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i .5&g ski Foeiv+4Ry L.nA REGF NED /IS72 // -26 \hp 9ntt Structural Calculations CITY IGARD ` for Full Lateral & Gravity Analysis of Plan A 1460 Lot 1, ummer Creek Townhomes Tigard, OR Prepared for Pulte Group OFFICE COPY April 7, 2011 JOB NUMBER: CEN -090 ** *Limitations * ** Engineer was retained in limited capacity for this project. Design is based upon information provided by the client, who is solely responsible for the accuracy of same. No responsibility and /or liability is assumed by, or is to be assigned to the engineer for items beyond that shown on these sheets. 122 sheets total including this cover sheet. S ZitucTUR 44 • q P R Off o iGI NEE ' / Q y 4., 12,320 9 i J OREGON = J' t' 15 , \c Q' N t J. EN . C �� EXPIRESs 12-31 -2011 This Packet of Calculations is Null and Void if Signature above is not Original Harper .' 1HP' Houf Peterson Righellis Inc. Exm N¢eAS • PIA t to NDSC APE AACNIIEC lB•9VA'IE♦OA3 205 SE Spokane St. Suite 200 0 Portland, OR 97202 0 [P] 503.221.1131 0 [F] 503.221.1171 1 104 Main St. Suite 100 o Vancouver, WA 98660 • [P] 360.450.1 141 0 [F] 360.750.1 141 1 133 NW Wall St. Suite 201 o Bend, OR 97701 e [P] 541.318.1 161 0 [F] 541.318.1 141 Hat "e.r Projects SUMMERCREEK TOWNHOMES UNIT A • °',14.1? • Rout Peterson, Cl ieiit: PULTE GROUP Ibb # CEN -090 Righ,ef it toaiime p:,: Designer : , AMC Date: ; - Pg. # 1 A.4 j. 'AllClll'IGC ite. 6 Ukl•1 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 Mach & Elec RMS := 1 •psf Misc RCG := 2.5•psf Ceiling RIN := I •psf Insulation RDL = 1;5; -ra Floor Dead Load FFR 3•psf Framing FPL := 4•psf Sheathing FME := 1.5•psf Meth & Elec FMS := 1.5•psf Misc FIN :_ .5•psf Finish & Insulation FCLG := 2.5•psf Ceiling TD.L,= l3 psf Wall Dead Load WOOD • EX_Wall := 12•psf INT Wail := 10•psf Roof Live Load RU 2S; .psf Floor Live Load FLL := 40;psf L1 6 Harper Project: SUMMERCREEK TOWNFlOMES UNf1" A ,< • Houf Peterson Client: PULTE GROUP Job II CEN -090 • Ri.ghellis Inc. - Designer: AMC Date: Pg. # Transverse Seismic Forces Site Class = D Design Catagory = D Building Occupancy Category: U Weight of Structure In Transverse Direction Roof Weight Roof Area := 843.11 RFWT := RDL• Roof Area RFWT = 14162.1b Floor Weight Floor_Area2 := 64741 FLRWT2nd := FDL -Floor Area2nd FLRWT2nd = 8411.lb Floor_Area3 652•ft FLRWI3rd FDL•Floor Area3rd FLRw-r3 = 8476 -lb Wall Weight EX Wall Area := (2203)• 1 INT Wall_Area:= (906)•ft WALLWT := EX Wall EX Wall Area + INT WaiI INT Wall Area WALLWT = 35496 -lb WT = 66545 lb Equivalent Lateral Force Procedure(1 ASCE 7 -05) h := 32 Mean Height Of Roof I := 1 Component Importance Factor (1 1.5, ASCE 7 -05) A, := 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 T := C -(h T = 0.27 < 0.5 (EQU 12.8 -7, ASCE 7 -05) S1 := 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 (l) &(2) F := 1.123 Ace -based site coefficient @ .3 s- period (Table 11.4 -1, ASCE 7 -05) F := 1.722 Vel -based site coefficient @ i s- period (Table 11.4 -2, ASCE 7 -05) L2 • Harper Pro le,tt SUM MERCREEk TOwNmomt8 UNIT A. A. • Hod f PetrsOn Client: PULTE GROUP Job # CEN-090 ' --- Righellis lin. _ i.argimaI =in — Designer: AMC bate: ' Pg. H 1.+4 0 fICAPX 4i4C4■117C f a • durtvr4ous Si s Fa* s $Ms = 1.0.$ (EQU.11.4-1, ASCE 7 2. Sms (EQ0 11.4 7-.05) s . 1\41 - * - = FI/S1 Sm = 0.584 (EQ0.11.44., ASCE.7-05) 2.Sm 1 = 0.380 *(EQUf 11.44, ASCE.7-05) 3 $.4:1S;Je CSt'= 0 108' (EQU 1214-2, ASCE 7-05) R —need' not diceed... Sdrie Cs,„„ :— Os = 0.223 (EQU 12.8-3, ASCE 7-05) T ...and shall not be less then... C,1 ::.-- , i f (0044: Sd l <4/.01 i 0 .044 l 0.5..Si4e ( SI 0 ) (EQU 12.8-5&6; ASCE 7705) ..0 := if < .6,0.01, R Cs.,i„.%:= if(Ci > C CI i C2) C§min = '0.031 . CS := if(Cst.<CS„,;„,CS„,,, if (Cst < Cs,„ ,CSt,CS,„)) Cs = 0:108 ,,Y,= .C,WTTOTA1.. V = 7220,11? (EQU 12.8-1, ASCE, 7-05) E:= V0.7 E = 5054.1b, (Allowable Stress) \:3 Harper Project: SUMMERCREEK TOWNHOMES UNIT A 1 CUU f Peterson Client: PULTE GROUP Job # CEN -090 Righelfis inc. Designer: E EE N6 ♦?Ia Designer: AMC Date: Pg.-14 I ANOSCAFE ANCHIT SURVEY -DNS 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 1 := 1.00 Importance Factor (Table 6 -1, ASCE 7 -05) h = 32 Mean Roof Height X := 1.00 Adjustment Factor (Figure 6 -3, ASCE 7 -05) a2 := 2- .1 -20 -ft Zone A & B Horizontal Length Smaller of:.. (Fig 6 -2 note 10, ASCE 7 -05) a2 =4ft or = .4•h 2•ft 42 =.25.G ft- but not less than... a2 3.2•ft �rtiin = 6ft Wind Pressure (Figure 6 -2, ASCE 7 -05) Horizontal PnetzoneA = 19.9•psf Pnet. := 3.2 -psf Pnetzonec 14.4 -psf Pnet 3.3.psf Vertical Pnetz,neE := — 8.8•psf PnetwwneF := — 12•psf PnetzoneG := — 6.4•psf PnetzoneH —9.7 -psf Basic Wind Force P := PnetzoneA'Iw - X pA = 19.9•ps'C Wall F1bWC P := PnetzoueB'Iw-a PA, = -3 270f Roof FIWC PC = Pnet2OneC'Iw'X pC= 14.4•psf Wall Typical Pp := PnetZOneD'Ir'X Pi) = 3.3'•psf 'Roof Typical PE PnetzoncE • Iw' > P — .8•psf PF := PnetzoneP X ph = — 12•psC PG := PnetzoneG Po, =- 6.4psf PH := PnetzoneI-I'Iw' PIT= — 9 :7•psf • Harper Project: SUMMERCREEK TOWNHOMES UNIT A. TIP Houf Peterson Client: PULTE Job # CEN -090 Righcllis Inc. Designer: AMC Dales, Pg. # lAM444x R£ 1■C NrtgC•r4• oo' 'ORC Determine Wind Sail In Transverse Direction WSAILZoneA (41 + 59 + 29) •ft WSAIL7oneB (19 + 0 + 23)- ft WSAILZoneC (391 + 307 + 272)41 WSAILZ := (0 + 0 + 5) -ft WA := WSAILZonCA•PA WA = 2567 lb WB:= WSAILz WB = 134 lb WC := WSAILZonec PC WC = 139681b WD := WSAILZoneD'PD WD = 161b Wind — Force := WA + WB + WC + WD Wind_Force := 10- psf- (WSA1LZ + WSAILZoneD + WSAILZonec + WSAILZoneD) Wind Force = 16686 lb Wind Force = 11460 lb WSAILZoneE 94 - ft 2 WSAILZoncF := 108 -ft WSAILZoneD := 320 -ft WSAILZoneH : = 320 -ft WE := WSAILZoneE•PE WE = —827 lb WF := WSAILZonerPF Wr = —1296 lb WG := WSAILZoncG'PG WG = — 20481b WH := WSAIL70ne1-I' WH = — 3104 lb UPI ianct = WF + WI-I + (WE + WG) + RDL-LWSAILZoneF + WSAILZoneH + (WSA1LZoneE + WSAIL7 }'.6.1.12 Upliftnet = 1212 lb (Positive number...no net uplift) DO NOT USE ROOF DEAD LOAD FOR SHEARWALL HOLDDOWN CALCULATION • Harper Project: SUMMERCREEK TOWNFiOMES UNIT A MP `• Houf Peterson Cl PULTE GROUP Job # CEN -090 Righellis Inc. „ EEFS n ,�,,, ; _ Rs Designer: AMC Date: Pg. # . .,.ua r.a an::eire:.s•s 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 n I x 2F t := RDL•Roof Area RFWT = 14162.lb Floor Weight Floor Area2nd = 64711 F 4„,:= FDL•Floor Area2nd FLRwr2nd = 8411.1b Floor_Area3 = 652 ft FL U, r k:= FDL•Floor Area3rd FLRNrr3rd = 8476-lb Wall Weight EX Walt Area := (2203)•ft INT Wall Area = 906 ft WA I := EX_WalL + INT Wall WALLwi• = 35496.1b WT L = 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) R := 6.5 Responce Modification Factor (Table 12.2 -I, 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 N 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 @n .3 s- period (Table 11.4-1, ASCE 7 -05) = 1.722 Vel -based site coefficient 1 s- period (Table 1 1.4 -2, ASCE 7 -05) -L� 4, Harper Project: SUMMEI:iNEEK TOWNHOMES UNIT • 'Hoof Peterson Client: - PULTE GROUP Job # CEN-090 Righel I is file - - Dsigncr AMC Date: Pg. # l..1 1 (010 s = 1.058 (EQU 11.4-1, ASCE 7-05) 2- Sms Sd, = 0.705 (EQU 11.4-3, ASCE 7-05) Smi = 0.584 (EQU 11.4-2, ASCE 7-05) 2- Sm Sdl = 0.389 (EQU 11.4-4, ASCE 7-05) A ca:= Cst = 0.108 (EQU 12.8-2, ASCE 7-05) R ...need not exceed... 8 d1•le Cs • TeR „ Cs = 0.223 (EQU 12.8-3, ASCE 7-05) AANAWV ...and shall not be less then... ,C4,:= if (0.044- Sd ' < 0.01, 0.01 , 0.044. (EQU 12.8-5&6, ASCE 7-05) . e g ) := ii( 0.5 S l R s < 0.6,0.01, A CA R 4:= if (CI > C2 , C , C2) Cs = 0.031 Cs := if (Cst < Cs if (Cst < Cs , Cst,Cs Cs 0.10 V = 722,0lb (EQU 12.8-1, ASCE 7-05) E= V.0.7 E 5054 lb (Allowable Stress) 1:)r Harper Project: SUMMERCREEKTOWNHOMES UNIT A • ;M. Houf Peterson Client: PULTE GROUP Job # CEN -090 Righellis Inc. „u, N. „� . • � 111; gi n, - Designer: AMC Date: Pg. # 4 wl1 PGC'PY "AN6S1 t',CiSr9V R' %O•'ORS 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 w = 1.0 Importance Factor (Table 6 -1, ASCE 7 -05) h n = 32 Mean Roof Height X = 1.00 Adjustment Factor (Figure 6 -3, ASCE 7 -05) Smaller of... := 2..1.20.ft Zone A & B Horizontal Length (Fig 6 -2 note 10, ASCE 7 -05) a2 = 4 II or a2 .4•h 2•ft • a2 = 25.6 ft but not less than... a'= 3.2 -ft a = Wind Pressure (Figure 6 -2, ASCE 7 -05) Horizontal Pnet7oncA = 19.9•psf PnctzoneB = 3.2 -psf PnetzoneC = 14.4 •psf Pnet7oneD = 3.3•psf Vertical Pnetzonei = —8 -8 psf PnetzoneF = — 12•psf PnetzoneG = — 6.4•psf PnetzoneH = — 9 . 7 'Psf Basic Wind Force := Pnct PA = 19.9.psf Wall HWC Pte:= PnetzoneWlw•X PH = 3.2•psf Roof HWC Pte= PnetteneC'l• X PC = 14.4•psf Wall Typical • Pte:= Pnet PD = 3.3•psf Roof Typical n P := PnetzoneE'lw•X P1, = —8.8 -psf := PnetzoneF'Iw•X Pr = — 12•psf := PnetzoneG' Iv/ X PG = — 6.4•psf := Pnet onel-I'Iw.X Pti = — 9.7•psf Harper Project: SUMMERCREEKTOWNHOMES UNIT A ' P Hoof Peterson Client: PULTE GROUP Job # CEN -090 ' Righellis Inc. - �, .,;, tERS.. ;,- -,; -- Designer: AMC Date: Pg. # AnnbS C'A!'c •.AC�.nfCCf6•0Yn10•e.von6 Determine Wind Sail In Longitudinal Direction A�:= (48 + 59 + 40).11 ,.NVVsatzmirAA:= (10 + 0 + 44)• ft MA;4 (91 + 137 + 67) •ft W NwM h timpA:= (43 +0+ 113) -ft Wes= WSAILZonCA-PA WA = 2925 lb �W := WSAILzoncB•PB W13 = 173 lb WSAILZoneC'PC WC = 4248 lb �/,., WSAILZoneD WD = 515 lb nzn*+v Wind I or , := WA + W13 + WC + WD Wind Fo c = 10- psf- (WSAILZ + WSAILZoneB + WSAILZoneC + WSAILZoneD) Wind_ _Force = 7861 lb Wind_Force = 6520 lb W A11.. := 148 -ft WSJ:= 120412 VIVA 323 -ft 252 -ft WSAlLZoneE PE WE = —1302 lb W,:= WSAILZoner'PP Wp = —1440 lb WSAILZonCG - PG; WG = —2067 lb N W N , := WSAILzoneirP1 -1 Wr-1 = —2444 lb := W + WI -1 + (WE + WG) + RDL- CWSAILzoneF + WSAILZoneH + (WSAILZoneE + WSA1LZoneG)l- .6.1.12 Uplift = 1243 lb (Positive number...no net uplift) DO NOT USE ROOF DEAD LOAD FOR SHEARWALL IIOLDDOWN CALCULATION LI • 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 ft2 Wind Net Design Wind Pressure (psf ( ) Pressure (Ibsj 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 Ibs 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. Ibs E_ 1197'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 Main Floor 41 19 391 0 Upper Floor„ 59 0 307 0 Mark Floor Diaphragm .Shear= 6507 lb Upper Floor Diaphragm Shear = 6595 lbs Roof Diaphragm Shear = 4584 lbs Wind Distribution To Shearwall Lines MAIN FL OOR I UPPER FLOOR R OOF Tributary Line Shear :: Tributary Line Shear Tributary • Line Shear Wall Line Diaphragm (lbs) Diaphragm (Ibs) Diaphragm (Ibs) Widt ft _ Width ft _ , W idth ft 1 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= A9 6507 36 5595 37.5 4584 LIB Harper Houf Peterson Righellis Pg #: Transverse Seismic Line Shear Distribution Seismic Design Category = D Occupancy Category = II Site Class = D S1 = 0.34 Ss = 0.94 Importance Factor = 1.00 Table 11.5 -1, ASCE 7 -05 Structural System, R = 6.5 Table 12.2 -1, ASCE 7 -05 Ct = 0.020 Other Fa = 1.12 Fv = 1.72 Mean Roof Height, H (ft) = 32 Period (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 S 0.58 Equ. 11.4 -2, ASCE 7 -05 SDS 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 (Ib) = 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 I Cumulative % total of base shear I Rho Check to Shearwalls•(Ibs). 'toshoarwalls Req'd? Vnoor2 (Ib) = 720 100.0% Yes Woo, 3 (Ib) = 1625 85.8% Yes Vroof (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 Itrs 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* = I 5054 LB *Base shear assumes rho equal to 1.0. See shearwall analysis spreadsheet for confirmation of rho. LI1 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 = 6 112 Building Category= II (Table 1604.5, OSSC 2007) Roof Dead Load= 15 psf Exterior Wall Dead Load= 12 psf X = 1.00 Iw= 1.00 Wind Sail (ft2) Wind Net Design Wind Pressure (psf) Pressure (Ills) 11111111MUMBEEEMIL IS, =WI= 1122111=11.511011an • 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 Walt 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 =1 7861 lbs I 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 =) 1229 Net Uplift I Wind Distribution Tributary to Diaphragms Wind Sail Tributary To Dia hragm (ft Zone A Zone B Zone C Zone D - _ === _ .. _ . » - :.=. Main Floor 48 10 91 43 Upper Floor ; 59 0 137 0 - Main Floor Diaphragm Shear = 2440 Ibi 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 (lbs) Diaphragm (lbs) Diaphragm (lbs) Width Ift Width,.(ft) . Width ft . 1 10 1220 X 10 1573 10 1137 2 10 1220 10 1573 10 1137 Z= 20 2440 20 3147 .20 2275 L C2._ Harper Houf Peterson Righellis Pg #: Longitudinal Seismic Line Shear Distribution Seismic Design Category = D Occupancy Category = II Site Class = D S1 = 0.34 Ss = 0.94 Importance Factor = 1.00 Table 11.5 -1, ASCE 7 -05 Structural System, R = 6.5 Table 12.2 -1, ASCE 7 -05 Ct = 0.020 Other Fa = 1.12 Fv= 1.72 Mean Roof Height, H (ft) = 32 Period (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 SMt= 0.58 Equ. 11.4 -2, ASCE 7-05 Sys 0.71 Equ. 11.4 -3, ASCE 7 -05 Sys= 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) '. Cumulative . to shearwalls I Req'c17 Vnoor 2 (Ib) = 720 ; -- 100.0% Yes unoor 3 (lb) = 1625 85.8% Yes urcof (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* = 1 5054 LB *Base shear assumes rho equal to 1.0. See shearwall analysis spreadsheet for confirmation of rho. V`3 Harper Houf Peterson Righellis Pg #: Shearwall Analysis Based on the ASCE 7 -05 'Transvere Shearwalls Line Load Controlled B) +: Wind Shear II L Wall ' II/L Line Load Line Load Line load Dead V Panel 'Shear Panel Mb MR Uplift Panel Lgth. From 2nd Fir. From 3rd FIr. From Roof Load Sides Factor Type T (ft) (R) (ft) ht k ht I k ht I k (kit) (plf) (11-k) (ft -k) (k) 101 Not Used 102 7 1,75 3.50 4,00 c : 8 "00 134 18,00, 2.80 .27.00: 2.32 1959 Double 1.40 _ NG _ 103 7 1.75 3.50 4.00, tut . 8.00 1.74 8.001_ 2.80 8.00 2.32 1959 Double 1.40 NG 103a 7 4.00 4.00 1.75 ox `_8.00. 3.25 .. 814 Single _ 1.40 " IV 104 8 4.50 10.50 ' 1.78 on 8.00 ' 1.52 8.00 _ 2.80 ` 8.00 2.26 626 _ Sin le 1.40 III 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: III ` I 106 8 3.00 10.50 2.67 OK 8.00 1.52 8.00' 2.80 8.00 2.26 626 Single 1.40 111 109 8 4,58 17,08 1,75 OK 8.00 134 18,00 2.80 27 "00 232 401 Single ..1 "40 T -11 110. 8 ' 12.50 17.08 0.64', ox 8.00 1.74 " 8.Q0` 2.80 , 8.00 . 2.32 . 401 Single ' 1.40 II II 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 UK 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' 18100' 2.32" ' 474 , 1:40•' ;II , 201a 9 4.17 10.79 2.16 ox 9.00 2.80 18W' 2.32 474 Single 1.40 11 201b 9 2.71 10.79 3.32 ox , _9.00, 2.80 '18.00 _2.32_:' ' 474 Sin le , 1.40 II 202A 9 2.96 _ 11.96 3.04 ox ' 9.00 , 2.80 18.00 2.26 423 ' Single 1.40 11 . 202B 9 _ 3.00 , 1 1.96 , 3.00. ox ' _ ' " 9.00.. 2.80 18.00 2.26 , , ' 423 - Single ' 1.40 ' : 11. 203 9 3.00 11.96 3.00, ox 9.00 ' 2.80 18.00 2.26 ' 423 Single 1.40 ' II. , - 204 9 3 "00 11.96; • 3.00 ox 9.00 2,80 - 18,00 2.26 ' - ' 423 Single 1A0 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. ox 8.00 2.32 . 166 : Single ' 1.40 ' ' I 303 8 4.25 ' 13.96' 1.88 ' OK 8.00 2.32 166 Single , 1.40 I • 304 8 2,96 5.96 2.70- OK . _ 8.00 2.26. 379 Single " 1.40 `. II . 305 8 " 3:110" 5.96 2.67 OK _ 8.00 2.26 379 Single 1:40 11 Spreadsheet Column Definitions & Formulas L = Shear Panel Length H = Shear Panel Height Wall Length = Sum of Shear Panels Lengths in Shear Line II/L Ratio = Ilight 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 I.oad * L 0.5 • (.6 wind or .9 seismic) Uplift T = (Mo -Mr) / (I. - 6 in) • L.'4 Harper Houf Peterson Righellis Pg i4: Shearwall Analysis Based on the ASCE 7 -05 :rransvere'Shearwalls, Line Load.Controlled_By:: Seismic. . Shear II I_ Wall IVI. Line Load Line Load Line Load Dead V Rho *V %Story ft Panel Shear Panel M ' M ' Uplift Panel Lgth. From,2nd.Flr. From 3rd Flr. From Roof Load, Strength Bays Sides Factor Type T (ft) (ft) (ft) ' ht I k ' ht I k ht I k (klf) (pit) (p10 _(It -k) (ft-k) (k) , 101 Not Used 102 7 1.75 3.50 4:00' :S .8,00 : 0.1L '.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_ t i. 8.00 0.11 8.00 0.90 8 .00 1 127 • 651 ■ 846 0.10 . - 0.50 Double 0.50 ' NG , . 103a , 7 4.00 4.00 1.75 OK 8.00 0.48 0.00 _ 0.00 , - 120 _ 156 0.22 1.14 Sinpie _ I,00 _I_ ; ' -" 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 ' &00 : 0.13- ' 8.00 0.73 ' 8.00 1.44 ' 219 284 - 0.17 0.75 Single 0.75 III ■ 106 8 3.00 10:50 =2 :67; on '8.00 ' 0.13 8.00 0:73 '8.00 1:44 219 284 0.17 ' 0.75 Sineld 0.75 ' Ill 109 , 8 4.58. 17:08 1,75 .. on 8,00 t 0,11 18.00 0.90 27,00 1.27 134 - 174 0.25 1.15 Sinele 1,00 I, - 110 8 12.50. 17.08. 0.64 , _OK 8.00 0.11 8.00 0.90 8,00 127 134 , 174 , NA 3.13 Single 1.00 , I i 111 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' OR 8.00 - 0 :13 8.00' 0:73 '8 :00 1.44 316 41'1 0.08_ 0.58 Double 0.58 VII. . - 1 1 3 ' 5 - 1.38' , 7.25 3..45' on 8.00 0.13 8.00 0.73 _ 8.00 1.44 316' ' 411 0.08 0 :58' Doable 058' ' VII' , 201 .. 9 3.92 , 10 :79 2.30 on -9.00. 0.90 '18.00 1.27 200 ' 261 0.17 0.87 ' Single 0.87 11 , 201a. 9 , 4.17 _1039_ 236. l on 9.00, 0.90 18.00 L 1.27 . 200 ' 261 , 0.18 0.93 Single 0.93 IL 201b 9 2.71 , .10.79 3.32 ■ on .9.00. 0.90 18.00 1.27 _ 200- 261 0.12 0.60. Single 0.60 III 202A 9 2.96 , 11.96 3 .04 on 9.00 - 0.73 18.00 _1.44 182 236 0.13 0.66 Single 0.66 . Ill • _ 2020" 9 ' 3 :00.' 1.1.96 3.00, on ' 9.00' 0.73 18.00 1.44 ' 182 236 0.13 0.67 Single 0.67 , Ill ' '203 ' 9 , 3,00 ''11 :96 3.00 on ' 9.00 0.73 18,00 . 144 - 181. 236. 0.13 0,67 - Single _ ' III . 204 9 3.00 ,•11.96. 3.00 - on 9.00 0.73 18.00 1.44 181' 236 ' On 0.67 Single 0:67 ' 111 - '301 8 . 3 :92 1.3.96 2.04 . OK_ . , 8.00 ._ 1.27 _ , 91 118 0.20 0.98 Single ' 0.98 r . 302_ 8 5.79. ,13.96., 1,38 OK _ _ 8.00 , 1.27 91 118. i 0.29 1.45 Single 1.00 , , I . - 303 8 4:25' ' 13.96 1:88 OK. _ . 8.00 - 1.27_- . 91 118- 0.21 1.06 . Single 1.00 , I ' :304 8 '2:96: '5.96 2.70 on 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 _ 1.44 - 242 315 '_ - 0:15 - 0:75 Single 0.75 11T Rho Calculation Does the 1st floor shearwalls resist more than 35% of the total transverse base shear? Yes Does the 2nd fluor shearwalls resist more than 35% of the total transverse base sheaf? Yes Does the 3rd floor shearwalls resist more than 35% of the total transverse base shear? Yes Total 1st Floor Wall Length = 1840 Total 4 1st Floor Bays = .1.77 Am 2 bays minimum present along each wall tine? No 1st Floor Rho = u Total 2nd Floor Wall Length = 2:,75 Total 6 2nd Floor Bays = 5 Are 2 bays minimum present along each wall line? No 2nd Floor Rho = 1,3 Total 3rd Floor Wall Length - 12$ Total 4 3rd Floor Bays = 5 Are 2 bays minimum present along each wall line? No 3rd Fluor Rho = 1,3 ■ 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 = Bight to Width Ratio Check V (Panel Shear) =Sum of Line Load *Rhn I Total I.. % Story Strength = L / Total Story I. (Required for walls with 1 -Ul. > 1.0, for use in Rho cheek) 6 Bays = 2 Shear Factor= Adjustment For 1 -FL> 2:l Mo (Overturning Moment) = Wall Shear • Shear Application ht , Mr (Resisting Moment) = Dead Load *1.. * 0.5 * (.6 wind or .9 seismic) Uplift 1' _ (Mo -Mr) / (I. - 6 in) W Harper Houf Peterson Righellis Pg #: Shearwall Analysis Based on the ASCU. 7 -05 Longitudinal Shearwalls Line Load Controlled By: Wind Shear H L Wall I-I /L Line Load Line Load Line Load Dead V Panel Shear Panel M Ma 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 (kll) (plI) (ft -k) (11 -k) (k) 107 .8 15.50 •15.50 0.52' OK ' 10.00 1.22 18.00 r 1.57 27.00 1.14 1.03 _ 254_ Singe T 1.40 I 71.21 123.49 -0.19 108 'S 15:50: 15 :•50. 0.52 , roc 10.00 1.22 18.00 L57• 27.00 , 1.14_ 1:03., 254 :Single 1.40 _ I ,71..21- l23.49. ;0.12 1 .. 205 9 13.00 . 13.00 0:69, ox 9.00 1:57' .18.00 1.14 , . 0.7.Qr 208 . Single .1.40 , _ I ..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 1 34.62 52,15; 407, 306.. 8 ,.1.0110 ;10.00_0.80 _0.80 ox ' , 8.00 1.14 ' 0.29 114 Single 1.40 I ; 9:10. .14.40. 0:05r 307 ;_ 8 10.00 , 10.001 0.80' ox .. ' . 8.00 , 1.14 0.29" 114 ' ; Single 1.40 I ` 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 11IL 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 *12 * 0.5 * (.6 wind or .9 seismic) Uplift T = (Mo -Mr) / (L - 6 in) • 1,....i6 Harper Houf Peterson Righellis Pg #: Shearwall Analysis Based on the ASCE 7 -05 Lo'nglltiilhtnl'Sheanvalls LIne l.ond Controlled By:. ,,Seismic ' _ Shear Hi I. Wall 1I/L Line Load Line Load Line Load Dead V Rha *V % Story it Panel Shear Panel M MR Uplift Panel Lgth. Front 2nd Flr., From 3rd Flr. From Roof Load Strength Bays Sides Factor Type T (0) (0) (0) ht k hi k ht k (klt) (plt) (p11) (0 -k) . (0 -k) (k) 107 8 I5.50 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 OK 10.00, 0.40 .18.00 0.90 27.00 1.38 1.09 173 173 , NA 3.88 _ Single 1.00" I ' 5735 130.70 -1.40' 205 9 I. 13,00 13.00 0.69 OK 9,00 0,73. 00 _ 1.33 .'0:76. 158 158 NA„ 2 89 , Single , 1,00 . 1 30.54 6422 -0.64 I 206 I 9 1:'13.00 '13.00 0.69 ox l 9.00 0.90 1 18. 18.00. 1.38 0:76 175 _ 195 NA 2.89 �. 'Single I, E00 , . 1 . 32:85 i 64:22 =0:45 306 8 10.00 10:00 0.80 OK I 8.00 1.33 .0:35 113338 133 NA 7.:50 Single 1.00" 1 1 1 0 1: 6 0 7 0. 17.40' 0.02' J 307 .f 8 10:00 .10:00 0.80 ox I I ( 1 8:00 136 0:35 138 f38 }! NA 2.50 Single 1.00 I 17.40'1 0.06 Rho Calculation Does the 1st floor shearwalls resist more than 35% of the total longitudinal base shear? Yes Does the 2nd floor shearwalls resist more than 35% of the total longitudinal base shear? Yes Does the 3rd floor shearwalls resist more than 35% of the total longitudinal base shear? Yes Total 1st Floor Wall Length= 31.00 'I'otai N 1st Floor Bays = 7.75 Are 2 bays minimum present along each wall line? Yes 1st Floor Rho = t.0 Total 2nd Floor Wall Length = 26.00 Total II 2nd Floor Bays = 6 Are 2 bays minimum present along each wall line? Yes 2nd Floor Rho = t.o Total 3rd Floor Wall Length= 20.00 Total 1/ 3rd Floor Bays = Arc 2 bays minimum present along each wall line? Yes 3rd Floor Rho = t.0 Spreadsheet Column Definitions & Formulas L= Shear Panel Length H = Shear Panel Height Walt Length = Sum of Shear Panels Lengths in Shear Line II/1, Ratio = Hight to Width Ratio Check V (Panel Shear) =Sum of Line Load *Rho /'total L % Story SI renglh = L / Total Story L (Required for walls with I - I /L > 1.0, for use in Rho check) 4 Bays = 2*L/Fl Shear Factor = Adjustment For WI_ > 2:1 Mo (Overturning Moment) = Wall Shear * Shear Application lit Mr (Resisting Moment) = Dead Load * L * 0.5 * (.6 wind or .9 seismic) Uplift T = (Mo -Mr) / (I. - 6 in) L\r"), Harper Houf Peterson Righellis Pg #: SHEAR WALL SUMMARY'_ Transvere Shearwalls Panel' !Wall Shear, Wall Type • Good.F_, r 1 U ' Siinpsori Good•For ire _ V(if) -_ ,.. -- a(P_ ; I flh), __I I I P fib) 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 wl 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 20I a 474 ,1/2" APA Rated Plyw'd w/ 8d Nails a, 4/12 495 , 201b 474 1/2" APA Rated Plyw'd w/ 8d Nails a, 3/12 495 ,202A 423 1/2" APA Rated Plyw'd w/ 8d Nails @ 3/12 495 202B 423 1/2" APA Rated Plyw'd w/ 8d Nails a, 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 u, 6/12 339 303 166 1/2" APA Rated Plyw'd w/ 8d Nails p 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. i t , '✓ Harper Houf Peterson Righellis Pg #: SHEAR WALL SUMMARY' - Longitudinal- Shearwalls Panel Wall` Shear Wall Type Good For Uplift , Simpson Holdow ' 1 Good For V (pit) (p ( ' _!�. (lb), 107 254 1/2" APA Rated Plyw'd w/ 8d Nails @ 6/12 339 - 192 Simpson None 0 108 254 1/2" APA Rated Plyw'd w/ 8d Nails @ 6/12 339 -192 Simpson None 0 205 208 , 1/2" APA Rated Plyw'd w/ 8d Nails @ 6/12 . 339 , - 69 1 Simpson _ None 0 . 206 208 1/2" APA Rated Plyw'd w/ 8d Nai,ls @ 6/12 339 =69 Simpson None 0 P 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 (a) 6/12 242 _ 59 Simpson None 0 NOTE: 1) This table is a comparative summary between the wind and seismic loading. The values above are the minimum requirement to satisfy both wind and seismic design loads. 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' Upliff, 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 @ t House Side of Above Above Right ' above if Right House @ Left @ walls Right . , _ stackl _ (ft) (ft) ' (ft) (ft) k 1 k k k pif kif 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 0.51 20.79 21.31 _ , _ .. 20.79 21.31 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 2.2E 6.576 626 0.1. 0.8 0.078 25.08 4.61 1.36 558_ 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 6.52 106 8 1.1667 3.00 1050 1.5161 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 6.85.7 401 0.152 0.192 . 0,156 16.31 2.47 2.31 3.63 3.66 201L 201R 1 4,82 5.091 8.45 8.75 110 8 .1.1667 12.50 17.08 1.737 2.8 2.32 6.857 401_ , 0.096 0.156 0.192 44.52 9.45 9.90 3.24 3.21 ' 201aL 201bR 4.95 4.88 8.18 8.09 111 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 .1.1.70 - 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 1.1.70, 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 4.821 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 i 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 11.958333 2.8 2.26 5.061 423 0.309 0.216 0.312 12.09 2.04 2.33, 3.62 3,56 _ _ . -,3.62 3.56 204 9 1.1667 3 1 2.8 ' 2.26 5.06 , 423 0325 0.312 0,432 12.09 L95 2.31' 3.64 3.57 _ , 3.64 3.57 301 8 3.92 1196, ' ' 232 ' •232 ' 166 __ 0232 :. 0.384 0.204 5.21 3.29 2.58 0:83 0.91 - 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 3 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 H = Shear Panel Height Wail 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 Lath. From 2nd From 3rd From Wall Load (not Point Point fling Moment Moment Floor Shear @ Floor Shear @ Stacking @ Stacking From From Uplift Uplift Flr. FIr. Roof Shear including Load Load Momen @ Left @ Right Left Right Left Side of @ Right Wall Wall ,@ Left @ floors @ Left @ t House Side of Above Above Right above if Right House 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 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 I03A 8 1.1667 4.00 4.06 0.481 ' 0.481' 120 0.04 2.016 1.664 3.85 8.38 r 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. _ 193 - 0 0 7,20 _1,93 105 _ 8 1,1667 3,00 10,50 0.126 0.73 .._ 1 -44 2.296 - _ 219 _ 0.048 0252 0.1'56 5.97 0.97 0.68 2,04 2.14 0 ' 0 2.04 2.14 106 8 1.1667 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 201R ' 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 ' 201 aL ' 201 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. - 3.82 113 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 3.79 201 9 1,1667 3:92 . .10.80 _ _ . -_ 0:9 1.27.. 2.17. 201 - . 0.225 , _ Q.437 0.156 7.63 3.42 2.34 1.16 1.41 . , 301 L , 301R , _ _-0.03 0.13, ' 1.13 1.54 201a. 9 1,1667 4,17. . 10,80 _ 09 _ 1.27.; 2,17 _ 261 • 0.225 ' 0,156 0.156 8.11. 2,61' 2:61. 1.38- 1.38 302L 302R -006 -0,06 1.32 1.32 2016, . 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 s. 9 1.1667 2.96 11.96 0.73 1.44 2.17 181 0.173 0.432 0.052 5.25 2.04 0.91 1.15 1.50 304L 304R 1.28 1.50 2.43 3.00 202B 9 1.1667 3.00 ' 11.96 0.73 I,44 2.17 181 0.173 0.052 0.216 5.32 0.93 I 1.43 1.49 1.35 305L 305R ' 1.50 0.63 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 I-.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 1 -8 0 3,92 ' 13.96 1.27 1.27 , , 9T. 0.232 0,384 t - 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 D 0 1.28 1.50 ' 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 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 None -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 3H1 . 6.65 Wind 6.24 HDQ8 w 3HF - 6.65 104 Wind 5.58 Holdown HDQ8 w 3H8 6.65 Wind 6.06 HDQ8 w 3HF' _ 6.65 105 Wind 6.45 Holdown HDQ8 w 3HF 6.65 Wind 6.52 1-1DQ8 w 3HF 6.65 E 106 Wind 6.52 Holdown HDQ8 w 3HF 6.65 Wind 6.45 HDQ8 w 3HF 6.65 I09 Wind 8.45 Holdown HDQ8 wDF 9.23 Wind. 8.75 HDQ8 w DF 9.23 110 Wind . 8.18 Holdown_ HDQ8 _w DF - _ 9.23 Wind 8.09 HDQ8.w DF, 9.23 I II Wind 8.02 Holdown HDQ8 w.DF 9.23 Wind . 8.51' HDQ8 w D• . 9.23 112 Wind 11.44 Holdown HDU14 14.93 Wind . 11.46 HDU14 14.93 113 Wind 11.46, letdown FIDU14 , 14.93, Wind 11.44, HDU14 '14193, 201 Wind 4.82 Strap MST48x2 5.75 Wind 5.09 MST48x2 535 ' 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 . . 406 204 Wind 3:64 Strap MST60 , 4.06 Wind 3.57 MST60 . - 4`06, 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 • BYt DATE: 6 ao IQ Joe JoNoq 0 Or ,PROJECT: RE: — "Rear Locicl El Fl w A'&6\ Lookd.. W■oc wak‘s msiokc z O E c3(A( w‘ (A.,(A\\ • Ckx;o, I Wad 0 0 2 L i' El A-Li) o p s 'ALI 00 \bs yer we/A\ CC;I 413( kkuck; _ 17 ; 3 otask-z-/wati 0 actual < Cotco,64 Otc! 1 < 0 2 COADO, C_T c SSW = 3ctLo 1t-- 4: El , tval Capao • o'. 2 , E 6. o a o o rgt • • P.'!' • tr 2 O �1Nfl S NCn m�N ii1L�N 1141-11 ;-11 "S_ 1 ��� p d ❑ L —o - - 1 F r - --i I - • - • I i i • • p r ! I Kati uc ( ti l) 7' ' i _.- p / \ , ?3 . �SI � ((I) do — c� 1 - ?'_ X41 f� 3 r+ Y1 S'Ik4.i.'-')NC �/ .L )N al SI ill Mg 0 i• dcr (.0,...-. . 2 D 8 D et ..3 s 3Nil s t L 1/41 a'z X N-V + - )N . al S1441 NS U) g0I I 1- 0 er 3 vp ( Q o L, - }' 0 O ts- - 77 `.Ii o 05. X01 ITV 3N7 sr L L /rvm lcl = at; rni , N N +1 _LI--)N S M S 0 0 F'' r 2 C E. 0 0 1 1 SW - IYls LE IQ c1Tt} AwNC, LOW il 3.05 VI 0 _ _._ 1 g 1 gill . L :1 r _ gl ,- , r ® ,. ,,, .,, O 1. 5 i.. - ,.1 aob 5V '(1n1S Le tic -,T1 -t- A c- 1111 UNT C L. 0 S W -i Lrs) c-t n+ ■u•c-t 1 s lanrc 306 s c - - ; . : .....„,s/5 1,,,- \ ,, V '7= = _7-.1 ><:-. - - , Li! W ...i r y•-•:, _ -2( , o') 0,_ k‘ N 0 xi GI .0 -i 0 .17-, - - 30r-i- 5W 1.\--\5 LCNCin+ kLonic- - r - 1-41 S LIPJC Joe No CEAS CI 0 OF PROJECT: RE 00(\ fd‘ ATCM E NS -Fccs0- El El V Lti (a 5/ Wind (C0-71k015.) C.5 V4 0 CAA phrugyn au Pc 0 2 • 2 w — 4) :I' - 6ao■ CO. PaCt ifm _or unoc_iced diaphmern 0 = (ibtfr L 4) 0_ 0 Woof, dicupsAftk.63rY\ - z ( 4 1 2 _ Nai I n 3 Cc pci4t 351 0 0 2 0 re 0 Z El 6 0 H 0 o Z.' I t 1 pa 4 • i:act‘ k>\ BY PI' 1 (_ DATE: 8 ...... VI JOB No. c e.. OF PROJ ECT: @:) - SW of fs'\c\iN 1'600-Int e Stoll' 5 . . OFT, on.) a_ L i z O I LTJ IV/ 41 1 i— la 0 Ti WII2T8' ON) r F., \c1 1 4 " • D - S01) , JT L q r i ' -Z-41 gt■441 Top Vt._Wit J 2 -g Max 50 tt_oVt.,NtAx--,= 0 : z , De 5 I 6.. WI NA) PleSsof e., cc 0 _ O� PS O c F . 1 < 0e5 P\o\ to 5pcm:\ \Jt tet , Tap inAl ES S - IV o i 11,-It wkncl,. i:.•)c)f.) Oc I D 2 O ..--- ---- 7 ----- 1- 1 4 ) 1' is 0 2 0 Lt o LL. z I ttc D 6 8 0 = V noa.,e = kl-c\ l't 17, & ,- M _ ..,..,. S „,... ilinys = c61..:#4,2- O f CA • , r-Jci ,_. 2., = ::• 1 ■:.] TI-7VIG4 F ) = IS 0 PS ( 1.(C. / 1 =: aLlo c)5L -, q . . cp__ t' "Til o ft 2_ . L29 BY Aki L DATE 5-- \ 2- 10 ,„,,Nn C 1 ,, , j _ o g 0 OF PROJECT: RE: OP 0 is, 2 J Li --', uc ccrn 2. -- LOOR— _i , „ 00\001( -1- cckly 3v_o Ttoov.... . w ,-- w o 2 - Tf "\ b }__vc-., or\ z'olt NAT lj O i\AC)\X \O\) C ( :->0 , \ C Cc sj u O id O z O 0 • i \ wk'n6. p(ef - -ao,ot z Lou c1 on \0..)11 , ..) , 9 b\ocY-- 0 ,) - k i Cz....V4,510 R. m t_c" \in-o..-x - t.5 -vsc ir 0 tr. Z ut I Z L J 0 0 1 I t„ . 2 ,_ ... 12_ Ie. -,,s = ( i ,S 7, : 10 11. . . (.. •-i (3.Z , a , L,b 10 11 10111 1 r:" 11 1,2 3 = j4S . . v ..f 0 • V) r. '': ci vs o .5..T • :„! = = g SJ z- I .".• 6,a5 t aLi.s6,53s) 4- 4).1.,,c t ).'-1 ic (0,) Sfl 0 t ,I.,(b -+ 0 .,, L -, 1.. = cmC .C.LCF Cs,C1 C — ---- - 'F' = .(6 50 I asac ps ,., X ( , 00. 0)(0 .ii .iit . 0)( , , 0 ) LsI__ L30 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Unit A - Front load Wood Works4D Siaer 7.1 Dec. 15.2010 11:01:47 COMPANY I - HlWJI:CT RESULTS by GROUP - NOS 2000 SUGGESTED SECTIONS by GROUP.fer LEVEL 4 - ROOF - fist 9'russes Not designed by request (21 208 Lumbar n -ply B.Fir -L No.2 I- 208 Ey Others ant designed by request (21 2xG Lumber o -ply Hem-Fir No.2 2- 206 (3) 206 Lumber n -pry Hem -Fir No.2 3- 2x6 Gyp,Wall Loader Stud Hem -Fir Stud 206 916.0 SUGGESTED SECTIONS by GROUP for LEVEL 3 - FLOUR e 14nf Jst 0'_= " �� Not designed by request Sloped Joist Lumber -soft U.F.r -L No.2 206 916.0 (21 2x8 (11 Lumber n -ply D.Flr-L No.2 1 2xi 12) 2x8 Lumber n -ply D.Fir -1. No.2 2- 200 By Others Not designee by request By Others 2 Not designed by request 12) 2x12 Limber n -pLy D. Fir -L No.2 2- 2012 0.125010.5 Glulam- Unbalan. West Species 24F -V4 OF 5.125810.5 4X6 Lumber -soft n. Fir -L No.2 4x6 12) 206 Luber n -ply Nert -Far No.2 2- 206 406 Lumber Post Hem -Fir No.2 405 (3) 206 Lumber n -ply Hem-Fir No.2 3- 2x5 (2) 2x4 Lumber n -ply Hem-Fir No.2 2- 204 'ryp Wall Lumber stud Nem -Fit Stud 2.6 215.0 SUGGESTED SECTIONS by GROUP for I: V01. 2 - FLOOR Mnf Trusses .a4c>� Not designed by request u a>*a Mel 1st Not designed by request Deck Jet Lumber -soft D. F1r -L No.2 200 016.0 ' 4010 Lumber -soft I4.Fir -L N0.2 4010 (2) 248 Luber n -ply D.Fir-L No.2 2- 200 3.125x9 Glulam- Unbalan. West Species 24C -V4 OF 3.12509 456 Lumber -soft: D. FIr -I, 00.2 400 By Others Not designed by request By Others 2 Not designed by request (2) 2010 Lumber n -ply O.Fir-L No.2 1- 2010 5.125512 GL Glulam- Urdmalan. West Species 24F -V4 DF' 1.125012 By Others 3 Not designed by request 3.125x14 LSL LSL 1.3E 1700Fb 3,5014 (21 206 Lumber n -ply Hem -Fir No.2 2- 206 404 Lumber Post Rum -Err 00.2 404 406 Lumber Post Hem-Fir No.2 406 (3) 206 Lumber n -ply Hem -Fir No.2 3- 206 606 Timber -soft Hem -Fit No.2 606 121 2x4 Lumber n -ply Hem -Fir No.2 2- 2144 bob nol 'Camber -soft O.Fir -L 00.1 606 1 204 Lumber n - ply Hem -Fit No.2 3 204 Typ Wall Lumber Stud Hom -Fir Stud 206 @16.0 SUGGESTED SECTIONS by GROUP for LEVEL 1 - FLOOR d .....ewwwas Pnd ot designed by request Il weilwrisewwwwWia CRITICAL HI21OEIL: and DESIGN CRITERIA . Group Member Criterion Analysis/Design Valn Hof Jot ea>z Mnf Jot a Not designed by request a.w.w . avow Deck Jst )65 Bending 0.41 Sloped Joist j30 Bending 0'.10 Floor Jst4 unknown Unknown 0.00 4010 1431 Bending 0.50 (2) 2x0 (11 on Bending 0.47 12) 2x0 148 Bending 0.89 i_125x9 143 Bending 0.06 400 b37 Bending 0.22 By Others By Others Not designed by request By Others 2 By Others Not designed by request (21 2012 66 Bending 0.93 (21 2010 bl Shear 0,70 5.125X12 GL b10 Bending 0.76 By Others 3 By Others Nor designed by request 5.125510.5 h9 Deflection 0.95 4 %6 b20 Bending 0.00 3.125014 LSL b14 Bending 0.92 (21 2x6 c2 Axial 0.91 404 c55 Axial 0.00 4x6 c23 Axial . 0.00 (31 206 c29 Axial 0.7S 605 026 Axial 0.70 4 (21 204 c39 Axial 0.62 bob eel c12 Axle) 0.86 13) 2x4 c31 Axial O,09 Typ Wall x14 Axial 0.40 End Fed Not designed by request ft.a : vemm .av� aaa-raaaa.aasaa .a ®� a aaaa..awnaw. to a 1. Please verify that the default deflectio e limits are appropriate Inc your application. 2. DESCGN GROUP OCCURS ON MULTIPLE LEVELS: the lower level result . is considered the final design and appears in the Materials List. 3. ROOF LIVE LOAD: Created as w load with corresponding duration factor. Add en empty roof level to Lypaes Ebro rnterpeetation. 4. BEARING: the designer in responsible for ensuring than adequate bearing is provided. 5. GLULAM: bed a actual breadth x actual depth. G. Glulam seams shall be laLerally supported according to the provisions of 00S Clause 3.3.3. 7. Sawn lumber bending members shall be laterally supported according Co the provisions of NOS Clause 4.4.1. 8. BUILT -UP BEAMS: it 1 assumed that card ply i single continuous .:ember (thee a butt jn r. c pia t1 faataned together securely at intervals exceeding 4 times the depth and that each ply i equally top-loaded. Where beams are side - loaded, special fastening details may be required. 9. SCL -BEAMS (Structural Composite_ Lunbet): the attached SC), selection 1s for preliminary design only. For final member design contact your local SC1. m nufacturer. 10. BULLY -UP COLUMNS: nailed or bolted built -up culummis shall conforms to the provisions of 1105 Clause 15.3. 0 • WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Unit A - Front Load Woodworks® Sizer 7.1 Dec. 15, 2010 11:08:38 Concept Mode: Beam View Floor 2: 8' b31 b36 105 • -•- 49'-6 IU4 ' - ®.u1.1 46 -b lu[ b3 8 _ vo 0 1 u r • `I -b IUU - i - 44 -b' • A b1 - • .. . -_ .. 43 b µ p U1 ; °#{gig .,� t +...��cg - 4V._u.. � .. .... .. . ... ... ... .. 3y._n.. 4 ,14 I .4 • 30 -b.. '$L i 1 . • . . -` 4 ' - - .50 -b `J4_ __ I .... 30-b. 01/ • • b29• i SS -0 .. .: . .. _ .. • '„ - _ . .. , . JU - b • 00 - .2& . -b -. ... .. .. .... _ .. .. - _ - z0 -0 0 , Z/-b �. ... _ ... Lb -b ' L 5' -b $U - t.. ... - ' G4 -11 • (5 .t 'b10' ": L..1-0 IL7 .. . I -- - - r. - -• ' ' - I ..- . ._ LL -b r� 4-141 /0- I. ,b33 .- • _. Ott b 1Z - -- 032 - - • - . 10 (U.. .. , . . , , , 14-J 1366 ' ib19i i i e nI IU -0 b bL. - 1 : . .. I _ .. • 6:1.4 - .. . .._ ... _ o -b • nu; b30 • - • • . _ ...... - n -0 b 29' E ..3.-43 U-0 BBIBBBCCCCCCCCICCCCCCCCCCC MCCCCCDDDDDDDDtODDCDDDDDDDDDCDIDDDE .EEEE`EEEEEEEIEEIEBEEEEEEIEEEEZ 0' 2' 4' 6' 8' 10' 12' 14' 16' 18' 20' 22' 24' 2.6' 28' 30' 32' 34' 36' 38' 40' 42' 44' 46' 48' 50' 52' 54' 56' 58' 60' 62' 64' 66' 68' 70' 72' 74' 76' 0'1'2'3'4'5'6'7'3'9141 1;1'1 22:2 MOO 3: 3: 3. 3' 3(3'3f3i4(4'4:4:4.4!414 5'5'5 6:6:6 7:7 (2. I WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Unit A -front - Load WoodWorks® Sizer 7.1 Dec. 15, 2010 11:08:40 Coneep-t 4Mode: Columm View Floor 2: 8' c58 c80 c14 1 0 v �" . ._ ... 49'•6" m lib-0 u s 0 - = qr -0 t)L j� 40.0 i4.4.14 ( i. Y 44 .1 SC ';c69 - - c70" - ':c71• "c9.1,1 . ,... ... ". .. - - . - , . .. .. 1 , 44 - • n' =on'; e -= • " 1 4 12 - .., _ - , - , . _.. 4u•0 J3 -_ t , � .. , _ ,i. , .. JO-� If" ; 1 .. �. 31J -b bb • 2V Ly -b 66 .7 .. .. , - .. ..... t '•. . . { - . " - . .. .. .. 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I U-b t, 1 ! •;b7 -, ' ••6 2 8 • -, . -.. . - y --00 b. 4:;:i -, - ' , , f -b * LS - - - .I b ._ b .. •, ... ,... ... . .. _ • .. - G b . . i BBt 3BCCCCCCCC} CCCCCCCCCCCCCCCMCCCDDDDD , ODD coop DE,EEEESE'EtEEEBEEIE E;•EEEEEEIEHEEZ 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' 72'74'76' 0'1'2'3'4'5'6'7'8'9,1i :1:1•1 0 E1'111022:2:2 2!2E2 ',33=31343 323414 515 5:5:5.51515 6:6'6 7:7:7•77£77 6" • C/15 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Unit A - Front Load • WoodWorks® Sizer 7.1 Dec. 15, 2010 11:02:19 Concept Mode: Column View Roof: 25' 105 _ . . -. ...... .. »» . , . . 49-(3 I_uiip 4N•-L1 wan . . Ilt4i . . . 40 .3 • RR) 9q li9 _ , . . 14 •b ats -: » 'C4 • ZpCO' • '" • ` c45; nl AU 43' `J0 I _ - .. ....... » _ . 30 - 0 00. 1 • ..J0'.43 • yu -u no 1 , - 14- Sb , H - " -. - - . : ': .. ou -b pp I » 40 0 03 - d1 -o .. Lb -0 WI in • • 1J-f1 I N, C83 k e3 a its cA6 •-• .. 41 -b 11 '1 1'1 - lb • ' . C - - . ®' o-- tU - 0 l4 �, Its' - a /J •1 (• .. I D'• 3 1 1 ID'-tr !u. » . • - .. 1.1 'IJ »b ba . , ..» . . td 4.) 01 i /3b '10. 11�� 0 0 314 .c5'1^.5Q.rc ; 52 r ,.05i_ t 0.; - MC b . 1 .. _ _ _ _ _ _ _ • 1 .. _ o•-b s e BB113.B BCCCCCCGCICCCCCCCCCCCCCCC ICCCD.DDDDDDDIDDDCDDD DDDDDDCDIDODEEEE E EEEIEEEIEEIEEEEEEEEIEEEEZ 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' 74' 76' W1'2'3'4'5'6'7'8'91 (1 - 1 :11 !111 :111'2Q 22 :2212( 2 2 12 4313 3:3:3 :3}3!4(4 :44',414'44!515 5:55 - 515 Gt6 s :6 616' &i617(i •7,7 :7.7.7(77-6" (9 COMPANY PROJECT s ■ I. WoodWorks® SOrnvnRt VOA WOOD Df31cW June 24, 2010 12:42 b1 Design Check Calculation Sheet Sizer 7.1 LOADS (Ibs, psi, or plf ) 14ad Type DiStailiution Magnitude Location Iftl ;Units Start End . Start_ End . - 1w6'1 Dead Partial UO 613.2 613.2 2 3.00 •plf 2_:461 Snoi Partial' Up -795.0 795.0 2,.50 3 .00 p1L 3 Dead Po1,nt 622 2.50 lbs 47e61 Snow Point 1192- 2.50 lbs 5_,j Dead Full UDL 47.1 Of 1:j28 Live Full UDI. 160.0 p1E 7}:33 Dead Full UDE 120.2 OE 8 133 live Full UDL 310.0 Of MAXIMUM RE1 fo. 31 _ Dead 391 1061 Live 795 1615 Total L 1196 2676 Bea r.i'ng : Leadl Comb 82 if3 LengL'ii 0.,63 1.43 Lumber n -ply, D.Fir -L, No.2, 2x10 ", 2 -Plys Self- weight of 6.59 pIf included in loads; Lateral support top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NOS 2005 : Criterion Anaiysls Value Design Value Analysis/Design Shear TO = 67 Fv' - 207 tv' /Ev" _- 0132 Bendfng(1 fb a 331 FO' e 1136 Cb'lb' - 0 Live 'Detl'n 0.00 = <b/099 0.10 0 l./360 0.04 TotaL DeCl'.h. 0.'01'- <L/999 0.15 - 1/240 0.05 . 'The_ effect of point loads within a distance d OE . the supppr.t his: been included as per NOS 3', 4 .3..1 ADDITIONAL DATA FACTORS: t' /1 CO CH CC CL CF Cfu Cr OCst Ci Cr: LC) E',' 1180 1.55 1.00 140 - _ - - 1.00 1.00 1.00 3' Fb.' +' 900 1.15 1. -oo 1.00' 1.000 1.100 1.00 1x00 1.00 1.00 - 3 Fcp' 625 - 1..00 1.00 - - - - 1.00 1:00 - - 5' 1..6 - mil Lion 1:00 1,.00 - - - - 1.01 1.00 3 Ernie" 0.561 million 1..00 1.00 - - - 1:00' 1.66 - 3' Shear, : .LC 113 D +.75.(L4 -S), V o 2676, V design+ = 1237 lbs 'Deeding,( +) : .LC 43 « 0 +:75 f !1-Si , H - 1118 lbs 7ft' Deflection.; LC 43 = 0+:7511. ± g j E3= 138e06 lb4in2/ply Total Deflection m 1.50'0ead Load Oef.lection) + Live Load Deflect ion. FO' , dead 'b 'S - -live sno. 'rt =.wind 'II-impact C- tonstruction Clsitzconcentra IA1:1 LC's are listed in the ■ Analysis outpuc'I !Loan' coMbinat.rQns ; :, TCC - ?RC • DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate foryour 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. • 6'11® COMPANY PROJECT fit WoodWorks® SOFTWARE FOR WOOD DES /GA' 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 • Start End 1 j45 Dead Full UDL 17.0 plf 2 - 45 Live Full UDL _ 25.0 plf • MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : Ip' g Dead 106 106 Live 112 112 Total 218 218 Bearing: - - - Load Comb #2 412 Length 0.50* 0.50* *Min. bearing length for beams-is 112 "' -for;exterior;supports Glulam - Unbal., West Species, 24F -V4 DF, 3- 1/8x9" 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 fv = 10 Fv' = 265 fv /Fv' = 0.04 Bending( +) fb = 140 Fb' = 2400 ib /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 LC11 Fv' 265 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 F13'+ 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 Ervin' 0.05 million 1.00 1.00 - - - - 1.00 = - 2 Shear : LC 42 = D +L, V = 218, V design = 182 lbs Bend.iny(±): LC 142 = D +L, M _ 491 lbs-ft Deflection: LC 42 = D +L E1= 342e06 lb -in2 Total Deflection 1.50(Dead Load Deflection) I 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)- COMPANY PROJECT I . WoodWorks® SUFIVAR FOR WOOD uwgf June 24, 2010 12:40 b6 Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or Of ) Load Type Distribution Magnitude Location fftl Units Sta.r1. End Start End 1 c44 Dead Point 444 2.00 lbs 2 - 044 Snow Point 647 2.00 lbs 3 Dead Partial UD 389.2 399.2 0.00 2.00 plf 4444 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 It's 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_125 Dead Full UDL 120.2 pit 10 i25 Live Full UUL 370.0 plf MAXIMUM REACTIONS'(Ibs1•and BEARING LENGTHS (MI : l 0' Dead 7.436 1399 Live 1803 1803 Total 32.39 3192 Dearing: - _ Load Comb 83 43 Length 1.73 - - 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 iv = 97 Fe' = 207 fe /Fv' - 0.47 Bending(i) fb = 805 Fb' = 1035 fb/FO' = 0.78 Live Defl'n 0.03 - <L/999 0.20 = L/360 0.14 .Total De l 'n . 0.06 = <L/999 0.34 = 1/230. 0.20 . ADDITIONAL DATA: FACTORS: F/S CD CM Ct CL CF Cfu Cr Cfrt CA Cn LCII t'v' 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 1n00 - 3 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - 5" 1.6 million 1.00 1(1(1 - - - - 1:00 1.00 - 3 Emirs' 0.58 million 1.00 1.00 - - - 1.00 1..00 - 3 Shear : LC 83 = D +.75(L +-S), V = 3239, V design = 2190 lbs Bending({ -): LC 43 = D +.75(0 +S), M = 4247 lbs -ft Deflection: LC Ill = 111 .75(L +S) I4I= 285e06 lb -in2 /ply Total Deflection = 1.50(Dead Load Deflection) F live Load Deflection. (D =dead L =live S -snow W =wind 1= impact C- construction C•Ld= 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 he required. • r • COMPANY PROJECT lit 'WoodWorks® SOFTWAAFFOA WOOD I SYCN June 24; 2'01012150 b8 Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location '(t . 3i1 1s Start End Start End 1 j14 Dead Full VOL 113.7 plf - 2 114 Live .Fu11 obi. 3'56 ..0 plf . MAXIMUM REACTIONS (lbs) and BEARING'LENGTHS (in) : Dead 357 357 Live ,205 1050, Total 1403 140 Bearing;.: . Load c 02 0-2 Length'. 0 , 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 : .Crltetlon. Analysis: Value- , Design Value Analysis /Design.- ' Shear Ev '= 77• - Cv' = 180 fv' /Fv _ '0.'4.3+ Bending.(F) f1i = 9.63 Eli! = 1080 fb/Fb' = 0,,89'1 Live Defl':n ; 0,.07 <1/999'. '0 = • L /360: 0 :3 3 ' Total ,Defl 0:10 = L /712. 0.,30.= 4L/290 _ 0 :39 , ADDITIONAL DATA: FACTORS: F/E CD CM Ct 'CL CE. 'Cfu Cr: GEtt Ci. Cii .LCD 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 - - - - 1.40 1.Q0 - 2 Emin' 0.58 million 1.00 1.00 - - - 1:-00, 1.00 - 2 Shear : _ LC- 02. = D +L, V = 1907, V design_ = 11 lbs bending.( +) : LC' 02 - D ;HL, .H = 21 -10 3,45,s- CI: Deflection lie 112 = D +L El =. 7606 lb -in2 /ply Total Deflection = 1..50'.(Dead Load Defl'ectionj' ±: Live Load Deflection'. (D =dead L =live S=snow 'W =wi.nd 2 =impact C =construction CLd =concentrated) (All LC's: are listed in the Analysis output) Load coriitiinatbions: iCC -YBC 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. Ci t 3 COMPANY PROJECT 1,. WoodWorks° SC)FIWARI FOR WOOS) UtUIGN June 24, 2010 12:40 b9 Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or plf Load Type Distribution Magnitude Location (ft] Units Start End Start End 1 150 Dead Partial. UT7 113.7 113.7 0'.00 1.50 pIs 2:150 Live Partial 1117 750 • 350.0 0.00 1.50 pit 3214 Dcad Partial 017 113.7 113.7 3.00 9.00 pl_f 4j 14 Live Partial 110 350.0 350.0 300 9.00 p11 5j51 Dead Partial UD 113.7 11.3.7 1.50 3.00 plf 6_j51 Live Partial UD 350.0 350.0 1.50 3.00 plf 7 Dead Par.ttal UD 120,2 120.2 0.00 3.00 plf 8 7 124 Live Partial UD 3+0.,0 310.0 0:00 3.00 pif 9_125 Dead Partial UD 120.2 120.2 3:00 9.00 plf 10 125 Live Partial UD 370:0 370.0 3.00 9.00 plf 117j26 head Partial UD 120..2 120.2 9:00 12.00 plf 12_j26 Live Partial SD 370.0 370.0 9.00 12.00 pit 13jj52 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 Dead Part).al SD 113.7 113.7 10.50 12.00 pif 16 453 Live _ Partial SD 350.0' 350.0 ' 10.50 12.00. plf • MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0' 121 Dead 1478. 1478 Live 4320 4320 Total 5798 5798 Bearing: - Load Comb 42 #2 Length - _ -1.741 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 NOS 2005 : Criterion Analysts Value Design Value tn_Jyei.5 /n00inn Shear f - 731.3• Ev' = 265 fv(Fv' = 0.52 Bending(4) fb = 2217 Fb' = 2400 lb /Fb' = 0.92 Live Defl'n 0.38 = 1/381 0.40 L /360 0.94 _Total Defl'n 0.5 = L/252 0.60 a 1.,/240 . 0.95 'ADDITIONAL DATA: FACTORS: FIE CD (34 Ct CL CV Cfu Cr Cfrt Notes Cn LC# ' l•v' 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 Pop' 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( +I: LC #2 = D +1., M = 1'1395 lbs -ft Deflection: LC 112 = D-1, El= 890e06 lb -in2 Total Deflection = 1.50(Dcad Load Deflection) + Live Load Deflection. (D -dead L =live -snow W =wind 1-impact C= cona'tr:uction 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 Al 90.1-1992 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). eJ COMPANY PROJECT 1 WoodWorks® 001'r WANC I OR WOOD ursrcl 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 - 3tart End Start - End tecl1 I w39 - Dead - ' Partial UD 311:0 311.0 0.00 '4:50'' No 27439 Live Partial UD 090.9 180.0 0.00 4 50 No 3 Dead Point 267 2.00 IIo 4 ~ c39 Live Po.rnt 822 2.00 No 5_332 Dead Partial UD 120.2 120.2 0.00 0.50 No 6_332 Live Partial 1)0 370.0 370 -.Q 0.00 0.50 Nu 1 733 Dead Partial UD 120.2 120,2 1.00 4.00 No 8 _ j33 Live Partial UD 310.0 .,70.0 1.00 9.00 No 9 1 34 Dead Partial UD 120.2 120.2 4.00 4.50 No 10 j 31 Live Partial 110 370.0 370.,0 4.00 4.50 No • 11_135 Dead Partial UD 120.2 120,2 9.50 7.50 No 12 j35 Live Partial UD 370.0 370x0 9.50 7.50 No 13j36 Dead Partial UD 113.7 113.'1 4.50 16.50 No 19 Live Partial UD 350.0 350.0 9.50 16.50 No 15 j37 Dead Partial UI) 100.7 100 :l 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 Lave Partial UD 370.0 370.0 7.50 13.50 No 14:148 Dead Partial UD 120.2 120,2 13.50 16.50 No 20 j4B Live Partial Ut) 370.0 370':0 13.50 16.50 No 21 349 Dead Partial UD 120.2 120.2 0.50 1.00 No 22.j49 Live Partial UD 370.0 370.0 0.50 1.00 No 23 Dead Point 300 3.00 No 22 b32 Live Point 922 - 3,00 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : . Ili - �' TM isI Dead 452 4067 - -- - - - 1180 Live 847 11291 3436 Uplift 12 Total 1300 15358 4616 Bearing_ _ _ Load Comb 02 02 02 Length 0.50' 4.29 1:27 Cb .5.00 1.09 _ - . 1-00, 'Min, bearirigdtinglh' for beams, is 112" for;exteriorr supporia- Glulam-Unbal., West Species, 24F -V4 OF, 5- 118x12" Self- weight of 14,16 plf included in loads; Lateral support tope full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NOS 2005 ; ®EMPEIZEMEMBRIMM Shear to = 158 FV• = 265 fv Pa' m 0 =60 ueeding(-A) f6 = 1074 Fb' = 2900 fb /Fb' ® 0.45 Bending(-) tb = 1396 Fb' = 1844 fb /Fb' ¢ 0,76 Live Defl'n 0.13 = <1/999 0.40 - L/360 Oc32 Total- Defl'n .. 0.19 = 1/740 , 0.60 = L/240 0.32 . • ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Ctrt Notes Cn LC0 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 1,730 1.00 - 2 Pb'- 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 •- - F' 1.8 million 4.6(1 1.0n - - - - 1.00 - - 2 Emirs' 0.85 million 1.00 1.00 - - - - 1,.011 - - 2 Shear LC 92 = DAL, V = 9357, V design = 6496 lbs Bending(I): LC 02 = LAt, r4 = 11006 lbs -It Bending( -): LC 12 - DAL, 14 = 14310 lbs -ft Deflection: LC 02 = Di', ET 1728s06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) I Live Load Deflection. (D =dead L -Live a=snow 111 -wind 1 =impact C- construction CLd= content ra Lcd) (A11 LC's are listed in the Analysis output) load combinations: TCC -IBC DESIGN NOTES: 1. Please ver ify that the default deflection limits are appropriate for your application, 2. Glulam design values are for materials conforming to AFC 117 -2001 and manufactured in accordance with ANSIIAITC 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 Reanis shall he 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). COMPANY PROJECT 11T WoodWorks' SOFTWARE FOR lWOO)> DESIGN' June 24, 2010 12:44 b13 Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Units Start End Start End - 2 w58 Dead Partial UD 519.0 919.0 0.00 3.00 pLf 27458 Snow Partial UD 505.0 305.0 0.00 3.00 plf 3 c40 Dead Point 217 5.5U lbs ' 4 Live Point 668 5.50 lbs 5 Dead Point 518 5.00 lbs 6 067 Snow Point 778 5.00 lbs 7 Dead Point 573 3.00 lbs 6 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 1.1 j37 Dead Partial UD 100.7 100.7 , 6:50 8 -00 plf 12_)37 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 pit :14)38 Live Partial UD 250.0 250.0 3,50 6.50 pit '15 _`139 Dead Partial UP 22 -7 22.7 0.00 3.50 pit 1.6 j39 Live Partial UD' 70.0 70.0 0.00 3.50 plf 17 Dear) Point 126 3.50 lbs 18 `• Live Point 389 3.50 lbs 19 Dead Point 225 6.50 lbs "l.(] h32 Live . Point 693 6.50 lbs MAXIMUM REACTIONS (Ibs) and BEARING' LENG (in).: 4 �- ,� '�"ILL7::›4414.. '�F.;�. -.,�.- _ -^- �,�=� " „,„„ r .... . ....; . .- -.. C - +cx mac. - ,> J+ sit°• iv» . r ' - get/ K4 ** i - •!»... do� ' r " ' � +q a' � q ` "`- _ :. ... - ^' -..= s - z vzc+$+A : !r:t S - r 4. • •ma y ,, 2, _. , qw..... Y , _�1 ... �n :.. T -. ti" -.... *` ".c" 6 ... - fir - ; l 0' a Dead ' 2561 3033 Live 2699 3789 Total 5261 6822 Bearing: - Load Conib 83 83 Length 1.88 2 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 l \nalysi& /Design , Shear fv = 157 Fv' 4 - 355 fv /Fv' = 0,.44 Bendinrl( +) tb = 1295 Fb' . 2674 fb /Fb' = 0.48 Live Dcfl'n 0.06 - <L/999 0.2/ L/360 0,24 Total Det.t'n 0.14 = L /680 0.40 L/240 0 -.35 ADDITIONAL DATA: FACTORS: F/C CD CM Ct CL CV Ctu Cr Ctrt Ci Cn LCII Fv' 310 1.15 - 1.00 - - - = 1.00 - 1.00 3 Fb'r 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 Emirs' 0.80 million - 1.00 - - - - 1.00 - r 3 Shear : LC 83 = D +.75(1.18), V = 6822, V design = 5122 lbs Bending(1): LC 113 D1.75(LrS), M - 12340 lbs-ft Deflection: LC 83 = Di.75(L +S) EI= 1241e06 1b -in2 Total Deflection = 1.50(Dead Load Det.lection) + Live Load Deflection. (D =dead 1. live S =snow W =wind r= impact C= construction CLd= concentrated) All LC's are listed in the Analysis output) Load combinations: LCC 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. r COMPANY PROJECT 1 WoodWorks® SOF(WARE rOli WOOD race June 24, 2010 12:43 b14 Design Check Calculation Sheet Sizer 7.1 LOADS ( Ibs, psf, or plf ) Load Type Distribution Magnitude. Location [f1.1 Units - Start End . Start End - I w33 Dead Parfial"lJD 317.7 317.7 9.00 12.00 pIP ,2'w33 Live Partial UD 350.0 350.0 9.00 12.00 plf 3c19 Dead Point 357 9.00 lbs 4_ell Live Point 1050 9.00 lbs 6 Dead Point 357 3.00 lbs 6 c20 Live Point 1050 3.00 ibs 7_w34 (lead Partial lID 317.1 317.7 0.00 3 - plf 8.w34 Live Partial UD 350.0 350.0 0.00 3.00 plf 9 c64 Dead Point. 165 10.50 lbs 10 c64 Snow Point 225 10.50 lbs 11 c65 Dead Point 165 1.50 lbs 12: Snow Point 2.25 1.50. lbs 13')36 Dead Full DDL 113.7 plf , 14_j36 Live Full UDL 350.0 plf 15 j43 Dead Partial UD 17.0 17.0 0.00 0.50 pit 16_j43 Live Partial UD 25.0 25.0 0.00 0.50 plf 17_,j14 Dead Partial 00 17.0 17.0 0.50 1.50 pIf 1844 Live Partial UD 25.0 25.0 0.50 1.50 plf 19,j45 Dead Partial UD 17.0 17.0 �, 1.50 10.50 plf 20,j45 Live Partial UD 25.0 25.0 1.50 10.50 plf 2.1_,j46 Dead Partial UD 17.0 17.0 10.50 12.00 plf '22 j46 Live Partial UD 25.0 25.0 L0.50 12.00 .plf MAXIMUM REACTIONS (Ibs),and BEARING LENGTHS (in),: -w..: i±-.. _ .:, -- _w. . '- --- �+,,,Z„. :. - °r¢.I: _ a.� „r., , 1...z.7.,,,.2,,_ , ,1,7- ` -•4- a` 757.i r YAM,. - .✓' ∎- - 'S" 'r- .' a!�� .- •s.. v.: 7 �IYIr.„ 4 ta`m:ci='+ti - ,„;;;I 'raN'J"" 1`�`.�"' r ' . .... wC '+ i- i.-..- ,T 10' 1 Dead 2751 ' 2351 Live 4350 ' 4350 Total 670] 1701 Bearing: - . _ Load Comb 142 I12 , Length_ , 2.39 _ 2 LSL, 1.55E, 2325Fb, 3- 112x14" Self - weight of 15,31 plf included in toads; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Desion Value Analysis /Design Shear. fv - I63 re' = 310 Cv /Fv" = 0.52 Bending(*) Ph = 1769 Fb' _ 2325 tb /Fh:', = 0.76 Live Detl'n 0.25 = L/573 i 0.40 = L/360 0.63 Total Defi'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 Cu 1,0 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 - - Fcp' 800 - - 1.00 - - - - 1.00 - - - E' 1.5 million - 1.00 - - - - 1.00 - = 2 Swill' 0.80 million - 1.00 - - - - 1.00 - - 2 Shear : LC A2 = D +L, V = 6701, V desinn = 53)4 Lbs Bending(*): LC 442 = D +L, M = 16851 lbs -Ft Deflection: LC A2 = Ill. F.r= 1241e06 ib - 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: [CC-TBC 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. Hr - COMPANY PROJECT 1 WoodWorks® SOFTWARE FOR WOOD DESIGN June 24, 2010 12:41 b20 Design Check Calculation Sheet Sizer 7.1 LOADS ( Ibs, psf, or plf ) Load Type Distribution Magnitude Location (ft) Units _Start End Start End 130 Dead Full UDL 21.7 plat 2 j30 Live Full UDL 60:0 plf MAXIMUM REAC•Tlrihi /lhc anri•RFARINC:,t FN(:THS Ifni • Dead 46 7S 46 Li 105 105 Total 151 151 - Bearing Load Comb #2 #2 Lcri'gth 0.50* 0.50* *Min. bearing length for beams is. 172" for exteriorsuppoits 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 Fop' 625 - 1.00 1.00 = - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.00 million 1.00 1.00 - - - 1.00 1.00 - 2 Shear : LC #2 =- D +L, V 151, V design - 111 lbs Bending( +): LC #2 = 0 +6,, M = 132 lbs -ft Deflection: LC #2 e. 0 +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 Le'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. tft) . ' COMPANY PROJECT Og ' VAI ill woodWorks . onnvim4nRwooamsmx June 24, q 12;50 b30 Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or pit) :i.oa0. !type Distribution. Magnitude Loca iittI Units 8:tart End, Start End A_:j41 Dead .Partial UD . 01.0 68..,0 2..00 4;00, p14', 44A). Live Partial UD 160„0 100:.0 2.40.0 cpp 0...( 3j42 Dead Parti ' 72A 74.4 0 20 pxf. . A j'42 Live Partial UD 106.2 106.2 0..00 2..60 olf MAXIMUM REACTIONSIIhnl and-I3FARING.LFNGTHS• (nil' : . • . • t .., . . i . • - • - - . . , . • . ... , - ... • .. , . . . ' . . . . • _ , . . : .. __ _ -. . — • •• • _ A. .A 10 0 'Dead 154 . 1511' .Live 209 .2 Total 364 353 Seatifig. LOgicti :COmb 92 412, Length 0.50 "Min. bearing lengthifor beams is112" forr 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 : • ,t rit er-ion itnalySki Value 0eSigrf value ArialYais/D.ealOn, • Shear. f v = 1 Fv" = 180 ' firqv;! = Rending,09 fb • 140 Fb = 1170 , ifb/FW = 6.31 410 og.t1 0.00 = , <L1999, 0,13 = 14350 TiAal be_kl • ii _ 0..'0i -cL- ‹id9•3:9'. .0.20 = 1.22i10. ADDITIONAL DATA: FACTORS: F/E CD CM ,ct. CL Cy' ' Cfp cr Cfrt Ci Cm LCif Fv ' 180 1.00 1.,p0 1..00 . - --- - ,-, 1.00 , 1.00 1.00 2 no ' + 900 1.00 1 .09. 1.6o, 1:000 1.360 i...oco 1...00 1.0 1.0o - 2 Fcp ' 625 - 1.00 1.00 - - - , 1...Q0 1.00 E' 1.6 million 1.00 1.00 - - - - 1:00 1.00 - 2' Emin' 0.58 million 1,.'.00 1..06 - - - - 1,00 100 - z Shear : Lc 112 - P+L, V = 3'64, V design = 233 lbS Bendingt+), :• LC 41 = CH4, M = •j lbs,ft Defl,deption': Lc 11-2 = D+L 'f- 1.7p qo 6' lb P:otal 'beflreCtitin ,= ." Load ,Deflection) 4- Live Load Deflection.. ( 0:""- ad L=LIVe S=snow - ti'll=iiiiiiii i=iMpact C,=consttUCaoh :raitadbilcghtkated:) (All tp,!s are listed in the Analysis oLitpOt) • Load combination's: Ipc-Ipc 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. 619 COMPANY PROJECT I i .0 • i. WoodWorks® SOF7WA RE FOR WOOD DEVGN Dec: 15, 2010 11:03 b31 (c LOAM Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or plf) : Load Type Distribution Magnitude Location [ft) Units Start. kilt). _Start :End_ 1J65 Dead Partial UD 47 ::7 47 .:-7 Q.. 00 4. QO' pit 2.j65 Live' Partial IlD 160:0 160.A1 0. 4..: 00 plf 3,J ?t Dead Partial 111) 47.7 47.7 4-.50.. 1..50 : pit 4,_j28 .. Live Partial U.D. 60 ..p. 1.60..0, 4.50. 7 .5o .plf 5J62 'bead' .Partial Up, 47.7: '47..7 7.:50, 10 00 t•ITI 6i.j.fi2 Live Partial VD' 160:0 160,.0 ''' 10.60. 104 7_166 Dead Partial UD 47.7 OA 4..00 4. 0' pl_f & t6.6: .LiVe . !Partial UD 160. 10 .0 . ;I:. 00 4.50 plf MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 1. '' ' • • , . : ! • , . . . , . . , _ . . , , A . . 0 . lo • Dead 277. 277 Live. 800 . Total 1077 1077 !Tearing.; Load: Comb 11,2 s. 1r2 , -. Length 11,501! O.50't "Min. bearing length,fof beams is 1/2" for exterior supports Lumber-soft, D.Fir-L, No.2, 4x10" Self-weight of 7.69 plf included in loads; Lateral support: top= full, bottom= al supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value. • AnalsiS/.6eSicin Shear Of = 42' •Fv! = 180 ' f v./ IN ' = .0.23 . Bent4ng ( lb - 647 Fb ' -- 108.0 fb/Rb' = '0.60 aVe. Dep. n 0.10 = <L/9 0:.3 L/360- 0.29 Total: ben.' ry _ 0.15 = L/810 0.i0 = '0240 0..30 'ADDITIONAL DATA: FcTORS': Elt CD CM Ct CL CF 'Cfu Cr e.frt Ci en T,C#1 Fv ' no 1.Q0 1.. oo, 1.00 - - - - - 1.00 1.00 1.00 2 ... . Ft! + :900 1.-00 1.00 1.00 1.000 1.200 1.00 1..00 1.00 1,00 - 2 Fop.' 615 - ••00 'i ..0o , - - , t..00 i.00 - - E. 1.6 million 1..90 1 .0,9 - - - - 1 : 00. 1.00 - -2' . .EMin ' 0.58 million 1.00. 1.00 - - - - 1.00 1 .00 - '2 Shear. : 00 fla = p+L, V. t= 47.7,, V, design = 911 11SS. Bending ( +1 : LC 112' = D'1, M = 2.693 lbs ft pf1•0040i.I LC 12 = 11.44L LIT= 36946, lb.-1112 Total Deflection = 1.501060. Load -tid,c10:c0:0j; :1- Live ILoad 'Ddfleclion (0=dead L=1 S=Snow Vv.-mina I=1:niPact C=conStrUetioni 'CLCI-66n"c: a n ti.; a ted) (All IC's are listed in eho Analysis output) toiad. ComOihations : 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 414.1. 61961 /, COMPANY PROJECT ill WoodWorks® SOFlWARf FOR WOOD OFSIGN June 24, 2010 12:42 b31 Design Check Calculation Sheet Sizer 7.1 LOADS ( Ibs, 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 pIf 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 p11 6_j62 Live Partial UD 160.0 160.0 7.50 11.00 plf 7_j 63 Dead Partial UD 47.7 47.7 11.00 17.00 plf 81j63 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 pl.f 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 pif 12 166 Live Partial UD 160.0 160.0 4.00 4.50 plf MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 20 Dead 619 619 Live 1600 1600 Total 2219 2219 Bearing: -- - _ Load Comb #2 #2 Length 0.6`1. 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 Lv = 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 Ervin' 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). (12"0 COMPANY PROJECT e ".111114 I .1 WoodWorks® Jum-20 NM 131E P34 SOf IIIKARE i 11 PCSIGN Design Check Calculation Sheet Seer 7,1 LOADS i ■bs.es1.011 PEP 4 11 .1[ 1 .001.11 th.111.1 EEE• 110 1111 RP 21.40. Pm) 24ast trot a t.•1.4 n r ,. .1 1: ,',: :::;:: ; 1.:: F 11 17,15 p.m.; 3D 131 .1 3,11 . 7 .13 II , 317 L, 14,3 t'S 1 7 . ,, N., Sit. reo.m. 11,3 ::.J7 171.:. 70340 1111 11.00 111 re-1 ...1 1 15 SIE,1 El'., 1E, 1 .f: .1.; 2,-.437 Para.) 33311.: :01.2 11,1 11 1 :155 Mal nt ,,,_ 1 f Sono 05100 114, 7.1.7 111%1i 1,,,s1 to'liss ,' ,'- 1 • L 0 7 t.. 7s. 1 0.a. 0.0 s.:1 . 517.E 211,2 11... :1,21.• ELIE ;,....21. $44•.: 1...1. uP 111.1 En1.2 .1,4E Es..1 OE _._,.• I be, 5,11.. 1/. .... 21..ps ;;,:s ; 1 32 1,, EL-. Se•:•.--1 113 1E0, ,,,,, _1 .r, 7 s ,,e ple - 1.1=e Pe... eu .ev,n 1... 4,, ■.ne ,,,n usThsu 0,1 PA.E. up 17 . E %EA '1 nn r . ,62 1..tv* 1 PP 120. 1E.I., 7,30 :1 . Or 2E -E''. Pave Ser.. u1 YEE... 1 :,,,,, 1 ..: e ,,. 3713. : _,..,1 US 240.0 374.9 1;50 1,03 vIT 31:77.1 0s00 1.: 17 1115.7 11 17117,11 515 32...303 Ales =,:tul Dr. 111.3 r0.9 1.53 1.11 11P /1.0.11 2•1.1 ...I 25 ann, I11.1 1.1 1.11 .■:, 1 1'111 AS!. 1.,11.1 ES 175. • at., 4 .. 1.30 5 .111.3.12 1,101 11,3771 3,1 4 1115.11 , .+4. : 5 11_30. 2es, 0151111 III 1,., 5o0 11.i... _P.,. 371:' 1;;TVe1 23750 2., . op 212_, 21.5 11 11 15.15 r If 0517 Per,... I. 1111 157.37 5.371 1175 sEa NE. rart1.1 US 1.10. 11... P II: IA.. 5.E.. a; 111.37 1,,,, 3.02 3,11 0 13D, a C.1 r‘re.. . .., 1 1,...“ 0:t211 L.. Fare.. US ICS, S.., 11 IE.., OE 152 [ILK': 51:1,31 . , 1.5 I' 1E:a.1 In.E.P sle 14 jel ;Saw Ezra:. L. 170. 1 15.41 .10., fee r etr, 1.1Eo4 .2-r1,1 . 110.1 Etla., 1.00 1173 rlf 1n00 Et. 50,5111 US 1 In, :1.4 I 1.11 011 60 3.304 1.13,1.1 1:40 .: o ...3 11., 15.11 ,11 41 2-12 015151. us 125.2 12. 1 1 1, .11 .si 1....11. 3714t E005101 UP 111.0 111.0 11.00 31:..51 . 17 6.1, IL 037.10 Fert:01 tia 510 1 4.01 5,537515 NSOT: 1.1... SsrEt,.1 01 1., 700,0 a. r- Or 0.10fl .. 021, 1511 17 .• 1 11 0 P..1.0. 1.01 Of 51 _Lsn.4 TikcIll III 1714,1 413730 0.. :-.00 c;,. MAXIMUM REACTIONS fibs) and ._ __ . _ __ __ .._ _ _ - . . - • . _ . . _ ___ _ , _ _ _. _ _ . _ • _ _ . . . _ _ _ __ _ _ .. _ _ . . - - _ -- - - , - - - _ . - _ ___ ... _ - __ _ . _ 20 -3.- - t ,- o. SIPA 01 171 MO 11143 Glulam-Bal., West Species, 24F-V8 OF, 5-1/8x22-1/2" 50.5.01 ol 265501117.11Am! 101006s; Lateral support lops NU, bottom.. supports, Analieiti.vs. Allowable Stress„(pst) and Deflection (in) ,,,i;,,,,,,i 00't5s0100 Avstssrte 7.11707 belt 011,4 sC041554ta/11. sEnt.s ST. 1.. • Pr' e 030 :VS re - 77 0170 11:71. oVI I. . 2.1 5.5, 4 4,02 1.., 0.1 55.10' 4 11010 0.27 •• 1030 ' 4,50 .745 vipi 70, 0.1r . 0,3115 1,07 .. 14440 . ADDITIONAL DATA: rAcioaii 0 0 CD 5.70' ES tr• 210 2 . feel Nbtaz Go' Lf 1 15 201 1.15 1 105,10 • • • - l'aP1) 1:0($ 1.04 3' Fr. EWA !.15 E.. 1.5 1,021 e.111 1 .. 1.7.1 1'..00 1302 .. - 5.7 mIli00,7.00 3,501 .. . . l,(3 - - i Cntr.. Os,: ill Ilym 2. 0 .1.00 - . • -. 010 - - 3 21.e. : 1.2 t3 - :7 '.' - 2na,?, v ,,,,,. - 1.1•51. 1E5 22:131,41•1: LC ta e 1 2,7E.2,01, 11= 121:, le= L■331 c.F3 i‘..1.1cs..1 164.304 DESIGN NOTES: 1,,P4ase3y■0400tittuut oedyifen bras at manabl.ratto .1 2 01.10 ,1 emser nitres ore Icy trateStals conlmming Is lurch, API and manulaplud.N 2154)1105.15ANSIMITC 0145.1 3, GLULAIN. bad =actual bre.x00 x actual depth. • ....W740.0.. i.l.t..!***/.59$ 34 3,3 a. 5,44311 r‘igra t ■ '''',.., . ' COMPANY PROJECT la' WoodWorks® S011wAtt iom wow) arsiCN AO 24,201012:49 b35 Design Check Calculation Sheet 'Slier 7-.1 LOADS ( lbs. psf, or plf ) Load, Type Di ateibut`idii Magnitude :Lo_catidn (CE) Units Start End Start End. 1. j21 Dead PartIal - ,00' 12_1).2 120,2 0.50 1.50 plf . 2j21 ,Live patkida. po J'ro,...ii 3 0.50 1 : 50 . pl E 3 ..J. 59 fig* Pi:IA:Lai. ° OD' 120'2 120.2 0,00 0:50 Ole 4, j 59 Li:v:0 Pak,E101. LID 70 :0 7I3...17 o . oo o'. 'plf 5 _i 60 Dead F. LID 120:2 120.2 1.50 3:00 plE 6 j'60 LiVe , Pathail. 1.16i. _ 370.:0 370.0 1. 3:00 p1f . . .. . _. _ MAXIMUM REP--7"---"'" AU ' -''...r a ...mar.' • r • ar. in' • , , , - -- - -- • • - ,. . • , . • ' . , ■ '. ' , - .., , , ,,,, .. , . . . . t * • • . . . . • . . ' . .. . . . .. . . ; • . , • ■ ' - . „ !., ,. , • , , ' . e . , 1 ' ' ,. • , . , . . . , . . . •. . . . . ' „ • , , , ' iv '31. Dead 10 188 Live ,555 5.5 Tota I. 14'3 7,43 Bearing: . "Laid' Comb 82 . Lencith 0:g0 - 0.50. !Min. bearIng,length for.beams.islirfor eiderier spoor& 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; AnalYtisys. Allowable Stress (PSi)'aiict Deflection (In) using NOS loos CaterIon ' Analysis%,Value - Design Value Anal.Vals/Oesion Shear: . Ev --,.. 31: ,Fv• ... 180 fv/E7v ` .. 0%11: Bending (I) ' ib - iSii. lib.' - 1080 .f-b/Fb' ave Deilin ' C1.00 -, <1../9 .99 040 . L460 6.04: '01 *”. /90 'i'or; al Deb. ' n 0, -‘. <L 0.15 P 'L/240' 0.04 ,ADDITIONAL DATA: FAcTdxs PA: :co CM. cr. -CL CIF Cu 'Cr Cfrt C1 ; Cn ICE i Leo L.pq 1..00. L. pp - - - - 1.00 1.00 1.00 2' 0') + 909 I :09' 1_ 00, 1.00 1 :009 1.200 1,.00 1.0o 1.00 1.00 - 2 'EC12;* 525 = i.00: 1 .00 - - - - 1. 00 1 oo - ..- ' - 5 1..._0 Million 1.00 149 - - - 1.00 1.00 - 2 Emin ' 0.58 kaillIcin 1. 1. Q0, '-• - - 1.00 1:00 - 2 Shear-- : IC 112 - Di-L, V .. 743, V desIgn• - - 4.44 lbs Bending (-4-) : LC I42: - D+I., 14 - 551 lbs- ft De flecEion : LC .42 - D+1. EL= 16 10...-in2'tply Tot Deflection - 1.50 (Dead Load Deflection) +- Live :Load Deflection. ,1D-.dead Lrkive S!..artpw W-wind .1 e.construetion Cid-concenCraced) (A1.1. LC ' s are' listed in the Ana lysi'S output) Load' comtAnations i 1 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 NOS Clause 4.4.1. 3. BUILT 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 ---,. 1 i Ivi.., &ID ' COMPANY PROJECT I I . WoodWorks® June 2010 . 12:51 c2 Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or plf ) Load' Type Distribution Magnitude Location ( Units _start End -Start. Ehd_ _ ibi Dead Axial 1056. (3E6,tent_r1city .2 11 kf Axial _ 21 (4,ceeritriciCy 0.00 MAXIMUM REACTIONS (lbs): r- • , - 8' Lumber n-ply, Hem-Fir, No.2, 2x6", 2-Plys Self-weight of 3,41 plf included in loads; Pinned base; Loadface = depth(d); Built-up fastener: nails; Ke x Lb: 1.00 x 0.00= 0.00 [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 Thesictri AiaI ft = 196 Fc' '980 Bearing 'fc = l9 ft/FC1' = .0..12 ADDITIONAL DATA .FACTORS -F/E CD CM Ct CL/CP CF. Cfu Cr Ctrt LCII. Fe 1300 1.15 1. 00 1.00 0.596 1.100 - - 1.00 1.00 2 £c 1300 1.15 IAA 1.00 - 1.100. - - 1.00, 2 Axial LC 92 = Di-L, P = 3236 lbs = 1.00 (1:1=dead t=live S=snow W=Wind 1=impac.t C=construction cLo=concentrated) (Ali LC ae listed in the Analysis dUtpUt.) Load combinations: ICC--D3C 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. C43 COMPANY PROJECT WoodWorks® 501111MRI FOR WOOD DESIGN June 24, 2010 12:54 c12 • • Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Units , Start End Start. End 1 c24 ' Dead Axial 1478 (Eccentricity = 0.0 in)' 2 Live Axial 4320 (Eccentricity = 0.0 in) 3 b10 Dead Axial 4067 (Eccentricity = 0.0 in) 4 Live Axial 11291 (Eccentricity - 0.0 in) _ MAXIMUM REACTIONS (Ibs): .s� n -v YF + tl. & .: ^ 0' 8' - Timber - soft, D.Fir - L, No.1, 6x6" Self- weight of 7. 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 CL 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. COMPANY PROJECT 1 W oodWorks® SOFIWARE Mil WOOD DESWN June 24, 2010 1253 c23 Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or plf) Load Type Distribution Magnitude , lOcatiOn. [fti Units,. . . Start End . 'Start End 1b9 'Dead Axial 197,8' (EceenKriatY 0.;00 • . 2 Live. Axial 9320 tidderitrf'diLY 0.06 • 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 Nps 2005 : ' 'Criterion •nalysis Value Design. VaIde. AnaIysisZDesign . Axial 3,Q3 :Fe' = 379 g/FP' 0'030 Axial Bearing fc 303', 1430 fe/Ee* 0 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CLIFF CF CfU Cr Cfrt Ci Leo Fc' 1300 1.00 1.00 1.00 0.65 iioo - - 1A00 1.:pg 2 Fc* 1300 1.00 1.00 1.06 - 1.100 - - 1.i0 1,66 Axial 4 LC #12 D4L, P' = 503'9 lbs (D=dead W=i4 Ilrnpact C'constrUdtkon CLd=Ontehttated) (A11 LO's are listed in the Analysis 'output) Load .combi.oations: ICC-IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. fRC COMPANY PROJECT Wood Works® SOFTWARE FOR WOOD DESIGN June 24, 2010 12:54 c26 Design Check Calculation Sheet Sizer 7.1 LOADS (Ibs, Psf, or Of Load Type Distribution Magnitude Location [ft] Units Start End Start End 1_923 Dead Axial 1478 (Eccentricity = 0.00 in) 2c23 Live Axial 4320 (Eccentricity = 0.00 in) . 3 Dead Axial 1180 (Eccentricity = 0.00 in) 4 Live Axial , 3436 (Eccentricity = 0.00 in) MAXIMUM REACTIONS (lbs): 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 i_n the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 62L COMPANY PROJECT 1: WoodWorks® %OI'IWAR( MA WOOD DrSlC.v June 24, 2010 12 :52 c29 Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location•Ift1' Units .Start End. Start End 1 b13 Dead Axial 3033 (Ecceutrieityi = 040 :inI , 2 - b13; 4f.Live. Ax:i;a1 505'2 (ECCeritrieity := 0.100 in) MAXIMUM REACTIONS (Ibs): t y. 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 Ana'lys=is Value D'e'sugn yalue 'Analysi'SJDesign Axial - €c = - 328, - Fc' _ 439 fefFe' = 0.75 Axial Bearing r = 328. Fc* .= -1 4. fc /Fc* _ .(: '.2 0 ADDITIONAL O_ AL DATA: FACTOR F/E 'CD, CM , .CL/p CF Cfu Cr Cfrt CL 1.411, Fe' 1300 1.15 1.00 1.00 0- :267 1.100 - - 1.00 1.00 2 Fc'A '1300 1.15 1.:0:0• 1:00 - 1.100 = - 1.00 1.00 2 Axial : LC 02 -g U;tL, P 8126 l;bd. Kf 0.60 (D =dead .L =live S =snow y =wind 1= .impact C =construction CLd= cbndentrated) 011 LC's are listed in the Analysis output) Load combination's'i ICC Inc 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. G2.3P COMPANY PROJECT ill ,sonwARr OR vranatalIGN ,lune: 2010 12;55 c31 Design Check Calculation Sheet Sizer 7.1 LOADS ( lbS, psf, or plf ) - Lod Type Distribution i4agnitude ideation. tft1, ?tart End Sta-rt End 1b13 Dead Axial 2561 (Eccentricity = 0:00 41:n1' H2 Axial 359a (Ebriel ty -ih) 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 = 3.83' = 143 fc/Fc' = 0 Akial Bearing fe = 393 .b"C* = 1719 [c/Cc' = .0.23 - - ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL'/CP CF Cfu Cr Cfrt Ci LCO Fc' 1300 1.15 1.00 1-00 0,258 1 - 1.00 1 :00 2 Fc* 1300 1.15 1.00 1:00 - 1„.150 - - 1.0' 1.00 2 Axial. LC i2 = P = 6186' lbs. Kf = 0.60' ('13'.=ciedd: 1.1=1 ye .S=SnoW =wind I=iniPact: C=ConSt riiction ELd=concentra ted) :ate listed in the Analysis output) ;Load' combinations; - 16d-Ind DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. BUILT-UP COLUMNS: nailed or bolted built-up columns shall conform to the provisions of NOS Clause 15.3. a411: COMPANY PROJECT WoodWorks osIWARrrow WOOD DISIC.Y June.24, 2010 12 :54 c39 Design Check Calculation Sheet Sizer 7.1 LOADS (Ibs, psf, or pif ) Load Type Distribution Magnitude Location (fi:) Units Start End .,Start End Ib21 Dead Axial 267 (Eccentricity = 0.0 in) 2 b21 Live Axial- 822 (E:ccentr-ici €.y 0.,6, i:n) MAXIMUM REACTIONS (Ibs): 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 Desi:g'n. Value. Anarysis /n.esign Axial EC = 106 Fe = 1,71 ft./ 0.62 Aitial Dearing fc = 106 rc = 1!]95 Lc /,Fc' = .0:07 ADDITIONAL DATA: FACTORS: F/E CD CM Ct C,L /CP CF tpfu Cr 'Curt pi LCII Fc' 1300 1.00 1.00. 1.0,0 0.119 1 =:150 - - 1.00 1 .,00 2 Fc* 1300 1.00 1.00 1.00 - 1:150 - - 1.00 1.00 2 �1xia1 LC 12 -= Dili, P = 1108, ibs; Kt = 0.60 (D =dead .L =rive S =snow W =riind 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. 6721 COMPANY 'PROJECT WoodWorks® ;SOI :WARE 1011,tamo ormar June.24 c55 Design Check Calculation Sheet Sizer 7.1 LOADS ( Ibs, psf, or plf) load „ Type Distribution Magnitude - Location MI Units •Stait End at End 1b30 Dead Axial 154 (Eccentricity D.,00 In); 27b30' Live Axial 209_ (Eecelit iiet es 0...0 Ito MAXIMUM REACTIONS (Ibs): - _ • • " • 0' 8' Lumber Post, Hem-Fir, No.2, 4x4" Self-weight of 2.53 plf included in loads; Pinned base; Loadface depth(d); Ke x Lb: 1.00 x 8.00= 8.00 (ft]; Ke x Ld: 1.00 x 8.00= 8.00 [ft]; ,Analysis vs. Allowable Stress (psi) and Deflection (In) using NI:)S trIteri!on 'AtiarlYals besign 'Analy,si's/Deign , fa =- 31 Fp , 470 ' fc/Fc' ring .fc =- 31 .Fc* 1:05 ft/Fc* — 0.02., ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL/C? 6F Cfu Cr dirt dl LdO Fc' 1300 1.00 1.00 1:00 0,31.5 1.150 - 1.00 1.00 2 Fc* 1300 1.00 1.00 1.60 I..i50 - - 0Q 1.00 2 Axial Ld '112 P= 364 bps (-13=-dead: .L=Live S=snow W=wind I=Iimpact C=cons truction CLd=concentrated) (All LC a are listed in the Analysis .340,4) Lead' iWiatiohs: IC -100 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. _)).1 BY'. A DATE: \ C \ O JOB NO C V C/0 OF PROJECT: 1 RE: ' Bl.,V�! 1 6 W' Lo k(4 MI•e0k-O I S ❑ ❑ w F be,001 Wall S ajQ� 303 6 '.ec vn a o a' ' alCU a, o (De rn I. Li- -� 11.s a,n� awl o W U Z W � beaver - -) watl6 a01 , adiA ao F3 O 5 trice to f eac., cs >» Se L rr c, reac, -i -oy\S 2 Only wind wi a b2 Ca 1 c vlcAveck . f O et U a Z W ❑ o F a P z • • p e w �/ { > " „? , Ptit �/ yr: 'J ff. ■ • • &.()) 1 COMPANY PROJECT di WoodWorks® SV 171v.4RF FOR WOOD DESIGN June 24, 2010 13:07 b6 LC1 Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft) Units Starr End *Lac!. - End_ 1 c44 Dead Point 444 ' 2 Lbs 2 Snow 1 Pnint: 647 2.00 Lbs 41-Y44 Dead Partial UD 389.2 389.2 0.00 2.00 plf 4' DII Snow Partial UD 431.2 431.2 0.00 2.00 plf 5=e45 Dead point 444 5.00 lbs 6_ Snow Point 647 5.00 lbs w45 Dead Partial DD 389.2 3139.2 5.00 6.00 pit 871445 Snow Partial UD 431.2 431.2 5.00 6 plf 9_j25 Dead Full UDL 120.2 plf 10 -j25 Live Full UDL 370.0 plf WIND1 Wind Point 800 2.00 lbs W1ND2 Wind Point - 910 5.00' lbs MAXIMUM REACTIONS- (Ibsl= and'BEARING'LENGTHS lint : , C53: L if Dead 1436 1389, Live 2089 1803 Total I 3525 3192 ' Bearing: - - - Load Comb #4 (13 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 Aiialysl V6i'u Oeuign Value Anaiysls /Uos-ign Shear, fv = 97 Fv' = 207 fv /Fv' = 0.47 Bending( -) fb = 805 Ph' = 1035 fb /Fb' = 0.78 Live Oef.l'n 0.03 - <L/999 0.20 - 1./160 0.15 Total -DeU.'.: 0 -0.4. = 'rL/999 .0.30 = L/240 0.21 ' ADDITIONAL DATA: FACTORS: l /E. CD CM Ct CL CF CEu Cr Cfrt Ci Cn LC.# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 3 Pb'-: 900 1.15 1.00 1.00 1. 000 1.000 1.00 1.0o 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 Emi.n' 0.58 million 1.0U 1.00 - - - - 1.00 1.00 - 4 Shear : LC 113 = D1.75(L +S), V - 3239, V design = 2190 lbs Dending ( +) : LC 1(3 - 01 .75 (1. 0) , M - 4247 lbs Deflection: LC 14 = 0+.75(L +S +Wl ET= 205e06 lb -in2 /ply Tota-I. Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L-=live . =snow W =wi.nd I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output} Load combinations: ICC -IDC 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. 6132- COMPANY PROJECT i di WoodWorks® WI-MAW FOR WOOD o, Slr ;N June 24, 2010 1307 b6 LC2 Design Check Calculation Sheet Sizer 7.1 LOADS ( Ibs, psf, or pit ) Load Type Distribution Magnitude Location tftl Units Start End Start End 1 c44 Dead Point 444 2.00 lbs 27:46 Snow Point 647 2.00 lbs 377w44 Dead ' Partial UD 389.2 389.2 0.00 2.00 plf 47444 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. III) 389.2 389.2 5.00 6.00 plf 8 w45 Snow Partial UD 431.2 431.2 5:00 6.00 plf ' 9D25 Dead Full 1)01, 120.2 plf 10_)25 Live Pull UUL 370.0 plf WIND1 Wind Point -800 2.00 lbs W rND2 Wind Point 910 9.00 lbs MAXIM UM•REACTIO and BE LENGTHSdiril :• - -- -- . -_ _ ._ IC. Dead 1436 1389 Live 1903 2172 Total 3229 3561 Bearing: ' Load Comb 83 44 Length 1.73 - 1.90. 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' e 0,47 Bending (1 -) tb - 805 Fb' = 1035 Eb /Pb' = 0.78 Live Defl'n 0.03 = <1/999 0.20 = L/360 0.14 Total Defl'n 0.06 = <L/999 0.30 = L/240 0..20 ADDITIONAL DATA: FACTORS: F/E CU CM Ct. CL CF Cfu Cr Cfrt Ci Co LCII Fv' 180 1.15 1.00 1 - - - - 1.00 1.00 1.00 3 Ph'+ 900 1.15 1.00 1.00 1.000 1.1(00 1.00 1.00 1.00 1.00 - 3 Pop' 625 - 1.00 1:.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1'.00 - - - - 1.00 1.00 - 3 14min' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 3 Shear . LC 83 = D1.75(L +S), V = 3239, V dcsiyn - 2190 lbs Bendi.ug( +): LC 43 = D+.75(L +S), 91 = 4247 lbs-it Deflection: LC 43 = D +.75(L +S) 1,1= 285e06 lb -in2 /ply 'tota.l. Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S=snow ;a =wind I= impact C= ccnstructi.on CLd= concentrated) (All Lr_'n are listed in the Analyuiu output) Load cuwwl.Jinatioui): ICC - IBC DESIGN NOTES: 1. Please verify that the default defection 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. C COMPANY PROJECT ill WoodWorks' SUOIIYAN( rOe WOOD DI SIGN 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 . t %*_ _ End I w54 Dead Partial m7 '221.7 221.7 - 9.00 10.60 - pit • '27..768 Live Partial 103 350.0 350.0 9.00 10.50 plf 3c19 Dead Point 357 9.00 lbs i 9 _ Cl9 Live Point 1050 9.00 lbs 5 Dead Point 357 3.00 Ili, 6c20 Live Point 1050 3.00 lbs 7 _ iw66 Dead Partial lID 317.7 317.7 0.00 1.50 p11 0 w66 Live Partial UD 350.0 350.0 0.00 1.50 plf . 9 -- C64 Dead Point 165 10.50 lbs ' 10'564 Snow Point 225 10.50 lbs 11 Dead Point 165 1.50 lbs 12 c65 Snow Point 225 1.50 lbs 13' Dead Partial UD 221.7 221.7, 1.50 3.00 plf 147W67 Live Partial UD ' 350.0 350.0 1.50 3.00 plf 15w69 Dead Partial UD ' 317.7 317.7. 10.50 12.00 plf 16769 Live Partial UD 350.0 350.0 10.50 12.00 plf 1 _ 7 136 Dead Full VOL 113.7 plf 10 Live Full 001 350.0 pit 192143 Dead Partial UD 17.0 17.0 0.00 0.50 plf 20 Live Partial 110 " 25.0 25.0 0.00 0.50 plf 21_144 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 j45 hive Partial UD 25.0 25:0 1.50 3.00 plf , ■ 7546 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 MID 17.0 17.0 3.00 9.00 plf 202/0 Live Partial UD 25.0 25..0 2.nn 9.00 plf 29^j7) Dead Partial UD 17.0 1700 9.00 :10.50 plf 35 7 31 Live Partial 0D 25.0 25.0 9.00 10.5 plf Wit101 Wind Point 3560 3.00 lbs WIND2 Wind Point - 3640 9.00 lbs , wind3 Wind Point -3620 0.00 lbs wind$ Wind__, Point ,. 3570 12.00 lbs • • MAXIMUM REACTIONS.(Ibs) and BEARING LENGTHS (in).:- _ . • , C . .,, a A' --z---77.40, r e-ar uaa`.: "_; � 5x - - �C =�1l rL:: -. r te `" �r ��.:. m.3.0. _,..440,0...,......, �,� '71:7"..-,7.-,-.,. ,:s nYZ'I- �...7" r' .�,�; � ...5 --+'. '�"= `. . 'Lx'j' _ tin • 4 !. 1<. a Lc.rC - tea "�.•' rw i�..�.. ,,, ;'sn,*,. a .,"i_� .. ti ._ °' 1•,+sm. I'a 121. - - Dead 2207 2207 Live 4350 4350 Uplift 499 479 ' Total 6557 6557 Dearing: Load comb 02 42 l.Angth. 2.3 . - - 2.31 • 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_ Aaal45i0 /Uasio.. Shear i = 1 -59 E71/' 359 fv/ Fv' _- ,0',51 Bending(r) 01 = 1735 Fb' = 2325 fb /Fn' a 0. Live Defl'n 0.25 = L/573 0,40 = 11360 0.63 Total Defl'n 0.42 = 1/343 0.60 = L/240 0.70 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Clu Cr CfrL Ci Cn LC4 Fr' 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' 1100 - - 1,.00 - - - - 1'.00 - - - l.5 million - 1.00 - - - - 1.00 - - 2 ::min' 0.00 million - '1.00 - - - - 1.00 - - 2 Shear : LC 42 = OIL, V = 6557, V design = 5170 lbs Bending ('-): LC 92 = D +L, M = 16527 lbs -ft Deflection: LC 112 = D +L El= 1241e06 lb -in2 Total Deflection = 1- 50(Dead load Deflection) * Live Load Deflection. (D =dead L =lire S =snow W =wind f= impact C =coast ruction Cld= concr:ntrated) All LC' s are listed in tile Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1, Please verify that the default deflection limits am appropriate for your application. 2. SCL -BEAMS (Structural Composite Lumber): the attached SCI- 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, ( 2 COMPANY PROJECT WoodWorks' 50f1W, ii rue WOW) orvrry June 24, 2010 1309 914 LC2 Design Check Calculation Sheet Sizer 7.1 LOADS ( Ibs, psf, or plf ) Load Type Distribution, Magnitude Location [ft] Units SteSl End Start End I e69 - Dead Partial. UD 22154 221;7 9.00 10.50 p1£ 27460 Live Partaa.l UD 350.0 350.0 9.00 10.50 PIE 3 Dead Point 350 9.00 lb:, 47319 Live Point 1050 9.00 lbs 5 Dead Point 357 3.00 lbs 6 Live Point 1050 3.00 lbs ,7 166 Dead Partial UD 317.7 317. 0.00 1.50 plI -8 •066 Live Partial UD 350.0 350.0 0.00 1.50 plf 9 Dead Point 165 10.50 lbs '10 0. Snow Point 225 10.50 lbs '11 Dead Point 165 1.50 lbs 12 Snow Point 225 1.50 lbs 13 Dead Partial UD 221.7 221.1 1.50 3.00 plf 14 hive Partial UD 350.0 350,0 1.50 3.00 plf 15 069 Dead Partial UD 311.7 317.7 10.50 12.00 pl.f 16 469 Live Partial UD 350.0 350.0 10.50 12.00 plf 1 736 Deaa Full UDL 113.7 pit - 18 j36 Live Full UDL 350.0 plt 19243 Deed Partial UD 17.0 17.0 0.00 0.50 plt 20,j43 Live Partial UD 25.0 25.0 0.00 0.50 pH 2044 Dead Partial UD 17.0 17.0 0.50 1.50 plf 22 244 Live Partial UD 25.0 25.0 0.50 1.50 plt 23,..)45 Dead Partial UD 17.0 17.0 1.50 3.00 plf j 24 45 Live Partial UD . 25.0 25,0 1.50 3.00 plf 25_j46 Dead Partial III) 17.0 17.0 10.50 12.00 plf 26_)46 Live Partial UD 25.0 25.0 10.50 12.00 plf 27 170 Dead Partial UD 17.0 17 :91 3:00 9.00 pit 28 770 Live Partial UD 25.0 25.0 3.00 9.00 plf 29 171 Dead Partial UD 17.0 17.0 9.00 10.50 elf 30 Live Partial UD 25.0 25:0 9.00 10.50 plf W1N111 Wind Point -3560 3.00 lbs WIN112 Wind Point 3640 9.00 lbs isind3 Wind Point 3620 0.00 lbs ai_d5 Wind - Point . -357.0 12.00 lbs . MAXIMUM REACTIONS Obis) and BEARING LENGTHS (in) : - - 5;; s EA1 -:. '1.l ...4 . ;-; ww • dr?�= r - --- -• . i ... "' - -- � .. 4 yr 9.c•r�._.. -,..� . _ ; �1e s2 -•' �ra S.2•1',....*" ✓ � *- +J _ r- - tir e -, �'" r .` - -04 :.4p- '� 4 • . � •� e-c ..... - 'r. :,. mr�se , 4s• .va _a5 a,.a t -3' 'M= .G '�.w --m.• • .... , ..- , ............ - ?".4«. - s.trot - m.,i - f a' 121 • Dead 2207 ' 2207 Live 41126 481L Total 7033 7011 Bearing: Load Comb 04 114 Length 2.51_ 2.5L LSL, 1.55E, 2325Fb, 3- 1/2x14" Self - weight 0115,31 plf included in loads, ' Lateral support top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : CriCerdoa l+nalysi-s -Value Desien• 'Value. Anal.ysis /Oesimi Shear Fe o 15B Pv' a. 310 fv /0.v' = 0.51 6ending(1 -) fb ir 1735 Fb' = 2325 fb /Fb' = 0.75 Live Dell's 0:25 e L /573 0.40 n L/360 0.63 Total De£1 '' -n 0.92 a- L/343 0.60 o L/240 .0.711 ADDITIONAL DATA: FACTORS: F/E CD -Cii Ct CL C•✓ Cfu Cr Cfrt Ci Cn LCI Fe' 310 1.00 - 1.00- - - - - 1.00 - 1.00 2 Pb'-1 2325 1.00 - 1.00 1.000 1.00 - 1.00 1.00 - - 2 1'079' 000 - - 1.00 - - - - 1.00 - - - 1 5 million - 1.00 - - - = 1.00 _ - 2 Ernie 0.80 million - 1.00 - - - 1.110 - - 2 Shear : LC 82 = DII, V = 6557, V design = 5170 lbs • Beading (') : LC 112 = D.L, lI = 16527 Ibs -ft Deflection: LC 42 = D.L EI= 1241.06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D - dead L 0 l4 - wind 1=impact C- construction CLd= concentratedl All LC's are listed in the Aimlyeis output) Lead cnml,inatinns: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application, � , 2, SCL -BEAMS (Structural Composite I umber): the attached SCI. 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. OMPANY PROJECT 111 WoodWorks® 1 soFnvA N! Hill 3 01 hero June24, 2010 1311 b13 LC1 Design Check Calculation Sheet Sizer 7,1 LOADS I lbs, psf, or Of ) , Load Type Distribution Magnitude Location (Ott Unite Start End Start End i 1450 Dead Partial CD 519.0 519.0 0,00. - 3.000 or • 2 Snow Partial UD 505.0 505.0 0,00 3.00 olf 17140 Dead Point 217 5,50 lbs 4 Live Point 669 5.50, lbs 5-- 67 Dead Point 518 5.00 lbs 6c67 Snow ' Point 779 50 lbs RI C68 ;0 68 Dead Point 573 3.00 lbs 8 w68 Snow Point 942 3.00 lbs 9 w59 Dead Partial UD 593.7 593.7 500 8.00 plf. ' 1(1 059 Snow Partial UD 735.0 735.0 5,00 8.50 pit 11�j37 Dead Partial UD 1(10.7 100.7 6.50' 8•.00 plf 12_j37 Live Partial UD 310.0 310.0 6 0•.00 pit 131j38 Dead Partial UD 81.2 81.2 3.50 6.50 plf 1r.j 313 live Partial UD 250.0 250.0 3.50' 6'.50 pJt IS j39 Dead Partial UD 22.7 22.7 0.00 3'.50 pit 16 Live Partial UD 7(1.0 70.0 0 _00 3.50 plf 17.615 Dead Point 126 3,50 lbs 18 Live Point 309 3.50' lbs 19 Dead Point 225 6.50 lbs ' 20 Live Point 693 6.50 lbs W1 Wind Point 6590 0:00' l.bs W2 Wind Point: -6590 3.00. lbs W3 Wird Point 6590 5:00. lbs . W4 Wind. Point -6590 8.00 Lies MAXIMUM . o , • . " i : - :. . I +ti 4 s _ ....=-•-.-- Z ..('- wi '"•Ptif R� -. a.y"a` K' Z... -'R" ii'�li - •'` ,tea:.. w+-a - gym '' u:: t i r' .r4. V ' ;:L. =- - �- -� " : ., -w . �i"' r"y ,. ! " nr.. t -.7.-- � : ' !:/, - : x... =- - �. rP.:r. ',-.4,-,''"!:.,. ^ 4: ': • • I' D'.. - B1 Dead 2551' 3033 Live 6406 3789 Uplift 3098 Total 8968 6922 Bearing: Load Comb N4 N3 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 NOS 2005; , Criteri'on Analysis Value Design' VSllie Ana tvssts:Dasi'ran- Shear - iv. a - I57 Fv' .- 356 Tv /ft!" = .0344 Bending( +l fb . 1295 Fb' a.2674 fb /Fb' = 0.,48 Live Defl'n 0.00 e <1/999 0.27. L/360 ''0,1 Total Defl'n 0.14 b 1 /680 0.40 . L /240 0:35 ADDITIONAL DATA: FACTORS: F/E CD CM, Ct Cl, CV Cfu Cr Cfrt Ci Cn LC4 Fv' 310 1.15 - 1.00 - - - - 1.,00 - 1.00 3 Fo'+ 2325 1.15 - 1,00 1.000 1.00 - 1,90 1.00' - - 3 Fop' 800 - - 1.00 - _ - - 1:00 - - - E' 1.5 million -. 1.00, - r - - 1.,00 - - 3 Rm.in' 0.80 million - 1.. 00 - - - - 1.00 - - 3 • Shear : LC 113 = Di-.75(1,t5), V = 6022, V design = 5122 Lbs Bending( +): LC 43 = 0'.7511 +5), M - 12340 lbs -ft lef.lection: LC n3 - 13+.75(1, +S) E1= 1241e01 lb -in2 Total Deflection = 1.50(bead Load Deflection) , Live Load Deflection. iD =dead L =live 5 =snow W =wind 1.-impact C- construction CLd= concentrated) (All IC's are listed in the Analysis output) Load combinations: ICC -10C DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application, 2. SCL -BEAMS (Structural Composite Lumber): the attached SCL selection In 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 WoodWorks® SOH WARP tog WOOD Drslan June 24, 2010 13 11 b13 LC2 Design Check Calculation Sheet Sizer 7.1 LOADS I lbs, psf, or plf) : Load Type Dust ribution Magnitude Location [ft] Unit, Start End Start End 71'w50 De,ud Partial UD 519.0 519,0 0,00 3.00 pii • 2 - w56 Snow Pa_Liel UD 505.0 505,0 0.00 3.00 plf 3_040 Dead Point 217 .50 lbs 4 c40 Live Point 668 5,50 lbs '5 Dead Point 516 5,00 lbs 6667 :mow Point 776 5,00 lbs '7 C66 Dead Point 572 3 lbs i 8 Snow Point 942 3,00 lbs 97 Dead Partial UD 593.7 593.' 5.00 0.00 plf 10 w59 Snow Partial UD 735.0 735.0 5,00 0.00 plf 11 Dead Partial OD 100.7 100.7 6.50 8,00 plf 12 737 Love Partial UD 310.0 310.0 6.50 8100 plf 13D36 Dead Partial UD 91.2 81.2 3.50 6,50 pif 14 Live Partial UD 250.0 250.0 3,50 6.50 plt 15_j39 Dead Partial. U11 22.7 22.' 0.00 3.50 pll 16_,j39 Live Partial UD 70.0 70.0 0.00 3.50 p11 17 h15 Dead Point 126 3.50 lbs 19 Live • Point 3e9 3.50 lbs • 19 Dead Point 225 6;50 lbs 20 Live Point 695 6.50 lbs ill" 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 fltisl -arid BEARING f ENGTHS (iril : - • ., ''"� i:li�'"• _' � a , :y« "' » ' ' - ., `� _ ""_"' -.. = "' --- si- - - ..: - j " ^ri.".. 4"-' War 1 a'= � „^ �,'•ir' l. �, w t7 --- -,M .ate'= <".�'w_ �°'�"•���- - '+nY( � "-.' g...�. 7S'.��. '°"` ' - . - =...ra - �� --�-� .,4A..4 rp. miizr r k +c-..- - ^..,4 •' a.K>t ♦ �:d: --- -* �,o. .•- .!a.L7� . - -1 - '" '.. els.;l ,-- ffix ' � � a � + .7;. -• - "; - 'l ''-7"-..-"--;=---.-- k =' , ,, -. '.,� -°"a _++...:.:. -�~ -a:Yr '�o°;,' :r , s '.`C.."..: ='T ---' . . • r .�. -. ^Tim' _ _ • 9 � , -, Of 81 ' Dead 2561 - 3033 Live 2699 7496 Uplift 3301 Total 52.61 10529 nearing: Load Comb 1:3 $4 Length 1.89 .1,76 LSL, 1.55E, 2325Fb, 3-1/2x14" Self - weight of 15,31 plf included in loads; Lateral support top= full, bottom= al supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NOS 2005,: Criterion Aialyysis Value Dentin Value AnaTydie /D'esign. Shear ev = 15'! et 0 35G fv /Fv' = 0.44 Bending(.) fb = 1295 lb' a 2074 fb /Fb' = 0.40 Live Defl'n 0,0 = <L/999 0.27. L /360 0„24 Total Dell's 0,14 = L/689 0.90. L/240 0.35 ADDITIONAL DATA: FACTORS, F/E CD CM ft CL CV Cfu Cr Cfrt Cl Cn 10 Ft,' 310 1.15 - 1.00 - - - 1.00 - 1.00 3 Fb'+ 2325 1.15 - -1.00 1.060 1.00 - 1,00 1.00 - - 3 Fop' 800 - - 1.00 - - - - 1.00 - - E 1.5 million - 1 00 - - - - 1.00 - •- 3 Emirs' 0.90 million - 1.00 - - - - 1.00 - - 3 Shear : LC Ill - D-.75(1, +S), V - 6022, V design = 5122 lbs iendinalil: LC 113 = D,.751Lis), M - 12340 lbs -ft Deflection, LC $3 = ti.75(Li5) El= 1241e06 lb -in2 'total Deflection = 1.50(Dead Loma Deflection) 1 Live Load Deflection. (D =dead L -live S =snow W =wind I- impact C= construction CLd= concentrated) (All LC's are hosted in the Analysis output) Load combinations: 1CC -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, ` .j,',7? � • . COMPANY PROJECT ii 1 I Woodworks© June 2.1. 201013 IS 1.3,LCI 50f71YARE FOR WOOD DFSIGN ` • _ Design Check Calculation Sheet CNN 1.1 LOADS 1 406. Pot or Pi') . F3,1 • T34R PrAlsitut 3, ilargnip.A. 1.2044301 1441 Yfil li • - ..:44- -0 .1 bit 14,4 • ' - l..1f, thcrl c3criai C" "0J..0 0”..z +9.77 13yy pl ir 030.0 r. i 31.31 00 ',SO 111;.,41 0.00 0..ca .11 .4 Onan Pa rttni On 043.5 11 .."4 1. 31 . 0 2 Z : 1 ...n 1.149N M.' :,i. 13c RI: 41.5 Ft I'll .0103 11.42 11,. C330 0100,1 111°) l ...10 Tnr 005 ,,,,- 1104 17•4. , ,_,. 1 Nni 3. P.i.,31 lin 0i i.., 6 ",t Li „01 13.00 nit ..,,,..• , a,t, . 301.2 3,11 .1 -..n 1 ir I i Utsr7 "7., 613 , 3 413 1, 11' 3 Un l t n 11 1 1 ,.. 00 03ini 071 i .00 .4 Er, 3 .1": i..13,1 Srs IF... 0,1-I 6,xpial tin 611.1 1'3,.r. 1. 1 C sft.. 0, rua I 00 i 40.0 390.0 1-.06 4,01 Or i009 0161 tarci il 00 60 L10,5 0 L,....0 in..01. 1i7...03 14/71.7 .333, 10:313: 4.0 fr33,0 330A 3.0, 7,, n.11 :IOC< 03, 7,...,1 IC ::., ;7.6 l 12,30 LOU IC C: 140101 1- AI 1471 110 10.0 1 10.4.0 p61 30_13: :1,13 F.:tin! yr 1 104! 1,50 3 .40 r LE 33r."11 'CI lea ,t 140,0 4,00 1,50 1.10 ZE_Ifir 13NA Cart tn , UD 111, 130.0 3 .10 1 11-1n 6.16 r."._3 4207 Pa 4 T.171 No 1 10 3 4 103,2 0.40 4.00 5 If 141....• F.m.: 35 In: 100.0 L L.LL :.■..., ,,:: 004 )1 0444 ,,,. t no 0,540 11000 , ,00 1.5, ,103 1.114* 4313i,1 Uri 110.4 110,i; :.1 '10 01 ;..-'.: 13‘...4 r,tta 1 Le ,.:010 410.3 1 .11 1..10 p. r 1164 t . 0 1 a e 1 I:9 0 L 3.00 - r..." L..k 10_145 =11,3 0004131 00 110,3 1.7.1,0 1-01 1 : .4. ti.L In:334 cv... frrii.i, 013 1.0,1 *.ok.: 1.00 10.00 33.0 3 LI .. :0000 030 33. i i , ...in.,. i..1.,, 110.3 10,00 31 r .....V.7 3441; 0000:00 ., 1 1.:1 ,,,, 11.00 11,00 S I' 13,0.A. ina 1 Pri.ini iiit 110 T IVO 2 C 03 0 Le 1r . 50010 00:1171 40 0.0.3 07000 ....Co 0.43 v., 11i' 41441 f er t le It?' Z a.o 720 . ir, 4.00 4.50 .< 0100. n..,,I thrt14, 20 ■ 7,..4 O. 11.10 10.00 3o 14■■• FJ r, ft: 00 400,0 100.) 01 .04 11 00 • 3313 r1_2F03 17t...0 iirtial 00 4 4i ,3 00,00 1"0.00 Fr 1 03 14, 4 ii 314,1 in 150,0 '00. Ir. ini 10,00 I'll . 41 0001 I A t -f .1 03 47., 1! 4.7.1 0.61' 10. I1369 LOP, E. i 0: a I lin 100.0 010, 4.51 4: 0010 1039< VII 1 ?7001 0) 00 1104 11000 1100a 11,:0 ail 61_I'' 3 r. n' ■... 3 1. 0,60 .34,55 cl, :1_,r 0007 F•r = I :1 MI 1 , ft..0 '0000 01,0.5,001? ,41: :0,..,04 34011 1,9i31 00 3.4;0 r1.1..0 31.0' 10.00 'I, 0342 ;,,,,,, , i i „i 41,3 3.00 4.43 1: 00300 site i3r313i Lai 10 000. 1. 30 41110 f 1 f 01_,72 043 17 r 4. 41 un 410 4'., .11.4 1400 ,,, 10313 Li, 1. 0 c1,0! 00 1501,0 110,0 {LA, .S.00 r13 141 pie. r,■,,, 1001' 0,41 1ra 01 U_03 1o101 -0600 4:04 1400. lt.., Nite - 3, nt 1156 4t.04, lb, . L 11146 ?,u ,o h.."' -116 -- '110 0 "3“,. VAN I -la...t,.. t, 11..:. . . .. MAXIMUM ItEACTIONS'(rlis),and'BEARING (Infi • — _ _ _ „. — ---- _ . . . = - _ _. , • __ _ . _ - . _ .. . _ . -- - •. — - - - - . • - r. ' ' •• '..' . - -a., to% ":1077 40.4, Inva 43 340 10,.1 7 Eilma rein I . LI al it.s.,b 44 II 4,4,0. 41.41 _ 1.44 Glulam-Sal., West Species, 24F-V8 DF, 5-118x22-112" Sell of 25 55 ph 4,0142.0 in loath. Lateral suppoin lop' 1101 ,004601,' 34 04700404 . . , Analysis vs. Allowable Stress (pSI) and Dehection,(1n).,i,,,,F er,te v f ea 3..11.1.1u.- Vett, 24.41,14 Vara, Ar:*Vtaisir.inn ' GM. 0 3y* I462 pony' • c,to 9.401447471 tia ■ 033 404 - 00:0 574•• 1411. 0140. 41 4 e , 9. Vv. t .r,t ,. TM al DM, ■ ...or • 1,241 30,4 ,. Iti: 40 0.14 ADDITIONAL DATA: C00703, III Cr . 31 07 6. Cr nit, C.. Cr,. tioi., rrn I f:* F... 040 1,15 :,,.. I.," - • . - 1,.thl 1.40 4,00 3 00'.1. 0400. 1.15 1,1')? 4,11 1 '00 r 1.01 4.00 1 011 1.10 • .1 1' 1.i .1140,'. 1.4.7 1,01 • • • - r-° .' .1 , 04341 0.47 tall., 0.13 3.02 • - , - 343 ., - I Dv r 1 3 ir ion LS • ... 3 n3, it 11. •Yi 4,- i tt-,E 1, , 1,11^-7,1., = 1.101,3, 1 inn 0-nle , .1. , 1 . L ,,,,, ,,,,,,-,,• 1,7017 1.1.,.. 10.10. 1:44 , 1,2,00:1 C,4 C.Le.444Alta 441/ 4,I1 1 ,te 1 0 eten in - 1, Anni y3,3 03,311 1.3,1 r3 100-3 DESIGN NOTES: .4141514 60417 that the 4.4.1 deleulerthmile CC emtnin.th th re. ellgth- 2 r.lurarn riacion vale ..e.a am ....I.,* e.,....,,,,,, In P11 11,2001 aroxl envy...m.1 ix. arr.nellArx, unl M1 ANS1/411, A I.. 1.1443 3 GlULA141,;73.06 ..4.10.04. 4 Gkolarri Bea shay be Wefalty supported th.ctiedng to the Ffonsions [41405 64etthe 3 33 5GUILAM Waring length based on throe. of Fethlension). rcpj,....,) ( COMPANY PROJECT I 1 . I. WOO dWorks® inne 24.2010 13 151 13.111 C2 000014401 FOR 15.000 DESIGN Design Check Calculation Sheet Size, 7,1 LOADS It., Ps or pH ) ' 2,.2 tont/Until. 01131.10. • 1.32.-IPTGI if t ; , :nits 3;•tt. 1[01 1111,. 021 mari P,I.S.1 102 444.0' 000.0 0.05 2.90 . II? 09 , , n , , .0 2 ..., ,,..... Pt,/ 2.01141 110 5( 1 . (0 2.5; ".1.2 2 ri: 4 Pk, :Mt TOP IN ,1 : 101 .: , ,,...., .1.55 5,-, 5:r15 1-13P P• cle arara ..r.1 :I. 61 12,02 .17 J .0.' ' • ' ' ' .,- , , , .. =1 - i . 0.00 ICOR 1 t1T,r, , 44 , • 11 011 5,-, .-. 11. 7 . -: —7, 1 ' 2 ,I '," 51r.2 1.55 1, 1151 1,20 , ( o 15.02 C•44 121 ■.:: tfD ,,J.1 11021 2.05 4,0.. I1 r 0,3,, 111110'. W. , ,,,A 011;5 IC,: ..:_or, j-11 I e.12^., 040 : 1111:1 u... ,..... 1...1,z 04.2 411.55 r I. 1 E. 1 ,10,1 01 725.1. 1150 4.1(1.7.23 =,, S-: .s.,' q■ ,,; 1141 , 11.4 1101 EP., 12.50 5:" 4 4.5,1, 251 11 I•0 1 5 1 0 10, 11 -" 470* „,,, UP 2 20.2., 151.P4 0 11.1 1 ” . 5:1 I' . . i 4 • 0 7 . 1.44 :2.00 511 20,111 140* P1,,a1 ..E 2011.0. 1116.a 4..:, 11., , 1 0104 52.1. c1 120.1 13,1 0,00 4,02 511 5704 =L. 33. 'Z.. 2.•,;0 414 .QUO 2010 ,I, :1(1: 0010 201 (25 51 / 10.1 12-0.2 1410 I . :1 I 42 CI II , • , , . 41 , 1 37 34102,21 El: 3';10 IRO 1,1151 52 510.: 113.1 P.10 '.55 ,-51- 04 551 0112 1.12:41 ...: 14,-0 i 42-.1 1.52 1 .."..r.1 i _5 '"CH11": 4 i5. 1 •,-114 , 0.: 11 .,...,0 7.0....: , .r.r■ 0, 1 ---,,,. 1. ,,•,.. 1 :±izi, tin .;:,t,2 ,, 011 ( 5209 :1411, 11: 14212 ..',-1. UV. 00,1 42 011.0 111.0 $1,..10 2.40 0041 2... • 'V 115 13 14545 0.5.. 0,:..e ;; 1111 2.05. •...2141 0, 3 2 ',..n, F.P• 51 .P.:14 111:2:0. III 277,0 1 4,1" 1.10 1512 1_:'4 T; 41 1,51101 II 114.Q 11,1..0 11,I2 .0 .9.5 ..11 'Ix, ...r.,/, 40 11.1 1'.0 11.40. 20.15 ,.., 'r P ,.' -' 14, 7, c...1 1:0 14,0 105.0 11./., 10,50 , 1? 001, 1415111 00 41.7 .1 , 4,..3: 1 0E. ,11 1. 5,52 1.0.37 J5 10/.0 1 1.00 ,52 pr. 11:153 1,1 1- ■ r.. 1 1 1 '051 10055 11.0± :1.32 ,15 50..1r, 1 v., 1,520.041 24 202.0 00 14.01 t'1.4o :1: - ,.1 - 1. nx: - 1,1 01 , V. e 21 11,0,` ..,,,, ;;It Lit a :-..—... , , 2 '• • , .0 .: -. ' ' .0 10.05 21, '112 14 20.; 12,4, 5555,1 53 12.1 1" .1 2001 2,05 011 ,.. 040* 20.021(20 10,9' .0.9 2.01 4.01 541 0,04 0311151 VP 11.1 1 0.55 4.15 gr. 21122 4011 . .. 12111 III 11,o' 1,1:0 1.21 2,20 51..' . 51 12111.1' ±120 .1100 2.12 Alx.i t,r.t.. 74,0 ‘•1'' 155 115 1-4 Intcl, 051,0 Ri.. • 25151 —11 41.00 • Ms • -• ' -' ^ 3 • MAXIMUM REACTIONS fibs) and BEAAINd:LENGTHS UFO: - -- - — -- - --.. - _ _ — - — -- - - - - —• - - _ — - . - '1..' ' 44» MA 34: 7.4.e.st 11710 111., 2010 'i 5 - Lea.otii. f.tI 5.01 - — Glulam-Bal., West Species, 24F•V8 DF, 5-118x22-1/2 SeilAveoght II 26550f OCioded In loads. tat. support lop. 512 57070.' 01 supoo■ts: . , - • Analyels.vs. Allowable Stress (psl)'and Deflection (in).„th ert,-,,,, 5,.. i.e.+, 010504 /...alvefa,fsnxisf. ' 00040 401. IRA N,' a at,' toire • ^ 40 150±. it .120! .2.21,.. a 0,441 1,40. Ng:, 1.:1 J.•:.: 2.0 • I- 41,21.11., mis • in" _ {.00 • Lt. 0.44 - ADDITIONAL DATA: r55:item Fn. co 7:0 22 , I. ,-. II Cl 02.1 1201s,. 2, Ix- PIM 050 1.11 1 CY 0.02' - - • ... i.. 0 0 I 01 1,14 ,. r,,, 2102 1.15 1.50 1.11T 1,000 0.011 1,, 2,00 4110 ,,..,,, 2 ... 110 - 1 ro: 5.00 - 1 I • 000 ' • • 1 _I 1_11,, , 10 2 4 - - • 2. 2,05. .• - r 20445 1 i.0 t5 • 1,.1•11..4i, 0 • 11011, 0.,—,,,,- 1,, (1.2.:440 011 (12 73 a :•.7541..2). II • 20121 11 0541. t& 44 = ^ 12. 1001,010 10•151 Ir. 55 211 1,1.0 10 1(4 ., 01..,“ DESIGN NOTES: I, Please m411.11. defauldenetbon Im515 .1, 30,5upnale I m 01215 do01041331, 2, Golam 2esion1a1w.5 .ef115057010170for010113 loA10e..117-2101 and roan...wed n accotdance onelANSI/AITC 01901..1902 3, GIULAMI b4.1. oclimI bleadth ',actual depth. 4,41 0. Beams shAbeIaleraIly supplyted according to Ine plomsions of 055 Clause 3 43. 2. 01.I1LANII bewir.., .0 based on 010.1 01 007111000111. PCMCMi VP), • .ONPIINV PROJECT ' I Woo Wo r ks ° Juw 24 b34 LC2 SOFTWARE FOR WOOD OEDCN Design Check Calculation Sheet 1460 1.1 LOADS l '1,...,1. 0,00 L ^I T.7* Oirt,ibr041cn It4P11a0?, 1037162. 10.1 610103 9,712= TAa a1. et Lxi 1t E c. c 161 =1 411.1 0. - - P: 1 26.:2 1 UD ' 4 0 0.00 1 ,_ C;a hay1.1 Kr 677 - - 1343 11.03 5.1: 1,727 7 111 II' 16 - C A1.1 1:50 11.00 el: � - 06. 4,40'10 31 :60 . 27:1 110. foist 11.00 111 1-136 03 1x240 10 17.10 2 09 1 34 3 21,00 170 P P 1.1 U 717, 017.7 �= 1,1 . , 17.D0 ',,r.I Its 17;464 s { a rees6 S 111 _ _ 17_00 If X06 1_ 11 Rea, 197441 1.90 13 = 62 e:, - 12::,:z So. ?. i ns 1 2 ' (� _ '_.f. '01,0 1 4.9 1 45 9 ' 1 on 431,1 : :.00 I.nn 11 111560 17 00 7 71. 1 ' 7 1,90 1:00 0 1 73001 0111161 10 017.2 01 2. 0 11.00 00.00 Of t ' - Li., P.126.1 Cl , 1914 0 1 00 11: 10. 50.•0 � A r1 C7 pal it a0 80 221.) 411:1 7.91 1.`r. vls "" 011' 00111.3 40 111.0 1 .3.0. 3.09 7.71. ,5 3 :4 - nit 121' . 11,7 17.00 14:11 :r 'P 421.1 CO 70,11 ' 110. 1.4.00 11. r ' ] ° 0 .f , 1417..1 CD 11.7 0:I '1.50 7.90 . .1 15_ 4 . 3 1 .0 rtO. 01 1 160.0 4.10 1.92 , 16 157 C.477' , . 1.1 00 41.7 .11,1 1 .94 3 04 35 16 41s. 31 1006/ RR 110.0 140.0 7.60 21. 04_1 .. ,9 00 4h:al al Ito 100 650.1 0. W 001 .13 15_740 4601 1e311 11 21 10 0 110,0 710:0 009 0.54 ' 1".113 C,1:: x'..11.1 00 110.: 1 :4 1 1.10 a.00 � 9 5 1.1a1.1 10 DLO 0 - ....1 _ .7 .00 1. 11: 11 7. 04 13 04 7.701,71.1117 410:0 .53 3'1 Lsv. P1.1442•00 0 7.0, 33_734 0553 1111 14 110. 1354.3 - 1.0 5 1 34,14 510. 44111126 07 430. 4.01 3 - 1' 0 1450111.4 : 11,40 1 _ Cl.. ■ 1.771.1.00 --_ = 41 13.04 310 21.2 9.7. 700 UP 12,7.1 1.00 11.13 -1 G _ _ 52.010 1. 2.t.l Cl 11.13 114 0..O• "111211 4 - . 5 1 1.02 u1 14' 7.211,1 04 340.9 2 C 2.00 1::+ 3.11 . F C .Y. 314.,1 0_ 0 1_0.- - 1.014 1 2 .40. :11110 W.. : 0.1 1 0.5 4.11 4.1.5 ti5 E 1 P613161 CO 47.1 0 11.4: o ' , 147* 1134' 1632161 01 31 1 13.00 11.3 4:r 1 1 _ i:n '_ �. 161 7 4' _ 'O,4` 64 440 _ _.:1171 'JO 1 350 - -70. 5 ,1 1 f I 440 - 111.1 00 - 1105 c 11 311.1 40 -- .EO - J 0.0 Pinta! 1 _ _ - r. 1 1 144 L .0. 54 a 3:751 s 7011.1 2 _ 00 _ 1 0.1 14. 5 .104.. b4 _ 10.1 5 7 e 3 1 t 110 _ n : _ a - 10.4.0 t. _ it 4112661 010 17 :,i 1-7.`6 Nit .4 4.0 4 LW. 1411111 40 710.6 11 .V 0 2 .0 3 1 63 1 6 0244 50 70 1 0.7 307 yr _Y 1.1 '177. 11 0 44 1471 50 1.0 31 0: 7.000 310 512 N1� y' 130 -:152 4.'(K I:: 11104 40 /1112 1.12 1.:1 Ite 64: 15101 rot - 100 - 641 2 061,, 4_6P 2 , 11.74 40 ■ ks 1/13 •71:.1 -4910 ,, MAXIMUM REACTIONS (Ibs)Iand'BEARING LENGTHS (in)': LJK tI'�(�1Q� '401 .711 11 2394 7710 - 11]71 1 E..,:•. 4.7-77i r: 1. *) - '3 060114- _ 0.11 a.1• Glulam -Bal., West Species, 24F -VB DF, 5- 118x22 -1/2" 0 ,14 1 4 211,1400 13 3 3610 4544 7117. , 1...17- 1611,104 a 6310416111 AnalySis',vs. Allowable Stress (psi) and Deflection (i foriin0S2001: t01.*047. *0.101. Yalu.. . ,. winl 5110 'Y +1y,l.tt+cln dn.1 i 4 11 ■ 12 0 re - 101 1 .. 14.010 '2 t0 . 777 "/ 1 n+' - 3064 OM 103 • 1 %X,. 0 's 17.711' . _0 13 1 0..7 - 4406* • _ 21tai 10. W149 062 I ADDITIONAL DATA: 4110215 , Ft 5 CO . 1. 1. . 1. • , 6 13 • 1 ft'.'iv ._5 l c 1 - ✓ 1010 1 :.7 . - 3 3 0; •,Y Ityl. ' 1'141. ' - 1_01, , Tm'3A?i•11 5 ' 7.,43)0.0, p . -3134: , _-s1c- . 41 ti1nt.u5i L; t1 . 01.0041.04 01 . • •110501 111 .r.et r�. 3000. C-16734.4660,5661 , X11 '3 _ _ - ^�?:.a1.rz 10 0421.10 7 DESIGN NOTES: 1,1 wily 0031306 166210) 7636.57513 1.3434s ae ap(.:rynele I,. 401. 21190.104, GIJam design value.4 351 Or 3511e61614 ..N.rndng to AITC 07 -2001 .rd 0,356.1546116 3556.4.,,, .xdb ANSVAI I C MOO 131062 3. 01.311A/61 bra = actualhea00,..1021dep16 4,GNlam Beams 7021 be I*leraly wppoded accocdsg l0 the provisoes or NOS Cause 3.3 3- v (17214101 16eo701en00 6 tlw,rte4a 9105,432412*24). 4031304054, COMPANY PROJECT WoodWorks® SOP ta'anr,oa WOOD n(s74n June 24, 2010 13 23 b34 LC1 NO LL Design Check Calculation Sheet Sizer 7,1 LOADS ( lbs, psf, or plf ) Load Typo Distribution Magnitude Location [ft) Units ,hart led Start End 1',a62 Dead Partial UD 613.2 613.2 0.00 2.00 plf 3.7a29 Dead Partial UL 617.5 617.5 3.50 11.00 plf - 15 Dead Point 1430 11.00 lbs 7 Dead Point 1389 17.00 lbs 9'864 Dead Partial UD 617.5 617.5 17.00 10.00 plf 11 161 Dead Point 622 7.00 lbs 13 Dead Point 622 4.00 lbs 15 Dead Partial UD 613.2 613. 2.00 4.00 p11 ' 11 - W65 Dead Partial. UD 617.5 617,5 18.00 20.00 pit 19 Dead Partial UD 613.2 613.2 7.00 7.50 plf 2:6 Dead PartiaL UD 4/.1 17.7 17.00 18.00 plf 23j28 Dead Partial UD 17.7 •97.7 4.50 7.50 plf ' 25 j62 Deed Partial UD 47.7 47.7 7.50 11.00 pit 27_348 Dead Partial UD 120.2 120.2 0.00 2.0D pit 29 Dead Partial UD 120.2 120.2 3.50 4.00 plf 31_j33 Dead Partial UD 120.2 120.2 4.50 7.50 1:1_` 33`j34 Dead Partial UD L20.2 120.2 7.50 0.00 plf 35_j35 Dead Partial CD 120.2 120.2 0.00 11.00 plf 39_j67 Dead Partial UD 120.2 120.2 2.00 3.50 plf 11 Dead Partial UD 120.2 120.2 4.00 4.50 oil 4 63 Dead Partial lID 47.7 47:7 11.00 17.00 plf 45_165 Dead Partial 17D 47.7 47.7 18.00 20 OD plf 47_166 Dead Partial UD 47.7 41,7 4.00 4.50 plf 49 T166 j68 Dead Partial UD 120.2 120.2 17.00 10.00 plf 51 Dead Partial UD 120.2 120.2 16.00 20.00 plf 53 j72 Dead Partial UD 47.7 47.7 2.00 4.00 Of 5,5 - _j73 Dead Partial UD 47.7 47.7 0.00 2 00 plf 011 Wind Point 0050 mils e lbs 112 Wind Point -5850 4.00 lbs W3 Wind Pniet 5850 11.00 lbs W4 Wind Point -5810 17.00 lbs its Wind Pgi,nt 5850 20.00 lbs MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : le 201 Dead 7109 ' 6822 Live 156 302 'fetal 7238 7018 Dearing: Load Comb 62 62 Lon']I it 2.17 2.-1.1 Glulam -Bal., West Species, 24F -V8 DF, 5- 1/8x22 -112" Self- weight of 26,55 plf included in loads; Lateral suppcit: top= lull, bullorn= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 Criterion Analysis Value nocip. Vslue AnnTyY e i9 /0s1gn Shear - 7 Fir 23 to /IS,' a 0, 3I Bending( +) tb - 950 FL' = 2030 tb /Pb' a 0,47 Live Defl'n negligible TiCO). DnL1'n 0,41.= L/505 1.00 = L/240 0.41 ADDITIONAL DATA: FAC'rOaS; F/E: CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fe' 265 0.90 1.00 1. - - - - 1.00 1.00 1.00 1 Fb'r 2400 0.90 1.00' 1.00- 1.000 0.044 1.00 1.00 1.00 1.00 - 1 Fcp' 650 - 1.00' 1.110 - - - - 1.00 - - - E' 1.0 million 1.00 1.00 - - - - 1.00 - - 1 Eels' 0.65 million 1.00' 1,00 - - - - 1.00 - - 1 Shear LC 01 - D only, V = 7109, V design = 5674 lbs BendingillI LC #1 = D only, 11 - 34217 lbs -ft Deflection: LC ill = ri only 1:1= 6756e06 lb -in2 Total Deflection = 1.50(Dead Lead Deflection) i love Load Deflection. ' (D =dead L -li'e . =snow W =wind T= impact C =,:onstruction CLd= eoncentratedl ' (All LC's are listed in the Analysis output) Load combin,11 iuna: ICC -13C 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. CLULAM: bad = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NOS Clause 3,3,3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). CLi I COMPANY PROJECT fii WoodWorks IWAHt 508 8(100 06011..5 June 24, 2010 13:22 b34 LC2 NO LL Design Check Calculation Sheet Sizer 7,1 LOADS I lbs, psi, or pit) Load Type Distribution Magnitude Location 1011 Units ' Start End Start End '1 wG2 Dead Part Cal 00 613.2 0I3.2 - 0.00 2.00 pIt .3_029 tread Partial 00 617.5 617.5 7.50 11.00 plf 5_515 Lead Point 1436 11.00 lbs 7 516 Dead Point 1389 17.00 lbs ' 9 Dead Partial UD 617.5 617.5 17.00 10.00 plf 11 c61 Dead Point 622 7.00 lbs 13 - c62 Dead Point 622 4.00 Lbs ,15_wti3 Dead Partial UD 613.2 613.2 2. 00 4.1)0 Of 17865 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 64 Dead Partial UD 47.7 47.7 17.00 19.00 plf 23�j20 Dead Partial UD 47.7 47.7 1.50 7.50 Of 2 5162 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 29 732 Dead Partial UD 120.2 120.2 3.50 4.00 plf 31_133 Dead Partial UD 120.2 120.2 4.50 7.50 plf 33 j34 Dead Partial UD 120.2 120.2 7.50 0.00 plf 35D35 Dead Partial PD 120.2 120.2 3.00 11.00 plf '39 167 Dead Partial UD 120.2 120.2 2.00 3.50 pl0 41 149 Dead Partial UD 120.2 120.2 9.00 4.50 p10 43_j63 Dead Partial 0D 47.7 47.7 . 11.00 17.00 plf 45.j65 Dead Partial UD 47.7 47.7 10.00 20.00 pit 47L Dead Partial DO 47.7 47.7 4.00 4.50 plf 49 j68 Dead Partial UD 120.2 120.2 17.00 18.00 plf 5 769 Dead Partial UD 120.2 120.2 18.00 20.00 plf 53 j 72 Dead Partial IJD 47.7 47.7 2.00 4.00 plf 55 Dead Partial UD 47.7 47.7 11.00 2.00 plf. ■ . W1 Wind Point -5850 0.U0 Lbs W2 Wind Point 5850 4 -00 105 Ida Wind Point -5850 11.00 Lbs W4 Wind Point 5850 17.00 1.bs W5 Wind Point -5850 20.00 lbs' MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) • Dead 7109 6622 Live Total 7189 6822 Bearing: Load Comb 91 41 Length 2.16 _ 2,05. Glulam-Bal., West Species, 24F -V8 DF, 5- 118x22 -112" Self- woighl 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 Anil lysis Value Ooslnn Value 'Anal.ysi's7Aes.ign Shear fv = 74 Fv' 239 fviFv' = 0.31 Bending(r) fb = 950 lb' = 203a fb /Pb' = 0.47 Live Def1'n negligible Tutat 0eli'n 0,.41 - 61-591 1.40 - 0/240 0.41 ADDITIONAL DATA: FACTORS: F/E CD CM: Ci CL CV Cfu Cr Cfrt Notes Cn LCII Fv' 265 0.90 1.00 1.00 = - - - 6.00 1.00 1.00 1 Fb'1 2400 0.90 1.00. 1.00 1.000 0.944 1.00 1.00 1.00 1.00 - 1 Fcp' 550 - 1.00 1.00 - - - - 1.011 - - E. 1.8 million 1:00 1.00 - - - - 1.00 - - 1 Dmi-n' 0.85 million 1.00. 1.00 - - •- - 1'.00 - - 1 Shear . LC 41 = D only, V = 7189, V design = 5674 lbs Bending(): LC 81 = D only, t1 = 34217 lbs -ft Deflection: LC 111 - D only El- 0756e06 11,-in2 Total Deflection - 1.50(Dead Load Deflection) ,- Live Load Deflection. (D-dead I., Iive = W =wind 1= impact C= 0un5LrucLi on CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -T13C 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 rnanutactured in accordance with ANSI /AITC A190.1 -1992 3. GLULAM: bxd = actual oreadth 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), C11 I-- Harper Project: 1i Pt . Flout PeterSOn Client: Job # R ighellis lnc. Mai Ea a. • Designer: Date: Pg. # I A.017GAVV 4.4G111,t,Cifl.PVRVW ONn W 10• l -•8 -ft -20.11 W 1600-lb 2G�K O$S�9 ft Seismic Forces Site Class =D Design Catagory =D W p W dl 1 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 := F3• Ss Sm l := F,,• S 1 2S ms S ds : = Max EQ, 5% damped, spectral responce acceleration at short period 3 Exterior Elements & Body Of Connections a := 1.0 R P := 2.5 (Table 13.5 -1, ASCE 7 -05) 4a •Sds• .( . p FP • P 1 + 2• h Wp EQU. 13.3 -i Fpmax:= 1•6•S EQU. 133-2 F Pmin := -3 ' S ds' I p• W p EQU. 13.3 -3 % := if(F > F pmax , FPmax, if(F < F pmin , F pmin , Fp)) r = 333.517l • lb Miniumum Vertical Force 0.2 • S ds• Wdl = 225.6781•lb Clq Nat Project: Houf Peterson Client: Job # Righelfis Inc. ieriueuas • w�AR,,e „,: - Designer: Date: Pg. # tjiNO;IC-Arf. ARCR tIc IS' ✓2VRV! -YaRO Wdl := 10 l b •8•ft -20•ft W = 1600.1b ft 2 Seismic Forces Site Class =D Design Category =D W p := W dl lP := 1.0 Component Importance Factor (Sect 13.1.3, ASCE 7 -05) S := 0339 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 ins := F S 1 := F S 1 Sds := Max Sms 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 F := p •I 1 + 2 hJ W p EQU. 13.3 -1 F pmax := 1.6• S -l W EQU. 13.3 -2 Fp := • EQU. 1'3.3 -3 4= 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 6 y • Harper 4 : !J': 1 I ouf.Reterson COMM.UNLGATI.ON RECORD Righellis Inc. To Q FROM 0 MEMO TO•FILE Q vua,nc='u7�� .,,ear 4•rt or,5to at c.,,r: a »'' PHONE NO.: • PHONE CALL: Q MEETING:0 a3, •9 6 m XI. G II 6 h 1 f c j S ,Q z - + • ?...4 e * .9 4* Crl 11 i r cil ii 1 f t t� z r A f rc l Q 1 . • I BY' A lt\ PC.1 1 11 (55.1:411\ DATE: JOB NO.1 ."0 PROJECT: PE: Dcy--,, ., 21L El 0 --I /1 6 DECUNG1 , z (I j 0. it'4)al i) :-- ■(,.a'.(.‘,71. * inai ! 0 , ct 6 = . 0 w tb u 6 6 L6 ,5 fr • ,... z 1 -L. v , 0 , ( InctiL43k. ytv) * (2. boara\ . 17. 2 I ---- - - — 0 0 i C spac. Irv) \ oc i rti■Je.e r n.cr; \c = E (c »t 0 6 . ,2. k 'J.) /A r - r - U0\ .= u Ci 5 0 ov ... si . ---) P Lx-. 7:2_,- !.‘e.:—.4.,,,3 . -: __.......____... . 1 i 1 : : 1 i Gry3 ‘!4)-- up 0 I ›*1 4_____...._..L...„...,,,. Q 1,2 ' V 46 A ir",1 C T I-• X/ .-.4 k: • • .- =--- ( '1: )(Z )■ L LI.) lk ) ' ''' • [1:::t 1 e , C.; '<,-. 1.- - 1. .. • Z • ---: 3ocA 4 ('I\L) -7- g'31 S\\rscPc: 3c N412:' e_ Iv' 0,c Br: ‘ i r\r Opi CI:44.44"1) DATE: JOB No • • PROJECT: RE: LII Li LU Ct c . j 0 w F- w o 2 .7 , • • 8 .(po#.(' 0 • • •54-aa wv,1 LU tJ T= 6. a 511nr\ HOU 4 Ta kr ) qa-s" 0 Li 2 O *: • cr) Ij Z 0 6 br cw.fser: e 1 • a- a004 (400 ZOO 3000 4t-IK/ T-= C 8600 tfiki < 9,L100 -'• 41)04 RV 0 i • 1—t 8 :a a kz . • • • (-r-3- Harper COMMUNICATION RECORD 11 °* Hod Petersori Righellis Inc.: To 0 FROM D MEMO TO FILE D , rhoi.u-•_pg • 1 LArt.:44•I ARC ../ TY;c7J • 5 LOSVC • PHONE No:: PHONE CALL: 0 MEETING: CI a; I7 zi :5. 0 —1 P. m ..,c 1 I ... 0 71 0 ■ - , r , r .....: 1 r 0 ,. . 8 g 0 0 0 0 0 7 'I e• d . ik 6 . 1./ II * I _a. . T cs • r, [ I . , , . i 1 z • I - . < 4 .. ,,,...... • 1 Ns . .. ' _.. o rtarper k H'ouf Peterson COMMUNICATION RECORD • Rightilis Inc. To 0 FROM 0 • MEMO TO FILE El _. .. - xttvER: 4, %At. I' :CV] ■ Slat V / + PHONE NO.: PHONE CALL: 0 MEETING: 0 . zi -0 123 :-..1 0 Cl" 3 .., -a 0 CP, (.7 ( -1. .4... . '.. - . - - • PI I" E N F c.-1 CP r U IS1 'N" V D CA .C .C.0 > V' 0 • --40_.„. . • —C 37 ...M' C.) r fl L . .. 10 P 0 CP, "1 f, t .3 '4 71^- - . 1 COMPANY PROJECT 1 i WoodWorks® SOFTWARE FOR WOOD DESIGN June 8.2009 16:27 Hand Rail Design Check Calculation Sheet Sizer 8.0 LOADS: Load Type Distribution Pat- Location [ft) Magnitude Unit tern Start End Start End LIVE _ - Live . Point _ 2.50 200 lbs ' MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : H- R -.-. t ` 7•' v: „ _ ver k t r t;vi t yy 's-v- R � ...,, w.. ;,;. _ = . , v - -, -� : 'v ,.a-r r ; 1 - �i , i ,.-, - -;', •=i^ ... t- te r' -•d - :l ^ • ..:nt; -, _ - ' � ', . :;S • t. .. . --• j am,' - 4`•"7""''' �' " .' --', s .: t ., - % t r t,...' - , .- � ., t . ` i;.� {r ' v 'y ���`•r � t• »v'� .. •� '. +e=^ . "t .:+:t ;6� _ ,,. 10. 1 .54' Dead Live 100 • 100 Total 104 104 Bearing: Load Comb #2 #2 Length 0.50* 0.50* Cb 1.00 1.00 'Min: bearing length for beams 1f2'lor 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 Anal sis /Des 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 = 3./240 0.14 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 150 1.00 1.00 1.00 - - - - 1.,00 1.,00 1.00 2 Fb'+ 850 1.00 1.00 1.00 0.949 1.300 1.00 1,00 1.,00 1.00 - 2 Fop' 405 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 = - - - 1.00 1.00 - 2 Emin' 0.47 million 1.00 1.00 - - - - 1,00 1.00 = 2 Shear : LC #2 = L, V = 104, V design = 103 lbs Bending(+): LC #2 = L, M = 255 lbs -ft Deflection: LC #2 = L EI = 27e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction Lc= concentrated) (All 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. ( CC) 0 COMPANY PROJECT dt Wood Works' SOFTWARE FOR WOOD DESIGN June 8, 2009 16:27 Hand Rai12 Design Check Calculation Sheet Slzer 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) : 44 •. . ••••• ";•.! • ' , e • 4';• " .‘ ,!‘"_ _ ' . , .■ • I 0' 54 Dead Live 125 125 Total 129 129 Bearing: Load Comb #2 #2 Length 0.50* 0.50* Cb 1.00 1.00 "Mim bearing length for beams Is 1/2" for exterior supports Lumber-soft, Hem-Fir, No.2, 2 Self-weight of 1.7 pif included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 CriteriOn AndlySIS,Value DeSign Value AnalysiS/Daign Shear fv = 19 Fv' = 150 fv/Fv' 0 Bending(+) fb = 256 = 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 Deflin 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 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 7 - 1.00 1.00 - E' 1.3 million 1.00 1.00 = 1.00 1.00 2 Rein' 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 El = 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) (Al). 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. ( 1 I WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Unit A - Front Load WoodWorks® Sizer 7.1 June 22, 2010 13:57:56 Concept Mode: Reactions a Base of Structure View Floor 2: 8' 1050.. :' . • ' - \. 49 iu6 y ,1600EL • -.,' 600-L. - • • . • •- 't+ - uL� 619 D _ 619 D: - • au -u . . . , , 43.0 VV E- - , g4-Ji 9 - 4.31.3 3tS .. - 414-+5 as s - .. _ . _ a( u w -e 5_ . . 1 _ L • '2404 L : ' . oy,o 34 - : 625 D1059 1 D ' 1394 D 3n - �s. . . . • . . . • vz s/ _ 30 -13 5--4.1 .• 34 -U 6V 315 L: ss -a of ..i '358 D; . .. -- o i - b 00: - . .. 31.1-0 00 4 5 -0 04 ..,.` 315 L' Zi -1 3 01 '100 L '358 D; . .. -. - I.0 -b L `J -.) tau' - ,.. L4 -b f - .96 D � 2._ L3 -0 / / 74(847• L 7 • z 1 -v r� 4(452 D 5546 D 25'L� D Lu h � • 203 D 5 - .. • - - _.. -- / L s, - 1 . . .. _ _ _ J -L 1 1 • , - 15 0, .- • ... ( ._u. ON ' . . . •.. _ . - 0. ` 1 �7 • ( . X74"9 uc j • 87 4 L,. -u 209- 8 D1 -1963 D .� 1963 D - -- •_ • ,_ ._ - _ • . , u u • 15 4. D u DL 112363 D . 4 -- 1 7 it .b. b. 106�D` . B 8CCCCCCCC:( CCCCCCCCCCCCCCCI CCCDDDDDDDD (DDDCDDDDDDDDDCD'DDDEEEE EEEEtEEE =EEIEEEEEEEE(EEEEZ 0' 2' 4' 6' a` 10' 12' 14' 16' 18' 20 24' 26' 28' 30' 32' 34' 36' 38' 40' 42' 44' 46' 48 52' 54' 56' 58' 60' 62' 64' 66' 68' 70' 72' 74' 76' 0'1'2'3'4'5'67'8'91111 :1 :1• 1'.1(1 1(I 212 222.22E7212 :3(3•3:3:3 - 4:4:4•4:4t4:4 i4t5t5 6E6 6:6 :6<6:6E6 61 7(7 7?:7 7.7E7T -6" Voom - L ?1oUT' - Vv..o NIT Um) • • Fl WoodWorks® Sizer ' SOFTWARE FOR WOOD DESIGN Unit A - Rear Load WoodWorks® Slier 7.1 June 22, 2010 13:57:37 Concept Mode: Reactions at Base of Structure View Floor 2: 8` 105 • - 49 v kl • i',16001.. • ' L 41 - 1600 4 � a b lui ;: 6;19D 619 Di 40 -0 45-0 IUUt i 44-0 b9. �� .. . .. 43 -O yb . . \� 4,4 -0 41 -b 4U_0 y b 1 3 2 7 4 L_ .. , : 3304 L: . s� -b u i a _ -_ 1 7153 D - .. _ - 7072 ID' - s0 -� • VC . ` • ( .iU -0 1-) 1 0 - Q yu .. J4' + I-5 3.15 L I J -o (SO : - 358 D; - . . : ,) 41 of 31-0 tib - ' 3V -Q 6: - .. _ .. ..: - . , • 40 4 3 03 315 L .4? -O a i 1 00.L \ 358 D: . .� au 96 D . ''C" 4 - ra Z i i t ; 74(84 611 L _ 56. • • �� r 0 x(4 52 D 5546 D ' ` "") D 19 - b ft, 5 L_ 16 -a , 625 L, _ I f -b 1 4 " 203 D - . 5r � = lo -b ! . I • r..-.00.• 13 -b ru . - . 906,E ' - . _- . 14 a 1.5 bit .105 L307 D '\1\. ' c•b ati 46 D I u - b - '.2:46 B L" . b D 50 L o -b L 'i 374,D t.- b•. b t ta .. ; 3599 2 5 8 7 1. ' ■ L" : ; . � L 587 L ' : - .. . - ' ' - • - • - 4 -O ,..)_..:.. 1963 • ; B.D: - :D • �.:':1963D :•..• - -- . . . • • - . . a . ' `154: , f,u L'- - +, E=�s�LL 725L - -. - -- .14 ..--1 I ;78 D7 61 :7D'D . u•u 88iBB BC. CCCCCCCFCCCCCCCCCCCCCCC{ CCCDDDDDf3DDIDDDDDDD - DDDUDQc0IIJODE E E E EIEE EFEEEIEEIEE +EEEEEEIE€EE2 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' 72'74' 76' 0'1 '2'3'4'5'6'7'8'91t1 :1:1.1!111 :1(121222 :221E2 - 22! 3133:3 :3 :4.4!4(4 4t4S51555.555156666(66l7(7 7:77.717177' -6" 0 C I IQ El LPci oUT° 'clrlik, LOAD Fe2.... Bents , i Harper Houf Peterson Righellis Inc. CI—rent Date: 6/24/2010 1:41 PM system: English Fits name: O: \HHPR Projects \CEN - Centex Homes (309) \CEN - Plans \CEN -090 Summer Creek Townhomes \cales \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 • 1 12 in 4..4 ft I■I • ;ft • Id 1 425fl • • oft 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) 0.11 [Kiplft3] Footing reinforcement Free cover 3.00 [in] Maximum Rho /Rho balanced ratio : 0.75 Bottom reinforcement // to L (xx) : 6-#4 @ 9.00" Bottom reinforcement // to B (zz) 6-#4 @ 9.00" (Zone 1) Load conditions to be included in design Service loads: SC1 DL S1 DL S2 DL +LL S3 DL +0.75LL Design strength loads: DC1 1.4DL • Di 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 1.25 • Min. safety factor for overturning . . 1.25 Paget F H. 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 (I) 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 xx Top DC1 0.00 0.00 0.00 0.00 0.000 0.000 1 - - 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 /(41`Vn) [Kip] [Kip] • xy D2 8.99 46.09 0.260 El=1 yz D2 8.68 48.88 0.237 I t ' 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: - L I Notes Page3 15-- * 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 * 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 d12 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 *qprom = 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 /(1.)*Vn) = Shear or punching shear strength ratio. Page4 (� 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 l50•pcf Concrete density "Ysoil 100•pcf Soil density gall 1500 -psf Allowable soil bearing pressure COLUMN FOOTING Reaction Totaldl := 2659•Ib Pd1 := Totaldl Totalll := 7756-lb P11:= Totalll P i Pdl + P1l Ptl = 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 _ gnct A red= g 7.575.11 < A = 9 it GOOD Width = JArcgd Widthreqd = 2.75•ft < Width = 3.00 ft GOOD Ultimate Loads ,:= Pd1 -1- tf•A•'Yconc P„ := 1.4•Pdl + I.7.P11 P„ = 18.48•kips Pu := A q„ = 2.05 • ksf Beam Shear bcoi := 5•5411 (4x4 post) d := tf - 2.in 4) := 0.85 b := Width b = 36•in V, := (1).- iITTs V„ = 1:6.32-kips 3 - V:= q1. ' b boi .b V 7.83•kips < V, = 16.32•kips GOOD Two Shear b := 5:5•in Short Side colinfin Width bi,:= 5.5 in Long side column width. bu := 2(bs + (I) + 2.(bL + d) b 54 in 13 := 1.0 + 8' ).,KFisi,b.d V = 48.96-kips 3 3 *( 3 c := 4).2.66.4•b V iumx = 32-.56kips• Vtumix 2 i Z cab - kb + d) V = 15.88.kips < V im= = 32.56.Icips GOOD Flexure L 1 . ,( 2 b - u, 0 1 mu = chi [ i • b M = 4.98. ft, kip§ A:= 0.65, b•d 1:= S = 0.22241 F ,.= 54.X F = 162.5;psi Mat f -= I 55:47.psi< F = 162.5-psi GOOD 8 Use a 341" x 3c0" x 10" plain concrete foOting eV.?" Plain Concrete Isolated Square Footing Design: F3 • f„ := 2500..psi Concrete strength f := 60000psi Rei steel strength E := 29000•1csi Steel mbdidus.ofelaStitity iconc := 150Tof Concrete density i := 100.pcf_ Soil density g :-= 1500.psf Allowable soi I A:iearing grtgiire COLUMN FOOTING Reaction Totaldi 2363.1b ()di Totald TOtalll := 4575-lb PH := • Pfl:= P+Pfl = 6 Footing Dimensions tf:= 10•in Foot ing,thickness Width 30 Footing width Widtb Footing-Area %et := tf""fee thlet = 13:75.psf Pit Ared := inei 2 , • A = 5.046ft < A = 6.2 (1 GOOD ( Width, 115. ft < Width = 150 . GOOD Ultimate Loads Pdi triVIcene P„ := 1di 1.7.P1 P„ = 1118:kips Pi, q„ — ei„ = 1 .95 A 1°1 Beata Shear b col := 5.-5 (4x4 d := tr – (1):= 0135 b := Width b = 30.in 4 V„ := V„ = 13.6-kips 3 q (b – b := „: . .b V„.= 4.97kips < V„. 13.6.kips GOOD - 2 Two-Wati Shear bs":= 5.5ki Short sideicOlumn width bL 5,5. Long side column width b :=1.(hs -1 + 2.(131. + d) =.54. in 3 := 1.0; . 4-(7 + - p -b-d Y 40.8-kips V„,,„ := V„,„„ q„.[b – (b„t+ d)2] V < V„,„„ = 27.13,kips GOOD Flexure i b bcol) 1) M:= chi 2 M„ 2.54. ti.lcips ) 2 0.65. 2 — S=0I85ft 3 6. 1 = 162.5-psi Mil f := f =95..11- psi < Ft.= 162.51. psi GOOD Pse a 2'-6" x 2'-6" x 10" plain concrete tooting.] 12\ 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 'Ycone 150•pcf Concrete density "Y soil 100•pcf Soil density gall 1500•psf Allowable soil bearing pressure COLUMN FOOTING Reaction Totaldl:= 5001-lb Pdl:= Totaldl Totalll := 7639- lb P11 := Totall1 Pt1 Pdl + PIl Pti = 12640•lb Footing Dimensions t := 12• in Footing thickness Width := 42-in Footing width A:= Width Footing Area gnet gall — tf''Yconc tlnet = 1350•psf Ptl Aregd ` gnet A red= g 9.363 ft 2 < A = 12.25 ft GOOD Widthregd := Aregd Widthregd = 3.06-ft < Width = 3.50 ft GOOD Ultimate Loads Appall.:= Pdl _l_ tf*A.^fconc P, := 1.4-1 1.7•P P„ = 22.56-kips P qu = — A q = 1.84•ksf Beam Shear 5.5.in (4x4 post) d := tf — 2•in 0.85 b := Width b = 42•in 4 V„ := <0•—.FiTsi,b•d V, = 23.8.kips 3 2 vu := (in. b — b b V„ = 9.8-kips < = 23.8.kips GOOD Two-Way Shear bs 5ifin Short Side,column width b1 := 5.51n Long skid column width bo,:= 2.(bs + d) + 2.(bL + d) b„ = 62.in 1.0 4v( + ).. = 71.4.kips 3 Oe 4:1)-2.66 f = 4'7.48•kips q — + d) V 19,.49.kips < V„,„„ = 4748.kips GOOD Flexure. ft co b — b 1 Mu .— 2).b M = 7.45.fi.kips A:= 0.65 , b 3 S = 0.405.ft := 5- 0-Or F F.- 162.5-psi M — f I 27.79. psi< F = I 02.5. psi GOOD lUse x 3"-:6" x 12" plain cpncrpte fonting 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 ^Iconc 150•pcf Concrete density Ysoil 120•pcf Soil density gall 1500 -psf Allowable soil bearing pressure TYPICAL FOOTING Reaction Totaldl := 6l 9.1b Pdl:= "fotaldi 'retail! := 1600-lb P11 := Total11 P := Pdl + Pll P = 2219.1b Footing Dimensions t := 12•in Footing thickness Dia := 18•in Footing diameter •rr•Dia A := Footing Area 4 clmt gall — tf'lconc %net = 1350•psf _ Ptl Arc ' A 1.644•ft 2 <. A = 1.77•ft GOOD %net Areqd = I A Dia := Dia = 1.45. ft < Dia = 1.50 ft GOOD Ultimate Loads := Pdl + tf•A - 7conc P := 1.443d1+ 1.7•PIl P = 3.96-kips P au := A q = 2.24 -ksf • 71'3 Beam Shear b := 3.5.in (4x4 post) d := tf — 2•in 0.85 b := cos(45•deg).Dia b = 12.73.in V:= (17.- V, = 7.901.kips 3 V, := ci„.( bc l.b = 0.91.kips < V. = 7.901.kips GOO'? 2 Two-Way Shear bs := Short side column width bL := 15. in Long side column width b„.:= 2.(bs + d) + 2.(bL + d) 17 1.0 + 1 = 23.703. kips := f V,„„„ = 15,.76-kips gul / b — k17„1 + d)2] V, = —0.31. kips < V„,,„ = 15:76-kips GOOD Flexure b — M:= )21.(2).b u N1„ 0.18;11.kips 0.65 6 = 0.1234 := 47.X7.psi F= N := s f t 9 . 9. 1 ) §I < = 178.0 l-pSi GOOD Use a 18" Die. x 12" plain conCrete_footing • Plain Concrete Isolated Square Footing Design: F( f := 2500-psi Concrete strength fy.:= 60000• psi Reinforcing steel strength Ps :_ 29000,ksi 'Steel: modulus of.elasticity "f conc : 150; pof Concrete' density, "(soil := 1 14. pef Soil density Q'all 150.0,psf Allowable soil bearing pressure COLUMN FOOTING Reaction Totaldl:= 7072.1b Pdt:= Totaldi TotaI11: = 13304•1b P11:= Totaltt Ptl := Pdt + P Ptl = 20376• lb Footing Dimensions tf := 15-in Footing thickness Width := 48•in Footing width — Width Footing -Area gnet := gen — tr'"'feene gnet = 1313•.psf Ptl Areqd _ 9nct A q 1- 5 a < A = 16 . R GOOD rC d = Widthrcgd Arcgd Widthregd = 3.94 ft < Width = 4.00 ft GOOD UltimatcLoads := Pdl + if' A cone P u := 1 . 4 'Pdl+ 1.7•Pp P 36.72•kips P qu — A (1, = 2:29•ksf IS- Beam Shear bcoi := 5.5.in (4x4 post) d tf. - 2•in (I):= 0.85 b := Width b = 48.in 4 . V, := V„ 35.36-kiPs 3 b bcj:)1 V„ 2 ) .b V,= 16:26,kiPs V„:= 35.36 GOOD , Two Shear bs.:= 5.5.in Shoji Sid6;colimin width bL= S5in Longsi'dctolumn width b,:= 2(bs -t- d) + + d) 1), = 74.in 13 := 1.0 + — j.K.F:Si-b•d V„.= 106.08.kips 3 3.f.i Vnmax := t1).2:66tN.Fisi.b..d 70.54. kips gul r ‘2 ly - kb +.d) < = 70:54•kips GOOD Flexure - qu [(b - 11 2 N4.= 1 ft.kips _ 0:65 b,d 2 : S 0.782A1 3 . • 6 Ft := 5 JFC.PSI Mti := = 127:75..psi< F = I 62..5.psi GOOD Pse a 4%.0":0"x 1.5" pl concrete footing 1 , FL fientLey Microsoft Current Date: 12/15/2010 11:11 AM w' ef uh) k" P Units system: English QAPcit. LOb \S t.*i . #O )1lt' • Design Results fear load Reinforced Concrete Footings GENERAL INFORMATION: Global status OK Design Code ACI 318 -05 Footing type Spread Column type Concrete Geometry • _ - 1 . 1 18 in I' , 12 ft "I I ft Q `a 6 ft p +�. 8 � I I l se 12 ft d • -x Fl to.) . Length • 12.00 [ft] Width • 7.00 [ft] Thickness 1.50 [ft] Base depth 5.00 [ft] Base area 84.00 [ft2] Footing volume 126.00 [ft3] Column length 12.00 (in] Column width 12.00 (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) 0.11 [Kip /ft3] Footing reinforcement Free cover : 3.00 [in] Maximum Rho /Rho balanced ratio : 0.75 Bottom reinforcement // to L (xx) : 945 @ 9.00" Bottom reinforcement // to B (zz) .: 345 @ 13.00" (Zone 1) • Bottom reinforcement // to B (zz) : 1245 @ 7.00" (Zone 2) Bottom reinforcement // to B (zz) : 345 @ 13.00" (Zone 3) Dowel bar size Rebar 1 : 844 Free cover 1.00 [in] Development length calculated in tension Bars number // to x axis : 3 Bars number // to z axis 3 Stirrups : #4 @ 8.00" Legs number // to x axis : 2 • Legs number // to z axis . 2 Load conditions to be included in design Service loads: SC1 DL Design strength loads: DC1 1.4DL • Loads Condition Axial Mxx Mzz Vx Vz [Kip] [Kip*ft] [gip "ft] [Kip] [Kip] RESULTS: Status : OK Soil.Foundation interaction P/ 0 2 Allowable stress 3E03 [Lb /ft2] Min. safety factor for sliding 1.25 Min. safety factor for overturning 1.25 Minimum safety factor for bearing capacity (uplift) : 2.50 Controlling condition SC1 Safety factor for bearing capacity (uplift) 1000.00 Condition qmean qmax Amax Area in compression Overturning.. FS [Lb /ft2] [Lb /ft2] [in] [ft2] ( %) FSx FSz slip SC1 0 0 0 84.00 100 1000.00 1000.00 1000.00 • Bending Factor 0.90 Min rebar ratio 0.00180 Development length Axis Pos. Id lhd Dist1 Dist2 [in] [in] [in] [in] • zz Bot. 22.90 8.01 33.00 33.00 xx Bot. 26.71 9.35 63.00 63.00 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 zz Bot. DC1 0.00 179.50 0.00 2.79 0.000 0.000 I I xx Top DC1 0.00 0.00 0.00 0.00 0.000 0.000 I I xx Bot. DC1 0.00 341.66 0.00 5.58 0.000 0.000 I I. Shear Factor 0.75 Shear area (plane zz) 8.57 [ft2j Shear area (plane xx) 14.06 [ft2] - Plane Condition Vu Vc Vu /(4)*Vn) [Kip] [Kip] xy DC1 0.00 221.83 0.000 I I yz DC1 0.00 135.15 0.000 I I Punching shear Perimeter of critical section (b... : 8.79 [ft] Punching shear area 10.53 [ft2] k 1 03 Column Condition Vu Vc Vu /(4:*Vn) [Kip] [Kip] column 1 DC1 0.00 332.26 0.000 I Notes * 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 * The 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 d12 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. *qmax = Maximum compression pressure on soil. *Amax = maximum total settlement (considering an elastic soil modeled by the subgrade reaction modulus). * Mn = Nominal moment strength. * Mu O*Mn) = Strength ratio. * Vn = Nominal shear or punchure force (for footings Vn =Vc). * Vu /(4*Vn) = Shear or punching shear strength ratio. • 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 Icon 150•pcf Concrete density 7soil 100•pcf Soil density gall 1500•psf Allowable soil bearing pressure COLUMN FOOTING Reaction Totaldl := 1200•Ib Pdl := 'l otaldl • Totalll := 3200- lb Pp := Totahl Ptl Pdl + Pll Pt! = 4400-lb Footing Dimensions ti- := 10•in Footing thickness Width := 24-in Footing width A := Width Footing Area gnet gall – tf'"Iconc q uo. = 1375•psf Ptl Arco Areqd = 3•2•ft < A = 4•R GOOD Widthregd A Widthregd = 1.7941 < Width = 2.00 ft GOOD Ultimate Loads := Pdl + tt-•A- 1'conc P := 1.4 Pdl + 1.7•Pll P = 7.82•kips P„ q„ :_ — q„ = I.96•ksf A Beam Shear b 5,5•in (4x4 post) d := tf. – 2.in (I) := 0.85 b := Width b = 24.in V„ := 41,- 4 -ifsi-b, V = 10,8& kips b „I Vu :– q„ ( – 2 V, = 3.01-kips < V, = 10.88-kips GOOD Two-Way Shear bs := 5.5.ln Short side column width bL 5.5.in Long side column width b, := 2.(bs + d) + 2-(4, + d) b p := 1.0 v :. 0- - + — .F7iSi.b.d V„ = 32.64-kips ( N 3 3 v„.„ := (1).2:664f v,,,,,„ = 21.71.kips 2 i N = quit? – (l.h.61 V, = 5.35. kips •< V = 21.7 I .kips GOOD Flexure 21 1 M0: qu __ [(b – 2 ) b M 1.1611.kips . A:.-..- 0.65 b.d 2 S = 0,14841 F := 5.0.01T.Tni F = 162.5.psi Mti ft := — f = 54:45 < F 162.5 psi GOOD S 'Pse a 2!.:0" x 2%0" x 10" plain concrete footing I . F t) or ANNL DATE. ()-aoo C J oa NO: R -Q q 0 OF eN PROJECT: C V c J 1' V(XJJ aa x 3L -,0" x Cas' RE: U► -- A - f o-n+ Load ❑ ❑ lL -}t 1 \10 , ar • z 35.11wc�, LT nj ;.3L • W I ■ J ' I a ;'- 4 Q z Cht.c-'(_. Overiurn'4) 2 nI o MOT = S S,‘1 4-.❑, ) Mcz_ .3 ,(0 O )( I,S ,5)(22 1 1 ) 4' a• -3 b3(q•2s ) + , 3t.al. b$ 0 ft 0 = a(ea IL.Fti IA o M2It = C01156)(1,5 ,5 A2.2-)C ►) i1' a -fs >+- a,-3L3(I ) • a — % aaa �-F x %= M/cA = ;L - 58.5 1 _ q_2.3Ft e = l.`Y- t n .32s + a .36 c i ono . a } 6 M aa.05 I + `(aaas l,-0 -� y o.,,as� L � 13 L J (3 is )(2.1.7) (3 • S ) (2z0 1 4"111‘ =C� _ (,M = p,146L.0 i3 L b -' <; Mo 5-5,51 Q) 9 N a y `a by „) x =g Kve , ; - ,.,1 O L'; q9 ni ct,;Centleyt Harper Houf Peterson Righellis Inc Current Date: 6/22/201 0 1 0 :43 AM Units system: English Flle name: O: \HHPR Projects \C'EN - Centex Homes (309)\CEN - Plans \CEN -090 Summer Creek Townhomes\calcs\Unit A \foundations \Front Load 2.etz\ Ni33 =51.9,[Kip'ftj M33 =12.19 (Kip'tt] NtOrrtentS C F21) �'i� x ;Bendy f Harper Hoof Peterson Righellis Inc, Current Date: 6122/2010 :10:35 AM: Units system: English File name :•O; \HHPR Projects \CEN; - Centex Homes. (309)ZEN.- Plans \CEN -090 Summer Creek.Townhomes \calcs \Unit A \foundations \Front Load.etz\ Utz! IT M33 =?5:68 ]Kip +ft] . • 4 ' M33 = -30.27 IIUp'rt] • Y A x, MO Mert4 LC2. \73 (o-aoko �� DATE. -No: � P ROJECT: aVd CoONV (\ � t RE: UN 17 F1 - R�(a'� Lo()� �f 2 00 bb t.. Cl 3 '0 30,41 Z 1. o o 2 i II D J 0 a 4 W � d aa' 4 0 U Chevy- 0 ver - ro 2 Mor = 3o,4 \ fi x+414 (a,16b )(do> 1t.. lb kF � 0 Mg_ = (o, Iso)C,a>(► )(I n(aa) +- - 3,150) )- '1-353(al) aaq.q�l�Ft; z M21nno 1'°►b )1,5 ; - O - F El 6 a,o.906 C i .x ao AO t4 (ao %-ry n = oto,°lot _ ( av,c ®Ns ( %tom �} _a (5_ 3 LCr3-2) 3(a)( a - &cc 4 a '{J 00x 1 1~5: 1500pJ - 0 i�rti ry ' rirjeenttey — H Houf Peterson aighellis llnc. Current Date: 6/22/201'0:10:38 AM Units system: • English File narime:0:\HHPR ProjectsMCEN - .Centex Ho'mes'(309)10EN - Plans \CEN -090 Summer Cieek`Towhhomes \"talcs \Unit•A \foundations \Rear Load.etz\ 11433743.24 [19p'11] 11433 =45.06 [llp'ft] Y A X. • I M 1 L re s Harper Houf Peterson. Inc. Current Date: 6!22/2010 10:43 AM Units system: English File name: O:\HHPR Projects \CEN - Centex Homes (309j10EN - Plans \CEN -090 Summer Creek Townhomes\caics\Unit A \foundations \Rear Load 2.eti\ M3.3=41.88 (K1p' tl • I t N M33= -46.37 [lCp'h] A X . MGMeAt- 4 BY A \\,, --: - aolo JO No.: . ley e o OF . , PROJ EC f : 4 i RE: ' Rear Loo r) 00b f)3 , 7C1 X L (.,i2, FTE 1- w : - " .. 1v11-nok -..% Oryvk ir‘s\ WC. 7 i I .. . j o fr . 1 i - . ! I O ta I • ! 1 . . A _ U n 0 123 1G --3 O . 0M„ aci0AsS9(a 2 , t 1 ( 1- )j P 4. itt! Ot i • A s 0, .3q3.to x,a' U a ,= o. b Cwoo 0-4) 0 „L:1.0 1 ., .. • ‘. , re 0 ir_ z 1 . .*:: t alii:_ea0 K. c El 6 0 . kfuv Tr OIC■ A'S = :0.49 V\i CA 1. al_01.160p,000)10,t)(3ouo")(1.4) ,,,_, , , :0.M i'N = 0,, "''' `7-i) '31.a.a- • tfl 4 s 6_0_ h oic, A$7.-. 0,( L I t x" 0, (0 i 4 )( 40 /0, ?_)C3oonciA.) 0,L39 IN N 6,L,sci i :63 Ailn Qtxuk ic,c+,Yi(1,72 -- PH > M wo ... o V- e top f bi-ton 0 . . 0 ._ --, t .. • • I " 7 4i1 l' •6 • :$ ' " a If I • . • ` • ' •- = = •-• ,F4,1 : , 4 i : . I :, '2 ‘ 4 • I d 4 _ 44 . i H ! 1 . I ■ BY DATE JO P NC OF 1 I PROJECT: 1 I , . ITrofh c.c° A1.0c3 II D ,t II r o w 1- w o 2 ,,, A . 1 • 4" 2 . . w , . C :,1 C\\tX ol.. 1'5 V-fi_. . . < , O w 1 . ; c)r\ .c, -. 53 ,,L1 1 4 vA . ,...) z iii . I z , = U dt A .-)-1 -E-ck. O . UV-3) — 5A. LS k-C- z OR`lx ---,- a 0 (a\ 12.) o , 2 r 1' U)_#IS: .e_ le> O. C.. s :-- O. totko ■ i.): A '3,5 (k, -4-1-e Fr . .. n I._ • z Q ;:i06) io,aY3006)(4):- IlpiTT O 1 WAYN :7- a.) l % WI t, \ (00,PLIO)65 "''' H CL _ To) ) 6,. koblo k a ..r. ( ■ , (,),:-+%.,;)( Co 0 ood) /..(e),?,;•.sockci".44.1..1.) 1 .:...- 0, L 4.2_ it-i \ - . ‘5=@ �M .. C), ■q — >S3 ,- . etc- Ito) -0 '---• e to" 0, c . A t ; 0 t La k (\) 0 ci i t 0 M y■ .1- 0 , ° tC) ( \ a — e3 " -- !' ) 1/2_,) :-_- 8 q .55 r...c-t, )b ki : . 0 t 3 ,,, . ,. ..0_4 ,„ .1 Z 11 i Tr ‘' ik qe, r",:' ote, • k\ 0. trm 0,.(10(oo,o(x)')(ts- 0 Avi -.7. 5a.kL 1 2i .. 1 . , . . . i . OYf DATE: ` �I 1 1 0 JOG NO : /7 0 OF V �{I\ P ROJECT: y� (^� 's 1,25 RE: U1 11k 1 1 — 1�� 5V..+ CI Cl aL.omst • z s.a v, +may 1.bio • W O 2 Lij FL 1 o o W • Z • o � a Check. Overfum - ccj Apr- ar..03 tc.GIi Mt2 (610,1scii1,5)( (a)4- X1 .11. MR. (b-(04tS6)C..1,5 ( - S 1 Liz.(z) Cl M12, 41,°t� = 1(1 ) <<s 0`4-- o • z o no , - cd �C .o -, LLI > = MI _ 4 4- kAL -a4,o3 _ \,ag0\FE e - a:)_01 Ft 9 t 4-1,b6 3L(52,-2e) 313Y,- cQ(Q,")01)) FOr shcdi 4 (^'6ti1It — 056 7)1600 Ove (-4v n M ot - a r ., per, - N14 L . I- 3 +-( u 4-3,210 4 D t_ 5R. 51- A. , • J\ (S, 2 i- a X(.) a-- (I , (� � 1- 3 ,2 r g o L o f S 10 t x I;SMo <M0_ h to -►, a . 0 54 cool-,n g s i 3 e o\L iF lop rv - 10 '(z1- (5,2+ 2)( 4- (I,(9L4- 3,2)(0 +3D�- 11S Moc.M,.z 1 , 5 (24 ` — ' 32,1 4 3 pL. a.115 0 0 fang x x 15" k M I Q _ 4 r� -�r v . ,, (- a.as rs:z + "5.2� ►.b�r3.Z� >S,5 6 1 - , C x 1 4 (15.5 � a mq 0 ki e) BY. I i\ L / DATE: 30 i t / , .JOH No (I / y -O c %'\ OF PROJECT: RE: - "(`(>O.X = 4C DL r ❑ ❑ 3 M,L -2(e)) F � x aSF t x \S" DL= a7:92$ ,p _ o W 1 VYLo = �-1 (4k, on-� o a .35 v"--5- N fcl T f L `c 3 t5" 3`� `� z I ca_ - 15:)(4, e =t o C 4 . r \O.� _ - f (I (,:),(3s" ,:) , (3 s" ) ccrr Sk(lcrl { v At) lcxa of I V1 ❑ oo LL z $ = I- a • d ti y , r; 1 ap • W W p !o "o 4 . q t 1 � Harper Houf Peterson. iRighetlis Inc, Current Date: 6%22/,2 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\fouridations \Interior 2.etz1 M3 =2:55 JKIp'ttJ' • M33= -17.88 (Kip'ftJ Y I X' Z NeY4 LC l r i A rz ) ` > � Harper Houf Peterson Ri'ghel�is iin:c. Current Date: 6/22/2010 10:42 AM Units system: English, File. name: O:\WMPR Projects\CEN Cantek1Flotile`s (309) \CEN' - Plans \CEN -090 Summer. Greek Townhomeslcalcs \Unit Alfoundationsllnterior.etz\ M = M33=- 9.271Kip'111 ; MOM:en L C " : ;; 2---k , . , i • , •=, .. . M • . NI ... , . i;',:) • 4 ■ 1 1, : . P I • i • i . . I . • 1 - i *) ': 1/4S11W C b - -s z D 0 7 .. 0 2 , I El 5*-6' CI 11 4- L) 41 b 44- V) VI.14_ I 0 C C ''' V )(000 0)0b 0 = WO bow.° , , , z ( '21 (poo 'Das 5 4 \\S'O . .7T-SV . i'al 9 - V - 4-() Yr:A 1 -- •• •• -,:. ,,, . , a . 0 . ..... . 0 „ c .. , c ID 0 51 ,4. 1 2. '?.' - i g - i - 3 0 2 11 P 1;1 ci 'e, ca .4.0-. ip.000 I llorYllaakk ?kU . . , . , . I :.1.03 rm.] d 30 Cib C) N ) ON aor 0) 06 -' 9 :3,v. 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 Fc Stem = 8:00 inches Note: hef above is the the embedment into or cmax = 5.25 inches the foundation and does not consider stem WE Fnd Width = 36.00 inches cmin = 2.25 inches c = 18.00 inches W 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 = 0.75 strength reduction factor = 0.75 strength reduction fact Calculations Calculations AN = 68 in AN = 1296 in` ANo = 110.25 in` ANo = 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 ¢N = 3,299 pounds 4NCb = 41,341 pounds Combined Capacity of Stem Wall and Foundation 4N = 44,640 0.754,N = 33,480 Concrete Side Face Blow Out Givens Abp = 2.15 in` fc = 3000 psi c,,,t 18.00 inches 0:75 strength reduction factor Calculations N = 231,191 pounds 4 Nsb = 173,393 pounds Concrete Pullout Strength Givens Ab = 2 fc 3000 psi 4 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 4):= 0.80. strength reduction factor Calculations N = 35,148 pounds ON, = 28,118 pounds 33,480 Ductility Met Holdown Check Holdown: I ID,U 14: Holdown Capacity= 1'4930 pounds 1.6* Capacity= 23,888 pounds 23,888 < 28,118 'Holdown Checks 73.12D 6Y: DATE PROJ ECT. F2F. S �L m Ukiah w V00 1 n ❑ ❑ e Sides OF F�ilatnojs LL F ✓ 0 W asct(1,2.?4F)= PL -P 300 P •wo,■) id b • IJ 8 Ca21evels)C sc.) = adb P� S oof O Q 40 IN CIS0fk.c �1 (IZ)= 333 S\-e.rn /, O w ( Ii)C t s4'(�c )C 0: — I w PLC U Z z LL o 05cC)(2 tevels ")(O v's0: (AO pk,F Moor 0 TT}a■ 1.00 4, = 1` +- WOu.) YY1o,�c Sb \SOO psF = tsoopc.,p • w o 018 I + Ic O W S \SCOW - - W = 1 .0(4, iS" 2 • 0 • Z o e rein , C:(0-0( Qv bu i id ++ncp O H a DL o as S u 'Zoo pLp- ck t■ • (gX ' evets)(1. sF - a34 t'tF S\o'_ 4010 (tSopc.F X '1r2. = 33'" pi.,F S\-e 0112)Ci5ow� IOt�I� (18,1 �� E sc ` = 3 , a 1 Q c f F LL ° 0 o) p L,F (l`b)(2s) = ` S PI,F O c) • I V• �_ Tl_d a3u3t " 0.i ' a� 5: aak13 +- look lsoO(A) ► j = ScoME c k s !t mlrws •S lour I c�ek ds TLJ \3 `ocl t0UIo,) t� 1.00 < < 0 Je_ S•' @ Pa(wcAe DL. o \ ° asC12)( 1 . wu l (' 2 1'3 7 l.F S too r' 40l145o0C.' ?la. elI�. = 333pLG 51 (12, u)1 - 1001/40 LL ° (,~124)(4•0)C2,) = t2510 ?L\= S tour TL a6a91 - 100w :231Ni US€ a9 IA)