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Specifications (4) 11v S T2vio - (1311-I 1 ► `7 :3 17 r7 111 Structural Calculations for Full Lateral & Gravity Analysis of Plan A 1460 RECEIVED Summer Creek Townhomes SEP 2 3 2010 Tigard, OR CITY OF TIGARD BUILDING DIVISION 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 0 ,t Harper Houf Peterson Righellis Inc.. ENGI,CERS.PLAN4CRS LAN334AVL .NRC..1TECT9.GURVLYONS 205 SE Spokane St. Suite 200 o Portland, OR 97202 • [P] 503.221.1131 0 [F] 503.221.1171 1 104 Main St. Suite 100 o Vancouver, WA 98660 e [P] 360.450.1 141 e [F] 360.750.1 141 1133 NW Wall St. Suite 201 o Bend, OR 97701 0 [P] 541.318.1 161 • [F] 541.318.1 141 Design Criteria Project Scope: Full lateral & Gravity Analysis of Unit A Design Specifications: Wind Design: Basic Wind Speed (mph): 100 From Building Authority Exposure: B From Building Authority Importance, lW: 1 2006 IBC / 2007 OSSC Occupancy Category: II Residential Earthquake Design: Seismic Design Category: D From Building Authority Site Class: D Assumed, ASCE 7 -05 Ch. 20 Importance, IE: 1 ASCE 7 -05 Table 11.5-1 Ss: 0.942 USGS Spectral Response Map S1: 0.339 USGS Spectral Response Map Dead Load: Floor: 13 psf Wall: 12 psf Wood Roof: 15 psf Live Load: Roof: 25 psf Snow Floor: 40 psf Residential Floor Materials and Design Data: Materials: Concrete Compressive Strength, f' c: 3000 psi Foundations & Slab on Grade Concrete Unit Weight, yc: 145 pcf Steel Reinforcement Yield Strength, f 60,000 psi Wood Studs (Wall Studs): Hem -Fir #2 2x & 4x Wood Beams & Posts: DF -L #2 6x & Greater Wood Beams & Posts: DF-L#1 Glulam Beams: 24F -V4 PSL Beams: Fb =2,900 psi, FV= 328psi, E =2.0 Million TS /LSL Beams: Fb =2325 psi, FV= 460psi, E =1.55 Million Design Assumptions 1. Allowable soil bearing pressure (qa) : 1500 psf Assumed 2. All manufactured trusses, joists, and flush beams u.n.o. shall be designed by others. Structural Analysis Software Used: Mathcad 11 Microsoft Excel 2000 WoodWorks - Sizer version 2002 Bently RAM Advanse Harper Project: SUMMERCREEK TOWNHOMES UNIT A Hp: Houf Peterson. Client: PULTE GROUP Job # CEN -090 Righellis Inc. ENGINEERS • PLANNERS Designer: AMC Date: Pg. # LANDSCAPE ARCNITEC rB• SURVEYORS DESIGN CRITERIA 2007 Oregon Structural Specialty Code & ASCE 7 -05 Roof Dead Load RFR:= 2.5.psf Framing RPL := 1.5-psf Plywood RRF := 5•psf Roofing RME := 1.5-psf Mech & Elec RMS := 1 -psf Misc RCG := 2.5.psf Ceiling RIN := 1 .psf Insulation RDL = 15-psf Floor Dead Load FFR := 3.psf Framing FPL := 4.psf Sheathing FME := 1.5.psf Mech & Elec FMS := 1.5•psf Misc FIN := .5•psf Finish & Insulation FCLG := 2.5.psf Ceiling • FDL = 13.psf Wall Dead Load WOOD EX Wall := 12• psf INT_Wall := 10- psf Roof Live Load RLL := 25-psf Floor Live Load FLL := 40•psf M- L 1 Harper Project: SUMMERCREEK TOWNHOMES UNIT A HP t Houf Peterson Client: PULTE GROUP Job # CEN -090 Righellis Inc. ENGINEERS • PLANNERS Designer: AMC Date: Pg. # LANDSCAPE ARCHITECTS•SURVEYORS Transverse Seismic Forces Site Class = D Design Catagory = D Building Occupancy Category: II Weight of Structure In Transverse Direction Roof Weight Roof. Area := 843 •ft ?• 1.12 RFwr := RDL•Roof Area RFgr1• = 14162.16 Floor Weight Floor_Area2 := 647• ft FLRWT2nd := FDL•F1oor Area2nd FLRgr1 = 8411• lb Floor Area3id := 652•ft FLRW1 FDL•Floor Area3rd FLRWT3rd = 8476-lb Wall Weight EX Wall Area := (2203)•ft INT_ Wall Area: (906)•ft WALL := EX_Wall + INT Wall WALLw-r = 35496•1b WTTOTAL = 66545 lb Equivalent Lateral Force Procedure(12.8, ASCE 7 -05) h := 32 Mean Height Of Roof 1 := 1 Component Importance Factor (11.5, ASCE 7 -05) A,: 6.5 Responce Modification Factor (Table 12.2 -1, ASCE 7 -05) C := .02 Building Period Coefficient (Table 12.8 -2, ASCE 7 -05) x := 35 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 Vet -based site coefficient @ 1 s- period (Table 11.4 -2, ASCE 7 -05) -,. Harper Project: SUMMERCREEK TOWNHOMES UNIT A HP :• Houf Peterson Client: PULTE GROUP Job # CEN -090 .' Righellis Inc. ' ENGINEERS • PLANNERS Designer: AMC Date: Pg. # LANDSCAPE ARC YI TEC TO •SURVEVGRS S MS Fa SMs = 1.058 (EQU 11.4 -1, ASCE 7 -05) 2 - SMS Sd := 3 Sds = 0.705 (EQU 11.4 -3, ASCE 7 -05) S := F S1 SM1 = 0.584 (EQU 11.4 -2, ASCE 7 -05) 2 •SMl Shc := 3 Sdl = 0.389 (EQU 11.4 -4, ASCE 7 -05) Cst := Sds Cst = 0.108 (EQU 12.8 -2, ASCE 7 -05) R ...need not exceed... Cs — Shc • le Cs = 0.223 (EQU 12.8 -3, ASCE 7 -05) max : •— ,I. R max a ...and shall not be less then... C1 := if(0.044•Sd <0.01,0.01,0.044•Sd C2 := if Si S1 < 0.6,0.01, •S1•Ie1 (EQU 12.8 -5 &6, ASCE 7 -05) l R J Csmin := if (CI > C2,C1,C2) Csmin = 0.031 Cs := if (Cst < Cs < Csmax, Cst, Csm Cs = 0.108 := Cs•WTTOTAL V = 72201b (EQU 12.8 -1, ASCE 7 -05) E := V -0.7 E = 5054 1b (Allowable Stress) / (3 Harper Project: SUMMERCREEK TOWNHOMES UNIT A II Houf Peterson Client: PULTE GROUP Job # CEN -090 Righellis Inc. ENGINEERS • PLANNER, Designer: AMC Date: Pg. # LANDSCAPE ARCHITECTS• RVRVEVORS 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 a2 — 4 ft (Fig 6 -2 note 10, ASCE 7 -05) or S .4•h 2•ft a2 = 25.6ft but not Tess than... Amin 3 2 ft a = 6 ft Wind Pressure (Figure 6 -2, ASCE 7 -05) Horizontal PnetzoneA 19.9•psf PnetzoneB 3.2.psf PnetzoneC 14.4•psf PnetzoneD. = 3.31psf Vertical PnetzoneE = — 8.8.psf PnetzoneF := — I2•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 PH = 3.2•psf Roof HWC PC := PnetioneC'Iw'X PC = 14.4•psf Wall Typical PD := PnetzoneD'Iw•X PD = 3.3•psf Roof Typical PE := PnetzoneE'Iw'X PE = — 8.8•psf PF := PnetzoneF'Iw'X PF = — 12•psf PG := PnetzoneG'Iw'X PG = — 6.4•psf PH := PnetzoneH' lw' X PH = — 9.7.psf Harper Project: SUMMERCREEK TOWNHOMES UNIT A Houf Peterson C lient: PULTE GROUP Job # CEN -090 Righellis Inc. ENGINEERS • PLANNERS Designer: AMC Date: Pg. # LANDSCAPE ARCk.TEC TS•SURVEY ORS Determine Wind Sail In Transverse Direction WSAILZoneA (41 +: + 29)-ft WSAII -ZoneB (19 +.0 ± 23).ft 'WSAILZonec '(39.1 + 307 + 272)41 WSAILZoneD : =- (0 + 0 + 5)•ft WA := WSAILZoneA'PA WA = 25671b WB := WSAILZoneB'PB WB = 134 lb WC WSAILZoneC'PC WC = 13968 Ib WD WSAILZoneDTD WD = 161b Wind_Force := WA + WB + WC + WD Wind_Force := 10•psf•(WSAILZ + WSAILZoneB + WSAILZoneC + WSAILZoneD) Wind_Force = 16686 Ib Wind Force = 11460 Ib • WSAILZoneE := 944$2 W SAILZoneF 108.11 WSAILZoneG 320•$2 WSAILZoneB := 320 • ft WE := WSAILZoneE'PE WE = —8271b ' WF WSAILzoneF'PF 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 Upliftnet = 12121b (Positive number...no net uplift) DO NOT USE ROOF DEAD LOAD FOR SHEARWALL HOLDDOWN CALCULATION 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•SNRVEYORS 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 F := RDL•Roof Area RFw-r = 14162.1b Floor Weight Floor Area2nd = 647 ft ,bcoc= FDL•Floor Area2nd FLRw -u = 8411•Ib Floor_Area3 = 652 ft • ,vxa1bGt w= FDL•Floor Area3rd FLRVVr3 = 8476•1b Wall Weight _ (2203)•ft2 INT Wall Area = 906 ft ti attioGTr`:= EX_Wal1 + INT Wall WALLWT = 354961b WTTOTAL = 66545 lb Equivalent Lateral Force Procedure(12.8, ASCE 7 -05) h = 32 Mean Height Of Roof le = 1 Component Importance Factor (11.5, ASCE 7 -05) A,:= 6.5 Responce Modification Factor (Table 12.2 -1, ASCE 7 -05) C = 0.02 Building Period Coefficient (Table 12.8 -2, ASCE 7 -05) x = 0.75 Building Period Coefficient (Table 12.8 -2, ASCE 7 -05) Period C T = 0.27 < 0.5 (EQU 12.8 -7, ASCE 7 -05) St = 0.339 Max EQ, 5% damped, spectral responce acceleration of 1 sec. (Chapter 22, ASCE 7- 05)...or S = 0.942 Max EQ, 5% damped, spectral responce acceleration at short period From Figures 1613.5 (1) &(2) F = 1.123 Acc -based site coefficient @ .3 s- period (Table 11.4 -1, ASCE 7 -05) F, = 1.722 Vel -based site coefficient @ 1 s- period (Table 11.4 -2, ASCE 7 -05) /— Le) Harper Project: SUMMERCREEK TOWNHOMES UNIT A HP Houf Peterson. Client: PULTE GROUP Job # CEN -090 Righellis Inc. - - -- ENGINEERS • PLANNERS - Designer: AMC Date: Pg. # LANDSCAPE ARCr3I TECTS•SUR VC YORE Aus F -S SMs = 1.058 (EQU 11.4 -1, ASCE 7 -05) 2 •SMS Sd = 0.705 (EQU 11.4 -3, ASCE 7 -05) 3 144 F Si SMl = 0.584 (EQU 11.4 -2, ASCE 7 -05) 2 - SM1 5 := 3 Shc = 0.389 (EQU 11.4 -4, ASCE 7 -05) S R Ie Cst = 0.108 (EQU 12.8 -2, ASCE 7 -05) ...need not exceed... s _ Shc'Ie Csmax = 0.223 (EQU 12.8 -3, ASCE 7 -05) T a -R ...and shall not be less then... Cam:= if(0.044•Sd <0.01,0.01,0.044- Sd r 0.5•S1•Ie (EQU 12.8 -5 &6, ASCE 7 -05) ,:= if(Si <0.6,0.01, / R := if (CI > C2,CI,C2) Csmin = 0.031 C := if (Cst < Cs Cs if (Cst < Csm,, , Cst, Cs Cs = 0.108 N V := Cs- WTTOTAL V = 72201b (EQU 12.8 -1, ASCE A V N := V•0.7 E = 50541b (Allowable Stress) Harper Project: SUMMERCREEK TOWNHOMES UNIT A e Houf Peterson Client: PULTE GROUP Job # CEN -090 Righellis Inc. ENGINEERS • PLANNERS Designer: AMC Date: Pg. # LANOECSVE ARC NITECTS• SUR':EYORS 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 a2 — 4 ft (Fig 6 -2 note 10, ASCE 7 -05) or ;= .4.h 2•ft a2 = 25.6 ft but not less than... „Anioi:= 3.2•ft 6 ft a = Wind Pressure (Figure 6 -2, ASCE 7 -05) Horizontal PnetzoneA = 19.9•psf PnetzoneB = 3.21psf PnetzoneC = 14.4•psf PnetzoneD = 3.3•psf Vertical PnetzoneE = —8.8•psf PnetzoneF = —12 -psf PnetzoneG = — 6.4•psf PnetzoneH = — 9.7•psf Basic Wind Force := PnetzoneA'IWX PA = 19.9•psf Wall HWC ,K41,,:= PnetzoneB'IWX PB = 3.2•psf Roof HWC &.,:= PnetzoneC'Iw'X PC = 14.4 -psf Wall Typical SD A := PnetioneD' I re; X PD = 3.3•psf Roof Typical = PnetZOneE'lw'X PE = — 8.8•psf A:= PnetzoneF'Iw'X PF = — 12•psf := PnetzoneG'Iw'X PG = -6.4 -psf Pte:= PnetzoneH'Iw'X PH =- 9.7•psf g—Lce) . Harper Project: SUMMERCREEK TOWNHOMES UNIT A P.:• Houf Peterson Client: PULTE GROUP Job # CEN -090 Righellis Inc. AMC ��- ENGINEERS • PLANNERS _ - -- Designer: AM Date: Pg. # LANDSCAPE A RCHITECTS•SLIRYEVORS Determine Wind Sail In Longitudinal Direction _ (48 + :59 + 40)4ft2 WNW:= (10 + 0 + 44)4t W : =,.(91 + 137 + 67)•ft , : = ( 4 3 + 0 + 1 1 3 ) 4 t 2 = WSAILZoneA'PA WA = 29251b la ,:= WSAILZoneB'PB WB = 1731b = WSAILZoneC'PC We = 42481b „,,\A, WSAILZoneD•PD WD = 515 Ib ,i d ore,:= WA + WB + WC + WD Wi orce = 10•psf•(WSAILZ + WSAILZoneB + WSAILZoneC + WSAILZoneD) Wind Force = 7861 lb Wind_Force = 6520 Ib Maz = 148.112 ,WS 7, := 120 -ft WSA)L�,:= 323•fft AySZva,:= 252.:ft2 WU:= WSAILZoneE-PE WE = — 13021b Wes:= WSAILZoneF'PF WF = — 14401b W = WSAILZoneG•PG WG = —2067 lb = WSAILZoneH'PH WH = — 24441b 1 = WF + WH + (WE + WG) + RDL•[WSAILZoneF + WSAILZoneH + (WSAILZoneE + WSAILZoneG)]'• Uplift = 12431b (Positive number...no net uplift) DO NOT USE ROOF DEAD LOAD FOR SHEARWALL HOLDDOWN CALCULATION g L9. 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= 11 (Table 1604.5, OSSC 2007) Roof Dead Load= 15 psf Exterior Wall Dead Load= 12 psf A. = 1.00 Iw= 1.00 Wind Sail Wind Net Design Wind Pressure (psf) (ft2) Pressure (lbs) 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 =) 16686 Ibs I Use to resist wind uplift: Roof Only Total Exterior Wall Area= 2203 ft Uplift due to Wind Forces= -7275 Ibs Resisting Dead Load= .8472 Ibs • E =I 1197 Lbs...No Net Uplift I Wind Distribution Tributary to Diaphragms Wind Sail Tributary To Diaphragm (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) (Ibs) (Ibs) Width ft ( Width ( ft) Width ft . Width 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 - 1,Io 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, 11 (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 SDS= 0.71 Equ. 11.4 -3, ASCE 7 -05 S 0.39 Equ. 11.4 -4, ASCE 7 -05 Cs = 0.11 Equ. 12.8 -2, ASCE 7 -05 Csmin = 0.01 Equ. 12.8 -5 & 6, ASCE 7 -05 ' Csmax = 0.22 Equ. 12.8 -3, ASCE 7 -05 Base Shear coefficient, v = 0.076 Weight Distribution Determination to Diaphragm Floor 2 Diaphragm Height (ft) = 8 . Floor 3 Diaphragm Height (ft) = 18 Roof Diaphragm Height (ft) = 32 Floor 2 Wt (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 (lb) = 21261 Vertical Dist of Seismic Forces Cumulative % total of base shear Rho Check to Shearwalls (Ibs) I to shearwalls Req'd? Vfloor2 (Ib) = 720 100.0% Yes Vfloor3 (Ib) = 1625 85.8% Yes Vroot (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 sgft sgft 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* = ( 5054 LB (, *Base shear assumes rho equal to 1.0. See shearwall analysis spreadsheet for confirmation of rho. /4 — 1..k,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 X= 1.00 1w= 1.00 Wind Sail Wind Net Design Wind Pressure (psf) (ft2) 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 Ibs Use to resist wind uplift: Roof Only Total Exterior Wall Area= 2203 ft Uplift due to Wind Forces= -7254 Ibs Resisting Dead Load = 8483 Ibs E =I 1229 Lbs...No Net Uplift Wind Distribution Tributary to Diaphragms Wind Sail Tributary To Diaphragm (ft Zone A Zone B Zone C Zone D Main Floor 48 10 91 43 • Upper Floor 59 0 137 0 Main Floor Diaphragm Shear = 2440 Ibs Upper Floor Diaphragm Shear = 3147 Ibs Roof Diaphragm Shear = 2275 Ibs Wind Distribution To Shearwall Lines . MAIN FLOOR UPPER FLOOR ROOF Tributary Line Shear Tributary Line Shear Tributary Line Shear Wall Line Diaphragm (Ibs) Diaphragm (Ibs) Diaphragm (Ibs) Width ft Width ft _ Width (ft) _ 1 10 1220 10 1573 10 1137 2 10 1220 10 1573 10 1137 E= 20 2440 20 3147 ' 20 2275 . A _- Lc2,... Harper Houf Peterson Righellis Pg #: Longitudinal Seismic Line Shear Distribution Seismic Design Category = D Occupancy Category = 11 Site Class = D S1 = 0.34 Ss = 0.94 Importance Factor = 1.00 Table 11.5 -1, ASCE 7 -05 Structural System, R = 6.5 Table 12.2 -1, ASCE 7 -05 Ct = 0.020 Other Fa = 1.12 Fv= 1.72 Mean Roof Height, H (ft) = 32 . Period (T = 0.27 Equ. 12.8 -7, ASCE 7 -05 k = 1.00 12.8.3, ASCE 7 -05 • SMg 1.06 Equ. 11.4 -1, ASCE 7 -05 SMm= 0.58 Equ. 11.4 -2, ASCE 7 -05 . S 0.71 Equ. 11.4 -3, ASCE 7 -05 SDI= 0.39 Equ. 11.4 -4, ASCE 7 -05 Cs = 0.11 Equ. 12.8 -2, ASCE 7 -05 Csmin = 0.01 Equ. 12.8 -5 & 6, ASCE 7 -05 Csmax = 0.22 Equ. 12.8 -3, ASCE 7 -05 Base Shear coefficient, v = 0.076 Weight Distribution Determination to Diaphragm Floor 2 Diaphragm Height (ft) = 8 Floor 3 Diaphragm Height (ft) = 18 Roof Diaphragm Height (ft) = 32 Floor 2 Wt (lb)= 8411 Floor 3 Wt (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? Vfloor 2 (Ib) = 720 100.0% Yes Vfl 3 (Ib) = 1625 85.8% Yes V , (Ib) = 2709 53.6% Yes • Shear Distribution To Wall Lines Wall Line Tributary Area Tributary Area Tributary Area Floor 2 Line Floor 3 Line Roof Line Floor 2 Floor 3 Roof Shear Shear Shear sq ft sq ft sq ft Ibs Ibs Ibs 1 286 291 415 318 725 1334 2 361 361 428 • 402 900 1375 Sum 647 652 -843 720 1625 2709 Total Base Shear* = ( 5054 LB *Base shear assumes rho equal to 1.0. See shearwall analysis spreadsheet for confirmation of rho. /42--- Lv--6 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 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 ox 8.00 1.52 8.00 2.80 8.00 2.26 626 Single 1.40 III 106 8 3.00 10.50 2.67 ox 8.00 1.52 8.00 2.80 8.00 2.26 • 626 Single 1.40 III 109 8 4.58 17.08 1.75 OK 8.00 1.74 18.00 2.80 27.00 2.32 401 Single 1.40 II 110 8 12.50 17.08 0.64 OK 8.00 1.74 8.00 2.80 8.00 2.32 401 Single 1.40 II 111 8 4.50 7.25 1.78 ox 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 II 202B 9 3.00 1 1.96 3.00 OK 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 ox 9.00 2.80 18.00 2.26 423 Single 1.40 II 301 8 3.92 - 13.96 2.04 OK 8.00 2.32 166 Single 1.40 I 302 8 5.79 13.96 1.38 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 I _ 304 8 2.96 5.96 2.70 OK 8.00 2.26 379 Single 1.40 II 305 8 3.00 5.96 2.67 ox 8.00 2.26 379 Single 1.40 II Spreadsheet Column Definitions & Formulas L = Shear Panel Length H = Shear Panel Height Wall Length = Sum of Shear Panels Lengths in Shear Line H/L Ratio = Hight to Width Ratio Check V (Panel Shear) = Sum of Line Load / Total L Shear Factor = Adjustment For H/L > 2:1 Mo (Overturning Moment) = Wall Shear * Shear Application ht Mr (Resisting Moment) = Dead Load * L * 0.5 * (.6 wind or .9 seismic) Uplift T = (Mo -Mr) / (L - 6 in) 4 -L Harper Houf Peterson Righellis Pg #: Shearwall Analysis Based on the ASCE 7 -05 fransvere Shearwalls Line Load Controlled By: Seismic Shear H L Wall H/L Line Load Line Load ' Line Load Dead V Rho *V % Story # Panel Shear Panel M MR Uplift Panel Lgth. From 2nd Flr. From 3rd FIr. From Roof Load Strength Bays Sides Factor Type T (ft) (ft) (ft) ht I k ht I k ht I k (klf) (plf) (plf) (ft-k) (ft-k) (k) 101 Not Used _ 102 7 1.75 3.50 4.00 .: `k rs , 8.00 0.11 18.00 0.90 27.00 1.27 651 846 0.10 0.50 Double 0.50. NG 103 7 • 1.75 3.50 4.00 : 8.00 _ 0.11 8.00 0.90 8.00 1.27 651 846 0.10 0.50 Double 0.50 NG 103a 7 4.00 4.00 1.75 OK 8.00 0.48 0.00 0.00 120 156 0.22 1.14 Single • 1.00 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 III _ 109 8 4.58 17,08 1.75 OK 8.00 0.11 18.00 0.90 27.00 1.27 134 174 0.25 - 1.15 Single 1.00 . I 110 8 12.50 17.08 0.64 OK 8.00 0.11 8.00 0.90 8.00 1.27 134 174 NA 3.13 Single 1.00 1 111 8 4.50 7.25 1.78 OK 8.00 0.13 8.00 0.73 8.00 1.44 316 411 0.25 1.13 Single 1.00 III 112 5 1.38 7.25 3.45 . OK 8.00 0.13 8.00 0.73 8.00 1.44 316 411 0.08 0.58 Double 0.58 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 11 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 III 203 9 3.00 11.96 3.00 OK 9.00 0.73 18.00 1.44 181 236 0.13 0.67 Single 0.67 III 204 _ 9 _ 3.00 11.96 3.00 Os 9.00 0.73 18.00 1.44 181 236 0.13 0.67 Single 0.67 III 301 8 3.92 13.96 2.04 oK 8.00 1.27 91 118 0.20 0.98 Single 0.98 I 302 8 5.79 13.96 1.38 oK 8.00 1.27 91 118 0.29 1.45 Single 1.00 I 303 8 4.25 13.96 1.88 OK 8.00 1.27 91 118 0.21 1.06 Single 1.00 1 304 8 2.96 5.96 2.70 OK . 8.00 1.44 242 315 0.15 0.74 Single 0.74 III 305 8 3.00 5.96 2.67 OK 8.00 1.44 _ . _ 242 315 0.15 0.75 Single 0.75 111 Rho Calculation Does the 1st floor shearwalls resist more than 35% of the total transverse base shear? Yes Does the 2nd floor shearwalls resist more than 35% of the total transverse base shear? Yes Does the 3rd floor shearwalls resist more than 35% of the total transverse base shear? Yes Total 1st Floor Wall Length = I8.00 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 = 5 Are 2 bays minimum present along each wall line? No 2nd Floor Rho = 1.3 • Total 3rd Floor Wall Length = 19.92 Total # 3rd Floor Bays = 5 Are 2 bays minimum present along each wall line? No 3rd Floor Rho = '.s 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 " 1, 0.5 * (.6 wind or .9 seismic) Uplift T = (Mo -Mr) / (L - 6 in) , t `S 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) (plf) (ft -k) (ft -k) (k) 107 8 15.50 15.50 0.52 OK 10.00 1.22 18.00 1.57 27.00 1.14 1.03 254 Single 1.40 I 71.21 123.49 -0.19 108 8 15.50 15.50 0.52 OK 10.00 1.22 18.00 1.57 27.00 1.14 1.03 254 Single _ 1.40 I 71.21 123.49 -0.19 1 205 9 13.001 13.00 10.69 ox 9.00 1.57 18.00 1.14 0.70 208 I Single 1.40 I 34.62 59.15 -0.07 I 206 9 13.001 13.00 0.69 ox 9.00 1.57 18.00 1.14 0.70 208 Single 1.40 I 34.62 59.15 -0.07 306 8 10.00 10.00 0.80 ox 8.00 1.14 0.29 114 Single 1.40 I 9.10. 14.40 0.05 307 8 10.00 10.00 0.80 ox 8.00 1.14 0.29 114 Single 1.40 1 9.10 14.40 0.05 Spreadsheet Column Definitions & Formulas L = Shear Panel Length H = Shear Panel Height Wall Length = Sum of Shear Panels Lengths in Shear Line H/L Ratio = Hight to Width Ratio Check V (Panel Shear) = Sum of Line Load / Total L Shear Factor = Adjustment For H/L > 2:1 Mo (Overturning Moment) = Wall Shear * Shear Application ht Mr (Resisting Moment) = Dead Load * L * 0.5 " (.6 wind or .9 seismic) Uplift T = (Mo-Mr) / (L - 6 in) 1 1 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 Mo MR Uplift Panel Lgth. From 2nd Flr. From 3rd Flr: From Roof Load Strength Bays Sides Factor Type T (ft) (ft) (ft) ht k ht k ht k (klf) (pll) (plf) (ft -k) (ft -k) (k) 107 8 15.50 15.50 0.52 OK 10.00 0.32 18.00 0.73 27.00 1.33 1.09 153 153 NA 3.88 Single 1.00 I 52.25 130.70 -1.74 108 8 15.50 15.50 0.52 OK 10.00 0.40 18.00 0.90 27.00 138 1.09 173 ' 173 NA 3.88 Single 1.00 I 57.35 _ 130.70 -1.40 I 206 I . 9 L 13.00 1 13.00 1.0.69 I oK I 1 9.00 ` 0.90 18.00 1.38 0 76 1 17 5 5 8 + 117558 NNAA I 22..8899 I Single I 1.00 11 32.85 164.22 OA I I 307 8 1 10.001 10.00 0.80 I OK I I I I 1 8.00 1.38 0.35 138 138 NA } 2.50 I Single I 1.00 I 11.00 17.40 00..0062 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 = 1.0 • 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.o 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 Shear Factor = Adjustment For H/L > 2:1 Mo (Overturning Moment) = Wall Shear • Shear Application ht Mr (Resisting Moment) = Dead Load • L • 0.5 • (.6 wind or .9 seismic) Uplift T = (Mo-Mr) / (L - 6 in) • • • Harper Houf Peterson Righellis Pg #: SHEAR WALL SUMMARY' Transvere Shearwalls Panel Wall Shear Wall Type Good For Uplift Simpson Holdown Good For V (plf) (PB) (fb) 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. Harper Houf Peterson Righellis Pg #: SHEAR WALL SUMMARY' Longitudinal Shearwalls Panel Wall Shear Wall Type Good For Uplift Simpson Holdown Good For V (plf) (PM (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 loads. 4--- \C\ Transverse Wind Uplift Design . Unit A Shear H Joist L Wall Line Load Line Load Line Total V Dead Dead Dead Overtur Resisting Resisting Uplift From Uplift From Wall Wall Uplift Uplift Total Total Panel Height Lgth. From 2nd From 3rd From Wall Load (not Point Point ning Moment Moment Floor Shear ® Floor Shear @ Stacking @ Stacking From From Uplift Uplift 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 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 11.958333 2.8 2.26 5.06 423 0.173 0.432 0.052 11.92, 2.04 0.91 3.62 3.84 304L 304R 2.60 2.75 6.21 6.59 202B 9 1.1667 3 11.958333 2.8 2.26 5.06 423 0.173 0.052 0.216 12.09 0.93 1.43 3.84 3.74 305L 305R 2.74 2.16 6.58 5.91 203 9 1.1667 3 11.958333 2.8 2.26 5.06 423 0.309 0.216 0.312 12.09 2.04 2.33 3.62 3.56 3.62 3.56 204 9 1.1667 3 11.958333 2.8 2.26 5.06 423 0.225 0:312 0.432 12.09 1.95 2.31 3.64 3.57 3.64 3.57 301 8 3.92 13.96 2.32 2.32 166 0.232 0.384 0.204 5.21 3.29 2.58 0.83 0.93 0.83 0.93 302 ' 8 5.79 13.96 2.32 2.32 166 • 0.232 0.204 0.204 7.70 5.07 5.07 0.80 0.80 0.80 0.80 303 8 4.25 13.96 2.32 2.32 _ 166 0.232 0.204 0.384 5.65 2.96 3.73 0.91 0.80 0.91 0.80 304 8 2.96 5.96 2.26 2.26 379 0.232 0.384 0.136 8.98 2.15 1.42 2.60 2.75 2.60 2.75 305 8_ 3 5.96 2.26 2.26 379 0.232 0.136 1.104 9.10 1.45 4.36 2.74 2.16 2.74 2.16 Spreadsheet Column Definitions & Formulas L = Shear Panel Length H = Shear Panel Height ` Wall Length = Sum of Shear Panels Lengths in Shear Line v 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. 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 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 9I 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 I 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 HDUI4 14.93 113 Wind 11.46 Holdown FIDU14 14.93 Wind 11.44 HDU14 14.93 201 Wind 4.82 Strap MST48x2 5.75 Wind 5.09 MST48x2 5.75 201a Wind 4.95 Strap MST48x2 5.75 Wind 4.95 MST48x2 5.75 201b Wind 5.15 Strap MST48x2 5.75 Wind 4.88 MST48x2 5.75 202A Wind 6.21 Strap MST60x2 8.11 Wind 6.59 MST60x2 8.11 CO 202B Wind 6.58 Strap MST60x2 8.11 Wind 5.91 MST60x2 8.11 _; 203 Wind 3.62 Strap MST60 4.06 Wind 3.56 MST60 4.06 204 Wind 3.64 Strap MST60 4.06 Wind 3.57 MST60 4.06 1 301 Wind 0.83 Strap MST37 1.79 Wind 0.93 MST37 1.79 A 302 Wind 0.80 Strap MST37 1.79 Wind 0.80 MST37 1.79 • 303 Wind 0.91 Strap MST37 1.79 Wind 0.80 MST37 1.79 304 Wind 2.60 Strap MST48 2.88 Wind 2.75 MST48 2.88 305 Wind 2.74 Strap MST48 2.88 Wind 2.16 MST48 2.88 b • 0 E • b- 5 a 0 • - 2 O z ❑ Z -'1 o ,O 01b, qX 1'ec 1 ! 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NOr* PcWNC. —, 1"1 -I15 LIN. q e ?1 t 0 =roe �. 0 0 0 = z ❑ m Z O • 3 n 0 3 3 A CY) c fsq, : <fi )_ C4.0Odb0 t ° Z1 /c 6)1911nloksA 'o 0 rn OYJAtiCol pa)r) lg1 30 I nt liVd 10) o htS' 9 F 0 1.3 c e �1 )M wEnzit48 b m ° z� 9 C3 OfiV,n7) putrn f Sa = 4a. ) 0 7SJ Ao\ -J UOj A10 J��SV+Y� Wu bKI, : :173 road O y { 1� 0- N a") : ON 80r CD‘ C)," •31V0 \N :48 I. BY: . DATE: 8 ..... JOB NO.: ' C P ROJECT: Roo al.'- 8 }v- RE: Des,f, nF r i bloc!(_in @ Sto S • ° ° OpTIoN Z i J Z :�. F 0 / w ar..raw►IA ~ W Tame, Witna O'J 1*-4-1 F.F. 1c1'- VIA' L . So l M T = C V - 9 jr To? PLAI 15I- 5'' - 1 x 5CAa1_OPk.Nak - x a Mil v o W D E51C - i W1+JO Pressure o �.F. a — 3'Ib V e -s \ ,r\ P Wes o 5 pc ..c� L `J 0 FC ls.: 3 r TOP ?LAS ES B' - I IB' z LUti - V\ IN \(' dt. lt. 0r1 1 D f U ❑ g\ e it-tcr gam= t t19 iii 6'o" f LL z Li Z o 1-- a S,= M _ . 1:2:h# �,xIt L lin s.,. x(3.5 x•2.5) { ►� = i7ci -1-2 -f ENZ } -3 >--1 sv. = U = 11 * _ 9)1#i)1,42- A (3 -s).s.2s , O U �_ : F� 6- = (8S l.G�iCI .S y►.,$)= a3k4 .,,, 4 c X 412 • h)ri 5 1 N,. 1:- : - (so ? s:. (,i ( = ail() sti. 7 �Z .. Qv 0 9-L9 BY: 1 (\ L DATE: 6 -- \ - , 7 \ JOB NO.. C �, . o c 0 �1 \ /`/! � N PROJECT: RE: OPT 10 2 ❑ ❑ 2)ui1- up. (; rn . 2-No . C 1 -002 . W ‘Uc� \ I OOY P cx.'t ..e 3w Twos 1- w O 2 L ❑ - TOO w i tC\ or\ t NT = 13 9" Li cc a MOO( \ ov�J.e r ; -c , 0 ?ear \ e\9 -- kZ - o l \ u O w O • 0 a QL° S1 `(1 W IY1-Ck pr e_Serc e = - ao.Q.?) ps F , Loci c_ or\ \0v11 1 No 0 ck. _ al'.. pt.., . 0 V 1- -!• L L (. u T T U M T = (A) as-%61.2N..)z- = Auce, tkv z ° (lam Sf ��.�� o 7is Y z0 Y1c — w 1 ��ff 2 _ r 1 i , i e 1- 3.5 "----\ 1�2 ' � 4•� I� 0 H y O, :`,•• U I,`3. 0. � ,t, E.. .sa . ci. 3, u ,s, - 0 \ Ni �," CC a _ _ 1 = .a5 t . , ( Q E ? ) ?) j r r ,•I • a ,' (9, b 5,3 (0 4°O t R,(., 4 0 = i 5, -64 4° 631,4 - L' s "+q. \ N .\,, . _ N\ r.- = t # C*i Kra. (1.15') =. t Cr-Cri I", T 4 4.13S ,1 S. = v _ _ air � L b = V c,, c MC .Lc� cs� i Cc `F s (55o p s_ . )(.( .,)( 1,o1.oXL (- 14" =a 3 6 ,(.,.pL fib' =(a a_pszit,00, )( Ykiii.0 )(1,0) L L 4olcb ?r, r\(-__ 4- L30 • WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Unit A - Front Load Woodinforkste 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 'v Mnf : Trusses 6 ..== == s .. 2II6 .. a.a = = Not by request a.....C6 =. � -- (2) 2x8 Lumber n -ply D.Fir -L No.2 1- 208 By Others Not designed by request (2) 2x6 Lumber n -ply Hem -Fir No.2 2- 2x6 (3) 2x6 Lumber n -ply Hem -Fir No.2 3- 2x6 Typ Wall Lumber Stud Hem -Fir Stud 2x6 916.0 SUGGESTED SECTIONS by GROUP for LEVEL 3 - FLOOR aa Mnf Jot Not designed by request II6 9II3II9s Sloped Joist Lumber -soft D.Fir-L No.2 2x6 916.0 (2) 2x8 (1) Lumber n -ply D.Fir -L No.2 1- 2x0 (2) 2x8 Lumber n -ply D.Fir -L No.2 2- 2x0 By Others Not designed by request By Others 2 Not designed by request (2) 2X12 Lumber n -ply D.Fir -L No.2 2- 2x12 5.125x10.5 Glulam- Unbalan. West Species 24F -V4 DF 5.125x10.5 4 %6 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 016.0 SUGGESTED SECTIONS by GROUP for LEVEL 2 - FLOOR aa 0nf Trusses a-aaaaaaa_a�.... LL= =a ..6 = ..a-_ 00* designed by request Mnf Jst Not designed by request Deck Jot Lumber -soft D.Fir -L No.2 2x8 816.0 (2) 2x8 Lumber n -ply D.Fir-L No.2 2- 2x8 3.125x9 Glulam- Unbalan. West Species 24F -V4 DF 3.125x9 408 Lumber -soft D.Fir -L No.2 408 By Others Not designed by request • By Others 2 Not designed by request (2) 2x10 Lumber n -ply D.Fir-L No.2 1- 2x10 ' 5.125 %12 GL Glulam- Unbalan. West Species 240 -V4 DF 5.125x12 By Others 3 Not designed by request 3.125x14 LSL LSL 1.55E . 232586 3.5x14 (2) 2x6 Lumber n -ply Hem -Fir No.2 2- 2x6 4x4 Lumber Post Hem -Fir No.2 4x4 4x6 Lumber Post Hem -Fir No.2 4x6 (3) 2x6 .Lumber n -ply Hem -Fir No.2 3- 2x6 6x6 Timber -soft Hem -Fir No.2 6x6 (2) 2x4 Lumber n -ply Hem -Fir No.2 2- 2x4 6x6 nol Timber -soft D.Fir-L No:1 6x6 (3) 2x4 Lumber n -ply Hem -Fir No.2 3- 2x4 Typ Wall Lumber Stud Hem -Fir Stud 2x6 916.0 SUGGESTED SECTIONS by GROUP for LEVEL 1 - FLOOR Fnd� � Not designed by request CRITICAL MEMBERS and DESIGN CRITERIA Group Member Criterion Analysis /Design Values ' -..a a.aa _..a aa Mnf a Jst yiaaaaaa Mnf Jst Not designed by request 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 b8 Bending 0.89 3.125x9 b3 Bending 0.06 4x8 b30 Bending 0.12 By Others By Others Not designed by request By Others 2 By Others Not designed by request (2) 2x12 b6 Bending 0.93 (2) 2x10 bl Shear 0.78 5.125X12 GL 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 4x4 *55 Axial 0.07 4x6 *23 Axial 0.80 (3) 2x6 c29 Axial 0.75 . 6x6 c26 Axial 0.70 (2) 2x4 c39 Axial 0.62 6x6 nol c12 Axial 0.86 (3) 2x4 c31 Axial 0.89 Typ Wall w14 Axial 0.48 Fnd Fnd Not designed by request • DESIGN NOTESr aaa'aaaaaaaaaaa � aa ->= as =aa =aa =aa -a =ass :a = = == 1. Please verify that the default deflection limits a a appropriate for your application. 2. DESIGN GROUP OCCURS ON MULTIPLE LEVELS: the lower level result is considered the final design and appears in the Materials List. 3. ROOF LIVE LOAD: treated as a snow 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 a actual breadth x actual depth. 6. Glulam Beams shall be laterally supported according to the provisions of NOS Clause 3.3.3. • 7. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. B. BUILT -UP BEAMS: it is a s umed that each ply is a single continuous member (that is, no butt joints are present) fastened together securely at intervals not exceeding 4 times the depth and that ' each ply is equally top - loaded. Where beams are side - loaded, special fastening details may be required. . 9. SCL -BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 10. BUILT -UP COLUMNS: nailed or bolted built -up columns shall conform to the provisions of N05 Clause 15.3. /4 '.."- CC\ \ 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'�a�1� 631 P r 1040 : ■ . . : :. 49 105 :: ; - 4 0 - 40 -b W I - - - - - -- - - -- 40 -0 I 0 ivv9 .. W.'5 b1 = . .. • yb 4U -0 vn ' .- i vz . y S5 b 34 -b ti- a b2 6 - b 00 - - -- --- -- - - - -- - - - -- - -- - ---- _ _ - -- --' - b SL 01 ._ 60 . , : i .31 ' b o0 -0 04 - _ .. .. :. '- L`J -b L25 -b 0S " .: . . GI b 20 -0 uU- , _: b10 24 b 4,5- 1 LL -0 1r ; : -b33 2u 0 i m'b 1.3 - .. .. _ I 1 - 0 b32 = = ib /0 14 -b ■ - - _ - - IL -0 b6 b19115 --ii : . 11 0 01 bb . 00 -- -b n 3 3 C.. a z? i■' b4 _ b14_ • b -b bu b30 . b3 = - ■- - - 4 - b 2 b . - : i il: : S b II L b iYt f -0 B81B.B BCCCCCCCCFCCCCCCCCCCCCCCC'I CCCDDDDD0DDIDDDDDDDDDDDDDCD ( DDDE.E E E EEE'EtEEEIEEiEEEEEEE(EEEEZ 0' 2' 4' 6' 8' 10' 12' 14' 16' 18' 20' 22' 24' 26' 28' 30' 32' 34' 36' 38' 40' 42' 4-4' 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 2(2'22 :2 2:3(3313:3 '.3E3 4:4:4.4!4(4 5 :5:5 ±5(5'515!6(6 6:6:645!616'6161717 7,77 -6" 141— ('‘). 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'� LO^ 58 c14 j 1050 0 0 _ , 49'-6" 104 425 -0 I -.. - - 40'-0 NU .. - - ; V0 •• c69 c2': -c70 c71 ..__ . - . -" - - 4L -0 4U' b JO .5 -O J4 _ .. _ -- - - -:- - 30- - '- - - - - - --- - - --- -- - 3 f -0 yL - c 3 . .. yi ____ _ 35 b 2SJ .. 33 -b . 075 _.,.-- -,.- .- -- 4444 --. ._'.:_ -- --'- -- --- - - - - --' -' SL-0 00 c4 JO -0 00 .. j Ly. -0. 754 . : _' " "--- __... __ "--- - _ .. --- -- . '- - -- 20 -0 6.5 L/ -0 0I Lb-b" tr c25 c12 : c26 L4 b /1344 -- D . ❑ 7 ' - : .. - - -- - -- -b c72_ L 1 _ it _ . . _ , __- - , _ . -b / L _ .. c3 0.�.. f I • -c7E1 .. . -- I b. -0 I - -- - ---- -- 14 -0 b4) . : c31 - _c76 - < - -- -- ...c79'---- - -- -- - --- --- -- - - - - " -- - - - --- - _... 7545 ne w • L' c30 : ❑ c32 ' = - - . - • : . . b -b _ bU) 0 ❑.. - -- -- : s:7 - ._._._ -- - .. 5 -b 3 - c55 G b .. BB\B.B B C CC C C CC C)CCC CC CCCCC C CC CC'CC CDDD D DDD DtDDD CD DD -DD D D DD CDiDD DE.E E E E:EEEEEEIEE:E EEEEEEEtEEEEZ 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 11 1142( 22: 2: 2 22E2212203: 33 :44'414 :5 :5 55156( 60 :6 :6.6.'6t6b6V7(7'7.77.7.7(77 6" ' / &- WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Unit A - Rear Load WoodWorks® Sizer 7.1 June 24, 2010 13:14:33 Concept Mode: Beam View Floor 2: 8' 19-Kice 1 i)[1.`' b31 � 11F -- WriL� 1050 � .. , -. - x 49 4 b I US - 41'-0 1 UL - - - 40._0.. iUI - - -- - -- '- - -'--- --- UU :. - : -- 9 . o b 44 0 43 b Jb- 3`.! b 1.14 'i . . ; -' .. - -- - - 321-0 s.- - -- - -- -- -. yL 3l b Y1 30 0" 30 b 2:5& b2 ! 34 -0 33-0 3U b L`9' -b' 254' -- - __ -- - -' --- - -• _. ' -- -- - - - -_- -•- -- -- - :. -- - - --- -- -- -- - . 253 : . ' . i i _ Lb -b .__ .. L!'b" L5 b fy b10 L4-0 !1 : ; .. 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CD DD DD 000D CD'DD DEE E E E EEEi-EE BBB IE EEEEEEEEEEEEZ 0' 2' 4' 6' 8' 10' 12' 14' 16' 18' 20' 22' 24' 26' 28' 30' 32' 34' 36' 38' 40' 42' 44' 46' 48' 50' 52' 54' 56' 58' 60' 62' 64' 66' 68' 70' 72' 74' 76' 0'1 '2'3'4'5'678'91(1'1:1 :1 ?1(1 :1(10222:2 :3:3 4!4(4'42425(55:5:5 :5(5'55!6(66:6 :6 ?6(6:6(6(7( 7,7,7.7.7(77' -6" 4 - C�i WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Unit A - Rear Load WoodWorks® Sizer 7.1 June 24, 2010 13:14:35 Concept Mode: Column View Floor 2: 8' Q 1 iwli c58 C14 ► j ��- 1�J,7 04 0 ❑. 49' luS -- -'. -- - 4/ -b 1UL' - .. - 40-0 t :: - [ I : WV - . -.. 44-0 y 43 -b V0 ' c82 c81• . - -. 4 i'-0 :: 40 -b 3 b - 323-0 a1 O 0 tsy 33-0 SL b - 00 -:j .. .:_ • - -- -- c4 : • . : .: - - - -- _ ... - 255 : a. . _ - ,51 b 3U 'o L`9' • 252 -- . ... .. _ : . _._.._. _. - . 0 - - - ._.. -- -- -- - - --- - -- Lb - 0 L0-0 °U. - -. c25 c12 . ' !� - ❑ o - : c26 © -- - _ - L3 -0 -0 ' - C7 LL -0 (1 a © Lu-b to c73 1:9 - 0 Its b [ . . - _ 11 c78 . (u . - . : - - - - - - - - - — - - - - - - - - - - - - . 14-0 0: - - . --- - 1 : -- .. 0V _. 3-0 b :. _C77 . -_: .. _ ....- - - -.. ... _.: - b 1C 00 _ : . 1 1" bo 10 -b b4 -, C31 C76 -c71 . _' 25 -b bL c30 c32 b . b .. 0i ❑. "❑ 011 . ., - - -- -- 5 c55 .c5 61"'�" o . L . b . 0 BB1B.B BCCCC CCC CFCCC CC CCCC C CCC CCICC CD DDD D DD DFDDD DD DD DDD D DD CDIDD DEEE E EiEEEIEEEEEIE E +fEEEEEIEEEEZ 0' 2' 4' 6' 8' 10' 12' 14' 16' 18' 20' 22'24' 26' 28' 30' 32' 34' 36' 38' 40' 42' 44' 46' 48' 50' 52' 54' 56' 58' 60' 62' 64' 66' 68' 70' 72' 74' 76' 0' 1'2'3'4'5'6'7'8'9111 1:1 :1 /11 t 1 : 111 2t2 222 3:33 44:441414 5:5:5 515'.515 6: 6 -6" 4- GS WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Unit A - Front Load WoodWorks® Sizer 7.1 June 24, 2010 12:58:44 Concept Mode: Beam View Floor 3: 17' 105 . 49' -6�: 104 .: _ - 425-0 10.4 ` 4 / -0 l UL 40 -0 1Ui - - '- - ---.. ... .... 40-0 100 44 0 . y 1035 106; 4L-0 yf 41 -0 y0-- :. .._ --- . . .. .3 -b L ' - ' -. . = -: i ! --- - -- - -- .. - - so -b' JU .54 rs b7 33 -b --- - _ ..- - -- - -- - JL-b 0/ ., 31-0 2510 . . - , :. : - - SU b 00 .. L`J - b . 214: 0S [ .: . Lf .. 25L :: -- --- . ---- - - - -- - -- ' - -- -:: -: - ---.- -- -.. --- L0 -b 01 L0 -t5 25u b9' -b ( y L.5 -b ib 1022 zu--0 (4 ' .- .:. ..: .:. .___. ... - - - - -- -- - -- .. 1 -b „_0 /L 10 :_. _ : 10 -b / .e -b20 i o -b bo_. , b1ib17. iz-0 b( iu -b 04 }. , . _ _1034 .. o -0 02 b8 bi 0 bU �b .. 1 b BBtB.B BCCCCCCCCICCCCCCCCCCCCCCCICCCDDDDDDDDIDDDCDDD 'DDDDDDCDIDDDEEE E EEE EFEEEEEEEEEEEEE[EEEEZ 0' 2' 4' 6' 8' 10' 12' 14' 16' 18' 20' 22' 24' 26' 28' 30' 32' 34' 36' 38' 40' 42' 44' 46'48' 50' 52 54' 56 58' 60' 62' 64' 66' 68' 70' 72' 74' 76' 0'1'2'3'4'667'691(1 1;1 :1.1'111'1:1 2t2222 22253(33 :3 :3< 313: 3 3<'3.g'(4 4A :4.4'.4(4 :5 5156(6 6 6 :6 7 :7:7 -6” • 4- (IL WoodWorks®Sizer SOFTWARE FOR WOOD DESIGN Unit A - Front Load WoodWorks® Sizer 7.1 June 24, 2010 12:58:42 Concept Mode: Column View Floor 3: 17' 1050. - . :...._ : .. __. _._.. 49' 6„ 40 -13 1US - -- - - -- . -- .. 4/ -b 1 UL IUIr. - -- - - • -- - -- _ 4b -b I UUO :. : - - - - - -- 44-0 y9 _ -: : 43 -b 0 -• c62 c61 c15 c16 : ,. 4L -0 1113 4U -0 y5 si -0 4 - .' - - - • : -.. ..' . - _ : . - . : . -- 30-0 3 -.�. _ 3r -b y L .: : : c17 - - _ . .. _ .:. -: - . - -.- - -- .. - 30-b U 34 - 0 Oy _ 33-0 • Of Zit) : c18 . :. - _ 3u -b Lts -0 03 • .: : .. _ • '- . . Lf -b av c39 c24 c23 L4 - b • ; _ G3 -0 , 5 ilk w -b (4 ... - •- ' - 1 11 - - -_ ... - - -- -- -- -- - .. Its - t lb -13 (1 . c371- : _. _-- - .. - -- - - - - - - - - - -' - - 10 c by 13 . E bb 1 . c35 _. ; .:. -..... _. _.. ., _:. _ ., - .. IL-b br = = I r-b .. b4} .. , • n c66 : c63 _ is -b nz5 . •• - c756520 c1c6c74 n b „ . . z .... _ : . . : . • - - -- - - _... . _. -- -- - : C-b BB\B.B BC CC C C CC CFCCC CC CCCC C CCC CC\CC CDDDD D DD D}DDD CD DD'DD D D DD CD!DD DE E E E EEEEFEEEIEEiE EEEEEEEEEEEEZ 0' 2' 4` 6' 8' 10' 12' 14' 16' 18' 20' 22' 24' 26' 28' 30' 32' 34' 36' 38' 40' 42' 44' 46' 48' 50' 52' 54' 56' 58' 60' 62' 64' 66 68' 70 74' 76' 0'1'2'3'4'5'6'7'8'9'1t1 1:1:1 2(22 .2:2 :3:3'3'.3/3 323! 4144;4 :44 1414 /415(5 5;5:5 6;6:6 77:7 4 --- C.-A.1°)r WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Unit A - Front Load WoodWorks® Sizer 7.1 June 24, 2010 12:58:38 Concept Mode: Beam View Roof: 25' 1050 .. :':. .... _. . . . _ . - 49,x,. U4 415 b f US. 4 / -0- • - 40 -O • i VU : - - 44 -4.) .. y • b23 -.. - b24 . 4.3-b . J : ∎1 • 1I : :■i' - - - -- - -- - -- - - - - - -- - - - - 4'1 -0 .5V - 0 • VL T.1 .:. . : : . ..- :: .: .;. _ --- , -. -- - ..50 -5 y'I : . i --'- ---' -- -- - -. _ ...... 35 -b' : : .}L b ` 05 -: . •: :.• . . : _ :: O-O 3 235 LV -0 06 .: : : • I : : : . ' .: L / - 0 - • 0U -- : i ' -- - -. -. -- _. - 14 -b' 123 --: ._.-- *- . ' - - — - " -. - ; -- - . - L2 -b 1 I ' b L I -b zu -ID (4 - - -- . -.. ": ._. 115 -b 1. -- . . - - - - - :- - - - -- l (-0 --- •---- ••- - -- -- --- -.. -- -- -- - lb b.. (U...... 14-0 1 3'-0 bt. - ' . ' -, b 03 b27 b28 • � - .. .. L ._ b . - .. _ . - - - - - - - - - - - - - - - - - - B B BC CCCC CC C1CCC CC CCCC CC CC CC'CC CD ODD D DD DICDD CD DD DDDOOD CD'DDDE.E E E E:EEEFEEEEEEEEEEEEEEIEEEEZ 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 1:11'1'1(1'1(12(2222 213 (33:33 :41415(5 5:53 6:6:6.616(6:6161717'77:7 g __ (,...•:)?..) 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' 10 - 4g-6" lu4�. -- ` - - - - - - 4/ - 0. • 1us _ D : _ " ' 1 UL _ • •IUIb -- ' _ ...r. _._ _ . . -- _ 4b b • 4b b (UV - 43 b 0 _ y c42 c43 . c44 c45 - 4 � _ b • . _.. .. V0 - - :_ -s -{}rte -_ ,. .. .. - _ - . - .. • -- - "- -- - 4 _ 4T-t0 4U b 3 b • . Sb b y"t. - • 34 -b LSy : - 33-0 {y f 3L b 3I -b 3■ b • t54 --. - :- - -- -- - • .. --- -' 2 0 • b3 J f L3 -b / r - c46 • . GL b • G -0' /0 LU b 1b : - . . . • IU 0 • !b -f7 (U . - -"'- . ___..._. - — --- . `.__. . .. 1445 ba . - 13-0. 525 - - -: .- - - - - - - ._. • _ lL b b f • - - • . 1 I -0 00 - _. .. _ • b 6 -b • • ) ...: 051050 052 0 53 y e> • • 0U 3 -b ....) .. --- -- _ -- -- 4444 '- - '- --.... - _._ 44 >. :..... _ - : - ---: • -.._ .44:44' - - --- - - -- - - - ------ - - - --- 1 -b • BB \B.B BC CCC C CC C ICCC CC CCCC C CCC CC\CC C DDD D DD DtCDD•CD DD°DD D D DD C DiDD DE<E E E E:EEEtEEEIEE -E E+EEEEEE1EEEEZ 0' 2' 4' 6' 8' 10' 12' 14' 16' 18' 20' 22' 24' 26' 28' 30' 32' 34'36' 38'40' 42' 44'46'48' 50' 52' 54' 56' 58'60' 62' 64' 66' 68' 70' 72' 74' 76' • 0'1'2'3'4'5'6'7'8'91t1 . 1;1:1 , 1 ?1 (1'.1(112(2 22:2 - 3:33 , 3!3(3 - 3(3144 "4:4:4.4(4(4'47415(5 :5.5(5(5'515'6(6 6:6:6.6(6(6'6 (617(7 '7:77 / — (-:°,19 COMPANY PROJECT di WoodWorks® SOFTWARE FOR WOOD DESIGN June 24, 2010 12:42 b1 Design Check Calculation Sheet Sizer 7.1 LOADS I Ibs, 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 w 61 Snow Partial UD 795.0 795.0 2.50 3.00 plf . 3 - c61 Dead Point 622 2.50 lbs 4 Snow Point 1192 2.50 lbs 5_j28 Dead Full UDL 47.7 plf 6_j28 Live Full UDL 160.0 plf 7_j33 Dead Full UDL 120.2 plf 8 j33 Live Full UDL 370.0 plf MAXIMUM RE, Dead 391 1061 Live 795 1615 Total 1186 2676 Bearing: Load Comb #2 #3 Length 0.63 1.43 Lumber n -ply, D.Fir -L, No.2, 2x10 ", 2 -Plys Self- weight of 6.59 plf included in loads; Lateral support: top = full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear fv* = 67 Fv' = 207 fv * /Fv' = 0.32 Bending( +) fb = 331 Fb' = 1138 fb /Fb' = 0.29 Live Defl'n 0.00 = <L/999 0.10 = L/360 0.04 Total Defl'n 0.01 = <L/999 0.15 = L/240 0.05 *The effect of point loads within a distance d of the support has been included as per NDS 3.4.3.1 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 3 Fb'+ 900 1.15 1.00 1.00 1.000 1.100 1.00 1.00 1.00 1.00 - 3 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 3 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 3 Shear : LC #3 = D +.75(L +S), V = 2676, V design* = 1237 lbs Bending( +): LC #3 = D +.75(L +S), M = 1178 lbs -ft Deflection: LC #3 = D +.75(L +S) EI- 158e06 lb -in2 /ply Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I =impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 3. BUILT -UP BEAMS: it is assumed that each ply is a single continuous member (that is, no butt joints are present) fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top - loaded. Where beams are side- loaded, special fastening details may be required. i - (1 0 COMPANY PROJECT ea WoodWorks® SOFTWARE FOR WOOD DESIGN June 24, 2010 12:43 b3 Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1_j45 Dead Full UDL 17.0 plf 2 j45 Live Full UDL 25.0 plf MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : lv 91 Dead 106 106 Live 112 112 Total 218 218 Bearing: Load Comb #2 #2 Length 0.50* 0.50* *Min. bearing length for beams is 1/2" for exterior supports Glulam- Unbal., West Species, 24F -V4 DF, 3- 118x9" Self- weight of 6.48 plf included in loads; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear fir = 10 Fv' = 265 fv /Fv' = 0.04 Bending( +) fb = 140 Fb' = 2400 fb /Fb' = 0.06 Live Defl'n 0.01 = <L/999 0.30 = L/360 0.04 Total Defl'n 0.03 = <L/999 0.45 = L/240 0.06 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fv' 265 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Emin' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 Shear : LC #2 = D +L, V = 218, V design = 182 lbs Bending( +): LC #2 = D +L, M = 491 lbs -ft Deflection: LC #2 = D +L EI= 342e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Glulam design values are for materials conforming to AITC 117 -2001 and manufactured in accordance with ANSI /AITC A190.1 -1992 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). COMPANY PROJECT dt WoodWorks® SOFTWARE FOR WOOD DESIGN June 24, 2010 12:40 b6 Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1_c44 Dead Point 444 2.00 lbs 2_c44 Snow Point 647 2.00 lbs 3 w44 Dead Partial UD 389.2 389.2 0.00 2.00 plf 4 w44 Snow . Partial UD 431.2 431.2 0.00 2.00 plf 5_c45 Dead Point 444 5.00 lbs 6_c45 Snow Point 647 5.00 lbs 7_w45 Dead Partial UD 389.2 389.2 5.00 6.00 plf 8 w45 Snow Partial UD 431.2 431.2 5.00 6.00 plf 9_j25 Dead Full UDL 120.2 plf 10 j25 Live _ Full UDL 370.0 plf MAXIMUM REACTIONS (Ibsl and BEARING LENGTHS (in1 : • Dead 1436 1389 Live 1803 1803 Total 3239 3192 Bearing: Load Comb #3 • #3 Length _ 1.73_ _ 1.70 Lumber n -ply, D.Fir -L, No.2, 2x12 ", 2 -Plys • Self- weight of 8.02 plf included in loads; Lateral support: top = full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear fv = 97 Fv' = 207 fv /Fv' = 0.47 Bending( +) fb = 805 Fb' = 1035 fb /Fb' = 0.78 Live Defl'n 0.03 = <L/999 0.20 = L/360 0.14 Total Defl'n 0.06 = <L/999 0.30 = L/240 0.20 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 3 Fb'+ 900 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 3 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 3 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 3 Shear : LC #3 = D +.75(L +S), V = 3239, V design = 2190 lbs Bending( +): LC #3 = D +.75(L +S), M = 4247 lbs -ft Deflection: LC #3 = D +.75(L +S) EI= 285e06 lb -in2 /ply Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 3. BUILT -UP BEAMS: it is assumed that each ply is a single continuous member (that is, no butt joints are present) fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top - loaded. Where beams are side - loaded, special fastening details may be required. 4 - G 3 i COMPANY PROJECT 1 woodworks® SOFTWARE FOR W000 DESIGN June 24, 2010 12:50 b8 Design Check Calculation Sheet Sizer 7.1 LOADS ( Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1_j14 Dead Full UDL 113.7 plf 2 j14 Live Full UDL 350.0 plf MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : s 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. �- 613 COMPANY PROJECT WoodWorks® SOFTWARf FOR WOOD DFSJGN June 24, 2010 12:40 b9 Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location (ft] Units Start End Start End 1 j50 Dead Partial UD 113.7 113.7 0.00 1.50 plf 2_j50 Live Partial UD 350.0 350.0 0.00 1.50 plf 3_j14 Dead Partial UD 113.7 113.7 3.00 9.00 plf 4_j14 Live Partial UD 350.0 350.0 3.00 9.00 plf 5_j51 Dead Partial UD 113.7 113.7 1.50 3.00 plf 6_j51 Live Partial UD 350.0 350.0 1.50 3.00 plf 7_j24 Dead Partial UD 120.2 120.2 0.00 3.00 plf 8_j24 Live Partial UD 370.0 370.0 0.00 3.00 plf 9_j25 Dead Partial UD 120.2 120.2 3.00 9.00 plf 10_j25 Live Partial UD 370.0 370.0 3.00 9.00 plf 11j26 Dead Partial UD 120.2 120.2 9.00 12.00 plf 12_j26 Live Partial UD 370.0 370.0 9.00 12.00 plf 13_j52 Dead Partial UD 113.7 113.7 9.00 10.50 plf 14_j52 Live Partial UD 350.0 350.0 9.00 10.50 plf 15_j Dead Partial UD 113.7 113.7 10.50 12.00 plf 16 j53 Live _ Partial UD 350.0 350.0 10.50 12.00 plf MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : L - - • 10' 121 Dead 1478 1478 Live 4320 4320 Total 5798 5798 Bearing: Load Comb #2 #2 Length 1.74 1.74 Glulam- Unbal., West Species, 24F -V4 DF, 5- 1/8x10 -1/2" Self- weight of 12.39 plf included in loads; Lateral support: top = full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear fv = 138 Fv' = 265 fv /Fv' = 0.52 Bending( +) fb = 2217 Fb' = 2400 fb /Fb' = 0.92 Live Defl'n 0.38 = L/381 0.40 = L/360 0.94 Total Defl'n 0.57 = L/252 0.60 = L/240 0.95 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fv' 265 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Emin' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 Shear : LC #2 = D +L, V = 5798, V design = 4953 lbs Bending( +): LC #2 = D +L, M = 17395 lbs -ft Deflection: LC #2 = D +L EI- 890e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Glulam design values are for materials conforming to AITC 117 -2001 and manufactured in accordance with ANSI /AITC A190.1 -1992 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). 4- Ci{4 COMPANY PROJECT i WoodWorks® SOFTWARE FOR WOOD DESIGN June 24, 2010 12:43 b10 Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or pif ) Load Type Distribution Magnitude Location [ftI Pat - Start End Start End tern 1 w39 Dead Partial UD 311.0 311.0 0.00 4.50 No 2 w39 Live Partial UD 680.0 680.0 0.00 4.50 No 3_c39 Dead Point 267 2.00 No 4 Live Point 822 2.00 No 5_j32 Dead Partial UD 120.2 120.2 0.00 0.50 No 6 j32 Live Partial UD 370.0 370.0 0.00 0.50 No 7 Dead Partial UD 120.2 120.2 1.00 4.00 No 8_j33 Live Partial UD 370.0 370.0 1.00 4.00 No 9 j34 Dead Partial UD 120.2 120.2 4.00 4.50 No 10j34 Live Partial UD 370.0 370.0 4.00 4.50 No 11 j35 Dead Partial UD 120.2 120.2 4.50 7.50 No 12 j35 Live Partial UD 370.0 370.0 4.50 7.50 No 13j36 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 j37 Dead Partial UD 100.7 100.7 3.00 4.50 No 16 Live Partial UD 310.0 310.0 3.00 4.50 No 17_j47 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 j49 Live Partial UD 370.0 370.0 0.50 1.00 No 23_b32 Dead Point 300 3.00 No 24 Live Point 922 3.00 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : la 4' -6" 1661 Dead 452 4067 1180 Live 847 11291 3436 Uplift 12 Total 1300 15358 4616 Bearing: Load Comb 02 92 t#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 LCO 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 02 = D +L, M = 11006 lbs -ft Bending( -): LC 02 = D +L, M = 14310 lbs -ft Deflection: LC H2 = D +L EI= 1328e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (Wdead L =live S =snow W =wind I= impact C= construction CLd =concentrated) (A11 LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Glulam design values are for materials conforming to AITC 117 -2001 and manufactured in accordance with ANSI /AITC A190.1 -1992 3. Grades with equal bending capacity in the top and bottom edges of the beam cross- section are recommended for continuous beams. 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). 4 - G1,,,c COMPANY PROJECT di WoodWorks® SOFTWARE FOR WOOD DESIGN June 24, 2010 12:44 b13 Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or pif ) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1 w58 Dead Partial UD 519.0 519.0 0.00 3.00 plf 2 Snow Partial UD 505.0 505.0 0.00 3.00 plf 3 c40 Dead Point 217 5.50 lbs 4_c40 Live Point 668 5.50 lbs 5 c67 Dead Point 518 5.00 lbs 6_c67 Snow Point 778 5.00 lbs 7 c68 Dead Point 573 3.00 lbs 8 c68 Snow Point 942 3.00 lbs 9 w59 Dead Partial UD 593.7 593.7 5.00 8.00 plf 10 w59 Snow Partial UD 735.0 735.0 5.00 8.00 plf 11_j37 Dead Partial UD 100.7 100.7 6.50 8.00 plf 12_j37 Live Partial UD 310.0 310.0 6.50 8.00 plf 13_j 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) : ..... Q . .e a., _ 'fir - �".�' - '.i C..•�C "IT^o 'i y - " '�C`"'4 q � ~ _ .'Tti ���t� ^ ..c2 A'- ....7 ..-2___, -- fir+. �"T- "!/Voi "� - - `'" # i -,.,...,77- - = -_-' ' ^away •' �-., •, _-� s` - - -s.. - W '. `c -'. - . - ..__ , ..��.� l o' 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- 112x14" Self- weight of 15.31 plf included in loads; Lateral support: top = full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear fv = 157 Fv' = 356 fv /Fv' = 0.44 Bending( +) fb = 1295 Fb' = 2674 fb /Fb' = 0.48 Live Defl'n 0.06 = <L/999 0.27 = L/360 0.24 Total Defl'n 0.14 = L/680 0.40 = L/240 0.35 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fv' 310 1.15 - 1.00 - - - - 1.00 - 1.00 3 Fb'+ 2325 1.15 - 1.00 1.000 1.00 - 1.00 1.00 - - 3 Fcp' 800 - - 1.00 - - - - 1.00 - - - E' 1.5 million - 1.00 - - - - 1.00 - - 3 Emin' 0.80 million - 1.00 - - - - 1.00 - - 3 Shear : LC #3 = D +.75(L +S), V = 6822, V design = 5122 lbs Bending( +): LC #3 = D +.75(L +S), M = 12340 lbs -ft Deflection: LC #3 = D +.75(L +S) EI= 1241e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (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. G 1 C? COMPANY PROJECT di 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 Live Point 1050 9.00 lbs 5 c20 Dead Point 357 3.00 lbs 6 c20 Live Point 1050 3.00 lbs 7 Dead Partial UD 317.7 317.7 0.00 3.00 plf 8 w34 Live Partial UD 350.0 350.0 0.00 3.00 plf 9 Dead Point 165 10.50 lbs 10_c64 Snow Point 225 10.50 lbs 11 c65 Dead Point 165 1.50 lbs 12 Snow Point 225 1.50 lbs 13 j36 Dead Full UDL 113.7 plf 14_j36 Live Full UDL 350.0 plf 15_j43 Dead Partial UD 17.0 17.0 0.00 0.50 plf 16_j43 Live Partial UD 25.0 25.0 0.00 0.50 plf 17_j44 Dead Partial UD 17.0 17.0 0.50 1.50 plf 18_j44 Live Partial UD 25.0 25.0 0.50 1.50 plf 19_j45 Dead Partial UD 17.0 17.0 1.50 10.50 plf 20 j45 Live Partial UD 25.0 25.0 1.50 10.50 plf 21 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) : r.r .-- - �s.�° : -- �y�' `"�r ` :- ---- e ms - = 6.."_ r, � . _ -. - '�'+r:.te -. -.. s..uw '� -- J`- sue .. •; .. " � • Lo r .. - .tt - ' , R,. ?s �Y. -.:s. c "T ,-* - ..ems+ -, ..J mo.' ^.' - ...1..- .aiM- �"'�yi"_? ,..s ^ 't'= ... �r.s -, "'�.i7 =.' - -z-. �•�: �+e :_ •-r.- 'Th .,...¢ �...r sr'.. L1 I 0 121 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. /4 9 1 ii r 3 ' COMPANY PROJECT 1 WoodWorks® SOFTWARE FOR WOOD DESIGN June 24, 2010 12:41 b20 Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1_j30 Dead Full UDL 21.7 plf 2 j30 Live Full UDL 60.0 plf MAXIMUM REAP =TIANC final and RFARINf, 1 FNCITHR linl • 0 ' 3' -6' 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. 1 - EP* 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 j42 Live Partial UD 106.2 106.2 0.00 2.00 plf MAXIMUM REACTIONS llbal and RFARING LENGTHS lint • A 0. 4 A 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. 6 COMPANY PROJECT 1 WoodWorks® SOFTWARE FOR WOOD DESIGN June 24, 2010 12:42 b31 Design Check Calculation Sheet Sizer 7.1 LOADS ( Ibs, psf, or plf ) Load Type Distribution Magnitude Location (ft) Units Start End Start End 1_j65 Dead Partial UD 47.7 47.7 0.00 4.00 plf 2_j65 Live Partial UD 160.0 160.0 0.00 4.00 plf 3_j28 Dead Partial UD 47.7 47.7 4.50 7.50 plf 4_j28 Live Partial UD 160.0 160.0 4.50 7.50 plf 5_j62 Dead Partial UD 47.7 47.7 7.50 11.00 plf 6_j62 Live Partial UD 160.0 160.0 7.50 11.00 plf 7_j63 Dead Partial UD 47.7 47.7 11.00 17.00 plf 8_j63 Live Partial UD 160.0 160.0 11.00 17.00 plf 9_j64 Dead Partial UD 47.7 47.7 17.00 20.00 plf 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 j66 Live Partial UD 160.0 160.0 4.00 4.50 plf MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 10' 204 Dead 619 619 Live 1600 1600 Total 2219 2219 Bearing: Load Comb #2 #2 Length 0.67 0.67 Glulam- Unbal., West Species, 24F -V4 DF, 5- 1/8x12" Self- weight of 14.16 plf included in loads; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : • Criterion Analysis Value Design Value Analysis /Design Shear fv = 49 Fv' = 265 fv /Fv' = 0.18 Bending( +) fb = 1082 Fb' = 2400 fb /Fb' = 0.45 Live Defl'n 0.43 = L /553 0.67 = L/360 0.65 Total Defl'n 0.69 = L/350 1.00 = L/240 0.69 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fv' 265 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Emin' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 Shear : LC #2 = D +L, V = 2219, V design = 1997 lbs Bending( +): LC #2 = D +L, M = 11095 lbs -ft Deflection: LC #2 = D +L EI= 1328e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Glulam design values are for materials conforming to AITC 117 -2001 and manufactured in accordance with ANSI /AITC A190.1 -1992 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). �- Goo COMPM9Y PROJECT • I WoodV\Io Jae 26.201013:15 076 SOFTWARE FOR WOOD DESIGN Design Check Calculation Sheet Slam 7.1 LOADS I Ib; psf, 4r on ) Load Type Distribution Magnitude Location 1ft1 Unite Start End Start End 1 462 Dead Partial UD 613.2 613.2 0.00 2.00 plf 2 062 Snow Partial UD 195.0 195.0 0.00 2.00 plf 3 Dead Partial UD 611.5 611.5 .50 11.00 plf 029 Snow Partial UD 001.2 901.2 1.50 11.00 plf 3115 Dead Point 1436 11.00 1ba 6_215 Snow Point 2404 11.00 ibs 216 Dead hint 1399 17.00 lb. 9 c16 Snow Point 2404 11.00 ibs 9 Dead Partial UD 611.5 611.5 11.00 19.00 plf t T,' v64 Snow Partial UD 801.2 801.2 17.00 10.00 plf 11:c61 Dead Point 622 7.00 lbe • 12 261 Snow Point 1192 7.00 lba 13162 Dead Point 622 4.00 1b. _ 162 Snow Paint 1192 4.00 ibs 15:63 Dead Partial U0 613.2 613.2 2.00 4.00 plf 16 463 Snow Partial UD 195.0 195.0 2.00 4.00 plf 0 Dead Partial 00 611.5 617.5 18.00 20.00 plf 19 065 Snow Partial U0 801.2 001.2 10.00 20.00 plf 19 071 Daad Partial VD 613.2 613.2 7.00 1.50 plf 20 061 Sr.:, Partial UD 195.0 1 95.0 7.00 7.50 plf 21 164 Dead Partial UD 41.1 41.7 17.00 19.00 plf 22164 Live Partial UO 160.0 160.0 11.00 10.00 plf 23 Dead Partial UD 11.1 47.7 4.50 7.50 plf 21 129 Liva Partial UD 160.0 160.0 4.50 1.50 plf . 25_162 Dead Partial UD 41. 47.7 7.50 11.00 plf 26_162 Live Partial UD 160.0 160.0 7.50 11.00 plf 0_140 Dead Partial VD 320.2 120.2 0.00 2.00 plf 20_149 Live Partial UD 370.0 310.0 0.00 2.00 plf 29 132 Dead Partial UD 120.2 120.2 3.50 4.00 plf 30_132 Live Partial VD 310.0 370.0 3.50 4.00 plf 31_333 Dead Partial UD 120.2 120.2 4.50 7.50 plf 32_133 Live 2art1al UD 310.0 370.0 1.50 7.50 plf 33_131 Dead Partial UD 120.2 120.2 7.50 9.00 plf . 3:134 Live Partial UD 370.0 370.0 1 .50 8.00 plf • 35_135 Dead Partial UD 120.2 120.2 9.00 11.00 plf 36_135 Live Partial UD 310.0 370.0 8.02 11.00 plf 0_147 Dead Partial UD 120.2 120.2 11.00 17.00 plf 39_147 Live Partial UD 370.0 370.0 11.0C 11.00 plf 39 167 Dead Partial UD 120.2 120.2 2.01 3.50 plf 40 Live Partial UD 310.0 370.0 2.01 3.50 plf 41 149 Dead Partial U0 120.2 120.2 4.0C 4.50 plf 42_149 Live Partial UD 310.0 00.0 4.00 4.50 plf 43_363 Dead Partial UD 47.7 47.7 11.00 17.00 plf 163 Live Partial UD 160.0 160.0 11.00 17.00 plf 45_165 Dead Partial UD 47.7 18.00 20.00 plf 4 165 Live Partial UD 160.0 160.0 19.00 20.00 plf. 41_166 Dead Partial UD 41.7 17.7 4.00 4.50 plf 40_166 Live Partial UD 160.0 160.0 4.00 4.50 plf 49_169 Dead Partial UD 120.2 120.2 17.00 19.00 plf 50_160 Live Partial UD 370.0 310.0 11.00 19.00 plf 51_189 Dead Partial 120.2 120.2 10.00 20.00 plf 00 52_169 live Partial 370.0 370.0 19.00 20.00 plf 53 00 172 Dead Partial UD 0.7 47.7 2.00 4.00 plf 54_372 Live Partial VD 160.0 160.0 2.00 4.00 plf 55_373 Dead Partial UD 47.7 41.1 0.00 2.00 plf 56 913 Live Partial UD 160.0 160.0 0.00 2.00 elf MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (In) : „_ +0 Dead 5 1127 Live 9956 9979 Total 11361 17305 Searing: Load Coll 13 13 Lenoth 5.21 5.19 Glulam -Bal., West Species, 24F -V8 DF, 5- 118x22 -1/2" Se0- welota at 25.55 p0 inebaded N loads; Lateral support tope fu3, bottom. et ; Analysis vs. Allowable Stress (psi) and Deflection (in) uslmR peg bps : Criterion Analysis Value Deslcn Value AnalVels /Design Shear fv ■ 392 Pt. . 305 fv /FV' - 0.60 Bendin01.1 fb - 2392 Fb' - 2604 fb /FD' . 0.92 Live Dafl'n 0.40 - L/595 0.6 • L/360 0.60 Total Defl'n 0.94. L/205 1.00. 1/240 0.94 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Cn LC4 Fv' 265 1.15 1.00 1.00 1.00 1.00 1.00 3 F 2400 1.15 1.00 1.00 1.000 0.944 1.00 1.00 1.00 1.00 - 3 rep 650 1.00 1.00 - - - - 1.00 E 1.9 m1111on 1.00 1.00 - - - - 1.00 - - 3 Drain' 0.95 m1111cn 1.00 1.00 - - - - 1.00 - - - shear : L2 43 - 04.751L-S), V • 17 261, '/ dealge - 13902 lee 3onding1 LC 13 - 0..1511. N ■ 96199 lbe -1t Deflection: LC 13 ■ 0..1511.451 E1. 9756006 lb -1n2 Total Defleotion - 1.50(0ead Load Deflection, 0 Live Load Deflectlln. (D4dead i■ler• S -.ncv 4-4104 1n1spact C0conat:u0tlon CLd■:on :entrated) (A11 LC', are listed in the 0:410.fe output) • Load co*Dlnatlona: ICC -IBC DESIGN NOTES: T. Please verify that the default 4.0.64lan tans are eppopdate far your appficalbn. 2. GIWam dmlm1 values are for materials ca rmo: g to AITC 117 -2001 and msnutxCUM 61 accordance with ANSUAITC A190.1 -1992 3. GLULAM: Nate aural breadth 4 actual depth. . 4. Gb0an1 Bemra dad be latency supported ewd4g N De provisions of NOS Cbae 3.3.3. 5. GLULAM: bearing length based an smear of Fcp(ensbn). Fcp(canp n). 4-, (::,,--), COMPANY PROJECT 1 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 pif 2_j21 Live Partial UD 370.0 370.0 0.50 1.50 plf 3_j59 Dead Partial UD 120.2 120.2 0.00 0.50 plf 4_j59 Live Partial UD 370.0 370.0 0.00 0.50 pif 5 j60 Dead Partial UD 120.2 120.2 1.50 3.00 plf • 6 Live Partial UD 370.0 370.0 1.50 3.00 _ pif MAXIMUM R - - ' - - • I a 31 Dead 188 188 Live 555 555 Total 743 743 Bearing: Load Comb #2 #2 Length 0:50* 0.50* 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 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 = 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. • COMPANY PROJECT 1 WoodWorks® SOFTWARE FOR WOOD DESIGN June 24, 2010 12:51 c2 Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Units Start End Start End l bl Dead Axial 1056 (Eccentricity = 0.00 in) 2 Rf.Live Axial 2153 (Eccentricity = 0.00 in) MAXIMUM REACTIONS (Ibs): 0' 8' Lumber n -ply, Hem -Fir, No.2, 2x6 ", 2 -Plys Self- weight of 3.41 pif included in Toads; 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 1 Woo SOFTWARE FOR WOOD DESIGN June 24, 2010 12:54 c12 Design Check Calculation Sheet Sizer 7.1 LOADS ( Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1_c24 Dead Axial 1478 (Eccentricity = 0.00 in) 2_c24 Live Axial 4320 (Eccentricity = 0.00 in) 3 Dead Axial 4067 (Eccentricity = 0.00 in) 4 Live Axial 11291 (Eccentricity = 0.00 in) MAXIMUM REACTIONS (Ibs): '* *f�� , r,� -�-`� ys. � �"• � .+r _, �s`,s•c�.�= -��.- ..:-- �°�..- rye ---- -" • 0 8 Timber -soft; D.Fir -L, No.1, 6x6" Self- weight of 7.19 plf included in Toads; Pinned base; Loadface = depth(d); Ke x Lb: 1.00 x 8.00= 8.00 [ft]; Ke x Ld: 1.00 x 8.00= 8.00 [ft]; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Axial fc = 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. 6 COMPANY PROJECT ) WoodWorks® SOFTWARE FOR WOOD DESIGN June 24, 2010 12:53 c23 Design Check Calculation Sheet Sizer 7.1 LOADS ( Ibs, psf, or pif ) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1 b9 Dead Axial 1478 (Eccentricity = 0.00 in) 2 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 plf included in loads; Pinned base; Loadface = depth(d); Ke x Lb: 1.00 x 9.00= 9.00 [ft]; Ke x Ld: 1.00 x 9.00= 9.00 [ft]; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Axial fc = 303 Fc' = 379 fc /Fc' = 0.80 Axial Bearing fc = 303 Fc* = 1430 fc /Fc* = 0.21 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL /CP CF Cfu Cr Cfrt Ci LC# Fc' 1300 1.00 1.00 1.00 0.265 1.100 - - 1.00 1.00 2 Fc* 1300 1.00 1.00 1.00 - 1.100 - - 1.00 1.00 2 Axial : LC #2 = D +L, P = 5834 lbs (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC'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- COMPANY PROJECT in Wood Works® SOFTWARE FOR WOOD DFStGN June 24, 2010 12:54 c26 Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, 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 (Ibs): � �x y ovit y+�, r� G - Y .r a .r ei,a"w. -.n• adF� h i«*ac, .a, L . �. y -'va. _ =, ...+t`, .w,�—r,, ..g�.a:.wz a_ vK#- �i?� :1F�! • 0' 8' Timber -soft, Hem -Fir, No.2, 6x6" Self- weight of 6.25 plf included in Toads; Pinned base; Loadface = depth(d); Ke x Lb: 1.00 x 8.00= 8.00 [ft]; Ke x Ld: 1.00 x 8.00= 8.00 [ft]; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Axial fc = 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.— 6 Da COMPANY PROJECT f fl WoodWorks® SOFTWARE FOR WOOD DESIGN June 24, 2010 12:52 c29 Design Check Calculation Sheet Sizer 7.1 LOADS ( Ibs, psf, or pif ) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1 b13 Dead Axial 3033 (Eccentricity = 0.00 in) 2 Rf.Live Axial 5052 (Eccentricity = 0.00 in) MAXIMUM REACTIONS (Ibs): 1 0' 8 Lumber n -ply, Hem -Fir, No.2, 2x6 ", 3 -Plys Self- weight of 5.11 pif included in loads; Pinned base; Loadface = depth(d); Built -up fastener: nails; Ke x Lb: 1.00 x 8.00= 8.00 [ft]; Ke x Ld: 1.00 x 8.00= 8.00 [ft]; Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Axial fc = 328 Fc' = 439 fc /Fc' = 0.75 Axial Bearing fc = 328 Fc* = 1644 fc /Fc* = 0.20 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL /CP CF Cfu Cr Cfrt Ci LC# Fc' 1300 1.15 1.00 1.00 0.267 1.100 - - 1.00 1.00 2 Fc* 1300 1.15 1.00 1.00 - 1.100 - - 1.00 1.00 2 Axial : LC #2 = D +L, P = 8126 lbs Kf = 0.60 (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. BUILT -UP COLUMNS: nailed or bolted built -up columns shall conform to the provisions of NDS Clause 15.3. COMPANY PROJECT i WoodWorks® SOFTWARE FOR WOOD DESIGN June 24, 2010 12:55 c31 Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1 b13 Dead Axial 2561 (Eccentricity = 0.00 in) 2 Rf.Live Axial 3599 (Eccentricity = 0.00 in) MAXIMUM REACTIONS (Ibs): 0' 8 ' Lumber n -ply, Hem -Fir, No.2, 2x4 ", 3 -Plys Self- weight of 3.25 pif 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 = 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® SOFTWARE FOR W000 DEVON 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 (Ibs): 1 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 lbs Kf = 0.60 (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. BUILT -UP COLUMNS: nailed or bolted built -up columns shall conform to the provisions of NDS Clause 15.3. 6 2 COMPANY PROJECT i WoodWorks® SOFTWARE FOR WOOD DESIGN June 24, 2010 12:52 c55 • Design Check Calculation Sheet Sizer 7.1 LOADS (Ibs, psf, or pif ) Load Type Distribution Magnitude Location [ft) Units Start End Start End 1 b30 Dead Axial 154 (Eccentricity = 0.00 in) 2 Live Axial 209 (Eccentricity = 0.00 in) MAXIMUM REACTIONS (lbs): 0' 8' Lumber Post, Hem -Fir, No.2, 4x4" Self- weight of 2.53 plf included in loads; Pinned base; Loadface = depth(d); Ke x Lb: 1.00 x 8.00= 8.00 [ft]; Ke x Ld: 1.00 x 8.00= 8.00 [ft]; Analysis vs. Allowable Stress (psi) and Deflection (in) using 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. 0 frq BY Pvl\k_ DATE: r - ` ac 1 o JOB NO.: C EN _60 OF PROJECT: RE: Beams w1 Lok.ra1 Reachors ❑ ❑ w .. J Z LI W 1[ am (o -> t��tll S ,03 - i, 303 O x ❑ 1 13 --, Watts ao aP aoa 3 0 J Q t � CC u ► t.nn 1 y- - Walks moo ' do:P-1 w z a z bears - -) t.ivalt, s ao l , aot 7- ao 1 g 0 U 5 once wind �'eu,.c, - i a�S » se tsmz L r'ac.4i om Z 2 Olf ward` u. 11 he Ca(cOkcAVeci, F 0 U El f x O LL. Z w ❑ Z O O 2 O • o i ce . a 1 o °q ;xa a / ( \ COMPANY PROJECT 1i 1 WoodWorks® SOFTWARE FOR WOOD DESIGN June 24, 2010 13:07 b6 LC1 Design Check Calculation Sheet Sizer 7.1 LOADS ( Ins, 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 4 Snow Partial UD 431.2 431.2 0.00 2.00 plf 5 c45 Dead Point 444 5.00 lbs 6 c45 Snow Point 647 5.00 lbs 7 w45 Dead Partial UD 389.2 389.2 5.00 6.00 plf 8 w45 Snow Partial UD 431.2 431.2 5.00 6.00 plf 9 j25 Dead Full UDL 120.2 plf 10 j25 Live Full UDL 370.0 plf WIND1 Wind Point 800 2.00 lbs WIND2 Wind Point -910 5.00 lbs 'MAXIMUM REACTIONS (Ibsl and BFARING LENGTHS (inl : I o' 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 plf included in loads; Lateral support top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear fv = 97 Fv' = 207 fv /Fv' = 0.47 Bending( +) fb = 805 Fb' = 1035 fb /Fb' = 0.78 Live Defl'n 0.03 = <L/999 0.20 = L/360 0.15 Total Defl'n 0.06 = <L/999 0.30 = L/240 0.21 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 3 Fb'+ 900 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 3 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 4 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 4 Shear : LC #3 = D +.75(L +S), V = 3239, V design = 2190 lbs Bending( +): LC #3 = D +.75(L+S), M = 4247 lbs -ft Deflection: LC 04 = D +.75(L +S +W) EI= 285e06 lb -in2 /ply Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I =impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 3. BUILT -UP BEAMS: it is assumed that each ply is a single continuous member (that is, no butt joints are present) fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top - loaded. Where beams are side - loaded, special fastening details may be required. 9 - COMPANY PROJECT WoodWorks® SOFTWARE FOR WOOD DESIGN June 24, 2010 13:07 b6 LC2 Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location (ft] Units Start End Start End 1_c44 Dead Point 444 2.00 lbs 2_c44 Snow Point 647 2.00 lbs 3_w44 Dead Partial UD 389.2 389.2 0.00 2.00 plf 4_w44 Snow Partial UD 431.2 431.2 0.00 2.00 plf 5 c45 Dead Point 444 5.00 lbs 6 c45 Snow Point 647 5.00 lbs 7_w45 Dead Partial UD 389.2 389.2 5.00 6.00 plf 8 w45 Snow Partial UD 431.2 431.2 5.00 6.00 plf 9_j25 Dead Full UDL 120.2 plf 10 j25 Live Full UDL 370.0 plf WIND1 Wind Point -800 2.00 lbs WIND2 Wind Point 910 5.00 lbs MAXIMUM REAC IIQN,S U ' sl and BEARING LENGTHS lint 9* 10' 61 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. .._ (.5-33 • COMPANY PROJECT 1 WoodWorks® SOFTWARE FOR WOOD DESIGN June 24, 201013:09 b14 LC1 Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or pit) : Load Type Distribution Magnitude Location [ft] Units Start End Start End 1 w68 Dead Partial UD 221.7 221.7 9.00 10.50 plf 2 Live Partial UD 350.0 350.0 9.00 10.50 plf 3 c 19 Dead Point 357 9.00 lbs 4 c19 Live Point 1050 9.00 lbs 5 Dead Point 357 3.00 lbs 6 c20 Live Point 1050 3.00 lbs 7 Dead Partial UD 317.7 317.7 0.00 1.50 plf 8 w 66 Live Partial UD 350.0 350.0 0.00 1.50 plf 9 Dead Point 165 10.50 lbs 1 Snow Point 225 10.50 lbs 11 c65 Dead Point 165 1.50 lbs 12 c65 Snow Point 225 1.50 lbs 13 Dead Partial UD 221.7 221.7 1.50 3.00 plf 19 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 22j44 Live Partial UD 25.0 25.0 0.50 1.50 plf 23_j45 Dead Partial UD 17.0 17.0 1.50 3.00 plf 24_j45 Live Partial UD 25.0 25.0 1.50 3.00 plf 25_j46 Dead Partial UD 17.0 17.0 10.50 12.00 plf 26j46 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) : "_. `ti ,..r _ +- -fir- -)...- -s:: -� --^ 7 e tom' ,�7�� - "`- -- ,.� :ms ....,.....1.--....,;.. .... _ - ''`W _.:_..' „ 1 ,ti� �..� " _ "...� r �:_-'+ �oommw xsr ' -.n. - 1 .._� - '"'i- - r� : `r..- .r +` . �.y.= : *sti %'ir - � - ^ = "t �at� ` r ..'• - . -"- +nc �..�..s['s,G_ '�- A �o' =� °rrt 4'1 .c. ,�er .�.._:.p,f •.2 tea► ' a 4MTIII �.. - ... ..... _tea• """.e..rr.,-':u- 11 1 1211 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- 112x14" Self- weight of 15.31 plf included in loads; Lateral support: top = full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear fv = 158 Fv' = 310 fv /Fv' = 0.51 Bending( +) fb = 1735 Fb' = 2325 fb /Fb' = 0.75 Live Defl'n 0.25 = L/573 0.40 = L/360 0.63 Total Defl'n 0.42 = L/343 0.60 = L/240 0.70 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fv' 310 1.00 - 1.00 - - - - 1.00 - 1.00 2 Fb'+ 2325 1.00 - 1.00 1.000 1.00 - 1.00 1.00 - - 2 Fcp' 800 - - 1.00 - - - - 1.00 - - - E' 1.5 million - 1.00 - - - - 1.00 - - 2 Emin' 0.80 million - 1.00 - - - - 1.00 - - 2 Shear : LC #2 = D +L, V = 6557, V design = 5170 lbs Bending( +): LC #2 = D +L, M = 16527 lbs -ft • Deflection: LC #2 = D +L El= 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. /.-C3 f COMPANY PROJECT 1 WoodWo SOFTWARE FOR WOOD DESIGN June 24, 2010 13:09 b14 LC2 Design Check Calculation Sheet Sizer 7.1 LOADS ( Ibs, pst, or pi? ) Load Type Distribution Magnitude Location [ft) Units Start End Start End 1 w68 Dead Partial UD 221.7 221.7 9.00 10.50 plf 2 w 68 Live Partial UD 350.0 350.0 9.00 10.50 plf 3 Dead Point 357 9.00 lbs 4 Live Point 1050 9.00 lbs 5 c20 Dead Point 357 3.00 lbs 6 Live Point 1050 3.00 lbs 7 Dead Partial UD 317.7 317.7 0.00 1.50 plf 8 Live Partial UD 350.0 350.0 0.00 1.50 plf . 9 - c64 Dead Point 165 10.50 lbs 10_c64 Snow Point 225 10.50 lbs 11 c65 Dead Point 165 1.50 lbs 12 c65 Snow Point 225 1.50 lbs 13 w67 Dead Partial UD 221.7 221.7 1.50 3.00 plf 14 w 67 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 Live Partial UD 350.0 350.0 10.50 12.00 plf 17 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 28j70 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) : ,`a�� .,. -. wa_ "o'#'*a- �.'_:,..,,,,.... -'-""' -= - .°.-� - >a ti n...--- ""' - -= .af+.. a :... y, -. ^ 1 _ 4.)w. s+ ..c.. -x- -.s . ' 'w s= �.°wr. 3iw ....,d,�:.. -...rte .. -- aF - - wa - ,:eZ + I a 121 Dead 2207 2207 Live 4826 4811 Total 7033 7018 Bearing: Load Comb #4 #4 Length 2.51 2.51 LSL, 1.55E, 2325Fb, 3- 112x14" Self- weight of 15.31 plf included in loads; Lateral support: top = full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear fv = 158 Fv' = 310 fv /Fv' = 0.51 Bending( +) fb = 1735 Fb' = 2325 fb /Fb' = 0.75 Live Defl'n 0.25 = L/573 0.40 = L/360 0.63 Total Defl'n 0.42 = L/343 0.60 = L/240 0.70 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fv' 310 1.00 - 1.00 - - - - 1.00 - 1.00 2 Fb'+ 2325 1.00 - 1.00 1.000 1.00 - 1.00 1.00 - - 2 Fcp' 800 - - 1.00 - - - - 1.00 - - - E' 1.5 million - 1.00 - - - - 1.00 - - 2 Emin' 0.80 million - 1.00 - - - - 1.00 - - 2 Shear : LC #2 = D +L, V = 6557, V design = 5170 lbs • Bending( +): LC 62 = D +L, M = 16527 lbs -ft Deflection: LC #2 = D +L EI= 1241e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL -BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer.' 3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. 4- GC- COMPANY PROJECT di WoodWorks® I SOFfWARE FOR WOOD DESIGN June 24, 201013:11 b13 LC1 Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1 w58 Dead Partial UD 519.0 519.0 0.00 3.00 plf 2_w 58 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 c 68 Snow Point 942 3.00 lbs 9 Dead Partial UD 593.7 593.7 5.00 8.00 plf 1171_w59 Snow Partial UD 735.0 735.0 5.00 8.00 plf 11 137 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 Live Partial UD 250.0 250.0 3.50 6.50 plf 15 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 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 CTIANS /ibsl and BEARING LENGTHS lint 1 -` � �Z ,�' P ,'act'..'c`.r "'��,���... -'�" �_ T�_!rq„ =".pt°�.i2�.`s'r� +� r te , . fit^" -' ;'' r`" - ..�' lr+ e..3 „' `A I 0' 81 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 = 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 #3 = D +.75(L +S), V = 6822, V design = 5122 lbs Bending( +): LC #3 = D +.75(L +S), M = 12340 lbs -ft Deflection: LC #3 = D +.75(L +S) EI= 1241e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C =construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL -BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. • • 4 - (.13G COMPANY PROJECT 1 WoodWorks' SOFIWAREFOR WOOD DESIGN June 24, 2010 13:11 b13 LC2 Design Check Calculation Sheet Sizer 7.1 LOADS (Ibs, pst, or plt) : Load Type Distribution Magnitude Location (ft) Units Start End Start End 1_w58 Dead Partial UD 519.0 519.0 0.00 3.00 plf 2 w58 Snow Partial UD 505.0 505.0 0.00 3.00 plf 3 c40 Dead Point 217 5.50 lbs 4 c40 Live Point 668 5.50 lbs 5 c67 Dead Point 518 5.00 lbs 6 c67 Snow Point 778 5.00 lbs 7 c68 Dead Point 573 3.00 lbs 8 c68 Snow Point 942 3.00 lbs 9 w59 Dead Partial UD 593.7 593.7 5.00 8.00 plf 10_w59 Snow Partial UD 735.0 735.0 5.00 8.00 plf 11 j37 Dead Partial UD 100.7 100.7 6.50 8.00 plf 12 j37 Live Partial. UD 310.0 310.0 6.50 8.00 plf 13_j38 Dead Partial UD 81.2 81.2 3.50 6.50 plf 14 j38 Live Partial UD 250.0 250.0 3.50 6.50 plf 15 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 Dead Point 225 6.50 lbs 20 b32 Live Point 693 6.50 lbs W1 Wind Point -6590 0.00 lbs W2 Wind Point 6590 3.00 lbs W3 Wind Point -6590 5.00 lbs W4 Wind Point 6590 8.00 lbs MAXIMUM RFACTIONS Obsl and BEARING LENGTHS finl : ms's... ,-,.: _=' . « ; 4..`s'' 1` -r • -'4, +. . _ ` ^te -?-t in .:L....¢arYi, _sa +.' . ° ..c am a.. .... "- "� :-'-' ,." " ^ " air - " s': a_r ` _ _.r2 - - 4 '..- ..�' .._ a:. .....-m%.,...114..... s ��, - �•- wale. ,. ._. .� -- ,.-..'tea _ '' - ., ++r -- - r°��__•a ; �. _ - ,4;:e.��� W,•- •Y"T -' _' y es `�'""° " '7. -1 ..--• rs.�., z : wnF..- _. .s, --- = ' I. - 'uf '- '� 3' :a...- -.. , �" "" � c :4-,,,e _ a....:" - F: - r'+...- - tom.. - ...,c =.7,.- .4.'"'"*" -r..r- .-..- �_ ..,+,mr ._ = Veer., r •• - 'te - -....l r •∎∎. -.- = ...j.7.7......-ft....- I (y 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- 112x14" Self - weight of 15.31 plf included in loads; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NOS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear fv = 157 Fv' = 356 fv /Fv' = 0.44 Bending( +) fb = 1295 Fb' = 2674 fb /Fb' = 0.48 Live Defl'n 0.06 = <L/999 0.27 = L/360 0.24 Total Defl'n 0.14 = L /680 0.40 = L/240 0.35 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fv' 310 1.15 - 1.00 - - - - 1.00 - 1.00 3 Fb'+ 2325 1.15 - 1.00 1.000 1.00 - 1.00 1.00 - - 3 Fcp' 800 - - 1.00 - - - - 1.00 - - - E' 1.5 million - 1.00 - - - - 1.00 - - 3 Emin' 0.80 million - 1.00 - - - - 1.00 - - 3 Shear : LC #3 = D +.75(L +S), V = 6822, V design = 5122 lbs Bending( +): LC 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 -6-.."--- COMPANY PROJECT 111 I I Wood \/I r k s ® Uuntr26, 20101119 WIC' SOFTWARE FOR WOOD DESIGN Design Check Calculation Sheet Steer 7.1 LOADS (1b pal, mpR) : Load Type Distribution Magnitude Location ISti Unita Start End Start End w62 Dead Partial U0 - 613.2 613.2 0.00 2.00 plf _v62 Snow Partial UD 195.0 795.0 0.00 2.00 plf 029 Dead 9arc11 UD 617.5 617.5 7.50 11.00 plf v29 Snow Partial VD 901.2 901.2 7.50 11.00 plf :c15 Dead Point 1436 11.00 lbs c15 Snow Point 2404 11.00 1bs _c16 Deed Point 1399 17.00 lbs _c16 Snow Point 2404 17.00 lbs 064 Dead Partial UD 617.5 617.5 17.00 19.00 plf r1_964 Snow Partial UD 901.2 901.2 17.00 19.00 plf . 1 61 Doad Point 622 7.00 lba _ c61 Snow Point 1192 7.00 lbs c62 Dead Point 622 4.00 lbs 4 062 Snow Point 1192 4.00 lbs 5 '063 Dead UD 613.2 613.2 2.00 4.00 plf 6_063 Snow 1200101 Partial UD 1 95.0 795.0 2.00 4.00 plf 065 Dead Partial UD 611.5 617.5 19.00 20.00 plf 3 Snow Partial UD 901.2 601.2 19.00 20.00 plf 9 1 Dead Partial VD 613.2 613.2 7.00 7.50 plf 0 01o71 Snow Partial UD 1 95.0 795.0 7.00 1.50 plf 1_164 Deed Partial VD 47.7 17.00 19.00 plf 22_164 Llva Partial UD 160.0 160.0 11.00 19.00 plf 23_129 Dyad 93001 Partial UD 41.1 4.50 1 .50 plf 2< ):9 Llvo Partial UD 160.0 160.0 4.50 1.50 plf 25_1 62 Dead Partial UD 47.7 47.7 1.50 11.00 plf 26 _162 Live Partial UD 160.0 .160.0 1.50 11.00 plf 21 149 Dead Partial UD 120.2 120.2 0.00 2.00 plf 2 °. 349 Live Partial UD 370.0 310.0 0.00 2.00 plf 29_132 Dyad Partial UD 120.2 120.2 3.50 4.00 plf 36_132 Live Partial UD 370.0 310.0 3.50 1.00 plf 31_333 Dead Partial UD 120.2 120.2 4.50 7.50 plf 32_133 Live Partial UD 110.0 310.0 4.50 1.50 plf 33_134 Dead Partial 0 1:0.2 120.2 1.50 9.00 plf 34 U 134 Live Partial VD 3 370.0 1.50 9.00 plf 35_335 Dead Partial UD 120.2 120.2 9.00 11.00 plf 36_335 L.Ve Partial UD 210.0 370.0 e.00 11.00 plf 37_147 Dead VD 120.2 120.2 11.00 17.00 pit 36 1.0:1.1 147 Live Partial UD 310.0 310.0 11.00 17.00 plf 39_167 Dead Partial UD 120.2 120.2 2.00 3.50 plf 40_16 Live Partial UD 310.0 310.0 2.00 3.50 plf 41 _149 Dead Partial U0 120.2 120.2 4.00 4.50 pit 42_349 Live UD 210.0 310.0 4.00 4.50 plf 43 03001.0 - 163 Dead Partial UD 47.7 41.1 11.00 17.00 plf 44_163 Live Partial UD 160.0 160.0 11.00 17.00 plf 45_)65 Dead Partial UD 47.7 17.1 19.00 20.00 plf 46 _365 Live Partial UD 160.0 160.0 19.00 20.00 pit 47_166 Daad Per01.1 0D 41.1 47.1 4.00 4.50 pit 48_166 Llva Partial UD 160.0 160.0 4.00 4.50 plf 49_16! Deed Partial UD 1:0.2 120.2 17.00 19.00 plf 50_169 Live Partial UD 310.0 370.0 17.00 10.00 plf 51_169 Dead Partial VD 120.2 120.2 19.00 20.00 plf 52_169 Live Partial UD 3 370.0 12.00 20.00 plf 53_1 Dead Partial UD 47.7 47.7 2.00 4.00 plf 5 1,2 Live Partial UD 160.0 160.0 2.00 4.00 plf 55_1 Dead Partial 0 47.7 0.00 2.00 plf 56_3 Live Partial UD 160.0 160.0 0.00 2.00 pit N1 Wind Point 5950 0.00 lbs W2 Wind Point -5950 4.00 lb. W3 Wind Point 5950 11.00 lb. W4 Wind Point -5950 17.00 lb. 85 Hind Point 5950 20.00 16a MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : • Daad - 9405 1321 Live 12150 12112 Total 19555 19499 Searing: Load Comb 14 11 Length 5.91 _ 5.95 Glulam -BaI., West Species, 24F -V8 DF, 5- 118x22 -1/2" Sa0-wal/M 41211.59 NI Included In loafs: Ls1ma1 support tope hA bollorm al c¢ports: Analysis vs. Allowable Stress (psi) and Deflection (in) .. to NM 2aa5: Criterion An.lv.1. Value D4.i0n valve Analysis /Da.,. 06.20 07 - 182 Fv' . 305 1v /FV' - 0.60 60nd1n9151 fb a 2392 Vb ■ 2604 R /Fb' - 0.92 Live D.f1'n 0.40 - L/595 0.61 - L /360 0.60 Tcral Defl'n 0.94 ■ L/295 1.00 - L/240 0.24 ADDITIONAL DATA: • FACTORS: F/E CD CM Ct CL 09 Cfu Cr Cfrt Notes Cn LCI Fv' 265 1.15 1.00 1.00 1.00 1.00 1.00 3 96'0 2400 1.15 1.00 1.00 1.000 0.944 1.00 1.00 1.00 1.00 - 3 . Fop' 650 1.00 1.00 - - - - 1.00 - E. 1.8 million 1.00 1.00 - - - - 1.01 - - 3 =min' 0.65 million 1.00 1.00 - Shear : LC 43 ■ 0•.151:. v - 11361, V dealgn - 13962 l0a 00031091 LC 13 - 0*.7511451. M ■ 96199 010 -10 Deflection: LC 43 - 7.151L451 EI- 9756.06 ID -in1 Total Deflection ■ 1.501De.d Load Deflact10n1 • Live Load Deflection. ID-dead L.11v. S.anow W-wlnd I- 1rp•0! ■00300000lon CLC-0oncent:atedl (All LC'. are Listed in the Analysis < r ot1 Load combinations: ICC -IEC DESIGN NOTES: 1. Please Sway gat lha delmdt defied/3n OMs an appropr6 3 for yanepp5olim. 2. Gahm design values are for materials conforming to AITC 117 -2001 and manubma.d to aceadaca with ANSIAITC A190.1 -1992 3. GLULAM: Oad = actual breadths equal depth. • O. GhLam Beam shall be lateral!, supportad according to ON praAsbns of NDS China 3.3.3. 5. GLULAM: beaNg length based on wale of Fdp(tenston), Fap(09.p'n). / -r COMPANY PROJECT i Woo d Works Juno 24, 201013:15 b34LC2 SOFTWARE FOR WOOD DESIGN Design Check Calculation Sheet Mar 7.9 LOADS Iivr. PU.aa P ' Load Typo Distribution Magnitude Location (ft] Un1ta Start End Start End 1_062 Dead Partial 10 613.2 613.2 0.00 2.00 plf 062 Snow Partial U0 795.0 795.0 0.00 2.00 plf 3_029 Dead Partial UD 617.5 617.5 7.50 11.00 plf 4_029 Snow Partial UD 801.2 801.2 7.50 11.00 plf 5 015 Dead Point 1136 11.00 lbs 6_015 Snow Point 2404 11.00 lbs 016 Dead Point 1299 17.00 lb. 9 016 ins., Point 2404 17.00 Its 9 Oead Partial UD 617.5 617.5 17.00 19.00 plf 10_ Snow Partial UD 901.2 901.2 17.00 19.00 plf 11 Dead Point 622 7.00 lb. 12 Snow Point 1192 7.00 lba 13 Dead Point 622 4.00 lbw 11062 Snow Point 1192 4.00 lbs 15 Dead Partial UD 613.2 613.2 2.00 4.00 plf 16 Snow Partial 00 795.0 7 95.0 2.00 4.00 plf 17 065 Dead Partial UD 617.5 617.5 18.00 20.00 pit 19_065 Snow Partial UD 701.2 801.2 19.00 20.00 plf 19 071 Dead Partial VD 613.2 613.2 7.00 7.50 plf 20 Snow Partial VD 795.0 795.0 7.00 7.50 plf 21_764 Dead Partial UD 47.7 47.7 17.00 19.00 Flt 22_364 Live Partial UD 160.0 160.0 17.00 19.00 plf 23_329 Dead Partial UD 47.7 47.7 4.50 7.50 plf 24_123 Live Partial UD 160.0 160.0 4.50 7.50 plf 25_762 Dead Partial UD 41.7 47.7 7.50 11.09 plf 26_162 Live Partial VD 160.0 160.0 7.50 11.00 plf l 148 Dead Partial UD 120.2 120.2 0.00 2.00 plf 20148 Live Partial UD 370.0 370.0 0.00 2.00 pl.' 29_132 Dead Partial UD 120.2 120.2 3.50 4.00 plf 30_132 11ve 28:62.1 UD 370.0 370.0 3.50 4.00 plf 11_133 P a r t i a l 120.2 120.2 4.50 7.50 plf 12_333 Live Partial UD 370.0 370.0 4.50 7.50 plf 33_334 Dead Partial ID 120.2 120.2 7.50 9.00 plf 14_134 Live Partial UD 370.0 370.0 7.50 9.00 plf 15_135 Dread Partial UD 120.2 120.2 9.00 11.00 plf 36_135 Live Part1a1 VO 3 370.0 9.00 11.00 plf 37_347 Dead Partial ID 120.2 120.2 11.00 1 plf 39_347 Lice Partial UD 370.0 370.0 11.00 17.00 plf 39_167 Dead Partial UD 1_0.2 120.2 2.00 3.50 plf 40_367 Live Partial UD 310.0 370.0 2.00 3.50 pIf 41_319 Dead Partial UD 120.2 120.2 4.00 4.50 plf 42_349 Live Partial UD 370.0 370.0 4.00 4.50 plf 43_163 Dead Partial UD 47.7 47.7 11.00 17.00 plf 44_363 Live Partial UD 160.0 160.0 11.00 17.00 plf 45_165 Dead Partial UD 17.1 11.1 19.00 20.00 pl.' 46_065 Live Partial UD 160.0 160.0 19.10 20.00 plf 47_166 Dead Partial UD 47.7 47.7 4.00 4.50 plf 48_166 Live Partial UD 160.0 160.0 4.00 4.50 plf 49_369 Dead Partial ID 120.2 120.2 17.00 19.00 plf 50_369 1170 Partial UD 370.0 370.0 17.00 19.00 plf 51 169 Dead Partial UD 120.2 120.2 19.00 20.00 plf 52369 Live Partial ID 370.0 370.0 13.00 20.00 plf 53 172 Dead Partial UD 4 47.7 2.00 1.00 plf 54_372 Live Partial VD 160.0 160.0 2.00 4.00 plf 55_173 Desd Partial UD 47.7 47.1 0.00 2.00 plf 56373 Live Partial ID 160.0 160.0 0.00 2.00 pit N1 N1nd Point - 5350 0.00 lbe Wind Point 5950 4.00 lb. N3 /31nd Point - 5850 11.00 lb. N4 Wind P?1nt 5950 17.00 lbs 05 Wind Point -5950 20.00 lb. MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : Dead 4405 1327 Live 9956 99 Total 17361 17305 Bearing: Shad Comb 13 43 Length 5.21 5.39 • Glulam -Bat., West Species, 24F -V8 DF, 5- 118x22 -1/2" Stlfiaeypa of 26.55 p0 Included m Iwda; Lateral support top. ivo. bolbme el .4 90MS; Analysis vs. Allowable Stress (psi) and Deflection (In) memo Nos 2605: . Criterion Anal0.18 Value D.e1gn Value Analysis /Deafen shear - 182 Fv' ■ 305 1v /FV' . 0.60 6end1ng1.1 1b 3 2392 Fb' . 2604 fb /Pb' . 0.92 Live Def1'n 0.41 ■ L /591 0.67 • L /360 0.61 Total Co11'n 0.94 . L/284 1.00 - L /240 0.94 ADDITIONAL DATA: FACTORS: F/E CD G4 Ct CL CV Cfu Cr Cfrt l4ctea , LC4 For 265 1.15 1.00 1.00 1.00 1.00 1.00 3 25'+ 2400 1.15 1.00 1.00 1.000 0.944 1.00 1.00 1.00 1.00 - 3 F0p' 650 1.00 1.00 - - - - 1.00 - - - E' 1.9 million 1.00 1.00 - - - - 1.00 - - 4 Ea1n' 0.95 01111on 1.00 1.00 - - - - 1.00 - - 4 Shear r LC 43 ■ D..75(L +s1. V a 11361, V design - 13 lbs Bonding(+): LC f3 - 0..15(1,+51, M - 56199 lbs -ft Deflection: LC i4 . 04.1511+0+61 EI- 9756.06 lb -1n2 Total Deflection . 1.00(Dead Load Deflection) + Live Wad Deflection. (0■dead Lmllve 6■02.00 Y.wlnd 1- 12pact C- conatructicn CL]- ccncent0. tell 1311 L0'4 ere listed In the Analyeia output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please vaiSy Slat the defa181 de14c6cn Meta are appaprmb for your application. 2. Ghdzm design vahm are for pwleriab c.OI9DI Nn9 to AMC 117.2001 and nur6rfactumd in aceadsere with ANSUAITC A190.1 -1992 3. GLULAM: bade actual breadth a or/Asir/Neb. 0. 481133.1 Beams slal W batera3y supported swld1q 4021e proviskos of ADS Claus 3.3.3. 5. GLULAM: bearing length Weed en smiler ol Fro/tension), Fcp(compn). 4 - C)''-'29 COMPANY PROJECT I lVood Jar 2e, 2010 1320 634 LC2 SOFTWARE FOR WOOD DESIGN Design Check Calculation Sheet Steer 7.9 LOADS (ms, psl.m Plf) i Load Type Distribution Magnitude Location [ft] Unita Start End Start End 1_062 Dead Partial UD 613.2 613.2 0.00 2.00 pif 2 062 Snow Partial UD 795.0 195.0 0.00 2.00 091E 3,29 Deed Partial UD 611.5 611.5 7.50 11.00 pif 4_w29 Snow Partial UD 001.2 801.2 1.50 11.00 pif 5 c15 Dead Point 1136 11.00 lba 6_c15 Sn00 Point 2101 11.00 lbs 7 Dead Point 1389 1].00 lba B .16 Snow Point 2101 17.00 Iba 9 Dead Partial UD 617.5 617.5 17.00 18.00 091E 171_064 Snow Partial UD 901.2 001.2 1 19.00 pif 11 :61 Deed Point 622 7.00 15. 12 Snow Point 1192 7.00 lba 12362 Dead Point 622 1.00 11. 14 Snow Point 1192 1.00 Iba 15 Dead Partial UD 613.2 613.2 2.00 1.00 pif 16.63 Snow Partial UD 195.0 195.0 2.00 1.00 pif 17 Dead Partial UD 617.5 611.5 16.00 20.00 pif 19065 Sn:o Partial UD 001.2 901.2 18.00 20.00 pif 19 011 Dead Partial UD 613.2 613.2 7.00 7.50 pif 20 Snow Partial UD 795.0 795.0 7.00 7.50 pit 21 366 Dead Partial UD 41.1 17.7 17.00 19.00 pif 22_164 Live Partial UD 160.0 160.0 17.00 18.00 pif 23_129 Dead Partial UD 41.1 11.1 4.50 7.50 pif 20328 Live Partial UD 160.0 160.0 1.50 7.50 0911 25 362 Dead Partial 00 17.7 7.50 11.00 plf 26362 Live Partial U0 160.0 160.0 7.50 11.00 pif 21_34B Dead Partial U0 120.2 120.2 0.00 2.00 plf 26_143 Live Partial UD 370.0 370.0 0.00 2.00 091E 29 332 0002 Partial UD 120.2 120.2 3.50 1.00 pit 30 332 Live Partial UD 370.0 310.0 3.50 1.00 pif 31 333 Deed Partial UD 120.2 120.2 1.50 1 .50 pif 32_133 Live Partial UD 370.0 370.0 4.50 7.50 plf 33_331 Dead Partial U0 120.2 120.2 7.50 8.00 (11 34 134 Live Partial U0 370.0 310.0 7.50 8.00 pif 35 Dead Partial UD 120.2 120.2 9.00 11.00 pif 36335 Live Partial UD 310.0 370.0 9.00 11.00 pif 37 111 Dead Partial UD 120.2 120.2 11.00 17.00 pif 39_147 Live Partial UO 370.0 310.0 11.00 17.00 plf 39_167 Dead Partial UD 120.2 120.2 2.00 3.50 plf 40_167 Live Partial U0 370.0 310.0 2.00 3.50 pif 41_116 Dead Partial UD 120.2 120.2 1.00 4.50 pif 42,19 Live Partial UD 370.0 370.0 1.00 4.50 pif 43_163 Dead Partial UD I1.1 47.7 11.00 17.00 pif 44_163 Live Partial UD 160.0 160.0 11.00 17.00 plf 45 _165 Dead Partial UD 17.7 47.7 10.00 20.00 pif 46_165 Live Partial U0 160.0 160.0 19.00 20.00 pif 47 _166 Dead Partial U0 17.1 47.7 4.00 4.50 pif 1 Live Partial UD 160.0 160.0 1.00 4.50 Of 49_169 Dead Partial UD 120.2 120.2 17.00 19.00 pif 50_360 Live Partial UD 310.0 310.0 17.00 10.00 pif 51J69 Dead Partial UD 120.2 120.2 10.00 20.00 plf 52_169 Live Partial UD 370.0 370.0 18.00 20.00 pif S3_172 Dead Partial UD 47.7 47.7 2.00 1.00 pif 54_172 Live Partial U0 160.0 160.0 2.00 4.00 pif 55 373 Deed 28001a1 UD 11.7 17.7 0.00 2.00 plf 56_173 Live Partial UD 160.0 160.0 0.00 2.00 pif M1 Wind Point -5950 0.00 11a Mind Point 5850 4.00 lb. 03 Wind Point -5850 11.00 lba WI Wind Point 5050 17.00 160 W5 Wind Point -5850 20.00 159 • MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (In) : • 00.2 9105 ; 1 327 Live 9956 9305 tat 17361 3)]05 Bearl.lo C Load Comb 13 f] Length _ 5.21_ 5.19 Glulam -Bat., West Species, 24F -V8 DF, 5- 118x22 -112" SeD.weight d 25.5590 Included In hada: Lateral support fop. 5.9, bottom. m supports; Analysis vs. Allowable Stress (psi) and Deflection (in) .,bla fmy xooa; . Criterion Analysis Value Design Value Analvvia /Demon Shear Iv • 182 Fv. . 305 fv /FV' . 0.60 Bending1 15 . 2392 00' . 2601 fb /Fb' . 0.92 Live Defl'n 0.11 . L /591 0.61 ■ L/360 0.61 Total Defl'n 0.01 • L/209 1.00 . L /240 0.51 ADDITIONAL DATA: FACTORS: F/E CD 04 Cc CL CV Clu Cr Cfrt a LCI 0/' 265 1.15 1.00 1.00 1.00 1.00 1.00 3 66 2100 1.15 1.00 1.00 1.000 0.911 1.00 1.00 1.00 1.00 - 3 Fop' 650 1.00 1.00 - - - - 1.07 E 1.8 million. 1.00 1.00 - - - - 1.00 - - 5003' 0.75 m11110n 1.00 1.00 - Shear : LC 13 . D,.751L15). V ■ 11361, V design • 13902 3ba Banding(7(: LC 13 . 09.1511,15). M ■ 86189 lba -ft Deflection: LC 14 . D EI. 9756006 lb -1n2 Total Deflection . 1.70(Dead Load Deflection) 1 Live Load Deflection. 10940.4 5.11,9 S■anow W.wind 1.10paci C.r_nstructlon CW.tonrentratedl (A11 LC'e are listed in the Anal /els output) Load 3oxbinaticns'. ICC -I6C DESIGN NOTES: 1. Rosa wiry that UN &fa n deflection (knits am opptoplale for your vpp6aDwi 2. GM= design values am far trmerfels aMamdn9 b AITC 117.2001 and non1010aed In aaordalca with ANSUAITC A190 .1.1992 3. GLULAM: bad • actual bea a edlul depth. e. G9fenl Beams shah be latera4y supporfad according t0 the provisions 01 NM ammo 7 3.3. 5. GLULAA9: bearbo length based ..romper of Fcp(bnsbnl. Fcp(cctrlp'7) 12 -..-- 6 / q ° COMPANY PROJECT i WoodWorks® SOFIWARFFOR WOOD DESIGN June 24, 2010 13:23 b34 LC1 NO LL Design Check Calculation Sheet Sizer 7.1 LOADS ( Ibs, 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 131c62 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 plf 19 Dead Partial UD 613.2 613.2 7.00 7.50 plf 21 Dead Partial UD 47.7 47.7 17.00 18.00 plf 23 j28 Dead Partial UD 47.7 47.7 4.50 7.50 plf 25 j62 Dead Partial UD 47.7 47.7 7.50 11.00 plf 27 Dead Partial UD 120.2 120.2 0.00 2.00 plf 29 j32 Dead Partial UD 120.2 120.2 3.50 4.00 plf 31_j33 Dead Partial UD 120.2 120.2 4.50 7.50 plf 33_j34 Dead Partial UD 120.2 120.2 7.50 8.00 plf 35 j35 Dead Partial UD 120.2 120.2 8.00 11.00 plf 39 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 j65 Dead Partial UD 47.7 47.7 18.00 20.00 plf 47_j66 Dead Partial UD 47.7 47.7 4.00 4.50 plf 49_j68 Dead Partial UD 120.2 120.2 17.00 18.00 plf 51 Dead Partial UD 120.2 120.2 18.00 20.00 plf 53_j72 Dead Partial UD 47.7 47.7 2.00 4.00 plf 55 j73 Dead Partial UD 47.7 47.7 0.00 2.00 plf W1 Wind Point 5850 0.00 • lbs W2 Wind Point -5850 4.00 lbs W3 Wind Point 5850 11.00 lbs W4 Wind Point -5850 17.00 lbs W5 Wind Point 5850 20.00 lbs MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : • A 20 a Dead 7189 6822 Live 156 302 Total 7238 7018 Bearing: Load Comb #2 #2 Length 2.17_ 2.11 Glulam-Bal., West Species, 24F -V8 DF, 5- 1/8x22 -1/2" Self- weight of 26.55 plf included in loads; Lateral support: top = full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear fv = 74 Fv' = 238 fv /Fv' = 0.31 Bending( +) fb = 950 Fb' = 2038 fb /Fb' = 0.47 Live Defl'n negligible . Total Defl'n 0.41 = L /585 1.00 = L/240 0.41 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Notes Cn 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 113. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). 4-Gli-fJ COMPANY PROJECT I WoodWorks® SOFTWARE FOR WOOD DESIGN June 24, 2010 13:22 b34 LC2 NO LL Design Check Calculation Sheet Sizer 7.1 LOADS 1 lbs, 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 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 Dead Partial UD 613.2 613.2 2.00 4.00 plf 17w65 Dead Partial UD 617.5 617.5 18.00 20.00 plf 19 _ w71 . Dead Partial UD 613.2 613.2 7.00 7.50 plf 21_j64 Dead Partial UD 47.7 47.7 17.00 18.00 plf 23_j28 Dead Partial UD 47.7 47.7 4.50 7.50 plf 25 j62 Dead Partial UD 47.7 47.7 7.50 11.00 plf 27_j48 Dead Partial UD 120.2 120.2 0.00 2.00 plf 29_j32 Dead Partial UD 120.2 120.2 3.50 4.00 plf 31 j33 Dead Partial UD 120.2 120.2 4.50 7.50 plf 33_j34 Dead Partial UD 120.2 120.2 7.50 8.00 plf 35_j35 Dead Partial UD 120.2 120.2 8.00 11.00 plf 39_j67 Dead Partial UD 120.2 120.2 2.00 3.50 plf 41_j49 Dead Partial UD 120.2 120.2 4.00 4.50 plf • 43 j63 Dead Partial UD 47.7 47.7 11.00 17.00 plf 45_j65 Dead Partial UD 47.7 47.7 18.00 20.00 plf 47_j66 Dead Partial UD 47.7 47.7 4.00 4.50 plf 49 j68 Dead Partial UD 120.2 120.2 17.00 18.00 plf 51 j69 Dead Partial UD 120.2 120.2 18.00 20.00 plf 53_j72 Dead Partial UD 47.7 47.7 2.00 4.00 plf 55_j73 Dead Partial UD 47.7 47.7 0.00 2.00 plf . W1 Wind Point -5850 0.00 lbs W2 Wind Point 5850 4.00 lbs W3 Wind Point -5850 11.00 lbs W4 Wind Point 5850 17.00 lbs W5 Wind Point -5850 20.00 lbs MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : A 201 Dead 7189 6822 Live Total 7189 6822 Bearing: Load Comb 81 q1 Length 2.16, 2.05 Glulam -Bat., West Species, 24F -V8 DF, 5- 1/8x22 -1/2" Self- weight of 26.55 plf included in loads; Lateral support: top = full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear fv = 74 Fv' = 238 fv /Fv' = 0.31 Bending( +) fb = 950 Fb' = 2038 fb /Fb' = 0.47 Live Defl'n negligible Total Defl'n 0.41 = L /585 1.00 = L/240 0.41 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Notes Cn 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 81 = D only, V = 7189, V design = 5674 lbs Bending( +): LC 81 = D only, M = 34217 lbs -ft Deflection: LC 81 = 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. G)ulam 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 - (Pt-i 2- ;. Harper Project: _ Houf Peterson Client: Job # Righellis Inc. ENGINEERS • PLANNERS Designer: Date: Pg. # LANDSCAPE ARCNIrECTS•SURVEYORs W := 10 lb 8•ft•20•ft Wdl = 1600-lb V� -�'[� �Si9Y ; ft Seismic Forces Site Class =D Design Catagory =D Wp := Wdl I 1.0 Component Importance Factor (Sect 13.1.3, ASCE 7 -05) S := 0.339 Max EQ, 5% damped, spectral responce acceleration of 1 sec. S := 0.942 Max EQ, 5% damped, spectral responce acceleration at short period z := 9 Height of Component h := 32 Mean Height Of Roof F := 1.123 Acc -based site coefficient @ .3 s- period (Table 1613.5.3(1), 2006 IBC) F v • = 1.722 VeI -based site coefficient @ 1 s- period (Table 1613.5.3(2), 2006 IBC) S : F S m1 F -Si 2•S S : = Max EQ, 5% damped, spectral responce acceleration at short period 3 Exterior Elements & Body Of Connections a := 1.0 Rp := 2.5 (Table 13.5 -1, ASCE 7 -05) 4a •Sds' • p F P 1 + 2 h p EQU. 13.3 -1 Fpmax 1.6•Sd EQU. 13.3 -2 F pmin := • 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 � C1g4 Harper Project: Houf Peterson ao Client: Job # Righellis Inc. ENGINEERS.* PLANNERS Designer: Date: Pg. # LANDSCAPE ARCNITECTS•SURVEYORS Wdl 10• lb 8•ft•20•ft W = 1600-lb ft Seismic Forces Site Class =D Design Catagory =D Wp •= Wdl - P i�� • - 1.0 Component Importance Factor (Sect 13.1.3, ASCE 7 -05) S1 := 0.339 Max EQ, 5% damped, spectral responce acceleration of 1 sec. S := 0.942. Max EQ, 5% damped, spectral responce acceleration at short period z := 9 Height of Component h := 32 Mean Height Of Roof F = 1.123 Acc -based site coefficient © .3 s- period (Table 1613.5.3(1), 2006 IBC) F 1.722 Vel -based site coefficient © 1 s- period (Table 1613.5.3(2), 2006 IBC) S := F S := FvS 2 -S ms S := Max EQ, 5% damped, spectral responce acceleration at short period 3 Exterior Elements & Body Of Connections a := 1.0 RP 2.5 (Table 13.5 -1, ASCE 7 -05) 4a • z F P : __ pR � 1 + 2 hJ Wp EQU. 13.3 -1 Fp := 1.6•S -I W EQU. 13.3 -2 F pmin • -I EQU. 13.3 -3 F if(F > F pmax ,F pmax ,if ( F p <Fpmin,Fpmin,Fp)) F = 338.5171 -lb Miniumum Vertical Force 0.2 -W = 225.6781.1b Cl H )t, limper P Houf Peterson COMMUNICATION RECORD Righellis Inc. To r: FROM u MEMO TO FILE 0 .. .. ....... .. ... . .. .._.. . PHONE NO.• PHONE CALL: Er MEETING: fl zi 11 CO IM M J. 2 0 P.,. 7. 0 ) E., --,-, 1, 3 Li fp —41 1 ( 03 0.3 0 0 .../ ••••-"' CO 1) S .5) ""Y 0 -.... ,..... 4 ..... ... ' ...._. 0 .1/ ? 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(„ov) #ooe •=-- w : e cJ) Qbcf x c) 9 0 m Z 7 1 3 II J. 4-'7 U C 0 a . 1. - & ,‘ S J 01 m c b. ClCi H vosdwils --() ,Ni z f .., ,40o.,_„, N,44.0„,,,,_,,,.....„ F) › a z )1 13 73 X RI 0 Z 0 0 k # Call g ....2r'' Ill a x i 0 f o , o „I Li 0 • cod 4 `'-4') --7 , .„, ',,,,, ,,,, • J KL_ :3a • :.133 road . .._ - .. , ON 801” : 3 1 V 0 VA 03 ) C A A •AEI • 1 - I Harper • : 1 I' '• Houf Peterson _ QQ Inc. COMMUNICATION RECORD R ghellis In To 0 FROM 0 MEMO TO FILE fp ENGINEER • R8 ... .. ScAP ARCNI TE c L'TsT,: • S V:tVEYyli . i '� - °-- PHONE NO.: PHONE CALL: 0 MEETING: 0 m n CO 7 -I e a 1: l � t ► P 3 v sv d L - ' 9 6 # z. w 4 0 3 6 t.). la $ p , . . 1 • ( ...C. , cs T • „ • ,- .. i . 1 m _!:, . , • __, narpei ' h ' i • HoufPeterson COMMUNICATION RECORD Righellis Inc. To ❑ FROM ❑ MEMO TO FILE ❑ EOC • PLA•:: :ERs LA::D:UAPF. cHu rE CTe- suPVEruxc PHONE NO.: - - -- PHONE CALL: ❑ MEETING: ❑ - - - ----- -- -- ---- -- . m m m ki G -1 g ■Ft'''''. 3 Th Ic ■ Q m t .-1--------------------. r.. C 4: 7 tp 1 H • r . L Z ( COMPANY PROJECT ''. 1 1 l' 00 W o r s® SOFTWARE FOR WOOD DESIGN June 8, 2009 16:27 Hand Rail Design Check Calculation Sheet Sizer 8.0 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End LIVE Live Point 2.50 200 lbs MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : .'"':;`‘'.'""..""'• '', - .- . ! „ -- 3 , ".) .. : . `. --/.....'--- ..:,..:,.':,.,.:' , 7 r '' '-:': `.: ' - ' •''' :'•,"" "''-'_,-.. % --'" %:' ' .--•-•.•?. g : :V - . .. .. .: • c • ; ''. :': -2. -:.' ,: n 1 ? , ": l '..,- -t. ',- -1 '. • ' -'s ' '.: ' :: ' - :'. ' : S. :'' '-r." •"-,:! '..--, : ,'":-...,, :'.;: r '' - ' - • :1 2 :' ' - ..: : 7 : ' . : - • " - - - " .- -:• ' :: , :: ..'' ' - ..... la 54 Dead Live 100 100 Total 104 104 Bearing: Load Comb #2 #2 Length. 0.50* 0.50* Cb 1.00 1.00 *Min. bearing length for beams 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 = 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 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. ( COMPANY PROJECT ell' 00 or s® “, SOFTWARE FOR 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) : il ' ,- - - -.-',. - - - , - ;:,..-....,- ,, - -. ;... .. '1. 7' : - • t: ; 7 ':,-, 7j. :.: :' , '4: -•: ' ' .F ' • I. -:- : -a ",• ' r.--4;:.".-...,:ii77r-':' 4 •"j'it'",, z ''' 4 7•1; •• 7 • •"""''''' Q- : ';2: r' --7- 7 - 7 - 7. ::''. .. ...I -; ':!.. '...;-',..:":: i-hf , -;:--.,"'? - . - ii":, .,:::::,::: ,-... ::=;.• ..,.., - :: .Y - , ,;.--; ' .".-.".."..:•:-;...: '.- ; . ''' ',. .-_:'-. ..'-f -- ''' : :"17 - :...."':: *.: ''' ''' '-.----'.,:-, - :: -. ."".: 7 ,:.- '-'" . r'' -. ' :. ,. - f - "‘ : - - • - • - ' :,. - ,., , - , . 10' 54 Dead Live 125 125 Total 129 129 Bearing: Load Comb #2 #2 Length 0.50* 0.50* Cb 1.00 1.00 *Min. bearing length for beams is 1/2" for exterior supports Lumber-soft Hem-Fir, No.2, 2x6" Self-weight of 1.7 plf included in loads; Lateral support top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 19 Fv' = 150 fv/Fv' = 0.13 Bending(+) fb = 256 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 Cu 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. WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Unit A - Front Load WoodWorks® Sizer 7.1 June 22, 2010 13:57:56 Concept Mode: Reactions ;re Base of Structure View Floor 2: 8' 1050 4V-6" u s .... 1600 L1= : 600 L. 4�_b. • iui� 619D : '::619D : 4b b b • y g : :: . : 43 " • V0 -: - : • ' :• . - __ - 44-0 V0 : • • 1193 L15312404 L.; ..2404 L : . • . . as -b 4 . - 625 D105911439 D:: 1394 D • - • - S0.-0. . : ,- : .. • VU . : ; 315 L: : . • : : 3s b b • nu 358 D: - ; SL -b CID ... .. . _ ., .5U.-b' 155 .. . . 4 -b • 63 .: : ' : - 315L` . 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L p ;t 0 UT • 4-H 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' ItY4 - - - .. 49, -6 1(),5 1600 L: 1600 L_ 4/ -b i „ , 619D ' 6191: 40 -0 IOU .. . _ r - - 44-b y9 : ` - s - -- - -- . - 46-b . . . .. 41 -b VD 13274 L_ •• ' 3304 L 4 sa o 4 .7153 D _ ... - : . i • • 7072 D • - - - - - - - . 30 -b • t ua 315 L - . : J4'40 -b �° 358 D' ' . 7 ---- -. -- - -- - - - -- -- -- - - - -- - - - --- - - -'. - - - L0 - di 315L a -b 358 D a i 100E � . . 4o-b • uu 96 D G4.-0 r L3 b (d . .. -- LL -b i o .74(84 611 L - ti( 56 L _ - �u �b r o '' D R1 yr g D i v -b r4. .. 625 1b -b iz 203D 5DL . . , ib�b • rl 5D - lo-b _ _ __ -_ .. _ 14 -0 b� • 908 L 1.5 -b bd. : 105 .- - 1L -b of • 46 D. 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Cu "Tent Date: 6/24/2010 1:41 PM 1 system: English File name: O:\HHPR Projects \CEN - Centex Homes (309) \CEN - Plans \CEN -090 Summer Creek Townhomes \calcs \Unit A \foundations \F1.ftd\ Design Results Reinforced Concrete Footings GENERAL INFORMATION: Global status Warnings Design Code ACI 318 -05 Footing type Spread Column type Steel Geometry 1-12 in • I 4 4.25 ft 6- I ;v1 4.25 ft gilreAftliA L, 4.25 ft Pagel Length 4.25 [ft] Width 4.25 [ft] Thickness 1.00 [ft] Base depth 1.50 [ft] Base area 18.06 [ft2] Footing volume 18.06 [ft3] Base plate length 5.50 [in] Base plate width 5.50 [in] Column length 5.50 [in] Column width 5.50 [in] Column location relative to footing g.c. Centered Materials Concrete, Pc 3.00 [Kip /in2] Steel, fy 60.00 [Kip /in2] Concrete type Normal Epoxy coated No Concrete elasticity modulus : 3122.02 [Kip /in2] Steel elasticity modulus : 29000.00 [Kip /in2] Unit weight 0.15 [Kip /ft3] Soil Modulus of subgrade reaction 200.00 [Kip /ft3] Unit weight (wet) 0.11 [Kip /ft3] Footing reinforcement Free cover . 3.00 [in] Maximum Rho /Rho balanced ratio : 0.75 Bottom reinforcement // to L (xx) : 6-#4 @ 9.00" Bottom reinforcement // to B (zz) . 6-#4 @ 9.00" (Zone 1) Load conditions to be included in design Service 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 *ft] [Kip "ft] [Kip] [Kip] DL 5.55 0.00 0.00 0.00 0.00 LL 15.61 0.00 0.00 0.00 0.00 RESULTS: Status Warnings • - Insufficient development length, Section 21.5.4.1 Soil.Foundation interaction Allowable stress 1.5E03 [Lb /ft2] Min. safety factor for sliding 1.25 Min. safety factor for overturning • 1.25 Paget F 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 Ihd Dist1 Dist2 . [in] [in] [in] [in] zz Bot. 20.11 7.04 19.75 19.75 xx Bot. 20.11 7.04 19.75 19.75 Axis Pos. Condition Mu tb*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 v.I I xx Top DC1 0.00 0.00 0.00 0.00 0.000 0.000 1 I xx Bot. D2 13.38 43.06 1.10 1.20 0.918 0.311 I_.1 I Shear • Factor 11) 0.75 Shear area (plane zz) 3.10 [ft2] Shear area (plane )ox) 2.92 [ft2] Plane Condition Vu Vc Vu /(4*Vn) [Kip] [Kip] xy D2 8.99 46.09 0.260 I-=t I yz D2 8.68 48.88 0.237 Kil 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 I =='I I Notes Page c ' Soil under the footing is considered elastic and homogeneous. A linear soil pressure variation is assumed. * The required flexural reinforcement considers at least the minimum reinforcement * " 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 1 Beam Shear bcoi 5.5•in (4x4 post) d :_ tf – 2-in := 0.85 b := Width b = 36-in V„ :_ 4 • f psi b d V = 16.32 -kips 3 (b – bcol V := q, I 2 .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 ti 1.0 M V O .= + 8 f psi•b -d V = 48.96 -kips C 3 3.0c V,,,,, :_ 4).2.66• f -d V = 32.56 -kips := q [b – ( b co l + d) V„ = 15.88 -kips < V„, = 32.56 -kips GOOD Flexure 2 Mu qu . \ I b — bcoll (11 b M = 4.98 ft kips 2 J 2 ) I Z:= 0.65 2 1:= b d S = 0.222 -ft 6 F := 5.4- f psi F = 162.5 -psi M u ft := — f = 155.47 -psi< F = 162.5 -psi GOOD 'Use a 3' -0" x 3' -0" x 10" plain concrete footing Plain Concrete Isolated Square Footing Design: F2 f _ 2500•psi Concrete strength f, := 60000:psi Reinforcing steel strength E := 29000 Steel modulus of elasticity ^ lconc := 150•pcf Concrete density "Ysoil := .1007pcf Soil density gall . 1500 ;psf Allowable soil bearing pressure COLUMN FOOTING Reaction Totaldi := 2659.1b Pd1:= Totaldi Total11 := 7756 Pll := Totalll Pt1 := Pd1 + P11 Ptl = 10415.1b Footing Dimensions tf : 10.in Footing thickness Width := 36•in Footing width A:= Width Footing Area net gall – trIconc gnet = 1375•psf PU Areqd gnet A rai( ' = 7.575•ft < A = 9.11 GOOD Widthreqd Aregd Widthreqd = 2.75-ft < Width = 3.00 ft GOOD Ultimate Loads ,:= Pdi + tf A•" (conc P„ := 1.4•Pdl + 1.7 -Pll P = 18.48 -kips P q := — q = 2.05 -ksf A Plain Concrete Isolated Square Footing Design: F3 fe := 2500.psi Concrete strength f • 60 000-Psi Reinforcing steel strength E := 29000 Steel modulus of elasticity 1Conc := 150•pcf Concrete density ' looil 100,pcf Soil density g 1500.psf Allowable soil bearing pressure COLUMN FOOTING Reaction Totaldl:= 23634b Pd1:= Totaldl Totalij := 4575-lb P11 := Totalll Ptl := Pdl + Pll Pg = 6938-lb Footing Dimensions tf := 10• in Footing thickness Width : =. 30•in Footing width Width . Footing Area qnet gall — tf'Yconc qnet = 1375•psf Ptl Areqd gnet Areqd = 5.046 ft < A = 625 ft GOOD Widthreqd Areqd Widthreqd = 2.25.ft < Width = 2.50 ft GOOD Ultimate Loads Sok= Pd1 + tf•A•"Yconc P := 1.4•Pd1 + 1.7•Pl1 P = 12.18.kips P q u := A q = 1.95•ksf 1 Beam Shear bcoi '5.5-in (4x4 post) d := tf — 2-in := 0.85 b := Width b = 30•in V :_ 4)-- f psi•b•d V„ = 13.6-kips 3 Vu := qu r b —2 bad) b V = 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•(bs + d) + 2-(bL + d) b = 54.in fl := 1.0 Vim= 4 + 8 f psi b d V = 40.8•kips (3 3.O V := 4).2.66• f psi•b -d V = 27.13-kips �yy;= qu•[b — (bcoi + d) V = 9.71 -kips < V = 27.13-kips GOOD Flexure 2 Mu qu I b — 2 / l / bco1 (11 b M = 2.54•ft•kips \ A t:= 0.65 2 bd S= 0.185.11 6 F := 5 -443.• f F = 162.5-psi M u f := s f = 95.19-psi < F = 162.5-psi GOOD .Jse a 2' -6" x 2' -6" x 10" plain concrete footing /9 ° Plain Concrete Isolated Square Footing Design: F4 f := 2500-psi Concrete strength f := 60000•.psi Reinforcing steel strength E '= 29000•ksi Steel modulus of elasticity Yconc := 150•pcf Concrete density "Ysoil 100pcf Soil density gun 1500•.psf Allowable soil bearing pressure COLUMN FOOTING Reaction Totaldi := 50014 Pd1:= Totaldi Total11:= 7639-lb P11 := Total11 P Pdl + P11 Ptl = 12640-lb Footing Dimensions t := 12-in Footing thickness Width := 42•in Footing width A Width Footing Area net 9a11 — triconc gnet = 1350•psf Pt' Areqd gnet Areqd = 9.36341 < A = 12.25•ft GOOD Widthreqd Aregd Widthreqd = 3.06.ft < Width = 3.50 ft GOOD Ultimate Loads ,:= Pd1 + tf'A'"Yconc P := 1.4•Pd1 + 1.7•P11 P = 22.56 - kips P qu — A A q = 1.84•ksf "R Beam Shear bcol := 5.5-in (4x4 post) d:= tf -2.in c := 0.85 • b := Width b = 42-in V :_ 4 • f psi•b•d V = 23.8-kips 3 Vu qu rb colt V = 9.8•kips < V = 23.8-kips GOOD Two -Way Shear bs 5.5• -in Short side column width bL := 5.5:• in Long side column width b := 2-(bs + d) + 2•(bL + d) b = 62-in 13c := 1.0 A VM.= 4 + 8 f V = 71.4-kips 3 3.3 Vnmax := 2.66• f si•b•d Vmnax = 47.48-kips Vim.= q , ; [ — (bc01 + d) V = 19.49-kips < Vnmax = 47.48-kips GOOD Flexure 2 Mu qu [(b —2 J broil 2) 1 M = 7.4541-kips : =0.65 2 •— b d S = 0.405-11 6 F 54• f F 162.5-psi M f :_ S f = 127.79•psi< F = 162.5-psi GOOD .Jse a 3' -6" x 3' -6" x 12" plain concrete footing /4--7\2- 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 Ysoil 120-pcf Soil density gall := 1500-psf Allowable soil bearing pressure TYPICAL FOOTING Reaction Totaldi := 619-lb Pd1 := Totaldi Totalll := 1600 -lb P11 := Totalll P := Pdl + Pll Ptl = 2219 -lb Footing Dimensions t := 12 -in Footing thickness Dia := 18 -in Footing diameter rr Dia Footing Area nivL'= 4 gnet := gall - tf•'Yconc net = 1350•psf P Areqd — 1.644 ft < A = 1.77-ft 2 GOOD gnet Areqd = Dia reqd Areqd 4 Diareqd = 1.45•ft < Dia = 1.50 ft GOOD 7f Ultimate Loads = Pd1 + tf•A'"Yconc P := 1 . 4 - Pdi + 1.7 -P11 P = 3.96 -kips P qu A qu = 2.24•ksf /g 1 Beam Shear bco1:= 3.5•in (4x4 post) d := tf — 2•in := 0.85 b := cos(45•deg)•Dia b = 12.73 -in V, :_ f psi b d V = 7.901-kips 3 Vu -- Qu r b 2 toll b Vu = 0.91 -kips < V = 7.901 -kips GOOD Two -Way Shear bs := 3.5•in Short side column width bL := 3.5 -in Long side column width b := 2 -(bs + d) + 2-(bL + d) b = 54 -in (3 := 1.0 µ VS.= 4 + f 8 psi•b•d V = 23.703 -kips C 3 343c \i := 2.66 f psi b d V, = 15.76•kips Qu•[b — O + d) V = —0.31-kips < V = 15.76-kips GOOD Flexure 2 ( M Qu' r b — bcoll (11 b M = 0.18-ft-kips I \ 2 J 2 J ,:= 0.65 2 "".— b d S = 0.123. 1 6 F := 5 -�- f psi F = 178.01 -psi M ft := f = 9.9 -psi < F = 178.01 -psi GOOD Use a 18" Dia. x 12" plain concrete footing -..1ur Plain Concrete Isolated Square Footing Design: FG f := 2500-psi Concrete strength f := 60000 -psi Reinforcing steel strength Es := 29000•ksi Steel modulus of elasticity 'Yconc 150 -pcf Concrete density 'Ysoil 100 -pcf Soil density gall := 1500 -psf Allowable soil bearing pressure COLUMN FOOTING Reaction Totaldl:= 7072.1b Pd1:= Totaldl Total11:= 13304 -lb P11 := Totalll Pt1:= Pdl + P11 Ptl = 20376-lb Footing Dimensions t := 15 -in Footing thickness Width := 48 -in Footing width A := Width Footing Area gnet gall — tf Yconc net = 1313•psf P Aregd := gnet A red = g 15.525 ft < A = 16 ft GOOD Widthreqd A reg d Widthre = 3.94. ft < Width = 4.00 ft GOOD Ultimate Loads n Pd1 + tf'A'"'Iconc P„ := 1.4•Pdl + 1.7 -P11 P = 36.72 -kips P 9u A q = 2.29•ksf Beam Shear b 5.5•in (4x4 post) d:= tf -2 -in := 0.85 b := Width b = 48-in V, :_ 4 f psi•b•d V„ = 35.36•kips 3r 1 V„ := q,; I b 2 co1 J•b V = 16.26.kips < V = 35.36.kips GOOD Two -Wav Shear bs 5.5-in Short side column width bL:= 5.5.in Long side column width b := 2 -(bs + d) + 2•(bL + d) b = 74•in := 1.0 M VO.= 4 + 8 f psi•b•d V„ = 106.08-kips 3 3•13 V,uuax := 2.66 f psi b d V, = 70.54•kips rb2 - kb + d) V„ = 31.26.kips < V = 70.54•kips GOOD Flexure u 2 Mu - q rb - bcotl r 11 b M = 14.39.ft.kips I ` 2 J l A t:= 0.65 2 , := b-d 6 S = 0.782•ft F := 5.c f F = 162.5.psi M f := S f = 127.75•psi< F = 162.5•psi GOOD 'Use a 4' -0" x 4' -0" x 15" plain concrete footing I - • I (0 Plain Concrete Isolated Square Footing Design: F7 f := 2500.psi Concrete strength f := 60000-psi Reinforcing steel strength E := 29000•ksi Steel modulus of elasticity 'Yconc 150'pcf Concrete density 'Ysoil 100•pcf Soil density gall 1500•psf Allowable soil bearing pressure COLUMN FOOTING Reaction Total := 1200.lb Pdl:= Totaldi Totalll := 3200-lb Pp := Totalll P := P + P11 Pd = 4400•Ib Footing Dimensions t := 10-in Footing thickness Width := 24•in Footing width := Width Footing Area 9net gall — tf''Yconc qnet = 1375•psf Ptl Areqd gnet Areqd q 3.2 ft < A = 441 GOOD Widthreqd A reg d Widthreqd = 1.79-ft < Width = 2.00 ft GOOD Ultimate Loads = Pd1 + tf'A''Yconc P := 1.4•Pdl + 1.7•P11 P„ = 7.82•kips P qu — q = 1.96•ksf A Beam Shear b := 5.5.in (4x4 post) d:= tf -2•in (I): =0.85 b := Width b = 24•in V:= 4 • f V = 10.88-kips 3 Vu •= qU (b b colt b V = 3.01 -kips < V = 10.88-kips . GOOD Two -Way Shear b := 5.5.in Short side column width bL:= 5.5-in Long side column width b := 2•(bs + d) + 2•(bL + d) b = '54-in (3� := 1.0 M VO= 4 + 8 Fpsi•b•d V = 32.64.kips 3 3 V :_ 2.66 f psi b d V 21.71-kips := q„ •[b — (b + d) V„ = 5.35-kips < V,,,,, = 21.71-kips GOOD Flexure [(b 1 M„ := q 2 . M = 1.16 ft kips A:= 0.65 2 51:= b6 S = 0.148. 1 F := 5•(1)• f F = 162.5-psi M f := s u f = 54.45-psi < F = 162.5-psi GOOD .Jse a 2' -0" x 2' -0" x 10" plain concrete footing 4-P?) 1013 x0 QQ O P 2 c 9 S I O - r , ,i co mO ° o " S = 9,..c. — = �--- o j -1 C3 = VV9 - ‘0 _ ∎I`w b - -1- )( s•%.) ( )(S' -17$ - --4.- .sleA7'o - - E.E.'i'Scy r) * " I so *t•e - W 9 = x's°1kA b (2)c9s: e + ,Z ' () tt".1 =a 4i%Ne - 10 - ts•9s-lege - blW = x c+)�c)Qte - Ltix7.2 Ksioustro) _ 1) V\ z ❑ (\ ` �)4■��. ` e 4 QS I: 1 0)2- 41 , Q • t -4 cl I X (.s' �'x,5' t X° v a) ='� W o .a, ■S•gS = r) O4j\tic t.'■ + \\'S . = lov 0 DUollryt.paNQ � z .' D z v zi = m z n { r O r it i r ❑ m 3 I 3 O S� I x x poi fuo), - d + ! V�� 1 .3a 1 rr I cfiou4oqi, f opoj .3 Q b0- N 9 :'ON 80f \ /'t/ l . - :31,,p -)\1\i\ci - Bentley" Harper Houf Peterson Righellis Inc. Current Date: 6/22/2010 10:43 AM Units system: English File name: O:\HHPR Projects \CEN - Centex Homes (309) \CEN - Plans \CEN -090 Summer Creek Townhomes \calcs \Unit A \foundations\Front Load 2.etz\ • M33 =51.9 (Kip'tt] M33 =12.19 ]Kip'ft] X • Moment LL\ fi472,0 n a Bentley Harper Houf Peterson Righellis Inc. Current Date: 6/22/2010 10:35 AM Units system: English File name: O:\HHPR Projects \CEN - Centex Homes (309)10EN - Plans \CEN -090 Summer Creek Townhomes \calcs \Unit A \foundations\Front Load.etz\ OM IT R - k-- 'M33 =25.66 [Kip•ft] • • M33= -30.27 [Kip* ft] Y M men4 Merk Lc 2 —\= 6 4 BY: p W ....., DATE: —. aoo JOB NO / ) M { -o CI 0 OF PROJECT: (STCt -COCA ev i R, RE: u N. \T p1 R -pl 2 Lo(41 : 21613 k ❑ ❑ V • 3a.4I'4 30A ►k.ik J_ Z K--;. 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Current Date: 6/22/2010 10:43 AM Units system: English File name: O: \HHPR Projects \CEN - Centex Homes (309)10EN - Plans10EN -090 Summer Creek Townhomes \calcs \Unit A \foundations \Rear Load 2.etz\ • M33 =41.88 [KipIt] • M33= -46.37 [Kip•ft] Y A MGmex\-4-%- LC2 /4- F • c.• 5 ,5 .> CD CD • ' = 19 :1 -t 9-- 0 ' I■4 CD 1., .- ( 4424oR i &al a - 710..• e i < 1.1V ..s_.- ccesr..'1)(1-3•)\ ;. • (1X c:0 '0/ (5:00bI) h 11 '0 r = 1 —01 hi l'io .=-- sk/ - "DT) „V S 4 vl-ki- tviq, (zi --$90Q0 = v vy 0 (-4 (14 F A/ 'DSO ‘,01 .k4 () i 0 '431 calre • z o o 7) . o C '0 It'ux bS 4 1 'To - 1,7..) 0 1i, A (s) x x c ii"S'q i e/ C ‘S ' cid ±-12- z (113 ssvovo - - - vw0 4-11 tvun z l'it sc/ 41Un =QA- - 11 73 0 rn in 0 r 0 4.0 iot C-, xvo,A - 0 • 64 2 1 • 1 1. „Zi Y• 1 X „0-- b 8 clUk0 \ QOM - --Y \ ria :31 :1031 10 e l a 0- N -•-. ...., 0 10 --- , c> e3q7 / Irk -0* e = = C16 To cioao'ocq r v ,. . - . ;LI 1,4 ;;• i ,0 E f*.hawsx.),), - a , 1\\*Yr01, • ';- = it r- 5 5' \N = iv A Ca e l-k... 0 7.: V—A9c9608)(9)' / LOCO '01)Q67.. \) ' — 3 1 0 „01 a s JA- knit 1 - AO, .' • S G < t.' 49 -=. 4..c... ) Ti3iLot c - - .qP c3t...gn = V , "D'O i ;t1 - hfitt 5 9 = ( P21 qv \ - SNX:000`0 0 b*0 1 ".'- 'i 6 0 0 cio o z 0 r`AV ° (SOO 01),P \ a ) 4 Q) -= NO m S' q p 73 C-Ni\l, , 0 (-) g C T S V = ‘° 0 K z IP i) Cr Ot - <-- '3 k kl(1 F) -I -3 S 4-ci -4±un 0 9 -....•e c- - ‘,\' = \mv,iv Z 13 73 i O " itA hb 0 > m , .....r_ - -- -1 - 1.s.A 1---c r; ‘0 , \94.. 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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 [Kip'ft] • • • M33= -17.88 [Kip*ft] Y Mrsem LC 1 14--c-2c1 . B enttey . 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'ftI M33= -9.27 [Kip'ft] a Me LCZ /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 h' = 3.50 inches het = :;12.00 inches (into the Fc Stem = .:8 00r `inches Note: hef above is the the embedment into or c = 5.25 inches the foundation and does not consider stem wn Fnd Width = 36.00 inches cmin = 2.25 inches c min = 18.00 inches W 1.00 cast -in -place anchor w 1.00 cast -in -place anchor k = 24 cast -in -place anchor k = 24 cast -in -place anchor = 0.75 strength reduction factor 4> = 0.75 strength reduction fact' Calculations Calculations AN = 68 in` AN = 1296 in` AN = 110.25 in` AN = 1296 in` Nb = 8,607 pounds Nb = 55,121 pounds Wed,N = 0.8286 Wed,N = 1.00 Nth = 4,399 pounds Neb = 55,121 pounds 4>N = 3,299 pounds 4>N = 41,341 pounds Combined Capacity of Stem Wall and Foundation VN = 44,640 0.750N = 33,480 • 7:J.= cr - q , o • = . c7a 0 0 - "AO L'"u•- < ("zi i) (000 bc:0)ob'o = uwts Va! 0 Z El Z 119(030S)13 '0/ (000 0 = P Cj f. .. 0 z 4:1 -)° b 4 J ( ) Cr1-11 (S.c.,17S1se'l • Czk 0 - z 0 0)ob o - =vw ball° 0 (`)EXpoofyi'ty (000'017 6(350 r4 \ 6 loaS 'Q :=S 1 Z p 4 (`) Z In 9'01 \40 -u z 0 c 110 - Ob \A VV0 > F 0 5i j S X i g g 3 g 0 • 61 3,1AGra W 2 zi e'eg, xvvaw r rn El G yorirr ekui :38 :103 road do 0 0 rya) „ON., 010e -9 :3"Cj " W i ct :Ae Concrete Side Face Blow Out Givens Abrs = 2.15 in` fc = 3000 psi cmin = 18.00 inches = 0.75 strength reduction factor Calculations Nsb = 231,191 pounds 4)Nsb = 173,393 pounds Concrete Pullout Strength Givens Ab►s = 2.15 in` fc = 3000 psi = 0.75 strength reduction factor Calculations N 51,552 pounds 4)N = 38,664 pounds Steel Yield Strength Givens f = 58,000 psi A = 0.606 in = 0.80 strength reduction factor Calculations N = 35,148 pounds. 4N = 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 -7`"rD CflOpl { ,e9ie u. 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