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Specifications (3) , Structural Calculations for ISEC Et Full Lateral & Gravity Analysis of Plan A 1460 s 2 200 " CM GpwsC Summer Creek Townhomes eu�� °�N 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. 117 sheets total including this cover sheet. • This Packet of Calculations is Null and Void if Signature above is not Original Harper '- Houf Peterson Righellis Inc. ENN1NE_SRO • PLANNERS -- . LANDSCAPL ARRNItECTO•OVR'NEVONS 205 SE Spokane St. Suite 200 o Portland, OR 97202 0 [P] 503.221.1131 a [F] 503.221.1171 1104 Main St. Suite 100 o Vancouver, WA 98660 0 [P] 360.450.1 141 e [F] 360.750.1 141 1 133 NW Wall St. Suite 201 a Bend, OR 97701 • [P] 541.318.1 161 e [F] 541.318.1 141 Design Criteria Project Scope: Full lateral & Gravity Analysis of Unit A Design Specifications: Wind Design: Basic Wind Speed (mph): 100 From Building Authority Exposure: B From Building Authority Importance, l : 1 2006 IBC / 2007 OSSC Occupancy Category: II Residential Earthquake Design: Seismic Design Category: D From Building Authority Site Class: D Assumed, ASCE 7-05 Ch. 20 Importance, IE: 1 ASCE 7 -05 Table 11.5-1 Ss: 0.942 USGS Spectral Response Map S1: 0.339 USGS Spectral Response Map Dead Load: Floor: 13 psf Wall: 12 psf Wood Roof: 15 psf Live Load: Roof: 25 psf Snow Floor: 40 psf Residential Floor Materials and Design Data: Materials: Concrete Compressive Strength, f' c: 3000 psi Foundations & Slab on Grade Concrete Unit Weight, yc: 145 pcf Steel Reinforcement Yield Strength, 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 WoodWorks - Sizer version 2002 Bently RAM Advanse • Harper Project: SUMMERCREEK TOWNHOMES UNIT A HP' Ho uf Peterson. Client: PULTE GROUP Job # CEN -090 Righellis Inc. ( ENGINEERS • PLANNERS Designer: AMC Date: Pg. # I. ANOSCAPE ARCHITECrS•SURVEYORS DESIGN CRITERIA 2007 Oregon Structural Specialty Code & ASCE 7 -05 Roof Dead Load RFR := 2.5•psf Framing • RPL := 1.5•psf Plywood RRF:= 5•psf Roofing RME := 1.5•psf Mech & Elec RMS := 1 •psf Misc RCG := 2.5•psf Ceiling RIN := 1 •psf Insulation RDL = 15•psf Floor Dead Load FFR := 3 •psf Framing FPL := 4•psf Sheathing FME := 1.5•psf Mech & Elec FMS := 1.5•psf Misc FIN := .5•psf Finish & Insulation FCLG := 2.5•psf Ceiling FDL = 13-psf Wall Dead Load WOOD EX Wall := 12•psf INT_Wall := 10•psf Roof Live Load RLL := 25•psf Floor Live Load FLL := 40•psf / - LI Harper Project: SUMMERCREEK TOWNHOMES UNIT A HP: Houf Peterson Client: PULTE GROUP Job # CEN -090 Righellis Inc. ENGINEERS • ?CANNERS Designer: AMC Date: • Pg. # LANDSCAPE ARCN.TECTS •SURVEYORS Transverse Seismic Forces site'class = D Design Catagory =,D Building Occupancy Category: II Weight of Structure In Transverse Direction Roof Weight Roof Area := 843•ft RFC := RDL•Roof Area RFVVT = 14162•1b Floor Weight Floor_Area2 := 64741 FLRVVT2 := FDL•F1oor Area2 FLRw1 = 8411.1b Floor Area3rd := 652•ft 2 FLRWT3rd := FDL•Floor_Area3 FLRWT3rd = 8476-lb Wall Weight EX Wall Area := (2203)•ft INT Wall_Area := (906) •ft WALLw• := EX_Wa1I + INT Wall WALLWT = 35496•Ib WTTOTAL = 66545 lb Equivalent Lateral Force Procedure(12.8, ASCE 7 -05) h := 32 Mean Height Of Roof I := 1 Component Importance Factor (11.5, ASCE 7 -05) i &, := 6.5 Responce Modification Factor (Table 12.2 -1, ASCE 7 -05) C := .02 Building Period Coefficient (Table 12.8 -2, ASCE 7 -05) x := .75 Building Period Coefficient (Table 12.8 -2, ASCE 7 -05) Period T := C T = 0.27 < 0.5 (EQU 12.8 -7, ASCE 7 -05) S1 := 0.339 Max EQ, 5% damped, spectral responce acceleration of 1 sec. . (Chapter 22, ASCE 7- 05)...or S := 0.942 Max EQ, 5% damped, spectral responce acceleration at short period From Figures 1613.5 (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) r j Harper Project: SUMMERCREEK TOWNHOMES UNIT A _ .4 HP Houf Peterson Client: PULTE GROUP Job # CEN -090 ' Righellis Inc. Q/� AMC ENGINEERS ♦ PLANNERS Designer: AMC Date: Pg. # LANDSCAPE ARC41rECTS• SURVEYORS S MS Fa' Ss SMS = 1.058 (EQU 11.4 -1, ASCE 7 -05) Sd .— 2 • 3M5 Sd = 0.705 (EQU 11.4 -3, ASCE 7 -05) SM1 := Fv* S1 SM1 = 0.584 (EQU 11.4 -2, ASCE 7 -05) 2 •SMl Shc := 3 Shc = 0.389 (EQU 11.4 -4, ASCE 7 -05) Cst := Sds'Ie Cst = 0.108 (EQU 12.8 -2, ASCE 7 -05) R ...need not exceed... Cs := Shc Cs,,, = 0.223 (EQU 12.8 -3, ASCE 7 -05) T R ...and shall not be less then... Cl := if(0.044• Sd I < 0.01, 0.01, 0.044•Sd s 'l e ) C S1Iel (EQU 12.8 -5 &6, ASCE 7 -05) 0.5 C2 := if Sl < 0.6,0.01, /! R Cs := if(Ci > C2,C1,C2) Cs = 0.031 Cs := if (Cst < Cs Cs if (Cst < Cs , Cst, Cs Cs = 0.108 V := Cs•WTTOTAL V = 72201b (EQU 12.8 -1, ASCE 7 -05) E := V•0.7 E = 505416 (Allowable Stress) ,9 1..r3 Harper Project: SUMMERCREEK TOWNHOMES UNIT A HP Houf Peterson Client: PULTE GROUP Job # CEN -090 Righellis Inc. ENGINEERS • PLANNERS Designer: AMC Date: Pg. # LANDSCAPE ARCNITECTS•S VR' %EYORS Transverse Wind Forces (Method 1 - Simplified Wind Procedure per ASCE 7 -05) Basic Wind Speed: 100 mph (3 Sec Gust) Exposure: B Building Occupancy Category: II I := 1.00 Importance Factor (Table 6 -1, ASCE 7 -05) h = 32 Mean Roof Height X := 1.00 ' Adjustment Factor (Figure 6 -3, ASCE 7 -05) Smaller of... a2 := 2•.1.20. 1 Zone A & B Horizontal Length a2 _ 4 ft (Fig 6 -2 note 10, ASCE 7 -05) or 2— .4•h 2 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 PnetzoneA 19.9•psf PnetzoneB 3.2•psf Pnetzonec 14.4•psf PnetzoneD 3.3•psf Vertical PnetzoneE 8.8•psf PnetzoneF — 12•psf PnetzoneG = — 6.41psf PnetzoneH 9.7•psf Basic Wind Force PA := PnetzoneA'Iw•X PA = 19.9•psf Wall HWC PB := PnetzoneB'Iw'X PH = 3.2•psf Roof HWC PC := PnetzoneC'Iw'X PC = 14.4•psf Wall Typical PD := PnetzoneD'Iw PD = 3.3•psf Roof Typical PE := PnetzoneE' Iw' X PE = — 8.8•psf PF := PnetzoneF' Iw' X PF = — 12• psf PG := PnetzoneG-Iw'X Pc, = — 6.4•psf PH := PnetzoneH'Iw•X PH = — 9.7 -psf L\--t Harper Project: SUMMERCREEK TOWNHOMES UNIT A ° ° ' Houf Peterson Client: PULTE GROUP Job # CEN -090 Righellis Inc. ENGINEERS PLANNERS - -- Designer: AMC Date: Pg. # LANDSCAPE ARCNITECTS•SURVE VORS Determine Wind Sail In Transverse Direction WSAIILZoneA (41 + 59 + 29)•ft WSAILZoneB (1'9 + 0 + 23)41 WSAILZoneC := (391 + 307 + 272)41 WSAILZoneD (0 + 0 + 5)4ft WA := WSAILZoneA'PA WA = 25671b WB := WSAII- ZoneB•PB WB = 134 Ib WC := WSAILZoneC•PC WC = 13968 lb WD WSAILZoneD'PD WD = 161b Wind_Force := WA + WB + WC + WD Wind_Force := 10•psf•(WSAILZ + WSAILZoneB + WSAILZoneC + WSAILZoneD) Wind_Force = 166861b Wind Force = 11460 Ib WSJ -ZoneE := 94•ft2 WSA-11-ZoneF 108•ft2 WSAILZoneG 320•ft2 WSAILZoneH 320•ft2 WE := WSAILZoneE-PE WE = —827 lb • WF := WSAILZoneF'PF WF = — 12961b WG := WSAILZoneG'PG WG = —2048 Ib WH := WSAILZoneH'PH WH = — 31041b UPliftnet WF + WH + (WE + WG) + RDL•[WSAILZoneF + WSAILZoneH + (WSAILZoneE + WSAILZoneG)]..6.1.12 Uplift = 12121b (Positive number...no net uplift) DO NOT USE ROOF DEAD LOAD FOR SHEARWALL HOLDDOWN CALCULATION < Harper Project: SUMMERCREEK TOWNHOMES UNIT A P Houf Peterson Client: PULTE GROUP Job # CEN -090 Righellis Inc. ENGINEERS • PLANNERS Designer: AMC Date: Pg. # LANDSCAPE ARCNITECTS•SURVEYORS Longitudinal Seismic Forces Site Class = D Design Catagory = D Building Occupancy Category: II Weight of Structure In Longitudinal Direction Roof Weight Roof Area = 944 ft j,:= RDL•Roof Area RFVV1• = 14162-lb Floor Weight Floor_Area2 = 647 ft A kaw; y 4 A := FDL•Floor Area2nd FLRWt•2 = 8411-lb Floor_Area3 = 652 ft 2 • ,j,= FDL•Floor_Area3 FLRwT3rd = 8476-lb Wall Weight Etc .W.411. Xe1: _ (2203) - ft INT Wall Area = 906 ft 46,E IJAL:= EX Wall Area + INT Wall WALLW-r• = 354961b WTTOTAL = 6654516 Equivalent Lateral Force Procedure(12.8, ASCE 7 -05) h = 32 Mean Height Of Roof Ie = 1 Component Importance Factor ' (11.5, ASCE 7 -05) A,:= 6.5 Responce Modification Factor (Table 12.2 -1, ASCE 7 -05) C = 0.02 Building Period Coefficient (Table 12.8 -2, ASCE 7 -05) x = 0.75 Building Period Coefficient (Table 12.8 -2, ASCE 7 -05) Period := C T = 0.27 < 0.5 (EQU 12.8 -7, ASCE 7 -05) 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) 13,0 � ,_, Harper Project: SUMMERCREEK TOWNHOMES UNIT A HP ► Houf Peterson Client: PULTE GROUP Job # CEN -090 Righellis Inc. - -- ENGINEERS • PLANNERS Designer: AMC Date: Pg. # LANDSCAPE ARCH I TECTS•SURVEYORS := Fa S SMS = 1.058 (EQU 11.4 -1, ASCE 7 -05) 2 • SMg :_ Sds = 0.705 (EQU 11.4 -3, ASCE 7 -05) 3 := F Si SM1 = 0.584 (EQU 11.4 -2, ASCE 7 -05) 2 •SM1 _ 3 Shc = 0.389 (EQU 11.4 -4, ASCE 7 -05) S R Cst = 0.108 (EQU 12.8 -2, ASCE 7 -05) ...need not exceed... Shc-le Cs = 0.223 (EQU 12.8 -3, ASCE 7 -05) '�" A T a -R ...and shall not be less then... := if(0.044- Sds•I < 0.01, 0.01, 0.044- Sd r 0.5-S1-4 \ (EQU 12.8 -5 &6, ASCE 7 -05) ,:= ifl S1 <0.6,0.01, J l aw if (CI > C2,C1,C2) Cs = 0.031 Cs .= if (Cst < Cs < Cs Cs = 0.108 A V := Cs•WTTOTAL V = 72201b • (EQU 12.8 -1, ASCE 7 -05) E:= V -0.7 E = 50541b (Allowable Stress) Harper Project: SUMMERCREEK TOWNHOMES UNIT A Houf Peterson Client: PULTE GROUP Job # CEN -090 Righellis Inc. ENGINEERS • PLANNERS Designer: AMC Date: Pg. # L ANOECAPE ARCHITECTS• SURVEYORS Longitudinal Wind Forces (Method 1 - Simplified Wind Procedure per ASCE 7 -05) Basic Wind Speed: 110 mph (3 Sec Gust) Exposure: B Building Occupancy Category: II I = 1.0 Importance Factor (Table 6 -1, ASCE 7 -05) h = 32 Mean Roof Height X = 1.00 Adjustment Factor (Figure 6 -3, ASCE 7 -05) Smaller of... = 2•.1.20•ft Zone A & B Horizontal Length = 4 ft (Fig 6 -2 note 10, ASCE 7 -05) or ,= .4•hn 2•ft a2 = 25.6 ft but not less than... 2,.— 3.2•ft 6ft a = Wind Pressure (Figure 6 -2, ASCE 7 -05) Horizontal PnetzoneA = 19.9•psf PnetzoneB = 3.2.psf PnetzoneC = 14.4•psf PnetzoneD = 3.3 -psf Vertical PnetzoneE = —8.8.psf PnetzoneF = — 12•psf PnetzoneG = —6.4•psf PnetzoneH = — 9.7•psf Basic Wind Force PnetZOneA'Iw•X PA = 19.9.psf Wall HWC PnetzoneB•IWX PE = 3.2•psf Roof HWC PnetzoneC•Iw•X PC = 14.4•psf Wall Typical Pte:= PnetzoneD-4•X PD= 3.3•psf Roof Typical ,P v= PnetzoneE•Iw'X PE = — 8.8•psf ,,:= PnetzoneFlw•X PF = — 12.psf Pte:= PnetzoneG-IWX PG = — 6.4•psf Pte:= PnetzoneH•Iw•X PH = — 9.7•psf Harper Project: SUMMERCREEK TOWNHOMES UNIT A HP :• Houf Peterson Client: PULTE GROUP Job # CEN -090 =` Righellis Inc. e ENGINEERS • PLANNERS Designer: AMC Date: Pg. # LANDSCAPE A RCMITECT8•SURVEVORS Determine Wind Sail In Longitudinal Direction (48:4-'.59 + 40) • 5? :_ (10.+ 0 +.44)•ft2 ZS,./44 (91 + 137 + 67)• 1 V : =(43 +0+113)41 = WSJ- ZoneA• WA = 2925 = WSAI-ZoneB•PB WB = 1731b = WSAIZoneC'PC WC = 42481b = WSAILZoneD'PD WD = 515 Ib Wi Fo ce := WA + WB + WC + WD Wi Fore= 10•psf•(WSAILZ + WSAILZoneB + WSAILZoneC + WSAILZoneD) Wind Force = 78611b Wind_Force = 65201b := 148•fft2 o:= 120: ft , JJ := 323• ft , , := 252 Wes:= WSAILZoneE.PE WE = – 13021b := WSA ZoneFPF WF = — 1440 W = WSAILZoneG•PG WG = — 20671b Wes= WSAILZoneB WH = —2444 Ib U li := WF + WH + (WE + WG) + RDL•[WSAILZoneF + WSAILZoneH + (WSAILZoneE + WSAILZ6neG)]•. Uplift = 1243 Ib (Positive number...no net uplift) DO NOT USE ROOF DEAD LOAD FOR SHEARWALL HOLDDOWN CALCULATION #9 — 191. Harper Houf Peterson Righeliis 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 11 (Table 1604.5, OSSC 2007) Roof Dead Load= 15 psf Exterior Wall Dead Load= 12 psf X= 1.00 lw= 1.00 Wind Sail Wind Net Design Wind Pressure (psf) () Pressure (Ibs) Zone A = 19.9 129 2567 Wall High Wind Zone Horizontal Zone B = 3.2 42 134 Roof High Wind Zone Wind Forces Zone C = 14.4 970 13968 Wall Typ Zone Zone D = 3.3 5 17 Roof Typ Zone Zone E = -8.8 94 -827 Roof Windward High Wind Zone Vertical Zone F = -12.0 108 -1296 Roof Leeward High Wind Zone Wind Forces Zone G = -6.4 320 -2048 Roof Windward Typ Wind Zone Zone H = -9.7 320 -3104 Roof Leeward Typ Wind Zone Total Wind Force =l 16686 Ibs I Use to resist wind uplift: Roof Only Total Exterior Wall Area= 2203 ft Uplift due to Wind Forces= -7275 Ibs Resisting Dead Load = 8472 Ibs E =I 1197 Lbs...No Net Uplift I Wind Distribution Tributary to Diaphragms Wind Sail Tributary To Dia hragm (ft Zone A Zone B Zone C Zone D Main Floor 41 19 . 391 0 Upper Floor 59 0 307 0 Main Floor Diaphragm Shear = 6507 Ibs Upper Floor Diaphragm Shear = 5595 Ibs Roof Diaphragm Shear = 4584 Ibs • Wind Distribution To Shearwall Lines MAIN FLOOR UPPER FLOOR ROOF Tributary Line Shear Tributary Line Shear Tributary Line Shear Wall Line Diaphragm Diaphragm Diaphragm (Ibs) (ibs) (Ibs) Width eft) Width (ft) Width (ft) A 13.08 1737 18 2797 19 2323 Al 24.50 3254 0 0 0 0 B 11.42 1516 18 2797 18.5 2261 E= 49 6507 36 5595 37.5 4584 9- LIo 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 SMg • 1.06 Equ. 11.4 -1, ASCE 7 -05 SMI= 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 (Ib)= 8411 Floor 3 Wt (Ib)= 8476 Roof Wt (Ib) = 14162 Wall Wt (Ib) = 35496 Trib. Floor 2 Diaphragm Wt (Ib) = 22609 Trib. Floor 3 Diaphragm Wt (Ib) = 22674 Trib. Roof Diaphragm Wt (Ib) = 21261 Vertical Dist of Seismic Forces I Cumulative % total of base shear I Rho Check to Shearwalls (Ibs) to shearwalls Req'd? Vfloor2 (Ib) = 720 100.0% Yes Vfloor 3 (Ib) = 1625 85.8% Yes Vme (Ib)= 2709 53.6% Yes Shear Distribution To Wall Lines Wall Line Tributary Area Tributary Area Tributary Area Floor 2 Line Floor 3 Line Roof Line Floor 2 Floor 3 Roof Shear Shear Shear sq ft sq ft sq ft Ibs Ibs Ibs , A 102 361 394 114 897 1266 Al 432 0 0 481 0 0 B 113 293 449 126 728 1443 Sum 647 654 843 720 1625 2709. Total Base Shear' = 1 5054 LB i *Base shear assumes rho equal to 1.0. See shearwall analysis spreadsheet for confirmation of rho. /4 --- Lk,1 .,---- Harper Houf Peterson Righellis Pg #: Longitudinal Wind Line Shear Distribution ASCE 7 -05, section 6.4 (Method 1 - simplified) Design Criteria: Basic Wind Speed = 100 mph • Wind Exposure = B (Section 6.5.6, ASCE 7 -05) Mean Roof Height, H (ft) = 32 Roof Pitch = 6 112 Building Category= II (Table 1604.5, OSSC 2007) Roof Dead Load= 15 psf Exterior Wall Dead Load= 12 psf A. = 1.00 Iw= 1.00 Wind Sail Wind Net Design Wind Pressure (psf) ( ) Pressure (Ibs) Zone A = 19.9 147 • 2925 Wall High Wind Zone Horizontal Zone B = 3.2 54 173 Roof High Wind Zone Wind Forces Zone C = 14.4 295 4248 Wall Typ Zone Zone D = 3.3 156 515 Roof Typ Zone Zone E = -8.8 148 -1302 Roof Windward High Wind Zone Vertical Zone F = -12.0 120 -1440 Roof Leeward High Wind Zone Wind Forces Zone G = -6.4 323 -2067 Roof Windward Typ Wind Zone Zone H = -9.7 _ 252 -2444 Roof Leeward Typ Wind Zone Total Wind Force =I 7861 Ibs I Use to resist wind uplift: Roof Only Total Exterior Wall Area= 2203 ft Uplift due to Wind Forces= -7254 Ibs Resisting Dead Load = 8483 Ibs El 1229 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 48 10 91 43 Upper Floor 59 0 137 0 Main Floor Diaphragm Shear = 2440 lbs . Upper Floor Diaphragm Shear = 3147 Ibs Roof Diaphragm Shear = 2275 Ibs Wind Distribution To Shearwall Lines . MAIN FLOOR UPPER FLOOR ROOF Tributary Line Shear Tributary Line Shear Tributary Line Shear Wall Line Diaphragm (Ibs) Diaphragm (lbs) Diaphragm (Ibs) Width ft Width ft Width , (ft) 1 10 1220 10 1573 10 1137 2 10 1220 10 1573 10 1137 E= 20 2440 20 3147 . 20 2275 . A __ L v2.,_ Harper Houf Peterson Righellis Pg #: Longitudinal Seismic Line Shear Distribution Seismic Design Category = D Occupancy Category = 11 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 SMg 1.06 Equ. 11.4 -1, ASCE 7 -05 S 0.58 Equ. 11.4 -2, ASCE 7 -05 S 0.71 Equ. 11.4 -3, ASCE 7 -05 Spf= 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 (Ib)= 8411 Floor 3 Wt (Ib)= 8476 Roof Wt (Ib) = 14162 • Wall Wt (Ib) = 35496 Trib. Floor 2 Diaphragm Wt (Ib) = 22609 Trib. Floor 3 Diaphragm Wt (Ib) = 22674 Trib. Roof Diaphragm Wt (Ib) = 21261 Vertical Dist of Seismic Forces I Cumulative % total of base shear Rho Check to Shearwalls (Ibs) to shearwalls I Req'd? Vfl 720 100.0% Yes Vfl 3 (Ib) = 1625 85.8% Yes V roof (Ib) = 2709 53.6% Yes Shear Distribution To Wall Lines Wall Line Tributary Area Tributary Area Tributary Area Floor 2 Line Floor 3 Line Roof Line Floor 2 Floor 3 Roof Shear Shear Shear sq ft sq ft sq ft Ibs Ibs Ibs 1 286 291 415 318 725 1334 2 361 361 428 402 900 1375 Sum 647 652 843 720- 1625 2709 Total Base Shear* = ( 5054 LB *Base shear assumes rho equal to 1.0. See shearwall analysis spreadsheet for confirmation of rho. 4 • L,\,e3 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 Mo MR Uplift Panel Lgth. From 2nd Fir. From 3rd Fir. From Roof Load Sides Factor Type T (ft) (ft)" (ft) ht f k ht I k ht I k (klf) (plf) (ft -k) (ft -k) (k) 101 Not Used • 102 7 1.75 3.50 4.00 ' Q;.; 8.00 1.74 18.00 2.80 27.00 2.32 1959 Double . 1.40 NG 103 7 1.75 3.50 4.00 . 8.00 1.74 8.00 2.80 8.00 2.32 1959 Double 1.40 NG 103a 7 4.00 4.00 1.75 ox 8.00 3.25 814 Single 1.40 IV 104 8 4.50 10.50 1.78 OK 8.00 1.52 8.00 2.80 8.00 2.26 626 Single 1.40 III 105 8 3.00 10.50 2.67 OK 8.00 1.52 8.00 2.80 8.00 2.26 626 Single 1.40 III 106 8 3.00 10.50 2.67 ox 8.00 1.52 8.00 2.80 8.00 2.26 626 Single 1.40 III 109 8 4.58 17.08 1.75 OK 8.00 1.74 18.00 2.80 27.00 2.32 401 Single 1.40 II 110 8 12.50 17.08 0.64 OK 8.00 1.74 8.00 2.80 8.00 2.32 401 Single 1.40 II 111 8 4.50 7.25 1.78 •0x 8.00 1.52 8.00 2.80 8.00 2.26 907 Double 1.40 VI 112 4.75 1.38 7.25 3.45 OK 8.00 1.52 8.00 2.80 8.00 2.26 907 Double 1.40 VI 113 4.75 1.38 7.25 3.45 OK 8.00 1.52 8.00 2.80 8.00 2.26 907 Double 1.40 VI 201 9 3.92 10.79 2.30 ox 9.00 2.80 18.00 2.32 474 Single 1.40 II . 201a 9 4.17 10.79 2.16 OK 9.00 2.80 18.00 2.32 474 Single 1.40 II 201b 9 2.71 10.79 3.32 ox 9.00 2.80 18.00. 2.32 474 Single 1.40 II 202A 9 2.96 11.96 3.04 OK ' 9.00 2.80 18.00 2.26 423 Single 1.40 II 2028 9 3.00 11.96 3.00 ox 9.00 2.80 18.00 2.26 423 Single 1.40 I1 203 9 3.00 11.96 3.00 OK 9.00 2.80 18.00 2.26 423 - Single 1.40 II 204 9 3.00 11.96 3.00 ox 9.00 2.80 18.00 2.26 423 Single 1.40 II 301 8 3.92 • 13.96 2.04 OK 8.00 2.32 166 Single 1.40 I 302 8 5.79 13.96 1.38 OK 8.00 2.32 166 Single 1.40 I 303 8 4.25 13.96 1.88 OK 8.00 2.32 166 Single 1.40 I 304 8 2.96 5.96 2.70 OK 8.00 2.26 379 Single 1.40 II 305 8 3.00 5.96 2.67 ox 8.00 2.26 379 Single 1.40 II Spreadsheet Column Definitions & Formulas - L = Shear Panel Length H = Shear Panel Height Wall Length = Sum of Shear Panels Lengths in Shear Line • H/L Ratio = Hight to Width Ratio Check V (Panel Shear) = Sum of Line Load / Total L Shear Factor = Adjustment For H/L > 2:1 Mo (Overturning Moment) = Wall Shear • Shear Application ht Mr (Resisting Moment) = Dead Load • L2 * 0.5 • (.6 wind or .9 seismic) Uplift T = (Mo -Mr) / (L - 6 in) /4 - L. 4. Harper Houf Peterson Righellis Pg #: 1 . Shearwall Analysis Based on the ASCE 7 -05 Cransvere 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 Lgth. From 2nd Flr. From 3rd FIr. From Roof Load Strength Bays Sides Factor Type T (ft) (ft) (ft) ht I k ht I k ht I k (kit) (pll) (plf) (ft -k) (ft -k) (k) 101 Not Used 102 7 1.75, 3.50 4.00 `y ."' 8.00 0.11 18.00 0.90 27.00 1.27 651 846 0.10 0.50 Double 0.50 NG 103 7' 1.75 3.50 4.00 ;`?? 8.00 0.11 8.00 0.90 8.00. 1.27 651 846 0.10 0.50 Double 0.50 NG 103a 7 4.00 4.00 1.75 OK 8.00 0.48 0.00 0.00 120 156 0.22 1.14 Single 1.00 1 104 8 4.50 10.50 1.78 OK 8.00 0.13 8.00 0.73 8.00 1.44 219 284 0.25 1.13 Single 1.00 II 105 8 3.00 10.50 2.67 OK 8.00 0.13 8.00 0.73 8.00 1.44 219 284 0.17 0.75 ' Single 0.75 III 106 8 3.00 10.50 2.67 oK 8.00 0.13 8.00 0.73 8.00 1.44 219 284 0.17 0.75 Single _ 0.75 III 109 8 4.58 17.08. 1.75 OK 8.00 0.11 18.00 0.90 27.00 1.27 . 134 174 0.25 1.15 Single 1.00 .I , 110 8 12.50 17.08 0.64 OK 8.00 0.11 8.00 0.90 8.00 1.27 134 174 NA 3.13 Single 1.00 _ I . , 111 8 4.50 7.25 1.78 OK 8.00 0.13 8.00 0.73 8.00 1.44 316. 411 0.25 1.13 Single 1.00 III 112 5 1.38 7.25 3.45 OK 8.00 0.13 8.00 0.73 8.00 1.44 316 411 0.08 0.58 Double. 0.58 Vll 113 5 1.38 7.25 3.45 OK 8.00 0.13 8.00 0.73 8.00 1.44 316 411 0.08 0.58 Double 0.58 VII _ 201 9 3.92 10.79 2.30 OK 9.00 0.90 18.00 1.27 200 261 0.17 0.87 Single _ 0.87 II 201a 9 _ 4.17 10.79 2.16 OK 9.00 0.90 18.00 1.27 200 261 0.18 0.93 Single 0.93 II 201b 9 2.71 10.79 3.32 oK 9.00 0.90 18.00 1.27 200 261 0.12 0.60 Single 0.60 III 202A 9 2.96 11.96 3.04 OK Z ' 9.00 0.73 18.00 1.44 182' 236 0.13 0.66 Single 0.66 BI 202B 9 3.00 11.96 3.00 OK 9.00 0.73 18.00 1.44 182 236 0.13 0.67 Single 0.67 III. - 203 9 3.00 11.96 3.00 OK 9.00 0.73 18.00 1.44 181 , 236 0.13 0.67 Single 0.67 III 204 9 3.00 11.96 3.00 'oK 9.00 0.73 18.00 1.44 • 181 236 _ 0.13- 0.67 Single 0.67 HI 301 8 3.92 13.96 2.04 oK 8.00 1.27 91 118 0.20 0.98 Single 0.98 I 302 8 5.79 13.96 1.38 oK 8.00 1.27 91 118 0.29 1.45 Single 1.00 1 303 8 4.25 13.96 1.88 OK 8.00 1.27 . 91 118 0.21 1.06 Single 1.00 1 304 8 2.96 5.96 2.70 OK 8.00 1.44 • 242 315 0.15 0.74 Single 0.74 III 305 8 3.00 5.96• 2.67 OK 8.00 1.44 242 315 0.15 0.75 Single 0.75 III 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 = iaoo Total # 1st Floor Bays = 4.77 Are 2 bays minimum present along each wall line? No 1st Floor Rho = 1.3 Total 2nd Floor Wall Length = 22.75 Total # 2nd Floor Bays = s Are 2 bays minimum present along each wall line? No 2nd Floor Rho = 1.3 • Total 3rd Floor Wall Length = 19.92 Total # 3rd Floor Bays = s Are 2 bays minimum present along each wall line? No 3rd Floor Rho = 1.3 Spreadsheet Column Definitions & Formulas L = Shear Panel Length H = Shear Panel Height Wall Length = Sum of Shear Panels Lengths in Shear Line H/L Ratio = Flight 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 " 1. 0.5 • (.6 wind or .9 seismic) Uplift T = (Mo -Mr) / (L - 6 in) 1::::/- .---- t\c. Harper Houf Peterson Righellis Pg #: • I . Shearwall Analysis B ased 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 M Uplift Panel Lgth. From 2nd Flr. From 3rd Flr. From Roof Load Sides Factor Type T (ft) (ft) (ft) ht k ht k ht k (klf) (plf) (ft -k) (ft -k) (k) 107 8 15.50 15.50 0.52 OK 10.00 1.22 18.00 1.57 27.00 1.14 1.03 254 Single 1.40 I 71.21 123.49 -0.19 108 8 . 15.50 15.50 0.52 OK . 10.00 1.22 18.00 1.57 27.00 1.14 1.03 254 Single 1.40 1 71.21 123.49 -0.19 1 205 9 13.00 13.00 0.69 ox 9.00 1.57 18.001 1.14 0.70 208 Single 1.40 1. 34.62 59.15 -0.07 206 9 13.00 13.00 0.69 ox 9.00 1.57 18.00 1.14 0.70 208 Single 1.40 I 34.62 59.15 -0.07 1 306 8 10.00' 10.00 0.80 OK ' 8.00 1.14 0.29 114 Single 1.40 I 9.10 14.40 0.05 307 8 10.00 10.00 0.80 ox 8.00 1.14 0.29 114 Single 1.40 I 9.10 14.40 0.05 Spreadsheet Column Definitions & Formulas • L = Shear Panel Length H = Shear Panel Height Wall Length = Sum of Shear Panels Lengths in Shear Line 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) • • g ' U„, Harper Houf Peterson Righellis Pg #: Shearwall 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 M 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 (kif) (plf) (plf) (ft-k) (ft-k) (k) 107 8 15.50 15.50 0.52 OK 10.00 0.32 18.00 0.73 27.00 1.33 1.09 153 153 NA 3.88 Single 1.00 I 52.25 130.70 -1.74 108 8 15.50 15.50 0.52 OK 10.00 0.40 18.00 0.90 27.00 1.38 1.09 173 173 NA 3.88 Single 1.00. 'I 5735 130.70 -1.40 I 205 ( 9 1 13.00 13.00 0.69 I OK I 9.00 I 0.73 18.00 1.33 0.76 158 158 NA 2.89 Single I 1.00 I 30.54 1 64.22 I -0.64 206 J _ 9 13.00 13.00 0.69 OK I 9.00 0.90 18.00 1.38 0:76 175 175 NA 2.89 Single 1.00 I 32.85 64.22 l -0.45 307 8 1 1 0.001 1 0.00 0.801 o K I I I I 88..0000 1.38 00..3355 138 138 I NA 2.50 I :sSiinnggilee I 1.00 I 11001 17.401 006 I Rho Calculation Does the 1st floor shearwalls resist more than 35% of the total longitudinal base shear? Yes Does the 2nd floor shearwalls resist more than 35% of the total longitudinal base shear? Yes Does the 3rd floor shearwalls resist more than 35% of the total longitudinal base shear? Yes Total 1st Floor Wall Length = 31.00 Total # 1st Floor Bays = 7.75 Are 2 bays minimum present along each wall line? Yes 1st Floor Rho = 1.0 Total 2nd Floor Wall Length = 26.00 Total # 2nd Floor Bays = 6 Are 2 bays minimum present along each wall line? Yes 2nd Floor Rho = i.o Total 3rd Floor Wall Length = 20.00 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•LH Shear Factor = Adjustment For H/L > 2:1 Mo (Overturning Moment) = Wall Shear • Shear Application ht Mr (Resisting Moment) = Dead Load • L 0 0.5 • (.6 wind or .9 seismic) Uplift T = (Mo-Mr) / (L - 6 in) • o /-9 ..-- L\\.1.)-- Harper Houf Peterson Righellis Pg #: SHEAR WALL SUMMARY' Transvere Shearwalls Panel Wall Shear Wall Type Good For Uplift Simpson Holdown Good For V (pif) (p11) (lb) (Ib) 101 Not Used 102 Simpson Strongwall 103 Simpson Strongwall 103a 814 1/2" APA Rated Plyw'd w/ 8d Nails @ 2/12 833 104 626 1/2" APA Rated Plyw'd w/ 8d Nails @ 3/12 638 105 626 1/2" APA Rated Plyw'd w/ 8d Nails @ 3/12 638 106 626 1/2" APA Rated Plyw'd w/ 8d Nails @ 3/12 638 109 401 1/2" APA Rated Plyw'd w/ 8d Nails @ 4/12 495 110 401 1/2" APA Rated Plyw'd w/ 8d Nails @ 4/12 495 111 907 2 Layers 1/2" APA Rated Plyw'd w/ 8d Nails @ 4/12 990 112 907 2 Layers 1/2" APA Rated Plyw'd w/ 8d Nails @ 3/12 990 113 , 907 2 Layers 1/2" APA Rated Plyw'd w/ 8d Nails @ 3/12 990 201 474 1/2" APA Rated Plyw'd w/ 8d Nails @ 4/12 495 201a 474 1/2" APA Rated Plyw'd w/ 8d Nails @ 4/12 495 201b 474 1/2" APA Rated Plyw'd w/ 8d Nails @ 3/12 495 202A 423 1/2" APA Rated Plyw'd w/ 8d Nails @ 3/12 495 202B 423 1/2" APA Rated Plyw'd w/ 8d Nails @ 3/12 495 203 423 1/2" APA Rated Plyw'd w/ 8d Nails @ 3/12 495 204 423 1/2" APA Rated Plyw'd w/ 8d Nails @ 3/12 495 301 166 1/2" APA Rated Plyw'd w/ 8d Nails @ 6/12 339 302 166 1/2" APA Rated Plyw'd w/ 8d Nails @ 6/12 339 303 166 1/2" APA Rated Plyw'd w/ 8d Nails @ 6/12 339 , 304 379 1/2" APA Rated Plyw'd w/ 8d Nails @ 3/12 495 305 379 1/2" APA Rated Plyw'd w/ 8d Nails @ 3/12 495 NOTE: 1) This table is a comparative summary between the wind and seismic loading. The values above are the minimum requirement to satisfy both wind and seismic design loads. - U\ Harper Houf Peterson Righellis Pg #: SHEAR WALL SUMMARY' Longitudinal Shearwalls Panel Wall Shear Wall Type Good For Uplift Simpson Holdown Good For V (plf) (plfl nb) (lb) 107 254 1/2" APA Rated Plyw'd w/ 8d Nails @ 6/12 339 -192 Simpson None 0 ' 108 254 1/2" APA Rated Plyw'd w/ 8d Nails @ 6/12 339 -192 Simpson None 0 205 208 1/2" APA Rated Plyw'd w/ 8d Nails @ 6/12 339 -69 Simpson None 0 206 208 1/2" APA Rated Plyw'd w/ 8d Nails @ 6/12 339 -69 Simpson None 0 306 133 1/2" APA Rated Plyw'd w/ 8d Nails @ 6/12 242 48 Simpson None 0 307 138 1/2" APA Rated Plyw'd w/ 8d Nails @ 6/12 242 59 Simpson None 0 NOTE: 1) This table is a comparative summary between the wind and seismic loading. The values above are the minimum requirement to satisfy both wind and seismic design loads. /— \C Transverse Wind Uplift Design . Unit A Shear H Joist L Wall Line Load Line Load Line Total V Dead Dead Dead Overtur Resisting Resisting Uplift From Uplift From Wall Wall Uplift Uplift Total Total Panel Height Lgth. From 2nd From 3rd From Wall Load (not Point Point ning 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 pif klf k k kft kft kft k k k k k k 102 8 1.1667 1.75 3.50 1.737 2.8 2.32 6.857 1959 0.152 0.192 0.832 27.43 0.57 1.69 21.31 20.79 21.31 20.79 103 8 1.1667 1.75 3.50 1.737 2.8 2.32 6.857 1959 0.152 0.832 0.192 27.43 1.69 0.57 20.79 21.31 20.79 21.31 103A 8 1.1667 4.00 4.00 3.254 3.254 814 0.04 2.016 1.664 26.03 8.38 6.98 6.00 6.24 6.00 6.24 104 8 1.1667 4.50 10.50 1.516 2.8 2.26 6.576 626 0.1 0.8 0.078 25.08 4.61 1.36 5.58 6.06 5.58 6.06 105 8 1.1667 3.00 10.50 1.516 2.8 2.26 6.576 626 0.048 0.252 0.156 16.72 0.97 0.68 6.45 6.52 6.45 6.52 106 8 1.1667 3.00 10.50 1.516 2.8 2.26 6.576 626 - 0.048 0.156 0.252 16.72 0.68 0.97 6.52 6.45 6.52 6.45 109 8 1.1667 4.58 17.08 1.737 2.8 2.32 6.857 401 0.152 0.192 0.156 16.31 2.47 2.31 3.63 3.66 201L 201R 4.82 5.09 8.45 8.75 110 .8 1.1667 12.50 17.08 1.737 2.8 2.32 6.857 401 0.096 0.156 0.192 44.52 9.45 9.90 3.24 3.21 201aL 201 bR 4.95 4.88 8.18 8.09 111 8 1.1667 4.50 7.50 1.516 2.8 2.26 6.576 877 0.144 0.8 0.078 35.11 5.06 1.81 8.02 8.51 8.02 8.51 112 8 1.1667 1.50 7.50 1.516 2.8 2.26, 6.576 877 0.048 0.252 0.234 11.70 0.43 0.41 11:44 11.46 11.44 11.46 113 8_ 1.1667 1.50 7.50 1.516 2.8 2.26 6.576_ 877 0.048 0.234 0.252 11.70 0.41 0.43 11.46 11.44 11.46 11.44 201 9 1.1667 3.92 10.8 2.8 2.32 5.12 474 0.225 0.432 0.156 17.71 3.42 2.34 3.99 4.16 301L 301R 0.83 0.93 4.82 5.09 201a 9 1.1667 4.17 10.8 2.8 2.32 5.12 474 0.225 0.156 0.156 18.84 2.61 2.61 4.14 4.14 302L 302R 0.80 0.80 4.95 4.95 201b 9 1.1667 2.71 10.8 2.8 2.32 5.12 , 474 0.225 0.156 0.432 12.24 1.25 2.00 4.24 4.08 303L 303R 0.91 0.80 5.15 4.88 202A 9 1.1667 2.96 11.958333 2.8 2.26 5.06 423 0.173 0.432 0.052 11.92 2.04 0.91 3.62 3.84 304L 304R 2.60 2.75 6.21 6.59 202B 9 1.1667 3 11.958333 2.8 2.26 5.06 423 0.173 0.052 0.216 12.09 0.93 1.43 3.84 3.74 305L 305R 2.74 2.16 6.58 5.91 203 9 1.1667 3 11.958333 2.8 2.26 5.06 423 0.309 0.216 0.312 12.09 2.04 2.33 3.62 3.56 3.62 3.56 204 9 1.1667 3 11.958333 2.8 2.26 5.06_ 423 0.225_ 0.312 0.432 12.09 1.95_ 2.31 3.64 3.57 3.64 3.57 301 8 3.92 13.96 2.32 .2.32 166 0.232 0.384 0.204 5.21 3.29 2.58 0.83 0.93 0.83 0.93 302 8 5.79 13.96 2.32 2.32 166 • 0.232 0.204 0.204 7.70 5.07 5.07 ' 0.80 0.80 0.80 0.80 303 8 4.25 13.96 2.32 2.32 166 0.232 0.204 0.384 5.65 2.96 3.73 0.91 0.80 0.91 0.80 304 8 2.96 5.96 2.26 2.26 379 0.232 0.384 0.136 8.98 2.15 1.42 2.60 2.75 2.60 2.75 305_ 8 3 5.96 2.26 2.26 379 0.232 0.136 1.104 9.10 1.45 4.36 2.74 2.16 2.74 2.16 Spreadsheet Column Definitions & Formulas L = Shear Panel Length 11= P' Shear Panel Height ` • Wall Length = Sum of Shear Panels Lengths in Shear Line V (Panel Shear) = Sum of Line Load / Total L Mo (Overturning Moment) = Wall Shear * Shear Application ht Mr (Resisting Moment) = Dead Load * L 0.5 * (.6 wind or .9 seismic) Uplift T = (Mo-Mr) / (L - 6 in) • Transverse Seismic Uplift Design Unit A Shear H Joist L Wall Line Load Line Load Line Total V Dead Dead Dead Overtur Resisting Resisting Uplift From Uplift From Wall Wall Uplift Uplift Total Total Panel Height Lgth. From 2nd From 3rd From Wall Load (not Point Point ning Moment Moment Floor Shear @ Floor Shear @ Stacking @ Stacking From From Uplift Uplift 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 102 8 1.1667 1.75 3.50 0.114 0.9 1.27 2.284 653 0.152 0.192 0.832 10.40 0.57 1.69 7.91 7.11 0 0 7.91 7.11 103 8 1.1667 1.75 3.50 0.114 0.9 1.27 2.284 653 0.152 0.832 0.192 10.40 1.69 0.57 7.11 7.91 0 0 7.11 7.91 103A 8 1.1667 4.00 4.00 0.481 0.481 120 0.04 2.016 1.664 3.85 8.38 6.98 -1.06 -0.69 0 0 -1.06 -0.69 104 8 1.1667 4.50 10.50 0.126 0.73 1.44 2.296 219 0.1 0.8 0.078 8.96 4.61 1.36 1.20 1.93 0 0 1.20 1.93 105 8 1.1667 3.00 10.50 0.126 0.73 1.44 2.296 219 0.048 0.252 0.156 5.97 0.97 0.68 2.04 2.14 0 0 2.04 2.14 106 8 1.1667 3.00 10.50 0.126 0.73 1.44 2.296 219 0.048 0.156 0.252 5.97 0.68 0.97 2.14 2.04 0 0 2.14 2.04 109 8 1.1667 4.58 17.08 0.114 0.9 1.27 2.284 134 0.152 0.192 0.156 5.58 2.47 2.31 0.82 0.86 201L 201R 1.13 1.54 1.95 2.40 110 8 1.1667 12.50 17.08 0.114 0.9 1.27 2.284 134 0.096 0.156 0.192 15.23 9.45 9:90 0.56 0.53 201 aL 201 bR 1.32 1.32 1.88 1.85 111 8 1.1667 4.50 7.50 0.126 0.73 1.44 2.296 306 0.144 0.8 0.078 12.54 5.06 1.81 2.00 2.73 0 0 2.00 2.73 112 8 1.1667 1.50 7.50 0.126 0.73 1.44 2.296 306 0.048 0.252 0.234 4.18 0.43 0.41 3.79 3.82 0 0 3.79 3.82 113 8 1.1667 1.50 7.50 0.126 0.73 1.44 2.296 306 0.048 0.234 0.252 4.18 0.41 0.43 3.82 3.79 0 0 3.82 3.79 201 9 1.1667 3.92 10.80 0.9 1.27 2.17 201 0.225 0.432 0.156 7.63 3.42 2.34 1.16 1.41 301L 301R -0.03 0.13 1.13 1.54 201a 9 1.1667 4.17 10.80 0.9 1.27 2.17 201 0.225 0.156 0.156 8.11 2.61 2.61 1.38 1.38 302L 302R -0.06 -0.06 1.32 1.32 201b 9 1.1667 2.71 10.80 0.9 ' 1.27 2.17 201 0.225 .0.156 0.432 5.27 1.25 2.00 1.53 1.28 303L 303R 0.10 -0.06 1.63 1.22 202A 9 1.1667 2.96 11.96 0.73 1.44 2.17 181 0.173 0.432 0.052 5.25 2.04 0.91 1.15 1.50 304L 304R 1.28 1.50 2.43 3.00 202B 9 1.1667 3.00 11.96 0.73 1.44 2.17 181 0.173 0.052 0.216 5.32 0.93 1.43 1.49 1.35 305L 305R • 1.50 0.63 2.99 1.97 203 9 1.1667 3.00 11.96 0.73 1.44 2.17 181 0.309 0.216 0.312 5.32 2.04 2.33 1.16 1.08 0 0 1.16 1.08 204 9 1.1667 3.00 ' 11.96 "0.73 1.44 2.17 181 "0.225 0.312 0432 5.32 1.95 2.31 119 1.08 0 • 0 1.19 1.08 301 ' 8 0 3.92 13.96 1.27 . 1.27 91 0.232 0.384 0.204 2.85 3.29 2.58 -0.03 0.13 0 0 -0.03 0.13 302 8 0 5.79 13.96 1.27 1.27 , 91 0.232 0.204 0.204 4.21 5.07 5.07 -0.06 -0.06 0 0 -0.06 -0.06 303 8 0 4.25 13.96 1.27 1.27. 91 0.232 0.204 0.384 - 3.09 2.96 3.73 0.10 -0.06 0 . 0 0.10 - 0.06 304 8 0 2.96 5.96 1.44 1.44 242 0.232 0.384 0.136 5.72 2.15 1.42 1.28 1.50 0 0 1.28 1.50 305 8 0 3.00 5.96 . 1.44 1.44 242 0.232 0.136 1.104 . 5.80 1.45 4.36 1.50 0.63 0 0 1.50 0.63 Spreadsheet Column Definitions & Formulas ------ L = Shear Panel Length H = Shear Panel Height Wall Length = Sum of Shear Panels Lengths in Shear Line V (Panel Shear) = Sum of Line Load / Total L 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) TRANSVERSE UPLIFT CALCULATIONS - SUMMARY UNIT A Shear Controlling Total Holdown Holdown Good Control Total Holdown Good For Panel Case Uplift @ or Strap Type@ Left For ling Uplift Type@ Left Left Case @ Right k Simpson k k Simpson k . 102 Wind 21.31 Holdown None 0.00 Wind 20.79 None 0.00 103 Wind 20.79 Holdown None 0.00 Wind 21.31 None 0.00 103A Wind 6.00 Holdown HDQ8 w 3HF 6.65 Wind 6.24 HDQ8 w 3HF 6.65 104 Wind 5.58 Holdown HDQ8 w 3HF 6.65 Wind 6.06 HDQ8 w 3HF 6.65 105 Wind 6.45 Holdown HDQ8 w 3HF 6.65 Wind 6.52 HDQ8 w 3HF 6.65 1 - 106 Wind 6.52 Holdown HDQ8 w 3HF 6.65 Wind 6.45 HDQ8 w 3HF 6.65 - 109 Wind 8.45 Holdown HDQ8 w DF 9.23 Wind 8.75 HDQ8 w DF 9.23 110 Wind 8.18 Holdown HDQ8 w DF 9.23 Wind 8.09 HDQ8 w DF 9.23 111 Wind 8.02 Holdown HDQ8 w DF 9.23 Wind 8.51 HDQ8 w DF '9.23 112 Wind 11.44 Holdown HDU14 14.93 Wind 11.46 HDU14 14.93 113 Wind 1.1.46 Holdown HDU14 14.93 Wind 11.44 HDU14 14.93 201 Wind 4.82 Strap MST48x2 5.75 Wind 5.09 MST48x2 5.75 201a Wind 4.95 Strap MST48x2 5.75 Wind 4.95 MST48x2 5.75 201b Wind 5.15 Strap MST48x2 5.75 Wind 4.88 MST48x2 5.75 202A Wind 6.21 Strap MST60x2 8.11 Wind 6.59 MST60x2 8.11 rObb _202B Wind 6.58 Strap MST60x2 8.11 Wind 5.91 MST60x2 8.11 _) 203 Wind 3.62 Strap MST60 4.06 Wind 3.56 MST60 4.06 204 Wind 3.64 Strap MST60 4.06 Wind 3.57_ MST60 4.06 ` 301 Wind 0.83 Strap MST37 1.79 Wind 0.93 MST37 1.79 A 302 Wind 0.80 Strap MST37 1.79 Wind 0.80 MST37 1.79 303 Wind 0.91 Strap MST37 1.79 Wind 0.80 MST37 1.79 304 Wind 2.60 Strap MST48 2.88 Wind 2.75 MST48 2.88 305 Wind 2.74 Strap MST48 2.88 Wind 2.16 MST48 2.88 • By A N \ c . DATE: ( ao . o JOB No C IN ,...0 0 OF PROJECT: RE: SSW c ' t:X')r _ "Rear Lori& ❑ ❑ W Axxa\ Loath._ Uki1R V.�3n� walks --p\- - 1�nSi e toc 0 J F W gu�ca w n a Look.)\ s ®• CkA \ q JCS r7 f 2 L ❑ Cupu■c. I 4 OP Sswa \ _ 4\400 oo \bs v er (J iC \ Li O J ce z loll\ Lug = 1 1 - a. �- t a3 a.3 = G85 ‘b / ,d11s W D 3 4aa h/o wl Qckval < C : • 00 a U Z D f Cu9ac.7 -�- \ U SS�.V &Ixe) = 3gLo - t- 0 . r : aL ILA <.. Ca pac CA- U', ° c o Z W ❑ Z 0 o = 0 O U N ~ N • o SL ;xa a __ / i2-t,,7):7 G • el . t T 5W TN IS LE N*t`ts I'kWNC -, ►S Uwe ,r-, i{ V r aj . UP (IS)Ar2i R, j l / I I O �; i I s a / I � ➢i h 9 ® 1 o :7. r -r- , --1 0 ,, ( 9 3 r — 4 i 1 j Ci 1022 SW 1 -h% Lt NC-rn4 Amwt+L O Z � g - ' T -4 T I a SW - rN‘, 4 0 LENC -�ri+ kNPIwt+w112* Pr wnrch - nits uovE O — _ . _ ,,,, ii _ ..: &3 Q r ❑_1 ❑ v. r 1 G _ l a 0 or 1 1, ., o 1. 10 b M SW) TTh 5 L GI N t MO w tte c fits-, lift s Li nr f ■ • b F t C . . 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Z O F- a O 6 o N ~ Zxa �s x • 4- :at s BY i \'I 'i/ DATE: JOB NO.: Ni on A PROJECT: t00v al-' -VV RE: Des;gr, 4 rIrn l blac .;nn C Sto If s ❑_ ❑ OPTION 1. ' W J Z -j-Ell O W y/awr.tI ~ 2 0 TRt 13 Wirrrti.. 0 N ! F.1 }q'— VIq C rrill 2 r ' JO1� = 9 1 9`h." T o? P -sts 181 - 5�1 0 - < MX 5VI31'�OP1,NtA.K-o= o W tS 3'' o Z W O z De s l cc-1k) w' NM Pressuc e, Z = - 30: ato p , o �.F. R - rib" O?stion 9W 'c O 5 X \ L\.)'. ic.r -J a i`., Top 4LA1ES 8 z bJ t \ ( MY\c ;Onr1 D 191pL 2 ❑ R 1 e l o t ° vi* Rz. =1 I °l A 0: 0 " z u_ z Z Mma x = $ Z - -1 3t.a5 ' > "}2. #ct ❑ O V M ckY = 1 V-a # . Sc---: nnqq r(�'ii , _ M _ .5 TLx\2 \ J • 1 _5. S ( ,(3.51 . 52.5 1 _ 1 _ A (3 .s .25 [ Ir 2 y - i (Wr- (BSOps(� LGII.s )(1.1s )- aJg1,,,pS;, < (Al2 N_ic El . .F _ ISO ?si. (t - a�o s L 7 C:›7:.-, . Q ; r 0 AD ® 0 . t, /9--L29 —,s-, (O'tX °•1 . -1 1 b'n X '1 X 1 4Ifi " 7 � �`e E i. 1_44 Q1.1)(..o.i) 0'► )c5, 1 ) � o , i X 4 , 1 )O. 1 X c - 0 (1; aasg) 'j -c.' _,_._ t 4N\ SC_A °ham = S o Qrt3 F; # 0 4 " C er 40 + -- ce'63 _fi + .51 14 LstQ'VS'} , p 4 S‘E . 9 = ? _ • N C. �t ` Q d "L.' i YJ • ' �" .. "O -, -.mss e V . 5t _'' r �, � • E � tNi ssh :..--z t1 V ti `Z.1- J 1 ''NI c3C= ^.' y 5 z 't'sti� r t Z.1 ! t �t ‘NA , o r' 1 Se 4/ -. <s f. 1 x h 1) = Z i 1 - -4 2 E m .'� ' 'p b x.ov,A N o A . SE o �►ia►�� 3 „ 5.1 _ C -1761 0 '. G ehl: �7• 5a -=x W 0 `1 p� G p�q 3 U - 1J 11 -) C 1 .1, Z rn 4 1 1 1 i 0 3-"Id ste _ 1 -) nlo, r t 0 v,O p ,001 Z rn o z 0 m p 10 - CZ, \ :: C,;,J '� '.a J A 0 ' O J arYtc ‘ xNoW o wb _ .11..NICa JO y491(4 00) ❑ 3 3 0 Pt -A m --600-Ii c :2, `a W`o.. A lioo`\`)q -1 -- 60o - \ Qr ? v,,.tifj do \In� o 0 t Z Cl 01 d° :3b :103 Mild • CPO Q ' 1 ) ..ON eor 0 , - 1. \ - 9 �31tlo � 1 'AEI 1 4 VVV • WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Unit A - Front Load WoodWorks® Sizer 7.1 June 24, 2010 12:49:04 COMPANY 1 PROJECT RESULTS by GROUP - NDS 2005 . SUGGESTED SECTIONS by GROUP for LEVEL 4 - ROOF a = es .. QZII .. �=.=..._ -�z Mnf Trusses Not designed by request (2) 2x8 Lumber n -ply D.Fir-L No.2 1- 2x8 By others Not designed by request (2) 2x6 Lumber n -ply Hem -Fir No.2 2- 2x6 (3) 2x6 Lumber n -ply Hem -Fir No.2 3- 2x6 • Typ Wall Lumber Stud Hem -Fir Stud 2x6 916.0 SUGGESTED SECTIONS by GROUP for LEVEL 3 - FLOOR a � ..._--- _- ..- .a. -.... ..._ Not designed by request - .. - Mnf Jst Sloped Joist Lumber -soft D.Fir -L No.2 2x6 616.0 (2) 2x8 (1) Lumber n -ply D.Fir -L No.2 1- 2x8 (2) 2x8 Lumber n -ply D.Fir-L No.2 2- 2x8 By Others Not designed by request By Others 2 Not designed by request (2) 2x12 Lumber n -ply D.Fir -L No.2 2- 2x12 5.125,0.0.5 Glulam - Unbalan. West Species 24F -V4 DF 5.125x10.5 4X6 Lumber -soft D.Fir-L No.2 • 4x6 (2) 2x6 Lumber n -ply Hem -Fir No.2 2- 2x6 4x6 Lumber Post Hem -Fir No.2 4x6 (3) 2x6 Lumber n -ply Hem -Fir No.2 3- 2x6 (2) 2x4 Lumber n -ply Hem -Fir No.2 2- 2x4 Typ Wall Lumber Stud Hem -Fir Stud 2x6 916.0 . SUGGESTED SECTIONS by GROUP for LEVEL 2 - FLOOR � a Mnf Trusses -aa aaa Not designed by request � - ...aa�� ' Mnf Jot Not designed by request Deck Jst Lumber -soft D.Fir-L No.2 208 416.0 (2) 2x8 Lumber n -ply D.Fir -L No.2 2- 2x8 3.125x9 Glulam - Unbalan. West Species 24F -V4 DF 3.125x9 4x8 Lumber -soft D.Fir -L No.2 408 By Others Not designed by request • By Others 2 Not designed by request (2) 2x10 Lumber n -ply D.Fir -L No.2 1- 2x10 5.125 %12 GL Glulam-Unbalon. West Species 24F -04 DF 5.125x12 By Others 3 Not designed by request 3.125014 1.51. LSL 1.55E 2325Fb 3.5x14 (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 • . (3) 2x6 Lumber n -ply Hem -Fir No.2 3- 2x6 6x6 Timber -soft Hem -Fir No.2 6x6 (2) 2x4 Lumber n -ply Hem -Fir No.2 2- 2x4 6x6 nol Timber -soft D.Fir -L Noll 6x6 (3) 2x9 Lumber n -ply Hem -Fir No.2 3- 2x4 Typ Wall Lumber Stud Hem -Fir Stud 2x6 916.0 SUGGESTED SECTIONS by GROUP for LEVEL 1 - FLOOR Fnd -aaaa - - :aae= Not designed by request CRITICAL MEMBERS and DESIGN CRITERIA Group Member Criterion Analysis /Design Values ' a_aa -..a. - -�. Mnf Jet Mnf Jet Not designed by request __� .._ Deck 201 j65 Bending 0.41 Sloped Joint j30 Bending 0.10 Floor Jst4 unknown Unknown 0.00 (2) 228 (1) b35 Bending 0.47 (2) 2x8 b8 Bending 0.89 3.125x9 b3 Bending 0.06 4x8 b30 Bending 0.12 By Others By Others Not designed by request By Others 2 By Others Not designed by request (2) 2x12 b6 Bending 0.93 (2) 2x10 bl Shear 0.78 5.125X12 GL 1110 Bending 0.76 • By Others 3 By Others Not designed by request 5.125x10.5 b9 Deflection 0.95 4 %6 620 Bending 0.08 3.125x14 LSL b14 Deflection 0.73 (2) 2x6 c2 Axial 0.91 4x4 c55 Axial 0.07 4x6 c23 Axial 0.80 (3) 2x6 c29 Axial 0.75 6x6 c26 Axial 0.70 . (2) 2x4 e39 Axial 0.62 6x6 nol c12 Axial 0.86 (3) 2x4 c31 Axial 0.89 Typ Nall w14 Axial 0.48 Fnd Fnd Not designed by request x: - -. .a=- .-..._.� -._zn as 3=-= .s...»_- a== .an = =__=_= =.sea DESIGN NOTES: 1. Please verify that a the default deflection limits are a a e appropriate for your application. 2. DESIGN GROUP OCCURS ON MULTIPLE LEVELS: the lower level result is considered the final design and appears in the Materials List. 3. ROOF LIVE LOAD: treated as w load with corresponding duration factor. Add an empty roof level to bypass this interpretation. 4. BEARING: the designer is responsible for ensuring that adequate bearing is provided. 5. GLULAM: bxd = actual breadth x actual depth. • 6. Glulam Beams shall be laterally supported according to the provisions of NOS Clause 3.3.3. 7. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 8. BUILT-UP BEAMS: it is assumed that each ply is a single continuous member (that is, no butt joints are present) fastened together securely at intervals not exceeding 4 times the depth and that ' • each ply is equally top- loaded. Where beams are side- loaded, special fastening details may be required. . 9. SCL -BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 10. BUILT -UP COLUMNS: nailed or bolted built -up columns shall conform to the provisions of NDS Clause 15.3. /4-- Tr\ WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Unit A - Front Load WoodWorks® Sizer 7.1 June 24, 2010 12:41:17 Concept Mode : Beam View Floor 2 : 8 ' tr^ � ^ ,� b31 TO p - fl40 ■: : _ : 49'-6" • IU - - .- - ; -- -- - - - - --- . -- - - 41 0 -b' IUL ' 40-0 4n - ivy - - -- -- 4 V9 . b1 . .. 4.5-b ar 4 i O y0 4U' -0 y b i . `J4 . _ :: Jb n JO b -1.5 -0 JG b - - ' -- - - - OD - • co J1' b JtI-b L! -b uu :' b10 5-b : 4 ry ` 1r : b33 L -n i ! O - IV -0 : _ ItS -b / . ' - -- -- -b32 : . - - .. -- -- -- -- --- --- -- -- - - - - :- - -•• - -- - - n b Io 0 r u. _ .. '. o! bb - --- - -- -. .- - -- - .. _ .. • .. bb _ b O _ _ -. _ _ -n a� � _ b4 b14 • o -to nuj b30 —" b3 - . ■ _ . s to . -b2 : . i`: II, =: L b '_ -- . : I -0' 8818B BCCCCCCCCICCC CC CCCCCCCC CCtCCCDDDDDDDDICDD CD DD DDDD DDCD'DD DE.E E E EEEEtEEEIEE(EEEEEEEEIEEEEZ 0' 2' 4' 6' 8' 10' 12' 14' 16' 18' 20' 22' 24' 26' 28' 30' 32' 34' 36' 38' 40' 42' 44' 46' 48' 50' 52' 54' 56' 58' 60' 62' 64' 66' 68' 70' 72' 74' 76' 0'1'2'3'4'5'6'7'8'91(1 1;1 :1'1.'1(1'1(142(2 22: 2 2 242'2fn(31 :3;3 '.4 4A:44'4(4'4i415(5 5:5:5 515'.6(66;6 :6 , 6!6(6'6(617(7'7,77 , 77(77'-6" 141— (q7)N WoodWorks®Sizer SOFTWARE FOR WOOD DESIGN Unit A - Front Load WoodWorks® Sizer 7.1 June 24, 2010 12:41:19 Concept Mode: Column View Floor 2: 8' 1IJ r LOAD c58 c14 1050 ❑ 0 49'-6" 104 40 -b U : . IU lb- ? ` • 45-b • y9 _: . .. c2 c70 : 4s b y ts c 6 9 • : -. - c71: - : 4L -0 yq - I. - - _ _ - 4'1 -0 4U -b yd. ... C3 - - - -- - -.: -- - 30 3 U t}/ 31' b zso . : . : .. . .. . . . .. to -b 0.5 _ L -b ( c25 c12 c26r L4 b r 6 o 0 0 C72 . - - :. - . « =b . io :c2 E c73 cu n rb =' r3 1l v IL._ - 'C3 • i --- • : . lb.-b. fU 14-0 b _ - - - .. - . . - - ' '3-b btS_.__.: - c77 � . -:: .; - -' - - -- - - -` - - - ... . IL -- .. - . . b • b0 -__ - .. :_ .. __ 043 - , -c31 ..... -� - c76 - - --- --- -c79 - � - -.... .:_ .: - . . _ is -b b . c30 �1c32 ; b'b _ 3-b c55 ' c - - b .. .:. . .BB1B.B BC CC C C CCC ICCC CC CCCC C C CC CC\CC CD DDD D DD DtDDD DD DD'DD D D DD CDiDD DE.E E EE':EEEFEEEiEEE EIEEEEEEEEEEEZ 0' 2' 4' 6' 8' 10' 12' 14' 16' 18' 20' 22' 24' 26' 28' 30' 32' 34' 36' 38' 40' 42' 44' 46' 48' 50' 52 54' 56' 58' 60' 62' 64' 66' 68' 70' 72' 74' 76' 0' 1'2'3'4'5'6'7'8'91 t 1 '1: i :1.1.'1(1' 111' 2( 22: 2: 2 2t 2f2" 2( 2f3t33: 3: 3 3' 3:3'3t3f4(4'4:4 :4.4t4t4 515:5 6(6 - 6',6:6 , 6!6(6 - 6717 �'. '77.7 , 7.7 (77' -e" 4 - Ce)'-'6 WoodWorks®Sizer SOFTWARE FOR WOOD DESIGN Unit A - Rear Load WoodWorks® Sizer 7.1 June 24, 2010 13:14:33 Concept Mode: Beam View Floor 2: 8' 9...k?,... t i�► 3 \ �+. �l�J b31 105 49'-6" U II , 4! b b 1UL� _ _ . 40 . -0 . IUI IUU b v9. : : : 45 -b 44' 43'b y cs • • b34 4 L - b _ 4I -b o_ - �f -b 3b b yo al. 34 - b ua b2 36 -b 130 . - - --- -- -- - - - - -- -- - - -- - ---- 3 -b 60 .. : al 154 - -- ----- -• - --�-- - - __ - - -. --- - -- - --. .. - : - • -- - - . - . - 3U b L`3 -Y7 . -:_. 6I 2 4 , tiU b10 L n / b33 L �-b r b s L . -_.. b 14 1 --- - -... . W b 1tS b 1 / O IL b32 r 1 _ : : - - - --- .. I3 -b 13 -3 rU ; i t .� - - 1 -b rs. : - b19 - ---- - - b r :: ! IL 0 pb : 00 - b4) - -._ -. _ , ,11 3.; - ! -- - -. _ ..- -- -- - - - - -- - - - - - _ lu -b u -b o.:.1, . b4 b14 • . b . b .. - : .. ' _ - - - 4- � u� b30 - b35 b b294 �: b .. U BB18.B BC CC C CC CtCCC CC CCCCC C CC CC\CC CD DD 0 DD DtODD CD DD DDDD DD CD'DD DE,E E E E:EEEEEE!EEIE EEEEEEEIEEEEZ 0' 2' 4' 6' 8' 10' 12' 14' 16' 18' 20' 22' 24' 26' 28' 30' 32' 34' 36' 38' 40' 42' 44' 46' 48' 50' 52' 54' 56' 58' 60' 62' 64' 66' 68' 70'72' 74' 76' 0'1'2'3'4'5'67'8'91(1 '1:1 :1.1 fl (1: 1112(2222 4A:441414'44156 5:5 :5.5:515 51516(68:6: 6 - 81617(7' 777 -6" 4- � WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Unit A - Rear Load WoodWorks® Sizer 7.1 June 24, 2010 13:14:35 Concept Mode: Column View Floor 2: 8' ¢ �i WO-c c58 c14 ` �JJ J 1� ` 4� _6 IU.S .. -- . - - - - 4! b 1U 1b_ :. .._. ....` --- -- -- - - -- - -- - - - _ _. - - 44-0 &25 : -C82 _ ' c81: : - - . - - .: - - - - - 4Z -0 :. :.: 4U q o. J q VZ 3q q .Vt..) _. .. . 0. _ SD -0 34 -b 625 ---.: :_ ..i ,. ..- -'-- -i..: _..- -- -- -- j -:- - - - ---- ... -- - - .... .- ---- - : _. SL b 250 .. . -- C4: -.. _: - - - ..-- -. . -- -- ._. ._ 255 _ o . - - -- .. - G6 -0 254_- ....... . .. .. . ...... 25J LI' -b La b 251 20 -0 LI -. c 25 c12 c26.- L4 b 0 O OF rr c72 b t c2 ra D' L ro L i LI -- LU-a r o a� c73: it) -q 10 -25 /L - c78 : c3 _:. : --= -- : to q q11 .C}: - - - - : -- - 13-25 b25 .. c77 - -= -- -� - - - -- -=------ --� - -- ' _ - -- - -- - -. -- - iG b co li -et ._. - - - - --- .. _ cc IU a e33 . - 1 -c76 - c71 25-0 r b 02 : �c3O : : DC32. _ _ .. b._b.. qi- - .: - --- ---- - -- -. - - - a-o qU) �: ,`_ - `.S /. C7>T - : .MP - . . . c55 , :.: cg 6 : ■ .- E} L b' t q U q BB1B.8 BC CCCCCC CtCCC CC CCCC C CCC CC\CC CD DDD D DD DtODD DD DEDD D D DD CD'D D DEE E E EEEEIEEEEEEEEEEEEEIEEEEZ 0' 2' 4' 6' 8' 10' 12' 14' 16' 18' 20' 22' 24' 26' 28' 30' 32' 34' 36' 38' 40' 42' 44' 46' 48' 50' 52' 54' 56' 58' 60' 62' 64' 66' 68' 70' 72' 74' 76' 0'1'2'3'4'5'6'7'8'9111 1;111 (11111 2(.2 2212 4:4:4 5Z:5 6;6:6 7:7:7 6" 4- (..-,)- WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Unit A - Front Load WoodWorks® Sizer 7.1 June 24, 2010 12:58:44 Concept Mode: Beam View Floor 3: 17' 1050 . - - -- :. 4 b „ 104 103 : c.. UL r' i - 4 4/' b 40 b 45 -b IUU b E: : 4 y9-- -' V0 : - ' b35 - - : b6: -b - - -- - -- -- - 4L -b 4'1 b 4U b ,3V -b V4 - .- - - - - - - 3C'-b 3(-b 34 O dy b7 ' 33 -b JL -b ty f o 1 - b .. LSD V -0 LLS -b 03 L! -b 25L :. ' . Lb b 01 - - C0 -0 LSV LS -b to amr. - zib p lr ' b22:... - l4 ... . . ...... .. - ---- 105 b 13 - 11 -b . .b21- (1 ; b20 - - - 14 -b (U _ bLS_.. .:.b1 8b17 IL -b - b4} -; - _b34 0-u bo _ ! -b • bl 5 b bU 4-b 3 b .BB1B.B BCCCCCCCCICCCCCCCCCCCCCCCICCCDDDDDDDDIODD CID DD DDDDDDCDiDDDE.EEE E EEEtEEE:EEiEEEEEEEEEEEEEZ 0' 2' 4' 6' 8' 10' 12' 14' 16' 18' 20' 22' 24' 26' 28' 30' 32' 34' 36' 38'40' 42' 44' 46'48' 50' 52' 54' 56' 58' 60' 62' 64'66' 68' 70'72' 74' 76' 0'1'2'3'4'5'6'7'8'9111 1 :1 :1 22; 2212(22i253(33a;3 :3'3<3(4i4 4A :4 5:5:5 77:7 - (..,..1(6) WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Unit A - Front Load WoodWorks® Sizer 7.1 June 24, 2010 12:58:42 Concept Mode: Column View Floor 3: 17' 1050.. _ . .... _ .. 49' -6" 104 ; ; : .. - 40 - 103' I Utb > _ - .: - 40 -0 I01 .-- - - . :- _ 40 b' I VUtr - .: _ - _ -- - -- 44 -0 . 9 43 -b Jb c62 c61 ": c15 c16 ' - - 4L - b b- .. ... 4L1-0 b s3 - V4 . t : .:. .: - -; .: - - - - - - . -- 30 -0 , -- - - - "--- --- 34-0 iS 33 -0 00 .:_.-- -._. -- _:..._.. - -.:- - ---- - - - - - -. - -. - ._- - -- - 3L -13 0 ( 00 ---- ... -.. .: - - =- - c18 i.' - : -•. - _ - .. - - - -- - ..._. - 30-0 L25 - b 03 " I: : . L! -0 OZ - - - .. .: ... .. . . : . : . . . . .. .: .. : . _ . . - . . . - -- _ - - - - - - - .._ : : . - " .. - - - - - - - -- - - - • - - . - - : .. - . - - . L b 01 10' -0 tsu " c39 c24 c23 �s -5 'tb' - " - - sn- 'r.-- ,m i i - ` -- - -" - -" - -- ---- " -"- -- -" - - - -_ -- LL -0 1 5 III l y -b f4 ...- -- "- - - : : - - 1 i` - " -- = -- = - .__ .------ - -- - -- I ts -0 11 -0 r 1 c37 to -b (U... � ... 14 -0 bJ 13 -0 00 _c35. _ 1 L -b b 11"-b 1)U IU 03 3 - --: n c756520 c1c6c74 L . -0 . .,1 ... - V -0 BB\B.B BCCCC C CC C1CCC CC CCCC C CCC CCICCCD DDD 0 DD DtDDD DD DD'DD D D DD CD'DD DEE E E E EE EFEEE!EE!E EEEEEEEEEEEEZ 0' 2' 4' 6' 8' 10' 12' 14' 16' 18' 20' 22' 24' 26' 28' 30' 32' 34' 36' 38' 40' 42' 44' 46'48' 50' 52' 54' 56' 58' 60' 62' 64' 66' 68' 70' 72' 74' 76' 0'1'2'3'4'5'6'7'8'9111 '1:1:1 111' 2i2" 2. 2: 2 2!2E2'2i2S3t333:3 4:4:4 4t4E515 5 :5:5.5 :5(5'5151666:6:6 70 7:7,7 4 -- Cr,;'-ir. WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Unit A - Front Load WoodWorks® Sizer 7.1 June 24, 2010 12:58:38 Concept Mode: Beam View Roof: 25' 1050. . . . . . = . ... _ . . . . . . 49 -6 104 40 -b IU3� 4 -b' IUL/. _ _ - 40-0 1VV 44-0.. a9 : 43 a • b • - b24 . . 4L -b ab . .. ... . ............... .. .. . .. . . .. .. . . .. . . . .... ....... . ..... . ... ... -- .: : : JU b ' 1 60 -b - - - - S4'-0 tSy SS -b J b bb '- -- -: - --- -- - - - -- _ '-- it) -0 ra L3 - 0 / / b25. 21 -b . I`J' -b (4---- L : .--- " -- - - - - .. 10 b :_ _'ru: . I0 b IS -b - - t5-bb04) : b28 3 b : 0.. - _ I -b BB\B.B BC CCC C CC C}CCC CC C CCCC C CC CC.CC CDDDD D DD DIDDD CD DDDDD D DD CD'DD DEE Et E:EEEIEEEIEEE E'EEEEEE(EEEEZ 0' 2' 4' 6' 8' 10' 12' 14' 16' 18' 20' 22' 24' 26' 28' 30' 32' 34' 36' 38' 40' 42' 44' 46' 48' 50' 52' 54' 56' 58' 60' 62' 64' 66' 68' 70' 72' 74' 76' 0'1'2'3'4'5'6'7'8'61(1 '1 ;1 :1 E 1:1(102 222 (4'44 :44(4(4 :4(4(5(5 5:5:5 7:77 77(77-6" if:::;2 ..— 6 ?:::) WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Unit A - Front Load WoodWorks® Sizer 7.1 June 24, 2010 12:58:40 Concept Mode: Column View Roof: 25' 4 050 49' -6" 1 U4 � 40 -b " - :` - _ -- - - -s - - - - -- - - 41 -b 45 -0 1U1 ___._;_ _ _ - - - - - - 4045 tJ IUJ9_ -' .. .._ 4.S-b 0 c42 c43 " c44 : c45 4L -a Ja !.0. 21 .. 4040 --- _.::. .._._ � -- 44'44 ---` � --' � --`-" - " -- -- 3J b V...1 . _..: .__ ... ': --- - _ - .. __ ... 51 J i - - - . -- 60 -0 JU , - 5J 33 - b t56' - , ._. .;...: .. -- - .,. 4444 - - - - -- - -- -- - - - - -- .. . - -- .5L -0 211 : :- _ i 210. -- - j - -... _. _.. -• - - -- ._ - - - - - -- - JlI-b 4444 . -- --- - -' L6-0 SL -- :4444 -[':-: "-: - -- --.- - - - -.... - - --- - --. --- .. --- -- LO -0 J _ 1 Li -0 f 4 10 -- =- "- -- 1L.- - - -- -- - -_ -._ `: _ 44 -- --- - --- _ .... - _.. 104 J i i : ; - -- - - 10-17 .__ .. -- -- -- 14 -b bb I b 043_..._ c51c50 052 c53:.- 21 -5 02 glinlIalDMill C48 51 _� ___ .. .. - -- 444.4 -- --- -- - -- . -- - . : -- -- 0 -b U) 3 b BBtB.B BC CCC C CC CtCCC CC CCCCC CCC CCICC CD DDD D DD DIODD CD DD DD DD DD CD1DD DE E E E E EEEFEEEEEE EtEEEEEEEEEEEZ 0' 2' 4' 6' 8' 10' 12 14' 16' 18' 20' 22' 24' 26' 28' 30' 32' 34' 36' 38' 40' 42' 44' 46' 48' 50' 52' 54' 56' 58' 60' 62' 64' 66 68' 70 72' 74' 76' 0'1'2'3'4'5'6'7'8'810 1 :1:1 1 t1: 12 1! 2( 22: 2: 2 , 2.2i2'222(33;3;3 , 33i3 . 3t3:4t4 4A:44!4(4'42445(5 5:5:5 $;616-6!6(6:6t647Ci ?.7.7 4 — G9 COMPANY PROJECT i WoodWorks® SOFTWARE FOR WOOD DESIGN June 24, 2010 12:42 b1 Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location (ft] Units Start End Start End 1 w61 Dead Partial UD 613.2 613.2 2.50 3.00 plf 2_w61 Snow Partial UD 795.0 795.0 2.50 3.00 plf . 3 Dead Point 622 2.50 lbs 4 Snow Point 1192 2.50 lbs 5_j28 Dead Full UDL 47.7 plf 6_j28 Live Full UDL 160.0 plf 7_j33 Dead Full UDL 120.2 plf 8 j33 Live Full UDL 370.0 _ plf MAXIMUM RE • 31 Dead 391 1061 Live 795 1615 Total 1186 2676 Bearing: Load Comb #2 #3 Length 0.63 1.43 Lumber n -ply, D.Fir -L, No.2, 2x10 ", 2 -Plys Self- weight of 6.59 plf included in loads; Lateral support: top = full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear fv* = 67 Fv' = 207 fv * /Fv' = 0.32 Bending( +) fb = 331 Fb' = 1138 fb /Fb' = 0.29 Live Defl'n 0.00 = <L/999 0.10 = L/360 0.04 Total Defl'n 0.01 = <L/999 0.15 = L/240 0.05 The effect of point loads within a distance d of the support has been included as per NDS 3.4.3.1 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 3 Fb'+ 900 1.15 1.00 1.00 1.000 1.100 1.00 1.00 1.00 1.00 - 3 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 3 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 3 Shear : LC #3 = D +.75(L +S), V = 2676, V design* = 1237 lbs Bending( +): LC #3 = D +.75(L +S), M = 1178 lbs -ft Deflection: LC #3 = D +.75(L +S) EI= 158e06 lb -in2 /ply Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I =impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 3. BUILT -UP BEAMS: it is assumed that each ply is a single continuous member (that is, no butt joints are present) fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top - loaded. Where beams are side - loaded, special fastening details may be required. i<2- -6� COMPANY PROJECT i WoodWorks® SOFTWARE FOR WOOD DESIGN June 24, 2010 12:43 b3 Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1_j45 Dead Full UDL 17.0 plf 2 j45 Live Full UDL 25.0 plf MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : A 10 9 4 Dead 106 106 Live 112 112 Total 218 218 Bearing: Load Comb #2 #2 Length 0.50* 0.50* *Min. bearing length for beams is 1/2" for exterior supports Glulam- Unbal., West Species, 24F -V4 DF, 3- 118x9" Self- weight of 6.48 plf included in Toads; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear fv = 10 Fv' = 265 fv /Fv' = 0.04 Bending( +) fb = 140 Fb' = 2400 fb /Fb' = 0.06 Live Defl'n 0.01 = <L/999 0.30 = L/360 0.04 Total Defl'n 0.03 = <L/999 0.45 = L/240 0.06 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fv' 265 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Emin' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 Shear : LC #2 = D +L, V = 218, V design = 182 lbs Bending( +): LC #2 = D +L, M = 491 lbs -ft Deflection: LC #2 = D +L EI= 342e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Glulam design values are for materials conforming to AITC 117 -2001 and manufactured in accordance with ANSI /AITC A190.1 -1992 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). COMPANY PROJECT di WoodWorks® SOFTWARE FOR WOOD DESIGN June 24, 2010 12:40 b6 Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1 c44 Dead Point 444 2.00 lbs 2 c44 Snow Point 647 2.00 lbs 3 w44 Dead Partial UD 389.2 389.2 0.00 2.00 plf 4w44 Snow . Partial UD 431.2 431.2 0.00 2.00 plf 5 _ c45 Dead Point 444 5.00 lbs 6 c45 Snow Point 647 5.00 lbs 7 w45 Dead Partial UD 389.2 389.2 5.00 6.00 plf 8 w45 Snow Partial UD 431.2 431.2 5.00 6.00 plf 9_j25 Dead Full UDL 120.2 plf 10 125 Live Full UDL 370.0 plf MAXIMUM REACTIONS (Ibs1 and BEARING LENGTHS (in) : • 1",8F0 61 Dead 1436 1389 Live 1803 1803 Total 3239 3192 Bearing: Load Comb #3 • #3 Length 1.73 1.70 Lumber n -ply, D.Fir -L, No.2, 2x12 ", 2 -Plys Self- weight of 8.02 plf included in loads; Lateral support top = full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear fv = 97 Fv' = 207 fv /Fv' = 0.47 Bending( +) fb = 805 Fb' = 1035 fb /Fb' = 0.78 Live Defl'n 0.03 = <L/999 0.20 = L/360 0.14 Total Defl'n 0.06 = <L/999 0.30 = L/240 0.20 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 3 Fb'+ 900 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 3 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 3 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 3 Shear : LC #3 = D +.75(L +S), V = 3239, V design = 2190 lbs Bending( +): LC #3 = D +.75(L +S), M = 4247 lbs -ft Deflection: LC #3 = D +.75(L +S) EI= 285e06 lb -in2 /ply Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd =concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 3. BUILT -UP BEAMS: it is assumed that each ply is a single continuous member (that is, no butt joints are present) fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top - loaded. Where beams are side - loaded, special fastening details may be required. COMPANY PROJECT 1 WoodWorks® SOFTWARE FOR WOOD OFSSGN June 24, 2010 12:50 b8 Design Check Calculation Sheet Sizer 7.1 LOADS ( Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1_j14 Dead Full UDL 113.7 plf 2 j14 Live Full UDL 350.0 plf MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : A 0. 64 Dead 357 357 Live 1050 1050 Total 1407 1407 Bearing: Load Comb #2 #2 Length 0.75 0.75 Lumber n -ply, D.Fir -L, No.2, 2x8 ", 2 -Plys Self- weight of 5.17 plf included in loads; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear fv = 77 Fv' = 180 fv /Fv' = 0.43 Bending( +) fb = 963 Fb' = 1080 fb /Fb' = 0.89 Live Defl'n 0.07 = <L/999 0.20 = L/360 0.33 Total Defl'n 0.10 = L/712 0.30 = L/240 0.34 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 1.000 1.200 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear : LC #2 = D +L, V = 1407, V design = 1123 lbs Bending( +): LC #2 = D +L, M = 2110 lbs -ft Deflection: LC #2 = D +L EI= 76e06 lb -in2 /ply Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 3. BUILT -UP BEAMS: it is assumed that each ply is a single continuous member (that is, no butt joints are present) fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top - loaded. Where beams are side - loaded, special fastening details may be required. 4-&3 COMPANY PROJECT i I WoodWorks® SOFTWARr FOR WOOD DESIGN June 24, 2010 12:40 b9 Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location (ft] Units Start End Start End 1_j50 Dead Partial UD 113.7 113.7 0.00 1.50 plf 2_j50 Live Partial UD 350.0 350.0 0.00 1.50 plf 3_j14 Dead Partial UD 113.7 113.7 3.00 9.00 plf 4_j14 Live Partial UD 350.0 350.0 3.00 9.00 plf 5_j51 Dead Partial UD 113.7 113.7 1.50 3.00 plf 6_j51 Live Partial UD 350.0 350.0 1.50 3.00 plf 7_j24 Dead Partial UD 120.2 120.2 0.00 3.00 plf 8_j24 Live Partial UD 370.0 370.0 0.00 3.00 plf 9_j25 Dead Partial UD 120.2 120.2 3.00 9.00 plf 10_j25 Live Partial UD 370.0 370.0 3.00 9.00 plf 11_j26 Dead Partial UD 120.2 120.2 9.00 12.00 plf 12_j26 Live Partial UD 370.0 370.0 9.00 12.00 plf 13_j52 Dead Partial UD 113.7 113.7 9.00 10.50 plf 14j52 Live Partial UD 350.0 350.0 9.00 10.50 plf 15_j53 Dead Partial UD 113.7 113.7 10.50 12.00 plf 16 j53 Live _ Partial UD 350.0 350.0 10.50 12.00 plf • MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : cy 121 Dead 1478 1478 Live 4320 4320 Total 5798 5798 Bearing: Load Comb #2 #2 Length _ 1.74 1.74 Glulam- Unbal., West Species, 24F -V4 DF, 5- 1/8x10 -1/2" Self- weight of 12.39 plf included in loads; Lateral support top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear fv = 138 Fv' = 265 fv /Fv' = 0.52 Bending( +) fb = 2217 Fb' = 2400 fb /Fb' = 0.92 Live Defl'n 0.38 = L/381 0.40 = L/360 0.94 Total Defl'n 0.57 = L/252 0.60 = L/240 0.95 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fv' 265 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Emin' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 Shear : LC #2 = D +L, V = 5798, V design = 4953 lbs Bending( +): LC #2 = D +L, M = 17395 lbs -ft Deflection: LC #2 = D +L EI= 890e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Glulam design values are for materials conforming to AITC 117 -2001 and manufactured in accordance with ANSI /AITC A190.1 -1992 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Ecp(tension), Fcp(comp'n). COMPANY PROJECT O .° IIIIII WoodWorks SOFTWARE FOR WOOD DESIGN June 24, 2010 12:43 b10 Design Check Calculation Sheet Sizer 7.1 LOADS (Ibs, psf, or plf ) Load Type Distribution Magnitude Location (ft) Pat - Start End Start End tern 1 w39 Dead Partial UD 311.0 311.0 0.00 4.50 No 2 w39 Live Partial UD 680.0 680.0 0.00 4.50 No 3_c39 Dead Point 267 2.00 No 4 c39 Live Point 822 2.00 No 5 j32 Dead Partial UD 120.2 120.2 0.00 0.50 No 6 Live Partial UD 370.0 370.0 0.00 0.50 No 7 Dead Partial UD 120.2 120.2 1.00 4.00 No 8 Live Partial UD 370.0 370.0 1.00 4.00 No 9 j34 Dead Partial UD 120.2 120.2 4.00 4.50 No 10 j34 Live Partial UD 370.0 370.0 4.00 4.50 No 11 j35 Dead Partial UD 120.2 120.2 4.50 7.50 No 12 j35 Live Partial UD 370.0 370.0 4.50 7.50 No 13_j36 Dead Partial UD 113.7 113.7 4.50 16.50 No 14_j36 Live Partial UD 350.0 350.0 4.50 16.50 No 15j37 Dead Partial UD 100.7 100.7 3.00 4.50 No 16_j37 Live Partial UD 310.0 310.0 3.00 4.50 No 17_j47 Dead Partial UD 120.2 120.2 7.50 13.50 No 18_147 Live Partial UD 370.0 370.0 7.50 13.50 No 19 j48 Dead Partial UD 120.2 120.2 13.50 16.50 No 20_j48 Live Partial UD 370.0 370.0 13.50 16.50 No 21 j49 Dead Partial UD 120.2 120.2 0.50 1.00 No 22 j49 Live Partial UD 370.0 370.0 0.50 1.00 No 23_b32 Dead Point 300 3.00 No 24 Live Point 922 3.00 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : la 4' -6" 1U-151 Dead 452 4067 1180 Live 847 11291 3436 Uplift 12 Total 1300 15358 4616 Bearing: Load Comb #2 #2 #2 Length 0.50` 4.24 1.27 Cb 1.00 _ 1.09 1.00 'Min. bearing length for beams is 1/2" for exterior supports Glulam- Unbal., West Species, 24F -V4 DF, 5- 1/8x12" Self- weight of 14.16 plf included in loads; Lateral support: top = full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear fv = 158 Fv' = 265 fv /Fv' = 0.60 Bending(+) fb = 1074 Fb' = 2400 fb /Fb' = 0.45 Bending( -) fb = 1396 Fb' = 1844 fb /Fb' = 0.76 Live Defl'n 0.13 = <L/999 0.40 = L/360 0.32 Total Defl'n 0.19 = L/740 0.60 = L/240 0.32 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fv' 265 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fb'- 1850 1.00 1.00 1.00 0.997 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Emin' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 Shear : LC #2 = D +L, V = 8357, V design = 6496 lbs Bending( +): LC 02 = D +L, M = 11006 lbs -ft Bending( -): LC 02 = D +L, M = 14310 lbs -ft Deflection: LC #2 = D +L EI= 1328e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Glulam design values are for materials conforming to AITC 117 -2001 and manufactured in accordance with ANSI /AITC A190.1 -1992 3. Grades with equal bending capacity in the top and bottom edges of the beam cross - section are recommended for continuous beams. 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). ' iq ...... i il c . COMPANY PROJECT I WoodWorks® SOFTWARE FOR WOOD DESIGN June 24, 2010 12:44 b13 Design Check Calculation Sheet . Sizer7.1 LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1 w58 Dead Partial UD 519.0 519.0 0.00 3.00 plf 2w58 Snow Partial UD 505.0 505.0 0.00 3.00 plf 3 _ c40 Dead Point 217 5.50 lbs 4 c40 Live Point 668 5.50 lbs 5 c67 Dead Point 518 5.00 lbs 6_c67 Snow Point 778 5.00 lbs 7 Dead Point 573 3.00 lbs 81c68 Snow Point 942 3.00 lbs 9 w59 Dead Partial UD 593.7 593.7 5.00 8.00 plf 10 w59 Snow Partial UD 735.0 735.0 5.00 8.00 plf 1037 Dead Partial UD 100.7 100.7 6.50 8.00 plf 12_j37 Live Partial UD 310.0 310.0 6.50 8.00 plf 13_j38 Dead Partial UD 81.2 81.2 3.50 6.50 plf 14j38 Live Partial UD 250.0 250.0 3.50 6.50 plf 15 j39 Dead Partial UD 22.7 22.7 0.00 3.50 plf 16_j39 Live Partial UD 70.0 70.0 0.00 3.50 plf 17 b15 Dead Point 126 3.50 lbs 18 Live Point 389 3.50 lbs 19 Dead Point 225 6.50 lbs 20 Live Point 693 6.50 lbs MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : .r + 4 +r 1 r..---, . .r�.e.. ,a mss--. .- �1'sslitis � ,'��� ' !i+.+" - .mss ---�• �-- -..''- _..., ,, - •�4 r + ` -- �+=..w" �`.,_ y .�S a.s ��11 - .......-4' r - �� �1r . ' w ca.le - n aG • 7 _ .. � _ a ��s.'� �� 77-7-"'.."7".-_-_-: qA�� 10' gt Dead 2561 3033 Live 2699 3789 Total 5261 6822 Bearing: Load Comb 83 83 Length 1.88 2.44 LSL, 1.55E, 2325Fb, 3- 1/2x14" Self- weight of 15.31 pif included in loads; Lateral support: top = full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear fv = 157 Fv' = 356 fv /Fv' = 0.44 Bending( +) fb = 1295 Fb' = 2674 fb /Fb' = 0.48 Live Defl'n 0.06 = <L/999 0.27 = L/360 0.24 Total Defl'n 0.14 = L/680 0.40 = L/240 0.35 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fv' 310 1.15 - 1.00 - - - - 1.00 - 1.00 3 Fb'+ 2325 1.15 - 1.00 1.000 1.00 - 1.00 1.00 - - 3 Fcp' 800 - - 1.00 - - - - 1.00 - - - E' 1.5 million - 1.00 - - - - 1.00 - - 3 Emin' 0.80 million - 1.00 - - - - 1.00 - - 3 Shear : LC 83 = D +.75(L +S), V = 6822, V design = 5122 lbs Bending( +): LC #3 = D +.75(L +S), M = 12340 lbs -ft Deflection: LC #3 = D +.75(L +S) EI= 1241e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I =impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL -BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. • 3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. 4 ,�, COMPANY PROJECT ell WoodWorks® SOFTWARE FOR WOOD DESIGN June 24, 2010 12:43 b14 Design Check Calculation Sheet Sizer 7.1 LOADS ( Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft) Units Start End Start End 1 w33 Dead Partial UD 317.7 317.7 9.00 12.00 plf 2 w33 Live Partial UD 350.0 350.0 9.00 12.00 plf 3 c19 Dead Point 357 9.00 lbs 4 c19 Live Point 1050 9.00 lbs 5 c20 Dead Point 357 3.00 lbs 6 c20 Live Point 1050 3.00 lbs 7 w34 Dead Partial UD 317.7 317.7 0.00 3.00 plf 8 w34 Live Partial UD 350.0 350.0 0.00 3.00 plf 9 c64 Dead Point 165 10.50 lbs 10 c64 Snow Point 225 10.50 lbs 11 c65 Dead Point 165 1.50 lbs 12 c65 Snow Point 225 1.50 lbs 13 Dead Full UDL 113.7 plf 1 Live Full UDL 350.0 plf 15_j43 Dead Partial UD 17.0 17.0 0.00 0.50 plf 16_j43 Live Partial UD 25.0 25.0 0.00 0.50 plf 17_j44 Dead Partial UD 17.0 17.0 0.50 1.50 plf 18_j44 Live Partial UD 25.0 25.0 0.50 1.50 plf 19_j45 Dead Partial UD 17.0 17.0 1.50 10.50 plf 20 j45 Live Partial UD 25.0 25.0 1.50 10.50 plf 21_j46 Dead Partial UD 17.0 17.0 10.50 12.00 plf 22 j46 Live _ Partial UD _ 25.0 25.0 10.50 12.00 plf MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : ......:77 r.a.tr -7"-.....r _ - - . = s .;-.'� -= '.'--^- .h=r< . _...,aiT;,a -7- - _ - s..^` L-..` 1 0' 12i Dead 2351 2351 Live 4350 4350 Total 6701 6701 Bearing: Load Comb #2 #2 Length - 2.39 2.39 • LSL, 1.55E, 2325Fb, 3- 112x14" Self- weight of 15.31 pif included in loads; Lateral support: top = full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear fv = 163 Fv' = 310 fv /Fv' = 0.52 Bending( +) fb = 1769 Fb' = 2325 fb /Fb' = 0.76 Live Defl'n 0.25 = L/573 0.40 = L/360 0.63 Total Defl'n 0.43 = L/333 0.60 = L/240 0.72 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fv' 310 1.00 - 1.00 - - - - 1.00 - 1.00 2 Fb'+ 2325 1.00 - 1.00 1.000 1.00 - 1.00 1.00 - - 2 Fcp' 800 - - 1.00 - - - - 1.00 - - - E' 1.5 million - 1.00 - - - - 1.00 - - 2 Emin' 0.80 million - 1.00 - - - - 1.00 - - 2 Shear : LC #2 = D +L, V = 6701, V design = 5314 lbs Bending( +): LC #2 = D +L, M = 16851 lbs -ft Deflection: LC #2 = D +L EI= 1241e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL -BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. COMPANY PROJECT 1 WoodWorks® SOF7WAREFOR WOOD DESIGN June 24, 2010 12:41 b20 Design Check Calculation Sheet Sizer 7.1 LOADS ( Ibs, psf, or pif ) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1_j30 Dead Full UDL 21.7 pif 2 j30 Live Full UDL 60.0 plf MAXIMUM REA(=TICINS /Ihcl and RFORINr 1 FNrTI -S tint • • Dead 46 46 Live 105 105 Total 151 151 Bearing: Load Comb #2 #2 Length 0.50* 0.50* *Min. bearing length for beams is 1/2" for exterior supports Lumber -soft, D.Fir -L, No.2, 4x6" Self- weight of 4.57 pif included in Toads; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2006 : Criterion Analysis Value Design Value Analysis /Design Shear fv = 9 Fv' = 180 fv /Fv' = 0.05 Bending(+) fb = 90 Fb' = 1170 fb /Fb' = 0.08 Live Defl'n 0.00 = <L/999 0.12 = L/360 0.02 Total Defl'n 0.00 = <L/999 0.18 = L/240 0.02 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.00 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear : LC #2 = D +L, V = 151, V design = 111 lbs Bending( +): LC #2 = D +L, M = 132 lbs -ft Deflection: LC #2 = D +L EI= 78e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. / 4 - 6,1 COMPANY PROJECT di WoodWorks® SOFTWARE FOR W000 DESIGN June 24, 2010 12:50 b30 Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1_j41 Dead Partial UD 68.0 68.0 2.00 4.00 plf 2_j41 Live Partial UD 100.0 100.0 2.00 4.00 plf 3_j42 Dead Partial UD 72.2 72.2 0.00 2.00 plf 4 j42 Live Partial UD 106.2 106.2 0.00 2.00 plf MAXIMUM REACTIONS Mal and BEARING, LFN(THS Hal 1 41 Dead 154 150 Live 209 203 Total 364 353 Bearing: Load Comb #2 #2 Length 0.50* 0.50* *Min. bearing length for beams is 1/2" for exterior supports Lumber -soft, D.Fir -L, No.2, 4x8" Self- weight of 6.03 plf included in loads; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear fv = 15 Fv' = 180 fv /Fv' = 0.08 Bending( +) fb = 140 Fb' = 1170 fb /Fb' = 0.12 Live Defl'n 0.00 = <L/999 0.13 = L/360 0.03 Total Defl'n 0.01 = <L/999 0.20 = L/240 0.04 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear : LC #2 = D +L, V = 364, V design = 253 lbs Bending( +): LC #2 = D +L, M = 359 lbs -ft Deflection: LC #2 = D +L EI= 178e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 19 . COMPANY PROJECT i WoodWorks® SOFTWARE FOR WOOD DESIGN June 24, 2010 12:42 b31 Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1_j65 Dead Partial UD 47.7 47.7 0.00 4.00 plf 2_j65 Live Partial UD 160.0 160.0 0.00 4.00 plf 3_j28 Dead Partial UD 47.7 47.7 4.50 7.50 plf 4_j28 Live Partial UD 160.0 160.0 4.50 7.50 plf 5_j62 Dead Partial UD 47.7 47.7 7.50 11.00 plf 6_j62 Live Partial UD 160.0 160.0 7.50 11.00 plf 7_j63 Dead Partial UD 47.7 47.7 11.00 17.00 plf 8 Live Partial UD 160.0 160.0 11.00 17.00 plf 9 Dead Partial UD 47.7 47.7 17.00 20.00 plf 10_j64 Live Partial UD 160.0 160.0 17.00 20.00 plf il_j66 Dead Partial UD 47.7 47.7 4.00 4.50 plf 12 j66 Live Partial UD 160.0 160.0 4.00 4.50 plf MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : l0' 20 Dead 619 619 Live 1600 1600 Total 2219 2219 Bearing: Load Comb #2 # Length 0.67 0.67 Glulam- Unbal., West Species, 24F -V4 DF, 5- 1/8x12" Self- weight of 14.16 plf included in loads; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear fv = 49 Fv' = 265 fv /Fv' = 0.18 Bending( +) fb = 1082 Fb' = 2400 fb /Fb' = 0.45 Live Defl'n 0.43 = L /553 0.67 = L/360 0.65 Total Defl'n 0.69 = L /350 1.00 = L/240 0.69 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fv' 265 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Emin' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 Shear : LC #2 = D +L, V = 2219, V design = 1997 lbs Bending( +): LC #2 = D +L, M = 11095 lbs -ft Deflection: LC #2 = D +L EI= 1328e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (A11 LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Glulam design values are for materials conforming to AITC 117 -2001 and manufactured in accordance with ANSI /AITC A190.1 -1992 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). 4- Cgi3O COMPANY PROJECT 1 WoodVVorks June 24.m, °1315 631 SOFTWARE FOR WOOD DESIGN Design Check Calculation Sheet SDe4 7.9 LOADS (m; psl,O. re) LO.0 Typ. D1etrlbuticn Magnitude Location (ft) Unita start End Start End 1_662 Dead Partial U0 613.2 613.2 0.00 2.00 elf • 662 Snow Partial UD 795.0 795.0 0.00 2.00 pif 3629 Dead Partial UD 611.5 617.5 7.50 11.00 pif 4 + 2 9 Partial VD 801.2 901.2 7.50 11.00 pif 5 2 Dead Po1nt 1436 11.00 lba 6_215 Snob Point 2404 11.00 lba 016 Dead 2o170 1389 11.00 1044 c B16 Snow Point 2404 17.00 lba 3 664 Dead Partial UD 617.5 611.5 17.00 19.00 Of 30 664 50.06 Partial UD 601.2 901.2 17.00 16.00 pif l 261 Dead Point 622 7.00 lba 12 261 Snow Point 1192 7.00 lba 13262 Dead Point 622 4.00 lbs. 14 - Point 1192 4.00 lbe 15 663 Dead Partial U° 613.2 613.2 2.00 4.00 pif 16_663 Snow Partial U0 195.0 195.0 2.00 4.00 pit 17 Dead Partial U0 617.5 611.5 19.00 20.00 pif 19 665 Snow Partial U0 901.2 001.2 19.00 20.00 plf 19 071 Dead Partial UD 6(3.2 613.2 7.00 7.50 plf 20 071 Snow Partial UD 795.0 795.0 7.00 7.50 pif 21_164 Dead Partial UD 41.7 41.7 17.00 19.00 pif 22_164 Live Partial UD 160.0 160.0 17.00 18.00 plf 23 719 Dead Partial UD 41.7 41.7 4.50 7.50 Of 4 ]29 Live Partial UD 160.0 160.0 4.50 1.50 plf . 23162 Deed Partial 00 47. 47.7 7.50 11.00 plf 26 162 Live Partial U0 160.0 160.0 7.50 11.00 pif 27 ]41 Dead Partial 0D 120.2 120.2 0.00 2.00 plf 9 149 Live Partial UD 370.0 370.0 0.00 2.00 plf 23_732 Dead Partial UD 120.2 120.2 3.50 1.00 pif 30_732 Live Partial UD 310.0 370.0 3.50 4.00 Of 31_133 Dead Partial UE 120.2 120.2 4.50 7.50 plf 2_133 Live Partial DD 370.0 370.0 4.50 7.50 pif 33_134 Dead Partial UD 130.2 120.2 1.50 3.00 pif . 34_134 Live Partial UD 370.0 370.0 7 .50 3.00 pif 35_735 Dead Partial UO 320.2 120.2 9.00 11.00 plf 36_735 Live Partial U° 370.0 310.0 9.00 11.00 plf 37_147 Dead Partial 00 120.2 120.2 11.0) 17.00 pif 39_141 Live Partial 0D 370.0 370.0 11.00 17.00 pif 39_167 Dead Partial UD 120.2 120.2 1.00 3.50 pif 40_167 Live Partial ID 370.0 370.0 2.03 3.50 pif 41_149 Dead Partial UD 120.2 120.2 4.03 4.50 pif 42_149 Live Partial UD 370.0 370.0 4.00 4.50 pif 43_163 Dead Partial UD 47.7 47.7 11.0) 17.00 912 44_163 Live Partial UD 160.0 160.0 11.03 17.00 pif 45_165 Dead Partial UD 47.7 47.7 19.03 20.00 pif 46_765 Live Partial 00 160.0 160.0 19.01 20.00 pif 766 Dead Partial UD 47.1 47.7 4.03 4.50 pif 8_166 Live Partial UD 160.0 160.0 1.00 4.50 pif 49_169 Dead Partial UD 120.2 120.2 17.03 18.00 plf 50_769 Live Partial UD 370.0 370.0 17.00 18.00 pif 51_169 Dyad Partial U0 120.2 120.2 19.03 20.00 pif 52_169 Live Partial UD 370.0 370.0 19.00 20.00 pif. 53_172 Dead Partial UD 47.7 47.7 2.00 4.00 plf • 54_172 Live Partial UD 160.0 160.0 2.00 4.00 pif 55 173 Dead Partial UD 47.1 0.00 2.00 pif 56 Live Partial UD 160.0 160.0 0.00 2.00 olf MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (In) : �1 Dead 99 a _ 'P3 5 27 Live 9950 9019 Total 17361 17305 Bearing: Load Comb 93 43 Lenoth 5.21 Glulam -Bal., West Species, 24F -V8 DF, 5- 1/8x22 -1/2" Self-WOW e126.55 pIfhrAlded in loads; tma slmpart. lop 9 l4 bdtsn- at sup94A4; Analysis vs. Allowable Stress (psi) and Deflection (in) using NOS 2005: Criterion Ana13.1,, Value Despion Value Analveie /0921,0. Shear 1v ■ 192 - 305 Iv /FV' ■ 0.60 2ending1 ib - 2392 Fb' - 2604 ib /Fb' ■ 0.92 Live Daf1'n 0.40 - L/595 0.6 - L/060 0.60 Total Defl'n 0.94 - 2/295 1.00 - L /240 0.94 ADDITIONAL DATA: FACTORS: F/E CD Of CL CV Cfu Cr Cfrt LC4 8v' 165 1.15 1.00 1.00 1.00 1.00 1. 3 1294 2400 1.15 1.00 1.00 1.000 0.944 1.00 1.00 1.00 1.00 - 3 Fop' 650 1.00 1.00 - - - - 1.00 - - E' 1.9 million 1.00 1.00 - - - - 1.00 - - w -n 0.85 million 1.00 1.00 - - - - 1.00 - - 3 Shear : 20 63 - 0•.75(2 -5), V 17361, v design - 13992 lbs Bending(41: LC 13 • 00.7512451, 0 - 66199 lbs -ft 0.11ectien: LC 13 - 0 EI- 9 10 -092 Total Deflection - 1.50)0ead Load Deflection, 0 Live Load Deflection. ID-dead L■liva S.ancw -wind I -1 :pact C- ccnetruction CLd■conc.ntratedl (All LC'4 are listed in the 00.10sis output) Load combinaticna: 100 -I00 DESIGN NOTES: 1. pees+ verify Val the 44669 deflection Brits are appapliee for your eppltaflon. 2. Glufam design values are far materials con I' to A2TC 617.2001 and mmNaclured In accordance w4h ANSVAITC A190 1-1942 3. GLULAM: tad 4 actual breath s actual depth. . 4. Glukun Reams slue be 114096 suppaded accordng lo the 0404566 of 605 Clause 3.3.3. 5. GLULAM: bearing length based on ameM of Feglenskn). Fcp(congi n). /4 62 COMPANY PROJECT 1 WoodWorks® SOFTWARE FOR WOOD DESIGN June 24, 201012:49 b35 Design Check Calculation Sheet Sizer 7.1 LOADS ( Ibs, psf, or plf ) Load Type Distribution Magnitude Location (ft] Units Start End Start End 1 j21 Dead Partial UD 120.2 120.2 0.50 1.50 plf 2_j21 Live Partial UD 370.0 370.0 0.50 1.50 plf 3_j59 Dead Partial UD 120.2 120.2 0.00 0.50 plf 4_j59 Live Partial UD 370.0 370.0 0.00 0.50 plf 5_j60 Dead Partial UD 120.2 120.2 1.50 3.00 plf 6 j60 Live Partial UD _ 370.0 370.0 1.50 3.00 plf MAXIMUM REF,...,.... ,.. • • •..,.. •T..., , • • I 34 Dead 188 188 Live 555 555 Total 743 743 Bearing: Load Comb #2 #2 Length 0.50* 0.50* *Min. bearing length for beams is 1/2" for exterior supports Lumber n -ply, D.Fir -L, No.2, 2x8 ", 2 -Plys Self- weight of 5.17 plf included in loads; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear fv = 31 Fv' = 180 fv /Fv' = 0.17 Bending( +) fb = 254 Fb' = 1080 fb /Fb' = 0.24 Live Defl'n 0.00 = <L/999 0.10 = L/360 0.04 Total Defl'n 0.01 = <L/999 0.15 = L/240 0.04 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 1.000 1.200 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear : LC #2 = D +L, V = 743, V design = 444 lbs Bending( +): LC #2 = D +L, M = 557 lbs -ft Deflection:,LC #2 = D +L EI= 76e06 lb -in2 /ply Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 3. BUILT -UP BEAMS: it is assumed that each ply is a single continuous member (that is, no butt joints are present) fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top - loaded. Where beams are side - loaded, special fastening details may be required. • 4 _ <-•\' a COMPANY PROJECT ea WoodWorks® SOFTWARE FOR WOOD O(StG' June 24, 2010 12:51 c2 Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1_bl Dead Axial 1056 (Eccentricity = 0.00 in) 2 Rf.Live Axial 2153 (Eccentricity = 0.00 in) MAXIMUM REACTIONS (Ibs): 0' 8' Lumber n -ply, Hem -Fir, No.2, 2x6 ", 2 -Plys Self- weight of 3.41 plf included in loads; Pinned base; Loadface = depth(d); Built -up fastener: nails; Ke x Lb: 1.00 x 0.00= 0.00 [ft]; Ke x Ld: 1.00 x 8.00= 8.00 [ft]; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Axial fc = 196 Fc' = 980 fc /Fc' = 0.20 Axial Bearing fc = 196 Fc* = 1644 fc /Fc* = 0.12 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL /CP CF Cfu Cr Cfrt Ci LC# Fc' 1300 1.15 1.00 1.00 0.596 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 = 3236 lbs Kf = 1.00 (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. 6,)\ COMPANY PROJECT 4t at WoodWorks® SOFTWARE FOR WOOD DESIGN June 24, 2010 12:54 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 c24 Dead Axial 1478 (Eccentricity = 0.00 in) 2_c24 Live Axial 4320 (Eccentricity = 0.00 in) 3 b10 Dead Axial 4067 (Eccentricity = 0.00 in) 4 Live Axial 11291 (Eccentricity = 0.00 in) MAXIMUM REACTIONS (Ibs): • 0' 8' Timber -soft, D.Fir -L, No.1, 6x6" Self- weight of 7.19 plf included in loads; Pinned base; Loadface = depth(d); Ke x Lb: 1.00 x 8.00= 8.00 [ft]; Ke x Ld: 1.00 x 8.00= 8.00 [ft]; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Axial fc = 701 Fc' = 820 fc /Fc' = 0.86 Axial Bearing fc = 701 Fc* = 1000 fc /Fc* = 0.70 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL /CP CF Cfu Cr Cfrt Ci LC# Fc' 1000 1.00 1.00 1.00 0.820 1.000 - - 1.00 1.00 2 Fc* 1000 1.00 1.00 1.00 - 1.000 - - 1.00 1.00 2 Axial : LC #2 = D +L, P = 21214 lbs (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 4— ( cj COMPANY PROJECT 1 WoodWorks® SOFTWARE FOR W000 DESIGN June 24, 2010 12:53 c23 Design Check Calculation Sheet Sizer 7.1 LOADS ( Ibs, psf, or pif ) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1 b9 Dead Axial 1478 (Eccentricity = 0.00 in) 2 _Live Axial 4320 (Eccentricity = 0.00 in) MAXIMUM REACTIONS (Ibs): 0' 9' Lumber Post, Hem -Fir, No.2, 4x6" Self- weight of 3.98 plf included in loads; Pinned base; Loadface = depth(d); Ke x Lb: 1.00 x 9.00= 9.00 (ftJ; Ke x Ld: 1.00 x 9.00= 9.00 [ftJ; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Axial fc = 303 Fc' = 379 fc /Fc' = 0.80 Axial Bearing fc = 303 Fc* = 1430 fc /Fc* = 0.21 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL /CP CF Cfu Cr Cfrt Ci LC# Fc' 1300 1.00 1.00 1.00 0.265 1.100 - - 1.00 1.00 2 Fc* 1300 1.00 1.00 1.00 - 1.100 - - 1.00 1.00 2 Axial : LC #2 = D +L, P = 5834 lbs (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. • 4- 9C COMPANY PROJECT 1 woodWorks® SOFTWARE FOR WOOD DESIGN June 24, 2010 12:54 c26 Design Check Calculation Sheet Sizer 7.1 LOADS ( Ibs, psf, or plf ) Load Type Distribution Magnitude Location (ft] Units Start End Start End 1 c23 Dead Axial 1478 (Eccentricity = 0.00 in) 2_c23 Live Axial 4320 (Eccentricity = 0.00 in) 3_b10 Dead Axial 1180 (Eccentricity = 0.00 in) 4 Live Axial 3436 (Eccentricity = 0.00 in) MAXIMUM REACTIONS (Ibs): a er +- rte � ' k :n fi _ 0' 8' Timber -soft, Hem -Fir, No.2, 6x6" Self- weight of 6.25 pif included in loads; Pinned base; Loadface = depth(d); Ke x Lb: 1.00 x 8.00= 8.00 [ft]; Ke x Ld: 1.00 x 8.00= 8.00 [ft]; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005: Criterion Analysis Value Design Value Analysis /Design Axial fc = 346 Fc' = 492 fc /Fc' = 0.70 Axial Bearing fc = 346 Fc* = 575 fc /Fc* = 0.60 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL /CP CF Cfu Cr Cfrt Ci LC# Fc' 575 1.00 1.00 1.00 0.856 1.000 - - 1.00 1.00 2 Fc* 575 1.00 1.00 1.00 - 1.000 - - 1.00 1.00 2 • Axial : LC #2 = D +L, P = 10465 lbs (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 62jo COMPANY PROJECT i WoodWorks® SOFTWARE FOR WOOD DESIGN June 24, 2010 12:52 c29 Design Check Calculation Sheet Sizer 7.1 LOADS ( Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1 b13 Dead Axial 3033 (Eccentricity = 0.00 in) 2 Rf.Live Axial 5052 (Eccentricity = 0.00 in) MAXIMUM REACTIONS (Ibs): 1 0' 8' Lumber n -ply, Hem -Fir, No.2, 2x6 ", 3 -Plys Self- weight of 5.11 pif included in loads; Pinned base; Loadface = depth(d); Built -up fastener: nails; Ke x Lb: 1.00 x 8.00= 8.00 [ft]; Ke x Ld: 1.00 x 8.00= 8.00 [ft]; Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Axial fc = 328 Fc' = 439 fc /Fc' = 0.75 Axial Bearing fc = 328 Fc* = 1644 fc /Fc* = 0.20 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL /CP CF Cfu Cr Cfrt Ci LC# Fc' 1300 1.15 1.00 1.00 0.267 1.100 - - 1.00 1.00 2 Fc* 1300 1.15 1.00 1.00 - 1.100 - - 1.00 1.00 2 Axial : LC #2 = D +L, P = 8126 lbs Kf = 0.60 (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. BUILT -UP COLUMNS: nailed or bolted built -up columns shall conform to the provisions of NDS Clause 15.3. • • 4 0_ COMPANY PROJECT di WoodWorks® SOFTWARE FOR WOOD DESIGN June 24, 2010 12:55 c31 Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or pif ) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1 b13 Dead Axial 2561 (Eccentricity = 0.00 in) 2 Rf.Live Axial 3599 (Eccentricity = 0.00 in) MAXIMUM REACTIONS (Ibs): I> 0' 8' Lumber n -ply, Hem -Fir, No.2, 2x4 ", 3 -Pays Self- weight of 3.25 plf included in loads; Pinned base; Loadface = depth(d); Built -up fastener: nails; Ke x Lb: 1.00 x 8.00= 8.00 [ft]; Ke x Ld: 1.00 x 8.00= 8.00 [ft]; Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Axial fc = 393 Fc' = 443 fc /Fc' = 0.89 Axial Bearing fc = 393 _ Fc* = 1719 fc /Fc* = 0.23 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL /CP CF Cfu Cr Cfrt Ci LC# Fc' 1300 1.15 1.00 1.00 0.258 1.150 - - 1.00 1.00 2 Fc* 1300 1.15 1.00 1.00 - 1.150 - - 1.00 1.00 2 Axial : LC #2 = D +L, P = 6186 lbs Kf = 0.60 (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) • (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. BUILT -UP COLUMNS: nailed or bolted built -up columns shall conform to the provisions of NDS Clause 15.3. /142 (G-)‘Th\& COMPANY PROJECT i 1 WoodWorks® SOFTWARE F02 WOOD DESIGN June 24, 2010 12:54 c39 Design Check Calculation Sheet Sizer 7.1 LOADS ( Ibs, psf, or pif ) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1 b21 Dead Axial 267 (Eccentricity = 0.00 in) 2 Live • Axial 822 (Eccentricity = 0.00 in) MAXIMUM REACTIONS (Ibs): 1 0' 9' • Lumber n -ply, Hem -Fir, No.2, 2x4 ", 2 -Plys Self- weight of 2.17 pif included in Toads; Pinned base; Loadface = depth(d); Built -up fastener: nails; Ke x Lb: 1.00 x 9.00= 9.00 [ft]; Ke x Ld: 1.00 x 9.00= 9.00 [ft]; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Axial fc = 106 Fc' = 171 fc /Fc' = 0.62 Axial Bearing fc = 106 Fc* = 1495 fc /Fc* = 0.07 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL /CP CF Cfu Cr Cfrt Ci LC# Fc' 1300 1.00 1.00 1.00 0.114 1.150 - - 1.00 1.00 2 Fc* 1300 1.00 1.00 1.00 - 1.150 - - 1.00 1.00 2 Axial : LC #2 = D +L, P = 1108 lbs Kf = 0.60 (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. BUILT -UP COLUMNS: nailed or bolted built -up columns shall conform to the provisions of NDS Clause 15.3. 6,21 COMPANY PROJECT 1 WoodWorks® SOFIWAAEFOR WOOD DESIGN June 24, 2010 12:52 c55 • Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1 b30 Dead Axial 154 (Eccentricity = 0.00 in) 2 Live Axial 209 (Eccentricity = 0.00 in) MAXIMUM REACTIONS (Ibs): 0' 8' Lumber Post, Hem -Fir, No.2, 4x4" Self - weight of 2.53 pif included in Toads; Pinned base; Loadface = depth(d); Ke x Lb: 1.00 x 8.00= 8.00 [ft]; Ke x Ld: 1.00 x 8.00= 8.00 [ft]; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Axial fc = 31 Fc' = 470 fc /Fc' = 0.07 Axial Bearing fc = 31 Fc* = 1495 - fc /Fc* = 0.02 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL /CP CF Cfu Cr Cfrt Ci LC# Fc' 1300 1.00 1.00 1.00 0.315 1.150 - - 1.00 1.00 2 Fc* 1300 1.00 1.00 1.00 - 1.150 - - 1.00 1.00 2 Axial : LC #2 = D +L, P = 384 lbs (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. Q 1° Cnj° BY ' ` i DATE: r _ - ao k0 JO8 NO.: C EN -Q RC OF PROJECT: RE: Kearns w1 Lai-cat t IleadioyNs ❑ ❑ J • Z . '� b o ly, b -> tAxtll s X03 SOS W O 2 f o beC,.Vn % 3 --, Watts ao ai ao- 0 J 0 w T o rn t Ulx s a.U� ' o`1V U Z w O Z bea 3L-1 .- ,ucAu,s aot , ao 7' ao lPs 0 U 5 ��nce, wild, cea.cki mss > setsrr c r hoy\ , Z 2 Or\V W'Y uu+U be. Ca cOlve;i . F 0 U cc • O li Z w ❑ z 0 o = I- a • 0 ti 0 • z - x lq - -,_-/-)) \ COMPANY PROJECT 1 WoodWorks® SOFTWARE FOR WOOD DESIGN June 24, 2010 13:07 b8 LC1 Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1_c44 Dead Point 444 2.00 lbs 2_c44 Snow Point 647 2.00 lbs 3_w44 Dead Partial UD 389.2 389.2 0.00 2.00 plf 4 w44 Snow Partial UD 431.2 431.2 0.00 2.00 plf 5 c45 Dead Point 444 5.00 lbs 6_c45 Snow Point 647 5.00 lbs 7_w45 Dead Partial UD 389.2 389.2 5.00 6.00 plf • 8 w45 Snow Partial UD 431.2 431.2 5.00 6.00 plf 9 Dead Full UDL 120.2 plf 10 j25 Live Full UDL 370.0 plf WIND1 Wind Point 800 2.00 lbs WIND2 Wind Point -910 5.00 lbs MAXIMUM REACTIONS fibs) and BEARING LENGTHS finl : • 1 0' 61 Dead 1436 1389 Live 2089 1803 Total 3525 3192 Bearing: Load Comb #4 #3 Length 1.88 1.70 Lumber n -ply, D.Fir -L, No.2, 2x12 ", 2 -Pays Self- weight of 8.02 plf included in loads; Lateral support: top = full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear fv = 97 Fv' = 207 fv /Fv' = 0.47 Bending( +) fb = 805 Fb' = 1035 fb /Fb' = 0.78 Live Defl'n 0.03 = <L/999 0.20 = L/360 0.15 Total Defl'n 0.06 = <L/999 0.30 = L/240 0.21 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 3 Fb'+ 900 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 3 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 4 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 4 Shear : LC #3 = D +.75(L +S), V = 3239, V design = 2190 lbs Bending( +): LC #3 = D +.75(L +S), M = 4247 lbs -ft Deflection: LC #4 = D +.75(L +S +W) EI= 285e06 lb -in2 /ply Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 3. BUILT -UP BEAMS: it is assumed that each ply is a single continuous member (that is, no butt joints are present) fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top - loaded. Where beams are side - loaded, special fastening details may be required. • /4- COMPANY PROJECT 1 WoodWorks® SOFTWARE FOR WOOD DESIGN June 24, 2010 13:07 b6 LC2 Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Units Start End . Start End 1 c44 Dead Point 444 2.00 lbs 2 c44 Snow Point 647 2.00 lbs 3_w44 Dead Partial UD 389.2 389.2 0.00 2.00 plf 4 w44 Snow Partial UD 431.2 431.2 0.00 2.00 plf 5_c45 Dead Point 444 5.00 lbs 6_c45 Snow Point 647 5.00 lbs 7w45 Dead Partial UD 389.2 389.2 5.00 6.00 plf 81w45 Snow Partial UD 431.2 431.2 5.00 6.00 plf 9_j25 Dead Full UDL 120.2 plf 10 j25 Live Full UDL 370.0 plf WIND1 Wind Point -800 2.00 lbs WIND2 Wind Point 910 5.00 lbs MAXIMUM REACTIONS llbsl and BEARING LENGTHS fin) : • 0 . 6 1 Dead 1436 1389 Live 1803 2172 Total 3239 3561 Bearing: Load Comb #3 #4 Length 1.73 1.90 Lumber n -ply, D.Fir -L, No.2, 2x12 ", 2 -Plys Self- weight of 8.02 plf included in loads; Lateral support: top = full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear fv = 97 Fv' = 207 fv /Fv' - 0.47 Bending( +) fb = 805 Fb' = 1035 fb /Fb' = 0.78 Live Defl'n 0.03 = <L/999 0.20 = L/360 0.14 Total Defl'n 0.06 = <L/999 0.30 = L/240 0.20 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 3 Fb'+ 900 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 3 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 3 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 3 Shear : LC #3 = D +.75(L +S), V = 3239, V design = 2190 lbs Bending( +): LC #3 = D +.75(L +S), M = 4247 lbs -ft Deflection: LC #3 = D +.75(L +S) EI= 285e06 lb -in2 /ply Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 3. BUILT -UP BEAMS: it is assumed that each ply is a single continuous member (that is, no butt joints are present) fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top - loaded. Where beams are side - loaded, special fastening details may be required. COMPANY PROJECT i WoodWorks° SOFTWARE FOR WOOD DESIGN June 24, 2010 13:09 b14 LC1 Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or pit) : Load Type Distribution Magnitude Location [ft) Units Start End Start End 1 w68 Dead Partial UD 221.7 221.7 9.00 10.50 plf 2 Live Partial UD 350.0 350.0 9.00 10.50 plf 3 Dead Point 357 9.00 lbs 4 c19 Live Point 1050 9.00 lbs 5 c20 Dead Point 357 3.00 lbs 6_c20 Live Point 1050 3.00 lbs 7 w66 Dead Partial UD 317.7 317.7 0.00 1.50 plf 8 w66 Live Partial UD 350.0 350.0 0.00 1.50 plf 9 c64 Dead Point 165 10.50 lbs 10 c64 Snow Point 225 10.50 lbs 11 Dead Point 165 1.50 lbs 12_c65 Snow Point 225 1.50 lbs 13_w67 Dead Partial UD 221.7 221.7 1.50 3.00 plf 14 w67 Live Partial UD 350.0 350.0 1.50 3.00 plf 15 Dead Partial UD 317.7 317.7 10.50 12.00 plf 16 w69 Live Partial UD 350.0 350.0 10.50 12.00 plf 17_j36 Dead Full UDL 113.7 plf 18_j36 Live Full UDL 350.0 plf 19_j43 Dead Partial UD 17.0 17.0 0.00 0.50 plf 20 j43 • Live Partial UD 25.0 25.0 0.00 0.50 plf 21 j44 Dead Partial UD 17.0 17.0 0.50 1.50 plf 22_j44 Live Partial UD 25.0 25.0 0.50 1.50 plf 23_j45 Dead Partial UD 17.0 17.0 1.50 3.00 plf 24_j45 Live Partial UD 25.0 25.0 1.50 3.00 plf 25_j Dead Partial UD 17.0 17.0 10.50 12.00 plf • 26 j46 Live Partial UD 25.0 25.0 10.50 12.00 plf 27 Dead Partial UD 17.0 17.0 3.00 9.00 plf 28 j70 Live Partial UD 25.0 25.0 3.00 9.00 plf 29_j71 Dead Partial UD 17.0 17.0 9.00 10.50 plf 30_j71 Live Partial UD 25.0 25.0 9.00 10.50 plf WIND1 Wind Point 3560 3.00 lbs WIND2 Wind Point -3640 9.00 lbs wind3 Wind Point -3620 0.00 lbs winds Wind Point 3570 12.00 lbs MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : - .-- "nw. -00 � ..i.. - 11. '� � - ma y i a-i6. -Tor: �:i� .".... _ "�..•• ,_'.... %ice- ."_- =.e.; -....---- .�, - - .Z.!.. " .-- l a 121 Dead 2207 2207 Live 4350 4350 Uplift 499 479 Total 6557 6557 Bearing: Load Comb #2 92 Length _ 2.34 2 LSL, 1.55E, 2325Fb, 3- 112x14" Self- weight of 15.31 plf included in loads; • Lateral support top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NOS 2005 : Criterion Analysis Value 'Design Value Analysis /Design Shear fv = 158 Fv' = 310 fv /Fv' = 0.51 Bending( +) fb = 1735 Fb' = 2325 fb /Fb' = 0.75 Live Defl'n 0.25 = L/573 0.40 = 0/360 0.63 Total Defl'n 0.42 = L/343 0.60 = L/240 0.70 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LCO 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 92 = D +L, V = 6557, V design = 5170 lbs . Bending( +): LC 02 = D +L, M = 16527 lbs -ft Deflection: LC 82 = D +L EI= 1241e06 lb -in2 . Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (A11 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. /.-63Gf COMPANY PROJECT e i I. WoodWorks® SOFIWARCFOR W000 DESIGN June 24, 2010 13:09 b14 LC2 Design Check Calculation Sheet Sizer 7.1 LOADS (Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft) Units Start End Start End 1 w68 Dead Partial UD 221.7 221.7 9.00 10.50 plf 2 w 68 Live Partial UD 350.0 350.0 9.00 10.50 plf 3 Dead Point 357 9.00 lbs 4 Live Point 1050 9.00 lbs 5 c20 Dead Point 357 3.00 lbs 6 c20 Live Point 1050 3.00 lbs 7 Dead Partial UD 317.7 317.7 0.00 1.50 plf 8 Live Partial UD 350.0 350.0 0.00 1.50 plf 9 - c64 Dead Point 165 10.50 lbs 10 c64 Snow Point 225 10.50 lbs 11 c65 Dead Point 165 1.50 lbs 12_c65 Snow Point 225 1.50 lbs 13_w67 Dead Partial UD 221.7 221.7 1.50 3.00 plf 14 w67 Live Partial UD 350.0 350.0 1.50 3.00 plf 15 w69 Dead Partial UD 317.7 317.7 10.50 12.00 plf • 16_w69 Live Partial UD 350.0 350.0 10.50 12.00 plf 17_136 Dead Full UDL 113.7 plf 18_j36 Live Full UDL 350.0 plf 19_j43 Dead Partial UD 17.0 17.0 0.00 0.50 plf 20_j43 Live Partial UD 25.0 25.0 0.00 0.50 plf 21_j44 Dead Partial UD 17.0 17.0 0.50 1.50 plf • 22j44 Live Partial UD 25.0 25.0 0.50 1.50 plf 23_j45 Dead Partial UD 17.0 17.0 1.50 3.00 plf 24_j45 Live Partial UD 25.0 25.0 1.50 3.00 plf 25 j46 Dead Partial UD 17.0 17.0 10.50 12.00 plf 26_146 Live Partial UD 25.0 25.0 10.50 12.00 plf 27 j70 Dead Partial UD 17.0 17.0 3.00 9.00 plf 28_j70 Live Partial UD 25.0 25.0 3.00 9.00 plf 29_j71 Dead Partial UD 17.0 17.0 9.00 10.50 plf 30 j71 Live Partial UD 25.0 25.0 9.00 10.50 plf WIND1 Wind Point -3560 3.00 lbs WIND2 Wind Point 3640 9.00 lbs wind3 Wind Point 3620 0.00 lbs winds Wind Point -3570 12.00 lbs MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : + --. � -rte .t- =` - ..a.. - '. _ . �� � :: y..`_ mac :! - ar�+o - .". za a .: . '�' " .....•.. .-a. _m .. '71...4.. r - .c=+=": inter -. a --- `= ' ��� •Rr '�"'y"�!L `'. 'a1 -x' _ isyl e'ia�ii :j"`-' • I a 121 Dead 2207 2207 Live 4826 4811 Total 7033 7018 Bearing: Load Comb #4 #4 Length _ 2.51 2.51 LSL, 1.55E, 2325Fb, 3- 112x14" Self- weight of 15.31 plf included in loads; Lateral support: top = full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear fv = 158 Fv' = 310 fv /Fv' = 0.51 Bending(*) fb = 1735 Fb' = 2325 fb /Fb' = 0.75 Live Defl'n 0.25 = L/573 0.40 = L/360 0.63 Total Defl'n 0.42 = L/343 0.60 = L/240 0.70 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fv' 310 1.00 - 1.00 - - - - 1.00 - 1.00 2 Fb'+ 2325 1.00 - 1.00 1.000 1.00 - 1.00 1.00 - - 2 Fcp' 800 - - 1.00 - - - - 1.00 - - - E' 1.5 million - 1.00 - - - - 1.00 - - 2 Emin' 0.80 million - 1.00 - - - - 1.00 - - 2 Shear : LC #2 = D +L, V = 6557, V design = 5170 lbs • Bending(*): LC #2 = D +L, M = 16527 lbs -ft Deflection: LC #2 = D +L EI= 1241e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL - BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer.' 3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. 4 - G 3C- COMPANY PROJECT I WoodWorks® I SOFTWARE FOR WOOD DESIGN June 24, 2010 13:11 b13 LC1 Design Check Calculation Sheet Sizer 7.1 LOADS ( Ibs, psf, or plf ) Load Type Distribution Magnitude Location (ft) Units Start End Start End 1 w58 Dead Partial UD 519.0 519.0 0.00 3.00 plf 2_w58 Snow Partial UD 505.0 505.0 0.00 3.00 plf 3_c40 Dead Point 217 5.50 lbs 4_c40 Live Point 668 5.50 lbs 5 c67 Dead Point 518 5.00 lbs 6 c67 Snow Point 778 5.00 lbs 7_c68 Dead Point 573 3.00 lbs 8_c68 Snow Point 942 3.00 lbs 9 w59 Dead Partial UD 593.7 593.7 5.00 8.00 plf 10_w59 Snow Partial UD 735.0 735.0 5.00 8.00 plf 11 j37 Dead Partial UD 100.7 100.7 6.50 8.00 plf 12_j37 Live Partial UD 310.0 310.0 6.50 8.00 plf 13_j38 Dead Partial UD 81.2 81.2 3.50 6.50 plf 14_j3 Live Partial UD 250.0 250.0 3.50 6.50 plf 15_j39 Dead Partial UD 22.7 22.7 0.00 3.50 plf 16_j Live Partial 1.10 70.0 70.0 0.00 3.50 plf 17 b15 Dead Point 126 3.50 lbs 18 b15 Live Point 389 3.50 lbs 19 b32 Dead Point 225 6.50 lbs 20 b32 Live Point 693 6.50 lbs W1 Wind Point 6590 0.00 lbs W2 Wind Point -6590 3.00 lbs W3 Wind Point 6590 5.00 lbs W4 Wind Point -6590 8.00 lbs MAXIMUM REACTIONS Mal and BEARING LENGTHS (in1 .-�a�, --- -,, , te r.. - .. _ �► °.� -a .�..� r, a - = =� -��y,y,y,:: •Ft'.. ._ �.e7m � .., - r-+•,, � : `� .�. " ' .,,.. s�, S V". -"" -. - '.� � -1 �. - �_'_ _; - ,, �n�i� -r ,.., -a ...iR. �►..�'r' _ - c '�-w� `-....,....17.1...' wd `�" - :. - .i.... ...,..0e _ .mac...: • ^' �- ;. - f. .. - ;�... -"'"r • . �. ..,. w aa,. : 1 a 81 Dead 2561 3033 Live 6406 3789 Uplift 3098 Total 8968 • 6822 Bearing: Load Comb 04 #3 Length 3.20 _ 2.44 LSL, 1.55E, 2325Fb, 3- 1/2x14" Self- weight 0115.31 plf included in loads; Lateral support: top = full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear fv = 157 Fv' = 356 fv /Fv' = 0.44 Bending( +) fb = 1295 Eb' . 2674 fb /Fb' = 0.48 Live Defl'n 0.06 = <L/999 0.27 = L/360 0.24 Total Defl'n 0.14 = L /680 0.40 = L/240 0.35 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fv' 310 1.15 - 1.00 - - - - 1.00 - 1.00 3 Fb'+ 2325 1.15 - 1.00 1.000 1.00 - 1.00 1.00 - - 3 Fcp' 800 - - 1.00 - - - - 1.00 - - - 1.5 million - 1.00 - - - - 1.00 - - 3 Ervin' 0.80 million - 1.00 - - - - 1.00 - - 3 Shear : LC #3 = D +.75(L +S), V = 6822, V design = 5122 lbs Bending( +): LC #3 = D +.75(L +S), M = 12340 lbs -ft Deflection: LC #3 = D +.75(L +S) EI= 1241e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL -BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. • . 4 - (--33(0 COMPANY PROJECT i WoodWorks® • SOFIW R(FOR wood DESIGN June 24, 2010 13:11 b13 LC2 Design Check Calculation Sheet Sizer 7.1 LOADS l Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1 w58 Dead Partial UD 519.0 519.0 0.00 3.00 plf 2 w58 Snow Partial UD 505.0 505.0 0.00 3.00 plf 3 c40 Dead Point 217 5.50 lbs 4 c40 Live Point 668 5.50 lbs 5 c67 Dead Point 518 5.00 lbs 6 c67 Snow Point 778 5.00 lbs 7 c68 Dead Point 573 3.00 lbs 8 c68 Snow Point 942 3.00 lbs 9 w59 Dead Partial UD 593.7 593.7 5.00 8.00 plf 10_w59 Snow Partial UD 735.0 735.0 5.00 8.00 plf 11 j37 Dead Partial UD 100.7 100.7 6.50 8.00 plf 12_j37 Live Partial UD 310.0 310.0 6.50 8.00 plf 13_j38 Dead Partial UD 81.2 81.2 3.50 6.50 plf 14 j38 Live Partial UD 250.0 250.0 3.50 6.50 plf 15 j39 Dead Partial UD 22.7 22.7 0.00 3.50 plf 16 j39 Live Partial UD 70.0 70.0 0.00 3.50 plf 17 b15 Dead Point 126 3.50 lbs 18 b15 Live Point 389 3.50 lbs 19 b32 Dead Point 225 6.50 lbs 20 b32 Live Point 693 6.50 lbs W1 Wind Point -6590 0.00 lbs W2 Wind Point 6590 3.00 lbs W3 Wind Point -6590 5.00 lbs W4 Wind Point 6590 8.00 lbs MAXIMUM R _ • . ... -- . - 'e - - u -:.:,-.... .. _- - ..�_ �:Z . - .. --.i+.r.- . � "�„-., - ° ..+rte: � � .wr .- � >e...r.. _ - �+i�: -,�-� -�+�„�e -: . m.._; -- �. o "No. , -.. - ""m.3 ,5!""' - _.a` a ' �.'�-�..►J� r- _ - ^^ "r - ^.� ".I ...awr - • "'":" - •. .r.` -"' la _ 81 Dead 2561 3033 Live 2699 7496 Uplift 3381 Total 5261 10529 Bearing: Load Comb 83 #4 Length 1.88 3.76 LSL, 1.55E, 2325Fb, 3- 112x14" Self- weight of 15.31 plf included in loads; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NOS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear fv = 157 Fv' = 356 fv /Fv' = 0.44 Bending( +) fb = 1295 Fb' = 2674 fb /Fb' = 0.48 Live Defl'n 0.06 = <L/999 0.27 = L/360 0.24 Total Defl'n 0.14 = L /680 0.40 = L/240 0.35 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fv' 310 1.15 - 1.00 - - - - 1.00 - 1.00 3 Fb`+ 2325 1.15 - 1.00 1.000 1.00 - 1.00 1.00 - - 3 Fcp' 800 - - 1.00 - - - - 1.00 - - - E' 1.5 million - 1.00 - - - - 1.00 - - 3 Emin' 0.80 million - 1.00 - - - - 1.00 - - 3 Shear : LC #3 = D +.75(L +S), V = 6822, V design = 5122 lbs Bending( +): LC #3 = D+.75(L+S), M = 12340 lbs -ft Deflection: LC #3 = D +.75(L +S) EI= 1241e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (A11 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.-6573,1- COMPANY PROJECT 111 I I Wo od V\Ior k s ® June 24, 10101119 570 LC1 SOFTWARE FOR WOOD DESIGN Design Check Calculation Sheet Ore 7.1 LOADS (lb.. ptd.96pe) Load Type Distribution magnitude Location Intl Unita Start End Start End 3 w62 Dead Partial UD 611.2 613.2 0.00 2.00 plf 2 w62 Snow Partial UD 795.0 795.0 0.00 2.00 p1 3 729 Wad Partial UD 617.5 617.5 7.50 11.00 pi! 4 Snow Partial UD 901.2 901.2 7.50 11.00 plf 5 Wad Point 141.6 11.00 10 6_015 Snow Point 2404 11.00 lb. 016 Wed Point 1309 17.00 lbs 0 Snow Point 2404 17.00 lbs. 9 Wad Partial UD 617.5 617.5 17.00 18.00 plf 15 w6 Snow Partial UD 901.2 801.2 17.00 10.00 plf 11 0 Dead Point 622 7.00 164 12 Snow Point 1192 7.00 lb. 162 Wad Point 622 1.00 lbs. 14 Snow Point 1192 4.00 lbe 15:w63 Dead Partial UD 613.2 613.2 2.00 4.00 plf 16 63 Snow Partial UD 795.0 795.0 2.00 4.00 plf 17 7n65 Wad Partial UD 611.5 617.5 17.00 20.00 Of 16765 Snow Partial UD 901.2 603.2 17.00 20.00 plf 19 w71 Dead UD 613.2 613.2 7.00 1.50 plf 20-101 2.20141 11 Snow Partial UD 795.0 795.0 7.00 7.50 p1! 21:164 Wad UD 47.7 41.7 17.00 16.00 plf 22 24700.1 764 Live Partial UD 160.0 160.0 17.10 17.00 plf 23_329 Wad Partial UD 47.7 11.7 4.50 7.50 plf 25,29 Live Partial UD 160.0 160.0 4.50 1.50 pal 25_162 Wad Partial UD 47.7 47.7 1.56 11.00 p11 26_162 Live Partial ID 160.0 .160.0 7.50 11.00 pif 27_149 Wad Partial UD 120.2 120.2 0.01 2.00 pl! 29_148 Live Partial VD 370.0 310.0 0.0C 2.00 plf 29_232 Wad Partial UD 120.2 120.2 3.50 4.00 plf 30_332 Live Partial UD 370.0 370.0 3.50 4.00 plf 31_133 Wad Partial U0 120.2 120.2 4.50 7.50 plf 32_333 Live Partial UD 370.0 370.0 4.50 7.50 plf 33_134 Dead Partial '3D 120.2 120.2 7.50 9.00 plf 34_134 Live Partial 20 370.0 370.0 7.50 9.00 p!! 3 3 35 Wad Partial UD 120.2 120.2 9.00 11.00 plf ]6 1]5 Live Partial UD 370.0 370.0 8.00 11.00 plf 37_147 Wad Partial UD 120.2 120.2 11.00 17.00 plf • 39_747 Live Partial ID 310.0 370.0 11.00 11.00 plf 39_107 Wad Partial VD 120.2 120.2 2.00 3.50 p11 40_367 Liva Partial VD 370.0 370.0 2.00 3.50 plf 41 _143 Wad Partial UD 120.2 120.2 4.00 4.50 plf 42_349 Live Partial UD 370.0 370.0 4.00 4.50 plf 43_163 Wad Partial UD 47.7 47.7 11.00 17.00 plf 161 Live Partial UD 160.0 160.0 11.00 11.00 plf 45_165 Dead Partial UD 47. 4 19.00 20.00 pit 46_165 Live Partial UD 160.0 160.0 19.00 20.00 pit 44 36 6 Wad Partial UD 47.7 41.1 4.00 4.50 pll 18 766 Live Partial VD 160.0 160.0 4.00 4.50 plf 49_160 Wed Partial UD 120.2 120.2 17.00 19.00 plf 59)68 Live Partial UD 370.0 370.0 17.00 10.00 plf 52 789 0369 Wad Partial U0 120.2 120.2 19.00 20.00 plf 5 Live Partial UD 310.0 370.0 19.00 20.00 pit 53_312 Dead Partial VD 47.7 47.7 2.00 4.00 p1 51_172 Live Partial UD 160.0 160.0 2.00 4.00 pit ! 55_773 Wad Partial UD 47.7 47.7 0.00 2.00 plf 56 _1 Live Partial UO 160.0 160.0 0.00 2.00 pll 141 Mind Point 5950 0.00 lb. 143 mind Point 5950 1.00 lbs N3 mind Point 5950 11.00 164 W4 14100 Point -5850 17.00 lb4 NS _Wind Point 5650 20.00 lb. MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 1 a_ Wad 4105 27 Live 12150 12172 Total 19555 19499 Bearing: Load Com. 64 Length 5.9741 - 5.65 Glulam -Bat., West Species, 24F V8 DF, 5- 118x22 -112" Se944tl99460 MI alluded In beds; LAWN suppett lape hdl. bottom. M suppnts; Analysis vs. Allowable Stress (psi) and Deflectlon (In),..„9 Criterion AnalVala Value Design Value 07417410 /Design . Shear fv - 182 !Y' - 305 !v /FV' ■ 0.60 907715g149 Lb ■ 2392 Fb' ■ 2604 !b /Flo' - 0.92 Live Defl'n 0.40 - 0 /595 0.61 - L /360 0.60 Total Defl'n 0.84 ■ L /295 1.00 - 0/240 0.84 ADDITIONAL DATA: • FACTORS: F/E CO Q, Ct r-1. C! Cfu Cr Cfrt Note. Cn LC1 2v' 265 1.15 1.00 1.00 1.00 1.00 1.00 3 F0 2400 1.15 1.00 1.00 1.000 0.744 1.00 1.00 1.00 1.00 - 3 Fop' 650 1.00 1.00 - - - - 1.00 - E' 1.9 million 1.00 1.00 - - - - 1.00 - - 3 Erin' 0.75 million 1.00 1.00 - Shear : LC 43 - 0.75(045), V 17361, V design - 13992 lbo Ber.dinq(4): LC 03 - 04.151=451. m ■ 86199 100 -Lt Deflection: LC 03 ■ 2'.75(1. EI. 8756006 10 -092 Total Deflection . 1.501Wad Load Deflection; 4 Live Load Dufl0cticn. (D-dead 1.-11ve 0 ■0940 91-wind I.impact C- conetructlon CLd- _oncontrat9dl (A11 1 . 0 . 6 2 . listed In the Ana12a14 output) Load combination.: 1CC -IEC DESIGN NOTES: 1. Please Verify that the &faun d0sctbn emits an appophh fa your apple:nen. 2. GNI= design values are for metufeb contemning to ARC 117- 2001 and manufactured le accordance with ANSVAITC A190. 1 -1992 3. GLULAM: Ind . ac091 L md09 8 actual depth. 4. Gluten, 8.o*,,s shall G Mostly supported aecadOg to Int podab9s 06 ND5 Clause 3.3.3. 5. GLULAM: bearing length based an tanager of Ftp(hn1M), Fcp(carnpn). 4 - c, F COMPANY PROJECT 1 Woodworks® June 24, 20/01319 b34LC2 SOFTWARE FOR WOOD DESIGN Design Check Calculation Sheet 54,9 7.1 LOADS (stye,. Load Type Distribution Magnitude Location (ft) Un1ta Start End End 1_762 Dead Partial UD 613.2 613.2 0.00 2.00 plf 2262 Snow Partial UD 95.0 195.0 0.00 2.00 plf 7 3_229 Dead Partial UD 61.5 61 7.50 11.00 plf 229 Snow Partial UD 8017.2 601.2 7.50 11.00 plf 5 015 Dead Point 1436 11.00 lbs 6_015 Sr,. 90105 2404 11.00 108 016 Dead Point 1399 17.00 lbs 6516 Point 2404 17.00 Its 9 Dead Partial UD 613.5 617.5 17.00 19.00 plf 0_364 Snow Partial UD 901.2 801.2 17.00 19.00 plf 1.1_c61 Dead Point 622 7.00 lbs 12 061 Snow Point 1192 7.00 lbs 13 Dead 100 622 4.00 lb 14:062 Stow Point 1192 4.00 1bs 4 15263 Dead Partial UD 613.2 613.2 2.00 4.00 plf 16263 Snow Partial UD 795.0 795.0 2.00 4.00 plf 17265 Dead Partial UD 617.5 617.5 18.00 20.00 plf 19265 Snow Partial UD 801.2 601.2 19.00 20.00 plf 2 1971 Dead Partial UD 613.2 813.2 1 .00 7.50 plf 20 Snow Partial UD 795.0 795.0 7.00 7.50 plf 21_164 Dead Partial UD 17.7 41.1 17.00 19.00 plf 22_164 Live Partial UD 160.0 160.0 17.00 18.00 plf 23_120 Dead Partial UD plf 4.50 7.50 l! 24_322 Live Partial '3D 160.0 160.0 4.50 7.50 p1 25_362 Dead Partial UD 47.7 47.7 7.50 11.00 plf 26_162 Live Partial UD 160.0 160.0 7.50 11.00 plf 27_148 Dead Partial UD 120.2 120.2 0.00 2.00 plf 28_346 Live Partial U0 370.0 370.0 0.00 2.00 plf 29_032 Dead Partial OD 120.2 110.2 3.50 4.00 plf 30 132 Live Partial UD 370.0 370.0 3.50 4.00 p1! 31 Dead Partial UD 120.2 120.2 4.50 7.50 plf 32 33 Live Partial UD 370.0 370.0 4.50 7.50 plf 33_1334 Dead Partial UD 120.2 120.2 7.50 9.00 plf 34_134 Live Partial UD 370.0 370.0 7.51 9.00 plf 35_135 Dead Partial UD 120.2 120.2 0.00 11.00 plf 36_135 Live Partial UD 370.0 370.0 9.00 11.00 plf 37_947 Dead Partial UD 120.2 320.2 11.00 1 plf 39_141 Live Partial UD 370.0 370.0 11.00 17.00 plf 39_367 Dead Partial UD 120.2 127.2 2.0C 3.50 plf 40_167 Live Partial UD 3 370.0 2.01 3.50 plf 41_349 Dead Partial UD 120.2 1:0.2 4.00 4.50 plf 42_149 Live Partial UD 370.0 370.0 4.00 4.50 plf 43_163 Dead Partial UD 47.7 47.7 11.01 17.00 plf 44_163 Live Partial UD 160.0 160.0 11.0C 17.00 plf 45_165 Dead Partial UD 47.7 47.7 19.01 20.00 plf 46_165 Live Partial UD 160.0 160.0 10.1C 20.00 pl.!. 47_166 Dead Partial UD 47.7 47.7 4.01 4.50 plf 49_1E6 Live Partial UD 160.0 160.0 4.0C 4.50 pl 49_169 Dead Partial UD 120.2 120.2 17.00 19.00 plf 50_169 Llva Partial UD 370.0 370.0 17.01 19.00 pif 51_169 Dead Partial UD 120.2 120.2 19.01 :0.00 plf 52,63 Live Partial U0 370.0 370.0 19.02 20.00 plf 53_)72 Dead Partial 00 47.7 47.7 2.0C 4.00 plf 54_372 Live Partial UD 160.0 160.0 2.0C 4.00 pif 55_173 Dead Partial UD 47.7 47.7 0.0C 2.00 plf 56_373 Live Partial UD 160.0 160.0 0.0C 2.00 plf 61 wind Feint -5950 4.00 lbs Mind Point 5950 4.00 lbs 113 Wind Point -5050 11.00 lbs 64 Mind Point 5950 17.00 lbs 05 Mind Point -5950 20.00 lbs MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : Dead t 1127 Live 9956 997E T0ta1 17361 17305 Searing: Load Comb 13 13 Lanoth 5.:1 5.19 • Glulam -Bal., West Species, 24F -V8 DF, 5- 1/8x22 -1/2" Sd-welpll M 2055 p0 Included 6sloses: Lateral support IoM the, 66812,n- at suppub: Analysis vs. Allowable Stress (psi) and Deflection (in) usin ems 2005: Criterion Anal':als Value Dealan Value Analvels /Deeion Sher 162 90' - 305 !v /FV• 0.60 5ending071 fb - 23 FO - 2604 fb /Fb' - 0.92 Live Detl'n 0.41 - L /591 0.67 - L /360 0.61 Total Del1, 0.44 - L/294 1.00 - L/240 0.94 ADDITIONAL DATA: FACTORS: F/E CD 01 Cr CL CV Cfu Cr Cfrt Motes LC4 F0' 265 1.15 1.00 1.00 1.00 1.00 1 00 3 9051 2400 1.15 1.00 1.00 1.000 0.944 1.00 1.00 1.00 1.00 3 - Fop' 650 1.00 1.00 - - - - 1.00 - E 1.9 million 1.00 1.00 - - - - 1.00 - 4 En1n' 0.95 011)1on 1.00 1.00 - - - - 1.00 - 4 Shear a 13 - 29.15)1.51, V - 17261, V design - 13582 lbs Bend1,3(01: LC 83 - 0 M - 56109 lbs -ft Deflection: LC 44 - 97.755=45151 El- 8756406 1b -152 Total Deflection - 1.50409,1 Load Deflection) 4 Live Load Deflection. (D-dead 1r11v9 5■anov 5972nd 1■Itp4c C..- construction CLd- concentrate:l IA.3I LC'aare listed In the Analysis output) Load 005010atl5ns: ICC -I0C DESIGN NOTES: 1. P12260 verily that the defaul d&MCUan ands are,ppaprlala for your 09911210. Z G design whim are for n8tarfsla confandrg le ARC 117 -2001 and men5085 in accordance w9b ANSVAITC A190.1 -1992 3. GLULAM: bad a =Nal breadth x Ward depth. A Gbdar5 Beards 9055 be Mandy suppatd ecead6p tote prodtlms of NOS Gage 3.3.3. 5. GLULAM: bearing length based on muter of Fap0494k.. Fcp(canpo). / I Cp,9 COMPANY PROJECT I Wood June 24, 201013:20 b31 LC2 SOFTWARE FOR WOOD DESIGN Design Check Calculation Sheet Stet 7.1 LOADS I ampaf,a.PO' Wad Type Dlet:lbution Magnitude Location (ft) Un1ta Start End Start End 1 662 [Mad Partial UD 613.2 613.2 0.00 2.00 plf 2 Snow Partial UD 795.0 795.0 0.00 2.00 plf 3_929 Dead Partial UD 611.5 611.5 7.50 11.00 plf v29 Snow Partial UD 901.2 901.2 7.50 11.00 plf 5 c15 Dead Point 1436 11.00 lb. 5c15 Snow Point 2404 11.00 lb. c16 Dead Point 1209 11.00 lb. c16 Snow Point 2404 11.00 lba 9 664 Dead Partial UD 611.5 617.5 17.00 18.00 plf 1 Snow Partial UD 801.2 801.2 17.00 19.00 plf 11 c61 Dead Point 622 7.00 lba 12661 snow Point 1192 7.00 lb, 15662 Dead Point 622 4.00 Its 11 662 Snow Paint 1192 4.00 lb5 15 663 Dead Partial UD 613.2 613.2 2.00 4.00 plf 16 Snow Partial U0 795.0 795.0 2.00 4.00 plf 17 Dead Partial UD 617.5 617.5 18.00 20.00 plf 18 865 Snow Partial UD 901.2 901.2 19.00 20.00 plf 19671 Goad Partial UD 613.2 613.2 7.00 7.50 plf 20 Snow Partial UD 795.0 795.0 7.00 7.50 plf 21 564 Dead Partial UD 47.7 47.7 17.00 19.00 plf 22_164 LS'ro Partial U0 160.0 160.0 17.00 19.00 plf 22_229 Daad Partial UD 47.7 47.7 4.50 7.50 plf 21,29 Live 04 0 01 41 ID 160.0 160.0 1.10 7.50 plf 25 )62 Dead Partial UD 47.7 47.7 7.50 11.00 plf 26 62 Live Partial UD 160.0 160.0 7.50 11.00 plf 27_1 48 Dead Partial UD 120.2 120.2 0.00 2.00 plf 29_119 Live Partial UO 370.0 370.0 0.00 2.00 plf 29_232 Deed Partial UD 120.2 120.2 3.50 4.00 pif 20_232 L1ve Partial UD 370.0 370.0 3.50 1.00 plf 31 133 Dead Partial UD 120.2 120.2 4.50 7.50 plf 32_233 Live Partial ID 370.0 310.0 4.50 7.50 plf 23_134 Dead Partial UD 120.2 120.2 1.51 8.00 Of 24_134 Live Partial D 370.0 370.0 7.50 9.00 plf 35_135 36_135 Dead Partial 0 UD 120.2 120.2 8.00 11.00 D1[ Liu. Partial 8 al uD 370.0 370.0 9.0C 0 11.00 plf 37 Dead Partial UD 120.2 120.2 11.00 17.00 plf 38 _117 Live Partial UD 370.0 370.0 11.01 17.00 plf 39_167 Dead Partial UD 120.2 120.2 2.00 3.50 plf 0 4 )67 Live Partial : UD 370.0 370.0 2.00 3.50 plf 41_149 Dead Partial u0 120.2 120.2 4.0C 4.50 plf 42)19 49 Pa 10 310.0 310.0 4.00 4.50 plf 4]_)6 Partial 951.1 L•0 47.7 11.00 17.00 plf 44_163 Dead Liva Partial UD 160.0 160.0 11.00 17.00 plf 4565 Daad Partial UD 47.7 47.7 19.00 20.00 plf 46_165 Partial ID 160.0 160.0 19.00 20.00 plf 47 09.0 )66 Dead Partial UD 47.7 47.7 4.00 4.50 plf 48 166 Live Partial UD 160.0 160.0 4.00 4.50 plf 49 )69 Dead Partial U0 120.2 120.2 17.00 19.00 plf 50_169 Live Partial 110 370.0 370.0 17.00 18.00 plf 51_169 Dead Partial U0 120.2 120.2 16.00 20.00 plf 52_169 Live Partial UD 370.0 310.0 18.00 20.00 plf 53_572 Dean Partial UD 47.7 47.7 2.00 4.00 pif 54_172 Live Partial UD 160.0 160.0 2.00 1.00 plf 55_373 Dead Partial U0 47.7 47.7 0.00 2.00 plf , 24161. 56 3 1:2 Partial UD 160.0 160.0 0.00 2.00 plf 9 Ml Mind Point -5950 0.00 lbs M3 Mind Point 5850 4.00 lbs 113 01nd Point -5850 11.00 l3s Mind 1nd Point 5650 17.00 lba M5 Mind _ Point -5950 _ 20.00 lba MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : • 0 Dead 956 921 11 9 Live 9956 7305 Total 11361 17305 Bearing: C : Lola Loeb 23 /l L2noth 5.21 5.19 Glulam -BaI., West Species, 24F -V8 DF, 5- 118x22 -1/2" Self.elgm of 28.55 pD Included In Inds: Latent support top. MI, bottom. d supports; Analysis vs. Allowable Stress (psi) and Deflection (in) M,b4 Nos zoos; . Criterion An.10.1. Value Dealnn Valu. A n 1 .1a /Design Shea[ 182 Fv' ■ 303 fv /FV 0.60 64,31041 +1 Vs • 2392 FD' • 2604 fb /FD' • 0.92 Live Def1'n 0.41 • L /591 0.67 . L/360 0.61 Total Defl'n 0.94 • L/264 1.00 • L/240 0.94 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Mote. Cn LC9 ' Fs 265 1.15 1.00 1.00 1.00 1.00 1.00 3 90', 2400 1.15 1.00 1.00 1.000 0.944 1.00 1.00 1.00 1.00 - 3 Fop' 650 1.00 1.00 - E 1.8 90111on 1.00 1.00 - - - - 1.00 - - Coin' 0.05 81111on 1.00 1.00 - Shear : LC 63 • 0..75113S(, V • 17361, V design ■ 13982 lb4 8end1:41+1: LC 13 • D+.751L9S1, N ■ 86199 lba -ft 00710:tlon: LC 94 • 1+.7511+0+41 EI• 3756206 lb -in2 Total 095190=lon . 1.50(Dead toad Defl9ct1onl + Live Wad Deflection. 10.d..d L•11ve S•anc6 9.61od I■lcpact C•construction 114.00ntent[a:9d1 1211 LC'i, are listed In the Anal 0412 0116,1) Lead combination,: ICC -IBC DESIGN NOTES: 1. Plow verify Vol Iha default deflection Omits an sp9+9099 7. fa Too 9PPlkalfon. 2. GMarn design value ars fa .104932, cm2488499 to AITC 117 -2001 and nursdaG1242 M accordance 6514 ANSVAITC A190.1 -1992 3. MOLAR: tad a adral laodlf10.4904949911, 4. GM= ,earn shall to Wanly supported attora 19 to 0s prrnbbS6 of NDS Clause 3.3.3. S. GLULAM: Oear5,9 Mop based on coder of Fcp(•ensbn), Fop(canpn). 114) '''. 6 / q ° COMPANY PROJECT 1 WoodWorks® SOEIWAREFOR WOOD DESIGN June 24, 2010 13:23 b34 LC1 NO LL Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft) Units Start End Start End 1 w62 Dead Partial UD 613.2 613.2 0.00 2.00 plf 3 Dead Partial UD 617.5 617.5 7.50 11.00 plf 5 Dead Point 1436 11.00 lbs 7 Dead Point 1389 17.00 lbs 9 w64 Dead Partial UD 617.5 617.5 17.00 18.00 plf 11 c61 Dead Point 622 7.00 lbs 13 Dead Point 622 4.00 lbs 15_w63 Dead Partial UD 613.2 613.2 2.00 4.00 plf 17 w65 Dead Partial UD 617.5 617.5 18.00 20.00 pif 19 Dead Partial UD 613.2 613.2 7.00 7.50 pif 21_j64 Dead Partial UD 47.7 47.7 17.00 18.00 plf 23_j28 Dead Partial UD 47.7 47.7 4.50 7.50 plf 25 j62 Dead Partial UD 47.7 47.7 7.50 11.00 plf 27 Dead Partial UD 120.2 120.2 0.00 2.00 plf 29 Dead Partial UD 120.2 120.2 3.50 4.00 plf 31 Dead Partial UD 120.2 120.2 4.50 7.50 plf 33 j34 Dead Partial UD 120.2 120.2 7.50 8.00 plf 35 j35 Dead Partial UD 120.2 120.2 8.00 11.00 plf 39_j67 Dead Partial UD 120.2 120.2 2.00 3.50 plf 41 j49 Dead Partial UD 120.2 120.2 4.00 4.50 plf 43 j63 Dead Partial UD 47.7 47.7 11.00 17.00 plf 45_j65 Dead Partial UD 47.7 47.7 18.00 20.00 plf 47 j66 Dead Partial UD 47.7 47.7 4.00 4.50 plf 49 Dead Partial UD 120.2 120.2 17.00 18.00 plf 51:169 Dead Partial UD 120.2 120.2 18.00 20.00 plf 53 j72 Dead Partial UD 47.7 47.7 2.00 4.00 plf 55 j73 Dead Partial UD 47.7 47.7 0.00 2.00 plf W1 Wind Point 5850 0.00 • lbs W2 Wind Point -5850 4.00 lbs W3 Wind Point 5850 11.00 lbs W4 Wind Point -5850 17.00 lbs W5 Wind Point 5850 20.00 lbs MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : la 201 Dead 7189 6822 Live 156 302 Total 7238 7018 Bearing: Load Comb #2 #2 Length 2.17 2.11 Glulam-Bal., West Species, 24F -V8 DF, 5- 118x22 -1/2" Self- weight of 26.55 pif included in loads; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear fv = 74 Fv' = 238 fv /Fv' = 0.31 Bending( +) fb = 950 Fb' = 2038 fb /Fb' = 0.47 Live Defl'n negligible . Total Defl'n 0.41 = L/585 1.00 = L/240 0.41 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fv' 265 0.90 1.00 1.00 - - - - 1.00 1.00 1.00 1 Fb'+ 2400 0.90 1.00 1.00 1.000 0.944 1.00 1.00 1.00 1.00 - 1 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 1 .Emin' 0.85 million 1.00 1.00 - - - - 1.00 - - 1 Shear : LC 91 = D only, V = 7189, V design = 5674 lbs . Bending( +): LC #1 = D only, M = 34217 lbs -ft Deflection: LC #1 = D only EI= 8756e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Glulam design values are for materials conforming to AITC 117 -2001 and manufactured in accordance with ANSI /AITC A190.1 -1992 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). • 4 -G14 I COMPANY PROJECT WoodWorks° SOFTWARE FOR WOOD DESIGN June 24, 201013:22 b34 LC2 NO LL Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or pit) : Load Type Distribution Magnitude Location (ft) Units Start End Start End 1 w62 Dead Partial UD 613.2 613.2 0.00 2.00 plf 3 w29 Dead Partial UD 617.5 617.5 7.50 11.00 plf 5 c15 Dead Point 1436 11.00 lbs 7 c16 Dead Point 1389 17.00 lbs 9 w64 Dead Partial UD 617.5 617.5 17.00 18.00 plf • 11 c61 Dead Point 622 7.00 lbs 13 c62 Dead Point 622 4.00 lbs 15 Dead Partial UD 613.2 613.2 2.00 4.00 plf 17 Dead Partial UD 617.5 617.5 18.00 20.00 plf 19 w71 Dead Partial UD 613.2 613.2 7.00 7.50 p10 21_j64 Dead Partial UD 47.7 47.7 17.00 18.00 plf 23 j28 Dead Partial UD 47.7 47.7 4.50 7.50 plf 25 j62 Dead Partial UD 47.7 47.7 7.50 11.00 plf 27_j48 Dead Partial UD 120.2 120.2 0.00 2.00 plf 29 j32 Dead Partial UD 120.2 120.2 3.50 4.00 plf 31 Dead Partial UD 120.2 120.2 4.50 7.50 plf 33_j34 Dead Partial UD 120.2 120.2 7.50 8.00 plf 35_j35 Dead Partial UD 120.2 120.2 8.00 11.00 plf 39_j67 Dead Partial UD 120.2 120.2 2.00 3.50 plf 41 j49 Dead Partial UD 120.2 120.2 4.00 4.50 plf 43 j63 Dead Partial UD 47.7 47.7 11.00 17.00 plf 45_j65 Dead Partial UD 47.7 47.7 18.00 20.00 plf 47j66 Dead Partial UD 47.7 47.7 4.00 4.50 plf 49_j68 Dead Partial UD 120.2 120.2 17.00 18.00 plf 51_j69 Dead Partial UD 120.2 120.2 18.00 20.00 plf 53 j72 Dead Partial UD 47.7 47.7 2.00 4.00 plf 55 Dead Partial UD 47.7 47.7 0.00 2.00 plf . W1 Wind Point -5850 0.00 lbs W2 Wind Point 5850 4.00 lbs W3 Wind Point -5850 11.00 lbs W4 Wind Point 5850 17.00 lbs W5 Wind Point -5850 20.00 lbs MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : la 201 Dead 7189 6822 Live Total 7189 6822 Bearing: Load Comb #1 #1 Length _ 2.16 2.05 Glulam -Bal., West Species, 24F -V8 DF, 5- 1/8x22 -1/2" Self - weight of 26.55 plf included in loads; Lateral support: top = full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 74 Fv' = 238 fv /Fv' = 0.31 Bending( +) fb = 950 Fb' = 2038 fb /Fb' = 0.47 Live Defl'n negligible Total Defl'n 0.41 = L/585 1.00 = L/240 0.41 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LCO Fv' 265 0.90 1.00 1.00 - - - - 1.00 1.00 1.00 1 Fb'+ 2400 0.90 1.00 1.00 1.000 0.944 1.00 1.00 1.00 1.00 - 1 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 1 Emin' 0.85 million 1.00 1.00 - - - - 1.00 - - 1 Shear : LC 01 = D only, V = 7189, V design = 5674 lbs Bending( +): LC #1 = D only, M = 34217 lbs -ft Deflection: LC #1 = D only EI= 8756e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) . Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Glulam design values are for materials conforming to AITC 117 -2001 and manufactured in accordance with ANSI /AITC A190.1 -1992 3. GLULAM: bxd = actual breadth x actual depth. 1 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). 4 - (IA 2- Harper Project: '14 t• Houf Peterson client: Job # _ Righellis Inc. ENGINEERS • PLANNERS Designer: Date: Pg. # LANDSCAPE ARCH ■(P.CTS•SURVEYORS Wdl := 10. 1 2.8•ft -20 -ft W 1600-lb Vim-c' . `�`"Sig�, ft Seismic Forces Site Class =D Design Catagory =D Wp ... Wdl I 1.0 Component Importance Factor (Sect 13.1.3, ASCE 7 -05) S := 0.339 Max EQ, 5% damped, spectral responce acceleration of 1 sec. S .= 0.942 Max EQ, 5% damped, spectral responce acceleration at short period z := 9 Height of Component h := 32 Mean Height Of Roof F := 1.123 Acc -based site coefficient @ .3 s- period (Table 1613.5.3(1), 2006 IBC) F 1.722 Vel -based site coefficient @ 1 s- period (Table 1613.5.3(2), 2006 IBC) S := Fa•S S F - S 2 •Sms S • = Max EQ, 5% damped, spectral responce acceleration at short period 3 Exterior Elements & Body Of Connections a := 1.0 RP 2.5 (Table 13.5 -1, ASCE 7 -05) 4a z . p • FP := R 1 + 2- —W P EQU. 13.3 -1 F pmax := l.66•Sds•lp•Wp EQU. 13.3 -2 Fpmin .3•Sds•Ip•Wp EQU. 13.3 -3 4.= if(F > F pmax , Fpmax, if(F < F pmin , Fpmin, F F = 338.5171.1b Miniumum Vertical Force 0.2 -S ds' W dl = 225.6781-lb Clq Harper Project: ' TX, D. Houf Peterson Client: Job # _ Righellis Inc. ENGINEERS • PLANNERS Designer: Date: Pg. # LANDSCAPE ARCIIITECTS•SURVEVORS Wdl 10• lb --- 8 ft-20-ft W = 1600-lb ft Seismic Forces Site Class =D Design Catagory =D WP .= Wd - 1.0 Component Importance Factor (Sect 13.1.3, ASCE 7 -05) I : S1 := 0. 339 Max EQ, 5% damped, spectral responce acceleration of 1 sec. S := 0.942. Max EQ, 5% damped, spectral responce acceleration at short period z := 9 Height of Component h := 32 Mean Height Of Roof F -= 1.123 Acc -based site coefficient @ .3 s- period (Table 1613.5.3(1), 2006 IBC) F 1.722 Vel -based site coefficient @ 1 s -period (Table 1613.5.3(2), 2006 IBC) S • = F S F -S 2 • S ms S := Max EQ, 5% damped, spectral responce acceleration at short period 3 Exterior Elements & Body Of Connections a := 1.0 R := 2.5 (Table 13.5 -1, ASCE 7 -05) 4a •Sds' FP := p Rp ` rl + 2 z hl •Wp EQU. 13.3 -1 J Fp := 1.6•Sd EQU. 13.3 -2 F pmin .3•S EQU. 13.3 -3 F if(F > F pmax , Fpmax, if(F < F pmin , Fpmin, Fp)) F = 338.5171-lb Miniumum Vertical Force 0.2•S ds• W dl = 225.6781 -lb Cl H 0 Harper HP Houf Peterson COMMUNICATION RECORD Righellis Inc. To 0 FROM 0 MEMO TO FILE 0 Fi,',NUEPS • ,L,o1NeNS L At,:ritTEC13.5U1.,, PHONE NO • PHONE CALL: ID MEETING: 0 M 11 CO In M J. 2 in (t) 0 co , ,............ 03 .„ .../) ......._ 0 ., .0 s ....$) 3 sl n 9 (- -, rn 11 , ( - ....., LP ...ir NI ir l —1 co ,C) 0 .1) NI C 01 —C. CP\ N 'N. 7 0 f) 5 N s i 0 0 e "s. 0 N. ''-■ _ N. (-) O'; 4 0 h ;)Q ii - a " 1 i -1 '11a c \ .;3L4* Ic.e yOol c yvOJA..,) .-. . _ • 'F. 4.i.A4SQ_S-----(A.07.2)(231c(1112)= !,-;;; • 1 I • i -g.,I = cp : = VD. =t- i - v 1 I i,E1 a i - EP -- e), -i?i , 'CJ s uocc (..: - a ,, sr■ i,, - s H : F .1 Nc-y -- ).9st-l'al • ______IIL..._____.______ ! i e • . . . 1 I 1 .-,- 5b•M =--: k v(a)v (Y 0 . 0 r. 1`') - C1 . q g , - :D.0 1 -= ,_,\ :Dv u .4.3 c41A. arA A.1 ovdS )1 0 _____A K ve------ _did I = ciSK)S1-- z ( a „ Ii— z , , . a 4 0- ril), , . ,1 0 m 1 1 ' i 9X1 14t t' t , 1 .11-' i 11;k1 Pree 1)c .. 1) r>. 0 ii cl x cy fan 1) /..1. 1 Didcvd D q o t9t4rna1 - I ' / . E II 9 171 D D n q I &it :Aid - 3 1 cci I CI LA•D'a Q :38 • :4.03rpU _ - - - -- - - 1: sor :31V(3 v yx.4 :Aer . =. ;-_-.. J•t$ .-I I g i 5' 6 - -Ao st, 0 2 0 )1 °) .froa+t ,.' ooi-e - 7 oaee 00Q8 1 1)(14 C009 7- 1 ‹ k .4* oaz i 0 o ' x „5-11 ,),0‘..Aa 01 ls‘50..)k b.rIcth z Z oo he N14t 00) 1. 5 z i 13 m c, N\41. Go-lig =- z m o o 13 ('e17 )4 ace ------ v) › ✓ o O ri m -1 g r al m O 0 :103road _ _ . ON or :31VO VA 03 feCkVild :AS V Harper COMMUNICATION RECORD • . ':: 1 1. Houf Peterson • Righellis Inc. To 0 FROM 0 MEMO TO FILE p ENGINEEP:: • ICAUUERS LAT:C.•i.41'.. ARCHITECT.4•SURVCYCK: PHONE NO • PHONE CALL: 0 MEETING: 0 ....... .... .._...... 73 -0 W r. xi H 2 . m fk, Ci, .,)c • I I 0 71 ir o al I i 37 fr g..) 1..) ...c. ...c. --v 0 0 o 8 ci4 sa, ,....., _ 0 0 GI I IA Z..... • e"" \ 3> C 14 1 d . cil 1, 6 . -- i f ■ .,.., ...., . 1 CiNs• n --I C. V.9 i -- ) 1 . :g z P 61 . • . . _., nalper 1 9 * Houf Peterson COMMUNICATION RECORD Righellis Inc. To 0 FROM ID MEMO TO FILE El EOCONCEti: • PLER0 LA .1:7-,C1PF ARCIIITECTS•SU PHONE NO.: PHONE CALL: El MEETING: El 23 1:1 tO M 71 4 o _., ., ----, ..... N . 'N 1111111k11 cs —1. lj ... lc 1 km) ''...1■■ -...................... C I c . -..C.. .7? -../.., U k....; C. ‘1 i 1 1 r 0.- 13 Z 0 CP. -. 1 e 14- COMPANY PROJECT 111 . . WoodW 50FIWARE FOR WOOD DESIGN June 8, 2009 16:27 Hand Rail Design Check Calculation Sheet Sizer 8.0 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End LIVE Live Point 2.50 200 lbs MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 1 ;O,:- ; ... , ...4 ..:.- ......44, •-,24.'......... t4-■ .-.4. ..:44, 2 i---:••.-.=-• -, , %••.- : •.4-1-- .-i..,-- • - - ;---,..--!--=•.-.•. -- ;::-• , - 2 .•-• ---= e•-•• --- - '-- • 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 pif induded 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/Pv' = 0.13 Bending(+) fb = 405 Fb' = 1048 fb/Fb' = 0.39 Dead Defl'n 0.00 = <L/999 Live Defl'n 0.03 = <L/999 0.17 = L/360 0.20 Total Defl'n 0.03 = <L/999 0.25 = L/240 0.14 - ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 150 1.00 1.00 1.00 - - - 1.00 1.00 1.00 2 Fb'+ 850 1.00 1.00 1.00 0.949 1.300 '1.00 1.00 1.00 1.00 - 2 Fop' 405 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin 0.47 million 1.00 1.00 - - - 1.00 1.00 - 2 Shear : LC #2 = L, V = 104, V design = 103 lbs Bending(+): LC #2 = L, M = 255 lbs-ft Deflection: LC #2 = L EI = 27e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction Lc=concentrated) (All 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 Cause 4.4.1. ( COMPANY PROJECT 0 %. f : W oo or se VMMARERMIWOODOESMW June 8, 2009 16:27 Hand Rall2 Design Check Calculation Sheet Sizer 8.0 LOADS: Load Type Distribution Pat- Location (ft] Magnitude Unit tern Start End Start End LIVE Live Full UDL 50.0 plf MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : -..,-.:- ••,,, , -- -, 1--.-: , ,:, ,, , , - ; , ... 7 --?-. : , 7 4-r•-.-",---,,..- ;1 ; , : t-,-.-,; , ,,..,,..t-i.-:-..& : 1: 11 : :: 7 -.1,,, , ,.:-.--,..,,q.,:,:,--.-: ; -- : _--- t -,,,...,•:-._,-, •,-:_ ,.---,--- --„ ::,-;-,•-,.„,....-_ .:-.,,,,.---::- ::. ‘,,,• 4._._.„..2. '.. , ',`,:,:--...-:-.'-- -1-_-:-...- , ---; :-.,. -- •-• .:_:..,----,,--- ..,-,•:-, ,',•,- ' :_-...-- - -: - ,- - '::.1:: , .,..',. e:z.: - .. - - - -.:t:1.:.. - ; ,'. ' -,...;-:',---.••,.:-:,. '...-:•-•:Yr:„.= f ',:.:-,-.--- :5?. .- :.::: ::-.'•' :i ,::: :-f-; -:. - _: '., ,; z. •-...:. ::::,, -.: , ::- •-•:- : ..-.• lo. 54 Dead Live 125 125 Total 129 129 Bearing: Load Comb #2 #2 Length 0.50* 0.50* Cb 1.00 1.00 "Min. bearing length for beams is 1/2" for exterior supports Lumber-soft; Hem-Fir, No.2, 2x6" Self-weight of 1.7 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Shear fv = 19 Fv' = 150 fv/Fv' = 0.13 Bending(+) fb = 256 Flo' = 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. • WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Unit A - Front Load WoodWorks® Sizer 7.1 June 22, 2010 13:57:56 Concept Mode: Reactions Base of Structure View Floor 2: 8' 1050 __ 49 ' x „ u - - 1600 L 600 L 4, ui/ 619D 619 9D 450 9_..: 4s -b ytf : 42 - b &n • 1193 L15312404 L::2404 L _ - ::....: : --- _.__--:_ -_ 3a -b J4 - : - • • 625 D1 059 11 439 D 1394 D 30 -b V.5 .5/ n yL 3b -b q ua - : : 315 L: : , : : 33-bb : �� 35813: oi tlb ::; - .5U -0' • LS4 20'-15 0.5 : : : : . . i ,, : ! 315 L . bi- 100E - q N 3 58D r -- to b uu- 96 D ", :" -- - - - ... � a 0 / / 74(847 5611 L. 756 L - -. - - . L I -b to '41A5213" 452 D 5546 D 2 - g L� D - l y b r4 :625 - - - -- -- __... -__ 1b -b D L , i2 203D , 5 __._. ie0 1 1 -- • - 5 D 1b -15 na • 908E i s o b 105 1, 3 07 , - - to -: : _ _ i j � � 46D . : : lu C . 245 L a o b 04).. 3 3 D "50 L � ° . u -b / b b1, :: �� --- b b. bus 599 �• 87 L; . 87 L v 0 a 154 D 8 D 1963 D. 1963 D s -O E its - . , _ 112363 D.. - b .. .,.,I ; 78 D .. Di D . 106 D: ..j BB \B.B BCCCC C CC CFCCC CC CCCCC CCC CC\CC CDDDD D DD DtCDD CD DD DDD D DD CD'DD DEE EE E EEEFEEE'EE:EHEEEEE(EEEEZ 0' 7 4' 6' 8' 10' 12' 14' 16' 18'20' 22'24' 26' 28' 30' 32' 34' 36' 38'40' 42' 44' 46'48' 50' 52' 54' 56' 58'60' 62'64'66'68' 70' 72' 74' 76' 0'1'2'3'4'5'6'7'8'91t1 1 :1 :1 2(2 222 2 2E2121243133:33 4A:4 E41515 :5:5 515 616 6: 6: 6 -6" VOOT\ tg C-1 t. pc1OUT • 4....„F( WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Unit A - Rear Load WoodWorks® Sizer 7.1 June 22, 2010 13:57:37 Concept Mode: Reactions at Base of Structure View Floor 2: 8' 1 050 -:; . . . . •--. - - - -- - - - 4 9 ' - 6 : '104 16001 1600 L- 4/ -b IUU ; :- - 44-0 y! .. 41 b V0 - .13274 L : • 3304E sa -b �3 ` 7153 D' : 7072D .. 3 -b 7:5& 315E s3-n bb : _...... -. - -.: 358 D:.. : - .}G -b .. -- - -- -- - - . - - JU -b LSO - LV - r33 315E Gt - oz . 358 D 100E . « _ (a 96 D 13 -0 i b . _ _ 74(84 611 L . ' 156 L 2u - - b • r o - - 4!(452 D 5546 D I 5 L3 D 1 ' -b 625 - I -203D . . - 5D - - - 1b--0 • (1 - 5D - 10 b • by 105 L 908 L ots i� n 307 D - • 46D :: r n 245 L ' : : y � 3D 50L ,- u -b nt . . 74 D n .. -b t'15--:'. 599 "- 25 i 587 L :. o -t> Ly 87 L bu? 209 LD 8 . . . D D , - 1963 D = • 4 - 1 � ■ 2219 D . ; , _ .. i its u pLL :.. 725 L _ -- :.. - _: - - - -- - i -e 1 � : 78�DD 617D'D. u-b • BBtB.B B C CC (CCC CC CCCC C C CC C CDDD D D DD D IDD D DD DDDD D D DD CDDD DE E E E EEEEIEEEIEEIE EEEEEEE( 0' 2' 4' 6' 8' 10' 12' 14' 16' 18' 20' 22' 24' 26' 28' 30' 32' 34' 36' 38' 40' 42' 44' 46' 48' 50' 52' 54' 56' 58' 60' 62' 64' 66' 68' 70' 72' 74' 76' 0'1'2'3'4'5'6'7'8'91(1 11 :1'1:1(11 t112(222:2 4:4 :4 5: 5: 5 5! 5(575t516(6E;6 :646?6(6'6t6i7(7 7.7.7 -6" • • °CyrI tdPki our 4._ F.2........ n a. 1 +_.- tLu Harper Houf Peterson Righellis Inc. 1 , - C.. rent Date: 6/24/2010 1:41 PM 1 system: English Fria name: O:\HHPR Projects \CEN - Centex Homes (309) \CEN - Plans \CEN -090 Summer Creek Townhomes \calcs \Unit A \foundations \F1.ftd\ Design Results Reinforced Concrete Footings GENERAL INFORMATION: Global status Warnings Design Code ACI 318 -05 Footing type Spread Column type Steel Geometry ■ I i ` 4.12 in x � :ti4. axx I4 4.2 1 ft 1..1 I 1 1 I 1 1 7 F U + , . b i ;ft �� rd 4.25ft , ,4 -.,on L. 4.25ft Pagel iq — 3 Length 4.25 [ft] • Width 4.25 [ft] Thickness 1.00 [ft] Base depth 1.50 [ft] Base area 18.06 [ft2] Footing volume 18.06 [ft3] Base plate length 5.50 [in] Base plate width 5.50 [in] Column length 5.50 [in] Column width 5.50 [in] Column location relative to footing g.c. Centered Materials Concrete, fc 3.00 [Kip /in2] Steel, fy 60.00 [Kip /in2] Concrete type Normal Epoxy coated No Concrete elasticity modulus . 3122.02 [Kip /in2] Steel elasticity modulus : 29000.00 [Kip /in2] Unit weight 0.15 [Kip /ft3] Soil Modulus of subgrade reaction 200.00 [Kip /ft3] Unit weight (wet) 0.11 [Kip /ft3] Footing reinforcement Free cover : 3.00 [in] Maximum Rho /Rho balanced ratio . 0.75 Bottom reinforcement // to L (xx) . 6-#4 @ 9.00" Bottom reinforcement // to B (zz) : 6-#4 @ 9.00" (Zone 1) Load conditions to be included in design Service Toads: SC1 DL S1 DL S2 DL +LL S3 DL +0.75LL Design strength Toads: DC1 1.4DL 01 1.4DL D2 1.2DL +1.6LL Loads Condition Axial Mxx Mzz Vx Vz [Kip] [Kip *ft] [Kip *ft] [Kip] [Kip] DL 5.55 0.00 0.00 0.00 0.00 LL 15.61 0.00 0.00 0.00 0.00 RESULTS: Status Warnings - Insufficient development length, Section 21.5.4.1 Soil.Foundation interaction • Allowable stress 1.5E03 [Lb /ft2] Min. safety factor for sliding 1.25 Min. safety factor for overturning 1.25 Pa F Controlling condition S2 Condition qmean qmax Amax Area in compression Overturning FS [Lb /ft2] [Lb /ft2] [in] [ft2] ( %) FSx FSz slip S2 1.38E03 1.38E03 0.0826 18.06 100 1000.00 1000.00 1000.00 Bending Factor 4 0.90 Min rebar ratio 0.00180 Development length Axis Pos. Id Ihd Dist1 Dist2 [in] [in] [in] [in] zz Bot. 20.11 7.04 19.75 19.75 xx Bbt. 20.11 7.04 19.75 19.75 Axis Pos. Condition Mu 4> * Mn Asreq Asprov Asreq / Asprov Mu/(4)*Mn) [Kip *ft] [Kip *ft] [in2] [in2] zz Top DC1 0.00 0.00 0.00 0.00 0.000 0.000 I 1 zz Bot. D2 13.38 45.76 1.10 1.20 0.918 0.292 II xx Top DC1 0.00 0.00 0.00 0.00 0.000 0.000 I I xx Bot. D2 13.38 43.06 1.10 1.20 0.918 0.311 KM I Shear . Factor 4 0.75 Shear area (plane zz) • 3.10 [ft2] Shear area (plane xx) 2.92 [ft2] Plane Condition Vu Vc Vu /(4 )*Vn) [Kip] [Kip] xy D2 8.99 46.09 0.260 I '` I yz D2 8.68 48.88 0.237 I1 I Punching shear Perimeter of critical section (b... : 4.67 [ft] Punching shear area 3.31 [ft2] Column Condition Vu Vc Vu /(4> *Vn) [Kip] [Kip] column 1 D2 29.25 104.29 0.374 f' I Notes Page c * Soil under the footing is considered elastic and homogeneous. A linear soil pressure variation is assumed. * The required flexural reinforcement considers at least the minimum reinforcement design bending moment is calculated at the critical sections located at the support faces * Only rectangular footings with uniform sections and rectangular columns are considered. * The nominal shear strength is calculated in critical sections located at a distance d from the support face * The punching shear strength is calculated in a perimetral section located at a distance d/2 from the support faces * Transverse reinforcement is not considered in footings * Values shown in red are not in compliance with a provision of the code *qprom = Mean compression pressure on soil. *gmax = Maximum compression pressure on soil. *Amax = maximum total settlement (considering an elastic soil modeled by the subgrade reaction modulus). * Mn = Nominal moment strength. * Mu /(4 *Mn) = Strength ratio. * Vn = Nominal shear or punchure force (for footings Vn =Vc). * Vu /(1)*Vn) = Shear or punching shear strength ratio. • Page4 Beam Shear bcol := 5.5•in (4x4 post) d := tf — 2-in := 0.85 b := Width b = 36•in VV, :_ 43•- 4 f psi b d V = 16.32.kips 3 Vu •= qu ( 2 colt b V = 7.83.kips < V = 16.32•kips GOOD Two -Way Shear / 13 := 5.5•in Short side column width bL:= 5.5•in Long side column width b := 2 -(bg + d) + 2•(bL + d) b = 54•in (3 := 1.0 Vim 4 + 8 • f • V = 48.96-kips C3 3.0c x•2.66• f V,„„„ = 32.56 -kips = qu [b 2 — (bcol + d)2] V = 15.88•kips < V = 32.56.kips GOOD Flexure 2 Mu qu (b 2 — bcoll ( 11 b M = 4.98.ft• kips I J 0.65 2 := b•d S = 0.222•ft 6 F := 5.43• f F = 162.5 -psi M f :_ —° f = 155.47•psi< F = 162.5.psi GOOD 'Use a 3' -0" x 3' -0" x 10" plain concrete footing Plain Concrete Isolated Square Footing Design: F2 f := 2500:psi Concrete strength f 60000:psi Reinforcing steel strength E := 29000•ksi Steel modulus of elasticity "Yconc 150:pcf Concrete density 'Ysoil := .100,pcf Soil density gall 1500•psf Allowable soil bearing pressure COLUMN FOOTING Reaction Totaldl:= 2659•Ib Pd1:= Totaldl Totalll := 7756.1b Pll := Totalll Ptl := Pdl + P tl = 10415-lb Footing Dimensions tf :_ . 10.in Footing thickness Width := 36-in Footing width A := Width Footing Area gnet := gall — tf' Yconc net = 1375•psf P Areqd := gnet A 7.575•ft < A = 9•ft GOOD Widthreqd := g.,71 Widthreqd = 2.75- ft < Width = 3.00 ft GOOD Ultimate Loads n Pdl + tf' A''Yconc P„ := 1.4•Pdl + 1.7•Pll P„ = 18.48-kips P qu := A q = 2.05•ksf Plain Concrete Isolated Square Footing Design: F3 fc := 2500-psi Concrete strength f 60000-psi Reinforcing steel strength E := 29000•ksi Steel modulus of elasticity "Yddnc 1 = 150•pcf Concrete density 'soil = 1OO pcf Soil density g := 1500•psf Allowable soil bearing pressure COLUMN FOOTING Reaction Total& := 23611b Pdl := Totaldi Totallj := 4575•lb P11 := Totalll P Pd1 + P1l Pu = 6938• lb Footing Dimensions t := 1 Footing thickness Width := 30• in Footing width A,:= Width . Footing Area gnet gall — tf• net = 1375•psf P Areqd Qnet Areqd = q 5.04641 < A = 6.25 ft GOOD Widthreqd := Aregd Widthreqd = 2.2541 < Width = 2.50 ft GOOD Ultimate Loads := Pdl + tf•A'"Yconc P := 1.4•Pdl + 1.7•P11 P = 12.18-kips P qu := A qu = 1.95•ksf Beam Shear bcol := 5.5•in (4x4 post) d := tg — 2•in := 0.85 b := Width b = 30•in V:= 4 • f V„ = 13.6•kips 3 V, :_ 9u (b — 2 col V b V = 4.97.kips < V = 13.6•kips GOOD Two -Wav Shear bs := 5.5. in Short side column width bL i= 5.5•in Long side column width b := 2•(bg + d) + 2•(bL + d) b = 54•in 3 := 1.0 _ cf)•( + 8 ). f V = 40.8•kips 3 3'13c :_ 2.66 f psi b d V,„ = 27.13-kips ,wyi; 9u'[ - � bc01 + d0 Vu = 9.71 -kips < V„,,„ = 27.13.kips GOOD Flexure 2 Mu r 9u' I b — 2 J bcoll 1 b M = 2.54•ft•kips l2 := 0.65 b 2 ," SS:= 6 S= 0.185.ft F 5.4•• f psi F = 162.5•psi M u f := f = 95.19-psi < F = 162.5•psi GOOD 'Use a 2' -6" x 2'-6" x 10" plain concrete footing , 1 \ 0 Plain Concrete Isolated Square Footing Design: F4 f :_ 2500•psi Concrete strength f := 60000.psi Reinforcing steel strength E 29000•ksi Steel modulus of elasticity "faux 150.pcf Concrete density ''soil 100•pcf Soil density g := 1500.psf Allowable soil bearing pressure COLUMN FOOTING Reaction Totaldl:= 5001.1b Pd := Totaldl Totalp := 7639.1b Pll := Totalll Pd := Pdi + PII P = 12640.1b Footing Dimensions t := 12 ;in Footing thickness • Width := 42•in Footing width := Width Footing Area gnet gall — tf•"Iconc gnet = 1350•psf P Areqd gnet Areqd = q 9.363 ft < A = 12.25 ft GOOD Widthreqd A req d Widthreqd = 3.06•ft < Width = 3.50 ft GOOD Ultimate Loads := Pd1 + tf•A•'Yconc P := 1.4•Pdl + 1.7•P11 P = 22.56-kips Pu qu — q = 1.84•ksf A Beam Shear bcol := 5.5-in (4x4 post) d:= tf -2.in := 0.85 b := Width b = 42-in V„ := 4 - f V„ = 23.8-kips 3 Vu •= qu (b 2 colt b V = 9.8•kips < V = 23.8•kips. GOOD Two -Way Shear b := 5.5.in Short side column width bL := in Long side column width b := 2•(bg + d) + 2-(bL + d) b = 62 -in (3 := 1.0 im 4 + p b -d V = 71.4•kips 3 3•0 c j -jf-sic V„,,„ := 2.66 f psi b d V„ = 47.48-kips w;= qu — kbc01 + d) V = 19.49-kips < V„,„ = 47.48-kips GOOD Flexure 2 Mu qu (b - bcoll 11 b M = 7.4541-kips I 2 J 2 / I := 0.65 2 '"-- b d S = 0.405. 1 6 F := 5 f psi F = 162.5-psi M u f := s f = 127.79 -psis Ft = 162.5-psi GOOD IlJse a 3' -6" x 3' -6" x 12" plain concrete footing --7\2- Plain Concrete Isolated Round Footing Design: f5 f 3009-psi Concrete strength f := 60000-psi Reinforcing steel strength E := 29000•ksi Steel modulus of elasticity 'Ycone 150•pcf Concrete density ''1soil. := 120.pcf Soil density gall i 500.psf Allowable soil bearing pressure TYPICAL FOOTING Reaction Totaldi := 619-lb Pd1:= Totaldi Totalll := 16001b Pll := Totalll Pt1 Pd1 + Pll Pu = 2219• lb Footing Dimensions t := 12• in Footing thickness Dia := 18-in Footing diameter 7r•Dia Footing Area ,:= 4 gnet gall — tf'"Yconc net = 1350•psf P Areqd gnet A red= q 1.644 ft < A = 1.77 ft GOOD V A1egd 4 Diaregd Dia = 1.45 -ft < Dia = 1.50 ft GOOD Ultimate Loads ,:= Pd1 + tf'A''Yconc P„ := 1.4•Pd1 + 1.7•P11 P = 3.96-kips P ch := A q = 2.24•ksf \`'3 Beam Shear bcoi 3.5•in (4x4 post) d := tf — 2•in c• := 0.85 b := cos(45•deg) -Dia b = 12.73•in V:= 4 • f -b•d V = 7.901•kips 3 Vu •= qu ( — 2 colt b Vo = 0.91 -kips < V = 7.901 -kips GOOD Two -Way Shear bs := 3.5 -in Short side column width bL := 3.5• in Long side column width b := 2-(bs + d) + 2•(bL + d) b = 54-in (3 := 1.0 N V= 4 + 8 f V = 23.703•kips 3 3 Oc . V tunax := 40.2.66• f psi•b -d V = 15.76-kips ,V - -= qu [b2 — ( bc01 + d) V = —0.31-kips < V ax = 15.76-kips GOOD Flexure 2 Mu qu rb — 2 J I bcoll r 1 _ M = 0.1841-kips I ,A,:= 0.65 2 , := b-d 6 S = 0.123•ft F := 5•(1:•• f F 178.01•psi M f := u f = 9.9-psi < F = 178.01 -psi GOOD 1 Use a 18" Dia. x 12" plain concrete footing Plain Concrete Isolated Square Footing Design: F( f := 2500.psi Concrete strength f := 60000•psi Reinforcing steel strength E := 29000•ksi Steel modulus of elasticity 'Yconc := 150•pcf Concrete density 'Ysod 100•pcf Soil density gall := 1500•psf Allowable soil bearing pressure COLUMN FOOTING Reaction Totaldi := 7072-lb Pdl := Totaldi Totallj := 13304.1b Pll := Totalll Pd := Pdl + Pll P = 20376•lb Footing Dimensions t := 15•in Footing thickness Width := 48-in Footing width A := Width Footing Area net gall — tf' gnet = 1313•psf Pil Areqd := gnet A red= q 15.525 ft < A = 1641 GOOD Widthreqd Aregd Width = 3.94. ft < Width = 4.00 ft GOOD Ultimate Loads ,:= Pdl + tf•A•"Yconc P := 1.4 Pd1 + 1.7•P11 P = 36.72.kips P q := A qu = 2.29•ksf Beam Shear bcol := 5.5• in (4x4 post) d := tf — 2 -in 41) := 0.85 - b := Width b = 48-in V, :_ 4 f si•b•d V„ = 35.36-kips 3 Vu •= qu ( 2 toll b V„ = 16.26-kips < V = 35.36-kips GOOD Two -Way Shear bs := 5.5-in Short side column width bL 5.5. in Long side column width b := 2•(bs + d) + 2•(bL + d) b = 74-in • fl := 1.0 A VM.= 4:1:••r + 8 /• f psi b d V„ = 106.08-kips l3 3•(3 V,,,,, := x•2.66 f psi b d V = 70.54-kips A Y.8.,:= qu [ - ( b co 1 + d) V = 31.26•kips < V,, = 70.54-kips GOOD Flexure 2 Mu :- qu ([b - bcol 2 J l (l 1 M = 14.39 ft kips l A:= 0.65 2 := b d S = 0.78241 6 F := 5. f psi F = 162.5-psi M u f := s f = 127.75•psi< F = 162.5-psi GOOD Iliac) a 4' -0" x 4' -0" x 15" plain concrete footing 1(0 Plain Concrete Isolated Square Footing Design: F7 f := 2500-psi Concrete strength f : 60000-psi Reinforcing steel strength ES = 29000•ksi Steel modulus of elasticity '(colic 150•pcf Concrete density '(soil := 1001)cf Soil density gall 1500•psf Allowable soil bearing pressure COLUMN FOOTING Reaction Total := 1200-lb Pdl:= Totaldl Total!' := 3200-lb Pll := Totalll Ptl Pd1 + P11 P = 4400-lb Footing Dimensions tf := 10• in Footing thickness Width := 24-in Footing width A := Width Footing Area g net gall — tf gnet = 1375 -psf Ptl Areqd gnet A = q 3.2 ft < A = 4.ft 2 GOOD Widthreqd Areqd Widthreqd = 1.79 -ft < Width = 2.00ft GOOD Ultimate Loads = Pdl + tf•A•"(conc P := 1.4 Pdl + 1.7•Pll P = 7.82-kips P • q := A q = 1.96•ksf )4' Beam Shear bcoi : =- 5.5•in (4x4 post) d:= tf -2•in := 0.85 b := Width b = 24•in V :_ 0 4 f psi•b•d V = 10.88•kips 3 Vu qu C b — b V„ = 3.01 -kips .< V = 10.88-kips GOOD Two -Way Shear bs := 5.5•in Short side column width bL:= 5.5•in Long side column width b := 2.(bg + d) + 2•(bL + d) b .= 54•in := 1.0 Vim= 4 + 8 •b•d V = 32.64•kips 3 343c . fc•psi Vnmax := 4).2.66 f psi•b•d Vnmax = 21.71.kips ,:= qu [b - ( b c 01 + d) V = 5.35.kips < V = 21.71-kips GOOD Flexure (b — . bcoll 2 (1 Mu qu . I 2 J 12) b M = 1.16 ft kips A:= 0.65 \ ,:= 13-d 2 S = 0.148. 1 6 F := 5 •4:1• f psi F = 162.5-psi M u f := f = 54.45•psi < F = 162.5.psi GOOD 11se a 2' -0" x 2' -0" x 10" plain concrete footing t/ JOB' �; b o = b CD - AO ° ; ' S'A 1: 2> - C -"-- c7 = 7AI • .:.• 0 0 J 1 Ghl °o = 9 — ,p =umvuto - z <Z79( ^s'_.) (- z- ?Xs' 1t' --Ica -s• I sie� - 0 - c+Az i ) so-rr + - ► S 0° t:e - W 9 - n - ' (-- a' e + $a,' t) i'-k'1 =a 4dree - 10 - ‘IS•BS - elL = bIW =Vow c1 Ic... . - 4(5te1)c,9re-e_ s' 9c s 1 xos t 10) = --6).) w m ❑ ‘ t e r.,` e 4 z' b)c 9 1 -t -+ Q 9(7.7)(S .7)�S' Sii)o 1'0) - w o � a,: = n Ok..' \ 1A }.."\ 14 1 I' S c r. = 10 V o v� 3 D 1 tet t Z x , = m + ---- 1 57:°1 �7 z 0 ■ 1' S ri �J! y ci r O 1 ❑ m 3 i 3 0 `' 11 l'Sq- ❑ ❑ Ark ok:kl -A3Nc 'M Pool +UoU. - d + !un :38 1 5t l x u 1 i q X I 'e‘e VU 4On I auc\ac J 23road dO Q b h y J V :'ON 601" 0 ' 'al . :31,10 1\1\IV 'AB 4:) Bentley Harper Houf Peterson Righellis Inc. Current Date: 6/22/2010 10:43 AM Units system: English File name: O: \HHPR Projects \CEN - Centex Homes (309) \CEN - Plans \CEN -090 Summer Creek Townhomes \calcs \Unit A \foundations\Front Load 2.etz\ • M33 =51.9 [Kip•ft[ M33 =12.19 [Kirftl • X Wmei*S L 1 fi Benttey Harper Houf Peterson Righellis Inc. Current Date: 6/22/2010 10:35 AM Units system: English File name: O: HHPR Projects \CEN - Centex Homes (309)10EN - Plans \CEN -090 Summer Creek Townhomes \calcs \Unit A \foundations\Front Load.etz\ UJ1T R -��-- • 'M33 =25.66 [Kip *ft] • • M33= -30.27 [Kip`ft] Y 1 Mbm&i4- L(- = 1 BY A p DATE: ( -amp mp JOB NO.: C_oct 0 OF PROJECT: 5&7c1 'i oo ' i f\ G Si RE: N fL . - R'Pltz. Lo( rob k � a�b�k- ❑ ❑ v • 3 30.41 Or J 0 Li Z ` 1 ` x.153 V—' 'I 1.53 V- L ❑ 1T� : v ti a �— I. J p J i X U O w 1 1 _ 1col ki —1 `� U Z `�' w O � a z aa - - -t O U Check- over- Furn'rc z D MOT = 30 k 30.414 CaalbTCab) = I IL. lb )(SE O JAR. = (.0,150 I)( ii)(aa) +- - 3 ,153(1) 4- 1,1s3(a0 IL Z M2IMc : I,q� >1,s OK6. 1r,S1 w Z I- x = aaa,a� - 11(0,1b s.�42c e- "5%5(04 a,0 .9.Ob c ffl •,, .� a0 ,q0 to 4- ( (ao,g0L, S,S(*) qs V.-S"- 9 n = a0,�o�. _ Wi fC104Y5 i a , _ 5 _ 627L &- e -2 Y° o ° min <o o �mo.x 4Q 4C��,Gt,> " 3 L(r3 -2e) 3(aYaa- aCss6) '�5.. ° 1-m0.x: I ..ab1 Y�F ctSCX7pS1: ; xa Ai = 0 -FT2- n o. Bentley - Harper Houf Peterson Righellis Inc. Current Date: 6/22/2010 10:38 AM Units system: English File name: O: HHPR Projects \CEN - Centex Homes (309)\CEN - Plans \CEN -090 Summer Creek Townhomes \calcs \Unit A \foundations\Rear Load.etz\ M33 =43.24 [Kip • • • M33= -45.06 [Kip'ft] • 6 Mcsr\ex*s u ..%",Beritley-- Harper Houf Peterson Righellis Inc. 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X 6 un1 x °o C d )--A S l l' f :: — 'ici . -} -(.. , ''2 (Q'' s'1 --,) W p W S't --- ka+ 9Q'C)fi W 7(12. A - k..' t 4 Y/ _ 6u\-loaf - - AO aCIs Gu9 -001 PfS 2 'I - =°1Q x - 76 - ) 4 c )1'Sfi 7 0 L.'cre)'t _ b VI > °v‘t s'i x — 1(1-17) -+ Z1 09 =- z; hua aa -76 h 4 '") 10 S fi _ � ti) kse awn - 10.11 4 (`)Z'k1°I'l)4 <z7�Z'� t �'g) r 11\1\1 - 'Z-0' vie __ l o g 0 1 6u kA, ) e n0 -1- \sai c4 cil9IS acn I- -- ■ Q —` 11" Z'54 jr7'S = ri = X = o q.0" _. 10W -Ti � -*o. S'1< 1°►'1 _ 1b0147 W o Z1 • c )s -= ( e n ' 1 c1)`.' s4 c 9 =- ' 4 'w O 3 3 °1 b' l h = (°)°r)'t 4 ('eye's4(A7XXx5'1xOsl'o ) = aw . fi a1 SO "c z = m z n 4- 1 t i, ,_--+- m p �1 ' , v ` 1 I 1 ❑ 3 it O m 0 °1°x`1. n q_, 7 -A is 0, ❑ ❑ M �' -cu1 — U A-Nn :3H 5 K i e x :103 ION d j0 60- N ,'ON eor 0 ' Ot 1 — l A9 BY p ( DATE: / 30 t 0 JOB NO.: c Kj _ o o OF PROJECT: /� RE: maX = 4 COL r \3.aLo� ❑ ❑ 1 3(LIL -2(e� J 0 0 W -. ( F xasc x .S„ 13.1--7- a -.�� ,p x Io .o Lii El o YY�o. x _ > 1 a .35 ?sC- t�C1 0 _ M IS _ 46,v6 r 3C3. - -al Z 3 = l,b(, e _ 1 ,14 2 1 L.(.35 o � _ 4C l ( _ \.gco,fr vk F� Shc 4- 1 c f t l 'Uo�.dinj 3(3)(L— a(I ., J I Z 0 O = • O U . En N — + cn 1xa A4 =a Z a Bentley Harper Houf Peterson Righellis Inc. Current Date: 6/22/2010 10:42 AM Units system: English File name: O:\HHPR Projects \CEN - Centex Homes (309) \CEN - Plans \CEN -090 Summer Creek Townhomes \calcs \Unit A \foundations \Interior 2.etz\ M33 =23.55 IwP'nl • M33= -17.88 IwP'hl e LC( 14- -c°I entte , Harper Houf Peterson Righellis Inc. Current Date: 6/22/2010 10:42 AM Units system: English File name: O: HHPR Projects \CEN - Centex Homes (309) \CEN - Plans \CEN -090 Summer Creek Townhomes \calcs \Unit A \foundations \Interior.etz\ _ • - M33 =32.26 LKIp ftM M33= -9.27 [Kip ft] A X Momenl-s LCZ t4,f-30 ACI 318 -05 Appendix D 1.0" Diameter Bar Capacity at Portal Frame Concrete Breakout Strength Stem Wall Capacity when govern by 3 edges Foundation Capacity Givens Givens f'c = 3000 psi fc = 3000 psi h' = 3.50 inches h ='< 12:00. inches (into the Fc Stem = 8.00 inches Note: hef above is the the embedment into or cmax = 5.25 inches the foundation and does not consider stem WE Fnd Width = 36.00 inches c min = 2.25 inches cmin = 18.00 inches Wc,N= 1.00 cast -in -place anchor Wc,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 fact' Calculations Calculations ANC = 68 in` AN = 1296 in` ANo = 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 Ncb = 55,121 pounds 4 N = 3,299 pounds 4Ncb = 41,341 pounds Combined Capacity of Stem Wall and Foundation O = 44,640 0.754 Ncb = 33,480 :7. 2 cr 7; o E 1 cT • " CD "cA C) 0 - - " %0 1/4S41tA) fab •■■ "MO -4 0 t-tr.vo • z c412..E Z 'n 1 -)C.7 ) C*-13 0/ ( 00010. 0 2 2- 0 I n0 C JV C I /. . 11.1 t4 ( 1 ) CrU 0 " * . I ° 9J1 CIS (C.V)7S)‘e'1 E C2/bOh' 7,1)(000focryk,bcasi 0)0b '0 = u W (7, NI 100-h° 0 = ( (opoioi) 6G5'0 = a Z ‘A—S Zr - Nof g (k) ‘1),_A_L • Pk: 4P1Cf`Tski-":\O 13 pj O M '1° -4SS) W M 0 > ✓ 0 • 0 • 3�\ 1/444- pre xv\km • rn El 0 G g-477-6 :38 103 road Ao 0 0 r\l;- , oN eor oioe -9 31va Concrete Side Face Blow Out Givens Abg = 2.15 in` fc = 3000 psi Calk, = 18.00 inches = 0.75 strength reduction factor Calculations N = 231,191 pounds 4)N = 173,393 pounds Concrete Pullout Strength Givens Abrg = 2.15 in` fc = 3000 psi = 0.75 strength reduction factor Calculations N 51,552 pounds 4)N = 38,664 pounds Steel Yield Strength Givens f, = 58,000 psi A = 0.606 in = 0.80 strength reduction factor Calculations N = 35,148 pounds 4)N = 28,118 pounds < 33,480 Ductility Met Holdown Check Holdown: HDU14 Holdown Capacity= 14,930 pounds 1.6* Capacity= 23,888 pounds 23,888 < 28,118 Holdown Checks BY DATE: I JOB NO.. yr PROJECT: RE: S \ m Wal\ cookiy ❑ ❑ Jai 6 Z Sides UP Boi 1 r_ tLi aSFt(12 ?sF ) = 300 Pt.c woo) t • ❑ $ cL(..z leveAs>(13 sC) = a.db pt..c &loar a 4o►N (►sopc )Clz �l«.)_ 333 j �e,F Si-em ° Z ( tSO �c �)(w� - 100w Per i.__ w = r 0, II Z LL o (Itt F 0 12 levels ')(4o k -sf P buo Q".F _ Door 0 II z T \ load. = ltl 1 i- toOu) at, . moo( s'o p = ls0o psF = t 0Qpc.,F • W 0 111 1 + (CD W ' ISOCw '"'- - cu = 14.0(0 ( � , x t.S," E f O • a LL Z ❑ o e rear it F -'cmk.. cc bk.) i Id ‘ f\tp O = I- EL DL o asC►L) =. 300 pc.F ,►G u ,t1 (91��i leveks)(1.• e sF r534 P .F � koor� 40►►.3 (ISoPc.F 0% = 333 S P ‘-exy1 ( h2)(as0 UJ too Oa 11 psf = w = .01.:7 pt--c •tOOF LL: 0)(2.,)(.4-6) = 1--2:-(-) 9 L,c C..t >C2s) = 4-so PI_ 41 4 ,., TL:'343t100VJ 2 S . a3u3 t- loow Is a = c) 1,LI a1 ‘N @ vncV F} 064 ii :› Same cis h m0%., Stocr toc&4.,S TLS \'Ac k k0OuJ W 1,00 Q ,,-e_ 15' Pa(Nv DL. ° ,.s c,2 C2 = (00 per- wu t 1 ( 5)(2 X 13 (. = 41 to p4.F Slow t ` 4O0NCisopc.c)C'I►i >( 33 51trn (I►z)(k5 u))-100w LL ° (5" >C.40)(2.) = \2 ?L:': ,yta,t' rt_,° a6a9 }i4Ow W = I TDYI- x 2:3 IN) u se a4 1 k, 4-C;''-1