, Sin,2 3 (2<}f 7z6 _ dly h No.2 7 tat 9x9 3-.; Post Hedwrir No.2 4x9 9xs3Z r Cost a No,2 4x6 Ttar-scft. flea^.-. N)».,;? 6x6 PRE d+e: `2i 2x9 lumber .x-ply B F::: No,L 2" 20.4 ,3t :x4 Lamber nwpay Redakhr *....7. 3- 2A4 ner Rem IdIr pd x6 016,0 r:,aaaWail. .m..>a«.a..,rSumna }.�,.«aa to2«a.,.naama SUGGESTED TIONS dadia ,a..wrwamL wama byx.u6>.c3 1 1 sau«..o..a na disaa.a3da.ew. »..neumpahs mn EMI w..ma na«rm+.aa,wnm Not designed b.>r>,rede t....>><.a,r.,....aa>.,a CRITICAL TIMBRES and DESLON Ch/TERIA Gtoo Member 5....4�i,..au amman ...a ..W. a m t A.maeam xwxxs.,,,W Analysis/Design m�s-xanu...a :3o m7R redia 0.41 Deed Sa R a� Ant 'st Mot)1st Not d ed by regnest landing 127 Budding 0.17 (2) 2xe bl Bending 0,66 3::R b19 bending 0.n5 :hers By°Inlets Not designed by request By Others 2 ay Others. Not designed by reqbeht ..?.,x:+3.5 bI2 Auflestior 0.43 (2 2x1.0 b6 i 3' I 0 RS 6.26x14 RS1, bl9 netlention 6.70 3x5u21 Bending 0.99 1.7),A119 Mat c23 Sending 6.11, pit, Ito Not deriAned by request (21 add elS Axial Bias., 9x3 c42 Axial. 0,04 4x6 .ap Axial 0,'2.5 {3i 2x6 cl6 Axial 0,97 Fah c2R Axial 0.46 (21 2x4 c2.4 Axia1 0,44 )3I 2.4 ci2 A G 41 i'yp,Pall 012 A< a7. 0.21 ons. Ind Not:designed by request SESI ,..arta NOTES, OT 1, Pleas,veijry that the to Caul," deflection Iimita a pro7ar�ate rot you, addlicatton. i DESIGN GROUP OCCURS RS h MUITVRLE LEVELS: the rawer jevei rusuit is considered The flnal dbaign and appeals .x rho Mitotinta Idst _.. AOMI LIMP LOAD: .s...t.. t. '. - nazi w, .nd cation r, factoAdd mpty o£ le n to bypass thi. i ( _ 4. BEARING) the .s d_igne _ espo .at. anIe . x at equate beating is provided.. 5. LLAM: la :a1 breadth x actual derotd, 6, Shiloh,B stall be Ra' mu /potted potter according t;:Me provisions c of NOT Clause 3 7. Sawn larbec bendimg menRuns snail be istefally sups ,ea a_c,;.c3.,y Im tho sIons en 005 Elam, 4.4,1. 3, fEI :--UF;F31 3 it that each ply i- gi >v., i s Tenber jthgt in, nobutt. jeirdn At,bresentI Jantemed together sefasely, rut n .a 9 s the depth sod that each ply is egnally rob-londud. Where beams ore aidesIbaded, 3 fasientrat detaMs hay be roguirdd. seanction is nor predimemary desaun only, Poi ...nn .bee :lesion t y OL S :r IC. RIL ".I'oCOI M.; d bell£ ut eolumna shaft condom to the.hroxfainns ot Nbff Clause 35,i, i WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN �.. 1117... UNIT C-FRONT LOAD WoodWorks®Sizer 7.1 June 28,2010 13:16:53 :woncePt bmode: Beam View Floor 2 : 8 ' 1(35(1 81 gm m 33333.23 4 433 3430 „33„3.3-ti .51 430 a. 144. 7777 L,` 443, Zi 10. L ei—0 pia ▪ 434 14 b21 s� sn „ ., 7777 :.r 1 b 1 0 !-+ of 4 2. 818433 473 n b1 b20 0 734 CI 4' 6' 8' 10 1 r 16' , 20'22'24 26'2 30'32'34 ... 312 40,42 44'46'413' 5 54' 41 62 „ 70' 74 7 114 0'1'2'3'4'521128'9111 16:16!.11‘1'1;1 232 22:221 212 2201(322:32,32113'32!4A A AA 4 Ai4 A141501 5426,5211511115r46 021 11112 K317 7 77:7=77677-6" r Lc)CYO _ __ WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN UNIT C-REAR LOAD WoodWorks®Sizer 7.1 June 28,2010 13:26:28 Conceptbi2 mode; Beam View Floor 2 : 8 ' 19949 49-46" 44 44.9) b18 I 4, 4 J 40•-• if -b ti 9 s 59-9) ,4 0 43 4 i i b 9, it.,-9 C Z9 13 iti-0 4 ) ., 0 Zi /0-b b24 a a a 33 a a 3 aa a / b23 , 4 a, WO bil ' b19 a a 'a b21$ Eb20 4, a 3 " 3 333) 27622626 26 23 85 '2 64 38 '35'45 42 44 46 46 5C 57 54'661 58 56 62 64 66 66`60'24 74 ie r).1 7-3<..5 b ibbbl ' 1,1 1=1 lb 11'..7,2,/,,2 2,2 2266 66 3.6;64643 7644 4 AA 46640 4.66545 525542666 666666 666 646666 6224 4,6 i 7 2471 6 61 3 1 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN i UNIT C-FRONT LOAD WoodWorks®Sizer 7,1 June 28,2010 13:16:55 Conr-ept Mode: Conn View Floor 2 : 8 ' cN 41YG- ci 0 c38 ,,,•=1:1, , W)--0 43 D 4U-0 U4 ' UU 0 U4 , 3 i 42, .C.M., . . Z-, c50 ,! c51 ,,4, , • , ' ,: lil c35 `„ c47 djc19 . , --, % c18 ' c22 i , %• !: c41c23 . - 1 ' ...,, , , - • ,, .' c42 '. c43 . ?.. ,•,, t 700 E 7 077F770777 7727.-.,,'7- 02 7,21'777 ,20) 7 r ri'rir r.FDEWEEDOC o o DODD Di)LDOD DEE E E FEE f IEEE FE E 7 EFEEfafEZ 4 (.1 LP I E — 1 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN 1 _ „ 1 UNIT C-FRONT LOAD WoodWorks®Sizer 7.1 June 28,2010 13:16:49 Concept Mode: Beam View Floor 3 : 17 ' h .,„ •-••/ •-„, 1•/• •,-,b-,,) ,,•'•,; b4 4, —, . , ', , '''•'1. r, J:,-•'", /01 ' ,55'.,•', , . . ,i,'-,•5 "'• ' b22 , $ . •) ' 1:J23 ' . , t / .',.: ./•,,-r5 , . . '• % b-16 , , • I bi4 , .1,t•) , •,, ,,-, ;,. ,,,, - , . •., c-) . ., •- ' . e5 •5 bil '55 'a c 1 4) 9 r> 64'66 66 42) 62 134 624 627 ,62 76 74 777 61 22461637'4 6'i(1, 1.,;'14!I il'1;!'2',2 2222,26264 2626;43 773.42)7c37462414 47;.:444'4E4 4'4;245 5,5'F-6'.245"515'4'A 9'616;6 646 6;561;7 7,7 7 7f727 7 §7':.,' 6-6*-- [ WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN ___ ._______ UNIT C-FRONT LOAD WoodWorks®Sizer 7.1 June 28,2010 13:16:46 Concept Mode: Column View Floor 3: 17 ;045 45556' 11) t) ov c9 010 1 o.• „I') 440 11 5.1J-b 0(4 b...;45. c48 C49 .)..,) ...1 '0 , C28 , ZU-0 , Cli c26 i c27 lo to 14 .r.p i/•,;,' U..,. c39 c40 f 43 o o 000 •-o' 4 o o ; g •,, .8E286,62062 62042440 2;2462(5,„4 2624 425 54 5'D-.14, (&%r,;`)i',,': f)i)i',, ;•.:.LJDDELY0fiDE EE EE EHEIEEEIEDEEREEKIE4F.EZ 44 2' 4 E 67 157 12"4-'5''5520'20 24'26'257 264 252'34 26 204 40'42 44'46 43 422 52'54'447 55 50 62 64 65 54'76.4 72'74 76 5 1'2 3 4 5,47 5 SI,( 15'',15,.10 11'1.2'2 22 2,24252 222672632,5 3 320 52,40 4 00(46040,40i5 62 5 5.076465025 52675576 66'72 7:72,74047265 61 (0 ri 1 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN UNIT C-FRONT LOAD WoodWorks®Sizer 7.1 June 28,2010 13:16:41 Concept Mode: Beam View Roof: 25 ' 1g151:9 411'4.5' 69 , b5 Ora' • -,..",/,-,3 0 t` ,': , „•., ,.7, dU .'0 • ' 41.-<.:',, i',.) • . f I ':• f!,,-L:, .,,. „, •, ;4y,s3B Bct:CCOO-,W,C,C CC'CC'CGCCCIC(Itn,C(.1:Cf,,,r.,0,"#Dit,01,1ltEA',Imp°or ID D r361331131.f)i.-59 5 f' 85 749E1 4659 9 71.`i 06E44E/ 0'1'2'30'5'6778761?,1 19:1„,1 1 0 11.9 2(2 9022.528262'22063 3:3663'.3693254(4 49:4400'474 095 5;.5776551.5'590949,0765866!667-7690797'787 777 6677'-6' 6441.)"°' WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN UNIT C-FRONT LOAD WoodWorks®Sizer 7.1 June 26,2010 13:16:44 Concept Mode: Column View Roof: 25 ' r,,: 10 0 �T^�♦qq s rfy} r tr7 (`.r 1/Y cam•. 4:. ^3 44 47 74, 74, tits444 f ji f^ cf t .F 5. r p�. b e p 16 c15 2 �}�) � `E 0'1'2 x.,4 58'7'1001'1 N,.1 , !1. 212 20208,2:212.2:2013001303,3,3'313 381481 4 4 71,4744474W5(73 5.75 ,:44,54577,45;f477,67744267774,77-447. 7:?7,7-7,i(7777((.777 COMPANY PROJECT lit Wood Works® SOPPWARX FOle WOOD DEVIGN June 28,2010 13:20 j8 Design Check Calculation Sheet Sizer 7.1 LOADS (lbs,psf,or plf) Load Type Distribution Magnitude Location (ft) Units Start End Start End Loadl Live Full •UDI, 53.3• pit Load2 Dead Full CDL 13.3 plf MAXIMUM REACTIONS(Ibs)and BEARING LENGTHS(in) : ., ' .1oPz4, -ei>;v;,;;.;:;):;:;VAW4YVSX,;*rete*?t'AVi 4';';?;'0: '''':IFO:P4,/,,,nit,,V44.„ :::.;;Vrii413a1/1410;;,, p:,,',,,c,'.',.,41,1ZIY r;•'..f‘e'..,i,,'.)1„„,/,t,,,,,, 4,1,,r,, ,3%,,frleilif'd,Pf„:;WWel'eefe7Zftt4;.4;.#77zpx:(MZr;,,,,w,,,',*w.ot,Vi;:kT4.4'-**A4gAI,'''"r''. .P?AiW ,;,./,' 0' '"3. --;"f'r•;,-kii-V-olohiN'frrirf."-",- ,,,,-44,;•ip;• ''. ..7,;';.,:t.;.-4,•:$,,,,-L:".'44.',v*',.:71X,i,f..-..f4.•%-1;,'"",'''"-:'1"*"1:`,,7;",'.-.V.n.' ,,.1.4;,474694'V7 ,4,iforliW,li .,t*':,*-"'',,A-",i:/.•'5:0 %'4//e''''''Ptc.44,f'',A,* ''IWY;h.,frk,444:o .oiae, "i',#"":4 7./s...r.,Per.S. .t/44:1;,4,•,;:,,,,;,zig• ., ..• , •,, A €01 V Dead 64 64 Live 213 213 Total 277 277 Bearing: Load Comb #2 #2 Length 0.50* 0.50* 'Win,bearing length for joists is 1/2"for exterior supports Lumber-soft, D.Fir-L, No.2,2x8" Spaced at 16"de;Self-weight of 2.58 plf included in loads; Lateral support:top=full,bottom=at supports;Repetitive factor:applied where permitted(refer to online help); Analysis vs.Allowable Stress(psi)and Deflection (in)using NDS 2005: Criterion Anal sis Value Desi n Value Ana•l sis/Desion Shear fv - 32 Ev' - 180 fv/Fv* - 0.18 Bending(+) lb e 506 Fb' (((. 1242 fb/Fle* = 0.41 Live Defl'n 0.06 *. <L/998 0.27 = 0/360 0.24 Total Defl'n 0.09 = <0/999 0.40 - L/240 0.23 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cr. CCI Fvc 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Eb + 900 1.00 1.00 1.00 1.000 1.200 1.00 1.15 1.00 1.00 - 2 Fcp625 - 1.00 1.00 - - - - 1.00 1,00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2. in 0.58 million 1.00 1.0.0 - - - - 1.00 1.00 - 2 Shear : LC 42 - 0+0, V --(-- 277, V design s 235 lbs Bending(4) : 1,0 42 - 0+0, M (*. 554 lbs-ft Deflection: LC 42 - D+1, RT= 76e06 lb-in2 Total Deflection - 1.50(Dead Load Deflection) + Live Load Deflection. (D-dead 0-live 25-snow ;Rewind I-timpact Cyconstruction CLd-concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-10C ( DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. C`*?4 COMPANY PROJECT 0 WoodWorks SOFTWARE FOR WOOD DESIGN June 28,2010 13:21 j27 Design Check Calculation Sheet Sizer 7.1 LOADS (lbs,psf,or pif) Load Type Distribution Magnitude Location [ft] Units Start End Start End Loadl Live Full DCI 53.3 pit Load2 Dead Full ODL 17.3 plf MAXIMUM REACTIONS dttal and REARING LENGTHS ry,, 44144 11 .4,441%, ,,4 44,4,44,4144. ptt71, ;.".05`,11 V.:01• Vkz,,,%S*, d34**:3'zi4;!' `;'9" Mariviaartamitc4443#414411110,;149,,Mitiortamiftri1q4.14118M4,,,., 74.i : ,, 8101.91-94t*7r""1/' ;;;;;4012,4:444ific , Di,+41l141-aw+01,..yaTiZaraVilltati10);011i01.444, *''1m44M"*f;4:rf1att9aCmTTglf'r4Ytf"ot;MTri149asat;--Tito' ("3'. mc' ' 8811141c984441f 9 tot", 4'2'm Doirifif ilittairecrt mot iit1T, • • 44 Dead 39 39 Live 107 107 145 Total 145 Bearing: Load Comb #2 #2 . ' Length 0.50* 050 *Min.bearing length for joists is 1/2"for exterior supports Lumber-soft, D.Fir-L, No.2,2x6" Spaced at 16"c/c;Self-weight of 1.96 plf included in loads; Lateral support:top=full,bottom=at supports;Repetitive factor:applied where permitted(refer to online help); Analysis vs.Allowable Stress(psi) and Deflection(in) using NDS 2005 Criterion Analysis Value Design Value Analysis/Designvi1,7 ! 16 hear Tv - 20 Fv' 180 c Bending(+) Sb - 230 Sb' 1345 fb/Eb' - 0.17 Live Defl'n 0.01 = <L/999 0.13 - L/360 0,07 Total Defl'n 0.01 - <L/999 0.20 = L/240 0.07 ADDITIONAL DATA: FACTORS: FIE CD CM Ct CL CF Cfu Cr Cfrt Ci Co LC# Fv' 180 1.00 1.00 1 .00 - 1.00 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 1.000 1.300 1.00 1.15 1.00 1.00 - 2 Fop625 - 1.00 1.00 - - 1.00 1.00 - - 1.6 million 1.00 1.00 - 1.00 1.00 2 Emi2n' 0.58 million 1.00 1.00 - - 1.00 1,00 - Shear : LC 42 = D+L, V = 145, V design - 112 lbs Bending(+) : CC #2 = D+8, M = 145 lbs-it Deflection; DC 42 = Eli 33e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) S Live Load Deflection. (D=dead '1-live S=snow W-wind Itimpat = construction CLd=concentrated) (All LC's are listed in the Analysis output) Load combinations: 131C-IBC DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1, COMPANY PROJECT II WoodWorks® SOFTWARE TOR WOOD RESIGN June 28,2010 13:21 b1 Design Check Calculation Sheet Sizer 7.1 LOADS (Ibs,psf,or Pit Load Type Distribution Magnitude Location itti Omits Start End Start End 1w33 Dead Partial UP 402,0 402.8 0.00 1.50 pif 22233 EfLlive Partial 0D 450.0 450.0 0.00 1,50 plf 3c9 Dead Point 985 1,50 lbs 4c9 DiLtiye Point 1470 1.80 los 549 Dead Full 001, 47.7 pit 62,j9 Live Full UDL 160.0 plf ',pact/ Live 01L, 40,0 pit Loads Dead Full 320 13.0 pit MAXIMUM RE 7 "22;*::'''!12;1:24;42i2424r24:,;("/e*og.222; 22;.'2"2;22; tClk9IP4ow 44421# 2:4ritt*:,43t0;104461iii!, 40772i;0,Fjlgr,R2;',iqi22t44k;2i,MIPVJ#iitiitr;4.2;;0 ;222222. 22.22222,!2;2,2 M4222'222i 44,111p,4-: 224247- J'41"117 .1022724, 2V2*2:2Y2/22b2 .212222'thr214.4,4,2Y22,42.2.5,2V'4222'0'e*krV,2'2i2' 44442,'2VdPr22,2.4r'Pnlg2 '. 4,22 22242,22.f 2'.22 ;622,244r424t4,424 ,;22•44,A(41? afist.4'„ - eimfi ,.5:0:4$ff;', A,0041,10t,ittili*44 .04-'f':. Act ><1 0' Dead 1043 .42 Live 1541 1204 Total 2585 1946 Bearing: Load Copt 87 112 Length 1,26 1.04 Lumber n-ply, D.Fir-L, No.2,2x8",2-Plys Self-weight of 5.17 pit included in loads; Lateral support:top=full,bottom=at supports; Analysis vs.Allowable Stress(psi)and Deflection(in)using NDS 2005 Criterion Analysis Value Design Value Analysis/Resign Shear lv - 135 Fv' - 207 v 0,65 ficodinghti fh 1196 Et' - 1.242 fix/fin' - 0.96 Live Defl'n 0.01 - al/999 0.10 - 1/360 0.1A Total Del],' r 0.015 . <5./999 0,15 - L/240 0,19 ADDITIONAL DATA: FACTORS: fi/E, CD CM El CL CF Cfu Cr Cfrt Ci 1651 Fv' 180 1.15 1.00 1.00 - - - 1.00 1.00 1.01) 2 E0211- 900 1.15 1,00 1.00 1.000 1.200 1,00 1.00 1„00 1.00 - 2 Fop' 625 - 1,00 1.00 - - - 1,00 1.00 - F' 1,6 million 1,00 1.00 - - 1.00 1.00 - •Elvin' 0.50 million 1.00 1.00 - - 1-00 1..00 - 2 Snear LC •42 Ditis V - 2805, V dosign 1061 lbs fienninfifiii LC 42 - 011, M 2619 les-Mt Delithotioni LC 112 Dtt Fl- 76e06 Total Deflection - 1.80(Dcad lead (021.1.0<50.00 1 Live load Delimettion. Ladive 8 hnow limwind .3-impact C-construeties Cldseencentratech LC's are listed in •the Analysis otiront) Load combinations: ICC-MAC DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 3.BUILT-UP BEAMS:it is assumed that each ply is a single continuous member(that is,no butt joints are present)fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top-loaded.Where beams are side-loaded,special fastening details may be required, 61,U COMPANY PROJECT 1 WoodWorksC) WiRCt WOOD DiSIGN June 28,2010 13:26 b11 Design Check Calculation Sheet Sizer 7.1 LOADS (lbs,psf,or plf) Load Type Distribution Magnitude Location (ft] Units Start End Start. End 1_1456 Dead Partial UP 498,0 493,0 0.00 6.00 plf 2__w56 Rf,Live Partial PD 450.0 450.0 0.00 6.00 plt 3c46 Dead Point 938 5.00 los 4 c46 Rf.Live Point 1350 5.00 lbs MAXIMUM RE°GTIf]NS(fhsrl and RFARIN( I FNCCTHS#int fr 4 • .a+ �r mai 9 07.211 6 Dead 1573 8298 Live 1.575 2425 Total 3248 4/73 Bearing: Load Comb #2 #2 Length 2.32. 3.41 LSL, 1.55E, 2325Fb, 1-314x14" Self-weight of 7.66 plf included in loads; Lateral support:top=full,bottom=at supports; Analysis vs.Allowable Stress (psi) and Deflection (in) using NDS 2005 I t:o.i or: Analysis Value Design Value :1ralyais esicln Shear (-;,>< = 207 Fr' = 356 i'vh/Fv' = 0.*R Bending(*) fb = 1159 Fb' 2674 fb/Fb' = 0.43 t Oefl'n 0.03 = <0/999 0.2.0 = L/360 0.15 Total. Def .'n 0.31 -. L/980 0,30 _ I/290 0,24 *The effect of point to ds within a dintanre d of the uppor.t has been included as per NDS 3.4,:3.1 ADDITIONAL DATA: FACTORS: F/E CD CM CT CL CV Ctu CrCtrt Ci. Cn LC# Fri' 310 1.15 - 1 .00 - - 1.00 - 7 ,00 2 Fb'+ 2325 1.15 - 1.00 1.000 1.00 - 1.00 1.00 - 2 Fop' 800 - - 1.00 E' 1.5 mi.t_li_on - 1.00 - 1.00 - - 2 Emirs' (1.80 million - 1.00 - - - 1.00 - - 2 Shear LC #2 - DL-L, V = 4173, �V design* = 3386 lbs Bending(+1 : LC #2 =- D{1,, M 5520 lbs `E:; ti 1 cc': .,n: t TC #2 - LL-LL El 20e05 Total t'efient di 1 5 t,-v,p3) Loud L .ti=c cion), .,_ve Load DefvecL u . { degd ., construction oS C C 7T (< (1 (,COs aro listed in the Anca.ys._s ,a put) Load c-,mbtnations: ICC-- FdC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2.SCL-BEAMS(Structural Composite Lumber):the attached SCL selection is for preliminary design only.For final member design contact your local SCL manufacturer. 3.Size factors vary from one manufacturer to another for SCL materials.They can be changed in the database editor. (1."1 t / COMPANY PROJECT °I( I oo or s® SOFTWARE FOM WOOD O(OGN June 28,2010 13:18 b12 Design Check Calculation Sheet Sizer 7.1 LOADS (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft) Units Start End Start End 1_48 Dead Partial UD 47,7 47.7 0.00 4.50 plf 2_48 Live Partial U0 160.0 160.0 0.00 4.50 plf 3_49 Dead Partial UD 47.7 47.7 4.50 7.50 plf 4_49 Live Partial UD 160.0 160.0 4.50 2.50 plf 5410 Dead Partial UD 47.7 47.7 7.50 16.00 plf 6410 Live Partial U0 160.0 160.0 7.50 16.00 plf MAXIMUM REACTIONS (lbs)and BEARING LENGTHS (in) : _ __ „7„......„,,,,;, Lk 0' 161 Dead 442 442 Live 1280 1280 Total 1722 1722 Bearing: Load Comb 42 #2 Length 0.85 0.85 Glulam-Unbal.,West Species,24F-V4 DF, 3-118x10-112" Self-weight of 7.55 plf included in loads; Lateral support:top=full,bottom=at supports; Analysis vs. Allowable Stress(psi)and Deflection (in) using NDS 2005; Criterion Analysis Value Design Value Analysis/Design Shear iv - 70 Tv' = 265 fv/Fv' - 0.26 Bending Ce) lb - 1440 Fb' - 2400 fb/Eb' - 0,60 Live Defl'n 0.43 - L/441 0.53 = L/360 0.82 Total Defl'n 0.66 - L/290 0.80 - L/240 0.83 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Clot Notes Ca LC# FAP 265 1.00 1.00 1.00 - - - - 1-00 1.00 1.00 2 Fb'+ 2400 1.00 1,00 1,00 1.000 1,000 1.00 1.00 1.00 1,00 - 2 Fop650 - 1.00 LOU - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - 1.00 - - 2 Emint 0.85 million 1.00 1.00 - - - 1.00 - - 2 Shear : LC 42 = DLL, V = 1722, V design - 1534 lbs Bending(T) : LC #2 = 0-11i, M = 6890 lbs-ft Deflection: LC #2 = DLL EI= 542e06 ilmin2 Total Deflection = 1,50(Dead Load Deflection) •-I- Live Load Deflection, (0=dead L=1.lye 8-snow W=wind I-impact C-construction Clid-concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSI/AITC A190.1-1992 3.GLULAM:bxd=actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5.GLULAM:bearing length based on smaller of Fcp(tension), Fcp(comp'n). 6:103 COMPANY PROJECT IIIlk II WoodWorks® SH 1WAF(H WOOD Of 4-1GAI June 28,2010 13:17 b17 Design Check Calculation Sheet Sizer 7.1 LOADS (lbs,psf,or plf) : Load Type Distribution Magnitude Location [ft Units End 1w49 End Start E l_w49 Dead Partial CD 402.0 402.0 4.00 7.0 701: 2w49 Snow Partial CD 450.0 450.0 cill: U.,) 7.50 _ 935 103 3c15 Dead Point 42alh Snow Point_ 1350 4.00 lbs i Loads Dead Full UDL 13.0 0 1 Tioad6 Live Full CDC 40.0 pit MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(ir),:. 7‘. 7.77e4,..„,.......„.....mr,,,,,,,,„ .a h... .,,,,,._,,,,,4,..4.,,,,.:40,.,:,1,7;7f,,i.,.. ..._. e. ,,,,,F,--.0broa..---,:- :,,' ., -....,),-04-44,...r.--- .-,- - ......t - ,,,,,...-57,,,,,„zi.:.;:. ...,„,r,w!tz-Ageuive.f..—.....‘4, k•,..,4„,14.4,„:„. **"._:"1.11_,.._...., -**.it.-., •--g-÷stsza .•....4*,„,:--- -:,:,.:— A''' ',96,,f,tffKtftays44r era,Vvr.r,'''..„,.1***.-*. "- '1,&ii*** '.•,,t4----...,..owv. ''01*.,,All -r.,&.''':'",t-,•""****4154,4,0o5 ,7.--"'s. ?.-.V. '''''''',...V11. -V1=-"C." kt.24;;V--4-,-,",: t*,5":1, ,,,orer4. e., **.:.•;-1.-,... ..•4*.:* ,idt',447. .,-.7 .;.r?',¢..4''1"'.'t.,,,, 4..... ,,,OV4:',„:74.Vit.,*1, 4VV.v.r.A. ''''''1.1 '''''''''' '6... ''''' '''': '''V'*"'"''".. -;."'***,,,,,, ...4.e.S-': **'1'4*.'....'-. .. Ir'll'01,1.' :-twi*Pf*,43::^4(1•14V4V.:;:rtr******;.x 1vftate,, •,774, .raetvir'ref.,,,,,vezrirv,---'** -...'),;",.;'... ...--; , m,,,,,,,,,,,,,„,,,,, •44.,..,.., - `-r•+- -- IOUS A A 1 Cy Dead 843 1656 Live 997 1927 Total 1841 3584 Bearing: Load Comb IFS '#4 - Length i .31 2.56 LSL, 1.55E, 2325Fb, 1-314x14 Self-weight of 7.66 plf included in loads; Lateral support:top=full,bottom=at supports; Analysis vs.Allowable Stress(psi)and Deflection (in) using NDS 2005: Analysis/Design Critaarlon Analysis162 ,-;,..:,7n= Value -",t4Fv, ., 0.45 Shear Sc - ,,, , ,..1 Ub' = 26/, Pending(+) Sb = oil , Sb/Sb' = l'i: 7 LiveLiveDefi.'n 0,C,,6 K1/999 0.25 m, 6/360 j Total Def, "n 0.12 = n/722 0.37 - L/240 0.33 ADDITIONAL DATA: FACTORS: BEE CD CM Cl CI: CV Cfu Cr (17fijfjli Ci 1'760 4 LOS 0 5 - 4 Fb`i- 2'Ii2: 11,:1, : 1:00 1 .300 11" 77,., 1:0° 11,'('?) : - ._ 1,00 - - 4 Epp' 800 - - 1.00 - _ - E' 1.5 million - 1,00 - - Brain' 0.80 million - 1.00 - _ - 1 ,c0 - - 4 Shear : LC #4 7,-, ,:C,,,,,ES,,,,: lii,4 4 := 1,,,Ldesign - 9643 ins 3endingE11 : re 8' -, ( ia„lti, 1p,..in2 -ft 1-21c::.i.:271' clt;::(:14- T' rj(1- -Lad'71' pe-1:i7:7;;-:1-71)C4---cgfi-,;. frlf:t1'?or-r)lefj(Lts=1,enrrated) (D-de,rid L-live S ,now v, WJ!0 1,-, My30,,i,j‘url (All LCis are listed inthe Analysis Output,) Lead combinations- 1PT-iB a DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2.SCL-BEAMS(Structural Composite Lumber):the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 1 3.Size factors vary from one manufacturer to another for SCL materials:They can be changed in the database editor. COMPANY PROJECT fit WoodWorks® SOFTWARE fOR WOOD DEVON June 28,2010 13:51 bi8 Design Check Calculation Sheet Sizer 7.1 LOADS (lbs,psf,or pit) Load Type Distribution Magnitude Location [1.0] Units Start End Start. End 1c16 Dead Point 39 5.00 lbs 11c16 St.Live 50.105 1350 5.00 lbs 3w37 Dead Partial UT) 498.0 498.0 15,00 16,00 pit 44;37 Rf,Live Partial U0 450,0 450.0 15,00 16,00 pit 5754 Dead Partial MD 498.0 498,0 14,50 15.00p,'5 , 6_664 8f.1ive Partial (MD 450.0 450.0 14.50 15.00 plf 7_3:55 Dead Partial UD 96.0 96.0 6.00 7.00 pit 8w56 Dead Partial US 498,0 496,0 0.00 6.00 p15 9-w56 Rf,Live Partial SD 450,0 450,0 0.00 6.00 pit I.07139 Dead Point 843 7.00 Ihs 11p39 St,Live Point 1147 7.00 lbs 12 c40 Dead Point 1656 14.50 lbw 13 c40 Rf,Live Point 2077 14.50 ida MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in): ---NI66127))26313-5254121$42)-33562444512736113521.712234) ---7-7-7f!,-=r%,--r.,:.‘ :- , .,„; , ;c:r2-zr4zv::;:-f, : -- ,,,.:: .... tea'A it rat i a 9"99„mt'AA titataLtattatititattratitattaataar,991.1r9"Ititatta,i'A=Aaaatt9190.0999,tattat=9,0977,99,a-9" 99999 tataiitaitta009.9.999aattittititiate9917 11,09AA'Aritittil' tAW'9,. e-Itatl" -97*--9.?-''''99A9A99-9997"-it-tam--a- tote ,AtAattitattattaattiatzZatita• 9;,,ta' atiatitatiattatariZataaaF9A4aet6a-.(ki.iill et,,,,,,,,Lt „aeflpiati AttittatiA,A a-7',',. ;;;;;': 4 C, 41, A to' 16i Dead 3950 3630 415,na 3994 3956 Total. 7944 7586 Peering: Load Comb 42 42 Length 2.77 2.64 Glulam-Unbal.,West Species, 16F-E3 DF,5-118x16-112" Self-weight of 19.47 pit included in loads; Lateral support:top=full,bottom=at supports; Analysis vs.Allowable Stress(psi)and Deflection(in) using NDS 2005: Criterion Analysis Value. Design Value Analysis/Design Shear Sm - 111 Ey' - 247 fv/Ey" - 0.47 Bending(a) Sb v 1443 FP' - 1031 fb/Fb' # 0.79 Live Deti'n 0.21 # L/935 0.53 # 4/360 0,38 Total Defi'n 0,49 s 0/391 0,80 # 4/140 0.61 ADDITIONAL DATA: FACTORS: F/E CD CM et Cr, CV Cfl+ Cr Cfri Notes Co 414 Pv' 215 1,15 1.00 1,00 - _ 1.00 1_00 1,00 2 LOW+ 1600 1,15 am im 1,000 0.995 1,00 1,00 1.00 1,00 - 2 Fop' 560 1,00 1,00 _ - - 1.00 - _. A' 1_6 ml1liou I,00 1,00 - - - 1,00 - - 2 Emln' 0.79 million 1.00 1.00 - - - - 1,00 - - 2 Shear : DC #2 = 1AL, V 7944, V design 6613 itis Bending 1+) 4C 92 - Dila M 27966 Ida-ft betioeflon: 4C 92 - Dat PI 3070e06 1lv-tn2 Torsi Detlection = 1.50(Dead Load Deflection: E. Live Load Deflection, (16-dead L=iive Sisnov W-wind isippaft C monsTruction CLd uoncentratud (Ail )/1's are listmd in the Analysis output) Load combinations) TCC-IBC DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSUAITC A190.1-1992 3.GLULAM:bxd=actual breadth x actual depth. 4.Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5.GLULAM:bearing length based on smaller of Fcp(tension),Fcp(comp'n). Gii,lk. COMPANY PROJECT 000.414 0 I WoodW- orks i I tWARE FOR WOOD DC WA' June 28,2010 13:26 b18.1 Design Check Calculation Sheet Sizer 7.1 LOADS (lbs,psf,or plf) : Load Type Dispribution Magnitude Location [It] Units Start End Start. End 1 w63 Dead Partial OB 402.0 402.0 0.00 1.00 plf 2_w53 Rf.L1ve Partial 00 450.0 450.0 0.00 1.00 p1f 309 Dead Point 985 1 .00 lbs 409 Rf,Live Point 1470 1.00 lbs 3 c10 i_ Dead Point 985 7.00 lbs 6 c10 15f.Live Point 1470 7.00 lbs 7-4,64 Dead Partial UD 402.0 402.0 7.00 9.50 p11 13w64 Rf.Livi Partial MD 450.0 450.0 7.00 9.50 plf . 31-fi 9j25 Dead Full UBL 47.7 0225 i , Live Fall U01. 160.0 toadll - Dead Fu11 002 13.0 pif Load12 Live Full UDL 40.0 plf MAXIMUM REACTIONS(lbs) and BEARING LENGTHS (in) : , „,,,,,,,,„,,,,,,,,, ,,,-,,,,,„,,e ,,..o.a.,-", ,,,my.e,v', -,..?, e4.,.tg.,,„.,,,,,.., ,41.6.0.44.40,01'.1:, W,,lataio 4,,,,,,,#W.0,-,wqm.mcnr,'"---'''-•-',' - -"-7•, , --,. ,i,,,AA.,,,,,,,,,,,,,,,,,,,,--1,--,,-,,,V,r,e,,4pfp?,,,,,ww,,,,,,,,e,Y,"',:4,,,,,,,,,e,r4*,,C,,„,74:4;,mvx,,,,,,a,,,s,,;,,t,v,„„,,c,„ ,,, ,,,,,,,,;,y, ,4:,,,w,r,,0,,,,W04)ff..., ,,f,,l,",, ,,,,r.,,,T'"'2%", ' '',,, r ,„7,'„„ ,,,,,J,,,,,,,,,,d,/,,44;w-,,,,,,, ,, ,--,-4',7,,,,;t*,44,,t:,,,,,,M,..` ,,,,,,,, , . -,,,-,,, -, - ,,,,;1:./.. *,1102 .A*.." .''''''''''' ' --''''''*''''''''''''''''''.'''''''' ''''''''''''2..:-",L'',:.-; --.' i 0 9%64 Dead 1977 2047 Live 3226 3189 Total 5204 5236 Beating. Load Comb #2 #2 Length 2.56 2.58 Glulam-Unbal., West Species, 24F-V4 DF,3-118x10-1/2" Self-weight of 7.55 plf included in loads; Lateral support:top=full, bottom=at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Shear fv 195 Fv' = 305 fv/Fv' = 0.64 Bending(s) rb = 2004 Fb' 2760 tb/Eb' - 0.73 Live Detlin 0.1.8 = L/627 0.32 = t/360 0,57 Total DefPn ' 34 - 2/335 0.47 - L/240 te. 0.72 ADDITIONAL DATA: FACTORS: F/Bi CD CM Ct CL CV C11.1 Cr Cfrt Notes Cs LC# Fv' 265 1,15 1.00 1,00 - - - - 1.00 1.00 1.00 2 Fbit 2400 1 .15 1 .00 1.00 1.000 1,000 1.00 1.00 1.00 1.00 - 2 Fop' 650 - 1.00 1,50 - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - 1.00 - - 2 Sian? 0.85 million 1.00 1.00 - - - - 1.00 - - 2 Shear . LC #2 ' Ditt, V 5236, V design 4256 11ds Bending(t) : LC 42 - 01-E, M = 9589 Ms-ft Deritictiost LC #2 - Ottl5 El 54te05 ib-in2 Total. Deflection 1.50(Dead Load DefiectiorM t Live Load Doflection. (D dead L-live S=snow Mt-wind Ttirtpact C=construction CLd concentrated) (Illi EC's arr listed in the Analysis output) Load combinations: ICC...IBC DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSI/AITC A190.1-1992 3.GLULAM:bxd=actual breadth x actual depth. 4.Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5.GLULAM:bearing length based on smaller of Fcp(tension), Fcp(comp'n), Cr\Vro COMPANY PROJECT 1 WoodWorks® SOFTWARE FOR WOOD OEStON June 28,2010 13:21 b19 Design Check Calculation Sheet Sizer 7.1 LOADS (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1_]24 Dead Full UDL 51.0 pit 2 j24 Litre Full UDL 75.0 plf MAXIMUM REAr T "'e LII""' '•`4- art,,carr,,-uc is . ,/ r. X20 ' 1 , 4 d: 5 t s3 1 0* 3 �6 Dead 86 i12 Live 112 108 Total 198 Bearing: #2 Load Comb #2 0,50* Length 0,50* *Min.bearing length for beams is 1/2"for exterior supports Lumber-soft, D.Fir-L, No.2,4x8" Self-weight of 6.03 plf included in loads; Lateral support:top=full,bottom=at supports; Analysis vs.Allowable Stress (psi)and Deflection (in) using NDS 2005: Criterion Analysis Value Design Value Analysis/Design ' Shear iv =- 7 Es:' = 180 fv/Fv' _* 0.04 Bending(+) fb = 58 Fb' = 1170 fb/Fb' = 0.05 Live Defi'n 0.00 <L/999 0.18 = L/360 0.01 Total Defl`n 0.00 = <L/999 0.15 = L/240 0,01 ADDITIONAL DATA: FACTORS: FIE CD CM Ct CL CF Cfu Cr Cfrt Ci en LC# Fv' 180 1.00 1.00 1.00 - -- - - 1.00 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 - 2 Fop' 625 - 1.00 1,00 - -- - - 1.00 1.00 - - E' 1.6 million 1.00 .1,00 - - - - 1.00 1.00 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear : LC #2 = D+L, V = 198, V design = 118 lbs Bending(+) : LC #2 = DeL, M = 149 lbs-ft Deflection: LC #2 = DCL EI== 178e06 lb-int Total Deflection -= 1.50(Dead Load Deflection) -C Live Load Deflection. )D=dead L=hive S=snow W=wind I=impact e-construction CLd=concentrated) (All Le's are listed i.n the Analysis output) Load combinations: .CC- .BC DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT 000.14% I WoodWorks SOWi.EFOJ WOOD Of SIGN June 28,2010 13:17 b23 Design Check Calculation Sheet Sizer 7.1 LOADS (Ibs,psf,or pit) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1 14 Dead Partial 00 78.0 70.0 0.00 7.00 pit 2j14 Live Partial J0 240.0 240,0 0.00 7.00 plf Dead 0artial 00 78.0 78.0 7.00 10.50 pit 4 429 Live Parr let 00 240.0 240.0 7.00 10.50 plf 4 5_431 Dead Partial SD 26.0 26.0 7.00 10.50 plf 6j31 Live Partial 1.111 80.0 80.0 7.00 10.50 plf 7 b24 Dead Point 409 7.00 lbs 8 b24 Live Point 1080 7.00 lbs MAXIMUM REACTIONS (lbs)and BEARING LENGTHS(in) : .7; . - :-f : prr!za, f • er*-4 1*.N.AommItz,44 .0,' • - • " 10'-6 Dead 601 798 Live 72213 Total 2268 3012 Bearing: Load Comb #2 #2 Length 1.62 2. LSL, LSL, 1.55E,2325Fb, 1-3/4x14" Self-weight of 7.66 plf included in loads; Lateral support:top=full,bottom=at supports; Analysis vs.Allowable Stress (psi)and Deflection (in) using NDS 2005 Criterion Analysis Value Design Value Analysis/Design Shear fv = 154 #v = 310 fv/Fv' 0.50 Bending(+) fo = 16248 ET,' 2325 fb/Pb1 = 0. 71 Live Dell 'n 0.18 L/7:4 0,35 = L/360 0.50 Total Defl'n 0.21 = L/462 0.52 = L/210 0.52 ADDITIONAL DATA: FACTORS: F/F CD CM Ct CL CV Cfu Cr Cfrt Ci On 1,C4i, Ey' 310 1.00 - 1.00 - 1.00 - 1 .00 2 EIL'+ 2325 1.00 - 1.00 1.000 1 .00 - 1,00 1.00 - 2 Fop' 800 - - 1 .00 - 1 .5 miliion - 1.00 - - 1.00 - - 2 Emin' 0.80 million - 1.00 - - 1.00 - 2 Shear 10 -42 DCL, V = 7312, V design = 2515 lbs Bend2Eg1-1 : LC 4/ = AfL, M '8'17 los-ft reflection: LT 4-2 EL= 620e06 10-1r2 Total Ent-leo:Lien = 1 .50(Pead Load Defied:Lion) L. Live Load Deflection, 9-Fnc w_hd 7-impact C dons7ruction Cndrocepentratcdi (Ail LC's are lasted in the An-41veis cutout) Load combiodoldrs; ECC-1171.: DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS(Structural Composite Lumber):the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3.Size factors vary from one manufacturer to another for SCL materials.They can be changed in the database editor. COMPANY PROJECT °44 00 I I Woo War s0 SOFMAREFORWOODDa4N June 28,2010 13:17 b24 Design Check Calculation Sheet Sizer 7.1 LOADS (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft] Units Start End Start End Loadl Dead Full 0DL 200.0 fief Load2 Live Full UDL 540.0 plf MAXIMUM RE MIMS ilbsi and RFARINSt FNC4THS(in :) „„ it 5425 if2trOZ:;jZ405: , 4 ' / ,0:1433-33391119ft3T(Flnyv1 , m , A E. 44 Dead 409 409 Live 1080 1080 Total 1489 1439 Bearing: Load. Comb 42 42 Length 0.68,, 0.68 Lumber-soft, D.Fir-L, No.2,4x6" Self-weight of 4.57 plf included in loads; Lateral support:top=full,bottom=at supports; Analysis vs.Allowable Stress(psi)and Deflection (in) using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Shear lv = 89 Fe' = 180 fv/Dei - 0.50 Bending(s) ft - 1013 Fb' = 1170 fb/Fb' - 0.87 Live Deil'n 0.04 = <L/999 0.13 - F/300 0,30 Total Defl'n 0.06 = 1)/764 0.20 - • L/240 0,31 ADDITIONAL DATA: FACTORS: F/E CD CM Ct Ce CF Cfu Cr Cfrt Ci Cn LC# Fe' 180 1.00 1.00 1.00 - - 1.00 1.00 1.00 2 Fb't 900 1.00 1.00 1.00 1,000 1.300 1.00 1.00 1.00 1.00 - 2 Fop' 625 - 1.00 1.00 - - 1 .00 1.00 - E' 1.6 million 1.00 1)00 - - 1.00 1.00 - 2 Dmin' 0.00 million 1.00 1.00 - - 1.00 1.00 - 2 Shear : LC 42 = ilth, V = 1489, V design - 1148 lbs Bending(r) : LC #2 = 1489 lbs-ft Deflection: LC 42 = Dich EI= 78e06 1b-in2 Total Deflection = 1.50(Dead Load Deflection) i Live Load Deflection. (D=dead L-live S-snow W-wind 1-impact C-construction Cid-concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1 COMPANY PROJECT 11111 fii WoodWorks® SOF/WAITER:4 WOOD OFS/GAI June 28,2010 13:22 do Design Check Calculation Sheet Sizer 71 LOADS (lbs.psf,or plf) Load Type Distribution Magnitude Location [ft) Units Start End Start End Dead Axial 938 (Eccentricity = 0.00 in) 2_c14 Rf.Live Axial 1350 (Eccentricity - 0.00 in) 3b4 Dead Axial 47 (Eccentricity 0.00 in) 4-b4 Live Axial 120 (Eccentricity * 0.00 in) MAXIMUM REACTIONS(Ws): /./„-g 7‘,„(ilt#1,-. , • 4ire..,,-;,,cwooAdxfd*, ...4*;;f*, .01..0.___000 / /4" • ' Adat7 _ • 9' Lumber n-ply,Hem-Fir,No.2,2x6", 2-Plys Self-weight of 3.41 plf included in loads; Pinned base;Loadface=depth(d);Built-up fastener.nails;Ke x Lb: 1.00 x 9.00=9.00[ft];Ke x Ld:1.00 x 9.00=9.00[ft]; Analysis vs.Allowable Stress (psi)and Deflection (in)using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Axial fc = 151 Fc = 172 tc/Fe" 0.88 Axial Bearing fc = 151 Fc* 1644 fc/Fc* - 0.09 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL/CA CF Cfu Cr Cfrt Ci LC4 Fc' 1300 1.15 1.00 1.00 0.104 1.100 - 1.00 1.00 2 Fc* 1300 1.15 1.00 1.00 - 1.100 - - 1.00 1.00 2 Axial : LC )(2 = D+L p - 2485 les Sf e 0.60 (0-dead L-live S=snow W=wind 1,s-impact Cs-construction CIA-concentrated) (All LCs are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.BUILT-UP COLUMNS:nailed or bolted built-up columns shall conform to the provisions of NDS Clause 15.3. ele2,S3 COMPANY PROJECT 0°44 W 1 I I 00 or s0 $0f1WW tO"WOOD MUGS, June 28,2010 13:25 c12 ... Design Check Calculation Sheet Sizer 7.1 LOADS (lbs,psf,or pit) : Load Type Distribution Magnitude Location )ft) Units Start End Start End / 1 b23 Dead Axial 601 (Eccentricity - 0.0 in) 2-8)23 Live Axial 1667 (Ecce4rricity = 0.00 in) MAXIMUM REACTIONS(lbs): ,,,,,/ ,,z,„,, Cr 9' Lumber n-ply, Hem-Fir, No.2,2x4",3-Plys Self-weight of 3.25 plf included in loads; Pinned base;Loadface=depth(d); Built-up fastener:nails;Ke x Lb: 1.00 x 9.00=9.00[ft];Ke x Ld:1.00 x 9.00=9.00 jftj;Repetitive factor: applied where permitted(refer to online help); Analysis vs.Allowable Stress(psi)and Deflection (in) using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Axial fc --i- 146 Fe ii 356 tc/Pci --- 0,41 Axial Bearing fc. -,-- 146 Fc* -- 1495 fc/Fc* s, 0.10 ADDITIONAL DATA: FACTORS: EVE CD CM Ct CL/CF CF 0th Cr Cfrt Ci L04 Mc' 1300 1,00 1.00 1.00 0.238 1,150 - - 1.00 1.00 2 Fc* 1300 1.00 1,00 1.00 - 1.150 - - 1.00 1.00 2 Axial : LC #2 ---. Di-L, P ii 2291 lbs 11f - 0.6D (tPadead iailiye Spasnow W-wind 1-impact C-construction CLdavoncentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.BUILT-UP COLUMNS:nailed or bolted built-up columns shall conform to the provisions of NDS Clause 15.3. (--A\ COMPANY PROJECT ° fluW 00 o r s® SWIWARt run WOOD III VGN June 28,2010 13:23 c16 Design Check Calculation Sheet Sizer 7.1 LOADS (lbs.psf,or pit) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1 b6 *Dead Axial 1 938 (Eccentricity - 0.00 in) 2 b6 _Rf.Live Axial 1350 (Eccentricity - 0.00 in) MAXIMUM REACTIONS (lbs): :,;; I ?: ,, i'.!,.';'f.; 371A 0' 17' Lumber n-ply, Hem-Fir, No.2, 2x6", 3-Plys Self-weight of 5.11 plf included in loads; Pinned base; Loadface=depth(d);Built-up fastener:nails;Ke x Lb: 1.00 x 17.00=17.00[ft]; Ke x Ld: 1.00 x 17.00=17.00 MI Repetitive factor: applied where permitted(refer to online help); Analysis vs.Allowable Stress (psi)and Deflection (in) using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Axial fc - 96 Fe' = 110 fc/Fc' - 0.87 Axial Bearing fc - 96 Fc* = 1644 fc/Fc° = 0.06 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 1300 1.15 1.00 1.00 0.067 1.100 - - 1.00 1.00 2 Fc* 1300 1.15 1.00 1.00 - 1 .100 - - 1:00 1.00 2 Axial : LC #2 - DA-L, P = 2375 lbs Kf - 0.60 (D=dead L-live S(-snow W-wind I-impact C=construction CLd-concentrated) (All LC's are listed in the Analysis output) Load combinations: ICS-TOC DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.BUILT-UP COLUMNS:nailed or bolted built-up columns shall conform to the provisions of NOS Clause 15.3. COMPANY PROJECT ks °111psf,or p141Ir°° s°nwARIFe4Wersa:gllpa'C'':°heck LOADCalculationjtine28,2Sheet Sizer i13:25 D Load Type Distribution Magnitude Location :ft) Units Start End Start End ibiS Dead Axial 3978 (Eccentricity - 0.0 in) 2 1)18 Rf.Live Axial 3994 (Mece2tricLty • 0.0 in) MAXIMUM REACTIONS (lbs): °° 1 Timber-soft, Hem-Fir, No.2,6x6" Self-weight of 6.25 plf included in loads; Pinned base;Loadface=depth(d);Ke x Lb: 1.00 x 8.00=8.00[ft];Ke x Ld: 1.00 x 8.00=8.00[ft]; Analysis vs.Allowable Stress (psi)and Deflection (in) using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Axial fc - 265 Fc' - 548 fc/Fc' = 0.48 Axial Bearing fc 265 Fc* (-). 661 fc/Fc* = 0.40 ADDITIONAL DATA: FACTORS: 1/E CD CM Ct CL/CP CF Cfu Cr Cf rt Ci SCI Fe' 575 1.15 1.00 1.00 0.829 1.000 - 1.00 1.00 2 Fe* 575 1.15 1.00 1.00 1.000 - 1.00 1.00 2 Axial : LC 12 - Del, P = 8022 lbs (D-dead L=live S-snow W wind I-- meact C censtraction CLd-concentrated) (All tC's are listed in the Analysis output) Load combinations: ICC--TBC DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. COMPANY PROJECT 10°44 1 I IWood Works SOF/WA/a too w0000toGN June 28,2010 13:23 c28 Design Check Calculation Sheet Sizer 7.1 LOADS psf,or plf) Load Type Distribution Magnitude Location Ifti Units Start End Start End 9 1 b24 Dead Axial 409 (Eccentricity - 0.00 in) 2-b24 Live Axial 1080 (Eccentricity 8 0.00 in) MAXIMUM REACTIONS(lbs): )7, t*,! 2" ,":446 • ,tv.. Lumber n-ply, Hem-Fir, No.2,2x4",2-Plys Self-weight of 2.17 plf included in loads; Pinned base;Loadface=depth(d);Built-up fastener:nails;Ke x Lb:1.00 x 9.00=9.00[ft];Ke x Ld: 1.00 x 9.00=9.00[ft]; Analysis vs.Allowable Stress(psi)and Deflection (in) using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Axial fe 8 144 •Fc' - 171 fc/Fc' - 0.84 Axial Bearing fc - 144 Fc* 8 1495 fc/Fc3 = 0.10 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL/CP CF Cell Cr Cfrt Ci LC# Fc' 1300 1.00 1.00 1.00 0.114 1.150 - - 1.00 1.00 2 Fe* 1300 1,00 1.00 1.00 - 1.150 - - 1.00 1.00 2 Axial : LC #2 8 P - 1509 lbs Ft8 0..60 108dead L=live S=snow W=wind I=impact C=construction CLthconcentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.BUILT-UP COLUMNS:nailed or bolted built-up columns shall conform to the provisions of NOS Clause 15.3. 6r-CGLA, COMPANY PROJECT di11111111 WoodWorks® son....F.,„WOOD MOGN June 28,2010 13:22 c42 Design Check Calculation Sheet Sizer 7.1 LOADS (lbs,psf,or Of) Load Type Distribution Magnitude Location [ft) Units Start End Start End 1b19 Dead Axial 86 (Eccentricity - 0.00 in) 2 b19 Live •Axial 112 (Eccentricity - 0.00 in) MAXIMUM REACTIONS(lbs): pjr0,2:, *74W-RiTz$F-4:4"1-'1. "'"trMtlep---"(fe: • , 8' 0' Lumber Post, Hem-Fir, No.2,4x4" Self-weight of 2.53 plf included in loads; Pinned base;Loadface=depth(d);Ke x Lb: 1.00 x 8.00=8.00[ft];Ke x Ld:1.00 x 8.00=8.00[ft]; Analysis vs.Allowable Stress(psi)and Deflection (in)using NDS 2005 Criterion Anal sis Value Desi.n Value Anal sis/Desi9n Axial fc = 18 Fcf = 410 fc/Fc - 0.04 Axial Rearing fc - 19 Fc* = 1495. fc/Fc* - 0.01 ADDITIONAL DATA: FACTORS: FIE CD CM CL CL/CF C6: Cfu Cr Ctrt Ci LC9 Fe 1300 1.00 1.00 1.00 0.31n 1.150 _ 1.00 1.00 Fc* 1300 1.00 1.00 1.00 - 1.150 - Axial * LC 92 04-1, P .9- 218 lbs ( =dead *L=live S-snow W.-wind D.-impact C-constraction CLd-concentrated) (All LCus are listed in the Analysis outpu t ) Load combinations: ICC-IBC DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application_ 61\rac COMPANY PROJECT In Woodworks® SOFTWARE FOR W000 DESIGN June 28,2010 1322 c50 Design Check Calculation Sheet Sizer 7.1 LOADS (lbs.psf,or plf) Load Type Distribution Magnitude Location (It) Units Start End Start End 1c49 Dead Axial 599 (Eccentricity - 0.00 in) 2-c48 _Live Axial 1660 (Eccentricity = 0.09 in) MAXIMUM REACTIONS (lbs): t>,1+4.#4/04V4Z4V,,, , 57.44;,,f3,:,,,,),4;40, ipjt,.t-tgorozz*...tzg,tf41 8' • Lumber Post, Hem-Fir, No.2,4x6" Self-weight of 3.98 plf included in loads; Pinned base;Loadface=depth(d);Ke x Lb: 1.00 x 8.00=8.00[ft];Ke x Ld:1.00 x 8.00=8.00[ft]; Analysis vs.Allowable Stress(psi)and Deflection (in)using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Axial ft* - 119 Fc' - 468 fc/Fc' = 0.25 Axial Bearing fe - 119 Fe* 1430 fc/Fc* - 0.08 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc" 1300 1.00 1.00 1.00 0.327 1.100 - - 1.00 1.00 2 Fe* 1300 1.00 1.00 1.00 - 1.100 - - 1.00 1.00 2 Axial : LC #2 - DSL, P - 2291 lbs (0-dead 1-live S9anow W=wind 1-impact C=construction C14-9concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. • (nZe2 MINIlk Harper HP'. Houf Peterson COMMUNICATION RECORD ‘• Righellis Inc. To:_i PROM Imi MEMO TO PILE E PHONE NO. „,. PHONE CAGE:E 1 MEETING:IT 7) c77,) UIn m M - C t .•;" (-- 4 4' rt r .., , IN (-(,0_,....- ' -- .....- CV t a ...,,," ... . N• ....c c .,.. (..)) ,.....„ ....„ .....• ?"' 0 "'. . ', .•ti, ---r — 3 C 1'1'4' OD44 /„.. al a/ 2 0 C N., II... 0 0 P COMPANY PROJECT WoodWorks° St7Fl3`RI FOR t%OOf)U (.5 June 28,2010 13:36 b17 LC1 Design Check Calculation Sheet Sizer 7.1 LOADS (tbs,psf,or pit) Load Type isrr Ma :it zda S,o ztion ;it ] G s - w -Seas eta :�z.fl t it s 3' d iris i t i.l PI> 43?_.b 2C 2.0 00 Su f 2 9 Sn ar'. S 450.0 950.E J 50 1, .5 cis Dea.;.. �,�,,. }, 933 4.00 1'C> 5 SnowPoint1350 4 Load= Dead " DLII 13,0 ,i-1 Lo ci6 Live al . VOL 4 .0 ul. _ wind Wind Point 2240 4.00 lbs MAXIMUM REACTIONS(lbs)and BEARING LENGTHS (in) : , Yd 1.... � ,� �sa te• .' 4.5/,fv�///! ., iza ....yat '1:71.`'. r' }� ` '4;t"''' ''4422-0,4' t � wm._., sX�':"�i.' �OU.rzo ydea;.ri..a -.n --._.n.,. �.. $pv _ I , A dead 8 3 T-64 v< I64` ' 1656 o Total 248 2454 - aring: 4410 load. Comb ##4 L•en 1.7£3 44 g W.. - 2.94 LSL, 1.55E, 2325Fb, 1-3/4x14" Self-weight of 7.66 plf included in loads; Lateral support:top=full,bottom=at supports; Analysis vs.Allowable Stress (psi)and Deflection (in) using Nis 2005: Criterion F1r,a: s Value .esign a l,. A l.yv_ Jlles r: `.ear 6i v' 3e i X1..3 +; - 1 7i , fvf v „45 tp " ? 1.67/1 fnlFb r, 'i7 rave �. 0.09 = 0,41 <L/99'g 0.23 ./350 0,34 Total Def. ,^ 15 3/34130,37 - L/240 ADDITIONAL DATA: FACTORS; F/'(''1 co CM Ct C;`, Fv' 31CV SE Cfr= Ci Cn LC 4 5 1.O G _ - 1 .it CO 6 Fb' : 2323 15 1.00 1.000 0 1.00 1.00 - - 6 Fop' 800 _ G5 00 - F` " .5 mil' ' - - 4 Bio,. 1.00 _ _ i.OU - 4 Emin' 0. 30 mi1i _on 1..00 _ x.45 - 4 i 6 - L S., V( = (8 1 ft u-- b wagea .cC6 ,E4 = v 620 _ �.<_ f1._c .. dV nsATn 234i :s t LC, $ . . srA, 1 ; 0 CId-cL. ri rs,r ;SG'uingi ## - 7 _� „ t ; - x ;cr. 4 sC c,dsr t.LEf et on: t . Z on Pe` S 1 w 4w . dsrsma_pt1L ii Lr Hal (Aly .,. sc ( Cnat: c s:Ilisted :n the Ana i Load orb. DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2.SCL-BEAMS(Structural Composite Lumber):the attached SCL selection is for preliminary design only.For final member design contact your local SCL manufacturer. 3.Size factors vary from one manufacturer to another for SCL materials.They can be changed in the database editor. 3 r i CjulMeP2A8:210 13:36 PROJECT lit WoodWorks® SOH WAkt FOR WOOD 0tD(01 Design Check Calculation Sheet Sizer 7.1 LOADS (lbs,psf,or plf) J,c) ,.i T71), T2-2,, Llow.ion VugnitnJP Ippn --. ,: _ t1tart 1.nt1 , Slur1 unnt , , 1 Wic./ 12 ,1,1. ' 2nrtipi Ur) 402.0 402.0 4.00 7.',0 put Snow 1n.int'ai Un 4uG.0 tU0.0 40(.1 :Pte. pil 1-cln DP.P,1 noin1 938 4.0G 18s 12.-AS 2now inn,nt 13,0 4.01U lipt, Lnuun Dund Full Ut2. 13.0 pit Louun 11vo tuli UDL 40.0 t,,,11 winu 141,(1 Poun -2240 4.00 1.14s MAXIMUM REACTIONS lbs and SEARING LENGTHS in :4.: .,01,.,,,,b1. .''''''g"-.'"7::.:4'''''444'L . '4 , A4047,40.4 - ''''' - ' —"trrk‘A,,,-...1,,A0,1 ' ‘-m•-a,"--i", ix-- A. -.......As - 4.....,..4;"- ,....:,, e4,.:::ietz••,P,A7,,,„,,,,,,.. .,,ta„-..•.,-,zv,,,f ,s,,-•,--t.•••kzoi,:,j,a4,v,om•.x.::.*4;rr,i-:V4,f.' 4;,•es.-•zA„.i. yvk:v4,...o.a..zu.,..,.r.As A A 1 or 7.-61 tuttd 24'1 1!2,E,,; 11tn 901 ,,,i,) nnii1t 222 3s61 r(04, 1041 [b102:tb 1 ,31 LSL, 1.55E,2325Fb, 1-314x14" Self-weight of 7,66 plf included in loads; Lateral support:top=full,bottom=at supports; Analysis vs.Allowable Stress (psi)and Deflection (in)using NDS 2005: Criterion ,Analysis Value Design Value Anifiyainenertgo, ' 4114:Dr ry ,4 46, vb" ,, 204 fb/FtL - 0.ml bmb,Mb0,-, fb - 40 ,440 4 11'4 rbilno1 t. (:).42. 04, Pni, 1n 1.1.06 ,t, <1;2)U 2,21- - 1/20 0.22 "u2tul Dull'p 0.11 ,.. ,,21'n 0 3i - 122,1111 0. J'i ADDITIONAL DATA: F.I-veRs: 1,v.,: c:L Cm CL 111 U21 Cfu C CPO Ci Cn HI FP1 ' 2U2n 1.11 - 1.00 1.000 .011 - 1.0O 1-uu , Fb,_ up32n 1A0 - 1.00 0./T1 1P)P 1.00 1...0 - - z 04Mb' 0,00 miii,pn - 1.00 - - - - Lon fundp2t1,1 : nn 46 - P,M, M =100 ibm i, untu1 i4:40'.0-14) ,4 1.nlueuu 0AC1 00,4,1,100 Lunn 1ond Dul:,,,.,, .:,,,,,,,,, , ,, 'n1, pC1n prp , ' Pcu In tn, nun.P1,12 outpun, ) DESIGN NOTES: 1 Please verify that the default deflection limits are appropriate for your application. 2 SCL-BEAMS(Structural Composite Lumber):the attached SCL selection is for preliminary design only.For final member design contact your local SCL manufacturer. 3 Size factors vary from one manufacturer to another for SCL materials.They can be changed in the database editor. 62-9 COMPANY PROJECT WoodWorks° SOFTWARE TOR WOOD DESIGN June 28,2010 13:41 b18 Ic1 Design Check Calculation Sheet Sizer 7.1 LOADS (lbs,psf,or plf) Load Type Distribution MMagr i ,ude Location [rt' Units Start End uar: S£,d c..k� Dead `?or:;. 958 5,00 .,bt. 2 1E•; Snow Point 1350 00 b; 3 w37 Dead Part i.) 498.0 498,0 15,00 16,00 p1t' ' w37 Snow Pasta PD 450,0 150.70 15,00 16.00 =' 5w54 Dead Partial PD 999.0 198,0 14,50 15.00 p="t 6 w5 Snow Partial PD 450.0 450,0 14.50 15.00 pit 7 w55 Dead Partici UD 96.0 96.0 6.00 7.00 a.I 07w50 Dead Partial U0 498.0 498,0 0,00 6,00 01{. 9 w56 Snow Partial PD 450.0 45;.0 0,00 6.00 1;;... 10 c39 Dead Point 843 7,00 _bs 11.-039 Snow Point 1147 7,00 lbs 12 c40 Dead Point 656 ,50 lbs 13 048 Point 2077 14,5 lbs 514401. Wind Point. 87`0 50,00 lbs WIND2 Wind [slot. -8750 7.00 Lbc MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in) : 7.77 .. -r f T ��' pr�. fr A I 0 161 Riad 3950 363`? live 5566 3955 Uplift Total 9816 `186 Bearing: x;86 Load Comb 93 2 Lent th 2,95 2.28 Glulam-Unbal.,West Species,24F-V4 DF,5-118x16-112" Self-weight of 19.47 plf included in loads; Lateral support:top=full,bottom=at supports; Analysis vs.Allowable Stress(psi)and Deflection (in)using NDS 2005: Criterion Analysis Valu Design Value Asaipais/Cosign Shear to 15 11"i' : 305 t vt 'i' 0.38 Rending(+} tt� 1113 Sb' ,747 b/rb' =- 0.53 Bonding(-) Fb _ 135 PO' 27�,_'. Y,, b' _ 0.49 f ' >e 'Deil'o 0.43 - 1/445 0.53 - 1/360 0,81 Total. Defl'n -0.26 = /1737 0,8,", L/240 0.33 ADDITIONAL DATA: FACTORS; 5/... co CM. Al Cl, ,.1r w"u Cr '_ rt 'SEP c-... Co ',{.. ,-, , - .. na 265 i,i`.i _.i:0 1.010 �-- '- -- 2.00 1.00 1.00t2�, 5'+ 2400 1,00 1,00 _, 100 0,995 1.00 1.00 1.00 1,1)0 - 2 ..b'-. 1850 ,ttt .i)0 1.00 0. . 7 1,000 1.00 1,00 1,00 1,00 , Sop' 650 _ 1.00 - - ,00 --- - 27 _.8 *pillion _,00 1.00 ._ - - 1.,00 - - , 5010' 0,85 million 1.00 1 50 _ - 1.00 _ Shear : L0 #2 D-:,.S, t7 7944., V ivs;igo. 6013 Coe [lend)no(a) ,t.:' #2. 042, M 27966 lbs-ft DocCincinn lil 44 .6D1W, v.� = 20233 t s-.�, Des en: LC #4 .6:17t5 51-. 3452e05 10--in2 Total et _,,t.r , 5[l U,.,, Load I7efl + tt non, X,. Road Morn , C bead L ..lvo stow 'v7=''wind _ impact, r on.a--. ucxno :d-ccs snt..atedI 19311 i£� are .d in the x t is_c .,#p,_) - Load combilintions. t'; , ,1., DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSUAITC A190.1-1992 3.GLULAM:bxd=actual breadth x actual depth. 4.Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 15.GLULAM:bearing length based on smaller of Fcp(tension),Fcp(comp'n). 02)0 COMPANY PROJECT It I WoodWorks® cornanur fon WOOD I H'SIGN June 28,2010 13:41 b18 Ic2 Design Check Calculation Sheet Sizer 7.1 LOADS (lbs.psf,or plf) SPad Type Distributios Magnitude Looation ffsn ',Mild; Start End Start End 8_016 Dead 00109 932 b flu 2.65 lbs 2 c16 Snnw Point 1350 5.00 lba ... yy 9 fad, Dead Part,Lal UD 498,0 490,0 15,00 16.00 pif alw38 Snow Partial MD 450.0 450.0 15.00 16.00 pif 5 wo4 Dead Parrial US 498.0 496.0 14,80 15.00 pil 8d2w54 Snow Pdsrlal UD 450,0 450.0 11.50 15,00 pli Dead Partial DD 96.0 96,0 6.00 7.00 pLi 9 win Dead Partidl. OU 498.0 498.0 0.00 6.00 slr 9-w56 Snow Marrial UD 450.0 450.0 0.00 6.00 pif IP o39 Dead Point 543 7.06 1bs 11_p39 Snow Point 1147 1.00 ins 12 810 Dead Poluf 1656 14.50 ihs 13-010 Snow Point 2077 14.50 Lbs WTMS* Wind Point -6750 0.00 lbs WINDS Wind „ Point _ 0750 _ 7.00 ibs MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in) : a f29728298.4n26747 t5f66-A0A0A949609609=9A9CAAALAA-AAA,AUFFAAA9999:1696 A-7=7990919 096"9"6 0 A 66 9,„, -6- A, AA' U, , 7 LI"''.,,.. 1,_g,';';-2,7:.,,,,;:i:::7,-;42,,,,,:,,,,Z4Z.:2',, ,,,,'.",..:,4.,,7 C:ts.L4,...., '‘ • ra,,,----.:--.,-,--:,--;,....---..:(':„2-1,--- =,.- ,,,,,,,,,,,,,-,,,,,,,,,,,,,,,,,:is,,,,, , :,;;;;rni, -2;;; ;;;,,•.0:7. *,.:,:4 ..... .'.90,A„:„Aft. 0„,90,160„,A,60.946,9u,:946,0014,69VAA:=6;,-_,,,,,„--06AUZA ;U-Aq .7=20 1.96067996609090.11#06166=0:AZZ0090,7610109C,S6A=6:-A,A9, 6AA;U:992:7:09999,===9,7900'6==,,,r9::,-,,_ . -0-0.-6...069A0.26 0.090:29692499,-00, V. A la 1•C 1160,1 3950 3 6 30 fipi t t 1 3 9 6 Tsta I "1944 9 64 68 Load CoPb 69 43 Len4prn 2.d8_ 2.84, . . Glulam-Unbal.,West Species,24F-V4 DF, 5-118x16-1/2" Self-weight of 19.47 plf included in loads; Lateral support:top=full,bottom=at supports; Analysis vs.Allowable Stress(psi)and Deflection (in) using NDS 2005: Criterion Anal,Sid Value peel n Value Anal sisiDesi.n . ' 36oal fv frf 162 FP' - 124 frfil4vf - 0.1S Sundopta) Lb - 2579 Ph' rr 3820 fb/StP w 0.67 ipso Deit'n 0.11 = L4467 0.53 - 219(.0 0.77 To101 Dell's 0.88 - LI3U1 0.130 - L/2610 0,72 ADDITIONAL DATA: },,-,.:70Rs: 1,7E cu cm ct cl: cv c ,, C r 0 1 r t_ No t.es Cri 1619 ]6tA 265 I 60 1.00 1.00 _ _ _ - 1,00 1.00 3.00 3 Pffvf 2400 1.60 1.00 1.00 1,000 0.965 1.00 1.00 4.0D 1.00 - 3 8' 1.6 drilion 1.00 1.00 - - - 1.00 - 3 Frnin' 0.106 P.-1.11100 1.00 1.00 - _ 1.00 - - 3 :3009t : SC 69 Di,75M4+80, V 10639, V desifys = 9461 LDS UDDLLiSq(L): LC i,Li 0A90(:U0), A r 49916 lbs-ft Durnfurfouf dC 69 Di.7t8S000 El 9483o06 lb-to2 moral Suroctips - 1.00Mroad luau 1.6661(?,0ion) 1 1..te toad Porleorion. Urf-doad 1,1fvd S onufr 54-wfsd ialpntss 0 conotrucrdon Cfriaoffnconrratud) 66.11 MrSu arm itutsd in the 0u8Lysis output, Irad smaaramfdrior, 0472-`8C . . DESIGN NOTES: 1,Please verify that the default deflection limits are appropriate for your application, 2.Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSI/AITC A190,1-1992 3,GLULAM:bxd=actual breadth x actual depth. 4,Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3„3, 5.GLULAM:bearing length based on smaller of Fcp(tension),Fcp(comp'n), 613 t COMPANY PROJECT di WoodWorks® SOFTWARE FOR WOOo uictGN June 28,2010 13:41 b18 Ic2 NO LL Design Check Calculation Sheet Sizer 7.1 LOADS (lbs,psf,or plf) Load Type Distribution Mag a_ .pie: this:: i- i Units Start End Start 16 Dead i PoiNt 938 5,02 lbs • 07 Dead PartiaL J?1 998.0 49£3.0 15.00 16.00 pit 3" ;now partial 00 450,0 4)5,.0 15,00 16,00 p1_. 5_054 icad Partial 0D 498,0 498.0 14.50 15,00 6 054 s Partiai SD 450.0 450.0 14,50 15,00 pjf 8_056 D9ad halisi U.' 498,0 498,0 0.00 6,00 plf 10_c39 Dead Point 849 1,00 lbs 12 clii AhGad Sunt 1656 34,50 Its :i' N 1 4_nd .. t t J.. 0,00 ib �.r 1 W gin^ Wind Point 8150 7.00 ipa MAXIMUM REACTIONS(lbs)and BEARING LENGTHS (in) 6 a..a Ay,` 4 w 0° 1 16 Dead "950 1600 five 960 3670 0plifi 1396 Totsi 9910 _" 00 Lomd { _, R2 hgtht,4 3 2.19 Glulam-Unbal.,West Species, 24F-V4 DF, 5-1/8x16-1/2" Self-weight of 19,47 plf included in loads; Lateral support:top=full,bottom=at supports; Analysis vs.Allowable Stress(psi)and Deflection(in) using NDS 2005: Criterion .Analyeis Value Design =mash AnalysisADeRiln 13 f_ g() hb _ y . fib 2x..,2 .,, 5 • " . 1 614 0.53 9 tha60 0.59 ADDITIONAL DATA. M FACTORS: F/A CD CM Ct CL Cy Cfa Cr .'."__ Notes Cs .C. v - 1.. ? million 1..0 1.00 -- - - - 1..00 a n".ii'rr. 1,0 00 .. pe Election: LA 91 D S4,i, ))1(.06 _„ Er2 Teta),ui t%t?...wE t...J r11 �}... Wad C fi i { },.... i f (Ail ...Cis she listed in the Anaiyain output) DESIGN NOTES: 1,Please verify that the default deflection limits are appropriate for your application, 2.Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSVAITC A190,1-1992 3.GLULAM:bxd=actual breadth x actual depth, 4,Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3,3. 5.GLULAM:bearing length based on smaller of Fcp(tension),Fcp(comp'n).. COMPANY PROJECT fl Woodworks® S'Orti5+Adt(FOR WOOD DESIGN June 28,2010 13:42 b18 Ic1 NO LL Design Check Calculation Sheet Sizer 7.1 LOADS (lbs,psf,or pia) Toad Type Distribution Magnitude. Location (ftelDolts Start End Start End clo Dead Point 938 5.00 ibs 2 c16 Snow Point 1350 5.00 lite 3-_w37 Deed Partial U0 498.0 498.0 15,00 16,00 pif .'�w37 Snow Partial. DO 450,0 450.0 15.00 16.00 tall 5Y'w54 Dead Partial UD 498.0 498.0 14.50 15.00 oil 6w54 Snow PartialDJi 450.0 450,0 14.50 15,00 plf 7 `w55 Deed Partial FID 96.0 96.0 6,00 7.00 pit 8...w56 Dead Partial 110 498.0 498.0 0.00 6.00 plf 10 c39 Dead Point 843 7.00 lbs 12 c.40 Dead Point 1656 14.50 lbs WINDI Wind Point 8750 0,00 lbs W1802 Wind. Point --8750 7,00 MAXIMUM REACTIONS(lbs)and BEARING LENGTHS (in) : /k 1 ' 0' $ 3600 Dead 39501065 Live 3591 158k1 Uplift 1586 Total `41 Rearing: 82 Toad Comb rut Length Length 2.26. , Glulam-Unbal.,West Species,24F-V4 DF,5-118x16-1/2" Self-weight of 19.47 plf included in loads; Lateral support:top=full,bottom=at supports; Analysis vs.Allowable Stress(psi)and Deflection(in)using NDS 2005 Criterion Analysis Value Design Value- Analysis/Design Shear Iv _ 74 E've 305 f /Fv( 0.24 ilc t lind(t/ fb 933 Eli.' 2742 b/Fb' 8.34 R t.lin9(-.l {b - 1354 Fb' - 743 (80/Ebb 0.40 Live £leri's: -0.43 .. 1/446 01,53 = L/360 0,81 Total Dealer, 0,26 - 11787 0.80 - 1/240 0.33 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL C (CDT Cs: C r`_ Not Ca C6 ,:r Tv' 265 1.45 1.00 1.00 ,_ - 1.00 1.00 1,00 2 Illde 2400 1,15 1.00 1,00 /.000 0.955 1,00 1.00 1.00 1,00 - 2 Ebb 1850 1,60 1.00 0 0.927 1.000 1.00 1.00 1.00 1.007 _ r Egg' 650 1..00 1-00 _ 1.00 _. 1.8 million 1..00 1.00 - 1.00 - 9 Ervin' 0.85 million 1.00 1.00 _ 1.00 - 4 id 3ing(a) LC f22 - DIS. M _ 18012 3b.- tt. 1.tc cis 89 a ,C fi, - .6)at', M 26233 lbseff lie ction .0 41 filla 3453e06 so- a2 Telal Deflection - 1.00(Dead Lead ileflectlont Live Load Definctien. (0-dead Li ea .. ,anew W-'�:`..nd Ir=_...p.r�.' r .. anstruction .,..i concentrated) y_ (H. . lb's are listed .in the Analvsib output) Load combinations: ICC-1ES DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSI/AITC A190.1-1992 3.GLULAM:bxd=actual breadth x actual depth. 4.Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5.GLULAM:bearing length based on smaller of Fcp(tension),Fcp(comp'n). COMPANY PROJECT 1 WoodWorks %C}FfWARF FOR WOW)DE.51GN June 28,2010 13:43 beam under 202a LC1 Design Check Calculation Sheet Sizer 7.1 LOADS (lbs,psf,or plf) : Load. Type Distribut.?.or, Magnitude Location [III Units Start End Start End dead Dead Full Area 13.00 0 .33)* pa l live Live Full Area 40.00 (1.331* psi wall Dead Partial UD 90.0 90.0 0.00 3.83 plf Windt Wind Point 7380 0.00 Lbs Windt. Wind Point -7380 3.83 lbs *Tributary Width (ft) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : wti.,�.c... ! ''� . bl�mier:" a.+.i;ik+YF4'�"/f� �.'i:f:.. � 2i ( I , V 161 Dead 565 302 Live 1646 122 538 Total ?211 1729 Bearing: Load Comb #3 #2 1,e0913 0.84 0.50* *Min. bearing length for beams is 1/2"for exterior supports PSL,2.0E, 2900Fb, 3-1/2x14" Self-weight of 15.31 plf included in loads; Lateral support:top=at supports, bottom=at supports; Analysis vs.Allowable Stress (psi) and Deflection (in) using NDS 2005: Criterion Analysis Value Design Value Analysts/Resit-in Shear fv -- 160 Fv' 464 fv/Fv' s 0.34 Bonding(i) fb = 324 FL' = 2433 fb/Fb' Bending(-, fb _ 2163 FP' 2842 fb/tb' 0.73 Live Def1'n -0.46 if L6415 0.53 L/360 0.87 Total Uefl'n -0.42 = 2456 0.80 - L/240 0,53 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CTS CV Flu Cr Cfrt Ci Co 1C# Fv' 290 1.60 - 1.00 - - 1.00 - 1.00 Fb' f 2900 1.00 1.00 0.839 1.00 - 1.00 1.00 - - 2 Fb'- 2900 1.60 - 1.00 0.613 1.00 - 1.00 1.00 - - 4 Pep' 750 - - 1.00 - - - 1.00 - - E' 2.0 million -- 1.00 - - - 1.00 - - 4 E:min' 04 ' 1.00 cn:'� atcn - _ _ - 1.00 - - 4 Sheat : LC # _ .6D1W, V = 5224, V design = 5224 lbs Bending(+) : LC #2 D6L, M - 3088 lbs--ft:: Bending(-) : ,LC #4 = 60tww _ �,. 20612 rs �fC Deflection: IC #4 _ .6D+W "I- 1601e06 lb-in2 Total Deflection 1.00(Dead Load Deflection):on.) 1 Live Load Deflection. (D: dead .,=.J. .ve S=Spew W wind =Impact C construct.on CLd_..oncentrated) (f;il LC'a are stel in the Analysis output) Load combinations: ICC--IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2.SCL-BEAMS(Structural Composite Lumber):the attached SCL selection is for preliminary design only.For final member design contact your local SCL manufacturer. 13.Size factors vary from one manufacturer to another for SCL materials.They can be changed in the database editor. COMPANY PROJECT 'ill WoodWorks® efl WARE t,012 WOOD Of V167,' June 28,2010 13:43 beam under 202a LC2 Design Check Calculation Sheet Sizer 7.1 LOADS (lbs,psf,or plf) Load Type Distribution Magnitude Location Eft] Units Start End Start End dead Dead Full Area 13.00 (1.33)* pat live Live Full Area 40.00 (1.33)* pat wall Dead Partial UD 90.0 90.0 0.00 3.83 pit Windt Wind Point -7380 0.00 los Wind2 Wind Point 7380 3.83 lbs iTribUtary Width (ft) MAXIMUM REACTIONS (lbs)and BEARING LENGTHS (in) A 164 Dead 565 302 Live 427 1696 Uplift 1380 Total 992 1950 Bear;nu: Load Comb Comb #2 #4 Length 0.50* 0.74. *Min.bearing length for beams is VT for exterior supports PSL, 2.0E, 2900Fb, 3-1/2x14" Self-weight of 15.31 plf included in loads; Lateral support:top=at supports, bottom=at supports; Analysis vs.Allowable Stress (psi)and Deflection (in)using NDS 2005: Criterion Analysis Value Design Value Analyoae/Design Shear fa = 151 Fo' = 464 fv/Fivi = 0.39 Benalmaas=i tb 2352 Eh' 2842 - 0.83 Live Dfil 'h 0.44 - 0/4135 0.53 - L/360 0.83 Total. Deflin 0.48 = L/398 0.80 = L/240 0.60 ADDITIONAL DATA: FACTORS: 15/E CD CM et CL CV Cfu Cr Cfrt Ca Co LC# 290 1.60 - 1.00 - - 1.00 - 1,00 4 lfbii 2900 1 ,60 - 1,00 0.613 1 .00 - 1.00 1.00 - 4 Eepi 750 - - 1.00 - - 1,00 - 2.0 million - I.00 - 1 .00 - - 4 Emin' 1.O4million - 1.00 - - 1.00 - 4 Shear : LC #4 - .55A5N, V - 6000, V design - 5909 lbs Bendingial : LC 44 = ,60,9g, M - 22412 lbs-ft Deflection: LC #4 - .5144-14 El= 1651e06 lb-1112 Total Deflection - 1,00(Dead Load Deflection) E Live Load Deflection. (D=dead L live allow 14=i4Lnd i -impact C=consiaileflon CLd-connentritea) (All LCs arc listed in the Analveis output) Load combinations: ICC-.IBC DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.SCL-BEAMS(Structural Composite Lumber):the attached SCL selection is for preliminary design only.For final member design contact your local SCL manufacturer. 3.Size factors vary from one manufacturer to another for SCL materials.They can be changed in the database editor. ( 5' ) COMPANY PROJECT 0,14 af+ 1 00. or s 1 SOPIWARE MIT WOOD Drsicry Juno 28,2010 13:44 b18 REAR LC1 Design Check Calculation Sheet Sizer 7.1 LOADS (lbs,int or plf) : Load Type Distribution Magnitude Location (ft] Units Start Pod Start End 1w63 Dead Partial UP ' 402.0 402..0 0.00 1.00 plf 2 w63 Snow Partial UP 450.0 450,0 0.00 1,00 plf 3 09 Dead Point 985 1.00 lbs 40 Snow Point 1470 1.00 lbs 5:010 Dead Point 985 7.00 lbs 6 010 Snow Point 1470 7.00 lbs 7-w64 Dead Partial UD 402.0 402.0 7.00 9.50 plf 9w64 Snow Partial BD 450.0 450.0 7.00 9.50 pit 9_225 Dead Full VOL 47,7 plf 10_425 Live Fall VOL 160,0 plf Loadil. Dead Full VOL 13.0 p11 Loadl2 Live Full VOL 40.0 •plf WI Wind Point 6190 1,00 lbs W2 Wind Point -6190 7.00 lbs MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in) : owddivis II J1aasclVrLLi5p3s55lVapL1podoccoviddyulKkilercessemecedmecomveed-dicXMOICie.) .)-evev-Vvv2-4BOYWOBOTTe 23323,2223311-9231312340,,,dialalealtedieddieviev-dveiniestra-422-1432(4974-*,', ft, k,l'a!F":?:V,77n11Z1:1,::,:,c,,,,,i;;:i;,,„..'t.;,-,,,;',.:„,;-az4toss 9,7f?!'",' 4i4,1ileVer•iir --7,1,74/7,r-n7"72 :7,t U '../-7,4,USFLT,,'' ,'',', -',:" ' ''- Z;'a :',A:;;'"a `'''''''"-' fler?IT', 4A74;44tWIlnIngn.54itr4kIWW,LagOitig4,44- 4PAt4g4fA07.421:ZrA : 40 - i44,1 ..ATIXI4 ---,-,,,,--- ,„ra-ple-,pc*ir7,-...i.i:,..:,x..„a,,.....,,,,,,, ..oryfrstrteyeAra,;;4" ';,41rke:4,V,W.;';,,z=t,J II 4:1,"7'' 'at' P‘r:-1:,';'9,'W,,,i22-3-7)' - 1 Or 9'-61 Dead 1977 2047 Live 5352 2391 Uplift 2667 Total 7329 4439 Bearing: Load Comb 44 43 Length 3.61 2.19 Glulam-Unbal.,West Species, 24F-V4 DF, 3-1113x10-1/2" Self-weight of 7.55 plf included in loads; Lateral support:top=full,bottom=at supports; Analysis vs.Allowable Stress(psi)and Deflection(in)using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Shear iv 4 297 Tv' a 424 fv/Pv° - 0,70 Sendingnii lb . 1693 Pb' - 2760 fb/FtO e 0,61 Bending -) 'lb 9 1500 Pb' - 2844 fb/41.0 - 0.56 Live Oefl'n 0.14 e 1,/837 0.32 - L/360 0.43 Total ricfl(r) 0.29 e L/386 0.47 - L/240 0,62 ADDITIONAL DATA: FACTORS: 474) CD CM Ct CL CV Cfo Cr Pitt Notes Co 1314 Pu' 265 1.60 1,00 1.00 - - - - 1.00 1.00 1.00 4 214"4. 2400 1.15 1.00 1.00 1.000 1.000 1.00 1,00 1.00 1,00 - 3 Pb'- 1850 1.60 1.00 1,00 0.961 1.000 1.00 1.00 1.00 1.00 - 8 Fcp' 650 - 1.00 1.00 - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 3 Pain' 0.85 million 1.00 1,00 - - - 1.00 - - 3 Shear : LC 44 - 04,75(LiS4W), V - 7329, V design a 6491 Ins Bendingov: LC 43 = De.75(LeS), M - 8104 lbs-ft Bendingt-): LC *8 - .61.1414, ii - 7556 ibs-ft Deflection: LC *3 , Di.751LeS, ED- 543e06 Ib-inl Total Deflection - 1.50(Dend Load Deflection) 4 Live Load Deflection. ID-dead L-Live 5-snow W-wind I-impact C-construction Cld-concentrated) (All Lets are listed in the Analysis output) Load combinations: 174C-111C DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSVAITC A190.1-1992 3.GLULAM:bxd=actual breadth x actual depth. 4.Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. I5.GLULAM:bearing length based on smaller of Fcp(tension),Fcp(comp'n). 6 3 Itet:;) COMPANY PROJECT fit WoodWorks® SOIOWARt fOR WO( )TO WC61 June 28,2010 13:44 b18 REAR LC2 Design Check Calculation Sheet Sizer 7,1 LOADS (lbs,psf,or plf) ibod Type Wsbbibn; ips Msgs",i6de Location ifT1 '6nits , Start Ebd Start End I_PIP". Dp.oi ' Paciial Un 40'6,0 402.0 0,00 4,00 pTi 2 obS Snow S's,rTibi CD 450,0 4b0.0 0,00 1.00 pL6 a p9 Dcad 326PTT 985 1.00 Lbs 4,609 Snow PsinT 1470 1.00 ibs 5_010 4937441 Point 965 7.00 1136 , 6_6.10 Ssow Pn6nn 1170 7.00 41454 7 375 4 nsad Partlal Up 402.0 402.0 7.00 9,50 oil" 8-064 Snow Partis 01) 4S0.0 450.0 7.00 9.50 pill 9-125 0cad SuSi UST 17,7 pit 116,:i2S Live Soil. 001. 160.0 plf 6osd'Ol bead Foil UST 13,0 pli 7034115 31944 P'Ui OD6 40.0 pif 6i1 WTod Point. -617 90 1.00 lbs W2 ,Wind 05301 6490 ;7,00 lbb MAXIMUM REACTIONS(Ihs)and BEARING LENGTHS(in): 70-0044'00 0;?°''0-.°'0t'°'°°0'°'00`r°'-e0'0VWXMXI-00.1°-re45i.k..0000A°000P0.7,10!e4Z',70, °,:0.300 0,..0.,:„....Z 0,000:W 0..01.401;00000,04,0 :.0,:,,,0,3 00000710,p,wttrwitemzd At..4,00. 7.-stfm,70,7,-i f050UVM740;00r,..#0;4X.W#N720"0.cA00,740/Air....0Z.T.000:.0....: 303 030 00,000.44-004000,0° 10100!40-0,A 00.,W.W.4:17,1,,;',,yr-,, ,k 400r,,n,:10.00-.01-0,-- -, ,,'000001•0,401?0t7 ,,lit' 7,90T:77,'0Pm`00 .7;c0..7721.-.404:0500W00.7.7,1000 0.XL-.0...00:047.001-00-000-00.0000300'001n00007000001107.07.4 AA I Cr 9'41 _ nbad 1277 2046 22120 '6'321 Up' ft 2S09 1944a 439 7 7371 Ociiring: ' I bsosi 79903 43 PI Longsh 2.16 3.6 3 Glulam-Unbal.,West Species, 24F-V4 DF, 3-118x10-1/2" Self-weight of 7.55 plf included in loads; Lateral support:top=full,bottom=at supports; Analysis vs.Allowable Stress(psi)and Deflection(in)using NDS 2005: Critsrion iSoasPolb Vz1Tue DEii,."fl n'olue AnaLos!s6Desion 'Mbar fv - 299 Fs' - 424 fv/16-s' 0.70 i3sn.b6s“,) fb S225 Fb' ,, bH40 Iro/Fb' 0,84 Lisps 06fi 's 0.24 16/166 0,32 s isriES " ' ' s. „ To!s' Del 'n 0.40 6/2636 0.47 6= TSS40 0.85 , . ADDITIONAL DATA: FT6TTObn: F/E CU CM Ct Ci, CV CETI Cr 'Sint ItisTen Cn 16:4 ES'T 2400 1,60 1 ,00 1.00 1.000 1.000 .00 ',,00 1.00 1.00 - , 2ssa?' , lb 44 - DiSIS'ibbrW'.. V T371, V dos:ion 663;3. los opsolspH) : TS 'S', - TP,I6(6'SbW), M j6474 its-ft DP'6,4 ;0s. ;r 44 - Of.16(LiSsfi) ET OSMOS lb-in2 6,PTO oe'snoiss - I 60(0ead ',bad DeflecTion r Tisb Ts... D611sn66o, P6n6s6O 6,-.. vo S-snsw W slod T. impas' Csscsobssci isn Crbscorss-666,22,1) Ubi SC's arn Hstoci Tn thn Aosivsls ons66L Sosso combsal.j.on : iCC-12C DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application, 2.Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSWAITC A190,1-1992 3.GLULAM:bxd.actual breadth x actual depth. 4.Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3,3,3, 5,GLULAM:bearing length based on smaller of Fcp(tension),Fcp(comp'n). GI '3 e's\leds"-- Harper Project: `# Houf Peterson Client: Job# Righellis Inc. Designer: Date: Pg.# Wdl:= 10• lb -8•ft•20-ft Wdl= 1600.1b t t ft2 Seismic Forces Site Class=D Design Catagory=D Wp:= Wdl i��F:= 1.0 Component Importance Factor (Sect 13.1.3, ASCE 7-05) S1 := 0.339 Max EQ, 5% damped, spectral responce acceleration of 1 sec. Ss:= 0.942 Max EQ, 5% damped, spectral responce acceleration at short period z:= 9 Height of Component h:= 32 Mean Height Of Roof Fa:= 1.123 Acc-based site coefficient @ .3 s-period (Table 1613.5.3(1), 2006 IBC) Fv:= 1.722 Vel-based site coefficient @ 1 s-period (Table 1613.5.3(2), 2006 IBC) Sms:= Fa'Ss Sml := FvSi 2Sms Sds:= Max EQ, 5% damped, spectral responce acceleration at short period 3 Exterior Elements & Body Of Connections ap:= 1.0 Rp:= 2.5 (Table 13.5-1, ASCE 7-05) Aap,Sds`Ip ( zl Rp \1 + 2 hJ Wp EQU. 13.3-1 FPmax 1.6-Sds.i__-Wp EQU. 13.3-2 Fpmin .3-Sds-Ip•Wp EQU. 13.3-3 F := if(Fp >Fpmax=Fpmax,if(Fp < Fpmin,Fpmin Fp)) F =338.5171.lb Miniumum Vertical Force 0.2-Sds•Wdl=225.6781.1b Harper Project: * Hoof Peterson Client: Job Righellis Inc. Designer: Date: Pg.# Wd1:= 10.—lb 0 lb 8•ft•20•ft Wdl = 1600•1b ft2 Seismic Forces Site Class=D Design Catagory=D Wp:= Wdl Ip' 1.0 Component Importance Factor (Sect 13.1.3,ASCE 7-05) S1 := 0339 Max EQ, 5% damped, spectral responce acceleration of 1 sec. Ss:= 0.942 Max EQ, 5%damped, spectral responce acceleration at short period z:= 9 Height of Component h:= 32 Mean Height Of Roof Fa••=. 1.123 Acc-based site coefficient @ .3 s-period (Table 1613.5.3(1), 2006 IBC) Fv:= 1.722 Vel-based site coefficient @ 1 s-period (Table 1613.5.3(2), 2006 IBC) Sms:= Fa`Ss Sml := Fv.S1 2.Sms Sds := Max EQ, 5%damped, spectral responce acceleration at short period 3 Exterior Elements & Body Of Connections ap:= 1.0 Rp := 2.5 (Table 13.5-1,ASCE 7-05) .4ap•Sds•Ip I z� F :_ 1 + 2.—/4WW P RP \ P EQU. 13.3-1 FPmax 1.6•Sds•Ip•Wp EQU. 13.3-2 Fpmin 3.Sds.Ip•Wp EQU. 13.3-3 := i f{Fp >Fpmax,Fpmax,if Fp <Fpmin,Fpmin,Fp)) F =338.5171.1b Miniumum Vertical Force 0.2•Sds•Wd1=225.6781•lb NY DA,F a:It° Joe No (fO OF PROJECT RE: CA—)00y or: puip,r5 — 3c4t O 20 0 (33Cii5C O'7".. tc L,C15- 0 (Z (.o ) ut = tLqsift 5ci z a lq„N 44) L? 5t,t'4)? LIT VI o z 1>toT 0 . . / / °CSC Li• Z C O T F. I?! "" u 4 41. El*t (AL{ \k41;) o ); .4 gh h — . TO 1121 -a ,1-z- 1,I7',( --tlisClq \...)._os6Wk 1c..e. .-: c\lki ) 14i0o2 ..--- t\i 00 1 ".. - ( .*'1 0-7, z lc Z) 711k2) -- et T .--r- , z) ,,,, ,, , cis \ r e) - n , 0 0 1 : i cr 1 16, .11 . , , , . '---. d . .....c......._ S toll = z Li 2 7 ------t -,;\., !,-0-44 0 C-114--,)0,,,,, c-Ai i C-\ 0 ---I — c c .3' t-4,x '7)1 > j.2 simoq 2) '* k t\i .--(--, -r- . . 0 m 2 o ,1 +— • 1 rot74 r. (3 f7 D 3 1 cy1/4Dt.J.JAskc.1,3 ? )1) K-1-1 ) 96.74d0 --OltiN g 0 0 -i 71 L3r4rnac1 I __a - 9 rif, D CI ek 1:`,---)\-JC -t,t) "D \P-1\...J R.'„),-6 (i ,.) (:, ,....,,, 1D31014d /.., , , C,-1 ' ; - \i: ”-'•!--..;, ,,,, \,.., , \ ,. '\ •3-i-vo , ' ---LpV,-) 74--- - ... 3 -) -170(1-ii '.' 00.1-$*e -) eigee ,ts-E 44)2ee _ ..... Ni# 00Q8 •:-- D --11. I4- 0009 _ <-46.--44 ofyi ( i0V) ...,._ ci....ic-i-- ..„, ...., . 0 A 0 Z ri m Z 71 9 ;(3 0 —7 0 115-2,4t) ), Oj. c Cik-i T c•ii..s•2, r)— > --I 5 m xi o m rn o o n 7) ( sit )4 0 ae \f\ r ✓ 0 il r7, K 0 - m• 0 z 11 o c) r .. m ri 0 le,t-t '3". .A. !A,,,,,,K)'''\--.4.<7.,;(),•-i, '--).7> .1. 3r0i3.1 , , (---, Cr \-r, , i','::: ' vcs,..,,,, 1,..v0 pfit\' \,14,1 , t— , f,,,,,j ON oor AJ,Va AB ; ) ; i ,„,,,,; 1,. ,';,... ' , ;\..„, — 1 , Harper COMMUNICATION RECORD ."1 HP*. Hour Peterson Righe His Inc. To i i F-Rom IT MEMO TO PILE L PHONE No.:. PHONE CALL I-1 MEETING:Li X 13 co RI m --4• C 70_, —1 11 2 m 0 (Th b 0 7.i. F it fi 3 C5 _c ...c. loir, ' _t o 0 ,--, o q _ ,...._ .,--...,„ ....... (..7..,, (.9 = „..., 01 ,,....../ .., 1,1 6 -4„ 9 v 1 ti .--- ,,e...7.4-s ..... c' -i ,...... ..#„_. N., # ‘,.....,1 i .. i „......1 6- 14 , i . t—(71 — ....,..,.., CI .......---St Cy.) —', „ BY, r 111) 7* iNtkitr Cc( DATE' ,J1 JOB NO, 410 /40 PROJECT: RE: E 15e0W1 I Post t_-P\---yout _, z O E w O 2 2 Liu El .1 cr 6 7 U 0, Po ST )2A- %p' J\ _3 A Por 1- z 0 zr- D 0 ce 0 • zUi El 6 O I • (1. DE,C. (4- LA\/0o T- rGIs)Pc 9..s:.) 42-PrkL. o• 6 . .61 4, -I COMPANY PROJECT 11,11111 I I Woodworks' SOFTWARE FOR WOOD DESIGN June 8,2009 16:27 Hand Rail Design Check Calculation Sheet Sizer 8.0 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End LIVE Live Point 2.50 200 lbs MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in) : 10' 6f Dead Live 100 100 Total 104 104 Bearing: Load Comb #2 #2 Length 0.50* 0.50* Cb 1.00 1.00 14in.bearing length for beams is 1f2"for exterior supports Lumber-soft, Hem-Fir, No.2,2x6" Self-weight of 1.7 plf included in loads; Lateral support:top=at supports,bottom=at supports; Analysis vs.Allowable Stress(psi)and Deflection (in) using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Shear fv = 19 Fv' = 150 fv/Fv' = 0.13 Bending(+) fb = 405 Fb' = 1048 fb/Fb' = 0.39 Dead Defl'n 0.00 = <L/999 Live Defl'n 0.03 = <L/999 0.17 = L/360 0.20 Total Defl'n 0.03 = <L/999 0.25 = L/240 0.14 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 150 1.00 1.00 1.00 - - - 1.00 1.00 1.00 2 Fb'+ 850 1.00 1.00 1.00 0.949 1.300 1.00 1.00 1.00 1.00 2 Fop' 405 - 1.00 1.00 - - - - 1,00 1.00 - - E' 1.3 million 1,00 1.00 - - - - 1.00 1.00 _ 2 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear : LC #2 = L, V = 104, V design = 103 lbs Bending(+) : LC #2 = L, M = 255 lbs-ft Deflection: LC #2 = L EI = 27e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction Lc=concentrated) (All LCs are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT 1 Wood Works® SOFTWARE FOR WOOD DESIGN June 8,2009 16:27 Hand Rail2 Design Check Calculation Sheet Sizer 8.0 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End LIVE Live Full UDL 50.0 plf MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in) : I to. 54 Dead Live 125 125 Total 129 129 Bearing: Load Comb #2 #2 Length 0.50* 0.50* Cb 1.00 1.00 *Min.bearing length for beams is 1l2"for exterior supports Lumber-soft,Hem-Fir, No.2,2x6" Self-weight of 1.7 plf included in loads; Lateral support:top=at supports,bottom=at supports; Analysis vs.Allowable Stress(psi)and Deflection(in)using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Shear fv = 19 Fv' = 150 fv/Fv' = 0.13 Bending(+) fb = 256 Fb' = 1048 fb/Fb' = 0.24 Dead Defl'n 0.00 = <L/999 Live Defl'n 0.03 = <L/999 0.17 = L/360 0.16 Total Defl'n 0.03 = <L/999 0.25 = L/240 0.11 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cf rt Ci Cn LC# Fv' 150 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb0+ 850 1.00 1.00 1.00 0.949 1.300 1.00 1.00 1.00 1.00 - 2 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.47 million 1.00 1.00 -- - - - 1.00 1.00 - 2 Shear : LC #2 = L, V = 129, V design = 106 lbs Bending(+) : LC #2 = L, M = 162 lbs-ft Deflection: LC #2 = L EI = 27e06 lb-int Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction Lc=concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause C_Aq(e) [ i [ WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN UNIT C-FRONT LOAD WoodWorks®Sizer 7.1 June 22,2010 14:24:15 oncept Mode : Reactions at Base of Structure View Floor 2 : 8 ' lc*. 111 V •lifi-tin; iq,'•4:!, 1280 L 1280 1 442 0 442 0 ?'...,1 it IN a 44•Z:-4). •,,• •q•1 444 bb '15411204 L 14701 44)44 44.4 -.-.1047746 0).992 0 444 -40 44 lfl 4),2 ,444-14 444 42:43 Ob b.( bn CR) ...::.•'L4-.0' (44 I S „ C44 t.5..Z. 06601 553L' t5 599 0 200 D za 4) ,...s, ill e.. 444-43 1080 L 640 1 I i 409 0 208 0 :44 /444 i 4 14-44 t 4 1 i 480L 1667 1 t III 300 U I 4.1100 L98 OL [4 44 bb . of •409 0 409 0 75 L —(....11.1 -24 0 04; 6 44 b 0 . .. . b 4.4 113 L i 3956 L 4-b ° i! 8413 1k 3658 0 1103633 03386 0 -....,„.„....-- !47 13B430 5100151 C 13 CC 511CCC CC CC 45C CCEEC 41C106610111114D DDT:micro co 00 POW 101 115043222100,5E8 E FE 18 IEEE4115 51 0216181112181451872 6 41 22 11' 6' 16 101 12'i 4'16'18'26'22'241 261 28'301 32'34'26'38(401 42'441 46'401 50'521541 56'58'60'621 64'66'664 7'0'72'74'76' 62 1'563'4'544674581=1 1611=1 21(1 11111262 21212=22(2121212553131343131,3'2611414 4A140 21.14 A 1415(5 5151555(5154515L746 615114.561110810618567317173/110177362 ;(0.1\ ...m.(mt 00 7 ri t., _ _ ,.........._ r$ I WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN .1 _ . UNIT C-REAR LOAD WoodWorks®Sizer 71 June 22,2010 14:22:33 Concept Mode: Reactions at Base of Structure View Floor 2 : 8 ' $$$$c a$ , 1280 L1280 L .)...),5 442 D .', .: ;.- :. 4420 287-, 69 42-0 4224 11111, 6 ij$ Illir:.31 89 L 444 40-0 1977 D 2047 D ,. .. • ,,,,,b 45 42 40-0 44 04-0 0,4 22-0 o f ‘,51 'Yss "74/ Z I:i 44 04 . 244 42 ' 21 b di Q.068 L 689 L 8731 D' 244 D it IS rat 444-0 r"'• 110801- 640L z,-) i••.) ! 409 0 208D 14-0 14 10-4 480 L 1776 L 1080 / 1, 300 U 04 II L98 D L ob Z-4 Of 1409 D 409 D 75L ti Li ‘ 24D :5555., 42 44 4222 444 424 I Litme**W4101 4 00 44 444 tp; aria .16160 130 L2077 L 113 LD 4 0 38113 L23 D8 D1656 D 14-04 86 D D1186 0- 56° EIDE;P.BCCCC,C CC C ICE72 CC CC 7112CCCC 606 C C;00761;C620`27 E.27411 c,:r)DE)EADD 0 Di)comw-,DE E EE E 57E EiC.707 E 6 c EEEHEFFEEZ 28 7 4, 0; 8, i 0,1 2, 120 4,(.4,0 18>420'422;2.2 20'28,072 32 34'3t3'38'40'42'44'46-42 50 42'54 567 522 65 62'64 55,72 652 70 12 74'74' 4 1 2 274'5 677 8'0 6 lc 0 0 lc 1 7i 2(2 76:222C2f4i:2 2444244,2„3.4',2 5 2,.!;t.6,7 4:6:63475275:;4565 551 605 7-,'6-.5.;652 5 6.5 03(02,255623077 744 T-74,747-7-6 LOCAA VOC.,*k\r‘t LPel 007- "F9 , Plain Concrete Isolated Square Footing Design: F2 := 2500-psi Concrete strength fy:= 60000-psi Reinforcing steel strength Es:= 29000-Icsi Steel modulus of elasticity 150-pcf Concrete density ^fsoil:= 100-pcf Soil density gall:= I500-psf Allowable soil bearing pressure COLUMN FOOTING Reaction Totaldi:= 3978-lb Pdl: Totaldi Totalll:= 3994-lb P Total11 Pit:= Pd1±P11 = 7972-lb Footing Dimensions tf:= 10-in Footing thickness Width:= 30-in Footing width ,A,:= Width2 Footing Area chlet:= gall –tf*Iconc chid= 1375-psf Pt' Areqd:= gnet Amid =5.798.ft2 < A=6.25412 GOOD Widthreqd VArcqd Width„qd =2.41-11 < Width=2.50 ft GOOD Ultimate Loads 13,44,:= Pdi+ tf•A•7„,, Pu:= l.4-Pit+ 1.7-Pll Pu= 13.45-kips Pu ch,:= — q =2.15-ksf A Beam Shear b1:= 5.5.in (4x4 post) d:= tç— 2.in (I) := 0.85 b := Width b =30,in 4 V := (1)--AFTsi-b-d V,= 13.6-kips 3 := qw(b —2bc01)•b V,= 5.49•kips < V,= 13.6-kips GOOD Two-Way Shear bs:= 5.5-in Short side column width bL:= 5.5-in Long side column width 2-(bs + d) + + d) b,= 54-in := 1.0 48 + )- 1.F-Tsi-b•d V,=40.8-kips V,„„, 0-2.66•01psi-b-d V„,„„ = 27.13-kips x = clutb2 owl + V,= 10.73•kips < =27.13-kips GOOD Flexure ib —bcoi\2 ( ) Mu:= • — M, =2.8-ft-kips A 2 j 2 0...;-= 0.65 b•d2 := S =0.185.113 Ft:= 1j,73si F1 = 162.5-psi Mu rt — ft= 105.14-psi< Ft= 162,5-psi GOOD Use a 2'-6" x 2%6"x 10" plain concrete footing BY A \AL, ,A„ J09 NC r) d a PROJECT: RE Vre r 03 des c) bui kicrs O w O asCt ( (-): 300 P u.)60 ! a 4o1w6sopcCI`in:Xt(10--73 )L" O L, (.8110(150 pcc)( 100w pi_c- z • 0 (-5co(z cA0 s‘ r 0 TOA-0,‘ lookd. V-VO (00uJ PLi-; . • ‘ActDpY5OO pfz,F tsOopLp • uJ O rtit5 + lookz csuow U cr• 0 z e c---rcro(, boikck-N,cp. 0 0 I F- DL: pc. (CaLleVC\:1(1?..) ,c)1,.F• - '101 Ni 650 r ka) = (psc o( ptc cot)f. LL: (922)(A-0)------ or1L) r) (7)-0 Ptc .° 1- 100QJ a3q.; toow s Isoolk) = w t Ct. u S oom e as c locA6f.s TL: kooki..) w 1 ,00. 0 -fa (t,03 pc 51fro Cciltz)(vTo 00 co O._ co' (5't2NA-o)(2.) :- ,s‘otir- rt lo(Ju.) LA) = Pb-1(1- 2-3 NJ ose cqq B^. DATF 0 )0, N7 (c \F-ocio PROJECT. U C f * A Loot' 8.15v- 815y.„.. d (.5 co' 31—L" te)" 18.101,4 tu,r)t-k1-11 Va//58V.L. 4,101V.: w a "c7 1;.• 14, 0 w45o -40 15 -4,41.----8,5---+-05Jc:A 0 CV'AeLL 0\ley'turn Inc6 0 Mar 7- .10 4- ‘L/ 1 ) 4iL 404 k2ibtb (5a,$)------ (44., (0,(sal 004315 OL/01 L 4-4/L1-et) 4. 4/OL(117) o t\Agt„ 01,VO)(C1>(;)",- )(9) (.1•01 (in) 4--4,(31-( 1') "i DLC ) o (7; ais.a PA " AAA- AO > Ls ; ov- a r '3 MOT It. 7 '273. 77P7L11/0„. '49 )5; m'am4.# 1 '7- 4 3L(Bmle) 3(315)(1.3'.2,(3f0'*")) sY—SC ;. o C4 0 " CI). • - p.4 ; `5 /1...\\ Benttetr Harper Hoof Peterson Righellis Inc. Current Date:6/2212010 10-53 AM Units system: English File name:0\HHPRProjects\CEN Centex Homes_[30)10EN-Plans10EN-090 Summer Creek Townhomeslcalcs\Unit C\FDN1Front Load etzl M33=83.44 NV rq #I £ M33=12.21 IKiplft I I j I �n_ Harper Houf Peterson Righells Inc. Current Date:6122/2010 10:54 AM Units system:English File name, O:*IHPR Pr jectsICEN-Centex Homes(309)10EN-Plans\CEN-090 Summer Creek Townhomestcalcs\Unit CIFDN\Front Load 2.etz1 M33743.5 IKip'rt) M33=40,04[Kip'81 I '< A X DATE u sle33 N4°' ca j 9 0 • PROJSFSCT: RE' (JM 1:3 C Rear Load I I z 5A4,,'5U,S‘ w 2co 2-000 o o • a d • t ell 1,L12-1 wa. O Mor SA+ o M - DLC°) aC4,3(4) 4S..aq fcL o tL-z- tot cl OS- *as(0 L t 1")Ls — \ i6S1tGA- :7: LS X a ) 0- X 7.1_ z - e 000 0.„ , • I 4 v.sf Cats) (tb17-- < OK— ty\ psi\ r (-a)(i„cr..) O• 6 cM +.4 V .— to) el 110 nBentley Harper Houf Peterson Righellis Inc. Current Date:6/22/2010 10:57 AM Units system:English File name:©:\HHPR Projects10EN-Centex Homes(309)10EN Ptans\CEN-090 SummerCreek Townhomes\calcs\Unit C\FDN1Rear Load 2aetz\ M33=36 82(KV 81 M33=50.22(Kipi) { a x � z 'EI0 ... . .,.,:. -' M , = . no ,7. . .. (SU:9Z- 1?)g (.?2,--9)1%, C)' - s'i -> i's-A "C.: 1/4)40 = T77? T1 '":"' O , , qS-'0 --. ' oTs----Sk: 75'c)41 -. v-7; ,::- Z 0 - P " . 0 ...K I•S' >e,S7e*b x .i9 1--- 414-1V L. c81--A to,ci L.,---.7a, -Id f) 4 Ci h‘e > -1-°tAIS1.1 n 0 'al CI h 7-S4 VI 'Ir'" --K1 fl 4 (2)1.1/I 4 c47)7.16 -.: *-61AI c = (p)-te 4-(1) llt( 4.-c1 !#-:, =1-6 w z _ c, › 1 60 '1 s =7 -Lo 0- z ki 1 uiatdobto --10-a-vi) 0 X O• Pi O 0 m 0 r.- i T g 0 M -1 m• 0 2 73 Liii [.:3 iiA601S, rOS --ID!J'''')''' ''-'"t — 1133rokid JO 0 b(>4'Pll ON Rat ) c IMM1====M1111111111111 n-Bentle--6:;; - ----- Harper Hoof Peterson RighelliS Inc. Current Date:6/2212010 117 PM Units system:English File name:OAHHPR Prolects\CEN-Centex Homes 309\CEN-Plans\CEN-090 Summer Creek Townhomeslcalcs\Unit C1FDNUntenor,etzk I i 1 , I i M33=80.31(KipitJ 1 1 1V133.43$8E-12 Wfti- M33=-18 91E-10 Np111 1 M33=-21 22[WI 1 I 1 A 1 X. ;- 1 1 i 1 I I 1 1 1 1 1 1 i Bentley' Harper Houf Peterson Righeffis Inc. I Current Date:6/22/2010 117 PM Units system:English File name:OM-WIPP Pmfects10EN-Centex HomespwcEN Plans10EN-090 Summer Creek TownhomeskcalcsAinit CIFDPAinterior letzk M33=55 84 116pIti ti.433266[16p11] A Pt 3 I N133=21 46E-11 (Wit] 1 )c, I I i o ( u ,k) DD Job No PROJECT: 1 I RE- InVerior cw 41 y-) .kc 51 L.= I= LO - M ITOk.)k ::: (00. 3k a J 11 Z . w o 2 41• i I 2 --- \ O _1 O1M (1:---, cc 6 o z . i a, a_ oec. , Ab =" t .• 3\t'i-L- 0 F= --,, -- / < Q\ -7- (0-3)U)0;0G0 )/O:b(11406`i_A .7-S.Ir6 -z-- 0- LO o 2 gMnr- OO O / \ 'fSk > (.,0,'? j 0 Vto-t-- , , z i I L,tj- 0 -,- c,- 0 0 ,q0(0, 5L)(16600)(a ---0'1--/(24z) =--- /-\ 1,a, ProThe, \,3 As _ge., ,, -- ', 33((.0,3 .:--- 50 ,a1 <5S.' cl - ; ' UrDe (1) 44- 9- e IVTOf' A '00,10 . , a" •4 :1 'Ic SI 'IC ??1 )( c;/ 0 : j., 7D - c!. ,N.,,,-2 9 -.-..-.-) (0,3q- C ,(),000)/01 (30Q0--)(.3 , i'• -`--)-- K1 >, ri) — 1ST , (), C)10 (0.-?,' C1' --?;',(W),C)06)(;, 1 - C:2--'- . .., f , 8. Top As-2- 0 559 , 0,S- cf( 0,000-) /(0,?_)-x-?,oc.10)(.3 x ;-a) — 0: j--10c1 i t•.) øM > 'c . \4 • 0 M-6'ID BY: A 0.0 Dmi,. -1,jk„..,, ao 0 Jou No,: . . ., OF PROJECT w - A reeer 0# .'*#‘4) -01 1 ° • w 0 0 F 111 . , iXte an.CrrJ..,' lkje,t t V* No -- = S ) 09 2 , , , i ‘11 reti N.,/ \/ \ , -•., . , 44\ 510 Fa. )..2. 1) r.A,( 0 # € -ervci z . 1 o El _...._ U z , 0 ) + 6 a L6i--3,a.) 41 1)1 ( ) z 4 1:)L. 0 NI R...kw. C4702 3.a:)( ) r(i4LL 4;34Yet:\ t bli4) U _ z , 1c erneyt < 4e3elcez4.-4 c_ ., O , r...... C 9439 v ' Q ) , - , im O , Cc d U z t 11 ui S LI g O g (11 .a. 4-- ii L.-1, lr--3,a(2)) e 0 os-ef rt '4 • .• ,,,„ --z.... - ,:. (,,,NA 15-,. t., ,,,, e, C\s )(0, s,-',•-l• ) — ( i..5 ) .,...,. 0 g 6 .,5 Cl.:7: YS.- . ,-, _ .„ - 3 t) 7.5 4..., 1.0 ',,.. ._ .,-. ..• „., z - A�-' 318-05 Aaoendi( D 1.0" Diameter Bar Capacity at Portal Frame Concrete Breakout Strength Foundation Capacity Stem Wall Capacity when govern by 3 edges ds Givens ft= 3000 psi ho'ee r= 3.500 inches= 3psi lief= 12.00 inches (into the Fc Stem = 8.00 inches Note: hef above is the the embedment into or c = 5.25 inches the foundation and does not consider stem wt maX Fnd Width = 36.00 inches 2.25 inches emir,= 18.00 inches c„,= 1.00 cast-in-place anchor V,�,N= 1.00 cast-in-place anchor Wyk_ 24 cast-in-place anchor k= 24 cast-in-place anchor 0 75 strength reduction facts 4= 0.75 strength reduction factor Calculations Calculations A No= 68 in` AN= 1296 in` ANO= 110.25 in` AN0= 1296 in Nb= 55,121 pounds Nb= 8,607 pounds 1.00 0.8286 Vjed,N— Vfed,N= Nce= 55,121 pounds " Nth= 4,399 pounds +Nth= 3,299 pounds 4NOb= 41,341 pounds Combined Capacity of Stem Wall and Foundation olcb= 44,640 0.754NOb= 33,480 Concrete Side Face Blow Out Givens 2.15 in` fc= 3000 psi cmin = 18.00 inches = 0.75 strength reduction factor Calculations = Nsb= 231,191 pounds (I)Nsb = 173,393 pounds Concrete Pullout Strength • Givens Atm; = 2.15 in` fc = 3000 psi •= 075 strength reduction factor Calculations Np = 51,552 pounds (I)Np= 38,664 pounds Steel Yield Strength Givens ft= 58,000 psi A= 0.606 in2 •= 0.80 strength reduction factor Calculations Ns = 35,148 pounds = 28,118 pounds 33,480 DuctilityMet Holdown Check Holdown: HDU14 Holdown Capacity= 14,930 pounds 1.6*Capacity= 23,888 pounds 23,888 28,118 Holdown Checks 7 9 CI '�18-05Appendix D 1.125" Diameter Bar Capacity at Standard Stem Wall Concrete Breakout Strength Stem Wall Capacity when govern by 3 edges FoundaFoundation Capacity psi hie= 1 Givens fc= 30007^00 inches psi hefc = 12.00 inches (into the Foundation) Stem = 8.00 inches Note: hef above is the the embedment into only the the foundation and does not consider stem wall embedment Fnd Width= 36.00 inches cmin- 2.25 inches cmin= 18.00 inches Wc.N= 1.00 cast-in-place anchor W°k- 1. 00 cast-in-place anchor - 24 cast-in-place anchor k= 24 cast-in-place anchor 0.75 strength reduction factor = 0.75 strength reduction factor 4)= Calculations Calculations 408 in` AN= 1296 in` p`Nc ` ANO= 1296 in ANo= 2601 in Nb- 92,139 pounds Nb= 55,121 pounds - 1.00 0.7265 Wed,N- Wed,N= Ncb= 55,121 pounds Ncb= 10,500 pounds Oct,= 7,875 pounds Ncb= 41,341 pounds Combined Capacity of Stem Wall and Foundation 41•1c1,= 49,216 0.754)Ncb= 36,912 Concrete Side Face Blow Out Givens Abna = 2.75 in4 fc= 3000 psi Cmin= 18.00 inches 075 strength reduction factor Calculad)tio=ns Nsb= 261,589 pounds (I)Nsb-"= 196,192 pounds Concrete Pullout Strength Givens Abi9 = 2.75 in` fc= 3000 psi (1)= 0.75 strength reduction factor Calculations Np= 66,000 pounds ONp= 49,500 pounds Steel Yield Strength Givens ft= 58,000 psi A = 0.763 in2 41 = 0.80 strength reduction factor Calculations N = 44,254 pounds = 35,403 pounds 36,912 Ductility Met Holdown Check Holdown: HD19 Holdown Capacity= 16,380 pounds 1.6*Capacity= 26,208 pounds 26,208 35,403 Holdown Checks -FA