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Specifications (2) RECEIVED Str uC t Calculations JUN g 2011 ural CITY OFTIGARD for BUILDING DIVISION Full Lateral & Grav Analysis of Plan A 1460 Lot 56, Summer Creek Townhomes Tigard, OR M5T2-p1! CO/o2_ Prepared for Pulte Group April 7, 2011 JOB NUMBER: CEN -090 ** *Limitations * ** Engineer was retained in limited capacity for this project. Design is based upon information provided by the client, who is solely responsible for the accuracy of same. No responsibility and /or liability is assumed by, or is to be assigned to the engineer for items beyond that shown on these sheets. 122 sheets total including this cover sheet. oclucTUR ` �� " � PROff OFFICE COPY 4 12.320 �G1 N EE:0 O� 9 cP ` OREGON = ' Y 15, 19 .6 � Nr N J. Et•11 ' EXPIRES. 12 -31 -2011 This Packet of Calculations is Null and Void if Signature above is not Original Harper . Rout' Peterson 4 Righellis Inc. ENOINSEAS.P IANNEAE LAd09C MPC AWC.I I EC I - S. SLRVE•ORS 205 SE Spokane St. Suite 200 a Portland, OR 97202 a [P] 503.221.1131 6 [F] 503.221.1171 1 104 Main St. Suite 100 • Vancouver, WA 98660 • [P] 360.450.1 141 e [F] 360.750.1 141 1 133 NW Wall St. Suite 201 • Bend, OR 97701 e [P] 541.318.1 161 e [F] 541.318.1 141 • Structural Calculations for Full Lateral & Gravity Analysis of Plan A 1460 • Summer Creek Townhomes Tigard, OR Prepared for Pulte Group July 13, 2010 JOB NUMBER: CEN -090 ** *Limitations * ** Engineer was retained in limited capacity for this project. Design is based upon information provided by the client, who is solely responsible for the accuracy of same. No responsibility and /or liability is assumed by, or is to be assigned to the engineer for items beyond that shown on these sheets. 1 17 sheets total including this cover sheet. This Packet of Calculations is Null and Void if Signature above is not Original Harper H:ouf Peterson Righellis Inc. L %- NJO::Ar A C1'9 + ^ iRVli ")AS 205 SE Spokane St. Suite 200 • Portland, OR 97202 0 [P] 503.221.1131 0 [F] 503.221.1171 1 104 Main St. Suite 100 o Vancouver, WA 98660 0 [P] 360.450.1 141 • [F] 360.750.1 141 1 133 NW Wall St. Suite 201 o Bend, OR 97701 0 [P] 541.318.1 161 0 [F] 541.318.1 141 Design Criteria Project Scope: Full lateral & Gravity Analysis of Unit A Design Specifications: Wind Design: Basic Wind Speed (mph): 1 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 S 1: 0.339 USGS Spectral Response Map Dead Load: Floor: 13 psf Wall: 12 psf Wood Roof: 15 psf Live Load: Roof: 25 psf Snow Floor: 40 psf Residential Floor Materials and Design Data: Materials: Concrete Compressive Strength, f'c: 3000 psi Foundations & Slab on Grade Concrete Unit Weight, y 145 pcf Steel Reinforcement Yield Strength, f 60,000 psi Wood Studs (Wall Studs): Hem -Fir #2 2x & 4x Wood Beams & Posts: DF -L #2 6x & Greater Wood Beams & Posts: DF -L #1 Glulam Beams: 24F -V4 PSL Beams: Fb =2,900 psi, FV= 328psi, E =2.0 Million TS /LSL Beams: Fb =2325 psi, FV= 460psi, E =1.55 Million Design Assumptions 1. Allowable soil bearing pressure (qa) : 1500 psf Assumed 2. All manufactured trusses, joists, and flush beams u.n.o. shall be designed by others. Structural Analysis Software Used: Mathcad 11 Microsoft Excel 2000 Wood Works — Sizer version 2002 Bently RAM Advanse Harper Project: SUMMERCREEK TOWNHOMES UNIT A • !IfiR Houf Peterson. Client: PULTE GROUP Job # CEN-090 121010111s Inc. Designer: AMC Date: Pg. # 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 tpt, = 13 Wall Dead Load WOOD 00/a.11 := 12psf := '10pSf Roof Live Load := 25•PSf Floor Live Load FLL psi. Harper Project: SUMMERCREEK TOWNHOMES UNIT A • Houf Peterson Client: PULTE GROUP Job # CEN-090 Rlaherlis Ft ANNE-RS Designer: AMC Date: Pg. # LANDSC,PE. AHCH1TECTS•SJR4EYORS Transverse Seismic Forces Site Class = D Design Catagory=11) Building 0oCtihai*y Weight of Structure In Transverse Direction Roof Weight Roof Area 843'. frA.12 RFw := RDL.Roof Area RFvvT = 14162•lb Floor Weight 2 Floor Area2 647-Tt _ , FLRwT2 := FDL-Floor_Area2nd FLRWT2nd = 8411-lb •lci,orrea3 := 652-ft FLRwT3 := FDL-FloorArea3 FLRWT3 = 84761b Wall Weight EX 'Wall Area :-= (2203) ft IM1t4all WALLwT := EX_Wall + INT Wall1NT Wall Area WALLwr = 354964b WTTOTAL = 66545 lb Equivalent Lateral Force Procedure 02.8, ASCE 7-05) := 32 Mean Height Of Roof Component Importance Factor (11.5, ASCE 7-05) R :=- 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 :7 .75 Building Period Coefficient (Table 12.8-2, ASCE 7-05) Period T := Cf (h T = 0.27 < 0.5 (EQU 12.8-7, ASCE 7-05) S1 := 0.339 Max EQ, 5% damped, spectral responce acceleration of 1 sec. , (Chapter 22, ASCE 7-05)...or := 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) 0,. Harper Project: SUMMERCREEK TOWNHOMES UNIT A .41614, '11,11P l'• Hod' Peterson Client: PULTE GROUP Job # CEN-090 4,,rt Righellis Inc. Designer: AMC Date: Pg. # ENGINEERS • 9LANNENS LANDSCAPE ARCN,TED 7 fi• 5D SMS := F Sms = 1.058 (EQU 11.4-1, ASCE 7-05) 2.Sms Sds := Sd = 0.705 (EQU 11.4-3, ASCE 7-05) 3 SM1 := F St SM1 = 0.584 (EQU 11.4-2, ASCE 7-05) 2• Smi Sdi := Sdi = 0.389 (EQU 11.4-4, ASCE 7-05) 3 Sds'Ie Cst := Cst = 0.108 (EQU 12.8-2, ASCE 7-05) R ...need not exceed... Sdl'Ie Cs := Cs = 0.223 (EQU 12.8-3, ASCE 7-05) T . ...and shall not be less then... C := if (0.044. Sd < 0.01 , 0.01 , 0.044. Sd ( 0.5. SI.I S1 < 0.6,0.01, (EQU 12.8-5&6, ASCE 7-05) C2 := if R Cs := if (CI > C2, Ci , C2) Cs = 0.031 Cs := if(Cst < Cs if (Cst < Cs , Cst, Cs Cs = 0.108 V:= Cs,WTroT AL V = 7220lb . (EQU 4;1 12.871, ASCE 75) E := V•0.7 E = 5054 lb (Allowable Stress) . , . . . . / U3 'L 41/4„ Harper Project: SUMMERCREEK TOWNHOMES UNIT A Houf Peterson Client: PULTE GROUP Job # CEN-090 Righellis Inc. -- E7G7 n•TIR s ;77 Designer: AMC Date: Pg. # LANDS ARC.HITCCFS•SUR:E,'ORS Transverse Wind Forces (Method 1 - Simplified Wind Procedure per ASCE.7-05) 1 100 mph Gust) Exposure B Building Occupancy H 1.00 Importance Factor (Table 6-1, ASCE 7-05) = 32 Mean Roof Height Adjustment Factor (Figure 6-3, ASCE 7-05) •20 Smaller of... ft Zone A & B Horizontal Length (Fig 6-2 note 10, ASCE 7-05) a2 = 4 ft or a2 := .4- h 2. ft a2 = 25.6 ft but not less than... a2 3-2-ft a2 = 6 ft Wind Pressure (Figure 6-2, ASCE 7-05) Horizontal PnetiOneA 19 9 psf Pnet. = 3 3 psf Vertical Pne'izonet Pneti 42-pSf pnk .4jPsf Phet, —9:7;PSf Basic Wind Force PA := PnetzoneA' INV X PA = 19.9-psf Wall HWC PB := PnetzoneB•ki X PE = 3 .2. psf Roof HWC PC := PnetzoneC'iw' X Pc = 14.4 psf Wall Typical PD := PnetzoneD'IW X PD = 3 .3 -psf Roof Typical PE := PnetzoneE INV X PE = — 8.8-psf PF := PnetzoneF X PF = —12- psf PG := PnetzoneG" INV X PG = — 6.4.psf PH := Pnet-zonell'Iw' X PH = — 9.7- psf 4- Harper Project: SUMMERCREEK TOWNHOMES UNIT A d• Hoof Peterson Client: PULTE GROUP Job # CEN -090 Righellis Inc. s_._... Designer: AMC Date: Pg. # LANDSCAPE' ARC Determine Wind Sail In Transverse Direction WSAILZoneA := ( +, 29)�fr WSAILZoneB := (19 + 0 + 23),ft VVSAtLZonec`:= (391 + 307 + 272).ft 2 WSAZoneD := (0 + 0 + 5)•ft: WA := WSAILZoneA'PA WA = 2567 lb WB := WSAILZoneB'PB WB = 134 lb WC := WSAILZoneC"PC WC = 13968 lb WD := WSAILZoneD•PD WD = 16 lb Wind Force := WA + WB + WC + WD Wind_Force := 10•psf•(WSAILZ + WSAILZoneB + WSAILzoneC + WSAILZoneD) Wind Force = 16686 lb Wind_Force = 11460 lb WSAILZoneE := 94•`ft 2 WSAIL := '10•ft WSAILZoneG := 320.ft2 WSAILZoneB 320•ft W := WSAILZoneE WE = —827 lb' • WF := WSAILZoneF'PF WF = —1296 lb WG := WSAII-ZoneG'PG WG = — 2048 lb WI{ := WSAILZoneH•PH WB = — 3104 lb Upliftnet := WF + WH + (WE + WG) + RDL•[WSAILZoneF + WSAILZoneB + (WSAILZoneE + WSAILzoneG)I•.6.1.12 Upliftnet = 1212 lb (Positive number...no net uplift) DO NOT USE ROOF DEAD LOAD FOR SHEARWALL HOLDDOWN CALCULATION Harper Project: SUMMERCREEK TOWNHOMES UNIT A HOuf Peterson Client: PULTE GROUP Job # CEN -090 Righellis Inc. —. ENGINEERS • PLANNERS -- Designer: AMC Date: Pg. # LANDSCAPE ARCHITECTS•SURVEYCIRS Longitudinal Seismic Forces site`Class = D D`e`sign Category D Building Occupancy Category: II° Weight of Structure In Longitudinal Direction Roof Weight Roof Area = 944 ft RFC:= RDL•Roof Area RFWT = 14162•lb Floor Weight Floor_Area2 = 647 ft LLRKT FDL•F1oor Area2nd FLRWT2nd = 8411•lb Floor_Area3 = 652 ft • F�LR = FDL•Floor Area3rd FLRWT3rd = 8476-lb Wall Weight EX Wall Area (2203)'ft- INT Wall Area = 906 ft EX_Wall + 1NT Wall 1NTWallArea WALLWT = 35496•1b WTTOTAL = 66545 lb Equivalent Lateral Force Procedure(12.8, ASCE 7 -05) h = 32 Mean Height Of Roof I = 1 Component Importance Factor (11.5, ASCE 7 -05) R : 6.5 Responce Modification Factor (Table 12.2 -1, ASCE 7 -05) C = 0.02 Building Period Coefficient (Table 12.8 -2, ASCE 7 -05) x = 0.75 Building Period Coefficient (Table 12.8 -2, ASCE 7 -05) Period A:= C T = 0.27 < 0.5 (EQU 12.8 -7, ASCE 7 -05) S1 = 0.339 Max EQ, 5% damped, spectral responce acceleration of 1 sec. (Chapter 22, ASCE 7- 05)...or S = 0.942 Max EQ, 5% damped, spectral responce acceleration at short period From Figures 1613.5 (1) &(2) F = 1.123 Acc -based site coefficient @ .3 s- period (Table 11.4 -1, ASCE 7 -05) F, = 1.722 Vel -based site coefficient @ 1 s- period (Table 1,1.4 -2, ASCE 7 -05) 4- L! Harper Project: SUMMERCREEK TOWNHOMES UNIT A * ; Aft, D . Hoof Peterson ar . Client: PULTE GROUP Job # CEN-090 '"'Y Rig Inc. EN(.31N • PLANNESS Designer: AMC Date: Pg. # LANDSCAPE ARC.:TECT!, 145 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 F,• S1 SM1 = 0.584 (EQU 11.4-2, ASCE 7-05) 2. Smi Sdt = 0.389 (EQU 11.4-4, ASCE 7-05) 3 Sds'Ie Cst := Cst = 0.108 (EQU 12.8-2, ASCE 7-05) R ...need not exceed... SdlIe Cs — Ta-R „ Cs = 0.223 (EQU 12.8-3, ASCE 7-05) No.ANA.R4v\ ...and shall not be less then... A c i j A := if(0.044. Sd < 0.01, 0.01,0.044. Sd A C4,:= if Si < 0.6,0.01, 0.5•Si. ( R ) (EQU 12.8-5&6, ASCE 7-05) if (CI > C2 , CI , C2) Cs = 0.031 Cs := if (Cst < Cs , Cs if (Cst < Cs , Cst, 6 Cs = 0.108 V := es-WTToTAL V = 7220lb (EQU 12.84, ASCE 7-05) E := V.0.7 E = 5054 lb (Allowable Stress) . . • • / 9 --- Le)r Harper Project: SUMMERCREEK TOWNHOMES UNIT A :,Hr Ilouf Peterson Client: PULTE GROUP Job # CEN-090 Righeilis Inc. a ENGStiEEP.F.: • PI-AN(.16.'S Designer: AMC Date: Pg. # APE Ati;;HITECTS•;,..,"/EYORS Longitudinal Wind Forces (Method 1 - Simplified Wind Procedure per ASCE 7-05) Basic wind Exposure : 13 Building Occupancy Cate II = 1.0 Importance Factor (Table 6-1, ASCE 7,05) = 32 Mean Roof Height X = 1.00 Adjustment Factor (Figure 6-3, ASCE 7-05) Smaller i 20; ft Zone A & B Horizontal Length of... (Fig 6-2 note 10, ASCE 7-05) a2 = 4 ft or a2 := a2 = 25.6 ft but not less than... 3-2-ft a2 = 6 ft Wind Pressure (Figure 6-2, ASCE 7-05) Horizontal PnetzoneA = 19 • 9 1 3 sf PnetzoneB = 3 - 2 "Psf Pnet = 14.4•psf PnetzoneD = 3.3-psf Vertical PnetzoneE = —8 - 8 1 3 sf PnetzoneF = —12•psf PnetzoneG = PnetzoneH = —9 - 7 *Psf Basic Wind Force X:= PnetzoneA'IWX PA = 19.9•W Wall HWC AttIA PnetzoneB*Ini X PB = 3.2- psf Roof HWC PnetzoneC Ivy' X Pc = 14.4•psf Wall Typical PnetzoneD'IWX PD = 3.3- psf Roof Typical 1 , v ■Fv . PnetzoneE'Ivv*X PE = —8.8-psf PnetzoneFTwX PF = —12.psf PnetzoneUTWX PG = — 6.4-psf 4:= PnetzoneH. l X PH = —9.7-psf • • Harper Project: SUMMERCREEK TOWNHOMES UNIT A ft °• Houf Peterson Client: PULTE GROUP Job # CEN -090 Righellis Inc. E tiEERS • l'NNERaU___- Designer: AMC Date: Pg. # Cir10SCT1'E 5' i•ITEC3S.SJRVE'!ORS Determine Wind Sail In Longitudinal Direction W : = (48 +'55 -i 40) ft WS:= (10 + 0 +.44)•ft WSA . (91 ± 137 + 67)•ft „W I- : =(.43 +0 ±113)ft Wes,:= WSAILZoneA•PA WA = 2925 lb Wes:= WSAILZoneB-PB WB = 173 lb W�„ = WSAILZoneC•PC We = 4248 lb Wes:= WSAILZoneD•PD WD = 515 lb Wind WA + WB + WC + WD Wind Force = 10•psf•(WSAILZ + WSAILZoneB + WSAILZoneC + WSAILZoneD) Wind Force = 7861 lb Wind Force = 6520 lb W 148 ft ? WSA 1`20 ,ft WSA - ' _ 323.ft ? WSJ: =.252 2 Wes:= WSAILZoneE•PE WE = —1302 lb W,F,= WSAII-ZoneF•PF WF = — 1440 lb := WSAILZoneG•PG WG = — 20671b WL:= WSAILZoneH•PH WH = — 2444 lb U 1 = WF + WH + (WE + WG) + RDL iWSAILZoneF + WSAILZoneH + (WSAILZoneE + WSA 6 1.12 Upliftnet = 1243 lb (Positive number...no net uplift) DO NOT USE ROOF DEAD LOAD FOR SHEARWALL HOLDDOWN CALCULATION A 191 . • Harper Houf Peterson Righellis Pg #: Transverse Wind Line Shear Distribution ASCE 7 -05, section 6.4 (Method 1 - simplified) Design Criteria: Basic Wind Speed = 100 mph Wind Exposure = B (Section 6.5.6, ASCE 7 -05) Mean Roof Height, H (ft) = 32 • Roof Pitch = 6 /12 • Building Category= II (Table 1604.5, OSSC 2007) Roof Dead Load= 15 psf Exterior Wall Dead Load= 12 psf X = 1.00 Iw= 1.00 Wind Sail • ft2 Wind Net Design Wind Pressure (psf) ( ) 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 =1 16686 lbs Use to resist wind uplift: Roof Only • Total Exterior Wall Area= 2203 ft Uplift due to Wind Forces= -7275 lbs • Resisting Dead Load= .8472 lbs E_) 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 lbs . . . • • . Wind Distribution To Shearwall Lines . MAIN FLOOR ' UPPER FLOOR ROOF • • Tributary: Line Shear Tributary Line Shear Tributary Li " ne Shear Wall Line Diaphragm . Diaphragm Diaphragm (Ibs) (Ibs) (Ibs). Width ft 'Width (ft) Width ft A 13.08 1737 18 2797 19 2323 Al 24.50 3254 0 0 0 0 B 11.42 1516 18 2797 18.5 2261 • . E= 49 6507 36" 5595 37.5 4584. • • Harper Houf Peterson Righellis P9 #: Transverse Seismic Line Shear Distribution Seismic Design Category = D Occupancy Category = II Site Class = D S1 = 0.34 Ss = 0.94 Importance Factor = 1.00 Table 11.5 -1, ASCE 7 -05 Structural System, R = 6.5 Table 12.2 -1, ASCE 7 -05 Ct = 0.020 Other Fa = 1.12 Fv = 1.72 Mean Roof Height, H (ft) = 32 Period (T = 0.27 Equ. 12.8 -7, ASCE 7 -05 k = 1.00 12.8.3, ASCE 7 -05 S 1.06 Equ. 11.4 -1, ASCE 7 -05 S 0.58 Equ. 11.4 -2, ASCE 7 -05 Sos= 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 (Ib)= 8411 Floor 3 Wt (lb)= 8476 • Roof Wt (lb) = 14162 Wall Wt (Ib) = 35496 Trib. Floor 2 Diaphragm Wt (Ib) = 22609 Trib. Floor 3 Diaphragm Wt (lb) = 22674 Trib. Roof Diaphragm Wt (Ib) = 21261 Vertical Dist of Seismic Forces % total of base shear Rho Check to Shearwalls (Ibs) 1Cumulative to shearwalls I Req'd? Vfl (Ib) = 720 100.0% Yes Vfloor 3 (lb) = 1625 85.8% Yes Vroot (lb) = 2709 53.6% Yes Shear Distribution To Wall Lines ' Wall Line Tributary Area Tributary Area Tributary Area Floor 2 Line , Floor 3 Line Roof Line Floor 2 Floor 3 Roof Shear Shear Shear sq ft sq ft sq ft lbs lbs lbs , A • 102 361 394 ' • 114 897 1266 Al 432 0 0 481 0 0 B 113 . _,_.293 449 126 728 1443 Sum 647 , 654 843 720 1625 2709 Total Base Shear* = I • 5054 LB 1 . *Base shear assumes rho equal to 1.0. See shearwall analysis spreadsheet for confirmation of rho. /4 — LIA ._---- 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 Iw= 1.00 Wind Sail (ft Wind Net Design Wind Pressure (psf) Pressure (lbs) - Zone A = 19.9 147 2925 Wall High Wind Zone Horizontal Zone B = 3.2 54 173 Roof High Wind Zone Wind Forces Zone C = 14.4 295 4248 Wall Typ Zone Zone D = 3.3 156 515 Roof Typ Zone Zone E = -8.8 148 -1302 Roof Windward High Wind Zone Vertical Zone F = -12.0 120 -1440 Roof Leeward High Wind Zone Wind Forces Zone G = -6.4 323 -2067 Roof Windward Typ Wind Zone Zone H = -9.7 252 -2444 Roof Leeward Typ Wind Zone Total Wind Force =l 7861 lbs Use to resist wind uplift: Roof Only Total Exterior Wall Area= 2203 ft Uplift due to Wind Forces= -7254 lbs Resisting Dead Load= 8483 lbs • E =I 1229 Lbs...No Net Uplift I . Wind Distribution Tributary to Diaphragms • Wind Sail Tributary To Diaphragm (ft Zone A Zone B Zone C Zone D Main Floor 48 10 91 43 Upper Floor 59 0 137, 0 Main Floor Diaphragm Shear = 2440 lbs Upper Floor Diaphragm Shear = 3147 lbs Roof Diaphragm Shear =. 2275 lbs , Wind Distribution To Shearwall Lines MAIN FLOOR UPPER FLOOR ROOF Tributary Line Shear Tributary Line Shear Tributary Line Shear Wall Line Diaphragm (lbs) Diaphragm (lbs) Diaphragm (lbs) Width (ft) ' Width ft Width (ft) 1 1 0 1220 10 1573 10 1137 2 10 1220 10 1573 10 1137 E= 20 2440 20 3147 ' 20 2275 • • A Harper Houf Peterson Righellis Pg #: Longitudinal Seismic Line Shear Distribution Seismic Design Category = D Occupancy Category = II Site Class = D S1 = 0.34 Ss = 0.94 Importance Factor = 1.00 Table 11.5 -1, ASCE 7 -05 Structural System, R = 6.5 Table 12.2 -1, ASCE 7 -05 Ct = 0.020 Other Fa = 1.12 Fv = 1.72 Mean Roof Height, H (ft) = 32 . Period (T = 0.27 Equ. 12.8 -7, ASCE 7 -05 k = 1.00 12.8.3, ASCE 7 -05 SM5 1.06 Equ. 11.4 -1, ASCE 7 -05 S 0.58 Equ. 11.4 -2, ASCE 7 -05 SDS= 0.71 Equ. 11.4 -3, ASCE 7 -05 Spy= 0.39 Equ. 11.4 -4, ASCE 7 -05 Cs = 0.11 Equ. 12.8 -2, ASCE 7 -05 Csmin = 0.01 Equ. 12.8 - 5 & 6, ASCE 7 - 05 Csmax = 0.22 Equ. 12.8 -3, ASCE 7 -05 Base Shear coefficient, v = 0.076 Weight Distribution Determination to Diaphragm Floor 2 Diaphragm Height (ft) = 8 Floor 3 Diaphragm Height (ft) = 18 Roof Diaphragm Height (ft) = 32 Floor 2 Wt (lb)= 8411 Floor 3 Wt (lb)= 8476 Roof Wt (lb) = 14162 • Wall Wt (Ib) = 35496 Trib. Floor 2 Diaphragm Wt (Ib) = 22609 Trib. Floor 3 Diaphragm Wt (Ib) = 22674 • Trib. Roof Diaphragm Wt (Ib) = 21261 Vertical Dist of Seismic Forces 1Cumulative % total of base shear I Rho Check to Shearwalls (Ibs) to shearwalls Req'd? V ° ° , 2 (lb) = 720 100.0% Yes Yes V floor3 (Ib) = 1625 85.8% V ° °r (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 sgft sgft sgft . lbs lbs lbs 1 286 291 415 318 725 1334 2 361 361 428 • ..402 900 . 1375 Sum 647 652 •843 720: 1625 2709 Total Base Shear* = I 5054 LB *Base shear assumes rho equal to 1.0. See shearwall analysis spreadsheet for confirmation of rho. - D1/4,75 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 M Uplift Panel Lgth. From 2nd Flr. From 3rd Flr. From Roof Load Sides Factor Type T (ft) (ft) • (ft) ht k ht k ht k, (klf) (plf) (ft -k) (ft -k) (k) 1 102 7 1.75 1 11 a .. 8.00 11 :1 11 . 1 ' 103 7 1.75 3.50 4 -00 ni'.IX 1 1 11 ' Double 1.40 ' NG 103a 7 5 104 8 4.50 10.50 1.78 ox : 11 8.00 8.00 �. 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 OK 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 ox 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 ox 8.00 1.52 8.00 , 2.80 8.00 2.26 907 Double 1.40 VI ., 201 9 3.92 10.79 2.30 OK _ 9.00 2.80 18.00 2.32 474 Single 1.4.0 • II 201a 9 4.17, 10.79 2.16 ox' .9.00 2.80. 18.00 2.32 474 Single 1.40 II 20lb 9 2.71 10.79 3.32 ,ox - .9.00 2.80 18.00, 2.32 474 Single . 1.40 II - 202A • 9 2.96 11.96 3.04 ox 9.00 2.80 18.00 2.26• 423 Single 1.40 II ... • 202B 9 3.00. 11.96 3.00, ox , , -9.00 2.80 18.00 2.26 423 .Single 1.40 II , 203 9 3.00 11.96 3.00 ox ? 2.80 18.0.0 2.26 423 Single.. 1.40 II - 204 9 3.00 - 11.96 .3.00 oKc 9:00 2:80 18.00 2 -26' 423 Single 1.40 II 301 8 3.92 - 13.96 2.04 ox 8.00 2. 32 166 Single .1.40 I 302 8 5.79 13.96 1.38 OK 8.00 2.32 166 Single 1.40 -I 303 8 4.25 13.96 1.88 OK 8.00 2.32 166 Single ' 1.40 I 304 8 2.96 5.96 2.70 OK 8.00 2.26 , . 379 Single 1:40 II 305 8 3.00 5.96 2.67 ox 8.00 2.26 379 Single 1.40 II Spreadsheet Column Definitions & Formulas L = Shear Panel Length H = Shear Panel Height Wall Length = Sum of Shear Panels Lengths in Shear Line . H/L Ratio = Hight to Width Ratio Check V (Panel Shear) = Sum of Line Load / Total L Shear Factor = Adjustment For H/L > 2:1 Mo (Overturning Moment) = Wall Shear * Shear Application ht Mr (Resisting Moment) = Dead Load * L * 0.5 * (.6 wind or .9 seismic) ' Uplift T = (Mo -Mr) / (L - 6 in) • • • /I - L, s,,k4 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 M Uplift Panel Lgth. From 2nd FIr. From 3rd FIr. From Roof Load Strength Bays Sides Factor Type T (ft) (ft) (ft) ht k ht I k ht I k (klf) (plf) (pit) (ft-k) (ft-k) (k) 101 Not Used , 102 7 1.75. 3.50 4.00 ^riu x. 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 OR 8.00. 0.48 0.00 0.00 120 ,• 156. 0.22 1.14 , Single. 1.00 1 • 104 8 • 4.50 • 10.50 '1.78 OR 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 OR 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 . 1 110 8 12 -.50' 17.08 0.64' OK 8.00 0.11 • 8.00 0.90 8.00 1.27 134 174' NA, 3.13 Single ' 1.00 . I 111 8 4.50 7.25 1.78 • OK 8.00 0.13 8.00 0.73. 8.00 1.44 . 3.16': , 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 OR 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 18100 1.27 '200` 261 • "0.18 ' 0.93 Single 0.93 II 201b 9 2.71 10.79. 3.32 oK 9.00 .0.90 18.00 1.27 200 261 0.12 , 0.60 .Single 0.60 .111 202A .9 2.96 1.1.96' 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 •'oK 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 Sin4le 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 1;18 0.21 1.06 Single 1:00 I 304 8 2.96 5.96 2.70 oK _ , 8.00 1.44 • -242 315 0.15 0.74 Single - 0.74 III . 305 8 3.00 5.96 2.67 OK - • • 8.00 1.44 . . 242 315 0.15.. . 0.75. Single ,0.75 III • Rho Calculation Does the 1st floor shearwalls resist more 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 Wall Length = 18.00 Total # 1st Floor Bays = 4 Are 2 bays minimum present along each wall line? No 1st Floor Rho = 1.3 Total 2nd Floor Wall Length = 22.75 Total 4 2nd Floor Bays = Are 2 bays minimum present along each wall line? No 2nd Floor Rho = 13 • 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 = 1.3 Spreadsheet Column Definitions & Formulas L = Shear Panel Length H = Shear Panel Height Wall Length = Sum of Shear Panels Lengths in Shear Line H/L Ratio = Hight to Width Ratio Check V (Panel Shear) = Sum of Line Load *Rho / Total L Story Strength = L / Total Story L (Required for walls with H/L > 1.0, for use in Rho check) # Bays = 2 *L/H Shear Factor = Adjustment For H/L > 2:1 Mo (Overturning Moment) = Wall Shear * Shear Application ht • Mr (Resisting Moment) = Dead Load * L * 0.5 * (.6 wind or .9 seismic) Uplift T = (Mo -Mr) / (L - 6 in) • 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 Mo MR Uplift Panel Lgth. From 2nd Flr. From 3rd FIr. From Roof Load Sides Factor Type T (ft) (ft) (ft) ht k ht k ht k (klf). (plf) (ft -k) (ft -k) (k) 107 8 15.50 15.50 0.52 ox. 10.00 1.22 18.00 . 1.57 27:00 1.14. 1.03 254 . Single 1.40 I '7'L21 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 I 205 9 13.00 13.00 0.69• OK 9.00 1.57 18.00 1.14 0.70 208 Single 1.40 I' 34.62 59.15 : -0.07 206 ,9 13.00' 13:00 0.69 ox 9.00 1.57 - 18.00 1.14 0.70 208 Single 1.40 'I' 34.62 59.15 -0.07 I 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 I. , 9.10- 14.40 0.05 Spreadsheet Column Definitions & Formulas L = Shear Panel Length H = Shear Panel Height Wall Length = Sum of Shear Panels Lengths in Shear Line H/L Ratio = Hight to Width Ratio Check V (Panel Shear) = Sum of Line Load / Total L . Shear Factor = Adjustment For H/L > 2:1 Mo (Overturning Moment) = Wall Shear * Shear Application ht . Mr (Resisting Moment) = Dead Load * L * 0.5 * (.6 wind or .9 seismic) Uplift T = (Mo -Mr) / (L - 6 in) • • / ----- it.3,6 Harper Houf Peterson Righellis Pg #: Shearwall Analysis Based on the ASCE 7 -05 Longitudinal Shearwalls Line Load Controlled By: Seismic Shear H L Wall H/L Line Load Line Load Line Load Dead V Rho *V .% Story # - Panel Shear Panel M MR Uplift Panel Lgth. From 2nd Flr. From 3rd Flr: From Roof Load Strength Bays. Sides Factor Type T (ft) (ft) (ft) ht k ht k ht k (kit) (plt) (plf) (ft -k) (ft -k) (k) 107 8 15.50 15.50 0.52 oK 10.00 032 18.00 0.73 27.00 1.33 1.09 153 .153 NA 3.88 Single 1.00 I 52.25 130.70 -1.74 108 8 15.50 15.50 0.52 OK 10.00 0.40' 18.00 0.90 27.00 1.38 1.09 173 173 NA 3.88 Single L00 1 57.35 130.70 -1.40 I 205 9 13.00 13.00 0.69 OK 9.00 0.73 18.00 1.33 0.76 158 158 NA 2.89 Single 1.00 I 30.54 64.22 -0.64 , 206 _ ; 9 . , 13.00 13.00 0.69 OK 9.00 0.90 18.00 1.38 0 :76 175 175 NA . 2:89 Single 1.00 1 32.85 64.22 -0.45 306 8 10.00 10.00' 0.80 OK 8.00 1.33 0.35 133 133 NA 2.50 • Single 1.00 I 10.67 17.40, 0.02 • 307 8 10.00 10.00` 0.80 OK 8.00 1.38 0.35 138 '138 NA 2 :50 iSingle 1.00 I 11.00 17.40 0.06 Rho Calculation Does the 1st floor shearwalls resist more than 35% of the total longitudinal base shear? Yes Does the 2nd floor shearwalls resist more than 35% of the total longitudinal base shear? Yes Does the 3rd floor shearwalls resist more than 35% of the total longitudinal base shear? Yes Total 1st Floor Wall Length = 31.00 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 = Are.2 hays minimum present along each wall line? Yes • 3rd Floor Rho = 1.0 Spreadsheet Column Definitions & Formulas L = Shear Panel Length H = Shear Panel Height Wall Length = Sum of Shear Panels Lengths in Shear Line H/L Ratio = Hight to Width Ratio Check V (Panel Shear) = Sum of Line Load *Rho / Total L % Story Strength = L / Total Story L (Required for walls with H/L > 1.0, for use in Rho check) # Bays = 2 *L/H Shear Factor.= Adjustment For H/L > 2:1 Mo (Overturning Moment) = Wall Shear * Shear Application ht Mr (Resisting Moment) = Dead Load * L * 0.5 * (.6 wind or .9 seismic) Uplift T = (Mo -Mr) / (L - 6 in) Harper Houf Peterson Righellis Pg #: • SHEAR WALL SUMMARY' Transv„ere Shearwalls, � �. - � a� .f � �, , . a s`� -- �' � - .ter - ka anel Wall Shear Wa11rT� #� Good�gr phft �Simpso nH down mop { wit) p 1 ��, nh) _ .V (1b) 101 Not Used 102. Strongwall 103 • Simpson, Strongwall' • 103a . 814 1/2" APA Rated Plyw'd w/ 8d Nails @ 2/12 833 104 626 1/2" APA_ Plyw'd ;w/ 8d Nails @ 3/12 638 1.05. 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 anel all hear Wall rry eF Good For trig S W 1 unpso Holdown. Good ( - -n ,,,, , ( . 1 0 (l bN . � b .k'#§ . -,,,,it,, -.a g- --,: w,e4 «5..._.. -0, •7r .3'{c,. , +e1s* M,,,'k' "A414.'� ^. ik",1 . S:. ;.?-14 $a .,.:4 ;; 4 7 , V.,46'314.6" v i�.4.. ,. ' � .:A 1aS,kd' Ins' iW.; -0 . *:;4 OA ^,7 44" 107 254 1/2" APA Rated Plyw'd w/ 8d Nails @ 6/12 339 923', Simpson None 0 108. 254 1/2" APA Rated Plyw'd w/ 8d Nails @ 6/12 339 Xh92 . Simpson None , 0 I . 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 `Simp None 0 1 242 306' _ 133. 1/2" APA Rated Plyw'd w/ 8d Nails @ 6/12 . • 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-- \,,„_)P\ 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 ring Moment Moment Floor Shear @ Floor Shear @ Stacking @ Stacking From From Uplift Uplift Flr. Fir Roof Shear including Load Load Momen @ Left @ Right Left Right Left Side of @ Right Wall. Wall ' @ Left @' -- floors @ Left @ t House Side of Above Above Right above if Right House @ 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 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 .2.0 16 . 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 2608_ . 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 :5.0 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 1.1.667. 4.58 ..17.08 .1.737 . . 2.8 2:32 6.857 : - 401. 0.152 - 0.192 .0.156 , .16 :3.1 , 2:47 ,2:31; • , 3 , - :3.66 201L. ' 201R 4.82 .5.09 8.45 8.75 110 • 8 1.16.87 '12:50 17 :08 1.737 2.8 2.32 6.857 401 ` 0:096 0. -156 '0.192 44.52 "' 9.45 "-" 9:90 124 3'.21 ' 201aL" 201bR '° 4.95 4.88 8 "18' 8.09 111 8 1.1667' 4.50 7:50 1.516 2:8 ''2.26 6.5.76' . 877 0.144 0:8' 0:078 35:1f 5:06 1:81 - - 8:02 '8,51 8.02 8.51 112 8 1.1'667 1.50 7:50 7 2:8 2 :26 6.576 877 0:048 0.252 0234 11.70 0:43 0.41. '11:44 1146 . 11.44 1 -1'.46 113 8 1:1667 ' '1.50 7750 . . 1 :516 ' . 2:8 2.26 6.576 - 87.7 '0 0';234 "01252 '1'1.70" 0.41' 0 :43, 11:46 11.44 . ' 11.46 11,44 201 9 1:1667 3.92 10:8 - - • . ' 2.8 2.32 5:1 -2 474 .0.225 0:432 - 0.156 • 17:71 3.42 134 • 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 2016 9 1.1667 2:7.1 1.0.8 - 18 2.32 -5.12 , '474 -0.225 0.156 :0:432 12:24 1.25 - 2:00 ..4.24 4:08. • 3031 303R...' 0.91 0.80 5.15 4.88 202A 9 1:1667 2.96 1.1.958333 2.8 2 126 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 1.1 667 3 11.958333 - 2.8 2:26 5 :06 423 0.173 0.052 0.216 12.09 0:93 1.43 3.84 ' - 3.14 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 10 :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 .1 6 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 (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 Flr. Flr. Roof Shear including Load Load Momen @ Left @ Right Left Right Left Side of @ Right Wall Wall @ Left @, floors @ Left @ t House Side of Above Above Right' above if Right House @ Left @ walls Right stack) (ft) (ft) (ft) (ft) • k • k k k plf klf k k kft kft kft k k k k k k 102 8 1.1667 1.75 3.50 `0.114 • 0.9 1.27 2.284 653 0.152 0.192 0.832 10.40 0.57 1.69 7.91 7.11 0 0 7.91 7.11 103 8 1.1667 1.75 3.50 0.1:14 0.9 1.27 2.284 653 0.152 0.832 . 0.192 10.40 1.69 . .0.57 7.11 ,. 7.9,1, 0 0 . 7.11 7.91 103A 8 1.1667. 4.00 4:00 _ .0.481 .. . 0.481. 120 . 0.04 2.0116 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 ' 1.4,4 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 _ ' ... 2.04 109 8 1.1667 4.58 11.08 0.114. . 0.9 1.27 2.284 13;4. _ 0.152 0.192 0.156 .5.58 2.47., .2131, 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 9190 7 0.56 • ' • 0'53 201 aL ' •201bR • 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 '12154 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 3.82 179 201 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 1141" 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 ,0:1-56 0:432' 5.27 • 1.25 .2:00 .1.53 • .1.28" 303L , 303R - 0.10 -0.06 L63 1.22 • 202A 9 1.1667 2.96 11.96 ' 0.73 1.44 .2.17 181 " 0 1173 0:432 0.052 i "5125 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 ._ " or • -0.03 ' 0.13 302 8 0 5.79 13.96 , 1.27 1.27 . 91 0.232 „ 0.204 0.204' 4.21 '5.07 5.07 -0.06 . -0:06. 0 - 0 . . -0.06 -0.06 303 8 . 0 4.25 • 13.96 . 1.27 1,27. 91 0.232 -0204 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 1.4'4 242' 0.232 0..136 1:104 5.80 1.45 436 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 l Mo (Overturning Moment) = Wall Shear * Shear Application ht Mr (Resisting Moment) = Dead Load * L * 0:5 * (.6 wind or .9 seismic) Uplift T = (Mo -Mr) / (L - 6 in) : . TRANSVERSE UPLIFT CALCULATIONS - SUMMARY UNIT A Shear Controlling Total Holdown - Holdown Good Control Total Holdown Good For Panel Case Uplift @ o r 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 w3HF 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 6.65 106 Wind 6 :52 Holdown HDQ8 w 3HF 6.65 Wind 6.45' I -IDQ8 w 3HF 6.65 109 Wind 8.45 Holdown 1-1DQ8 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 HDUI4 14.93 Wind 11.46 HDU14 14.93 113 Wind 11 :46 Holdown HDUI4 14 :93 Wind 1^1.44 HDUI4 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 / mo t 201b Wind 5 :15 Strap MST48x2 5.75 Wind 4_.88 MST48x2 5.75 202A Wind 6.2f Strap MST60x2 .8.11 Wind 6.59 MST60x2 8.11 202B Wind 6 :58 Strap MST60x2 8.11 Wind 5.91 ' MST60x2 8.11 -.) 203 Wind 3.62 Strap MST60 4.06 Wind - . ;3.56 MST60 4.06 204 Wind 3 :64 Strap MST60 4.06 Wind .3.57 MST60 4.06 301 Wind 0.83 Strap •MST37 1.79 Wind • 0.93 MST37 - 1.79 302 Wind - 0 :80 Strap MST37 1.79 Wind 0.80 MST37 1.79 303 Wind 0.91 Strap MST37 1.79 Wind 0.80 MST37 1.79 304 Wind 2.60 Strap MST48 2.88 Wind 2.7-5 MST48 2.88 305 Wind 2.74 Strap MST48 - 2.88 Wind 2.16 MST48 2.88 BY: DATE: ....... 3,01,0 JOB NO c OF 0 . . . , PROJECT: ' -..: . . - - J--- '-• - . . 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WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Unit A - Front Load WoodWorks® Sizer 7.1 June 24, 2010 12:49:04 COMPANY 1 PROJECT RESULTS by GROUP - NOS 2005 . SUGGESTED SECTIONS by GROUP for LEVEL 4 - ROOF Mnf Trusses Not designed by request (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- 2r.6 (3) 2x6 Lumber n -ply Hem -Fir No.2 3- 2x6 Typ Well Lumber Stud Hem -Fir Stud 206 @16.0 SUGGESTED SECTIONS by GROUP for LEVEL 3 - FLOOR Mnf Jst Not designed by request Sloped Joist Lumber-soft D.Fir -L No.2 2x6 @16.0 (2) 2X8 (1) Lumber n -ply D.Fir-L No.2 1- 2x8 (2) 2x8, Lumber n -ply D.Fir -L No.2 2- 208 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 4X6 Lumber -soft D.Fir -L No.2 • 4x6 (2) 2x6 Lumber n -ply Hem -Fir No.2 2- 2x6 4x6 Lumber Post Hem -Fir No.2 4x6 (3) 206 Lumber n -ply Hem -Fir No.2 3- 2x6 (2) 2x9 Lumber n -ply Hem -Fir No.2 2- 2x4 Typ Wall Lumber Stud Hem -Fir Stud 2x6 @16.0 SUGGESTED SECTIONS by GROUP for LEVEL 2 - FLOOR Mnf Trusses Not designed by request Mnf Jst Not designed by request Deck Jst Lumber -soft D.Fir -L No.2 2x8 @16.0 . (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 4x8 By Others Not designed by request By Others 2 Not designed by request (2) 2x10 Lumber n -ply D.Fir-L No.2 1- 2010 5.125X12 GL Glulam- Unbalan. West Species 24F -V4 DF 5.125x12 By Others 3 Not designed by request 3.125614 LSL LSL 1.55E . 2325Fb 3.5x14 (2) 2x6 Lumber n -ply Hem -Fir No.2 2- 206 4x4 Lumber Post Hem -Fir No.2 489 . 4x6 Lumber Post Hem -Fir No.2 4x6 (31 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 @16.0 SUGGESTED SECTIONS by GROUP for LEVEL 1 - FLOOR . Fnd Not designed by request CRITICAL MEMBERS and DESIGN CRITERIA Group Member Criterion Analysis /Design Values ' Mnf Jst 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) 2178 (1) b35 Bending 0.47 (2) 2xB bB 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 0.7B . 5.125X12 GL b10 Bending 0.76 By Others 3 By Others Not designed by request 5.125x10.5 b9 Deflection 0.95 4X6 620 Bending 0.08 3.125014 LSL 614 Deflection 0.73 (2) 206 c2 Axial 0.91 4x4 c55 Axial 0.07 4x6 c23 Axial 0.80 (3) 2x6 029 Axial 0.75 . 6x6 c26 Axial 0.70 (2) 2x4 c39 Axial 0.62 6x6 nol • c12 Axial 0.96 (3) 2x4 c31 Axial 0.89 Typ Wall w14 Axial 0.48 Fnd Fnd Not designed by request DESIGN NOTES: - . 1. Please verify rify that the default deflection limits are appropriate for yourapplication. 2. DESIGN GROUP OCCURS ON MULTIPLE LEVELS: the lower level result • is considered the final design and appears in the Materials List. 3. ROOF LIVE LOAD: treated as w load with corresponding duration factor. Add an empty roof level to bypass this interpretation. 4. BEARING: the designer is responsible for ensuring that adequate bearing is provided. 5. GLULAM: bxd = actual breadth x actual depth. 6. Glulam Beams shall be laterally supported according to the provisions of ND5 Clause 7. Sawn lumber bending members shall be laterally supported acc ording to the provisions of ND5 Clause 4.4.1. 8. BUILT -UP BEAMS: it is s med that each ply is ingle continuous member (that is, o butt joints are present) fastened together securely at intervals not exceeding 4 times the depth and that ' • each ply is equally top - loaded. Where beams are side - loaded, . special fastening details may be required. 9. SCL -BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. . 10. BUILT -UP COLUMNS: nailed or bolted built -up columns shall conform to the provisions of NOS Clause 15.3. • WOodWorksO'S i±er . • SOFTWARE FOR WOOD DESIGN • , . Unit A - Front Load WoOdWork® Sizer 7.1 June 24,.2010 12:4117 • Concept Mode :. Beam View Floor 2: 8' Ttft.) M,T1 . . • ==- .,:.-.=,:.... .._::: .•:, H , . ,.. .... =.......... ..:: .. . : ,.:.'. ..f :.:_;...::.:_-:, ,.:. .. c.. :.: : == -, .; : :: :: ::.=. --= ...::: • f : . • , : - : • ' 7 -. - • ":": •". • • ' • ' - ' ; ' ; - • .. :':".--•• , - ; ; ; . , • i , : ' .-,•-:-,-,-,- -: 4, --,, -:.: ' : ... : • ; •, 1 , ... , ; : : : ; , , , : : : : : ; -, : : : . : ' ; - : ,- 1 5 :-". :-::. rr-rr::,-,... . '-:..,.•:•:.'::::j. . .,..._!..:.,...•::•..,. ..:_.,,-, -:,'...,-::•: :::: , '::' r •:::: ::•:':: ; :r •:•'; lt./ ;ri . -'..". '. : •."' -. 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B13\ .B 'EEEEIEEEEFEEEttlEEEEZ 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' 012345'67'6'91(1 - 1;1:1 , 11 (111 2(2 222 . . • . - • - . . • . . . , • . • COMPANY PROJECT lin' % V oo.d\A/orks ® SOFTWARE FOR WOOD DSSK:N , June 24, 2010 12:42 b1 Design Check Calculation Sheet Sizer 7.1 LOADS ( Ibs, psf, or pif )' : Load Type Distribution Magnitude Location [ft) Units •Start End Start ..End 1 w61 Dead Partial UD 613.2 613.2 2.50 3.00 plf 2 Snow Partial UD 795.0 795.0 2:50 3.00 plf . 3 c61 Dead Point 622 , 2.50 lbs 4 c61 Snow Point 1192 2.50 lbs 5_j28 Dead Full UDL 47.7 plf 6_j28 Live Full UDL 160.0 plf . 7 j33 Dead Full UDL 120.2 p16 8 j33 Live Full UDL 370.0 • pl'f • • ' MAXIMUM RE ' a � '.::.AirceOfitt.t,,:.,tCtierlataifiRiOgr,40:,-agltIlV.6.1,064047iige 47,404041-114W0,04 x r '-4,1-.,,W:='''- ,r : A , a - , 2F,` _; .,d` `r x ;c . W F '� .z .P , 31 Dead 391 - 1061 Live 795 1615 Total 1186 2676 Bearing: . Load Comb #2 . • #3 • Length 0.63 1'.43 Lumber n -ply, D.Fir -L; No.2, 2x10 ", 2 -Plys Self- weight of 6.59 plf included in loads; Lateral support: top = full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design . Shear fv* = 67 Fv' = 207 fv * /Fv' = 0.32 Bending( +) fb = 331 Fb' = 1138 fb /Fb' = 0.29 Live Defl'n 0.00 = <L/999 0.10 = L/360 ' 0.04 Total Defl'n 0.01 = <L/999 0.15 = L/240 . 0.05 *The effect of point loads within a distance d of the support . has been included as per NDS 3.4.3.1 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr . Cfrt Ci Cn LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00. 3 • Fb'+ 900 1.15 1.00 1.00 1.000 1.100 1.00 1.00 1.00 1.00 - 3 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - , E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 3 Ervin' 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. - 'Q.-- 6 • �r COMPANY PROJECT SAS -"}''. �� R Q � Wo o d Wor Work s® 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) : • • Pte.:. ._.x.Mi c gi' aCV,,,P p '�' - sm;t .r .mas. CL ram m'; a c.. t x O 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 fv = 10 Fv' = 265' fv /Fv' = 0.04 Bending( +) fb = 140 Fb' = 2400 fb /Fb' = 0.06 Live Defl'n 0.01 = <L/999 0..30 = L/360 0.04 Total Defl'n 0.03 = <L/999 0.45 = L/240 0.06 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu . Cr Cfrt Notes Cn LC# ' Fv' 265 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.0.0 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 El= 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). 6‘) COMPANY PROJECT 1 W o odW orks ® . • . SOFTWARE FOR WOOD DESIGN . June 24, 2010 12:40 b6 Design Check Calculation Sheet . Sizer 7.1 LOADS ( lbs, psf, or pif) : • Load Type Distribution Magnitude Location [ft] Units Start End Start End 1 c44 Dead Point • 444 2.00 lbs 2_c44 Snow Point 647 2.00 lbs 3_w44 Dead Partial UD 389.2 389.2 0.00 2.00 plf 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 (iril : - r `t'` 4 m «h. ' c d"'�t" C f' v �,. s ', , '':;M - x sue "' 3 �� .§ 4:,,,..e"..,.' r�s , - . z O xa ._'-� r' w,,. m 4 '�"sr Ihx ._ �.xce a #s .- p'�:, < �,` 3 *- `'�' �' ,�< W I o' 6 Dead 1436 1389 Live 1803 1803 Total 3239 - - 3192 • Bearing: . Load Comb #3 #3 Length 1.73 1.70 • Lumber n -ply, D.Fir -L, No.2, 2x12 ", 2 -PIys 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 ib -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, n� butt 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. • • ' /42 ''-- GA1 COMPANY PROJECT s ' 11 WoodWorks SOFTWARE FOR WOOD DESIGN June 24, 2010 12:50 b8 Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Units Start End Start End l j14 Dead Full UDL 113.7 plf 2 j14 Live Full UDL 350.0 plf MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) 10. 61 Dead 357 357 Live 1050 1050 Total 1407 1407 Bearing: Load Comb #2 #2 Length 0.75 0.75 Lumber n -ply, D.Fir -L, No.2, 2x8 ", 2 -Plys Self- weight of 5.17 plf included in loads; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear fv = 77 Fv' = 180 fv /Fv' = 0.43 Bending( +) fb = 963 Fb' - 1080 fb /Fb' = 0.89 Live Defl'n 0.07 = <L/999 0.20 = L/360 0.33 Total Defl'n 0.10 = L/712 0.30 = L/240 0.34 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 1.000 1.200 1.00 1.00 1.00 1.00 .- 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear : LC #2 = D +L, V = 1407, V design = 1123 lbs Bending( +): LC #2 = D +L, M = 2110 lbs -ft Deflection: LC #2 = D +L EI= 7.6e06 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. � � (113 • COMPANY PROJECT • d i ' W ood Wor SOFTWARE FOR WOOD DESIGN June 24, 2010 12:40 b9 Desig Check C alculation Sheet W Sizer 7.1 LOADS (Ibs, psf, or plf) : • Load Type Distribution Magnitude Location [ft] Units Start End Start End 1j50 Dead Partial UD 113.7 113.7 0.00 1.50 • plf 2 j50 Live Partial UD 350.0 350.0 0.00 1.50 plf 3_j14 Dead Partial UD 113.7 113.7 3.00 9.00 plf . 4_j14 Live Partial UD 350.0 350.0 3.00 9.00 plf 5_j51 Dead Partial UD 113.7 113.7 1.50 3.00 plf 6_j51 Live Partial UD 350.0 350.0 1.50 3.00 plf 7_j24 Dead Partial UD 120.2 120.2 0.00 3.00 plf 8_j24 Live Partial UD 370.0 370.0 0.00 3.00 plf 9_j25 Dead • Partial UD 120.2 120.2 3.00 9.00 plf 10 j25 Live Partial UD 370.0 370.0 3.00 9.00 plf 11_j26 Dead Partial UD 120.2 120.2 9.00 12.00 plf 12_j26 Live Partial UD 370.0 370.0 9.00 12.00 plf 13_j52 Dead Partial UD 113.7 113.7 9.00 10.50 plf • , 14_j52 Live Partial UD 350.0 350.0 9.00 10.50 plf 15_J53 Dead Partial UD 113.7 113.7 10.50 '12.00 plf ■ 16 j53 Live Partial UD 350.0 350.0 10.50 12.00 plf MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : ,. . g... v _ aa- A .. A -, a..� >a . ,a. im:= :.s aTATW r -m- ' • AWITATAMOTTESZEWSREASWEERESTRIWOZT..AERWAY.MATIEWE ,• WTT e . WR .- .... . ...: TOW . __A&ME,W - .L . %. ,, :e3 -a#M s. RFWS' EFAATW�' W � rb C.. .`k..1i.,^#'.+1.'W' ... Y.�..EAate 0 121 Dead. 1478 - . 1478 Live 4320 4320 Total 5798 5 Beating: Load Comb #2 #2 Length 1.74 - 1.74 Glulam- Unbal., West S pecies, 24F -V4 DF, 5- 1/8x10 -1/2 • _ Selfweight of 12.39,plf included in loads; Lateral•support: top= .full, bottom= at supports; . Analysis vs. Allowable Stress (psi) and Deflectio (in):usirig•NDS•2005,: Criterion Analysis Value Design Value Analysis /Design Shear fv = 138 Fv' = 265 fv /Fv' _ 0.52 _ Bending( +) fb = 2217 Fb' = 2400 fb /Fb' = 0.92 • Live Defl'n 0.38 = L/381 0.40 = L/360 0.94 Total Defl'n 0.57 = L/252 0.60 - L/240 • 0.95 ' • • ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fv' 265 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 ' Fb'+ 2400 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - . - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 ' Emin' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 Shear : LC #2 = D +L, V = 5798, V design = 4953 lbs . Bending( +): LC #2 = D +L, M - 17395 lbs -ft • Deflection: LC #2 = D +L EI= 890e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: . 1. Please verify that the default deflection limits are appropriate for your application. 2. Glulam design values are for materials conforming to AITC 117 -2001 and manufactured in accordance with ANSI /AITC A190.1 -1992. 3. GLULAM: bxd = actual breadth x actual depth. . 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Ecp(tension), Fcp(comp'n). ' • • • 4 .....„. e i , lq COMPANY PROJECT r IA' I; Wo d W o rks ' '" SOF(WA8t FOR WOOD DfS1DN June 24, 2010 12:43 b10 • Design Check Calculation Sheet Sizer 7.1 LOADS (Ibs, psf, or p00) : Load Type Distribution Magnitude Location [ft] Pat - Start End Start End tern 1 w39 Dead Partial UD 311.0 311.0 0.00 4.50 No 2 w39 Live Partial UD 680.0 680.0 0.00 4.50 No 3 c39 Dead Point 267 2.00 No • 4 c39 Live Point 822 2.00 - No 5 j32 Dead Partial UD 120.2 120.2 0.00 0.50 No 6_j32 Live Partial UD 370.0 370.0 0.00 0.50 'No . 7 j33 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 Dead Partial UD 120.2 120.2 4.00 4.50 No 1[7:_j34 Live Partial UD 370.0 370.0 4.00 4.50 No • 11 j35 • Dead Partial UD 120.2 120.2 4.50 7.50 No . 12 j35 Live Partial UD 370.0 370.0 4.50 7.50 No 13 j36 Dead Partial UD 113.7 113.7 4.50 16.50 No 14 j36 Live Partial UD 350.0 350.0 4.50 16.50 No 15 j37 Dead Partial UD 100.7 100.7 3.00 4.50 No 16 j37 Live Partial UD 310.0 310.0 3.00 4.50 No 17 Dead Partial UD 120.2 120.2 7.50 13.50 No , 18 j47 Live Partial UD 370.0 370.0 7.50 13.50 No 19 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 b32 Live Point 922 3.00 No MAXIMUM RE ACTIONS'(Ibs) and (in) . • . .. �,, W4W:*�..P .$4,., _ ..rte. ,,. � _._.,. - �._.,.�, ,.�,..�.x..., _.�.,:.,..�..a. Buz.« -__a. .__... s....:�- _ 161- 66 Dead 452 4067 1180 Live 847 11291 3436 Uplift 12' • Total 1300 15358 4616 Bearing: Load Comb #2 #2 . #2 Length 0.50* 4.24 1 Cb 1'.00 1.09 1.00 *Min. bearing length for beams is 1/2" for exterior supports • • ' ,. - • . Glulam- Uhbal., West Species, 24F -V4 DE, 5- 118x12" 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 Analysi's /Design Shear fv = 158 Fv' = 265 fv /Fv' = 0.60 Bending( +) fb = 1074 Fb' = 2400 fb /Fb' = 0.45 • Bending( -) fb = 1396 Fb' = 1844 fb /Fb' = 0.76 Live Defl'n 0.13 = <L/999 0.40 = L/360 - 0.32 Total Defl'n 0.19 = L/740 0.60 = L/240 0.32 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# . Fv' 265 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fb'- 1850 1.00 1.00 1.00 0 -997 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - ' E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Emin' 0.85 million 1.00 1.00 - . - - - 1.00 - - 2 • Shear : LC #2 = D +L, V = 8357, V design - 6496 lbs Bending( +): LC #2 = D +L, M = 11006 lbs -ft . • Bending( -): LC #2 = D +L, M = 14310 lbs -ft Deflection: LC #2 = D +L EI= 1328e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. . (D =dead L -live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: ' 1. Please verify that the default deflection limits are appropriate for your application.' ' • 2. Glulam design values are for materials conforming to AITC 117 -2001 and manufactured in accordance with ANSI /AITC A190.1 -1992 . 3. Grades with equal bending capacity in the top and bottom edges of the beam cross - section are recommended for continuous beams. 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). .i'� ,- G IB . F ( COMPANY PROJECT ' . " 14t [ W oo Wo.r:ks n?3c .SOFrWARF FOR WOOD 1UESIGA' June 24, 2010 12:44 b13 - Design Check Calculation Sheet Siier 7.1 • LOADS (Ibs, psf, or plf) : • Load Type Distribution Magnitude Location [ft] Units Start End Start End • - 1 w58 Dead Partial UD 519.0 519.0 0.00 3..00 plf 2_w58 Snow Partial UD 505.0 505.0 0.00 3.00 plf 3_c40 Dead Point 217 5.50 lbs • 4_c40 Live Point 668 5.50 lbs 5_c67 Dead Point 518 5.00 lbs 6_c67 Snow Point 778 5.00 lbs 7 c68 Dead Point 573 3.00 lbs 8_c68 Snow Point 942 3.00 lbs . 9 w59 • Dead Partial UD 593.7 593.7 5.00 8.00 plf 10 w59 Snow Partial UD 735.0 735.0 5.00 8.00 plf 11 j37 - Dead Partial UD 100.7 100.7 6.50 8.00 plf . 12 j37 Live Partial UD 310.0 310.0 6.50 8.00 plf 13_j38, Dead Partial UD 81.2 81.2 3.50 6.50 plf 14 j38 Live Partial UD 250.0 250.0 3.50 6.50 plf , 15 j39 Dead Partial UD 22.7 22.7 .0.00 3.50 plf 16 j39 Live Partial UD 70.0 70.0 0.00 3.50 plf 17 b15 Dead ' Point 126 3.50 lbs' 18 b15 Live 'Point 389 3.50 lbs 19 b32 Dead Point 225 6.50 lbs 20 b32 Live Point 693 6.50 lbs • MAXIMUM REACTIONS (Ibs) and•BEARING. LENGTHS (in) : x � 3., r �-,- fi x`^' -'� � �. emu-, _, p. -, ,a . w - " - m.�.. . :- ' ? sue .,*4,_- , - , --« "'" „ � „-..,- nr` n,=- 4 - T.-. .<. . �.� ' ..3°^ �- 4, .1 0 81 Dead 2561 3033 Live - 269.9 3789 • Total 5261 6822 Bearing: Load Comb #3 #3 Length 1.88 2.44 LSL, 1.55E 3- 112x14" . Self-weight'of 15.31 plf in in loads; Lateral support: top= full, bottom= at supports; . Analysis vs. Allowable Stress (psi) and Deflection (in) using Nps 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/250 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. • `` COMPANY PROJECT , 1. t W r ks Woo SOFTWARE FOR WOOD DE:StGN June 24, 2010 12 ;43 b14 Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1 w33 Dead Partial UD 317.7 317.7 9.00 12.00 plf 2 w33 Live Partial UD 350.0 350.0 9.00 12.00 plf 3 c19 Dead Point 357 9.00 lbs 4 c19 Live Point 1050 9.00 lbs 5 c20 Dead Point 357 3.00 lbs 6_c20 Live Point 1050 3.00 lbs 7 w34 Dead Partial UD 317.7 317.7 0.00 3.00 pif 8 w34 Live Partial UD 350.0 350.0 0.00 3.00 plf 9 c64 Dead Point 165 10.50 lbs . 10 c64 Snow Point 225 10.50, lbs 11 c65 Dead Point 165 1.50 lbs 12 c65 Snow Point 225 1.50 lbs 13_j36 Dead Full UDL 113.7 plf 14_j36 Live Full UDL 350.0 plf 15_j43 Dead Partial UD 17.0 17.0 0.00 0.50 plf 16_j43 Live Partial UD 25.0 25.0 0.00 0.50 plf 17_j44 Dead Partial UD 17.0 17.0 0.50 1.50 plf 18_j44 Live Partial UD 25.0 25.0 0.50 1.50 plf 19_j45 Dead Partial UD 17.0 17.0 1.50 10.50 plf 20_j45 Live Partial UD 25.0 25.0 1.50 10.50 plf 21_j46 Dead Partial UD 17.0 17.0 10.50 12.00 plf 22 j46 Live Partial UD _ 25.0 25.0 10.50 12.00 plf MAXIMUM REACTIONS (Ibs) and BEARING LENGT (in) . ..� . ,-- s , ` - - 7 - - w� was � `^, -- , 3 ' 4 4 ' ;' ° -'R ¢ • I o' 12t . Dead .2351 2351 Live 4350 4350 Total 6701 6701 Bearing: - Load Comb #2 # Length 2.39 2.39 • LSL, 1.55E, 2325Fb, 3- 1/2x14" Self- weight of 15.31 plf included in loads; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : . Criterion Analysis Value Design Value Analysis /Design Shear fv = 163 Fv' = 310 fv /Fv' = 0.52 Bending( +) fb = 1769 Fb' = 2325 fb /Fb' = 0.76 Live Defl'n 0.25 = L/573 0.40 = L/360 0.63 • Total Defl'n 0.43 = L/333 0.60 = L/240 0.72 ADDITIONAL DATA: • FACTORS: F/E ' CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fv' 310 1.00 - 1.00 - - - - 1.00 - 1.00 2 Fb'+ 2325 1.00 - 1.00 1.000 1.00 - 1.00 1.00 - - 2 Fcp' 800 - - 1.00 - - - - 1.00 - - - E' 1.5 million - 1.00 - - - - 1.00 - - 2 Emin' 0.80 million - 1.00 - - - - 1.00 - ' - 2 Shear : LC #2 = D +L, V = 6701, V design = 5314 lbs Bending( +): LC #2 = D +L, M = 16851 lbs -ft • Deflection: LC #2 = D +L EI= 1241e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL -BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. /9 ---- bl 1 (3'''. COMPANY PROJECT a WoodWorks® SOf71YhRf FOR WOOD AFS7GM June 24, 2010 12:41 b20 Design Check Calculation Sheet Sizer 7.1 LOADS ( Ibs, psf, or plf ) Load Type Distribution Magnitude Location (ft] Units Start End Start End 1_j30 Dead Full UDL 21.7 plf 2 j30 Live Full UDL 60.0 plf MAXIMUM REACTIONS /lhcl anti RFARIN(Z I FN(.THS /in1 - ef r ase rE tOitiftit s , 2 "q Dead 46 46 Live 105 105 Total 151 151 Bearing: Load Comb #2 #2 Length 0.50* 0.50* *Min. bearing length for beams is 1/2" for exterior supports Lumber -soft, D.Fir -L, No.2, 4x6" Self- weight of 4.57 plf included in loads; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : ;Criterion Analysis Value Design Value Analysis /Design Shear fv = 9 Fv' = 180 .fv /Fv' = 0.05' • Bending( +) fb = 90 Fb' = 1170 fb /Fb' = 0.08 Live Defl'n 0.00 = <L/999 0.12 = L/360 0.02 Total Defl'n 0.00 = <L/999 0.18 = L/240 0.02 ADDITIONAL DATA: - FACTORS: F/E CD CM Ct CL CF. Cfu Cr Cfrt Ci. Cn LC #, Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.00 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear : LC #2 = D +L, V = 151, V design = 111 lbs Bending( +): LC #2 = D +L,.M = 132 lbs -ft Deflection: LC #2 = D +L EI= 78e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 14- („,:.41 re • COMPANY PROJECT Alt Wood Works r SOFTWA FOR WOOD DESIGN June 24, 2010 12:50 b30 Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1_j41 Dead Partial UD 68.0 68.0 2.00 4.00 plf 2_j41 Live Partial UD 100.0 100.0 2.00 4.00 plf 3_j42 Dead Partial UD 72.2 72.2 0.00 2.00 plf 4 -(42 Live Partial UD 106.2 106.2 0.00 2.00 plf • MAXIMUM REACTIONS Ilbs1 and BFARING LENGTHS lint . • X - ' ' a ,, ., _: fix% -; ' �, ,` 3 ` , a I O, 44 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 l W oodWor k s ® . %ft' „{ , SOfRN'ARE FOR WOOD DESIGN • June 24, 2010 12:42 b31 Design Check Calculation Sheet Sizer 7.1 . LOADS ( Ibs, psf, or pif) : 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 10_j64 Live Partial UD 160.0 160.0 17.00 20.00 . plf 11_j66 Dead Partial UD 47.7 47.7 4.00 4.50 . plf 12 j66 Live Partial UD 160.0 160.0 4.00 4.50 plf MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : • 10' 20 : • Dead 619 619 Live 1600 •- 1600 Total 2219 2219 Bearing: . .... . a Load, Comb #2 #2 Length 0.6'7, , - ' ." '.. 0.67 G lulam- Unbah, 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). • ` , . _. COMPANY PROJECT g ' '' J .J. . ''.. tr . 0 111 ; WO '' ' odWorks June24,201013:15 b34- • 'AiWW•). SOFTWARE FOR WOOD DESIGN • Design Check Calculation Sheet Soar 7.3 LOADS ilbs,psrorpv) Load T,,e Distribution Magnitude Location Ift) Vcits Starr Ind Start End • 1 w62 Dead Fartiai UD 613.2 613.2 0.00 1.00 plf • 2062 Snow Partial U0 7 735.0 0.00 2.00 plf 3 Dead Partial UD 617.5 617.5 7.50 11.00 plf 41 Snow Partial UD 201.2 301.2 7.50 11.00 P. 5_c15 Dead Point 1436 11.00 lios 6 c15 Snow Point 2404 11.00 lbs , 7:c16 - Dead Point 13. 17.00 ins 9 c16 Snow Point 2404 17.00 Ins E Dead Partial UD 617.5 617.5 17.00 12.00 plf 15 )464 Sncw Partial UD 201.2 201.2 17.00 16.00 plf . 11:c61 Dead Point 622 7.00 Ins 12 c61 Snow Point 1162 7.00 lbr 13:c62 Dead Point 622 4.00 lbs . 14 c62 Snow Point 1132 4.00 Los 15 w. Dead Partial UD 613.2 612.2 2.00 4.00 plf 16:w63 Snow Partial UD 795.0 7E5.0 2.00 4.00 plf ' 17005 Dead Partial UD 617.5 617.2 13.00 20.00 plf 16065 snow Partial UD 301.2 001.2 15.00 20.00 plf 12 w71 Dead Partial UD 613.2 613.2 7.00 7.50 plf ' 20:d71 Snow Partial UD 795.0 795.0 7.00 7.50 plf 21_j64 Dead Partial. UD 47.7 47.7 17.00 12.00 plf 22 j64 Partial UD 160.0 160.0 17.00 18.00 plf • 23 Dead Partial UD 4 47.7 4.50- 7.50 plf 24 Live Partial UD 160.0 160.0 4.50 7.50 • plf . 25j62 Dead Partial UD 47.7 47.7 7.50 11.00 plf 26_762 Live Partial DD 160.0 160.0 7.50 11.00 plf 27_746 Dead Partial UD 120.2 120.2 0.00 2.00 plf . 22_145 Live Partial UD 270.0 370.0 0.00 2.00 plf 10 j32 Dead Partial UD 122.3 120.2 3.50 4.00 plf • 3.0 Eartial UD 370.0 370.0 3.50 4.00 plf 31733 Dead Partial UD 120.2 120.2 4.50 7.50 plf 32 Live Partial UD 370.0 370.0 4.50 7.50 plf • 33 Dead Partial UD 120.2 120.2 7.50 6.00 plf . 34 734 Parrial UD 370.0 370.0 _7.50 5.00 plf • 35:735 Dead Partial UD 120.2 120.2 9.00 11.00 elf 36 435 Partial 50 370.0 370.0 9.00 11.00 plf 77443 Dead Partial UD 120-2 120.2 11.00 17.00 plf 3E Live Partial UD 370.3 370.0 11.00 17.00 plf , 3E:767 Dead Partial UD 120.2 120.2 2.00 3.50 plf . 40_167 Live Partial UD 3 =70.0 2.00 3.50 plf • . - , . . . 41 14E Dead Partial UD 120.2 120.2 4.00 4.50 plf 42 =070 7501051 UD 320.0 730.0 4.00. 4.50 plf . . 43 . Dead . Partial.. 47.7 47..7 11.00 17.00 . plf 44 Lib., Partia1,1.0 160,0 160_9 1_1:6,6 17.00- , plf 45 Dead Pirtial UD 47./ 47.7 1d1 20:06 plf . = 46:j65 Live• - Pgrtial U0 160.0 16 leam 20.00 pgf 2 ' 47 =66 Dead Partigl UD 47.7 47:7 4.00' c e1:50 plf • • 42 Live Partial DD 160.0 160.0 4:00 4.50 ,if 49 j68 Dead Partial liD 120.2 120.2 17.00 15.00 plf 50:468 . Lirse Partial UD .0.0 270.0 17.00 13.00 plf • 54454 Dead 0-a71404 00 120.2 120.2 15.00 20.00 pif ., 52 - Live Partial UD 370.0 370.0 13.00 20.00 plf 53 ' 5erd ' Pggifal UD 47:7 47.7 2.00 4.00 plf . . 54 =070 Paitial UD 160.0 160.0 1.00 4.00 plf 55:773 . Dead Partial UD 47.7 47.7 0.00 2.00 plf • 56 d73 . Live Partial UD 160.0 160.6 0.00 2.00 olf , .MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) :• . • , '''''""'"'''' ...'1 • . _ _ ., _ ., . . • . E ,k , . 3 % t De ad , • , • • • ,979 3556 . 17=05 Vocal 17361 - • . • _ . . Eaarlog: Load cetrb 43 . h3 Lean, 5.21 '2 , . , . • . . 4 . .. . . • • . , ' . Glulam-Bal., West 1:)ecies,:24F-V8 DF, 5-118x22-1/2" . • • , . Self-weight of 25.55 plf included in loads; Lateral support: tope full, bottom= at supports;. . . . Analysis vs. Allowable Stress (psi) and Deflection (in) using 5552005 Criterion Analysis vaiue oeaauu value Analcsis/Desion • shear fv .• le,, fv/Fad - 0.60 . • , . . . . SenCingle) fb . 2332 ru - 2604 fb/Fo' - 0.92 • Lice' Defl'n 0.47= 5/592 0.67 c1/3d 0 0.60 . . Tcral Defl'n 0.34 . L/2E5 1.00 - 1/241. 0.24 . . , . . . ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC4 Fla, 2400 1.15 1.00 1.00 1.000 0,44 1.00 1.00 1.00 1.00 - 3 Fcp' 650 - 1.00 1.00 1.e million 1.00 1.00 - . Snin' 0.25 million 1.00 1.00 - • Shear ) LC 43 . 0 V . 17361 V design - 136E2 lbs Ben7in7101) 1.0 4= = 0e.35(Le0), M = 761. 110-70 Deflect LC 43 - 04.75(121 000 975.06 10-1,12 • Total Deflection - 1.50(Dead Load Deflection) e Liv.a Load Deflection. . (0-dead L-live 3-snow W-wind 1-impatt C-construction CLd-concentrated) • (All IC's are listed in the Analysis output) . Load combinations) 1CC-IEC DESIGN NOTES: .. 1. PleaSe venfy that the default deflection limits are appropriate for your application. 2. Glulam design values are for materials conforming to /OTC 117.2001 and manufactured in accordance with ANSI/AITC A190.1-1992 3. GLULAM: bxd s actual breadth x actual depth. • . 4. Glularn Beams shall be laterally supported according to the provisions of NOS Clause 3.3.3. 5. GIULAM: bearing length based on smaller of Fcp(tension), Fcp(compri), . : , . • ' - • ' . . • .. ' . • . • • . • . • • . • • • / C , ali COMPANY PROJECT • • i fl Wood Works • SOFTWARE FOR WOOD DESIGN • June 24, 2010 12:49 b35 Design Check Calculation Sheet Sizer 7.1 • LOADS ( lbs, psf, or plf ) • Load Type Distribution Magnitude Location [.ft] Units Start End Start End 1 j21 Dead Partial UD 120.2 120.2 0.50 • 1.50 plf- 2_j21 Live Partial UD 370.0. 370:0 0.50 1.50 plf • - 3_359 Dead Partial UD '120.2 120.2 0•.00 0.50 plf' 4_j59 Live Partial UD 370.0 370.0 0.00 0.50 plf 5_j60 Dead Partial UD 120.2 120.2 1.50 3.00 plf 6 360 Live Partial.UD 370.0 370..0 1.50 3.00 plf MAXIMUM r. �.. , . • - c ` n � 14, .� rte... 4 Y' e6 d3v y, fi ;� �t. M4 'h4:4 aet' ° 3- - Xti �$". z " D- - `S e .` n '-mss• -' _ 4 a 4 � g l ci 0. 31 . Dead. 188 188 Live 555 555 Total 743 743 Bearing: Load Comb #2 #2 • Length 0:50* 0.50* *Min. bearing length for beams is 1/2" for exterior supports • Lumber n -ply, D.Fir -L, No.2, 2x8 ", 2 -Plys • Self- weight of 5.17 plf included in loads; Lateral support: top= full, bottom= at supports; • Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS.2005 Criterion Analysis Value Design Value Analysis /Design Shear fv = 31 Fv' = 180 fv /Fv' = 0.17 Bending( +) fb = 254, Fb' = 1080 'fb /Fb'" = 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. • .rz COMPANY PROJECT 1 WoodVVorks® • • °°'� SOFTWARE FOR WOOD DESIGN June 24, 2010 12:51 c2 Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or pif ) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1bl Dead Axial 1056 (Eccentricity = 0.00 in) 2 bl Rf.Live Axial 2153 (Eccentricity = 0.00 in) MAXIMUM REACTIONS (Ibs): g W , 0' g • Lumber n -ply, Hem -Fir, No.2, 2x6 ", 2 -Plys Self- weight of 3.41 plf included in loads; Pinned base; Loadface = depth(d); Built-up fastener nails; Ke x Lb: 1.00 x 0.00= 0.00 [ft]; Ke x Ld: 1:00 x 8.00= 8.00 [ft]; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 Criterion Analysis Value Design Value Analysis /Design Axial fc = 196 Fc' = 980 fc /Fc' = 0.20 Axial Bearing fc = 196 Fc* = 1644 fc /Fc* = 0.12 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL /CP CF Cfu Cr Cfrt Ci LC# Fc' 1300 1.15 1.00 1.00 0.596 1.100 - - 1.00 1.00 2 Fc* 1300 1.15 1.00 1.00 - 1.100 - - 1.00 1.00 2 Axial : LC #2 = D +L, P = 3236 lbs Kf = 1.00 (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. BUILT -UP COLUMNS: nailed or bolted built -up columns, shall conform to the provisions of NDS Clause 15.3. • • CiD3 • COMPANY PROJECT R t 1ol oodW orks® • 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 Live Axial 4320 (Eccentricity'= 0.00 in) 3 b10 Dead Axial 4067 (Eccentricity = 0.00 in) 4 b10 Live Axial 11291 (Eccentricity = 0.00 in) - MAXIMUM REACTIONS (Ibs): , 0' 8' Timber -soft; D.Fir -L, No.1`, 6x6" Self- weight of 7.19 plf included in`loads; Pinned base; Loadface = depth(d); Ke x Lb; 1: 00 z ' 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. • (7:ia9 • COMPANY PROJECT I ll Wood Wo r ks ® SOFTWARE FOR WOOD DESIGN June 24, 2010 12:53 c23 Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1_b9 Dead Axial 1478 (Eccentricity = 0.00 in) 2 b9 Live Axial 4320 (Eccentricity = 0.00 in) MAXIMUM REACTIONS (Ibs): 0 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: 1.00x 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 /Des"ign 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 - 61 COMPANY PROJECT e 1 Wood.W 'LR„°� SOFTWARE FOR WOOD DESIGN June 24, 2010 12:54 c26 Design Check Calculation Sheet Sizer 7.1 LOADS ( Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1_c23 Dead Axial 1478 (Eccentricity = 0.00 in) ' 2 Live Axial 4320 (Eccentricity = 0.00 in) 3 b10 Dead Axial 1180 (Eccentricity = 0.00 in) 4 b10 Live Axial 34 36'" (Eccentricity =. 0.00 in) MAXIMUM REACTIONS (Ibs): 0' 8' • Timber -soft, Hem -Fir, No.2; 6x6 Self- weight of 6.25 plf included in loads; Pinned base; Loadface = 'depth(d); Ke x Lb: 1.00 x 8.00= 8.00 [ft]; Ke x Ld: 1.00 x 8.00= 8.00 [ft]; Analysis vs. Allowable Stress (psi):and Deflection (in) using,NDS.2005 : Criterion Analysis Value Design Value Analysis /Design , Axial fc'= 346 Fc' = 492 fc /Fc'=' 0.70 Axial Bearing fc" = 346 Fc* = 575 fc /Fc* = 0.60 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL /CP CF Cfu Cr Cfrt Ci LC# Fc'. 575 1.00 1.00 1.00 0.856 1.000 - - 1.00 1.00 2 Fc* 575 1.00 1.00 1.00 - 1.000 - - 1.00 1.00 2 Axial : LC #2 = D +L, P = 10465 lbs (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits appropriate for your application. • • • 25e? COMPANY PROJECT d i Wood Works SOFTWARE FOR WOOS DESIGN June 24, 2010 12:52 c29 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 3033 (Eccentricity = 0.00 in) 2 b13 Rf.Live Axial 5052 (Eccentricity = 0.00 in) MAXIMUM REACTIONS (Ibs): S. s_.. , « x a„ - n?`a?s.;.h#"ass. N _ 'fix 8 Lumber n -ply, Hem -Fir, No.2, 2x6 ", 3 -Plys Self- weight of 5.11 plf included in loads; Pinned base; Loadface = depth(d); Built -up fastener:.; nails; Ke x Lb: 1.00 x 8.00= 8,;0,0 [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 11 1111 ; WWoo.dWor•ks® SO77WARE 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 b13 Rf.Live Axial 3599 (Eccentricity = 0.00 in) MAXIMUM REACTIONS (Ibs): ;_• g • xffv" ° .Z;, y 'r y "f -,,s, r ri,; y a 1' ,00,�' - a.:- 0 8' Lumber n-ply, Hem -Fir, No.2, 2x47, 3 -Plys Self- weight of 3.25 plf included iri loads; Pinned base; Loadface = depth(dj; Built -up fastener: nails; Ke x Lb: 1.00)( 8.00= 8.00 [ft]; Ke z 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 Kt = 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. / — G) :048;,,C1 COMPANY PROJECT 10 d vvo rks X.z SOFTWARE FOR WOOD DESIGN June 24, 2010 12:54 c39 Design Check Calculation Sheet Sizer 7.1 LOADS ( Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1 b21 Dead Axial 267 (Eccentricity = 0.00 in) 2 b21 Live Axial 822 (Eccentricity = 0.00 in) MAXIMUM REACTIONS (Ibs): 0' 9' • Lumber n -ply, Hem -Fir, No.2, 2x4 ", 2 -Plys Self- weight of 2.17 plf included in loads; Pinned base; Loadface = depth(d); Built -up fastener: nails; Ke x Lb: 1.00 x 9.00= 9.00 [ft]; Ke x Ld: 1.00 x 9.00= 9.00 [ft]; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value 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. 4._ (12,01 COMPANY PROJECT • fl t n Wo o Wo r s SOFTWARE FOR WOOD 'DESIGN June 24, 2010 12:52 c55 Design Check Calculation Sheet Sizer 7.1 LOADS ( Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1 b30 Dead Axial 154 (Eccentricity = 0.00 in) 2 b30 Live Axial 209 (Eccentricity = 0.00 in) MAXIMUM REACTIONS (Ibs): 0' 8 Lumber Post, Hem -Fir, No.2, 4x4" Self- weight of 2.53 plf included in loads; Pinned base; Loadface = depth(d); Ke x Lb: 1.00 x 8.00= 8.00 [ft]; Ke x Ld: 1.00 x 8.00= 8.00 [ft]; Analysis vs. Allowable Stress (psi) and Deflection (in) using 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. 9 fr q Cn#''60 BY A NAL DATE: - aO 1 O JOB NO.: C E Ni a 6 co OF . : : . , . , . . . .._. PROJECT: RE: 'eats U.)! _.L: - 9-ea s ❑ ❑ ._ _. . W . W a - > -, l - S 3 " _ 303 • F- W ; Li re a U y , z .` l -_ kK k S . O 1 a -1 W O ; i I • 11 • - z _ �ea 3.x-1 l�, , _t , a( 1_ ?: ,�,_ U 5 Vi nce' l` 1c 6 > . seI.Sr V° ' `SAS ■ Z 01 ujt- i'tt: b C0i cLtc a _ 2 O o ; IL Z ; W . o ❑ Z 0 I I- • • o 6 _ o - z ll c , I - COMPANY PROJECT Wo.odWorks it-1- vvoodvvorks . SortWAR£ WOOD DESIGN . • June 24, 2010 13:07 b6 LC1 De Check'Calculation Sheet Sizer 7 .1 LOADS ( lbs, psf, or pif) : Load Type Distribution Magnitude Location [ft] Units • Start 'End Start End 1 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" ' lb 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 BEARING LENGTHS fin) : • . .-- ' yea ' Y � , y - g �s .----: , 1 , 4:11.40`'c i :� ",. y - 10' el • ' Dead 1436 1389 Live 2089 1803 Total 3525 3192 Bearing: . Load Comb #4 #3 Length- 1.88 1.70 Lumber n -pl D.Fir -L, N o:2, 2x12 2-Plys S elf- w of 8.02 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 Analysi's /Design . . Shear fv = 97 Fv' = 207 fv /Fv' = 0.47 . - Bending( +) fb = 805 Fb' = 1035 fb /Fb' = 0.78 . Live Defl'n 0.03 <L/999 0.20 = L/360 0.15 Total Defl'n 0.06 = <L/999 0.30 = L/240 -0.21 • ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 3 Fb'+ 900 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 3 Fcp' '625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 4 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 4 • • Shear : LC #3 = D+.75(L +S), V = 3239, V design = 2190 lbs . Bending( +): LC #3 = D +.75(L+S), M = 4247 lbs -ft Deflection: LC #4 = D +.75(L +S +W) EI= 285e06 lb -in2 /ply Total Deflection = 1.50(Dead Load Deflection) -+ Live Load Deflection. , (D =dead L =live S =snow W =wind I= impact C- construction CLd= concentrated)' , (All LC's are listed in the Analysis output) Load combinations': ICC -IBC DESIGN NOTES: . 1. Please verify that the default deflection limits are appropriate for your application. ' . 2. Sawn lumber bending, members shall be laterally supported.according to the provisions of NDS Clause 4.4.1. " 3. BUILT -UP BEAMS': itis assumed that each ply is a single continuoue (that is, nd'butt joints are present) fastened together securely atintervals 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 t WoodWorks • . SOFTWARE FOR WOOL) D SLGN 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 R CTIONS (lbs) and BEARING LENGTHS (in) : • 7 Asfi �'"� ' �,. `iir .rv' -k i ti r-t +> 7 . » €a ` °'� "^,,� 4.07 . s � '" _�,� 3 '^�w�sxk .?; -:, >�s s 's'. " �. a _s�4i -'v .3 ., cr .k w,.� ,."e. 1 0' 61 Dead 1936 - 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; :.t 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 Def1'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. .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 tog ether 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 flI W o od'W orks � . . .„,,„,„,„:,., SOFTWARE FORWOODOFSIOP June 24, 2010 13:09 b14 LC1 Design Check Calculation.Sheet Sizer 7.1 LOADS (lbs, psf, or plf) : ' Load Type Distribution Magnitude Location [ft] Units Start End Start End 1 w68 Dead Partial UD 221.7 221.7 9.00 10.50 plf 21w68 Live Partial UD 350.0 350.0 9.00 10.50 plf 3 c19 Dead Point 357 9.00 lbs 4 c19 Live Point 1050 9.00 lbs 5 c20 Dead Point 357 3.00 lbs 6 c20 Live Point 1050 3.00 lbs _ • 7 w66 Dead Partial UD 317.7 317.7 0.00 1.50 plf • • 8 w66 Live Partial UD 350.0 350.0. 0.00 1.50 plf 9 c64 Dead Point 165 10.50 - lbs 10 c64 Snow Point 225 10.50 lbs 11 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 Live Partial UD 350.0 350.0 1.50 3.00 plf • 15 Dead Partial UD 317.7 317.7 10.50 12.00' pif • 16 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 . 221144 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 plt 25 j46 Dead Partial UD 17.0 17.0 10.50 12.00 plf 26 j46 Live Partial UD 25.0 25.0 10.50 12.00 plf 27 j70 Dead Partial UD 17.0 17.0 3.00 9.00 plf 28 j70 Live Partial UD 25.0 25.0 3.00 9.00 plf 29 j71 Dead Partial UD 17.0 17.0 9.00 10.50 plf 30 j71 Live Partial UD 25.0 25.0 9.00 10.50 plf • • WIND1 Wind Point 3560 3.00 lbs - WIND2 Wind Point -3640 9.00 lbs wind3 Wind' Point -3620 0.00 lbs winds Wind Point 3570 12.00 lbs ' MAXIMUM REACTIO (Ibs)_and;BEARING.LENGTHS (in) . � � � '� • - '', <, " .": '#sa ». r^"` �- ., * +.�- Y:- ,... �^*dz , c °':add_ - �''� ,..�... ' ,wre'° . :.a: I. 0' . . , '121 Dead 2207 2207 Live 4350 4350 Uplift 499 ' 479 Total 6557 - 6557 Bearing: Load Comb - #2 • #2 Length 2.34 2.34 LSL, 1.55E,''2325Fb,.3- 112x14" Self- weight if 15131 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 Jibs _ . Bending( +): LC #2 = D +L, M = 16527 lbs -ft . Deflection: LC #2 = D +L EI= 1241e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) - (All_LC's are listed in the Analysis output) Load combinations: ICC -IEC ' 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 oily. 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. 643t°f COMPANY PROJECT ''' ' 4 Wood Works ® ° ¢ SOF9WARE FOR WOOD DESIGN June 24, 2010 13:09 b14 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 w68 Dead Partial UD 221.7 221.7 9.00 10.50 plf 2 Live Partial UD 350.0 350.0 9.00 10.50 plf 3 Dead Point 357 9.00 lbs 4 c19 Live Point 1050 9.00 lbs 5 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 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 w67 Dead Partial UD 221.7 221.7 1.50 3.00 plf 14 Live Partial UD 350.0 350.0 1.50 3.'00 'plf 15 w69 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_j36 Dead Full UDL 113.7 plf 18 j36 Live Full UDL 350.0 plf 19 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 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 Live Partial UD 25.0 25.0 10.50 12.00 plf 27 Dead Partial UD 17.0 17.0 3.00 9.00 plf 28 Live Partial UD 25.0 25.0 3.00 9.00 plf 29 Dead Partial UD 17.0 17.0 9.00 10.50 plf 30 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) : . - rte r : v .,. c pe'- �,1, . ate S yr "•w ' _ " '. ." ,"'"_..._". ` � " "• -. • --_ A te'` .. -'4' rtvi ""- � -.-.,- '+ten 'l.':--- o :. - r-: ' . r ww . - •*'e , ..'t B: -''' ''� " a. = w r' • Dead 2207 2207 Live 4926 4811 Total 7033 7018 Bearing: Load Comb #4 #4 Length 2.51 2.51 LSL, 1.55E, 2325Fb, 3- 1/2x14" Self- weight of 15.31. plf - included in loads; Lateral support: top= full, bbttom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using Nos 2005: _ . Criterion Analysis Value Design Value Analysis /Design Shear fv = 158 Dv' = 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# • Fe' 310 1.00 - 1.00 - - - - 1.00 - 1.00 2 , Fb'+ 2325 1.00 - 1.00 1.000 1.00 - 1.00 1.00 - - 2 Fcp' 800 - - 1.00 - - - - 1.00 - - - E' 1.5 million - 1.00 - - - - 1.00 - - 2 Emin' 0.80 million - 1.00 - - - - 1.00 - - 2 Shear : LC #2 = D +L, V = 6557, V design = 5170 lbs • Bending( +): LC #2 = D +L, M = 16527 lbs -ft . Deflection: LC #2 = D +L EI= 1241e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live 5 =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL -BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer: 3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. 4- G-C-- • COMPANY PROJECT ga W ood W orks ® 1 soFnvheE June 24, 2010 13:11 b13'LC1 • Design C heck Cal Sheet Sizer 7.1 LOADS (. Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Units Start End Start 'End 1 w58 Dead Partial UD 519.0 519.0 0.00 3.00 plf 2_w58 Snow , Partial UD 505.0 505.0 0.00 3.00 plf 3 c40 Dead Point 217 5.50 lbs 4 c40 Live Point 668 5.50 lbs 5 c67 Dead Point 518 5.00 lbs 6 c67 • Snow Point 778 5.00 - lbs 7 c68 Dead Point 573 3.00 lbs 8 c68 Snow Point 942 3.00 lbs 9 w59 Dead Partial UD 593.7 593.7 5.00 8.00 pif lO w59 ' Snow Partial UD 735.0 735.0 5.00 8.00 plf 11 j37 Dead Partial UD 100.7 100.7 6.50 8.00 plf 12_j37 Live Partial UD 310.0 310.0 6.50 8.00 plf 13_j38 Dead Partial UD 81.2 81.2 3.50 6.'50 plf 14 j38 Live Partial'UD 250.0 250.0 3.50 ' 6.50 plf . 15_j39 Dead Partial UD 22.7 22.7 '0.00 3.50 plf 16 j39 Live Partial UD 70.0 70.0 0.00 3.50 pif 17 b15 Dead Point 126 3.50 lbs 18 b15. Live Point 389 3.50 ' lbs 19 b32 Dead Point 225 6.50 lbs 20_b32 Live Point 693 6.50 lbs W1 Wind Point 6590 0.00 lbs. W2 Wind Point -6590 3.00 lbs W3 Wind Point 6590 5.00 lbs W4 . Wind Point -6590 8.00 lbs MAXIMUM 'FACTIONS =fibs) anti BEARING LENGTHS lint . ' ' " �°`.".r . :. .,esa� -2" r .. ,euC +r 4 -. . - V:- u * , ... a w, ,# z - r - '''''' .,^ "� °', -- , '- .jai+. M1 - -- - i. ,:: -.".- ,.- t Y ' -, , ...„.3..÷1.-_,,...• ,,. - ._ A • a .. • . 81 Dead 2561 - 3033 Live 6406 3789 Uplift - 3098 Total 8968 6822 Bearing: Load Comb #4 #3 Length 3.20 2 44 • • LSL 1.55E, 2325Fb, 3- 1/2x14" Self- weight of 15:31 plf included in loads; Lateral support top= full, bottom= at supports; • • Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 Criterion Analysis Value Design Value Analysis /Design . - .. Shear fv = 157 Fv' = 356 fv /Fv' = 0.44 Bending( +) fb = 1295 Fb' = 2674 fb /Fb' - 0.48 • Live Defl'n 0.06 = <L/999 0.27 = L/360 0.24 Total Defl'n 0.14 = L/680 0.40 = L/240 0.35 • ADDITIONAL DATA: FACTORS: FIE 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 5 =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 'den' be changed in the database editor. . 4 - ( 3(0 . COMPANY PROJECT f , . � ' ' Wo odWorks ® so......... June 24, 2010 13:11 b13 LC2 Design Check Calculation Sheet Sizer 7.1 LOADS (Ibs, psf, or plf) : Load Type Distribution Magnitude Location [ft] Units • Start End Start End 1 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 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 Live Partial UD 310.0 310.0 6.50 8.00 plf 13 j38 Dead Partial UD 81.2 81.2 3.50 6.50 plf ■ 14 j38 Live Partial UD 250.0 250.0 3.50 6.50 plf 15 j39 Dead Partial UD 22.7 22.7 0.00 3.50 plf 16 j39 Live Partial UD 70.0 70.0 0.00 3.50 plf 17 b15 Dead Point 126 3.50 lbs . . 18 b15 Live Point 389 3.50 lbs 19 b32 Dead Point 225 6.50 - lbs 20 Live Point 693 6.50 lbs W1 Wind Point -6590 0.00 lbs W2 Wind Point 6590 3.00 lbs W3 Wind Point -6590 5.00 • lbs W4 Wind Point 6590 8.00 lbs . ' MAXIMUM R E A C T I Q N Qb s1 and BEARING LENGTHS ( i n ) : . ... v B w�.. :7.t Z n "-;.;° ° ..,,,- r p,... - te - "-.c.. ,.� �'M•.y: � ..4 d e -�a"' I0' 81 Dead 2561 . ' 3033 Live 2699 7496 • Uplift 3381 Total 5261 10529 Bearing: Load Comb #3 44 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; ii Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005,: Criterion Analysis Value Design Value Analysis /Design • Shear iv = 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 = 1/360 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 93 = D +.75(L +S) EI= 1241e06 ib -in2 . Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (A11 LC's are listed in the Analysis output) Load combination's: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL -BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. , • (..^.., COMPANY PROJECT . 0 1'' ilL grit • . • .. • • .• 0 „ ._ . ,„, • - .•.• ,.., • i, ..., ..:..; , -1144 SC) June 24 2010 131g b34 LC1 • . . . . , " SOFTWARE FOR WOOD DESIGN • . .. . .- • Design Check Calculation Sheet . Sizer7A LOADS illas,pstorpg) : Load Type Distribution Magnitude Location Iftl Units Start 5nd Start End 1 w82 Dead Partial UD 613.2 613.2 0.00 2.00 plf f 2:w12 00000 Partial ETD 795.0 795.0 0.00 2.00 plf ' 3_1429 Dead Partial UD 610.5 617.5 7.50 11.00 plf 4 w29 Snow Partial UD 901.2 501.2 1 .50 11.00 Plf . . :015 Dead Point 1426 11.00 1bs 6_015 Snow Point 2404 11.00 lbs 7 016 Dead Point 1389 1,00 lbs . 0:018 snow Point 2404 5 1, 17.00 lbs • 9 w64 Dead Partial UD 617_5 617. 11.00 00 plf 145_w64 Snow Partial'. 801.2 601.2 17.00 10.00 plf 11 061 Dead Point 622 1.00 lbs 12 Snow Stint .11,2 7.00 lbs 13=062 Dead Point 622 4.00 lbs /4_052 Snow Point 1152 4.00 ibs 15_w85 Dead Partial UD 613.2 613.2 2.00 4.00 pit"' . 16_ Sntw Partial UD 795.0 795.0 2.00 4.00 plf 1765 Dead Fartial. UD 617.5 617.5 18.00 20.00 plf 11_w65 Snow Partial UD 501.2 801.2 10.00 20.00 plf Dead Partial UD 613.2 612.2 7.00 7.50 plf 20 v11 'Snow Partial UO 795 . .0 21_164 0002 0001100 UD 477 47.7 17.00 10.00 917 22_964 Live Partial UD 160.0 160.0 17.00 15.00 plf 23_926 Dead Partial UD 47.7 47.1 4.50 1.50 plf 24_921 Live Partial UD 160.0 160.0 4.50 7.50 plf • 25_962 Dead Partial UD 47.7 47.7 7.50 11.00 plf • 26962 Live 0011101 00 160.0 .160.0 7.50 11.00 plf 27_941 pea, Partial UD 120.2 120.2 0.00 2.00 plf 21_945 Live Partial UD 370.0 370.0 0.00 2.00 plf 25_932 Dead Partial UD 120.2 120.2 3.50 4.00 plf 30j32 Live Partial UD 270.0 370.0 3.50 4.00 plf 31_933 Dead Partial UD 120.2 120.2 4.50 7.50 plf 32_933 Live Partial UD 370.0 370.0 4.50 7.50 pif 33,934 Dead 9016200 09 120.2 120.2 7.50 5.00 plf 34 934 Live Partial UD 370.0 270.0 7.50 5.00 plt 35935 Dead Partial UD 120.2 120.2 0.00 11.00 Ill 36935 =170 6009042 00 300.0 070_0 5.00 11.00 plf 37_047 Dead Partial. 00 120.2 120.2 11.00 17.00 plf • 3e_js, Partial UD 310.0 370.0 11.00 17.00 plf 39_967 Dead Partial UD 120.2 120.2 7.00 1,50 plf 40_967 Live Partial UD 370.0 370.0 5.00 3.50 plf • . 41_941 Dead • Partial UD 120.2 120.2 4.00 4.50 plf • • - , 42_14S Live Partial U0 570.0 370.0 4.00 4.50 plf 45_963 Dead Partial 00 47.7 47.7 11.00 11.00 plf 44_913 Live Partial UD 150.0 160.0 11.00 11.00. Fir • 45965 Dead Partial... 41.7 47.7 11.00 20.00 plf 48965 Live Partial. UD 160.0 160.0 19.00 20.00 • plf • • 47_166 Dead Partial UD 47.7 47.0 4.00 4.50 plf ' 40 986 Partial UD 160.0 160.0 4.00 4.50 plf 45:963 Dead Partial ID 120.2 120.2 17.00 11.00 plf 50_960 Live Partial UD 370.0 370.0 17.00 15.00 plf • 11_969 Dead Partial UD 120.2 120.2 10.00 20.00 plf 52965 Live Partial UD 310.0 370.0 18.00 20.00 plf 53_972 Dead Partial UD 47,7 47.7 2.00 4.00 plf 54972 Live Partial UD 160.0 160.0 2.00 4.00 plf 5.5_973 Dead Partial UD 47.7 47.7 0.00 2.00 plf 56_972 Live Partial 00 160.0 160.0 0.00 2.00 plf W1 Wind Point 5350 0.00 lbs :42. tiind Point -5550 4.00 lbs 042 Wind• Point 5850 11.00 104 04 Wind Point -5930 . 17.00 lbs . • W5 . Wind Point. • 5150 2o.00 - 1.'s . . ._. _. ... - - . • . ' • .. MAXIMUM REACTIONS•gbs) and BEARING LENGTHS;(in): • • " - . . . , ::::::::=7.:-,,,,,....7-.;„-=',7.,=.17-77..:.=,..;..,....."......„...-..,.„„-;.,,=-L... , • • • 7"---:=Z;-;--- .-=' • , ",..-......".:.,1Z.,777:•=7:7 41 . • . . . . 1 * • Dead LOG'S . 1327 Live 12150 • 12112 To0a1 19555 . , . . 19499 Searing, . Load Comb 44 - 16 Lena', _ 5.07_ ' -. . • . - - ' ' • ,. . " • .. •• • Glulam-Bal., West .Species, 24FA/8•DF, 5=1/8x22-1/2" SNfiweight 0026.55 plf included In loads; • • .... . • Lateral support: top. fug bottom. at supports; . • .. Analysis vs. Allowable Stress (psi) and Deflection (in) usingNOS200i: . • • Criterion Analysis Value Desion Value Analvsii/Desion • ' . Shea: fv - 182 . 2ending,,, f6 = 22,2 Va - 2604 fla/Pb - .0.92 1.01, Defi'n 0.40 - L/515 0.67 = 2/360 0.60 boll nen, 0.04 = L/215 1.00 - -L/240 . 0.04 . . . . . . • ADDITIONAL DATA: • FACTORS: F/E CD UM Ct CL CV Cfo Cr Cfrt Notes Cn LC= • 00i, 2400 1.15 1.01. 1.00 1.700 0.844 1.00 1.00 1.00 1.00 - 2 1.3 million 1.00 1.00 - Emin' 0.05 f6illien 1.00 1.00 - Shear f LC 43 = Di.7511,05), V - 11361, V design = 13982 lbs ' Eendinol+1, LC M3 - 17,75(16,51, . . Deflection: LC 62 - 06.75(1/851 E00 5756e06 OS-Ill Total Deflection - 1.50(Dead Ltad Deflettitn/ 0 Live Load Deflection. (D=dead L-11ve p=snow W=wind 1=impa0t. C.construction CLdecon0anttatedl • (All LC's are listed in the Analysis cutpct, Load corrbinationsf ICC-72C . . . ■ DESIGN NOTES: . • I. Please verify that the default deflection limits are appropriate for your appgcation. 2. Glularn design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSUAITC At 90A-1992 ' 3. GLULAW bzd .= actual breadth x .1.1 depth. .. i • 4. Gilliam Beams shall be laterally supported according 10 190 provisions 06905 Clause 3.3.3. 5. GLULAM: bearing length based on smaller Of Fcp(tension), Fcp(comp'n). . •• ' ' . ' • 1 • • • • , . COMPANY PROJECT 1,4':'...N/,, R S 4. ., V June 24, 2010 13:19 b34 LC2 '. A • . i W OFTWARE FOR WOOD DESIGN Design Check Calculation Sheet Sizer7.1 LOADS (lbs,pstorpg) • Load Type Distribution Magnitude Locasion Eft] Units . Start End Smart End 1 Dead Partial UD 613.2 613.2 0.00 2.00 plf 2452 Snew Partial UD 755.0 795.0 0.00 2.00 Pif 3 Dead Partial UD 617.5 617.9 7.50 11.00 plf 4 Snow Partial UD 501.2 am., 7.50 11.00 D. 5 Dead Point 1436 11.00 Ihs 6 Snow Point 2404 11.00 lbs 7_C16 Dead Point nes 17.00 lbs S c16 5n, Psint 2404 17.00 1,, 9 Dead Partial UD 617.5 617.5 17.00 15.00 plf 10 Snow Partial UD 801.2 501.2 17.00 13.00 plf 11 c61 Dead Point 622 7.00 lbs 12 Snow Point 1152 7.00 Dos 13:c62 Dead Point 622 4.00 Its • 14 c62 Snow Point 1152 4.00 110 15:w63 Dead Partial 110 613.2 613.2 2.00 4.00 plf • 16 w63 Snow Partial UD 795.0 791.0 2.00 4.00 plf 177065 Dead Partial UD 61 617.5 15.00 20.00 plf 18 7065 snow Partial UD 801.2 601.2 19.00 20.00 plf 19 04 51a1 UD 610, 613.2 6.00 7.50 plf - Partial UD 755.0 755.0 7.00 7.50 plf .%1:-Vti ... .. Dead Partial UD 47.7 47.7. 17.00 13.00 plr 21'164 Partial UD 160.0 160.0 17.00 18.00 p19 23 .7000 10-0151 00 47.7 4707 4.50 7.50 p19 24 Partial UD 160.0 160.0 4.59 7.50 plr • 25 Dead . Partial UD 47.7 47./ 7.50 11.00 plf . 26 1e Partial UD 1E0.0 160.0 7.50 11.00 pl.; ; - ---- i , 1 4 : Dead Partial UD 120.2 120.2 0.00 2.00 plf Live 1577i01 00 370.0 370.0 0.00 2,0 plf 29 1,56.. Partial UD 120.2 120.2 3.50 4.00 plf 30 Partial UD 370.0 370.0 1.50 4.00 plr 31 0,07 1707051 04 120.2 120.2 4.50 7.50 p1f 32 Live Partial UD 170.0 370.0 4.50 7.50 plf , 33:134 Dead Partial UD 770 7 120.2 7.50 5.00 plf . 34_134 Live Partial UD 370.0 370.0 7004.40 38125 Dead 5 artial 1.10 120.2 1,0.2 2.00 11.00 plO 36_335 Live Partial UD 170.0 170.0 2.00 11.00012 37_147 Dead Partial UD 120.2 120.2 11.00 17.00 plf 35 14 Live Partial 'JD 370.0 370.0 11.00 17.00 plf 39=j6 Dead Partial (10 120.2 120.2 2.00 2.80 plf 40 16 Live Partial Up 370.0 370.0 2.00 3.50 plf 41 Dead Partial UD 120.2 120.2 4.00 4.50 plf 42 Live Partial UD 370.0 370.0 4.00 4.50 plf 43 Dead Partial UD 47.7 47.7 11.00 17.00 plf 44 =105 0575170 UD 160.0 160.0 11.00 17.00 p10 45 165 Dead Partial UD 41.7 47.7 15.00 20.00 plf 46 Live Partial UD 160.0 160.0 13.00 20.00 • plf 7 Peed Partial 00 47.7 47.7 4.00 4.50 plf 1 45 j j 6 6 Live Partial UD 160.0 160.0 4.00 4.20 plt 49 Dead Partia1 0D 120.2 120.2 17.00 15.00 plf 50112 Live 9915991 00 370.0 370.0 17.00 18.00 pif 51 Dead Partial 00 120.2 120.2 15.00 20.00 plf 52 Live Partial UD 370.0 370.0 15.00 20.00 plf 53 Dead Partial UD 47.7 47.7 2.00 4.00 plf 54 Live Partial 00 160.0 160.0 2.00 4.00 plf 5.5:173 Dead Partial Up 47,7 47.7 0.00 2.00 plf 56_373 LiVe Partial UD 160.0 160.0 0.00 2.00 pif WI Wind Point -5350 0.00 lbs . 472 Wind Point 5850 4.00 lbs wa Wind Point -5850 11.00 • ros . . 014 wind Point 5550 17-00 lbs . W5 wind Point -5550 • 20.00 _ lbs . • • ' • • -- MAXIMUM REACTIONS (lbs) and BEARINOIENGTHS (in): • , , 2.',-= - - - - - ' - - - : -- - -- - ••• . •• .--- - - ■ - - • . . . . • . cr . Dead 17405 - • .. . 9556 937.1 Total 17361 . 17305 Dearing( - , 4,057 5±00 33 31 . _ . . . • • • • ' • • Glulam-Bal., West Species 24F-V8'DF 5-11E(22412" 5Wwe,ight of 26.51 plf included In i loads: • . . Lateral support top- lull: bottom= at supports; . . . .. _ . . . • . . . Analysis vs. Allowable Stress (psi) and Deflection (in) using NOS 4005: . .- • . . Criterion Analysis Value Desicn Value Analtais/Pasiorn . . . • Shear . SendingEtl fb = 2172 Vb. - 2904 fb/Fb' . 0.92 Live 00110, 0.41 = 53591 0.67.- L/360 0.61 Total Defl.r, 0_44 . L/264 1.00 - L/540 0_64 • • . • • • . . .. . . ... • ADDITIONAL DATA: . . . . . • • FACTORS: F/8 CD C11 Ct CL CV Cfu Cr Cfrt Notes Cn LC9 • Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.oa 1.00 3 • Flo., 2400 1.15 1.00 1.00 1.900 9.544 1.00 1.00 1.90 1.00 - 3 Fop. 650 - 1.00 1.00 - 1.5 million 1.00 1.00 - Emin. 0.55 million 1.00 1.90 - . . Shear : LC R3 = D-7.75(li.51, V . 17261, V design = 13952 1bs 5,13,037: LC 03 - 0 M . 501a, lbs-ft Deflection: LC 34 = 00.75707500) EP= 5756905 1b 7 . Total Deflection = 1.501Dea7 Load Deflection) - Live Load Onflection. • 10=ddad , live Sesnov W-vind I-impact C-construction CL-i-cencentrated, (Sal LC's are 11,097 11 the. Analysis output) Load cordinationst ICC-IFC . DESIGN NOTES: • • • 1. Please verify that the default deflection limas are appropriate for your application. • . 2. Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance Mtn ANSI/AITC A190.1-1992 3. 00.04,000 bred . actual breadth o actual depth, • 4, Glulam Beams shap be laterally supported according to the provisions of NOS Clause 3.3,3, • . • 5. GLULAM: bearing length based on smaller of fcp(tension), Fcp(comp'n). • • COMPANY PROJECT ¢ h • 2 ® J we 24, X7013:20 b3a 1C2 1 l% l oo cI \/o r ks® ' ''" ` ° ` W SOFTWARE FOR WOOD DESIGN Design Check Calculation Sheet' " 00ar is • • LOADS (Ibs,psf,orplf( • Load Type. Distribution Magnitude Location [ft] Units Start End Start End • _ 062 bead Partial UD 613.2 613.2 0.00 2.00 pif - w Partial 00 795.0 195.0 0.00 2.00 pif • w29 Dead Partial u0 617.5 617.5 7.50 11.00 "x29 Snow Partial u 601.? 901.2 7.50 11.00 ulf 57,15 Dead Point 1436 11.00 lbs 515 = 2404 11.00 lbs • 7 _ 015 Dead Point 1399 17.00 lbs 8_716 Snow Point 2404 17.00 1bs w64 Dead Partial UD 617.5 617.5 17.00 19 -00 plf 10 w64 Snow Partial ilD 901.2 801.2 17.00 19.00 o1f 11 561 Dead point 622 7.00 lbs ' 1.1_c..61 Snow Point 1152 7.00 lbs 13 062 Dead Point 622 4.00 lbs 14 562 Snow Point 1192 4.00 lbs 15x Dead partial UD 613.2 613.2 2.00 4.00 pif 16' 0 63 - Partial UD 795.0 795.0 2.00 4.00 0l_ • w65 Dead Partial UD 617.5 617.5 13.00 20.00 off ld w65 Snow Partial UD 501.2 301.2 18.00 20.00 plf • 19 w71 Dead Partial UD 613.2 613.2 7.00 7.50 pif 2.0 Snow Partial 745.0 795 -0 7.00 7.50 plf 21 16< Gead Partial UD 47.7 47.7 17.00 13.00 olf 22_164 Live Partial UD 160.0 160.0 17.00 18.00 olf 23 0 - 1 UD 47.7 47.7 4.50 .50 pff Dead 24_125 Live Partia U0 160.0 160.0 4.50 7.50 pif • 25 j62 Partial UD 47.7 47.7 7.50 11.00 p0f 26_162 Live Partial UD 160.0 160.0 9.50 11.00 off 27 148' Dead Fartial U 120.2 120.2 0.00 2.00 olf 25 Live Partial 1117 370.0 370.0 0.00 2.00 pif . 29 Dead Partial 00 120.2 120.2 3.50 4.00 plf 30 13= Live Partial UD 370.0 370.0 2.50 4.00 olf 31 Dead Partial UD 120.2 120.2 4.20 7.50 plf • 2_133 Live Partial UD 370.0 370.0 4.50 7.50 ct 934 Dead Partial 0D 120.2 120.2 7.50 8.00 plf 4_j34 Live Partial 370.0 370.0 7.50 5.00 vlf 35 135 Dead 09 ial 'u 120.2 120.2 3.00 11.00 f 36 - 135 Partial 00 370.0 370.0 3.00 11.00 pif 7_147 Dead Partial 00 120.2 1 20.2 11.00 17.00 olf 8_147 Live Partial UD 370.0 370.0 11.00 17.00 pif 39 167 Dead Partial' UD 120.2 120.2 .00 3.50 cif 40 - Partial UD 370.0 370.0 4.00 .50 olf 41 149 Partial 00 120.2 120.2 4.00 4.50 07 40049 Live tia1 00 370.0 270.0 4.00 4.50 pif 3_363 Dead Part D 4].7 47.7 11.00 17.00 pif ' 0 44_163 Live Partial UD 160.0 160.0 11.00 17.00 pif 43_165 Dead 0 2 00,5 47.] 18.00 20.00 pif • 46 165 1 ' 04 VD 160.0 160.0 15.00 20.00 plf 47 166 Dead Partial UD 4] 7 47.7 4.00 4.50 pi0 • 44_566 Live Partial UD 160.0 160.0 4.00 4.50 plf ' 45 _ Partial UD 120.2 120.2 17.00 '_5.00 pif • 50 _ 1 Live ial UD 370.0 370.0 17.00 18.00 p1f • 51_169 Dead Partial UD 120.2 120.2 12.00 20.00 pif 2 169 Live Partial UD 370.0 390.0 19.00 20.00 olf - 3_172 .0 ead tial_. 47.7 47.7 20 4.00 pif 4_j Live 0 0 1 UD 0.0 160.0 2.00 olf ' 55_573 e - t0, UD 0.00 - pif • 56 LSve Partial UD 160.0 160.6 0: 2.00 olf i W - =550 o.00 lb: . 112 , P oint : 5550 4.00 . lbs _ Wind - -5650 11.00 - lbs • W4 ' Point, - 5850 17:00 , lbs ' ' Wind - - . - - 550' z0.00- .. • ' .. • MAXIMUM•REACTIONS.(Ibs)`and BEARING,LENGTHS`(in):• : - .. - _ - .... • . gym .. , ^^ 7 .,... ..�., _ - .„ >�.�,..,�.� - - -. - Lo _ . . .!,2] Dead • 995E Total 9361 7 y]P c a i, _ - . . _ 305 -L oad c ,u as 13 L_no_n 5.21 • •` -- n 5.19 Glulam -Bal., West Sp 24F -V8 .. F, 5 - 118x22 -1/2" Self-weight of 26.55 pif included in bads; Lateral support: lop= full, bottom = at supports; .. _ , . _ - _ Analysis vs. Allowable Stress (psi) and Deflection (in) using NOS 2005: _ Criterion A0210214 Value Desicn Value Analysis /Design Shear fv = lE- - - 0.60 • Live L sfl'n 0.41 - L /591 L /360 0.61 Total Dail': 0.54 = 1 /2 1.00 = , L/240 D.34 ADDITIONAL DATA: . rT 262 1 O? .1 5 1.00 1.00 - 1. s 00 1.00 1 iv 00 3 ' FP' - 4 00 1.15 1.00 1.00 1.000 0.944 1.70 1.00 1.00 - 2 Pap' 650 1.00 1.00 - million 1.00 1.00 - - - - 9.00 - - 4 • 5min• 0.55 million 1.00 1.00 - - - - r.00 - - 4 - • Shear : Lc S_ = 0 +.76(L +S), V - 17361, V design = 13982 lbs - rdingl+l: 'c 03 = 0 +.75fS+Sl, 0 - 26129 lbs -ft • 00010051o7: Lc 41 = 0- .751100 -01 Er= 5756506 10 -102 "Total Deflection 1,00IDead Load Deflection] + Live Load Deflection. Cr-a,: L -live n - cnstrvc_ron !'Ld =concentr_redl - _ * _- impact c_ (All c are : I C C i _n . e Analysis output) uc) c Loa.. combinations: na tunss: ICC-i =EC 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 AN51/AITC A190.1 -1992 3. GLULAM: bxd = actual breadth ',actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NM Clause 13.3. . 5. GLULAM: bearing length based on smaller of Fcp(tension). Fcp(comp n). • • 4 q ° , COMPANY PROJECT s � 1T Wood Works _, "': M SOFIWAue FOR WOOD nes:GN June 24, 2010 13:23 b34 LC1 NO LL Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or plf ) • Load Type Distribution Magnitude Location [ft) Units Start End Start End 1 w62 Dead Partial UD 613.2 613.2 0.00 2.00 plf 3 w29 Dead Partial UD 617.5 617.5 7.50 11.00 plf 5 c15 Dead Point 1436 11.00 lbs 7 c16 Dead Point 1389 17.00 lbs 9 w64 Dead Partial UD 617.5 617.5 17.00 18.00 plf 1T c61 Dead Point 622 7.00 lbs 13 c62 Dead Point 622 4.00 lbs 15 w63 Dead Partial UD 613.2 613.2 2.00 4.00 plf 17 w65 Dead Partial UD 617.5 617.5 18.00 20.00 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 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 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_j,69 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 p1£ 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) : , .,. mm , r...._ a._: I o 20> 1 Dead 7189 - _ 6822 Live 156 302 -Total 7238_ 7018 Bearing: Load Comb 02 #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# Fe' 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 -Emirs' 0.65 million 1.00 1.00 . - - - 1.00 - - 1 Shear : LC #1 = D only, V - 7189, V design = 5674 lbs Bending( +): LC #1 - D only, M = 34217 lbs -ft Deflection: LC #1 = D only EI= 8756e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. • (D -dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) • (All LC's are listed in the Analysis output) . Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Glulam design values are for materials conforming to AITC 117 -2001 and manufactured in accordance with ANSI /AITC A190.1 -1992 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). • 4-C1 J • p COMPANY PROJECT ' R ' Wood Wo : rks® "'` .soxrwnxr wood ormcx June 24, 2010 13:22 b34 LC2 NO LL Design Check Calculation Sheet Sizer 7.1 LOADS ( Ibs, psf, or p[f ) ;Load Type Distribution Magnitude Location [ft) Units .. Start End Start End • • 1 w62 Dead Partial UD 613.2 613.2 0.00 2.00 plf - 3 w29 Dead Partial UD 617.5 617.5 7.50 11.00 plf . 5 c15 Dead Point 1436 11.00 lbs 7 c16 Dead Point 1389 17.00 lbs 9 w64 Dead Partial UD 617.5 617.5 17.00 18.00• plf 11 c61 Dead Point 622 7.00 lbs 13 c62 Dead Point 622 4.00 lbs 15 w63 Dead Partial UD 613.2 613.2 2.00 4.00 plf 171w65 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 PIE • 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_j67 Dead Partial UD 120.2 120.2 2. .00 + 3.50 plf 41 j49 Dead Partial UD 120.2 120.2 9.00 4.50 plf 43 j63 Dead Partial UD 47.7 47.7 .11.00 17.00 plf 45 Dead Partial UD 47.7 47.7 18.00 20:00- plf ' 47 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 . . R 53 j72 Dead Partial UD 47.7 47.7 2.00 4.00 plf - 55 Dead Partial UD 47.7 47.7 0.00 2.00 plf - _ W1 Wind Point -5850 0.00 lbs W2 Wind Point 5850 4.00 lbs W3 Wind Point -5850 11.00 lbs W4 ' Wind Point 5850 17.00 lbs W5 Wind Point -5850 20.00 lbs MAXIMUM REAC (Ibs) and BEARING LENGTHS (in) • : lo' z Dead 7189 6822 Live Total 7189 6822 Bearing: Load Comb #1 #1 Length 2.16 • .. 2.05 • Glulain -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 #1 = D only, V = 7189, V design = 5674 lbs Bending( +): LC #1 = D only, M = 34217 lbs -ft Deflection: LC #1 = D Only EI- 8756e00 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 - (-ILI 2- Harper Project: '0 Hotf Peterson Client: Job # Righellis inc. Designer: Date: Pg. # i.�anscav:.e aec a :r =.zc'r s.suraysreas W := 10- lb - 8- ft -20•ft Wdl = 1600•lb Ci' ��519 \ ft 2 Seismic Forces Site Class =D Design Catagory =D W `•= Wdl I . 1.0 Component Importance Factor (Sect 13.1.3, ASCE 7 -05) S := 0.339 Max EQ, 5% damped, spectral responce acceleration of 1 sec. S • = 0.942 Max EQ, 5% damped, spectral responce acceleration at short period z := 9 Height of Component - h 32 Mean Height Of Roof F := 1.123 Acc -based site coefficient @ .3 s- period (Table 1613.5.3(1), 2006 IBC) F 1.722 Vel -based site coefficient @ 1 s- period (Table 1613.5.3(2), 2006 IBC) S ms := F' S a s S := Fv.SI 2-S ms Sds :_ . Max EQ, 5% damped, spectral responce acceleration at short period 3 Exterior Elements & Body Of Connections a -= 1.0 R := 2.5 (Table 13.5 -1, ASCE 7 -05) 4a • r z1 F := p R I 1 + 2 h EQU. 13.3 -1 Fpmax 1.6•S -W EQU. 13.3 -2 F pmin .3.S EQU. 13.3 -3 F.= if(F > F pmax , Fpmax, if (F < F pmin , Fpmin, F F = 338.5 171 • lb Miniumum Vertical Force 0.2. S ds • W dl = 225.6781!b - Harper Project: Houf Peterson Client: Job # Righellis Inc. ENGINEERS • PLANNERS -. -- Designer: Date: Pg. # I. ANDSC.APE ARC:{IT£CTS *SURVEY RS - - Wdl := 10 lb 8•ft•20•ft Wdl = 1600-lb ft Seismic Forces Site'Class =D Design Catagory =D Wp = Wdl Ip ' 10 Component Importance Factor (Sect 13.1.3, ASCE 7 -05) S1 := 0.339 Max EQ, 5% damped, spectral responce acceleration of 1 sec. S5 0.942. Max EQ, 5% damped, spectral responce acceleration at short period z := 9' Height of Component h := 32 Mean Height Of Roof F t= '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 ms Fa Ss Smi := F S1 2.S ms Sds := Max EQ, 5% damped, spectral responce acceleration at short period 3 Exterior Elements & Body Of Connections ap := 1.0 R p := 2 :5 (Table 13.5 -1, ASCE 7 -05) • 4a p • S ds' z F P 1 + 2- •Wp EQU. 13.3 -1 Fpmax 1.6•S EQU. 13.3 -2 F pmin := .3 • S ds• I p Wp EQU. 13.3 -3 • 4:= if(F > F pmax ,F pmax ,if ( F p <Fpmin,Fpmin,Fp)) F = 338.5171•Ib Miniumum Vertical Force 0.2 S ds' W dl = 225.6781-lb . Harper HP ". Add �■ Houfheterson COMMUNICATION RECORD Righellis Inc. TO ❑ FROM ❑ MEMO TO FILE ❑ iAnu::cnF n,<�. n,Tt __c r «;ui. e:: ic. PHONE NO.: - PHONE CALL: ❑ MEETING: ❑ • X - D fA m A. K . O L m G II c . le I1 O • Ciy ........ i S , c ; — 0 X 01 ` - H • '1T m • • C rs co • r. r n A .A.\BY 1 : - . i 1 Titif DATE JOB NO.: - b l i r . i - i . • PROJECT: • . . RE: - D - 0 r- P c-4 1:' iz= rsA C .- PC , C \ 1: 'Y [ 2)( G CI El w - DEctir-tc- ..., 0 P 0 hi o 2 NPNA.t__ e Pc t - r - Y (1 (...44 Crf 2 Lj El . .:i • 0 •_i ( t 03)(1M I) ;.-.--. (oa..‘(.+ lywil ,t <, 0 . Li, 0 IL • Z 6 9 i 1 .„ -1. (2boica,). F.6 0 z- -,YMI5 = 2 • I 4 0 • 0 i C •VDcf,C I Vek- rt n.o. \-, = 7...) I crac: - ' o J 2 .. Co L i \ 2P.c-4, _L.° (0 \ ic1.1._:- . . . • L. . L1 6 . Ec2. k Lk ‘A t. Tua.\ ,.-_ V pt_;- • ) 1 i i 1 a 0 -,...) • 1 ,—...— i — — ' $ --–'C' . 0 —__ • --........ . LLTx-ic-. N3 \) _, \,(, ,c fitr.:' . • • , . ., . , - (2) s r r-,, > o o 6 t Q 2 , C T • cf ct: (1.0 . (41, - ''''.. \ , 7 -- 0 f„,-- ‘ „..._. c7 5 - W r , e° 40 =.: i L. : ..) i „ \ = (.." )".031,0ock_ . • . .' • --= 3 # ( VI 1\(..) --: g3\ =---- ( 0 A4:) = ui 40 -- -I, olL • . • . "q•- 61 . • p By . -Nfic i I ti5, Vii) DATE. 1 : t rI ik,.- Jou NO . .•••■ -- . PROJECT: RE: 0 0 _J (5 LT. Z 1 .. ,, C 1 \ 77 3 CE 0 w f_ w 0 2 , / 4.--- 2.0CD 2 t' 0 0 _J 0 W -:..■tt ?? i f03 i* 1 NI C.) Z 0 IJJ I T- C ,_ 6to0-4 z 1 ‹ u _ z U. sory\?or\ HiDu 4 To e c t' 5 't f 0 0 > - r - 2 q .7-5" 0 2 CC b u . z ul El 6 1— CL ( M =7";• 900# 4CD1' ZOO S..., % 3ocx...9 tiki ,95( < ... -', 4D04 q 31 . . .. ci) • - .,, ,.., 0.., — 1 E c Al = f, • R V I ----> r ---,--- harper COMMUNICATION RECORD ,. HP Houf Peterson Righellis Inc.. To D FROM 0 . MEMO TO FILE 0 E.G.E.,,3 . PLAtl:. LAND,,,,-: ARC,ITEc7S.SURVEY6li, PHONE NO.:_ PHONE CALL: 0 MEETING: 0 M - 0 CD • 19 x 75 Pi ' 1 , IT O (Th .0. 9 1 _....... --.. i 1 . • if •••••. ...) # . ..C. •-C . , ,...- . ......) ,..-.... • ..r. Q-2 , L d . ‘,,- r— ,C • Id CD r) .. ■ • „ c..3‘• . . . • cs. -fa. ....._ :„.. . , . , , • , .. . . . • 7- 1 w Z •i o . . . , • • • . . . . , — _ - „.;..__•.- ' • . . . • • • __ . 0 � liarpei- HP HoufPeterson COMMUNICATION RECORD Righellis Inc. To ❑ FROM ❑ MEMO TO FILE ❑ Ev, a PLANNERS PHONE NO PHONE CALL: ❑ MEETING: ❑ A - 0 CO RI A O .. n cdt o 'NI Ci i >� 1 1 IN I r H 0 0 U Z —, v. • =mod COMPANY PROJECT ood Work � 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)': 1 • 5 • Dead Live 100 100 Total. 104 Bearing: 104 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 suppoit stop at supports;' bottom= at supports; • Analysis vs. Allowable Stress (psi) and Deflection (in) using NHS 2005 Criterion Analysis Value Design .Value. Analysis /Desigin. Shear fv = 19 Fv" 150 fv /Fv' = 0.13 Bending( +) fb = 405 Fb' = 1048 fb /Fb' = 0.39 Dead Defl'n 0.00 = <L/999 Live Defl'n 0.03 = <L/999 0:17 = L/360 " 0.20 Total Defl'n 0.03 = <L/999 0.25 = L/240 0:14 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 150 1.00 1.00 1.00 4 - - - 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 7 2, Fcp' 405 1.00 1.00 - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - - 1.00 1.00 2 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 2 Shear : LC #2 = L, V = 104, V design = 103 lbs Bending( +): LC #2 = L, M = 255 lbs -ft Deflection: LC #2 . = L EI = 27e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load`Deflection. (D =dead L =live S =snow .W =wind I= impact C; 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 appli 2. Sawn lumber bending members shall be' laterally supported according to the provisions of NOS` Clause Col SO } COMPANY PROJECT X Y fl 1 � WoodWorks -404- SOFTWARE FOR WOOD DESIGN • June 8, 2009 16:27 Hand Raii2 Design Check Calculation Sheet Sizer 8.0 LOADS: Load Type Distribution Pat- Location Eft] •Magnitude Unit tern Start End Start End LIVE Live Full UDL '- 50.:0. plf " MAXIMUM REACTIONS (I and BEARING LENGTHS(in)!:: . �� 3 3 t ..r{ 4 t , •• c "fit •+x`L .s , .;w•+ �••-• b � w •.r�. # 9i .. r r $ Y � ', �° x� i qj it x -'i j > " . 10, 51 Dead - . Live 125 125 Total 129 129 Bearing: Load Comb #2 #2 Length 0.50* 0.50* Cb 1.00 1.00 " Min. bearing length for beams is 1/2" for exterior supports , • • Lumber -soft, Hem -Fir, No.2, 2x6" Self-weight of 1.7 plf included, in loads; Lateral` support: top= at supports bottom =•at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) usi 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 O,..17 = L/360 0.16 . , Total Defl'n 0.03 = <L/999 0.25.= L/240 0.11 ADDITIONAL DATA: • FACTORS: F/E CD CM Ct CL . CF Cfu Cr Cfrt Ci Cn LC# Fir' 150 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 ' Fb'+ 850 1.00 1.0.0 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 1.0 2 ' Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear : LC #2 = L, V = 129, V design = 106 lbs _- Bending( +): LC #2 = L, M = 162 lbs -ft • Deflection: LC #2 = L EI = 27e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection),. +•Live Load Deflection. . • (D =dead L =live S=snow W =wind I =impact C= construction Lc =concentrated); ... • (AllLC's are listed in the Analysis output) • Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. , . , 2. Sawn lumber bending members shall be laterally supported according to the provisions. of NDS Clause 4.4:1:- • 4-661 . • • . . • • • Wood Size . . SOFTWARE FOR WOOD DESIGN • Unit A - Front Load WoodWorksC:)Sizer 7.1 : June 22, 2010 13:57:56 Concept Mode: Reactions Base of Structure View Floor 2: 8' 1600 :tt 1600L -_•-•:-:-' •:. ::rtr. ""•:"..-?•':'' '•Ir ::-:•:-..--..-:-'-;"":'-:'' .••••'''...-.::-•"•-•.*--;"'-::".: r. • .1' - q,../-..t.' 1 / .619 D n,;:: •:. ::: : :: - ::- -1 Di •••':.•'• :: •-•-: --:,..-: -...-- - ::•-; ... „ .. , : : , f • • ;• ::-.•:•;'. :-::•.; ••-: • . . .:-:-:-: ;-:,;-. , H . ..-,- :•;•:•-:.:■••,:••,; •,:'; ; . • i :::: -.•,- ;-;-:•;-•,--;:-: .. -1 ,-. ;!.: ii- .• - ,•.- - - 4:)•,70: ,.YU ; '; -7,, "'' "•i':: ; ; , .. ; : ; ! .7 .: , 7 . -7 .7 . 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C'"-ent Date: 6/24/2010 1:41 PM I system: English • Foie 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 • s 1 ) 1 2 • 1 4 4.26 ft } I • • t I i iiI .25ft µµ [ 4.25 ft Pagel Length • 4.25 [ft] Width 4.25 [ft] Thickness 1.00 [ft] Base depth • 1.50 [ft] Base area • 18.06 [ft2] Footing volume 18.06 [ft3] Base plate length • 5.50 [in] Base plate width • 5.50 [in] Column length • 5.50 [in] Column width 5.50 [in] Column location relative to footing g.c. • Centered Materials Concrete, fc • 3.00 [Kip /in2] Steel, fy 60.00 [Kip /in2] Concrete type • Normal Epoxy coated : No Concrete elasticity modulus : 3122.02 [Kip /in2] Steel elasticity modulus : 29000.00 [Kip /in2] Unit weight • 0.15 [Kip /ft3] Soil Modulus of subgrade reaction : 200.00 [Kip /ft3] Unit weight (wet) : 0.11 [Kip /ft3] Footing reinforcement Free cover : 3.00 [in] Maximum Rho /Rho balanced ratio 0.75 Bottom reinforcement // to L (xx) : 644 @ 9.00" Bottom reinforcement // to B (zz) 644 @ 9.00" (Zone 1) Load conditions to be included in design Service loads: SC1 : DL S1 DL S2 DL +LL S3 DL +0.75LL Design strength loads: DC1 1.4DL D1 1.4DL D2 1.2DL +1.6LL Loads Condition Axial Mxx Mzz Vx Vz [Kip] [Kip"ft] [Kip*ft] [Kip] [Kip] DL 5.55 0.00 0.00 0.00 0.00 LL 15.61 0.00 0.00 0.00 0.00 RESULTS: Status : Warnings - Insufficient development length, Section 21.5.4.1 Soil.Foundation interaction Allowable stress 1.5E03 [Lb /ft2] Min. safety factor for sliding : 1.25 Min. safety factor for overturning : 1.25 Pa 1 - 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 (1) 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 (1)*Mn Asreq Asprov Asreq/Asprov Mu/(4)*Mn) [Kip*ft] [Kip*ft] [in2] [in2] • . . , . zz Top DC1 0.00 0.00 0.00 o.ob b.000 o.000 I - I • zz Bot. D2 13.38 45.76 1.10 1.20 0.918 0.292 WI • I xx Top DC1 0.00 0.00 0.00 0.00 6.000 0.000 I I • xx - Bot. D2 13.38 43.06 1.10 1.20 0.918 0.311 WI • I Shear . • Factor it1:1 0.75 Shear area (plane zz) • 3.10 [ft2] Shear area (plane xx) : 2.92 [ft2] Plane Condition Vu Vc V [Kip] [Kip] xy D2 8.99 46.09 0.260 MOINI■I yz D2 8.68 48.88 0.237 II • I Punching shear Perimeter of critical section (b... : 4.67 [ft] Punching shear area 3.31 [ft2] Column Condition Vu Vc Vu/(4)*Vn) [Kip] [Kip] column 1 02 29.25 104.29 0.374 MI I • Notes • Page3 /7 * Soil under the footing is considered elastic and homogeneous. A linear soil pressure variation is assumed. * The required flexural reinforcement considers at least the minimum reinforcement * design bending moment is calculated at the critical sections located at the support faces * Only rectangular footings with uniform sections and rectangular columns are considered. * The nominal shear strength is calculated in critical sections located at a distance d from the support face * The punching shear strength is calculated in a perimetral section located at a distance d/2 from the support faces * Transverse reinforcement is not considered in footings * Values shown in red are not in compliance with a provision of the code *qprom = Mean compression pressure on soil. *qmax = Maximum compression pressure on soil. *Amax = maximum total settlement (considering an elastic soil modeled by the subgrade reaction modulus). • * Mn = Nominal moment strength. * Mu /(c1)*Mn) = Strength ratio. * Vn = Nominal shear or punchure force (for footings Vn =Vc). * Vu /(4 *Vn) = Shear or punching shear strength ratio. • • • • Page4 ,F; Beam Shear (4k4 post) d := tf — 2.in := 0.85 b := Width b = 36-in V, := (I)- — .OFTs V, = 16.32.kips 3 vu (b bcol := %j V = 7.83.kips < V, = 16.32-kips GOOD 2 Two-Way Shear Short side column width b := 5.5-in Long side column width .z• 13 := 2-(bs + d) + 2-(131 + d) b, = 54.in V := — + — j- V = 48.96-kips 3 3 Vnmax := 0-2.66.4k.psi-bsd V a , = 32.56•kips quf b — (b, d) V = 15.88-kips < V a , = 32.56-kips GOOD Flexure b beol) r i b := c . 2 ) hi m = 4.98-ft-kips 2) A,:= 0.65 bd 2 3 6 S = 0.222.ft F := 5 •F = 162.5•psi M ft f = 155.47-psi< F = 162.5-psi GOOD Use a 3'-0" x 3'-0" x 10" plain concrete footing I 17t) Plain Concrete Isolated Square Footing Design: F2 f := 200.psi Concrete strength • 600,00psi Reinforcing steel strength E§f.= 29600 Steel modulus of elasticity 'Yconc := 1507Pcf Concrete density "y§uii ,1.00 Soil density q 1500-Psf Allowable soil bearing pressure COLUMN FOOTING Reaction Totat 26591b Pdl Totaldi Totalll := 7156-lb Pll := Totalll Pt1:= Pdl Pll Pt] = 10415•lb Footing Dimensions Footing thickness Width := .36M Footing width A := Width Footing Area clnet := la11 tf net = 1375-psf Pt' A := — clnet A = 7.575-ft 2 < A = 9-ft 2 GOOD Width„ VA Width„ = 2.75•ft < Width = 3.00 ft GOOD Ultimate Loads Pdl tf*A'Iconc P„ := + 1.7•P11 P„ = 18.48•kips Pu q := — ch = 2.05.ksf A Plain Concrete Isolated Square Footing Design: F3 f� 2500 psi Concrete strength f - 60000 psi, Reinforcing steel strength Es _ 2900;0 k i Steel modulus of elasticity Yconc 150 pcf Concrete density Ysoit,,. _ 100 pef Soil density gall; 1500 psf Allowable soil bearing pressure COLUMN FOOTING Reaction Totaldl 2363`lb Pd1:= Total dl Tota111 - :4575 Ili P11 := Total Ptl Pd1 + P11 Pt! = 6938•lb Footing Dimensions .tf,; - '10`ri Footing thickness Wtdth 30Yi Footing width A := Width 2 Footing Area gnet gall — tf''Yconc net = 1375-psf Ptl Areqd gnet Areqd = 5.046 ft < A = 6.25•ft 2 GOOD Widthreqd Areqd Widthreqd = 2.25-ft < Width = 2.50ft GOOD Ultimate Loads := Pd1 + tf'A' Yconc P„ := 1.4•Pd1 + 1.7•P11 P = 12.18. kips Pu q :_ — q = 1.95•ksf A • Beam Shear b1 := 5.5•in (4x4 post) d tf — 2.in (1) := 0.85 b := Width b = 30•in V, := it 4 .K.73si-b•d V, = 13.6-kips 3 ( 13 b — eu l) V q, •b V„ = 4.97 kips < V, = 13.6 -kips GOOD 2 Two-Way Shear • • Short side column width Long side column width b, 2.(bs + + 2.(bL + b, = 54 in := 1.0 (1)-( 8 • + V, = 40.8-kips 3 3. fl V nmax := 43.- 2.66 -Tsi•b• d \i = 27.13-kips / g 2 — (a + d) V = 9.71-kips < V „.= 27.13-kips GOOD Flexure i b — b Mu qu A 2 • — 2 -1) M = 2.54ft -.kips A:= 0.65 bc1 1:= 6 S 0.1854E F := F = 162.5-psi M f := f = 95.19-psi < F = 162.5-psi GOOD Pee a 2 x 2 x 10" plain concrete footing I 6 ° Plain Concrete Isolated Square Footing Design: F4 f :`= 2500 psi Concrete strength f :'= 600Q0 psi Reinforcing steel strength E Steel modulus of elasticity ^(cone 1M150 pcf Concrete density Yooil 10`0 pof Soil density 1500 sf Allowable soil bearing ressure pressure • COLUMN FOOTING Reaction Total1 _;`50 1!b Pd1:= Totaldi Tota111 _ .7639lb P11 := Total]] Pt1 := Pdl + Pll P = 12640-lb Footing Dimensions tf:: 1 2,'iii Footing thickness Wtdtl 42.in Footing width A := Width 'Footing Area clnet clall — tf' Yconc qnet = 1350•psf Ptl Aregd griet Areqd g 9.363 ft < A = 12.25•ft GOOD Widthregd JAregd Widthregd = 3.06-ft < Width = 3.50 ft GOOD Ultimate Loads := Pd1 + tf'A'"Yconc := 1.4 Pdl+ 1.7•P11 P = 22.56-kips Pu q — A q 1.84•ksf ' /4 '°R Beam Shear bdoi := (4x4 post) d := tf - 2-in := 0.85 b := Width b = 42-in V„ := 0•- V, = 23.8-kips 3 V:= := qu. 2 (b bcolj V = 9.8 < V, = 23.8-kips GOOD Two-Way Shear 5 5 in Short side column width Long side column width 13 := 2-(bs + + 2-(bL + d) 11 = 62-in [3, := 1.0 + 8 )-. V, = 71.4-kips 3 3 V mnax := V ax = 47.48-kips 2 / ' q d v 19.49-kips < V ax ,.= 47.48-kips GOOD Flexure ( 13 13 (1 Mu 9u • — -1) M = 7.45.ft-kips 2 _ 2 0.65 b-d 2 3 S = 0.405•ft F := 5.0-Vf F = 162.5-psi Mu ft := f = 127.79•psi< F = 162.5-psi GOOD 'Use a 3%6" x 3%6" x 12" plain concrete footing Plain Concrete Isolated Round Footing Design: f5 f� 300Q psi Concrete strength ••= 60000-psi Reinforcing steel strength - Es' 29000 ks Steel modulus of elasticity lconc 150 pcf Concrete density " sorl 120 pcf Soil density qil 1500 psf Allowable soil bearing pressure TYPICAL FOOTING Reaction Tbtal 6191b Pdl := Totaldi Total11 1600 lb P11 := Total' Ptl := Pd1 + P11 Pti 2219• lb Footing Dimensions 1 Footing thickness Dta 18,`ii Footing diameter ir•Dia A :_ - Footing Area 4 gnet -= gall — tf'"Yconc gnet = 1350•psf Ptl Areqd gnet Areqd 1.644 ft < A = 1.77•ft GOOD red= I A reg d•4 Diareqd Dia = 1.45-ft < Dia = 1.50 ft GOOD It Ultimate Loads := Pd1 + tf A' P„ := 1.4•Pd1 + 1.7•P11 P„ = 3.96 - kips P qu A qu = 2.24 -ksf .....-- \ Beam Shear bcol 3.5•in (4x4 post) d := tf — 2-in := 0.85 b := cos(45•deg)•Dia b = 12.73•in V :_ 4. 4 • Jf V = 7.901 -kips 3 Vu qu- /b 2 bco11 b V = 0.91 kips < V = 7.901•kips GOOD J • Two -Way Shear 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 := d 4 + 8 • f psi•b•d V = 23.703•kips 3 3 0c, Vnmax :_ x f Vnmax = 15.76-kips M := qu•[b — k13, d0 V = —0.31-kips < V = 15.76-kips GOOD Flexure _ 2 Mu := qu I — bcol1 b M = 0.18•ft•kips 2 / \ ,:= 0.65 • 2 '"X":=.- b d S= 0.123•ft 3 F := 5 Jf psi F = 178.01 -psi M f := u f = 9.9-psi < F = 178.01 •psi GOOD Use a 18" Dia. x 12" plain concrete footing • -?"\'4 Plain Concrete Isolated Square Footing Design: F"(o 2$0 psi Concrete strength f'',:= 60000 p Reinforcing steel strength Es: 2900.0 ksi Steel modulus of elasticity 'Yconc 150`pcf Concrete density 'isoil 100 pef Soil density q Allowable soil bearing pressure COLUMN FOOTING Reaction Total ^dl: : = 70721b Pd1:= Totaldi Total11 13304; lb P11 := Totalll Pt1 := Pdl + Pll Ptl = 20376.lb Footing Dimensions tf'. 15 = -in Footing thickness Width in Footing width • A := Width Footing Area gnet gall — tf' cone net = 1313•psf PtI Aregd gnet A red= q 15.525 ft 2 < A = 16 ft 2 GOOD Widthreqd JAregd Width = 3.94•ft < Width = 4.00 ft GOOD Ultimate Loads ,:= 1 d1 + tf•A' P := 1.4 Pdl + 1.7•P11 P = 36.72-kips Pu q := A q„ = 2.29•ksf Beam Shear bcol = .5 5 in (4x4 post) d := tf -2•in := 0.85 b := Width b = 48-in V„ := 4). • Jf V = 35.36•kips 3 Vu – qu (b 2 bcolj b V = 16.26-kips < V = 35.36-kips GOOD Two -Way Shear Short side column width -in Long side column width b := 2•(bs + d) + 2•(bL + d) b = 74-in R := 1.0 V �•( + 8 }Jf V, = 106.08•kips 3 3•( Vnmax := c•2.66• Jfc•psi•b -d Vnmax = 70.54-kips • X q• – � b c0 1 + d) V = 31.26-kips < V = 70.54-kips GOOD Flexure - bcol M q [ 2 J (2 i J b M 14.39•ft•kips 0.65 2 S := b •d 6 S = 0.782•ft F := 5.4• Jf F = 162.5-psi Mu f :_ — f = 127.75•psi< F = 162.5-psi GOOD Pee a 4' -0" x 4' -0" x 15" plain concrete footing Plain Concrete Isolated Square Footing Design: F7 'f f : = 250040 Concrete strength f := 60600 psi Reinforcing steel strength Es ;= 29000,k Steel modulus of elasticity `Yconc „ 150 pcf Concrete density Yso 100 apcf Soil density gall.` 1500 Allowable soil bearing pressure COLUMN FOOTING Reaction Totaldi 1200.!Ib Pd1:= Totaldi Totalll 329'94b P11 := Totalll Ptl Pd1 + P11 Ptl = 4400-lb Footing Dimensions tf:' =;1Qin Footing thickness Widdth''= 24;; in Footing width A := Width Footing. Area clnet gall — tClconc clnet = 1375•psf Ptl Areqd — clnet A = 3.2 ft 2 < A = 4•ft 2 GOOD Widthreqd := JAregd Widthreqd = 1.79-ft < Width = 2.00 ft GOOD Ultimate Loads iw6:= Pdl + tf'A'"Yconc P := 1.4•Pd1 + 1.7•P11 P = 7.82-kips • P q := A q = 1.96•ksf \-)r Beam Shear !' := 5-.in (4x4 post) d := tf — 2-in (I) :=0.85 b := Width b = 24•in V, := it.-- 4 -4f V, = 10.88-kips 3 V :— qC u •b V = 3.01-kips < V„ = 10.88•kips , GOOD 2 1 Two-Way Shear 1 ) . s:-::== . -:5 : iii Short side column width 14, :=- .5.5-in Long side column width b := 2-(bs + d) + 2-(bL + d) b ='54-in 13, := 1.0 A y A = (1( ).- — + — -ITTsi-b-d 3 V, = 32.64-kips . . V nmax := cl:1-2.66-KR•b-d V nmax = 21.71-kips . q — (b + d) V = 5.35 -kips < V ax = 21.71•kips GOOD Flexure \ 21 (b — bm ' / I l Mu := c . hi' M = 1.16•ft-lcips 2 j 2) 0.65 • , b•d 2 3 S = 0.148•ft F := 5 -(1)- f F = 162.5-psi M ft := — f = 54.45-psi < F = 162.5-psi GOOD S 'Use a 2'-0" x 2'-0" x 10" plain concrete footing I BY A/ DATE: .......... j JOB NO.:g'"'� OF 1 i j I ; s 1 i , 1. ' I ' , '. PROJECT` , 0 1 ' � } I - -.._ I f _ - r ^ _ _ _ R U,_.. A _ _ L r _�__;_ • • I 1 t ri. w . 3 \1 •(� _. ; Z W L � i , , a 5 ± x _3 `. : • • - a 36$ - . • i 1 . • L i • ,.. _ _.._ .._.._. CC u O w 25!() S 10.2 • Z CY d o • a N\ .0_77 . 3.; .�21\ 1; _o,�o . u d , (� �y C ry o .. z M 2 r, C o 5 &'IC i e °2_ )( _I 47' tl,‘,3 aa_° 5 ! (6 • __ 1. + - 363: , L .� [/ �:y q q - _ _ ...._ __ �..- _ . E3 i _._ � L t -� tJ) ;lam f _. l "J " fe>G..�. ' C . • I as . n pk I I § O , . I f 1 i . . , . s ._ .. +. _._..:. __. ..._ . •� __ _ ! .. . • e ( , �� Harper Houf Peterson Righellis Inc. Current Date: 6/22/2010 10:43 AM Units system: English File name: O: \HHPR Projects \CEN - Centex Homes (309) \CEN - Plans \CEN -090 Summer Creek Townhomes \talcs \Unit A \foundations \Front Load 2.etz\ • M33 51.9 [Kip ft1 z err � xi -v s.� �� k. au��es 9 J M33= -12.19 [Kip X • • C3 LC. \ fi 4 20 1 w Harper Houf Peterson Righellis Inc. Current Date: 6/22/2010 10:35 AM Units system: English File name: O: \HHPR Projects \CEN - Centex Homes (309) \CEN - Plans \CEN -090 Summer Creek Townhomes \calcs \Unit A \foundations \Front Load.etz\ • • • • • M33 =25.66 [Kip *ft] t � r € r E 4.41 • -A:4 t ' • M33= -30.27 [Kip`ft] • X • t • . ' ' • i ` -1 co • b ' • . a b I 1 ' • ' 3 °) S S Q1 °� 1l X = o , � z ❑ cre)2.sti-L-i. 5'x, - 1'( I (: o o )• . W 0 + Z a O I-- t -, 1. _ _. ,_ - , - 7, A r Cl o Z il AS1 k VeZ: Ott c&" n , �? m ❑ ❑ l V t 6 - .. - 103 road' 30 : eOr of ..r "' d B s :31VO ----`' i 'y :A. l Harper Houf Peterson Righellis Inc. Current Date: 6/22/2010 10:38 AM Units system: English File name: O: \HHPR Projects \CEN - Centex Homes (309) \CEN - Plans \CEN -090 Summer Creek Townhomes \calcs \Unit A \foundations \Rear Load.etz\ • ,M33 =43.24 [Kip r _ tea'. t 7" Y yy q Y'`� r ``'te ,24SW44,01- Or' 0 �r 4 � 0, M33= -45.06 [Kip °ft] Y b X • • • INA,OPW.AS d 4 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 \Rear Load 2.etz \. • M33 =41.88 [Kip`ft] V'' ,rye d C`s � h bV -K- f`^ ppia } '2 '.' i _ *ti I 4 t M33= -46.37 [Kip'ft] • d X 7 MGme,f4% ®LCD • r BY: DATE, (0 aoio . 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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.etz\ 01M33 =32.26 [Kip *ft] 4 * ' s X 60 Yea , wz r 4-044 ;;;f0 M33= -9.27 [Kip*ft] X MoNnerv\ ig;F 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 her =ffiriCAV inches (into the Fe Stem = afali inches Note: hef above is the the embedment into or cmax = 5.25 inches the foundation and does not consider stem m Fnd Width = 36.00 inches cmin = 2.25 inches emirs = 18.00 inches Wc,N= 1.00 cast -in -place anchor WC,N 1.00 cast -in -place anchor k = 24 cast -in -place anchor k = 24 cast -in -place anchor = 0.75 strength reduction factor = 0.75 strength reduction fact Calculations Calculations ANc = 68 • in AN 1296 in ANo = 110.25 in` AN = 1296 in` Nb = 8,607 pounds Nb = 55,121 pounds Wed,N — 0.8286 Wed,N = 1.00 N = 4,399 pounds N = 55,121 pounds ( 1 3, Neb = 3,299 pounds (I)Neb = 41,341 pounds Combined Capacity of Stem Wall and Foundation 1)Ncb = 44,640 0.75(1)N = 33,480 .• , e ' -•-• . . . .. . .. . --, --- - , . ■ .. . ;: .. . .. . . . .. _ . .. . . . 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A i , .....„ .,, _.,......, = -- - -- s - r•L”.-.....;pc-- - -,...s- t- ' ' 1 i.,) r" .) ...i Af',14,104:7 I 1 PL 1 1 i Lical-AAS v„..1 : ; z.... ' , • : ‘ , ,- r , _ - - ! i ! .' • , ; ,, . . e • .: . : ; I , -- 1 ---- • . ., .. .1 i i ' • , I ' Y . , . ' "1 ' • 5 • 1 I ' :j.D3FOLla: , . . . , . r. . = • i- i , • . , . •I:!i.: .1 • ' 0 1 08 ? 1 ....,„ 10 ''ON 313r :31V0 Concrete Side Face Blow Out Givens Ab = 2.15 in` fc = 3000 psi cmin = 18.00 inches = 0.75 strength reduction .factor • Calculations N = 231,191 pounds 4N = 173,393 pounds Concrete Pullout Strength Givens Ab = 2.15 in` fc = 3000 psi = 0.75 strength reduction factor Calculations N = 51,552 pounds 4 N = 38,664 pounds Steel Yield Strength Givens f = 58,000 psi A = 0.606 in 41= 0.80 strength reduction factor Calculations N = 35,148 pounds. 4)N, = 28,118 pounds < 33,480 R1-1,e1,1041)1„KingkeliV k = Holdown Check Holdown HDU14u Holdown Capacity= gt1 pounds 1.6* Capacity= 23,888 pounds 23,888 < 28,118 460,0wn0,cks' ; z BY DATE OF ■ PROJECT RE V e,,i , (N u xxvk 7 - v- ( o o az • Side. c)P Boikitins _ z . w , w 0 2 tA.. ? aSct(tic 300 pi...c u E . bc.E(z‘ve ,:- RC)t,) vt..,,P Stoor ° 1001),) 0 . w z • 1.1.. : ( 1e\it\-s' %sg-)::: (.(-lo v\_.F _.Yt 00r c: H — , ,...._ . a z - 1 - \ • 0o-ei„ 7. 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