Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Specifications (2)
1�l y FAO - 9�0 Structural CalcuIatiorCE for JUN 9 2011 Full Lateral & Gravity Analys ®ef DING F D SION Plan B 1332 Lot 6, Summer Creek Townhomes Tigard, OR Prepared for Pulte Group April 7, 2011 JOB NUMBER: CEN -090 ** *Limitations * ** Engineer was retained in limited capacity for this project. Design is based upon information provided by the client, who is solely responsible for the accuracy of same. No responsibility and /or liability is assumed by, or is to be assigned to the engineer for items beyond that shown on these sheets. 98 sheets total including this cover sheet. V oucruQ gc 3\. PROff ER 12`320 fO � l _ OREGON �<) Z ) 15, !� C4 � EN1C o EXPIRES,1z -31 -2011 ( OFFICE COPY This Packet of Calculations is Null and Void if Signature above is not Original Harper HP t .Houf Peterson Righellis Inc. - !'NG RR • PLA NNE.! J „No. r Re. reCrj.9liRvE,OR9 205 SE Spokane St. Suite 200 o Portland, OR 97202 ® [P] 503.221.1131 ♦ [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 ♦ [P] 541.318.1161 • [F] 541.318.1141 Structural calculations for Full Lateral & Gravity Analysis of Plan B 1332 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. 96 sheets total including this cover sheet. • This Packet of Calculations is Null and Void if Signature above is not Original Harper ETk" Mid Peterson Righellis Inc. R Rai A LAN AtYC xt'�:£Ct v + 205 SE Spokane St. Suite 200 o Portland, OR 97202 0 [P] 503.221.1131 ® [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 o Bend, OR 97701 ♦ [P] 541.318.1 161 ® [F] .541.318.1 141 Design Criteria Project Scope: Full lateral & Gravity Analysis of Unit B Design Specifications: • Wind Design: Basic Wind Speed (mph): 100. From Building Authority Exposure: B From Building Authority Importance, lW: 1 2006 IBC / 2007 OSSC Occupancy Category: II Residential Earthquake Design: Seismic Design Category: D From Building Authority Site Class: D Assumed, ASCE 7 -05 Ch. 20 Importance, IE: 1 ASCE 7 -05 Table 1.1.5 -1 Ss: 0.942 USGS Spectral Response Map Sl : 0.339 USGS Spectral Response Map Dead Load: Floor: 13 psf Wall: 12 psf Wood Roof: 15 psf Live Load: Roof: 25 psf Snow Floor: 40 psf Residential Floor Materials and Design Data: Materials: Concrete Compressive Strength, f' c: 3000 psi Foundations & Slab on Grade Concrete Unit Weight, yc: 145 pcf Steel Reinforcement Yield Strength, f 60,000 psi Wood Studs (Wall Studs): Hem -Fir #2 2x & 4x Wood Beams & Posts: DF -L #2 6x & Greater Wood Beams & Posts: DF -L #1 Glulam Beams: 24F -V4 PSL Beams: Fb =2,900 psi, FV= 328psi, E =2.0 Million TS /LSL Beams: Fb =2325 psi, FV =460psi; E =1.55 Million Design Assumptions 1. Allowable soil bearing pressure (qa) : 1500 psf Assumed 2. All manufactured trusses, joists, and flush beams.u.n.o. shall be designed by others. /,, Structural Analysis Software Used: Mathcad 11 Microsoft Excel 2000 WoodWorks — Sizer version 2002 Bently RAM Advanse H arper Project: Summer Creek Townhomes UNIT B }ID °• Hour Peterson. Client: Pulte Group Job # CEN -090 Righellis .Inc. ENGINEERS • .LAN :ERS — -- -- Designer: AMC Date: June 2010 Pg. # I .. ANDSCAPE ARCH: TEC ISS SURVE (053 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 -psi' Insulation RDL =15psf Floor Dead Load FFR := 3 •psf Framing FPL := 4•psf Sheathing FME := 1.5•psf Mech & Elec FMS := 1.5•psf Misc FIN := .5•psf Finish & Insulation FCLG := 2.5•psf Ceiling FDL = 13;.psf Wall Dead Load WOOD -EX Waller 12•3_0 INT Wall t 10 psf Roof Live Load RLL 25:psf Floor Live Load FLL := 40, psf Harper Project: Summer Creek Townhomes UNIT B 4; Bouf Peterson Client: Pulte Group Job # CEN-090 Righellis inc ENGINEERS P'LANNERS Designer: AMC Date: • June 2010 Pg. # LANDSCAPE ARCHITECTS•SUiNVEYORS Transverse Seismic Forces siieci4 '1154 ll Weight of Structure In Transverse Direction Roof Weight Roof , . RF := RDL-Roof Area RFWT = 12566-lb Floor Weight „ - ,F1bOrArea2 -=-. 605;ft' FLRwT2 FDL-FloorArea2 FLRWT2 = 7865-lb Floor Areaji'd.:= FLRWT3 := FDL.FloorArea3 FLRWT3 = 7800-lb Wall Weight EX Wall Area = (2203) ft - , iti\,TVW,a1rAt'ed:=J906). WALL wT := EX Wall _Wall_Area + 1NTWall WALLwT = 35496-lb WTTOTAL = 63727 lb Equivalent Lateral Force Procedure(12.8, ASCE 7-05) h .- -32 n Mean Height Of Roof := 1 Component Importance Factor (11.5, ASCE 7-05) :0 Responce Modification Factor (Table 12.2-1, ASCE 7-05) Building Period Coefficient (Table 12.8-2, ASCE 7-05) Building Period Coefficient (Table 12.8-2, ASCE 7-05) Period T Cr (hn) T = 0.27 < 0.5 (EQU 12.8-7, ASCE 7-05) $4. 0.339 Max EQ, 5% damped, spectral responce acceleration of 1 sec. (Chapter 22, ASCE 7-05)...or Max EQ, 5% damped, spectral responce acceleration at short period From Figures 1613.5 (1)&(2) Acc-based site coefficient @ .3 s-period (Table 11.4-1, ASCE 7-05) Vel-based site coefficient @ 1 s-period (Table 11.4-2, ASCE 7-05) o Harper Project: Summer Creek Townhomes UNIT B it 1 ° • a' Houf .Peterst)n Client: Pulte Group Job # CEN -090 Righellis Inc. E ANEE,I;- ,PLANNER= Designer: AMC Date: June 2010 Pg. # LANDSCAPE ARCi'!ITEC ES *SCAVEPORS SMS Fa-Ss SMS = 1.058 (EQU 11.4 -1, ASCE 7 -05) 2 • SMS Sd := 3 Sd = 0.705 (EQU 11.4 -3, ASCE 7 -05) SM1 := F S1 SM1 = 0.584 (EQU 11.4 -2, ASCE 7 -05) 2 •SM1 Shc := 3 5 d1 = 0.389 (EQU 11.4 -4, ASCE 7 -05) Cst := Sds•Ie Cst = 0.108 (EQU 12.8 -2, ASCE 7 -05) R ...need not exceed... 5 d1 Ie C_smax = 0.223 (EQU 12.8 -3, ASCE 7 -05) Csmax := T ...and shall not be less then... C1 := if(0.044•Sd < 0.01, 0.01,0.044•Sd C2 := if S1 <0.6,0.01, 0.5•S1•Ie1 J (EQU 12.8 -5 &6, ASCE 7 -05) l R Csmin := if(Ci > C2,C1,C2) Csmin = 0.031 Cs := if (Cst < Cs Cs if (Cst < Csmax , Cst, Csmax)) Cs = 0.108 V := Cs WTTOTAL V = 6914 lb (EQU 12.8 -1, ASCE 7 -05) E := V•0.7 E = 4840 lb (Allowable Stress) 6-- Harper Project: Summer Creek Townhomes UNIT B Houf Peterson Client: Pulte Group Job # CEN-090 Righellis ENGINEEPE • PTANNE-P-S Designer: AMC Date: June 2010 Pg. # LANDSCAPE ACICSPrECTSESERVECORS Transverse Wind Forces (Method 1 - Simplified Wind Procedure Per ASCE 7-05) 13asib E Building Occupancy Category II '1 Importance Factor (Table 6-1, ASCE 7-05) h = 32 Mean Roof Height X := 1.00 Adjustment Factor (Figure 6-3, ASCE 7-05) I. &ft Zone A & B Horizontal Length Smaller of... (Fig 6-2 note 10, ASCE 7-05) a2 = 3.2 ft or a2 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 Vertical Pnet = —8 psf Pnet = —12 psf ,9 Basic Wind Force PA := Pnetzonexivy X PA = 19.9. psf Wall 11WC PB := PnetzoneBlw' X PB = 3.2. psf Roof 11W, C PC := PnetzoneC • X Pc = 14.4. psf Wall Typical PD := PnetzoneD'iw X PD 3.3-psf Roof Typical PE := PnetzoneE'lw' X PE = —8.8. psf PF := PnetzoneFIW X P = —12. psf PG := Pnetzon6G'Iw' X PG = —6.4. psf PH := Pnet X PH = —9.7. psf TS-k_JA Harper Project: Summer Creek Townhomes UNIT B 13 s s, Houf Peterson Client: Pulte Group Job # CEN -090 Righellis Inc. — --- - -- °.. t: _NGINEkftl • PLANNERS - — --- -- Designer: AMC Date: June 2010 Pg. # ' j LAND . R ?E AR'(; H�iEc iS t3F:�t YUlFS Determine Wind Sail In Transverse Direction WS AI LZoneA 6 +0 +23 ft WSA ° IlZoneB,:` (... �'- •,WSAILZoneC +`•339) -ft2 WSAILZoneD (0 + 0.+ 4) ft2 WA WSAILZoneA'PA WA = 2846 lb WB := WSAILZoneB'PB WB = 93 lb WC WSAILZoneC'PC WC = 16171 lb WD := WSAILZoneD'PD WD = 13 lb Wind_Force := WA + WB + WC + WD Wind_Force := 10- psf- (WSAILZ + WSAILZoneB + WSAILZoneC + WSAILZoneD) Wind_Force = 19123 lb Wind Force = 12990 lb 2 WSAILZoneE 43.ft, WSAII ZoneF = 43 ft WSAII:ZoneG' = 334ft2 WSAILzo'neH = 327•ft. WE = WSAILZoneE'PE WE _ –378 lb WF WSAILZoneF'PF WF = –516 lb WG := WSAILZoneG.PG WG _ – 2138 lb WH := WSAILZoneH'PH WH = –3172 lb Upliftnet WF + WH + (WE + WG) + RDL f WSAILZoneF + WSAILZoneH + (WSAILZoneE + WSAILZoneG))'.6.1.12 Upliftnet = 1326 lb (Positive number...no net uplift) DO NOT USE ROOF DEAD LOAD FOR SHEARWALL .HOLDDOWN CALCULATION 8- L5 Harper Project: Summer Creek Townhonies, UNIT B t- Houf Peterson Client: Pulte Group Job # CEN -090 '° Righellis Inc. FRGPNEEHS,.L,;NNEF_S Designer: AMC Date: June 2010 Pg. # _n NIDS, :AP AR Longitudinal Seismic Forces Site Class . D Design Catagory - D Butld r g Occupancy Category: 11 Weight of Structure In Longitudinal Direction Roof Weight Roof Area = 838 ft RF 44,:= RDL -Roof Area RFWT = 12566 -lb Floor Weight Floor_Area2 = 605 ft F = FDL,Floor Area2nd FLRWT2nd = 7865-lb Floor= Area3 = 600 ft FDL:Floor_Area3rd FLRWT3rd = 7800 -lb Wall Weight EX -Nall MArea (2203,) ft2 INT Wall Area = 906 ft N�:= EX_Wall EX_Wall Area + INT Wa11 lNTWall Area WALLWT = 35496 -lb WTTOTAL = 63727 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) Responce Modification Factor (Table 12.2 -1, ASCE 7 -05) C = 0.02 Building Period Coefficient (Table 12.8 -2, ASCE 7 -05) x = 0.75 Building Period Coefficient (Table 12.8 -2, ASCE 7 -05) Period := C T = 0.27 < 0.5 (EQU 12.8 -7, ASCE 7 -05) S1 = 0.339 Max EQ, 5% damped, spectral responce acceleration of 1 sec. (Chapter 22, ASCE 7- 05)...or S = 0.942 Max EQ, 5% damped, spectral responce acceleration at short period From Figures 1613.5 (1) &(2) F = 1.123 Acc -based site coefficient @ .3 s- period (Table 11.4 -1, ASCE 7 -05) F, = 1.722 Vel -based site coefficient @ 1 s- period (Table 11.4 -2, ASCE 7 -05) tja • ,4, Harper Project: Summer Creek Townhomes UNIT B Houf Peterson Client: Pulte Group Job # CEN-090 Righellis Inc. -- Designer: AMC Date: June 2010 Pg. # LANDSCAPE ARCHITECTS. SURVEYORS = F SMS = 1.058 (EQU 11.4-1, ASCE 7M5) 2.Sms Sd = 0.705 (EQU 11.4-3, ASCE 7-05) 3 A SAv vs := E SM1 = 0.584 (EQU 11.4-2, ASCE 7-05) 2-Smi ltA Sdi = 0.389 (EQU 11.4-4, ASCE 7-05) 3 Sds'le R Cst = 0.108 (EQU 12.8-2, ASCE 7-05) ...need not exceed... Sdl'le Cs - Ta.R „ Cs = 0.223 (EQU 12.8-3, ASCE 7-05) No/444U ...and shall not be less then... N CA A := if (0.044- Sd < 0.01 , 0.01 , 0.044- Sd ( 0.5-Si.le (EQU 12.8-5&6, ASCE 7-05) ,,:= if Si <0.6,0.01, R ' A if (Ci > C2, Ci, C2) Cs = 0.031 Cs := if (Cst < Cs Cs if (Cst < Cs , Cst, Cs Cs = 0.108 V := §'AVTTOTA1_, V = 69141b (EQU 12.8-1, ASCE 7-05) E := V-0.7 E = 4840 lb (Allowable Stress) • S - Lit. Harper Project: Summer Creek Townhomes UNIT B e• H. calf Peterson Client: Pulte Group Job # CEN-090 Righellis Tne. ;NC:;vEER$.• PLAN „ER - -- -- Designer: AMC Date: June 2010 Pg. # ?AHOSCA. PE ARC. Longitudinal Wind Forces (Method 1 - Simplified Wind Procedure per ASCE 7 -05) Basic Wind Speed` 110mph (3 Sec Gust) . Exposure :B Building ;Occupancy Cate o ,'g rY .1i: I = 1.0 Importance Factor (Table 6 -1, ASCE 7 -05) h = 32 Mean Roof Height X = 1.00 Adjustment Factor (Figure 6 -3, ASCE 7 -05) Smaller of... 2� 1 16£t Zone A & B Horizontal Length (Fig 6 -2 note 10, ASCE 7 -05) a2 = 3.2 ft _ or .4- hn-2.ft a2 =25.6ft but not less than... 3.2•ft a = 6 ft Wind Pressure (Figure 6 -2, ASCE 7 -05) Horizontal PnetzoneA = 19.9•psf PnetzoneB = 3.2•psf PnetzoneC = 14.4.psf PnetzoneD = 3.3•psf Vertical PnetzoneE = —8.8.psf PnetzoneF = —12•psf • PnetzoneG = — 6.4•psf PnetzoneH = — 9.7•psf Basic Wind Force Pte:= PnetzoneA'Iw PA = 19.9•psf Wall HWC PnetzoneB'Iw PB = 3.2•psf Roof HWC Pte:= PnetzoneC'Iw'X Pc = 14.4.psf Wall Typical Pte:= PnetzoneD'Iw PD = 3.3•psf Roof Typical Pte:= PnetzoneE'lw'X PE = — 8.8•psf ,P PnetzoneF'Iw•X PF = — 12•psf := PnetzoneG'Iw PG = — 6.4•psf := PnetZOneH'Iw'X PH = — 9.7•psf • Harper Project: Summer Creek Townhomes UNIT B °ll'a Houf Peterson Client: Pulte Group Job # CEN -090 Ri;heIls Inc. - EMG & PLANNER*: _ Designer: AMC Date: June 2010 Pg. # ,AMOSCA ?E ARCHITECTS.SURVE{CRS Determine Wind Sail In Longitudinal Direction WSNwM : = (58 +59 +21)ft2 W (0 +0• +51)ft2 W (98 +99 +34) ft2 WSNwM F (0 + 0':+ 114) ft , WSAILZoneA.PA WA = 2746 lb Wes:= WSAILZoneB•PB WB = 163 lb A,:= WSAILZoneC'PC WC = 3326 lb „W� = WSAILZoneD'PD WD = 376 lb Wind = WA + WB + WC + WD AWinMd FOv�dpA:= 10•psf•(WSAILZ + WSAILZoneB + WSAILZoneC + WSAILZoneD) Wind Force = 6612 lb Wind _Force„, = 5340 lb WSAIL 151 -ft ? NWy)MNH/1�RR�/t WS _ ?38 ft2 WSA:= 242 ft2 WS Nw ``'`216 ft2 := WSAILZoneE•PE WE = — 1329 lb = WSAILZoneF•PF WF = —1656 lb �W = WSAILZoneGPG WG, = — 1549 lb ymwv:= WSAILZoneH•PH WH = — 2095 lb UU I„�= WF + WH + (WE + WG) + RDL•[WSAILZoneF + WSAILZoneH + (WSAIL,ZoneE + WSAILZoneG)1•.6.1.12 Uplift = 901 lb (Positive number...no net uplift) DO NOT USE ROOF DEAD LOAD FOR SHEARWALL HOLDDOWN CALCULATION Harper Houf Peterson Righellis Pg #: Transverse Wind Line Shear Distribution ASCE 7 -05, section 6.4 (Method 1 - simplified) Design Criteria: Basic Wind Speed = 100 mph Wind Exposure = • B (Section 6.5.6, ASCE 7 -05) Mean Roof Height, H (ft) = 32 • Roof Pitch = 6 /12 • Building Category= II (Table 1604.5, OSSC 2007) Roof Dead Load= 15 psf Exterior Wall Dead Load= 12 psf ' . �= 1.00 lw= 1.00 Wind Sail (ft Wind Net Design Wind Pressure (psf) Pressure (Ibs) Zone A = 19.9 143 2846 Wall High Wind Zone Horizontal Zone B = 3.2 29 93 Roof High Wind Zone Wind Forces Zone C = 14.4 1123 16171 Wall Typ Zone Zone D = 3.3 4 13 R oof Typ Zone Zone E = -8.8 43 . - -378. Roof Windward High Wind Zone . . Vertical • Zone F = -12.0 43 -516 Roof Leeward High Wind Zone Wind Forces Zone G = -6.4 334 -2138 Roof.Windwafd Typ Wind Zone Zone H = -9.7 327 _ -3172 Roof Leeward Typ Wind Zone Total Wind Force =) 19123 lbs I Use to resist wind .uplift: Roof Only ' Total Exterior Wall Area= 2203 ft Uplift due to Wind Forces= -6204 lbs Resisting Dead Load= 7517 lbs El 1313 Lbs...No Net Uplift I ' Wind Distribution Tributary to Diaphragms Wind Sail Tributary To Diaphragm (ft , Zone A Zone B Zone C Zone D , , E • Main Floor 55 . 6 42 0 - Upper Floor 59 0 355 . 0 . r Main Floor Diaphragm.Shear = 7291 lbs Upper Floor Diaphragm Shear = 6286 lbs Roof Diaphragm Shear =. , 5546 lbs , . W ind Distribution To Shearwall Lines , . MAIN FLOOR I UPPER FLOOR ROOF ' Tributary Line Shear Tributary Line Shear ' Tributary Line Shear Wall Line Diaphragm„ (lbs) Diaphragm (lbs) `Diaphragm (Ws) Width ft Width ft) Width ft) A 15.83 2275 20.50 3143 21.33 2773 . B 19.50 2802 0.00 0 0.00 . ' 0 - C 15.42 2215 20.50 3143 21.33 2773 ' , E= 50.75 7291 41 6286 42.67 ' 5546 Ste Harper Houf Peterson Righellis Pg #: Transverse Seismic Line Shear Distribution Seismic Design Category = D Occupancy Category = II Site Class = D S1 = 0.34 Ss= 0.94 • Importance Factor = 1.00 Table 11.5 -1, ASCE 7 -05 Structural System, R = 6.5 Table 12.2 -1, ASCE 7 -05 Ct = 0.020 Other Fa = 1.12 Fv = 1.72 Mean Roof Height, H (ft) = 32 Period (T = 0.27 Equ. 12.8 -7, ASCE 7 -05 k = 1.00 12.8.3, ASCE 7 -05 , S 1.06 Equ. 11.4 -1, ASCE 7 -05 • S 0.58 Equ. 11.4 -2, ASCE 7 -05 SDS= 0.71 ' Equ. 11.4-3', ASCE 7 -05 SDi= 0.39 Equ. 11.4 -4, ASCE 7 -05 Cs = . 0.11 Equ. 12.8 -2, ASCE 7 -05 Csmin = • 0.01 Equ. 12.8 -5 & 6, ASCE 7 -05 Csmax = 0.22 Equ.. 12.8 -3, ASCE 7 -05 Base Shear coefficient, v = 0.076 Weight Distribution Determination to Diaphragm Floor 2 Diaphragm Height (ft) = 8 Floor 3 Diaphragm Height (ft) = 18 Roof Diaphragm Height (ft) = 32 Floor 2 Wt (lb)= 7865 Floor 3 Wt (lb)= 7800 Roof Wt (lb) = 12566 Wall Wt (lb) = 35496 Trib. Floor 2 Diaphragm Wt (Ib) = 22063 Trib. Floor 3 Diaphragm Wt (Ib) = 21998 Trib. Roof Diaphragm Wt (lb) = 19665 Vertical Dist of Seismic Forces % total of base shear Rho Check . to Shearwalls (Ibs) 1Cumulative to shearwalls I Req'd? Vnoor2 (Ib) = 711 100.0% Yes Vfloor3 (Ib) = 1595 85.3% Yes V = 2534 52.4% Yes o 1 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 Ills A 126 299 371 •148 795 1257 B 282 0 0 331 0 . 0 C 197 301 377 ,231 , , 800 ' 1277 • Sum 605 600 748 711' . 1595 2534 Total Base Shear* = I 4840 LB *Base shear assumes rho equal to 1.0. See shearwall analysis spreadsheet for confirmation of rho. V r L„' Harper Houf Peterson Righellis Pg #: Longitudinal Wind Line Shear Distribution ASCE 7 -05, section 6.4 (Method 1 - simplified) Design Criteria: Basic Wind Speed = 100 mph Wind Exposure = B (Section 6.5.6, ASCE 7 -05) Mean Roof Height, H (ft) = 32 Roof Pitch = 6 /12 Building Category= II (Table 1604.5, OSSC 2007) Roof Dead Load= 15 psf Exterior Wall Dead Load= 12 psf A.= 1.00 Iw= 1.00 • Wind Sail (ft Wind Net Design Wind Pressure (psf) Pressure (Ibs) Zone A = 19.9 138 2746 Wall High Wind Zone Horizontal Zone B = 3.2 51 163 Roof High Wind Zone Wind Forces Zone C = 14.4 231 3326 Wall Typ Zone Zone D = 3.3 114 376 Roof Typ Zone Zone E _ -8.8 151 -1329 Roof Windward High Wind Zone Vertical Zone F = -12.0 138 -1656 Roof Leeward High Wind Zone Wind Forces Zone G = -6.4 242 -1549 Roof Windward Typ Wind Zone Zone H = -9.7 216 -2095 Roof Leeward Typ Wind Zone Total Wind Force =l 6612 lbs I Use to resist wind uplift: Roof & Half of Upper Floor Walls Total Exterior Wall Area 2203 ft Uplift due to Wind Forces= -6629 lbs Resisting Dead Load= 10160 lbs E =I 3531 Lbs...No Net Uplift I Wind Distribution Tributary to Diaphragms Wind Sail Tributary To Dia hragm (ft Zone A Zone B Zone C Zone D rzarxmazzuzzazzarszomozzawmat. Main Floor 58 0 98 0 Upper Floor 59 0 99 ., °, 0 Main Floor Diaphragm Shear = 2565 lbs Upper Floor Diaphragm Shear = 2600 lbs Roof Diaphragm Shear = 1447 lbs Wind Distribution To Shearwall Lines MAIN FLOOR UPPER. FLOOR ROOF Tributary Line Shear Tributary Line Shear Tributary Line Shear Wall Line Diaphragm (lbs) Diaphragm (lbs) Diaphragm (lbs) Width (ft) Width ft Width (ft 1 8 1283 8 1300 8 723 2 8 1283 8 1300 8 723 Er 16 2565 16 2600 16 1447 3 *--- LAI,' 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)= 7865 • Floor 3 Wt (lb)= 7800 Roof Wt (lb) = 12566 Wall Wt (Ib) = 35496 • Trib. Floor 2 Diaphragm Wt (lb) = 22063 Trib. Floor 3 Diaphragm Wt (Ib) = 21998 Trib. Roof Diaphragm Wt (Ib) = 19665 Vertical Dist of Seismic Forces % total of base shear Rho Check to Shearwalls (Ibs) 1Cumulative to shearwalls I Req'd? Vfloor2 (Ib) = 711 100:0% Yes Vfloor3 (Ib) = 1595 85.3% Yes Vroot (Ib) = 2534 52.4% Yes • Shear Distribution To Wall Lines Wall Line Tributary Area Tributary Area Tributary Area Floor 2 Floor 3 Line Roof Line Floor 2 Floor 3 Roof Shear Shear Shear sq ft sq ft sq ft lbs lbs lbs 1 275 270 360 • 323 '718 1220 2 330 330 388 , • 388 .877 1315 Sum 605 600 748 , 711 1595 2534 ' • Total Base Shear* = I 4840 LB • *Base shear assumes rho equal to 1.0. See shearwall analysis spreadsheet for confirmation of rho. E --1 \i'''6 . Harper Houf Peterson Righellis Pg #: Shearwall Analysis Based on the ASCE 7 -05 Transvere Shearwalls Line Load Controlled By: Wind Shear H L Wall H/L Line Load Line Load Line Load Dead V Panel Shear Panel Mo MR Uplift Panel Lgth. From 2nd Flr: From 3rd Flr. From Roof Load Sides Factor Type T (ft) (ft) '(ft) ht k ht k ht k (kit) (plf) (ft -k) (ft -k) (k) 101 8 5.25 5.25 1:52. ox „8.00, 2.28 18.00 114 27.00 2.77. 1560 Double 1.40 • VIII' 102 8 3.88 3.88 , 2.06 r. ox . 8.00 2.80, . 8.00 0.00 _ . • ' 723. Single_ _ 1.,40 ' IV, 103 8 4.58 8.58 1.75 oK . 870.0 2.22 8.00 3:14 8.00. 2.77 - 947 . Double ' 1:40 VI 104 8 4.00 8:58 - 2.00. ox 8.00 2.22 8.00 3.14 8.00. 2.77 .947 Double 1.40 VI 107 8 4:58 13.08 '1.75„: ' oK 8.00 ` .2:28 18.00 3.14' 27.00' 2.77 • 626 ' ' Simile , 1:40,t III • 108 8 8.50 1108 0.94. ox , 8.00 2.28 18.00 3.14 27.00 2.77 ' ' ,626 Singlet 140' :. - III' 109. ..8. 3.88 _3.88, _2.06`, ox .8.00 2:80 . - 723 Single 1 :40 IV 110 8 125 4.50 - 6A0 i .,,,.. 4 _ 8:00 2.22 ', 8,00 3.14 8:00 2.7.7. ' 180.7, "' Double ' 1.40 "', NG 111 8 2.00 4:50 4.00' 18.00 222 8:00 3.14 8.00 2 :77 1807 Double ' 1:40 . NG 112 • 8 1.25 4.50 640∎� ,.. 8.00 , 222' 8.00 3A4 8.00 2.77. 1807 Double "140 , ,NG, . 201. 9 6:79' 9:79" 1.33' "OK 9.00 3.14 18.00 . 2.77 ' 604 Single , 1:40 III _ 202 9 3.00 9.79 3.00 ox 9.00 3.14 18.00 2.77' - 604 Single " 1.40 III ' • .. ' 203 9' 5.00' .5.00 ' 1.80 ox, 9.00. . 3.14 18.00 2.77 . 1183 . Double ' L40 VII 204 Not Used 205 Not Used. . 206 ' Not Used 30,1 "' 8 6.88 '10 :08 1.16 . "oK 8.00 2:77 ' 275 Single -r:40' 'I 302 8 3.21 10.08 2.49 _ ox 8.00 .2.77 275 Single 1.40. I ' 303 8 5.00 10.00 1.60 OK 8:00 2.77 277 ...Single 1.40 I. . 304 8 2.50 10.00 3.20 ox 8.00 2.77 277 Single 1.40 I 305 8 2.50 10.00 3.20 ox 8.00 2.77 277 Single L40 I' Spreadsheet Column Definitions & Formulas L = Shear Panel Length H = Shear Panel Height Wall Length = Sum of Shear Panels Lengths in Shear Line H/L Ratio = Hight to Width Ratio Check V (Panel Shear) = Sum of Line Load / Total L Shear Factor = Adjustment For H/L > 2:1 Mo (Overturning Moment) = Wall Shear * Shear Application ht Mr (Resisting Moment) = Dead Load * L * 0.5 * (.6 wind or .9 seismic) Uplift T = (Mo -Mr) / (L - 6 in) • g Harper Houf Peterson Righellis Pg #: Shearwall Analysis Based on the ASCE 7 -05 Transvere 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 Flr. From 3rd Flr. Froth 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) 101 8 . 5.25 5.25 1.52 OK 8.00 0.15 18.00 0.80 27.00 1.26 419 545 0.30 • 1.31 Single 1.00 IV ' • 102 8 3.88 .3:88 2.06 OK 8.00. 0.33 8.00 0.00 0.00 85 Il1 0.22 0.97 Single 0.97 I 103 8 4.58 8.58 1.75 oK 8.00 _0.23 8.00 0.80 8.00 " 1.28 269 350- 0.26 1.15 Single 1.00 II 104 , 8 4.00 8.58 2.00 OK. 8.00 ,0.23 _ 8.00, 0.80 8.00 1.28 269 350 ' ..0123 - 1.00 Single . 1.00 If . 107. _ 8 4.58 13.08 135 OK' 8.00' 0.15 18.00 0.80 27.00 126 ' ' " ' 168 ' 219: 026 .. 1.15 Single I.00 I 108 8 8.50 13.08 0.94 OK, '8.00' • 0:15 18.00 0.80 27.00 1.26" • 168 219 NA 2.13 Single , ' 1.00 • I.' 109 8 • 3:88 • 3.88 2.06 0K'„ :8.00. • :0:33. 0.00 : 85 ' 111 .. 0:22 `0:97 Single. 0:97' ' "I .' . 110 8 125 .4:50 6A0 }F _L. ' - 8.00' 023 8.00 0.80 8.00 1.28, 513 667 0.07 0.31 •.' , :Double • . 031 NG- 1; . 111 8 _ 2.00 _ 4:50 4M0. { •: ,. :13'.00' ,0:23 8.00' 0.80 8.00 128 ' 513. 667 - 0.11 •0.50 Double 0.50 NG' 112 8 !1.25 4:50 .6.40_' „= ': 8:00 023 ' 8.00 0.80 8.00 1.28 513 667: „ 0:07 , 031 Double , 031 NG, . ... ... .. 201 • 9. 6.79- .9.79 133"!..- OK 9.00 _ 028 18.00: 126 • .. , ' 157 205 0.46. , 1.51 Single. .1.00., ' I . ' 202_ . .9 . 3.00 9.79 ,3'.00 'oK __. 9.00_, 028 18.00 ' 1.26' ■ .157 205' 020 0.67. • „Single 0:67 II. ' ' 203 9 5.00 5.00 '1.80 - oic' .. ' 9.00 0.55 ' 18.00 1.28 ' • ' ' "366. 476 '0.34 .. Lid:' :a. Single 1.00 IV , 204 Not Used 205 Not Used_ .. . 206 - . .... Not Used . „ - . . - 301 8 ' 6:88- 10.08 k16 . OK . . - 8.00 - 1.26 - . -125 - • 162' 0.34 1.72 Single. ' 1.00 I. • 302 8 3.21 10.08 2.49 OK - • 8.00. 1.26 125. 162 0.16 0.80. Single 0.80 I 303 8 . 5.00 10.00, .1.60, OK -. .8.00 1.28 128 166 0.25 1.25 Single 1.00 - I 304 8 2.50 10.00. 3.20 OK 8.00 ' 1.28 128 166 0.12 0.63 Single 0.63 II '305 8 :250 -10.00 - 3:20 OK • , - ' ' • 8.00 1.28 128 .166 .. . 0112 0.63. Single 0.63 '' II - . . Rho Calculation . Does the 1st floor:shearwal i s resist more than 35% of the total transverse base shear? Yes Does the 2nd floor shearwalls resist more,than 35% of the total transverse base shear? Yes Does the 3rd floor shearwalls resist more than 35% of the total transverse base shear? Yes Total 1st Floor Wall Length = 17.71 Total # 1st Floor Bays = 4.43 , Are 2 bays minimum present along each wall line? No 1st Floor Rho = 1.3 Total 2nd Floor Wall Length = 14.79 - Total # 2nd Floor Bays = 3 Are 2 bays minimum present along each wall line? No 2nd Floor Rho = 1.3 • Total 3rd Floor Wall Length = 2108 . Total # 3rd Floor Bays = Are 2 bays minimum present along each wall line? Yes 3rd Floor Rho = 13 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 a L 0.5 * (.6 wind or .9 seismic) . Uplift T = (Mo -Mr) / (L - 6 in) s s ...:.L\ 5 . . Harper Houf Peterson Righellis Pg #: Shearwall Analysis Based on the ASCE 7 -05 Longitudinal Shearwalls Line Load Controlled By: Wind s Shear H L Wall H/L Line Load Line Load Line Load Dead V Panel Shear Panel M MR Uplift Panel Lgth: From 2nd Flr. From,3rd Flr. From Roof • Load Sides Factor Type T (ft) (ft) (ft) ht k ht . k ' ht k (klO (plf) v (ft - k) (ft -k) (k) 105 8 ' 12.75 "12.75' 0.63 'ox 10.00 .1.28 18.00 1.30 :27.00 022 1 :13 259 Single'; .1.4V I 55:75` .92:01 - 0.04 106 8„ '12.75 - 12.75` ; 0.63 ox' .10:00 128' .18.00 1.30 °27:00 .0.72 - ' 1;13 259` Single 1.40 , - I 55.75 92:01 0.04 207 9 11.50 .11.50 078 ox ,. 9.00 1.30 '.18.00, 072. 0.75 ,_. 176 Single.- "1.40 - ;I.. , 24.71; 49:73.. -0 208 9 11.50 '11.50 0:78 OK .. - 9.00 1.30 , 18.00 . , 0 72,. 0.75 176.. Single : 1.40 ' I ' 24:71' 49.73 -0.47 I 306 8 10.00 10.00 0.80 ox 8.00 0.72 0.29 72 Single _ .L40. I,, . 5.78 14:40..: • = 0.30 307 8 10.00 10.00 0.80 ox 8.00 0.72' 0.29 ' 72 Single 1.40 ° • 'I ' 5:78 14.40 -030: Spreadsheet Column Definitions & Formulas ' L = Shear Panel Length H = Shear Panel Height Wall Length = Sum of Shear Panels Lengths in Shear Line H/L Ratio = Hight to Width Ratio Check V (Panel Shear) = Sum of Line Load / Total L Shear Factor = Adjustment For H/L > 2:1 Mo (Overturning Moment) = Wall Shear * Shear Application ht Mr (Resisting Moment) = Dead Load * L * 0.5 * (.6 wind or .9 seismic) Uplift T = (Mo-Mr) / (L - 6 in) - • • -,,, 0 8 -L,k,f4 Harper Houf Peterson Righellis Pg #: Shearwall Analysis Based on the ASCE 7 -05 Longitudinal Shearwalls Line Load Controlled By: Seismic Shear H L Wall H/L Line Load Line Load Line Load Dead V Rho *V % Story ' # Panel Shear Panel Mo M Uplift Panel Lgth. • From 2nd Fir, From 3rd Flr. From'Roof . Load Strength ' Bays Sides Factor Ty pe T (ft) (ft) (ft) hi' k ht ' k ht k ' (klt) (plf) (plf) (ft -k) (ft -k) (k) 105 8 12.75 12.75 0:63 OK 10.00 0.32 18.00 '0.72 27.00 1.22 I.19' 177. 177 -• . NA 3.19 Single 1.00 I .49.09 96.89 -0:74 106 8 - •12.75 12.75 0.63 OK 10.00 0.39 18:00 0.88 27.00 1.32 1.19 202 202 NA 3.19 Single 1.00 I 55.17 _96.89 -0.24 1 207 9 11 50 .11.50„ 0.78 OK 9.00 032- -18:00 1.22 0.81 169 - 169 NA: •_ - 2.56 : Single 1 I 28.42, 53.69 .-034 208 9 11.50 11.50. 0.78 oK . 9.00. 0.88 18.00 L32 0.81 191 191 NA` 2.56 Single ,1.00:r I.. 31.56 53.69 ,-0.06 I 306 8 .10.00 10.00 0:80 oK, , 8.00 122 0.35 • 122 122 NA 2.50: ' Single' 1.00 I , 9.76 17A0 , -0:07 307 . 8 -" '10.00 10.00` 0:80 OK 8.00; - 122 : 0:35. 122 122 - NA - 2.50 ' Single 1.00 I 936 17.40 -0.07 Rho 'Calculation • Does the 1st floor shearwalls resist more than 35% of the total longitudinal base shear? Yes . D66s the 2nd floor shearwalls resist more than 35% of the' total longitudinal base shear? Yes Does the 3rd floor shearwalls resist more than 35% of the total longitudinal base shear? Yes • Total 1st Floor Wall Length = 25.50 Total # 1st Floor Bays = 6.38 Are 2 bays minimum present along each wall line? Yes 1st Floor Rho = 1.0 -- Total 2nd Floor Wall Length = . 23.00 Total # 2nd Floor Bays = s Are 2 bays minimum present along each wall line? Yes 2nd Floor Rho = 1.o Total 3rd Floor Wall Length = 20.00 Total # 3rd Floor Bays = 5 Are 2 bays minimum present along each wall line? Yes, - _ - 3rd Floor Rho = to 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 I Total L Y. 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) • 4g *--- 1.)1\A • Harper Houf Peterson Righellis Pg #: SHEAR WALL SUMMARY' V Transvere Shearwalls V Panell V� hear "4 d Fo 1 " T; , T = ( P tea: 101 . 1560 2 Layers 1/2-" APA Rated Plyw'd w/ 8d Nails @ 2/12 . .1667 ` 102 723 1/2" APA Rated Plyw'd`w/ 8d[Nails @ 2/12 833 ' 103 947 2 Layers 1/2" 'APA Rated Plyw'd w/ 8d Nails @ 4/12 ' - 990 104 947 2 Layers 1/2" APA,Rated Plyw'd w/ 8d Nails @ 4'/12 990 ' 107 626 1/2" APA Rated Plyw'd w/ 8d Nails @ 3/12 108 626 1/2" APA Rated Plyw'd w/ 8d Nails @ 3/12 V 638 - 109 723 1/2" APA Rated Plyw'd w/ 8dVNails•@ 2/12 • ' ^833 110 Simpson Strongwall 111 Simpson Strongwall 112 Simpson Strongwall 201 604 1/2" APA Rated Plyw'd w/ 8d Nails@ 3/12 638 202 604 1/2" APA Rated Plyw'd w/ 8d Nails @ 3/12 638 203 1183 2 Layers 1/2" APA Rated Plyw'd w/ 8d Nails @ 3/12 1276 204 Not Used 205 Not Used 206 Not Used 301 275 1/2" APA Rated Plyw'd w/ 8d Nails @ 6/12 339 302 275 1/2" APA Rated Plyw'd w/ 8d Nails @ 6/12 339 303 277 1/2" APA Rated Plyw'd w/ 8d Nails @ 6/12 339 304 277 1/2" APA Rated Plyw'd w/ 8d Nails @ 4/12 339 305 277 _ 1/2" APA Rated Plyw'd w/ 8d Nails @ 4/12 339 NOTE: 1) This table is a comparative summary between the wind and seismic. loading. The values above are the minimum requirement to satisfy both wind and seismic design loads. Harper Houf Peterson Righellis Pg #: SHEAR WALL SUMMARY' Longitudinal Shearwalls Panel Wall Shear - ; �W = , Tyke ' 4, -, or inn . Simpson - food or -: .. , ibm, y .: , P .,x t � Ai" , ,, "fib " -,.' 5L3itpF+�'x e N . , `Yl:?; e...0_'' ,, , ,„, ,, l, .::„3 i- .. , x R,;. 14,-.W, e, - € - L.`v, g. * e If ,- - 4.,, , .'x ,,,: s', , _iSi T ssY ',cy '2.' ^ ?kY';.. . , i .4, r . S,, 105 259 1/2" APA Rated Plyw'd w/ 8d Nails @ 6/12 ' 339 44 Simpson None - 0 106 259 1/2" APA Rated Plyw'd w/ 8d Nails @ 6/12 339 44 .Simpson None 0 ' '�: #1 207 176 1/2" APA Rated Plyw'd w/ 8d Nails @ 6/12 ' 339 45 X Simpson None 0 208 191 1/2" APA Rated 8d Nails @ 6/12 242 � 'S ° Simpson None 0 306' 122 1/2" APA Rated Plyw'd w/ 8d Nails @ 6/12 • 242 Simpson None 0 307 122 - 1/2" APA Rated Plyw'd w/ 8d Nails @ 6/12 242 �, 72 a Simpson None 0 NOTE: ' 1) This table is a comparative summary between the wind and seismic loading. The values above are the minimum requirement to satisfy both wind and seismic design loads. • Transverse Wind Uplift Design • . Unit B 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 101 8 1.1667 5.25 5.25: 2.28 3.14 2.77 8.19 1560 0.1 0.8 0.208 72.42 5.58 2.47 14.54 14.93 14.54 14.93 102 8 _1.1667 3.88 3.88 2.8 2.8 722 0.092 2.432 • 22.40 10.13 • 0.69 4.83 6.50 4.83 6:50 103 8 1.16,67 4.58 8.58 2.22 3.14 2.77 8.13 948 0.1 0.078 0.078 38.40 1.41 1.41 9.20 9.20 203 R -12.12 -2.91 9.20 104 8 1.1667 4 8.58 2.22 3.14 2.77 8.13 948 0.234 0.117 1.632 33.54 2.34 ' ' 8.40 9.18 8.14 9.18 8:14 . 107 .8 1.1667, . 4.58. .. 13.08 2.28 3.14. 2.77 8.19 626 0.1 0.192 0.078 25.36 1.93 1.41 5.93 6.01 201L 201R 6.71 6.71 12.65 12.72 108 8 1.1667 8.5 13.08 2.28 3.14 2:77 8.19 626 0.1 0:078 0.384 47.06 4.28 6.88 5.56 5.37 202E 202R 6.77 7.24 .12.33 12.60 110 8 1.1667 1.25 4.5 2.22 3.14 2.77 8.13 1807 0.1. 0:384 0.078 18.07 0.56 0:18 23.00 23.30, 203E 12.13 35.13 23.30 .111 ' 8 1':1667 '2 4.5 2.22 3.14 2:77 8.13 1807" - • 0.1 0:078 0:'208' 28:91 0.36 0:62 18:87 18:76 " 203R -12:12 ' '6.75 • 18'76 1 • 8 ' 1.1667 1.25 ' 4.5 _ - 2.22 3.14 2:77 ' 8 :13 '1807 0.1' - 0.208 • 1:424 .18 :07 0:34 .1.86 23,17 . " 21.99 "' ' • 23.1.7 21.99 201 9 1.1667 6.79 9.79 3.14 • 2:77 5.91 . 604 0 -172 • ' 0.848 - 0 •39:13 :9.72 : 5'02. 4.90 5.32 , • 301L 301.R 1.45 • 1.40 635 6.7 .202 9 1.1667 3 .9:79 3.14. 2:77. 5.91 604 0.1.72 •0.848 0.156 17.29 .3:32 - 124 5.10 5:51 - . 3021 • 302r 1.67 ' 1.72 6.77 7:24 203 9 1,1667. :. 5 '5 _ 3.14 • 2:77 . 5:91 1182 0:172 0:848 0.385 5642 6 :39 -4.08 -- 0.52 • 10.80 303L - 303R 1.61 112 12.13 - 12.12 301 8 6.88 10:09 2.77 ' 2.77 • 275 0.252 ,0184 0 :468 15'11 . .8 :61 . 9A8,- '1.45 1:40 . , 1.45 1.40 302 8 3.21 10:09 2.77 2:77 . 275 • 0'.252 0.468 0.384 7.05 2.80 2,53 • 1.67 1.72 1.67 .1.72 303 8 5 10 2:77 2 :77 277 ,, . 01252 •0 :384 0.858 • - .41.08 5 :07 „ 7144' 1:61, 1.32 1:61 1.32 304 . 8 . 2.5 10 2:77 ". 2.77 277 0:112 • 0.192 . 5,'54' ' . 0 :83' ' 0 :35 . 2.02 2.13 ' 2.02 2.13 305 8 2.5 10 '2.77 - 2:77 • 277 ' '0.112 0.384 5.54 0. 35 1 :31' 2.13 1.90 2.13 1.90 Spreadsheet Column Definitions& Formulas "L = Shear Panel Length', H= Shear Panel Height • �. Wall Length= Sum of Shear Panels Lengths in Shear Line l V. (Panel Shear) = Sum of Line Load./ Total L Mo (Overturning = 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 B 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 101 8 1.1667 5.25 5.25 0.148 .0.795 1.257 2.2 419 0.1 0.8 0.208 19.99 5.58 2.47 3.15 3.74 3.15 3.74 • 102 8 1.1667 3.88 3.88 0.331 0.331 85 0.092 2.432 0 2.65 10.13 0.69 -1.91 0.60 -1.91 0.60 103 8 .1.1667 4.58 8.58 • 0.231 0.8 1.277 2308 269 0.1 0.078 0.078 11.15 1.41 1.41 2.42 2.42 203 R • -2.99 -0.56 2.42 104 8 1.1667 4.00 8.58 • 0.231 0.8 1.277 2.308 269 0.234 0.117 1.632 9.74 2.34 8.40 2.18 0.62 2.18 0.62 107 8 1.1667 4.58 13.08 0.148 0.795 1.257 2.2 168 0.1 0.192 0.078 7.00 1.93 1.41 1.29 1.41 201L 201 (part) 1.17 0.34 2.46 1.75 108 8 1.1667 8.50 13.08 0.148 0.795 1.257 2.2 168 0.1 0.078 0.384 12.99 4.28 ' 6.88 1.14 0.85 202L 202R 0.33 1.35 1.47 2.20 110 8 1.1667 1.25 4.50 0.231 0.8 1.277 2.308 513 0.1 0.384 0.078 5.80 0.56 0.18 6.88 7.32 203L 3.00 • 9.87 7.32 11'1 8 1.1667 2.00 4.50 ' 0231 0.8 1.277 '2:308 513 0:1 `. 0 :078 0.208 ' 9.28 0.36 • 0.62 • 5.89 . ' 5.74 • 203R, 304L -2.99 • 2.91 5.74 112 8 1.1667 1.25 4.50 0.231 0.8 1.277 - 2:308 513 0.1 • 0.208 '1:424 5.80 0.34 1.86 ' . 7.13 5.36 7.13 5.36 201 9 1.1667 6.79 9:79 . 0.795 1.257 2.052 ' - 210 0,172 ` 0.848 0.156 ' • 13.83 9.72 - 5.02 , 0.75: . - - _ 1.37 301 L - 301R ' - 0:13 - 0.20 0.62 1.17 202 9 1.1667 3.00 9.79 0.795 1.257 2.052 • 210 '0:172 0:848 , 0.156 • 6.11 3.32 1:24 .1.04 • .1.66 3021 302r 0.11 • -0.32 1.15 1.35 203 9 1.1667 5.00 5.00 0 :8 .1.297. 2,077 415 , 0.172 0,848 0:285 20:18 6:39. 4.08 2:89 3.30 . 303L 303R , 0.11 -0.32 3.00 2.99 301 8 6.88 10.09 ' 1.257 .L257 ' 125 0.252 • 0.384 0.468 6.86 8.61 9.18 . -0.13 ' -0.20• -0.13 -0 :20 302 8 3.21 10.09 • . 1.257 . 1.257 125 0.252 0:468 0.384 3.20 . 2:80 2.53 0.21 0.29' 0.21 0.29 303 8 5.00 10.00 1.277 1.277 128 0.252 0.384 0.858 •5.11 5.07 7.44' 0 :11 - 0.32 0.11 -0.32 304 ' 8 2.50 10.00 ' 1.277 1.277 '128 ' 0.112 0.192 • 0 • 2:55 0.83 0.35 ' ' 0:72 : - ' 0.90 ' 0.72 0.90 305 8 2.50 10.00 1.277 1:277 ' 128 0.112 0 '0.384 '2.55 0.35. 1.31 0.90 0.55 0.90. 0.55 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 (Q 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 b Shear Controlling Total Holdown Holdown Good Control Total Holdown Good For Panel Case Uplift @ or Strap Type@ Left For ling Uplift Type@ Left Left Case @ Right k Simpson k k Simpson k 101 Wind 14 :54 Holdown HD12.wDF 15.51 Wind 14.93, HD12 wDF 15.51 102 Wind 4.83 Holdown HDQ8 w 3HF _ 6.65 Wind ,6 :50 HDQB'w 3HF 6.65 103 Seismic -0.56 Holdown HDQ8 w DF 9.23 Wind 9:20 HDQ8 w DF 9.23 104 Wind 9.18 Holdown HDQ8 w DF 9.23 Wind 8.14 HDQ8 w DF. 9.23 107 Wind 12:65 Holdown HD12 w DF 15.51 Wind 12.72 HD12 w DF 15.51 108 Wind 12.33 Holdown HDU14 14.93 Wind . .12:60 HDU14 14.93 ' 110 Wind 35.13 Holdown None 0.00 Wind 23.30 None 0.00 111 Wind 6.75 Holdown None 0.00 Wind .18.76 None 0.00 112 Wind .23 :17 Holdown None 0.00 Wind 21:99 None 0.00 201 Wind 6.35 Strap MST60x2 8.11 Wind 6.71 MST60x2 8.11 • 202 Wind 6 :77: Strap MST60x2 8.11 Wind 7.24 MST60x2 8.11 ' 203 Wind '12.13' Strap CMST12x2 18:43 Wind ,12 :12 CMST12x2 18.43 301 Wind 1.45 Strap MST48 2.88 _ Wind 1.40 MST48 2.88 • 302 Wind 1.67 Strap MST48 2.88 Wind 1.72 MST48 2.88 303 Wind 1161 Strap MST48 2.88 Wind 1.32 MST48 • 2.88 , 304 Wind 2.02 Strap MST48 2.88 Wind 2.13 MST48 2.88 305 Wind 2 :13 Strap MST48 2.88 Wind 1.90 MST48 2.88 M I • • , • . :: _ _. . ._ . - - - -,- - • . , : , . . _ ., . . . . • . , .. . . .. . • . . • _ _ _ • . . . . . . . . „ . .. . __ . . . • -•-, 1'-‘: :*:11-411 vite t-'15 ..f0 . :,..4..i#:„0-A.` , - 70:‘ • -.- H ---,-.----,---* - iite , 11? - , - 1 • ',-. • ••- - 7- 4- -Fast-'tV't . iii:••:•6 . : •41 - - i - ivc . • -- %1 \'' 4 .f . . • ,„ 4.! Kq iii-. . 1--E "-M - '''W ' 1 c.: Q : * 0 -, a. A ‘ 1 i ;. ' • " l‘ . . ' '. !! - ! 1 ' ' '. , ' • ;';' ' i, - ,, a .3 .sAbl1 t ' -? '4 i6 "ii, 'T - 1,4 . . : 43 j (Y - - - .--.' ' - KI1 t>(NnS =_- tt1 41 , • .,. • , - - - --- - :- ' - ; -:— • -' . . -: ' i . • , ' '-, - , ; ! '.:.'-.7 = . A . " :, .: ; . • ; , , : . . ! ,-- I ' "' - ' - : - ' - . ' . 44 6 ki 5 r> -' ' -.1 . ' • - I , \ * V - ' I ,, ,,,,, „. .. . . 4 - --> . • *J--t_ , ' \ k \ : - , - - :.. - .,_-; - 5. 5 ' . '''• - .--. - . t•,, c.. . • • - I Q V\ : 5- -,- --A-. , \k,9 --- ' 1- ; - - - •"\ -1,- -VM:r . - -- _ ... . : . : - . - -: -- - - i- - "VII; % - • - -! - - --1-- :- • - ! --,- - - --- . , ., • .. . . -.17 S11 7- ' 7 0.1i -, • --. 3t - 01 - - - ..- -, 644.1(. --- ' 4 'I crl, $c 4 - 'ZW: -. - ---- .. ....7, - 4) ----- i -44 -.. fik." . 9)6 - q 1 il i:.1. 0:: ' *tgq.:ICS • r ' it . s. , tt Z. c,.nSS ' , , U' - ', - c-i - q(Pi , o.;I: ! ; -A. ct; scr:' o'.. .,. #. - • .' k - i - H - - 0■C 4,..TVtiTtsN- S s -- . - - , . 1 ,1,. \,-- -6 • TAAdi 4c . . . i . . _ ._ . , , . -• - -- A s ic 4 Vto --- - I 61 . .. . . -t-- - !!!' - ::b : " e: '; ' ------ )c* . L6?0)( - , %\ - D - \j - 01. . • . , . . .. - A4 c 9€.• - L'zx.:21.„ Q' 0 OA t5(17.,00)(,. e1 9" ' : ' • ':, T . c -TT. s4 - rA - til-t7 0 ,c 860 -- , M , 1 ' — ' •..- ! -. sd i - \ %i tt - (ti o , -- y„1 - 1.:6, 1 0Xy ti NI 4, t$i(YRIStaro)(19rco . - - ; - i i . ! . • : -q 1 , . . - i - • •-,-,c , , ,_ a kele ) XY‘P t5xp : : . • rT, n ' - kl - kim ' -- - m ! , r t)2! • \ , -;!-- c bl)h- !c(..strY0)(,' tj)c - - iu 0 fj_ 7 1 = ic:r..1 q )c(?,A cy -44: cscyo)( 4;(( - a g Xti - - Vb . ))t , - ' - - 0 .1 z - s, 3N A u.s N6 ' (-7 - 7.1cAzi - 91; - 1 1 •i0 - 0 01_14.ri2,1 ts , . . . • _ _ _ . .,_ . _, . ... . ,. • . . .___, __ ' :.1.3170L1c1 . — , ON SOF o\ue \c'\cL :siva . i • ; . { . . 0 • 0 • CO 0) -- , •,.. , ;,-------4 , 7-7,m•-• , .. -,,,,, .. 22-=.,, .k•Stiliag• . Ai ,,.1. 1,4.: . il - . il ,'• ' 14 tt • • '44".i ---• •,' 0 : , N •,'... 1 1 , - . G ''41 • : 0 . • . ' i!j ;I••-.- . • .• vt . A , • . . al , .k i ..,,„... . _ ... tv.• ' . - ,.11 . • • • '.'IR ..,.., ,..„ ,.. ,,,1 . . . . ., . _ . . .....__ . .......____ ._... . •I . i` . 1 • . 1 . • • 1 1. I • - . I i . , • • . . ' .. 0 . . . ,,.., . ‘\2. . . • o 0 • - . , . ID ID 10 1 ,..;'_ 1 -, - • , ; f't fe w 1 v.; • t, N Cl• f• ; ,......0 P eq. , ..'4 . _ .. . 1:1 1 — ' --- • 1 , 1 1 1 "--1--- . _ ----1 .,:s,-c•=.,:5,.:4).-z;,m,-,-IL--, p--....„.r..x.-Amr*, 1: 103 10 I 0 .1 0 C) g- I:46 Lo lYi)) - ■ 1 1 --- ?-\ - 1-5)r Ti-coa,, skio L-fou . _...L.( iey6 _tv:0-016 c:2g. —Q kiNn • • •.• eiti-w .. 0 4-1 • G. . 3...vcs4 . . 1"90e. --!..C . I—oe' 0 m.--5 . ' ' • a.: -. T r 7 l'il ..:,.------- , . 11 • I i l....; 7_ ,.;i: - ' . . . 1 ' li - i:C.il 1 • . • "I .___.1_ __. 1 .• . ,.e..) .L. • . rp, ,....,, . , A. • ...•-z.t„......,41 . • .. . kl - 1 • .. - 14 . ..? - rt • - - --- : V .: . • il , 1 . - V1 id i.1 - 151 • • I. • . El , • 111 tq i,-„, • !...'24 TeUe . \0t H . ! : I , . i . 11 • . 0 30 \ — - ,: T3 e - t 0 r M m I 3 49t ,4i, 4a.. .0 41 r4 2 zi- ,; cc. in • I I I V- I 11 il m ill 0 3o at 7 0 r �' UN I1 ' 3 LEVEL S\ L ' /o; . . BY 1 '1. "., j\ DATE: 9 _. v •_.• - Joe No., „ . . . . . . • . . . . . . ., . PROJECT: • • • • . ,_ Roof alL.:45.11 . . .. . . . .•• , . RE: 1 -ts.1' - c-', QC . f• i blac.:v.-yrA, @ Sto 1 5 ' ' ' ' . • : ... . • 0 0 .._... . ., .. , __. . . . Op-no 0 h) . a. • .. . , . . ... . . . .. . F O w . . .. . . . . . . 0 [ R.t Z. -1445fitil 0,1•) 1 ' - c,.. . ' LC C) 0 Z -• — • — DE 5 1(,-..--It. j . _ 'uji(\J.I) P.ces_5u.te„ . . . ct 0_ z 0 • • • - _ : _.. - 'OE to 5 c...;,.) 1 ‘ le i .. ?LAI E • e .,ri a " u 4 • Z tijN . Luk.r 10434, .Ofc: D 2 . .. . . . ., 1. . . . . • . . 0 . ' C'‘ ZitAW\14 • 1?:1.." k q cei iit I , i 1 • 0 - 0 . . a, 1 t U_21:_. — 0 = • F- 0_ \I rr-rX = t, 14 • . -...=._. .. ..,,,_ . , ...,......- . _. .._-...... .„ - - II..e. 11c, .....—...—„,, 1 4;,(3S.A . :32.5 N ) - -, --- t- -"--- • - 1-1k3 1. " ' 1 . . S Y .z.°. ..V.' ...0„..1.? , y.2•Ati 42- , . .. A ( s: \ .. . _ O z2; :1 . co ( 6q1e2... :- ruc _ _ ..... - , • ,,,,, _,..=,.. i. f.-.... ov 6 A z• ., LIO - - -, --.)t: 7 ,-t,l, ; , 1 • • , • . •-,., , - , 0, ... ..., ; ...., ; N(.. \ f \-)\ • 0 . ...) . . . . • . , . . . , . . .. • . ' . • . . ' . . " . . • • . . . ' . . . ' - . . • • • . . . . . . . • . • - - • - • 8....__L.-2,.b... • , 1 k BY: A DATE: 6- \ 1 ...„ ..._ . VO JOB No C ki . oct 0 , l . • PROJECT: RE, OpT la to _ 2 . " E o . • r-,,, • 1 .• .. . . . . .._ . • ,.) 0 2t,10__..1- li Z (--‘, • I. . ,b0,\\ oory. 73v-D • 0 . H w 0 2 2 ,:., i -, ,i • L i i E Tf p , J.J.ii - ,A, - th On 7..ro1r .Li 0 _1 i \ A a \ -)( '1 1.0 ki,...,?, r C ..o.o2er\IIN9 ct < . i 0 . o z • . . ._, , . DJ 0 7 k.•,\ ) kr\-d •!pc.e..s. 7-- .a.0 .,; p , , i__0( c..c\ \\Y‘, \ \L op . o 1. < z- I .._ - • -. T Z 2 ui e, 13 ,_ ,L1,:tit4,T) A Vit D e) .-. • . . 1 2 \ *1 - galliellOPSIr # .6../ 0 • Ir 0 I nnOtitt. Z.:, 11L4g Lt_ Z ', ,,,,,, 4 . • '1 ' • La 1 II \ 11 i E 6 • . -,,3 l i I i \ . .1 0 I • It1 = (I. .... .6.as :1,J-A • 1% i ..1?..- -1.-• ..) r- \.3 C'' ,-- le , 1 i t ...i,. c. -%, s = ( T... i ,==, -... 1N-A• i ' kl • . ' - ,, - -I— r.. si 1, - - - --' - • : 4 fa- — 4 — .1,!*4 0 F.2, ' •.. • .. 1.) „,• . . .. • . . - . _ AA :..-, 1 -7- _6.a5, te .a.Lf...s(.0.,5-4e) 4. ‘:?,5 + a 9 L c to, bl-c 11- ,,, „li,„, 4. 0 t Q , t,b ,.t . 0. 4-- :`"; 3.6 :.+- .0 . ._\ti■ _-z.--:__1 e,... IcliVe4 #T`t)(il:\ 6:45 _77.... 146-9;- :Pb1: ------- . 1 . . . - 4 1 4... VIS . I\ - • - " • 7- (o 5 . 0 \ ..'bli:0)( i . ( . ;a_si -(0. M , -‘,--) 0 t...sL_ i?.s 47 , 0 • WoodWorks® Sizer ' • SOFTWAR FOR WOOD DESIGN Unit B,- Front Load Woodworks® Sizer 7.1 June 28, 2010 10:52:50 • • COMPANY PROJECT RESULTS by GROUP - NDS 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- 2x8 By Others Not designed by request (2) 2x10 Lumber n -ply D.Fir-L No.2 2- 2x10 (2) 2x6 Lumber n -ply Hem -Fir No.2 2- 2x6 (3) 2x6 Lumber n -ply Hem -Fir No.2 3- 2x6 , • (2) 2x4 Lumber n -ply Hem -Fir No.2 2- 2x4 (3) 2x4 Lumber n -ply Hem -Fir No.2 3- 204 Typ Wall Lumber Stud Hem -Fir Stud 2x6 016.0 Typ Wall 2x4 Lumber Stud Hem -Fir Stud 2x4 @16.0 SUGGESTED SECTIONS by GROUP for LEVEL 3 - FLOOR . Mnf Jst Not designed by request . landing Lumber -soft D.Fir -L - No.2 206 @16.0 406 Lumber -soft D.Fir -L No.2 4x6 • (2) 2x8 Lumber n -ply D.Fir -L No.2 1- 2x8 1.75x14 LSL LSL 1.55E 2325Fb 1.75014 By Others Not designed by request By Others 2 Not designed by request (2) 2x10 Lumber n -ply D.Fir-L No.2 2- 2x10 • (2) 2x6 Lumber n -ply Hem -Fir No.2 2- 2x6 (3) 2x6 Lumber n -ply 'Hem -Fir No.2 3- 206 (2) 2x4 Lumber n -ply Hem -Fir No.2 3- 2x4 (3) 2x4 Lumber n -ply Hem -Fir No.2 3- 2x4 Typ Well Lumber Stud Hem -Fir Stud 2x6 @16.0 Typ Wall 2x4 Lumber Stud . Hem -Fir Stud 2x4 @16.0 SUGGESTED SECTIONS by GROUP for LEVEL 2 - FLOOR • Mnf Trusses Not designed by request deck joists Lumber -soft D.Fir -L No.2 2x8 @16.0 Not Jet Not designed by request 3.125014 LSL LSL 1.55E 2325Fb 3.5x14 , 4x8 Lumber -soft D.Fir-L No.2 408 3.125x10.5 Glulam- Unbalan. West Species 24F -V4 DF 3.125010.5 5.125x16.5 GL Glulam - Balanced West Species 20F -V7 DF 5.125x16.5 (2) 2x10 Lumber n -ply D.Fir-L No.2 . 2- 2x10 4x12 Lumber -soft D.Fir -L No.2 4012 3.125x141) LSL 1.55E 2325Fb 3.5x14 ' (2) 2x6 Lumber n -ply Hem -Fir No.2 3- 2X6 (3) 206 Lumber n -ply Hem -Fir No.2 3- 2x6 636 Timber-soft Hem -Fir No.2 6x6 (2) 2x4 Lumber. n -ply .Hem -Fir No.2 3- 2x4 ' (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 • deck joists j42 Bending 0.41 Mnf Jst Mnf Jot Not designed by request landing j46 Bending 0.17 By Others 3 By Others Not designed by request 4x6 b25 Bending 0.87 (2) 2x8 b7 Bending 0.21 1.75014 LSL b14 Bending 0.57 3.125014 LSL 621 Shear 0.41 4x8 b20 Bending 0.04 By Others By Others Not designed by request ' By Others 2 By Others Not designed by request • 3.125x10.5 624 Deflection 0.83 5.125x16.5 GL b26 Bending 0.21 (2) 2x10 b15 Bending 0.93 • 4x12 b22 Shear 0.16 3.125x141) b23 Deflection 0.09 . Ftg Ftg Not designed by request (2) 2x6 c2 Axial 0.34 (3) 2x6 c64 Axial 0.59 6x6 c36 Axial 0.77 (2) 204 c25 Axial 0.35 (3) 2x4 c44 Axial 0.84 Typ Well w15 Axial 0.28 Fnd Fnd Not designed by request • Typ Wall 2x4 w40 Axial 0.33 DESIGN NOTES: 1. Please verify 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 NDS Clause 3.3.3. 7. Sawn lumber bending members shall be laterally supported according to • the provisions of NDS Clause 4.4.1. . 8. BUILT -UP BEAMS: it is s umed that each ply is ingle continuous . • member (that is, no butt joints are present) fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top - loaded. Where beams are side- loaded, • • special fastening details may be required. . 9. SCL -REAMS (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 NIS Clause 15.3. . . 8,6,,,, . . WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Unit B - Rear Load Wood Works® Sizer 7.1 - June 28, 2010 10:56:39 Concept b24Dde: Beam View Floor 2: 8' Ea 105 . _ . .. ... ::...,__ . . :':""::: :::: : ti -: -:":-"I';....:..:::.....".:;;,:::---;;;;;--H-2.-"-::: ::: • : :.;... ,.;,•:: ::":',..-; ::....:-:: ..'..:r.:-::*,:-.::::: •:: :: :: •:':' :::•-:-:".;":"--::::::: 4/•-0" - ..•.:::.. , ._ j .;..._,_•_. ••, . •! '• : : . ' ; : .- ; ; ; : : ': : : : : . . - : ',. : . ; :-:, : • : •: ' : ii •:: ,.•': ;•'. -.•:•••••••••::: :- - - •;.', •:.; ; :; ., ; . :,. ; :•_ ; -.. : fl 0-0" ..:-::_.,..:-.;..i:: ;;; :: •••:•-:.-.7.2:7::::::".:::-;-: :1- : : • Y: •H' : -•..;'...:: i::::; :;.••] ::: :: ...:- ; "- • .•:•• •.• - • ".•:'- :- -- 14.-0- V 0 - r''' •:•.f : --:;.. ::::::::"":":7-1";*;::::..TH.:::.:.-:;-.'4;-11:4 - • - • - ' - •--', - ;." • ' ; : 1 . • . : : • •.' '1 j, : : • • ;"::.•: n• - i :" • :,,,. ',,. : i - • : - • 44 •-_ :::•,.:. • : . :: .:,.. •• - 7•: -- .7 ,--: -:.-:--:-:••::11::::::::., ,••:_ _, j • " > . ': :- '' ' ' ...;...:.'.- : .:.;: .! •: ; .• . :::: :: •... : : ; : .: • • :. ' • -- ' - . • • 4,5.-0- :-.■ - A ,-,;:.: --••-•-------• . • .,_ :_:::-•::::•__.:_-_,.. . .,, , ;:,:: , .! ::..-... : ,:.- ...,_ . i.-, :.... ... - -: --.---;" • ,:,------,.•,_ ._: :......:.::-..... • 4 - -ID' -- ,-...: : .•.. -..., .":-.,:, . ,,, , : ., r, 7.7. ..,:. : - . ,,;' . i , „,,,-. i '.._ . :.:,...'. ., .:. _...,-.. . if ; -: j --,_',. _-..;_:-.-..-.::::•. -. E L :. ',::,_ .1 ... .. i .: . ........................................................................................................... ': 4 ''''' .':':-.-: : -i± ' " '1 ': :::- ... ''.- ..... - i 00- :!!. "Y -•- ',-•.,.• • :• ••-:'. • ': L.: ; :: :-. ::-...H . ...I. -- "•r - ' .. •:i•' :. . ii.',-:--f-:-,;..'-.;--;.;.H.:.:.H: . ' . !'.•'•'• ' :-:-•,•-:.:- L:', 1 ;i:,:,,..:- :,•':' :: • ; , ..00 . 01, . 11 • ,;:i ::,; "'.. ' -:: `•• : "•,.. •,. •:: .•;•••••--••••.; :::'...:. i.;,H.,;:: :: :: ,•.:'...::: -.. '•-.-.',,-:•••-.-;--:•:•:-.:-•- ................................... i .. .. :::, ity ... 0 -• , b••• • ••• - '''f. i !•:,'-':'•-•!--',. ,--.: '; :: ;: '•:• : ,..;••:::.::::: .: --. • : -- -•.••,•:•7:•..._-,_•:.7!',,;:::-1 •.-....:- :::.: ''. '...; -:.:-',.'.• : ;"-::: .;;;. 7-7 '-'-- - '-: ..-. ••••:----•'..: ,-,-.•.,:•-' :f .:::::] :.. • ;;--.--;:-.•.',.• -ii;:l•-•,1%----.7---:::::.:-..::.:.:.÷ . '...:'.:--*---'-'..-.,.._;;;.::::.--:;.: — — i•Y /74.;,•:-.1,::,F, .i;;.";., _'_,_:_,_..,,,,.., _;;;...;' _ . : ' !.., , :., ; • . ,: • • • ' : •! - •• . • :; : ' :, ' :, ; ,,,,; -; ;;••••,-,--1-::•--: .. :-:- .. :;-:::.7.1_.: :::::::::.:-. ..5Z• - 0' ''•••••"•:, • ..- •'.••• •• -..". • •,-,:-.•-:--:: .. ' .5•1•-0- J•2• - ,''...'-'!--. ",,,;„ _:::: ''' — —•:•-••' :;.••••-', .;. *' ''-• . ;,, ; ..-: : H" — •• 'f'. ::::.. - -- - ::::-: '•. , '- - A.Yt: ). ' • :. - :••' :: , .. ::',•:' •-•!: f !, ..:•.. ; :. e.3;-0- • Id ,1•:.•:: . . . :::••' .' ; : .. ..; :•••• ;-;"-• 7.-••:: '' •: •, .. -. ; ., ,' ; ::'•: ".,:.; : ::... "-;;, ..,... , :: ••••"••.; : /0.77::"...i.•,.:4:. ;:.•:,...:,_.-...:.:_::-:-:- ,:!_ii 1.j_::•_:: ::...] H •-, .:-.: :;, :-..... . ' .: :, -.. -::•• •••••. .: - • ..., ,, ..- ..:- - ]; .:':: .: :: ----: . H-:: •::::"::: 7 LO 0 - " • :_: -..1Fs ;::1":--:•••C•••i-"-;.-•,•:-• •::' :-.*:.-'•..--'-'.......::-' :-.!.,-.,': *:: :•'• -"-'• -:" •: i:-: ;:::.....H. .:••- •.:H.: 1 : •,.. ,•:: •:•-• -,..,.:......•:-; • -_;..,•;',.:...;; -;'- ..:H. ;1 ::'••::,••:.- '-''''.-•,•.-• :-: ::.:: - ; •• ::.••:.•:::E.-:'•;' •-•:,.: ::::: -....;...,..,... ,;::::•:1Tt-•:." - : ----- -•: . 24-0 1 10-- --..i.k.,,,,,:1;-,•:, ::::: ,.. ::: :_..„- : 7- . ...,:._:.::::. • ;::::. • :t.,•:..•-•---,. - , •,..;_l• .: .; r zj•_.:_ '.- - :: : :.. i .; • ; : :: :.: • , • ••: • • ; ; :: '. :. - ,:, •- .. •'; - • r•! 4 ;' ..•, '' ' ..' '::--_•:. ,,:.. • . .Z.,..5' (14._ _ . ;:.; • L:- .. - • _:. : ]•'' .' " • , •-;. - H-1-."•:•-.'•::::::••••_!--; ,---.•::::-----T-•;:--:::-:.;:f.:1;:'-.7;:;:;.::: •-•:-•:::•.:!..-: • '. : ... ; r . ,: , : -: :..., :: ., •:-.', • : :--. '!:::"-- !:: : ::' - f''. . :•,••• - Z2--0- •:::-•: -..--:: . _2::::_:•: :: ...;;.,_,EE_ ,.,, - - 1 :: ',. : ,-.]-]--':"--,:. -' .---:-.•-, •.:, ;;.-.; :.r::! :.•••:.•:•':;::-• ''r :.-:.:.- Le: -...:.:!:,-;',. .:-:.:......H.L . :: : ...-1•::::::;:::::::•4'--4-j--41::-:-1.-•:-:::---.....::, i - .•.•,-- ...: '.: : ..1 1: ., ,..; i --::: :::. 21) /.1--•-r:1;Tr:::.,,, :__::-.i.H--;-',.--.1:.--•::::. ':::',•-,....-:.L: :: . :.] . ,,. ' .;• :; -•; .'. ' --:-.' :: '; ••:. •,-.:. f'.' '-= - i ..-!. • ',..: ;r; . . - ...-1-;:-----••••••• -1,..t).. (t.-1.----..::iii:,:•' '.•.-:...J...',----'1-i-',,-:;- --H::::-F-2.-":::•,:,,:.----::-.._:. - . - . 1 ' ' ::: ' i ' ' -- I ' — - I o 1 0 -b ". : . 1 . •; . - .!: . i ;• •'• '; ..; • ; : - , : ;1', i : • r; ; --;---.-':.*.*:'-..--"::;*.:--':::" -2.2.'-'-'2:"::::::::::...':::;:.::::': _:*'"'''-::::::: 1 bb• “..;,-:-:i..i.: .1.::, .,„ ; :•• '.-':-',--:-:-.-•:---,:- '.-.-..!....,.,:-::.•:••-:-.‘ . •••• . .- .. :::::2-.... .: '':- :-'••••::::: ,;- • . "" ''' ••• :: -.: --------- -- '' ---- ltp. b0-E., .-, , .•.'. ,...,.!! ,•'''r • ;:; :;:....H..:•:L .,1 1 7: --------- - - ,; .. • - ; ,..,;:, ;, Th:', tr-.:..,•-• .... 7.7.7.•:•.:1--'----•' '• • t)t). , ,,,,, r , . -.-.-`,,,.--:-:-,:•_•,•, . L - : i : , ...•.:- .:. • • ; : : • • ' • ; • •• : ; ', • : : : • : ; !,: 7 -•-::'': ..;-:'.:-'.4- •::-:-.-:-:---!-•:- L :1_,; ..,:-•., •,, _ t4I.. . j: i ,..__ _:... . _ ., . . . ,_:____,_ __, , ... , , EE . . . ,. ... .._;,..•., _.:, ! i.... _ . ....:..._;:__-: . ... .- ; • . 1 1 ! ---? : ;:.. 0 ,) , -•,-, LI,.4,::.,:_,,,-;.;:-1::.!..;_0z1-;--,: ..,...: ': ::••: -.! •. i; :.: : •-•:-.; .. . ]::• : . :::•: .'. - :: -' -•,--1-H--- -. lu.7b. 13 •, • : b26.;:,;.-,---_-_-:-;:-.:,-:..-,:_;::.-, ..', ,:; :: .-; :; •..i .:, - :-:=,-- :7 • -• • : i - • 1 --•::.••.- - : •• •- -- -, - : '.....: ..•; ',- : : :!...: i 1 - .3 -1 : ...' 1: '.. . ... • - ''? -, • --b2ogi ........-...--. :•-.-:-,:- -•,--.:----_:.•_i.:..•!-' '- ---; - -; :' ....-..,.:. • ,.,.; .. -- :f . ::. •• .:. •,• -, 7' .7 .•••• 1" - • - - - - ' - U . ... •:.:: 7,7 - 7; :•-; - • . .- ,- - .:4-.- •-..-,--...,.._:"::::. ';'-: ' - l' • '-':---.;'-':..;- ''': : . ': • ; '' - - 1. - `-'-- • -; " . ' ' ' ' : ' : - - - - - - 1-b- ... ' • , :,..L , . , • _ i : .. : :-: ...... ...... I . : ! :1 ; , ' - - `-°.-:.. . '- . : .:•!: • • - ' ' • - -; r = - '-:- -: 1._ :.: . - , : ] : ." ''' ....,,,•••:7,7•:::7::::,,,;_ . ---- : ;! : - , , • • . - , - 7 - - , T ,, - - - - , ., , ,..::::.:::',.: --•--, - L.. ..... . _ _ . • • '''. . • ' • ' ' • • • ;, • ' - : : : :, !.• - ; - : :''• :: • •'. , - - - --.... ,::: 2 _ ,:, H.. ..... • ••= : ' • : , . '' ' '' :: • : • • ', : : • ! 4 - t . .> , CDC 2 D 4 C , . . DDDODDiODID'0 : 4. D ,.. D;D , C , D DO DD DE,E,', .'; ,: . : • - • - • ' • • • • • • • • • " .... ., :_EE 7 0 2 4 6 8 aRBGCce, c cc r - .':'.;::•:: . ;:; : :;--: .1;.;- : . , .. _ "" :: ::: ; • ; -; • - -•;-.-:._...._ . , • : ; • , -- . • .. - : - • ; :: ; •;;; _ Em 2 8 6 3 6 2 ; 3 ; ‘ ' 3 6 3 8 ' 40* 42 44 . o 48 50* 52' 54' 5658'60* 626 * - " * - . - u -t) 0 234 1 1 2 E3 4 ;66 6 -1 8 ja?-7-,;;; I ;f; • . • . , , . • - . • . . • • • - . . . . . . . . • . • WoodWorkg® Size,' SOFTWARE FOR WOOD DESIGN . . Unit B - Front Load WoodWorks® Sizer 7.1 June 28, 2010 10:04:32 Concept b24ode: Beam View Floor 2: 8' • , Mi RV . ... .. ..... - . • -• 496 i 04, i , : : , i • . ; i : : '...!: ; ; :: : • . ; : ; : • . ; : : ; :::. : ; ; . - • • : : : : : • • ' • ; • • • • •• : • - : : • : : . : • :. • :': • - : • : • • • : • • "; :: : • ; • • : ''• • , i • t - • • ' ; : • ' 7 : ' 7 •.• ..4 :•;:. • • : ::::::-... • ._• .•:-•••:-_--..: : : • : • ::: ,-:.• : • : 4 • v: : . -: • •• •• , ';" : • • : v: :•-• : :- •:••• •• . • • : ' •.': • • 1-: •••: -:: ..:"...::-:- • •-; : • - - - - 40'40 lui.. -:.; . ..; • : : •• 4 • ; • • :-: :...;.: • . • "..,.•_:.: .; • ,; ; . •.•...._-• ,., • : -::: . . -: ,, _ • : : - .. • • • . • : • • , • • . • :.; • : • ; : . • 4 ••• • : : . :::: : : : • :; • ' : • ; : • : . : : , : ; : • . : : . : • -: 1 44:4 • 4 ' .. • • : • -,. • • • '•,. .„v.-._ : : ••,.; ::•i,„• . • ; ••• • . •-•••.; ••-•• v;.: .." .. • . 4: .. ; . 4 - p.• • : .. • ; v..; ; . - :. ,.• . : :.: 4.: :_:.• • ; • . : • ; .. : . :; : : •.::. :. : • .. ..,.: ;:.4..: ::: .;_•.• .:: : ', : .1. . 1: • ; ;.; ; . • . : . : : .;..; .: .: • „:: . :,-35 .;.: : :: . ::94•:::. .:: ::::: : ::::: .: •::: :: -: ::' .:: .1 .• : : ::•:: :: :: :: ••. .:.'•• :: 5 r-6 :•::::,,•,•,, . : ;; :i ; :. ; : .-: :: :, i • . ; :-. .... -; - •E :-; -: :- :: : ; -: - -]; • ::-: : : :: .: :;-: :• ; : . : ' . -:;•••;: :• -;:; :.; -: ; : : , : : : : - - st,•-b- b . ,......, , _.: .: .,: _,.: : -.:•,. ::-,-• •:: : -::- i•-• c::.: .:-:.-:..•:-. . -::• . •::: • ., ::::-.,, :::... :•:•,. 1 :: -:; ..:-...: •;.:: :: :..- -', - ., - - 43 - ,,,..,, ' • r :: • : : ; : • .: : : :- : : - 1: - ; - • : : ' • • • , • ' ' • • i• ; • • : • : • : : ' - • :" • • • : - • i ' ; -:: : • : • ' I; ,.: • I :: : ' :: :',.. • : : :: ....:-_-;• • ...• - -- ' - ; • 4• :- • • - ' - v - •-:' - - • • • : • • : V; •'..: . :::•;• ' ; -: : . • ; • ; : : : • : • • : ; :•• :.: ''. : : - . • . • • - : : . 4 ',. :::.•.:."- .• . _.: : ; :::.•:: • • . : .• • ::•:: : . ' • : :. ' ' : • ' . • :' ;' 51 00 - 4: , ,;:"•:: : ,••••••__•.•:".• ::-.: 4.:1:.:;.• ::. 4: :1.;: •:-.-; ::•'•:, :: • •-•• ''' • - • :: -: ; ... •.-: ; :": :- •• - •; - •;:-•; ;:;••• • " : 4'5-0 t54 .....:-.___....,,.. _.,....._,_,......_,...„......:._;„ ..._ 4,4_ _,.. _ ____ ...... _.•_•.;:;.. ..,..:::::__:::::...."...:1:,:.:: f 2 : :,...,....,.:_.:=..:. _:_:_;.'..:.;: : ; 1 : -.:.; . -: ::::::_11.: : :. '. 1 , • .:::: :"•-•:-: - ' - '. '. " • - : = - - " zo ....0.• 66 ; : 4 4 :: •.:„444,' ; • I • ' .1 ., ; :: • •• • : ; 'n - :: • '. '.: : :: • ' : . ,. : i • , :: " ' ' • ' : ' 1! " : • ' i ' ' F; : • : ; • :- : ; ; : - ' ; , -; ; ; ; • :;; • • • !:.: • ; ; --; ; • ; ; ; • • - ; , z a -b 6-z„ .. 4 . 4 1; , :: . ..-.1...._.4 : ; I.. ...:.; .• ..,_ :::::::::::. -•',. . .. . • : ' ' • •',:Z..:s:...:•:::...;... ... : .. ....... _ _ .. • zo -, 4 :,,-; . - -: i , : • - .: . ... : i • '-: - : : . ": :-:::-; : ; . ..: . ; : • -1.: ; : ; ; ; : ; ; : : • ; -; . :: .: ; ; • : ; ; : - ; *.: : .• ; :'; ;.: ;:. ; ;.! . : ! ; : : : , - i :: ; :i •;: ; -:. -:-:-:-•;-:-:••::::;-- -:-:• - ::: ::::;:-. ::-:-:-:::-',-;-:•:;:-:-.-:: -: : : -- --: : ::: :..---;;- ...-:-. : :- - .-- ;-: : ; .::. -:: :..;. -;-:- -....; ; ::-; :.• :::: ;."-- "; - i; •;1•;.i.: -.;..J.;;..-.....: :-.:-.: -. ": . ::•: .:;_ _:: "1: ; _ . :.. J.... L2'-0 • : ; ;• 7 ; ; ,- 4: • . •; ; ; , - 4 :-' : : :: - ; ". • •4... 4.; .: : . , : : • .. ; :-..:: .... ; :.: _ .. ' : . ... : _,..... ".:.....•,: I ::: E. , .. :.: : .:-.:.:_. .. ::'." ,:: • " . •d'i " •-•`?' , • : j • ::! ..--:- : •.'i • • - "' - : : ,• -:•: - • !.•. '1. :.•, , : : '. . • . 1 -... .' - - .'..' ..;. :. i • , ..,, , . E i :: .1: : ; : : :: • ', '• : : '4 - : • : ; ' .. ..-*-.: - , - : - • . : - f5-0 lki • . • :._ _: • .., :: :: • 'v.-- . •;-• . ••-• ---.-:-: .-- H.• ::•• . • ::„ • ..f • ::. ' :: ; ::. ::' •: ' : .• • : ••• 11:--6 1:4) ::, ; : • : : ; • : ; : ; :.: : ; , : • :: : • ,: : :: ': : : '::: : • • .:. ":. ::: .: • • • : • • • : • : • - : • • • ' : •; • • • - ' • • • v v , • - • : : • - • : ' - " -•-:- - V :-.>- : • • : - • , .. - - ; ; • • ; ; : : • ;-:. , , : : .; 4: .; ; • ; : : ; : : • ; ; • ::: • : :: : ; - • :.' : :: ' : ; ..': : : . ::' : : : • : :•,; : : : : : : : • • ' :: ••• • ; • .: : : ' . .: ; ; • . 55" •: - ••••••::-;-:•-::.:-:•••:- 4::: ••;. • -,-:• .•:.-::-::. 1::::4 , ,•;• ;:::::.•':::: :i... -;.:. , -•-: :-••••-• ::•:- : .:::•:: ;;:::-• "::-. ::::::: :•••• :•:::". .• "::..:: :: :, - 1 Sub 00 •••• • ; •,:•:: ::• : -.••,-.-; -::,;: ::: ;,•••.:•: --;-•-•-:-:-: ::.: . 4: :: -4-v.- --:.-::. ::::. :-.••• :: -;:.:••••;-: :: •••,• ::'•-•:::::, :: 0..., ..„ : ::•-•-.: - -: .• -4"v H.:::::::;',-.: ::•_ •-•...:•••::: ". :4:: :: 1- •••••-•.;:•:4::: TTf. /:- . . . • ; : ; : : : : : ; : . : ! : , , -.,.: ,, : : :: , ; , f. .; , f; :: : l f • ' : : ; : ; : ; : ; . : ; ; , : ; ; • : i : : . . 45 _;;,;.:•::;!.; ' : -: :.;:_: :.:.: -.- : .::: - ,:- , ' -. - , :. .- ,:.,.. • , ::, .. --.: ; :,,-- ;;-- - ;, -, ,- . -----;---i*:- -- - ■ - -:. - -,.--;- ---- , - , ,--.: , --i--;-',--- , -.;- -- :-.'-: ...--.---: -: ............. : i - 1: '-...:,--:".::--;--"-!.-..!-•-•-___:.:_.!_:.: ;. . _;:;..: ..',1....;:._.]:- . ...,..,., 0 .. A ' - . • ; ..: _:1;.::::' .. • : • : • ; ' •_. • • • • • : :: - : • :: • • :: • -:. • ".: • :•--. • : .: • :: • 77! :-• • : " : ' • : • • • ... ; . • ' " • : " •'' ' '' • • • ' " • ' : : • ; • • ' ' • • • : ' ' ,•-ty A ' - • y,'- ::- :-:::::::.:HH:: i'-.1....-H.-::-1;:i ;H: :: ;:::: ',;:.-...:-. :-:!... -;;-.--.-': '.: . K :'.',.:-::-.---:,:.-:-;:::,'-:: :,::.-::.: ::: .:: SJ -0 - .1 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' 5658' 60' 62' 64' 66' 68' 70' 72' 74' 76' 0'1 23'4'5'67891.1 1 ;1:1 ‘1•'.1(1 - ,1:1 2(2 2.',22 - 32`..3 , 33:;.!3'IMi4 "4:4=4=4.'4(47414 5!.5:555 • . . . • . . • ' , . . . . • . . . . . . • .: . . . . . ' • • WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN . . Unit B - Front Load Wood Works® Sizer 7.1 June 28, 2010 10:04:34 . . . Co2c60ept Mode: Ccc591mn View Floor 2: 8' 1 050, . • • • ----- . . '' -.'.'..:;•:. i '. -.: : • : , : :: '' : -!. • : '' - • .:: -.: :: - ::' • • : ' • -.' • ,' • • i • '. - '''• : • .- -: : • 4-0 40 I:JU -,-] '• - ;c5T • ; -f cl :'•-• : ; • : : ••• c58' ;-,•,; --•-:"- --- :---- .,-':•- - 7,•;•,::-... :-: ; - : ••-• •:-; -:-..-- ••• •:-; .-.:-; i--•-i- :••:-••-•;••••.•:- •••• -- :-: • ;•:•- -1.- :.;•;-:--. -:-:-:•: .7 - • - - - • 44....0.• 9 ...- --: ii,..,%:,..... ::::.;_;;;;,,;,,,:;„;.;,,„4,,;,,;,0- :. _;;._.;;; - .. ;;;;;;;;;;, , '.....: ; : : : . . :- ...; :_:. . : ; . : - 4s-b • - .: ;. :.: :'•'..; : ': ----:-.: — '-• -•" ' - ' ---- " -.--- • -. •H - : 4 . '-'. ' :, i ' ', :. '...: - ".: : '-. :: ''. : : •-• `•-• - -: ' , :: -:-, : ' : .: .: • • :-. • ‘•-• s. ' . -- -•• -; : - ' 4Z &I- .7i, . _ :: . -: „ i ', ' • ' :,! : . I ..- ..'.. .- ' _ -, -,.; • • .. ..- .... - 4 .1. • 1' t.'"., . . • • • .. .. ... . .. „ . . . t.:} ":1'''. - ':- - 1•:" --'---••• ":::: - :-.:-.''.- -:: ---"!-: • !•-!:: - - ::::-!-.',•--:-:-_-:-;-:-•-:--•':-;,'-. ':':--:-.--;•:-:':•-',-:-•:- - -:;'-^ -- ' &,:i . f :.",-°,-,. , :'... : : ,•-; ; ,.: -:'...:: : • ''..'• , : : '.s; - :' , iyr.-• ', ••. - . r.• : :. • : : ,•.,: • -. : , ,. -: : -.:-:- :: '.• :: -• :. : - . :,. ,.: '.. : .!:. :::•-,::•: .:.,. . • , ..:.-.E '•-: -.: -. '.•:- ' 1 ':- - - '• .: - '..-: -:..:: :.- : • i < ::k ;:::•: :H.:, ;: ,:•:: :: :--...t.: 7; ::'':-.:;-:-•-•;•:::-':: :: I: :: ;; 1; ; •;•:::-. ::: :: :: . '::: ;; :,:• ;•,:'. ..• •'. • ; ..)t.)•-••• : )•1 :•: :•-•:: :: Ht; :* , ;'; :::•:::;:•-:-.-;.:-----:-•?:-:•;:.:- 1: ;-: :-: ::-:-..-::::::. :: ,7;.-;-:;-,. ,: • - • jp•:.. VU ;- '1 : : ' : ; ::' : : ; ' : --- : : : : : : il • : ; : ' : ; :' ' ; : • ; . : ' ; : ; : ; ; ; :: : ; : • • ; ; :; • : : : • • ; • : : :-; : : :' 7 • : ; : ; • : 7 : : • • : : ' ;- ' : : : ; : • : ; : ' ; , ; ; ; ; ,: f. ,... ; , :7 .. ; . ,; . ; 7. 7 .. 1,.i ,. ; 1 , , : ;" ; ; , 1. , ; .; ; .; ; i. ,.,_;;; . ; ; ; . ; ; . 7., : i ..:. ; : ;„ ; .,:: , e ; - -I :7 ; - i : : . -.T • ::: . ; :- ::: : , . : -; i : . .-. ;:•::::: •:_ : ::•-•:-.: .....: . ;:': : : „ ' if •, t:/ - •_ - - - ;;;I : - - • - ;; : C I :: :7 • :: • . i : • i -. '.- - ' • :! : i • :. ' -. ' : ', *. • • -. :: : : : ',.: :::" : : ::•,- ' ; :: -. ':- - , - - - . 00- ' : : -. _ :: • : : : : : ; : : , : : : - ' : .. iii-b LC ID Li •--- Z•t:f=t) 6 '-, . -t-1: :.• : :. : i ' : : . .9 • :i : '• ' : ', I -'. :... -- :i :: is :: ::: : :: ;: • • : :: '..:::: i':. : c: : i:...f • :-!: ... - :i :.:...-.-: :-...: !:'; Zi•-b , ,-- - - i' .,:,.;...:_:_:_:„.-:..._...:_:..:.:. - ..-..,...:,,. •:::::::.: :•:-:::, ::.,:::::-...:,.-: H.: •::::::::: :::,:•:::::::-::: :H. : • ,,..„....b. ii .:.:::.•...,.-,.:.....: :•:: EP c50 . - . '..: - .•••:'.• : - ::. .: .."- ." '.:. : :: ' ::. : : '.:'. •: '.: ' ::. - ''. •- '.. '.:* '.'.'.'' ::. • : __i. ,::: 1_,,: -if .: .,: _;_,;•_ ::: '_,:',; • ._ :__ .• _' ; ,.1,; : : - .._•:. . . :• : : . . . : .' - r. f; - '. : • : ; - I zif -.• ID• - H . •: -. 7',: .-4 - - --••:-:--';' ' -::, i '• H :-.:-:: ''' -... '.'."-.. i'. -.. :.-:`,.-..':-.•:- '- -::• •' ': - '., - .7. -7.-- ----- '19 /4 , -, - . i c53 i • :• - , ; : _ • -; d . i-- ...:• .; .: ,: - : ,:: : - ; :: -. :- . --• :; : : .::- .. i - : - - - ••••• - . ; •• f- ::.. --;•- : • •-•-- . : .: •••:•_.: , ; . : ::- • ; -...: ..: !: .. • ; ;: .' - - 1 ,:i•-•b .5 l 2-- ----;- c52 ----- ----•-- T" - ' .; • '-'-- : lb CI :: • ' _ : : , • : : -:••• •--- •: ••••-. • , :. • :. - : - : : • • •.,•:, •-• •.:. - '.:. :: :: : -• : • ; : ! -: : ' ' '. '• .- • : • ::':!•-:',-: Tc7---.-•••:-:•••• • -y - : :: , „• , •„ , „ •,: :: -- •_, •, _,- „: „, ;„ .:•...- , ..., •:., :,_ , ..,. a •: „H.,...,-,:,,, . :-.. :.,. :: .i.i ....-:•.-: -- .. •- - __ bt - :;:. - .......,_ii.:..,.. ,*:._,:: :_:,;__;_..:_: __:__:,_:L :: .:. :;*•: -;, I: ._j.: :::: .:- ':,. „ :: .• • ': ,..:. • •:,'.. • " :.:: : :,. -;::••••-;--:-:••-•;,-:: ••:•-•_;--:: '--•-:;:'. ;- - . - . .:•--.----.-----.:•::'..-----.--, :ir 60 !:" -, •• '!::. 1:- .:-:-:,-.. •-• : : '.' : : - '• :. I i: .-: : :' ..:. : : •. : - .,..: : : : ,. ;: : : .'..-:.:•:-. : : • : i : : : : ; ..: .... ; :- .....• - f „ :• • : f , •j; . :, - . : • : : I: : : , . :. - - . : : ;•: ; i i • I ti 00 -- - *' - : - - - : . -- ,1 ,- - - : - . - ! .. . : , '.-",.•.-::: r. - H i .: :•• - - :. ,; - .; ::. -- - -- -•--la- • 4 ,. -- '.., ;;;,...: - ; .; 4. ; !• f 11 :_:•,,:-:,-;:: - ,:• . :•• •--. : • .: ;:: -: ..; : _„ : . : -.,•:.....; .:_: ::._ :: -,;._::_:;•:: ._ _ --- : -- - ; - - , • - • ' :T ii :i-; i-;-• : ,:;:::' i; ::i:': ,' i: :: :::::: : : - Y':::'7: '-..- -..:' .:' : : ': : -- : :1.1 ;: - • : :: : : • :: - . - : : : ; : :1: . :. : '. :: .: :: , : • ' : :: :; , , , , , .: ; ; , • . . ! : : • ; ; ; . , • :: :: , .: ; :: • : - . 0.-b•-• 61 :-: - - •-•.::* '• : '• ' - ' 7 - 7° . c3S- : ' ; -.: ''' " ' ' - '-:' " . . — ' ' " r -• ! .. ''' -- ' ' ' . ' ' ' ' ' ' '' ' ''';- ' ' ' ' - ''' ' ' '' ..' .':'' '' . ' o - ' -- 7fC64 - :; 77 77 ::•: -: 77 :•'-' • .: ; - ' ':: "' : : ' -•' ' '' ": : '' : : ' : : • : : : ' ' : : ' - '' : • ' ; ; : " : '" ; : ' ' '' : ; • ; ; - : - : ,...„ ..) • 7 • EF.,.....•11...e.....,t77,.......a.r....,...:113 I, : : - ' : : , • ' • : • . : . : : . • : : I ' . ; ; ' : : • : : • : ; ; : ' : 7 : • ' : ; ; : , • • ; : - I i ; : ' ' : • • ; ; : • : ' : : ' • ' . ; ; ; . • : • -; ; - : - . 4 - 0 --- - - ‘, , :•! : .' =2,..2z . 1 ;:ti - ... . f: • :•!'-' • ''''':: • '.': ' •!. 1; •:. '"!-. '...-.' ..''. •:: • 1 .; ''''''' T -. ..' . ' - .:- 1 °:-: - ''' . c39 t..)-t) B \B.B .(:;dcccccfccccc ceccccccccicof-tDDDE)DbD DIODDED DDDO E)D DO CDio.D DEE EEEIEEEIEEEEEEEEEFEEEIEEEEZ 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' 5F1' 60' 62' 64' 66' 68' 70' 72' 74' 76' 0'1'234'5'6'7'8'9111 - 1;1:1 , 111E1'1 :1 2(2 222 '4:4.;4 5",5..:5.5.!5(.575i516(6 . 626"J'.,.:7 , 6tV6',66I717 77777f.77 . • • . . • • . . • . , • • • • \ B L \ . • . . • • • . ... . ,. VI/00 VVorks).;izer SOFTWARE FOR WOOD DESIGN . . Unit B - Front Load WoodWorks® Siier 7.1 June 28, 2010 10:04:29 . • Concept Mode: Beam View Floor 3: 17' . . . :.-1 .:!-.:::: , .::-.,:. ::: : ,,,-, .::-.., :..:_, .--,,,; ::• :.,..---.::-:..-.. _:,1:1;_:....:•: -,, -. :,,- ::•:': " •: 46 _ : : " is.).5,,,__ -.....:,: ::,,, ;,": "Ul•-‘/ :: :::::•-• : 3; :::: :::•"•::'-:-:-;-:: ::',, • :::,": :: :: :::::"::::::::::::::'-:•:::::::::::;:"."::::'.'.;',-:',-.•::::";-::;--:":"::•":":,:7;.'";::.',7•F!I;-•-•";;-;-•-::::•::-:-,:r.•-.:.-..r.,.-.'.7 . :_r„:;.;_ ftH t U - Ob"- - :4107-: "J.. --:..-',."'_'..-: . ' . ";.'", 4 ,'' '7" -: --- ; - •44'. - -4:4 •": • • ; ; ;1444;4 -. : . : : . : : : ,f r • : . : ...; : : -- -." :- . - 2 .. . " -• ."' -:-:-:'•"":"..".":.:' - ' - ...-G :'_-_-- i • ,- -; - ' .: -• ,: -: '; • -:-- ---;• :' 71. :::-::-----::'- --- . '' - - i -- :- , - - ::•••: --,-- - -------- 44 -- : • :Pscif aitillii', •:•': -, • ":.••""';' ': • ' ;;; ' : '' --- • ;:- •• -;•:::::- ,- • ; ; -; ; ; ; ; • ;• : ;---;- •;•; ; - L ; ; ; . : ::-,;••:-.:-..."•::-;:-:-•"•:•,:;;,::...... ...‘ 4 j•_; ;b; • ;; '• • • . ..._::.-. _ .r. • : .. . : ■ .... . • ' ' . : " : : ; ' •- : ' .. ' I ' : .. ; '. : • ' . E .. ' . : ' ' • ' -: '.. : ' • ' . ' : - : - " • • e : '. ...: .... i ' .' :. ' . . • • 6:•,.-,;•-ty: 4- ; :;;;;. ;""'::;;;;', -- - '; - --;--;''' :::-•--•:-•-::::•:::"":•":::::•::::::::-"-:-:::---"-:,'-:: :•:: - ::::- - ;T: :: : H ;; ; ;;;;;;--- - .:5.0-0 9 ,4 ,. :.. : . , , :.: . " , ' __.:.;;;: _• : .:' - :: :-.., : : . i ',: 0.;• • - „ : , : • . : . : , _ :: :-. _:_-_,_ L. : : • • - .: _ . : _ : , : • , : . : . ; •._, . , . , : : • , , , , . H. ' ;•: ; ; ; • ; ; ; ; ; • - • . i ( d -:. .;:••.:;:-•;,•-•;;;;-:;--;"-;:::::::;;;;Y:•': f• -----.:-,::: • ; : : : , '• . .•:-. ; , ? - • : H : ,- , 1-:, .. -: ..:•• i•-,.., - :•:. • ,-: .. - ..: . , .•• .• ••;• - • , : • • • • - - • • - • , ,, ,,40 s...t. :: „ : 1 z5 -, i ! ::, i .: 1-i --.. -;- -:-:. i: i :•: .---: :-----•-. -. : : - . ; : : • ; :.:. :,..:--: .: :-:--:--; : :; , - - - : - :. ,-: • : : ; : - .- : -::. ; ,. f- : • ::.: :•-:••;---:-:.:-.:- .r. :•. :„•:;.,- .- . "-- ::. - I : i• -j •:. :. !--, -- .:- f-: - ; : - --- • - i--b-- 00 of - :- :::.: :-: -2 : ,- •, :: ,••:: 41, • ., • - • • , • : , : • - • - ; • ; :; , - ;: :; . ;: • ;: -. • , .: ; : : . i-- • : ::: :; -: .1'. -. . : f. .: . • : - : : : • : ..: o . s. .. : : : ... ;:. _:: ::•:. ,,, ,.,: : - : :.- , .4:_. : : • • : :: • :: ' : • .. - ' :: - - • • ' ;. • ::- ' : ; . ' : : • • ., • ' • : ' " ' " • - - ' " • -. i" • :I:: , i ::,: ; .: :.., • , _ H ' _, : • .:. c...,: - •.", . 0 • 4 "-::- - ; - .:;',1"-:;":: . ::::::::::;"::::hU I 4 :T.:-::": - '.;:' •"-- '::::'::":::il . ."7:::".:1•:::::::::'7;•::::::::::•,..:::::: ::•4'',11::::::.:",:;::::::: - :-..:::::: Zti n ::::., ::,."-.::: ,- 7 :tig- ; : - : : —• - '. - • • - - - - 1 - :: — . - -:-,----;; - ;'•--••;- - .- - .--:-..:-:-_-:- - f--.7: --- :! - - -- .:]:-:: - ; - ..: - . - -:;:. - -7.: - ..::..: - _: - :::.:. - ....r.: - . - : - ,L --- - - - --- ',.-f6•-t -,_, ' : - i ii-; b25 • : _:.,;- - :.; , • • i::_:: - . - -.- -: - ::::,-, ::::!,_ ::,:::.::. :-,; .. f ::: :: ',:•: !: ::.::::.: !:: ,,!:: - r: :: , ::.•' 1: ' :: "•• ':' ' ,.."- ----- 1-4:---: •:-:- :-::•:- :-:-::-- . --: :: - -:•::-:-H : :: .E i: ... : • : ..: :::::,:-• -.,--i ;-.._- - f'- i : ,,,:.-;:,.... . . ....::.• .: _I f ; _ .: .. :: : • : : : • ] : . • : • ` • : . ' : : • ' : f ' . . • '. '_ : ' ' ' i • : -: '. ' '' " ' '''' " ' -'-'''' ' - " " -'' ''''1.H: ". '' - '''' : ' ' ..' ' '' ' - - (6 _ : 1 : , : ... : " ,.._,_ ; ,... .:. .--•.;:-,:' y.: ••.•:. •_:.•-•:;--„,.:•• : .,:;•.::•;-:..,:::: :::::':' : ::"-: :: "::: •:::::: • : • ; ; - ; ; - : ; : . ; ; : : .. . ; . ; - V • ; i : - ; ; : : : : : ' : : : : : ' : : , : ' : : - ' : ' : . : : : , -. - : : : : ' ' ; : : : ". , , ' : ' :•: : : ' ' • ' :. : . : - ' ' ' : : ' - • : ; . /t.1;;;;-';;-:::•;--,.••-.•.... :::.:_,.....::::::•.,........_-_-.::_;: • : ::: ' " ;; ': • ..- - :::, • : -: i : - ; • '':, ''=", ::: :, -, ; ; ; ; ; ; : : : ; : ... : :". I tt-b b137•: :::::;' :: i: :". ;;• . -- -- ; :i; •• ::::. ":;:;;::-;;;;;;;;';;;;:;;; -;;;;;;-;;•:: f.d... :4::::':.• •::',', •"_":.':":"•: --; ;--•- -' ;: .:-•;-: ; ''-';;;;;; -'' -""•-•';••• ' • .• ' - -- 10 - 4. ,- / i ::: ;;,.::::: : .": 4'.: 4: •-•-----;•-•,:- --' •• ' : --- '•',..: '-' " "::". . - : -<;; : • •-•'-• . ' ."';': ' •-•" •". • •-•",•,-------••-'-- - i 0 -:, 't4i , • ' • ...4. :.._ _.::.._:: .. - : -- ....!..:_..:..:..,.. 1: - ::::.:.:.:, :... - ","":;L;; ", ,;„ L' : , ' ;, :: ' ',. • ' :; ' • ; '::.: -,-: ::': • —• ;;_ - ; - 7.;;, „ -:-: .': ,-:-:-:-.;' ,;7.:::: .:: 4.. 7: -- : - ::„1-. ••• .' -. H: - . ••• .----!: H• '• -• - " T l; ''''''' -"--- --- --- h. ,,;;.;::::-.:::......:.,..,-.... :::: . ; .1- .,,.: _ ! ; -, . !, • : : : : ■ !, . , .: -, - '.• • ---------- ,. . • .. • . • ." : 1 tf-b - 04 ';:j";:i.•;: .:i:::',: ;:-• ;:'-•"' -,,:, • i: ;,'•;; ;H: :'•'•:::;-• - - • --. -;';' 0,',: - '-';', - --•--,:----- -;- -----•-.-: -:::::.-,•:•:r-;-::••:-:::-::-:-.•:--.::- i-,•:-.: --:".,.---:•••-,;; - :';;:;:;:-: ;":-: :-.:-----, ": :::: : : • t:: : : : ; ; • ; ; ; - -; , ; - • - ; ; ; ; ; . ; :::; • ; • :.: ; ::: • : f : : : : :,':,: :::: :: : : : • : , • .; : : . . : • : : : : ' : : .: : : 013) i : ;;'''.' : : :::•"-- :- :: 7 ' : " 71 :' '":•:-. ••• 'F: . : 4 `'. ; " • '."- '"•4. '-' • ' : : ,'". : : : : : , : : - a; , . . . , . . , , . • : : : , . : ,. ,. , : ."• ; , • ------ -:' :":'• 4‘ - t..% - ""' ' :..",'.:`,:'="rAlkiri:Ebl 07 b9: ' i':"•,: 7.::." -: .:71 ; ::::""' - ' -'-'; ' - ' .-.--" ' " '' :"'.;;-- " .17-:'; " ": " .."--- '' ' ' ' '' '- " ----`"1.- • ':-: ' :. ' - ' -:":2-: '-'• -•'-'''• „i--6•• ; ! 7 ;., r L.. :...,.:_,,,4,,i.". _,,,,,1,, „,,,,[,,,,; "... ". . : - 5 ' • 1 " : : : .1 ,........,:„.: ' ' ' . ',.[.! i -."---- ..::,.'... ' " • • . .-- ' ' " ''' • ' "1:-. ' ' "7 • -• '' -7: • :: -' ••:' ' ' !"--:' • Z ..: -,..-• -•:-.:,-,,,-- - -, ;It „ - -...","-,..:. -..:.:., _:" ..:,:::.'",-,.. : .., ',.._" - : - : - ..,__:_;.,,:_:.; _:,:.... • ,',i :.:_,...:::..,..: "•,"•:::•::::.- : ::: b t) - b . -•-:- -8BE3.B C.CCC C CC C CCC:CCCCCOC C CC C.....CI.0 tt;Ct.).Db D D D'D t„....)100DOP DDDDD D DD OD DD DEE EE .E iEE.EFEEEIEEiEbEEEEEtitEEEZ 0' 2' .4' 6' 8' 10'12' 14'16' 18' 20' 22'24' '26' 28' 30' 32' 34' 36' 3, 40' 42' 44' 46' 48' 50' 52' 54' 56'58' 60' 62 64' 66' 68707274' 76' Cr l '234'5.'6'7'3910 •11'.1 -I 2 0 :1 I 22 22 - 4A' , 4-!4.4(4744f.63 - 5 ".55:5=51575-5(6 i.6 - 666 , 6.g.6(6 - 3167777 , 77(77`--6" • - . • . • • - . • • . . • • . • • . . • . • • . • . . . . . • • • • \ . . . . • . - - . . . . . . . ' . WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Unit B - Front Load WoodWorks® Sizer 7.1 June 28, 2010 10:04:27 Concept Mode: Column View Floor 3: 17' 1050 49'-6" U ;. 41... • €E_ - c14 c15 ? - - -- • 44 -n ar u := S f ' b • .. ; .. .._ 3 t/i b .. E ':. J5. -0.. o,: c38 : = : 5z -0 5 .. - ob _ - sv • 54 - "c16 r - - - - zsf .Zr=. • b c61 a' Co b.. • su .214-"-b . ft._ tom; - E bb= -c23; . :; : —"c67 - _ 4� c22 - :. , ! b. c. L c24 c26 - - , t - b -- . �.. r; ,, -a of - 3 00 : - - -,t }_c b5 _ 0 :Z.: :: 1, = 1 : - H; - . :. - :I : • : = .. : . . ...., : .,... , 1 ' .,: ' ..,:... :... ' ; ' ...,..., ,:: . : _ • : • : :. Li_ : :.;.! : ',.. ;,.: : '' ; , : :1 : : ,.: . : . ' : ' ,: : : : : : 1: .. :. ..: . „: ; : . ; . : ; . ; : : , : . ; . . :,.."' u' c45 c44 I a s .. - c20c19.8 s., = 5. • - -- -.._ • 4 b BB\ B.BBCCCCCCCCFCCCCCCCCCCCCCCCiCC CDDD DDDDD} DDD; GDCADDDDDDDDDODDDEEEEEFEEFFEEELFE -EEEE EIFEEEZ 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' 5 5' 58' 60' 62' 64' 66' 68' 70' 72' 74' 76' 0'1'2'3'4'5'67'8-'9111'1;1'A , 1!.1 1 11 t2t222'2 < , 3 #3 :5 :3 :3'3'3E3`3l34 4"4 :4:4 .'4s4"4E445t6 :5:6:6 55t5Eet6 fi:G:6 ?6t6'fi5 (7f7 7`,77<7'it77' -6" • S- (//1(it,:::). • , . . I . . WO OdWorks® Sizer . SOFTWARE FOR WOOD DESIGN . , • Unit B - Front Load WoodWorks® Sizer 7.1 June 28, 2010 10:04:23 Concept Mode: Beam View Roof: 25' . 11.,TiL -... :-;- : :.-.'. : .±.::.-:_!- : -.:- ..: :-:; -:,,:::.-.;.::,..__.:-.,:::-. . -,:: :1 4: --_-:.:::•-•.;-• .',-'•; '; •;•;.• • ; --;;:- !:-- :-:. -.., , ,,,,,;:::. :: - .,.,..,..,, „..„_..„ i LAP - --;-;-..:--•';;;":"; • '' , 0 : :•;:7' - ;• - :': - : ''±':';;-;-:-::- :. ::.:::::-'':.:::.";:":: :...:• ;;:""--":' :•:•-, "• - ' 44U ''sl --- .. :;- .':F 5 i*#4 . 7 - 11.7 7::: ' -: ; .; : ; :," • : : • ; :" ::: :; •'. : : : " • :; :: S T: :•' '::: - : ' : ' - ; :'"•., • -..: ::':": ;,:-: :: • 4 1:Z•-t):' . ------- - - ::; :: : ; • ' - • :';: : • : : : • : • ; • :;: • ; - ; : - .-.: : .. ': . : ; : ; ; ; : : . : - • ::; :: '.: :: : : : - : : :. : • • : • : : _ ', ':... •:. ..!,: . -.. :.: .: : -, 1 : .. : . :: 4 , 54Y - _,;` 3 :: • :') 4 1:' - -;]• • ;' .. ..': ; ' : . -:. :: ',. : ; . . ; .. . ; : . . . !:' . ,.: - !1'7: ''; : : ; . „ : . • :. „ • . :: -H ' H . t]. . : ..:,- ' • :: - ::: • :.•--.: .: -- :: :: , .:. ' -. -: :-.:•'.-' . --,:-,----:-:--.-..----•-••--...--; , :-'i -:-..,---.-: .... -.---.-•-------- '' ', -:•: ', ;-:".- ''--.• -- - - .:.' ', : r : : . ; • : • : r; : :: .: : : .. .: , ] , • • .: ,-. • ; ; t': : 1: : : : ' , : • '.':. , ,i - i • :.•.• ,,'- - : - ': :: '• d - H .1 .f . i . .... :- . ':''.''. . ."....: ., ...: . :, : ..*: : . .,T; .;.;-. ;• ;:' • E .n ,:. ]H :.. "H : V'.i ., ..,, , E .: ;,; •, 1 Y •::••:•:•-- ,-,-,-- . ,--.-:•:,::, "-----:-: - :':., i'::: ' :: ,": ::::: :::: ;-:.:.:-."' 1 :- . l' . ..:;. ,: ' g ..,.... . . ... .., . . . - . .; .. ...-::..:_,: '. ....„.....--.....:,.., .....:',..,.......:..............,.......:;._...;, .... ,.::::::...:-._.:-. r.: ::-..,.;:::::::::-,,L,. b16 --.--• ---..:.'.......-: . , ,::,•, .:•-, ::•,•:: .• :: • ::. • 2:-....5 5..5 '.: • ' !: - • ' :. • : - - . -• " ' : : : • . .'. -• • " ". : : !:. ' : : • .• : ": .: : ! : r :] • : ::'....: !:'. . ] r... , ; L:..._.• ::: ; : ; : . . : •::.:::. :. : 1 : : .. : .. --•••:-.--- -::..-..:; , . .: • : :: . .: ::. :: i ';.; . ,, : i",• .., : : • : .: ;..: : • • ; i :i i - :i • --• : ': .,..: .. i - 1 :; ....! ...!',. : ::. ..:: . -...',.• • : i•:'. • : ; :- ::: ;.,,i.i'• :•;..• i•i• 1: ..'..: ..:: '. •• -: . • '. • • ':'`,,_ .. (0:. : .; :: : t; • :: .: :::. :: , ..:: : :: ,...: •::: : ; i••:-,....••::- .: ....--.•:-.. :: r: : / 1 ::**:, .]...' ....;• i . : - . • , : . • . .: ... E.. ' ! -i..... ''.. • ,.....: •.- . : • . 1 •_ ..,.- . ..: : --: -.• • • •!:•--:- •.- - :. •• : :- ,.:, .',-..,:• • •::.::: :: : :: .;. ...-. ::.--..::.- : • • ,- " -,• - , :: ': :' • " • ' '...7' •• ..: ':' --,:. ••"--: •' : :7'....• Y : : 7 - 2V-0" (0-:-- -:- :':: : ::., :::::::: :: ::::::: ::: ::::: •:::: ;. :: ::: :: ...i: : ::: : :±::: i: ,:: :-:::: :: , : :-: , , , : *I '.,-./-- • iti•-b• ______._ .. .. 1 i' •--t: ...... r ,. .."- , ' :"' ' '': .. - . " . - ' ' • " - ' :: ' ' • ' • ' ': '' ':. ' :. ' :''. '',..'' tp -0" ., ,.• • , . i•-•-•-"'"-.. •••-•,;•;. : ' :, ;;-_f1 „ .. 1:: . '.-. „ .; _ . - 1 '' '--,:- --:.;_•• — - : •- . .14a ---------- - - .... . . • . • .. , .. , • . .— ....... . . . Of - '',•1 :til ' - "'' - '''''• - '-: ' .'."...":•.- fl:•'' ': - 1: • •:: •• . ..]: ',.:: ."-'.. - .";.:'. '' :: '' : "', : . i 1 '-:t.•” Oi_"2- " ::111::...51:::::.]_:..:_ :-.;:. ',.:•: -.:'-_-_:-:;_•..":.....:.". r.:::_..............__..,:, _„„... _:: ::: .. ::::::. :, 1 • ,..: :5 ...::::::::_;__;. ::: . ; 1 : r . , .... ...: "1 0 : ; :-:; )] : .;rt ; - : I - - ':• 1i:': ';':. 'Tr': "":. '.";!: :-.":-:;"•::-:":":•:":":'::• . : . '1: :"•.":";; - • 11 : ' -'--:-:-: '' ;"-';! • : -- :--:-:-:":"-,:;:; ': ••:::: ; - ,..:':'''.j Tr .... :::: ': • . :f . . ,--/_ _ "." ;- : ' _ L .:_.-_ ...-,_•.', .1 _.'..•:- '.- .:_.' '_:...":::._:-.'::: ... • ;.:"'..._;_:_ J '..: , '._....:_;_;.._..::. : _''..". _ .,, " :: •-•,'-' : f'. , .. . '. '........ . :.'...•_:__ - 1::1: . f . f : ,.' . .. ...,, ,-..;__ ; : : : : : : : : : : : : : • : : i : : : : : : : : : . . :: : : : : : : : : : : : : : : : : : : ; : ; : : ::. r : : : • - : : : : . : . : : • - ip : „.. - ]..... : .; : ::.,._... r • ..i., 8 p ,.. 7 ,., , „.....:.;.....,- ..:: ..., r „ , ......,..., , „ , : ...,......,... 7 ,......7, 7 . 7 ,,..........,..,,.......,.. , .,.:;:... ---- - „. : : - : •• -:'•:•-::•:-;.:-0 .-1, ::-:al-:,_ --: i:' :: ; ; -- : . : ; : :: : :: •• ; ; : : ;.. : : ' ; : • . : : ' : :: - . : :: : : : :: . : : : :: : : : :: U --; -: n :- : -• : :-:-: ':- '-:•: : ' • :-: : , ';'•” ---:- 1 -: - -,': -'-' : ' ' ;' - :::• : : - r '-'--;"- " ' ' • ' • ' • --: :' - • : : : • ' -; - ' :: . : : " -.•: . .. ' • - - 14 3\813BC.CCC C CC CICCGCCCC C C CC CCICCCD.DDD D DD DIODDiDEI:DDDD OD DD EDDD DEE EEEEEE if EEIEEIE EifSEEEEEIEEEZ 0' 2' 4' 6' 8' 10' 1 7 14' 16' 18' 20' 22' 24' 26' 28' 30' 32' :3436' 38' 4 0' 42' 44' 46' 48' 50' 5Z 54' 56' 58' 60' 62' 64' 66' 68' 70' 72' 74' 76'' 01'2'3'4'5;67861(1 - 1 1 :14 ,f1 t'l 11 1 22 2;2:2222 2202 - 3:33 , 353i3 1 .3131414 44'4i44 1455 '5'..,55 66 67:7 . . . • : • . • - - . . . . • • • . . . . . • • • WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Unit B - Front Load Wood Works® Sizer 7.1 June 28, 2010 10:04:25 Concept Mode: •Column View Roof: 25' 1050....,...-...-..7.:.. - :.::...........•...----.-;.- - ..-_:-.:.. , - •••:.--..--..-::•.-.-:....... ... • • • . . --- • - - -::-":::.;:: iH -•.;::';'.'--5-•--F:-..15'•::--H--•:-:•:":•:::';-:-.-:•-':;;;H:.:•'-:•••:•:•--:; :••:•. ----------------------- - 4O - lul__- :; _,-„ , , - .: . ;:. .. :: ,.., : ,- 2 _,.:•:_:,_. : : •:; _,:- ;;,,• ••,• •• • :•.. .-."- :::-:: :::-•-:::::::-..:. 7: ;;,:'.•. ,j, ./. ;,;',.•:;, •::•.:•;;•:•. • - - z1. 1 k..A., - • -- " - ' - '' - •:: - ; - ?;'i ' - '; ., i c27;• :-,::-'•::••,-: -:-•:-•-•-::••-••.• ••::- - :7; --- ..: ...: • - ..:• ... - .. ...1 • - 7 . ..1.:::::::....!..:_:.._•_;. --- .•_: : . : : : • : : . : : . : : : : 1 • • - 4 1.4 -o • - •• :' : - " - • - -: • • ....., .. _.;..,____;_... _ . „ 4•1.-O.. . _......._______ __ Vt 5. • • ;:: -, :: .• • : :;:• r• .:• • • ; -: • :. :5 . ;: . :-•:: „.5: ..-:-: - :5" , 5: ..-: 5 . „ .' 2.::: - .1: ---- , - , - :::: -.- : - :•:• - . - .•: - • • 40•.-9 5.•.:05 6O-o _.::.. : •• • ••__:_:._"_. , F, ,..:.::::......".•-:•.---: "-- :•,•"•. :.:;..::.:.:-::.:•..::•••'--",.-• - '.-'•'; :-''' '---•-•'••••:•:.,"-: '-..; !:;•"•• •:•:-:-: %..,,4 - ,,,,...........,..,..,-,- -.--,-,---...,- -:- -,-;.. r--,-,-, :,--.--,--,--,..:-:....,-:-.•: -,..:::-•,:, .: -- - ..... --: . : , - • • , -:..',......"...-:: , . , . --- . : : : • : : ' ; -- A . ; .1: ; :•;:!...:•,.. ,:, i- :;•,•:. H -: •:--!---'-: ;- •:,:,..',-,.:',, ., ..:.• :., :: :: .._;. ....-,. •:.-: ....:,.:..:-.'...:-: .:-. ::::.:.,.-, ::.: , 4 :-. - :. - ..... -.- -,, ,',.:.:,', , • . _ -: .-,-- .-H-.-! -,-.:::: - i -; .,- t. , -...,, --..• ., -- .--.. ... ..,-' ,: j, „ ::: ', :, :„ • :E E ,; . , -. ' : .; " E . _--- : : ' : : • : -'..."-, ':"..- •':'-.--:.-::,-:•.:::.:.. - ...: --- 1,:2 '...:. L ' .: . _ -__ .... ....„•,: . H.',..•.:.::::•:•••:: ::,:: H. •....:.5......:_•.:..1.•_:.:. - :: - : H..: :.:-.:-..:" H...; :;„ .H. ;.:.:... : ::.:...:_.:;-; H -: .::-: ::::. .:: - i .: : .: ; . ..•: :;" ::: ---- •c*I'- 00 •-• - :: . . 7 :::',.. ':•:-: - --.: - .. -- • "7 -- 5 ; """: ' - . .--'•••••.±.•••••;.•-:.. - 4 . 4 .":•i -4 . - ',: -.-- 7•:• - • • - ' - '....;.:!'"-: ....-;!.....:-.:::--.!: -.---- jki I 0O „:i .,.: ....... : -._.. ::: .:.:.: .......;.• •.,,..„" • : • - :.:".. :: ... .5. _-....:,. .:.: .....••..• :::, -- '.:: :5 - :. • :• • • •:.• '. • : ' ; ' • • '.• ..• .'-.:.::."'T ----- ,-- 2 , .:z. - i- - ;; - .7.•:,:fj..' - - - :::::::::::;:;7: - .1:::::=;:". - ..:: - ..;.. . ....::::::.:;.7.T.. : I: .'; 11 '. - H.........i'...... -- : - ... - '; - E ' '. ' 7 : 2 66 ,.:1 :;,::-..:: ;;; ;;: :: - 1. ..: ..;; ::•::• . __ :.., ;;;;:; .;:,::.. :2 ,:,:.,•.•.: ; ::.;.:,;]: :: • :: ::- : :: !:::-. .:.; -: : -:::•: :: - ::•: ::.:: 5 , •• - o" 00: - -- 5..1•4: - ;•; - •:•• -.-.--.---•--.---.-- --,-,..: :7 - -1--1 . • ;'-';', . , " : ' , , •1: :,.....:.: , .. :-,.: , :. - ?., -..:.; ...,_:- : ' - ' ' - ,--;,--__:. - ' " E:. zt4.--0j re. :::.4::. :'" ': :.! .:. :: :: ::. ::: -,-.:::-. - :-: ::: : :" •: -.: - .: - . - H .: - — --- :: : -- : t : ----: -:-."-.. -•::: -::: :. .: .- :::-, .• •••••'•'•-••-•."':-.: ------------------------ - .t.::::...::::::;;•:::•::::::.•;;.: ti 71:1 - - :_. - _ff•:.•:.7:::::;.:::::::.;.;:: -------- ''''.Z--0 ii . i E is ; , i , :, ::,; • :,;„ E ; ; E : • .., , E E :1c66::: :; . ;::. ;:;., :,,•;:::: ; :: -; :: ; ..; -:„,..,,; ::: ,.:, : ; ; • ; : ;:... :: -.: ::: ,..: :.:: , ; , ;:...-.,,. ..:-..,, :: : : - . : - ...:..,::: .,.....:-..::::,•::::-..::.-•••__:,.::- L•:z. :.;.,.. ...:-_ (4 _:.:1•..;..' • : .;,.....s.:. -:. • . - :: :-‘ :. : • : : : - : • : • • ; : ; • c65 .. i : . : _: .: ., -.: :. : -:' : --- -:-:= --.---:.-..----.:,--;,---- ;,-- -.• 7 . ,, - 1,1 •-•-;-; .7 :;•;. - - - :•.: 1 :-, ;- - i - - K_,: ::,. 5 , ,•,..-,•.:,•:-•..:: :••••...:: .-....;..;.:. ; H.': : .: _-." ::..".• r.: •• : '; ::: : '. q - • • • - . - 1 b*-0" - _..„__. . : - - • -• - 5. :• _ :• __ : ._.; .1b :- „:". • :•; • ••• ••• ;•- ' '• ' 5"; .5 !'--? :..':• 1 :. H ...:. : . :: : ... ••-•;•-••:• !;-: - 5 - : ----- :;: --- : --- : - : ---- : - ':; - ' - --::.-----;:- ;;:•::;""::::::- : --- .- - .3•--::, ,- (c..1 ,..'•",„, ; -: :,--- • ;,• --: • : • .• -- - - --- - - -- - ---- - --- -:::- • :: • • • :- - • • • - 7 : - : : ' ' • . • : - 7 7 • • - ' • " •• - 7 '' ' • • ' • • • • ' ' •14•-b .- - , - •-• .' .- - •-.:: ': ••• ...:;•":5:•;:• -.••"••••:.=•••.-:;.-';',---.•-_-:--- 7 - - ----- - •IZ t) ,- -- : -- . .. .0.,... .. _ ,..,,__,:. i .:.:::.... 1 . ::::::-- :':'::::7 . : : _..•,_ ,._ . : . -•:.'..: • , f :, - . .: ... 1 , • : • - ' - ; . : ,, .. . . . • : ' - . • : ---- i: I iii .. 1 , :__,. .! ...: : ,. .. , . ; : _ : ', :... .!.:, ...' • ;.::..-= .: . :, i , . ', 1 , ! ',';' - i i •, i . :" i .' .. 1 .• ' ,- . i . i ', .' . , : ' " ' . . i I : ... , : .: . '..:.- .. '..- ' ' • . ' i .... . : • ' , . . :.- • • - 1 6'•_: - 03 i :: • • • ::-.• - - ::• • • • ,:. • E • - ....,.,• ..!_,:.:.,. .-. :- • .:- • • :: • - • :: : • • • ' • • ---•. ::-... - ::- •: ;: :•.:- -- • : - • :' •"-;--'• -•:• --.- :: - ' -------- 64 )-•••-: 1 -• 5 : :.•- • : 7 •- • -:•:::.' 1- .::-...: 22 :-.. • -•5-;•-='' , ...;•:"'5 :• - -"-i•••:-: •:..'-'-::::-:-:-•-•:',-;-,-:::--:::::- ::,Y. _:::.:_=::_: -- ::::: - -f;i.:.,;_,. _;•._: ..••'.'.••• 77 :..:. ;77 . •.:7•7•. •_. ' :- :; '• • ' • ' " - ' ': :, - ': '' - '' • • o 7 ::- ;.---i.--:•:-.•5 • ..- ...., - -- : • :-; - i - -1- : -.. -... : :-. :;..: -,....,.,. ...,.:.,..,::,. :. i :.; -,.....,, :: - .:.: : ; : .: :: .: . : - ::: :: ; : . :::: :: : :..: : : . : - , : : t , .: : , : • : .- ! - :..ki_iati.-- -.:.....,. - c34 • • '......;.:.:.,.:..... - •- '..., — , ; : . : : ; ',..: ..,. ::,,,_:± .,' ",.:-..-.. •...;.: . . -1- .: ; .1:- :-: ; : :.. 1.: ',._.. :, 1 ; .. • ' - e4 - 1 - 5! - . • - --- --••:. • •- : '-: - - -• --- ;•••'.•-•;: •5:: --- -•. .5 :.:..•.5;.....;.:._:.:.....:.:.•_:: -- :.:.: -- , :::,...,.. •,•:, l', -- :. 5 -. . Z"-b" --I • : f.; :. - ' : : : ' •1 ;1 :-: ••'-',..-1- ,-; : : ; 1.1-. • • .:•:- •;-. • :.1 ' : - :1. - " ' : 1: ' ,-: 1 ' -].. ' : - :: : : : :": : : • : -. :•!.. ;-:- :1-:•: : . ' '' ; - ' ' ' . -: :- - 1 - , 1 ''. •1 1 . - .•:. • •-•-..• . (,) - 11) .BIT,EleBC,CC C (7., CCCC‘CM...',10.DbD D DD D1ODDEI) DDODDID DDCD‘DD DEE EEEEE-EfEEEIEEF PiEFEEBEEEEZ 0 2' 4' 6' 8' 10' 12' 14' 16' 18' 20' 22' 24' 2o' 28' 30' 32' 34' 36' 38' 40' 42' 4446' 48' 50' 52' 54' 5658' 60'62' 64' 66' 68' 70' 72' 74' 76' 0'1'234'567`8`9111 - . ' . • . . . . . . . . • . . • • • COMPANY PROJECT „, . • �, 1 ' Wo od W orks ® • , , . ., 5OFnVARF FOR WOOD. DESIGN , June 28, 2010 10:34 b1 Design Che_ ck Calculation Sheet • S izer 7.1 LOADS ( lbs, psf, or plf ). : Load Type Distribution Magnitude Location [ft] Units Start .End Start End • 1_w27 Dead Partial UD 539.7 539.7 0..00 2.50 plf 2 w27 Rf.Live Partial UD- 493.7 493.7 0:00 2.50 plf 3_c14 Dead Point .' 1074 2.50 lbs 4 c14 Rf.Live Point 1601 2.50 lbs. 5_j43 Dead Full UDL 47.7 plf. 6 j43 Live Full UDL 160.0 plf _ MAXIMUM R . •._ :_ .- :mot z ' ' � - a ^ - a .--,l.,,,.-:, . -..� n ' S < 7 �! ¢ • r, s. Avg.. 4 ,r x erg f .' r a� 'A x• 1 • a t a _.- ..,P3=ttA �., 6 A I ..0'. .. _ ._ 31 Dead 1048 - • • 1539 Live 1227 2089 Total 2275 3627 Bearing: ,.. , Load Comb #2 #2 Length 1.21 1.93 Lumber n-ply, D.Fir -L, No.2, 2x10 ", 2 -Plys Self- weight of,6.5 plf included in. loads; . Lateral support top= full, bottom = at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2065: Criterion Analysis Value Design Value Analysis /Design Shear fv* = 127 Fv' = 207 fv * /Fv' = 0.62, , Bending( +) fb = .581 Fb' = 1138 fb /Fb' = 0.51 Live Defl'n 0.01 = <L/999 0.10 = L/360 0.06 Total Defl'n 0.01 = <L/999 0.15 - L/240 0'.09 *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 2 Fb'+ 900 1.15 1.00 1.00 1.000 1.100 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 1.0 - 2 • Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear : LC #2 = D +L, V = 3627, V design* = 2356 lbs • Bending( +): LC #2 = D +L, M = 2073 lbs -ft Deflection: LC #2 = D +L EI= 158e06 lb -iri2 /ply .. Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction Clid= 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 ' I each ply is equally top - loaded. Where beams are side - loaded, special fastening details may be required. 8 - 6 9 COMPANY PROJECT Wood Works ® SOFTWARE FOR WOOD DESIGN June 28, 2010 10:45 b7 Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location (ft] Units Start End Start End Loadl Dead Full UDL 13.0 plf Load2 Live Full UDL 40.0 plf MAXIMUM REACTIONS (Ibs), and BEARING LENGTHS (in): i •mkt uy .�:.; x -,Z445 ,.• _:. �. ":,� ,�._ ;:. ��.�� .; ,,. j 61 Dead 54 _ • 54 Live 120 120 Total 174 174 • Bearing: Load Comb #2 # Length 0.50* 0.50* *Min: bearing length for beams is 1/2" for exterior supports V 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 Analysi's /Design Shear fv = 10 Fv' = 180 fv /Fv' = 0.05 Bending( +) fb = 120 Fb' = 1080 fb /Fb' = 0.11 Live Defl'n 0.01 = <L/999 0.20 = L/360 0.04 Total Defl'n 0.01 = <L/999 0.30 = 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 =' 174, V design = 139 lbs Bending( +): LC #2 = D +L, M = 262 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. S -6110 COMPANY PROJECT • s tt Woo • �x" '' SOFTWARE FOR WOOD DESIGN June 28, 2010 10:33 b8 Design Check Calcula Sheet Sizar 7.'1 ' LOADS ( lbs, psf, or plf) : Load Type Distribution Magnitude Location [ft] Units Start End Start End ' 1_c30 Dead Point 59 3.50 lbs . 2_c30 Snow Point 75 3.50 • lbs 3_w47 Dead Partial UD 96.0 96.0 0.00 3.50 plf 4 j13 Dead Partial UD 78.0 78.0 0.00 5.50 plf 5_j13 Live Partial UD 240.0 240:0 0.00 5.50 plf 6_j14 Dead Partial UD 104.0 104.0 5.50 6.00 plf 7_jl4 Live Partial UD 320.0 320.0 5.50 6.00 plf' 8 bl2 Dead Point 171 5.50 lbs. 9 b12 Live Point 469 5.50 lbs • MAXIMUM REACTIONS: (Ibs) and BEARING LENGTHS (in) :'.. . 6 U Dead 531 556 Live 761 1189 Total 1292 - 1744 Bearing: . Load Comb #2 . ' #2 ' Length 0.69 0.93 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 FIT' = - 180 fv * /Fv' = 0.37 Bending( +) fb = 556 Fb' = 990 1 fb /Fb' = 0.56 • Live .Defl'n 0.03 = <L/999 0.20 = L/360 0.13 Total Defl'n 0.05 = <L/999 0.30 = L/240 , 0.16. - *The effect of point loads within a distance d the'suppbrt ' 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 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 1.000 1.100 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 = 1744, V design* = 1232 lbs Bending( +): LC #2 = D +L, M = 1984 lbs -ft Deflection: LC #2 = D +L 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. • • 8--611; • • COMPANY PROJECT f It WoodWorks® SOFIWAR€ €OR WOOD DESIGN June 28, 2010 10:33 b9 Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Units S tart End Start End 1_w51 Dead Partial UD 96.0 96.0 2.00 3.00 plf 2 Dead Point 59 2.00 lbs 3 c32 Rf.Live Point 75 2.00 lbs Load4 Dead Full UDL 13.0 plf Loads Live Full UDL 40.0 plf MAXIMUM RE! # Trnr.re IIt•••••• DCADM "' I C MMr'TUC 16.1 • 04,c vcvatkigi r_90 r of Icr 3� Dead 63 146 Live 85 110 Total 148 256 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 = 12 Fv' = 207 fv /Fv' = 0.06 Bending( +) fb = 82 Fb' = 1242 fb /Fb' = 0.07 Live Defl'n 0.00.= <L/999 0.10 = L/360 0.01 Total Defl'n 0.00 = <L/999 0.15 = L/240 0.01 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.15 1.00 1.00 1.000 1.200 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear : LC #2 = D +L, V = 256, V design = 169 lbs Bending( +): LC #2 = D +L, M = 179 lbs -ft Deflection: LC #2 = D +L EI= 76e06 lb -in2 /ply Total Deflection = 1.50(Dead Load Deflection) + Live Load De flection. (D =dead L =live S =snow W =wind I= impact C= construction CLd =concentrated) (All LC's are listed iri'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. 611VL COMPANY PROJECT • a 1 WoodW orks ® SOFTWARE FOR WOOD DESIGN. June 28, 2010 10:33 b10 Design Check 'Calculation Sheet Slier 7.1 LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Units Start End Start .;End 1 c33 Dead Point 59 1.00 lbs 21c33 Snow Point 75 1.00 lbs 3_w52 Dead Partial UD 96.0 96.0 0.00 1.00 plf Load4 Dead Full UDL 13.0 plf Loads Live Full UDL 40.0 plf MAXIMUM REArTrnuc IncADIwir mrruo • .-44 ffige, 4, Y i mss. � , . ,See" v 1 .t' 3 r S ' - _g f _w '`"a . .s. 0 3,1 Dead 146 63 . Live 82 • 64 . Total 229 127 Bearing: Load Comb #3 #3 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 = 10 Fv' = 207 fv /Fv' = 0.05 Bending( +) fb = 72 Fb' = 1242 fb /Fb' = 0.06 Live Defl'n 0.00 = <L/999 0.10 = L/360 0.01 Total Defl'n 0.00 = <L/999 0.15 = L/240 0.01 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 3 Fb'+ 900 1.15 1.00 1.00 1.000 1.200 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 = 229, V design - 148 lbs Bending( +): LC #3 = D +.75(L +S), M = 157 lbs -ft Deflection: LC #3 = D +.75(L +S) El= 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. - (1 + COMPANY PROJECT Wood Wor ` �� SOFTWARE FOR WOOD DESIGN June 28, 2010 10:36 b14 Design Check Calculation Sheet Sizer 7.1 LOADS ( ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Units Start End Start -End 1_j33 Dead Partial UD 78.0 78.0 0.00 1.50 plf. 2_j33 Live Partial UD 240.0 240.0 0.00 1.50 plf 3_j13 Dead Partial UD 78.0 78.0 3.00 8.50 plf 4_j13 Live Partial UD 240.0 240.0 3.00 8.50 plf 5_j34 Dead Partial UD 78.0 78.0 1.50 3.00 plf 6_j34 Live Partial DD 240.0 240.0 1.50 3.00 plf 7_j46 Dead Partial UD 28.9 28.9 5.00 8.50 plf 8_j46 Live Partial UD 80.0 80.0 5.00 8.50 plf 9 b25 Dead Point 409 - 5.00 lbs 10 b25 Live - Point 1080 5.00 • lbs,. • MAXIMUM REACTIONS (lbs) and BEARING L (in) 3 a zr .a .. , ar --. rte 7 : � -WI " ar w • "'"-_,....°-'''''''_,.,,,..,,,,.-^ "' = .-.' s `- , ' s '%"`7 ...+k • <� 'r .,, _ . ° w9 _ ,yam .., -.. "�..y . . - .. ' rte„ ,.,�_ :;� __. . - _ � - 0 ►: • • 1 0' 8' -6'l Dead 553 685 Live 1522 1878 Total 2076 2563 Bearing: - Load Comb #2 #2 Length 1.48 1.83 LSL, 1.55E, 2325Fb, 1- 3/4x14" Self- weight of 7.66 plf included in loads; Lateral support`: top= full, bottom = at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 Criterion Analysis Value Design Value Analysis /Design Shear fv = 126 Fv' = 310 fv /Fv' = 0.41 Bending( +) fb = 1324 Flo' = 2325 fb /Fb' = 0.57 Live Defl'n 0.09 = <L/999 0.28 = L/360 0.31 Total Defl'n 0.14 = L /750 0.42 = L/240 0.32 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 = 2563, V design = 2064 lbs Bending( +): LC #2 = D +L, M = 6308 lbs -ft Deflection: LC #2 = D +L EI= 620e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL -BEAMS (Structural Composite Lumber): the attached SCL selection' is for preliminary design only. For final member design contact your local SCL manufacturer. 3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. 8 (;\ \,\k COMPANY PROJECT t it W ood Work ' L SOFTWARE FOR WOOD DESIGN June 28, 2010 10:48 b15 • Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or pif) : Load Type Distribution Magnitude Location [ft] Units Start End Start End 1_j5 Dead Full UDL 335.7, plf 2 j5 Rf.Live Full UDL 493.7 plf MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : • - • I 0 6 Dead 1027 1027 . Live 1481 1481 Total 2508 2508 Bearing: Load Comb #2 #2 Length 1.34 1.34 Lumber n -ply, D.Fir -L, No.2, 2x10 ", 2 -Plys Self- weight of 6.59 plf included in leads; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflect (in) using • NDS 2005,: Criterion Analysis Value De sign Value Analysis /Design Shear fv = 101 Fv' = 207 fv /Fv' _. 0.49 Bending( +) fb = 1055 Fb' = 1138 fb /Fb' = 0.93 Live Defl'n 0.05 = <L/999 0.20. = L/360 0.23 • Total Defl'n 0.09 = L/776 0.30 = L/240 0.31 ADDITIONAL DATA: • FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 .2 Fb'+ 900 1.15 1.00 1.00 1.000 1.100 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 = 2508, V design = 1864 lbs Bending( +): LC #2 = D +L, M = 3762 lbs -ft • Deflection: LC #2 = D +L 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 sedurely 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 required. • r COMPANY PROJECT R fir WoodWorks® SOFTWARE FOR WOOD DESIGN June 28, 2010 10:46 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_j47 Dead Partial UD 42.5 42.5 0.00 2.50 plf 2 j47 Live Partial UD 62.5 62.5 0.00 2.50 plf MAXIMUM REArrIrmic n4.,.► ,..,a DCADIAIP` I Cr..•iuc r••■ • ' `O ��.. s` a A t o ° , r-,. «M F W .ri&„ ".! 4 { Y 4 T ,- 1 0' 3 Dead 71 53 Live 91 65 Total 162 118 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 = 6 Fv' = 180 fv /Fv' = 0.03 Bending( +) fb = 46 Fb' = 1170 fb /Fb' = 0.04 Live Defl'n 0.00 = <L/999 0.10 = L/360 0.01 Total Defl'n 0.00 = <L/999 0.15 = L/240 0.01 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear : LC #2 = D +L, V = 162, V design = 99 lbs Bending( +): LC #2 = D +L, M = 118 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. \ (42 W o odWo rks ® COMPANY PROJECT _ s oxnurRFroR•WoOD Desrcry J une 28, 2010 10:34 b21 Design Check Calculation Sheet Sizer 7.1 LOADS (lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pat- . Start End Start End tern 1 w63 Dead Partial UD 308.0 308.0 6.00 10.00 No 2 w63 Live Partial UD 320.0 320.0 6.00 10.00 No 3_w62 Dead Partial UD 308.0 308.0 2.00 6.00 No 9 w62 Live Partial UD 320.0 320.0 2.00 6.00 No 5'w32 Dead Partial UD 369.0 369.0 .0.00 2.00 No 6 w32 Snow Partial UD 357.5 357.5 0.00 2.00 No 7 c44 Dead Point 1940 1.50 No 8 c44 Snow Point 2853 1.50 No 9 j20 Dead Partial UD 104.0 104.0 6.50 10.00 No 10 j20 Live Partial UD 320.0 320.0 6.50 10.00 No 11 321 Dead Partial UD 104.0 104.0 6:00 6.50 No 12 j21 Live Partial UD 320.0 320.0 6.00 6.50 No 13 j22 Dead Partial UD 104.0 104.0 2.00 2.50 No . 14j22 Live Partial UD 320.0 320.0 2.00 • 2.50 No . 15 j23 Dead Partial UD 104.0 104.0 2.50 6.00 No 16_j23 Live Partial UD 320. 0 320.0 . 2.50 6 .00 No 17348 Dead Partial UD 71.5 71!5 ' 0.00' 1.50 No • .. 18 j4B ' Live Partial UD 220.0 220.0 0.00 - 1:50 No' ' 19 b23r Dead ,Point' • - 658 0.00 • .No . 20 b23 Snow: .Point. '' 195 - 0' No MAXIMUM REACTIONS and`BEARING LENGTHS (in) r . • " 41 : 1 ' 1 py .. o- 2'' 7. , c .^ •4. ift _ zoo' ... z'K "avcx,. Lr ` a "- k mss "r k - vm •-- ' S 0 2' 101 Dead 5581 1311 ' Live 5266 2508 Total 10847 - 3819 _ Bearing: -' - - Load Comb #0 #3 #2 Length 0.00 3.50 1.23 Cb - 0.00 . - 1.11 1.00 . LSL, 1.55E, 2325Fb, 3- 112x14" Self- weight of 15.31 • plfincluded 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* = 139 Fv' = 356 - fv* /Fv' = 0 :39 ' Bending( +) fb = 717 Fb' = 2325 fb /Fb' = 0.31 . Bending( -) fb = 600 " Fb' = 2632' fb /Fb' = 0.23 Deflection: , Interior Live 0.05 = <L/999 0.27 = L/360 0:17 • Total 0.07 = <L/999 0.40 = L/240 0.17 ' Cantil. Live -0.03 = L/698 • 0.13 = L /180 • 0.26 Total -0.03 = L /788 0.20 = L /120 0.15 *The effect of point loads within a distance d of the support has been included as per NOS 3.4.3.1 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fv' 310 1.15 - 1.00 - - - - 1.00 - 1.00 4 Fb'+ 2325 1.00 - 1.00 1.000 1.00 - 1.00 1.00 - - 2 Fb'- 2325 1.15 - 1.00 0.984 1.00 - 1.00 1.00 - - 4 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 #4 = D +S, V = 7237, V design* = 4536 lbs Bending( +): LC #2 = D +L, M = 6833 lbs -ft Bending( -): LC #4 = D +S, t4 = 5720 lbs -ft , Deflection: LC #2 = D +L EI= 1241e06 lb -in2 Total Deflection = - 1.50,(Dead Load Deflection) + Live Load Deflection. • (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) • Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL -BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. ( 4. The critical deflection value has been determined using maximum, back -span deflection. Cantilever. deflections do not govern design.. g___6 . . COMPANY PROJECT % : fl - W . t SOFTWARE FOR WOOD DESIGN June 28, 2010 10:35 b22 Design Check Calculation Sheet Sizer 7.1 LOADS ( Ibs, psf, or plf ) • Load Type Distribution Magnitude Location [ft) Units • Start End Start End l w69 Dead Partial UD 369.0 369.0 1.00 2.50 plf 2 w69 Snow Partial UD 357.5 357.5 1.00 2.50 plf 3 j48 Dead Partial UD 71.5 71.5 1.00 2.50 plf 4 j48 Live Partial UD 220.0 220.0 1.00 2.50 plf 5 j47 Dead Full UDL 42.5 plf 6 j47 Live Full UDL 62.5 plf 7 b23 Dead Point 700 1.00 lbs B b23 Snow • Point 195 1.00 lbs • __.._ - �' ` :� - $ .."'mss,. * r� y � ` :: ,t . , x- - . - ,. - 4 ., 1 '-_� LOitgitt F `" -4tVit* ,717:4161474 s4�! ,.` ^fi S " .. - Na - a _ ---' Lt ; ; � - a .z�_ .. ?-t ..' " . "�- -T'-.. cat .�' tr 0' 2, -6,t Dead 683 807 Live 341 572 Total 1024 1379 Bearing: Load Comb #3 #3 Length 0.50* 0.63' *Min- bearing length for beams is 1/2" for exterior supports Lumber -soft, D.Fir =L, No.2, 4x12" Self- weight of 9.35 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 = 30 Fv' = 207 fv /Fv' = 0.14 Bending( +) fb = 159 Fb' = 1138 fb /Fb' = 0.14 Live Defl'n 0.00 = <L/999 0.08 = L/360 0.01 Total Defl'n 0.00 = <L/999 0.13 = - L/240 - 0.02 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00- 1.00 3 Fb'+ 900 1.15 1.00 1.00 1.000 1.100. 1.00 1.00 1.00 1.00 - 3 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 3' Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 3 Shear : LC 83 = D +.75(L +S), V = 1024, V design = 778 lbs Bending( +): LC #3 = D +.75(L +S), M = 978 lbs -ft Deflection: -LC #3 = D +.75(L +S) EI= 664e06 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. v:e9 COMPANY PROJECT 'tit o odWorks ® SOFTWARE FOR WOOD. DESIGN June 28, 2010 10:35 b23 besign 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 204.0 204..0 0.00 1.50 plf 2 c18 Dead Point 143 1.50 lbs 3 c18 Rf.Live Point 110 1.50 lbs 4 c19 Dead Point 59 4.50 lbs 5 c19 Rf.Live Point 85 4.50 lbs 6w34 Dead Partial UD 108.0 108.0 4.50 6.50 plf 7 _ c20 Dead Point 59 6.50 lbs 8_c20 Rf.Live Point 85 6.50 lbs 9 c21 Dead Point 143 9.50 lbs lO c21 Rf.Live Point 110 9.50 lbs 11 w35 Dead Partial UD 204.0 204.0 9.50 11.00 pl`f , MAXIMUM. REACTIONS (Ibs) and BEARING LENGTHS (in) : - P.. '. .: z�$ -- ,..f A ° - � a',. r -- ' t d am` n le` -�' -. N", Y gym.. A -- 10' 11t- . Dead. 700 700 Live 195 • 195 Total 895 - 895 Bearing: Load Comb #2 #2 Length 0.50* 0.50* *Min. bearing length for beams is 1/2" for exterior supports LSL, 1.55E, 2325Fb, 3- 112x14" Self- weight of 15.31 plf included in loads; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005': Criterion Analysis Value Design Value Analysis /Design ' Shear fv = 20 Fv' = 356 fv /Fv' = 0.05 Bending( +) fb = 213 Fb' = 2674 fb /Fb' = 0.08 Live Defl'n 0.01 = <L/999 0.37 = L/360 0.03 Total Defl'n 0.05 = <L/999 0.55 = L/240 0.09 ` ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fv' 310 1.15 - 1.00 - - - - 1.00 - 1.00 2 Fb'+ 2325 1.15 - 1.00 1.000 1.00 - 1.00 1.00 - - 2 Fcp' 800 - - 1.00 - - - - 1.00 - - - E' 1.5 million - 1.00 - - - - 1.00 - - 2 Emin' 0.80 million - 1.00 - - - - 1.00 - - 2 Shear : LC #2 = D +L, V = 895, V design •= 639 lbs Bending( +): LC #2 = D +L, M = 2028 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. /ett k COMPANY PROJECT 111 WoodWo `;;a ,r SOFTWARE FOR WOOD DESIGN June 28, 2010 10:47 b24 Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1_j42 Dead Partial UD 47.7 47.7 0.00 4.50 plf 2_j42 Live Partial UD 160.0 160.0 0.00 4.50 plf 3_j43 Dead Partial UD 47.7 47.7 4.50 7.50 plf 4_j43 Live Partial UD 160.0 160.0 4.50 7.50 plf 5_j44 Dead Partial UD 47.7 47.7 7.50 13.00 plf. 6_j44 Live Partial UD 160.0 160.0 7.50 13.00 plf • 7_j45 Dead Partial UD 47.7 47.7 13.00 16.00 plf 8 j45 Live Partial UD 160.0 1_60.0 13.00 16.00 plf MAXIMUM REACTIONS (lbs)_ and BEARING LENGTHS (in) : Ip' 164 Dead 442 442 Live 1280 ' . - 1280 Total • 1722 - 1722 Bearing: Load Comb #2 #2 Length 0.85 0.85 Glulam - Unbal., West Species, 24F -V4 DF, 3- 1/8x10 -1/2" Self- weight of 7.55 plf included in loads; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear fv = 70 Fv' = 265 fv /Fv' = 0'.26 _ Bending( +) fb = 1440 Fb' = 2400 fb /Fb' = 0.60 Live Defl'n 0.43 = L/441 0.53 = L/360 0.82 Total Defl'n 0.66 = L/290 0.80 = L/240 0.83 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV ' Cfu Cr 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 = 1722, V design = 1534 lbs Bending( +): LC #2 = D +L, M = 6890 lbs -ft Deflection: LC #2 = D +L EI= 543e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application'. 2. Glulam design values are for materials conforming to AITC 117 -2001 and manufactured in accordance with ANSI /AITC A190.1 -1992 3. GLULAM: bxd = actual breadth 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). . 8-611(a COMPANY PROJECT Vflood Works® SOFTWARE FOR WOOD Wesley June 28, 2010.10:33 b25 Design Check Calculation Sheet Sizer 7.1 LOADS (Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Units Start End Start End Loadl Dead Full UDL 200.0 plf Load2 Live Full UDL 540.0 plf MAXIMUM REACTIONS Ms) and RFARING I FNOTHS lint .44, S' :.:. :: 2.44441444., . y "_,�'k • . aA� , ;;y �' :h __ _` _ t * .. :�. < I cr 44 Dead 409 409 Live 1080 1080 Total 1489 1489 Bearing: , Load • Comb #2 ' #2 Length 0 0.68 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 = 89 Fv' = 180 fv /Fv' = 0.50 Bending( +) fb =1013 Fb' = 1170 fb /Fb' = 0.87 Live Defl'n 0.04 = <L/999 0.13 - L/360 0.30 Total Defl'n 0.06 = L/764 0.20 = L/240 0.31 ADDITIONAL DATA: FACTORS: F/E CD CM. Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.00 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear : LC #2 = D +L, V = 1489, V design = 1148 lbs Bending( +): LC #2 = D +L, M = 1489 lbs -ft Deflection: LC #2 = D +L EI= 78e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC • DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. • • g flu - COMPANY PROJECT 1 i fl Wo od Works® . SOFtWASEFORWOOODESIGN June 28, 2010 10:57 b25 Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or plf) : Load Type Distribution Magnitude Location [ft] Units Start End Start End 1 w72 Dead Partial UD 539.7 539.7 13.00 14.50 -plf 2 Rf.Live Partial UD 493.7 493.7 13.00 14.50 plf 3_w28 Dead . Partial UD 535.5 535.5 0.00 4.50 plf 4 w28 Rf.Live Partial UD 487.5 487.5 0.00 4.50 plf 5 c14 Dead Point 1074 7.00 lbs 6 c14 Rf•Live Point 1601 7.00 lbs 7 c15 Dead Point 1074 13.00 • lbs ' 8 c15 Rf.Live Point 1601 13.00 lbs 9 w73 Dead Partial UD 539.7 539.7 14.50 16.00 plf 10 w73 Rf.Live Partial UD 493.7 493.7 14.50 16.00 plf 11 w74 Dead Partial UD 443.7 443.7 5.50 7.00 plf _ 12 w74 Rf.Live Partial UD 493.7 493.7 5.50 7.00 plf 13 w75 Dead Partial UD 539.7 539.7 4.50 5.50 plf . • 14 w75 Rf.Live Partial UD 493.7 493.7 4.50 5.50 plf 15 j42 Dead Partial UD 47.7 47.7 0.00 4.50 plf 16 j42 Live Partial UD 160.0 160.0 0.00 4.50 • plf • 17 j43 Dead • Partial UD. 47.7 47.7 '4 -50 5.50 plf • 18 Live Partial UD 160.0 160,.0 4.50 5.50 pit 19 j44 • Dead Partial UD 47.7 47.7 • 7.50 13.00 pIf • 20 j44 Live Partial UD 160.0 160.0 7.50 13.00 . plf 21_j45 Dead Partial UD 47.7 47.7 5.50 7.50 plf 22 Live Partial UD 160.0 160.0 5.50 7.50 plf 23_j46 Dead Partial UD 47.7 47.7 13.00 14.50 plf 24_j46 Live Partial UD 160.0 160.0 13.00 14.50 plf 25 j47 Dead Partial UD 47.7 47.7 14.50 16.00 plf 26 Live Partial UD 160.0 160.0 14.50 16.00 plf MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 1 0' 161 Dead 4328 - 4101 Live 5296 5376 Total 9624 9477 Bearing: - . - Load Comb #2 #2 Length 2.89 2.84 Glulam -Bal., West Specie 24F -V8 DF, 5- 1/8x15" Self- weight of 17.7 plf included in loads; Lateral support: top= full, bottom= at supports; • Analysis vs. Allow Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear fv = 157 Fv' = 305 fv /Fv' = 0:52 Bending(+) fb = 2301 Fb' = 2760 fb /Fb' = 0.83 Live Defl'n 0.36 = L/528 0.53 = L/360 0.68 Total Defl'n 0.77 = L/249 0.80 = L/240 0.96 . ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00. 2 Fb'+ 2400 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 . Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - 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 = 9624, V design = 8063 lbs ' Bending( +): LC #2 = D +L, M = 36854 lbs -ft . Deflection: LC #2 = D +L E1= 2594e06 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 ll W oo.dWork s ® . - SOFTWARE FOR WOOD DESIGN June 28, 2010 10:36 b26 Design Check Calculat Sheet , Sizer'7.1 LOADS ( lbs, psf, or plf) : . Load Type Distribution Magnitude Location (ft] Units Start End Start .: End 1_w37 Dead Partial UD 535.5 535°.5 10.50 11.00 plf 2 w37 Snow Partial UD 487.5 487.5 10.50 11.00 .plf 3_w38 Dead ' Partial UD 535.5` 535.5 11.00 14.00 plf 4_w38 Snow Partial UD 487.5 487.5 . 11.00 14.00 plf 5_w39 Dead Partial UD 535.5 535.5 14.00 15.50 plf 6 w39 Snow Partial UD 487.5 487.5. 14.00 15.50 plf • MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : ' - 10' } 16-0 Dead 583 - '2397 Live 393 2044 Total 976 444 Bearing: Load Comb #2 . , #2 Length 0.50* 1.33 *Min. bearing length for beams is 1/2" for exterior supports Glulam -Bal., West Species, 20F -V7 DF, 5- 118x16 -112" Self- weight of 19.47 plf included in loads; . Lateral support: top= full, bottom= at supports; • Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005: Criterion Analysis Value Design Value Analysis /Design Shear fv = 54 Fv' 305 fv /Fv' = 0.18 Bending( +) fb = 488 Fb' = .2297• . ,fb /Fb'. =. 0.21 Live Defl'n 0.05 = <L/99,9 .. 0,52,!= ,L/360 0.09 . . - Total Defl'n - 0.14., <L/999.,. .0.77.= L/240 , . 0.18 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fv' 265 1.15 1.00 1.00 - - - 1.00 1.00 1.00 2 Fb'+ 2000 1.15 1.00 1.00 1.000 0.999 1.00 1.00 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 T - - E' 1.6 million 1.00 1.00 - - - - 1.00 - - 2 Emin' 0.85 million 1.00 1.00 - - - - 1.00 - 2 Shear : LC #2 = D +S, V = 4441, V design = 3070 lbs Bending( +): LC #2 = D +S, M = 9454 lbs -ft Deflection: LC #2 = D +S EI= 3070e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. • (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Glulam design values are for materials conforming to AITC 117 -2001 and manufactured in accordance with ANSI /AITC A190.1 -1992 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). COMPANY PROJECT Wood /o SOFTWARE FOR WOOD DESIGN June 28, 2010 10:50 c2 Design Check Calculation Sheet Sizer 7.1 LOADS ( Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1_bl Dead Axial 1539 (Eccentricity = 0.00 in) 2 bl Rf.Live Axial 2089 (Eccentricity = 0.00 in) MAXIMUM REACTIONS (Ibs): 8' Lumber n= I y , Hem -FFir, No.2, 2x6 , 2 -Pl s - pY y. 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 = 221 Fc'. = 980. fc /Fc' = 0.23 Axial Bearing fc = 221 Fc* = 1644 fc /Fc* = 0.13 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,. - 1100 - - 1.00 1.00 2 Axial : LC #2 = D +L, P = 3655 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. /5"-- • COMPANY PROJECT • r' 1 Wo Wo rk s SOFTWARE rok WOOD Dm,GN • June 28, 2 10 :52 c25 Design Check Calculation Sheet Sizer 7.1 • LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1 b12 Dead Axial 514 (Eccentricity = 0.00 in) 2 b12 Live Axial 1408 (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 'fasterier -nails; Ke x Lb: 1.00 z 0.00= 0.00 [ft]; Ke x Ld: 1.00 x 9.00= 9.00 [ft]; Analysis vs. Allowable Stress (psi) and Deflection (in) using Nis ° Criterion Analysis Value Design Value Analysisi Design Axial fc = 185 Fc' = 380 • fc /Fc 0.49 Axial Bearing fc = 185 Fc* = 1495 fc /Fc* = 0.12 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL /CP CF Cfu Cr Cfrt Ci LC# Fc' 1300 1.00 1.00 1.00 0.254 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 = 1942 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. 8 COMPANY PROJECT Woo dW orks ® SOFTWARE FOR WOOD DESIGN June 28, 2010 10:51 c36 Design Check Calculation Sheet Sizer 7.1 LOADS (Ibs, psf, or pif ) Load Type Distribution Magnitude Location [ft] Units Start End Start End l b21 Dead Axial 5634 (Eccentricity = 0.00 in) 2 Rf.Live Axial 7021 (Eccentricity = 0.00 in) MAXIMUM REACTIONS (lbs): 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 NOS 2005 : Criterion Analysis Value Design Value. Analysis /Design Axial fc = 420 Fc' = 548 fc /Fc' = 0.77 Axial Bearing fc = 420 Fc* = 661 fc /Fc* = 0.64 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL /CP CF Cfu Cr Cfrt Ci LC# Fc' 575 1.15 1.00 1.00 0.829 1.000 - - 1.00 1.00 2 Fc* 575 1.15 1.00 1.00 - 1.000 - - 1.00 1.00 2 Axial : LC #2 = D +L, P = 12705 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. • • 670,,c4e, COMPANY PROJECT d WoodWorks® . SOFIWAREFOR WOOD DESIGN June 28, 2010 10:52 c44 Design Check Calculation Sheet Sizer 7.1 LOADS ( Ib s , psf, or plf ) Load Type Distribution Magnitude Location [ft] Units Start End. Start End 1_c35 Dead Axial 1940 (Eccentricity = 0.00 in) 2 c35 Rf.Live Axial 2853 (Eccentricity = .0.00 in) MAXIMUM REACTIONS (lbs): . • V.04,474A44 -44f441._ 0 9, Lumber n -ply, Hem -Fir, No.2, 2x4 ", 3 -Plys Self- weight of 3.25 plf included in loads; Pinned base; Loadface = depth(d); Built -up fastener: nails; Ke x Lb: too x 9.00= 9.00 [ft); Ke x Ld 1.00 x 9.00= 9.00 [ft]; Repetitive factor: applied where permitted(refer to online help); Analysis vs. Allowable St (psi) and Deflection (in) using NDS 2005: • Criterion Analysis Value Design Value Analysis /Design Axial fc = 306 Fc' = 363,. fc /Fc'- = 0.84 Axial Bearing fc = 306 Fc* = 1719 fc /.Fc* _ X 0.18 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL /CP CF Cfu Cr Cfrt Ci LC# Fc' 1300 1.15 1.00 1.00 0.2,11 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 = 4823 lbs Kf = 0.60 (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. BUILT -UP COLUMNS: nailed or bolted built -up columns shall conform to the provisions of NDS Clause 15.3. • • 6;„..itai, COMPANY PROJECT r WoodWo 4 3 SOfl WRE FOR WOOD DESIG June 28, 2010 10:51 c64 • Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or pif ) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1 Dead Axial 1940 (Eccentricity = 0.00 in) 2 c45 Rf.Live Axial 2853 (Eccentricity = 0.00 in) 3 b22 Dead Axial 807 (Eccentricity = 0.00 in) 4 b22 Rf.Live Axial 763 (Eccentricity = 0.00 in) •. s MAXIMUM REACTIONS (Ibs): egorfowN z.. ,..=s tftw",.ai "` . oR lk .. . : . _.� ArEa as a �4, it, .. ..cam 8' Lumber n -ply, Hem -Fir, No.2, 2x ", 3 -PIys Self- weight of 5.11 plfincluded in loads; Pinned base; Loadface = depth(d); Built -up fastener: nails; Ke x Lb: 1.00 x 8.00= 8.00 [ft]; Ke x Ld: 1.00 x 8.00= 8.00 [ft]; Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress (psi) and Deflection,(in) using NDs 2005: - Criterion Analysis Value Design. Value Analysis /Design -. Axial fc = 259 Fc' = 439 fc /Fc' = 0.59 • - Axial Bearing fc = 259 Fc* = 1644 fc /Fc* = 0.16 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 = 6404 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. • . narper .. HP Houf Peterson COMMUNICATION RECORD • Righellis Inc.. To E FROM lIl . MEMO TO FILE III • • F.I.ICIIIC:"1,;; 4 PLANNERS LAt4;;;;IIAPE ARCI.111',7,1•S.SURvi, ._._.........._.,—,_. ........... _....._ ..... __—__.. - PHONE NO.: PHONE CALL: Ili MEETING: El 1 • i ; 7 I • • ' ' ■ . , , , i ; [ : ; • ; ; ; ; . 7 : - ; 13 7 X ; • . . • ' ' ' • • 7 ' • M e X ; 7 . - 5 . . • I , I l :. I ; • + • : . : I • I 4 I + • + . , , , ', ':. :: : i I rj; ; , i , • ' , . ! • • I , .., i ; > 1 , , _ ,. , _ .1,, ; v ._._.i. ...,.,;.. 1. ; .... „.,. . ; ; . : , . .1... .--- .....,..._._.),.. . _1„....... .....;... ,_... i ... . 4 • ;. . , . , . , ,‘ ; , ; ' . • i : I . , . , ■ 1 .--i- :',...) : ',. ,p.!• i,1 .. . . 1 • . , ; ; ,, ; 1 • ! ; , ; , . . , • . , • (t) • , • , , , . . , , • , : , , : , • ; , . ,,,,,,,,,,, , , 1 , , ; , • ; . , • • , : ; iv , : . ! i , • ! • ,• i : • : , . ••• , i : , , ,. , , , • • 0 ••t9),•••....9_.)i.,_ • i + i . - . ■ , , <J1,. IT" E , , , .... _ ,. •,. 1 .. ., , ; . , ; .--,,•-- ,. , -1- ., • . , ; i • .__.. ii , . . . , , ; ,,, , , - i 1 • . . . . .....; ± . . , • , , . , ; .. . „ . , , •• ,,,.., . . . . . , . .. • • „ , , • . • . . . _ . . ., . .... , . : . . 4 l' . • - -,• - , ,, , ---0 , ,- v , c ,. , 1 . , . ' • ' . . . • . . , . . ,'........ , . 0 . . , ..,..—..,..- —i • ?: 4 I . . . . . . , • , , , . • • . r 33 • . ; 8- .1 ,,,,-- 3 • , 3 , 3 • i - 3 1 I " - ; I (,),13 ,,. 3 , : 3 3 , • • ; 3 3 • 3 3 • ',V3 3,-- 3. 333•3•„3 . - , . ,,,,,.; , ,_. ,., 3 . • , , 3 • ..,. 3, ,. .3 .....3._ ,• .3 • 3 3 __.., ;3_ ., . : . 1..._.."‘ . ; ; - , ..., 1 . .1 . ...! L _ , „,...-., , .1 • . I ', ; - (--. . , ...:,,•,) , • 1 , - , . , : ' . i . , . , , - i.• ., . . i,, , , , • — •wrr.1 3 :. . • 13_ • V,,.. ) ; 3 .. i ' 1 , : .• 41 4 ; 3 • .3 • 1 3 3 V • ' I . • • ("' 1 0 . ' , f r 7 , , , , , , ; , , • ,, ,. : , • _ ,77, ,..... 7_ .. , • , . ; . ..,• , 7, ., ___, ,•_,_ ,•_ • co ., , , • • • , , • , , „ • • ..7 „ . , et 777-; 0 • , : 7 , , , : • , ; , , , • • , , • . ,, r , 1.7•,•••,, , : , 70 4 ,..' 1 ',....,2 ... r I , r '''; i : i ,' i '.'; , f ' . • i 1 , I " • 1 ', .1 cr, .„, ' • , . , . . . . . • • . .. • , • ,. , 1 1. 1 : , . ,. ''-H, i• , : • . I . , : , t , „ . • , , .. 1 , • , • CP ' • ' ' , • . ,..', _ j_. ,.._. ,.._ ... ,. .. L. ',, _1 i • ! , i.. , - ; ', , ' .. ' f. ...1.-- - .1...: i. ,,, , • , ' ' , , ''''':•' - ',.- • ', - 3 - - . • • , , t . - • ,. 1 : . , i : ,. ',. , ; i . . (-) , • , i , , t • •_...,.. i • • ,, . . . •„., , , , I •. , t ., i . , . P , : , — , :. I :—' ., T ;- 4 . : : i : •: . ' : 1 — ::: ' I : ' „! ''• I : ' I l ' I+ • • ' ' 1 i . I i - - ' — -:- -- —:— ' ' • ' i-- • i I 1 : L ...;_ .- ,, , . i i , ; , • , . , ' , c • : • , c . ; , , . , , ; . : • ; 1 ...; : ' . , : • , ; , , • , : , i : i .1 ,, , ; , -,, ! (7( , • • : c , , ; , c : 1 t .--- •••••; • ;,,( ;;;;• 7; —.;;;;; - 1 — ;;;;;;;; ;' — r .- --) • 1—T - • : , , ! • ' ' ‘ ; f , ' . . . • i .i __,;_ i ___., . __. , . „ 1 3 : 3 , 3 3 • 3 , 3, • , ; i ,, . 3 : , , ......... 1 ; , : 3 , _ 3 , • 3 , : ; . 3 • 3 3 3 3 3 •3 3; 3 3 , ,--3-3•• -3- •-- . 3 -- 3 , -• 3- 3 , 3 , _ .....,.3............._ ...._...3 • , 3 3 • 3 .,, 3 t- 1 1. 3 3 3 ; • I • ' ' • . ; i . . , ' V .• ; . 7. I • , , •— , 1 : , ., , , ' . • I : . -,. . ; r 1 ' I , , , . , 5 • „: • . . . ; I ', _ i I - . , ,, , - -- , ±- , . , , . . . - ' . ' • ' • . I . . . • ' . I — . • i ; I • . „ . . • • 0 • • . . --, COMPANY PROJECT 4`` W orks ® ' v1 i Wood °v i a " ' ' soFrwaef FOR WOOD arsioa June 28, 201010:19 b25 LC1 Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or plf) : Load Type Distribution Magnitude Location Ifti Units Start End Start End 1 w72 • Dead Partial UD 539.7 539.7 13.00 14.50 plf 2 w72 Snow Partial UD 493.7 493.7 13.00 14.50 plf 3 w28 Dead Partial UD 535.5 535.5 0.00 4.50 plf 4 w28 Snow Partial UD 487.5 487.5 0.00 4.50 plf • • 5 c14 Dead Point 1074 7.00 lbs 6 c14 Snow Point 1601 7.00 lbs • 7 c15 Dead Point 1074 13.00 lbs 8 c15 Snow Point 1601 . 13.00 lbs • 9 w73 Dead Partial UD 539.7 539.7 14.50 16.00 - plf 10 w73 Snow Partial UD 493.7 493.7 14.50 16.00 plf 11 w74 Dead Partial UD 443.7 443.7 5.50 7.00 plf 12 w74 Snow Partial UD 493.7 493.7 5.50 7.00 plf 13 w75 Dead Partial UD 539.7 539.7 4.50 5.50 plf 14 w75 Snow Partial UD 493.7 493.7 4.50 5.50 plf 15 j42 Dead Partial UD 47.7 47.7 0.00 4.50 plf 16 Live • Partial UD 160.0 160.0 0.00 4.50 plf 17 j43 Dead Partial UD 47.7 47.7 4.50 5.50 plf 18 j43 Live Partial UD 160.0 160.0 4.50 5.50 plf 19 Dead Partial UD 47.7 47.7 7.50 13.00 plf 20 j44 Live Partial UD 160.0 160.0 7.50 13.00 plf 21 Dead Partial UD 47.7 47.7 5.50 7.50 plf 22 Live Partial UD 160.0 160.0 5.50 7.50 plf 23 j46 Dead Partial UD 47.7 47.7 13.00 14.50 plf 24 j46 Live Partial UD 160.0 160.0 13.00 14.50 plf 25 j47 Dead Partial UD 47.7 47.7 14.50 16.00 plf 26 j47 Live Partial UD 160.0 160.0 14.50 16.00 plf 203A Wind Point 7960 0.00 lbs 203A.1 Wind Point -7960 7.00 lbs 203B.1 Wind Point 7960 13.00 lbs . 2038.2 Wind Point -7960 16.00 lbs MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : R 3...� �,,- _ W.. _, -3,:_ x,30_.. Fe .C.,- <, .... �, . .. ,CV.,, ...... , .. ..,,,, ams . , ,. ..:� -��. 040404 0..4 . . ,,... ,,m,._ .. r.3. -, 0' 161 Dead 4328 4101 Live 7703 4096 Uplift 2458 Total 12031 8197 Bearing: Load Comb #4 #6 Length 3.61 2.46 • Glulam -Bal., West Species, 24F -V8 DF, 5- 1/8x15" Self- weight of 17.7 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 = 136 F-a' = 305 fv /Fv' = 0.45 Bending( +) fb = 1986 Fb' = 2760 fb /Fb' _. 0.72 Live Defl'n 0.27 = L/704 0.53 = L/360 0.51 Total De£1'n 0.68 = L/283 0.80 = L/240 0.85 . • ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Notes ,Cn LC# Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 6 Fb'+ 2400 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 6 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 3 Emin' 0.85 million 1.00 1.00 - - - - 1.00 - - 3 Shear : LC #6 = D +S, V = 8344, V design = 6983 lbs Bending( +): LC #6 = D +S, M = 31814 lbs -ft Deflection: LC #3 = D +.75(L+S) EI= 2594e06 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). al ---- (.112J-3 COMPANY PROJECT . I 2 ` x WoodW ""''3 SOFTWARE FOR WOOD DESIGN . June 28, 2010 10:24 b25 LC1 NO LL • Design Check Calculation Sheet Sizer 7.1 LOADS (Ibs, psf, or pif) : . Load Type Distribution Magnitude Location (ft) Units Start End Start End 1 w72 Dead Partial UD 539.7 539.7 13.00 14.50 plf 3_w28 Dead Partial UD 535.5 535.5 0.00 4.50 plf 5_c14 Dead Point 1074 7.00 lbs 7_c15 Dead Point 1074 13.00 lb 9 w73 Dead Partial UD 539.7 539.7 14.50 16.00 . plf ll w74 Dead Partial UD 443.7 443.7 5.50 7.00 plf 13 w75 Dead Partial UD 539.7 539.7 4.50 5.50 plf 15 j42 Dead Partial UD 47.7 47.7 0.00 4.50 plf 17_j43 Dead Partial UD 47.7 47.7 4.50 5.50 plf 19_j44 Dead Partial UD 47.7 47.7 7.50 13.00 plf 21_j45 Dead Partial UD 47.7 47.7 5.50 7.50 plf 23_j46 ' Dead Partial UD 47.7 47.7 • 13.00 14.50 plf 25 j47 Dead Partial UD 47.7 47.7 14.50 16.00 plf .203A Wind Point 7960 0.00 lbs 203A.1 Wind Point -7960 7.00 lbs 203B.1 Wind Point 7960 13.00 lbs 203B.2 Wind Point -7960 16.,00 lbs MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : D' .. 164 Dead • 4328" 4101 Live " 3300 r ._ s' . • Uplift 2458 Total 7572 4101 Bearing: - Load Comb #2' #1 Length 2.27 1.23 • Glulam -Bal., West,Species, 24F -V8 DF, 5- 118x15" . Self- weight of 17.7 plf included in loads; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NOS 2005: Criterion Analysis Value Design Value Analysis /Design Shear .fv = 70.. Fv' = 238 fv /Fv' - 0.29' _ ' . Bending( +) fb - 978 Fb' = 2160 fb /Fb' = 0.45 , Live Defl'n -0.30 = L/632 0.53 = L/360 0.57 - ' Total Defl'n -0.03 = <L/999 0.80 = L/240 0.04 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 1.000 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 - - 2 Emin' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 Shear : LC #1 = D only, V = 4328, V design = 3577 lbs Bending( +): LC #1 = D only, M = 15667 lbs -ft Deflection: LC #2 = .6D +W EI= 2594e06 lb -in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. . (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) , Load combinations: ICC -IBC DESIGN ` NOTES: 1. Please verify that the default deflection limits are appropriate for your application. . 2. Glulam design values are for materials conforming to AITC 117 -2001 and manufactured in accordance with ANSI /AITC A190,1 -1992 • 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. , 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). . ' 8'.- ( 1 • COMPANY PROJECT 0 -1 1 Viz. Wood Works soFnvnsEFOR WOOD DESIGN June 28, 2010 10:20 b25 LC2 • Design Check Calculation Sheet Sizer 7.1 • LOADS ( lbs, psf, or plf) : . Load Type Distribution Magnitude Location tftl Units Start End Start End 1 w72 Dead Partial UD 539.7 539.7 13.00 14.50 plf • 2 w72 Snow Partial UD 493.7 493.7 13.00 14.50 plf 3 w28 Dead Partial UD 535.5 535.5 0.00 4.50 plf 4 w28 Snow Partial UD 487.5 487.5 0.00 4.50 pif . 5 c14 Dead Point 1074 7.00 lbs 6 c14 Snow Point 1601 7.00 lbs • 7 c15 Dead Point 1074 13.00 lbs 8 c15 Snow Point 1601 13.00 lbs 9 w73 Dead Partial UD 539.7 539.7 14.50 16.00 plf 10 w73 Snow Partial UD 493.7 493.7 14.50 16.00 plf 11 Dead Partial UD 443.7 443.7 5.50 7.00 plf 12 Snow Partial UD 493.7 493.7 5.50 7.00 plf 13 Dead Partial UD 539 -.7 539.7 4.50 5.50 pif . 14 w75 Snow Partial UD 493.7 493.7 4.50 5.50 plf 15 Dead Partial UD 47.7 47.7 0.00 4.50 plf ' 16 Live Partial UD 160. -0 160.0 0.00 4.50 plf • 17 j43 Dead Partial UD 47.7 47.7 4.50 5.50 plf 18 Live Partial UD 160.0 160.0 4.50 5.50 pif 19 j44 Dead Partial UD 47.7 . 47.7 7.50 13.00 pif . • 20 j44 Live Partial UD 160.0 160.0 7.50 13.00 plf 21 j45 Dead Partial UD 47.7 47.7 5.50 7.50 plf 22 j45 Live Partial UD 160.0 160.0 5.50 7.50 pif 23 j46 Dead Partial UD 47.7 47.7 13.00 14.50 plf 24 Live Partial UD 160.0 160.0 13.00 14.50 plf 25 Dead Partial UD 47.7 47.7 14.50 16.00 pif 26 Live Partial UD 160.0 160.0 14.50 16.00 pif 203A .Wind ' Point- -7960 . 0.00 lbs , 203A.1 Wind' - Point 7960 ' 7,.00 lbs 203B.1 Wind' Point, - -7960 13.00 lbs 2038.2 Wind Point '7960 16.00 . lbs • MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : . �., t o 161 Dead 4328 - 4101 Live 4016 7763 Uplift 2321 • Total 8344 • 11864 Bearing: - . - Load Comb #6 • #4 Length 2.50 3.56 Glulam -Bal., West Species, 24F -V8 DF, 5- 1/8x15" . ' • Self- weight of 17.7 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 = .136 Fv' = 305 fv /Fv' = 0.45 - ' Bending1 +) fb = 2949 Fb' = 3840 fb /Fb' = 0.77 Live Defl'n 0.42 = L/454 0.53 = L/360 0.79 Total Defl.'n 0.69 = L/277 0.80 = L/240 0.87 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fv'• 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 6 Fb'+ 2400 1.60 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 4 • Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 4 Emin' 0.85 million 1.00 1.00 - - - - 1.00 - - 4 Shear : LC #6 = D +5, V = 8344, V design - 6983 lbs Bending( +): LC #4 = D +.75(L +S +W), M = 47228 lbs -ft Deflection: LC #4 = D+.75(L +S +W) EI= 2594e06 lb -in2 , Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) • (All LC's are listed in the Analysis output) Load combinations: ICC -IBC - . DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Glulam design values.are for materials conforming to AITC 117 -2001 and manufactured in accordance with ANSI /AITC A190.1 -1992 • 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according'to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). • g--- 6:32.---. • COMPANY PROJECT 14 i W oo d W orksorKs® • • , ' - - - . SOFTWARE FOR WOOD DESIGN June 28, 2010 10:23 b25 LC2 NO LL Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or pif) : Load Type Distribution Magnitude Location [ft] Units, Start. End Start End 1 w72 Dead Partial UD 539:7 539.7 .13.00 14.50 plf . .31w28 Dead Partial UD 535.5 535.5 0.00 4.50 plf' 5_c14 Dead Point 1074 7.00 lbs 7_c15 Dead Point 1074 13.00 lb's . 9 w73 Dead Partial UD 539.7 539.7 14.50 16.00 pit ll w74 Dead Partial UD 443.7 443.7 5.50 7.00 plf. 13_w75 Dead Partial UD 539.7 539.7 4.50 5.50 plf 15_j42 • Dead Partial UD 47.7 47.7 0.00 4.50 plf 17_j43 Dead Partial UD 47.7 47.7 4.50 5.50 plf 19_j44 Dead Partial UD 47.7 47.7 7.50 13.00 , plf 21_j45 Dead Partial UD 47.7 47.7 5.50 7.50 plf 23_j46 Dead Partial UD 47.7 47.7 13.00 14.50 plf 25_j47 Dead Partial UD 47.7 47.7 14.50 16.00 plf 203A Wind Point -7960 0.00 lbs 203A.1 Wind Point 7960 7.00 1bs ' 2030 Wi Point-- -7960- 13.00 lbs . 203B:2 Wind . Point' 7960 16.00 lbs. MAXIMUM REACTIONS (Ibs) and BEARING - LENGTHS (in):: ' . • ,,. Ip' • 161 Dead 4328 4101 Live , 3391 • Uplift 2321 Total 4328 7435 Bearing:. _ , • Load Comb ' #1 #2 Length 1.30 . 2.23 Glulam -BaL, West Species, 24F -V8 DF, 5- 1/8x15" Se lf- we o 17.7 plf included in loads; ' Lateral suliport: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi)_ and Deflection (in) using NOS, 2004 : • Criterion Analysis Value Design Value Analysis /Design • Shear fv - 70 Fv' _. 238 • fv /Fv' - 0.29 • • Bending( +) fb = 1905 Fb' = 3840 fb /Fb' = 0.50 Live Defl'n 0.10 = <L/999 0.53 = L/360 0.18 . Total Defl'n 0.37 = L /525 0.80 = L/240 0.46 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 1.60 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 #1 = D only, V = 4328, V design = 3577 lbs ' Bending( +): LC #2 = .6D +W, M = 30517 lbs -ft Deflection: LC #2 - .6D +W EI= 2594e06 lb -in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact •C= construction CLd= concentrated) (All LC's are listed in the Analysis output) ' Load combinations: 'ICC -IBC . • DESIGN NOTES: . 1. Please verify thatthe 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 dIP WoodWorks sonssRF FOR w000 DESIGN June 28, 2010 10:25 b26 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_w37 Dead Partial UD 535.5 535.5 10.50 11.00 plf 2w37 Snow Partial UD 487.5 487.5 10.50 11.00 plf 3__w38 Dead Partial UD 535.5 535.5 11.00 14.00 plf . 4_w38 Snow Partial UD 487.5 487.5 11.00 14.00 plf 5_w39 Dead Partial UD 535.5 535.5 14.00 15.50 plf 6 w39 Snow Partial UD 487.5 487.5' 14.00 15.50 plf W1.1 Wind Point 13500 10.50 ' lbs W1.2 Wind Point -13499 15.50 :lbs MAXIMUM REACTIONS (Ibs) and BEARING. LENGTHS (in) : 1, , _ , ® -:. -.. - m�FV ..' rx '�rh.m.6- ..:4rv. ; ,, • W., _ - - F - 'er .. : - emu" . .,a - , wm.+ +f. ...'.xa� .3Groa ra x , ,, , , , AV,...-3,3V., .....,,,,, .. .aa,-- - - - � d?&iafi - - .raa.�. +.xa.aF_.s_:egsa.§Y'.? _ _5. �+..+�. ;..aeaN - - '..5'++m5 - .. F_.- -'+�s+ '....,5' -. S z'sa .,.. .>¢+ ,,,,,w I - 15' -6 Dead 583 2397 Live 418Z 8392 Total 4704 10789 Bearing: Load Comb #4 #3 Length 1.41 3.24 Glulam -Bal., West Species, 20F -V7 DF, 5- 1/8x16 =1/2" Self- weight of 19.47 plf included in loads; Lateral support: top= full, bottom = at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Anal sis Value Design Value, Analysis /Design Shear fv = 181 Fv' = 424 fv /Fv' = 0.43 Bending( +) fb = 2526 Fb' = 3195 fb /Fb' = 0.79 Live Defl'n 0.47 = L/395 0.52 = L/360 0.91 Total Defl'n 0.56 = L/331 0.77 = L/240 0.72 . ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fv' 265 1.60 1.00 1.00 - - - - 1.00 1.00 1.00 4 Fb'+ 2000 1.60 1.00 1.00 1.000 0.999 1.00 1.00 1.00 1.00 - 4 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.6 million 1.00 1.00 - - - - 1.00 - - 4' Emin' 0.85 million 1.00 1.00 - - - - 1.00 - - 4 Shear : LC #4 = .6D +W, V = 10643, V design = 10194 lbs Bending( +): LC #4 = .6D +W, M = 48956 lbs -ft Deflection: LC #4 = .6D +W EI= 3070e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: . 1. Please verify that the default deflection limits are appropriate for your application. 2. Glulam design values are for materials conforming to AITC 117 -2001 and manufactured in accordance with ANSI /AITC A190.1 -1992 3. GLULANI: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). & , (1, COMPANY PROJECT 1 W • 3,. :, . 50 F7WARE FOR WOOD DESIGN June 28, 2010 10:27 b26 LC1 no II • - Design Check Calculation Sheet • Sizer 7.1 - LOADS ( lbs, psf, or plf) : Load Type Distribution Magnitude Location [ft) Units Start End Start End 1_w37 Dead Partial UD 535.5 535.5 101.50, 11.00 plf 3_w38 , Dead Partial UD 535.5 535.5 11.00 14.00 plf 5_w39 Dead Partial UD 535.5 535.5 14.00 15.50 plf W1.1 Wind Point 13500 10.50 lbs W1.2 Wind Point -13499 15.50 lbs • MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in)` - , A a I 15' -6'l Dead 583 2397 Live 4182 8247 Total 4704 10583 Bearing: - Load Comb #2 #2 Length 1.41_ _ . - 3.-18 : Glulam-Bal., West. Species, 20F4/7 DF,.511/,8x16 -1/2" Self-weight of 19.47 plf included :in loads; Lateral full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection' (in) using NDS 2005: ' . Criterion Analysis Design Value Analysis /Design Shear fv = 181 Fv' = .424 fv /Fv' = 0.43 Bending( +) fb = 2526 Fb' = 3195 fb /Fb' = 0.7 Live Defl'n 0.47 = L/395 0.52 = L/360 0.91 Total Defl'n 0.56 = L/331 0.77 = L/240 0.72 , _ ADDITIONAL DATA: " FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fv' 265 1.60 1.00 1.00 - - - 1.00 1.00 1.00 2 Fb'+ 2000 1.60 1.00 1.00 1.000 0.999 1.00 1.00 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.6 million 1.00 1.00 - - 1.00 - - 2 Emin' 0.85 million 1.00 1.00 - - - - 1.00 •- - 2 Shear : LC #2 = .6D +W, V = 10643, V design = 10194 lbs Bending( +): LC•#2 = .6D +W, M = 48956 lbs -ft Deflection: LC #2 = .6D +W EI= 3070e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. • (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: ' 1. Please verify that the default deflection limits are appropriate for your application: ' - , 2. Glulam design values are for materials conforming to AITC 117 -2001 and manufactured in accordance with ANSI /AITC.A190.1- 1992. 3. GLULAM: bxd = actual breadth x actual depth. - 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause =3.3.3: . 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). COMPANY PROJECT _ fff WoodWorks® SOFTWARE FOR W000 DESIGN June 28, 2010 10:26 b26 LC2 Design Check Calculation Sheet Sizer 7.1 LOADS ( Ibs, psf, or pit) Load Type Distribution Magnitude Location Eft] Units Start End Start End 1w37 Dead Partial UD 535.5 535.5 10.50 11.00 plf 2_w37 Snow Partial UD 487.5 487.5 10.50 11.00 plf' 3w38 Dead Partial UD 535.5 535.5 11.00 14.00 plf 4w38 Snow Partial UD 487.5 487.5 11.00 14.00 pif• 5_w39 Dead Partial UD 535.5 535.5 14.00 15.50 pif 6w39 Snow Partial UD 487.5 487.5 14.00 15.50 pif Wl.l Wind Point -13499 10.50 lbs W1.2 Wind Point 13500 15.50 lbs MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) ... 10' 15' -6't Dead 583 - 2397 Live 393 2044. Uplift 3945 7647 Total 976 4441 Bearing: - - Load Comb #2 #2 Length 0.50* 1.33 *Min. bearing length for beams is 1/2" for exterior supports Glulam -Bal., West Species, 20F -V7 DF, 5- 1/8x16 -1/2" Self-weight'of 19:47 pit included -in loads; Lateral support: top = full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS : Criterion Analysis Value Design Value Analysis /Design Shear fv = 136 Fv = 424 fv. /Fv' = 0.32 Bending( +) fb = 488 Fb' = 2297 fb /.Fb' = 0.21 Bending( -) fb = 2193 Fb' = 2940 fb /Fb' = 0.75 Live Defl'n. -0.51 = L/362 0.52 = L/360 0.99 Total Defl'n -0.42 = L/441 0.77,= L/240 0.54 ADDITIONAL DATA: FACTORS: • F /E CD CM Ct CL CV Cfu Cr Cfrt Motes Cn LC# Fv' 265 1.60 1.00 1.00 - - - - 1.00 1.00 1.00 4 Fb'+ 2000 1.15 1.00 1.00 1.000 0.999 1.00 1.00 1.00 1.00 - 2 Fb'- 2000 1.60 1.00 1.00 0.919 1.000 1.00 1.00 1.00 1.00 - 4 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.6 million 1.00 1.00 - - - - 1.00 - - 4 Emin' 0.85 million 1.00 1.00 - - - - 1.00 - - 4 Shear : LC #4 = .6D +W, V = /647, V design = 7647 lbs Bending( +): LC #2 = D+S, M = 9454 lbs -ft Bending( -) : LC #4 = .6D +W, M = 42496 lbs -ft Deflection: LC #4 = .6D +W EI= 3070e06 lb -in2 Total Deflection = 1.50 (Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind .I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) , Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the'default deflection limits are appropriate for your application. 2. Glulam design values are for materials conforming to AITC 117 -2001 and manufactured in accordance with ANSI /AITC A190.1 -1992 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). COMPANY PROJECT l �r 1 �� • Wood\ „ . ,, - SOFFiVARE FOR WOOD neS[GN June 28, 2010 10:30 b26 LC2 no II Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or plf) : Load Type Distribution Magnitude Location [ft] Units Start End Start End l w37 Dead Partial UD 535.5 535.5 10.50 11.00 plf 3_w38 Dead Partial UD 535.5 535.5 11.00 14.00 plf 5_w39 Dead Partial UD 535.5 535.5 14.00 15.50 plf W1.1 Wind Point -13499 10.50 lbs W1.2 Wind . Point 13500 15: lbs . MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : A I , 1 , 5 ,,6,4 • Dead 583 2397 Live Uplift 3945 7647 Total 583 2397 Bearing : . Load Comb #1 #1 Length 0.50* 0.72 *Min. bearing length for beams is 1/2" for exterior supports Glulam -Bal., West Species, 20F -V7 DF, 5- 1/8x16 -1/2" Self- weight of 19.47 plf included in loads; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear fv = 136 Fv' = 424 fv /Fv' = 0.32 Bending( +) fb = 267 Fb' = 1797 fb /Fb' = '0.15 Bending( -) fb = 2193 Fb' = 2940 fb /Fb' = 0.75 Live Defl'n -0.51 = L/362 0.52 = L/360 0.99 Total Defl'n -0.42 = L/441 0.77 = L/240. 0.54 ADDITIONAL DATA: _ FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# . Fv' 265 1.60 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2000 0.90 1.00 1.00 1.000 0.999 1.00 1.00 1.00 1.00 - 1 Fb'- 2000 1.60 1.00 1.00 0.919 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.6 million 1.00 1.00 - - - - 1.00 - - 2 Emin' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 • Shear : LC #2 = .6D +W, V = 7647, V design = 7647 lbs Bending( +): LC #1 = D only, M = 5167 lbs -ft Bending( -): LC #2 = .6D +W, M = 42496 lbs -ft Deflection: LC #2 = .6D +W EI= 3070e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C = construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Glulam design values are for materials conforming to AITC 117 -2001 and manufactured in accordance with ANSI /AITC A190:1 -1992 3. GLULAM: bxd = .actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). Harper Project: Houf Peterson Client: Job # ANC N Righellis Inc. _ . Designer: Date: Pg. # c PS ✓L;.N I.nN tSufl I) ^a C:.iNE hR{: i {;i F: G'iti1SUR': E'y CR9 (At- o Wdl := 10• lb •8.ft•20•ft W = 1600•lb ft 2 Seismic Forces Site Class =D Design Category =D WP := Wdl 1.0 Component Importance Factor (Sect 13.1.3, ASCE 7 -05) 5;1 0.339 Max EQ, 5% damped, spectral responce acceleration of 1 sec. Ss 10.42 Max EQ, 5% damped, spectral responce acceleration at short period 2 :_ 9 Height of Component h := 32 Mean Height Of Roof F := 1.123 Acc -based site coefficient @ .3 s- period (Table 1613.5.3(1), 2006 IBC) F 1.722 Vel -based site coefficient @ 1 s- period (Table 1613.5.3(2), 2006 IBC) S := F Smi := F S 2 • S ms S Max EQ, 5% damped: spectral responce acceleration at short period 3 Exterior Elements &Body Of Connections -a := LO i := 2.5 (Table 13.5 -1, ASCE 7 -05) .4a p• S ds• 1 p r z 1 F := RP I 1 + 2 h I Wp EQU. 13.3 -1 Fpmax:= 1.6.S EQU. 13.3 -2 F pmin .3 • S ds' I p .W p EQU. 13.3 -3 ,F , if(F > Fpmax,Fpmax,if(Fp < Fp Fp F F = 338.5171•lb Miniumum Vertical Force 0.2• S ds W dl = 225.6781-lb 3 —("1 Harper Project: °. Houif Peterson Client: Job # Righellis Inc. Designer: Date: Pg. # ENGIN�EH,.^>.EP ES Su RS' L::N [/S S: A'P'c AN CiFf 7FC E'4�SIIFVEYCsNS Ib W dl := 10 •8- ft•20•ft W = 1600 Ib ft Seismic Forces Site :Class =D Design - Category =D VW: =: Wdl 1.0 Component Importance Factor (Sect 13.1.3, ASCE 7 -05) S1 0.339 Max EQ, 5% damped, spectral responce acceleration of 1 sec. :=..1h04, 2 Max EQ, 5% damped, spectral responce acceleration at short period z := :9 Height of Component h =: 32 Mean Height Of Roof Fa :=1..f23 Acc -based site coefficient @ .3 s- period (Table 1613.5.3(1), 2006 IBC) Fv = 1,722 Vel -based site coefficient @ 1 s- period (Table 1613.5.3(2), 2006 IBC) S • = F S S := Fv -S1 2S ms S := Max EQ, 5% damped, . spectral responce acceleration at short period 3 Exterior Elements & Body Of Connections a - := 1.0 %.:= 2.5 (Table 13.5 -1, ASCE 7 -05) 4a P • S ds• I p z F • I 1 + 2 hJ •WP EQU. 13.3 -1 Fpmax 1.6•S EQU. 13.3 - Fpmin :- • S ds• I p• W P EQU. 13.3 F if(F > Fp if (F < Fpmin,Fpmin,Fp)) F = 338.5171.1b Miniumum Vertical Force 0.2 • S ds• W dl = 225.6781•lb te 7 Z9 - Alga F ..d. Hciuf Peterson 0 HP Righellis Inc.. To Ei FROM El . COMMUNICATION RECORD MEMO TO FILE 0 . ElIGI . PlAfitqL Lis,10.,,A0E ARCJIITI:1.1f*.6L11,l'i,:,.■,,,YS ............. ---- ................... ----- - ---- PHONE NO.: PHONE CALL: 0 MEETING: 0 _ . m 71 . 75 . . . _ . 2 .c Q 7 ti . . JP' . .--4. • 'II C . 'I • („....‘ i II . ,..7C' . .1 • 9') . ,..".., c.../) ,--- -) -0 (...), , s . .....0 . . — • 41 ..$) 7:z. 4 • * --.- 1 —0 • ?),,,,,,<" . , — 0 ' A - •• - • • 67. -' • -in - 11 - ' • 0- . It- . . , • ,..,"" • .....11- V . - il - • (-0 -1 r;e, ____ 0 . _0.. • 0 11 ....c ..........9 * ' --0 :t tk .. ) ..... . . crl ,.., .. . . . . . .. . It. -'+.--) rt- It — , 4-- . . . • • . . cr.1 • ...... • .0 C.:› 0 0 . . -•••••4 ,• . . -N.. 0 .,... • . . . . N.,, . . •••• . - . -4,1 ' .... 0 . m ' • .) . , . \ ■ . . Z • . . o. r . . . . . . „...... .. . cri -.... . , • . . . . . . . .. .. . . .. . . • . . ,.....0 0 . . 0 O'; -- 171 1 c , o -Dr Ji# Icc,) C 7-- y'Al # \-002 -=- - Ne 001 Cr)..k ,Irooilt_.) :, ,-;,---, ,.. '.. L.: - _ , ‹ r.,,, .-= 4, 0 ? N, Z ( Z ) i ...4 (1) 7 ° ) 1 C .. : , C C '...) CY 6iji S (:a) - - . r:1 1 i ! i , . - 1 (-,-,,y.--)‘ -.4 _• ; ',1(li — 6 .3 L-rsa -- 7 H ■ 1 1 I i , 2 0 ,-, z -.1 } 0 ) k) K C l • D'OT ," -3 n - -h ----- t h Z.- - 1 C c-LS\DS: 1 Z ( kii Yzidk "1 1 -g xi --1-- . 0 a a 2 0 Z P1 111 o n = x 0 EI c:Cf-S:-.ANCJI03 ? ) IC a. 1 D b-- \ C/ 0 .111 N K 0 171 -1 1 m 0 t ''')•frnaCt ' ci 1 _ o z 0 21 P r \•;:jez 'D :.1.0r08.1 nil i I • 0 ba rla) A: ON 110r 0 lo t c- .3„.. kl )104.„k3 .A. • -7,---- , 1 . ' •••• ,.._,.,---c . ' F; ■01' 7 C1 '- ) -'; '-' • 0 ,''''l c4 "- . i • '"' 1■•••4 CD . 1 • of 0 ' EA • . 0 0 a ,- , . • 0 )1 c) -170(1-ti '.' ocme - 2 - cw - ee i ,•IG'. . . ryyz • 41. ,,,-. („ov) #00e ---7- • 4 1 - ':" ' . u D C-1 b Cr! 2 0 m • z m 0 x :. o z . 0 • n 1/511 . ' t7 (CAH s\.,!os6wG - z n > -I „...„., 6 *00•Ke 7 NIA oc h. g .... ---, j __I :, L _•- • z m m z m . 0 M 0 n x . r- 0 • . E • 0 g .., , K ° : T, g r= .. m . . . El D 1 . . 1031 , , . . . , Q bass.' 1)1 2 ) , ON Bor 0 .1 0‘e iild ce „,. urAN3. s ms :A. .f..: . . - ' Harper . — COMMUNICATION' RECORD • IIP - Houf Peterson • • • Righellis Inc.. To 0 FROM 0 MEMO To FILE 0 .. ENGINEERS • PLANNER$ LAr:tIAPH ARCIFIITELIT8aSURVEYi.R, PHONE NO.' PHONE CALL: 0 MEETING: 0 .. ... . XI• - u f' xi 75 ' , Ei ' . . " I , . .. r ?-1 1- • - . . . nt . 2 . 0 • . ,:. CT i I ri 5 d , , . .....-- ......, . ‘. : _ c _ .....c. , . . . . 0• 6-24 - # • r K. . • 0 • — 00 . . . . 01 ".-3 • d . 1, 5 0 , ?CA • . 1°3 .r . ,,.., • N . It .., ,. • • , . , • ..) . . . e ...—... -c-:- - . . n . . . , . T - . • . .. . . I n-i; .. . - . . • 0 • , .. 0 . , . .. . . . . . < 1 . - 0 • .....,0- • .0 . . . .. . • • narper . - COMMUNICATION RECORD HP Houf Peterson Righe llis Inc. To El FROM 0 MEMO To FILE 0 E■■■ .PLck*INER3 LA,D`,CAPE Ar,Cit/TECI-S•SU.+V_YlIS.: PHONE NO. PHONE CALL: El MEETING: El 13 - t CO 0 c_ RI .1.' n '71 ...›,...j ......--- ,....... .. , ( 1141:1 11 a --V . C.) ( moan .--- N . III C:11 ri „........(., 1 t . 7 co k....) T. E 0 01 C.,...; —P- ----- c V r 1 1 • ,._. -0 z e (14-.) a IL 0 ,....z5 '0 ,. , I, COMPANY PROJECT s i t WoodWorks • ".;d, S OFTWARE FOR WOOD DESIGN ' June 8, 2009 16:27 Hand Rai12 Design Check Calculation Sheet Sizer 8.0 LOADS: Load Type Distribution Pat- Location [f Magnitude Unit 'tern, Start End Start. End LIVE Live Full UDL 50: plf.: _ MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in,),: . ' `"ry +,. e a .�... . {ys k3 a- � - t - .xs a .: t o F # # { - a k .. ] ' . '"S `g i °a4 w .. }E�tirt. s., ,r V .y - l v i 1 x _R i Ct su.t `sue + < `` _ 4 r Y,F $, -'-, 3 6 A� f,� � 1 f Y a', . .. ... a,... _.. pt 1 0' 5 Dead Live 125 125 Total 129 129 Bearing: Load Comb 42 #2 Length 0.50* 0.50* Cb 1.00 . 1.00 "Min. bearing, length -for beams is 1/2" for exteriorsupports Lumber -soft, Hem -Fir, 10.2, 2x6" S elf=weigh t ; of 1.7 plf included in loads; Lateral - supports top= at,supports, bottom = at supports; Analysis vs. Allowable Stress (psi) and.Deflection (in)- using NDs 2005 : Criterion Analysis Value Design , Value Analysis /Design,. Shear fv = 19 FV' = 150 " fv /Fv' 0.13 Bending( +) fb = 256 Fb' = 1048 fb /Fb' = 0. Dead Defl'n 0.00 = <L/999 Live Defl'n 0.03 = <L/999 0.17 = L/360 0416 ' Total Defl'n 0.03 = <L/999 0.25 = L/240 0.11 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 150 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 850 1.00 1.00 1 : 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 billion 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear : LC #2 = L, V = 129, V design = 106 lbs Bending( +): LC #2 = L, M = 162 lbs -ft Deflection: LC #2 = L EI = 27e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. . (D =dead L =live S =snow W =wind I= impact C= construction Lc= concentrated) - (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your applica 2. Sawn lumber bending members shall be laterally supported according to the provisions of ■DS Clause 4.4:1. . 6-). \ A (61 C ;¢ = COMPANY PROJECT 00 WoodWorks® y`j"` 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) " 5 Dead Live 100 100 Total 104 104 Bearing: Load Comb . #2 #2 Length 0.50* 0.50* Cb 1. 1.00 *Min. bearing length for beams is 1/2" for exterior supports Lumber -soft, Hem -Fir, No.2, 2x6" Self-weightof 1.7 plf included in loads; Lateral support: top= at suppois, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NOS 2005: Criterion Analysis Value' Design, Value Analysis /Design .- Shear fv = 19 Fv' = 150 fv /Fv' = 0.13 Bending( +) fb = 405 Fb' = 1048 fb /Fb' = 0.39 Dead Defl'n 0.00 = <L/999 Live Defl'n 0.03 = <L/999 0.17 = L/360 0.20 Total Defl'n 0.03 = <L/999 0.25 = L/240 0.14 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 150 1.00 1 :00 1.00 - - - - 1.00 1.00 1.00 2 Fb 850 1.00 1.00 1.00 0.949 1.300 1.00 1.00 1.00 1.00 - 2 Fop' 405 -. 1.00 1.00 - - - - 1.00 . 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emjn' 0.47 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear : LC #2 = L, V = 104, V design = 103 lbs Bending( +): LC #2 = L, M = 255 lbs -ft . Deflection: LC #2 L EI = 27e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I ='impact C= construction Lc= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 8 .(,,1 , . • • . , • • . . • . ,. . . WOodWO Sizer SOFTWARE FOR-WOOD DESIGN . • . • Unit B - Front Load Wood Works® Sizer 7.1 June 22,.2010 14:13:51 - • . . . Concept Mode : Reactions at Base of Structure Vie x4 Roof : 25' El E " -- ' • ----- 1280L • • ---• • -•••-- ••• - : -- 12801_;_. •--,•,-----"•-• ---- - •---• •--.-----• - - ••''•:442 D• :','' •;' ': :'••''442 D' '''.:.:: ;r : 'r ' : ''. :' ' ' .. ' . i.... ' ; ! : i , ' i -- 1- - - . ; 7 7 7 7 7 7 7 7 7 7 7 7 7 ; 7 7 7 7 ;; 7 : 7 -;;': : : - 7 ; - 7 ; 7- 7 7 • 7 : ; ; .:: : . 40"--'0 • 4t •-0" . ": ;1: ! - : 1" - - "• --- - -5 7 - :'• - •: - ..':::: - ,:"." - " - .--:":... - - 7 - . 7 : - 7":. -- ." - - " - ':;7-, .: ::!• 7 '--• -- H: - :': - 7 - : 7 '':'; - 1 7-7 ' 7-7 :" 7 `;': - : 7 : 7 ' ; - ;•. - ,.."_:.',: - .12::_:'z '1-L12272089 L';16011....:-•" ' -.• " •• • • ; ' • " s • " ' • " • • ' ; = • " • • ' • ; ' • • • - •:"' •'' " ; • ' S S " =•= • ;-:•• 104815390 1074D • • ; ' • ' • ; ; ' • ' • ;•••••••••; ; •--- • ; • • • • • • • '' • • • ;•• ; • ; ; -;•:'-•-•;-•••• " 777 17 77.-7;77 - 777; 7:7;7 7 7;7 7 77- ' 7-; : 7 ' 7 ' 7 ' ' • ' 741 -77 ....::: ; :: ::;: E.:..: :.".._:,• :.:,..:. ":;• . .... :: ., :,. :: • H :: :::.,.. H. •-•;.,:- --:,--: i,• - ::: ;:;•.-;;..,. ::,......:: ::. . V "'''.•:::"'' • : : : ;:•::: '-.; ;', . • : ; ;:: "; : : I :::.. .:; :: ::: ; . : "::. ;:.:;:::::; : :" ; : : : :;" : ; : ; . : : .••:. ; , : : ' - :: --- :::, ;.:- ; ; ::•::.•;•:•: : ; ; .-.. -: ; : : : .•: . .. •:•: . : : _ . ,. ;,I,. .:.....: •-.1.- " : • ." : . . •].:-. , - .. . • : "• :::-." • .:_.; :-:. : : : ; :, : • •• - - j:-.,=•,;): '. - , ;t:;":: :; ;;:: "; •-, "•":: :: ::: : ,; : : :: : :•:::;: :: : : :: ::::;:';':: - ; •;::•:;:: - •-•::::.-•;: •1: •,:;.::::; :•:;:::::::::.: :::": :: : • ,34':Ib, - n- :;',:,• ;,:::: :•;,; : ;.-::".; : ; ••:•:: ; :-; ::: ;:•:::: ;_-,,,•;:;•"_:.•: ',;.:.; :: : - :::. :-;:. ••:; • .:. ".;• :- ,.,::. ;.•, : -..., ;:,...;;.: ;,:•-..-; ,;•:••::;;.,,.,...;::",,_;:. ;: •,:.•,, ', :: : ; ; ,,-5.,i - ,,,_jy: oo- • •:.:';:"::.•;:.:::':: : ::: '2.• :::. ;; : : . ::.::: :: ., :..;;;.,•:.,:„ : ,.: 777 :7: :: ::. :: : ' 7 • 7 :;: 7 ::"::: : ::".: . : :: :: :::.:, ::.• ;: :: ;',f . ::-:: ,: - ,:- : - ,:;',;::: ;;, 6:1 .. ?- -,•:; -:-:;."-...:: .:::-.•.;:...;:: LL, 75 L'"::::::•:"."; - "" • — • - • - • - ••••:: - • -- • •• ••••• •• - ••' • •• - •••:-• ••••• •• •• - • ": : : , '.• ztS .i.z1. • . ,... 7 7 - .._7_ ....L: 7 ...., ' ' • _:.:. ' . ,_ .:: .... - 1:: - -: - ,:.' - ......::.:..::rL..:7.:1:__.:1": - •...: - ..!.::-_..-::: ---- .::.:.:.: ..................... ::- - • .. ._. 2- • ,.5 7 0 -, ,14 1 :-.. . : I : ... : :-: •1232 L :: . ;: .: ..•• : ; . : ; : . . -.: ;; .. .• ; ; .. ; ; .-: ;;. : .; ::: : ::: .::: • . -; -.. ; ; . ._ :;-:. 84 . ,:•, :14uo L:.:: . ; : : : . : • ; .. ::; • 0;, D:::::: 5561).:•.'•: :•-•.••;-_-.7:-",•177-_:-,L : :. 71 7 7 :; 7 ,..:: - . 7 ..-L, - _77.. 7 Z...;. -7 7. .. ' - '-.'; : -,•,;:;.:-;: •:.• : : : :: :•:. :;:::. ::: :.; .:.•::•:: .:: 1:.:. :::::,: '.:: ::•:: :': :: ::. ::•-• -..5' -tfi I/ _;.: :. ',., , • . • : • :: : : • ; ; '7: :: • ; :: : :: : ; : :: : : :: :::",_::: :•:.:':::::: : .,;::: :::: : : : ; 7 : :: ':•,:. ::: :: ; i, 409D - .';,.-: • Aite-i i _:::".•; " ' ;'1.-:•,' '99 DD:::::=:: • • ; • • :. . :: • • • '` --_ • -; ; " • • •• i ; :: "_••: •'-••• • ' ••_'''' -;;;=" " • ' • • • • :"- • :-..•-• ;-"; • ' • ;-; ' ';''•'";• • • ; •• • . ; .. L .. •'. - " - ". ; 16 -, :b - z i . " - " 1522 =•-•••=-' 1,----•••••••--:-•-?-":";:. •"-.•:'-'•"--;•':"••=•• :-; . . . -- ••-•••••••:-:••••••-;•••-••:•;:- :::::-:- •:;•••=:•=---:: •••:-.--:-:":•:: . •rrr .. -'=-:-:-----: •!. 1'6 1 ..e. : ,_. : :-.." . : ; , :,•:.•,:„:;-•• .; . •••-• • , .. , . ,; 99 ur• ::, : :: : . .• :: _ . . : • ::: , ;", : • :. : :::: : ::; , : • : :: :, ::: .;:-",•::.,-.: . , .. . . •lb•-co" i '=•• - • • ' ° ••=•"'-:. 553D .: ..; '; .:.,• r ; • ; ..: ;-;'- • • 4 -'• • : • ' . t; .: ::•! ; • • • --; ; ; . : . : :-: • • ''-:=- ':-: . .•!=;:. ::•: - ..• :;'; . . • •€:.•;;";•;•0 • ! I . 1,t,1,- 98 -- i •-• -; ' 7" .-:.•:--:.- - :'''.. --7--- : ' • 7 7 7 ; . 7 :7' " .. ,' '. •-• 4 - : - . ---7--- :.: - "; 7- 7 ' : " 7 : - • 7 :.: -7 - :: 7 . -- 7 . : : ' . - ::" 7 .' .', -7-7 .: - 7 ---7- 7 7: :: • -•.-.„ --- - 14 V- 77 7 7: !', : :::: ..". t: :::; . t:::.... ; -- 6 L ...; :: . : ::::-.. ; ; : -, ; ; ; ; ::- :: :.: : ; - : .. . ; . :: , ; : ; : . :;t ::;.... ; : : ; ; ;:-; . ; ; - •€-..:-b .bo- - •,„::: -• . .1: _ • . : . . . . : • :: :: :. .::,: : : :: : : . : : ::: : : • ::. . ..::::::. : :: .::: . - Of' '• '773 D ::::-:-•••:-:--:::":,..-:-- 0 :: ----:,:::-:::-:::: - :: :::-::i::-.-:::-::::-- :.1- -.-::,,:: -- ------:---:--, : ::-.-N- - - 2 iii --.::, :::. : : :.: -::::: : :.- : : -::::: 2192 _.•,,,;_::. : • ; : : • • ' :• ; : : : :: • : :: . : • • " r : • • :: ':'::::::•:.: " :: : • :: :" ' • • ::= : • • _ • : • ::• ; • , • :• . :. ' • ' , •;Li-o : • : .. :::.. :::::::::: • ; :: : t•-"0 -•:•:•::"•:-:;•;::.••.• •' • :131113::::::::•; ii•:::•:: : : ::..:i.: :•:::".;:::: •U:=••••••::: :::: :i•1' •;:: ; ::: -:::••••••::::: ;: :, : :: . •J•-- ..,b1)•:.••••••'. • ;;;;;;.• •••;::H":' ;.::::-: '-; •••.i;': :::..•;. ::•".•••• :•';' • =•:"•-:••:-.: :::•'• ' -: :"•;:•:;"••1•''•;: ••••;•-"--;•,-:::::-"•••;--:•; ':::',:. "--- ''S -;;; ::; ; • ; : : :-;; ";;'::'::::: ;;;'; :: : ; ; • • : - ; I : . ' : : : ; ;•- ::: :: ;. :: : : • !: :: ::•;;:;'::';.: i , :: :: • ''. :::: ; - :: :: • • ; :.:; :: I; ; : ; : • ; ::.: -. : ; •.-;.; -: : • : "-:: ; • 55 5 12 b•___,,,," . ... •_••. __:. 20 : : : .: : : : ,. • : ,.;:' - - :.:. .:: :: . : :: , :: :: :: • : : . : : • :. . • :: . : ::: : . • : : ::: ,-,_ : : .z.."--.• -.. -;•:-:: • :•; :: 55 L - __,_•,_::_•_: .. .,,_;:::_,_;•_;•.....:.;..:: .:;,, . ;,.....:.:_;.:_:_;..-..:._;;_::::: . ,--- 109 58D ., :217.., 021 L.: .i.:.;,..'..:.; :I: .r.; : ' 1: ; • ; . : . : . . :_: .;:._;,. :::;:: . :." ; : -: ; : • :: . : ; : ::! . :::::-::: -":::::::::::::.:; . ::::..... . ••-•:• • D j3 ,-; . , D :: ; .. ; : . .. : : . . . : : .. : ; . .. ; ; : . : . : -: .. : ; : . : ; : . . : ; . : : : .... ; •-: ... : ; : ..-r. : ,... : : : • . :. : ; ;-• :,. ' : „ . . , BE8iBb B.CCo a to Ct da:6',Ca C 6ac olcc cD.Eio D 6 dip Dibbciiibb:O bop b DbD C D'iDD DE-,B BE:BEE:Eft EtiEFiE EiEtEdEitiiEZ 0 2' 4' 6' 012345678 - 1 T1:1 f1 Ti N ..2(2 -31.11. L. ..,. - • alr'31 D - . . . . . . . . - . . • • • . • . • . - . . • • . • . • • . . - — ZoNrr LcDA-r) . ,,. . . . . - • . . . . • . . • . . . . . . Wood Works® Sizer SOFTWARE FOR WOOD DESIGN Unit B - Rear Load Wood Works® Sizer 7.1 June 22, 2010 14:14:21 . Concept Mode: Reactions at Base of Structure View Floor 3: 17' E F . . • 105n . 1280L ----- - - ... ... .._ ..._ 1280L • - - --- .. • 49' - 6" " 442 D1 : . : : I : • : : ; :7 ',.:442 D : ' • : !: :! ': ..;: • : -- - .-! : : : - 7 - , : 7 : . :7 : : 7-i ,7-:- 7-r : .: : :, : . :r ,.., 7 ; - :-., .: r , r r ..., ,..: , ,,, 77 :. 4/ . 0 .. .1 u2, ' : ', : : i .:, ; : i •• • -. •', , . : ', : : ; : : , • : : : ' : • •', ' : -: i ' • : : ; • : : --•- , --', : • •••:: --, • •-'''': : - ' • •••• :. ', •,:,' ••• ---: :--..: - '' : : ': ., ; : • -, : - • r, T ,:.: • : :, - -.. 40*-0•' 'IV] / :-". :-:.: -•.•';•. - .."— ', , , ] • ', , f ; . : ' :; . :: : ' •: . : . : ' : : •:. ',-..; ::,] : . : ; : - : ' ', ; : :; ! : ,' : : .; : ,.. i : . : , :.: • : ,',. , : , : . • : : :, , '.• '.-: . : : '. : 4 Vb .- tp . ILP,i • ' • ' . - '' ' :-- • ' ' ' ' . : ' ' ' , 2,-. :r•-•- •••-,----•,, :: :: •• : :- •: • - -•: : :: :: ::,,:, :.:. •-•,.., •r: -,,-,.• -..., :, • ,:.:, :-: :: •. •: •: :, :: „.• ••,, •:: •, :: , . , . ,, el 4..,•-b" 4.4 , i9, _ . _ .. , . • • •.• „ .,...._ ....., _ , , , , . ,„.„, ,,, ..,..,......__,., ., . • , - • - ' - . -.-..., _.•_•.__.. • • ..... , - • . ,„ e. . _-,•_!, 5296L - ; • ; - ; -:•.;; -: 376 L.:. • : : ; 1.-__!; ,:....;;;:. : : -:- ' - . '7' -- 7 , 7 7 -' : ; - • : ' • :: • : : - :7.77- 77 -; :.; • ; :--; - 7; - - 77 . :: ,- • . . 4 43280 • -' " • : : • 1: .7 D:.:; : ;:.: : i: 7 ...:. r : : .; .;.; ; . 7. :.., 17. . :::: . : 77.. : : r7 :::;: • : :;.:;..:: : ; -r.-_-:-7.: . _ 1:,.,,, .:.:_.:..... '__. - .. ' - " ' .:50•,)," . ._5 - --,. - :,:.: - :..L - :,,„, • ',.',,: - r. - - ', , H - - ,t_•. , .: , '..••• , ..- -.: :' :r. .: H,': '. : : ,:•'..: t: : ,:: ]: -:•'. •'.;.- -,::-'•:"...-'.-: - . :.' ' --- : 'i'; - : •:' - : - '..',...:.: - . .•:: -- •..i - .. - .. - -; - :, -- :.:•-,,, -- : - . - : 7:: ' ', . ' : ''. '. - - - ' .; ', '''. - ' '. - .'', - .,.••:. - . - ', ]. - :•'.. - .',.3 - :• , ,' , . - : . ; ::, '.,..,.,,.; ' • ' ........ , " - - - s 0',. - , 0 ' -.: •:-•:.::- ',.-.- ; .. I .: : ;; ..• ;I '.•'• :'':-: .... ': : -.. • •:: --------- !•'. ,- ' :••;! .: :,::•-, : :. :; : _: :, • :: ...; k.)..-.-•.: :• '::' --:. , ; , ,s : '•.:•-"---•-•-••'-:•-•,-::- ...i ' • ; '-: .. -;-''',•• •'•••:--,--,-!- .• - :!•1': r • - •: - : - ' - '- - •!-;,:•-',. • : :,- :,- ',•-,•:-.,--'-',,-..-'•'---'-'!•':-' ... t$& i i ' ,. „ ,•• '. • :...-'.: .,; L „; : ', ` . i , ::, ;,...: i • : 1 ' , , i : -,,, i,: ';-:,. :_.: :!.., ; : : : , : . ', . ,, ] i :, -.. _.: :,-. : E.; :„:. ; i ,..:, ' . i - 1 ::-..".....'.. :._ ..,,'. : , '.. :., :. • , ' ,1 • 5.- ka - , -:-:--h-,:•-••,--Y, :;• ..i •„: :::.:•:,,,:: :.:. : ..• .. ,.,:...: H H -....... H-,: .„. ..',,*., -..,..: ,..- .., ..,-,„ 61 • : ;:'. :: ... : . :.,.., •.: .. . : ..., :.. :.: . : ,: F . . . :: . . . : _ ., , ,.:... . , : . ' , ; . : ..; : ,....: :. .. • : : . .. :: : . :.....: :: • : :: - - Z",5 :.., :::: • :.. ',..::: .:,.: : :: '...'.: :: 75 :;. - :::- : : : . : -; 7 : : :7 : :: ' :: ' ' : ; : • ' : , :,:: r: " 4.'.•.7(a r -0 6 .... -..., 1 . ! - 76511": :".; ::.-..; ;7: ;. :::: : L E': ''.:-.::.; ''..: :: : .: . : :: . . : : . : ; ; : : : : : :. : : : " : .. : : : : : ; ; ..; ., ; : : :.: . : : : ..:: ;:.:.....: ..:- . ' : .- .. . . . -.-2- ,--....:-,:.,--,- :- p; . ;HT,: rr -.., . ,.: - . 7 7 7 ,,, „7 ., 7 • 7 „ - r ::, -. :: --, i 7 . 7 :: i . „r,-. r rr 7.:: -.,- - • a ,; n1 ::::.: r: : r; 1: . . : : - 7 ; : , .7 ; : :.7.-._ : -:,_.. :7 . -„.: :..." ....:"......- i i _: ', ',' '-'' • . - : - S - : • -:- -,••-•,"•', - ' : : :I - •:',' u , - • - : '' ;' . ,: - :',• ': - : -- - - ; -- : ;• - f ' '• : ... r . :-",''''. ' i: : ''' : -: '. . .- , -;' : .. ; -, :' - • - f . : - "':==:; - ':•:: - 1: : • ...:: : ... t. Jo -- : i2O8 :::::::::-.---::-.-; - ri771 . [1.7'.::::-..:,:::::-:-..:.:.;.;7:..- ...1...:.:. _:.:.:: .r.:.: .:::: -, _:i...... . :::: . :::,-7-:,. -..,- :: . - :-:, 1: '4 ,..- --- 4- 1',0' : 99 DJ 1:- .::: :: ,; : ..;., ;:: ::: .." :::- : E ::::: H .. ::: :::• , ; -; ::: - -;;; . :;-; _..;-;-:: (4 - 1". '.:.'.'. ,AAn I •.: •':' '.'' , t -;.; :: :: . i . F .: . :::--368 D; ;-:::- ::;:-... • : : r 7 . , • : • , .7 • . - 225 .:::"::::,,7:. i :. : ; ..::::. ::. :75 1,:: ; : : : :. : : . . :.: : :. :.: ; : ; : :: . ..: . : : ; .. ; . : : :. ::. _ :. :_::. : i ;: : . 73 D : ..: : : . :. • ::.: .;.:;.: . : .;..: : 111 ilt; ,.2 - - :. --. : : - : . ; : - : .-; : : :.'-:: : :-i-: :, + :' . 1: : ; :,: . : ; 7 ..- • : : : : : ; : : 1 l• -o" : f :- 4t: i i -' ', 2186L - ....7 . - . : 77 ; 7: •::::::' h:::::: 1298 D": .. :-': - - ::::"'1'';'::::::.: ::: :: : ''.: ---:,. :: HI •••:•:":.: :: - - -...- :;.. 1:.: : A: :. . - " . .: -.. . - rr:T:; -- .,;-.: ; • , r .._,..:::-...__....;..._• ::_;..: .!: . S .142 , ,,,.."...: . : ..."....'„."._,_ ,, " ' t; - ,i - ..'_•_•_ ',...'. • : ' , ' ' • • ' . _ 94 L 084 L ' ..:7 ;:'; ..' .,:• .'1 ::- ' ' i: "'''''' ;" ' '; -, '''' ' '' • - :' - '" -; "":": '; • ' ''' • " ''; -: '"' • -::: • - '," ' ' ' ';Y ' __ . . 4 1 , --t. : ; • ,,.; • 4171i. ' 3 06 Llt D...;4 Ik .7:7- 062 L 7: . • : :: : 7: --- : : - : : ,: r ,-. " ;.:.: • : ::.• . :: .. : :-. • :. : :7,, :::.. :: .:.•,-•-:. .. .. L.-0:: 73 D7VE2515 D5 D :-:: :5647 DT;:,;'7-,r -- I - ---:-.--,---.:----:-.-7-. - r:;7: ... ,::-,-.- :::;-:-,,:::::: . -...•:.-•-...,:;-; : ::::::::::..: ..;:::::.•: .:•::. . : . ::• ::'::•:: ::, : ::' 7 ::: :: ,-. - 1 :::- ::..:-:: .. - .....-7, - ,-, - B13)B.B ;BC CC C 0 CC C&C CC:6 CCO t C C(t`,,CCItttfj.DD€1)DDDD DOIDDOD:Db D D DD DDDD DEE E E '.E.iEE:EIEEEIEEIE E EELEEEIEEEEZ 0 2' 4' 6' 8' 10' 12' 14' 16' 18' 20' 22' 24' 26' 78' 30' 32' 34' 36 38' 40' 42' 4446' 48' 50' 52' 54' 56' 58' 60' 62' 64' 66` 68' 70' 72' 74' 76' 0'1'2'3'4'5'6'7'8'91(1 - IA 1 . - . . . . . • . • . • • - • . ' - . - • . . _ ' • . ....., . ge:Pt9.0. Lac:NI:41) -. . . . . . . . . . . . Plain Concrete Isolated Square Footing Design: Fl f ;2500 psi Concrete strength f <6000O psi Reinforcing steel strength E = 29000 °ksi Steel modulus of elasticity Ycouc . 150 pcf Concrete density Isoi1'; _ lOQ =,pcf Soil density gall 150 ';'psf Allowable soil bearing pressure COLUMN FOOTING Reaction Tofaldl, 5647 lb Pd1:= Totaldl Tofalll `7062 Pll := Totalll Pt1 := Pdl + Pll Pll = 12709• lb Footing Dimensions Footing thickness Width 42 to Footing width A:= Width Footing Area gnet gall — tf• (cone net = 1350 -psf Pt! Areqd gnet Areqd = 9.414 ft < A = 12.25 -ft 2 GOOD Widthreqd : Aregd Widthregd = 3.07 -ft < Width = 3.50 ft GOOD Ultimate Loads := Pd1 + tf•A P := 1.4•Pd1 + 1.7•Pll P„ = 22.48• kips P q11:= A q = 1.84 -ksf c.:92D Beam Shear bc01 5.5•in (4x4 post) d := tg — 2•in := 0.85 b := Width b = 42-in V, := — • f V„= 23.8•kips 3 V := (13 col V = 9.77•kips < V = 23.8•kips GOOD Two -Way Shear t s`s= 5 5?in Short side column width 15L := 5.5::in Long side column width b := 2.(bg + d� + 2.(bL + d) b = 62-in Rc := 1.0 V 4)• + — 8 )-. f psi•b•d V = 71.4-kips 3 3.0, Vnmax 4).2.66• f Vnmax = 47.48-kips , := qu•[b — ( ,V„ bcol + d)21 V = 19.42-kips < V = 47.48-kips GOOD Flexure 2 Mu qu (b - bcoll (11 b M = 7.43.11-kips I\ 2 / I 2 0.65 2 S:= bd S= 0.405•ft ' 6 F := 5.4) f psi F = 162.5-psi M :_ —° f f = 127.36•psi< F = 162.5-psi GOOD Use a 3' -6" x 3' -6" x 12" plain concrete footing I Plain Concrete Isolated Square Footing Design: F2 f ;12500 psi Concrete strength f ,60000fips Reinforcing steel strength E 29000 ksi Steel modulus of elasticity 1 cf Concrete density Ysorl 100 Soil density gall 1500;psf Allowable soil bearing pressure COLUMN FOOTING Reaction Total& .41010 Pd1 := Totaldi Total1 = 5376 lb P11 := Totalll Pt1 Pd1 + P11 P11 = 9477.lb Footing Dimensions tf 10. Footing thickness „ Wtdth ='? 36 in Footing width A := Width Footing Area gnet gall — tf* - 1conc q net = 1375•psf Ptl Areqd gnet A re 4 d = 6.892.ft < A = 9.ft GOOD Widthreqd JAregd Widthreqd = 2.63•ft < Width = 3.00 ft GOOD Ultimate Loads P te := Pdl + tf- A•'yconc P := 1.4•Pd1 + 1 . 743 11 P = 16.46. kips P qu:= A q = 1.83•ksf Beam Shear b 5 5-in (4x4 post) - - d := tt- — 2.in it• := 0.85 b := Width b = 36.in V cf;••- 4 -.0/TTsi-b-cl V, = 16.32-kips 3 V„ := q b bc°1 )•b 2 V„ = 6.97-kips < V, = 16.32. kips GOOD Two-Way Shear Short side column width Long side column width b, := 2.(bs + d) + + d) b, = 54-in := 1.0 + .4 ic V, = 48.96-kips 3 3 '1 3 c V nmax := V„ = 32.56-kips quf / b — kb, + d) V, = 14.14-kips < V ax = 32.56 kips GOOD Flexure [(b — (1) Mu := qu' 2 ) M = 4.43-ft•kips 2 0.65 b•d 2 3 S = 0.222- ft F := 5- tiqf F = 162.5-psi M ft — f = 138.42•psi< F = 162.5-psi GOOD Jse a 3 x 3'-0" x 10" plain concrete footing 5- Plain Concrete Isolated Square Footing Design: F2 f 2500 psi Concrete strength f 60000 °psi Reinforcing steel strength E "=` 29000�ksi Steel modulus of elasticity Yconc 150pcf Concrete density Ysoil 100 -.pcf Soil density gall 1500 ,,psf Allowable soil bearing pressure COLUMN FOOTING Reaction Totaldl s 2 515 .lb Pd1:= Totaldi Tot`alll1 3606 lb Pll := Total11 Pd := Pdl + P11 Pt] = 6121-lb Footing Dimensions tf 10 iri Footing thickness Width = "30 }.in Footing width A := Width Footing Area clnet gall — tf'lconc gnet = 1375-psf _ Pt1 Aregd gnet Amid = 4.452 ft 2 < A = 6.25 ft 2 GOOD Widthregd Aregd Widthregd = 2.11 • ft < Width = 2.50 ft GOOD Ultimate Loads A PJ A := Pdl + tf'A'`Yconc P„ := 1.4•Pdl + 1.7.1 P = 10.74-kips P q := A q = 1.72•ksf Beam Shear 5.5•in (4x4 post) d := tf – 2.in (I) := 0.85 b := Width b = 30•in 4 V, := V„ = 13.6.kips 3 q. (b bud 2 ) .b \f = 4.39-kips < V, = 13.6.kips GOOD Two-Way Shear „ Short side column width Long side column width b, := 2-(bs + + + d) b, = 54.in Oc := 1.0 ,y + — )-f4Tri.13-d V, = 40.8-kips 3 3 '0c V„ := (1).2.66- •= 27.13-kips f ,:= ch,[13 2 – O + d) V, = 8.57 kips < V„, = 27.13.kips GOOD Flexure u q [(b – M := u 2 --j•b M, = 2.24-ft-kips 2 A:. 0.65 bd 2 3 S = 0.185•ft F := 5psi F 162.5.psi M ft := f = 83.98-psi < F = 162.5•psi GOOD pse a 2'-6" x 2'-6" x 10" plain concrete footing 'ic?;) s . . . . _...• , .. . • ; ' .•. I I I : ; • .. . . . 1 1 • I ; • . ' . . , _. . . • i . • • I i • : s . , I i i • , • : . i • i . -; . ' ; ; I . . . . . . . . . . i S 1 ; • . , • , , 5 . 1 5 ' ' ' . • s • ' . . I • • : • : . • - . : • i ' 1 . . . ! I • • - - i r ; s • - :• ; . s - ; : , , , , . _..,. ,,, , ,. _ .• _ . ; _ ! .. .,. . . - . i - --4.- - --- : -- -! -- 2 -- ; , , , . : I . • • , ' s • ' : ' ' ' ' • • ' I 1 i ; ' ' • ; ; , ; : : . • ; - • i • ' = . . • ; , ; • .; • s ., , . . . . r i ; • ; • • s • , , ; i • • • • - • ! . s •: • ; ; . . . . . , . . . . s . . . • • := •P = • : : • • • • r • - . sTr!'• Mt ,—,C • I , : ; r, • • 5 , IL,- , v-• ,..., 4 ■ . 1 . : ' ' ' 5 5 5 .; • I 5 I , " .'-' 1-••■ • cp . . . • . < " ** (1) . . . 5 , s • r • - ' , )- r. 2 . : i ' , . . : • . 1 t ; ; . • i ' I . . . . .1' r' '! ' . : ., ' • ' ' ' 4 - ' '''" . ; • ' ' i ; ; • 1 . I : : ' • s ! . . . s ! ; • ; ; , . , . ; ; 1„.. . _ .1._ .., - _ ;,• . ;. ; ' • 3,.._ ; , ' ; ; ; : t . - • I . ; ' i . . . ' . : cc...94H , 10, ) e'• . ...‘ la X' , S A ,-) e' - '-' i ( i , Z t -4 • ' n ! ! :--•-• ' - . - • !..4; , ! , ' ', I — , : ` ! : ; . ; • ! , . ' ' " - n ' _L. - ='.4. . `■•• _._ ...'. J. __ ; ._ • • I 1. _.; i_ :_. : _ . i -- -)ib.'_'S. - 1 - ", - " - isl, - Stil i ,,, A, . . : (:- , .' , . i ■ v j h ---._ x: Nou.A_ , . • t i . . • . 1 ! t ' ' ! . ! _ . . . ! t . _ .. _. . ' ' I - A- •., \o' : ' I 0 • 1. 5 ' ' I_ 5 i I . . 5 ,i t s 1 ; • 2 0 SW IN! -1 7: - - .. . . .J.. , . ' 4 . A tI *''' S k til t'' • 1 \r■n ; --4. ; z -T, . . • 1 t . ; 1 . , P ,' g i • •• - I I '; ; ' ' ' ' , ' '• ' ° kV ; I ' . . ' s t . • • LI • , , • : s , 44 '' ' . ' ... b 1 '' '''''. c) e ' Q G - ', : ; •I'' . . . . i cn ot ..;; 7 , .. i _ . . . , o - - ' n ic() - .! kk, t 41( -. to 11,Sh ka -.4 ( 6) QS ,IX;OQS ' 0).= *)1 ' ''.'t r W • • r ; ; 3 \.. I. !,s I. ' : -.,., \ : /4,- , . • ! ''': C , : : ; • ! !. ' n : Si e! fir, ::- .... , - , . ; ! 1 I — -1 ! • • Z n .... ,.. _. •,. . . . c ..., ,, .. 1 .. 31 ... c . sa 5 )cos;\ ., 0 ,w — ; , ,„ ; , ___;• ': ' - --i '.! t Ir \ ( 9 Sirit: J O 4 g 69 , -+J 4 G'k) 101 , ----:. 10\ A' • ' . . . , ;;.,.,,, ! — . \, = ; a ; , ... . . = ; z . . '4U-Mlit -- A")d - kicp ' I I • : ■ ; S : 0 • • ' ' , - : . , : • - ' - , . Z 0 • . 5 s : . - s 6 • , ' : : ' i ' ; . • - . > E 0 • - , I s ' . ; . ' i r - - - - '1 - 1,51.!IIIf --- - - r -- - - ; 1 -' I- ! ' -'. i ■ - : EI r , I i'; - - -, ' • I ' t; . ' - ; : , . , . . . ' ; ! ■ m 0 • . . ; . • ; 1.___.:_4 : ; 1.1_ . , , , F . i I V I I ' I I n :! S1 s( f-rc..;!(2,\ : • . ; -H • • -: --- Q•b•-bk; : la--At,\;;IE i . ; . , ; • ! ; , ; 1 i. 1 • ; ; ;. ; . ; ; 5 ,, cpip, ; 9 uoil - -4 \v, n .. . 0 El 1 • , 1 . , : ; .e : : 1 5\7 - ' , • 3 a ., ' ' ' I. : • • : ! ' _ - ; ,, i , 1 • • ; , ; . 1 1 : ; : •• 4 , I t ; t .: - ASOt'ii I ! ; ' • . ; • ; 7 ; Ci4 b i ' ; 1 . : • ! , • , . -; .1 ;.,! i i I; „ : I.: i 1; II .1 . , ; • 1.-. : ; : 1 Ob0,-,44.4 ri ;.2 'N . . 30 ' 'ON eor , 3J_Wa 1.8 iBentlev • H arper Houf Peterson Righellis Inc. Current Date: 6/22/2010 10:48 AM Units system: English File name: O: \HHPR Projects \CEN - Centex Homes (309) \CEN - Plans \CEN -090 Summer Creek Townhomes \calcs \Unit B \FDN \Front Load.etz\ • • M 33 =81.13 [Kip *ft] • ��a t Xr S . " sae.. r *, i 'Y l 't' `e.'. z '`a^�a - r. ; M33= -23.24 [Kip *ft] A X • • -:VAS) • Harper Houf Peterson Righellis Inc. Current Date: 6/22/2010 10:49 AM Units system: English File name: O: \HHPR Projects \CEN - Centex Homes (309) \CEN - Plans \CEN -090 Summer Creek Townhomes \calcs \Unit B \FDN \Front Load 2.etz\ • `M33 =48.59 [Kip "ft] y L . . 440 41 .vr4 7r' ` *� c ' 4, Y M33= -54.65 [Kip'ft] A • (5- A\.1, BY 4 . t ......, DATE: JOB No . cet1/4) , . • , PROJECT: RE: Vtiarilk 0 i.0 44- '5E--- : 0 . jr\•, .C., -6 5n , 4 4: 1(4_ _ i , 0 z w 0 rt a_ = rki.v R -- -- il . .: _ . i 2 - - 4 01\1 . ;•.- 0 C VO 4 .• (' r k. 1 ) : ' ( . -. 5 -AC ' -12 . o , . ./. 0 (3 5 : , I - - ' ' ' -- N. -- 1 • , (0, 1 1 , - , i i(‘P j f_4). i :. ----' \ - '---'- 4 a -N-N * flk • ' 3 I4) i , .,. \ z (A_,6-_-+A . /.(pit.1 - 1(07-0-1:N.::.1:64 - _c_ai).s.t:J . otivi, .-.. OT=4Q(_1-!-tt= div." - - :0-_..01z7_)_ .C.1 , $3) -t° 91 4:27,. 1x.k.) - 4 _s ej,0" (.9,: r , • _ -__-N-._•,:-_:: t__, , ,, 400007.)1(0)C3C39,64 --: Oa.5 OM T\ z-7.° 0 t C O (‘ (7-21. i. -• t) !' 1" %) 6 r,...c. )53 4 q ... 0 ... 6 , '',7z I" , ..:-. :•' _ri.," t . .-- O. .,„ Ao ii - - • CN. z. : (-04-1 /04 C-34 r.it _ 0, _4 % N ; - o 0-. Cievrtt i tsH .° , .._ : . . . _ • , : . : - . • - 7 : - - " , . . • - , . . _ . ' . • .. BY- DATE: JOB No.: c ' 'PROJECT: r _ _ o a 2c g - - O. . _ - - - 1.. . . L' ❑ - � . - . o i CC 0 O w t '- q O Z \-t i �.�!� it z o _ . , Rot o . N1g., s 4(> ',.1.- . 6 , _Q v.:31) 7 1 -5.34 f _ Pt . . . z 4 a = ` * (e -1., (ti ) L.L - 4 (q, 4 .a(t4,. . O ...(. vz(... s -s_ o w :St-•• _ 1_. �. (2)(t ` - . • . - •Ct < °. OK, q . - ._ . _ . . #.- ta:.Z • • : - ; : - L . ( 1 7 , - - 1 : ) - ( 6 , P 5 is � t = . . . . .. ... .. .. 0. B-c\3 . entLeu Harper Houf Peterson Righellis Inc. Current Date: 6/22/2010 10:57 AM Units system: English File name: O: \HHPR Projects \CEN - Centex Homes (309) \CEN - Plans \CEN -090 Summer Creek Townhomes \calcs \Unit C \FDN \Rear Load 2.etz\ • M33 =36.82 [Kip *ft] U M33= -5022 [Kip *ft] • X ACl 318 -05 Appendix D 1.125" Diameter Bar Capacity at Standard Stem Wall Concrete Breakout Strength Stem Wall Capacity when govern by 3 edges Foundation Capacity Givens Givens fc = 3000 psi fc = 3000 psi h' = 17.00 inches hef t io.m e inches (into the Foundation) Stem 8 00 , ; inches Note: hef above is the the embedment into only the the foundation and does not consider stem wall embedment Fnd Width = 36.00 inches c = 2.25 inches C = 18.00 inches Wc,N= 1.00 cast -in -place anchor W 1.00 cast -in -place anchor k = 24 cast -in -place anchor k = 24 cast -in -place anchor = 0.75 strength reduction factor = 0.75 strength reduction factor Calculations Calculations ANc = 408 in AN = 1296 in` ANo = 2601 in` Arlo = 1296 in` Nb = 92,139 pounds Nb = 55,121 pounds Wed,N = 0.7265 Wed,N = 1.00 N = 10,500 pounds N = 55;121 pounds 4Neb = 7,875 pounds 4)Neb = 41,341 pounds • Combined Capacity of Stem Wall and Foundation 4Neb = 49,216 0.75�N = 36,912 • • ?1\S Concrete Side Face Blow Out Givens Ab = 2.75 in` fc = 3000 psi C = 18.00 inches 4 = 0.75 strength reduction factor Calculations Nsb = 261,589 pounds •Nsb = 196,192 pounds Concrete Pullout Strength Givens Ab = 2.75 in fc = 3000 psi ( = 0.75 strength reduction factor Calculations N = 66,000 pounds •N = 49,500 pounds Steel Yield Strength • Givens f, = 58,000 psi A = 0.763 in (121= 0.80 strength reduction factor Calculations N = 44,254 pounds 4)1\1 35,403 pounds < 36,912 ADuctilityNleto0A Holdown Check Holdown: HD19 Holdown Capacity= 16,380 pounds 1.6* Capacity= 26,208 pounds 26,208 < 35,403 Holdown Checks • AC/ 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'ef = 3.50 inches h = 01:219,9*, inches (into the Fe Stem = 41.0,1 inches Note: hef above is the the embedment into or cmax = 5.25 inches the foundation and does not consider stem wq Fnd Width = 36.00 inches e = 2.25 inches c min = 18.00 inches W 1.00 cast -in -place anchor W 1.00 cast- in- piace'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 A = 110.25 in AN = 1296 in` Nb = 8,607 pounds Nb = 55,121 pounds Wed,N = 0.8286 Wed,N = 1.00 Ncb = 4,399 pounds N = 55,121 pounds 0 :1)Neb = 3,299 pounds 4N = 41,341 pounds Combined Capacity of Stem Wall and Foundation (1) = 44,640 0.750 = 33,480 • Concrete Side Face Blow Out Givens Ab = 2.15 in` fc = 3000 psi cmin = 18.00 inches 40= 0.75 strength reduction factor Calculations Nsb = 231,191 pounds 4Nsb = 173,393 pounds Concrete Pullout Strength Givens Ab = 2.15 in fc = 3000 psi = 0.75 strength reduction factor Calculations N = 51,552 pounds 4.N = 38,664 pounds Steel Yield Strength Givens f = 58,000 psi A = 0.606 in = 0.80 strength reduction factor Calculations N = 35,148 pounds DNS = 28,118 pounds < 33,480 Ductil fYMeR= ; ` " >_ Holdown Check Hold own kHD94f Holdown Capacity = X14930; pounds 1.6* Capacity= 23,888 pounds 23,888 < 28,118 Holtlown Cheeks " i4 V it") BY 1\ Q DATE Sj\ji /1 1 1 JOB No OF 1\1 ' � i ' ,. + � "e J ) � GSA //] '.P' • PROJECT: RE: ,S *e TIN Wail 7 TOokin • ❑ ❑ 5 Z ■ d 5 vP. ' - ida W 0 2 tL asctCt ` = ?s' 3Q0 P u o1 - ❑ B c,(2 le_vas ` \7 s) a.0t) ? .,3 ocr Cs-p o W ($liz�C !s0 pc )( -- tO P .r. 1 '= U Z W , ' .:} ' cc a z . L.L. g � . � L t.ee� ° 3 1(40 - L� P .F 2i1oo�C' 0 Q 0 Z TT \ . tda : * kLi t t too pLri . i '(Yio\x Sbp \SOO p = ISOOpcP u,...) U -cum 1 .roo ° c. _ . ' 1.s,.! ° 0 o . z 0 O = DLp asCt )=. co pLp wc,Akt, 40 N 0 So pce Vir / to = 33 S }-� alit . (o 03 . too_(.) L... .4 2 O (\,(2.-5) o , PLC . TLo to A, x __ t,Li- -' ac ‘e.► € ►- Ft :› ,e„ uniFs e, "; c- Sae cc:a A m: tom" loacks _ T t : \ ,' 00 _ 1 4 0 ?v • 0 ! .. °- e k ' : e `t o,t Loc t.t • t!. Q ,s 2,J(2)® (00 r t (-Null . '.. _ . 4Otkj F` ` / 1 33 t-S 5th LL . (a�Xz)( 6-o7)C2.7) ® \ Q e �- ,..? oor L) — 1, 4 2,3.IN) -`, u se. . +.7 Lt t A.!