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R ECE V F ) D i1 iN 9 2011 Structural Calculations WILDING FTIGAM for Full Lateral & Gravity Analysis of Plan C 1 186 Lot 54, Summer Creek Townhomes ocieo Tigard, OR Prepared for Pulte Group 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. 98 sheets total including this cover sheet. s 1RucTuR 4L .4VI PROF t� 2,3� £'1 � y OFFICE COPY J 6 J OREGON 12 y 15, • , J. ENIC (EXPIRES• 12-31 -2011 l This Packet of Calculations is Null and Void if Signature above is not Original Harper Houf Peterson Righelhs Inc. CNOINCCRf .PLANNER& 1A N09C nli CntI EC I'S +SUAVEY OR9 205 SE Spokane St. Suite 200 • Portland, OR 97202 a [P] 503.221.1131 • [F] 503.221.1171 1 104 Main St. Suite 100 • Vancouver, WA 98660 • [P] 360.450.1141 ♦ [F] 360.750.1 141 1 133 NW Wall St. Suite 201 ♦ Bend, OR 97701 ® [P] 541.318.1 161 0 [F] 541.318.1 141 Structural Calculations for Full Lateral & Gravity Analysis of Plan C 1 186 Summer Creek Townhomes Tigard, OR Prepared for Pulte Group July 13,2010 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. 98 sheets total including this cover sheet. This Packet of Calculations is Null and Void if Signature above is not Original Harper }Iouf- Peterson Righellis Inc. 205 SE Spokane St. Suite 200 a Portland, OR 97202 • [P] 503.221.1131 a [F] 503.221.1171 1 104 Main St. Suite 100 o Vancouver, WA 98660 0 [P] 360.450.1 141 0 [F] 360.750.1 141 1 133 NW Wall St. Suite 201 • Bend, OR 97701 0 [P] 541.318.1161 0 [F] 541.318.1 141 Design Criteria Project Scope: Full lateral & Gravity Analysis of Unit C Design Specifications: Wind Design: Basic Wind Speed (mph): 100 From Building Authority Exposure: B From Building Authority Importance, IW: 1 2006 IBC / 2007 OSSC Occupancy Category: II Residential • Earthquake Design: Seismic Design Category: D From Building Authority Site Class: D Assumed, ASCE 7 -05 Ch. 20 Importance, IE: 1 ASCE 7 -05 Table 11.5-1 Ss: 0.942 USGS Spectral Response 51: 0.339 USGS Spectral Response Map Dead Load: Floor: 13 psf Wall: 12 psf Wood Roof: 15 psf Live Load: Roof: 25 psf Snow Floor: 40 "psf Residential Floor Materials and Design Data: Materials: Concrete Compressive Strength, f'c: 3000 psi Foundations & Slab on Grade Concrete Unit Weight, ye: 145 pcf Steel Reinforcement Yield Strength, f 60,000 psi Wood Studs (Wall Studs): Hem -Fir #2 2x & 4x Wood Beams & Posts: DF -L #2 6x "& Greater Wood Beams & Posts: DF -L# 1 Glulam Beams: 24F -V4 PSL Beams: Fb =2,900 psi, FV= 328psi, E =2.0 Million TS /LSL Beams: Fb =2325 psi, FV= 460psi, E =1.55 Million Design Assumptions • 1. Allowable soil bearing pressure (qa) : 1500 psf Assumed 2. All manufactured trusses, joists, and flush beams u.n.o. shall be designed by others. Structural Analysis Software Used: Mathcad 11 Microsoft Excel 2000 Wood Works — Sizer version 2002 Bently RAM Advanse Harper Project: Summer Creek Townhomes UNIT C Houf Peterson Client: Pulte Group Job # CEN-090 Righellis Inc. ENGIN::ERS • PLANNERS Designer: AMC Date: June 2010 Pg. # LANDSCAPE ARC SERVE PORN DESIGN CRITERIA 2007 Oregon Structural Specialty Code & ASCE 7-05 Roof Dead Load RFR:= 2.5-psf Framing RPL := 1.5- psf Plywood RRF := 5.psf Roofing RME := 1.5.psf Mech & Elec RMS := 1.psf Misc RCG := 2.5.psf Ceiling RIN := 1- psf Insulation kJ) L 15.:psf Floor Dead Load FFR := 3 -psf Framing FPL := •psf Sheathing FME := 1.5.psf Mech & Elec FMS := 1.5•psf Misc FIN := .5-psf Finish & Insulation FCLG := 2.5-psf Ceiling Wall Dead Load WOOD 12.psf INT_ WaI1 Roof Live Load 01;i7-.=0P-sf Floor Live Load ' FLL 40:134 Harper Project: Summer Creek Townhomes UNIT C t i, Houf Peterson Client: Pulte Group Job # CEN -090 Righellis Inc. ENGIN -R; . PLANNER- Designer: AMC Date: June 2010 Pg. # :ANUSCARE ARCHI? SC 55• SURVEYORS Transverse Seismic Forces Site Class :D Destgri`Catagory D Buildmg'OccupancyCPtegory "II Weight of Structure In Transverse Direction Roof Weight Roof Area 748 ft2 12' RFWT := RDL•Roof Area RFWT = 12566-lb Floor Weight Floor Area2na 605'.ft FLRWT2nd := FDL•Floor Area2nd FLRWT2nd = 7865•lb ;Floor .Qrea3rd`� 600 ft FLRWT3rd FDL•Floor Area3rd FLRWT3rd = 7800.1b Wall Weight EX Wall Area (2203) ft2 INT W Area (906) ft WALLWT := EX_Wall EX_Wall Area + INT Wa11 1NT_WallArea WALLWT = 35496•lb WTTOTAL = 63727 lb Equivalent Lateral Force Procedure(12.8, ASCE 7 -05) fi 32 Mean Height Of Roof I e , 1 Component Importance Factor (11.5, ASCE 7 -05) R :=::6.5 Responce Modification Factor (Table 12.2 -1, ASCE 7 -05) 'Ct : p2 Building Period Coefficient (Table 12.8 -2, ASCE 7 -05) := .75 Building Period Coefficient (Table 12.8 -2, ASCE 7 -05) Period T := Ct• (hn)x T = 0.27 < 0.5 (EQU 12.8 -7, ASCE 7 -05) St = 0:33.9 Max EQ, 5% damped, spectral responce acceleration of 1 sec. (Chapter 22, ASCE 7- 05)...or Ss,: . 0 Max EQ, 5% damped, spectral responce acceleration at short period From Figures 1613.5 (1) &(2) F 1.123 Acc -based site coefficient @ .3 s- period (Table 11.4 -1, ASCE 7-05) Vel -based site coefficient @ 1 s- period (Table 11.4 -2, ASCE 7 -05) Harper Project: Summer Creek Townhomes UNIT C ', :• Hoof Peterson Client: Pulte Group Job # CEN -090 Righellis Inc. ENGINEez5 .. CANNERS Designer: AMC Date: June 2010 Pg. # LANDS-CAFE ARCNIT£CTS,SURV£tOHS S MS Fa Ss SMS = 1.058 (EQU 11.4 -1, ASCE 7 -05) • S .— 2 3MS Sd = 0.705 (EQU 11.4 -3, ASCE 7 -05) S := F S1 SMl = 0.584 (EQU 11.4 -2, ASCE 7 -05) 2•.SM1 Sdl := 3 Sd1 = 0.389 (EQU 11.4 -4, ASCE 7 -05) Cst := Sds'le Cst = 0.108 (EQU 12.8 -2, ASCE 7 -05) R ...need not exceed... Shc 'le 12.8 -3, ASCE 7 -05 ax Csmax = 0.223 (EQU 7-05) Cs T ...and shall not be less then... C1 := if(0.044• < 0.01,0.01,0.044- Sd l r 0.5.Si. Ie1 (EQU 12.8-5&6, ASCE 7 -05) C2 := if l Si < 0.6,.0.01, J R Cs := if (C i > C2, CI , C2) Csmin = 0.031 . Cs := if (Cst < Cs Cs if (Cst < Csmax , Cst, Csmax)) Cs = 0.108 V • Z Cs- WTTOTAL V = 69141b (EQU 12.8 -1, ASCE 7 -05) E := V•0.7 E = 4840 lb (Allowable Stress) C- L-3 Harper Project: Summer Creek Townhomes UNIT C ; 8 ' Hod' Peterson Client: Ptilte Group Job # CEN:090 Righellis Inc. ENGINEERS • PLANNERS Designer: AMC Date: June 2010 Pg. # LANDSCAPE ARCHITECTS•SSRVEYORS Transverse, Wind Forces (Method 1 - Simplified Wind Procedure per ASCE 7-05) BakWiricf Posure:B BUifd4b0upiii.4:categofy:;.ji I := 1.00 Importance Factor (Table 6-1, ASCE 7-05) = 32 Mean Roof Height • X := , 1,60 Adjustment Factor (Figure 6-3, ASCE 7-05) 2-.1.16.ft Zone A & B Horizontal Length Smaller of... (Fig 6-2 note 10, ASCE 7-05) a2 = 3.2 ft or a2 := ft a2 = 25.6 ft but not less than... a2 := 3.2-ft a2 = 6 ft Wind Pressure (Figure 6-2, ASCE 7-05) Horizontal 'one = 1 92 psf ti0; = 3 0.# , • . 'NObii.413 4 i, .1 3 40 Vertical =.12,i5Sf - „ —6 4 psf Basic Wind Force PA := PnetzoneAciw X PA = 19.9.psf Wall HWC PB PnetzoneWlw' X PE = 3.2-psf Roof HWC PC PrietzoneCiw' X Pc = 14.4-psf Wall Typical PD PnetzoneD'IwA PD = 3.3. psf Roof Typical PE := PnetzoneFiw' X PE = —8.8.psf PF := PnetzoneFiw X = —12.psf PG := PnetzoneOw X PG = —6.4.psf Pnetzonel-l'Iw X PH = —9.7. psf Harper Project: Summer Creek Townhomes UNIT C Hout Peterson Client: Pulte Group Job # CEN-090 Righeilts Inc. ENG■htERS PLANNERS Designer: AMC Date: June 2010 Pg..# LANDSC A S EC I'S •EURVFYORS Determine Wind Sail In Transverse Direction W$AELZoileA := ysjsAk 355 ft Ayft- wA := wsAll-zoneA-PA WA = 2846 lb WB := WSAII-ZonewPB WB = 93 lb WC := WSAILZoneC'PC Wc = 16171 1b WD := WSAILz WD = 13 lb Wind_FOrce := WA + WB + Wc + WD Wind_Force := psf.(WSAILz + WSAILz + WSAILz + WSAILz Wind_Force = 19123 lb WindForce = 12990 lb W'A* Z'OneE :-= M T "'Wf F -! = -- 43: 1t WSA.IkZ,S' := 334- ft; WSA]iLZ = .327 ; ft - • WE := WSAILz„ PE WE = – 378 lb • WF := WSAILZoneFPF WF = – 516 lb WG := W SAILZoneG* PG WG = – 21381b WH := W SAILz PH WH = –3172 lb • Upliftnet := WF WH + (WE + WG) RDLIWSAILZoneF WSAII-ZoneH (WSAII-ZoneE WSAILZoneG)] 1.12 -6' Uplift = 1326 lb (Positive number...no net uplift) DO NOT USE ROOF DEAD LOAD FOR SHEARWALL HOLDDOWN CALCULATION C L-55 Harper Project: Summer Creek Townhomes UNIT C H Peterson Client: Pulte Group Job # CEN -090 Righellis Inc. Fhu;NEtRS � LANNE S Designer: AMC Date: June 2010 Pg. # LANDSCAPE ARCHlTECTS•SURVEVORS Longitudinal Seismic Forces Site cuss D Design Gatagory D Buildtrig Occupancy Category. lI Weight of Structure In Longitudinal Direction Roof Weight Roof Area = 838 ft w,„:= RDL•Roof Area RFW = 12566-lb Floor Weight Floor_Area2 = 605 ft FL Q0,:= FDL•Floor Area2nd FLRWT2nd = 7865-lb Floor_Area3 = 600 ft K = FDL•Floor Area3rd FLRWT3rd = 7800-lb Wall Weight .EX, Wall _ Area (2203) .ft2 INT Wall Area = 906 ft WNW EX_Wall + INT_Wall WALLwT = 35496-lb WTTOTAL = 63727 lb Equivalent Lateral Force Procedure(12.8, ASCE 7 -05) h n = 32 Mean Height Of Roof = 1 Component Importance Factor (11.5, ASCE 7 -05) R '_; 6.5 Responce Modification Factor (Table 12.2 -1, ASCE 7 -05) C = 0.02 Building Period Coefficient (Table 12.8 -2, ASCE 7 -05) x = 0.75 Building Period Coefficient (Table 12.8 -2, ASCE 7 -05) Period T := C t • r h l x T a — — '0.27 < 0.5 (EQU 12.8 -7, ASCE 7 -05) l n / 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 (1) &(2) F = 1.123 Acc -based site coefficient @ .3 s- period (Table 11.4 -1, ASCE 7 -05) F,, = 1.722 Vel -based site coefficient @ 1 s- period (Table 11.4 -2, ASCE 7 -05) Harper Project: Summer Creek Townhomes UNIT C ‘Ht# Houf Peterson Client: Pulte Group Job # CEN-090 W Righellis Inc. ENGINEERS* PLANNERS -- Designer: AMC Date: June 2010 Pg. # LANDSCAPE ANCHITECTS•SuRVEYORS F S SMS = 1.058 (EQU 11.4-1, ASCE 7-05) 2 - Sms Sd = 0.705 (EQU 11.4-3, ASCE 7-05) 3 A S , k,m A := F Si Smi = 0.584 • (EQU 11.4-2, ASCE 7-05) 2• Smi A SAL,:— Sdi = 0.389 (EQU 11.4-4, ASCE 7-05) 3 Sds ' le R Cst = 0.108 (EQU 12.8-2, ASCE 7-05) ...need not exceed... Sdrle Cs - Cs = 0.223 (EQU 12.8-3, ASCE E 7-05) AAAARRAM ...and shall not be less then... if(0.044-Sd < 0.01, 0.01, 0.044-Sd ( " ,:= if Si < 0.6,0.01, . S1.1 e ) R (EQU 12.8-5&6, ASCE 7-05) a if (CI > C2, C 1 , C2) Cs = 0.031 Cs := if (Cst < Cs , Cs , if (Cst < Cs , Cst, Cs Cs = 0.108 V :F CS•WTT0TAL V = 6914 lb . (EQU 12.8-1, ASCE 7-05) E := V•0.7 E = 4840 lb (Allowable Stress) • Harper - Project: Summer Creek Townhomes UNIT C iyos }loaf Peterson Client: Pulte Group Job # CEN-090 4 w - Righellis Inc. -- ENSINFERS • PLAtitieRS Designer: AMC Date: June 2010 Pg. # LANDSCA AKCHITECTS•SURVEYORS Longitudinal Wind Forces (Method 1 - Simplified Wind Procedure per ASCE 7-05) Basle Wind Gust) Exposure : B ,Piij:1014gQ40449Y(496; I = 1.0 Importance Factor . (Table 6-1, ASCE 7-05) h = 32 Mean Roof Height X = 1.00 Adjustment Factor (Figure 6-3, ASCE 7-05) 2,146 Zone A & B Horizontal Length Smaller of... (Fig 6-2 note 10, ASCE 7-05) a2 = 3.2 ft or a2 := a2 = 25.6 ft but not less than... a2 •— 3-2-ft AwPow— a2 = 6 ft Wind Pressure (Figure 6-2, ASCE 7-05) Horizontal Pnet = 19.9- psf PnetzoneB = 3 . 2. 1 3 sf PnetzoneC 14.4.psf PnetzoneD = 3 - 3. Psf Vertical PnetzoneE = —8.8.psf PnetzoneF = —12.psf PnetzoneG = Pnetzonefi = —9 - 7- Psf Basic Wind Force ,:= PnetzoneAjWX PA = 19.9.psf Wall I-IWC / KW= Pnetzonewiw X Pg = 3.2-psf Roof HWC Pnetzoneciw' X P = 14.4.psf Wall Typical „ PnetzoneD'Iw-X PD = 3.3- psf Roof Typical X Pnet„,E.I„- X PE = —8.8-psf PnetzoneF Iw* X PF = —12-psf PnetzoneG'IWX PG = —6.4-psf Pnet PH — —9.7.psf L—(6 Harper Project: Summer Creek Townhomes UNIT C Houf Peterson , -r:!;i • Client: Pulte Group Job # CEN-090 Righellis Inc. ENGINEERS,* REANNERS Designer: AMC Date: June 2010 Pg. # “NGSCAPE ARE:MfTECTS•SIINVEVORS Determine Wind Sail In Longitudinal Direction mcA :7 , 4. 44) wsAll-zoheA.PA WA = 2746 lb WSAILZonewPB WB = 163 lb WSAII-ZoneC 'PC Wc = 3326 lb WSAII-ZoneD'PD WD = 376 lb Wind ,Force := WA + WB + W + WD . .,vonw Winc. aAc := 10-psf.(WSAILz + WSAILz + WSA1Lz ± WSAILz Wind_Force = 6612 lb Wind_Force = 5340 lb 2 151 ft WS = 13 k;11 = 242 ft \AN.A4,94.: WSAILz WE = - 1329 lb XF AA := WSAILZoneFPF WF = - 1656 lb WSAILz WG = -1549 lb WSAILZonal'PH WH = -2095 lb Xaftw WF + WH + (WE + WG) + RDL-EWSAILz + WSAILz„,H + (WSAILz„ + WSAILz„,4- .6-1.12 Uplift = 901 lb (Positive number...no net uplift) DO NOT USE ROOF DEAD LOAD FOR SHEAR WALL HOLDDOWN CALCULATION t.9 • 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 7= 1.00 Iw= 1.00 • Wind Sail ft z • Wind Net Design Wind Pressure (psf) ( ) Pressure (Ibs) Zone A = 19.9 143 2846 Wall High Wind Zone Horizontal Zone B = 3.2 29 • 93 Roof High Wind Zone Wind Forces . Zone C = 14.4 1123 16171 Wall Typ Zone , Zone D = 3.3 4 13 Roof Typ Zone Zone E = -8.8 43 -378 Roof Windward. High Wind Zone Vertical Zone F = '12.0 43 -516 Roof Leeward High Wind Zone Wind Forces Zone G = -6.4 334 -21 Roof Windward Typ Wind Zone Zone 1-1= -9.7 327 . -3172 Roof Leeward Typ Wind Zone Total Wind Force =l 19123 lbs • I Use to resist wind uplift: Roof Only • Total Exterior Wall Area= 2203 ft 2 Uplift due to Wind Forces= -6204 lbs Resisting Dead Load= 7517 lbs ' E =I 1313 Lbs...No Net Uplift I Wind Distribution Tributary to Diaphragms • Wind Sail Tributary To Diaphragm (ft Zone A Zone B • Zone C Zone D • Main Floor 55 6 429 0. Upper Floor 59 0 355' 0 . Main Floor Diaphragm Shear = 7291 lbs . • Upper Floor Diaphragm Shear = 6286 lbs Roof Diaphragm Shear = 5546 lbs • Wind Distribution To Shearwall Lines MAIN FLOOR UPPER;FLOOR ROOF • • Tributary, Line Shear Tributary Line Shear. Tributary , Line Shear Wall Line Diaphragm (Ibs) Diaphragm - • (lbs) Diaphragm (Ibs Width ft Width (ft Width (ft) ) A 15.83 2321 6.58 1150 19.00 2773 B 19.00 2785 18.00 3143 0.00 .. 0 C 14.92 2186 11.42 1994 19.00 2773 E= 49.75 7291 36" . '6286 38:00 5546 • • Harper Houf Peterson Righellis Pg #: • Transverse Seismic Line Shear Distribution Seismic Design Category = D Occupancy Category = II Site Class = D S1= • 0.34 , Ss = 0.94 Importance Factor = 1.00 Table 11.5 -1, ASCE 7 -05 Structural System, R = 6.5 Table 12.2 -1, ASCE 7 -05 Ct= 0.020 Other Fa = 1.12 Fv = 1.72 Mean Roof Height, H (ft) = 32 Period (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 Spy= 0.39 Equ. 11.4 -4, ASCE 7 -05 Cs = 0.11 Equ. 12.8 -2, ASCE 7 -05 Csmin = 0.01 Equ. 12.8 -5 & 6, •ASCE 7 -05 . Csmax = 0.22 Equ. 12.8 -3, ASCE 7 -05 Base Shear coefficient, v = 0.076 Weight Distribution Determination to Diaphragm . Floor 2 Diaphragm Height (ft) = 8 Floor 3 Diaphragm Height (ft) = 18 Roof Diaphragm Height (ft) = 32 Floor 2 Wt (lb)= 7865 Floor 3 Wt (Ib)= 7800 . Roof Wt (lb) = .12566 Wall Wt (lb) = 35496 Trib. Floor 2 Diaphragm Wt (Ib) = 22063 Trib. Floor 3 Diaphragm Wt (Ib) = 21998 Trib. Roof Diaphragm Wt (Ib) = 19665 Vertical Dist of Seismic Forces % total of base shear Rho Check to Shearwalls (lbs) 1Cumulative to shearwalls I . Req'd? • Vfloor 2 (lb) = 711 100.0% Yes Vnoor 3 (Ib) = 1595 85.3% Yes Vroof (lb) = 2534 52.4% Yes Shear Distribution To Wall Lines Wall Line Tributary Area Tributary Area Tributary Area Floor2;Line Floor 3 Line Roof Line Floor 2 Floor 3 Roof Shear Shear Shear sq ft sq ft sq ft lbs lbs lbs • A 124 105 326' ' 168 -. • 314 " . 1185 B 273 259 0 369. 775 0 C - 129 .169 371 _ 174 _. • . 506 1349 Sum 526 533 , • ' 697 , 71.1 ;•- ..1595 2534.,, • Total Base Shear* = I 4840 LB *Base shear assumes rho equal to 1.0. See shearwall analysis spreadsheet for confirmation of rho. • Harper Houf Peterson Righellis Pg #: Longitudinal Wind Line Shear Distribution ASCE 7 -05, section 6.4 (Method 1 - simplified) Design Criteria: • Basic Wind Speed = 100 mph Wind Exposure = B (Section 6.5.6, ASCE 7 -05) . Mean Roof Height, H (ft) = 32 Roof Pitch = 6 /12 Building Category= II (Table 1604.5, OSSC 2007) Roof Dead Load= 15 psf Exterior Wall Dead Load= 12 psf = 1.00 Iw= 1.00 Wind Sail (ft Wind Net Design Wind Pressure (psf) Pressure (Ibs) • Zone A = 19.9 138 ' 2746 Wall High Wind Zone Horizontal Zone B = 3.2 51 163 ' Roof High Wind Zone Wind Forces Zone C = 14.4 231 3326 Wall Typ Zone Zone D = 3.3 114 376 Roof Typ Zone Zone E = -8.8 151 -1329 • Roof Windward High Wind Zone Vertical Zone F = -12.0 138 -1656 , Roof Leeward High Wind Zone • Wind Forces Zone G = -6.4 • 242 -1549 Roof Windward Typ Wind Zone Zone H = -9.7 • 216 -2095 Roof Leeward Typ Wind Zone Total Wind Force =1 6612 His • Use to resist wind uplift: Roof & Half of Upper Floor Walls Total Exterior Wall Area= 2203 ft Uplift due to Wind Forces= -6629 lbs Resisting Dead Load= 10160 lbs E =I 3531 Lbs...No Net Uplift • Wind Distribution Tributary to Diaphragms • Wind Sail Tributary To Dia • hragm (ft Zone A Zone B Zone C Zone D Main Floor 58 • 0 98' ' • . 0 Upper Floor 59 0 99 . 0 .' Main Floor Diaphragm Shear = 2565 lbs Upper Floor Diaphragm Shear = 2600 lbs • Roof Diaphragm Shear = . 1447 lbs • Wind Distribution To Shearwall Lines MAIN FLOOR UPPER FLOOR ROOF Tributary Line Shear Tributary Line Shear Tributary Line Shear Wall Line Diaphragm (lbs) Diaphragm (lbs) Diaphragm (lbs) • Width ft Width ft Width ft ma= Ezzezzamtzszm :u, , mizazzazazzinzazza 1 8 1283 8 1300 8 . 723 2 8 1283 8 1300 8 723 E= 16 2565 16 2600 16 1447 Harper Houf Peterson Righellis Pg #: Longitudinal Seismic Line Shear Distribution Seismic Design Category = D Occupancy Category = II Site Class = D S1 = 0.34 Ss = 0.94 Importance Factor = 1.00 Table 11.5 -1, ASCE 7 -05 Structural System, R = 6.5 Table 12.2 -1, ASCE 7 -05 Ct = 0.020 Other Fa = 1.12 Fv = . 1.72 Mean Roof Height, H (ft) = 32 Period (T = 0.27 Equ. 12.8 -7, ASCE 7 -05 k = 1.00 12.8.3, ASCE 7 -05 S 1.06 Equ. 11.4 -1, ASCE 7 -05 S 0.58 Equ. 11.4 -2; ASCE 7 -05 SDS= 0.71 • Equ. 11.4 -3, ASCE 7 -05 Spy= 0.39 Equ. 11.4 -4, ASCE 7 -05 - Cs = 0.11 Equ. 12.8 -2, ASCE 7 -05 Csmin = 0.01 Equ. 12.8 -5 &'6, ASCE 7 -05 Csmax = 0.22 Equ. 12.8 -3, ASCE 7 -05 Base Shear coefficient, v = 0.076 Weight Distribution Determination to Diaphragm Floor 2 Diaphragm Height (ft) = 8 Floor 3 Diaphragm Height (ft) = 18 Roof Diaphragm Height (ft) = 32 Floor 2 Wt (lb)= 7865 Floor 3 Wt (lb)= 7800 Roof Wt (lb) = 12566' . . Wall Wt (lb) = 35496 Trib. Floor 2 Diaphragm Wt (Ib) = 22063 Trib. Floor 3 Diaphragm Wt (Ib) = 21998 Trib. Roof Diaphragm Wt (Ib) = 19665 • Vertical Dist of Seismic Forces % total' of base shear Rho Check to Shearwalls (lbs) 1Cumulative to shearwalls I Req'd? Vfloor 2 (Ib) = 711 100.0% Yes Vflaor3 (Ib) = 1595 85.3% Yes • Vroot (lb) = 2534 52.4% Yes Shear Distribution To Wall Lines . Wall Line Tributary Area Tributary Area Tributary Area Flo 2-Line Floor 3 Line Roof Line Floor 2 Floor 3 Roof Shear Shear Shear sq ft sq ft sq ft lbs . lbs lbs 1 275 270 360 323 718 " 1220 2 330 330 388 -388 . . 877 -1,315 . Sum 605 600 748 711 1595 2534 . Total Base Shear* = I 4840 LB *Base shear assumes rho equal to 1.0. See shearwall, analysis spreadsheet for confirmation of rho. C — L1/5 Harper Houf Peterson Righellis Pg #: Shearwall Analysis Based on the ASCE 7 -05 Transvere Shearwalls Line Load Controlled By: Wind ' Shear 'H L Wall H/L Line Load Line Load Line Load ' Dead ' 'V Panel Shear Panel ' M MR ' Uplift Panel Lgth., From-2nd Fir. From 3rd Flr. . From Roof Load Sides Factor Type . . T, ( ft) (ft) (ft) ht k ,ht k ht k (kit) (plt) " (ft -k) (ft • (k) - 101 8 . .:5.17 5.17,. 1.55 ox ' 8.00 2.32 18.00 °-1,15 27.00 , 2.7 7 : 1209:. Double . 1.40 'VII 102 8 4.00 4.00, 2:00' on 8.00- 2.79. 8:00 3.14 . -. 1482 .. Double ' 1:40 VIIL• _ .- 103 8 . 3.83: 7.33' 2.09 ox ' 8.00 2.19 8.00 1.99 8:00 2:77 . ' 948; • Double'', 1.40 ' . VI ' 104 8... 3.50 . 7.33 229; OK 8.00, • 2.19 8.00' 1.99 8.00 2.77 948 :'. ' Double 1:40 .. VI 105 8 4.25 12.75. 1.88 OK 8:00 232 18.00 1.15 27.00: "2.77 490 . Single 1.'40`:' :" II 106 8 8.50 12.75' 0.94 'ox 8.00 2:32 18.00 1.15 27:00 ' 2.77 490 .. • Single 1 :40:; II: 107. 8 .. . 1.25„ 1.25. „6 40 8.00. 2.19 18:00 1.15' 27.00 2.77 4887 Double 1:40_ NG ' 108 8 1.25 3:50' 6.40' P "8.00 2.19 8.00: 1:99 8.00' 2.77 1987 ' Double 1.40 ' NG 109 '8 1.25 3 :50 6:40 - - 8.00 2:19 8:00 199, 8.00 2.77 , 1987 Double 1.40 NG . ' 110 _,8 1.00 3.50', „8 00 = ` la' 8.00 2.19 8.00 1.99 8.00 2.77 1987. Double 1.40 iNG ': , 201 9" 5:58 9:17 , 1.61 `'OK 9.00E ' 18.00. 2.77. 428.,, ;_. ,Single 1:40.; II ' 202 9 . '3:58 9 :17 2:51 OK . - , 9:00 1:15' 18:00 2.77 .428 Single 1:40 , . II 202A 9 3:50 ",3.50 2.57 OK 9:00 3.14: • , 898 Double 1.40 VI ' : 203 - 9 7.00` .7.00` 1.29, oic., ` 9:00 1:99 18 :00 . 2.77, 681 Single 1.40° IV 301 8 6.00 10.00 1.33 ox 8:00 .2177 277 Single 1.40 I ' 302 8 4.00 10.00 2.00 on 8.00 2.77 277 Single 1.40 I ' . ' , 303 8 4.96 9.92 1.61 ox _ 8.00 2.77 _ 280 Single 1.40 ' I . .. ' .304 8 4.96 9.92 1.61 ox 8 :00 2.77 _ ' 280, Single 1.40 I Spreadsheet Column Definitions & Formulas L = Shear Panel Length H = Shear Panel Height Wall Length = Sum of Shear Panels Lengths in Shear Line H/L Ratio = Hight to Width Ratio Check V (Panel Shear) = Sum of Line Load / Total L Shear Factor = Adjustment For H/L > 2:1 Mo (Overturning Moment) = Wall Shear * Shear Application ht Mr (Resisting Moment) = Dead Load * L * 0.5 * (.6 wind or .9 seismic) Uplift T = (Mo -Mr) / (L - 6 in) • • Harper Houf Peterson Righellis Pg #: Shearwall Analysis Based on the ASCE 7 -05 • Fransvere Shearwalls Line Load Controlled By: Seismic Shear H L Wall H/L Line Load Line Load Line Load Dead V Rho *V % Story #• Panel Shear Panel M MR Uplift Panel Lgtli. From 2ndFlr. From 3rd FIr. From Roof Load Strength Bays Sides Factor Type T (ft) (ft) (ft) ht k • ht k ht k (kit) (plf) • (plt) (ft -k) (ft -k) (k). 101 8 5.17 5.17 1.55 OK 8.00 0.17 18.00 0.31 2700 1.19 323 419 031 -. 1:29 Single 1.00 III • 102, 8 4.00 4.00 2.00 , OK 8.00 0.37 8.00 0.78 ' 0.00 286 ,372 0:24" 1.00 Single . • 1.00 III 103 8 3.83 7.33 2.09 OK 8.00 0.17 8.00 0.51 8.00 1.19. 254 - 331 0.23 .. 0.96 , Single ,0 :96 II 104 8 3.50 7.33 229 OK 8.00 ' 0.17 ' 800 0.51 8.00 1.19 - 254 ;331' '021 0:88 Single 0:88 ' III 105 8 .4.25 " 12.75 1.88 OK 8.00 '0:17 18.00 031 27.00 1.19 131 170 026 1.06. Single 1.00 I 106 _ 8 8.50.. 12.75 0.94 oii 8.00 0.17 18:00 0.31;. 27.00 1.19 131 170 NA ` 2.13 Single 1.00 I . 307 8 1:25 125 6.40 ,. 8.00 0.27 48.00 0.51. 27.00 119, 1572. 2044'. `0.08. 031. Double' .031 NG..:. 108 8 125 3.50 640 - 8.00 0.27 8.00 .0.51 _ 8:00 1:19 ` 561 730 0.08. 031 Double 031 NG x: ; 109. 8 125 3.50 6A0 8.00 027 8.00' 0.51. 8.00 .1.19 561 '730 0.08` 0.31 Double ' 031 NG 110 8, 1.00 3.50 8.00 8.00 027' 8:00' 0.51 8.00 1.19 561 730' 0.06. 025 :.Double ; .0:25 NG 201 9 5:58 9.17 1.61. oK 9:00. 031 .18100 1.19 164 213• 0:28 1.24 , ".Single 1`00 1 ' . ,202 9 3.58 9.1,7 .2:51 OK 9.00 0.31 18.00. 1.19 164 4 213 0.181 0.80 ' ' Single 0:80 dI , 202A _ 9 3.50 3.50 '2:57 OK 9:00 0.78 0.00 - 221 288 , '0.18 .0.78 r ''Single; _ 0178 III 203 9 7.00 7.00 1:29 OK 900 0:51 18:00 1.19 242'; ".314 , 0:.26 "' „, 1'.56 Single" 1:00 II . 301 8 6.00 10.00 .1.33 ok ' 8:00- .1.19, 119 , . 154 0.30. L50 Single 1:00' I 302 8 4.00 10:00 '2.00' 'OK _ 8.00 1.19 - • 119 ' ' 154 0.20 -1.00 - .Single 1.00 I 303 : ' 8 4:96 9 :92 1.61 ,OK 8.00 :1.19 119 155 0.25' 1.24 Single ' 1.00 '1 • 304 , "•8 4:96 9.92 1.61 OK 8.00 :_1.19„ `1 19 - 155 0.25 124 Single 1:00 I Rho Calculation Does the' 1st floor shearwalls resist more than 35% of the total transverse base shear? Yes Does the 2nd floor shearwalls resist more'than 35% of the total transverse base shear? Yes • Does the 3rd floor.shearwalls resist more than 35% of the total transverse base shear? Yes Total 1st Floor Wall Length = 16.50 • Total # 1st Floor Bays = 4.13 Are 2 bays minimum present along each wall line? No 1st Floor Rho = i.3 Total 2nd Floor Wall Length = 19.67 Total # 2nd Floor Bays = 4 Are 2 bays minimum present along each wall line? No 2nd Floor Rho = Total 3rd Floor Wall Length = 19.92 Total # 3rd Floor Bays = s Are 2 bays minimum present along each wall line? Yes 3rd Floor Rho = 1.0 Spreadsheet Column Definitions & Formulas L = Shear Panel Length H = Shear Panel Height Wall Length = Sum of Shear Panels Lengths in Shear Line H/L Ratio = Hight to Width Ratio Check V (Panel Shear) = Sum of Line Load *Rho / Total L % Story Strength = L / Total Story L (Required for walls with H/L > 1.0, for use in Rho check) # Bays = 2 *L/H Shear Factor = Adjustment For H/L > 2:1 Mo (Overturning Moment) = Wall Shear *'Shear Application ht Mr (Resisting Moment) = Dead Load * L * 0.5 * (.6 wind or .9 seismic) Uplift T = (Mo -Mr) / (L - 6 in) • • • • Harper Houf Peterson Righellis Pg #: Shearwall Analysis Based on the ASCE 7 -05 Longitudinal Shearwalls Line Load Controlled By Wind , Shear H L Wall H/L Line Load' ' Line Load ' Line Load • Dead; V Panel Shear Panel M . MR Uplift • ' Panel Lgth: ° , From 2nd From 3rd Fir. From Roof Load Sides Factor Type T • (ft) (ft) (ft) _ ht - k ht k 'ht k ,(k (plfl (ft - k) ; (ft-k) (k) 105.. 8' . 12.75 12.75 0.63, ' Ole - 10.00 1.28. 18:00 - 1.30 ':27.00` " 0.72 1.13 259 Single . L40 I , 55.75 > 92.01. - 0.04 - 106 - -. 8, 12.75 . ,12175 0:63, - 'OK 10.00 1:28 18.00 1:30 27:00 0:72 1.13, 259 ' Single 1:40 I ' 55.;75 ; ;92:01, 0.04 I 204 9 1'1.50 1150 . 0 78 ox .. 9:00.. 1.30 18.00 0.72 0.75 176 Single 1:40 I 24.7r • 49 73 - 0A7 205 9 ,' 11.50 11:50 '0 78 ox '9.00 1.30 .1`8.00 0:72. 0.75. 176. Single 1.40 „ I - 24 71• 49 73 0 :47 ` 305 8 10.00 10.00 0.80 OK ' 8.00 . 0.72 029 72 . Single 1.40 I 5.78 .14:40,' 0:30 306 , 8 10.00 10.00 0.80 ox 8.00 0.72 029 72•. Single 1:40 I: 5.78 14:40 -030 ' Spreadsheet Column Definitions & Formulas • L = Shear Panel Length ' , H = Shear Panel Height ' Wall Length = Sum of Shear Panels Lengths in Shear Line . H/L Ratio = Hight to Width Ratio Check V (Panel Shear) = Sum of Line Load / Total L • Shear Factor = Adjustment For H/L > 2:1 Mo (Overturning Moment).= Wall Shear * Shear Application ht Mr (Resisting Moment) = Dead Load * L * 0.5 * (.6 wind or .9 seismic) Uplift T = (Mo -Mr) / (L - 6 in) . ' • • C Lik e Harper Houf Peterson Righellis Pg #: Sh Analysis Based on the ASCE 7 -05 Longitudinal Shearwalls Line. Load Controlled By: Seismic Shear H L Wall H/L Line Load Line Load Line Load ' Dead V Rho *V ' % Story # Panel Shear Panel Mo MR Uplift Panel Lgth. From 2nd Flr.' From 3rd Flr. From Roof Load Strength Bays Sides Factor Type T (ft) (ft) (ft) ht k ht k ht k (kit) (plf) (plf) (ft -k) (ft-k) (k) , 105 8 12.75 12.75 0.63 OK 10.00 0.32 18.00 0.72 27.00 1.22 1.19 177 177 NA 3.19 Single 1.00 I 49.09 96.89 -0.74 106 8 12.75 12.75 0.63 OK 10.00 0.39 18.00 0.88 27.00 1'32 1.19 202 202 NA 3.19 Single 1.00 I 55.17 96.89 -0.24 204 9 11.50 .11.50 0.78 OK . ... 9.00 0.72 18.00 122 0.81 _ 169. 169 NA 2.56 Single 1.00 I 28.42 53.69 41:34 '205' ;9 ' 11150 _11.50 .038 'OK 9.00 0.88 18.00 1.32 0.81 191 191 , NA 2:56 Single ;1.00• I 31.56 53.69. -0.06 305 8 10.00' 10.00 0.80 OK • 8.00 '1.22 0.35 •122 122 NA 2.50 - Single T1.00, I 936 17.40 •• -0.07 306 8 10.00 .10 0.80 OK • 8.00 1.32 • 0.35 132 132 _' NA ' 2.50 _ Single- 1.00 I `•10.52 17.40 0.01 Rho Calculation • • Does the t st 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 = 25.50 Total # 1st Floor Bays = 6.30 Are 2 bays minimum present along each wall line? Yes 1st Floor Rho = i.o Total 2nd Floor Wall Length = 23.00 • Total # 2nd Floor Bays = s Are 2 bays minimum present along each wall line? Yes 2nd Floor Rho = 1.o • Total 3rd Floor Wall Length = 2o.o0 • Total # 3rd Floor Bays = s Are 2 bays minimum present along each wall line? Yes _ 3rd Floor Rho = 1.0 Spreadsheet Column Definitions & Formulas • L = Shear Panel Length H = Shear Panel Height Wall Length = Sum of Shear Panels Lengths in Shear Line H/L Ratio = Hight to Width Ratio Check V (Panel Shear) = Sum of Line Load *Rho / Total L Story Strength = L / Total Story L (Required for walls with H/L > 1.0, for use in Rho check) # Bays = 2 *L/H Shear Factor = Adjustment For H/L > 2:1 Mo (Overturning Moment) = Wall Shear * Shear Application ht Mr (Resisting Moment) = Dead Load * L * 0.5 * (.6 wind or .9 seismic) Uplift T = (Mo -Mr) / (L - 6 in) • • • C - 4 Harper Houf Peterson Righellis Pg #: SHEAR WALL SUMMARY' Transvere Shearwalls _ Well I'M Shear `" � :� �` � � � �` �„ 4 - � � ' Wa t Gooed o , �^ r„: iu 'S,P�G^x?i✓.'[cs,tr,u,,,3�.9 S >, <. �5'- ?,:�.... i�^,� t�z3,^a� k r. �i.:fs%a.»,.,,- .u.�__.R ..�hffi.n..;Ya..�..- ...L�, n.., �a3.?s= ..�'+Wi e.d"s'33 �5°.:s+f��"_� - = > �v.,rsz.,..c,..a. „:Y. -w ., 5l �i"Ftd�. >n:`. 101 1209 2 Layers °1/2 ":APA Rated Plyw'd w/ 84 Nails @3/12 1276 102 • 1482 2 Layers `1/2" APA Rated Plyw'd w/ 8d Nails @ 2/12 1667 103 948 2 Layers 1/2” APA Rated: Plyw'd w/ 8d.Nails, @ . 4/12 990 '104 948 2 Layers :1 /2 APA Rated,Plyw'd w/ 8d Nails, @ 4/12 990 490 1% 105 2" APA w/ 8d Nails @ 4/12 495 106 490 1/2" APA, Rated Plyw'd w/ 8d Nails @ 4/12 •495 107 Simpson Strongwall 108 Simpson Strongwall 109 Simpson Strongwall 110 Simpson Strongwall 201 428 1/2" APA Rated Plyw'd w/ 8d Nails @ 4/12 495 202 428 1/2" APA Rated Plyw'd w/ 8d Nails @ 4/12 495 202A 898 2 Layers 1/2" APA Rated Plyw'd w/ 8d Nails @ 4/12 990 203 681 1/2" APA Rated Plyw'd w/ 8d Nails @ 2/12 833 301 ' 277 1/2" APA Rated Plyw'd w/. 8d Nails @ 6/12 339 302 277 1/2" APA Rated Plyw'd w/ 8d Nails @ 6/12 339 303 280 1/2" APA Rated Plyw'd w/ 8d. Nails @ 6/12. 339 304 280 1/2" APA Rated Plyw'd w/ 8d Nails @ 6/12 339 NOTE: 1) This table is a comparative summary between the wind and seismic loading. The values above are the minimum requirement to satisfy both wind, and seismic design loads. Harper Houf Peterson Righellis Pg #: SHEAR WALL SUMMARY' • Longitudinal Shearwalls Pa it Wa UMW t 9 ype „ p im os n (old n Go " r Good or ',uplift P `� � Ri ic :4"PM -t. -,, F,I'.., , *,+4,1X, , IT.., aA,: "T r.' =31 , ,4: , ,,r...i'3` . - ..i, „ +u5,S=vii « fi,1., .a:kx?d�i Alhi, ti ', kt0 ./.x5 1 R a.i ° ,-,,, ...4 .A ..'aar .mic.4. ? 105 , 259 1/2" APA Rated Plyw'd w/ 8d Nails @ 6/12 339: :44 Simpson None 0 106 259 . 1/2" APA Rated Plyw'd w/ 8d Nails @ 6/12 ,339 44 Simpson None 0 204 176 1/2" APA Rated Plyw'd w/ 8d Nails @ 6/12 339 45= Simpson None 0 205 191 ' 1/2" APA Rated Plyw'd wl 8d Nails @ 6/12 - - 242 9 -Simpson None •0 305 122 1/2" APA Rated Plyw'd w/ 8d Nails @ 6/12 242 ' s7,2 i Simpson None 0 306 132 1/2" APA Rated Plyw'd w/ 8d Nails @ 6/12 ' 242 8 Simpson None 0 NOTE: 1) This table is a comparative summary between the wind and seismic loading. The values above are the minimum requirement to satisfy both wind and seismic design loads. • Transverse Wind Uplift Design Unit C Shear .H Joist L Wall Line Load Line Load Line Total . V - Dead Dead ,Dead . Overtur Resisting Resisting Uplift From Uplift"From Wall Wall Uplift Uplift Total Total Panel Height Lgth. From 2nd From 3rd From Wall Load (not Point Point ping • 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 Right House @ 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 101 8.•11667 5.21 5.21 2:321 1.15 2.773 6.24.4 1199 0.1 . 0.192 0.20,8 54.53 2.36 2.44 . 11.28 11.27 201 L 201 R 4.97 5:1 16.25 16.38 102 ..._8 1.1667 - 4,00 .4:00 . 21785 .- 3.143 5.928 1482 0.092 0:192 51.09 1.50 0:74 14.34 14.47 14.34 14.47 103 8 1.1667 3.83 • • 7.33 2.186 - . 1.994 2.773 6.953 _948 0 :1. '0.24 0.078 31.98 1.65 1.03 9.30 9.41 203R(1/2) 3.83 9.30. 13.24 • 104 '8 1:1667 3.50 -7.33 - 2486 1.994; •2.773 6.953 . -948 . - - - •0.1 -. 0.078 0.192. 29:20 0189 .: 1.28 9.56 9.48 . . . .- 9.56 9 :48 105 8 1 11667 -4.58: 43.08 • 2.321 1.15 1-2,773 -6244 • 477 - - 011 0192 S 0:078 •:19,10" •1.93 •1:41 : 4.39- 4.471 - 201L• 201R. 4.97, 5.11 .- 9.36 9.58 106 8 1.1667 - 8.50 , 13 :08 2.321. • 1.15 „2:773 6.244 ; - 477 • ":0:q1 -0:078 • :'0,384 "- 3543 - . 4.28 6:88 4'1,1: ' 3.91 • 202L _ • 202R 5.35. 5.22. 9:46 - 9113 . 107 8 '1 1.25 - 4.75: 2.186 1.994 1773 •6,953,'. 1464 - •0:048 ' • 0i192 0.045 .. 14 :64 .- 0.28 - 09 - 18-17 .18.92. . .18•:77 18:92 ' 108 8 1.1667 1:25:- -4 75 • • 2.186 - • 1:994 1773 -6.953 " 1464 0.048. 0:045 ::01192 - .114:64' - 0 :09 •028 18.92 .-,.. 18.77 18:92 1817 109 8 .q :1667 1 :25, ; 4.75: 2.186 1.994 2;773 ' 6:953 - 1464 0.1 0241-02-08 .. ` 14.64 ' 0,38 0,3A, 18170 18.73 203R ' ' ' ' 7.65 "' 1'8:70. - 26:38 1:10 8 - 1 :1667 ' 1:00 4.75. 2.186 ' " 1.994 2:773 6.953 ' 1464 6,-1... "0,192 - .11 71 026 - 0:24 _ 19.81 19.83' • 304R - 1:65 19:81-', 21 201 9 1.1667 5.875 • • 9'.75 1..;15: 21773 "'3:923 ' 40 " 0.172 0.432 0:156 • 23.22. 5 :51 ' ,388 339 - - 3:56 • 301L - 301R 1.58 1.:55 " 4:97 7 5.,11 " 202 - 9 1.1667 3.875 "9:75 1 :15 2.773' 3:923 • ° '402 '' 0.172 - 0;156 '0 :432 15.32 ' •:90 197 3:66. • -3:49 3021; - • 302R .' 1 -.69 1,72.. 5.35: '5:22 202A - 9 1,1667 3.833 3.833" 3,1:43 7 . _ 3143 820 .,. 0,142 0:816 ` ''s 28.29. " 4:1.7 1='04 - ' 6.73: 7:22 • • 6 :73. 7.22 203 9 1,1667 7.083 7.083 • 1 :994 _2:773 41767 - 673 ' 0,172 • 0;468 0.192 ''46;14 ' 763 `5x67 ' 5 :87` - 6;03 " 303R 1 1 :62 .7:52' '7.65 301 •8 • : 5.958 9.9.16 " ": 2'773' 2.773 • - 280 ; • 0124 0:384 - 0.432 1. 3.33 • . 6.55 H 6.83 i 158 .1.55 1. - 58 1 :55 302 • 8 , . - 3:958. • 9:•916 _ 2.773 2773 '- • -280 • - 0..24 • 0:432 0384 s.. 8.85 .:... • 3.59. 3:40. .. ,1 .69,, . 1.72 _ 1.69 ' 1:72 • 303 8 4,:958 9.916 - • • 2:773, 2: 773 . -- 280 0.24 . - 01384 ' -0:432 - 11:09.. .4.85: 5.09 . 1.65 __ 1 :62 • , 1 ".65 1.62 304 ' 8 4:958 , 9.916 ' • 2:773 - 2.773 , 280 ' 0:24: • 0`432 0'384 11:09 5.09 - '4.85 , 1:62 ' 1 :65 1.62 1.65 .SpreadsheeKolumn. ..Definitions &<.Formulas • . - . " L = Shear Panel .Length - • -• - - - .. H = 'Shear Panel Height . , . . - • - . • Wall Length = Sumlof Shear. Panels: Lengths in Shear Line , _ • V (Panel = Sum of Line Load / Total' L • , Mo (Overturning Moment) = Wall Shear *:Shear Application ht Mr- (Resisting Moment) =Dead Load *1- 0.5 * (':6 wind or :9 seismic) - `Uplift' (Mo -Mr) / (L - 6 in) . . N • • • Transverse Seismic Uplift Design p esn g Unit C Shear H Joist L Wall Line Load Line Load Line Total V Dead Dead Dead Overtur Resisting Resisting Uplift From Uplift From Wall Wall Uplift Uplift Total Total Panel Height Lgth. From 2nd From 3rd From Wall Load (not, Point Point 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 stack) _ (ft) (ft) (ft) (ft) k k k k plf klf • k k kft ' kft kft k k k k k k 101 8 1.1667 5.21 5.21 0.168 0.314 1:185 1.667 320 0.1 0.192 01208 15.08 2.36 2.44 2.75 2.74 201 L 201 R 0.65 0.85 3.40 3.59 102 8 . 1.1667 4.00 - 4:00 0.369 ' 0.775 1.144 286 0.092 0.192 0 10.06 1.50 0.74 2.49 2.68 0 0 2.49 2.68 103 8 '1.1667 3.83 7.33 0.174 0.506 1.349 2.029 277 0.1 0.24 0.078 9.62 1.65. 1.03 2.44 2.61 0 203R (1/2) 1.01 2.44 3.62 104 8 1.1667 • 3.50 7.33 0.174 0.506 1.349 2.029 277. 0.1 0.078 0.1.92 .8.78 0.89. 1:28 2.66 2.54 0 0 2.66 2.54 105 8 1.1667 4.58 13 108 0.168 0.314 1185 1:667 127 0.1 . 0.192 01:078 . 5.28 - 1.93 1.41 ' 0`.87 0.98 201.L 201R 0.65 0.85 1.52 1.84 106 8 1.1667 8.50 . 13.08 - . 0.168 0.314 1:185 - 1.667 127 0 -1 0.078 0.384 .9.80 . 4.28 6.88 0.74 ..0.45 202L 202R 1.22 1.02 1.97 1.47 107 .8 " 1.1667 1.25 4.75 0.174 0.506 1.349 2.029 - 427 0.048 0.1 -92 0.045 4.84 `0.28 0.09 6.12 6.34 0 0 6.12 6.34 108 8 1.1667 • 1.25 4:75. • 01174 0.506 1.349 2.029 427 0 "048 0 °045 0.192 4.84 - 0.09 0:28 6.34 . 6.12 , -0 0 6.34, - 6.12 109 8 1.1667 1.25 4.75 0.174 -- ; 0:506 , 1.349 2.029 ,427 0.1 0.24 0.208 4.84 ' 0.38 0.'34 6.00 - 6.05 ' 0 • 203R 2.02 6.00 8.07 110 8 1.1667 1.00 4:75 0.174 -0.506 1:349 • 2.029. 427 . 0.1 0:208 0.192 :3.87 0.26 * 0.24 ` - 7128 7.31 0 304R 0.21' 7.28 7.52 • 201 9 1.1667 5.88 • 9:75 0.31'4 1.185 .'1499 154 0.172 0.432 0.156 -'896 5.51 3.88 0.68 • 0.93• .301L • 301R -0.03 -0.08 0.65 -0185 202 9 1.1667 3.88 9:75. ' " - "01314 "1185 ' 1 -1499 154 - 0.172 0.156 0.432 5.91 •- 1':90 • • 2.97 1.09 _ 0184 302L 3028 0.14 0.18 1.22 1.02 202A 9 1.1667 3.83 3.83 0:775 0'775 ;202 0.142 0:816. • - 0 6.98 4.1=7 " 1 .04 0.84 1:57 0 0 0.84 1.57 '203 - 9 1.1667 7.08 '7.08 0.506 1 ".349 - 1855 ,262 0.172 0.468 0.192 -- 18.27 •7.63 5.67 1,61 1.86 • 303L 303R 0.21 0.16 1.82 2.02 301 8 0 5.96 • 9.92 • - • " 1.185 ' -1.185 "120 _ 0.24 ' 0.384 0.432 5:70 - 655 6.83 - -0.03 • . -0:08 .0 0 . -0.03 -0:08 302 8 " 0 3:96 - 9.92 - 1185 • • +185 • - 120 0.24 • 0.432 0.384 - 3:78 3:59 3.40 - 0:1.4 . 0.18 0 0 0.14 0.18 303 8 0 4.96 9.92 - 1.349 1.349 136 0..24 0.384 0.432 ' -5.40. 4:85 5.09 . 0.21 0.16 0 0 0.21 0.16 304 8 -0 4:96 -9.92 - . 1.349 1.349 136 0.24 0:432 0.384 5.40 5.09 ' 4:85 0.16 0121 0 0 " 0:16 0.21 Spreadsheet &-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 C 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 101 Wind - 1625 Holdown HD19 w DF 19.07 Wind .• 16:38 HD19 wDF 19.07 102 Wind , ' 14:34 Holdown . HDU14 ' 14.93 ' Wind ' ;:, 1:441: fmula _ 14.98 . . 103 Wind, 9:30 Holdown HDU14 14.93 Wind ' 13,24 HDU14 14.93 104 Wind' .9.56 Holdown HDU14 14.93 Wind . 9:48 HDU14 14.93 .105 Wind - . ',9'.33 Holdown HDU14 14,93 Wind 9.58 HDU14 14.93 106 Wind ' 9:46 Holdown HDU14 14.93 Wind ' -;9:13 HDU14 14.93 107 Wind. '18.77 Holdown None 0.00 Wind . 1892 None 0.00 108 Wind' .18.92 Holdown None 0.00 Wind 18.77 None 0.00 ' 109 Wind : 18.70 Holdown None 0.00 Wind , 2638 None 0.00 110 Wind 19.81 Holdown None 0.00 Wind 2t.48. None 0.00 • " ' . 201 -Wind : , : 4,97 Strap MST48x2 5.75 Wind : . MST48x2 5.75 202 Wind : 5.35 Strap MST48x2 5.75 Wind '5.22 MST48x2 5.75 202A Wind ' _6.73 Strap MST60x2 8.11 Wind. 7.22 MST60x2 -8.11 . 203 Wind 7 52 Strap MST60x2 8.11 Wind ,. - 7:0 MST60x2 8.11 301 Wind - -. ' 1.58 Strp MST48 2.88 Wind 1.55 MST48 2.88 302 Wind. 1:69 Strap MST8 2.88 , . . Wind '..172. MST48 . 2.88 303 Wind 1.65 Strap MST48 , 2.88 Wind' '. .162 MST48 2.88 '-' - • 304 Wind , 1.62 Strap MST48 2.88 Wind : '.165' MST48 2.88 . . , . (- 1 _ \\--- • . IT r.3 Inc km a -a "› 43460 ®�ce��1 .�s — D e 1 NC 1 C an ��°; Z i ► I;at c.01 . c. .. 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At f i - / -- m o • • . f z - I -E- - Nn /� t1.. a® 9 m -- ❑ ❑ i, 3 road' Q b�� : oN 901 Q 1— li� .� � :31V° • V ,O \ AS WoodWorks® S SOFTWARE FOR WOOD DESIGN UNIT C - FRONT LOAD WoodWorks® Sizer 7.1 June 28, 2010 13:26:08 • COMPANY I PROJECT . RESULTS by GROUP - NDS 2005 ' • SUGGESTED SECTIONS by GROUP for LEVEL 4 - ROOF Mnf Trusses Not designed by request (2) 2x10 Lumber n -ply D.Fir-L No.2 2- 2x10 (3) 2x6 Lumber n -ply Hem -Fir No.2 3- 2x6 • Typ Well Lumber Stud Hem -Fir ' Stud 2x6 @16.0 • SUGGESTED SECTIONS by GROUP for LEVEL 3 - FLOOR ' Mnf Jst Not designed by request (2) 2x8 Lumber n -ply D.Fir-L No.2 1- 2x8 By Others Not designed by request By Others 2 Not designed by request 4x6 Lumber -soft D.Fir-L No.2 406 1.75014 LSL LSL 1.55E 2325Fb 1.75014 (2) 2x6 Lumber n -ply Hem -Fir No.2 2- 2x6 6x6 Timber -soft Hem -Fir No.2 6x6 • (2) 2x4 Lumber n -ply Hem -Fir No.2 2- 2x4 (3) 2x4 Lumber n -ply Hem -Fir No.2 3- 2x4 _ Typ Well Lumber Stud Hem -Fir Stud 2x6 @16.0 SUGGESTED SECTIONS by GROUP for LEVEL 2 - FLOOR Mnf Trusses Not designed by request Deck Joist Lumber -soft D.Fir-L No.2 2x8 @16.0 Mnf Jst Not designed by request • Landing Lumber -soft D.Fir-L No.2 2x6 @16.0 • (2) 2x8 Lumber n-ply D.Fir -L No.2 2- 200 408 Lumber -soft D.Fir-L No.2 408 By Others Not designed by request 3.125x10.5 Glulam- Unbalan. West Species 24F -V4 DF 3.125x10.5 5.25014 PSL PSL 2.0E 2900Fb 5.25x14 4x6 Lumber -soft D.Fir-L No.2 4x6 . (2) 2x6 Lumber n -ply Hem -Fir No.2 2- 2x6 . 4x4 Lumber Post Hem -Fir No.2 4x4 4x6 Lumber Post,. Hem -Fir No.2 406 • 606 Timber -soft Hem -Fir. No.2 6x6 (2) 2x4 Lumber n -ply Hem -Fir No.2 2 - (3) 2x4 Lumber n -ply Hem -Fir No.2 3- 2x4 ` Typ Well Lumber Stud Hem -Fir Stud 2x6 @16.0 SUGGESTED SECTIONS by GROUP for LEVEL 1 - FLOOR Fnd Not designed by request • CRITICAL MEMBERS and DESIGN CRITERIA Group Member Criterion Analysis /Design Values Deck Joist j8 Bending 0.41 Mnf Jst Mnf Jst Not designed by request Landing j27 ' Bending 0.17 (2) 2x8 bl Bending 0.96 . 408 b19 Bending 0.05 _ By Others By Others Not designed by request . By Others 2 By Others Not designed by request 3:125x10.5 612 Deflection 0.83 (2) 2x10 b6 Bending 0.85 - . 5.25014 PSL 618 Deflection 0.79 456 621 Bending 0.88 1.75014 LSL b23 Bending 0.71 Ftg Ftg Not designed by request (2) 2x6 c10 Axial 0.8B • 404 042. Axial - 0.04 4x6 c50 Axial 0.25 (3) 2x6 c16 Axial 0.87 6x6 c23 Axial 0.48 (2) 2x4 c2B Axial . 0.84 (3) 2x4 c12 Axial 0.41 Typ Wall w12 • Axial 0.24 Fnd Fed Not designed by request . DESIGN NOTES: • . 1. Please verify rify that the default deflection limits are appropriate for yourapplication. 2. DESIGN GROUP OCCURS ON MULTIPLE LEVELS: the lower level result ' is considered the final design and appears in the Materials List. • 3. ROOF LIVE LOAD: treated as w load with corresponding esponding duration . factor. Add a empty roof level to bypass this interpretation. 4. BEARING: the designer is responsible for ensuring that adequate bearing is provided. 5. GLULAM: bxd = actual breadth x actual depth. . 6. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. • 7. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 8. BUILT -UP BEAMS: it is s med that each ply is ingle continuous member (that is, o butt joints are present) fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top - loaded. Where beams are side - loaded, special fastening details may be required. 9. SCL -BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member • design contact your local SCL manufacturer. 10. BUILT -UP COLUMNS: nailed or bolted built -up columns shall conform to the provisions of NUS Clause 15.3. • . ( • - . Wood Works® Sizer SOFTWARE FOR WOOD DESIGN UNIT C - FRONT LOAD Wood Works® Sizer 7.1 June 28; 2010 13:16:53 Concept b12 Beam View Floor 2: 8' 49'-6" 4 g -••••:, •••••• .4b1 :: • •• .; • ::k •• •• ••• •• •::... ::. :.,: .E.. •1. : :: .• • .•• .; :::... ••:.•:.•••••• ...H.... •:... •••• •.- ••••••••• ... •-.--• ::. 4,5::•b- `,.ii ' ;4. : : :: : : : . 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E . .6iii\BB DDDDDDDCD • ,E. ,..: E : 0' 2' 4' 6' 6' 1 0' 12 14'161820 48 `', 0'1'2'3*4-'5'67'8'91(1 2(22;2'2 5:5'.5 (6 6:6:6-6!".6(616i6.77'77:7- t7(77'-6" • . • - . - • . . • - • - ' . . . • . . . - • • • . • ( ("flee) COMPANY PROJECT Ems" �� Wo o dv\o rks ® , SOFTWARE FOR WOOD DESIGN June 28, 2010 13:20 j8 Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or pif) • Load Type Distribution Magnitude Location [ft] Units Start End Start End Loadl Live Full UDL 53.3 plf Load2 Dead Full' UDL 13.3 plf MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) r$( � r k3•T�� �" ,� P -` 4 � _ 9'" v t*. Dead 64 64 Live 213 213 Total 277 277 'Bearing: Load Comb #2 #2 ' Length. 0.50 *' 0:50* *Min. bearing length for joists is 1/2" for exterior supports Lumber -soft, D.Fir -L, No.2, 2x8" Spaced at 16" c/c ;. Selfweightof 2.58 plf included in loads; Lateral support: top= full, bottom= at supports; Repetitive factor :_ applied where permitted (refer to online help); Analysis vs. Allowable Stress (psi) and Deflection (in) using,NDS 2005 : Criterion Analysis Value Design ,,. i s . , Value Analys /Design Shear fv = 32 Tv' •_" '180` fv /Fv' 0.18 Bending( +) fb = 506 Fb' 1242 fb /Fb' = 0. Live. Defl'n 0.06 = <L/999 0.27 = L/360 0.24 Total Defl'n 0.09 = <L/999 0.40 = L/240 0.23. ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 1.000 1.200 1.00 1.15' 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - , - - - . 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.58 million 1.00 -1.00' - - . - - 1.00 1.00 - 2 Shear : LC #2 = D +L, V = 277, V design = 235 lbs Bending( +): LC #2 = D +L, M = 554 lbs -ft Deflection: LC #2 = D +L EI= 76e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4:4.1. . C 631 COMPANY PROJECT lit WoodWorks® � °% SOFTWARE FOR WOOD DESIGN • June 28, 2010 13:21 j27 Design Che ck Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft,] Units Start End Start End Loadl Live Full UDL 53.3 plf Load2 Dead Full UDL 17.3 plf • MAXIMUM RE CTIONS fibs) and BEARING LENGTHS Iinl : • , A Dead 39 39 Live 107 107, Total 145 145 Bearing: Load Comb #2 # Length 0.50* 0.50* *Min. bearing length'for joists is 1/2" for exterior supports Lu -soft, D.Fir -L, No.2, 2x6" Spaced at 16'` c,/c; Self-Weight of 1.96 Of included in loads; Lateral support: top= full, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2 Criterion Analysis Value Design Value Analysis /Design Shear fv = 20 Fv' = 180 fv /Fv' = 0.11 Bending( +) fb = 230 Fb' = 1345 fb /Fb'.= 0.17 Live Defl'n 0.01 = <L/999 0.13 = L/360 0.07 Total Defl'n 0.01 = <L/999 0.20 = L/240 0.07 ADDITIONAL DATA: FACTORS: 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 1.15 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear : LC #2 = D +L, V = 145, V design = 112 lbs Bending( +): LC #2 = D +L, M = 145 lbs -ft Deflection: LC #2 = D +L EI= 33e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT R 1�M W : Works = ., . 1.:' s'"" SOFTWARE FOR WOOD DESIGN June 28, 2010 13:26 b11 Design Check Calculation Sheet Sizer 7.1 LOADS ( Ibs, psf, or plf) : Load Type Distribution Magnitude Location [ft] Units Start End Start End 1_w56 Dead Partial UD 498.0 4 0.00 6.00 plf 2 Rf.Live Partial UD 450.0 450.0 0.00 6.00 plf 3_c46 Dead Point 938 5.00 lbs 4 c46 Rf.Live Point 1350 5 lbs MAXIMUM RE " C:TinNS 1lhs1 and RFARINC;.I FN(;THS 1in1 - per '" .c s , .. -. _ r . ''''_ < r''"" ,=. °" r "'7: ..:e.',....- s s c. -..:4 y , A I 0 6{ Dead 1673 2298 Live 1575 - 2475. Total 3248 4773: Bearing: Load Comb #2 _ , #2 • Length 2.32 3.41 LSL,1.55E, 2325Fb, 1- 314x14" • Self - weight. o 7;6 plf i 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* = 207 Fv' = 356 fv * /Fv' = "0.58' Bending( +) fb = 1159 Fb' = 2674 fb /Fb' = 0.43 Live Defl'n 0.03 = <L/999 0.20 = L/360 0.15 , Total Defl'n 0.07 = L /980 - .0.30 = L/240 0.24 *The effect of point loads within a distance d of the support , has been included as per NDS 3.4.3.1 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fv' 310 1.15 - 1.00 - - - - 1.00 - 1.00 2 Fb'+ 2325 1.15 - 1.00 1.000 1.00 - 1.00 1.00 - - 2 Fcp' 800 - - 1.00 - - - - 1.00 - - - E' 1.5 million - 1.00 - - - - 1.00 - - 2 Emin' 0.80 million - 1.00 - - - - 1.00 - - 2 Shear : LC #2 = DEL, V = 4773, V design* = 3386 lbs Bending( +): LC #2 = D +L, M = 5520 lbs -ft - Deflection: LC #2 = D +L EI= 620e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) - Load combinations: ICC -IBC . DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL -BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. (4----- (ak.,7) COMPANY PROJECT ;i - Works - SOFItWARP POR WOOD DESIGN June 28, 2010 13:21 b1 Design Check Calculation Sheet Sizer 7.1 LOADS (Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft) Units Start End Start End 1 w3 3 Dead Partial UD 402.0 402.0 0.00 1.50 plf 2 w33 Rf.Live Partial UD 450.0 450.0 0.00 1.50 plf 3_c9 Dead Point 985 1.50 lbs 4_c9 Rf.Live Point 1470 1.50 lbs • 5 j9 Dead . Full UDL 47.7 plf 61j9 Live Full UDL 160.0 plf Load? Live Full UDL 40.0 plf Load8 Dead Full UDL 13.0 • plf MAXIMUM Rf * t { w 1 0' al Dead 1043 742 Live. 1541 • 1204 Total 2585 • 194.6 Bearing: Load Comb #2 #2 Length 1.38 . 1.04 Lumber n -ply,, D. FiFL. No ,2 2x8' , 2 PIys Self ;weightof 5.17'plf included in loads; Lateral support: top= full, bottom= at supports Analysis vs. Allowable Stress (psi) and. Deflection (in) using NDS 2005: Criteribn Analysis Value Design Value Analysis /Design • Shear fv = 135 Fv' = 207 fv /Fv' = 0.65 Bending( +) fb = 1196 Fb' = 1242 fb /Fb' = 0.96 Live Defl'n 0.01 = <L/999 0.10 = L/360 0.14 Total Defl'n 0.03 = <L/999 0.15 = L/240 0.19 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci. Cn LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.15 1.00 1.00 1.000 1.200 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear : LC #2 = D +L, V = 2585, V design = 1961 lbs Bending( +): LC #2 = D +L, M = 2619 lbs -ft Deflection: LC #2 = D +L EI- 76e06 lb- in2 /piy Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 3. BUILT -UP BEAMS: it is assumed that each ply is a single continuous member (that is, no butt joints are present) fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top - loaded. Where beams are side - loaded, special fastening details may be required. • C- 61A \ • COMPANY PROJECT II; ' ':;' I WoodWo r kS , ii, ! ,- , ." Y °`` $QFI WE FOR WOOD DESIGN ' June 28, 2010 13:18 b12 Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or pif) : Load Type Distribution Magnitude 'Location [ft] Units Start End_ Start End 1_j8 Dead Partial UD 47.7 47:7 0.00 4'.50' plf 2 j8 Live Partial UD 160.0 160.0 0.00 4.50 plf 3 j9 Dead Partial UD 47.7 4717 4.50 7.50 plf 4 j9 Live Partial UD 160.0 160.0 4.50 7.50 pl.f 51j10 Dead Partial UD 47.7 47.7 7.50 16.00 jolt 6 j10 Live Partial UD 160.0 160.0 7.50 16.00 Of . MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : - , . A I 0` - 161 Dead 4'42 - 442 , Live 1,280 ' ,. - . y .. 1280 Total 1722 1722 Bearing: ' Load. Comb #2 . #2 Length 0.85 0.85 Glulam - Unbal., West Species, 24F -V4 DF, 3- 1/8x10 -1/2" Self- weight of 7.55 plf included in loads; Lateral support: top= full, bottom= at supports;. Analysis vs. Allowable Stress (psi) and Deflection (in) using; . NDS 2005 Criterion Analysis Value Design Value: ,Analysis /Design Shear fv = 70 Fv' = 265 fv /Fv' = 0:26 Bending( +) fb = 1440 Fb' = 2400 fb /Fb' = 0.60 Live Defl'n 0.43 = L/441 0.53 = L/360 0.82 Total Defl'n 0.66 = L/290 0.80 L/240 0.83 . ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfr Notes on LC# Fv' 265 1.00 1.00 1.00 - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.00 1.00 1.00 1.000 1.000 1.00, 1.00 1.00 1.00 - 2 • • Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Emin' 0.85 million 1.00 1.00 - - 1.00 - - 2 Shear : LC #2 = D+L, V = 1722, V design = 1534 lbs Bending( +): LC #2 = D +L, M = 6890 lbs -ft Deflection: LC #2 = D +L EI= 543e06 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 xactual 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). • C.-- COMPANY PROJECT � � Wo odW orks® , - SOFTWARE FOR WOOD DESIGN June 28, 2010 13:17 b17 De sign Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or pif) : Load Type Distribution Magnitude Location [ft] Units Start End Start End 1_w49 Dead Partial OD ' 402.0 402 :1) 4.00 7.50 plf • 2_w49 Snow Partial OD 450.0 450.0 4.00 7.50 plf 3_c15 Dead Point 938 4.00 . lbs 4_c15 Snow Point, 1350 4.00 lbs Loads Dead Full UDL 13.0 plf Load6 Live Full'UDL 40.0 plf, MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in)': ' - . . . z_ = x '° A 10' 7-61 ' Dead 843 1656 Live 997 1927 Total _ 1841 3584 , Bearing: - Load Comb #4 #4, Length 1.31 2.56 LSL, 1.55E, 2325Fb, 1- 3/4x14" . Self- weight of 7.66, plf included in loads; Lateral support: top= full, bottom= at supports; . Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion _..- Analysis Value Design Value Analysis /Design Shear fv = 162 Fv' = 356 fv /Fv',= 0.45 ' Bending( +) fb = 1511 Fb' = 2674. fb /Fb' = 0.57 Live Defl'n 0.06 = <L/999 0.25 = L/360 0.22 Total Defl'n 0.12 = L/722 0.37 = L/240 0.33 ADDITIONAL DATA: , FACTORS: F/E CD CM Ct CL •CV Cfu Cr Cfrt Ci Cn LC# Fv' 310 1.15 - 1.00 - - - - 1.00 - 1.00 4 • Fb'+ 2325 1.15 - 1.00 1.000 1.00 - 1.00 1.00 - - 4 Fcp' 800 - - 1.00 - - - - 1.00 - - - E' 1.5 million - 1.00 - - - - , 1.00 - ' 4 Emin' 0.80 million - 1.00 - - - - 1.00 - - 4 Shear : LC #4 = D +S, V = 3584,•V design = 2643 lbs . , Bending( +): LC #4 = D+S, M = 7198 lbs -ft Deflection: LC #4 = D +S EI= 620e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. . (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) ' Load combinations: ICC'IBC . DESIGN NOTES: ' 1. Please verify that the default deflection limits are appropriate for your'application. 2. SCL -BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3 Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. C - Cl I, tic • COMPANY PROJECT • I W o r�ks _ , , • . W " "�*"� SOFIWARF FOR WOOD 055705 ' June 28, 2010 13:51 b18 . • Design Check Calculation Sheet Sizer 7.1 • LOADS ( lbs, psf, or pif ) Load Type Distribution Magnitude Location [ft] Units - Start End Start End 1 cl6 Dead Point 938 5.00 lbs 2 c16 Rf.Live Point 1350 5.00 lbs 3_537 Dead Partial UD 498.0 498.0 15.00 16.00 plf 4_w37 Rf.Live Partial UD 450:0 450.0 15.00 16.00 plf 5_w54 Dead Partial UD 498.0 498.0 14.50 15.00 plf 6_w54 Rf.Live Partial UD 450.0 450.0 14.50 15.00 plf 7 w55 Dead Partial UD 96.0 96.0 6.00 7.00 plf • .8 w56 Dead Partial UD 498.0 498.0 0.00 6.00 pif 9 w56' Rf.Live Partial UD 450.0 450.0 0.00 6.00 plf 10 c39 Dead Point 843 7.00 lbs 11_c39 Rf.Live Point 1147 7.00 lbs 12 c40 Dead Point 1656 14.50 lbs 13 c40 Rf.Live Point 2077 14.50 lbs MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) . 1.21. .. ,_ . _, , , ,.. ,. ,, .,,.,� , ..." ..., T � . � ,,, . -.n,,.. 1.. - . .. ate ,. :,, ,,.,- - :. �a0. mom;: . _.. L.� . 161 D ead 3950 3630 • Live 3994 3956 Total. 7944 7586 • Bearing: Load Comb #2 #2 Length 2.77 2.64 • Glulam- Unbal., West Species, 16F -E3 DF, 5- 1/8x16 -1/2" Self- weight of 19.47 plf included in loads; Lateral support: top = ,full, bottom= at supports; Analysis vs. Allowable Stress (psi)and Deflection (in) using NDS 2005 :' Criterion Analysis Value Design Value Analysis /Design Shear fv = 117 Fv' = 247 - ' `fv /Fd' = '0.47 - Bending( +) fb = 1443 Fb' = 1831 fb /Fb' = •0.79 . Live Defl'n '0.21 = L/935 0.53 = L/360 0.38 Total Defl'n 0.49 = L/391 0.80 = L/240. - '0 4 . ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Notes .Cn LC# Fv' 215 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 1600 1.15 1.00 1.00 1.000 0.995 1.00 1.00 1.00 1.00 - 2 Fcp' 560, - 1.00 1.00 - - - -- 1.00 - - - E' 1.6 million 1.00 1.00 - - - - 1.00 - - 2 Emin' 0.79 million 1.00 1.00 - - - - 1.00 - - 2 Shear : LC #2 = D +L, V = 7944, V design = 6613 lbs Bending( +): LC #2 = D +L, M = 27966 lbs -ft Deflection: LC #2 = D +L EI= 3070e06 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). • ( - WC".' • COMPANY PROJECT a u .' �1 ; ' Y Wo o d Works SOFTWARE FOR WOOL) DESIGN June 28, 2010 13:26 b18.1 Design Check Calculation Sheet - Sizer 7.1 LOADS ( Ibs,apsf, or pif) : Load Type Distribution Magnitude Location [ft] Units Start End Start End 1_w63 Dead Partial UD 402.0 402.0 0.00 1.00 plf 2_w63 Rf.Live Partial UD 450.0 450.0 0.00 1.00 plf 3_c9 Dead Point 985 1.00 lbs 4 c9 Rf.Live Point 1470 1.00 lbs 5 c10 Dead Point 985 7.00 lbs 6 c10 Rf.Live Point 1470 7.00 lbs 7 w64 Dead Partial UD 402.0 402.0 7.00 9.50 plf 8_w64 Rf.Live Partial UD 450.0 450.0 7.00 9.50 plf 9_j25 Dead Full UDL 47.7 plf 10 j25 Live Full UDL 160.0 plf Lo Dead Full UDL 13.0 plf Load12 Live Full UDL 40.0 plf MAXIMUM REACTIONS (Ibs),'and BEARING LENGTHS (in) rc% ms 1"s4= ?c 9', «ate. '' a'^ ` 241wi d..i! .#5': i .DES . . ' T J° . .?YLS ' ,f .k+2 - A r°-°.; 3ai €}x.5..3'°awow Ammiv .-.- H:w°Am+, `31@k�. °s.r`:. 2:.iMl�a7+$ �v A = a.m F$a - ' ' . » m" § ses s . re ' , ` ae. - 3' "liar. _ MI3= +T .' &' itM - P;APAA £±e `CR �... O ', 'N �. +TRH 2u Y ..: . 1,' 1 ` Vartrearia T= "y'y ,, e - x . a , +5 55 i+0' c Y - ° " "ir.: � _sf -MV 3W°...a+ l'¢: •.s :MS ik�'"` fly; .. %'.€ lip° °-':' ..h * 4'x R'�'°�, .mir., " as3 g 10 9' -6 Dead 1977 2047 Live 3226 3189 Total 5204 5236 Bearing: - Load Comb #2 #2 Length 2.56 2.58 Glulam- Unbal., West Species, 24F -V4 DF, 3- 1/8x10 -1/2" Self- weight of 7.55 plf included in loads; Lateral support: top =full, bottom= at supports; . Analysis vs. Allowable Stress (psi) and Deflection (in)'using NDS 2005 Criterion Analysis Value Design Value Analysis /Design Shear fit = 195 Fv' - 305 fv /Fv' = 0.64 Bending( +) fb = 2004 Fb' = 2760 fb /Fb' = 0.73 Live Defl'n 0.18 = L/627 0.32 = L/360 0.57 Total Defl'n 0.34 = L/335 0.47 = L/240 0.72 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# . Fv' 265 1.15 1.00 1.00 - - - - 1 :00 1.00' 1.00 2 • Fb'+ 2400 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 650 ' - 1.00 1.00 - - - - 1.0.0 - - - 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 = 5236, V design = 4256 lbs Bending( +): LC #2 = D +L, M = 9589 lbs -ft Deflection: LC #2 = D +L EI= 543e06 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). ® . COMPANY PROJECT 1E 1 woo dWo Works . _ SOFFWARFFAR WOOD QESiGN June 28, 2010 13:21 b19 Design Check Calculation Sheet Sizer 7.1 LOADS ( Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1_j24 Dead Full UDL 51.0 plf 2 j24 Live Full UDL. 75.0 plf MAXIMUM REPrrinr.ro In= ACrwif' I Fslr I • 10' 31 - D 86 86 ' Live 112 112 Total. 198 198 Bearing: Load Comb. #2 #2 Length 0.50* 0.50* *Min: bearing length for beams is 1/2" for exterior supports L• umber- 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. 2005 : Criterion Analysis Value Design Value Analysis /Design Shear fv = 7 Fv' '_ ,180' '' fv /Fv' = 0.04 Bending( +) fb = 58 Fb' = 1170 fb /Fb' = 0.05 Live Defl'n 0.00 = <L/999 0.10 = L /360 0.01 Total Defl'n 0.00 = <L/999 0.15 = .L/240 0.01 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1:00 - - - - 1.00 1.00 - 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear : LC #2 = D +L, V = 198, V design = 118 lbs Bending( +): LC #2 = D +L, M = 149 lbs -ft Deflection: LC #2 = D +L EI= 178e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection: (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. . 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. • C 1O COMPANY PROJECT dr Wood Works® . . ,,, SOFTWARE FOR WOOD DESIGN June 28, 2010 13:17 b23 Design Check Calculation. Sheet Sizer 7.1 LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft]' Units Start End Start End l j14 Dead Partial UD 78.0 78.0 0.00 7.00 plf 2_j14 Live Partial UD 240.0 240.0 0.00 7.00 plf 3_j29 Dead Partial UD 78.0 78.0 7.00 10.50 plf 4_j29 Live Partial UD 240.0 240.0 7.00 10.50 plf 5 j31 Dead Partial UD 26.0 26.0 7.00 10.50 plf 6.j31 Live Partial UD 80.0 80.0 7.00 10.50 plf 7 b24 Dead Poiht 409 7.00 lbs 8 b24 Live Point 1080 _, .7.00 _ lbs MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) .: - " v - - b"" ^ '4tr tae - - ,' ..-.... -,; - °. l'Illr"- - 4-'- ' - ' - L..r..,- -;.-0 - ' -: --,, s----------; -..-:i.,-.7 ---:-.-_': • • 1' 0 ' 10' -61 Dead 601 798• Live 1667 2213 Total 2268 3012 Bearing: , Load Comb #2 #2 Length 1.62 2.15 - LSL,'1.55E, 2325Fb,.1- 3/4x14" Self-weight of 7.66 plf included in loads; Lateral support: top= full, bottom atsupports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysi's /Design Shear fv = 154 Fv' = 310 • fv /Fv' = 0.50 Bending( +) fb = 1658 Fb' = 2325 fb /Fb' = 0.71 Live Defl'n 0.18 = L/714 0.35 = L/360 0.50 Total Defl'n 0.27 = L/462 0.52 = .L/240 0.52 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV . Cfu Cr Cfrt Ci Cn LC# Fv' 310 1.00 - 1.00 - - - - 1.00 - 1.00 2 Fb'+ 2325 1.00 - 1.00 1.000 1.00 - 1.00 1.00 - 2 • Fcp' 800 - - 1.00 - - - - 1.00 - - - E' 1.5 million - 1.00 - .- - - 1.00 - - 2 Emin' 0.80 million - 1.00 - - - - 1.00 - - 2 Shear : LC #2 = D +L, V = 3012, V design = 2515 lbs Bending( +): LC #2 = D +L, M = 7897 lbs -ft Deflection: LC #2 = D +L EI= 620e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L.-live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: . 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL -BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. i 3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. C .7- G • COMPANY PROJECT S M Wood SO FOR WOOD DESIGN . June 28, 2010 13:17 b24 Design Check ' Calculation Sheet • Sizer 7.1 LOADS ( Ibs, psf, or plf )' : . Load Type Distribution Magnitude' Location [ft] U n i ts Start ' End Start End Loadl Dead Full U.DL 200.0 plf Load2 Live ,Full UDL 540.0 plf ' ' . ' ' MAXIMUM REACTIONS llh and REARING. FNGTHS (.inl : ' " a A t a, - - 44 Dead 409 409 Live 1080 -• i 1080 Total 1489 , , - 1489 Bearing: - - - - - ' Load Comb #2 .. . #2 • Length 0.68 '0.•68 L-umber- soft; D.Fir -L, No.2,.4x6 • Self- w of 4':5 plf included in l Lateral support: top= full, bottom = at supports; . Analysis vs. Allowable Stress ,(psi) and.Deflecton (in) using NDS'2005,: Criterion Analysis Value Design Value Analysis /Design Shear fv = 89 Fr' = 180 - fv /Fv' = 0.50 Bending( +) fb = 1013 - Fb "= - 1170 fb /Fb' = 0:87 Live Defl'n 0.04 = <L/999 0.13 = L/360 0.30 Total Defl'n 0:06 = L/764 0.20 = .L/240 0.31 . 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 - - 2' 'Fb'+ 900 1.00 1.00' 1.00 1.000 1.300 1.00 1.00 1.00 1.00 2 Fcp' 625 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00. - 2 Emin' 0.00 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear : LC #2 = D +L, V = 1489, V design = 1148 lbs Bending( +): LC #2 = D +L, M = 1489 lbs -ft . Deflection: LC #2 = D +L EI= 78e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. . (- 6-■\,. . . ¢ ,,, COMPANY PROJECT Wo odWorks® . SOFTWARE FOR WOOD DESIGN June 28, 2010 13:22 c10 Design Check Calculation Sheet Sizer 7.1 LOADS ( Ibs, psf, or plf) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1_c14 Dead Axial 938 (Eccentricity = 0.00 in) 2_,c14 Rf.Live Axial 1350 (Eccentricity = 0.00 in) 3_b4 Dead Axial 47 (Eccentricity -= 0.00 in) 4 b4 Live Axial 120 (Eccentricity = 0.00 in) MAXIMUM ° REACTIONS 0` 9, Lumber n -ply, Hem -Fir, No.2, 2x6 ", 2 -Plys Self- weight of 3.41 plf included in loads; Pinned base; Loadface = depth(d); Built -up fastener: nails; Ke x Lb: 1.00 x 9.00= 9.00 [ft]; Ke x Ld: 1.00 x 9.00= 9.00 [ft]; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design V Analysis /Design Axial - fc•= -°151 Fc' = 172 fc /Fc' = 0.88 Axial Bearing fc =. 151 Fc* = 1644- fc /FC* 0.09 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL /CP CF Cfu Cr Cfrt Ci LC# Fc' 1300 1.15 1.00 1.00 0.104 1.100 - - 1.00 1.00' 2 Fc* 1300 1.15 1.00 1.00 - 1..100 - - 1.00 1.00' 2 • Axial : LC #2 = D +L, P = 2485 lbs Kf ='0.60 (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. BUILT -UP COLUMNS: nailed or bolted built -up columns shall conform to the provisions of NDS Clause 15.3. • e,le • COMPANY PROJECT W ood Works j "''•'�' SOFTWARE FOP WOOD DESIGN June 28, 2010 13:25 c12 Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or pif) : Load Type Distribution Magnitude Location [ft) Units Start End Start End 1 b23 Dead Axial 601 (Eccentricity = 0.00 in) 2 b23 Live Axial 1667 (Eccentricity = 0.00 in) MAXIMUM REACTIONS (Ibs): / 4,q 0. s m ar ' ... . i s 0' 9' Lumber'n -ply Hem -Fir No.2 , 3-Plys • • Self - weight of 3.25 included in loads; • Pinned base; Loadface = depth(d); Built -up fastener: nails; Ke x Lb :1.00 x 9.00 =- 9.00_[f4];:Ke z Ld: 1.00 x 9.00= 9.00 [ft]; Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Axial fc = 146 Fc',= 356 fc /Fc' = 0.41 Axial Bearing fc = 146 Fc* 1495 fc /Fc* 0.10 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL /CP CF Cfu Cr Cfrt Ci LC# Fc' 1300 1.00 1.00 1.00 0.238 1.150 - - 1.00 1.00 2 Fc* 1300 1.00 1.00 1.00 - 1.150 - - 1.00 1.00 2 Axial : LC #2 = D +L, P = 2297 lbs 'Kf = 0.60 (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: • 1. Please verify that the default deflection limits are appropriate for your application. , 2. BUILT -UP COLUMNS: nailed or bolted built •up columns shall conform to the provisions of NDS Clause 15.3. • COMPANY PROJECT 1 a Wood Works saFIwAueFOS WOOD nesacx June 28, 2010 13:23 c16 • Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or pif ) Load Type Distribution Magnitude Location [ft] Units Start End Start End l b6 Dead Axial 938 (Eccentricity = 0.00 in) 2 b6 Rf.Live Axial 1350 (Eccentricity = 0.00 in) MAXIMUM REACTIONS (Ibs): x R ^ J 1 , 0' 17' Lum ber n -ply, Hem -Fir; No.2, 2x6 ",'3 -Plys Self- weightof 5.11 plf included' in loads; Pinned base; Loadface = depth(d); Built -up fastener: nails;'Ke x Lb: 1.00 x17.00= 17.00 [ft]; Ke x Ld: 1.00 x 17.00= 17.00 [ft]; Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis/Design Axial fc = 96 Fc' 110 fc /Fc' = 0.87 Axial Bearing fc = 96 Fc* = 1644 fc /Fc* = 0.06 ADDITIONAL DATA FACTORS: F/E CD CM Ct CL /CP CF Cfu Cr Cfrt Ci LC# Fc' 1300 1.15 1.00 1.00 0.067 1.100 - - 1.00 1.00 2 Fc* 1300 1.15 1.00 1.00 - 1.100 - - 1.00 1.00 2 Axial : LC #2 = D +L, P = 2375 lbs Kf = 0.60 (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: 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. • • COMPANY PROJECT W oo d'Works® Son WARE FOR WOOD DESIGN June 28, 2010 13:25 c23 Design Check Calculation Sheet Sizei LOADS ( lbs, psf, or pif ) : Load Type Distribution Magnitude Location [ft]' Units Start End Start End 1 b18 Dead Axial 3978 (Eccentricity = 0.00 in) 2 b18 Rf.Live Axial 3994 (Eccentricity = 0.00 in) MAXIMUM REACTIONS (Ibs): 8 ' Ti -soft, Hem -Fir, No.2 , 6x6" Self- weight of 6.25 plf included in loads; • Pinned base; Loadface = depth(d); Ke x Lb: 1,.00 x 8.00= 8.00 [ft], Ke x Ld: 1.00 x 8.00= 8.00 [ft]; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Axial fc = 265' Fc' 5`48 fc /Fc' = 0. ,Axial Bearing fc = 265 Fc* = 661 fc /Fc* = 0.40 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL /CP CF Cfu Cr Cfrt Ci LC# Fc' 575 1.15 1.00 1.00 0.829 1.000 - - 1.00 1.00 2 Fc* 575 1.15 1.00 1.00 - 1.000 - - 1.00 1.00 2 Axial : LC #2 = D +L, P = .8022 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 lirriits'are appropriate for your application. C CjG\ • COMPANY PROJECT r WoodWorks ° SOFTWARE FOR WOOD DESIGN June 28, 2010 13:23 c28 Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1 Dead Axial 409 (Eccentricity = 0.00 in) 2 b24 Live Axial 1080 (Eccentricity = 0.00 in) MAXIMUM REACTIONS (Ibs): • t vnti 0' 9 • Lumber n -ply, Hem -Fir, No.2, 2x4 ", 2 -Plys Self- weight of 2.17 plf included in loads) Pinned base; Loadface = depth(d); Built- up,fastener: nails; Ke x Lb: 1.00 x 9.00= 9.00 [ft]; Ke x Ld: 1.00 x 9.00= 9.00 [ft]; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005': Criterion Analysis Value Design 'Value Analysis /Design Axial fc = 144 Fc' =' 171 fc /Fc' = 0.84 Axial Bearing fc = 144 Fc *.= 1495 fc /Fc* = 0.10 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL /CP CF Cfu Cr Cfrt Ci LC# Fc' 1300 1.00 1.00 1.00 0.114 1.150 - - 1.00 1.00 2 Fc* 1300 1.00 1.00 1.00 - 1.150 - - 1.00 1.00 2 Axial : LC #2 = D +L, P = 1509 lbs Kf = 0.60 (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) • Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. BUILT -UP COLUMNS: nailed or bolted built -up columns shall conform to the provisions of NDS Clause 15.3. �- ALV COMPANY PROJECT WOO orks® • SOFIWARE FOR WOOD OESIGN. June 28, 2010 13:22 c42 Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or pif) : Load Type Distribution Magnitude. Location [ft] Units • Start End: -Start End 1 b19 Dead Axial` 86 (Eccentricity = 0.00 in) 2 Live Axial 112.. (Eccentricity = 0.00 in) • MAXIMUM REACTIONS (Ibs): • ?x... ger • Lumber Post, Hem-Fir, No.?, 4x4" Self weight of 2:53 plf included in loads; Pinned base; Loadface = depth(d), Ke x Lb 1.00 x`8:00= 8.00 [ft] Ke x Ld: 1.00 x 8.00= 8.00 [ft]; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005: , Criterion Analysis Value Design Value ,Analysis; /Design • Axial fc = 18 Fc' = 470 :fc /Fc' - 0.04 Axial. Bearing fc = 18 Fc* = 1495 fc /Fc *. = 0.01 • • ADDITIONAL DATA: FACTORS.: F/E CD CM Ct CL /CP CF Cfu Cr Cfrt Ci LC# Fc' 1300 1.00 1.00 1.00' 0.315 1.150 - - 1.00 1.00 2 Fc* 1300 1.00 1.00 1.00 - 1.150- - 1.00 1.00 2 Axial : LC #2 = D +L, P = 218 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. • • ra.c COMPANY PROJECT W o od W orks® SOFlrixuf FOR WOOD OfS1GN. June 28, 2010 13:22 c50 Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or pif ) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1_c48 Dead Axial 599 (Eccentricity = "0.00 in) 2 c48 Live Axial 1660 (Eccentricity = 0.00 in) MAXIMUM REACTIONS (Ibs): • 0 8' Lumber Post, Hem -Fir, No.2, 4x6" Self- weight of 3.98 plf included in loads; Pinned base; Loadface = depth(d); Ke x Lb: 1.00 x 8.00= 8.00 [ft]; Ke x Ld: 1.00 x 8.00= 8.00 [ft]; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Axial fc = 119 Fc' = 468. fc /Fc' = 0.25 Axial Bearing fc = 119 Fc *. = 1430 - fc /Fc* = 0.08 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL /CP. CF Cfu Cr Cfrt Ci LC# Fc' 1300 1.00 1.00 1.00 0.327 1.100 - - 1.00 1.00 2 Fc* 1300 1.00 1.00 1.00 - 1.100 - - 1.00 1.00 2 Axial : LC #2 = D +L, P = 2291 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. • • aaaipci • 'I HP '∎ HoufPeterson COMMUNICATION RECORD Righellis nc. TO 0- FROM ❑ MEMO TO FILE El F,1•IGIIV[L1-1.1 o PIAIIN:; RS L�, raos ____C,u___________ vcvcks PHONE NO.: PHONE CALL: ❑ MEETING: ❑ . • ' l 1 . • m � - 1 I , m . • 1 r • • - - .. __ ,. _.�+ — jay '.�... _ • V � F r d • ... • , rte. . _. _ .. ._ _ _ .i - - - ;, r -. , _. _ l _ . _ _ _ _ . , m,. .. -1 _ 11 1 � • y M •. • _ • 1. F > , - -- . I , . , _ _ l.. r • t 1 1 • r , t I 1 SS 1 i 9, • • COMPANY PROJECT 1 11 W ood Works ® SOEIWARE FOR WOOD DESIGN June 28, 2010 13:36 b17 LC1 Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or pif) : Load Type Distribution Magnitude Location [ft] Units Start End Start End 1_w49 Dead Partial UD 402.0 402.0 4.00 7.50 plf 2_w49 Snow Partial UD 450.0 450.0 4.00 7.50 plf 3_c15 Dead Point 938 4.00 lbs 4 c15 Snow Point 1350 4.00• lbs L Dead. Full UDL 13.0 plf Load6 Live Full UDL 40.0 plf wind Wind Point 2240 4.00 lbs MAXIMUM REACTIONS (Ibs) and. BEARING LENGTHS (in) :. ,, °? a , t , .ew 3rn ,. - 7 -e = yam" ..a ,�,, � ; � ._ `it w a r _a _ 31, - e. .- ,mw -"" *v'a1 + - ` -, - -7 -. ms s. .-, ,,, -7,1 .^"`1t,-° �'- - .te.:.;. - �+ -s� - ■i ►O 10' 7' -6'I Dead 843 1656 Live 1645 ,-. 2454 Total 2488 4110 Bearing: Load Comb #4 #4 Length 1.78 2.94 LSL, 1.55E, 2325Fb, 1- 3/4x14" Self - weight of 7.66 plf included in loads; . Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear fv = 162 Fv' = 356 fv /Fv' = 0.45 Bending( +) fb = 1511 Fb' = 2674 fb /Fb' = 0.57 Live Defl'n 0.09 = <L/999 0.25 = L/360 0.34 Total Defl'n 0.15 = L /580 0.37 = L/240 0.41 ' ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fv' 310 1.15 - 1.00 - - - - 1.00 - 1.00 6 Fb'+ 2325 1.15 - 1.00 1.000 1.00 - 1.00 1.00 - - 6 Fcp' 800 - - 1.00 - - - - 1.00 - - - E' 1.5 million - 1.00 - - - - 1.00 - - 4 Emin' 0.80 million - 1.00 - - - - 1.00 - - 4 Shear : LC #6 = D +S, V = 3584, V design = 2643 lbs Bending( +): LC #6 = D +S, M = 7198 lbs -ft Deflection: LC #4 = D +.75(L +S +W) EI= 620e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL -BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. c 61,2b COMPANY PROJECT xh d i Wood Wo rks SOF TWARE FOR' WOOD DES 4 June 28, 2010 13:36 b17 LC2 De Check Calculation Sheet , Sizef 7.1 . LOADS ( Ins, psf, or pif) : Load Type Distribution Magnitude Location [fti Units' - Start End Start, .End, . l w49 Dead Partial UD 402.0 402.0 4.00 7.50 plf 2_w49 Snow Partial UD 450.0 450.0 4.00 7.50 . plf 3_c15 Dead Point 938 4.00. lbs 4 c15 Snow Point 1350 4.00 lbs _ Load5 Dead Full UDL 13.0 plf . Load6 Live Full UDL 40.0 plf wind Wind Point -2240 4.00 lbs • MAXIMUM REACTIONS (lbs) .and BEA LENGTHS (in) : , -' '” , . ':`r *t...., , ' �' a '''''' ,.. = . ' w � " -,'a `:., Al r ..,a .� �?• .: _ •- - ,#mot ."F. e - a . ►_ ►tea • Q` 7. -6 . D . 843 1656 ' Live 997 - 1927 Uplift 528 • 189 , Total' 1841 3584 Bearing: Load Comb #6 #6 Length 1.31 2.56 • • LSL, 1.55E, 2325Fb, 1- 3!4x14" Self- weight of 7.66, plf included in loads; ' Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using-Nos Zoos : Criterion Analysis Value Design Value Analysis /Design Shear fv = 162 Fv' = 356 • fv /Fv' = 0.45 • Bending( +) fb = 1511 Fb' = 2674 fb /Fb. = 0.57 " Bending( -) fb = 469 Fb' = 1114 fb /Fb' = 0:42 Live Defl'n 0.06 = <L/999 0.25 = L/360 0.22 Total Defl'n 0.12 = L/722 0.37 = L/240 0.33 ADDITIONAL DATA: . FACTORS: F /E. CD CM Ct CL CV Cfu ' Cr Cfrt Ci Cn LC# Fv' 310 1.15 - 1.00 - - - - 1.00 1.00 6 Fb'+ 2325 1.15 .- 1.00 1.000 1.00 - 1.00 1.00 - - 6 . . Fb'- 2325 1.60 - 1.00 0.299 1.00 - 1.00 1.00 - - 8 • . • Fcp' 800 - - 1.00 - - - ' - 1.00 - - .- , E' 1.5 million - 1.00 - - - - 1.00 - - 6 . Emin' 0.80 million - 1.00 - - - - 1.00 - - 6 Shear : LC #6 = D +S, V = 3584, V design = 2643 lbs . . Bending( +): LC . #6 = D +S, M = 7198 lbs -ft Bending( -): LC #8 = .6D +W, M = 2235 lbs -ft Deflection: LC #6 = D +S EI= 620e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. • (D =dead L =live S =snow W =wind I- impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: • 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL -BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact -your local SCL manufacturer. , 3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. • -.- 622_,C1 s COMPANY PROJECT 3 o o /ors® . • le . " ,d sorrw RF FOR W001)055105 June 28, 2010 13:41 b18 Ic1 . Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude .Location (ft] Units Start End Start. End 1 c16 Dead Point 938 5.00 lbs 2 c16 Snow Point 1350 5.00 lbs 3 w37 Dead Partial UD 498.0 498.0 15.00 16.00 plf 4_w37 Snow Partial UD 450.0 450.0 15.00 16.00 plf 5_w54 Dead Partial UD 498.0 498.0 14.50 15.00 plf 6 w54 Snow Partial UD 450.0 450.0 14.50 15.00 plf 7 w55 Dead Partial UD 96.0 96.0 6.00 7.00 plf 8 w56. Dead Partial UD 498.0 498.0 0.00 6.00 plf 9 w56 Snow Partial UD 450.0 450.0 0.00 6.00 plf 10c39 Dead Point 843 • 7.00 lbs • 1I 7 c39 Snow Point 1147 7.00 ,lbs • 12 Dead Point . 1656 14.50 lbs. - 13.c, Snow Point 2077 14.;50 lbs . WIND1 Wind Point • .8750: 0.00 - lbs. • WIND2 ' Wind Point - 1 8750 7.00 .lbs MAXIMUM REACTIONS (Ibs). and'BEARIING LENGTHS (in) -' J o 16 Dead 3950 • 3630 Live 5866 3956 Uplift 1588 Total 9816. 7586. Bearing: Load Comb #3 # Length 2.95 2.28 Glulam- Unbal., West Species, 24F -V4 DF, 5- 118x16 -1/2" • Self - weight'of 19.47 plf included in loads; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection' (in) using NDS 2005: Criterion Analysis Value Design Value Analysis /Design . Shear • fv = 117 Fv' = 305 fv /Fv' = 0.38 Bending( +) fb = 1443 Fb' = 2747 fb /-Fb' = 0.53 Bending( -) fb = 1354 Fb' = 2743 fb /Fb' = 0.49 Live Defl'n -0.43 = L/446 0.53 = L/360 0.81 Total Defl'n -0.26 = L/737 0.80 =' L/240 0.33 • ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Notes. Cn LC #.. Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'-+ 2400 1.15 1.00 1.00 1.000 0.995 1.00 1.00 1.00 1.00 - 2 Fb'- 1850 1.60 1.00 1.00 0.927 1.000 1.00 1.00 1.00 1.00 - 4 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - . • E' 1.8 million 1.00 1.00 - - - - 1.00 - 4 Emin' 0.85 million 1.00 1.00 - - - - 1.00 - - 4 Shear : LC #2 = D +S, V = 7944, V design = 6613 lbs ' Bending( +): LC #2 = D +S, M = 27966 lbs -ft Bending( -): LC #4 = .6D +W, M = 26233 lbs -ft • Deflection: LC #4 = .6D +W EI= 3453e06 lb -in2 . Total Deflection = 1.00(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: bird = actual breadth x actual depth. . 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. - 15. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). . C 030 • • • COMPANY PROJECT • n " y "'s - SOFTWARE FOR WOOD DESI June 28, 2010 13:41 b18 Ic2 Design`Check Calculation Sheet Sizes 7.1 LOADS ( lbs, psf, or pif) : Load Type Distribution Magnitude Location [ft] Units Start End ' . End . 1 c16 Dead Point 938 5.00' lbs 2 c16 Snow Point 1350 5.00 lbs 3w37 Dead Partial UD 498.0 498.0 15.00 16.00 plf 4_w37 Snow Partial UD 450.0 450.0; 15.00 16.00 plf 5w54 Dead Partial UD 498.0 498.0 14.50 15.00 pif 6 w54 Snow Partial UD 450.0 450.0 14.50 15.00 plf 7 w55 Dead Partial Up 96.0 96.0 6.00 7.00 plf 8 w56 Dead Partial UD 498.0 498.0 0.00 6.00 plf 9 w56 Snow Partial UD 450.0 450.0 0.00 6.00 plf lD c39 Dead Point 843 7.00 lbs 11_c39 Snow Point 1147 7.00 lbs - 12 c40 Dead Point 1656 14.50 •. lbs . 13 c40 Snow Point 2077 14.50 lbs WIND1 Wind Point =8750 - 0.00 lbs WIND2 Wind Point - 8750 7.00 lbs , ,' MAXIMUM REACTIONS;(Ibs) BEARING LENGTHS (m). t. -Y �,�...,... .. 4 a A- w..�e, - , .a., bv„ , ,y_.,,R� a .�,.,..:., „ ,: . ,w ...:. ,. G..-S.. V-f � .,V .t.;: '�fi_- s..ta'..... - ..^s'sm'.'.�.nwa;`SA% +[b'A.: .>.n ,., x. > °.54asrts.,'rs .,9L...c-,nf s,. YaErYGX' 5c:$. .?Wix«'3+&¢h- '.aaevs..s4YSic^uY r.*b o-,. ,w's...ec...r.. • Id' - 161 , Dead 3950 3630 • Live 3994 5838 Uplift 1396 Total 7944 9468 Bearing: . Load Comb #2 #3 • Length 2.38 • . .. 2.84 . Glulam- Unbal.,•West-Species,- 24F -V4 DF, 5- 1/8x16 -1/2 . Self - weight cf 1.9 :,47 „plf included in loads; Lateral support: top_ full,, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection. (in). using NDS zoos : Criterion Analysis Value Design Value Analysis /Design . Shear fv = 168 Fv' = 424 fv /Fv' = 0.40 , Bending( +) fb = 2579 Fb' = 3822 fb /Fb' = 0.67 Live Defl'n 0.41 = L/467 0.53 = L/360 0.77 Total Defl'n 0.58 = L/331 0.80 = L/240 0.72 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# . Fv' 265 1.60 1.00 1.00 - - - - 1.00 1.00 1.00 3 Fb'+ 2400 1.60 1.00 1.00 1.000 0.995 1.00 1.00 1.00 1.00 - 3 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 3 Emin' 0.85 million 1.00 1.00 - - - - 1.00 - - 3 Shear : LC #3 = D +.75(S +W), V = 10637, V design = 9461 lbs Bending( +): LC #3 = D +.75(S+W), M = 49976 lbs -ft Deflection: LC #3 = D +.75(S +W) EI= 3453e06 lb -in2 Total Deflection = 1.00(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). . • /-1- (- 1 : • COMPANY PROJECT 4 k Woo forks SOFTWARE FOR WOOD DESIGN June 28, 2010 13:41 b18 Ic2 NO LL Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or pif) : Load Type Distribution Magnitude Location [ft] Units Start End Start End. 1 c16 Dead Point 938 5.00 'l'bs • 2 c16 Snow Point 1350 5.00 lbs 31w37 Dead Partial UD 498.0 498.0 15.00 16.00 plf 4 w37 Snow Partial UD 450.0 450.0 15.00 16.00 plf 5 w54 Dead Partial UD 498.0 498.0 14.50 15.00 plf 6 w54 Snow Partial UD 450.0 450.0 14.50 15.00 plf 7 w55 Dead Partial UD 96.0 96.0 6.00 7.00 plf 8 w56 Dead Partial UD 498.0 498.0 0.00 . 6.00 plf 10 c39 Dead Point 843 7.00 lbs 12 c40 'Dead Point 1656 14.50 lbs WIND1 Wind Point -8750 0.00 lbs WIND2 Wind Point 8750 7.00 . lbs MAXIMUM REACTIONS (Ibs) and BEARING LEN,GTHS ' I0 _ 164 Dead 3950 .. 3630 Live 960 3670 Uplift 1396 Total 4910 7300 Bearing: • Load Comb #2 #3 ' Length 1.47 2.19 Glulam- Unbal., West Species, 24F -V4 DF, 5- 1/8x16 -1/2" Self- weight of 19.47 plf included in loads; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : _.Criterion Analysis Value .• Design Value Analysis /Design Shear fv = 135 Fv' = 424 fv /Fv' = 0.32 Bending( +) fb - 2202 Fb' = 3822 fb /Fb' = 0.58 • Live Defl'n 0.31 = L/614 0.53 = . L/360 0.59 Total Defl'n 0.48 = L/398 0.80 = L/240 0.60. ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fv' 265 1.60 1.00 1.00 - - - - 1.00 1.00 1.00 3 Fb'+ 2400 1.60 1.00 1.00 1.000 0.995 1.00 1.00 1.00 1.00 - 4 . Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 3 Emin' 0.85 million 1.00 1.00 - - - - 1.00 - - 3 Shear : LC #3 = D +.75(S +W), V = 8361, V design = 7630 lbs Bending( +): LC #4 = .6D +W, M = 42673 lbs -ft Deflection: LC #3 = D +.75(5 +W) EI= 3453e06 lb -in2 Total Deflection = 1.00(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'conforinirig to AITC 117 -2001 and manufactured in accordance with ANSI/AITC A190:1 -1992 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. - • ' 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). • (- 6.i'g • - COMPANY PROJECT - ,,,m,):. S0 FOR WOOD DESIGN . • June 28, 2010 13:42 b18 Ic1 NO LL D Check Calculation Sheet., • Sizer 7.1 LOADS ( Ibs, psf, or pif) : Load Type Distribution Magnitude Location [ Units Start End Start End 1 c16 Dead Point 938 5.00 lbs 2 Snow Point 1350 5.00 - " lbs , - 3_w37 Dead Partial UD 498.0 498.0 15.00 16.00 "pit ' 4 Snow Partial UD 450.0 450.0 15.00 16.00 plf • 5 w54 Dead Partial UD 498.0 498.0 .14.50 15.00 ' plf • 6 w54 Snow . Partial UD 450.0 450.0 14.50 15.00 plf • 7 w55 Dead Partial UD 96.0 96:0 6.00 7.00 plf 8 w56 Dead Partial UD 498.0 498.0 0.00 6.00 plf 10 c39 Dead Point 843 7.00 lbs . 12 Dead Point 1656 • 14.50 lbs WIND1 Wind Point 8750 0.00 lbs WIND2 Wind _ Point -8750 ,7.00 lbs-,„,.: I . • MAXIMUM; REACTIONS,(Ibs) and'BEARINGLENGTHSk(in) : ; y s • • • A ■ • -. 10' 16 Dead 3950 • 3630 . Live ' 3591 . : _ 10 • • Uplift 1588 • ' Total 7541 4695 ' Bearing: ' - .. Load Comb #3 #2 Length 2.26 1.41 G lulam- Unbal., West Species,,24F -V4 DF,:5= 1/8x16 -1/2" ,' Self - weight of'19.47••plf •included in,loads ;, Lateral support: top= full, bottom = at`supports; Analy v s. Allowable - Stress (psi) and Deflection (in). using NbS2 : Criterion Analysis Value Design Value Analysis %Design; ".• Shear fv = 74 Fv' = 305' ' fv/Fv' = 0.24 • . Bending( +) fb = 933 Flo.' = 2747 fb /Fb'- = • 0.34 Bending( -) fb = 1354 Fb' = 2743 fb / F b 0.49 . Live Defl'n -0.43 = L /4.a6 0.53 = L/360 0.81 . Total Defl'n -0.26 - L/717 0.80 = L/240 0.3 , ADDITIONAL DATA: . FACTORS: F/E CD CM Ct -CL CV Cfu • Cr Cfrt Notes Cn LC# . Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 ' Fb'+ 2400 1.15 1.00 1.00 1.000 0.995 1.00 1.00 1.00 1.00 - 2 Fb'- 1850 1.60 1.00 1.00 0.927 1.000 1.00 1.00 1.00 1.00 - 4 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - . E' 1.8 million 1.00 1.00 - - - - 1.00 - - 4 • Emin' 0.85 million 1.00 1.00 - - .- 1.00 - - 4 Shear : LC #2 = D+S, V = 4910, V design = 4172 lbs • Bending( +): LC #2 = D +S, M - 18077 lbs -ft ' Bending( -): LC #4 = .6D +W, M = 26233 lbs -ft . • Deflection: LC #4 = .6D +W EI= 3453e06 lb -in2 . Total Deflection = 1.00(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 yerify 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 3.3'53. , . _ - 5. GLULAM bearing length based on smaller of Fcp(tension), Fcp(comp'n), - • . • c_C I ' . COMPANY PROJECT l }t ( Wood Works SWIWARE FOR WOOD DESIGN June 28, 2010 13:43 beam under 202a LC1 Design Check . Calculation Sheet Sizer 7.1 LOADS ( Ibs, psf, or pif) - Load Type Distribution Magnitude Location ift] Units - Start End Start End dead Dead Full Area 13.00 (1.33)* psf live Live Full Area 40.00 (1.33)* psf wall Dead Partial LTD 90.0 90.0 0.00 3.83 plf Windt Wind Point 7380 0.00 lbs Wind2 Wind Point -7380 3.83 ,lbs *Tributary Width (ft) s MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : . `., ` IQ 16 i Dead 565 302 Live 1646 427 Uplift 1538 Total 2211 729 Bearing: Load Comb #3 # Length 0.84 0.50* 'Min. bearing length for beams is 1/2" for exterior supports' • PSL•, 2.0E, 2900Fb, 3- 112x14" Self - weight of 1:5 :31 plf.incliided in loads; Lateral support: top = -at supports, bottom = at supports; Analysis vs. Allowable Stress and Deflec (in) using nips 2005 Criterion Analysis Value Design Value Analysis /Design Shear fv = 160 Fv' = 464 fV /Fv' = 0.'34 Bending( +) fb = 324 Fb' = 2433 fb /Fb' = 0.13 Bending( -) fb = 2163 Fb' = 2842 fb /Fb' = 0.76 Live Defl'n -0.46 = L /415 0.53 = L/360 0.87 Total Defl'n -0.42 = L/456 0.80 = L/240 - - 0.53 - ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fv' 290 1.60 - 1.00 - - - - 1.00 - 1.00 4 Fb'+ 2900 1.00 - 1.00 0.839 1.00 - 1.00 1.00 - - 2 Fb'- 2900 1.60 - 1.00 0.613 1.00 1.00 1.00 - - 4 Fcp' 750 - - 1.00 - - - - 1.00 - - - E' 2.0 million - 1.00 - - - - 1.00 - - 4 Emin' 1.04 million - 1.00 - - - - 1.00 - - 4 Shear : LC #4 = .6D +W, V = 5224, V design = 5224 lbs Bending( +): LC #2 = D +L, M = 3088 lbs-ft Bending( -): LC #4 = .6D +W, M = 20612 lbs -ft Deflection: LC #4 = .6D +W EI= 1601e06 lb -in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) , Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL -BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. ( 3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. C- 6\f COMPANY PROJECT ':::11.(lw W oodWorks® • SOt7lMA FOR WOOD OE5105 . June 28; 2010 13:43 beam under 202a LC2 Design Check Calculation Sheet Sizer 7.1 • LOADS ( lbs, psf, or psf) : Load Type Distribution Magnitude Location [ft] Units Start End Start End dead Dead Full Area 13.00 (1.33)* ` psf live Live Full Area 40.00 (1.33)* psf ' wall Dead Partial UD 90.0 90.0 0.00 .3.83 plf Winds Wind Point -7380 0.00 lbs Windt Wind Point 7380 3.83 lbs *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : !x 4'm -•. mac^. .,.. - ;, i � . _ ' ° :-. .., �_ - 2 MM 1 0 : 16Il • D ead 5 '65' .,. 302 Live 427 1696 Uplift 1380 Total 992 1950 Bearing: _. - - Load Comb #2 #4 Length 0.50* 0.74 *Min: bearing length for beams is 1/2" for exterior supports • PSL, 2.0E, 2900Fb, 3- 112x14" Self- weight of 15.31 plf included in loads; ' Lateral support` top = at supports, bottom= 'at supports; Analysis vs. Allowable Stress (psi), and Deflection (in) using -NDS 2005': Criterion Analysis Value Design Value : Analysis Shear fv = 181 Fv' = 464 fv/Fv' = 0..39 Bending,( +) fb = 2352 Fb' = 28`42 fb /Fb' = 0.83 Live Defl'n 0.44 = L/435 0.53 = L/360 0.83 Total Defl'n 0.48 = L/398 0.80 = L/240 0.60 • ADDITIONAL DATA: . FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fv' 290 1.60 - 1.00 - - - - 1.00 - 1.00 4 Fb'+ 2900 1.60 - 1.00 0.613 1.00 - 1.00 1.00 - - 4 Fcp' 750 - - 1.00 - - - - 1.00 - - - E' 2.0 million - 1.00 - - - - 1.00 - - 4 . Emin' 1.04 million - 1.00 - - - 1.00 - - 4 Shear : LC #4 = .6D +W, V = 6000, V design = 5909 lbs Bending( +): LC #4 = .6D +W, M = 22412 lhs -ft Deflection: LC #4 = .6D +W EI= 1601e06 lb -in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) . (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: - 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL -BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. ' (,,,-- (5) ,<S'''- COMPANY PROJECT • 1 1t Works . • SOFTWARE FOR WOOD DESIGN June 28, 2010 13:44 b18 REAR LC1 Design Check Calculation Sheet Sizer 7.1 LOADS ( Ibs, psf, or plf ) Load Type Distribution Magnitude Location (ft] Units Start End. Start End 1_w63 Dead Partial UD 402.0 402.0 0.00 1.00 plf 2_w63 Snow Partial UD 450.0 450.0 0.00 1.00 plf 3 c9 Dead Point 985 1.00 lbs 4 c9 Snow Point 1470 1.00 lbs 5 c10 Dead Point 985 7.00 lbs 6 c10 Snow Point 1470 7.00 'lbs 7 w64 Dead Partial•UD 402.0 402.0 7.00 9.50 plf • 8 w64 Snow Partial UD 450.0 450.0 7.00 9.50 plf 9 j25 Dead Full UDL 47.7 plf ' . 1 Live Full UDL 160.0 plf Loadll Dead Full UDL 13.0 plf Loadl2 Live Full.UDL 40.0 plf W1 Wind Point 6190 1.00 lbs , • W2 Wind Point -6190 7.00 lbs MAXI REA BEARING LENGTHS (in).. . WSWivf a <S .. 0 :' ti ' ::b. gittP_ .._"'° , ' , 0' , ' -V :.zB V.f ,, 1 "� _ P ` " 1� .' , . 't '. 4s E r4 `r*g na - »." ;sit ` � :, - -, ze. w : r " x- ae4 �' g siwt' '�I: i,IM • I 0' 9 , -8' 1 . Dead 1977 - 2047 Live 5352 2391 Uplift 2667 Total 7329 44 39 Bearing: Load Comb #4 #3 Length 3.61 2 .19 • Glulam - Unbal., West-Species, 24F -V4 DF, 3=1/8x10 -1/2" Self- weight of 7.55 plf included in loads; Lateral support: top = full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005: Criterion Analysis Value Design Value Analysis /Design Shear fv = 297 Fv' = 424 fv /Fv' = 0.70 Bending( +) fb = 1693 Fb' = 2760 fb /Fb' = 0.61 Bending( -) fb = 1580 Fb' = 2844 fb /Fb' = 0.56 Live Defl'n 0.14 = L/837 0.32 = L/360 0:43 Total Defl'n 0.29 = L/386 0.47 = L/240 0.62 • ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fv' 265 1.60 1.00 1.00 - - - - 1.00 1.00 1.00 4 Fb'+ 2400 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 3 Fb'- 1850 1.60 1.00 1.00 0.961 1.000 1.00 1.00 1.00 1.00 - 8 Fcp' 650 - 1.00 1.00 - - - 1.00 - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 3 Cain' 0.85 million 1.00 1.00 - - - - . 1.00 - - 3 Shear : LC #4 = D +.75(L +S +W), V = 7329, V design = 6491 lbs Bending( +): LC #3 = D +.75(L +S), M = 8104 lbs -ft Bending( -): LC #8 = .6D +W, M = 7558 lbs -ft Deflection: LC #3 = D +.75(L +S) EI= 543e06 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. P lease 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). C ---. bi,5 (0 COMPANY PROJECT • s r ' . /1 / ors ® SOErWARf FOR WOOD DESIGN • ' Ju 28, 2010 13:44 b18 REAR LC2 ' Design Check Calculation Sheet • • Sizer 7.1 • LOADS ( lbs, psf, or pif) : , • Load Type Distribution Magnitude Location [ft) Units Start End Start End 1 w63 Dead Partial UD 402.0 402.0 0.00 1.00 plf 2_w63 Snow Partial UD 450.0 450.0 0.00 1.00 plf ' 3 c9 Dead Point 985 1.00 lbs 4 c9 Snow Point 1470 1.00 lbs 5_c10 Dead Point 985 7.00 lbs 6_c10 Snow Point 1470 7.00 lbs - _ 7_w64 Dead Partial UD 402.0 402.0 7.00 9.50 `plf 8 w64 Snow Partial UD 450.0 450.0 7.00 9.50 plf 9 j25 Dead Full UDL 47.7 plf 10_j25 Live Full UDL 160.0 plf Loadll Dead Full UDL 13.0 plf ' Load12 Live Full UDL 40.0 phf W1 Wind Point -6190 1.00 lbs W2 Wind Point 6190.. . 7.00 _ lbs__ . MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) ; - . . moo::.. .�.'; >'�' ��a��"`?�:vs:°"'vd".�..a"�Y; .. • .IR3:s�, .I.- �.-.'1 ; .76 ;Wan 62r0'. WizS': k -iwz > '. ?`: ..itmx, "-�."':7, - _zn. - 4PZ4J : ,,f4. . - , - 5,Wat9 : c 2 :e._3s. E fA e'z ; '°.-�:. .xa - " . &'`",:S' " - -.. .se'* L :-" n 2M .M..,.w' w*V3fSs ** ? ,: ."AliM R Vic, -�', .. :. :, ,,r ':; : ¢. a°-_°.-k_"»' `.z.- F.. - .'... ," al .' _..:sr 1.2,z-a'.a"�i+ ,xt ..... a�'.eE . , 'ic., -., , -fir -14 0) T-61 Dead 1977 2047 Live 2420 5324 Uplift 2709 • Total 4397 7371 Bearing: Load Comb #3 - #4 • Length 2.16 - 3.63 Glulam- Unbal., West Species, 24F -V4 DF, 3-118d0-112 Self- weight of 7.55 plfincluded in loads; Lateral support: top= full, bottom =•at supports; Analysis vs. Allowable Stress ( and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear fv = 299 Fv' - 424. ,fV /Fv' 0. "70 Bending( +) •fb = 3225 Fb' = 3840 ' fb /Fb' = 0:89 , Live Defl'n 0.24 = L/468 0.32 = L/360 0.77 Total.Defl'n 0.40 = L/283 0.47 = 'L/240 0.85 ' ADDITIONAL DATA: . FACTORS: F/E CD CM Ct CL CV Cfu Cr . Cfrt Notes Cn LC# ' Fv' 265 1.60 1.00 1.00 - - - - 1.00 1.00 1.00 4 • Fb'+ 2400 1.60 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 4 Fcp' 650 - 1.00 1.00 - - - - 1-.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 4 Ervin' 0.85 million 1.00 1.00 - - - - 1.00 - - 4 Shear : LC #4 = D +.75(L +S +W), V = 7371, V design = 6533 lbs Bending( +): LC #4 = 'D +.7.5(L +S +W), M = 15434 lbs -ft Deflection: LC #4 = D +.75(L +S +W) EI= 543e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. ID -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). C - ( f'+'"' . Harper Project: Houf Peterson Job # • Righellis Inc. ENG NEERS • PLANNERS Designer: Date: Pg. # I ANDSCAFE AFtC 4:1EC F,'3• SURVEYORS lb Wdl := 10. — .8. ft.20. ft W dl = 1600.1b ft 2 Seismic Forces SiteCss Deeigh.C•alebbrit-- , Component Importance Factor (Sect 13.1.3, ASCE 7-05) Max EQ, 5% damped, spectral responce acceleration of 1 sec. S -•=)':042 Max EQ, 5% damped, spectral responce acceleration at short period • Height of Component 11,;;W3 Mean Height Of Roof. Fa2 1123 Acc-baSed site coefficient @ .3 s-Peribd (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 ms • -= F a • S s S := F 2-S ms S Max EQ, 5% damped, spectral responce acceleration at short period S. 3 Exterior Elements & Body Of Connections „ a :=1:0 2.5, (Table 13.5-1, ASCE 7-05) .4a • S • (1 + 2.1•W„ FP := r r • h F EQU. Fp := 1.6. S I -W EQU. 13.3-2 Fp .3. S ds• 1 p • W p EQU. 13.3-3 F := if (F > Fp if (F < Fp F = 338.5171.1b Miniumum Vertical Force 0.2.S ds = 225.6781.lb GS,P) Harper Project: Ilouf Peterson Client: Job # Righelhs Inc ENS; INEERS • ,LANNEH . Designer: Date: Pg. # t ANOSCAPS ARCHIIECTS. SURVEYORS Wdl := 10' 8 . ft- 20. ft Wdl = 1600•1b ft Seismic Forces site:00:0.p*t0 12,dnta?M$61 dl V,T-T41 4 Component Importance Factor (Sect 13.1.3, ASCE 7-05) S = 0339 Max EQ, 5% damped, spectral responce acceleration of 1 sec. 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S. 1 s` v .r Sa., tAair ,+ .i - i- ;F: 1 L x'. � .`i v �` 1 4 t'^" I e l i :gqi' �.y z + ? r - iar*,,".c - fv a 4 tits ;s - t .r' .,*':, f ' r a t - 3 . } k. .L + '4-;.,, ,:'._„r.A.,� .rsn. -wtf J +'s' e,rw,:. �,.✓ -� m... _.z.�W �... -r Fr'.+`fu+ .., _,tiRx �, tie. � :,_ -.., 1'�. -.o .. �:� ,.. �� " -,�� ��, A .�-c ^k �• fi - 10' 5 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 is 1/2" for exterior supports - ` • Lumber soft, Hem -Fir, No.2, 2x6" •Self=weight of 1.7`plf included in loads; - Lateral support: top= at supports, �bottom`'aesupports; Analysis vs. Allowable Stress y (psi) and Deflection (in) using Nos 2005 Criterion Analysis Value Design. • A /Design - -. - Shear fv = • 19 Fv 150 fv /Fv' = 0.13 Bending(+) fb = 405 Fb' = 1048 fb /Fb' = 0.39 Dead ' Defl'n 0.00 = <L/999 Live Defl'n 0.03 = <L/999 0.17 = L/360 0.20 Total Defl'n 0.03 = <L/999 0.25, = __L/240.- -. .0.14.• . ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL. CF '• Cfu Cr Cfrt Ci Cn LC# • Fv' 150 1 ..00 1.00 1.00 - - - 1.,00 1.00 1.00 2 Fb'+ 850 1.00 1.00 1.00 0.949 1.300 1.00. 1.00 1:00 1.00 - 2 Feb' 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 42 = 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= contruction 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. • C 61 t't. II� t . YY COMPANY PROJECT 41 r Woo d W o rks ® "C', SOFTWARE FOR WOOD DESIGN ' June 8, 2009 16:27 Hand Rail2 Design Check Calculation Sheet Sizer 8.0 LOADS: Load Type Distribution Pat- Location Eft] Magnitude Unit :tern Start End Start. End LIVE Live Full -'UDL 50..:0: `. ' plf -" MAXIMUM. REACTIONS (lbs) and BEARING LENGTHS (in) ,'' • - .Y - k F' '.."�f^ r+ 4M A ^ ``i .9'65A & ''F`a#. 2��' T �.3 X'i:. ' 3F � �.:. -� .� ''. P - f •*t e . AS T' a... .�-Ee.44� .-SFr ,tom: Vg 4; 17 . �, ry. .s �r....t `�• �,''! t yt-F - V �^r ,�'„f,". •' b " `` 0t t .m».' r.- v.^� R `it, 5 I Citi R t C..� � "I-- r rx : 0 3 d' s- #1• . , t �' L . R s �'� ,,.. 3 ,'`} - xf +_,e�., . & r � ' � } ' ' 1t .• t. 44.. .w.- ..SF�v.sF a_ . , z+-c,r . . r _.,� {d_M•S : Sr'it _ , �•.,.- ..a,.� >4n. ...At.la+c�.r�x...ki� �s- s....wre:t+s'�.c ro: z.. c,x.�- 1-0n.,.. s 1 }...i. k .*�= r. � r. �si._ t �,�5r,.e. . � _.. _ ; 10, 5 Dead Live 125 125 Total 129 129 Bearing: - - Load Comb #2 #2 Length 0.50* 0.50* Cb 1.00 - 1.00 *Min. bearing length for beams is 112" for exterior supports Lumber -soft, Hem -Fir, No.2, 2x6" 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 . Analysis Value Design .Value". Analysis /Design.. - Shear fv = 19 Fv''' - = 150 fv /FV'.= 0.13 Bending( +) fb = 256 Fb'. = 1048 fb /Fb'. = 0.24 Dead Defl'n 0.00 = <L/999 Live Defl'n 0.03 = <L/999 0.17 = L/360 0.16 Total Defl'n 0.03 = <L/999 0.25 = L/240 0.11 ADDITIONAL DATA: . • FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC #. Fv' 150 1.00 1.00 1.00 - - - 1.00 1.00 1.00 2 Fb'+ 850 1.00 1.00 1.00 0.949 1.300 1.00 1.00 1.00. 1.00 - 2 • Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear : LC #2 = L, .V = 129, V design = 106 lbs Bending( +): LC #2 = L, M = 162 lbs -ft - Deflection: LC #2 = L EI = 27e06 lb -in2 . Total Deflection = 1.50(Dead Load Deflection) + Live - Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction Lc= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1.- Please verify that the default deflection limits are appropriate for your application. • 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. , , c -CALk( . . • - • . . . - . . . . . WOodWork® Sizer . SOFTWARE FOR WOOD DESIGN UNIT C - FRONT LOAD. . WOodliVorks0 Sizer 7.1 z. • • Jurie'22, 20'10 14:24:15 • . - . 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Soil density • ' gait := ,4500:7psf Allowable soil bearing pressure COLUMN FOOTING Reaction Total 3978 Ib Pd1:= Totaldi Totahl 3994 lb P11:= Total11 Ptl := Pdl + Pll Ptl = 7972-lb • Footing Dimensions tf '= PO iri Footing thickness Width = 30.in Footing width �^ A:= Width Footing Area gnet gall — tf'"Yconc cinet = 1375•psf Pt1 Areqd gnet Areqd = q 5.798 ft < A = 6.25-ft 2 ' GOOD Widthreqd A/Aregd Widthregd = 2.41 -ft < Width = 2.50 ft GOOD Ultimate Loads = Pdl + tf A''Yconc P 1.4 Pdl + 1.7•P11 P = 13.45-kips Pu q := — q = 2.15•ksf A Beam Shear (4x4 post) d - 2•in 0.85 b := Width b = 30.in V, := ci). - -Vf V, = 13.6.kips 3 - b q„ •b V, = 5.49-kips < V 11 = 13.6-kips GOOD 2 Two-Way Shear Short side column width Long side column width b, := 2-(bs + + 2-(bL + d) b, = 54.in :-= 1.0 it,- ( - 4 + — \T = 40.8-kips 3 3•0c) := .1)•2.66- V = 27.13•kips q 2 - (bcol d) V = 10.73•kips < V ax = 27.13-kips GOOD Flexure 2 b - bed 1 Mu :- 9u 2 b M, = 2.8•ft•kips A:= 0.65 1)-(1 6 S = 0.185•ft 3 S:= F := 5 (1)- f F = 162.5•psi Mu ft := f = 105.14•psi< F = 162.5•psi " GOOD lUse a 2'-6" x 2'-6" x 10" plain concrete footing I ( TE. 1 .--'----. \ I 0■3\ y aOto By, A iviscy DA . 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Current Date: 6/22/2010 10:57 AM Units system: English File name: O: \HHPR Projects \CEN - Centex Homes (309) \CEN - Plans \CEN -090 Summer Creek Townhomes \calcs \Unit C \FDN \Rear Load 2.etz\ • ,,,,4M33=36.82 [Kip *ft] M33= -50.22 [Kiplftj 4 X • X10 . . By JOB NO.: . - OF DATE . , . . . i f ' i i I ' i ' . I i t I 1 . i I I I : / t I i i....• • 1 t• , i,' , • ; ,.;, ; % I 1 j ■ I , , • L • 1 i PROJECT: ' ' ' , : - : . I ' 7 I - - i ' -1 1-- 1 '' ' - 7 - ' . -.1 ---"' ' '' 7 —1 - -- ; ; ; • - ; 1 ; ; t ; .1 . 1 ! • 1 i 1 i 't t ' ; ; 4 ! 1 • t 1 ; ' t ; 1 3 - -- -;--- - -1-- r- - --; i •-•!-- -r- i -1 -t- --1 ; ' ;----- -t -- 4 — j . i i . : $ i ; . ' s , , • . ; ; t - , 1 , ' t , , . . , • : . , • , , I , • . ; . ( .-- , -• t ' ,-; - - i t -;- ---,----.)--- -- . , _ un' ' C, "■\ortr-0-4- s t . - ,-.. . 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File name: O: \HHPR Projects \CEN - Centex Homes (309) \CEN - Plans \CEN -090 Summer Creek Townhomes \calcs \Unit C \FDN \Interior 2.etz\ • • • • • • M33 =55.84 [Kip *ft] • • 0 • :k diigt& ` rte • 2 3 ,p.Tk e.y£t 4y 41. .A vM i Y.p YE N M33 =65.17E11'jKip *ftp1.= € 2 M33= 21.46E -11 [Kip *ft] M33=25.6 [Kip *ft] • • Y • • x • • • • • • ..Pt3 . . DATE C4,•(.3 t D JOB ;11 . - • i ! ; I ; : ! : i I I - ! ; ; •I I ; ; • I • ! , I i ; ;• .. • I • i • " . i , : • ! ! : NO OF , • I : • I i ' • • - - , i , . . • • ; PROJECT: . : . . 1 . , i ! ? % ' . : . . i ' ; i , , , i ■ , • , : 1 -- - ----- - 7 ---- : i 5 i . . . • i , , ; , ! • : ' ' I : : ! , r RE - ! n -".. L l t . 1 i ' -- - '' ' ' • ' c '5 . 7( 4-1( -' 3° ■ • • . - .1_,rk ri-or kir-1_7„)-T-iA3 . , --,- . • . , . i . , i , ., , . , , i , , , ; ,_ , , . . . . . 0 0 --- -4.-- M w = 1- : . i ! ! --":- +--" !-. ----- . - ! r, I . ik 4 00 4 T M ' tr.,f- . , . . . . . . ,"•_ . 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(.., ; ' . --, , ■ . : ; i ' . . . . ; . - !-- . \5 K �} b ! c } t o a f � I . ;' o m - 4---c- t fit � � � ± A -- - �� - _ ; -; �! z � U - I i ! , i r m o I _., Gam' ..; • � �Z, , ��fi o �' - `/ �j • t m -1 --f I - F o i 1 a J 3road I i I 2 . 013 0 : CV ..1,___ 40 ,• ON ear A Ole: :3110 41 V :AS • 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 W = 3.50 inches hef inches (into the Fc Stem = oaingi inches Note .hef above is the the embedment into or cmax = 5.25 inches the foundation and does not consider stem wa End Width = 36.00 inches cmin = 2.25 inches cmin = 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 ANc = 68 in AN = 1296 in` AN = 110.25 in` AN = 1296 in` Nb = 8,607 pounds Nb = 55,121 pounds Wed,N = 0.8286 . Wed,N = 1.00 N = 4,399 pounds Nth = 55,121 pounds 4Neb = 3,299 pounds (ONeb = 41,341 pounds Combined Capacity of Stem Wall and Foundation (I)N = 44,640. 0.750 = 33,480 *RL • Concrete Side Face Blow. Out - Givens • A brg = 2.15 in` fc = 3000 psi cmin = 18.00 inches = 0.75 strength reduction factor Calculations • Nsb = 231,191 pounds 4)Nsb = 173,393 pounds Concrete Pullout Strength Givens • Ab = 2.15 in` . _ fc = 3000 psi ( = 0.75 strength reduction factor . Calculations N = 51,552 pounds 4)N = 38,664 pounds Steel Yield Strength Givens f = 58,000 psi A = 0.606. in = 0.80 strength reduction factor Calculations N = 35,148 pounds 4)N, = 28,118 pounds < 33,480 tiDuctil fy Me WirkAUTP Holdown Check Holdown ;�HDU1b4 Holdown Ca acit R14 ! pounds p Y ' �� f p 1.6* Capacity= 23,888 pounds 23,888 < 28,118 A161*IMigikeSit • ACI 318-05 Appendix D 1.125" Diameter Bar Capacity at Standard Stem Wall Concrete Breakout Strength Stem Wall Capacity when govern by 3 edges Foundation Capacity Givens Givens fc = 3000 psi fc.= 3000 psi h' = 17.00 inches hef f!r12 00 1 inches (into the Foundation) Stem = kligie inches Note: hef above is the the embedment into only the the foundation and does not consider stem wall embedment Fnd Width = 36.00 inches c m;n = 2.25 inches c m;n = 18.00 inches WC,N= 1.00 cast -in -place anchor We,N= 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 factor Calculations Calculations AN = 408 in` AN = 1296 in` ANo = 2601 in` AN = 1296 in` Nb = 92,139 pounds Nb = 55,121 pounds Wed,N = 0.7265 Wed,N = 1.00 N = 10,500 pounds N = 55,121 pounds 4)N = 7,875 pounds 4)N = 41,341 pounds Combined Capacity of Stem Wall and Foundation 4 = 49,216 0.754)N = 36,912 • C-- 1;5 Concrete Side Face Blow Out Givens Ab = 2.75 in` fc = 3000 psi cmin = 18.00 inches = 0.75 strength reduction factor Calculations Nsb = 261,589 pounds 11 = 196,192 pounds Concrete Pullout Strength Givens Abrg = 2.75 in` fc = 3000 psi = 0.75 strength reduction factor Calculations N = 66,000 pounds iN = 49,500 pounds Steel Yield Strength Givens f, = 58,000 psi A = 0.763 in = 0.80 strength reduction factor Calculations N = 44,254 pounds (i)N = 35,403 pounds < 36,912 3 Ductilfty Met % ;y Holdown Check Holdown: HD19 Holdown Capacity= 16,380 pounds - 1.6* Capacity= 26,208 pounds 26,208 < 35,403 „ HoldownCh ecks rp