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Specifications (3) Structural Calculations for Full Lateral & Gravity Analysis of • Plan A 1460 Lot 45, Summer Creek Townhomes Tigard, OR RECE Prepared for AUG 17 2010 Pulte Group July 13, 2010 1�uIzD1tiC DIVISION 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. • k 12,320 ��1 9 u 0 OREGON Z >► )' 15,19 43. N J Et� (EXPIRES* 12-31 -2011 I This Packet of Calculations is Null and Void if Signature above is not Original • Harper Houf Peterson Righcllis Inc. 205 SE Spokane St. Suite 200 ♦ Portland, OR 97202 . [P] 503.221.1131 ♦ [F] 503.221.1171 1104 Main St. Suite 100 • Vancouver, WA 98660 ♦ [P] 360.450.1 141 • [F] 360.750.1 141 1 133 NW Wall St. Suite 201 ♦ Bend, OR 97701 ♦ [P] 541.318.1161 • [F] 541.318.1141 Structural Calculations for Full Lateral & Gravity Analysis of Plan A 1460 Summer Creek Townhomes Tigard, OR Prepared for Pulte Group July 13, 2010 JOB NUMBER: CEN -090 ** *Limitations * ** Engineer was retained in limited capacity for this project. Design is based upon information provided by the client, who is solely responsible for the accuracy of same. No responsibility and /or liability is assumed by, or is to be assigned to the engineer for items beyond that shown on these sheets. • 117 sheets total including this cover sheet. This Packet of Calculations is Null and Void if Signature above is not Original 4 0; .Harper Houf Peterson Righellis Inc. ENGIN!. RS • PLANNERS LAN89CT D1: ARCt'I TF CT98VRV L'YCN9 205 SE Spokane St. Suite 200 s Portland, OR 97202 s [P] 503.221.1131 o [F] 503.221.1171 1104 Main St. Suite 100 ♦ Vancouver, WA 98660 • [P] 360.450.1 141 0 [F] 360.750.1 141 1133 NW Wall St. Suite 201 ♦ Bend, OR 97701 ♦ [P] 541.318.1 161 s [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, Imo: 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, y 145 pcf Steel Reinforcement Yield Strength, f 60,000 psi Wood Studs (Wall Studs): Hem -Fir #2 2x & 4x Wood Beams & Posts: DF -L #2 6x & Greater Wood Beams & Posts: DF -L# 1 Glulam Beams: 24F -V4 PSL Beams: Fb =2,900 psi, FV= 328psi, E =2.0 Million TS /LSL Beams: Fb =2325 psi, FV= 460psi, E =1.55 Million Design Assumptions 1. Allowable soil bearing pressure (qa) : .1500 psf Assumed 2. All manufactured trusses, joists, and flush beams u.n.o. shall be designed by others. Structural Analysis Software Used: Mathcad 11 Microsoft Excel 2000 WoodWorks — Sizer version 2002 Bently RAM Advanse • Harper Project: SUMMERCREEK TOWNHOMES UNIT A ;HPD. Houf Peterson. Client: PULTE GROUP Job # CEN -090 Righellis Inc. ENGINEERS • PLANNERS Designer: AMC Date: Pg. # LANOSCAVE ARCHITEC re. SURVEYORS DESIGN CRITERIA ERIA 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 Wallin := 12•psf INT_Wall := 10•psf Roof Live Load RLL:= 25.psf Floor Live Load FLL := 40 -psf M- L1 Harper Project: SUMMERCREEK TOWNHOMES UNIT A ' Houf Peterson Client: PULTE GROUP Job # CEN -090 Righellis Inc. ENGINEERS • PLANNERS Designer: AMC Date: Pg. # LANDSCAPE ARCHITEC7'S •GURVEYOR6 Transverse Seismic Forces Site Class = D Design Catagory = D Building Occupancy Category: 11 Weight of Structure In Transverse Direction Roof Weight Roof Area := 843-11 2 -1.12 RFC, T := RDL•Roof Area RFW-1• = 14162.1b Floor Weight Floor Area2nd := 647.ft FLRWT2nd := FDL•Floor Area2nd FLRwT2 = 8411.1b Floor_Area3 6524ft FLRWT3rd := FDL.Floor_Area3rd FLRV.T3rd = 8476•1b Wall Weight EX Will Area := (2203)•ft INT Wall Area := (906)• 1 WALLWT := EX_Wal1 + INT Wa1l WALLWT = 35496•lb 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) ,:= 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) Harper Project: SUMMERCREEK TOWNHOMES UNIT A IHP t• Houf Peterson Client: PULTE GROUP Job # CEN -090 Righ.ellis Inc. ENGINEERS • PLANNERS Designer: AMC Date: Pg. # LANDSCAPE ARCHIrEC 7S • SURVEYORS S MS Fa SMS = 1.058 (EQU 11.4 -1, ASCE 7 -05) 2- SMS Sd := 3 Sd = 0.705 (EQU 11.4 -3, ASCE 7 -05) SM1 FvS1 SM1 = 0.584 (EQU 11.4 -2, ASCE 7 -05) Sdl 3 2 M1 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... Csmax := Sdr le Cs = 0.223 (EQU 12.8 -3, ASCE 7 -05) T . ...and shall not be less then... C1 := if(0.044•Sd < 0.01,0.01,0.044•Sd 0.5•S1•Iel (EQU 12.8 -5 &6, ASCE 7 -05) C2 := if l Si <0.6,0.01, R J Csmin := if (CI > C2,C1,C2) Cs = 0.031 Cs := if (Cst < Cs < Cs Cs = 0.108 V := Cs•WTTOTAL V = 72201b (EQU 12.8 -1, ASCE 7 -05) E := V•0.7 E = 50541b (Allowable Stress) '9 U3 • 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•SLIR VEYORS 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.ft Zone A & B Horizontal Length — 4 ft (Fig 6 -2 note 10, ASCE 7 -05) or • 4 h,; 2 ft a2 = 25.6 ft but not Tess than... a2 := 3.2•ft a2 =6ft Wind Pressure (Figure 6 -2, ASCE 7 -05) Horizontal PnetzoneA 19.9•psf PnetZOneB 3.2•psf PnetzoneC 14.4.psf PnetzoneD 3.31psf Vertical PnetzoneE 8.8•psf Pnet := — 12•psf PnetzoneG 6.4•psf PnetzoneH —9.7•psf Basic Wind Force PA := PnetzoneA' Iw' X PA = 19.9•psf Wall HWC PB := PnetzoneB'Iw'X P13 = 3.2 -psf RoofHWC PC := PnetzoneC'Iw'X PC = 14.4•psf Wall Typical PD := PnetzoneD'Iw•X PD = 3.3 - psf Roof Typical PE := PnetzoneE'Iw'X PE = — 8.8•psf PF := PnetzoneF'Iw'X PF = — 12•psf PG := PnetzoneG'Iw'X PG = — 6.4•psf PH := PnetzoneH' I PH = — 9.7• psf L'I • Harper Project: SUMMERCREEK TOWNHOMES UNIT A HP: Houf Peterson Client: PULTE GROUP Job # CEN -090 Righellis Inc. ENGINEERS • PLANNERS Designer: AMC Date: Pg. # LANDSCAPE ARCNITECT5•3URVEVORS Determine Wind Sail In Transverse Direction WSAII -ZoneA (41 + 59 + 29)•ft WSAILZoneB := (19 + 0 ± 23)•ft WSAILZoneC (391 + 307 + 272)41 WSAILZoneD (0 + 0 + 5)41 2 WA := WSAILZoneA•PA WA = 25671b WB := WSAILZoneB•PB WB = 1341b WC WSAILZoneC•PC WC = 13968 Ib WD WSAILZoneD•PD WD = 16 Ib Wind_Force := WA + WB + WC + WD Wind_Force := 10 psf•(WSAILZoneA + WSAILZoneB + WSAI-ZoneC + WSAILZoneD) Wind_Force = 16686 Ib Wind_Force = 1146016 • WSAILZoneE 94•ft2 W SAII-ZoneF := 108 • ft WSAILZoneG •= 320.ft WSAILZoneB : = 320 -ft2 WE := WSAILZoneE•PE WE = —827 Ib • WF := WSAILZoneF WF = — 12961b WG = WSAILZoneG•PG WG = — 20481b 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 U. Harper Project: SUMMERCREEK TOWNHOMES UNIT A P h Houf Peterson Client: PULTE GROUP Job # CEN -090 Righellis Inc. ENGINEERS • PLANNERS Designer: AMC Date: Pg. # LANDSCAPE ARCNITECTS•SGRVEYORS 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 Fy ,:= RDL•Roof Area RFw-r- = 14162.1b Floor Weight Floor_Area2 = 647 ft = FDL•Floor Area2 FLRW - r2nd = 8411-lb Floor_Area3 = 652 ft • = FDL•Floor Area3rd FLRWT3rd = 8476.1b Wall Weight ..W.�111. ea.:= (2203)•ft INT Wall Area = 906 ft ,) J J := EX_Wall + INT_Wa11 1NT_Wall_Area WALLW -r = 35496 -lb 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) 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) 4- U Harper Project: SUMMERCREEK TOWNHOMES UNIT A RP ►• Houf Peterson Client: PULTE GROUP Job # CEN -090 Righellis Inc. -_- ENGINEERS • PLANNERS Designer: AMC Date: Pg. # LANDSCAPE ARCRl TECTS•SUR CYORS N := F SMS = 1.058 (EQU 11.4 -1, ASCE 7 -05) 2 •SMS Sd = 0.705 (EQU 11.4 -3, ASCE 7 -05) 3 1, F Si SM1 = 0.584 (EQU 11.4 -2, ASCE 7 -05) 2 •SM1 5 := 3 Shc = 0.389 (EQU 11.4 -4, ASCE 7 -05) st := S R Ie Cst = 0.108 (EQU 12.8 -2, ASCE 7 -05) ...need not exceed... Sd1 Cs = 0.223 (EQU 12.8 -3, ASCE 7 -05) a ...and shall not be less then... if (0.044• Sd l < 0.01, 0.01, 0.044• Sds' 1 e) 0.5•S1.1e (EQU 12.8 -5 &6, ASCE 7 -05) := if(S1 < 0.6,0.01, ) R Nil:= if(Ci > C2,C1,C2) Cs = 0.031 N Cs := if(Cst < Cs , Csmin, if(Cst < Csmax , Cst, Csmax)) Cs = 0.108 V := Cs• WTTOTAL V = 72201b (EQU 12.8 -1, ASCE 7 -05) E := V•0.7 E = 50541b (Allowable Stress) /4 / -- l")r. Harper Project: SUMMERCREEK TOWNHOMES UNIT A . Houf Peterson Client: PULTE GROUP Job # CEN -090 Righellis Inc. ENGINEERS • PLANNERS Designer: AMC Date: Pg. # LANDSCAPE ARCIIITECTS• 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•h a2 = 25.6 ft but not less than... 2:= 3-2-ft a2 in = 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 = –6.4.psf PnetzoneH = –9.7•psf • Basic Wind Force • P PnetzoneA'Iw' PA = 19.9•psf Wall HWC PK:= PnetZOneB'IWX Pg = 3.2•psf Roof HWC ,:= PnetzoneC'Iw'X PC = 14.4•psf Wall Typical ,a:= PnetzoneD'Iw'X PD = 3.3•psf Roof Typical ,:= PnetzoneE'Iw•X PE = – 8.8•psf ,,:= PnetzoneF'Iw'X PF = – 12•psf := PnetzoneG'Iw'X Pc, = – 6.4•psf Pte:= PnetzoneH'Iw'X PH = – 9.7.psf / — L • Harper Project: SUMMERCREEK TOWNHOMES UNIT A P Houf Peterson Client: PULTE GROUP Job # CEN -090 Righell:is Inc. 7� ENGINEERS • PLANNERS - Designer: AMC Date: Pg. # LANOSCAPE ARCNITECTS•SURVEVORS Determine Wind Sail In Longitudinal Direction b,PR:= (48 +59 + 40)•ft := (10 + 0 + 44).ft2 WW A W�:= (91 + 137 + 67).ft ,),Ma: =.(43 +.0 + 113).ft Wes= WSAI-ZoneA WA = 2925 Ib N WT:= WSAILZoneB•PB WB = 173 Ib WSJ- ZoneC WC = 42481b W = W SAILZoneD PD WD = 515 Ib Wind Fo ce := WA + WB + WC + WD Uor wRA= 10•psf•(WSAILZ + WSAILZoneB + WSAILZoneC + WSAILZoneD) Wind Force = 7861 lb Wind Force = 652016 Maz 148•ft := 120•ft WSNwMag,Q := 323.ft NMa:= 252.$2 W%:= WSAILZoncE WE = — 13021b N WT:= WSAILZoneF WF = — 14401b := WSAILZoneG•PG WG = — 20671b := WSAILZonefFPH WH = —2444 Ib 1�:= WF + WH + (WE + WG) + RDL•[WSAILZoneF + WSAILZoneH + (WSAILZoneE + WSAILZoneG) }. 6.1 . 12 Uplift = 1243 Ib (Positive number...no net uplift) DO NOT USE ROOF DEAD LOAD FOR SHEARWALL HOLDDOWN CALCULATION Harper Houf Peterson Righellis Pg #: Transverse Wind Line Shear Distribution ASCE 7-05, section 6.4 (Method 1 - simplified) • Design Criteria: Basic Wind Speed = 100 mph Wind Exposure = B (Section 6.5.6, ASCE 7 -05) Mean Roof Height, H (ft) = 32 Roof Pitch = • 6 /12 Building Category= II (Table 1604.5, OSSC 2007) Roof Dead Load= 15 psf Exterior Wall Dead Load= 12 psf X= 1.00 Iw= 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 lbs Resisting Dead Load= 8472 lbs El 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 lbs Upper Floor Diaphragm Shear = 5595 lbs 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) (lbs) (Ibs) Width (ft) 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 /4 L 10 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 S • 1.06 Equ. 11.4 -1, ASCE 7 -05 SM1= 0.58 Equ. 11.4 -2, ASCE 7 -05 Sos= 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 Cumulative total of base shear Rho Check to Shearwalls (Ibs) I % to shearwalls Req'd? Veoor2 (Ib) = 720 100.0% Yes Vnoor 3 (Ib) = 1625 85.8% Yes Vmof (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' = I 5054 LB *Base shear assumes rho equal to 1.0. See sheanvall analysis spreadsheet for confirmation of rho. 4- L 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 /12 Building Category= II (Table 1604.5, OSSC 2007) Roof Dead Load= 15 psf Exterior Wall Dead Load= 12 psf A. = 1.00 lw= 1.00 Wind Sail (ft2) 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 =l 7861 lbs 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 lbs E_1 1229 Lbs...No Net Uplift I Wind Distribution Tributary to Diaphragms . Wind Sail Tributary To Dia hragm (ft Zone A Zone B Zone C Zone D 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 lbs Wind Distribution To Shearwall Lines . MAIN FLOOR UPPER FLOOR ROOF Tributary Line Shear Tributary Line Shear Tributary Line Shear Wall Line Diaphragm (Ibs) Diaphragm (Ibs) Diaphragm (lbs) s Width (ft) Width (ft) Width (ft) y'm 1 10 1220 10 1573 10 1137 2 10 1220 10 1573 10 1137 E= 20 2440 20 3147 ' 20 2275 . A - Lv-2,.... Harper Houf Peterson Righellis Pg #: Longitudinal Seismic Line Shear Distribution Seismic Design Category = D Occupancy Category = II Site Class = D S1 = 0.34 Ss = 0.94 Importance Factor = 1.00 Table 11.5 -1, ASCE 7 -05 Structural System, R = 6.5 Table 12.2 -1, ASCE 7 -05 Ct = 0.020 Other Fa = 1.12 Fv = 1.72 Mean Roof Height, H (ft) = 32 Period (T = 0.27 Equ. 12.8 -7, ASCE 7 -05 k = 1.00 12.8.3, ASCE 7 -05 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 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 (lb) = 14162 Wall Wt (Ib) = 35496 Trib. Floor 2 Diaphragm Wt (Ib) = 22609 Trib. Floor 3 Diaphragm Wt (Ib) = 22674 - •Trib. Roof Diaphragm Wt (Ib) = 21261 Vertical Dist of Seismic Forces I Cumulative % total of base shear I Rho Check to Shearwalls (Ibs) to shearwalls Req'd7 Vnoor 2 (Ib) = 720 100.0% Yes V noor 3 (Ib) = 1625 85.8% Yes Vnoor (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* = I 5054 LB *Base shear assumes rho equal to 1.0. See shearwall analysis spreadsheet for confirmation of rho. 4- L \'3 Harper Houf Peterson Righellis Pg #: Shearwall Analysis Based on the ASCE 7 -05 "Transvere Shearwalls Line Load Controlled By: Wind Shear H L Wall H/L Line Load Line Load Line Load Dead V Panel Shear Panel M MR Uplift Panel Lgth. From 2nd Flr. From 3rd Flr. From Roof Load Sides Factor Type T (ft) (ft) (ft) ht I k ht I k ht I k (klf) (plf) (ft -k) (ft -k) (k) 101 Not Used 102 7 1.75 3.50 4.00 .. 8.00 1.74 18.00 2.80 27.00 2.32 1959 Double 1.40 NG 103 7 1.75 3.50 4.00 8.00 1.74 8.00 2.80 8.00 2.32 1959 Double 1.40 NG 103a 7 4.00 4.00 1.75 OK 8.00 3.25 814 Single 1.40 IV 104 8 4.50 10.50 1.78 OK 8.00 1.52 8.00 2.80 8.00 2.26 626 Single 1.40 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 1II 109 8 4.58 17.08 1.75 ox 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 ox 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 OK 8.00 1.52 8.00 2.80 8.00 2.26 907 Double 1.40 VI 112 4.75 1.38 7.25 3.45 OK 8.00 1.52 8.00 2.80 8.00 2.26 907 Double 1.40 VI 113 4.75 1.38 7.25 3.45 OK 8.00 1.52 8.00 2.80 8.00 2.26 907 Double 1.40 VI 201 9 3.92 10.79 2.30 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 OK 9.00 2.80 18.00 2.32 474 Single 1.40 II 202A 9 2.96 11.96 3.04 OK 9.00 2.80 18.00 2.26 423 Single 1.40 11 202B 9 3.00 11.96 3.00 ox 9.00 2.80 18.00 2.26 423 Single 1.40 II 203 9 3.00 11.96 3.00 ox 9.00 2.80 18.00 2.26 423 Single 1.40 II 204 9 3.00 11.96 3.00 OK 9.00 2.80 18.00 2.26 423 Single 1.40 11 301 8 3.92 - 13.96 2.04 OK _ 8.00 2.32 166 Single 1.40 I 302 8 5.79 13.96 1.38 ox 8.00 2.32 166 Single 1.40 I 303 8 4.25 13.96 1.88 ox 8.00 2.32 166 Single 1.40 1 304 8 2.96 5.96 2.70 OK 8.00 2.26 379 Single 1.40 11 305 8 3.00 5.96 2.67 OK 8.00 2.26 379 Single 1.40 II Spreadsheet Column Definitions & Formulas . L = Shear Panel Length H = Shear Panel Height Wall Length = Sum of Shear Panels Lengths in Shear Line H/L Ratio = Hight to Width Ratio Check V (Panel Shear) = Sum of Line Load / Total L Shear Factor = Adjustment For H/L > 2:1 Mo (Overturning Moment) = Wall Shear * Shear Application ht . Mr (Resisting Moment) = Dead Load * L * 0.5 * (.6 wind or .9 seismic) Uplift T = (Mo-Mr) / (L - 6 in) A - L, 1 Harper Houf Peterson Righellis Pg #: Shearwall Analysis Based on the ASCE 7 -05 fransvere Shearwalls Line Load Controlled By: Seismic Shear H L Wall H/L Line Load Line Load Line Load Dead V Rho•V %Story # Panel Shear Panel M Ma Uplift Panel Lgth. From 2nd Flr. From 3rd Flr. From Roof Load Strength Bays Sides Factor Type T (ft) (ft) (ft) ht I k ht I k ht I k (kit) (plf) (plf) (ft-k) (ft-k) (k) 101 Not Used 102 7 1.75 3.50 4.00 1 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 ,t 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 I • 104 8 4.50 • 10.50 1.78 OK 8.00 0.13 8.00 0.73 8.00 1.44 219 284 0.25 1.13 Single 1.00 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 0.75 111 109 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 1 11 1 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 11I 112 5 1.38 7.25 3.45 OK 8.00 0.13 8.00 0.73 8.00 1.44 316 411 0.08 0.58 Double 0.58 VII 113 5 1.38 7.25 3.45 OK 8.00 0.13 8.00 0.73 8.00 1.44 316 411 0.08 0.58 Double _ 0.58 ' VII 201 9 3.92 10.79 2.30 OK . 9.00 0.90 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 9.00 0.73 18.00 1.44 182 236 0.13 '0.66 Single 0.66 III 202B 9 3.00 11.96 3.00 OK • 9.00 0.73 18.00 1.44 182 236 0.13 0.67 Single 0.67 111 203 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 0.67 111 301 8 3.92 13.96 2.04 OK 8.00 1.27 91 118 0.20 0.98 Single 0.98 1 302 8 5.79 13.96 1.38 oK 8.00 1.27 91 118 0.29 1.45 Single 1.00 I 303 8 4.25 13.96 1.88 OK 8.00 1.27 91 118 0.21 1.06 Single 1.00 I 304 8 2.96 5.96 2.70 OK 8.00 1.44 242 315 0.15 0.74 Single 0.74 111 305 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 slearwalls 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 Ist Floor Wall Length = moo 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 = u • 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 = Hight to Width Ratio Check V (Panel Shear) = Sum of Line Load'Rho / Total L % Story Strength = L / Total Story L (Required for walls with H/L > 1.0, for use in Rho check) # Bays = 2'L/H Shear Factor = Adjustment For H/L > 2:1 Mo (Overturning Moment) = Wall Shear * Shear Application ht Mr (Resisting Moment) = Dead Load' L • 0.5 • (.6 wind or .9 seismic) Uplift T = (Mo -Mr) / (L - 6 in) /44- ..-- \,...." Vc Harper Houf Peterson Righellis Pg #: Shearwall Analysis Based on the ASCE 7 -05 Longitudinal Shearwalls Line Load Controlled By: Wind Shear H L Wall H/L Line Load Line Load Line Load Dead V Panel Shear Panel M MR Uplift Panel Lgth. From 2nd Flr. From 3rd Flr. From Roof Load Sides Factor Type T (ft) (ft) (ft) ht k ht k ht k (klf) (pit) (ft -k) (ft -k) (k) 107 8 15.50 15.50 0.52 OK 10.00 1.22 18.00 1.57 27.00 1.14 1.03 254 Single 1.40 1 71.21 123.49 -0.19 108 8 15.50 15.50 0.52 OK 10.00 1.22 18.00 1.57 27.00 1.14 1.03 254 Single 1.40 1 71.21 123.49 -0.19 I 205 9 13.00 - 13:00 0.69 cog 9.00 1.57 18.00 1.14 0.70 208 Single 1.40 I 34.62 59.15 -0.07 206 9 13.00 13.00 0.69 OK 9.00 1.57 18.00 1.14 0.70 208 Single 1.40 1 34.62 59.15 -0.07 I 306 8 10.00 10.00 0.80 OK 8.00 1.14 0.29 114 Single 1.40 1 9.10 14.40 0.05 307 8 10.00 10.00 0.80 OK 8.00 1.14 0.29 114 Single 1.40 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) • /9 ' 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 Fir. From Roof Load Strength Bays Sides Factor Type T (ft) (ft) (p) ht k ht k ht k (kit) (plf) (p1t) (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 1 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 1 57.35 130.70 -1.40 I 205 9 13.00 13.00 1 0.69 I . OK 9.00 I 0.73 18.00 1.33 0.76 158 158 NA I 2.89 Single I 1.00 1 30.54 1 64.22 I -0.64 I 206 9 13.00 13.00 0.69 oK 9.00 0.90 18.00 1.38 0.76 175 175 NA 2.89 Single 1.00 1 32.85 64.22 ' -0.45 306 307 8 8 10.00 10.00 1 1 0.80 0.80 oK oK I I 1 8.00 8.00 1.33 1.38 0.35 0.35 133 138 133 138 NA NA 2.50 2.50 Single I 1.00 1.00 11 10.67 11.00 I 17.40 17.40 0.06 I 0.02 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 = 5 Are 2 bays minimum present along each wall line? Yes 3rd Floor Rho = 1.0 Spreadsheet Column Definitions & Formulas L = Shear Panel Length H = Shear Panel Height Wall Length = Sum of Shear Panels Lengths in Shear Line H/L Ratio = Hight to Width Ratio Check V (Panel Shear) = Sum of Line Load•Rho / Total L Story Strength = L / Total Story L (Required for walls with H/L > 1.0, for use in Rho check) # Bays = 2 "L/H Shear Factor = Adjustment For H/L > 2:1 Mo (Overtuming Moment) = Wall Shear • Shear Application ht Mr (Resisting Moment) = Dead Load • 12 " 0.5 • (.6 wind or .9 seismic) Uplift T = (Mo-Mr) / (L - 6 in) Harper Houf Peterson Righellis Pg #: SHEAR WALL SUMMARY' Transvere Shearwalls Panel Wall Shear Wall Type Good Fo Uplift Simpson Holdown Good For V (plf) (plf) (lb) (lb) 101 Not Used 102 Simpson Strongwall 103 Simpson Strongwall 103a 814 1/2" APA Rated Plyw'd w/ 8d Nails @ 2/12 833 104 626 1/2" APA Rated Plyw'd w/ 8d Nails @ 3/12 638 105 626 1/2" APA Rated Plyw'd w/ 8d Nails @ 3/12 638 106 626 1/2" APA Rated Plyw'd w/ 8d Nails @ 3/12 638 109 401 1/2" APA Rated Plyw'd w/ 8d Nails @ 4/12 495 110 401 1/2" APA Rated Plyw'd w/ 8d Nails @ 4/12 495 111 907 2 Layers 1/2" APA Rated Plyw'd w/ 8d Nails @ 4/12 990 112 907 2 Layers 1/2" APA Rated Plyw'd w/ 8d Nails @ 3/12 990 113 907 2 Layers 1/2" APA Rated Plyw'd w/ 8d Nails @ 3/12 990 _ 201 474 1/2" APA Rated Plyw'd w/ 8d Nails @ 4/12 495 201a 474 1/2" APA Rated Plyw'd w/ 8d Nails @ 4/12 495 201b 474 1/2" APA Rated Plyw'd w/ 8d Nails @ 3/12 495 202A 423 1/2" APA Rated 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. 4 e _ Harper Houf Peterson Righellis Pg #: SHEAR WALL SUMMARY' Longitudinal Shearwalls Panel Wall Shear Wall Type Good For Uplift Simpson Holdown Good For V (pi) (p (lb) (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 Toads. / 4 4 --- L\,9 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 FIr. FIr. Roof Shear including Load Load Momen @ Left @ Right Left Right Left Side of @ Right Wall Wall @ Left @ - floors ® Left @ t House Side of Above Above Right above if Right House @ Left @ walls Right • stack) (ft) (ft) (ft) (ft) k k k k plf klf k k kft kft kft k k k k k k 102 8 1.1667 1.75 3.50 1.737 2.8 2.32 6.857 1959 0.152 0.192 0.832 27.43 0.57 1.69 21.31 20.79 21.31 20.79 103 8 1.1667 1.75 3.50 1.737 2.8 2.32 6.857 1959 0.152 0.832 0.192 27.43 1.69 0.57 20.79 21.31 20.79 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 3.21 201 aL 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 I1.958333 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 4 _ 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 Seismic Uplift Design Unit A Shear H Joist L Wall Line Load Line Load Line Total V Dead Dead Dead Overtur Resisting Resisting Uplift From Uplift From Wall Wall Uplift Uplift Total Total Panel Height Lgth. From 2nd From 3rd From Wall Load (not Point Point ning Moment Moment Floor Shear @ Floor Shear @ Stacking @ Stacking From From Uplift Uplift Fir. Flr. Roof Shear including Load Load Momen @ 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 0.432 5.32 1.95 2.31 1.19 1.08 0 0 1.19 1.08 301 • 8 0 3.92 13.96 ' 1.27 1.27 91 0.232. 0.384 0.204 2.85 3.29 2.58 -0.03 0.13 0 0 -0.03 0.13 302 8 0 5.79 13.96 1.27 1.27 91 0.232 0.204 0.204. 4.21 5.07 5.07 -0.06 -0.06 0 0 -0.06 -0.06 303 8 0 4.25 13.96 1.27 1.27 91 0.232 0.204 0.384 3.09 2.96 3.73 0.10 -0.06 0 . 0 0.10 - 0.06 304 8 0 2.96 5.96 1.44 1.44 242 0.232 0.384 0.136 5.72 2.15 1.42 1.28 . 1.50 0 0 1.28 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 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 r iL 201b Wind 5.15 Strap MST48x2 5.75 Wind 4.88 MST48x2 5.75 202A Wind 6.21 Strap MST60x2 8.11 Wind 6.59 MST60x2 8.11 202B Wind 6.58 Strap MST60x2 8.11 Wind 5.91 MST60x2 8.11 _, 203 Wind 3.62 Strap MST60 4.06 Wind 3.56 MST60 4.06 204 Wind 3.64 Strap MST60 4.06 Wind 3.57 MST60 4.06 ` 301 Wind 0.83 Strap MST37 1.79 Wind 0.93 MST37 1.79 302 Wind 0.80 Strap MST37 1.79 Wind 0.80 MST37 1.79 303 Wind 0.91 Strap MST37 1.79 Wind 0.80 MST37 1.79 ' 304 Wind 2.60 Strap MST48 2.88 Wind 2.75 MST48 2.88 305 Wind 2.74 Strap MST48 2.88 Wind 2.16 MST48 2.88 • BY A �, (� DATE: ao ( JOB NO.: �� p �� �.q OF \V'\ �c� C. J0 /� PROJECT: RE: 3S J • tx ' ) - — T Loa& o ❑ Al, k$11 Loads: uki1i u c l;s \- \�nsioAe c. c, , W has 0. w‘ r■j w \ a . c .A k uk 1 ‘00.6. {' E 2 ❑ CU, ?oc ku o p Swa,1 x)- _ '4'400 \\ s y e( cwt\ Li O w z G�c k+n Load = f-' 3'- j- 3°C - -r a3 a.3 = (,a5`1- 00 / 7_,,115 w 3'aa /watt 0 0 actual < ap ctfy = • 00, U Z D 2 o Cmpa c.T 0c- Ss1.13 al x C`�. = act L 7 it- U ❑ k c kvo.t <.. Co pci.c. 4 `i • • . o'K.; F �o U. Z W ❑ Z 0 O = I- II o �= a-- a. o. 4.19 ,• a x 14 1.:--,7:2 O cA Lp 10b Sw MI% LGNC-rl Amwr+L J 0 W TH %S LE►XiTtt L ►� tiVi" 1 nIO .II) 0 KV 1 a -4 • 1 a SW "ikco LE J,Tfr WH- \j? _ PrL W &h 1 14/../C" o _ � � „:„ G 44 al r N C. .1i4 =- i; ❑ i • ❑ 11 c/` L. r ..... 0 0-- i,„j 7 "';: 4' xlfe.�y:- `fir..:. -.r. _ . .,ya.�s, , w- ,. �__ . � ztr" -mom^. -wa s -. • . L w ---- I i -- „x�y .._ ✓P +*'NL'+'•'..t�. .,�.... w'�. -e �.. ^:. ... . ..= ,_1 °r....,6�xi ” .�...:.. �:...3: �..� � , i a yob m S w 11-1 LL ti C, n-r /kW/ Wit - 1-C Pawn*" Th 1, (NF i 0 C E . . -- 41 1i , "05 17 ) . SW 11+1.6 LE- NC-citi Pc Long, VIS OW( .. D.05 Y: • ___ e / . 1 . 4 .. 9.) C I r.___ ____.... -- --) E- . g XI k , . .......- . _..... r . 0 • I • ■ 1 1 1 I : . g t., L .___:. = • = f . '1 1 1 . . . . I ■ # 9,-,) L., , ,..., 1 ..- 8 , • 0 li i r : . , • . 1! I ; . • , r . • „L. 15 4 ,:_, 5v - clrN1 4 Let Al.ot..)c-, THIc. LtNe . . _ 7:1Nn S it-u- v)Nc and 1-)N3') S\ , MS –LQ? I (1 Ft M 'T� 4 r , r 5 o n il -.A:t;;'i--------------------"c Q C d O p „5„ \ v.- \ ,----- I , 0) O 90E 3Nf sLNS. 1 - - ) Ncad +U.1 -)Na -i S1,wu,.. MS Cr CD 1 BY (\ N DATE: 6 -au JOB NO.: A ' _ c, O OF PROJECT: (� RE: �V(\ 1 Y 1 f 0\ I ' e{ a \- � -� \ ro - c 110vSc_. • ❑ ❑ z vLIne.B o .5'3-4 Wind CCUnfrois) 6.514 0 W oti q phragm tai dl'IY1= aU Pt 1 O 2 ❑ Cu - /a °‘ ?Log' it . z a ���C tm o� loIncl«d G�r'aphvu z = CtBo ( IA) =as a 9%-f ° 10 Z10C. CI iCk10 MTV\ a Z G /IZ Ma /413 C'q pain _ (ass pt-Ft ,4L) = 351 w olc- 2 f 0 U El E . ¢ O u. Z w ❑ . Z O O = H 0. O U c O O . .r 'xa -= . a - • 4- L b b7, 1 -.- CEO -1 - 7 4c2 7 <, `' 1 Oht .-r. y)-1)' ?sdOS1 _ Ai _ c,-8 "1 _E \ 5L'515'c.) __ _ As 1 -75 ' - i -04 'ii7 - 4159 -_-_- r I■ia. 1 s _ S . T "4-- .s - use 13 t - Z 7-- "'wVN m ❑ Z ,, 0 3 00-;0 / OW ) 0 4 * ‘obhi = ‘ t , I NI m _ c ,gli -,9 caLtlidd01_ " . . ) , a : J c ) i 1 r,\ ` y y 1 X c , 0 s d O\ \ \J \ Q D 3Sd Qo ' (le - z a)c)SSaJd CQNi fvl-71 S - a o m ill iii- ',9‘ rn Z 0 DJ t- XV%r4 O -ti V1S X 0 i,s - j ' %a V aos q It b ;b = IN IO ❑ 3 �„41t4- - '.i.'. �� � I No :Riaff.Y1 Zrzil m viii. / P1 0 PISMO - 3 S l' 0 ..S � v.47,Do\q 1 w`._.). iO \A, sac :3a -- „ - it'd door :.iO3 road 0 1 00 - ,N a , ON eor Q ` I ` 31tlO \Lft, i Ae BY: AAA L DATE: 6 _ \ . 2 _ to ♦ JO8 NO.. C ` ..ii _ 0 Ct 0 PROJECT: RE: OPT1oto 1 ❑ ❑ Z \ 3Uil ug. (*I'M e 2No . Coot . oon PCO W bc�\1 \ e 3 TwoR f- W O f W ❑ -Tr ;b ij r°, on 3,A,NT - 13'. 0 MOO( \.r Secs ~ r G v�r 9 = ‘22-01‘ O w . T -e., k r\ W ir\d Ptes e a0,0.t) P F Z Loos c!,_ cTc, b..) 11 u b\.vcV-- = al-1p pLF- . 0 It 1 1, 1- 1, if 2 T T 2 '(Z= Vp 5 R. 2 f - 1101111. 0 O e) o z \Irro = 1� 8 W 1, • 0 3 i 1 12_ 11 a1 G 3,S,L, = (1,5 3,5 3 # S.'6G ,,st i J y 11_ / = , , _ (o...) s (,3 .5.3 = a . t ,No NMI 1.5" A t 2= Q.4.Sits.1.1 k .'S o L i - : A y = '.0 ; r., a d a+ ^ _ _ , , :, = 0,'a°) ' ii-) a O d i 3, = O il 0 1 1 = 6.a5 .r a4.s (0,51s) 4" .. -,E + a4 ,s- Co,`at� )fi s,3to 4- ® t 2.t., 0 4" 5.?),6 + 0 4 :5::,3 k-o r = `-i.13s b = - ML = t Vet #. C )(a \ ;(1:4S) — 1409" p5 t: .- .ti5 =w S i = v e = V c, c Mc .cI_c c -ESc `f ` Fko i = Sso pt. 1,.i(,0(t.o;(1,o11,o )( \.S11.0 ( 1 .0 - X 1.1 H 34 pS I fi b' = ps (t,ig i3O .k. ( 0,cl il.zit.0)(1,o) L-5L -- qo 1?s 0 \c--- L30 • WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Unit A - Front Load WoodWorksei Sizer 7.1 June 24, 2010 12:49:04 • COMPANY 1 PROJECT RESULTS by GROUP - NDS 2005 SUGGESTED SECTIONS by GROUP for LEVEL 4 - ROOF Mnf Trusses ======..==.= . ........... Not designed by request .L-= (2) 2x6 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 416.0 SUGGESTED SECTIONS by GROUP for LEVEL 3 - FLOOR = Mnf Jet Not designed by request ••_• = = =- T � = � • Sloped Joist Lumber -soft D.Fir -L 00.2 2x6 016.0 (2) 2x6 (1) Lumber n -ply D.Fir -L No.2 1- 2x8 (21 2x8 Lumber n -ply D:Fir-L No.2 2- 2x8 By Others Not designed by request By Others 2 Not designed by request (21 2x12 Lumber n -ply D.Fir -L No.2 2- 2x12 5.125x10.5 Glulam-Unbalan. West Species 24F -V4 DF 5.125x10.5 4X6 Lumber -soft D.Fir-L No.2 • 4x6 (2) 2x6 Lumber n -ply Hem -Fir No.2 2- 2x6 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 416.0 SUGGESTED SECTIONS by GROUP for LEVEL 2 - FLOOR = Mnf Trusses = = � • ••_ = Not designed by request = = = =s• Mnf Jet Not designed by request Deck Jst Lumber -soft D.Fir -L No.2 2x8 016.0 (2) 2x6 Lumber n -ply D.Fir-L No.2 2- 206 3.125x9 Glulam - Unbalan. West Species 24F -V4 DF 3.125x9 4x6 Lumber-soft D.Fir-L No.2 4x0 By Others Not designed by request • By Others 2 Not designed by request (2) 2x10 Lumber n -ply D.Fir -L No.2 1- 2x10 5.125X12 GL Glulam- Unbalan. West Species 24F -V4 DF 5.125x12 By Others 3 Not designed by request 3.125x14 LSL LSL 1.55E 2325Fb 3.5x14 (2) 2x6 Lumber n -ply Hem -Fir No.2 2- 2x6 404 Lumber Post Hem -Fir No.2 4x4 • 4x6 Lumber Post Hem -Fir No.2 4x6 (3) 2x6 Lumber n -ply Hem -Fir No.2 3- 2x6 6x6 Timber -soft Hem -Fir No.2 6x6 (2) 2x4 Lumber n -ply Hem -Fir No.2 2- 204 6x6 nol Timber-soft D.Fir -L Noll 6x6 (3) 2x4 Lumber n -ply Hem -Fir No.2 3- 2x4 Typ Wall Lumber Stud Hem -Fir Stud 2x6 016.0 SUGGESTED SECTIONS by GROUP for LEVEL 1 - FLOOR Fnd Not designed by request ••=••g = _ -__ CRITICAL MEMBERS and DESIGN CRITERIA Group Member Criterion Analysis /Design Values Mnf Jst Mnf Jot Not designed by request tea.. ®•••• Deck Jst j65 Bending 0.41 Sloped Joist j30 Bending 0.10 Floor Jst4 unknown Unknown 0.00 (2) 2x8 (1) b35 Bending 0.47 (2) 2x8 b6 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 b10 Bending 0.76 By Others 3 By Others Not designed by request 5.125x10.5 b9 Deflection 0.95 4 %6 b20 Bending 0.08 3.125x14 LSL b14 Deflection 0.73 (2) 2x6 c2 Axial 0.91 404 c55 Axial 0.07 4x6 c23 Axial 0.80 (3) 2x6 c29 Axial 0.75 6x6 *26 Axial 0.70 (2) 2x4 c39 Axial 0.62 6x6 nol c12 Axial 0.86 (3) 2x4 c31 Axial 0.89 Typ Wall *14 Axial 0.48 Fnd Fnd Not designed by request DESIGN NOTES: 1P lease verify that the default deflection limits are appropriate =•• = � _ for your application. 2. DESIGN GROUP OCCURS ON MULTIPLE LEVELS: the lower level result 1s 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 ND5 Clause 3.3.3. • 7. Sawn lumber bending members shall be laterally supported according to the provisions of ND5 Clause 4.4.1. 8. BUILT -UP BEAMS: it is assumed that each ply is a single continuous member (that is, no butt joints a e present) fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top - loaded. Where beams are aide - loaded, special fastening details may be required. 9. SCL-BEAMS (Structural Composite Lumber): the attached 5CL 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 ND5 Clause 15.3. C\ 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'tO N�u�D b31 m . - IUS _ - 4/ -b UL° . . 40.-0 IUI ; - - - - - - - _ .. ... 4b-0 IV . - - - - . -. 444 -b V0' b1 -. - 44-0 yb ...._.___.. . __ . _ 3y b yd- yl - _ 35 b `JU = 34 -0 0? b2 33'-0 tSb 01.5 -0 6.3 L/ -0 b10 :- b33 r L1 b (4 '_ - : ._ -o t3 - 1/ b rL..._.: _:..: b32 rl :' ian (U by E . ,_ io.°o b6 - -= b1911 1L-0 % ... - _ .. _ .._ } 3- bUb -n 02 b4 b14 I! b . b .. 66' b30-. b3, , .-111 670110.111 670110.111 . 4 -b b2 3 -b ■ I -b BBtB.B BC CCC C CC CICCC CC CCCC C C CC CC1CC CDDDD D DD DfDDD CD DD •DD D D DD CD\DD DE E E E E ;EE EIEEEIEBE 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' 0'1'2'3'4'5'6'7'8'91(1 1;1 :1 (1 22:2 2! 243 {33;3:3 t'4A:44'.4t4 "41415(5 5;5'.5 8:6:6 ;616?7t7 "7.7,77 717 7' -6" 14Z— C1 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' N 1 l OP D c58 c14 1050 m 0 . . 49'-6" 104 . lUS b . 4 25 ' 4! b 44 b I U j9 43 -b yu C69 c2 7 c70 . c71 - 4L -0 4I -b 4U -b yL : C3 i - - ..30 -0 • y t ® '- - - - _ 3 4 - b a 4 .. 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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' 1050 : .. _. -:.. - -: 49'-6" 104 40 -b 3' 10 ':- --- -:_ - =- - - - -- -- - - - - - -- - -"-- - - "-- - -._ -- 4/ -0" IUL 40-0 101 ... 43-0 IUU -- - - - 44-0 y o u - -;: c42 c43 " c44 :c45 4L -0 /- -- •-©-i ---s _ .. .. .. 4.1x y0 .. .. - - --- - -. ._ - .. 40-0 V4 .: 30-0 VS VG 30'-0 V ..... -'-- - -.' -- - '. - -" -- -- - - -- - - -- - - - -- 30. -0 yU : - - J4 . -0 23`J Si -b 00 - -; -._._..; ._ -.. - - - - -- - - - -- -- -- - - -- -- -.. ._ - .. .-- --- -" - 3L-0 01 3I -b 00 ' . .5U -b 03 Ly L / _ . -.. . 0 i ; ... .... Z3 - L4 -t5 1 W L3 -0 ! 23 C46 L L -b // Li. /4 _ _ _.. a --_- ... ._. _ -- --_ _ .... -to 0 " its b 1L -- - -- - - - -- ._..._- -- - -- " --- --- - --- --- - .- - -.. -- -- 10 -b 1 I .. - - - .. - -- --- - 10-b /0 14'-0 00 - - --- .. . : _ -- : - . . _ --' -- - -- - - _ _ IL -b 0/ - _ .. .. - - 11-0 I0- b4) c51c50- c52 - c53 . " 0 -0 1 _ b .. 04 8. 0. - 0.. bi 0-0 0U) 3 -0 BBIBB BC CC C C CC C FCCC CC CCCCC C CC CCICC CD DDO D DD DfCDD CD DD DO D D DD CD DE.E E E E EEEtEEE!EEIE E'EEEEEEIEEEEZ 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:'1( 1'111'2(22,'2 :22f2(2 :3 :3 4A :44(444'4E4(5(5'5.5 :5 6:6.6!6(6:6(6 7(7 7:7,7 %6 - 4._ 619 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 Snow Partial UD 795.0 795.0 2.50 3.00 plf . 3 c61 Dead Point 622 2.50 lbs 4 c61 Snow Point 1192 2.50 lbs 5 j28 Dead Full UDL 47.7 plf 6 Live Full UDL 160.0 plf 7 Dead Full UDL 120.2 plf 8 Live Full UDL 370.0 plf MAXIMUM RE 1 a 1 0' . 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. 4._ 6 0 COMPANY PROJECT 1 WoodWorks® SOFTWARE FOR WOOD DESIGN June 24, 2010 12:43 b3 Design Check Calculation Sheet Sizer 7.1 LOADS ( Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1_j45 Dead Full UDL 17.0 plf 2 145 Live Full UDL 25.0 plf MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : A I0 94 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- 1/8x9" Self- weight of 6.48 plf included in loads; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : • Criterion Analysis Value Design Value Analysis /Design Shear fv = 10 Fv' = 265 fv /Fv' = 0.04 Bending( +) fb = 140 Fb' = 2400 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). Gv) COMPANY PROJECT i WoodWorks® SOFTWARE FOIE WOOD DESIGN June 24, 2010 12:40 b6 Design Check Calculation Sheet Sizer 7.1 LOADS I lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1 c44 Dead Point 444 2.00 lbs 2 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 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 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 MAXIMUM REACTIONS (Ibsl and BEARING LENGTHS (inl t g i 6' Dead 1436 1389 Live 1803 1803 Total 3239 3192 Bearing: Load Comb #3 • #3 Length 1.73 _ 1.70 Lumber n -ply, D.Fir -L, No.2, 2x12 ", 2 -Plys • Self- weight of 8.02 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 Ervin' 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 W000 OESMGN June 24, 2010 12:50 b8 Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1_j14 Dead Full UDL 113.7 plf 2 j14 Live Full UDL 350.0 plf MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : I 61 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_ G G) COMPANY PROJECT i WoodWorks® SOFTWARE 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 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 12j26 Live Partial UD 370.0 370.0 9.00 12.00 plf 13 j52 Dead Partial UD 113.7 113.7 9.00 10.50 plf 14_j52 Live Partial UD 350.0 350.0 9.00 10.50 plf 15_j53 Dead Partial UD 113.7 113.7 10.50 12.00 plf 16 j53 Live Partial UD 350.0 350.0 - 10.50 12.00 plf MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : ID 1z 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 ei i WoodWorks SOFTWARE FOR WOOD DESIGN June 24, 2010 12:43 b10 Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location (ft) Pat - Start End Start End tern 1 w39 Dead Partial UD 311.0 311.0 0.00 4.50 No 2 Live Partial UD 680.0 680.0 0.00 4.50 No 3 Dead Point 267 2.00 No 4 Live Point 822 2.00 No 5_j32 Dead Partial UD 120.2 120.2 0.00 0.50 No 6 j32 Live Partial UD 370.0 370.0 0.00 0.50 No 71j33 Dead Partial UD 120.2 120.2 1.00 4.00 No 8 j33 Live Partial UD 370.0 370.0 1.00 4.00 No 91j34 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 Live Partial UD 370.0 370.0 4.50 7.50 No 13 Dead Partial UD 113.7 113.7 4.50 16.50 No 14 j36 Live Partial UD 350.0 350.0 4.50 16.50 No 15 Dead Partial UD 100.7 100.7 3.00 4.50 No 16 j37 Live Partial UD 310.0 310.0 3.00 4.50 No 17 Dead Partial UD 120.2 120.2 7.50 13.50 No 18 j47 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 Live Partial UD 370.0 370.0 0.50 1.00 No 23 b32 Dead Point 300 3.00 No 24 b32 Live Point 922 3.00 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : A 1: ), to 16-61 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 02 = D +L, V = 8357, V design = 6496 lbs Bending( +): LC #2 = D +L, M = 11006 lbs -ft Bending( -): LC 1)2 = 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). lq - • COMPANY PROJECT WoodWorksl SOFTWARE FOR WOOD DESIGN June 24, 2010 12:44 b13 Design Check Calculation Sheet • Sizer 7.1 LOADS ( Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1 w58 Dead Partial UD 519.0 519.0 0.00 3.00 plf 2 w58 Snow Partial UD 505.0 505.0 0.00 3.00 plf 3 c40 Dead Point 217 5.50 lbs 4 c40 Live Point 668 5.50 lbs 5 Dead Point 518 5.00 lbs 6 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 Dead Partial UD 100.7 100.7 6.50 8.00 plf 12 Live Partial UD 310.0 310.0 6.50 8.00 plf 13_j38 Dead Partial UD 81.2 81.2 3.50 6.50 plf 14_j38 Live Partial UD 250.0 250.0 3.50 6.50 plf 15_j39 Dead Partial UD 22.7 22.7 0.00 3.50 plf 16_j39 Live Partial UD 70.0 70.0 0.00 3.50 plf 17 b15 Dead Point 126 3.50 lbs 18 - b15 Live Point 389 3.50 lbs 19 - b32 Dead Point 225 6.50 lbs 20 Live Point 693 6.50 lbs MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : � �- �......�'�` , sue• -s oc "' 10' 81 Dead 2561 3033 Live 2699 3789 Total 5261 6822 Bearing: Load Comb #3 #3 Length 1.88 2.44 LSL, 1.55E, 2325Fb, 3- 1/2x14" Self- weight of 15.31 plf included in loads; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear fv = 157 Fv' = 356 fv /Fv' = 0.44 Bending( +) fb = 1295 Fb' = 2674 fb /Fb' = 0.48 Live Defl'n 0.06 = <L/999 0.27 = L/360 0.24 Total Defl'n 0.14 = L/680 0.40 = L/240 0.35 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fv' 310 1.15 - 1.00 - - - - 1.00 - 1.00 3 Fb'+ 2325 1.15 - 1.00 1.000 1.00 - 1.00 1.00 - - 3 Fcp' 800 - - 1.00 - - - - 1.00 - - - E' 1.5 million - 1.00 - - - - 1.00 - - 3 Emin' 0.80 million - 1.00 - - - - 1.00 - - 3 Shear : LC #3 = D +.75(L +S), V = 6822, V design = 5122 lbs Bending( +): LC 13 = 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. • r G COMPANY PROJECT i WoodWorks® SOFTWARE FOR WOOD DESIGN June 24, 2010 12:43 b14 Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1_w33 Dead Partial UD 317.7 317.7 9.00 12.00 plf 2 w33 Live Partial UD 350.0 350.0 9.00 12.00 plf 3 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_j36 Dead Full UDL 113.7 plf 14 j36 Live Full UDL 350.0 plf 15 Dead Partial UD 17.0 17.0 0.00 0.50 plf 16 Live Partial UD 25.0 25.0 0.00 0.50 plf 17 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 Dead Partial UD 17.0 17.0 10.50 12.00 plf 22 Live _ Partial UD 25.0 25.0 _ 10.50 12.00 _ plf MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : �,�.,'.c.--:,....-7,7„...._ .mac..^ - --� - --- v.3r,<,�.„ -. - -. .�z.. -7-- - -.-` - +,�„�r - �. --- -sir-_ � ` -'' / - •∎•.�- - -± �"''' �,. - _ - =.4..► -.... 121 I A Dead 2351 2351 Live 4350 4350 Total 6701 6701 Bearing: Load Comb #2 #2 Length 2.39 2.39 LSL, 1.55E, 2325Fb, 3- 1/2x14" Self- weight of 15.31 plf included in loads; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear fv = 163 Fv' = 310 fv /Fv' = 0.52 Bending( +) fb = 1769 Fb' = 2325 fb /Fb' = 0.76 Live Defl'n 0.25 = L/573 0.40 = L/360 0.63 Total Defl'n 0.43 = L/333 0.60 = L/240 0.72 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fv' 310 1.00 - 1.00 - - - - 1.00 - 1.00 2 Fb'+ 2325 1.00 - 1.00 1.000 1.00 - 1.00 1.00 - - 2 Fcp' 800 - - 1.00 - - - - 1.00 - - - E' 1.5 million - 1.00 - - - - 1.00 - - 2 Emin' 0.80 million - 1.00 - - - - 1.00 - - 2 Shear : LC #2 = D +L, V = 6701, V design = 5314 lbs Bending( +): LC #2 = D +L, M = 16851 lbs -ft Deflection: LC #2 = D +L EI= 1241e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL -BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. / 9 Li 1 r)r COMPANY PROJECT WoodWorks® SOFTWARE FOR WOOD DESIGN June 24, 2010 12:41 b20 Design Check Calculation Sheet Sizer7.1 LOADS ( Ibs, psf, or plf) Load Type Distribution Magnitude Location (ft] Units Start End Start End 1_j30 Dead Full UDL 21.7 plf 2 j30 Live Full UDL 60.0 plf MAXIMUM REAMTIANS /lhcl and RFORINCI 1 FN(;THS /inl 1 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 plf included in loads; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear fv = 9 Fv' = 180 fv /Fv' = 0.05 Bending( +) fb = 90 Fb' = 1170 fb /Fb' = 0.08 Live Defl'n 0.00 = <L/999 0.12 = L/360 0.02 Total Defl'n 0.00 = <L/999 0.18 = L/240 0.02 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.00 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear : LC #2 = D +L, V = 151, V design = 111 lbs Bending( +): LC #2 = D +L, M = 132 lbs -ft Deflection: LC #2 = D +L EI= 78e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 14- ��� COMPANY PROJECT i WoodWorks® SOFTWARE FOR WOOD DESIGN June 24, 2010 12:50 b30 Design Check Calculation Sheet Sizer 7.1 LOADS (Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1_j41 Dead Partial UD 68.0 68.0 2.00 4.00 plf 2_j41 Live Partial UD 100.0 100.0 2.00 4.00 plf 3_j42 Dead Partial UD 72.2 72.2 0.00 2.00 plf 4 142 Live Partial UD 106.2 106.2 0.00 2.00 plf MAXIMUM REACTIONS 11hs1 and 13FARINCI I FN(;THS lint 0' 4A 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. . 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_j Dead Partial UD 47.7 47.7 11.00 17.00 plf 8_j63 Live Partial UD 160.0 160.0 11.00 17.00 plf 9_j64 Dead Partial UD 47.7 47.7 17.00 20.00 plf 10j64 Live Partial UD 160.0 160.0 17.00 20.00 plf 11_j66 Dead Partial UD 47.7 47.7 4.00 4.50 plf 12 166 Live Partial UD 160.0 160.0 4.00 4.50 plf MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 10' 20 Dead 619 619 Live 1600 1600 Total 2219 2219 Bearing: Load Comb #2 #2 Length _ 0.67 0.67 Glulam- Unbal., West Species, 24F -V4 DF, 5- 1/8x12" Self - weight of 14.16 plf included in 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 = 49 Fv' = 265 fv /Fv' = 0.18 Bending( +) fb = 1082 Fb' = 2400 fb /Fb' = 0.45 Live Defl'n 0.43 = L/553 0.67 = L/360 0.65 Total Defl'n 0.69 = L /350 1.00 = L/240 0.69 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fv' 265 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 • Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Emin' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 Shear : LC #2 = D +L, V = 2219, V design = 1997 lbs Bending( +): LC #2 = D +L, M = 11095 lbs -ft Deflection: LC #2 = D +L EI= 1328e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Glulam design values are for materials conforming to AITC 117 -2001 and manufactured in accordance with ANSI /AITC A190.1 -1992 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). 4- Ge20 COMPANY PROJECT II 111 I I Wo odVVo r k s ® Jme 20, 20101115 630 SOFTWARE FOR WOOD DESIGN Design Check Calculation Sheet Sp, 7.1 LOADS Ie.. p•/. 7 Load Type Dla010,01on Magnitude Location (ft) Unit. Start End Start End . 1 4862 Dead Partial UD 613.2 613.2 0.00 2.00 plf 2 ,62 Snow Partial UD 795.0 795.0 0.00 2.00 plf 3 o29 Dead Partial UD 617.5 617.5 7.50 11.00 plf 4 929 Snow Partial UD 001.2 001.2 7.50 11.00 plf 5 Dead Point 1136 11.00 lba 6_015 Snow Point 2101 11.00 lb. 516 Dead 1o146 1389 17.00 103 9_016 Sncw Point 2404 17.00 lb. 9 4864 Daad Partial UD 617.5 617.5 17.00 19.00 plc 10 7064 Snow Partial VD 901.2 801.2 17.00 18.00 plf 11 Dead Point 622 7.00 lb. 12:061 Snow Point 1192 7.00 lb. 13_062 Dead Point 622 1.00 1b. 14 062 Snow Point 1192 4.00 ]b. 15 Dead Partial D 613.2 613.2 2.00 4.00 plf 16_' +63 Snow Partial 0 UD 795.0 795.0 2.00 4.00 plf 11 Dead Partial UD 617.5 611.5 19.00 20.00 plf 19 7065 Snow Partial UD 901.2 803.2 19.00 20.00 plf. 077071 Dead Partial UD 613.2 613.2 7.00 7.50 plf 20:w71 Sr.. Partial UD 795.0 795.0 1.00 7.50 plf 21_164 Dead Partial VD 47.7 17.00 19.00 plf 1 22 64 Live Partial VD 160.0 160.0 1 16.00 plf 23 320 Dead Partial UD 47.7 47.7 4.50 7.50 plf 24_129 Live Partial UD 160.0 160.0 4.50 1.50 plf . 25_362 Dead Partial UD 47.7 47.7 7.50 11.00 plf 26_362 Live Partial UD 160.0 160.0 7.50 11.00 plf 27 - 348 Dead Partial UD 120.2 120.2 0.00 2.00 plf 29_349 LSva Partial UD 310.0 310.0 0.00 2.00 plf 29_332 Dead Partial UD 120.2 120.2 3.50 4.00 plf 10_132 Live Partial VD 310.0 370.0 3.50 4.00 plf 31_333 Dead Partial VD 120.2 120.2 4.50 7.50 plc 32_333 Live Partial UD 310.0 370.0 4.50 7.50 pit 33_134 Dead Partla1 UD 120.2 120.3 7.50 8.00 p1[ 34_134 Live Partial UD 310.0 310.0 7.50 9.00 plf 35_135 Dead Partial UD 120.2 120.2 9.00 11.00 plf 36_135 Live Partial VD 370.0 310.0 9.00 11.00 plf 37_347 Dead Partial VD 120.2 120.2 11.00 17.00 plf 19_361 Live Partial UD 370.0 370.0 11.00 17.00 plf 39 367 Dead Partial UD 120.3 120.2 2.00 3.50 plf 10 167 Live Partial UD 370.0 370.0 2.00 3.50 plf 41_149 Dead Partial UD 120.2 120.2 4.00 4.50 plf 12_349 Live Partial VD 370.0 370.0 1.00 4.50 plf 43_363 Dead Partial UD 47.7 47.7 11.00 17.00 1 44_363 Live Partial UD pI 160.0 100.0 11 .00 17.00 pif 45_365 Dead Partial VD 47.7 47.7 18.00 20.00 pit 46_365 Live Partial UD 160.0 160.0 19.00 20.00 pit 7_366 Dead Partial UD 47.7 47.7 4.00 4.50 p'_f 7_366 Live Partial UD 160.0 160.0 4.00 4.50 plf 49_368 Dead Partial UD 120.2 120.2 17.00 19.00 plf 50_168 Live Partial VO 370.0 370.0 17.00 19.00 pif 51_369 Dead Partial UD 120.2 120.2 19.00 20.00 91[ 52_169 Live Partial UD 370.0 370.0 19.00 20.00 Of 53_372 Dead Partial 10 47.7 47.7 2.00 4.00 P11 if 54_372 Live Partial VD 160.0 160.0 2.00 4.00 plf 55_3' Dead Partial UD 47.7 17.7 0.00 2.00 03[ 56 173 Live Partial UD 160.0 160.0 0.00 2.00 0l[ MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : Dyad L15 7 Live 99 9979 Total 17361 17305 , Bearing: Load Comb 13 13 Lenath 5.21 5.19 Glulam -Bat., West Species, 24F -V8 DF, 5- 118x22 -1/2" • 0199.481369 0126.55 P11 191510.19 In dads: wend aupp09t lop- 9A, 61839977 at supports: Analysis vs. Allowable Stress (psi) and Deflection (in) ,,,613 Nos 2016: 011700077 Ana1V.1. Value D 90197 Value Analysis/Deal, Shear fv ■ 192 Ev' - 300 B9ndingl fb - 2392 FD' - 2904 16/96' - 0.92 Live oa[1'n 0.40 - L/505 0.67 - L/360 0.60 Total Defl'n 0.34 - L/205 1.00 - L /240 0.94 ADDITIONAL DATA: FACTORS: F/E CD 04 CL CV Cfu Cr Cfrt Note. Cn 1,09 0v' 265 1.15 1.00 1.00 1.00 1.00 1.00 3 90'4 2400 1.15 1.00 1.00 1.000 0.944 1.00 1.00 1.00 1.00 - 3 Fcp' 650 1.00 1.00 - - - - 1.00 - - E• 1.5 million 1.00 1.00 - Eoin' 0.95 million 1.00 1.00 - - - - 1.00 - - 3 Shear : 10 13 - 04.75)143), V - 17361, V design ■ 13972 lba Band1ng1 LC 13 - 0+.75(1.05), M - 96199 lba -ft Deflection: LC 43 - 0 EI- 9156.06 1b -172 +p cal 00710:tlo7 - 1.5010vad Load 00011701,11, 7 Live Load Deflection. (D■dead L.11ve S-a7ow , 1- 10pact 0 700002cti00 5619- cln,antrated) )011 LC'. are listed in the Analysis output) . L -.ad combinations,: I00 -I00 DESIGN NOTES: 1. Please verify that the defaut deflection Lents am appmpdat. far y144 99900.600. 2. Gleam design values aro for materials conf0,nbg to AITC 117 -200l and manufactured In acladan0006h 08502)70 0100.1.1992 3. GLULAM: bid - actual breadth actual depth. . 4. Ghtl*m Beams alma be !alert *y supported eccad1g to the provisions 09 NDS Clause 3.3.3. 5. GLULAM: bearing length based on amahr of Fcp(tension), Fcp(compn). /4..... 6 -;\ c, COMPANY PROJECT di WoodWorks® SOFTWARE FOR WOOD DESIGN June 24, 2010 12:49 b35 Design Check Calculation Sheet Sizer 7.1 LOADS ( Ibs, psf, or plf ) Load Type . Distribution Magnitude Location [.ft] Units Start End Start End 1 j21 Dead Partial UD 120.2 120.2 0.50 1.50 plf 2 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 4 359 Live Partial UD 370.0 370.0 0.00 0.50 plf 5 Dead Partial UD 120.2 120.2 1.50 3.00 plf 6 Live Partial UD _ 370.0 370.0 1.50 3.00 plf MAXIMUM ^,11,.,.•.0% ... 4 . 1■.., .#% , • 1 0' 31 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. • - (-Ida COMPANY PROJECT i WoodWorks® SOFTWARE FOR WOOD DESIGN June 24, 2010 12:51 c2 Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or pif ) Load Type Distribution Magnitude Location [ft] Units Start End Start End l bl Dead Axial 1056 (Eccentricity = 0.00 in) 2 Rf.Live Axial 2153 (Eccentricity = 0.00 in) MAXIMUM REACTIONS (Ibs): 1 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. COMPANY PROJECT WoodWorks® "" - SOFTWARE FOR WOOD DESIGN June 24, 2010 12:54 c12 Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1_c24 Dead Axial 1478 (Eccentricity = 0.00 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. - Gast4 COMPANY PROJECT 1 WoodWorks® SOFTWARE FOR WOOD DESIGN June 24, 2010 12:53 c23 Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1_b9 Dead Axial 1478 (Eccentricity = 0.00 in) 2 b9 Live Axial 4320 (Eccentricity = 0.00 in) MAXIMUM REACTIONS (Ibs): D 0' 9' Lumber Post, Hem -Fir, No.2, 4x6" Self- weight of 3.98 pif included in loads; Pinned base; Loadface = depth(d); Ke x Lb: 1.00 x 9.00= 9.00 [ft]; Ke x Ld: 1.00 x 9.00= 9.00 [ft]; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Axial fc = 303 Fc' = 379 fc /Fc' = 0.80 Axial Bearing fc = 303 Fc* = 1430 fc/Fc* = 0.21 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL /CP CF Cfu Cr Cfrt Ci LC# Fc' 1300 1.00 1.00 1.00 0.265 1.100 - - 1.00 1.00 2 Fc* 1300 1.00 1.00 1.00 - 1.100 - - 1.00 1.00 2 Axial : LC #2 = D +L, P = 5834 lbs (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC'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. • / 1 7 ' - C::— COMPANY PROJECT / O i 1 1 WoodWorks SOFTWARE FOR WOOD DESIGN June 24, 2010 12:54 c26 Design Check Calculation Sheet Sizer 7.1 LOADS ( Ibs, psf, or pif ) 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 (lbs): • 0' s' Timber -soft, Hem -Fir, No.2, 6x6" Self- weight of 6.25 plf included in loads; Pinned base; Loadface = depth(d); Ke x Lb: 1.00 x 8.00= 8.00 [ft]; Ke x Ld: 1.00 x 8.00= 8.00 (ft]; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Axial fc = 346 Fc' = 492 fc /Fc'. = 0.70 Axial Bearing fc -= 346 Fc* = 575 fc /Fc* = 0.60 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL /CP CF Cfu Cr Cfrt Ci LC# Fc' 575 1.00 1.00 1.00 0.856 1.000 - - 1.00 1.00 2 Fc* 575 1.00 1.00 1.00 - 1.000 - - 1.00 1.00 2 Axial : LC #2 = D +L, P = 10465 lbs (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 4.--- &Z COMPANY PROJECT 1 WoodWorks® SOFRYAAFFOR WOOD OFSJGN June 24, 2010 12:52 c29 Design Check Calculation Sheet Sizer7.1 LOADS ( lbs, 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): D 0' 8' Lumber n -ply, Hem -Fir, No.2, 2x6 ", 3 -Plys Self- weight of 5.11 plf included in Toads; 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. • • COMPANY PROJECT di WoodWorks® SOF7WARF FOR WOOD DEf4GN June 24, 2010 12:55 c31 Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1_b13 Dead Axial 2561 (Eccentricity = 0.00 in) 2 Rf.Live Axial 3599 (Eccentricity = 0.00 in) MAXIMUM REACTIONS (Ibs): D 0' 8' • Lumber n -ply, Hem -Fir, No.2, 2x4 ", 3 -Plys Self- weight of 3.25 plf included in loads; Pinned base; Loadface = depth(d); Built -up fastener: nails; Ke x Lb: 1.00 x 8.00= 8.00 [ft]; Ke x Ld: 1.00 x 8.00= 8.00 [ft]; Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Axial fc = 393 Fc' = 443 fc /Fc' = 0.89 Axial Bearing fc = 393 Fc* = 1719 fc /Fc* = 0.23 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL /CP CF Cfu Cr Cfrt Ci LC# Fc' 1300 1.15 1.00 1.00 0.258 1.150 - - 1.00 1.00 2 Fc* 1300 1.15 1.00 1.00 - 1.150 - - 1.00 1.00 2 Axial : LC #2 = D +L, P = 6186 lbs Kf = 0.60 (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) • (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. BUILT -UP COLUMNS: nailed or bolted built -up columns shall conform to the provisions of NDS Clause 15.3. COMPANY PROJECT 1 WoodWorks® SOFIWARE FOR WOOD DESIGN June 24, 2010 12:54 c39 Design Check Calculation Sheet Sizer 7.1 LOADS ( Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1 b21 Dead Axial 267 (Eccentricity = 0.00 in) 2 Live Axial 822 (Eccentricity = 0.00 in) MAXIMUM REACTIONS (lbs): d 0' 9 ' Lumber n -ply, Hem -Fir, No.2, 2x4 ", 2 -Plys Self- weight of 2.17 pif included in loads; Pinned base; Loadface = depth(d); Built -up fastener: nails; Ke x Lb: 1.00 x 9.00= 9.00 [ft]; Ke x Ld: 1.00 x 9.00= 9.00 [ft]; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Axial fc = 106 Fc' = 171 fc /Fc' = 0.62 Axial Bearing fc = 106 Fc* = 1495 fc /Fc* = 0.07 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL /CP CF Cfu Cr Cfrt Ci LC# Fc' 1300 1.00 1.00 1.00 0.114 1.150 - - 1.00 1.00 2 Fc* 1300 1.00 1.00 1.00 - 1.150 - - 1.00 1.00 2 Axial : LC #2 = D +L, P = 1108 Ibs 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. -62,9 COMPANY PROJECT III WoodWorks® SOFTWARE FOR W000 DESIGN June 24, 2010 12:52 c55 • Design Check Calculation Sheet Sizer 7.1 LOADS ( Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1 b30 Dead Axial 154 (Eccentricity = (L00 in) 2 Live Axial 209 (Eccentricity = 0.00 in) MAXIMUM REACTIONS (Ibs): 1 0' 8 ' Lumber Post, Hem -Fir, No.2, 4x4" Self- weight of 2.53 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 = 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. /4 0 BY Pvi\i(c DATE: r - - aO 1 O Joe NO.: C E • ' - Q 0 o OF PROJECT: RE: 'Beams .s W l Lak 4.l Reac iaoS ❑ ❑ J Z F W b2am t -> twit S ajo3 303 0 2 L' ❑ avn 11 --- 'Locitt,s aoaA ? aoa b 0 J CC Q o W \oeokrn 14- UAlks - 10 - 6 1: awl U Z W D _ • a Z bearn "-L 'u0‘ tt aat , aolA a01g 0 U 5 ��nce (k Cea.CAl N s > Se ismz c._ reac.4i & Z 2 OnV6 uumck uu+tk, Calcutoo -ed. f 0 U ❑ f & o u_ Z W ❑ Z 0 o ff . 2- a = =w a X /4 2 — ( I ' -)) \ COMPANY PROJECT 1 WoodWorks® SOFTWARE FOR WOOD DESIGN June 24, 2010 13:07 b6 LC1 Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or pif ) Load Type Distribution Magnitude Location (ft) Units Start End Start End 1 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 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 (Ihsl and BEARING LENGTHS (inl • I cr 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 -Plys Self- weight of 8.02 Of 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 = 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) (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. 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. 32___ COMPANY PROJECT i WoodWorks® SOFTWARE FOR WOOD DESIGN June 24, 2010 13:07 b6 LC2 Design Check Calculation Sheet Sizer 7.1 LOADS ( Ibs, psf, or pif) Load Type Distribution Magnitude Location (ft) Units Start End Start End 1 c44 Dead Point 444 2.00 lbs 2 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 51c45 Dead Point 444 5.00 lbs 6 c45 Snow Point 647 5.00 lbs 7 Dead Partial UD 389.2 389.2 5.00 6.00 plf 8 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 (lbs.tand REARING 1 FNGTHS (in1 • 1 0' 6i 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 pH ) 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 Live Point 1050 3.00 lbs 7 w66 Dead Partial UD 317.7 317.7 0.00 1.50 plf 8w66 Live Partial UD 350.0 350.0 0.00 1.50 plf 9 Dead Point 165 10.50 lbs 10 c64 Snow Point 225 10.50 lbs 11 c65 Dead Point 165 1.50 lbs 12_c65 Snow Point 225 1.50 lbs 13_w67 Dead Partial UD 221.7 221.7 1.50 3.00 plf 14_w67 Live Partial UD 350.0 350.0 1.50 3.00 plf 15 w69 Dead Partial UD 317.7 317.7 10.50 12.00 plf 16 w69 Live Partial UD 350.0 350.0 10.50 12.00 plf 17_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_j46 Dead Partial UD 17.0 17.0 10.50 12.00 plf 26_j46 Live Partial UD 25.0 25.0 10.50 12.00 plf • 27_j70 Dead Partial UD 17.0 17.0 3.00 9.00 plf 28_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) : - _...i11 a " fir `_W.: ^ '°.-'* i .......46... --= 'c - - 1 0' 121 Dead 2207 2207 Live 4350 4350 Uplift 499 479 Total 6557 6557 Bearing: Load Comb #2 • #2 Length 2.34 2.34 LSL, 1.55E, 2325Fb, 3- 1/2x14" Self - weight of 15.31 plf included in loads; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005: Criterion Analysis Value Design Value Analysis /Design Shear fv = 158 Fv' = 310 fv /Fv' = 0.51 Bending( +) fb = 1735 Fb' = 2325 fb /Fb' = 0.75 Live Defl'n 0.25 = 1/573 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 02 = D +L, M = 16527 lbs -ft • Deflection: LC 02 = 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. /42-6311 COMPANY PROJECT f fl WoodWorks® SOFIWARE FOR WOOD DESIGN June 24, 2010 13:09 b14 LC2 Design Check Calculation Sheet Sizer 7.1 LOADS (Ibs, psf, or p18 ) 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 2w68 Live Partial UD 350.0 350.0 9.00 10.50 plf 3 c19 Dead Point 357 9.00 lbs 4 c19 Live Point 1050 9.00 lbs 5 Dead Point 357 3.00 lbs 6 Live Point 1050 3.00 lbs 7 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 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 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 Fu11 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_j46 Dead Partial UD 17.0 17.0 10.50 12.00 plf 26146 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) : ...." m,.- -- +: s - _:. . - .. a " .,..-.- .„,..- r '""'_` �"- - s- , .""`�#r, ? a , -.: ay, : �. ^ z ` :. '�`' � '.....0 ..+ !+R-'- ' -= a ....,., �. y „+!R.a: - - :e- ms s,..., ,.' `�- ,.- i� -,06 , -"r.. - Jue ,, ,-. - '9e,. -.: . - f ir - � „,,,_, c. ^,,, _,..-_,Ii.., _ lr.- ..+ ..R.�.: - =. . - • l0' 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- 1/2x14" Self- weight of 15.31 plf included in loads; Lateral support: top = full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear fv = 158 Fv' = 310 fv /Fv' = 0.51 Bending( +) fb = 1735 Fb' = 2325 fb /Fb' = 0.75 Live Defl'n 0.25 = L/573 0.40 = L/360 0.63 Total Defl'n 0.42 = L/343 0.60 = 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 02 = D +L EI= 1241e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL -BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer: 3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. 4 -C COMPANY PROJECT 1 WoodWorks 1 SOFIWARefOM WOOD DESIGN June 24, 201013:11 b13 LC1 Design Check Calculation Sheet Sizer 7.1 LOADS (Ibs, pst, or pN ) 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 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 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 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 (Ihs1 and BEARING LENGTHS Iinl • fir! -..� N..-..- -.s.. r �°�.►....: ,sic + _..:. I a e1 Dead 2561 3033 Live 6406 3789 Uplift 3098 Total 8968 • 6822 Bearing: Load Comb #4 #3 Length 3.20_ 2.44 LSL, 1.55E, 2325Fb, 3- 112x14" Self - weight of 15.31 plf included in loads; Lateral support: top = full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005: Criterion Analysis Value Design Value Analysis /Design Shear fv = 157 Fv' = 356 fv /Fv' = 0.44 Bending( +) fb = 1295 Fb' = 2674 fb /Fb' = 0.48 Live Defl'n 0.06 = <L/999 0.27 = L/360 0.29 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 pillion - 1.00 - - - - 1.00 - - 3 Shear : LC 03 = 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. . - (-- 3 COMPANY PROJECT 1: WoodWorks° SOFTWARE FOR WOOD DESIGN June 24, 2010 13:11 b13 LC2 Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1 w58 Dead Partial UD 519.0 519.0 0.00 3.00 plf 2 w58 Snow Partial UD 505.0 505.0 0.00 3.00 plf 3 Dead Point 217 5.50 lbs 4 Live Point 668 5.50 lbs 5 Dead Point 518 5.00 lbs 6 Snow Point 778 5.00 lbs 7 Dead Point 573 3.00 lbs 8 Snow Point 942 3.00 lbs 9 Dead Partial UD 593.7 593.7 5.00 8.00 plf 10 w59 Snow Partial UD 735.0 735.0 5.00 8.00 plf 11 )37 Dead Partial UD 100.7 100.7 6.50 8.00 plf 12 j37 Live Partial UD 310.0 310.0 6.50 8.00 plf 13 - j38 Dead Partial UD 81.2 81.2 3.50 6.50 plf 14_j38 Live Partial UD 250.0 250.0 3.50 6.50 plf 15 j39 Dead Partial UD 22.7 22.7 0.00 3.50 plf 16 Live Partial UD 70.0 70.0 0.00 3.50 plf 17 Dead Point 126 3.50 lbs 18 Live Point 389 3.50 lbs 19 Dead Point 225 6.50 lbs 20_ 632 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 (Ibsl and BEARING I FNGTHS (inl : _,-.:4 -n _ -- ..== --•.� _ !'4.. -�r "'a�l- yew...: �...- � - ,r. ��, _ .a... -� �" - ;. .:� • - ▪ a.' - ""'°e- �_ =.- �:....r. ,0 . � ...�..- ,o, - ' Y- -- - • ,- ▪ +r �.��i• c , - , _ {�u pv; Wit^. --- !4�� _ -- 1 - 47 ," - i •.w, --:---"?..'.,:_2.--' mr - -- ...7......-6,_" .. +s.. -.c. �: -R� �., -- I 81 Dead 2561 3033 Live 2699 7496 Uplift 3381 Total 5261 10529 Bearing: Load Comb #3 #4 Length 1.88 3.76 LSL, 1.55E, 2325Fb, 3- 1/2x14" Self- weight of 15.31 plf included in loads; Lateral support: top = full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005: Criterion Analysis Value Design Value Analysis /Design Shear fv = 157 Fv' = 356 fv /Fv' = 0.44 Bending(*) fb = 1295 Fb' = 2674 fb /Fb' = 0.48 Live Defl'n 0.06 = <1.1999 0.27 = 1.1360 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 03 = D +.75(L +S), V = 6822, V design = 5122 lbs Bending( +): LC 03 = 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 -(:-..,-;;;T k s® COMPANY PROJECT ' I WO odV\/o r June 24, 2010 1319 934LC1 SOFTWARE FOR WOOD DESIGN Design Check Calculation Sheet 00er 7.1 LOADS (ms. ps9.m pal Load - Type Dlltrlb0tion Magnitude - Location (ft) Unita Start End Start End 1 062 Deed Partial UO 613.2 613.2 0.00 2.00 pif 2 Snow Partial U0 195.0 095.0 0.00 2.00 pif 3_229 Dead Partial UD 611.5 611.5 1.50 11.00 pif 4 Snow Partial UD 801.2 901.2 1.50 11.00 pif 5 015 Dead Point 1436 11.00 lbs 6 015 Snow Po1nt 2404 11.00 lb. 7 Dead 20100 1399 17.00 100 B-016 Snow Point 2404 17.00 lba 9 Dead Partial UD 611.5 617.5 17.00 13.00 pif 13_064 Snow Partial UD 101.2 901.2 11.00 10.00 pif llc61 Daad Point 622 1.00 lba 1: 061 Snow Paint 1192 1.00 lba 13062 Dead Point 622 4.00 lb. 14 Snow Point 1192 4.00 lba 15 Goad Partial U0 613.2 613.2 2.00 4.00 plf 16 Snow Partial UD 135.0 795.0 2.00 1.00 pif 17 065 Dead Partial UD 611.5 617.5 19.00 20.00 pif 16065 Snow Partial UD 901.2 001.2 11.00 20.00 pif 19 271 Dead Partial UD 613.2 613.2 1.00 7.50 pif 20:271 Snow Partial UD 195.0 795.0 1.00 7.50 pit 21_164 Deed Partial UO 47.1 17.7 11.00 10.00 pif 22_164 Live Partial UD 160.0 160.0 11.00 19.00 pif 23_321 Dead Partial UD 47.7 47.7 1.50 7.50 plf 21729 Llve 2.09101 UD 160.0 160.0 4.50 7.50 pif 25_162 Dead Partial UD 47.7 47.7 1.50 11.00 pif 2662 Live Partial UD 160.0 160.0 1.50 11.00 pif 21 319 Dead Partial UD :20.2 120.2 0.00 2.00 pif 25_140 Live Partial U0 370.0 370.0 0.00 2.00 pif 29_132 Dead Partial UD 120.2 120.2 3.50 4.00 plf 30_332 Live Partial UD 310.0 370.0 3.50 4.00 plf 31_133 Deed Partial DD 020.2 120.2 4.50 7.50 p1f 32_133 Live Partial UD 270.0 370.0 4.50 7.50 pif 33 _134 Dead Partial UD 120.2 120.2 1.50 9.00 plf 34_134 Live Partial UD 170.0 370.0 1.50 9.00 pif 35_335 Dead Partial UD 120.2 120.2 9.00 11.00 pif 36_135 Live Partial U0 170.0 370.0 8.00 11.00 pif 37_347 Dead Partial UD 120.2 120.2 11.00 17.00 plf 31_347 Live Partial UD 310.0 370.0 11.00 17.00 pif 39_167 Dead Partial UD 120.2 120.2 2.00 3.50 plf 40_167 Live Partial 00 370.0 310.0 2.00 3.50 plf 41_149 Dead Partial UD 120.2 120.2 4.00 4.50 pif 42_149 Live Partial UD 310.0 370.0 4.00 4.50 pif 43_363 Dead Partial UD 47.7 47.7 11.00 17.00 plf 41,63 Live Partial UD 160.0 160.0 11.00 11.00 pif 45_363 Dead Partial UD 47.7 4 16.00 20.00 pif 46_165 Live Partial UD 160.0 160.0 19.00 20.00 pif 11_3 Daad Partial UD 47.7 47.7 4.00 4.50 pif 46_166 Live Partial UD 160.0 160.0 4.00 4.50 pif 49_169 Dead Partial UD 120.2 120.2 11.00 19.00 pif 50_368 Live Partial UD 370.0 310.0 11.00 10.00 plf 51 169 Dead Partial 0D 120.2 120.2 16.00 20.00 pif 52_169 Live Partial UD 370.0 370.0 19.70 20.00 plf 53_372 Dead Partial UD 17.7 47.7 2.00 1.00 p11 54_172 Live Part1a1 U0 160.0 160.0 2.00 1.00 pif 55_173 Dead Partial UD 41.7 47.7 0.00 2.00 pif 56_373 Live Partial UD 160.0 160.0 0.00 2.00 pif H] N1nd Point 9950 0.00 lb. Mind Point -5050 4.00 lb. N3 Wind Point 5950 11.00 1b. 04 Wind Po1nt -5850 17.00 lba 05 wind _ Point 5050 _ 20.00 lbn MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : l DOed 9405 1321 Live 12150 12192 Total 19555 19499 Bearing: load Comb 14 11 • Len.th 5.87 5 .95 Glulam -Bal., West Species, 24F -V8 DF, 5- 118x22 -1/2" 5419.95.1449 of 26.55 p9 Included In Aces; Late,al support top. Aa, batlo,n• a =Mods: Analysis vs. Allowable Stress (psi) and Deflection (In) .sb,9 NOS 2093; Criterion 00alvals value Deelen valve A n312217lDaalon 000.0 fv ■ 102 105 iv /l,' ■ 0.60 9ending1.1 fb . 2392 20' ■ 2604 fb /0U' ■ 0.92 Live 0of1'n 0.40 .. 1 /595 0.61 . L /360 0.60 Total Dafl'n 0.94 ■ L/295 1.00 ■ L/240 0.04 ADDITIONAL DATA: FACTORS: F/E CD 09 Ct CL C/ Cfu Cr Cfrt note, 00 1.01 er 265 1.15 1.00 1.00 1.00 1.00 1.00 3 W. 2100 1.15 1.00 1.00 1.000 0.944 1.00 1.00 1.00 1.00 Fop' 650 1.00 1.00 - - - - 1.00 - - E• 1.9 million 1.00 1.00 - - - - 1.00 - - Emin' 0.95 million 1.00 1.00 - 9034: : LC 13 0 0..75(190). '/ ■ 17361. v devign - 13982 102 Bendln9(•): LC 43 . 00.75(1.11], rn ■ 96199 lbs -ft Deflection: LC 43 - 0 EI. 9756006 1b -102 Total Deflection ■ 1.50(Dead Load Deflection) . Live Load Deflection. 1D■2ea4 14112. S ■rnov 0.wind I■1rpact 00000212001100 C1G■ccncontrat901 (A11 LC'. are 11ated in the An yala output) Load c /cbtnat1ons: ICC -I00 DESIGN NOTES: 9. P4aa e verify 0m the d4Nau26eDOabr1 IMO* am.2919 data f«9.10.ppDcatron. 2. (132497 design Tema am Or mslerlaa eadormkg to AITC 117 -2001 end „om,ram.ed in.ecwdvlre ,9M ANSUMTC 4190.1 -1992 3.0161. : NW • .41,01 Noah 4 actual depth. • 4. Galan, Beams dna9 be Meralf supported according 10 Oa proAS0,q of NOS Cerra 3.3 3. S GLULAM: bearing length based on am.4n 08 F4p(le454n). Fcp(cm,pn). COMPANY PROJECT 111 I I %Vo dV\/o r k June 24,20101319 b34 LC2 SOFTWARE FOR WOOD DESIGN Design Check Calculation Sheet Sher 7.1 LOADS ( Ib. ps9, o1 PN ) Load Type Distribution Magnitude Location (ft) Un1ta Start End Start End 1 ..62 Dead Partial UD 613.2 613.2 0.00 2.00 plf w62 01 Partial U0 795.0 795.0 0.00 2.00 pif 1729 Dead Partial UD 617.5 617.5 7.50 11.00 plf 4:w29 Partial UD 901.2 801.2 7.50 11.00 plf 043 5 015 Dead Point 1436 10.00 Its 6_c15 Snow Point 2404 11.00 Ibe c16 Dead Point 1399 17.00 Iba 9 c16 Snow Point 2404 17.00 lbs 9 w64 Dead Partial UD 617.5 617.5 17.00 19.00 plf lO w64 Snow Partial UD 601.2 601.2 17.00 19.00 plf 11 c61 Dead Point 622 7.00 Iba c 12 61 Snow Point 1192 7.00 Its 13c62 Dead Paint 622 4.00 Iba 11 c63 Snow Point 1192 4.00 Iba 15 Dead Partial U0 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 U0 617.5 617.5 19.00 20.00 p11 19 Snow Partial U0 601.2 803.2 19.00 20.00 plf 19_97/ Dead Partial U0 613.2 613.2 7.00 7.50 plf 20_971 Snow Partial 110 795.0 795.0 7.00 7.50 plf 21_164 Dead Partial UD 47.7 47.7 17.00 19.00 plf 22_264 Live Partial UD 160.0 160.0 17.00 18.00 plf 23_328 Dead Partial UD 47.7 47.7 4.50 7.50 plf 24_129 Liva Partial 00 160.0 160.0 4.50 7.50 plf 25 162 Dead Partial UD 47.7 47.7 7.50 11.00 plf 25162 Live Partial U0 160.0 160.0 7.50 11.00 pif 07_349 Dyad Partial UD 120.2 120.2 0.70 2.00 plf 28_140 Live Partial UD 370.0 370.0 0.70 2.00 plf 29_132 Dead Partial UD 120.2 120.2 3.50 4.00 pll 30_132 Live Partial UD 370.0 370.0 3.50 4.00 pll 31_233 'had Partial UD 120.2 120.2 4.50 7.50 plf 32_133 Live Partial UD 370.0 370.0 4.50 7.50 plf 33_134 Dead Partial UD 120.2 120.2 0.50 9.00 p11 34_934 Live Partial UD 370.0 370.0 .0 9.00 plf 35_135 Dead Partial UD 120.2 120.2 9.70 11.00 plf 36_135 Live Partial UD 370.0 370.0 9.00 11.00 plf • 37_147 Dead Partial UD 120.2 120.2 11.00 17.00 pll 39_147 Liva Partial UD 370.0 370.0 11.00 17.00 pll 39_167 Gad Partial U7 120.2 120.2 2.00 3.50 plf 40_161 Dive Partial UD 370.0 310.0 2.00 3.50 plf 41_149 Dead Partial UD 120.2 120.2 4.00 4.50 pll 42_149 Live Partial UD 370.0 370.0 4.00 4.50 plf 43_963 Dead Partial UD 47.7 47.7 11.00 17.00 plf l 44_163 Live Partial U0 160.0 160.0 11.00 17.00 plf l 45 _165 Dead Partial UO 47.7 47.7 19.00 20.00 plf 46_265 Live Partial UD 160.0 160.0 19.00 20.00 plf 41_166 Dyad Partial UO 47.7 47.7 4.00 4.50 plf 46_166 Live Partial V0 160.0 160.0 4.00 4.50 p11 49 169 Dead Partial UD 120.2 120.2 17.00 19.00 plf 50769 live Partial UD 370.0 370.0 17.00 19.03 p21 51_169 Dead Partial 00 120.3 120.2 16.00 20.00 pll 52_169 Live Partial U0 370.0 370.0 19.00 20.00 plf 53_172 Dead Partial 00 47.7 47.7 2.00 4.00 plf 54_3 Live Partial UD 160.0 160.0 2.00 4.00 pll 5 173 Dead Partial UD 47.7 47.7 0.00 2.00 plf 56_173 Live Partial UD 160.0 160.0 0.00 2.00 plf nl Wind Point -5950 0.00 lb. Wind Point 5850 4.00 Iba W3 Wind Point -5850 11.00 lb. 94 Wind Point 5950 17.00 Ibe W5 Wind Paint -5950 20.00 Iba MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : Dead •105 Live 9956 9972 Total 17361 17305 • Bearing: Load Co ), 13 43 Lanath 5.21 5.19 Glulam -Bat., West Species, 24F -V8 DF, 5- 1/8x22 -1/2" Sell-weim6 of 26.55 pM Included in loads; LMma4 support tope 914 b47m• at supports: Analysis vs. Allowable Stress (psi) and Deflection (in) using NOS 2006: Criterion Ana13.18 Value Donlan Value A nalvela /0°°300 shear f': . 1 °.2 Fv' . 305 fv /Fv' . 0.60 Sendingl41 fb . 2312 F17' - 2604 fb /Fb' . 0.92 Live Defl'n 0.41. L/591 0.67. 0.2360 0.61 Total 0af1', 0.84. L/284 1.00. L /240 0.94 ADDITIONAL DATA: FACTORS: F/E c0 G4 Ct CL C/ C1u Cr C1rt I LC4 90' 265 1.15 1.00 1.00 1.00 0.00 1.00 3 00.4 2400 1.15 1.00 1.00 1.000 0.944 1.00 1.00 1.00 1.00 - 3 Fcp' 650 1.00 1.00 - E 1.9 million 1.00 1.00 - - - - 1.00 - - 4 Em0n' 0.95 million 1.00 1.00 - - - - 1.00 - - 4 Shear : V. J3 . 03.1511.01, V . 1 V design 6 13982 Iba Bendingl LC 13 . 0 M . 96199 I191-10 061190010:. LC 14 . D4.7511454W1 El. 9756.06 10-102 Total Deflection . 1.50104ei Load Deflection) 3 Live Load Deflection. (1-dead 1■11va S.rnow C.wind 1.1rpact C.cometruction Cld■concentratell 1011 LC'a are 11.063 15 the Analysis output) Load :0000naticn6. 1CC -120 DESIGN NOTES: 1. Please vefd9 that the default deflection Ends are .ppropt0ta for your appacatbn. 2. Guam design waxer are for 6mte2e7 conlmmYl9I0 ARC 117 -2001 and mv,ulac6red n .00090ance nth ANSUARC A190.1 -1992 3. GLULAM: hide aphid 7,6[00 s adult depth. 4. Mt/ Beano shag be Mere?/ supported 6acud0g tote pmvlsMa of NOS Class 3.3.3. 5. GLULAM: bearing length based on sm409 of Fcp(ietsion). Fcp(ca npn) / c COMPANY PROJECT I %Vo od VVor k s® Jane 2e, 2010 13 20 OJe LC2 SOFTWARE FOR WOOD DESIGN Design Check Calculation Sheet Meer 7.1 LOADS (Rs, Pe. P11 Load Type Distribution Magnitude Location Ift) Unita Start End Start End 1_062 Dead Partial UD 513.2 613.2 0.00 2.00 plf 2 '062 Snow Partial UD 195.0 195.0 0.00 2.00 plf 3_029 Dyad Partial U0 617.5 611.5 1.50 11.00 plf 4 Snow Partial 00 801.2 001.2 1.50 11.00 plf 5 015 Dead Point 1436 11.00 lb. 6_015 Snow Point 2404 11.00 lba 1 bead Point 1389 17.00 lbs 8 016 Snow Point 2401 11.00 lbs 9 061 Dead Partial UD 611.5 617.5 11.00 19.00 plf 10 064 Snow Partial UD 901.2 801.2 11.00 19.00 pit 11061 Dead Point 622 7.00 lb. 12_061 Snow Point 1192 1.00 lb. 3 1_062 Dead Point 622 4.00 lb, 14 Snow Point 1192 4.00 10s 15 Dead Partial UD 613.2 613.2 2.00 4.00 plf 16 063 Snow Partial UD 795.0 195.0 2.00 4.00 plf 17_065 Dead Partial UD 611.5 611.5 18.00 20.00 plf 18 065 Snow Partial UD 801.2 901.2 18.00 20.00 plf 19 w71 Daad Partial U0 613.2 613.2 1.00 1.50 plf 20_w11 Snow Partial 00 195.0 195.0 1.00 1.50 plf 21_064 Dyad Partial 20 47.7 41.7 11.00 10.00 plf 22_164 Live Partial UD 160.0 160.0 17.00 10.00 plf 23_329 Dyad Partial 00 47.1 41.7 4.50 7.50 pit 24J29 Live Partial U0 160.0 160.0 4.50 7.50 plf 25_362 Dead Partial UD 47.7 47.7 1.50 11.00 plf 26 _162 Live Partial UD 160.0 160.0 7.50 11.00 plf 21_148 Dead Partial U0 120.2 120.2 0.00 2.00 plf 28_349 Live Partial UD 310.0 310.0 0.00 2.00 plf 29_132 Deed Partial UD 120.2 120.2 3.50 4.00 pif 30_132 Live Partial U0 310.0 370.0 3.50 4.00 pit 31_333 Dead Partial UD 120.2 120.2 4.50 1.50 plf 32_333 Live Partial UD 310.0 370.0 4.50 7 .50 plf 33_334 Dead Partial UD 120.2 120.2 1 .50 6.00 p2I 34_134 Live Partial UD 370.0 370.0 1.50 0.00 plf 35_535 Dared Partial UD 120.2 120.2 9.00 11.00 plf 36_135 Live Partial UD 310.0 370.0 9.00 11.00 pit 37_141 Dead Partial ID 120.2 120.2 11.00 11.00 plf 39_347 Live Partial UD 370.0 370.0 11.00 11.00 plf 39_167 Dead Partial 00 120.2 120.2 2.00 3.50 plf 40_067 Live Partial UD 370.0 310.0 2.00 3.50 plf 41_149 Dead Partial U0 120.2 120.2 4.00 4.50 pif 42_149 L17, Partial UD 3370.0 210.0 4.00 4.50 plf 43_163 Dread Partial 00 47.1 41.7 11.00 17.00 plf 44_363 Live Partial UD 160.0 160.0 11.00 11.00 plf 45_165 Lead Partial 00 41.7 47.7 10.00 20.00 plf 46_165 L110 Partial U0 160.0 160.0 19.00 20.00 plf 47_166 Lead Partial UD 41.7 47.7 4.00 4.50 pit 48_166 Live Partial UD 160.0 160.0 4.00 1.50 plf 49_169 Lead Partial UD 120.2 120.2 17.00 19.00 plf 50_369 Live Partial UD 310.0 310.0 17.00 10.00 plf 51_169 Lead Partial UD 120.2 120.2 19.00 20.00 plf 51_369 Live Partial UD 370.0 370.0 19.00 20.00 plf 53_372 Lead Partial UD 41.7 17.7 2.36 4.00 pit 54 371 L100 Partial UD 160.0 160.0 2.00 1.00 plf 55.373 E7a0 Partial UD 47.1 47.1 0.00 2.00 plf 56 173 117e Pert /al UD 160.0 160.0 0.00 2.00 plf xl Wind Point -5950 0.00 lb x2 Mind Point 5850 1.00 lbs x3 Mind Point -5950 11.00 lba 114 Wind Point 5050 11.00 lb. 05 Wind Point -5850 20.00 lba • MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (In) : • Ll L1 v Load 2) 5 5s Love 66 9305 Total 1]31761 17305 Bearing: Load Comb 23 19 Length 5.21 5.19 Glulam -BaI., West Species, 24F -V8 DF, 5- 1/8x22 -1/2" Ss lovegh9 of 214.55 2011 Included N loads, Wend support lop fug, butom• el049490.6: Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS2005: Criterion Analv111 Value Donlan Value n / /Oe11an Shear 97' 07 182 Fv' " 305 A 0v /BV' - 0.60 Bending(*) tb - 2392 - 2604 fb /1D' 0.92 LSvo Defl'n 0.41 . L /591 0.61 .67 - L/360 0.61 fatal 0a12'n 0.04 1/294 1.00 " L /240 0.94 ADDITIONAL DATA: • FACTORS) f/E CD CM Ct CL CJ Cfu Cr Cfrt Notoa Cn LC) 90' 265 1.15 1.00 1.00 1.00 1.00 1.00 01'. 2400 1.15 1.00 1.00 1.000 0.944 1.00 1.00 1.00 1.00 - 2 rep' 650 1.00 1.00 - - - - 1.00 - - E' 1.9 011111, 1.00 1.00 - - - - 1.00 - - 4 E01n' 0.95 million 1.00 1.00 - - - - 1.00 - - 4 Shoat : LC f3 - 0..75)1.5), V - 11361, Y dea1gn - 13982 lba 4.770,3)0): LC 43 - 00.75(1.5), N - 86109 lba -ft Deflection: LC 14 - 00.75(105.01 00• 9756,06 lb -1n2 Total 0901.0tion . 1.00)0ea7 Load Defl9ct177) 0 L170 Laad Deflac01an. (0.dead 1.11ve S■ancw 11.wind 1.100.01 C- 0o7at0uctlon CLd.conceotrat,d) (A11 LC'a are listed in the Analysis output) Load co5binat1,,a: IC0 -170 DESIGN NOTES: 1. Please verify that the default deflection fonts are apptaprbte for your app4kNbt 2. Warn design values era for matedab osdormI g to AITC 117 -2001 end manufactured b accordance MID ANSVAITC A190.1 -1992 3. GLULAML End • 04 breadth a actual depth 4. Gh11am Beano shall be laterally supprrled according to the 60900000,5 of 605 Ch.. 3.3.3. 5. GUAM: 0eaN'g length lamed on smeller of Fcp(taobn), Fcprer:0mn). COMPANY PROJECT 1 WoodWorks SOFTWARE FOR 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 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 Dead Point 622 4.00 lbs 15 w63 Dead Partial UD 613.2 613.2 2.00 4.00 plf 17 Dead Partial UD 617.5 617.5 18.00 20.00 plf 19 Dead Partial UD 613.2 613.2 7.00 7.50 plf 21 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 Dead Partial UD 120.2 120.2 7.50 8.00 plf 35 Dead Partial UD 120.2 120.2 8.00 11.00 plf 39 j67 Dead Partial UD 120.2 120.2 2.00 3.50 plf 41 Dead Partial UD 120.2 120.2 4.00 4.50 plf 43 j63 Dead Partial UD 47.7 47.7 11.00 17.00 plf 45 Dead Partial UD 47.7 47.7 18.00 20.00 plf 47 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 511A69 Dead Partial UD 120.2 120.2 18.00 20.00 plf 53 j72 Dead Partial UD 47.7 47.7 2.00 4.00 plf 55 Dead Partial UD 47.7 47.7 0.00 2.00 plf W1 Wind Point 5850 0.00 lbs W2 Wind Point -5850 4.00 lbs W3 Wind Point 5850 11.00 lbs W4 Wind Point -5850 17.00 lbs W5 Wind Point 5850 20.00 lbs MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0' 1 ' 201 Dead 7189 6822 Live 156 302 Total 7238 7018 Bearing: Load Comb #2 02 Length 2.17 2.11 Glulam -Bat., West Species, 24F -V8 DF, 5- 118x22 -112" 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 NOS 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 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. 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 -G)Li I COMPANY PROJECT fl WoodWorks® SOFrWAREFORWOODOEStCN June 24, 2010 13:22 b34 LC2 NO LL Design Check Calculation Sheet Sizer 7.1 LOADS (Ibs, psf, or pif) : 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 pif 5 Dead Point 1436 11.00 lbs 7_c16 Dead Point 1389 17.00 lbs 9 Dead Partial UD 617.5 617.5 17.00 18.00' pif • 11 c61 Dead Point 622 7.00 lbs 13 c62 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 1901 . Dead Partial UD 613.2 613.2 7.00 7.50 plf 21 j64 Dead Partial UD 47.7 47.7 17.00 18.00 pif 23_ j28 Dead Partial UD 47.7 47.7 4.50 7.50 pif 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 pif 31_j 33 Dead Partial UD 120.2 120.2 4.50 7.50 pif 33 j34 Dead Partial UD 120.2 120.2 7.50 8.00 pif 35_j Dead Partial UD 120.2 120.2 8.00 11.00 pif 39_j67 Dead Partial UD 120.2 120.2 2.00 3.50 pif 41 j49 Dead Partial UD 120.2 120.2 4.00 4.50 plf 43_363 Dead Partial UD 47.7 47.7 11.00 17.00 pif 45_j65 Dead Partial UD 47.7 47.7 18.00 20.00 pif 47 j66 Dead Partial UD 47.7 47.7 4.00 4.50 pif 49 j68 Dead Partial UD 120.2 120.2 17.00 18.00 pif 51_j69 Dead Partial UD 120.2 120.2 18.00 20.00 pif 53_j72 Dead Partial UD 47.7 47.7 2.00 4.00 pif 55 j73 Dead Partial UD 47.7 47.7 0.00 2.00 pif . 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 445 Wind Point -5850 20.00 lbs MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : I0 201 Dead 7189 6822 Live Total 7189 6822 Bearing: Load Comb #1 • #1 Length 2.16, 2.05 Giulam -BaI., 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 #1 = D only, V = 7189, V design = 5674 lbs Bending( +): LC 61 = D only, M = 34217 lbs -ft Deflection: LC 01 = D only EI= 8756e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. ' 2. Giulam 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. Giulam 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- (1 - 1 2- Harper Project: • Houf Peterson Client: Job # Righ,ellis Inc • PLANNERS Designer: Date: Pg. # LANDSCAPE ARCH(rEC ts•SURV£YORS W 10- — lb 841•20•ft W = 1600•lb V -- Oest9r\ ft Seismic Forces Site Class =D Design Catagory =D Wp •= W dl 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 : F S S int := Fv -Si 2•S S : - Max EQ, 5% damped, spectral responce acceleration at short period 3 Exterior Elements & Body Of Connections a := 1.0 IZ := 2.5 (Table 13.5 -1, ASCE 7 -05) 4a • z FP := p RP l J •rl + 2 hl Wp EQU. 13.3 -1 Fpmax 1.6•Sd EQU. 13.3 -2 F pmin := .3.S ds' I p -W p EQU. 13.3 -3 F if(F > Fpmax,Fpmax,if(Fp < Fpmin,Fpmin,Fp)) F = 338.5171•lb Miniumum Vertical Force 0.2• S ds • W dl = 225.6781-lb • may, Harper Project: • _ • Houf Peterson Client: Job # Righellis Inc. ENGINEERS. •PLANNERS Designer: Date: Pg. # LANDSCAPE ARCRITEC[S•SURVEYORS W 10 Ib - 8•ft•20.ft Wdl = 1600-lb • ft 2 Seismic Forces. Site Class =D Design Catagory =D wp Wd 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 F S := F 2-S Sds :_ 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 Fpmax:= l.6- S -W EQU. 13.3 -2 F pmin .3 • S ds -l p -W p EQU. 13.3 -3 F if(F > F pmax ,F pmax ,if ( F p <Fpmin,Fpmin, F = 338.5171•lb Miniumum Vertical Force 0.2 • 5 ds -W dl = 225.6781- lb 1--19 0 HP Harper Houf Peterson . COMMUNICATION RECORD Righellis Inc. To 0 FROM 0 MEMO TO FILE 0 VOGINC1/2111 • Pi.■tINVHS 1.,10SC.APE. AtiCHITFCrSv51.,,,i'Vo: PHONE NO.: • PHONE CALL: E MEETING: , . X 13 co rn m . -( • • . . . . . • ' 2 • . • . . 9. ,.. - ....., L' -0 • 71 1 . . . G a li . Ap --4, , i I c 1 . . . • • C..11 _ • (y) •• -0 • . . 3 ---•—, '0 CA —e) ft 6 ••1-1' IL r t . ,' %..." . . .. • - - — - .. . - -- -.. - -- ,_ i r ' ---1 o --- - ()),.. ....... !.. —9 * ...0 44F ■1 ..Z. .. . . 1 . . . . • "k1 6 . . (...•% ....., . . 0 1 —.C. . ,..0 N . • .0 . . . . -4.......t 1 .. N . N . • N. , 7 . . -%. z .) 5 , 1 _ z P e , . r. . r • f . . N. . . . ' 0 DATE: BY: *rtje(0 JOB NO.:1 . PROJECT: RE: De_cYn Ipic)P,m, Cc\-cy 0 0 'v 2,,c., ,w 6. .7. g v . . 2 L . 0 NAckl._ CPCPAC. rry (1La C6MYr$CY x El 6 Li o - ..1 x : . o w 0 Z ■ 0 rt 0. n A Z 0 . LPRC. il—t - • -1- z boafaS) -- 0 YAs 0 . U — '11 „.,__._._.:___-1( _ t • COTPC013 .:: (4) k '\)1_,"F- . . w 1 k u0 /Actual _r.. ti pL....-. 1 .. • 1 1 - ; 1 ; .. 1 :. CD .ic - i ., • • i 1 1 1 0 6 . c-1----- CO pi . ID I " r e 2 'I • T 1 4(5 ", tr. ( --- "({. < 4a7 l00& ---- 3Q°14(vi z g31 4t/Ft. S\Q\pS(..s•C 30544_ x412: e._ 12," 0,c, --'"-* (2)C220 1 * -7 ) --=°-• 440 *• :- 014- /q GLIG . ..-‘ BY: F\ TAX( C76141 DATE: JOB NO.! - - PROJECT: RE: - DecA7-, Poec.2:_cs_a 0 0 w - -J 0 E Z LoP‘v 0 E 1- w O x 1 m . 1' 0 0 N - : a) Q At( 43 ) . 8 0 z w 0 i z ,- 6' ihKi atioo J- 1 < - z 0.._ simcoon 1-10u4 I- D To kr e s k' 5 k:. t f? n-Qk c) 1 2 rLiS" 0 2 O - 4. Z w 0 6 O E Lot I\A,.- aooit (zio" ) . A > i 1 --- B000 4oh/ T- C = 8606 .9,56 4. 9 /- 1+Do4 . 3 1( 0 6 cn 0 , . . tt 114 7 S'! • /q—CeiLri— Harper • Ilouf Peterson . COMMUNICATION RECORD . Righellis Inc. Top FROM El MEMO TO FILE 0 ENGINEERS • PLAIINERS LAnC,S0APF. ARCrilTECTS•SURVETOR: PHONE NO • PHONE CALL: 0 MEETING: 0 ......_..... ............ .... M - 1:1 to f'. al 75 Et "Cf • ..)( 1 I . n ni VI (1) 2 . . . . Q a 1 11 3) [), --- • • gal _ 8 8 0 .... . 03 ...... a 01 3 1 6 -,-;, rs, a y. 1...t ...1), . I S ....4 " . r) t V11 I C:9 1 - • 1 .-..: .z • < \ . • • narper HOUfPeterson COMMUNICATION RECORD Righellis Inc. To ❑ FROM ❑ MEMO TO FILE ❑ EId GINEEIIV • P1A!:::ER:; LA',0 An`CIIITECTS• SU:'VEYUR "— - -- -- ° ° °-- -° PHONE No PHONE CALL: ❑ MEETING: ❑ M - 0 m F. z m ka• o - I § 3 „...R.-"-- ,,__i --„..., __, i„.„ .. 1 . y V v. C I r . t ;, 0 -o 0 0 N I COMPANY PROJECT • 'di Wood Works® SORWARE 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) : ', - ,. .:C . ' - '7' . ::, 7,r "Ii,t; :; , ...'," -, :?'.55.';':',",'" --4 ' ",: 4 .7, ?. / . .7,f,Q " ..... :* F s4.- ', -"_ ." ,:--,'";;"'" r=7 Ti ., -.,":....,'.'-:',.. ',..;-:-. 771 ?:...' [ : '; ' ':...% 7, - i', , ,:.::' , - .f.:-'. i:7,, .... '.5 ':•.:c.. . &i'_ ' ....: ,, :...."..::' ;',..:: ,;-", --,:- : ' -::.:: '. '-- ' : , , .''..:'.-- t. 7 ... '-': -'::::.'":::: '...., ." ; "" ;" ::: I V 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 Of included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005: Criterion Analysis Value Design Value ' .Analysis/Design Shear fv = 19 Fv' . 150 fv/Fv' = 0.13 Bending(+) fb . 405 Pb' = 1048 fb/Fb' = 0.39 Dead Defl'n 0.00 = <L/999 Live Defl'n 0.03 = <L/999 0.17 = L/360 0.20 Total Defl'n 0.03 = <L/999 0.25 . L/240 0.14 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 150 1.00 1.00 1.00 - - - 1.00 1.00 1.00 2 Fb'+ 850 1.00 1.00 1.00 0.949 1.300 '1.00 1.00 1.00 1.00 - 2 Fcp' 405 - 1.00 1.00 - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear : LC #2 = L, V = 104, V design = 103 lbs Bending(+): LC #2 = L, M = 255 lbs-ft Deflection: LC #2 = L EI = 27e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction Lc=concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 1 ..•••" (I cr) ( COMPANY PROJECT , i:li VVoodWorks . SOFIWARE FON WOOD DESIGN June 8, 2009 16:27 Hand Rai12 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) : .F4.4:; ,:-.,,-,-,:‘ 41'-.7 - e-fif, . ..- .■,. ,-. 7: •-• ,■,::-.,:-.•:,-,..,,,,,.... 4:4 7- - i ...L-%:-Z:37-, : :',..........;•.---; ..: - ...i..,:'.: 2 ., - ,..--.;L: . ,.4:,.. ....: : :..*k-..: : :;..:-,.., ..:-- ' ; , - '---: vz-i ' ..' : s':::'' ".$ ' -. :1 - : - .:,r.::":.:;" -,-:' .. f-1".: -..". -. .:- .,.--'::- .i '• ,.':.:- --:.:. - •: ••• -,' 't ' *:.- .:,:,•-•:::"::. ''•-•;,-:-, :. •_,....,":,:,•,.1 .-:•, ,,,,......:, -. ,:!'• .:2" ; , ,;', ,7 - .,! ..... - ... ..:• • ':,;.•::;..,- ?"'S - ,-• •-';':- •'' ....' • ,,•: , - :;,7,;: , , : . 10' 51 Dead Live 125 125 Total 129 129 Bearing: Load Comb #2 #2 Length 0.50* 0.50* Cb 1.00 1.00 *Min. bearing length for beams is 1/2" for exterior supports Lumber-soft; Hem-Fir, No.2, 2x6" Self-weight of 1.7 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 19 Fv' = 150 fv/Fv' = 0.13 Bending(+) fb = 256 Fb' = 1048 fb/Fb' = 0.24 Dead Defl'n 0.00 = <L/999 Live Defl'n 0.03 = <L/999 0.17 = L/360 0.16 Total Defl'n 0.03 = <L/999 0.25 = L/240 0.11 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 150 1.00 1.00 1.00 - - 1.00 1.00 1.00 2 Fb'+ 850 1.00 1.00 1.00 0.949 1.300 1.00 1.00 1.00 1.00 - 2 Fcp' 405 - 1.00 1.00 - - - 1.00 1.00 - E' 1.3 million 1.00 1.00 - - - 1.00 1.00 - 2 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear : LC #2 = L, V = 129, V design = 106 lbs Bending(+): LC #2 = L, M = 162 lbs-ft Deflection: LC #2 = L El . 27e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction Lc=concentrated) (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 ...... ( 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: 8 105 , .. .. 1 49' -6:, • • U.5 1600 L i • • : 600 L . 4� d t uL 619 D - - 619 D 40 -n 1Ul ,. . ' 40'-b' iVV .. y9... ' : : . : . ; -- - - ._ 4i -b y o ' -: - : : :: .. .. :.•S : • • - - 4L-0 yo 1193 1'153 12404 1:::2404 L 4U n: 4 - '. . .; : - : 625 D1059 11439 D: 1394 D _ - V • = Sr n V-1 l 30'-0 • . : . :::' • ua 3151 33 - • 00 . 3 . _ . . SL b • . 58 D: 00 4V - 2:5,3 : : - . : : 315 L . .. .__ - ' - _ 123' - n . } 358 D... a a 100 L ` - «:.. io 74(847 - - 5611 L.- - 756L L -_ : _' z-1.-0-. . b . r b 4!(452 D 5546 D .,13D t y -n. r4 25 ta' b i z :_ ... 6 203 D 5F n n : by . _ . : '966 L .. : : ' -: -- - _ - - . 13 -0 b _ . ' -- 1> --- - : . 1z r 46 D_ iu 0 245 L r . - V -0 n4} 3 D i50 L. 2s n D ' 5 3 �:74 - b.. • 0 599 pr . : . ' 87 L.. ... 87 L. .. - 5 -e ?Y.). 209 LD 8 D' 1963 D ..: . -- 1 963 D - - - : - .154D. (u u E' 4-n - �:b �L 112363 D.. l -b• ""t 78 MD ; 1060: Et u -b .BB18. C CCC ICCC CC CCCCC C CC CCICCCDDDD D DD DtDDD:DD DDDD DD DD C.D'DD DEE E E EEEEEEIEEiE E EEEEEEtEEEEZ 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 Ti !112(2 222 '3:3:3 4A :44',4(4'4 1415(5 - 5 :5 :5 5(5 6(6 B,'6 :6‘6'6E6 61647(i'77.7 -6" VOOT\t'J (n • Lp ;f 0 UT • • it:2._ F 1 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' 040 : • . 9' t us .1 600 Lr : : 1 L.: • 4 f -b { 619D 619D 40 -b b • y9 . 4S-b yf 4'1 -0* yo • 13274 L - 3304 L 0 4 .7153 D : 7072 D :. c - - . -- . - - 00 5 _ .:. • .___ -- `-'-- -. _ - 30 -0 • • a 3 L : �. • 00.- / 358 D a i _o. 00 . L`9 -b' u 315E z/ -t 358 D of 100E ` zo -0. uU 96 D ; . L4 -b • 1 a 74(84 611 L d' f 56 L �u -n • • r 0 � 4!(452 D 5546 D - . , d Fr 5 �9 D y - • • 625 i t 203 D 5 D` 1 n r I - • 5 D: : - i0 o � - 105 - 908 L -- • - - i � : • 307 D br 46D ` _ II b • o 245 L yob „ p 50 L :. � . n .. ( bL 3 74 D b.. b i 3 : 599 - * -b bu 2587 L 587 L b . -a 209 LD 8. D:_41963 963 D m• • 1963 D _ • . ...: . . .. - - . 3 4 - 154 : -i cb .. D LL : _ 725 L 219 D.. ::. --I 78 D7 DD: : : 617 D' D: u -t) BBiB.BBC.CCCCCCCICCCCC CCCCCCCCCC\ C CCDDDDDDDD }DDDCDDDDDDDDDCD \DDDEEE E EEEIEEEIEEiEEtEEEEEE(EEEEZ 0' 2' 4' 6' 8' 10' 12' 14' 1518' 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 T1(12(2 222 4;414414E4 "414515 5:515 • • \-o() i c, Lpi / 4_ F : y_; k Harper Houf Peterson Righellis Inc. Cs. -rent Date: 6/24/2010 1:41 PM I system: English File name: O:UIHPR 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 12 in 1 11 4.2 ft a d i I I 25ft 4 • r x , 4.25 ft L.. : . Pagel rq -- 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) . 644 © 9.00" Bottom reinforcement // to B (zz) : 644 @ 9.00" (Zone 1) Load conditions to be included in design Service loads: SC1 DL S1 DL ` S2 DL +LL S3 DL +0.75LL Design strength loads: DC1 1.4DL • D1 1.4DL D2 1.2DL +1.6LL Loads Condition Axial Mxx Mzz Vx Vz [Kip] [Kip [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 Page2 Lt 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 0.90 Min rebar ratio 0.00180 Development length Axis Pos. Id lhd Dist1 Dist2 [in] [in] [in] [in] zz Bot. 20.11 7.04 19.75 19.75 xx Bot. 20.11 7.04 19.75 19.75 Axis Pos. Condition Mu O *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 I 'I xx Top DC1 0.00 0.00 0.00 0.00 0.000 0.000 I ` 1 xx Bot. D2 13.38 43.06 1.10 1.20 0.918 0.311 I = -I I Shear Factor 0.75 Shear area (plane zz) 3.10 (ft2] Shear area (plane )0x) 2.92 [ft2] Plane Condition • Vu Vc Vu /(4*Vn) [Kip] [Kip] xy D2 8.99 46.09 0.260 I 1 yz D2 8.68 48.88 0.237 I I • Punching shear Perimeter of critical section (b... : 4.67 [ft] Punching shear area 3.31 [ft2] Column Condition Vu Vc Vu /( + *Vn) [Kip] [Kip] column 1 D2 29.25 104.29 0.374 1 .I I Notes Page * Soil under the footing is considered elastic and homogeneous. A linear soil pressure variation is assumed. * The required flexural reinforcement considers at least the minimum reinforcement I design bending moment is calculated at the critical sections located at the support faces * Only rectangular footings with uniform sections and rectangular columns are considered. * The nominal shear strength is calculated in critical sections located at a distance d from the support face " The punching shear strength is calculated in a perimetral section located at a distance d/2 from the support faces * Transverse reinforcement is not considered in footings *Values shown in red are not in compliance with a provision of the code *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 /(4)*Vn) = Shear or punching shear strength ratio. Page4 Beam Shear b0 := 5.5•in (4x4 post) , d := tf – 2.in := 0.85 • b := Width b = 36•in V :_ 4 f p si•b•d V = 16.32-kips 3 Vu := qu r b 2 colt b V = 7.83•kips. < V = 16.32-kips GOOD Two -Way Shear bg := 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 a := 1.0 Vim.= 4 + 8 f si•b•d V, = 48.96-kips C3 3•0c li := 0.2.66• f psi•b•d V = 32.56•kips V q [b – (bc01 + d) V = 15.88-kips < V = 32.56•kips GOOD Flexure r 2 Mu 9u I b – broil (1).b Mu = 4.98-11-kips 2 J 2 A,:= 0.65 2 ,:= b•d S = 0.22241 6 F 54• f psi F = 162.5-psi , M fi := — f = 155.47•psi< F = 162.5-psi GOOD S lJse a 3' -0" x 3' -0" x 10" plain concrete footing eV-3 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 '(cone 150•pef Concrete density "( := 100•pcf Soil density gall 1500•psf Allowable soil bearing pressure COLUMN FOOTING Reaction Totaldi := 2659-lb PdI := Totaldl Total]] := 7756-lb Pll := Total11 Pd := Pdl + Pll P t l = 10415.1b Footing Dimensions t := 10-in Footing thickness Width := 36 -in Footing width A := Width Footing Area clnet gall — tf''Yconc gnet = 1375 - psf Pd Areqd chid Areqd = 7.575.11 < A = 9 -ft GOOD Widthregd A reg d Widthregd = 2.75•ft < Width = 3.00ft GOOD Ultimate Loads 1Z;11,,:= Pd1 + tf A'"(conc P := 1.4•Pd1 + 1.7•P11 P = 18.48 -kips P gu A q = 2.05•ksf Plain Concrete Isolated Square Footing Design: F3 f := 2500-psi Concrete strength f := 6000.0-psi Reinforcing steel strength E : =; 29000•ksi Steel modulus of elasticity Yconc 150•pcf Concrete density Ysoil 1001pcf Soil density g 1500•psf Allowable soil bearing pressure COLUMN FOOTING Reaction Totaldi := 2363-lb Pdl := Totaldi Tota111 := 4575-lb Pp := Totalll Pd := Pdl + P11 Pd = 6938• lb Footing Dimensions t := 10• in Footing thickness Width := 30-in Footing width ,:= Width . Footing Area clnet Gall — tf''(conc gnet = 1375•psf _ Ptl Aiegd (hie A red g = 5.046 ft 2 < A = 6.25 ft GOOD Widthreqd A reg d Widthregd = 2.25-ft < Width = 2.50 ft GOOD Ultimate Loads ,A Pdl + tf'A'"Yconc P„ := 1.4•Pdl + 1.7•Pll P = 12.18•kips P gu := — A A q = 1.95•ksf Beam Shear boot 5.5 in (4x4 post) d := tf — 2-in := 0.85 b := Width b = 30-in • V := � 3 4 • f V„ = 13.6•kips Vu qu'I b 2 col b Vu = 4.97-kips < V = 13.6•kips GOOD Two -Way Shear bs := 5:5 in Short side column width bL := 5.5-in Long side column width b, := 2•(bg + d) + 2-(bL + d) b = 54-in (3 := 1.0 4 + 8 • f -b -d V = 40.8-kips ( 3 ' Pc ) V,,,,, := x• 2.66• f d V = 27.13-kips 2:= qu [b - ( b c0 1 + d) V = 9.71 -kips < Vi = 27.13-kips GOOD Flexure 2 2 J Mu qu' [( — 2 J bcoll 11 b M = 2.54•ft•kips := 0.65 2 S := b 6 S = 0.18541 F := 5.4• f F = 162.5-psi M u f := f = 95.19 -psi < F = 162.5-psi GOOD lJse a 2' -6" x 2' -6" x 10" plain concrete footing I Plain Concrete Isolated Square Footing Design: F4 fe := 2500• psi Concrete strength f := 60000-Psi Reinforcing steel strength E '= 29000•ksi Steel modulus of elasticity Yconc 1507pcf Concrete density Ysoil := IOO.pof Soil density • gall := 1500.psf Allowable soil bearing pressure COLUMN FOOTING Reaction Totaldi :=. 5001-lb Pd1 := Totaldi Totalli := 7639•lb P11 := Totalll Pt] := Pdl + Pii Pd = 12640-lb Footing Dimensions tf := l2•in Footing thickness • Width := 42-in Footing width A := Width Footing Area net := gall — tf'"'Iconc qnet = 1350•psf PtI Areqd := gn et Areqd = 9.363.11 < A = 12.25. 1 GOOD Widthreqd := A reg d Widthreqd = 3.06-ft < Width = 3.50 ft GOOD Ultimate Loads PdI + tf' A''Yconc P := 1.4•1 + 1.7•P11 P = 22.56-kips P qu := — q = 1.84•ksf A Beam Shear bcoi := (4x4 post) d := tf — 2-in := 0.85 b := Width b = 42 -in V := (1:,• f b d V = 23.8-kips 33 Vu qu'I b —2 colt b V = 9.8•kips < V = 23.8-kips. GOOD Two -Way Shear • Short side column width bL':, S:S in Long side column width b := 2•(bs + d) + 2•(bL + d) b = 62 -in (3 := 1.0 V := (- + 8 ) f b d V,= 71.4 -kips 3 3•P V , := x•2.66- f psi•b•d y nmax = 47.48-kips ,X3 = qu'[b — (bcol + (1) V = 19.49 -kips < V, = 47.48 -kips GOOD Flexure 2 Mu qu I b — J bcoll (11 b M = 7.45 -ft -kips 2 J 2 := 0.65 b 2 1:= 6 S = 0.405 -ft • 6 F := 5•t• f psi F = 162.5 -psi M ft := s a f = 127.79 -psi< 'F = 162.5 -psi GOOD 'Use a 3' -6" x 3' -6" x 12" plain concrete footing -7)1 • Plain Concrete Isolated Round Footing Design: f5 f := 3000-psi Concrete strength f := 60000.psi Reinforcing steel strength E := 29000•ksi Steel modulus of elasticity • Yconc 150•pcf Concrete density 'Ysoi1 120.pcf Soil density gall := 1500 -psf Allowable soil bearing pressure TYPICAL FOOTING Reaction Totaldi := 619-lb Pdl:= Totaldi Tota111 := 1600-lb P11 := Totalll Pt1 Pd1 + Pll Pg = 2219• lb Footing Dimensions t := 12-in Footing thickness Dia := 18•in Footing diameter Tr Dia Footing Area 4 clnet gall — tf' Yconc %let = 1350•psf Ptl Areqd — 1.64441 < A = 1.77 ft GOOD cinet Areqd Diareqd := I Areqd 4 Diareqd = 1.45-ft < Dia = 1.50 ft GOOD IT Ultimate Loads AP4th:= PdI + tf•A''Yconc P := 1.4•Pd1 + 1.7•P11 P = 3.96•kips P chi — qu = 2.24•ksf A . 4' \ Beam Shear bco. 3.5• (4x4 post) d := tf — 2•in := 0.85 b := cos(45.deg).Dia b = 12.73•in V,:= 4 f V = 7.901•kips 3 Vu •_ qu r b 2 c011 b V = 0.91 -kips < V = 7.901 -kips GOOD Two -Way Shear bg := 3:5•in Short side column width bL := 3.5•in Long side column width b := 2.(bg + d) + 2.(bL + d) b = 54-in (3 := 1.0 V 44:••( + 8 ). f V = 23.703•kips 3 3•(3 V :_ 2.66 f psi b d V = 15.76•kips ,N yy,:= 9u•[b — (bcol + d) V = —0.31-kips < V = 15.76-kips GOOD Flexure 1 2 j( l Mu qu I b — 2 bcol /I l ).b M = 0.18•ft•kips A,:= 0.65 b d 2 ,:= S = 0.123•ft 6 F := 5 f F 178.01•psi Mu u f = 9.9.psi < F = 178.01•psi GOOD S Use a 18" Dia. x 12" plain concrete footing • fq-T■c4 Plain Concrete Isolated Square Footing Design: F( := 2500-psi Concrete strength fy : . = 60000-psi Reinforcing steel strength E := 29000•ksi Steel modulus of elasticity conc := 150•pcf Concrete density 'Ysoil 100•pcf Soil density g 1500•psf Allowable soil bearing pressure COLUMN FOOTING Reaction Totaldi := 1072-lb Pd1:= Totaldl Tota111:= 13304-lb P11 := Totalll Pt1:= Pdl + P11 Pti = 20376-lb Footing Dimensions t := 15• in Footing thickness Width := 48-in Footing width • A:= Width Footing Area net gall — tf• gnet = 1313•psf Ptl Areqd — 15.52541 < A = 16.11 GOOD tlnet Areqd — Widthregd A reg d Widthregd = 3.94-ft < Width = 4.00 ft GOOD Ultimate Loads •= Pd1 + tf'A•'Yconc P := 1.4•Pdl + 1.7•P11 P„ = 36.72-kips P qu A qu = 2.29•ksf \S". Beam Shear bcol 5.5•in (4x4 post) d := t• — 2•in := 0.85 b := Width b = 48•in • V„ := 03.- • f psi b d V„ = 35.36•kips 3 V qu rb — 2 colt 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 13, := 2•(bs + d) + 2•(bL + d) b = 74•in pc := 1.0 + 8 l• f psi•b•d V 106.08-kips 3 3•(3 V := 2.66 f psi b d V = 70.54-kips q,; [b2 — kbco1 + d) V = 31.26•kips < V = 70.54.kips GOOD Flexure 2 Mu •- qu r b - bcol� ( 1 1 b M = 1439 •ft kips I ` 2 2 J A:= 0.65 := 2 b d S = 0.782• ft 6 F := 5•c• f psi F = 162.5•psi M u f := s f = 127.75•psi< F = 162.5•psi GOOD Ose a 4' -0" x 4' -0" x 15" plain concrete footing I Plain Concrete Isolated Square Footing Design: F7 f := 2500-psi Concrete strength fy := 60000-psi Reinforcing steel strength E := 29000•ksi Steel modulus of elasticity 'Ycone := 150 "pcf Concrete density 'Ysod := 100•pcf Soil density gall 1500•psf Allowable soil bearing pressure COLUMN FOOTING Reaction Totaldt := 1200-lb Pdl := Totaldi Total11 := 3200-lb P11:= Totalll Ptl := Pdl + P11 Pti = 4400 -lb Footing Dimensions tf := l0 -in Footing thickness Width •24-in Footing width • A Width Footing Area gnet gall — tf''Yconc net = 1375•psf P Areqd := — A — 3.2 ft < A = 4 • ft GOOD clnet regd Widthreqd A Widthreqd = 1.79•ft_ < Width = 2.00 ft GOOD Ultimate Loads = Pd1 + tf'A''Yconc P := 1.4•Pd1 + 1.7•P11 P = 7.82-kips P gu := A q = 1.96 -ksf 1 Beam Shear • 1‘3 := 5:54n (4x4 post) d := tg — 2-in (I) := 0.85 b := Width b = 24-in V := cb 4 • f V„ = 10.88-kips 3 Vu •= qu ( 2 colt b Vu = 3.01-kips < V = 10.88 -kips . GOOD Two -Way Shear b := 55•in Short side column width Long side column width b 2•(bs + d) + 2•(bL+ d) b .54•in f3 =1.0 A VM= cb(- + 8 - f V = 32.64•kips 3 3•ac Vnmax := 0.2.66• f psi•b•d Vnmax = 21.71•kips := q [b — (bcol + d) V = 5.35-kips < Vnmax = 21.71-kips GOOD Flexure 2 b - bcolJ 1 Mu := 9u 2 b M = 1.16 -ft -kips ,:= 0.65 d 2 := S= 0.148.11 6 F := 5•4:1) f psi F = 162.5-psi M u f := f = 54.45-psi < F = 162.5-psi GOOD 'Use a 2' -0" x 2' -0" x 10" plain concrete footing 6\3 ,,..-: b ., ‘, ,,, O p : Po - AR - w Z cl 774 , "z' • -1z94 �21 J s 7 1 Qfim °o = Vv9 — = v,uu - ,cZ t ) ( s . , - ) ( X s' ..-) _ 1� -era - . sle -v '0 v ���• 9 t scy r.)..) * I so °'e.e W 9 4 n _ " 01k -A (zJc9c..' e + Sze' t1 4-i tt".1 =a 4Jsc`e'b — ( s'9S-tele = bIW = %x c 1 rem c..' 4 cst - el) ,e)ce <I ►'( = -13) W ► m ❑ 1J ' enV = Z T Q `e)cer., ` e 4 < -sZ' b)ql c.' t' -+ ct 1 XZZ) (,5' �"}cS' t X®; t 0) = w a A J i S'QS = n Ok, \i t. \ \4 \ \'S -- "V 3 v ` 3 1 .AolJ rli. .J.a 1 a' T D let le z A = m -�a. y t y � e7 q z 0 ■ 1 1'1 1 1>`'/ n O n „ O : ❑ m 1 + 3 0 a / ^��p kl H Z pool -+U9 &i - d _pu :3a ,skelx +t -)- ,gxi'eLe Vou4o0j, do Q b0 N ! oN eor 0 1 ae — 9 :31v0 ).\1\1\ci "9 ' BentLe , Harper Houf Peterson Righellis Inc. Current Date: 6/22/2010 10:43 AM Units system: English File name: O:\HHPR Projects \CEN - Centex Homes 1309) \CEN - Plans \CEN -090 Summer Creek Townhomes \calcs \Unit A \foundations\Front Load 2.etz\ M33 =51.9 [Kip'ft] M33 =12.19 [Kip`ft] • Mcments LC\ fi,F20 Y n 1 L y 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) \CEN - Plans \CEN -090 Summer Creek Townhomes \calcs\Unit A \foundations\Front Load.etz\ UIJ IT P - --- 'M33 =25.66 [wP'ftl • M33= -30.27 [Kip'ft] Y Men LC Z - V = 3 1 BY A M DATE: r D.0 0 JOB NO c 0 OF PROJECT: 5-1:6 - ook3 i". v sty_ RE: UN 1 T A - ReR9- l,oc�� a���� ?� gi` b A 0 0 3o.4IE 30.4 ki4 LdE- 9.153 4.63 rT o Z W O aa' L f ' 1 O Check- Over -Fu r'rI rig 7 MO 7.- 30, t 30,414 (a, - 16? ) Cab. 11L I?) kFE 0 MR, = ( 1s(►) - 1- ,1s3(a z W k/Me : 1,qb )tic Z ao.9.ob ° Im, ao,go G (ao,go(.s,s (0) 1.1q5 Calaa') = ao,coL _ 6(2.O,ctOt.'\Cs 4s(...) mr n < 0 o -nno,x -- 4 Cam _ 4(a0 , qt(, y� 3 L(3 - ) 3( as -a (s•s()) q �xa = x vo 1(1 -F22- 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'ft] M33= -45.06 [Kip'ft] Y � Mrrks L \ n ay ,BtLe, 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 \talcs \Unit A \foundations \Rear Load 2.etz\ M33 =41.88 [KipIt) • • M33= -46.37 [Kip•ft] • MGmeX\ LC2 __SPZ,3_ _ . „ _ _ . • - • - I 2, T! ••;/•• ;',e; - , 5 — • trg 0 ' • • )1 CD (4404 OCI C421 a 0 1"61 < h S ° C- C Co i 00 3. C ) • - : 0 A - 000 0 6'0 - • • ( KM W r I 15E1 oEr)ca Cc00 fir) '0 = . 1 9 - i h /ao - -zst/ S VI, A-L k..Ae obfro OQ - ,( - ii - cx.,060cos - i coo0 4rito pc) A l -1(.\4 'D • q3 aerVe z IOC+ o • (+ q 0/(690 • o - 1 - r* a r4-1- E - tit ' 0 ----s V 'To - al , 1• cl) Pljj_ • 0 • 3 3 Ce i 1 P 1 V S2. • (.1i 5 vun • - 0 M Z ' m 0 r 0 • r7, kj = 0 . „Zi Y■ 1 X clWR003 J'Pa 3 103 COLIcl - - AO Q (). N :.0. .or QIQC By DATE: JOB NO.: OF PROJECT RE VcsaCA ‘013. a tOID - CI El g C x L 1 --t - y. 1b 11 o L 1 e'' 4 2 5i .°\__ +., Ad-- V Li -i 6 03 .t.1 4 14 0 . - . 2 ft a. Z MINN" = , V(\ t V Pi - ' b — .• F- 0 • '3r \ C ---, - 40.0 4 at 2 D 2 MN -= 00 C \ 0 P\ •S 2 o a.: Pisv. io.ce,V..b. 0 otc, A o w,,, 1- '3 Sc k„ s ...-: .. 04 x_ , 41 tet2." , ) - . 0 • .,,, ,... z _, v), to \to Voopw u(o.6)(43ao0C4 1..ra IQ El 6 \ e el • O x 0 lAYN = 0 A 0 (0$ 1,2 z., ) - trt.) (.1 -tit s e di oic„ A. k_Ley to • c ti , . 1 4 s om, ,-. 0 ,qo C_A - D.L.4.%17.. - :- - - -- A.L_azintsk._Ci: 2 )3) = 6 1 4.'4 ) SI ,' . 0 V- - 1 - m -t:r e a ;-- •( e 6 F OM . = 4■0 ul = . 0) • ,... t. ,, 5 g 7 ,7, 1 , ::, ‘ rrat-iNen, 1 0 „ • .1 ..; >c3n1 a x.-... ( 0,q.bs'I(.0,coct /0 (3= — 0. q • 0 mn ,---- 0 ,q0(orfteX4o t omi) ( Ls -. 07461 5 Cq.c ..• , Ok BY: j\N\C DATE: D 1 JOB NO.: .... /� _ OF LI ". PROJECT: b'x3 1.2.5' RE: Jr\ A — Init.. 5W ❑ ❑ W aL.o st W s.a \, � • Luc. J CC' La o W Via ---- ,i). I- a ► a' -- -4 . U Z W O a Z Check.Overfir Y\9 O W\or = ■L03 1C-.C M(2...,= ( 61 `5 l,(LL((). 4. (14L 2 1 C blo, tso Ct ,s C5)(#) 4-5 , , 00) +- I , LL C.) = s 12 U ❑ M9.. _ 41, _ 1.1 1 > 1,S .'. 0Y-- 2 . Z MOT — a� , 03 El a X_ _ Mi 4 4tAL- C,,o3 = 1- aclo\Ft✓ e.= 1 et S4 t 4.1,b1. 3 LC3 -2e.' 3(C -a(a �o�)) Co ShG�-i t twin 1GU6 kvg. use S i� e�-t r Otte (4-an;r)3 1 . i 5' Mot a �� ` 0 n a , NML _ 4-3.2 2) a -(1,LL +3.2)(0 fi 4 DL s k 5c +- . q- Ba L 4-Li D ! - `` $-, a Mt.Z _. (s,2 i- 3.aY(0) 4 (I, (o (,1 3.2)(Z) Li o 1 - OP s,a 3 6 60,12 4 4 4�a -= l <M>_ ict 1 (. Los") �-�-s,a l +-Lt. DL x b L-- - 1 , " I - a ! 0 54-d. foo - n s 13 e o\(. i F- S \1 n.y = :o ft \ 'rj _ 3a.' + 3DL Me_— (1-G,W0 i ))1- 1,SM 1,5(21.03) ;2,}+3D_ C)\--= a.115 K- ,-_-°° (:,,C;1- long x ac1v x r 15" ,_ — .aso . --- 1- 4 (, .yL fi-3m —a�.v_ = a�.S� _1, -�- F�. (o.ast-s.2+3,l- s,(L -3l) i5,51 e_______ t,22. q- s 4(ts,s1� _ aeqo Me) 3C2�(L-2(1,22 4 --Va'!' BY f\c\\\ (.......,„ DATE: L 30 t 0 Joe No.: c " ____ OF PROJECT: RE: 0\ ...,i . y .„ ),...x t ( 0 0 . - - - z , . "\ 0 ) (..c. -xasf L. x \s" v: 0 . F. . o 2 e x. _ 1 . \.it t Li 0 z , -17- a .35 \ z x a_ • 3(2.1 C( ) a = 46,t/(2 I S(• — =. izco ezr u Li _ Z 2 0 ft> VW) 1054 I irj 2 O - cr 0 IL Z w 0 6 0 . I- CL = - ' 00 t i.. ., . a.) 1-1 ,,-... 0 .4 1 0 .5 • ;"= '.= g-p:C-71) n es, f3entlev 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 [KipIt] • • M33=-17.88 [Kip' ft] Y X • MeMeia Bentley Harper Houf Peterson Righellis Inc. Current Date: 6/22/2010 10:42 AM Units system: English File name: O:\HHPR Projects \CEN - Centex Homes (309) \CEN - Plans \CEN -090 Summer Creek Townhomes \calcs \Unit A \foundations\Interior.etz\ • M33 =32.26 [Kip'ft] • M33= -9.27 [Kip'ftj x Momen � - s L CZ /4—f30 ACI 318- 05.Appendix D 1.0" Diameter Bar Capacity at Portal Frame Concrete Breakout Strength Stem Wall Capacity when govern by 3 edges Foundation Capacity Givens Givens fc = 3000 psi fc = 3000 psi hi = 3.50 inches h = . 12.00 inches (into the Fc Stem =;; 8:00 ` inches Note: hef above is the the embedment into or c = 5.25 inches the foundation and does not consider stem WE Fnd Width = 36.00 inches c = 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 4. = 0.75 strength reduction fact' Calculations Calculations ANc = 68 in` AN = 1296 in` A = 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 N = 55,121 pounds 4)Ncb = 3,299 pounds 4Ncb = 41,341 pounds Combined Capacity of Stem Wall and Foundation �Ncb = 44,640 0.754N = 33,480 _- x a , 0 E y b (71 N 0 moo• L.4U < clb'Oe c C. .2 0 (000 Kr 0)0 b' 0 ° W O) z a 1 0 ( � 'q/ (OCIC)`0'�)�Gbc.' 0 = b ° o S i vct /, of L) j 11 -b44- (I) Cr'U1 -10 9i1 gS °1 - z - Z1)�000 ` 0 = PJ Z soh' o r• b0-h ° 0 • 9E. coog Ca'p X 7 �(oOo O17 s 0 Z N�baS'n =sA ,,ZI a 4 �-C') raj_ Z ? — T) ` - m o n A n o x I S X ig ° 3 0 • (,,1 A 'Ye' e = )(Now. 0 W ❑ ❑ �3a 103road O o O f) o� i0 � • : ON BOf 01 / �31Vp �A9 1 Concrete Side Face Blow Out Givens Abts = 2.15 in' fc = 3000 psi cmin = 18.00 inches = 0.75 strength reduction factor Calculations N = 231,191 pounds 4)Nsb = 173,393 pounds Concrete Pullout Strength Givens Abis = 2.15 in' ft = 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, DNS = 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 -73°7 BY: DATE. — ' JOB 'J.. OF PROJECT: RE: S \-Cm Wa - COC lny 0 ID j 0 e. Sides 0P boi Ideno Z 0 w tL ° aSF t C tt ); 300 91..c .J» 2 ❑ $ cL(2levels>(13 s ) = a CAD ?Lc floor• 0 4 o►N Gsopc� X'I -0 eltz): 333 p t. ste z ( tSO?cv)(w ) — 100w PL-r: __;: w $ rw --i X a Z LL o 65c0(.2 65c0(.2 levels ")(.4 -O tsf.)::: Lilo P._F .stoor- O 2 Total load. - 19-8 I } wow 't f-' . 2 Mx% S'o p =. ks psF = tsvopcp • w 0 1 + (CO - tSOOW W- - cu= 1O0C1C x lS. CI f 0 u_ Z ❑ o e rear ii, Niemk.. oC- bpi Id‘y \op O = r a DLp asCa.) =. 'Zoo pc.F u.x&tt (qx2 tevets)C 1. ,r,?sF a34 Per r Ioo 4o►N (►soF'hrz = 333 yr s ( 4.50 w) = MOW P 1 (ta I+ psF) 0(,:, jt..F COI P LL: ( 2..)(4k.) -. I-20 9 Lc Ctt >C2s) z 4-S0 Pt_• 46 if; 5, TL d W3(4-3 +- 1 00 lki o a3u3 i- toow s isoOcu x a w,,,,I.L1- ' 2,1‘N @Lri\► Pr :› So e_ c s, P rntyl... loci` tOC L s TL: \ - .ZIc1 \- k00uJ W = 1.00 ..<< os-e 1St Park\. wcAA ■ o .. o asCr2 >C2) = (20O pa- wall ( f25)(2. x (-3 = Lit la pl.F S loo 4o►►.)(1sOKF`)C'1tz)( _ 333pLF 51-ern NizX1 u))' lOo w LL o C6 >L400C2.) = \ZY:0 ?Lc' twr TL : a6a9 !OO W W = I ( 2) - Y4 - 23t use a4 in)