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Specifications \.` 3 /45T do 13 -- 000 /. 1 3 Cc 5 .5 Ro se M Y M 5 T .c,,3 -00057 )3531 sw Ros¢M4.2i Structural Calculations R 'cEJ for APR cITY 1 S 704: Full Lateral & Gravity Analysis of BU 1 why Plan A 1460 1510 Lot 84, Summer Creek Townhomes , Tigard, OR VE,t6-+23 Prepared for City of Tigard Pulte Group A l rov-d Plans ByPr►Tf Date t i -- April 7, 201 1 JOB NUMBER: CEN -090 OFFICE COPY ** *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. 122 sheets total including this cover sheet. 3 D PROT V� 0N GINf f , 4 Q �. 12.320 J. Eta I - Tam s2- 31-2011 This Packet of Calculations is Null and Void if Signature above is not Original Harper 4:;t Hour Peterson Righellis Inc. 205 SE Spokane St. Suite 200 • Portland, OR 97202 • [P] 503.221.1131 • [F] 503.221.1171 1 104 Main St. Suite 100 • Vancouver, WA 98660 • [P] 360.450.1 141 • [F] 360.750.1 141 1 133 NW Wall St. Suite 201 • Bend, OR 97701 • [P] 541.318.1 161 • [F] 541.318.1 141 Design Criteria Project Scope: Full lateral & Gravity Analysis of Unit A Design Specifications: Wind Design: Basic Wind Speed (mph): 100 From Building Authority Exposure: B From Building Authority Importance, lW: 1 2006 IBC / 2007 OSSC Occupancy Category: II Residential Earthquake Design: Seismic Design Category: D From Building Authority Site Class: D Assumed, ASCE 7 -05 Ch. 20 Importance, IE: 1 ASCE 7 -05 Table 11.5-1 Ss: 0.942 USGS Spectral Response Map Si: 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, y 145 pcf Steel Reinforcement Yield Strength, f 60,000 psi Wood Studs (Wall Studs): Hem -Fir #2 2x & 4x Wood Beams & Posts: DF -L #2 6x & 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 Wood Works - Sizer version 2002 Bently RAM Advanse Harper Project: SUMMERCREEK TOWNHOMES UNIT A HP Houf Peterson Client: PULTE GROUP Job # CEN -090 Righellis Inc. Date: Pg. # ENGINEE4S • YLf.NNE41 Designer: AMC I ANDSCAYE ANCIII I EC[S• SIINVE 1OHS 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 := 1.5•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_Wall 12.psf INT_WalL,t := 10•psf Roof Live Load RLL := 25•psf Floor Live Load FLL := 40.psf L1 Harper Project: SUMMERCREEK TOWNHOMES UNIT A HP Houf Peterson Client: PULTE GROUP Job # CEN -090 Righellis Inc. — EhO∎NELRS. ?LaNNLRS - - Designer: AMC Date: Pg. # L.NCSCAFE AFC •eORS Transverse Seismic Forces Site Class = D Design Catagory = D Building Occupancy Category: II Weight of Structure In Transverse Direction Roof Weight Roof Area := 84341 RFw-r := RDL•Roof Area REwr = 14162•Ib Floor Weight Floor_Area2nd := 647•ft FLRWT2nd := FDL•Floor_Area2nd FLRWT2nd = 8411•Ib Floor Area3rd 65241 FLRWT3rd FDL•Floor_Area3rd FLRWT3rd = 8476.Ib Wall Weight EX Wall Area := (2203) -ft INT Wall_Area:= (906)41 WALL := EX_Wall + INT Wall WALLW = 35496•lb WTTOTAL = 66545 lb Equivalent Lateral Force Procedure(12.8, ASCE 7 -05) h := 32 Mean Height Of Roof Component Importance Factor (11.5, ASCE 7 -05) R:= 6.5 Responce Modification Factor (Table 12.2 -1, ASCE 7 -05) C := .02 Building Period Coefficient (Table 12.8 -2, ASCE 7 -05) x := .75 Building Period Coefficient (Table 12.8 -2, ASCE 7 -05) Period x T := C -(h T = 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 S := 0.942 Max EQ, 5% damped, spectral responce acceleration at short period From Figures 1613.5 (1) &(2) F := 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: SUMMERCREEK TOWNHOMES UNIT A HP t• Houf Peterson Client: PULTE GROUP Job # CEN -090 Righellis Inc. Date: Pg. # c�cir +EARS • inr+NEp Designer: AMC L•4DSCAFE ARC,11 CTS• SMS := F SMS = 1.058 (EQU 11.4 -1, ASCE 7 -05) 2-SMS (EQU 11.4 -3, ASCE 7 -05) Sd := Sds = 0.705 3 (EQU 11.4 -2, ASCE 7 -05) SM1 := F� St SMr = 0.584 S �= 2 SMr Sdt = 0.389 (EQU 11.4 -4, ASCE 7 -05) d1 3 le Cst :_ Sds Cst = 0.108 (EQU 12.8 -2, ASCE 7 -05) R ...need not exceed... = Shc le Csmax = 0.223 (EQU 12.8 -3, ASCE 7 -05) Cs max .— Ta R ...and shall not be less then... C1 := if 0.044 Sd l < 0.01, 0.01, 0.044• Sds' 1 e) (EQU 12.8 -5 &6, ASCE 7 -05) 0.5.Sr l C2 := if S1 < 0.6,0.01, R J I Cs := if (CI > C2 , C r , C2) Cs = 0.031 Cs := if(Cst < Cs < Csmax,Cst,Csmax)) Cs = 0.108 V := Cs'WTTOTAL V = 7220 lb (EQU 12.8 -1, ASCE 7 -05) E := V.0.7 E = 5054 lb (Allowable Stress) l" \3 Harper Project: SUMMERCREEK TOWNHOMES UNIT A HP t. Houf Peterson Client: PULTE GROUP Job # CEN -090 Righellis Inc. Eh'viREEHS . aN NEHS -- Designer: AMC Date: Pg. # LANDEC &FE AFCNlTECTs•G„f•.E,oRs Transverse Wind Forces (Method 1 - Simplified Wind Procedure per ASCE 7 -05) Basic Wind Speed: 100 mph (3 Sec Gust) Exposure: B Building Occupancy Category: II I", := 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) Smaller of... a2 := 2%1.20.11 Zone A & B Horizontal Length (Fig 6 -2 note 10, ASCE 7 -05) a2 = 4 ft or = .4hn2ft a2 =25.6ft but not less than... a 3 2 ft a = 6 ft Wind Pressure (Figure 6 -2, ASCE 7 -05) Horizontal PnetzoneA 19.9•psf Pnet,OneB 3.2•psf Pnetzonec 14.4.psf PnetzoneD 3.3•psf Vertical PnetzoneE —8.8-psf PnetzOneF 12•psf PnetzoneG —6.4•psf PnetzoneH —9.7 -psf Basic Wind Force PA := PnetzoneA'Iw•X PA = 19.9•psf Wall HWC PB := PnetzoneB'Iw•X PB = 3.2•psf Roof HWC PC := PnetioneC' Iw'X Pc = 14.4•psf Wall Typical PD := PnetzoneD'Iw•X PD = 3.3•psf Roof Typical PE := PnetzoneE'Iw'X PE = — 8.8•psf PF := PnetzoneF'Iw•X PF = — 12•psf Pc, := PnetzoneG'Iw'X PG = —6.4.psf PH := PnetzoneH'Iw'X PH = — 9.7•psf L'--J Harper Project: SUMMERCREEK TOWNHOMES UNIT A • HP Houf Peterson Client: PULTE GROUP Job # CEN -090 Righellis Inc. Date: Pg. # ENCry [cnb • ^�x' +ecriG Designer: AMC [:.NDSCAP ?PC': TECTS•GURJE Determine Wind Sail In Transverse Direction WSAILZoneA (41 + 59 + 29)41 WSAILZoneB (19 + 0 + 23)•ft WSAILZoneC := (391 + 307 + 272)-ft WSAILZoneD (0 + 0 + 5)•ft W := WSAILZoneA-PA WA = 2567 lb W := WSAILZoneB'PB Wg = 134 lb W := WSAILZoneC•PC WC = 13968 lb W := WSAILZoneD'PD WD = 161b Wind_Force := WA + WB + WC + WD Wind_Force := 10•psf- (WSAILZoneA + WSAILZoneB + WSA1LZoneC + WSA Wind_Force = 16686 lb Wind_Force = 11460 lb WSAII-ZoneE := 944 WSAILZoneF 108412 WSAILZoneG 320 -ft2 WSAILZoneB : = 320 -ft2 W := WSAILZoneE'PE WE = —827 lb W := WSAILZoneF'PF WF = —1296 lb W := WSAILZoneG'PG WG = —2048 lb W := WSAILZoneH'PH WH = —3104 lb UPliftnet := WF + WH + (WE + WG) + RDL-[WSAILZoneF + WSAILZoneH + ( WSAILZoneE + WSAILZoneG)]'•6' 1.12 Uplift = 1212 lb (Positive number...no net uplift) DO NOT USE ROOF DEAD LOAD FOR SHEARWALL HOLDDOWN I CALCULATION � - Ls Harper Project: SUMMERCREEK TOWNHOMES UNIT A HP .Houf Peterson Client: PULTE GROUP Job # CEN -090 Righellis Inc. ENGINEERS • PLANNERS Designer: AMC Date: Pg. # LANDSCArE ARCNIfEC Longitudinal Seismic Forces Site Class = D Design Catagory = D Building Occupancy Category: II Weight of Structure In Longitudinal Direction Roof Weight Roof Area = 944 ft RF := RDL•Roof Area RFwr = 14162•lb Floor Weight Floor_Area2 = 647 ft , 2l,= FDL•Floor Area2nd FLRwr2nd = 8411•Ib Floor_Area3 = 652 ft F, = FDL•Floor Area3rd FLRWT3rd = 8476.lb Wall Weight EX Wall Area := (2203)•ft INT Wall Area = 906 ft NON L v,:= EX Wall + INT_Wall WALLWT• = 35496- lb WTTOTAL = 66545 lb Equivalent Lateral Force Procedure(12.8, ASCE 7 - 05) h = 32 Mean Height Of Roof l = 1 Component Importance Factor (11.5, ASCE 7 -05) A,:= 6.5 Responce Modification Factor (Table 12.2 -1, ASCE 7 -05) C = 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 ,:= C T = 0.27 < 0.5 (EQU 12.8 -7, ASCE 7 -05) St = 0.339 Max EQ, 5% damped, spectral responce acceleration of 1 sec. (Chapter 22, ASCE 7- 05)...or S = 0.942 Max EQ, 5% damped, spectral responce acceleration at short period From Figures 1613.5 (1) &(2) F = 1.123 Acc -based site coefficient @ .3 s- period (Table 11.4-1, ASCE 7 -05) = 1.722 Vel -based site coefficient @ 1 s- period (Table 11.4 -2, ASCE 7 -05) 4- 13,0 Harper Project: SUMMERCREEK TOWNHOMES UNIT A HP :• Houf Peterson Client: PULTE GROUP Job # CEN -090 Righellis inc. LNG1r4LLHS LANNL Date: - NS - - Designer: AMC Pg. # LANI)SCAAL ARCN,TCCTC••SURYCYOR$ 5k{e :_ F S SMs = 1.058 (EQU 11.4 -1, ASCE 7 -05) 2 SMS S 0.705 (EQU 11.4-3, ASCE 7 -05) �:= 3 Sds U FS 1 SMl = 0.584 (EQU 11.4 -2, ASCE 7 -05) S _ 2 SM1 Sds = 0.389 (EQU 11.4 -4, ASCE 7 -05) 3 Sds le Cst = 0.108 (EQU 12.8 -2, ASCE 7 -05) rw wv' — R ...need not exceed... Cs Shc le Csmax = 0.223 (EQU 12.8 -3, ASCE 7 -05) T -R ...and shall not be less then... j:= if (0.044• Sd l < 0.01,0.01 , 0.044• Sds (EQU 12.8 -5 &6, ASCE 7 -05) 0.5 StI if( Si < 0.6,0.01, J I R Cam:= if (CI > C2,C ,C2) Csmin = 0.031 C := if (Cst < Cs Cs ,if(Cst < Cs Cs = 0.108 V := Cs•WTTOTAL V = 7220 lb (EQU 12.8 -1, ASCE 7 -05) E := V•0.7 E = 5054 lb (Allowable Stress) MN q — Le)-- • Harper Project: SUMMERCREEK TOWNHOMES UNIT A HP t-Iouf Peterson Client: PULTE GROUP Job # CEN -090 Righellis Inc. �,e iNecns , aAN,:EnS Designer: AMC Date: Pg. # _n NO C_cFE Ap CHiTE EUF'iECR,°, Longitudinal Wind Forces (Method 1 - Simplified Wind Procedure per ASCE 7 -05) Basic Wind Speed: 110 mph (3 Sec Gust) Exposure: B Building Occupancy Category: II I = 1.0 Importance Factor (Table 6 -1, ASCE 7 -05) h = 32 Mean Roof Height X = 1.00 Adjustment Factor (Figure 6 -3, ASCE 7 -05) Smaller of.. A V ,,,;= 2•.1.20.ft Zone A & B Horizontal Length – 4 ft (Fig 6 -2 note 10, ASCE 7 -05) – or _ .4•hn•2•ft a2 = 25.6 ft but not less than... „a 3.2•ft a = 6 ft Wind Pressure (Figure 6 -2, ASCE 7 -05) Horizontal • PnetzoneA = 19.9•psf PnetzoneB = 3.1psf PnetzoneC = 14.4.psf PnetzoneD = 3.3.psf Vertical - PnetzoneE = –8.8•psf PnetzoneF = –12•psf PnetzoneG = –6.4•psf PnetzoneH = –9.7• psf Basic Wind Force Pte:= PnetzoneA'Iw.X PA = 19.9•psf Wall HWC Pte= PnetzoneB'Iw' PB = 3.2•psf • RoofHWC Pte:= PnetzoneC'Iw PC = 14.4•psf Wall Typical Pa:= PnetzoneD'lw'X PD = 3.3.psf Roof Typical S,:= PnetzoneE' Iw' X PE = – 8.8.psf := PnetzoneF•Iw'X PF = – 12•psf • • Pte:= PnetzoneG•Iw•X PG _ — 6.4•psf ,:= PnetzoneH' l J. PH = – 9.7• psf • g —LL Harper Project: SUMMERCREEK TOWNHOMES UNIT A HP Houf Peterson Cl PULTE GROUP Job # CEN -090 Righellis Inc. ,.O;M1.CERS • PLANNERS - - Designer: AMC Date: Pg. # • UUOSCAPC ARC.ITEC1 S• SURVEYORS Determine Wind Sail In Longitudinal Direction W (48 + 59 + 40)4t WW A�:= (10 + 0 + 44) • ft MAIlik := (91 + 137 + 67)41 , jj := (43 + 0 + 113). ft2 Wes= WSAILZoneA'PA WA = 2925 lb Wes:= WSAILZoneB'PB WB = 173 lb W WSAILZoneC•PC We = 4248 lb Wes:= WSAILZoneD'PD WD = 515 lb Win Force = WA + WB + We + WD Wind Fore v y= 10•psf•(WSAILZ + WSAILZoneB + WSAILZoneC + WSAILZoneD) Wind Force = 7861 lb Wind_Force = 6520 lb WSA�= 148.ft WSA ,:= 120.11t WSA�:= 323•ft2 Shwa:= 252.112 W := WSAILZoneE'PE WE = -1302 lb W := WSAILZoneF'PF WF = — 1440 lb Wes= WSAILZoneG'PG WG = - 2067 lb Wes:= WSAILZoneH'PH WH = - 2444 lb WF + WH + (WE + WG) + RDL•[WSAILZoneF + WSAILZoneH + (WSAILZoneE + WSAILZoneG)]'• Uplif net = 1243 lb (Positive number...no net uplift) DO NOT USE ROOF DEAD LOAD FOR SHEARWALL HOLDDOWN CALCULATION g L9 1 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 X= 1.00 lw= 1.00 Wind Sail (ft Wind Net Design Wind Pressure (psf) ) Pressure (Ibs) Zone A = 19.9 129 2567 Wall High Wind Zone Horizontal Zone B = 3.2 42 134 Roof High Wind Zone Wind Forces Zone C = 14.4 970 13968 Wall Typ Zone Zone D = 3.3 5 • 17 Roof Typ Zone Zone E = -8.8 94 -827 . Roof Windward High Wind Zone Vertical Zone F = -12.0 108 . -1296 Roof Leeward High Wind Zone Wind Forces Zone G = -6.4 320 -2048 Roof Windward Typ Wind Zone Zone H = -9.7 320 -3104 Roof Leeward Typ Wind Zone Total Wind Force =l 16686 lbs I • Use to resist wind uplift: Roof Only Total Exterior Wall Area 2203 ft Uplift due to Wind Forces= -7275 lbs Resisting Dead Load= 8472 lbs E =I 1197 Lbs...No Net Uplift I Wind Distribution Tributary to Diaphragms Wind Sail Tributary To Diaphragm (ft Zone A Zone B Zone C Zone D Main Floor 41 X 19 391 0 Upper Floor 59 0 307 . 0 • . Main Floor Diaphragm Shear = 6507 lbs • Upper Floor Diaphragm Shear = 5595 lbs Roof Diaphragm Shear = 4584 lbs Wind Distribution T Shearwall Lines MAIN FLOOR UPPER FLOOR ROOF Tributary Line Shear Tributary L ine Shear Tributary Line Shear Wall Line Diaphragm (Ibs) Diaphragm (Ibs) Diaphragm (Ibs) w Width Width ft Width ft A 13.08 1737 18 2797 19 2323 Al 24.50 3254 0 0 0' 0 B 11.42 1516 18 2797 18.5 2261 E= 49 6507 36 5595 37.5 4584 /I- Lb • Harper Houf Peterson Righellis Pg #: f 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 (T = 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 SM1= 0.58 Equ. 11.4 -2, ASCE 7 -05 S 0.71 Equ. 11.4 -3, ASCE 7 -05 S 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)= 8411 Floor 3 Wt (lb)= 8476 Roof Wt (lb) = 14162 Wall Wt (Ib) = 35496 Trib. Floor 2 Diaphragm Wt (Ib) = 22609 Trib. Floor 3 Diaphragm Wt (Ib) = 22674 Trib. Roof Diaphragm Wt (Ib) = 21261 Vertical Dist of Seismic Forces % total of base shear Rho Check to Shearwalls (Ibs) 1Cumulative to shearwalls Req'd7 Vnoor2 (lb) = 720 100.0% Yes Vnoor 3 (Ib) = 1625 85.8% Yes V (lb) = 2709 53.6% 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 102 361 394 114 897 1266 Al 432 0 0 481 0 0 B 113 293 449 126 728 1443 Sum 647 654 843 720 1625 2709 Total Base Shear* = ( 5054 LB *Base shear assumes rho equal to 1.0. See shearwall analysis spreadsheet for confirmation of rho. / Lk\ 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 k= 1.00 Iw= 1.00 Wind Sail (ft Wind Net Design Wind Pressure (psf) Pressure (Ibs) Zone A = 19.9 147 . 2925 Wall High Wind Zone Horizontal Zone B = 3.2 54 173 Roof High Wind Zone Wind Forces Zone C = 14.4 295 4248 Wall Typ Zone Zone D = 3.3 156 515 Roof Typ Zone Zone E = -8.8 148 -1302 Roof Windward High Wind Zone Vertical Zone F = -12.0 120 -1440 Roof Leeward High Wind Zone Wind Forces Zone G = -6.4 323 -2067 Roof Windward Typ Wind Zone Zone H = -9.7 252 -2444 Roof Leeward Typ Wind Zone Total Wind Force 7861 lbs Use to resist wind uplift: Roof Only Total Exterior Wall Area= 2203 ft Uplift due to Wind Forces= -7254 lbs Resisting Dead Load= 8483 lbs E_I 1229 Lbs...No Net Uplift I Wind Distribution Tributary to Diaphragms Wind Sail Tributary To Dia hragm (ft _ Zone A Zone B Zone C Zone D ■ L Main Floor 48 10 91 43 Upper Floor 59 0 137 0 Main Floor Diaphragm Shear = 2440 lbs Upper Floor Diaphragm Shear = 3147 lbs Roof Diaphragm Shear = 2275 lbs Wind Distribution To Shearwall Lines MAIN FLOOR UPPER FLOOR ROOF Tributary Line Shear Tributary Line Shear Tributary Line Shear Wall Line Diaphragm (Ibs) Diaphragm (lbs) Diaphragm (Ibs) Width (ft) Width (ft) Width (ft) 1 10 1220 10 1573 10 1137 2 10 1220 10 1573 10 1137 E= 20 2440 20 3147 20 2275 . A - L, C2.., Harper Houf Peterson Righellis 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 (T,) = 0.27 Equ. 12.8 -7, ASCE 7 -05 k = 1.00 12.8.3, ASCE 7 -05 S 1.06 Equ. 11.4 -1, ASCE 7 -05 SM7= 0.58 Equ. 11.4 -2, ASCE 7 -05 S 0.71 Equ. 11.4 -3, ASCE 7 -05 S 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)= 8411 Floor 3 Wt (lb)= 8476 Roof Wt (lb) = 14162 Wall Wt (Ib) = 35496 Trib. Floor 2 Diaphragm Wt (lb) = 22609 Trib. Floor 3 Diaphragm Wt (lb) = 22674 Trib. Roof Diaphragm Wt (Ib) = 21261 Vertical Dist of Seismic Forces % total of base shear Rho Check to Shearwalls (Ibs) 1Cumulative to shearwalls Req'd? Vnoor 2 (Ib) = 720 100.0% Yes VFloor 3 (Ib) = 1625 85.8% Yes Vroot (lb) = 2709 53.6% 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 1 286 291 415 318 725 1334 2 361 361 428 402 900 1375 Sum 647 652 843 720 1625 2709 Total Base Shear* = I 5054 LB I *Base shear assumes rho equal to 1.0. See sheanvall analysis spreadsheet for confirmation of rho. • /4z-- L\e3 Harper Haut Peterson Righellis P #: v Shearwall Analysis Based on the ASCE 7 -05 Transvere Shearwalls Line Load Controlled By: Wind Shear H L Wall H/L Line Load Line Load Line Load Dead V Panel Shear Panel Mo MR Uplift Panel Lgth. From 2nd Flr. From 3rd Flr. From Roof Load Sides Factor Type T (ft) (ft) (ft) ht I k ht I k ht I k (klf) (plf) (ft-k) (ft-k) (k) 101 Not Used 102 7 1.75 3.50 4.00 8.00 1.74 18.00 2.80 27.00 2.32 1959 Double 1.40 NG 103 7 1.75 3.50 4.00 8.00 1.74 8.00 2.80 8.00 2.32 1959 Double 1.40 NG 103a 7 4.00 4.00 1.75 OK 8.00 3.25 814 Single 1.40 IV 104 8 4.50 10.50 1.78 OK 8.00 1.52 8.00 2.80 8.00 2.26 626 Single 1.40 111 105 8 3.00 10.50 2.67 OK 8.00 1.52 8.00 2.80 8.00 2.26 626 Single 1.40 111 106 8 3.00 10.50 2.67 OK 8.00 1.52 8.00 2.80 8.00 2.26 626 Single 1.40 III 109 8 4.58 17.08 1.75 OK 8.00 1.74 18.00 2.80 27.00 2.32 401 Single 1.40 II 110 8 12.50 17.08 0.64 OK 8.00 1.74 8.00 2.80 8.00 2.32 401 Single 1.40 Ii III 8 4.50 7.25 1.78 OK 8.00 1.52 8.00 2.80 8.00 2.26 907 Double 1.40 VI 112 4.75 1.38 7.25 3.45 OK 8.00 1.52 8.00 2.80 8.00 2.26 907 Double 1.40 VI 113 4.75 1.38 7.25 3.45 OK 8.00 1.52 8.00 2.80 8.00 2.26 907 Double 1.40 VI 201 9 3.92 10.79 2.30 OK 9.00 2.80 18.00 2.32 474 Single 1.40 II 201a 9 4.17 10.79 2.16 OK 9.00 2.80 18.00 2.32 474 Single 1.40 II 201b 9 2.71 10.79 3.32 OK 9.00 2.80 18.00 2.32 474 Single 1.40 II 202A 9 2.96 11.96 3.04 OK 9.00 2.80 18.00 2.26 423 Single 1.40 II 202B 9 3.00 11.96 3.00 OK 9.00 2.80 18.00 2.26 423 Single 1.40 it 203 9 3.00 11.96 3.00 OK 9.00 2.80 18.00 2.26 423 Single 1.40 II 204 9 3.00 11.96 3.00 OK 9.00 2.80 18.00 2.26 423 Single 1.40 II 301 8 3.92 13.96 2.04 OK 8.00 2.32 166 Single 1.40 I 302 8 5.79 13.96 1.38 OK 8.00 2.32 166 Single 1.40 1 303 8 4.25 13.96 1.88 OK 8.00 2.32 166 Single 1.40 1 304 8 2.96 5.96 2.70 OK 8.00 2.26 379 Single 1.40 II 305 8 3.00 5.96 2.67 OK 8.00 2.26 379 Single 1.40 II Spreadsheet Column Definitions & Formulas L = Shear Panel Length H = 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 / Total L Shear Factor = Adjustment For H/L > 2:1 Mo (Overturning Moment) = Wall Shear * Shear Application ht Mr (Resisting Moment) = Dead Load * L * 0.5 * (.6 wind or .9 seismic) Uplift T = (Mo -Mr) / (L - 6 in) /4 -* L \LI- Harper Houf Peterson Righellis Shearwall A naly s is . Based 'on the ASCE 7 :05 fransvere Shearwalls. • ' .. Line Load Controlled By: Seismic Shear H L ' Wall ' FI/L Line Load Line Load Line Load'•' Dead '' V Rho ' %Story •- #•• Panel' Shear Panel M M • Uplift • Panel L: „" gth ",-.. , From 2ndFIr: From3rd'FIr: . From Roof.• 'Load - Stren •, Bays I _ Sides .• Factor Type • • T lft) ft O ht k ' ht k ' ht .• I (klf) : . (plf (pl , • 1 (ft k) (ft k) ' , (k) .'0I) 101. Not Used' . • 102 7 1.75 3.50 4.00 8.00 - 0.11 18.00 0.90 27.00 -1.27 '651 • 846 , 0.10 ' 0.50 Double' ' 0.50 NG 103 ' 7 • 1.75 ' 3.50 4.00 8.00 0.11 . 8.00 , 0.90 8.00 „1.27• . ' 651 • • 846 ' 0.10 0.50 • . Double 0.50 NG r 103a 7 4.00' •4.00 1.75 oh 8.00 0.48 0.00 -0.00 •. - - 120 156 • ' 0.22 1.14 Single 1.00 • .1 r` ' 104 8 • 4.50. 10.50 1.78 oK 8.00 ' 0.13 8.00 0.73 ' 8.00 1.44 219 284 , 0.25- 1.13 Single • .1.00 '11 105 8 - 3.00 10.50 2.67 oK:. 8.00 0.13 8.00 0.73 8.00 1.44 219 284 0.17 0.75 Single 0.75 •.111- 106 8 3.00 10.50 2.67 OK 8.00 0.13 8.00 0.73 8.00 1.44 219 _ 284 0.17' ' 0.75 Single 0.75 III . . 109 8 4.58 17.08 1.75 OK 8.00 0.11 18.00 0.90 27.00 1.27 134 174 0.25 1.15. Single 1.00 I . 110 8. 12.50 ' 17.08 0.64 OK 8.00 0.11 8.00 0.90 8.00 1.27 134 174 NA 3.13 Single 1.00 I - Ill 8 " 4.50 7.25 1.78 OK 8.00 0.13 8.00 0.73 8.00 1.44 316 411 0.25 1.13 Single 1.00 III • ' 112 5 , 1.38 7.25 3.45 OK 8.00 0.13 8.00 0.73 8.00 1.44 ' 316 411 0.08 0.58 ' Double 0.58 VII 113 5' 1.38 7.25 3.45 OK 8.00 _ 0.13 8.00 0.73 8.00 1.44 316 411 .0.08 0.58 Double 0.58 VII 201 '9 •3.92 10.79 2.30 OK 9.00 0.90 I8.00 1.27 . 200 261 0.17 0.87 Single 0.87 II 201a 9 ' 4.17 10.79 2.16 OK - 9.00 0.90 18.00 1.27 • • 200 261 ' 0.18 0.93 Single 0.93 II . " 201b 9 2.71 10.79 3.32 OK - '9.00 0.90 18.00 1.27 ' • • 200 261 0.12 , 0.60 Single . 0.60 Ill - 202A 9 2.96 11.96 3.04 OK 9.00 0.73 18.00 1.44 • 182 236 0.13 0.66 Single 0.66 III 202B 9 ' 3.00 11.96 3.00 OK: , 9.00 -.0.73 18.00 1.44- , • 182 236' ' " 0.13 ' 0.67 Single 0.67 III ' 203 ' •9 •3.00 • 11:96 3.00 OK . a 9.00 ,0.73 18.00 1.44 181 236 " 0.13 . 0.67 ' Single 0.67 • III ' 1 - 204' 9 - '3.00 11.96 3.00 OK - . 9.00" '0.73 18.00 1.44 - , " 181 236 0.13 0.67 - Single 0.67 111 . 301 . 8 .3.92 13.96 2.04 oK - ' 8.00 1.27. - 91 - ''118. ''0.20 0.98 , Single Mal ,1. . .302 8' 1 539' ' 13.96 1.38 oii ' , 8.00 1.27 . ' 91 , 118 ' '.0.29. - :, 1.45 • ' • 1.00 . ,1 303 8 4:25 13.96 1.88 OK 8.00 1.27 91 1.18 • 0.21 1.06 Single ` 1.00 • .1- 304' • 8 ,2.96 5.96' 2.70 . OK' - . _ - . . . 8.00• 1.44 ' -242 ' .315 0.15 0.74 , ,Single • 0.74 '.'III. 305 8 3.00- 5.96 2.67 ' ' OK ' , 8.00 L44 .' , _ 242. 315 0.15 . , 0.75' • Single • '.0.75. Ill l Rho Calculation _ Does the 1 st Floor shearwalls resist "more than 35 °0 of the total transverse base shear? . Yes . Does the 2nd floor shearwalls resist more than 35% of the total transverse base shear? - Yes - • , • S ,R Does the 3rd floor shearwalls resist more than 35% of the total transverse base shear? , Yes • Total 1st Floor Wall Length = taco ' " Total # 1st Floor Bays = . 4 - Are 2 bays minimum present along each wall line? No 1st Floor Rho = u ` Total 2nd Floor Wall Length = 22 Total # 2nd Floor Bays = 5 Are 2 bays minimum present along each wall line? No • • 2nd Floor Rho = 1.3 Total 3rd Floor Wall Length = 19.92 Total # 3rd Floor Bays = 5 V Are 2 bays minimum present along each wall line? No , ti 3rd Floor Rho = is 4 Spreadsheet Column Definitions & Formulas L = She Panel Length H = 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 / Total L ' % Story Strength = L / Total Story L (Required for walls with H/L > 1.0. for use in Rho check) # Bays = 2`L✓H Shear Factor = Adjustment For H/L > 2:1 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) V . Harper Houf Peterson Righellis P #: Shearwall Analysis Based on the ASCE 7 -05 Longitudinal Shearwalls Line Load Controlled By: Wind Shear H L Wall H/L Line Load Line Load Line Load Dead V Panel Shear Panel Mo MR Uplift Panel Lgth. From 2nd Flr. From 3rd FIr. From Roof Load Sides Factor Type T (ft) (ft) (ft) ht k ht k ht k (kit) (plf) (ft -k) (ft-k) (k) 107 8 15.50 15.50 0.52 OK 10.00 1.22 18.00 1.57 27.00 1.14 1.03 254 Single 1.40 1 71.21 123.49 -0.19 108 8 15.50 15.50 0.52 OK 10.00 _ 1.22 18.00 1.57 27.00 1.14 1.03 254 Single 1.40 1 71.21 123.49 -0.19 I 205 9 13.00 13.00 0.69 OK 9.00 1.57 18.00 1.14 0.70 208 Single 1.40 1 34.62 59.15 -0.07 206 9 13.00 13.00 0.69 OK 9.00 1.57 18.00 1.14 0.70 208 Single 1.40 I 34.62 59.15 -0.07 I 306 8 10.00 10.00 0.80 OK 8.00 1.14 0.29 114 Single 1.40 1 9.10 14.40 0.05 307 8 10.00 10.00 0.80 OK 8.00 1.14 0.29 114 Single 1.40 1 9.10 14.40 0.05 Spreadsheet Column Definitions & Formulas L = Shear Panel Length H = 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 / Total L Shear Factor = Adjustment For H/L > 2:1 Mo (Overturning Moment) = Wall Shear * Shear Application ht Mr (Resisting Moment) = Dead Load' L * 0.5 * (.6 wind or .9 seismic) Uplift T = (Mo -Mr) / (L - 6 in) /9 --- \......16 Harper Houf Peterson Righellis r Shearwall: Analysis . B ased on the ASCE 7 -05 Longitudinal Shearwalls Line Load Controlled By: Seismic Shear H L Wall H/L Line Load Line Load Line Load Dead V Rho•V % Story # -• Panel = Shear Panel Mo Ma - Uplift Panel Lgth. From 2nd Flr. From 3rd Flr. From Roof Load Strength, Bays, Sides Factor Type, . (ft) (ft) ( ft ) ht k . ht ` k ' ht k' (kit) (plt) ' (Plt) (ft -k) (ft - k) - (k) 107 8 ' 15.50 15.50 0.52 OK 10.00 0.32 18.00 0:73 27.00 1.33 1.09 153 153._ NA 3.88 Single ' 1.00 I 52.25 130.70 . -1.74 108 - 8 15.50 15.50 0.52 on 10.00 0.40 18.00 0.90 27.00 - 1.38 1.09 173 173 - NA ' 3.88 . Single - 1.00 1' 57.35 130.70 „ -1.40 I 205 9 13.00 13.00 0.69 OK 9.00 0.73 18.00 1.33 0.76 158 158 NA 2.89 Single . 1.00 1 30.54 64.22 -0.64 206 9 13.00 13.00 0.69 OK 9.00 0.90 18.00 1.38 0:76 175 175 • NA 2.89 ' Single 1:00 1 32.85 64.22 , -0.45 I 306 8 10.00 10.00 0.80 or: 8.00 1.33 0.35 133 133 NA 2.50 Single I.00 1 10.67 17.40. 0.02 307 8 10.00 10.00 0.80 OK 8.00 1.38 0.35 138 138' NA 2.50 . Single 1.00 . .1 11.00 17.40 _ 0.06 Rho Calculation ' ' Does the 1st floor shearwalls resist more than 35% of the tota l ongitudinal base shear? ' Yes • Does the 2nd floor shearwalls resist more than 35% of the total longitudinal base shear? 'Yes ' .. Does the 3rd floor shearwalls resist more than 35% of the total longitudinal base shear? Yes . . • Total 1st Floor Wall Length = 31.00 • Total # 1st Floor Bays = 7.75 Are 2 bays minimum present along each wall line? Yes 1st Floor Rho = 1 . 6 . Total 2nd Floor Wall Length = 260 Total # 2nd Floor Bays = 6 Are 2 bays minimum present along each wall line? Yes 2nd Floor Rho = t_ Total 3rd Floor Wall Length = =66 Total # 3rd Floor Bays 5 Are 2 bays minimum present along each wall line? Yes • 3rd Floor Rho = 1.0 Spreadsheet Column Definitions & Formulas L = Shear Panel Length H = 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 L (Required for walls with I > 1.0, for use in Rho check) # Bays = 2•L/H Shear Factor = Adjustment For H/L > 2:1 Mo (Overturning Moment) = Wall Shear • Shear Application ht Mr (Resisting Moment) = Dead Load • L • 0.5 • (.6 wind or .9 seismic) Uplift T = (Mo -Mr) / (L - 6 in) • -�T Harper Houf Peterson Righellis Pg #: SHEAR WALL SUMMARY' Transvere Shearwalls Panel Wall Shear Wall Type Good For Uplift Simpson Holdown Good For V (plf) (p (Ib) (lb) 101 Not Used 102 Simpson Strongwall 103 Simpson Strongwall 103a 814 1/2" APA Rated Plyw'd w/ 8d Nails @ 2/12 833 104 626 1/2" APA Rated Plyw'd w/ 8d Nails @ 3/12 638 105 626 1/2" APA Rated Plyw'd w/ 8d Nails @ 3/12 638 106 626 1/2" APA Rated Plyw'd w/ 8d Nails @ 3/12 638 109 401 1/2" APA Rated Plyw'd w/ 8d Nails @ 4/12 495 110 401 1/2" APA Rated Plyw'd w/ 8d Nails @ 4/12 495 111 907 2 Layers 1/2" APA Rated Plyw'd w/ 8d Nails @ 4/12 990 112 907 2 Layers 1/2" APA Rated Plyw'd w/ 8d Nails @ 3/12 990 113 907 2 Layers 1/2" APA Rated Plyw'd w/ 8d Nails @ 3/12 990 201 474 1/2" APA Rated Plyw'd w/ 8d Nails @ 4/12 495 201a 474 1/2" APA Rated Plyw'd w/ 8d Nails @ 4/12 495 201b 474 1/2" APA Rated Plyw'd w/ 8d Nails @ 3/12 495 202A 423 1/2" APA Rated PI w'd w/ 8d Nails , 3/12 495 202B 423 Rated f 8d Nails 3/12 495 203 423 1/2" APA Rated Plyw'd w/ 8d Nails @ 3/12 495 204 423 1/2" APA Rated Plyw'd w/ 8d Nails @ 3/12 495 301 166 1/2" APA Rated Plyw'd w/ 8d Nails @ 6/12 339 302 166 1/2" APA Rated Plyw'd w/ 8d Nails @ 6/12 339 303 166 1/2" APA Rated Plyw'd w/ 8d Nails @ 6/12 339 304 379 1/2" APA Rated Plyw'd w/ 8d Nails @ 3/12 495 305 379 1/2" APA Rated Plyw'd w/ 8d Nails @ 3/12 495 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 SUMMARY' Longitudinal Shearviwalls Panel Wall Shear Wall Type Good For Uplift Simpson Holdown Good For V(plt) (pU) (lb) . (lb) 107 _254 _ 1/2" APA RatedPlyw'd w/ 8d Nails @ 6/12 ' 339 -192 , Simpson None - : 0 . 1'08 254. 1/2" APA Rated Plyw'd w/ 8d Nails,@ 6/12 . , - _ _ 7 192' ' Simpson None . __ (3; 205 ' 208 1/2" APA Rated Plyw'd w/ 8d Nails @ 6/12' ' - 339 , -69 Simpson: None • ' 0 206 ' 208 1/2" APA Rated Plyw'd w/ ad Nails ,@ 6/12 ' 339, -69 • 'Simpson • .None 0' ,306. 133 1/2" APA Rated_Plyw'd w/ 8d Nails @ 6/12 , 242 ` 48 Simpson 'None , 0 • 307 138 1/2" APA Rated Plyw'd'w /.8d Nails @ 6/12 • c• 242 59 • Simpson None ° 0 NOTE: 1) This table is a comparative summary between the wind,and seismic loading. The values above are the minimum E = • requirement to satisfy both wind and seismic design loads. . •, • • , 1 • ' I Transverse Wind Uplift Design . Unit A 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 ping Moment Moment Floor Shear @ Floor Shear @ Stacking @ Stacking From From Uplift Uplift_ ., Flr. Flr. Roof Shear including Load Load Momen @ Left @ Right Left Right Left Side of @ Right Wall Wall @ Left @,--, floors @ Left u t House Side of Above Above Right' above if Right 1-louse rr Left @ walls Right stack) • (ft) (ft) (ft) (ft) k k k k plf klf k k kft kft kft k k k k k k 102 8 1.1667 1.75 3 50 1.737 2.8 2.32 6.857 1959 0.152 0.192 0.832 27.43 0.57 1.69 21.31 20.79 21.31 20.79 103 8 1 1667 1.75 3.50 1.737 2.8 2.32 6.857 1959 0.152 0.832 0.192 27.43 1.69 0.57 20.79 . . 21.31 - .. •- • - , _ - . 20.79 21731 103A 8 1.1667 4.00 4.00 3.254 3.254 814 0.04 2.016 1.664 26.03 . 8.38 6.98 6.00 . _ 6.24 . , - • _6.00 6.24 104 8 1.1667 4.50 10.50 1.516 2.8 2.26 6.576 626 0.1 0.8 0.078 25.08 4.61 1.36 5.58 6.06 . - - 5.58 6.06 105 -8 1.1667 3.00 10.50 1.516 2.8 2.26 6.576 .626 0.048 0.252 0.156 16.72 0.97 0.68 6.45 6.52 .. -6.45 - 6:52 I 06 8 1.1667 3.00 10.50 1.516 2.8 2.26 6.576 626 • 0.048 0.156 0.252 16.72 0.68 0.97 6.52 6.45 - . 6.52 '6.45 . 109 8 1.1667 4.58 17.08 1.737 2.8 2.32 6.857 401 0.152 0.192 0.156 16.31 2.47 2.31 3.63 3.66 201L . 201 R 4.82 5.09 8.45 - .- 8.75 1 10 8 1.1667 12.50 17.08 1 737 2.8 2.32 6.857 401 0.096 0.136 0.192 44.52 9.45 9.90 3.24 3.21 201 aL ' 201 bR 4.95 4.88 8718 8.09 11.1 8 1.1667 '4.50 7.50 1.516 2.8 2.26 6.576 877 0.144 0.8 0.078 35.11 5.06 1.81 8.02 8.51 8.02 8.51 112 8 1.,1667 1.50 7.50 1.516 2.8 2.26 6.576 877 0.048 0.252 0.234 11.70 .0.43 0.41 11.44 11.46 . . 11.44 11.46 : 113 8 ,1.1667 1.50 7.50 1.516 2.8 2.26 6.576 877 0.048 0.234 0.252 11.70 0.41 0.43 11.46 '11:44 ' , 11.46 11.44 201 9 1.1667 3.92 10.8 2.8 2.32 5.12 474 0.225 0.432 0.156 17.71 3.42 2.34 3.99 4.16. 301L . 301R . _ . 0.83 - 0.93 . 4.82 5.09 201a 9 1.1667 4.17 10.8 2.8 2.32 5.12 474 0.225 0.156 0.156 18.84 2.61 2.61 4.14 4.14 302L. ..302R . 0.80 '0 :80.. 4 :95 • 4 :95 201b 9 1.1667 2.71 . 10.8 2.8 2.32 5.12 474 •0.225 0.156 0.432 12.24 1.25 2.00 4.24 • 4.08 , 303L 303R .0.91 -0.80 5.15 -. 4.88 202A 9 1.1667 2.96 11.958333 2.8 2 26 5.06 423 0.173 0.432 0.052 11.92 2.04 0.91 3.62 3.84 304L' - 304R' ' ' 2'.60 2 :75 ' 6 :21 " 6 :59 202B 9 1.1667 3 11.958333 2.8 2.26 5.06 423 0.173 0.052 0.216 12.09 0.93 1.43 3.84 . 3.74 305L -' 305R• ' 2.74 ' 2 :16 - 6.58 ` 5 - .91 203 9 1.1667 3 1'1.958333 2.8 2.26 5.06 , 423 0.309 0.216 0:312 12.09 2:04 ' 2.33 3.62 3:56 - • ' 3 :62 1.56 ' 204 9 1.1667 3 11.958333 ' 2.8 '2.26 5.06 423 0.225 0.312 0.432 12.09 1.95 2:31 3.64 3.57 .. • 3:64 3.57 301 8 3.92 13196 2.32 2.32 166 0.232 0.384 0.204 5.21 3.29 2.58 0.83 . 0.93 . . ' .0.83 .0.93 302 8 5.79 13.96 2.32 2.32 166 0.232 0.204 0.204 7.70 5.07 5.07 0.80 0.80 . • . 0.80 .' 0.80 303 8 . 4.25 13.96 2.32 2.32 166 0.232 0.204 0.384 5.65 2.96 3.73 0.91 0.80 0.91. 0.80 304 - .8 . 2.96 5.96 2.26 2.26 379 0.232 0.384 0.136 8.98 2.15 1.42 2.60 2.75 - - . • -2.60 . 2:75 305 8 1 5.96 2.26 2.26 379 0.232 . 0.136 1.104 9.10 1.45 4.36 2.74 2.16 . . . 2:74 2.16 ' Spreadsheet Column Definitions & Formulas . L = Shear Panel Length • I-1= 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 * L * 0.5 * (.6 wind or .9 seismic) Uplift T = (Mo -Mr) / (L - 6 in) . • Transverse Seismic Uplift Design Unit A 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 ning Moment Moment Floor Shear @ Floor Shear @ Stacking @ Stacking From From Uplift Uplift Fir. Flr. Roof Shear including Load Load Momen n Left @ Right Left Right Left Side of @ Right Wall Wall @ Left @ floors @ Lett @ t House Side of Above Above Right above if Right 1-louse @ Left @ walls Right stack) (ft) (ft) (ft) (ft) k k k k plf klf k k kft kft kft k k k k k k 102 8 1.1667 1.75 3.50 0.114 0.9 1.27 2.284 653 0.152 0.192 0.832 10.40 0.57 1.69 7.91 7.11 0 0 7.91: 7.11 103 8 1.1667 1.75 . 3.50 0.114 0.9 1.27 2.284 653 0.152 0.832 0.192 10:40 1.69 0.57 7.11 7.91 0 0 _ 7.11 . .7.91 103A 8 1.1667 4.00 4.00 0.481 0.481 120 0.04 2.016 1.664 3.85 8.38 - 6.98 -1.06 -0.69 0 . 0 . . -1.06 -0.69 104 8 1.1667 4.50 . 10.50 0.126 0.73 1.44 - 2.296 219 0.1 0.8 0.078 8.96 4,61 • 1.36 1.20 . 1.93 0. , 0 . . ,_ _ 1.20 1:93 .105 8 1.1667 3.00 10.50 0.126 0.73 1.44 2.296 219 0.048 0.252 0.156 5.97 0.97 0.68 2.04 2.14 . . 0 . 0 . _ .. _ . .2.04 2.14 106 8 I.1667 3.00 , 10.50 0.126 0.73 1.44 2.296 219 0.048 0.156 0.252 5.97 0.68 0.97 2.14 2.04 - 0 0 . . 2.14 . 2.04 109 8 1.1667 4.58 • 17.08 - 0.114 0.9 1.27 2.284 134 0.152 0.192 0.156 .5.58 2.47 2:31 0.82 0.86 201L - 201 R , 1.13 . ' .1.54 1.95 2:40 110 _ 8 1.1667 12.50 17.08 _ 0.114 0.9 1.27 2.284 134 0.096 0.156 0.192 15.23 9.45 9.90 0.56 0.53 - 20I aL 20 l bR 1.32 1.32 1.88 - 1.85 ' 111 8 1.1667 4.50 7.50 0.126 0.73 1.44 2.296 306 0.144 0.8 0.078 12.54 5.06 1.81 2.00 2.73 :0 '0 - - -- 2.00 2.73 112 8 1.1667 1.50 7.50 0.126 0.73 1.44 2.296 306 0.048 0.252 0.234 4.18 0.43 0.41 3.79 3.82 0 0' - . 3.79 • '3.82 r 113 8 1.1667 1.50 - 7.50 0.126 0.73 1.44 2.296 306 0.048 0.234 0.252 4.18 - 0.41 . 0.43 3.82 3.79 - -_ 0 0 - -" 3.82 7 3 :79 201 9 1.1667 ' 3.92 10.80 0.9 1.27 2.17 201 0.225 0.432 0.156 7.63 3.42 2.34 1.16 1.41 301L 30I R . - -0.03 - 0.13 • . 1..13 - -1' -54 201a 9 1.1667 4.17 10.80 0.9 1.27 2.17 201 0.225 0.156 0.156 8.11 2.61 2 1.38 1.38 302E .302R -0.06 -0.06 1.32 1.32 201b 9 :1.1667 " 2.71 10.80 . 0.9 1.27 2.17 201 0.225 0.156 0.432 5.27 • 1.25 • 2.00 1:53 1.28 303L . .303R-_ . 0.10 -0.06 . 1.63 1.22 202A 9 1.1667 2.96 11.96 0.73 1.44 2.17 181 0.173 0.432 0.052 7 5.25 2.04 0.9i 1.15 1.50 " 304L ' 304R . 1.28 ' 1.50 "2.43: 3.00 . 202B 9 1.1667 3.00 11.96 0.73 1.44 2.17 181 0.173 0.052 ' 0.216 - 5.32 0.93 - 1.43 1,49 ' 1.35 ' 305L 305R 1.50 0.63 r - "2.99 ' • 1.97 • 203 9 1.1667 3.00 11.96 0.73 1.44 2.17 " 181 0.309 0.216 0.312 5.32 2.04 2.33 1.16 1.08 0 0 ' - - - 1.16 '1:08 ' 204 9 • 1.1667 ' 3.00 11.96 0.73 1.44 2.17 181 0.225 0.312 0.432 5.32 ' 1.95 . 2.31 ' 1 :19 1.08 0 0 - - - 1.19 1.08 . 301 ' 8 0 3.92 13.96 1.27 _ 1.27 91 0.232 0.384 0.204 2.85 3.29 2.58 -0.03 0.13 - . 0 0 . . -0.03 • 0.13 302 8 0 5.79 13.96 1.27 1.27 91 0.232 0.204 0.204 4.21 5.07 . 5.07 -0.06 -0.06 . 0 . 0 _ - _ .._ .. . -0.06 , -0.06 303 8 0 4.25 13.96 1.27 1.27 91 0.232 0.204 .0.384 3.09 2.96 3.73 0.10 -0.06 0 0 _. .0.10 -0.06 " 304 8 0 2.96 5.96 - 1.44 1.44 242 0.232 0.384 0.136 5.72 . 2.15 1.42 1.28 1.50 . 0 0 _. - . - 1.28 - [50 305 8 0 3.00 5.96 - 1.44 1.44 242 0.232 0.136 1.104 5.80 . 1.45 4.36 1.50 0.63 0 -_ 0 _ . .. - '1.50 . 0.63 - Spreadsheet Column Definitions & Formulas - . L = Shear Panel Length - " .H = Shear Panel Height -.:� Wall Length = Sum of Shear Panels Lengths in Shear Line 1 V (Panel Shear) = Sum of Line Load / Total L ` Mo (Overturning Moment) = Wall Shear * Shear Application ht Mr (Resisting Moment) = Dead Load * L * 0.5 * (.6 wind or .9 seismic) ' Uplift T = (Mo-Mr) / (L -6 in) TRANSVERSE UPLIFT CALCULATIONS - SUMMARY UNIT A Shear Controlling Total Holdown Holdown Good Control Total Holdown Good For Panel Case Uplift @ or Strap Type@ Left For ling Uplift Type@ Left Left Case @ Right k Simpson k k Simpson k 102 Wind - 21.31 Holdown one 0.00 Wind 20.79 None 0.00 103 Wind 20.79 Holdown None 0.00 Wind 21.31 None 0.00 • 103A Wind 6.00 Holdown HDQ8 w 3HF 6.65 Wind 6.24 HDQ8 w 3HF 6.65 104 Wind 5.58 Holdown HDQ8 w 3HF 6.65 Wind 6.06 HDQ8 w 3HF 6.65 105 Wind 6.45 Holdown HDQ8 w 3HF 6.65 Wind 6.52 HDQ8 w 3HF 6.65 I 106 Wind 6.52 Holdown HDQ8 w 3HF 6.65 Wind 6.45 I -IDQ8 w 3HF 6.65 109 Wind 8.45 Holdown HDQ8 w DF 9.23 Wind 8.75 l-IDQ8 w DF 9.23 110 Wind 8.18 Holdown HDQ8 w DF 9.23 Wind 8.09 HDQ8 w DF 9.23 1 1 1 Wind 8.02 Holdown HDQ8 w DF 9.23 Wind 8.51 HDQ8 w DF 9.23 • 112 Wind 11.44 Holdown FIDU14 14.93 Wind 11.46 HDUI4 14.93 - 113 Wind 11.46 Holdown HDUI4 14.93 Wind 11.44 HDUI4 14.93 201 Wind 4.82 Strap MST48x2 '5.75 Wind 5.09 MST48x2 5.75 201a Wind 4.95 Strap MST48x2 5.75 Wind 4.95 MST48x2 5.75 201b Wind 5.15 Strap MST48x2 5.75 Wind 4.88 MST48x2 5.75 202A Wind 6.21 Strap MST60x2 8.11 Wind 6.59 MST60x2 8.11 202B Wind 6.58 Strap MST60x2 8.11 Wind 5.91 MST60x2 8.11 _� 203 Wind 3.62 Strap •MST60 4.06 Wind - - 3.56 MST60 4.06 204 Wind 3.64 Strap MST60 4.06 Wind 3.57 MST60 4.06 1 301 Wind 0.83 Strap , MST37 1.79 Wind 0.93 MST37 1.79 302 Wind 0.80 Strap MST37 1.79 Wind 0.80 MST37 1.79 303 Wind 0.91 Strap MST37 1.79 Wind 0.80 MST37 1.79 304 Wind 2.60, Strap MST48 2.88 Wind 2.75 MST48 2.88 305 Wind 2.74 Strap MST48 2.88 Wind 2.16 MST48 2.88 BY: A „,.,f\c..._ OAT ok-'0■0 JOB No c e......„ t\.) -- 0 , -- . , . . . . . . 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(--:: - • .- . .. . ...? r .. 6 ' ('' 1 . 1 . • . i - - . . . : . .. _ . , r- . • .! . - - _ p ..- ... • !...„_...„_--....a.ma,..,.......-__:,-,-,.....A.4.-,........:_.............. , - a o (:, . . . • miem........',;.v. - : : . . , 5 - j\i - N \ 4 0 1, e:-1 A, LON.) &I THIS 4 2. 1...1. N , , • ��11 S 1 N 1 ' .+41 u)rd 7 S\ -U,, M S • e 10--- . I-. - M c ; �. ti r: a -- F : -1 .9 ' sx- it! �T i l �. J ,Nil St.HI. ►.-) r•f M ti •1- \ -t -ti-) 'I l v R.I. MS CcJ). b , • BY: ANNL, DATE: 0 ' ?O1 O JOB NO,: Ce A ' _Q GI 0 OF • PROJECT: RE: T; qp\nfcgym ` To. M r (AV . -Fcan;-- oP 1\ov Sc_ • ❑ ❑ \,J w - V Lvne_8 = 005'3'4 Wind (tcrAfro 6.s + O ❑ co = 3aa1 pl.g- 1 . Li C tRLac.1f_ti or u C icl phYc -eril w = Ctbo I 1.4) =as a p`F • Z 0 I. Ot . 01 i cTiA ra.cj `1 U Z G /12_ No` i in Oa, pG!d = (R55 -F)( I,4 - 351 -. o►.... f 2 0 U Ei F • tt O LL Z w ❑ Z . O O = F a- • C O U o L I� :I : ! 1 - •' s o on, 12-g - , • . 4- Le:act) . - •- . , . • , . . __ ... _... . .. DATE. i 1 i —\ 0 Joe NO ( E �, Oct ' V BY ; �} l l� 1` . PROJECT: a 8 } ls ° RE: Des to 4 r rn 1 b106..dn @ Stoll S • OPTION 1- J Z O w I •t4 W T a.t z WiDm oisJ F. \a'- �'IQ` 2 18 - 5 I " U..1 — So l f-1 T — 9 9 / z / TOP - PLATE. o . a WAX St'fI�LOv1isAJ� o W 13,-3'' IP U Z O a L 51 C U 1\ ) '. WO PCeSS.Jce ps F r ._rt (". ' tc= !--t _ Tpp 91 -A 5 118 z U '-Y t IJU•:' 1 , c'l '`. ;(.: 1 'DLL o U o • o LL z W MA rc z $ Z _ 1 q 1(\5.35 _ 5121 $r Ct — z 5 • a r (3.5k5.25) L S'(.:-. V _ V-1. _ V2,f L z F)) t `2 , -- (3JOps )b. (,)(1 s )(1.,1 - >>= a3 '.- ±;gyp_. <. � (-! 12 ; -) -, a a U _ rr i N/ r - t" — ISO ?Si. . 1, 1 .,(a — aL{O Fs t_ "> cbZ f] '_ = 0 t' N c-, 1(j • o c- )U0-- Z . /`)-- L 29 glop -1-1 C ( ° �' } )(.. ?5 � e. 'e)- ,c . r s.-,... \ ° h k„. S 0 4 Q! r . ' 3 " ) - 9 _ S -4 0 4- ` l 4 0 a� Cs I t •� ~. E i„ i ,,!:.• Ci 11+ Y , 1 4 L a 4 g C' te S' i1 C. �p 4 •/ v 1 X _ _ C , .`—'iT PIIMR111- EN-7" \ . \ / \ " ..... '.. - -.."-''''' `-..--""-.--- .... ,... ' .. ; I 1 `' _ 7.1 I h1'� Q i ®;'J! S.e 1 e St.�I 1 ) j 't 2 O e I , t V\ O Z m h j\ - 7'-' v.1.5 6 1 — . O it S 1 , ' T • ' (2.11:31-) �.. - - ; : s e . ' " \ t ' 0 3 W Z t, ,�) 4 1 '1 H o rr �tpp _,.`ts c 'C.G = .) C7 \ dc, \ \C\O\ U_i -p 000 z 3 Id a z n rn in p ;,0- .\-n 1 kb_-ic\ _ .LNNLC;I ;Jo ' r1 Cal R 3 O PI H 6aCr1± C7-3s -3 \L l'O_) 4 U°° \ \ °C\ o z _ I • z (101 1-d0 3a :1o3road N 0 b 0 - 1 , , J -ON eor 1 -7._ ` -c, 31v4 / l VV F �1 .A9 • l! �- WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Unit A - Front Load WoodWorked> Sizer 7.1 June 24. 2010 12:49:04 COMPANY 1 PROJECT RESULTS by GROUP - NDS 2005 SUGGESTED SECTIONS by GROUP for LEVEL 4 - ROOF Mnf Trusses Not designed by request (2) 2xB Lumber n -ply D.Fir-L No.2 1- 208 By Others Not designed by request (2) 206 Lumber n -ply Hem -Fir No.2 2- 2x6 (3) 2x6 Lumber n -ply Hem -Fir No.2 3- 2x6 Typ Wall Lumber Stud Hem -Fir Stud 2x6 816.0 SUGGESTED SECTIONS by GROUP for LEVEL 3 - FLOOR Y Mnf Jst Not designed by request Sloped Joist Lumber -soft D.Fir -L No.2 2x6 816.0 (2) 208 (1) Lumber n -ply D.Fir -L No.2 1- 2x8 (2) 208 Lumber n -ply D.Fir-L No.2 2- 208 By Others Not designed by request By Others 2 Not designed by request (2) 2x12 Lumber n -ply D.Fir -L No.2 2- 2x12 5.125x10.5 Glulam - Unbalan. West Species 24F -V4 DF 5.125x10.5 4X6 Lumber -soft D.Fir -L No.2 4x6 (2) 2x6 Lumber n -ply Hem -Fir No.2 2- 2x6 406 Lumber Post Hem -Fir No.2 406 (3) 2x6 Lumber n -ply Hem -Fir No.2 3- 2x6 (2) 204 Lumber n -ply Hem -Fir No.2 2- 2x4 Typ Wall Lumber Stud Hem -Fir Stud 2x6 016.0 SUGGESTED SECTIONS by GROUP for LEVEL 2 - FLOOR = = =- Mn! Trues � . n .. a� = = . Not designed by request .. ..... ....... - Mnf Jot Not designed by request Deck Jst Lumber -soft D.Fir-L No.2 2x8 @16.0 (2) 208 Lumber n -ply D.Fir -L No.2 2- 208 3.125x9 Glulam- Unbalan. West Species 24F -V4 DF 3.125x9 4x8 Lumber -soft D.Fir -L No.2 408 By Others Not designed by request By Others 2 Not designed by request (2) 2x10 Lumber n -ply D.Fir -L No.2 1- 2x10 5.125X12 GL Glulam- Unbalan. West Species 24F -V4 DF 5.125x12 By Others 3 Not designed by request 3.125014 LSL LSL 1.55E 2325Fb 3.5x14 (2) 206 Lumber n -ply Hem -Fir No.2 2- 2x6 4x4 Lumber Post Hem -Fir No.2 4x4 4x6 Lumber Post Hem-Fir No.2 4x6 (3) 2x6 Lumber n -ply Hem -Fir No.2 3- 2x6 6x6 Timber -soft Hem -Fir No.2 6x6 (2) 2x4 Lumber n -ply Hem -Fir No.2 2- 2x4 6x6 nol Timber -soft D.Fir -L No.1 6x6 (3) 2x4 Lumber n -ply Hem -Fir No.2 3- 204 Typ Wall Lumber Stud Hem -Fir Stud 2x6 816.0 SUGGESTED SECTIONS by GROUP for LEVEL 1 - FLOOR Fnd Not designed by request� CRITICAL MEMBERS and DESIGN CRITERIA Group Member Criterion Analysis /Design Values Mnf Jst Nut .1st Not designed by request Deck Jst j65 Bending 0.41 Sloped Joist j30 Bending 0.10 Floor Jst4 unknown Unknown 0.00 (2) 208 (1) b35 Bending 0.47 (2) 208 bB Bending 0.89 3.125x9 b3 Bending 0.06 408 630 Bending 0.12 By Others By Others Not designed by request By Others 2 By Others Not designed by request (2) 2x12 b6 Bending 0.93 (2) 2x10 51 Shear 0.78 5.125X12 GL b10 Bending 0.76 By Others 3 By Others Not designed by request 5.125x10.5 b9 Deflection 0.95 4X6 620 Bending 0.08 3.125x14 LSL b14 Deflection 0.73 (2) 2x6 e2 Axial 0.91 4x4 c55 Axial 0.07 406 c23 Axial 0.80 (3) 2x6 c29 Axial 0.75 6x6 c26 Axial 0.70 (2) 2x4 c39 Axial 0.62 6x6 nol c12 Axial 0.86 (3) 2x4 c31 Axial 0.89 Typ Wall w14 Axial 0.48 Fnd End Not designed by request DESIGN NOTES: 1. Please se verify that the default deflection limits are appropriate for your application. 2. DESIGN GROUP OCCURS ON MULTIPLE LEVELS: the lower level result is considered the final design and appears in the Materials List. 3. ROOF LIVE LOAD: treated as w load with corresponding duration factor. Add an empty roof level to bypass this interpretation. 4. BEARING: the designer is responsible for ensuring that adequate bearing is provided. 5. GLULAM: bxd u actual breadth x actual depth. 6. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 7. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 8. 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. 9. SCL -BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 10. BUILT -UP COLUMNS: nailed or bolted built -up columns shall conform to the provisions of NDS Clause 15.3. / 4: 9 -...-- C \ WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Unit A - Front Load WoodWorkse Sizer 7.1 June 24, 2010 12:41:17 Concept Mode: Beam Vie Floor 2: 8 ' tO ' U 1 � b31 M 105 � �� 4 i.= ;J.i .. .. .... .. .. . -_ __ _ .. .. _ - ._ - .. . -_ .. _. _ ._ - ._ _ .- __ 4/ -O WC Lan - b1 - - - - , _. - - -_ _' -- - - ,...z..--:>. ;J4 - - .r, - V b2 _;.;. fUi b10 • b33 _{ • !. .. ; t - ' I ; ' . b32 -.._ I _. 666. - c a� s A 3, i • ' r b14 lv' b30' -"'`'. @ • 3C ( 0 DD � i C D� i EE E E :EE EE . EEC-7 ED1.��E L,', CCCC':' If. CCC: t ^ ,ivii't�CC•C.C�..CCCJDOC�iuC, U;.; 'D _DD D DD EE_'rEr tcEEi_tE "r.+�_ i_._ 0' 2 4` S 10 '1 14 6' l 8' 23 24' L6' 28. 30' S_ ' 3.8' 40' 42' G:1' 4E' 55T 57 54' 56' 58' C3' 62' 64 CC 6:3' -., 72 74' 73 ' C! i 2 .,`4'5'3 7 8 5 1 . , . /1''' M 22: E2 "22 ? � _, � .a3.3 _3 352:4' 4:4:4 54' Y..:;5 F.S.: 55,.5555';Jt .;. / (? - :77 r' 1 CITDN' WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Unit A - Front Load WoodWorks® Sizer 7.1 June 24, 2010 12:41:19 Concept Mode: Column View Floor 2: 8' 'FUN r LOND c58 c14 49. 6.. ❑ ... _ 4r b 1 UL` _. _ - _ -- - 4b -b / --- - -- - - - . - 44 ._ b ;VU - - - - - 43-b au c69 c2 c70 c71 41 -b 4U - 3 h5_ _ Jb b L c3 .s^ -o ?U 35 -b • t5`1 JL - on - 31 -b Of - - .:. .. _ _ .. .._ -- ... - - - " -- -- LU -O rib . -. .. _. -- - - _ L7 . - ❑ , . - -. -- • ---- - tl J . .. �. .- ., b_0 L 6u c25 c12 - - - c26 L b r to - 1 1 1 E l CI- - - - - - - - - - -- ... ._ _ .- L I b c2 ❑ c 73 L_n 1.7, - - - - It5-b _ - -. .. _ .. _ - . _- . - . 11 O f.i - - . -.._ .�b- tp ;L C3 _ 17-0 f 1 c78 - 14 -b by - - cb c77 .. - - -- - 11 b eJ u " b - ro ' 04) c31 ... c - c79 - - - - —• /. -b. 02, LI_ - c30 I _I c32 o �' • 1e1 _ E c55 • ■, I - b - u o BB \BB BC CC C C CC CICCC CC CC CC C C CC CC\CC CD DD D D DD DODD CD DD'DD D D DD CD'DC DE.E EE EEE EFEEEEE:E=EE'EEEEEREEEEZ 0 2' 4' 6' 8' 10' 12' 14' 16' 18' 20' 22' 24' 26 28' 30' 32' 34' 36' 38' 40' 42' 44' 46 :7,0' 52' 54' 56' 52' 60' 62' 64' 66' 68' 70' 72' 74' 76' 0'i 2'3'4'5'6'7'8'91(1 '1 :1:1 1i1 2 :2 :2Q:2 x'2:2,333 3:3;°, 3,Sf4(4 4,z :4 4;4'5'5 5 :5 :5 6,66 7C 7 77 4- Ce-- WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Unit A - Rear Load Wood Works® Sizer 7.1 June 24, 2010 13:14:33 Concept Mode: Beam View Floor 2: 8' g• N LO Pr b31 101Th 0 ...q.„, , . a: -0 1...4 I b34 : . tv, . ,=:; -■„: . _ . - . _ . • 1 .'75z 1 • D'. .......■ .... .T.-., b2 C, i Z.:.■ -,.:. b10 , b33I - . . .,..' ■ ---.: z ...:. ..., b32 I:D-0 ._ • L . .... b14 cu: b30 b29 E5\13 BC COC,CCC.0 I-CCC CC.. CC CC CC CC CCI CCODDDODDDIDDD ED DD DCDD DDCDT_ID DEEEE E EE EKEEEEE EE EEEEEEIREE2'. 4 5 ICY I 2 I 4' 1i3' 1 8 2C 22' 24 26' 23' 30' 32' 54 36 33' 40 42' 4. 46' 48' 50' .12 54' 56 58' 60' , .'32' 64' 68` 2 .'76 C 1 2 '..'34 5(.37".:....'2' 1 .11 2:2:2 2.2 3:2:3.3:::3 2r24 4:4.. 4=1,.515 5:5".5,5S5 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Unit A - Rear Load WoodWorks® Sizer 7.1 June 24, 2010 13:14:35 Concept Mode: Column View Floor 2: 8 ' tePrR.. W c c14 + 49 -6 1050 ._.. 4 • 11.1L - , , 40 4b IVU 4 4i-b • .. :3 / c82 4L -b • c81 � _ 4 -n _ ._ .. ... -._: ._- ._ -_ - -• _ .__.. __ __ . 4U -n tI4 36 -0 - - ---- -- - -- - _ - -. _ - - - - 3b-13 yL - - - r C3 - - - -- --- - - 30 -0 V 63 -b , 11 __ - -. _. .. 32 -b br CA ; • Ly-0 Lb V • 63 .. • - - _ ._ _..__ ._ - - -' -.. - __.. .._.. L. b -b CU • c25 c12 . c26- r 6 0 ❑ C72 - - z -b /0 c 2 c73 1:1 -0 /O El IU -b /G . C3 _ _ - - -- - - _ -- • - - - - - .. • - .. . .. - 1b 0 b I c78 :4 -b • by - - - - - -- I bn c77 .. ' - - • • - - • I I -b br Iu b o 4) . c31 c71 bL? D w ; 1� c30 I: c32 " b - - • r -0 - -. -. ... - - -- _ - 4 - r • G - b c55 c56 ... '-•- -. b u -b BB\BB BCCCCCCCCICCC CC CCCCCCCC CC \CCCDCDCDCDDIEDD CD DD DDD DDDEDlDDDEEEE E.EE° EIEEEEE:EE'EEEEE4EEEEZ 0' 2' 4' 6' 8' 1 0 12' 14' 1 18' 20' 22' 24' 26' 28' 30' 32' 34' 36' 38' 40' 42' 44' 48' 50' 52' 54' So 58' 60' 62' e4' 6b 68' 70' 72'74' 70 :4 4 :5 (5, , 616 6:6 :6 7:7;7 i77' -5" 0 1 2'3'4'5'6'T8'91 c 1.1:1.1:1(1' . <<22:2:22 2E2'22f313 �:3 :3 3'33'3i° (4 •4; :4 4, 14' E4 5i5 5;3. x`5 5 5 4 ....._ (....i.s. WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Unit A - Front Load WoodWorks® Sizer 7.1 June 24, 2010 12:58:44 Concept Mode: Beam View Floor 3: 17' 1050 - - - 49' -3 1 ' U ` . 4L' I UL' 0 tU 44 _t3 u9 . . 4..5-0.. its b35 - b6 --' - • .. - • _. .. 4L -0 `,f! t 41._0 V5 _ ... -- - - - - - - - — - -- .. - -- - -- .._ . - - y^ _ - ..__.. -_- __ _.. 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S -J L' -v3 EB1B.B BC CC C C CC C 1CCC CC CCCC C C CC CC1CC CD DD D D DC DFCDD CD DD+DD D D DD CDtDD DE.E E E E.E EE}EEE EEIE EEEEEEE[EEEEZ 0' 2' 4' 6' 8' 10' 12' 14' 10 18' 20' 22' 24' 26' 28' 30' 32' 34' 36 38' 40' 42' 44' 46' 48' 50' 52' 54' 56 ' B 72'74' 76 ' 55' e0' 62' E4 o' 68' 70' 7 n' '2 "2'4'S'S'7' ;111 1: : "11' 111'.2(2 22:2 3 :3 :3(3'3i3•� ,4 !4 t415, 5 5 16 •a• 17 7 a13 i4 4�4:4�' 4 l,. 5'" 5�5.'S(55i�..o a.,..c 6.r.6'6i6., t7': ,7:7<7(7E7T 6" • • .4- Li to 9 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Unit A - Front Load WoodWorks® Sizer 7.1 June 24, 2010 12:58:42 Concept Mode: Column View Floor 3: 17' 4 �0 _. - . - 4! -C IUL� _. - _ 4b-0 I till IUU _ _ _ __. ... - - 4s b JC - c62 c61 . c15 c16 41 -n ..so-,--- 'dG C17- _ 30 - b �U 5,3 b t5`J' .. -- - - -' - .- .. - - . -- - -- - 3L -b 7 - -- -- - - - -- - ...--- -- - 3U-0 i7 . 7 _' _ - -' '-_ - - - - - - -- - - -... _ ... Li 73 - _ _ .. ... .. _ ._ .. _ _.. __ - LO tL L'D =J qtr c39 c24 c23 Z -b _ - L.2 -0 - GU -L rU - -- - - _ . I' - IC60_ b 14 - - - -- - - 1.1 _. _ _ .. - - I - o t - - - - -. -- - -- - -. .. 13-'7 t c37 _ 1 0 -o • 0-.) __ _ .: _ ... _ _ .- --- - - -' 14 -0 I -:3 bb c35 -. , I -a a - -. - ?s u uz.? • tr 'n c756520 c1 c6c74 r b 4 -0 bk.,, - --- -- - -_ - - 3-U I -b BB \BB BCCCCC CCCFCCC CC CCCCCCCCCC\CCCDDDDD DDDiDDDCD DD DDD D DDCD\DDDE.E E E E EEEEEEEE EE^EEEEEE'EEEE7_ 0' 2' 4 6' 3' 10' 12' 14' 16' 18' 20' 22' 24' 26 28' 3C1 32' 34 36' 36' 42'44' 46' 48' 53' 52' 54' 56' 58' 60' 62' 64' 66' 68' 70172' ' 76 0 1'2'3'4 °5'6'7'8'c1(1 1:1: = 1'1+1 i i .2(2 2,22 :3 3•3`3f3'3 4:1:4 441515 51515 61616 •6160 (7'7171 /.:1 ..--- C„ .191...- WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Unit A - Front Load WoodWorks® Sizer 7.1 June 24, 2010 12:58:38 Concept Mode: Beam View Roof: 25' 105 _ 49' - 6" t U4 46 -b IUJ" _ .... ..,. :.- -"- - - -- -- _ - - -. ..- _ -- - - u/ _b RUL - - 40 -b W I • 4b. -b. - 44 -b iUU - -- - - - - - - - - c yb _ . - b23 . _.: b24 : 4 - '0. -... .. __. -- -- -' -- - -_ -. ._- ---' - -- --- -._.. . . _ . .., -b Zt0 -0 :51 - - - - J0 - 0 Mi - 60-b VU - J4-0 00. _. .. .- '. -` -- - .. - .. _ - -- _.. --- -' - - - ._.. .. ...- 'S! - J I -0 00 -b I L ;., -b ._ ...- -- _ -. _. - - - - - 'v f C4 - J - LJ -0 f ' '_- - .. ._ . -... _ -.. ..' - _ _. -.. _. --- '.. - -_ .- __ - - -- - - - --- IL -b /0 I . I; -b " (4 I b -0 ._ .- - - - - r -b / - -. - - - --•'- --- - --- -- - - - -,.. -- - - -- -- - - - -- -- - -- - - 0 -0 / I - - , • .- - • - - - - 0-0 iU 4 c 0' - - - - - _ - - -- ,5-0 0 / _ - Ul- I U -b :, 'J -0 04 ) - - -• - ._ b27- -- b28 - - - - - - 6-0 1 G ol, - 4 U EBBS BC CC C C CC CfCCC CC C CCC C C CC CCICC CD DD D D CD D1DDD CD DD DD DD DD CD'D D DE ,E E E E EEEPEEE EE E EEEEEEEIE -EEEZ 0' 2' 4' 6' 8' 10' 12' 14' 16'18' 20' 22 24' 26 28'30' 32' 34' 36 38' 40' 42' 44' 46' 48' 50' 52' 54' 56' 58' 60' 62' 64' 66' 68' 70' 72' 4' 76' 6 8 1( 10222:2 . (.5 5 N ;5 a 7•7 77:7,77f77.-6' 4 - 6, 0'1'2'3'4'5 7 ' i 1:1:1�1! '1:1:i+ 4�:4�4;�:4:• +t4 ..t 5" . 5�5, a5'..iS.S: "J:6�6:oi6 :6;oi.rtit WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Unit A - Front Load WoodWorks® Sizer 7.1 June 24, 2010 12:58:40 Concept Mode: Column View Roof: 25' 105 - 49'_6 -. .- - - - -. - . 4L5 0 IU4� ---- —.. .. -- -- -- - - -- 4/- '- -- .. D 40 -0 i UL! - - - - 44 -b (vu 437 y zs • c42 c43 c44 c45 41 -u yb — - - - Sy -0 • yam __ __. .. _ _ - -- - - .. .. - - - - i0-O 3 _ - I - -' -- - - - - .50 - b ',IL - .. - .. 30-0 yv 33 -0 sa - . .._ _ _ - 3L-0 • - - - .L -0 03 - - - - - - - - - - .. _ L I -0 6 ..) - _ _.. -. L 5' -0 01 - - - -- - - L4 -0 - - Li -0 i ! _ _ - -. _ - - LU _r, 1D C47 10 - 1ti I I -0 ru - ,1._D Jy - -- ... - I L -0 00 - ._ _ _ _ ._. - E I -"J D/ - - - ._ IU-0 I.-..:0 tS J 04-3 . . c51350 c52 . - - - - - - c53 - - -- - -- ' .. - - _ - /4:3 03. au'll] 0 -0 0r a. _ _- - - - BBCr:. ? BEBCCCCCCCtCCCCCCCCCCCCCCC\ CCC: DDDDDDDD} CDDCDDDDDD \DDDEEEEEEEDEEE'EEEE EEEEE9EEEEZ 0' 2' 4 ' 6' 8' 10' 12' 14' 16' 18' 20 24' 26' 28 30' 32' 34' 36' 38' 40 42 44' 46' 45' 50' 52 54' 56' 58` 60' 62' 64' 66 65 70' 72' 74' 75' 0'1'2' 3;4t 4:4:44:414'414:5:5 5:5.5 :5(5 6 :6:6.6!6(6 - 6,6 +717 :7:7 -6" 4 - - - (_ °'4'S'u'T8'Si(� 1:1:1�1!1I1'iti2(222:22!2(2 212:3(3 .3;3�'. 3s3 - 31 4 COMPANY PROJECT 1 WoodWorks® SOFIWAB( fOR WOOD MICA' June 24, 2010 12:42 b1 Design Check Calculation Sheet Sizer 7.1 LOADS ( Ibs, psf, or pit ) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1 w61 Dead Partial UD 613.2 613.2 2.50 3.00 p1f 2_w61 Snow Partial UD 795.0 795.0 2.50 3.00 plf 3_c61 Dead Point 622 2.50 lbs 4_c61 Snow Point 1192 2.50 lbs 5_j28 Dead Full UDL 47.7 plf 6_j28 Live Full UDL 160.0 plf 7_j33 Dead Full UDL 120.2 plf 8 j33 Live Full UDL 370.0 plf MAXIMUM RE { 'T L_ •,. T~ "cam: Y " - - . , `". • - 4' u _. -r- ' , - - � ''' Dead 391 1061 Live 795 1615 Total 1186 2676 Bearing: Load Comb #2 #3 Length 0.63 1.43 Lumber n -ply, D.Fir -L, No.2, 2x10 ", 2 -Plys Self- weight of 6.59 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 fir' = 67 Fv' = 207 fv * /Fv' = 0.32 Bending( +) fb = 331 Fb' = 1138 fb /Fb' = 0.29 Live Defl'n 0.00 = <L/999 0.10 = L/360 0.04 Total Defl'n 0.01 = <L/999 0.15 = L/240 0.05 *The effect of point loads within a distance d of the support has been included as per NDS 3.4.3.1 • ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 3 Fb'-f 900 1.15 1.00 1.00 1.000 1.100 1.00 1.00 1.00 1.00 - 3 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 3 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 3 Shear : LC #3 = D +.75(L +S), V = 2676, V design* = 1237 lbs Bending( +): LC #3 = D +,75(L +S), M = 1178 lbs -ft Deflection: LC #3 = D +.75(L +S) EI= 158e06 lb -in2 /ply Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (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: 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. 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. • A j _ , (.„..) i 0 COMPANY PROJECT I 4111 I I WoodWorks° SOFTWARE FOR WOOD DESIGN June 24, 2010 12:43 b3 Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1 j45 Dead Full UDL 17.0 plf 2 j45 Live Full UDL 25.0 plf MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : A 9A Dead 106 106 112 Live 112 112 Total 218 Bearing: #2 Load Comb #2 0.50* Length 0.50* *Min. bearing length for beams is 1/2" for exterior supports Glulam - Unbal., West Species, 24F -V4 DF, 3- 118x9" Self- weight of 6.48 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 fly = 10 Fv' = 265 fv /Fv' = 0.04 Bending( +) fb = 140 Fb' = 2400 fb /Fb' = 0.06 Live Defl'n 0.01 = <L/999 0.30 = L/360 0.04 Total Defl'n 0.03 = <L/999 0.45 = L/240 0.06 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fv' 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 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - 2 Emin' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 Shear : LC #2 = D +L, V = 218, V design = 182 lbs Bending( +): LC #2 = D +L, M = 491 lbs -ft Deflection: LC #2 = D +L EI= 342e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (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: 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). // Cl tl COMPANY PROJECT WoodWorks° SOFTWARE FOR WOOD DESIGN June 24, 2010 12:40 b6 Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or pif ) Load Type Distribution Magnitude Location [ftl Units Start End Start End l_c44 Dead Point 444 2.00 lbs 2 c44 Snow Point 647 2.00 lbs 3_w44 Dead Partial UD 389.2 389.2 0.00 2.00 pif 4_w44 Snow Partial UD 431.2 431.2 0.00 2.00 plf S c45 Dead Point 444 5.00 lbs 6_c45 Snow Point 647 5.00 lbs 7_w45 Dead Partial UD 389.2 389.2 5.00 6.00 pif 8 w45 Snow Partial UD 431.2 431.2 5.00 6.00 pif 9 j25 Dead Full UDL 120.2 If 10 j25 Live Full UDL 370.0 plf MAXIMUM REACTIONS fibs) and BEARING LENGTHS fin) : • I Cr 6 Dead 1436 1389 Live 1803 1803 Total 3239 3192 Bearing: Load Comb #3 #3 Length 1.73 1.70 Lumber n -ply, D.Fir -L, No.2, 2x12", 2 -Plys Self- weight of 8.02 Of 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 = 97 Fv' = 207 fv /Fv' = 0.47 Bending( +) fb = 805 Fb' = 1035 fb /Fb' = 0.78 Live Defl'n 0.03 = <L/999 0.20 = L/360 0.14 Total Defl'n 0.06 = <L/999 0.30 = L/240 0.20 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 3 Fb'+ 900 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 3 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 3 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 3 Shear : LC #3 = D +.75(L +S), V = 3239, V design = 2190 lbs Bending( +): LC #3 = D +.75(L +S), M = 4247 lbs -ft Deflection: LC #3 = D +.75)L +S) EI= 285e06 lb -in2 /ply Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (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: 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. 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. - G1 \1 COMPANY PROJECT 1 1 WoodWorks® SOFTWARE FOR W000 DESIGN June 24, 2010 12:50 b8 Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1 j14 Dead Full UDL 113.7 plf 2 Live Full UDL 350.0 plf MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 10 , Dead 357 357 Live 1050 1050 Total 1407 1407 Bearing: Load Comb #2 #2 Length 0.75 0.75 Lumber n -ply, D.Fir -L, No.2, 2x8 ", 2 -Plys Self- weight of 5.17 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 = 77 Fv' = 180 fv /Fv' = 0.43 Bending(+) fb = 963 Fb' = 1080 fb /Fb' = 0.89 Live Defl'n 0.07 = <L/999 0.20 = L/360 0.33 Total Defl'n 0.10 = L/712 0.30 = L/240 0.34 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn 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 1.200 1.00 1.00 1.00 1.00 - 2 Fcp' 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 = 1407, V design = 1123 lbs Bending( +): LC #2 = D +L, M = 2110 lbs -ft Deflection: LC #2 = D +L EI= 76e06 lb -in2 /ply Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (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: 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. 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. 4-& COMPANY PROJECT di WoodWorks° SOff W4Rf FOR WOOD DESIGN June 24, 2010 12:40 b9 Design Check Calculation Sheet Sizer 7.1 LOADS (Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1_j50 Dead Partial UD 113.7 113.7 0.00 1.50 plf 2_j50 Live Partial UD 350.0 350.0 0.00 1.50 plf 3_j14 Dead Partial UD 113.7 113.7 3.00 9.00 plf 4_j14 Live Partial UD 350.0 350.0 3.00 9.00 plf 5_j51 Dead Partial UD 113.7 113.7 1.50 3.00 plf 6_j51 Live Partial UD 350.0 350.0 1.50 3.00 plf 7_j24 Dead Partial UD 120.2 120.2 0.00 3.00 plf 8_j24 Live Partial UD 370.0 370.0 0.00 3.00 plf 9 j25 Dead Partial UD 120.2 120.2 3.00 9.00 plf 10_j25 Live Partial UD 370.0 370.0 3.00 9.00 plf 11_j26 Dead Partial UD 120.2 120.2 9.00 12.00 plf 12_j26 Live Partial UD 370.0 370.0 9.00 12.00 plf 13_j52 Dead Partial UD 113.7 113.7 9.00 10.50 plf 14_j52 Live Partial UD 350.0 350.0 9.00 10.50 plf 15_j53 Dead Partial UD 113.7 113.7 10.50 12.00 plf 16 j53 Live Partial UD 350.0 350.0 10.50 12.00 plf MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : L . .. ._ . .. _ .. 1 0. 121 Dead 1478 1478 Live 4320 4320 Total 5798 5798 Bearing: Load Comb #2 #2 Length 1.74 1.74 Glulam - Unbal., West Species, 24F -V4 DF, 5- 1/8x10 -1/2" Self- weight of 12.39 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 = 138 Fv' = 265 fv /Fv' = 0.52 Bending( +) fb = 2217 Fb' = 2400 fb /Fb' = 0.92 Live Defl'n 0.38 = L /381 0.40 - L/360 0.94 Total Defl'n 0.57 = L/252 0.60 = L/240 0.95 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fv' 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 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Emin' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 Shear : LC #2 = D +L, V = 5798, V design = 4953 lbs Bending( +): LC #2 = D +L, M = 17395 lbs -ft Deflection: LC #2 = D +L EI= 890e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (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: 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). j4....._ (:;.,,,N COMPANY PROJECT WoodWorks® $OF1WANf IOR WOOD UFSI(.N June 24, 2010 12:43 b10 Design Check Calculation Sheet Sizer 7.1 LOADS (lbs, psf, or plf ) Load Type Distribution Magnitude Location (ft) Pat - Start End Start End tern 1_w39 Dead Partial UD 311.0 311.0 0.00 4.50 No 2 w39 Live Partial UD 680.0 680.0 0.00 4.50 No 3_c39 Dead Point 267 2.00 No 4 Live Point 822 2.00 No 5 j32 Dead Partial UD 120.2 120.2 0.00 0.50 No 6 Live Partial UD 370.0 370.0 0.00 0.50 No 7 Dead Partial UD 120.2 120.2 1.00 4.00 No 8 Live Partial UD 370.0 370.0 1.00 4.00 No 9 Dead Partial UD 120.2 120.2 4.00 4.50 No 10 j34 Live Partial UD 370.0 370.0 4.00 4.50 No 11 Dead Partial UD 120.2 120.2 4.50 7.50 No 12 Live Partial UD 370.0 370.0 4.50 7.50 No 13 Dead Partial UD 113.7 113.7 4.50 16.50 No 14 Live Partial UD 350.0 350.0 4.50 16.50 No 15 Dead Partial UD 100.7 100.7 3.00 4.50 No 16 Live Partial UD 310.0 310.0 3.00 4.50 No 17 Dead Partial UD 120.2 120.2 7.50 13.50 No 18 Live Partial UD 370.0 370.0 7.50 13.50 No 19 Dead Partial UD 120.2 120.2 13.50 16.50 No 20 j48 Live Partial UD 370.0 370.0 13.50 16.50 No 21_j49 Dead Partial UD 120.2 120.2 0.50 1.00 No 22 349 Live Partial UD 370.0 370.0 0.50 1.00 No 23 Dead Point 300 3.00 No 24 Live Point 922 3.00 No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : ,i 16-61 IO' 4.-6 1180 Dead 452 4067 1180 Live 847 11291 Uplift 12 4616 Total 1300 15358 Bearing: #2 Load Comb #2 q 1.27 Length 0.50• 4.24 1.27 Cb 1.00 1.09 'Min. bearing length for beams is 1/2" for exterior supports Glulam - Unbal., West Species, 24F -V4 DF, 5- 1/8x12" Self- weight of 14.16 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 Analvsis /Design Shear fv = 158 Fv' = 265 fv /Fv' - 0.60 Bending( f) fb = 1074 Fb' = 2400 fb /Fb' = 0.45 Bending( -) fb = 1396 Fb' = 1844 fb /Fb' = 0.76 Live Defl'n 0.13 = <L/999 0.40 = L/360 0.32 Total Defl'n 0.19 = L/740 0.60 = L/240 0.32 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fv' 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 Fb'- 1850 1.00 1.00 1.00 0.997 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Emin' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 Shear : LC #2 = D +L, V = 8357, V design = 6496 lbs Bending( +): LC #2 = D +L, M = 11006 lbs -ft Bending( -): LC 12 = D +L, M = 14310 lbs -ft Deflection: LC #2 = D +L EI= 1328e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (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: 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. Grades with equal bending capacity in the top and bottom edges of the beam cross - section are recommended for continuous beams. 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). . 4 .._ ti (.011 COMPANY PROJECT f fl WoodWorks® SOFTWARE FOR WOOD DESIGN June 24, 2010 12:44 b13 Design Check Calculation Sheet Sizer 7.1 LOADS (ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft) Units Start End Start End 1 w58 Dead Partial UD 519.0 519.0 0.00 3.00 plf 2_w58 Snow Partial UD 505.0 505.0 0.00 3.00 plf 3 Dead Point 217 5.50 lbs 4 c40 Live Point 668 5.50 lbs 5 c67 Dead Point 518 5.00 lbs 6 c67 Snow Point 778 5.00 lbs 7 c68 Dead Point 573 3.00 lbs 8 c68 Snow Point 942 3.00 lbs 9 w59 Dead Partial UD 593.7 593.7 5.00 8.00 plf 10 w59 Snow Partial UD 735.0 735.0 5.00 8.00 plf 11_j37 Dead Partial UD 100.7 100.7 6.50 8.00 plf 12_j37 Live Partial UD 310.0 310.0 6.50 8.00 plf 13_j38 Dead Partial UD 81.2 81.2 3.50 6.50 plf 14_j38 Live Partial UD 250.0 250.0 3.50 6.50 plf 15_j39 Dead Partial UD 22.7 22.7 0.00 3.50 plf 16_j39 Live Partial UD 70.0 70.0 0.00 3.50 plf 17 b15 Dead Point 126 3.50 lbs 18 b15 Live Point 389 3.50 lbs 19 b32 Dead Point 225 6.50 lbs 20 b32 Live Point 693 6.50 lbs MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : Z ., '. ; `._ Sti.- ,_ `=7 1i :=t ... -1 1 . 717 ��• ` nom �..3r +c, .:"ia r..7. . `-- t j. ��, ,! ^ . . a- .. - "r..re -,pis 10 81 Dead 2561 3033 Live 2699 3789 Total 5261 6822 Bearing: Load Comb #3 #3 Length 1.88 2.44 LSL, 1.55E, 2325Fb, 3- 1/2x14" Self- weight of 15.31 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 = 157 Fv' = 356 fv /Fv' = 0.44 Bending( +) fb = 1295 Fb' = 2674 fb /Fb' = 0.48 Live Defl'n 0.06 = <L/999 0.27 = L/360 0.24 Total Defl'n 0.14 = L/680 0.40 = L/240 0.35 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fv' 310 1.15 - 1.00 - - - - 1.00 - 1.00 3 Fb'+ 2325 1.15 - 1.00 1.000 1.00 - 1.00 1.00 - - 3 Fcp' 800 - - 1.00 - - - - 1.00 - - E. 1.5 million - 1.00 - - - - 1.00 - - 3 Ervin' 0.80 million - 1.00 - - - - 1.00 - - 3 Shear : LC #3 = D +.75(L +S), V = 6822, V design = 5122 lbs Bending( +): LC #3 = D +.75(L +S), M = 12340 lbs -ft Deflection: LC #3 = D +.75(L +S) EI= 1241e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (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: 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. 44 • COMPANY PROJECT di WoodWorks® 5011WARF FOR WOOD DISIt June 24, 2010 12:43 b14 Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1 w33 Dead Partial UD 317.7 317.7 9.00 12.00 plf 2 w33 Live Partial UD 350.0 350.0 9.00 12.00 plf 3_cl9 Dead Point 357 9.00 lbs 4 c19 Live Point 1050 9.00 lbs 5 c20 Dead Point 357 3.00 lbs 6 c20 Live Point 1050 3.00 lbs 7 w34 Dead Partial UD 317.7 317.7 0.00 3.00 plf 8 w34 Live Partial UD 350.0 350.0 0.00 3.00 plf 9 Dead Point 165 10.50 lbs 10 c64 Snow Point 225 10.50 lbs 11 c65 Dead Point 165 1.50 lbs 12 c65 Snow Point 225 1.50 lbs 13 Dead Full UDL 113.7 plf 14 336 Live Full UDL 350.0 plf 15 343 Dead Partial UD 17.0 17.0 0.00 0.50 plf 16343 Live Partial UD 25.0 25.0 0.00 0.50 plf 17 344 Dead Partial UD 17.0 17.0 0.50 1.50 plf 18 344 Live Partial UD 25.0 25.0 0.50 1.50 plf 19 345 Dead Partial UD 17.0 17.0 1.50 10.50 plf 20 345 Live Partial UD 25.0 25.0 1.50 10.50 plf 21 346 Dead Partial UD 17.0 17.0 10.50 12.00 plf 22 j46 Live Partial UD 25.0 25.0 10.50 12.00 plf MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : -=, --�,r `• - r+iwe " ` ^- _ �"- ~ rte'°-ft - �- - - ' iT - - - --;' :�° �rir ? r aT T ..} - 1 0' 12 Dead 2351 2351 Live 4350 4350 Total 6701 6701 Bearing: Load Comb #2 #2 Length 2.39 2.39 LSL, 1.55E, 2325Fb, 3- 1/2x14" Self- weight of 15.31 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 = 163 Fv' = 310 fv /Fv' = 0.52 Bending( +) fb = 1769 Fb' = 2325 fb /Fb' = 0.76 Live Defl'n 0.25 = L/573 0.40 = L/360 0.63 Total Defl'n 0.43 = L/333 0.60 = L/240 0.72 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fv' 310 1.00 - 1.00 - - - - 1.00 - 1.00 2 Fb'+ 2325 1.00 - 1.00 1.000 1.00 - 1.00 1.00 - - 2 Fcp' 800 - - 1.00 - - - - 1.00 - - - E' 1.5 million - 1.00 - - - - 1.00 - - 2 Emin' 0.80 million - 1.00 - - - - 1.00 - - 2 Shear : LC #2 = D +L, V = 6701, V design = 5314 lbs Bending( +): LC #2 = D +L, M = 16851 lbs -ft Deflection: LC #2 = D +L EI= 1241e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (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: 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. 1 5 1 LI 1 '''4. COMPANY PROJECT II WoodWorks® SOFTWARE FOR WOOD DESIGN June 24, 2010 12:41 b20 Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1_j30 Dead Full UDL 21.7 plf 2 130 Live _ Full UDL 60.0 plf MAXIMUM REACTIONS flhcl and RFARIN( I /in1 • t.' _'"'fix �, i_ _ _ " .+•-:. - • _ ;.S , .r a_ 1-, _ • - 10 . 3 . - Dead 46 46 Live 105 105 Total 151 151 Bearing: Load Comb #2 # Length 0.50* 0.50* *Min. bearing length for beams is 1/2" for exterior supports 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 fv = 9 Fv' = 180 fv /Fv' = 0.05 Bending( +) fb = 90 Fb' = 1170 fb /Fb' = 0.08 Live Defl'n 0.00 = <L/999 0.12 = L/360 0.02 Total Defl'n 0.00 = <L/999 0.18 = L/240 0.02 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn 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 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.00 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear : LC #2 = D +L, V = 151, V design = 111 lbs Bending( +): LC #2 = D +L, M = 132 lbs -ft Deflection: LC #2 = D +L EI= 78e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (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: 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. Lt COMPANY PROJECT di WoodWorks® SOFTWARE FOR WOOD DESIGN June 24, 2010 12:50 b30 Design Check Calculation Sheet Sizer 7.1 LOADS ( Ibs, psf, or plf) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1 j41 Dead Partial UD 68.0 68.0 2.00 4.00 plf 2 j41 Live Partial UD 100.0 100.0 2.00 4.00 plf 3 j42 Dead Partial UD 72.2 72.2 0.00 2.00 plf 4 Live Partial UD 106.2 106.2 0.00 2.00 plf MAXIMUM REACTIONS (16x1 and RFARING I FNGTHS (in] 7. I p. 4 Dead 154 150 Live 209 203 Total 364 353 Bearing: Load Comb #2 #2 Length 0.50* 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 fv = 15 Fv' = 180 fv /Fv' = 0.08 Bending( +) fb = 140 Fb' = 1170 fb /Fb' = 0.12 Live Defl'n 0.00 = <L/999 0.13 = L/360 0.03 Total Defl'n 0.01 = <L/999 0.20 = L/240 0.04 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn 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 Fcp' 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 = 364, V design = 253 lbs Bending( +): LC #2 = D +L, M = 359 lbs -ft Deflection: LC #2 = D +L EI= 178e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (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: 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. • 4- 6 L9 COMPANY PROJECT di WoodWorks® SOFTWARE FOR WOOD DESIGN June 24, 2010 12:42 b31 Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1_j65 Dead Partial UD 47.7 47.7 0.00 4.00 plf 2_j65 Live Partial UD 160.0 160.0 0.00 4.00 plf 3_j28 Dead Partial UD 47.7 47.7 4.50 7.50 plf 4_j28 Live Partial UD 160.0 160.0 4.50 7.50 plf 5_j62 Dead Partial UD 47.7 47.7 7.50 11.00 plf 6_j62 Live Partial UD 160.0 160.0 7.50 11.00 plf 7_j63 Dead Partial UD 47.7 47.7 11.00 17.00 plf 8_j63 Live Partial UD 160.0 160.0 11.00 17.00 plf 9 j64 Dead Partial UD 47.7 47.7 17.00 20.00 plf 10_j64 Live Partial UD 160.0 160.0 17.00 20.00 plf 11_j66 Dead Partial UD 47.7 47.7 4.00 4.50 plf 12 166 Live Partial UD 160.0 160.0 4.00 4.50 plf MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 10' 20{ Dead 619 619 Live 1600 1600 Total 2219 2219 Bearing: Load Comb #2 #2 Length 0.67 0.67 Glulam- Unbal., West Species, 24F -V4 DF, 5- 1/8x12" Self- weight of 14.16 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 = 49 Fv' = 265 fv /Fv' = 0.18 Bending( +) fb = 1082 Fb' = 2400 fb /Fb' = 0.45 Live Defl'n 0.43 = L /553 0.67 = L/360 0.65 Total Defl'n 0.69 = L /350 1.00 = L/240 0.69 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fv' 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 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Emin' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 Shear : LC #2 = D +L, V = 2219, V design = 1997 lbs Bending( +): LC #2 = D +L, M = 11095 lbs -ft Deflection: LC #2 = D +L EI= 1328e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (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: 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). 4- C 20 . . • • - . r • . . COMPANY PROJECT • • _ ., , . . • 11 ' • , - - . .. . ' (..D ' ■ . . . . . . . . . 1 - ' Ane 24. 21:110 13.15 934. - . -. - SOFTWARE FOR WOOD DESIGN . , •1 . . , - - . . , . " • Design Check Calculation Sheet • 02.41.4 • LOADS MN. P m FAO t . . . • . • • Load • Tip. 016217.700137 Magnitirde luto•tIar. Eft) Crate' 0 : , - • . ' . • a . Start End Start End , ' • ' 1 .6: Dead Partial UD 6,3.2 623.Z 0.00 2.00 plf . 2 Eno. Pmriiil UD 795.0 795.0 0.00 2.00 elf 3:4.79 Deal Partial UD 617.5 617.5 7.00 11.00 plf 4-Cs End. Part1a1 UD 401.2 • 001.: 7.50 11.00 plf e:t15 Dead Feint '436 11.00 :pa • . . Enc. Point 404 , 11.00 7 al6 Dead F4Int 344 11.00 ' 1cs . 4-216 Enard PdInt .407 17.00 124 0 Dead Partial US 6 1.5 617.5 :7.00 17.00 plf. ' . '.. .64 =now Partial UD 701.1 901.: 17.00 19.00 plf 11-a61 0193 07101 6:2 7.00 - ' 101 . . 12-c61 s 4:Int 119: 7.00 Its • • 12-.6, seal Psint 4:1 4.0C 1as . 14-a6:. Pi.: • 1142 4.00 . Ira . . 15 Dead Partial US 612.1 613.2 1.00 • 4.00 pl! 16_,62 En-, Paatfal Ur 1 40.0 795.0 2:00 4.00 plf • 17 .65 00.41000040 UD 611.5 617.4 11.00 .20.00 plf, 197. Da 465 Ent. Partial US 4:1.2 401.2 15.00 10.00 pl!: ' 19 1.71 Deal' t Paatia: UD 613.: 613.: 1.00 4 7.00 plf 7 , • . . . 20021 0717. Partial 00 195.0 795.0 1.00- .7.50 p:f . 01_164 Dead . Pactlal OD 47.7 47.7 17.00.'19.00 'plt • • • • 22 764 117, - 4a1 UD 160.9 160.0 17.00 .16.00 p1f . ' • ' . 23 Dl Partlel SD 47. 47.7 4.50. 7.50 plf 14 . : ea 2:5 1Ive Partial UD 190.0 160.1 .4.50 7.50 plf • :5_762 Dead Part:41.1D 47.1 47.7 7.50 11.00 plf :6100 11..e Part441 UD 160.0 163.0 7:50 .11.00 plf 17547 Dead Partial Cl 1:0.: IZO.: 0.00 2:00 plf ,4 149 Live Paa11a1 UP 310.0 3 0.00 - :100 plf ' :4:731 Dead Farmial 110 IZO.: 1:0.: 3.00. 4.00 . 017 • 3 o • 10_13, p1rtial UD 170.0 370.0 1.50 4.00 plf . • 31_323 Partla: 00 0.2 : - 4.00 7.50 p11 7: /33 '';!.i 12 ' Partys: US 370.0 310.0 4.50 7.50 plf . . 33 Dead Partial US 1:0.: I:0.: 1.50' 4.00 plf. - 37 1020 Partial 00 370.0 300.0 . 7 .50 4.00 plf, . . • 35114 Dead Partial U0 110.: 1:000 7.00 11.00 plf . 36:135 Live Partial US 310.0 3 9.30 11.00 plf 07_j47 Deal Partial 110 1:0.2 1:0.: :1.00 17.00 plf . 36_347 1116 Par7.142 270.0 - 370.0 11.00 17100 p:f • 3936 Deal Partlal us 110.: 1:0.: 1.00 3.50 'pi! . 40_167 Live ParlIal US 370.0 370.0 1.00 3.50 plf . . - • r . ' • '47-'4'9 Deal Par tial UD 210.2 1:0.2 4.00 4.50 plf a I Live Partial US 310.0 37,0 4.07 . 4.50 p:f . . 43 163 ' '' - 5.43 _ Pertial US 41.1 ' 47.7 11.00 0.00' - p01 44D6.7 '. ' Live- 00021oru5, 410.0 0040.0 11.04 7.00 - plf , ' . • - • 45 165 ... - '. - Dead :a 0147.1.1 UD . 41.1 41.1 17.00, 0200.. pi! a: ,. . . . . . 111, ' PervI 1.4 160.C 14 160.0 .00 0.00 7 elf . - 47_166 .: '' Dead. . ..FaatIallUD 47.1_ 47.7 ,4 .00• 4.50 . plf' , . 44_166 LU:e ..00rt1a1 UD :00.0 16010 4.00 4.50 plf 49_164 Seed rar_lal UD 1:0.: 1:0.: 17.00 17t00 plf 50_167 - 1071 5440061 00 210.0 370.0 07.00 14100 plf . • . 51 549 Deaa Partial UD 120.2 I:0.: . .e.00 20.00 p:f 52:162 - Live Partial UD 310.0 370.0 17.00 :0.00 plf • . Dead ' Pari1a1 UD - 47. 7 47.7' ' 1.00 ' '4.00 plf ' 44 , L'Ile Parifal VD 160.0 160:0 ,.00 7.00 plf • .. - 55 • :. Dee= 0,700.0 uD 47.7 40.7. 0.00 00 . plf • . ' 56 • ' live •, ' Part:al SC. 160.0 160.0 0.00 . 2.00 . . a . . . . . . . . ., . . . . • . MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : ' • • - • . • . , . • ., • . • - • . . . _ - • - - - - • - . .. - - - - - • - • _ . . . . . _ . . . . . . . . .. . . __ • ... , ... _ . .. . ., . ..__ .. • . - . _ _ .• - - . . .. ,. . - - ; ' - . • - __ , . _. __ _ _.. . . . . . - - • . . . . . .., . . . . . - - - - - - - - - - - • • - . . . . _ ...... .. _ _ . . . . . . . • - . _ . __ • . .. . . _ . _ . . . , . • . _ _ . . . . . • • - - , . __ _ . , . . , • - ,. . , , - •- . .. . . . • • ._ Dead [401' • • , . ,521 L:ve 995C , 9774 7dtel 173E1 - ' - • ._ . - • . . . - - , . Laaa S7dla :42 . .- , . • ',.' 43 • . , , • ' , . „.• . . . . • - . . . ' .• . . Glidam-Bal, West 5 Species 24F-V8.DF,--118x22-1/2", . • . • . . - gedweigre of 26 55 rel included M bids; . , . . • . Lateml suppOW 4 99 . 99 40419 fe m•PPent, - . . • • . . - .. . . ; a Analysis , is. Allowable Stress (psif and Deflection (in) V.ing Nos gm ; . . • ' . cr,e,ion . Analysts Value Damian Valoe Anal...sin/Dee:an . tv 7 142 re.: . 305 .. . • ...- , - ... . . . • • • . • • 94 - •••• ..• Do e :39: t Ft - 2604 , fra/Pra . 0.9: . _ ,, . - . • . .. - 101e Defl, . 0.404 L/590 0.43. L/360 ,0.60 - ' • Total Defl, '0,4 .. 1./245 1.00 . 1/ 0.44 . • .. . . , • .. , ' .-, ADDITIONAL DATA: 4 D40 . „ • . . . . • . • , • • . ... • FP0024591 PrE 00 ' Cl 0, 51. CV Cf: Cr 0000 740060 0 0• • 17.• ) - , ' .I ' - 02 ... . .65 1.15 1.0C 1.00 - - - , :.00 1.00 I 00 3 • III ',00 1 : Is 1.00. 1. oo 1.000 0.746 1.00 1 .00 0.00. , too , 3 - . • 7 , Pop • 650 -- 1.00 1:0, - . ,l . . , . . • • E 1.9 .001101 1.00 1.00 - . . . • , . . . Emtnr 0.45 milli:: 1.00. 1.00 - 3 , 1 . . • .. . , ' - . . • . a LC 03 - D.-7511-, , 7 - 17261, V 3e613r. - 0 2942 Its - - • . . .4esdingltd: LC 13 -•0-. 7 - 76149 Ida-ft . , . • . . 0.606:0020:00 F2 4 D-.7511-1) CI. 7756006 000022 . - . • r , . 1,0.1 3.11671000 - 1.50(1007 Ltal 0,000:11:71 - 1016 Load Deflect/on. D■ . • . , ) 1dead• L-live . 5-5)row W-wInd 1-000400 Ctanstructien 71d-Ipnaestrated) . . • • tA11 LC are listed in the ArraI7l10 117,.tl • 1 Laal cdrbinatIond:'ICC-IBC . - . , . . , . . . . . . • . . . . DESIGN NOTES: • • 1 . . . . • , - 1. Please venly that the delaue d11455044 Writs ale ape far yaw appleMion • ! . 2. Gut. design mews art for rrollenats conforming ta AITC 117-2001 and manufactured In accordance with ANSVAITC A190 1-1992 • • • - • ' 3. GLULAM: Pal . actual breadth 6 ached tlepdf• • , • ' - • ' • ., 2 • f • f ., 4. Ceram Beams shall be lateen supported a...edam to the proes•ow of UDE Clause] 3.3. .. , "' ' • - ' • • ', ' • . • • • - '• ■ ; ,,' ' . ‘' , - , , • . • , . . , . _ . . , . . , . • -, • . . _ .. . . . • . _ _ • - , - -- , . _- . - . , . . . - . _ . -. . . . . • • . - -• .. . . . , n‘ i . • ,',_, ... , .. .- t , . ••,„, ,t , _. -. ...r ••• t, ' .,• . ..,- , ; • i • ' :!!.^., • . ,..,•. , . . . , . . c •‘• . ,1 •,,.,-,' •;t: C s ,-. - :.•'■ "..-::•i! ,.: • . I. .•• . . 7 . -• . ' 0 • ," ti ( • ' •-, ' . • - .• . ' ' ''' ' , , • _ . . . ' • . . . • ; ■•• .:. ' ',.: '''?. 4 : . t. , ' ''. ' ■ c; . -• ' ' ',' ' f ' ' . - + ' ;‘• . ' c ' ' . ''..' ' . ' .. .... .• ' , " .', • . . , • . . • • . - s . .- • • 'C j , 1 : , r . 1 , . - :!' . ' ' ., '..., - ,.. . , , ••••-). • _ •••-. . • . . . . • • • . • . . . , . • • , COMPANY PROJECT di WoodWorks® SOF7W4RF FOR WOOD DESIGN June 24, 2010 12:49 b35 Design Check Calculation Sheet Sizer 7.1 LOADS (Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft) Units Start End Start End 1_j21 Dead Partial UD 120.2 120.2 0.50 1.50 plf 2_j21 Live Partial UD 370.0 370.0 0.50 1.50 plf 3_j59 Dead Partial UD 120.2 120.2 0.00 0.50 pif 4_j59 Live Partial UD 370.0 370.0 0.00 0.50 plf 5_j60 Dead Partial UD 120.2 120.2 1.50 3.00 plf 6 j60 Live Partial UD 370.0 370.0 1.50 3.00 plf MAXIMUM REF ... , ....�.... , • .�-.k, _ . - _ ..µti.- - 7.• F _ r C •' i .f '..E' fi . 0 ' 3 1 Dead 188 188 Live 555 555 Total 743 743 Bearing: Load Comb #2 #2 Length 0:50* 0.50* 'Min. bearing length for beams is 1/2" for exterior supports Lumber n -ply, D.Fir -L, No.2, 2x8 ", 2 -Plys Self- weight of 5.17 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 = 31 Fe' = 180 fv /Fv' = 0.17 Bending( +) fb = 254 Fb' = 1080 fb /Fb' = 0.24 Live Defl'n 0.00 = <L/999 0.10 = L/360 0.04 Total Defl'n 0.01 = <L/999 0.15 = L/240 0.04 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Pe' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 1.000 1.200 1.00 1.00 1.00 1.00 - 2 Fcp' 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 = 743, V design = 444 lbs Bending( +): LC #2 = D +L, M = 557 lbs -ft Deflection:,LC #2 = D +L EI= 76e06 lb -in2 /ply Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (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: 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. 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. . , lo __ _ . . ........... ..., , . _ COMPANY PROJECT 0 -. 41411 , . ,'--11 . . I I I - Woo(' Works° , .. .. .,, SOFTWARE FOR WOOD f;Ii4G.Ni June 24, 2010 12:51 c2 . _ ... ..,_ , .. ... 1 Design Chedk Calculation Sheet - , Sizer 7.1 LOADS ( Ibs, psf, or plf) : '. - — • , . , . Load Type Distributibn --Magnitude _-. ' Location [ft] Units . • Start, ' ''; End .- Start End 1 bl Dead - Axial ' ' 1056 (Eccentricity = 0.00 in) 27b]. . Rf.. hive _ Axial - '' 213, (Eccentricity = 0. 00 , in) - „ . . . . . , - - NS U MAXIMM REACTIO,.(ibey. , . • . - : -, _ . • _ . . . _ __. . . . , ._ • .•-i — ... . 8' • •, ,.. ... , , , . . . . . , LUhiber'n=ply, Hem-Fir, No.2, 2i6", 2-ply, - . ' - •- .., . . . , . . .... „ . . . . , _ ,.., ••_, ._ ., . Self weight of 3.41 plf included in lOadi; Pinned base ; LOadfac6 - depth(d) ; Built-up fastener : A Ke x Lb: •1 . cid x 0.00= 0.00 [i] ', Ke x Ld: 1. oo x 8.00=`8.00 [ft]; • . : ... - Analysis v.. Allowable Stress (psi) and Deflection (in) using NDS 2005 Criterion "- '. • AnalVS±. S'•Value. -• DeSign... Value ., Analysis/Design ' Axial • • :fc = 196 Fc' = 980 fc/Fc' = - 0.20 Axial:. B • . fc = .196 Fc*. =' 16ii4 fc/Fc* = 0.12 ' • '" . _ .. • • . t ADDITIONAL DATA: . . .. FACTORS: F/E • . cp ' - cm - ct , tidcp . CF Cfu Cr Cfrt, Ci LC# 1300. 1.15 1.00 1:00 0,.596'''1.100 - - 1-00 1.00 ''.2 • - , . . ., -- . ,_Fc*: 1300 1.15 ,1: • 1,00_ ' . ,-- 1.100 - - 1.00 1.00 2 , . Axial : LC #2 = D-F.Li P = 32-36' lbs l '''Rt , = 1.00 ' - - (13=dead L=live S=snow W=wind i=irt6a CLd=concentrated) . (Ali LC 'S are listed in the 'Analysis output) ' lioail coiniiinaEiOns :ItC , ' . . . DESIGN NOT . _ . -. • ' ES; ... 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. , • • .. - . . . . - . • . . . • . . - . . . . . , • . - t . . ' . . . ' I . . _ ... . . . -• • • . , . . , . . • • - - . . ,. .. .. - - - . - - • . - COMPANY PROJECT di WoodWorks® SOFTWARE FOR WOOD D(SJGN June 24, 2010 12:54 c12 Design Check Calculation Sheet Sizer 7.1 LOADS ( Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1 c24 Dead Axial 1478 (Eccentricity = 0.00 in) 2_c24 Live Axial 4320 (Eccentricity = 0.00 in) 3 b10 Dead Axial 4067 (Eccentricity = 0.00 in) 4 Live Axial 11291 (Eccentricity = 0.00 in) MAXIMUM REACTIONS (Ibs): V O 8' Timber -soft, D.Fir -L, No.1, 6x6" Self- weight of 7.19 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 = 701 Fc' = 820 fc /Fc' = 0.86 Axial Bearing fc = 701 Fc* = 1000 fc /Fc* = 0.70 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL /CP CF Cfu Cr Cfrt Ci LC# Fc' 1000 1.00 1.00 1.00 0.820 1.000 - - 1.00 1.00 2 Fc* 1000 1.00 1.00 1.00 - 1.000 - - 1.00 1.00 2 Axial : LC #2 = D +L, P = 21214 lbs (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: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 4- Ga9 ij . COMPANY PROJECT 1 101°1 I WoodWorks . SOFTWARE FOR WOOD D(SIGN ' June 24, 2010 12:53 c23 Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1 b9 Dead Axial 1478 (Eccentricity = 0.00 in) 2 Live - Axial 4320 (Eccentricity = 0.00 in) MAXIMUM REACTIONS (Ibs): 0' 9' 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 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 = 303 Fc' '= 379 , fc /Fc'- = 0.80 Axial Bearing _ fc = 303 Fc* = 1430 fc /Fc* = 0.21 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL /CP CF Cfu Cr Cfrt Ci LC# Fc' 1300 1.00 1.00 1.00 0.265 1.100 - - 1.00 1.00 2 Fc* 1300 1.00 1.00 1.00 - 1.100 - - 1.00 1.00 2 Axial : LC #2 = D +L, P = 5834 lbs (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC'sare listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES : 1.. Please verify that the default deflection limits are appropriate for your application. 4 .- ‘,-'..'61 COMPANY PROJECT l WoodWorks SOFTWARE' FOR WOOD DISOGN June 24, 2010 12:54 c26 • Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or plf) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1_c23 Dead Axial 1478 (Eccentricity = 0.00 in) 2_c23 Live Axial 4320 (Eccentricity = 0.00 in) 3 b10 Dead Axial 1180 (Eccentricity = 0.00 in) 4 b10 Live Axial 3436 (Eccentricity = 0.00 in) • MAXIMUM REACTIONS (Ibs): y ; ' fi t• ;. +er�i ==' "• ' - C ; .. . 0 , 8' • 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 = 346 Fc' = 492 fc /Fc'.= 0.70 Axial Bearing fc = 346 Fc* = 575 fc /Fc* = 0.60 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL /CP CF Cfu Cr Cfrt Ci LC# Fc' 575 1.00 1.00 1.00 0.856 1.000 - - 1.00 1.00 2 Fc* 575 1.00 1.00 1.00 - 1.000 - - 1.00 1.00 2 Axial : LC #2 = D +L, P = 10465 lbs (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: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. COMPANY PROJECT II 1 WoodWorks° SOFTWARE FOR WOOD DESIGN June 24, 2010 12:52 c29 Design Check Calculation Sheet Sizer 7.1 LOADS ( Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Units Start End Start End l b13 Dead Axial 3033 (Eccentricity = 0.00 in) 2 b13 Rf.Live Axial 5052 (Eccentricity = 0.00 in) MAXIMUM REACTIONS (Ibs): 1 -- 0 8' 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 8.00= 8.00 [ft]; Ke x Ld: 1.00 x 8.00= 8.00 [ft]; 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 = 328 Fc' = 439 fc /Fc' = 0.75 Axial Bearing fc = 328 Fc* = 1644 fc /Fc* = 0.20 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL /CP CF Cfu Cr Cfrt Ci LC# Fc' 1300 1.15 1.00 1.00 0.267 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 = 8126 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: 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. 4 ...._ COMPANY PROJECT di WoodWorks® .SOl7WARF FOR WOOD DESIGN June 24, 2010 12:55 c31 Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1 b13 Dead Axial 2561 (Eccentricity = 0.00 in) 2 Rf.Live Axial 3599 (Eccentricity = 0.00 in) MAXIMUM REACTIONS (Ibs): 0' 8, 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 8.00= 8.00 [ft]; Ke x Ld: 1.00 x 8.00= 8.00 [ft]; 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 = 393 Fc' = 443 fc /Fc' = 0.89 Axial Bearing fc = 393 Fc* = 1719 fc /Fc* = 0.23 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL /CP CF Cfu Cr Cfrt Ci LC# Fc' 1300 1.15 1.00 1.00 0.258 1.150 - - 1.00 1.00 2 Fc* 1300 1.15 1.00 1.00 - 1.150 - - 1.00 1.00 2 Axial : LC #2 = D +L, P = 6186 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: 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. d(,lj■ COMPANY PROJECT di WoodWorks® SOFTWARE FOR WOOD OFSJGN June 24, 2010 12:54 c39 Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1 b21 Dead Axial 267 (Eccentricity = 0.00 in) 2 Live Axial 822 ( Eccentricity = 0.00 in) MAXIMUM REACTIONS (Ibs): I 0' 9 ' 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 fc = 106 Fc' = 171 fc /Fc' = 0.62 Axial Bearing fc = 106 Fc* = 1495 fc /Fc* = 0.07 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL /CP CF Cfu Cr Cfrt Ci LC# Fc' 1300 1.00 1.00 1.00 0.114 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 = D +L, P = 1108 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: 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. 4._612x,01 COMPANY P 1 Wo SOFTWARE FOR WOOD DESIGN. • , ' Jurie 24, 2010 12:52 c55 . I j Design Check Calculation Sheet Sizer 7.1' LOADS ( lbs, psf, or plf) : Load Type Distribution Magnitude Location[ft]. Units Start End Start -End . 1 b30 Dead Axial 154 (Eccentricity = 0.00 in) ' 2 b30 Live Axial 209 (Eccentricity = 0.00 in) _ MAXIMUM REACTIONS (lbs): 0 8' L_ umber 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 Analysis Value Design Value Analysis /Design Axial fc = 31 Fc' = 470 fc /Fc' = 0.07 . Axial Bearing fc = 31 Fc* = 1495 fc /Fc* = 0.02 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL /CP CF Cfu Cr Cfrt Ci LC# •Fc' 1300 1.00 1.00 1.00 0.315 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 = -D +L, P = 384 lbs 1 (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: ICC -IBC , DESIGN NOTES: _ 1'. Please verify that the default deflection limits are appropriate for your application. . • . ii BV: „ DAI E: (0 __a° 1 O JOB No.: EN rQct I. OF PROJECT: ' RE: k j k� -6 w I L k.rQl Reach 5 0 :. • J Z y- � `` ' ` e, Y b -> t�. G%tt S 3503 3�3 ' • ❑ , \OeCA . % 3 1 . .Uu a .Cts ao a R ,ao a . . . . J ' w l eo�nn 1q-. vA.X& S aU •1 awl • . - b earn 3 L-� . �uG �i s' ► ; a Q r� ao r 5 knce. ca d, Ceu,Lk1 cTh > - -S tsrna.(___ r o,.ci - . 0-nl. uuind . u)itt. . • Ca,ico` , , • o -- - - i- Z - w ❑ o ■ I- • a . . • - • . :: sl ' _ . 1 1 . I • 9 ,..1 COMPANY PROJECT 1 WoodWorks® SOFTW,tRF FOR WOOD O(S/ct June 24, 2010 13:07 b6 LC1 Design Check Calculation Sheet Sizer 7.1 LOADS (Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1_c44 Dead Point 444 2.00 lbs 2_c44 Snow Point 647 2.00 lbs 3 w44 Dead Partial UD 389.2 389.2 0.00 2.00 plf 4 w44 Snow Partial UD 431.2 431.2 0.00 2.00 plf 5_c45 Dead Point 444 5.00 lbs 6_c45 Snow Point 647 5.00 lbs 7 w45 Dead Partial UD 389.2 389.2 5.00 6.00 plf 8 w45 Snow Partial UD 431.2 431.2 5.00 6.00 plf 9 j25 Dead Full UDL 120.2 plf 10 j25 Live Full UDL 370.0 plf WIND1 Wind Point 800 2.00 lbs WIND2 Wind Point -910 5.00 lbs MAXIMUM R • 0 . 0 - . . : ARING LENGTHS linl : 4(' fit • 0 ' 61 Dead 1436 1389 Live 2089 1803 Total 3525 3192 Bearing: Load Comb #4 03 Length 1.88 1.70 Lumber n -ply, D.Fir -L, No.2, 2x12 ", 2 -Plys Self- weight of 8.02 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 = 97 Fv' = 207 fv /Fv' = 0.47 Bending( +) fb = 805 Fb' = 1035 fb /Fb' = 0.78 Live Defl'n 0.03 = <L/999 0.20 = L/360 0.15 Total Defl'n 0.06 = <L/999 0.30 = L/240 0.21 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 3 Fb'+ 900 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 3 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 4 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 4 Shear : LC #3 = D +.75(L +S), V = 3239, V design = 2190 lbs Bending( +): LC #3 = D +.75(L +S), M = 4247 lbs -ft Deflection: LC #4 = D +.75(L +S +W) EI= 285e06 lb -in2 /ply Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (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: 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. 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. j41- (1 ;2-- • T o 4 { . t '.. COM PROJEC .. • . . . • , • r fl 1 Woodworks _ SOFTWARE FOR WOOD DESIGN ''- -( June 24, 201013:07 ._ , 'b6 LC2 Design Check: Calciilation,:Sheet �, izer7:1 - - LOADS ( lbs, psf, or plf) : ' • Load •• Type Distribution Magnitude Locat}on 'Units' - ' . Start' • End, Strt!. -End . - 1 c44 • Dead Point 999 •; • 2 °:00' =- lbs• ' •• - • -• 2 c44 Snow Point. 647,% 2.00 '. lb's , • 37w4'4 Deed Partial UD 389.2 '389.2 , 0.00.. 2.00 , plf 4.7w44- Snow Partial UD 431:2, _931:2 ,'0 :00, ,,2.00 . plf } 5c45. Dead Point 444', _ • , . 5 -00, -' - lbs • ' - 6 _ c45 • Snow Point 647 • • 5.00' 1' lbs 7_w Dead Partial -UD 389.2.'389.2 5 6.00 plf : • '8 w45 Snow Partial UD 431.2 431.2' ' 5. 6-100' ,' plf -, . • '9 Dead 'Full UDL 120.2 '. plf' ' -1 j25 Live Full UDL, 370'.0 ' plf r WIND1 Wind Point 800 `' 2.00 1'8s • ' WIND2 Wind Point 910 - 5.00 -. .. • . . lbs:' - • MAXIMUM REACTIONS (Ibshand BEARING- LENGTHS'finl . " - : • - .... - -' '. - _ .. . _ _ "p •_ - 7 1 ' ;. V. "i y .1.._. .m '. : -, r - A / ".. A ; ' , 4' ; 1.' Y . p ` , t ,,.v' ' - : } . ' , _ - 1 ' i-i. +' - a:.:= ` j o - . i:r 1f.l'. ; " - r) ;fi �. ■, i .,... • '. ° "" a 1.....1. f I • 6 389 �- ..Dead : . ; '1:43 6- `, .• - - 2172 Live 1803 .3561 Total 32'39 . ` Bearing: #,9 Load ;Comb #3 1:90 Length 4 1.73 - . t. ' . ` ' Lumber n ply;;D: 2 ";.2 -PIys ` Self-weight of 8.02 plf- includedin loads; Lateral support: top=full,:bottom- at supports ..r _._' a •- _ "`," _ • ; Analysis.vs. Allovrable S (psi) a n d Deflection (in);using NDS 2005 : A , - Criterion Analysis Value De 'sign. Value Ar'ialysi's /Design'" ' - Shear fv = . -97' - Fv' = 207 fv7Fv yr ='- 0•:47 - -- . . „ Bending( +) -fb = 805 Fb' = 1035 - fb /Fb' = 0.78 . Live Defl'n 0.03 = <L/999 0.20 = L/360 0.14' Total Defl'n 0.06 = <L1999 0.30 = 1.7.240 0 ' ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL ' • CF Cfu Cr Cfrt Ci - Cn LC# Fv'- 180 1.15 1.00 1.00 - - - 1.00 1.00 '3, , • - , Fb'+ • 900 1.15, 1.00 1.00 1.000 1.000 1.06 , 1,.00 " 1.00 • 1:00 - 3 .y i Fcp' 625. - 1.00 1.00' - . - , - =`, 1: oo _ 1-.00 _ - E' 1.6 million 1.00 1.00 1.,00 1 .00' 3 . • I I Einin' 0.58 million 1.00 1.00 - - - 1'.00 ' 1.00. - 3 • . Shear : LC #3 = 'D ±.75(L +S), V.= 3239, V design, =, 2190'lbs . i • Bending( +): LC #3 D +.75(L +S), M,= 4247:lbs -fE , I Deflection: LC #3 = D + .75(L +S) EIr. 285e06 lb-in2/ply Total De ,. i i = 1 (Dead Load Deflection) + Live, Load Deflection:.. (D ='dead L =live S =snow W =wind . I =impact• ,C =coinstuction.='CLd =concentrated) + • ‘" ! "(All LC.'s are listed in the Analysis output)" , Load combina ICC -IBC • DESIGN NOTES: . .tC� Cjii 1 Please verify that he:default deflection limits are appropriate foryour'application t A - , _ , ,; r,; ; ;, , r . ' L•.. 5, :.: ., ; r� : ;,,:_; • • I _ Sawn lumber bending members shall be' laterally. supported according to the provisions ofENDS,Clause 4 4 1°`,_ ,i s` ; • •, • ; ' t • • • 3. BUILT. - UP BEAMS: 'itis assumed that eachply isa single continuous member (that:isi butt joints are fastened together securely :at,intervals not, ,i. ; exceeding 4 times'the depth,an d that -,Y ' . . • -,' ~' :.. - ' ' . ' ; "' each plyiis equally top - loaded Wheee beams are'side-loaded,.special: fastening details may be required, ; r _ , ;1 ,:, i •'. , 4 C-33 . . .- • . . . . , . . . . . .., . • _ .. . . . ,.. .., ,.. . , .. , • . , .. COMPANY PROJECT di WoodWorks® SOFTWARE FOR WOOD DirSiGN June 24, 2010 13:09 b14 LC1 Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1 w68 Dead Partial UD 221.7 221.7 9.00 10.50 plf 2 Live Partial UD 350.0 350.0 9.00 10.50 plf 3_c19 Dead Point 357 9.00 lbs 4 c19 Live Point 1050 9.00 lbs 5 Dead Point 357 3.00 lbs 6 Live Point 1050 3.00 lbs 7 Dead Partial UD 317.7 317.7 0.00 1.50 plf 8 Live Partial UD 350.0 350.0 0.00 1.50 plf 9 c64 Dead Point 165 10.50 lbs 10_c64 Snow Point 225 10.50 lbs 11 Dead Point 165 1.50 lbs 12 Snow Point 225 1.50 lbs 13 Dead Partial UD 221.7 221.7 1.50 3.00 plf 14 Live Partial UD 350.0 350.0 1.50 3.00 plf 15 Dead Partial UD 317.7 317.7 10.50 12.00 plf 16 w69 Live Partial UD 350.0 350.0 10.50 12.00 plf 17 Dead Full UDL 113.7 plf 18 Live Full UDL 350.0 plf 19_j43 Dead Partial UD 17.0 17.0 0.00 0.50 plf 20_j43 Live Partial UD 25.0 25.0 0.00 0.50 plf 21 j44 Dead Partial UD 17.0 17.0 0.50 1.50 plf 22 j44 Live Partial UD 25.0 25.0 0.50 1.50 plf 23_j45 Dead Partial UD 17.0 17.0 1.50 3.00 plf 24 Live Partial UD 25.0 25.0 1.50 3.00 plf 25 Dead Partial UD 17.0 17.0 10.50 12.00 plf 26 Live Partial UD 25.0 25.0 10.50 12.00 plf 27 Dead Partial UD 17.0 17.0 3.00 9.00 plf 28 Live Partial UD 25.0 25.0 3.00 9.00 plf 29 Dead Partial UD 17.0 17.0 9.00 10.50 plf 30 Live Partial UD 25.0 25.0 9.00 10.50 plf WIND1 Wind Point 3560 3.00 lbs WIND2 Wind Point -3640 9.00 lbs wind3 Wind Point -3620 0.00 lbs winds Wind Point 3570 12.00 lbs MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : -_ 7 ,... r ..: -'-.__ - T--4 tea_ - n..- •... --�- ..` .dG .- .. - 7, ■ -.- ...o. y-�r- Vic., y - ,.. mss.. �� -� y_ _ - 1 .. ±ti.,, +tea, - . ...... � - _ - r... -..-- ',....art- - -�- �. -�. - - ..u.a. 10' 121 Dead 2207 2207 Live 4350 4350 Uplift 499 479 Total 6557 6557 Bearing: Load Comb #2 #2 Length 2.34 2.34 LSL, 1.55E, 2325Fb, 3- 1/2x14" Self- weight of 15.31 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 = 158 Fe' = 310 fv /Fv' = 0.51 Bending(*) fb = 1735 Fb' = 2325 fb /Fb' - 0.75 Live Defl'n 0.25 = L/573 0.40 = L/360 0.63 Total Defl'n 0.42 = L/343 0.60 = L/240 0.70 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fe' 310 1.00 - 1.00 - - - - 1.00 - 1.00 2 Fb'+ 2325 1.00 - 1.00 1.000 1.00 - 1.00 1.00 - - 2 Fcp' 800 - - 1.00 - - - - 1.00 - - - E' 1.5 million - 1.00 - - - - 1.00 - - 2 Emin' 0.80 million - 1.00 - - - - 1.00 - - 2 Shear : LC #2 = D +L, V = 6557, V design = 5170 lbs Bending( +): LC #2 - D +L, M = 16527 lbs -ft Deflection: LC #2 = D +L EI= 1241e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live 0 =snow W =wind I= impact C= construction CLd= 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. 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. /42-6-13Lf COMPANY PROJECT WoodWorks° SOP! WARE H3R WOOD DESIGN June 24, 2010 13:09 b14 LC2 Design Check Calculation Sheet Sizer 7.1 LOADS (ibs, psf, or ptf ) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1 w68 Dead Partial UD 221.7 221.7 9.00 10.50 plf 2 w68 Live Partial UD 350.0 350.0 9.00 10.50 plf 3_c19 Dead Point 357 9.00 lbs . 4_c19 Live Point 1050 9.00 lbs 5_c20 Dead Point 357 3.00 lbs 6 c20 Live Point 1050 3.00 lbs 7 Dead Partial UD 317.7 317.7 0.00 1.50 plf 8 Live Partial UD 350.0 350.0 0.00 1.50 plf 9 Dead Point 165 10.50 lbs 10_c64 Snow Point 225 10.50 lbs 11 c65 Dead Point 165 1.50 lbs 12_c65 Snow Point 225 1.50 lbs 13 w67 Dead Partial UD 221.7 221.7 1.50 3.00 plf 14 w67 Live Partial UD 350.0 350.0 1.50 3.00 plf 15_w69 Dead Partial UD 317.7 317.7 10.50 12.00 plf • 16 w69 Live Partial UD 350.0 350.0 10.50 12.00 plf 17 Dead Full UDL 113.7 plf 18 Live Full UDL 350.0 plf 19 j43 Dead Partial UD 17.0 17.0 0.00 0.50 plf 20 j43 Live Partial UD 25.0 25.0 0.00 0.50 plf 21 j44 Dead Partial UD 17.0 17.0 0.50 1.50 plf 22 Live Partial UD 25.0 25.0 0.50 1.50 plf 23 j45 Dead Partial UD 17.0 17.0 1.50 3.00 plf 24 j45 Live Partial UD 25.0 25.0 1.50 3.00 plf 25D46 Dead Partial UD 17.0 17.0 10.50 12.00 plf 26_j46 Live Partial UD 25.0 25.0 10.50 12.00 plf 27 j70 Dead Partial UD 17.0 17.0 3.00 9.00 plf 28_370 Live Partial UD 25.0 25.0 3.00 9.00 plf 29 j71 Dead Partial UD 17.0 17.0 9.00 10.50 plf 30 Live Partial UD 25.0 25.0 9.00 10.50 plf WIND1 Wind Point -3560 3.00 lbs WIND2 Wind Point 3640 9.00 lbs wind3 Wind Point 3620 0.00 lbs winds Wind Point -3570 12.00 lbs MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : - r r- -- „ + .-...-- .----- sue r y "° ' .. . ° j .... - : . " ''_....+r Owl - `v. zIr .:-.1. ..."�....41 . .� - _ -- 6 T,:, ,, - � 2 • ' _ . i tmyf..alraC ��.�/e%w+'�9iOr� + 121 1 0' Dead 2207 2207 Live 4826 4811 7018 Total 7033 Bearing: #q Load Comb 04 Length 2.51 2.51 LSL, 1.55E, 2325Fb, 3- 1/2x14" Self- weight of 15.31 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 = 158 Fv' = 310 fv /Fv' = 0.51 Bending( +) fb = 1735 Fb' = 2325 fb /Fb' = 0.75 Live Defl'n 0.25 = L/573 0.40 = L/360 0.63 Total Defl'n 0.42 = L/343 0.60 = 1/240 0.70 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fv' 310 1.00 - 1.00 - - - - 1.00 - 1.00 2 Fb'+ 2325 1.00 - 1.00 1.000 1.00 - 1.00 1.00 - - 2 ' Fcp' 800 - - 1.00 - - - - 1.00 - - - E' 1.5 million - 1.00 - - - - 1.00 - - 2 Emin' 0.80 million - 1.00 - - - - 1.00 - - 2 Shear : LC #2 = D +L, V = 6557, V design = 5170 lbs • Bending( +): LC #2 = D +L, M = 16527 lbs -ft Deflection: LC #2 = D +L EI= 1241e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (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: 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. 4 - C-.).C.- COMPANY PROJECT di WoodWorks® SOFRVARF WOOD OCS3GN June 24, 2010 1311 b13 LC1 Design Check Calculation Sheet Sizer 7 1 LOADS (Ibs, psf, or plf ) Load Type Distribution Magnitude Location (ft) Units Start End Start End 1 w58 Dead Partial UD 519.0 519.0 0.00 3.00 plf 2 Snow Partial UD 505.0 505.0 0.00 3.00 plf 3 Dead Point 217 5.50 lbs 4 c40 Live Point 668 5.50 lbs 5_c67 Dead Point 518 5.00 lbs 6 c67 Snow Point 778 5.00 lbs 7 Dead Point 573 3.00 lbs 8 Snow Point 942 3.00 lbs 9 Dead Partial UD 593.7 593.7 5.00 8.00 plf 10 w59 Snow Partial UD 735.0 735.0 5.00 8.00 plf 11_337 Dead Partial UD 100.7 100.7 6.50 8.00 plf 12_j37 Live Partial UD 310.0 310.0 6.50 8.00 plf 13 j38 Dead Partial UD 81.2 81.2 3.50 6.50 plf 14_j38 Live Partial UD 250.0 250.0 3.50 6.50 plf 15 j39 Dead Partial UD 22.7 22.7 0.00 3.50 plf 16 Live Partial UD 70.0 70.0 0.00 3.50 plf 17 Dead Point 126 3.50 lbs 18 Live Point 389 3.50 lbs 19 Dead Point 225 6.50 lbs 20 b32 Live Point 693 6.50 lbs W1 Wind Point 6590 0.00 lbs W2 Wind Point -6590 3.00 lbs W3 Wind Point 6590 5.00 lbs W4 Wind Point -6590 8.00 lbs MAXIMUM REACTIONS Ohs) and BFARING LENGTHS (in) : r � _+ � ' - � ., �� -"-- r � .. �� ------ �r - --- -awj` ' _ ..-.... ._-- 1! '�a�c _ . - if+-a. s - -�- ▪ = .. •, f + ° a ' � s : - i t:- _� +fir .r• Dead 2561 3033 Live 6406 3789 Uplift 3098 Total 8968 6822 Bearing: Load Comb 04 #3 Length 3.20 2.44 LSL, 1.55E, 2325Fb, 3- 112x14" Self - weight of 15.31 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 = 157 Fv' = 356 fv /Fv' = 0.44 Bending( +) fb = 1295 Fb' = 2674 fb /Fb' = 0.48 Live Defl'n 0.06 = <L/999 0.27 = L/360 0.24 Total Defl'n 0.14 = L/680 0.40 = L/240 0.35 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LCO Fv' 310 1.15 - 1.00 - - - - 1.00 - 1.00 3 Fb'+ 2325 1.15 - 1.00 1.000 1.00 - 1.00 1.00 - - 3 Fcp' 800 - - 1.00 - - - - 1.00 - - - E' 1.5 million - 1.00 - - - - 1.00 - - 3 Emin' 0.80 million - 1.00 - - - - 1.00 - - 3 Shear : LC #3 = D +,75(L +S), V = 6822, V design = 5122 lbs Bending( +): LC #3 = D +.75(L +S), M = 12340 lbs -ft Deflection: LC #3 = D +.75(L +S) EI= 1241e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (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: 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. -- (-1 3 • r, COMPANY PROJECT i i i Wood SUFlWAR[FOR WDOO DESIGN June 24, 2010 13:11 b13 LC2 Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft) Units . Start • End Start End ' 1 w58 Dead Partial UD 519.0 519.0 0.00 _3.00 plf • 2_ w58 Snow Partial UD 505.0 505.0 0.00 3.00 plf 3 c40 Dead Point 217 5.50 lbs 4 c40 Live ' Point 668 5.50 lbs 5 - c67 Dead Point 518 5.00 lbs 6 c67 Snow Point 778 5.00 lbs 7 c68 Dead Point 573 3.00 lbs 6c68 Snow Point 942 3.00 lbs 9 w59 Dead Partial UD 593.7 593.7 5.00 8.00 plf 1(71_w59 Snow Partial UD 735.0 735.0 5.00 • 8.00 plf 11 j37 Dead Partial UD 100.7 100.7 6.50 8.00 plf 12 Live Partial UD 310.0 310.0 6.50 8.00 plf 13_j38 Dead Partial UD 81.2 81.2 3.50 6.50 plf 14_j38 Live Partial UD 250.0 250.0 3.50 6.50 plf 15_j39 Dead Partial UD 22.7 22.7 0.00 3.50 plf ' 16_j39 Live Partial UD 70.0 70.0 0.00 3.50 plf 17 Dead Point 126 3.50 lbs 18 Live Point 389 3.50 - lbs 19 b32 Dead Point 225 6.50 lbs 20_b32 Live Point 693 6.50 lbs W1 Wind Point -6590 0.00 lbs W2 Wind Point 6590 - 3.00 lbs W3 Wind Point -6590 5.00 lbs W4 Wind Point 6590 8.00 ' lbs . MAXIMUM REACTIONS Ilbsl and BEARING LENGTHS lint • • ' '.a T _� mar• a �: �f- 9 `! f -` v� -- 7 _ -..a.....7."--•-.--..."..-.3....."7-- 7- -� -` � "� - -- r= - s ue„ -r ao - • 81 1 0' 3033 Dead 2561 7496 Live 2699 Uplift 3381 10529 Total 5261 Bearing: - _ 94 Load Comb 93 3.76 Length 1.88 • LSL, 1.55E, 2325Fb, 3- 1/2x14" Self - weight of 15.31 plf included in loads; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection ( using NDS 2005 Criterion Analysis Value Design Value Analysis/Design • ' Shear fv = 157 Fv' = 356 fv /Fv' = 0.44 Bending( +) fb = 1295 Fb' = 2674 fb /Eb' = 0.48 Live Defl'n 0.06 = <L/999 0.27 = L/360 0 Total- Defl'n 0.14 = L /680 0.40 = L/240 0.35 - - ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC0 Fv' 310 1.15 - 1.00 - - - - 1.00 - 1.00 3 I ' Fb'+ 2325 1.15 - 1.00 1.000 1.00 - 1.00 1.00 - - 3 Fcp' 800 - - 1.00 - - - - 1.00 - - - E' 1.5 million - 1.00 - - - - 1.00 3 Emin' 0.80 million - 1.00 - - - - 1.00 - - 3 Shear : LC 93 = D +.75(L +S), V = 6822, V design = 5122 lbs Bending( +): LC 03 = D +.75(L +S), M = 12340 lbs -ft Deflection: LC 03 = D +.75(L +S) EI= 1241e06 lb -in2 ' Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (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: 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. - • • COMPANY PROJECT i (g) II I 1 Wood Wo r k s June 24, 20101319 1:134 LC1 SOFTWARE FOR WOOD DESIGN Design Check Calculation Sheet 54001 71 LOADS ( en. psi,' pit) Lrad rype =parr:P.:1,c Magr,r-de Laradirn .ff] .rl.r.a 0:arr End Pt,- En= Dead Cart,: CD 61 6: 5 7.52 11.3C cif 4 Crw Par:la, 'JD En.: .42 - .5, 11.0, cif _r16 :4,4 I cr. . Dead Par,a' D 6" E r".5 : 25.02 ,2f 42 r6 :cad C.:: ra Des, ri:rr 6, PaD, ca 1 ,r Stas- rarria 2D , la., C22 2 r.:: r.5, r f :71 Dead • Carr1a '2: 4 7 4". I7.1: :,..., p f . 6./.0 262.5 4.52 2.50 c f I4/0 Cartia UC 16'.. 160.3 , .51 I:, p 2 C 2 Dcaa , Dcap E Draa 224...e FarrIa UD Da. 3,29 3.4, I.S0 c f aE :ear 44 4P D.aa Carfra 2, I:2. .-- - 4.2: 4.53 pif 4a: 6a Dead 45 65 Draw reaa 7ardla ,D 4r. 4 4., 4.,C cif E4 a: 11:e Farrta U: :GC.: :CD.0 ,. 4.0: pIf W: wina 5.5: 0.02 tr W: wirp C-ir: -EFS: 4.,2 -Cs ks WInc -5,: 17.7: cs ,W6 II46.,. MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 4 t '-- :cal 4:5 1,551 1,490 Pearl', L4aa 'arc Lepa, 5.cr Glulam-Bal., West Species, 24F-V8 DF, 5-1/8x22-1/2" Sett.oeigN 002655 plf "Atwell it loads Lateral support top= hd, bottom at supports, Analysis vs. Allowable Stress (psi) and Deflection (in) „.,„ Nos zoo Cr.,-,1,n Aca,...,46 ,slut 76s116 ',lac , ralp,I,C.niar Shea, Live Defl'n C.40 . L/595 2.6 - 1./36" Cr:al Defl'r 0,4 - L,7es :.0a . i/24 C 4 4 ADDITIONAL DATA: I., - ..... I.:: .7: • Er : r • 3., c.: 1 1 : , -. I.': . ": - 7.ra: :cf:er,Irr . 1.5:1Dess Lria De4:cr:4 - '..4. Cada Cef:erri r. 1,22 ,C's are :fan., in 441. Ana2,,:a :::p24 Lrad :a IC:-.: DESIGN NOTES: 1. Please verify that the defaull deflection Louts are appropnale for your appitcabon 2 Glulan dews vilLieS are la materials conformetg to AITC 117-2001 and manufactured In accord.. whh ANSPAITC 0190 1.1992 3 GLULAN. bad c actual breadth ■ adult! depth 4, Gktm Beams 51000 he blame) supported according to the proAwarts of NOS Clause 333 5 GLULAM bearatg RAVI 65004 00 smaller 00 Fcp(leroton), Fcp(conain) 4- 6,,,,?), • COMPANY PROJECT Woodworks® June 24.20101319 b341C2 SOFTWARE FOR WOOD DESIGN Design Check Calculation Sheet Saar 7 1 LOADS 1 o.PN) __a] - e__ 71r5414 Y.aan__u_e Lotaclen ft: Uncle w6_ Sean :4_:141- J 11.. 6 - .0 S.C. 7 - Ea_._a: JD '95.0 _ 0.05 ;.JC c.f 2:5,9 De. 1arclel U3 613.7 61".5. ..57 , 0 " 41, 4_-73 - al US EDI._ C:._ 7.50 11.01 pl., _1s 3E __ 12E2 __ -64 - - Ear1_al J' _ _ C_ 14.33 _ _ Caen • __6 _ 1127 :2 1.30 cc 4_,6 7cca 24155 110: vE _ -- 1 - - - - 4.OJ -- 6 w _ - -al 'JC 5.0 - - - Dees 24241a1 US Ear 51a1 Lr 601.= 614 C:.: 1E.27 13.0C F -- C w - -- 25.3 455.2 - Den, - - 19.6 51f 'Id!. Lc, Far :63.2 16 1.3 - -- 7.5 4 _1 2- -146 - 1 -- :E 7.9 :E,.: - 7-7 7. Dee] - __ 42 - -C.: 122.7 C.' . - 71/. FacIla L - - 3 3.6' __ _ _ US a7,.o 242.0 - 1 21 22 22 - 424 JD 2 4.5 7.E0 9: 42_26 71re 41 142 Sean F -- ;C. 744e Faccle LC 16,6 _EC.0 11.0 1 5.. ' 367 2ese _ _-- JD 0 T 4 -.1 - - 44 EC EE :eat Fac5.411. UC - - - 56_ - 'JD :E a _._. ___ EcIrc -5,53 1.2 1cc -' - 5 -5C -- - Wind _ _ -5252 1.c Wi tun, ar1r.1 5esc 13.5 y tl. 9 .c_c. -54E0 -_.n _en MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : ac -- .TIE! Glulam -Bal., West Species, 24F -V8 DF, 5- 1/8x22.112" SdI.weghI of 26 55 NI mil/dad In loads, Lateral 0049911 lap= AA. Wllo.n al Sapp Oo: Analysis vs. Allowable Stress (psi) and Deflection (in) ,,slay NOs 2005: 2 -t _ a - 71ve 2.f1 704,1 :e_. _ 34 - 74274 _. 0 - _._E9 r 44 ADDITIONAL DATA: MATTOF.I: F/E CD =C 71 _.. _ _ -r - _. - Sneer _ _ _51_2. 4 361, yea :ar. . ._.__ .L_ Fenting1. __ 42 24.3511.-31, SEe,E' _ __a.. =:56151141.4._. :77-12C DESIGN NOTES: I. Please venly Mat the default delletlron hoes ate eppropwle Of rex appllcahon 2. GIWa.n desgn vafoes are Ice materials conforming to AITC 117.2001 and nunulac urod in accordance wM ANSUAITC A190 1.1992 3 GLULAM bad • acted Neadh ■ actual depth 4 Ghlam Banns Shea be laterally 0upp901ed ao9ad0g to the prwuvrs of NOS Clause 3 3 3 5 GLULAM tearing lany0, based on snag. d Fcp(tenstm . Feplrnmp n) 4 6)279 • • COMPANY PROJECT A ill I Wood Wo r k 0 June 24, 2010 13 20 634 LC2 SOFTWARE FOR WOOD DESIGN Design Check Calculation Sheet 5. 7 1 LOADS ( lbs. Pat m Pil ) Lcad Type Dlytnicucace Magmft,de 1.27.7.17n [fp] C.-, Start Snd Start En, 1 w6: Deac Pastia1 JD 6:37 613., 0.00 270 pli 2 , 7 Partla. CD , E5.0 '95.0 C.DC 700 plf 2:9,9 0eam Parc, C2 5 61/.5 , .50 11.ED clf rn7w 5 Deem Ft1r, 243. . . 2 2 lcs 0:713 4 Fdl, :404 .7.70 2cs 2_716 Deam 97-nt 12E9 - ,, :cn 9_316 2,79, 971r, :CD4 - .CI Ic. 9 9,54 ,ear Par,:al JS E2 E.1 - .DC -. '• plf 1. ufi4 7.77u Farclal ED E F0 - .0C 2.9.DC 7If 21 :ea. Print 6,, ,,, Ira 13:40: Deam E:, 4.0C _cc 14 7E, 5. 2292 4.0, Ira 15 Deam Parctal CD 0227 F' - 700 4.7C plf. 15 C772, Fard'a' U "95.0 - .5. - :70 4.0, cln 19:2,1 Dread Fastlm: SD 021., 612.1 7.1, 2.EC c .72 , an, Parcfal CD '9E.0 293.2: ..0C - .ES 72f 21 Dean Pantla JD 4 4 : 19.00 pli DD Li9e Fantla JD 1E , 160.0 C ' -' p:f Dean- Par7ia '42 C 47.7 4.50 - .3' elf 24 2., Live Pan7:11 CD 16.2.0 :6C.) 4.30 ".2 plf Deam Ean:fa .,D 4 4 2 .50 12., cl: ,G7_,E, Llvo p Fart:a LE.' 1670 260. , .EC 2.1.CC If Z" 4 CE Dead Pantia LID 2:07 '-" O., Z.C5 p:: 20 23: rart.a ur 2'70 4,.. 2.50 4.02 p:f 27_233 rart_al j7 3"2.0 2)0. 4.52. - .ED p:f 22,.24 Den7 Par:tal CD 1,0., '-' ".3C E.D2 plf 34_ Far2...1 CD 4 3 - .EC E.C.0 plf 25_,,DE Dead Fanclal 2, '''' - 1,07 E.D1 11.00 cif Deam Faccial CD 2 2 2.10 21.EJ Elf FortIal CD I:27 12C.: 11.00 2..20 Of 3E:14' FIr7Ial US 2,0.0 3. 11.3, 7 clf De.. 9an7:al 11'. '-' - 1,07 770 2.E0 plf 40:20 9ancial CD 3 3 :70 2 50 clf 41 241 7eac Parptal. JD 2207 22).: 4.00 4.50 plf 42:14F 221...e Pancfal L'D 2 2'0.0 4.30 4.50 plf .3 1E2 Deco Far7lal UD 47.2 4 i2.70 2-.DD p2, 44 Live Pancial LID 16,0 160.0 11.00 1 plf 45:05 Dead Partial US 4 4).7 le.. ,...., p2f 40_2EL lire Fart:al JD: IED.0 ,60.2 '. 2 ' 1,70 plf 4' :60 Dead Fanc:al 4s 4'.' 4 4.11 .1.57 plf 4E ra47-.1 JD 1EJ.0 160.0 4.2C. 4.57 p:f S.:,C, dancial CD 2 3 77C '- s plf EL Dee. Car71.1 JD 2,27 1:07. e.,. -- - clf S7_109 1.4, Far21.2 LID 2 D . " 7710 c2f S2 2": Deam Cantial UD 4'.' 4.. 7.20 4.00 cf. 54 Fardici 110 26,0 15C7 :7, 4., Elf 55:2'3 Deam fart:al Ur 4 4 2., r.:, c2f 56_ Far:la, CC :El., .60.D C.,0 2.2S clf W, Wird 1.29nd - ,e5o c.o :cr w.3. Wlnd P:in, II.. :cc W4 Ulf, Fc IP: SEED 1 . DO Ics MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : ....1 1..k 27' 995C F9 1 2 9earld, L 'rcp .2 .3 lrelm-r E.1F Glulam-Bal., West Species, 24F-V8 DF, 5-118)(22-112" Self-weight 01 2655 pa inckelad in lopes. Lateral support... full, bdtorn• at supporta, Analysis vs. Allowable Stress (psi) and Deflection (in) „.„, ans 2005 °niter:" 5ralrele Val.e D.sin.r. Value AnalvsisrDecImp mhear fv - ,e: EenmIngl, fc - ,2FD Et . :CDC 119, Defl'n 0.41 . 5/.591 2.6" . L.2100 C.E2 77211 Deff'n 0..4 - L/25.4 1.00 . 1,40 ADDITIONAL DATA: FACTO,: r CD 77, Cc. 7.2 7: Cf, Cr Cfr, Nicer Cr LC. , Fre r5o - 1.22 .CD - E 2..., . ..... .. 2.ED .2: 5,7Ingl•If LT .3 . D.. 'I . 9E1.9 Ics-ft Deflec,Ind: LC .4 - D.. 5,- 5 117:7, Tata, Deflef . 1.nC'Dean Laar. D ..... --.7 n1 • 12:ve 17.3 Let:. .. 2.. . ,All 121 ar. :inl., 2n the 5raly.'m - u•p-• I 2273d :cr.:mat:2r., :CT-,P7 DESIGN NOTES: 1. Please vartty tat the default defies M. are approp.e for yaw appecaton 2. GUarn design values are for matereals conforming to *ITC 117-2031 and manuladured in accordance well ANSIMITC *1551.1552 1 GLULAM • and = ad. bread,. a actual depth 4 Glailsm Be,.,,. shall be laterally aupparled accardng to155 farm.. 01 505 Clause 333 5. GLULAM bearing length based on smoke of Fcp(tensia6, FcMcomOn) COMPANY PROJECT i WoodWorks® SOFTWARE FOR w000 ouo.v June 24, 2010 13:23 b34 LC1 NO LL Design Check Calculation Sheet Sizer 7.1 LOADS I Ibs, psf, or pit ) Load Type Distribution Magnitude Location [ft) Units Start End Start End 1 w62 Dead Partial UD 613.2 613.2 0.00 2.00 plf 3 w29 Dead Partial UD 617.5 617.5 7.50 11.00 plf 5_c15 Dead Point 1436 11.00 lbs 7 Dead Point 1389 17.00 lbs 9 Dead Partial UD 617.5 617.5 17.00 18.00 plf 11 c61 Dead Point 622 7.00 lbs 13 Dead Point 622 4.00 lbs 15 Dead Partial UD 613.2 613.2 2.00 4.00 plf 17 Dead Partial UD 617.5 617.5 18.00 20.00 plf 19_w71 Dead Partial UD 613.2 613.2 7.00 7.50 plf 21_164 Dead Partial UD 47.7 47.7 17.00 18.00 Of 23 j28 Dead Partial UD 47.7 47.7 4.50 7.50 plf 25_j62 Dead Partial UD 47.7 47.7 7.50 11.00 plf 27 Dead Partial UD 120.2 120.2 0.00 2.00 plf 29_j32 Dead Partial UD 120.2 120.2 3.50 4.00 plf 31 Dead Partial UD 120.2 120.2 4.50 7.50 plf 33 Dead Partial UD 120.2 120.2 7.50 8.00 plf 35 Dead Partial UD 120.2 120.2 8.00 11.00 plf 39 Dead Partial UD 120.2 120.2 2.00 3.50 plf 41 Dead Partial UD 120.2 120.2 4.00 4.50 plf 43 Dead Partial UD 47.7 47.7 11.00 17.00 plf 45 Dead Partial UD 47.7 47.7 18.00 20.00 plf 47 Dead Partial UD 47.7 47.7 4.00 4.50 plf 49_j68 Dead Partial UD 120.2 120.2 17.00 18.00 plf 51 j69 Dead Partial UD 120.2 120.2 18.00 20.00 plf 53 j72 Dead Partial UD 47.7 47.7 2.00 4.00 plf 55 Dead Partial UD 47.7 47.7 0.00 2.00 plf W1 Wind Point 5850 0.00 lbs W2 Wind Point -5850 4.00 lbs W3 Wind Point 5850 11.00 lbs W4 Wind Point -5850 17.00 lbs W5 Wind Point 5850 20.00 lbs MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : R 2011 10' 6822 Dead 7189 302 Live 156 7018 Total 7238 Bearing: #2 Load Comb 02 2.12 Length 2.17 Glulam -Bal., West Species, 24F -V8 DF, 5- 1/8x22 -1/2" Self- weight of 26.55 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 = 74 Fv' = 238 fv /Fv' = 0.31 Bending( +) fb = 950 Fb' = 2038 fb /Fb' = 0.47 Live Defl'n negligible Total Defl'n 0.41 = 1/585 1.00 = L/240 0.41 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fv' 265 0.90 1.00 1.00 - - - - 1.00 1.00 1.00 1 Fb'+ 2400 0.90 1.00 1.00 1.000 0.944 1.00 1.00 1.00 1.00 - 1 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 1 Ervin' 0.85 million 1.00 1.00 - - - - 1.00 - - 1 Shear : LC #1 = D only, V = 7189, V design = 5674 lbs Bending( +): LC #1 = D only, M = 34217 lbs -ft Deflection: LC 01 = D only EI= 8756e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (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: 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. Glulem 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). . iq --- Cl Li 1 COMPANY PROJECT i WoodWorks® SOFTWARE FOR WOOD 1B73GM June 24, 2010 13:22 b34 LC2 NO LL Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs. psf, or plf ) Load Type Distribution Magnitude Location (ft) Units Start End Start End 1 w62 Dead Partial UD 613.2 613.2 0.00 2.00 plf 3 Dead Partial UD 617.5 617.5 7.50 11.00 plf 5 Dead Point 1436 11.00 lbs 7 Dead Point 1389 17.00 lbs 9 Dead Partial UD 617.5 617.5 17.00 18.00 plf ll c61 Dead Point 622 7.00 lbs 13 Dead Point 622 4.00 lbs 15 Dead Partial UD 613.2 613.2 2.00 4.00 plf 17 Dead Partial UD 617.5 617.5 18.00 20.00 plf 19 Dead Partial UD 613.2 613.2 7.00 7.50 plf 21 Dead Partial UD 47.7 47.7 17.00 18.00 plf 23 Dead Partial UD 47.7 47.7 4.50 7.50 plf 25 Dead Partial UD 47.7 47.7 7.50 11.00 plf 27 Dead Partial UD 120.2 120.2 0.00 2.00 plf 29 Dead Partial UD 120.2 120.2 3.50 4.00 plf 31 Dead Partial UD 120.2 120.2 4.50 7.50 plf 33 Dead Partial UD 120.2 120.2 7.50 8.00 plf 35 Dead Partial UD 120.2 120.2 8.00 11.00 plf 39 Dead Partial UD 120.2 120.2 2.00 3.50 plf 41 j49 Dead Partial UD 120.2 120.2 4.00 4.50 plf 43j63 Dead Partial UD 47.7 47.7 11.00 17.00 plf 45_j65 Dead Partial UD 47.7 47.7 18.00 20.00 plf 47 j66 Dead Partial UD 47.7 47.7 4.00 4.50 plf 49_768 Dead Partial UD 120.2 120.2 17.00 18.00 plf 51_j69 Dead Partial UD 120.2 120.2 18.00 20.00 plf 53 Dead Partial UD 47.7 47.7 2.00 4.00 plf 55 j73 Dead Partial UD 47.7 47.7 0.00 2.00 plf W1 Wind Point -5850 0.00 lbs W2 Wind Point 5850 4.00 lbs W3 Wind Point -5850 11.00 lbs W4 Wind Point 5850 17.00 lbs W5 Wind Point -5850 20.00 lbs MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : A ' 201 Dead 7189 6822 Live Total 7189 6822 Bearing: Load Comb #1 01 Length 2.16 2.05 Glulam -Bal., West Species, 24F -V8 DF, 5- 1/8x22 -1/2" Self- weight of 26.55 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 fv = 74 Fv' = 238 fv /Fv' = 0.31 Bending(+) fb = 950 Fb' = 2038 fb /Fb' = 0.47 Live Defl'n negligible Total Defl'n 0.41 = L /585 1.00 = L/240 0.41 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fv' 265 0.90 1.00 1.00 - - - - 1.00 1.00 1.00 1 Fb'+ 2400 0.90 1.00 1.00 1.000 0.944 1.00 1.00 1.00 1.00 - 1 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 1 Emin' 0.65 million 1.00 1.00 - - - - 1.00 - - 7 Shear : LC 61 = D only, V = 7189, V design = 5674 lbs Bending( +): LC #1 = D only, M = 34217 lbs -ft Deflection: LC #1 = D only EI= 8756e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (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: 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). 4 - Giq 2- Harper Project: • HP Houf Peterson . client: Job # • Righellis Inc. -- EN4INEERa . ,c:.��IERS - - - - --- Designer: Date: Pg. # I ANO3C.AF'E ANCIII IE'E14• SUR'EYOR`J lb `1c..ck oesi Y1 Wdl 10 - -•8. -841.20. ft N = 1600:Ib ✓ , ft ■ Seismic Forces Site_Class =D Design Catagory =D Wp W dl I 1.0 Component Importance Factor - (Sect 13.1 ASCE 7 -05) ' S := 0.339 Max EQ, 5% damped, spectral response acceleration of 1 sec. S := 0.942 Max EQ, 5% damped, spectral responce acceleration at short period z := 9 Height of Component h := 32 Mean Height Of Roof - F : = 1.123 Acc -based site coefficient @ .3 s- period (Table 1613.5.3(1), 2006 IBC) F := 1.722 Vel -based site coefficient @ 1 s- period (Table 1613.5.3(2), 2006 IBC) i S • = F S . S ml F v' S 1 • ' 2-S S : = Max EQ, 5% damped, spectral responce acceleration at short period 3 - Exterior Elements & Body Of Connections a := 1.0 R := 2.5 (Table 13.5 -1,, ASCE 7 -05) = .4ap S ds 1 p F P ( h R 1 + 2 - •WP EQU 13 - ) , . P • Fpmax := 1.6. S ds .l p .W p EQU. 13.3 - F pmin := . EQU. 13.3 - 3 F := if F F ,F ,if (F < F ,Fp min ,F )) F = 338.5171 -lb p > pmax pmax p pmin p p i Miniumum Vertical Force . 0.2.S ds• W dl = 225.6781 -lb . . ' 14 GI q , . • • Harper Project: HP '• Houf Peterson Client: Job # Righellis Inc. --- ENGINEERS •PLAK„E45 - --- - Designer: Date: Pg. # LANDSCAPE AHCSI EEC [S• SUH'JEYCAS W dl := 10• lb — •8.ft•20•ft W = 1600-lb ft Seismic Forces Site Class =D Design Catagory =D W p := W dl 1.0 Component Importance Factor (Sect 13.1.3, ASCE 7 -05) S := 0.339 Max EQ, 5% damped, spectral responce acceleration of 1 sec. S • = 0.942 Max EQ, 5% damped, spectral responce acceleration at short period z := 9 Height of Component h := 32 Mean Height Of Roof F • = 1.123 Acc -based site coefficient @ .3 s- period (Table 1613.5.3(1), 2006 IBC) F 1.722 Vel -based site coefficient @ 1 s- period (Table 1613.5.3(2), 2006 IBC) S := F S Sml := F S 2S ms S := Max EQ, 5% damped, spectral responce acceleration at short period 3 Exterior Elements & Body Of Connections a := 1.0 R := 2.5 (Table 13.5 -1, ASCE 7 - 05) 4a • ( z l FP := PR P I 1 + 2- hJ •Wp EQU. 13.3 - l Fpmax 1.6.S W EQU. 13.3 - F pmin .3 EQU. 13.3 - F es := if(F > F pmax , Fpmax, if(F < F pmin , Fpmin, F F = 338.5171-lb Miniumum Vertical Force 0.2• S ds• W dl = 225.6781-lb 1 4 2 " (1 Li Li 0 HP Har per Houf Peterson COMMUNICATION RECORD Righellis Inc. To ❑ FROM ❑ MEMO TO FILE El 1 I,' • ,L l.LN, - ,n_,,�.e i,r r': r.. ,,. ,. PHONE NO.: PHONE CALL: Q MEETING: Ili Z] -0 m P1 M. O m m E -h n II 0 ti c 3 IP —4 ll i �� r- U W n ....0 1 r II 3. 'V 6 -^ 1 X _, 9 —C. Nt.--' 1 ..-0 Cf) . il ' r 1- f) . :f o 0 co o r N :— C n • BY: t j',- DATE: JOB NO.: ._ _ _ _ _ ik PROJECT: RE: 0 e. c: \ - ) 1 I ( r-' c.- :ti"- (=, 0 C 1P- (` C.. VT. `1 r 2xL • ? DEC iNC-� O E • 2 NRtk— C P-ic t T) f (1 (04:4 C:,,rnt c.:) j f o W ct < CPC. ° ncti b1-1._ IN (ra s U Jo‘srS 2 = ` pL c ._ --__, O ' U I( SAC +iiC3 \ Ir' '(l.Q \S = 314 icOtC. cr Z Co,pu l p�� W ❑ o _ e% C )4° Th lit e _ __ { ! .1 I I. 0 G V v,.9.5- f `. I 0 . Us-e__ (1) SI rr‘,C,:)':::,0 n S :-) '3 ' X 01. i ,.. .. e '2 'I l' _______,4; g'o = ( )( Y K ) - 7 vqF 40iv 1> R r f 1 - 3o 4 ( = a3l #/F S \\Di 3D5t x4'1- C Eli' o,c . _ (2)(2 --..%) 4 40 1# U • 4- 6 ci-G • --r— :c -pp( - - -' - --i/-- rF, •• f,' = '61 00 re ") cigee hS°E , 4-ogee= I E-ii..... ry 14 D009 :-- --# 002 Clbal x 0 0 z Ei m z -.) O xi :. 0 m 0 igt i. <---- 0 1 nCiki Q -- n -- F) > NI 44. 1.. •Q„9 -i (3 z he72 71 7a 1 O rfl 0 o o 0 m ✓ o O g 3 m -I z • a 9 ICI O 0 5;37-rijC)() ...i i a --a_ ... , :„..ro.., . . - .. ON eor 3i0 , e UrAq fi°&11‘d •AS V - I ... e Harper 2. HoufPeterson COMMUNICATION RECORD Righellis Inc. To ❑ FROM 0 MEMO TO FILE LI EIIGINEEP: • PLA11: ;EFIA LA::C':.:AP: ARCHITECT..•SU ^VEY,.1 PHONE NO.: PHONE CALL: 0 MEETING: fl z - a m ,) b n 7.1 o I: i (II 1 % I) f 3 Q, Q, d L 8 6-: .4 °L 0 _ .4 # 7 01 3 cd ,, it (3".. r-) -i _C c9 RI I 1 r t I Cr 1 l... 1! 0 o narper COMMUNICATION RECORD HP Houf Peterson Righellis Inc. To 0 FROM E MEMO TO FILE LI E0OINCEil: • PLAPI:!ER. LA,Dll1PF AF,CluTECTS-Sth+V:21,112.: PHONE NO.: PHONE CALL: p MEETING: El . 1:1 "0 l 73 CO 74 2 Ii ......::) C) 7 ,...3 ....„, ,....., ■ „,.. N .1111.1 Fl C '.. 'SI Cr) .24 s..::: .......--. -- .....-.......-.. v CA V C 1 . 1:13NS C. % r- r 6-, > ,--1 7 k....i. t.) C. rs I 1 t r f1 ! • CO 113 z o CP, .1.3- • COMPANY PROJECT WoodWorks® SOFTWARE FOR WOOD OFSIGN 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) : l 5 Dead Live 100 Total 104 100 Bearing: 104 Load Comb #2 Length 0.50* #2 Cb 1.00 0.50* *Min. bearing length for beams is 1/2" for exterior supports 1.00 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 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 = 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 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. iq G1 SO COMPANY PROJECT i.` WoodWorks® 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) : 1 5 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 1/2" 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 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 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 -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 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. 4 .._ Gs 1 • WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Unit A - Front Load WoodWorks® Sizer 7.1 June 22, 2010 13:57:56 Concept Mode: Reactions Base of Structure View Floor 2: 8' :r:, 6 „ t J� u : 6 1 9 19D 619D 4C) o 4,1_ 4; l: ',ft': �. - - .- .. _ �_ ., _., : . . -- a =i - °i W : .. . 1193 L'153 2404 L,2404 L r ' 625 D105911439 D 1394 D �o - Q .- - i�, - - - ---- — - -- - -- -- - - - .30 if -lp rj;J s'7 315 L '` nn �; 358 D z �! 315E 100 L'� - _. .. 358 D . -.. zc > -o „, ,,,_ , !ri 96 D= _ -„ . -y:, 74(847 5 611 L.- .. _ 756 L _• - -. 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(•.� .. . -.C;�L ' } .., ,C.�, t . , 7:7:7 6" 70071 C) L ?ziO 0T 71e,O NJT w . ,• 4 :il „ WoodWorks® -Sizer SOFTWARE FOR WOOD DESIGN Unit A - Rear Load WoodWorks® Sizer 7.1 June 22, 2010 13:57:37 Concept Mode: Reactions at Base of Structure View Floor 2: 8' Ic;:,4 - • 1600 L • 5 -a • l UL'' _. ,1600L -�= -�- -;- 619D - • 4n -0 619 D _r. • - .. - - - - - - - .- ._ - - - s y 13274 L . - 13304 L x :'° 7153 D 7072 D .. _ . 315L a _u 358 D �y �J 315 L: zo ) 58 D: l 100 L - ... • LF _. w 96 D.= 3 .. • «ti . -' co r 74(84 - 611 L. _ . 56 L. Q. ' 41(452 D 5546 D 5-L// D i3 -u <1 625 } i r= 3D ,0 5p !-, ru ,' . _' - 908 L : -+ � 46D'30, '_A M D 245L 50L._. _ \ ms`s 3 D 374 D ^,_� u l3 - . 3599 ° -- 5_7 - - - - - . - L�� 2587 L - ..... 2587 L= ' ” u w 209 LD 8 D : 1963 D - - _ 1 963 D _ • :. 154D :i -iuu 9 D...._..._. ::.... .• __ �L 725 , 5 78D 617D'D. BBIB B BCCCCCCCCICCC CC CCCCC CCCCCICCCDUDD D UDD(UD DD DDD D DDCD \DDDEE E E EEEDEEEEEEE +EEEEEEIEEEEZ 0' 2' 4' 6' 3' 10' 12' '14' 16' 18' 20' 22' 24' 26' 28' 30' 32'34' 36' 38' 40' a2' 44' 46' 48' 50' 52' 54' 56' 58' 60' 62' 54' 66' 68' 70' 7 2' 74' 76' 0'1'2'3'4'5'6'7'8' 111:1‘1:1 El - 1 '.2i2'212.2 2 203i3 '3.53 32;4(4 '4:''.; 4 - `- !4[4 4t4'tif;; 5: 5: E 316 c:..I6..,4r'.oi6616 ?7(7' ,7:7 :7177_ -5- \- OOT k 0U T V� �orzvD • • , � �7 ntl \, Harper Houf Peterson Righellis Inc. • C Date: 6/24/2010 1:41 PM • 1 system: English Flue name: O: \HHPR Projects \CEN - Centex Homes (309) \CEN - Plans \CEN -090 Summer Creek Townhomes \calcs \Unit A \foundations \F1.ftd\ Design Results Reinforced Concrete Footings GENERAL INFORMATION: Global status Warnings Design Code ACI 318 -05 Footing type Spread Column type Steel Geometry • • • • 12 in h 4.25 ft ' I • ■ ft - - [=1 • - - 4.25 ft • ft PIZIMEgal L< 4.25 ft Pagel Length 4.25 [ft] Width 4.25 [ft] Thickness 1.00 [ft] Base depth 1.50 [ft] Base area 18.06 [ft2] Footing volume 18.06 [ft3] Base plate length 5.50 [in] Base plate width 5.50 [in] Column length 5.50 [in] Column width 5.50 [in] Column location relative to footing g.c. Centered Materials Concrete, fc 3.00 [Kip /in2] Steel, fy 60.00 [Kip /in2] Concrete type Normal Epoxy coated No Concrete elasticity modulus : 3122.02 [Kip /in2] Steel elasticity modulus : 29000.00 [Kip /in2] Unit weight 0.15 [Kip /ft3] Soil Modulus of subgrade reaction 200.00 [Kip /ft3] Unit weight (wet) 0. [Kip /ft3] Footing reinforcement Free cover 3.00 [in] Maximum Rho /Rho balanced ratio : 0.75 Bottom reinforcement // to L (xx) : 644 @ 9.00" Bottom reinforcement // to B (zz) : 644 @ 9.00" (Zone 1) Load conditions to be included in design Service loads: SC1 DL S1 DL 82 DL +LL S3 DL +0.75LL Design strength loads: DC1 1.4DL D1 1.4DL D2 1.2DL +1.6LL Loads Condition Axial Mxx Mzz Vx Vz [Kip] [Kip *ft] [Kip *ft] [Kip] [Kip] DL 5.55 0.00 0.00 0.00 0.00 LL 15.61 0.00 0.00 0.00 0.00 RESULTS: Status Warnings - Insufficient development length, Section 21.5.4.1 Soil.Foundation interaction Allowable stress 1.5E03 [Lb /ft2] Min. safety factor for sliding 1 Min. safety factor for overturning 1.25 Page2 4 1 * Controlling condition S2 Condition qmean qmax Amax Area in compression Overturning FS [Lb /ft2] [Lb /ft2] [in] [ft2] ( %) FSx FSz slip S2 1.38E03 1.38E03 0.0826 18.06 100 1000.00 1000.00 1000.00 Bending Factor 4) 0.90 Min rebar ratio 0.00180 Development length Axis Pos. Id Ihd Dist1 Dist2 [in] [in] [in] [in] zz Bot. 20.11 7.04 19.75 19.75 xx Bot. 20.11 7.04 19.75 19.75 Axis Pos. Condition Mu 4 *Mn Asreq Asprov Asreq /Asprov Mu/(4)*Mn) [Kip *ft] [Kip *ft] [in2] [in2] zz Top DC1 0.00 0.00 0.00 0.00 0.000 0.000 I I zz Bot. D2 13.38 45.76 1.10 1.20 0.918 0.292 I I I xx Top DC1 0.00 0.00 0.00 0.00 0.000 0.000 I I xx Bot. D2 13.38 43.06 1.10 1.20 0.918 0.311 I I i Shear Factor 0.75 Shear area (plane zz) 3.10 [ft2] Shear area (plane xx) 2.92 [ft2] Plane Condition Vu Vc Vu /(4) *Vn) [Kip] [Kip] xy D2 8.99 46.09 0.260 I I I yz D2 8.68 48.88 0.237 I I Punching shear Perimeter of critical section (b... : 4.67 [ft] Punching shear area 3.31 [ft2] Column Condition Vu Vc Vu /(4)*Vn) [Kip] [Kip] column 1 D2 29.25 104.29 0.374 I I_ I Notes Page / -- PC-..-- * Soil under the footing is considered elastic and homogeneous. A linear soil pressure variation is assumed. • *The required flexural reinforcement considers at least the minimum reinforcement * " I design bending moment is calculated at the critical sections located at the support faces * Only rectangular footings with uniform sections and rectangular columns are considered. * The nominal shear strength is calculated in critical sections located at a distance d from the support face The punching shear strength is calculated in a perimetral section located at a distance d/2 from the support faces * Transverse reinforcement is not considered in footings *Values shown in red are not in compliance with a provision of the code "gprom = Mean compression pressure on soil. "gmax = Maximum compression pressure on soil. *Amax = maximum total settlement (considering an elastic soil modeled by the subgrade reaction modulus). " Mn = Nominal moment strength. " Mu/(4)*Mn) = Strength ratio. " Vn = Nominal shear or punchure force (for footings Vn =Vc). * Vu /(4 "Vn) = Shear or punching shear strength ratio. Page4 (,., Beam Shear ', 5.5.in (4x4 post) d := t — 2.in := 0.85 b := Width b = 36•in V :_ 4 • f psi•b•d V = 16.32•kips 3 Vu qu (b 2 toll b V = 7.83-kips < V = 16.32•kips GOOD Two -Way Shear bs := 5.5. in Short side column width bL := 5.5.in Long side column width b := 2.(bg + d) + 2.(bL + d) b = 54•in := 1.0 V • + 8 f psi•b•d V = 48.96-kips 3 3•13 _ . Vn,„ := x•2.66 f psi b d Vnmax = 32.56•kips X q — (b + d) V„ = 15.88•kips < Vnmax =, 32.56.kips GOOD Flexure 2 b - bcol 1 Mu clu' 2 •o2 I M = 4.98 ft kips A t:= 0.65 b •d 2 "4:= S = 0.222• ft 6 F 5.4• f F 162.5-psi M u f := f = 155.47•psi< F = 162.5.psi GOOD 'Use a 3' -0" x 3' -0" x 10" plain concrete footing I • • Plain Concrete Isolated Square Footing Design: F2 f := 2500• psi Concrete strength f • 60000•psi Reinforcing steel strength E := 29000•ksi Steel modulus of elasticity 'Yconc := 150•pcf Concrete density 'Ysoil := 100•pcf Soil density qall :_ .1500•psf Allowable soil bearing pressure COLUMN FOOTING Reaction Totaldi := 2659-lb Pdl := Totaldi Totalp := 7756-lb P11 := Totalll P := Pdt + P11 P = 10415-lb Footing Dimensions t := 10•in Footing thickness Width := 36-in Footing width A := Width Footing Area gnet := gall — tf'Yconc net = 1375•psf Pt! Areqd • _ Areqd = 7.575•ft < A = 9'ft GOOD net Widthregd := Are70 Widthregd = 2.75. ft < Width = 3.00 ft GOOD Ultimate Loads ,:= Pdl + tf'A' iconc P := 1.4•Pdl + 1.7•PII P = 18.48-kips P qu :_ — q = 2.05•ksf A Plain Concrete Isolated Square Footing Design: F4 f := 2500-psi Concrete strength f := 60000-psi Reinforcing steel strength E := 29000•ksi Steel modulus of elasticity 'Yconc := 150•pcf Concrete density ' '(sod := 100•pcf Soil density gall := 1500•psf Allowable soil bearing pressure COLUMN FOOTING Reaction Totaldi := 5001-lb Pdi := Totaldi Total p := 7639-lb Pii := Total11 Pt! := Pdl+ P11 Pt l = 12640-lb Footing Dimensions t := 12-in Footing thickness Width := 42•in Footing width n A := Width Footing Area ( "net := gall — tf'lconc gnet = 1350•psf Ptl Areqd 9net A red= g 9.363•ft < A = 12.25•ft GOOD Widthreqd := Areqd Widthreqd = 3.06•ft < Width = 3.50 ft GOOD Ultimate Loads ,Pdj,:= Pdl + tf'A'"Yconc P := 1.4• Pdi + 1 .7• P11 P„ = 22.56. kips P qu := A qu = 1.84•ksf Beam Shear bcol 5.5 -in (4x4 post) d := tf — 2 -in := 0.85 b := Width b = 42 -in • 4 V :_ �• —• f -b•d V = 23.8 -kips 3 Vu qu (13 bcol) c V = 9.8•kips < V, = 23.8-kips GOOD Two -Way Shear bs := 5.5-in Short side column width bL := 5.5 -in Long side column width b := 2 -(bs + d) + 2.(bL + d) b = 62• in (3 := 1.0 Vim`.= 4 + 8 f V = 7L4•kips C 3. Oc Vntnax := 4.2.66• f psi•b -d Vnmax = 47.48 -kips ,= qu•[b Wyy� — (bed + (1)2] V = 19.49 -kips < V = 47.48•kips GOOD Flexure 2 Mu qu' (b — 2 /I bcolJ j{_}b 1 M = 7.45 ft kips I \ A:= 0.65 2 S := b•d S = 0.405•ft F := 5 -41)• f F = 162.5 -psi M f := ° f = 127.79 -psi< F = 162.5 -psi GOOD lJse a 3' -6" x 3' -6" x 12" plain concrete footing ,7\1 Plain Concrete Isolated Square Footing Design: F3 f := 2500.psi Concrete strength f : 60000 =psi Reinforcing steel strength E := 29000.ksi Steel modulus of elasticity "Yconc := 150•pcf Concrete density Ysoil := 100:pcf Soil density gall := 1500.psf Allowable soil bearing pressure COLUMN FOOTING Reaction Totaldl:= 2363-lb Pdl:= Totaldl Totalll := 4575.Ib P11 := Totalll Ptl := Pdl + PII Pp = 6938-lb Footing Dimensions t := l0• in Footing thickness Width := 30•in Footing width A := Width Footing Area gnet := gall — tf' ^Iconc q uet = 1375•psf Ptl Areqd gnet Areqd = 5.046• ft < A = 6.25 • ft GOOD Widthreqd := A req d Widthreqd = 2.25•ft < Width = 2.50 ft GOOD Ultimate Loads • per:= Pdl + tf• . P := 1.4• + 1.7•Pll P = 12..18•kips P gu :_ — q = 1.95•ksf A Beam Shear bco1: =. 5.5 -in (4x4 post) d := tf — 2 -in ito := 0.85 b := Width b = 30 -in VV, :_ 3 4 • f psi•b•d V„ = 13.6-kips Vu := qu (b — bcol 1.b V = 4.97 -kips < V„ = 13.6 -kips GOOD 2 / Two -Way Shear bs := 5.5 -in Short side column width bL := 5.5•in Long side column width b := 2•(bs + d) + 2-(bL + d) b = 54 -in �3 := 1.0 ^ V .= (1:1• 4 + 8 JJb.d V = 40.8 -kips Vnmax := 2.66 f psi b d Vnmax = 27.13 -kips I:= qu — (bc01 + d)2] V = 9.71 -kips < V„,, = 27.13 -kips GOOD Flexure 2 Mu := qu- r b — 2 /I (2) 13,1 M = 2.54•ft -kips I\ A := 0.65 2 S := b6 S = 0.18541 6 Ft := 5.1• f F = 162.5-psi M ft := — f = 95.19 -psi < F = 162.5 -psi GOOD .Jse a 2' -6" x 2' -6" x 10" plain concrete footing " iq ° Plain Concrete Isolated Round Footing Design: f5 f := 3000•psi Concrete strength f := 60000.psi Reinforcing steel strength E := 29000•ksi Steel modulus of elasticity 'Yconc 150.pcf Concrete density -'soil : =. 120•pcf Soil density g := 1500•psf Allowable soil bearing pressure TYPICAL FOOTING Reaction Totaldl:= 619-lb PdI:= Totaldi Total!' := 1600• lb Pit := Totalll Ptl Pdl + P11 P = 2219-lb Footing Dimensions t := 12• in Footing thickness Dia := 18-in Footing diameter •rr• Dia 2 A := Footing Area 4 9net gall — tf' net = 1350•psf Pd Areqd gnet Areqd = 1.644•ft < A = 1.77•ft GOOD I A Diareqd Diareqd = 1.45- ft < Dia = 1.50 ft GOOD 1T Ultimate Loads •= Pdl + tf'A•-'con, P := 1.4•Pdi + 1.7•P11 P = 3.96-kips P 9u A qu = 2.24•ksf Beam Shear b col := 3.5•in (4x4 post) d:= tg -2•in. 0.85 b := cos(45- deg)•Dia b = 12.73 -in V n := 4) 3 •psi • f V = 7.901•kips Vu qu (b bcoll•b V„ = 0.91•kips • < V, = 7.901•kips GOOD I 2 JJ Two -Way Shear - bs := 3.5•in Short side column width bL : =. 3.5•in Long side column b 2.(bs + d) + 2.(bL + d) b = 54•in (3 := 1.0 :_ 4 + . 8 f psi b d V = 23.703 -kips 3 3•(3c Vnmax 4).2.66• f psi -b•d - Vnmax = 15.76•kips qu — ( b col + dj21 V = —0.31 -kips < Vnmax = 15.76.kips GOOD Flexure ( b — bcol 2 j(2) M qu ' M= 0.18•ftkips \ 2 , Z:= 0.65 b -d S:_ S= 0.123ft F 5• • f psi •F 178.01•psi ft := Mu f = 9.9•psi < F = 178.01. psi GOOD Use a 18 "'Dia. x 12" plain concrete footing. I • \4 Plain Concrete Isolated Square Footing Design: F7 f := 2500 -psi Concrete strength f := 60000-psi Reinforcing steel strength E := 29000•ksi Steel modulus of elasticity 'Yconc I 50-pcf Concrete density 'Ysoil 100•pcf Soil density gall := 1500 -psf Allowable soil bearing pressure COLUMN FOOTING - Reaction Totaldi := 1200-1b PdI := Totaldi Totalll := 3200•Ib P11 := Totalll Ptl Pd1 + P11 P = 4400.1b Footing Dimensions t := 10 -in Footing thickness Width := 24•in Footing width A := Width Footing Area g net gall – tf •'Yconc gnet = 1375 -psf Ptl Areqd gnet A red= g 3.2 ft < A = 4.n GOOD Widthreqd Aregd Widthreqd = 1.79 -ft < Width = 2.00 ft GOOD Ultimate Loads ,,1y, := Pdl + tf•A -lconc P := 1.4 -Pdl + 1.7•P11 P„ = 7.82 -kips P q„ := — q„ = 1.96•ksf A )dq" Beam Shear bcol := 5.5• in (4x4 post) d := tf — 2•in �:= 0.85 b := Width b = 24-in V :_ 3 4 f • •psi•b•d V = 10.88•kips Vu := qu r b - 2 c olt b V = 3.01 .kips < V = 10.88•kips GOOD Two -Way Shear bs :— 5.5-in Short side column width bL := 5.5•in Long side column width b := 2-(bs + d) + 2•(bL + d) b = .54•in f3 := 1.0 Vw= 0. 4 + 8 f V = 32.64•kips (3 3.0c . V := 0.2.66• f V = 21.71•kips „V,µ,;= qu'[b — (bcoi + d)2] V = 5.35-kips < V = 21.71•kips GOOD Flexure 2 Mu := qu (b —2 J 1 bcoll 1 2 J 1'b M = 1.16•ft•kips I O 0.65 2 S:= b6 S= 0.148•ft F 5•(1)• f F 162.5-psi M ft := s f = 54.45-psi < F = 162.5•psi GOOD tJse a 2' -0" x 2' -0" x 10" plain concrete footing ?; Plain Concrete Isolated Square Footing Design: F( f := 2500-psi Concrete strength f := 60000-psi Reinforcing steel strength E := 29000•ksi Steel modulus of elasticity Y conc 150•pcf Concrete density - ysoii := 100•pcf Soil density gall := 1500•psf Allowable soil bearing pressure COLUMN FOOTING Reaction Totaldi := 7072-lb Pdl := Totaldi Totalll:= 13304-lb PII := Totalll Ptl := Pdl + 13 11 P = 20376-lb Footing Dimensions tf := l5-in Footing thickness Width := 48•in Footing width A := Width Footing Area gnet gall — tf''Yconc gnet = 1313•psf Pt( Areqd gnet Areqd = 15.525 ft < A = 16 ft GOOD Widthreqd A Widthreqd = 3.94•ft < Width = 4.00 ft GOOD Ultimate Loads nn41, Pdl + tfA'"yconc P„ := 1.4•Pdl + 1.7•P11 P„ = 36.72-kips P q := A q„ = 2.29 -ksf Beam Shear bcol 5.5•in (4x4 post) d := t• — 2-in := 0.85 b := Width b = 48 -in V, := 0 4 • f -b -d V = 35.36 -kips 3 ( Vu qu'I b — bcol).b V = 16.26•kips < V = 35.36•kips GOOD 2 / Two -Way Shear bs := 5.5-in Short side column width bL := 5.5-in Long side column width b 2-(bs + d) + 2•(bL + d) b = 74 -in ti := 1.0 _ 4 + f 8 •psi•b•d V = 106.08•kips C 3 3'13c V„,ax := 0.2.66• f Vnmax = 70.54•kips = qu'[b — NA + (1) V u = 31.26•kips < Vnmax = 70.54•kips GOOD Flexure 2 M qa ' [(b — bcoll 11 b M = 14.39 ft•kips 2 / I 2) ,:= 0.65 2 S := b•d S = 0.782•ft F := 5 f psi F = 162.5•psi M f :_ ° f = 127.75•psi< F = 162.5-psi GOOD S iJse a 4' -0" x 4' -0" x 15" plain concrete footing ,-::;.;.,. -16\ 3 ,-.-, ',•‘.- '-- . : . , ., -- •..: . , -_, - , , . , . . . , . , . . . T ,,,, 'v ..._ o E . Igg- a ^ q �O O o r S , A na_ _ = O .° 1:1- ( S ) 0 ' Q _ - 1 i. -'Q �S S L -- v '0 -=--- f- +_�" 1- So' i -r -i°,' * I So° t.'e - W 9 4' = x bu) t2 _ (Z)4.9 'c +SZj,'Ll , J -I__.". = a 4J�`e,'b — 17S ° Tl° _ b/W = . c j - c, t'ti)C c)' 4 L s's-)C,'►)CP ° ) _ `11 W Z (, �::: 4 (d7.,'b)c1Y (i1 (`?°Z)( ,S'c0(.5'l C' i'0) =-a V E - ;J)V \S ° QS CD 1/4_,' t t k x' 1 1 4 1 1' 'S cc. - 1.0 w o Vv�� 3 3 ^ C 1 u 1el. ) 31 .— i",l `� Z ul n D t e....._____________ t f .. ) .. r.., t 6 A = m p n rat * --- s 3:o \ -0 5 _ r ' m 3 3 O m p E 11 1 :11 1 P ❑ Ei 1 � - N _r 38 ,STl x ,6) -IXi" J V lI . r Q2 U 400 ?. 1 - " ®D io3road - . YY I • . ' do Q 100100--- �� �- ' ON 801- 0 l � � 9 31tlp V "B gentle Harper Houf Peterson Righellis Inc. • Current Date: 6/22/2010 10:43 AM Units system: English File name: O: \HHPR Projects \CEN - Centex Homes (309) \CEN - Plans \CEN -090 Summer Creek Townhomes \calcs \Unit A \foundations\Front Load 2.etz\ • • M33 =51.9. [Kip`ft] � f M33= -12.19 [Kip`ft] • • b • • X MCMS t C, \ fi_Fw n ow Y Harper Houf Peterson Righellis Inc. Current Date: 6/22/2010 10:35 AM 9 Units system: English File name: O: \HHPR Projects \CEN - Centex Homes (309) \CEN - Plans\CEN -090 Summer Creek Townhomes \calcs \Unit A\foundations \Front Load.etz\ UM 1T P► -F - - • • • , / M33 =25.66 [Kip'ft] • • • M33= -30.27 [Kip'ft] - . A I X • • • MO Men+'% LC 7- BY: IDATE: V — q[ GGJJ�� Y, V JOB NO.: (LE M _O ctU. OF PROJECT: 5,}c1 COCAI' S RE: UN 1 T P\ - R -A 2 LO a l ob v.- 2 e11 k S ❑ ❑ v 1, 30 . 4110 30.4 l k.c k J C� I J LL • o W ▪ W 153k' ' 1-.63 . W tT ' 1, 1, ❑ . Q J . cc 0 O w 1�-- 1 , 4 b 1 c Z ✓ Z W O Z O a Cheer- Ove( ur Y' Z O MOT = 3o,4 k- 30,414 (a," = 11 .1$ Icc 2 e (o,isoC.a)(1 )(I 1)Caa> +-x,15 2 .-t %) +- '- ,15 :.)(a 1) ❑ = aag.qt,..1_ct cc z M2 IMo tx� )I o' F,S, . Z F a X :: aacIAL - 11(0,1b 5.4(12c e: S •5Lc. ao •9.06 (3 1.nw„e = ;io,ctO(o (ao,ct® 5 ( 0) r Liois KsF (a°)Ca ,> tz,Y.:22: - 2.-- ( 4mi r1 = a0,P10u ka•G, O(.y ,... N,' 3 L Cr3 - ) 3(a)(aa- a(s. -cj) 0 a - rti x i� 02. - J', I•• Harper; �:� Ha Houf Peter liellis `. '.� ���� =�'�= �f' - � ' . ���� :r I� � - Current Date: 6/22/201010:38 AIM , . , • g 4. • ' r ; .i' Units system:' En g listir, ,`- ;, ,,; ' ,-F . . • ,:; 's, P "g � i1 ; „ 1..•' , es•(309) \CEN1 - Plans\ CEN ..- :�,; -n ti :�- �. `� •p.,qr '- _ 090'Summe ` Ir � ` _eek �. h.` - ,_.n. alcs\ Unit A \fou :.. dation\Rea .: ; - . -•C :_ - - ., - " ? File name: 0: \HHPR Projects \CEN,= :Centex= :Hom `r> Cr,Tntiomes\ tns r Load -eti \r 07.,' ;._ • • M33 =43.24 [ Kip 'ft] -` • ° - ,' j.,; - Y i . , f, .;:,fir �' f . ,�' r / -`� ... _ '- 'L. f ,,� r" • r - . -,; -, -- X 1 ,..1 _ M3 3 -' -45 [Kip' ft] A, . X• . • • • $; • • - 1 • • ;' =T r 4 .' _ ' ■ - -'� rN -'- •� } ,I,r i � I r v ` 1 \ .`J r 4 Bent te Harper Houf Peterson Righellis Inc. I • • Current Date: 6/22/2010 10:43 AM Units system: English File name: OAHHPR Projects\CEN - Centex Homes (309)\CEN - Plans\CEN-090 Summer Creek Townhomes\calcs\Unit A\foundations\Rear Load 2.etz\ • • • • M33=41.88 [Kipit] H. N, • - - - • M33=-46.37 [Kiplt] x . . • • • • • 1 , NAGT1Nel LC • 0 W c r n i ' O P� a. .0 -s r r1 d a yip • < YV o ( 9C2 1 6E') cfiz- - X z) Cc 0b,)fill'O =V p1 h ° ) ° o -1 = ski ')'o ,,Z■ s #� � a1. - ,'2'1 _ (Z/06p - $9L000 tth 7 " 00 •1 Obfi 'o fl 0/ (000109i I th' = o zN� 1 b fi •o S "YO „ral a 11 O q31 GE' Te 2 c CY S (CCI 0)0b vAN 12) o ° o . o CfiZ)( (o00'01) 0 = ,C� Z� =S V ' TO ,.z\ a 4 C 7 (� l 3 frk ' h ( P) S \ot =u WQ 0 fi r un Z m O A D r 0 Tun 41 1 <— b-1 = x\ow1 3 0 V` m Z m L) „Z1 X o - ❑ L () \c).00- Jba �I :36 103 road • C) V ��7� ��� ON aOf � I � / •31VO V A9 . BY DATE JOB NO . OF PROJECT: RE: \rook IoQck F0 I ❑ 6 x 1V' ' Z 1 _4,_ L i' DI M .x ; U�; A 5 . ��� , L. - 3' —C" rid U " o W Ur\"\ t C '33ALi \I U Z W , • a Uri, A - - ' ‘ ' ' a -> -S y. L - \r k C-) -40.04'.f , O a .,- As .;, l ❑ l'P C-s @ iO•' oC. AS_0.LAb0.0-x3.SFk. #i -@ if' it o z 0, _ (a. to \(olo0 om� / o,a 0 ( " \..3b3 \ a d o =1 ,30 6 krk, ? 53.4Lt - cf._ (0 it S c2, \a' 0,C. A s = 1,,o - lD ,0 ° o J (1,0- 51 ) 1(J,v-(3Ucto r O.1042 ka 's #S@ 1v o M n 0,':).0( \ Q (L 0, 0 00') ( - 0 . (04 2 / 2) I'fv S @ Io" o,C. A t - 'a,a0J2 a= ( 200 0. 0 ,doo> /(o,c3)(3o96Y4- 2_= 0"t-L8 0 M r - 0.°10( \ a X 15 — o , IZ1) r_ 8 4.55s tc-k ,s3. v1 ... 0 r...- Rev ak,,i . 1 - ri `�ci∎e trk za x a - `fir �� e @ t`2" 0 ,C. A-_,,, 1. " v,.,, -z. a � (b,1bs i• r=• /O C ;,:r 'e(l) o.a('4 ■� x 5 (t.` - 3 = cci,S2 okL_ 0 -'.-- . ZLD i • BY p DATE: .r D-0 1 0 JOB NO.: C L ^ e • 1 OF LI • J ' 4 1 1 ( /`/ \( PROJECT: r y� `y 4 ` v X 3 I , ›C 1,7-6 RE: U1 1 1 1 1 ! 1 5 J ❑ - • z a�.03k�t • E • W s.a \' � 1 , k-t- w • El J o W ) f -' a l . 4 ---"--- 4 1 1 - 1` a'--4. U Z W Z Check. Ovedurn►,n j O F a.0 .03 k..G 1 ✓ Mg, _- (61,o f .g,(.a },LL() = 4( AL f MIk „ C 1 - C.k , $)( - )( 4 )a 5 +- , LL(Z).7.- s(. l2 . U D M9.. _ 41, (11. id > 1.5 .;. o . 2 cr z Mor _ a(0.03 E X = MI ` 0. = 4l.QL - ate 03 1,aq°1 e"--= :�(71 Ft 5.4 t-5,24-1,10L q v No x = 'I C= 4 ( 1a -a t:) = a,o t 'f-c : - 0t_ 3LCP -2.e,) 3(D S - "a(a:7)o1)) t ..+rc;(4 use SlrA.1 1 re ', ..k Gm( , — �-- i �y�o c a (� ,o - - - o ,i : Mg) _ = (5 3.Z� 4-(1,LL4 -3 C) 'r (4 Dl_ use e fts . v a - ° N I = (s {- a \ Po) 4 (! , v c 3 . z)CZ1 q i) L . o ,� e - o 2'J , _6G , t2. .- 4 D L . a z ..... 4 __ 1,5Mo < Mo__ \ ( L ) 4S.c1C 4 DL t i' bL.p - i,�3 544 .100- r- ct3e ow_ • .:1 . N\a - (5; , 3 , 2 ')( *- (I,19L1- 3.2)(S)+31)4 . :, a1• , r 3iDL , Mr,_ 4(,,G A73DL 1,S,M'oM \,5 (2 - 7 ,2,x- k- 3DL _-).7---- O • (;�' -1- lung -x -af x L- - 1S`° 1a _as0 ' �!, Lr3.1 � ' �- .. - _ (2 . as �- s :- 5-.2_ � � . S • 5 1 22 . - v , Nt _ .7(1.7.) K.) c _ 1 1 14--.---.- (0 30 t v JOB NO.. ( {� ` `./ 1 o. OF DATE: e `� V PROJECT: RE: � ...�:rt o .x - 4 L OL 1 r ,3.a,!a w w - f 0) (o F � . xa - c E x vs'' pL= a:2 V y__.9 o ; , x -Mica _, ( 4 - c-; .s L 3( a . ,s6l - ) - a 6 ,0 5 - \ � uZ e - 1 • • \� J u G o W t mo.... x' :.-_- lam' 1 a . ?S F r� C.' Z W ° E a _ e , Z I C�. _ . — 1 ;2)(,, e _ I;1 4 - o YYvi, _ '� . 1 ( , � 3 _ 1 q b p -,c__ 0 k Cat \aoi i- v rV load < (7 j . , o u_ Z ❑ W Z 0 1- a . • y e1 , .. E l. 4. J j • i ' . 0 yl j -1 f, 1 i • .. i j { - - i I . i • � r: '.. Harper Houf Riglellis Current Date: 6122/2010 10:42 AM • n Units system:'English• -` > File name: O: \HHPR Projects \CEN" = Centex Homes (309) \CEN - 'Plans \CEN 090 Summer Creek ":Townhomes \calcs \Unit A \foundations \Interior 2.etz \=. • • • • • , M33 =23.55 [Kip`ft] • • • • • • • • • M33= -17.88 [Kip • • a • • • �r, LC.. : �. Bentley Harper Houf Peterson Righellis Inc. Current Date: 6/22/2010 10:42 AM Units system: English File name: O: \HHPR Projects \CEN - Centex Homes (309)\CEN - Plans \CEN -090 Summer Creek Townhomes \calcs \Unit A \foundations \Interior.etz\ • M33= 32.26[Kip'ft] M33= -9.27 [Kip'ft] Y • • ■ LCZ ,f.30 • ACI 318 -05 Appendix D 1.0" Diameter Bar Capacity at Portal Frame Concrete Breakout Strength Stem Wall Capacity when govern by 3 edges Foundation Capacity Givens Givens fc = 3000 psi fc = 3000 psi h'ef = 3.50 inches h = 12.00 inches (into the Fe Stem = 8.00 inches Note: hef above is the the embedment into or Cmax = 5.25 inches the foundation and does not consider stem wq Fnd Width = 36.00 inches C = 2.25 inches C min = 18.00 inches W,N= 1.00 cast -in -place anchor W 1.00 cast -in -place anchor k = 24 cast -in -place anchor k = 24 cast -in -place anchor 4' = 0.75 strength reduction factor 4) = 0.75 strength reduction fact' Calculations Calculations ANC = 68 in` AN = 1296 in` AN = 110.25 in` AN = 1296 in` Nb = 8,607 pounds Nb = 55,121 pounds Wed,N = 0.8286 Wed,N = 1.00 Nth = 4,399 pounds Nth = 55,121 pounds 4'N = 3,299 pounds 4'N = 41,341 pounds Combined Capacity of Stem Wall and Foundation O = 44,640 0.754)N = 33,480 . . i .I x I o I '' { I 1 . , . ! (21 - , - k. N m E :() ( 3 ^ QJ c_ .O yob .. '.0 = 10 , P o �t o 0 g /io - 7 l )(000 1 ) b�5 _ ' o o = u g z 1_.. _ .. Q - - i N 1 _ j - D �pQf•1 '0 - > • (°)�.X i)Q'o / 6Q -s.:� i . bgS'n S? ' '‘17.1 '‘17.1 g �- ( )L v � Z , ❑ m • E .= x`ow 1J m , 1 • • i0arbad . , i 1. .30 :•ON eOf YYY • '' Concrete Side Face Blow Out Givens A brg = 2.15 in` fc = 3000 psi cmin = 18.00 inches , = 0.75 strength reduction factor V Calculations N = 231,191 pounds (I)Nsb = 173,393 pounds Concrete Pullout Strength Givens A brg = 2.15 in fc = 3000 psi = 0.75 strength reduction factor Calculations N = 51,552 pounds 4 N = 38,664 pounds Steel Yield Strength Givens • f = 58,000 psi A = 0.606- in = 0.80 strength reduction factor Calculations . N = 35,148 pounds 4)N = 28,118 pounds < 33,480 Ductility Met Holdown Check Holdown: HDU14 Holdown Capacity = 14,930 pounds V V 1.6* Capacity= 23,888 pounds . , V 23,888 <: V 28,118 Holdown Checks BY. VATE ."""._ ' R PROJECT: RE: S \-e m Wall Co 'rn3 0 o ! Sides oP bvi lcimojs J Z c) 2 ' ilk.. ° asct:.(1246F - 300 9 L •L c ❑ 8 cL( \eve. \s >C13 sc> = .0t; p s►oor 4oiN (tsopc.00 .17) 0 l,z._ 33 put= s-ern 0 U W O Z L.L. o (3F Z levels ')x.401 -5,ri) v W-10 p.F Skor Z 0 z TT{al loud. = 19"b t i tQOu' P : . 2 MOO( Sbp= \soo ps' = tsvopLp • w 0 ►'y 5 1 + t w isOow o - w = 1.0(6 C x IS f 0 0 Z ❑ o e feat' C`rcmk., cc bo i td : r-op O = 1- DLo asC,Ll= 300 p‘. F uXu« (9x.Zlevets)(l psF - a"2 pt.F sP\oa 4olti(tso X F lz_( ?l = 333p S-ery (ZIt2)(tso w') (0Ou.) (la I'} psF) = Sob c for) f LL: (a>(z ,4 = 1--2U P Lc C‘et;>Czs) _ '4 ° PLC '. TLd a343+ .= a3u3 t- ioow S Is 0 .'9 x x w I , L1 =' `N1 \ N @ v,ni A - , e u v - i t_ s L3 7; (_ Same as m,YV..r , S 100r loads T L' \ --) c■ t- 100 Lk) W7- 1.00 r' , CS-e_ tS Po.(u,)u,l I DI- o as(17.C7_) = (o0 pc:� wu to (b)(2 x l3-C2 = 4 ■ la ?t✓F S loot 40∎1.1(tsocxiY:111)( _ 333p`c 51-fnri (1,2Xt.s0 WV: toov.) LL ° (6'S.2(. 40)(2.) = \zoo PAS= ,Stc r rt_ : a6a`i } too Lk) LA) = 1,(2) 231ti u se .24 IN