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Specifications (3) Structural Calculations for Full Lateral & Gravity Analysis of • Plan A 1460 Lot 45, Summer Creek Townhomes Tigard, OR R E . Prepared for AUG 17 2010 Pulte Group � � AA �� D cmi cr. 41 July 13, 2010 BuI1.D�tic DIVISION JOB NUMBER: CEN -090 ** *Limitations * ** Engineer was retained in limited capacity for this project. Design is based upon information provided by the client, who is solely responsible for the accuracy of same. No responsibility and /or liability is assumed by, or is to be assigned to the engineer for items beyond that shown on these sheets. 117 sheets total including this cover sheet. s 1RUCTUR 4t `00 P RO/ E � 12,320 '0,‘,G1 R I- u 0 OREGON ' },,, Y 15. �9�,�� N J Et (EXPIRES* 12 -31 -2011 I This Packet of Calculations is Null and Void if Signature above is not Original Harper Houf Peterson Righcllis Inc. r u VYCAVI ARGnI1EC , t■U.0 205 SE Spokane St. Suite 200 ♦ Portland, OR 97202 • [P] 503.221.1131 ♦ [F] 503.221.1171 1 104 Main St. Suite 100 • Vancouver, WA 98660 • [P] 360.450.1 141 ♦ [F] 360.750.1 141 1133 NW Wall St. Suite 201 ♦ Bend, OR 97701 ♦ [P] 541.318.1 161 ♦ [F] 541.318.1 141 Structural Calculations for Full Lateral & Gravity Analysis of Plan A 1460 Summer Creek Townhomes Tigard, OR Prepared for Pulte Group July 13, 2010 JOB NUMBER: CEN -090 ** *Limitations * ** Engineer was retained in limited capacity for this project. Design is based upon information provided by the client, who is solely responsible for the accuracy of same. No responsibility and /or liability is assumed by, or is to be assigned to the engineer for items beyond that shown on these sheets. .117 sheets total including this cover sheet. This Packet of Calculations is Null and Void if Signature above is not Original 0 Harper Houf Peterson Righellis Inc. • NErtS LANDSCAPE ARC 205 SE Spokane St. Suite 200 o Portland, OR 97202 0 [P] 503.221.1131 0 [F] 503.221.1171 1104 Main St. Suite 100 o Vancouver, WA 98660 , [P] 360.450.1 141 0 [F] 360.750.1 141 1133 NW Wall St. Suite 201 4 Bend, OR 97701 ♦ [P] 541.318.1161 0 [F] 541.318.1 141 Design Criteria Project Scope: Full lateral & Gravity Analysis of Unit A Design Specifications: Wind Design: Basic Wind Speed (mph): 100 From Building Authority Exposure: B From Building Authority Importance, IW: 1 2006 IBC / 2007 OSSC Occupancy Category: 11 Residential Earthquake Design: Seismic Design Category: D From Building Authority Site Class: D Assumed, ASCE 7 -05 Ch. 20 Importance, IE: 1 ASCE 7 -05 Table 11.5-1 Ss: 0.942 USGS Spectral Response Map Si: 0.339 USGS Spectral Response Map Dead Load: Floor: 13 psf Wall: 12 psf Wood Roof: 15 psf Live Load: Roof: 25 psf Snow Floor: 40 psf Residential Floor Materials and Design Data: Materials: Concrete Compressive Strength, f'c: 3000 psi Foundations & Slab on Grade Concrete Unit Weight, yc: 145 pcf Steel Reinforcement Yield Strength, f 60,000 psi Wood Studs (Wall Studs): Hem -Fir #2 2x & 4x Wood Beams & Posts: DF -L #2 6x & Greater Wood Beams & Posts: DF -L# 1 Glulam Beams: 24F -V4 PSL Beams: Fb =2,900 psi, FV= 328psi, E =2.0 Million TS /LSL Beams: Fb =2325 psi, FV= 460psi, E =1.55 Million Design Assumptions 1. Allowable soil bearing pressure (qa) : .1500 psf Assumed 2. All manufactured trusses, joists, and flush beams u.n.o. shall be designed by others. Structural Analysis Software Used: Mathcad 11 Microsoft Excel 2000 WoodWorks — Sizer version 2002 Bently RAM Advanse Harper Project: SUMMERCREEK TOWNHOMES UNIT A ;N P' Houf Peterson. Client: PULTE GROUP Job # CEN -090 Righellis Inc. ENGINEERS • iLANNERS - Designer: AMC Date: Pg. # L ANOSCAPE ARCM TEC (S• SURVEYORS DESIGN CRITERIA 2007 Oregon Structural Specialty Code & ASCE 7 -05 Roof Dead Load RFR := 2.5•psf Framing RPL := 1.5.psf Plywood RRF := 5•psf Roofing RME := 1.5.psf Mech & Elec RMS:= 1•psf Misc RCG := 2.5•psf Ceiling RIN := 1 •psf Insulation RDL = 15•psf Floor Dead Load FFR := 3 •psf Framing FPL := 4•psf Sheathing FME := 1.5.psf Mech & Elec • FMS := 1.5.psf Misc FIN := .5•psf Finish & Insulation FCLG := 2.5•psf Ceiling FDL = 13.psf Wall Dead Load WOOD EX WaI1 := 12•psf INT_Wall := 10•psf Roof Live Load RLL := 25•psf Floor Live Load FLL := 40•psf /1 LI Harper Project: SUMMERCREEK TOWNHOMES UNIT A HP , Houf Peterson Client: PULTE GROUP Job # CEN -090 Righellis Inc. ENGINEERS • PLANNERS Designer: AMC Date: Pg. # LANDSCAPE ARCHITECS •SUf.VEYORS Transverse Seismic Forces Site Class = D Design Catagory = D Building Occupancy Category: II Weight of Structure In Transverse Direction Roof Weight Roof Area := 843 •ft RFyyI• := RDL•Roof Area RFC r1- = 14162•lb Floor Weight Floor_Area2 := 647•ft FLRWT2nd := FDL•Floor Area2nd FLR\ = 8411•Ib Floor Area3rd 65241 FLRyyT3rd FDL•Floor Area3rd FLRWT3rd = 8476.1b Wall Weight EX Wall Area := (2203)•ft 2 INT Wall_Area:= (906)41 WALLwT := EX_Wa1I + INT Wall WALLS = 35496•lb WTTOTAL = 66545 lb Equivalent Lateral Force Procedure(12.8, ASCE 7 -05) h := 32 Mean Height Of Roof I := 1 Component Importance Factor (11.5, ASCE 7 -05) := 6.5 Responce Modification Factor (Table 12.2 -1, ASCE 7 -05) C := .02 Building Period Coefficient (Table 12.8 -2, ASCE 7 -05) x := .75 Building Period Coefficient (Table 12.8 -2, ASCE 7 -05) Period T := C T = 0.27 < 0.5 (EQU 12.8 -7, ASCE 7 -05) S1 := 0.339 Max EQ, 5% damped, spectral responce acceleration of 1 sec. . (Chapter 22, ASCE 7- 05)...or S := 0.942 Max EQ, 5% damped, spectral responce acceleration at short period From Figures 1613.5 (1) &(2) F := 1.123 Acc -based site coefficient @ .3 s- period (Table 11.4 -1, ASCE 7 -05) F := 1.722 Vel -based site coefficient @ 1 s- period (Table 11.4 -2, ASCE 7 -05) Harper Project: SUMMERCREEK TOWNHOMES UNIT A ' LL P ' Houf Peterson Client: PULTE GROUP Job # CEN -090 Righellis Inc. - - -- ENGINEERS • , CANNERS - - -- Designer: AMC Date: Pg. # LANDSCAPE ARCRITEC i3 •S URVE V ORS S MS 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 := Flt S1 SMl = 0.584 (EQU 11.4 -2, ASCE 7 -05) 2 •SM1 Sdl := 3 Shc = 0.389 (EQU 11.4 -4, ASCE 7 -05) Cst := Sds•le Cst = 0.108 (EQU 12.8 -2, ASCE 7 -05) R ...need not exceed... Cs Shc'Ie Cs ma „ 0.223 (EQU 12.8 -3, ASCE 7 -05) max • •= — ,I, R max a ...and shall not be less then... C1 := if(0.044•Sd < 0.01,0.01,0.044•Sd C2 : = if l Si<0.6,0.01, r 0.5•S1•Iel (EQU 12.8 -5 &6, ASCE 7 -05) l R J Csmin := if (CI > C2 , CI , C2) Csmin = 0.031 Cs := if (Cst < Cs < Cs Cs = 0.108 V := Cs- WTTOTAL V = 72201b (EQU 12.8 -1, ASCE 7 -05) E := V•0.7 E = 50541b (Allowable Stress) 4 C3 • Harper Project: SUMMERCREEK TOWNHOMES UNIT A h P. Houf Peterson Client: PULTE GROUP Job # CEN -090 Righellis Inc. ' -- ENG.NEER6 • PLANNERS - Designer: AMC Date: Pg. # LANDSCAPE ARCNITEC Transverse Wind Forces (Method 1 - Simplified Wind Procedure per ASCE 7 -05) Basic Wind Speed: 100 mph (3 Sec Gust) Exposure: B Building Occupancy Category: II I := 1.00 Importance Factor (Table 6 -1, ASCE 7 -05) h = 32 Mean Roof Height X := 1.00 Adjustment Factor (Figure 6 -3, ASCE 7 -05) Smaller of... a2 := 2•.1.20.ft Zone A & B Horizontal Length a2 — 4 ft (Fig 6 -2 note 10, ASCE 7 -05) or 2. 4hn2R a2 =25.6ft but not less than... a := 3.2•ft a2rnin = 6 ft Wind Pressure (Figure 6 -2, ASCE 7 -05) Horizontal PnetzoneA 19.9•psf PnetzoneE := 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 PA := PnetzoneA'Iw•X PA = 19.9•psf Wall HWC PB := PnetzoneB' I X PB = 3.2. psf Roof HWC PC := Pnet PC = 14.4•psf Wall Typical PD := PnetioneD'Iw•X PD = 3.3•psf Roof Typical PE := PnetzoneE'Iw X PE = — 8.8.psf PF := PnetzoneF I PF = — 12•psf PG := PnetzoneG* I PG = — 6.4•psf PH := PnetzoneH'IWX PH = — 9.7 -psf Harper Project: SUMMERCREEK TOWNHOMES UNIT A HF t Houf Peterson Client: PULTE GROUP Job # CEN -090 ;.. Righellis Inc. ENGINEERS • .CANNERS Designer: AMC Date: Pg. # LANDSCAPE ARCHITECTS• SURVEVORS Determine Wind Sail In Transverse Direction WSAILZoneA (41 +' 59 + 29) ft WSAILZoneB (19 + 0 + 23)•ft WSAILZoneC := (391 + 307 + 272)41 WSAII-ZoneD (0 + 0 + 5).ft WA WSAILZoneA•PA WA = 2567 Ib WB := WSAILZoneB•PB WB = 1341b WC WSAILZoneC WC = 13968 lb WD := WSAILZoneD'PD WD = 161b Wind_Force := WA + WB + WC + WD Wind_Force := 10- psf•(WSAILZ + WSAILZoneB + WSAILZoneC + WSAILZoneD) Wind_Force = 16686 Ib Wind_Force = 114601b WSAILZoneE 94•'ft2 WSAILZoneF 108•ft WSAILZoneG 320 -ft2 WSAILZoneH 320•fr WE := WSAILZoneE'PE WE = –8271b ' WF := WSAILZoneF'PF WF = – 12961b WG WSAII'ZoneG WG = – 204816 WH WSAILZoneH'PH WH = – 31041b Upliftnet WF + WH + (WE + WG) + RDL•[WSAILZoneF + WSAILZoneH + (WSAILZoneE + WSAILZoneG)]•• Upliftnet = 1212 lb (Positive number...no net uplift) DO NOT USE ROOF DEAD LOAD FOR SHEARWALL HOLDDOWN CALCULATION U . Harper Project: SUMMERCREEK TOWNHOMES UNIT A P h Houf Peterson Client: PULTE GROUP Job # CEN -090 Righellis Inc. ENGINEERS • PLANNERS Designer: AMC Date: Pg. # LANDSCAPE ARCNITECTS•SNRVEYORS Longitudinal Seismic Forces Site Class = D Design Catagory = D Building Occupancy Category: II Weight of Structure In Longitudinal Direction Roof Weight Roof Area = 944 ft Agw RDL -Roof Area RFIy-1- = 14162.1b Floor Weight Floor_Area2 = 647 ft A FaR yi t ‘ := FDL•Floor Area2nd FLRwr2nd = 8411•1b Floor_Area3 = 652 ft • JKT,AJ4i= FDL•Floor Area3rd FLRWT3rd = 8476.1b Wall Weight (2203)-ft INT Wall Area = 906 ft {J ] = EX Wal1 + 1NT Wall WALLwr = 35496 -Ib WTTOTAL = 66545 lb Equivalent Lateral Force Procedure(12.8, ASCE 7 -05) h = 32 Mean Height Of Roof le = 1 Component Importance Factor (11.5, ASCE 7 -05) A:= 6.5 Responce Modification Factor (Table 12.2 -1, ASCE 7 -05) C = 0.02 Building Period Coefficient (Table 12.8 -2, ASCE 7 -05) x = 0.75 Building Period Coefficient (Table 12.8 -2, ASCE 7 -05) Period := C T = 0.27 < 0.5 (EQU 12.8 -7, ASCE 7 -05) S1 = 0.339 Max EQ, 5% damped, spectral responce acceleration of 1 sec. (Chapter 22, ASCE 7- 05)...or S = 0.942 Max EQ, 5% damped, spectral responce acceleration at short period From Figures 1613.5 (1) &(2) F = 1.123 Acc -based site coefficient @ .3 s- period (Table 11.4 -1, ASCE 7 -05) F, = 1.722 Vel -based site coefficient @ 1 s- period (Table 11.4 -2, ASCE 7 -05) 4- Lie) Harper Project: SUMMERCREEK TOWNHOMES UNIT A HP Houf Peterson Client: PULTE GROUP Job # CEN -090 Righellis .Inc. ENGINEERS • PLANNERS Designer: AMC Date: Pg. # LANDSCAPE ARCHITECTS•SURVCYORS ,Us F SMS = 1.058 (EQU 11.4 -1, ASCE 7 -05) 2 • SMg Sd = 0.705 (EQU 11.4 -3, ASCE 7 -05) 3 S A Fv. St SM1 = 0.584 (EQU 11.4 -2, ASCE 7 -05) 2• SM1 Shc = 0.389 (EQU 11.4 -4, ASCE 7 -05) 3 Cam:= Sd Ie Cst = 0.108 (EQU 12.8 -2, ASCE 7 -05) R ...need not exceed... C Shc• Cs = 0.223 (EQU 12.8 -3, ASCE 7 -05) ""� ax T •R ...and shall not be less then... ,:= if 0.044•Sd 0.01, 0 . 01 , 0 . 044 •Sds'Ie) 0.5•S1•le1 (EQU 12.8 -5 &6, ASCE 7 -05) l ifl S1 <0.6,0.01, J a if (CI > C2, CI, C2) Csmin = 0.031 N Cs := if (Cst < Cs Cs i if (Cst < Csmax , Cst, Csmax)) Cs = 0.108 V := Cs•WTTOTAL V = 72201b (EQU 12.8 -1, ASCE 7 -05) E := V•0.7 E = 50541b (Allowable Stress) IL / — L Harper Project: SUMMERCREEK TOWNHOMES UNIT A ' Righellis Inc. Houf Peterson Client: PULTE GROUP Job # CEN -090 ENGINEERS • PLANNERS Designer: AMC Date: Pg. # LANDS_APE ARCNITECTS•8U VEYORS Longitudinal Wind Forces (Method 1 - Simplified Wind Procedure per ASCE 7 -05) Basic Wind Speed: 110 mph (3 Sec Gust) Exposure: B Building Occupancy Category: II I = 1.0 Importance Factor (Table 6 -1, ASCE 7 -05) h = 32 Mean Roof Height X = 1.00 Adjustment Factor (Figure 6 -3, ASCE 7 -05) Smaller of... = 2•.1.20•ft Zone A & B Horizontal Length = 4 ft (Fig 6 -2 note 10, ASCE 7 -05) or 4h a2 = 25.6 ft 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 Pne = 3.3•psf Vertical PnetzoneE = —8.8.psf PnetzoneF = — 12•psf PnetzoneG = —6.4.psf PnetZOneH = — 9.7•psf • Basic Wind Force P PnetzoneA.Iw - X PA = 19.9•psf Wall HWC Pte= PnetZOneB'Ivv'X PB = 3.2•psf Roof HWC X,C A := PnetzoneC'IH PC = 14.4•psf Wall Typical Pte:= PnetzoneD'Iw•X PD = 3.3•psf Roof Typical Pte:= PnetzoneE'I%v PE = — 8.8•psf Pte,:= PnetzoneF'IwX PF = — 12•psf Pte:= PnetzoneG' I X PG = —6.4• psf ,:= PnetzoneH'IWX PH = — 9.7•psf l .. Harper Project: SUMMERCREEK TOWNHOMES UNIT A HP t. Houf Peterson Client: PULTE GROUP Job # CEN -090 Righell is Inc. -� -- ENGINEERS • CLANNERS -- Designer: AMC Date: Pg. # LANDSCAPE A RCNITECTS• SURVEYORS Determine Wind Sail In Longitudinal Direction :_ ('48'+ 59 + 40)-ft A IM k&:_ (10 +0 +44)•ft2 W : =. (91 + 137 + 67)•ft := (43 +0 +113)41 = WSAILZoneA•PA WA = 29251b Wes= WSJ- ZoneB•PB WB = 173 Ib WSJ- ZoneC•PC WC = 4248 Ib WSAILZoneD'PD WD = 515 Ib Wine•= WA + WB + WC + WD or j := 10•psf•(WSAILZ + WSAILZoneB + WSAILZoneC + WSAILZoneD) Wind Force = 7861 Ib Wind_Force = 65201b �= 148.ft2 in L 4,:= 12041 ,j:= 323•ft 25241 tiW:= WSAILZoncE•PE WE = — 13021b ,Ys, WSAILZoneF'PF WF = — 14401b Wes= WSAILZoneG' WG = — 20671b Wes= WSAILZoneH'PH WH = —2444 Ib UU l WF + WH + (WE + WG) + RDL•[WSAILZoneF + WSAILZoneH + (WSAILZoneE + WSAILZoneG) }.6. Upliftnet = 1243 Ib (Positive number...no net uplift) DO NOT USE ROOF DEAD LOAD FOR SHEARWALL HOLDDOWN CALCULATION Harper Houf Peterson Righellis Pg #: Transverse Wind Line Shear Distribution ASCE 7 -05, section 6.4 (Method 1 - simplified) Design Criteria: Basic Wind Speed = 100 mph Wind Exposure = B (Section 6.5.6, ASCE 7 -05) Mean Roof Height, H (ft) = 32 Roof Pitch = 6 /12 Building Category II (Table 1604.5, OSSC 2007) Roof Dead Load= 15 psf Exterior Wall Dead Load= 12 psf X. = 1.00 Iw= 1.00 Wind Sail Wind Net Design Wind Pressure (psf) ( ) Pressure (Ibs) Zone A = 19.9 129 2567 Wall High Wind Zone Horizontal Zone B = 3.2 42 134 Roof High Wind Zone Wind Forces Zone C = 14.4 970 13968 Wall Typ Zone Zone D = 3.3 5 • 17 • Roof Typ Zone Zone E = -8.8 94 -827 Roof Windward High Wind Zone Vertical Zone F = -12.0 108 -1296 Roof Leeward High Wind Zone Wind Forces Zone G = -6.4 320 -2048 Roof Windward Typ Wind Zone Zone H = -9.7 320 -3104 Roof Leeward Typ Wind Zone Total Wind Force =l 16686 Ibs 1 Use to resist wind uplift: Roof Only Total Exterior Wall Area= 2203 ft Uplift due to Wind Forces= -7275 lbs • Resisting Dead Load = 8472 lbs E =I 1197 Lbs...No Net Uplift I Wind Distribution Tributary to Diaphragms Wind Sail Tributary To Dia hragm (ft Zone A Zone B Zone C Zone D Main Floor 41 19 391 0 Upper Floor 59 0 307 0 Main Floor Diaphragm Shear = 6507 Ibs Upper Floor Diaphragm Shear = 5595 Ibs Roof Diaphragm Shear = 4584 Ibs • Wind Distribution To Shearwall Lines MAIN FLOOR UPPER FLOOR ROOF Tributary Line Shear Tributary Line Shear Tributary Line Shear Wall Line Diaphragm Diaphragm Diaphragm Width (ft) (Ibs) Width (ft) (Ibs) (lbs) Width (f9 A 13.08 • 1737 18 2797 19 2323 Al • 24.50 3254 0 0 0 0 B 11.42 1516 18 2797 18.5 2261 t= 49 6507 36 5595 37.5 4584 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 SIM= 0.39 Equ. 11.4 -4, ASCE 7 -05 Cs = 0.11 Equ. 12.8 -2, ASCE 7 -05 Csmin = 0.01 Equ. 12.8 -5 & 6, ASCE 7 -05 ' Csmax = 0.22 Equ. 12.8 -3, ASCE 7 -05 Base Shear coefficient, v = 0.076 Weight Distribution Determination to Diaphragm Floor 2 Diaphragm Height (ft) = 8 Floor 3 Diaphragm Height (ft) = 18 Roof Diaphragm Height (ft) = 32 Floor 2 Wt (Ib)= 8411 Floor 3 Wt (Ib)= 8476 ' Roof Wt (Ib) = 14162 Wall Wt (Ib) = 35496 Trib. Floor 2 Diaphragm Wt (Ib) = 22609 • Trib. Floor 3 Diaphragm Wt (Ib) = 22674 Trib. Roof Diaphragm Wt (Ib) = 21261 Vertical Dist of Seismic Forces I Cumulative % total of base shear I Rho Check to Shearwalls (Ibs) to shearwalls Req'd? Vnoor 2 (Ib) = 720 100.0% Yes Vii 3 (Ib) = 1625 85.8% Yes Vroof (lb) = 2709 53.6% Yes Shear Distribution To Wall Lines Wall Line Tributary Area Tributary Area Tributary Area Floor 2 Line Floor 3 Line Roof Line Floor 2 Floor 3 Roof Shear Shear Shear sq ft sq ft sq ft Ibs Ibs Ibs A 102 361 394 114 897 1266 Al 432 0 0 481 0 0 B 113 :293 449 126 728 1443 Sum 647 654 843 720 1625 2709 Total Base Shear* = 1 5054 LB *Base shear assumes rho equal to 1.0. See shearwall analysis spreadsheet for confirmation of rho. /9 — Lk.1 ,----- Harper Houf Peterson Righellis Pg #: Longitudinal Wind Line Shear Distribution ASCE 7 -05, section 6.4 (Method 1 - simplified) Design Criteria: • Basic Wind Speed = 100 mph • Wind Exposure = B (Section 6.5.6, ASCE 7 -05) Mean Roof Height, H (ft) = 32 Roof Pitch = 6 /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 Wind Net Design Wind Pressure (psf) () Pressure (Ibs) Zone A = 19.9 147 . 2925 Wall High Wind Zone Horizontal Zone B = 3.2 54 173 Roof High Wind Zone Wind Forces Zone C = 14.4 295 4248 Wall Typ Zone Zone D = 3.3 156 515 Roof Typ Zone • Zone E _ -8.8 148 -1302 Roof Windward High Wind Zone Vertical • Zone F = -12.0 120 -1440 Roof Leeward High Wind Zone Wind Forces Zone G = -6.4 323 -2067 Roof Windward Typ Wind Zone Zone H = -9.7 252 -2444 Roof Leeward Typ Wind Zone Total Wind Force =l 7861 Ibs I Use to resist wind uplift: Roof Only Total Exterior Wall Area= 2203 ft Uplift due to Wind Forces= -7254 Ibs Resisting Dead Load= 8483 Ibs E =I 1229 Lbs...No Net Uplift l Wind Distribution Tributary to Diaphragms Wind Sail Tributary To Diaphragm (ft Zone A Zone B Zone C Zone D Main Floor 48 10 91 43 Upper Floor 59 • 0 137 0 • Main Floor Diaphragm Shear = 2440 Ibs . Upper Floor Diaphragm Shear = 3147 Ibs Roof Diaphragm Shear = 2275 Ibs Wind Distribution To Shearwall Lines . MAIN FLOOR UPPER FLOOR ROOF Tributary Line Shear Tributary Line Shear Tributary Line Shear Wall Line Diaphragm (Ibs) Diaphragm (Ibs) Diaphragm (Ibs) Width (ft) Width (ft) Width (ft) 1 10 1220 10 1573 10 1137 2 10 1220 10 1573 10 1137 E= 20 2440 20 3147 ' 20 2275 . A -- L..\:-.2...... Harper Houf Peterson Righellis Pg #: • Longitudinal Seismic Line Shear Distribution Seismic Design Category = D Occupancy Category = II Site Class = D S1 = 0.34 Ss = 0.94 Importance Factor = 1.00 Table 11.5 -1, ASCE 7 -05 Structural System, R = 6.5 Table 12.2 -1, ASCE 7 -05 Ct = 0.020 Other Fa = 1.12 Fv= 1.72 Mean Roof Height, H (ft) = 32 Period (T = 0.27 Equ. 12.8 -7, ASCE 7 -05 k = 1.00 12.8.3, ASCE 7 -05 SMg 1.06 Equ. 11.4 -1, ASCE 7 -05 S 0.58 Equ. 11.4 -2, ASCE 7 -05 S05= 0.71 Equ. 11.4 -3, ASCE 7 -05 Srm= 0.39 Equ. 11.4 -4, ASCE 7 -05 Cs = 0.11 Equ. 12.8 -2, ASCE 7 -05 Csmin = 0.01 Equ. 12.8 -5 & 6, ASCE 7 -05 Csmax = 0.22 Equ. 12.8 -3, ASCE 7 -05 Base Shear coefficient, v = 0.076 Weight Distribution Determination to Diaphragm Floor 2 Diaphragm Height (ft) = 8 Floor 3 Diaphragm Height (ft) = 18 Roof Diaphragm Height (ft) = 32 Floor 2 Wt (Ib)= 8411 Floor 3 Wt (Ib)= 8476 Roof Wt (Ib) = 14162 Wall Wt (Ib) = 35496 Trib. Floor 2 Diaphragm Wt (Ib) = 22609 Trib. Floor 3 Diaphragm Wt (Ib) = 22674 - - Trib. Roof Diaphragm Wt (Ib) = 21261 Vertical Dist of Seismic Forces I Cumulative % total of base shear Rho Check to Shearwalls (Ibs) to shearwalls Req'd? Vnoor 2 (Ib) = 720 100.0% Yes V n00, 3 (Ib) = 1625 85.8% Yes Vnoor (lb) = 2709 53.6% Yes Shear Distribution To Wall Lines Wall Line Tributary Area Tributary Area Tributary Area Floor 2 Line Floor 3 Line Roof Line Floor 2 Floor 3 Roof Shear Shear Shear • sq ft sq ft sq ft Ibs Ibs Ibs 1 286 291 415 318 725 1334 2 361 361 428 402 900 . 1375 Sum 647 652 -843 720 1625 2709 Total Base Shear= I 5054 LB *Base shear assumes rho equal to 1.0. See shearwall analysis spreadsheet for confirmation of rho. /42-- L\e'''' 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 Fir. From Roof Load Sides Factor Type T (ft) (ft) (ft) ht I k ht I k ht I k (klf) (plf) (ft -k) (ft -k) (k) • 101 Not Used a 102 7 1.75 3.50 4.00 . - 8.00 1.74 18.00 2.80 27.00 2.32 1959 Double 1.40 NG 103 7 1.75 3.50 4.00 8.00 1.74 8.00 2.80 8.00 2.32 1959 Double 1.40 NG 103a 7 4.00 4.00 1.75 OK 8.00 3.25 814 Single 1.40 IV * 104 8 4.50 10.50 1.78 OK 8.00 1.52 8.00 2.80 8.00 2.26 626 Single 1.40 III 105 8 3.00 10.50 2.67 OK 8.00 1.52 8.00 2.80 8.00 2.26 626 Single 1.40 III 106 8 3.00 10.50 2.67 ox 8.00 1.52 8.00 2.80 8.00 2.26 626 Single 1.40 III 109 8 4.58 17.08 1.75 OK 8.00 1.74 18.00 2.80 27.00 2.32 401 Single 1.40 II 110 8 12.50 17.08 0.64 OK 8.00 1.74 8.00 2.80 8.00 2.32 401 Single 1.40 II 111 8 4.50 7.25 1.78 - OK 8.00 1.52 8.00 2.80 8.00 2.26 907 Double 1.40 VI . 112 4.75 1.38 7.25 3.45 ox 8.00 1.52 8.00 2.80 8.00 2.26 907 Double 1.40 VI . 113 4.75 1.38 7.25 3.45 OK 8.00 1.52 8.00 2.80 8.00 2.26 907 Double 1.40 VI 201 9 3.92 10.79 2.30 OK ' 9.00 2.80 18.00 2.32 474 Single 1.40 II 201a 9 4.17 10.79 2.16 OK 9.00 2.80 18.00 ' 2.32 474 Single 1.40 II 201b 9 2.71 10.79 132 OK 9.00 2.80 18.00 2.32 474 Single 1.40 II 202A 9 2.96 11.96 3.04 OK 9.00 2.80 18.00 2.26 423 Single 1.40 II 202B 9 3.00 11.96 3.00 ox 9.00 2.80 18.00 2.26 423 Single 1.40 II 203 9 3.00 11.96 3.00 ox 9.00 2.80 18.00 2.26 423 Single 1.40 II 204 9 3.00 11.96 3.00 OK 9.00 2.80 18.00 2.26 423 Single 1.40 II 301 8 3.92 • 13.96 2.04 OK 8.00 2.32 166 Single 1.40 I 302 8 5.79 13.96 1.38 ox 8.00 2.32 166 Single 1.40 I 303 8 4.25 13.96 1.88 OK 8.00 2.32 166 Single 1.40 I 304 8 2.96 5.96 2.70 OK 8.00 2.26 379 Single 1.40 II 305 8 3.00 5.96 2.67 OK 8.00 2.26 379 Single 1.40 II Spreadsheet Column Definitions & Formulas . ' L = Shear Panel Length H = Shear Panel Height Wall Length = Sum of Shear Panels Lengths in Shear Line • H/L Ratio = Hight to Width Ratio Check V (Panel Shear) = Sum of Line Load / Total L Shear Factor = Adjustment For H/L > 2:1 Mo (Overturning Moment) = Wall Shear * Shear Application ht . Mr (Resisting Moment) = Dead Load • L * 0.5 * (.6 wind or .9 seismic) Uplift T = (Mo -Mr) / (L - 6 in) /4 - L \LI, Harper Houf Peterson Righellis Ng #: Shearwall Analysis Based on the ASCE 7 -05 fransvere Shearwalls Line Load Controlled By: Seismic Shear H L Wall H/L Line Load Line Load Line Load Dead V Rho•V % Story # Panel Shear Panel M MR Uplift Panel Lgth. From 2nd Flr. From 3rd Flr. From Roof Load Strength Bays Sides Factor Type T (0) (0) (ft) ht I k ht I k ht 1 k (klf) (plf) (plf) (ft-k) (ft-k) (k) 101 Not Used 102 7 1.75 3.50 4.00 '4k k 8.00 0.11 18.00 0.90 27.00 1.27 651 846 0.10 0.50 Double 0.50 NG 103 7' 1.75 150 4.00 8.00 0.11 8.00 0.90 8.00 1.27 651 846 ' 0.10 0.50 Double 0.50 NG 103a 7 4.00 4.00 1.75 OK 8.00 0.48 0.00 0.00 120 156 0.22 1.14 Single 1.00 I 104 8 4.50 10.50 1.78 OK 8.00 0.13 8.00 0.73 8.00 1.44 219' 284 0.25 1.13 Single 1.00 II 105 8 3.00 10.50 2.67 OK 8.00 0.13 8.00 0.73 8.00 1.44 219 284 0.17 0.75 Single 0.75 III 106 8 3.00 10.50 2.67 OK 8.00 0.13 8.00 0.73 8.00 1.44. 219 284 0.17 0.75 Single 0.75 _ III 109 8 4.58 17.08 1.75 OK 8.00 0.11 18.00 0.90 27.00 1.27 134 174 0.25 1.15 Single 1.00 I 1 10 8 12.50' 17.08 0.64 OK 8.00 0.11 8.00 0.90 8.00 1.27 134 174 NA 3.13 Single 1.00 1 11 1 8 4.50 7.25 1.78 oK 8.00 0.13 8.00 0.73 8.00 1.44 316 411 0.25 1.13 Single 1.00 III 112 5 1.38 7.25 3.45 OK 8.00 0.13 8.00 0.73 8.00 1.44 316 411 0.08 0.58 Double 0.58 VII 113 5 1.38 7.25 3.45 OK 8.00 0.13 8.00 0.73 8.00 1.44 316 411 0.08 0.58 _ Double 0.58 ' VU _ 201 9 3.92 10.79 2.30 OK 9.00 0.90 18.00 1.27 200 261 0.17 0.87 Single 0.87 11 201a 9 4.17 10.79 2.16 OK 9.00 0.90 18.00 1.27 200 261 ' 0.18. 0.93 Single. 0.93 II 201b 9 2.71 10.79 3.32 OK 9.00 0.90 18.00 1.27 200 261 0.12 0.60 Single 0.60 III 202A 9 2.96 11.96 3.04 OK 9.00 0.73 18.00 1.44 182 236 0.13 '0.66 Single 0.66 III 202B 9 3.00 11.96 3.00 OK 9.00 0.73 18.00 1.44 182 236 0.13 ' 0.67 Single 0.67 111 203 9 3.00 11.96 3.00 OK 9.00 0.73 18.00 1.44 181 236 0.13 0.67 Single 0.67 III 204 ' 9 3.00 11.96 3.00 . 'OK 9.00 0.73 18.00 1.44 181 236 0.13 0.67 Single 0.67. III 301 8 3.92 13.96 2.04 OK 8.00 1.27 91 118 0.20 0.98 Single 0.98 I 302 8 5.79 13.96 1.38 oK 8.00 1.27 91 118 0.29 1.45 Single 1.00 I 303 8 4.25 13.96 1.88 OK 8.00 1.27 91 118 0.21 1.06 Single 1.00 I 304 8 2.96 5.96 2.70 OK • 8.00 1.44 242 315 0.15 0.74 Single 0.74 III 305 8 3.00 5.96 2.67 OK 8.00 1.44 242 315 0.15 0:75 Single 0.75 111 _ Rho Calculation Does the Ist floor shearwalls resist more than 35% of the total transverse base shear? Yes Does the 2nd floor shearwalls resist more than 35% of the total transverse base shear? Yes Does the 3rd floor shearwalls resist more than 35% of the total transverse base shear? Yes Total Ist Floor Wall Length = 18.00 Total # 1st Floor Bays = 4.77 Are 2 bays minimum present along each wall line? No Ist Floor Rho = 1J Total 2nd Floor Wall Length = z2.7s Total # 2nd Floor Bays = s Are 2 bays minimum present along each wall line? No 2nd Floor Rho = u • Total 3rd Floor Wall Length = 19.92 Total # 3rd Floor Bays = s Are 2 bays minimum present along each wall line? No 3rd Floor Rho = u • 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'UH Shear Factor = Adjustment For H/L > 2:1 Mo (Overturning Moment) = Wall Shear • Shear Application ht • Mr (Resisting Moment) = Dead Load' L * 0.5 • (.6 wind or .9 seismic) Uplift T = (Mo -Mr) / (L - 6 in) • /44- ....-- \....:Vc Harper Houf Peterson Righellis Pg #: S hearwall Analysis B ased on the ASCE 7 -05 Longitudinal Shearwalls Line Load Controlled By: Wind Shear H L Wall H/L Line Load Line Load Line Load Dead V Panel Shear Panel 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 (klf) (plf) (ft -k) (ft-k) (k) 107 8 15.50 15.50 0.52 ox 10.00 1.22 18.00 1.57 27.00 1.14 1.03 254 Single 1.40 I 71.21 123.49 -0.19 108 8 15.50 15.50 0.52 ox 10.00 1.22 18.00 1.57 27.00 1.14 _ 1.03 254 Single 1.40 I 71.21 123.49 -0.19 f 205 9 13.00 13:00 0.69 OK 9.00 1.57. 18.00 1.14 0.70 208 Single 1.40 I 34.62 59.15 -0.07 206 9 13.00 13.00 0.69 OK 9.00 _ 1.57 l 18.00 1.14 0.70 208 Single 1.40 I 34.62 59.15 =0.07 306 8 10.00 10.00 0.80 OK 8.00 1.14 0.29 114 Single 1.40 1 9.10 14.40 0.05 307 8 10.00 10.00 0.80 cog 8.00 1.14 0.29 114 Single 1.40 I 9.10 14.40 0.05 Spreadsheet Column Definitions & Formulas L = Shear Panel Length H = Shear Panel Height Wall Length = Sum of Shear Panels Lengths in Shear Line H/L Ratio = Hight to Width Ratio Check V (Panel Shear) = Sum of Line Load / Total L Shear Factor = Adjustment For H/L > 2:1 Mo (Overtuming Moment) = Wall Shear * Shear Application ht Mr (Resisting Moment) = Dead Load • L * 0.5 • (.6 wind or .9 seismic) Uplift T = (Mo -Mr) / (L - 6 in) • • /9 --- U0 Harper Houf Peterson Righellis Pg #: Shearwall Analysis Based on the ASCE 7 -05 Longitudinal Shearwalls Line Load Controlled By: Seismic Shear H L Wall 1-UL Line Load Line Load Line Load Dead V Rho• V % Story # Panel Shear Panel M MR Uplift Panel Lgth. From 2nd Flr. From 3rd Flr. From Roof Load Strength Bays Sides Factor Type T (ft) (ft) (ft) ht k ht k ht k (Id!) (plf) (plf) (ft-k) (ft -k) (k) 107 8 15.50 15.50 0.52 OK 10.00 0.32 18.00 0.73 27.00 1.33 1.09 153 153 NA 3.88 Single 1.00 I 52.25 130.70 -1.74 108 8 15.50 15.50 0.52 OK 10.00 0.40 18.00 0.90 27.00 1.38 1.09 173 173 _ NA 3.88 _ Single 1.00 I 57.35 130.70_ -1.40 I 205 I 9 13.00 13.00 1 0.69 I . OK 9.00 0.73 1 18.00 1.33 0.76 158 158 NA 2.89 Single 1.00 I 30.54 1 64.22 -0.64 I 206 9 13.00 13.001 0.69 OK 9.00 0.90 18.00 1.38 0.76 175 175 NA 2.89 Single 1.00 1 32.85 64.22 ' -0.45 I 306 8 10.00 10.00 10.80 oK 1 8.001 1.33 0.35 133 I 133 I NA I 2.50 Single 1.00 I 10.671 17.40 0.02 I 307 8 10.00 10.00 0.80 OK 8.00 1.38 0.35 138 138 NA 2.50 Single 1.00 I 11.00 17.40 0.06 Rho Calculation Does the 1st floor shearwalls resist more than 35% of the total longitudinal base shear? Yes Does the 2nd floor shearwalls resist more than 35% of the total longitudinal base shear? Yes • Does the 3rd floor shearwalls resist more than 35% of the total longitudinal base shear? Yes Total 1st Floor Wall Length = 31.00 Total # 1st Floor Bays = 7.75 Are 2 bays minimum present along each wall line? Yes • 1st Floor Rho = 1.o Total 2nd Floor Wall Length = 26.00 Total # 2nd Floor Bays = 6 Are 2 bays minimum present along each wall line? Yes 2nd Floor Rho = 1.o Total 3rd Floor Wall Length = ro.00 Total # 3rd Floor Bays = 5 Are 2 bays minimum present along each wall line? Yes 3rd Floor Rho = 1.o Spreadsheet Column Definitions & Formulas L = Shear Panel Length H = Shear Panel Height Wall Length = Sum of Shear Panels Lengths in Shear Line H/L Ratio = Hight to Width Ratio Check V (Panel Shear) = Sum of Line Load•Rho / Total L % Story Strength = L / Total Story L (Required for walls with H/L > 1.0, for use in Rho check) # Bays = 2•L/H Shear Factor = Adjustment For H/L > 2:1 Mo (Overturning Moment) = Wall Shear • Shear Application ht Mr (Resisting Moment) = Dead Load * 12 * 0.5 * (.6 wind or .9 seismic) Uplift T = (Mo-Mr) / (L - 6 in) Harper Houf Peterson Righellis Pg #: SHEAR WALL SUMMARY' Transvere Shearwalls Panel Wall Shear Wall Type Good For Uplift Simpson Holdown Good For V (Pll) (P (lb) (lb) 101 Not Used 102 Simpson Strongwall 103 Simpson Strongwall 103a 814 1/2" APA Rated Plyw'd w/ 8d Nails @ 2/12 833 104 626 1/2" APA Rated Plyw'd w/ 8d Nails @ 3/12 638 105 626 1/2" APA Rated Plyw'd w/ 8d Nails @ 3/12 638 106 626 1/2" APA Rated Plyw'd w/ 8d Nails @ 3/12 638 109 401 1/2" APA Rated Plyw'd w/ 8d Nails @ 4/12 495 110 401 1/2" APA Rated Plyw'd w/ 8d Nails @ 4/12 495 111 907 2 Layers 1/2" APA Rated Plyw'd w/ 8d Nails @ 4/12 990 112 907 2 Layers 1/2" APA Rated Plyw'd w/ 8d Nails @ 3/12 990 113 907 2 Layers 1/2" APA Rated Plyw'd w/ 8d Nails @ 3/12 990 201 474 1/2" APA Rated Plyw'd w/ 8d Nails @ 4/12 495 201a 474 1/2" APA Rated Plyw'd w/ 8d Nails @ 4/12 495 201b 474 1/2" APA Rated Plyw'd w/ 8d Nails @ 3/12 495 202A 423 1/2" APA Rated Plyw'd w/ 8d Nails @ 3/12 495 202B 423 1/2" APA Rated Plyw'd w/ 8d Nails @ 3/12 495 203 423 1/2" APA Rated Plyw'd w/ 8d Nails @ 3/12 495 204 423 1/2" APA Rated Plyw'd w/ 8d Nails @ 3/12 495 301 166 1/2" APA Rated Plyw'd w/ 8d Nails @ 6/12 339 302 166 1/2" APA Rated Plyw'd w/ 8d Nails @ 6/12 339 303 166 1/2" APA Rated Plyw'd w/ 8d Nails @ 6/12 339 , 304 379 1/2" APA Rated Plyw'd w/ 8d Nails @ 3/12 495 305 379 1/2" APA Rated Plyw'd w/ 8d Nails @ 3/12 495 NOTE: 1) This table is a comparative summary between the wind and seismic loading. The values above are the minimum requirement to satisfy both wind and seismic design loads. /- u ' Harper Houf Peterson Righellis Pg #: SHEAR WALL SUMMARY' Longitudinal Shearwalls Panel Wall Shear Wall Type Good For Uplift Simpson Holdown Good For V (PP) (Pb) (lb) (lb) suswintr 107 254 1/2" APA Rated Plyw'd w/ 8d Nails @ 6/12 339 -192 Simpson None 0 108 254 1/2" APA Rated Plyw'd w/ 8d Nails @ 6/12 339 -192 Simpson None 0 205 208 1/2" APA Rated Plyw'd w/ 8d Nails @ 6/12 339 -69 Simpson None 0 206 208 1/2" APA Rated Plyw'd w/ 8d Nails @ 6/12 339 -69 Simpson None 0 306 133 1/2" APA Rated Plyw'd w/ 8d Nails @ 6/12 242 48 Simpson None 0 307 138 1/2" APA Rated Plyw'd w/ 8d Nails @ 6/12 242 59 Simpson None 0 NOTE: 1) This table is a comparative summary between the wind and seismic loading. The values above are the minimum requirement to satisfy both wind and seismic design Toads. /4-- L\.9 Transverse Wind Uplift Design . Unit A Shear H Joist L Wall Line Load Line Load Line Total V Dead Dead Dead Overtur Resisting Resisting Uplift From Uplift From Wall Wall Uplift Uplift Total Total Panel Height Lgth. From 2nd From 3rd From Wall Load (not Point Point ning Moment Moment Floor Shear @ Floor Shear @ Stacking @ Stacking From From Uplift Uplift Flr. Flr. Roof Shear including Load Load Momen @ Left @ Right Left Right Left Side of ® Right Wall Wall @ Left @ Floors @ Left @ t House Side of Above Above Right above if Right House @ Left @ walls Right stack) (ft) (ft) (ft) (ft) k k k k plf klf k k kft kft kft k k k k k k 102 8 1.1667 1.75 3.50 1.737 2.8 2.32 6.857 1959 0.152 0.192 0.832 27.43 0.57 1.69 21.31 20.79 21.31 20.79 103 8 1.1667 1.75 3.50 1.737 2.8 2.32 6.857 1959 0.152 0.832 0.192 27.43 1.69 0.57 20.79 21.31 20.79 21.31 103A 8 1.1667 4.00 4.00 3.254 3.254 814 0.04 2.016 1.664 26.03 8.38 6.98 6.00 6.24 6.00 6.24 104 8 1.1667 4.50 10.50 1.516 2.8 2.26 6.576 626 0.1 0.8 0.078 25.08 4.61 1.36 5.58 6.06 5.58 6.06 105 8 1.1667 3.00 10.50 1.516 2.8 2.26 6.576 626 0.048 0.252 0.156 16.72 0.97 0.68 6.45 6.52 6.45 6.52 106 8 1.1667 3.00 10.50 1.516 2.8 2.26 6.576 626 - 0.048 0.156 0.252 16.72 0.68 0.97 6.52 6.45 6.52 6.45 109 8 1.1667 4.58 17.08 1.737 2.8 2.32 6.857 401 0.152 0.192 0.156 16.31 . 2.47 2.31 3.63 3.66 201L 201R 4.82 5.09 8.45 8.75 110 .8 1.1667 12.50 ' 17.08 1.737 2.8 2.32 6.857 401 0.096 0.156 0.192 44.52 9.45 9.90 3.24 3.21 201aL 201 bR 4.95 4.88 8.18 8.09 111 8 1.1667 4.50 7.50 1.516 2.8 2.26 6.576 877 0.144 0.8 0.078 35.11 5.06 1.81 8.02 8.51 8.02 8.51 112 8 1.1667 1.50 7.50 1.516 2.8 2.26 6.576 877 0.048 0.252 0.234 11.70 0.43 0.41 11:44 11.46 11.44 11.46 113 8 1.1667 1.50 7.50 1.516 2.8 2.26 6.576 877 0.048 0.234 0.252 11.70 0.41 0.43 11.46 11.44 11.46 11.44 201 9 1.1667 3.92 10.8 2.8 2.32 5.12 474 0.225 0.432 0.156 17.71 3.42 2.34 3.99 4.16 301L 301R 0.83 0.93 4.82 5.09 201a 9 1.1667 4.17 10.8 2.8 2.32 5.12 474 0.225 0.156 0.156 18.84 2.61 2.61 4.14 4.14 302L 302R 0.80 0.80 4.95 4.95 201b 9 1.1667 2.71 10.8 2.8 2.32 5.12 474 0.225 0.156 .0.432 12.24 1.25 2.00 4.24 4.08 303L 303R 0.91 0.80 5.15 4.88 202A 9 1.1667 2.96 11.958333 2.8 2.26 5.06 423 0.173 0.432 0.052 11.92 2.04 0.91 3.62 3.84 304L 304R 2.60 2.75 6.21 6.59 202B 9 1.1667 3 11.958333 2.8 2.26 5.06 423 0.173 0.052 0.216 12.09 0.93 1.43 3.84 3.74 305L 305R 2.74 2.16 6.58 5.91 203 9 1.1667 3 11.958333 2.8 2.26 5.06 423 0.309 0.216 0.312 12.09 2.04 2.33 3.62 3.56 3.62 3.56 204 9 1.1667 3 11.958333 2.8 2.26 5.06 423 0.225 0.312 0.432 12.09 1.95 2.31 3.64 3.57 3.64 3.57 301 8 3.92 13.96 2.32 2.32 166 0.232 0.384 0.204 5.21 3.29 2.58 _ 0.83 0.93 0.83 0.93 302 8 5.79 13.96 2.32 2.32 166 • 0.232 0.204 0.204 7.70 5.07 5.07 0.80 0.80 0.80 0.80 303 8 4.25 13.96 2.32 2.32 166 0.232 0.204 0.384 5.65 2.96 3.73 0.91 0.80 0.91 0.80 304 8 2.96 5.96 2.26 2.26 379 0.232 0.384 0.136 8.98 2.15 1.42 2.60 2.75 2.60 2.75 305 8 3 5.96 2.26 2.26_ 379_ 0.232 0.136 1.104 9.10 1.45 4.36 2.74 2.16 2.74 2.16 Spreadsheet Column Definitions & Formulas L = Shear Panel Length H = Shear Panel Height • Wall Length = Sum of Shear Panels Lengths in Shear Line V (Panel Shear) = Sum of Line Load / Total L 1 Mo (Overturning Moment) = Wall Shear * Shear Application ht Mr (Resisting Moment) = Dead Load * L 0.5 * (.6 wind or .9 seismic) Uplift T = (Mo-Mr) / (L - 6 in) • Transverse Seismic Uplift Design Unit A Shear H Joist L Wall Line Load Line Load Line Total V Dead Dead Dead Overtur Resisting Resisting Uplift From Uplift From Wall Wall Uplift Uplift Total Total Panel Height Lgth. From 2nd From 3rd From Wall Load (not Point Point ning Moment Moment Floor Shear @ Floor Shear @ Stacking @ Stacking From From Uplift Uplift Flr. Fir. Roof Shear including Load Load Momen @ Left @ Right Left Right Left Side of @ Right Wall Wall @ Left @'. floors @ Left @ t House Side of Above Above Right above if Right House ® Left @ walls Right stack) (ft) (ft) (ft) (ft) k k k k plf klf. k k kft kft kft k k k k k k 102 8 1.1667 1.75 3.50 0.114 0.9 1.27 2.284 653 0.152 0.192 0.832 10.40 0.57 1.69 7.91 7.11 0 0 7.91 7.11 103 8 1.1667 1.75 3.50 0.114 0.9 1.27 2.284 653. 0.152 0.832 0.192 .10.40 1.69 0.57 7.11 7.91 0 0 7.11 7.91 103A 8 1.1667 4.00 4.00 0.481 0.481 120 0.04 2.016 1.664 3.85 8.38 6.98 . -1.06 -0.69 0 0 -1.06 -0.69 104 8 1.1667 4.50. 10.50 0.126 0.73 1.44 2.296 219 0.1 0.8 0.078 8.96 . 4.61 1.36 1.20 1.93 0 0 . 1.20 1.93 105 8 1.1667 3.00 10.50 0.126 0.73 1.44 2.296 219 - 0.048 0.252 0.156 5.97 0.97 0.68 2.04 2.14 0 0 2.04 2.14 106 8 1.1667 3.00 10.50 0.126 0.73 1.44 2.296 219 0.048 0.156 0.252 5.97 0.68 0.97 2.14 2.04 0 0 2.14 2.04 109 8 1.1667 4.58 17.08 0.114 0.9 1.27 2.284 134 0.152 0.192 0.156 5.58 2.47 .2.31 0.82 0.86 201L 201 R 1.13 1.54 • 1.95 2.40 110 8 1.1667 12.50 17.08 0.114 0.9 1.27 2.284 134 0.096 0.156 0.192 15.23 9.45 9:90 0.56 0:53 201 aL 201 bR 1.32 1.32 1.88 1.85 111 8 1.1667 4.50 7.50 0.126 0.73 1.44 2.296 306 0.144 0.8 0.078 12.54 5.06 1.81 2.00 2/3 - 0 0 2.00 2.73 112 8 '1.1667 1.50 7.50 0.126 0.73 1.44 2.296 306 0.048 0.252 0.234 4.18 0.43 0.41 3.79 3.82 0 0 3.79 3.82 113 8 1.1667 1.50 7.50 0.126 0.73 1.44 2.296 306 0.048 0.234 0.252 4.18 0.41 - 0.43 3.82 3.79 0 0 3.82 3.79 201 9 1.1667 3.92 10.80 - 0.9 1.27 2.17 201 0.225 0.432 0.156 7.63 3.42 2.34 . 1.16 1.41 301L 301R -0.03 • 0.13 1.13 1.54 201a- 9 1.1667 4.17 10.80 0.9 1.27 2.17 201 0.225 0.156 0.156 8.11 2.61 2.61 • 1.38 1.38 302L 302R -0.06 -0.06 1.32 1.32 201b 9 1.1667 2.71 10.80 0.9 ' 1.27 2.17 201 0.225 .0.156 0.432 5.27 1.25 2.00 1.53 1.28. 303L 303R 0.10 -0.06 1.63 1.22 202A ' 9 1.1667 2.96 11.96 0.73 1.44 2.17 181 0.173 0.432 0.052 5.25 2.04 0.91 1.15 1.50 304L 304R 1.28 1.50. 2.43 3.00 202B 9 1.1667 3.00 11.96 0.73 1.44 2.17 181 0.173 0.052 ' 0.216 5.32 0.93 1.43 1.49 _ 1.35 305L 305R • 1.50 0.63 2.99 1.97 203 9 1.1667 3.00 11.96 0.73 1.44 2.17 181 0.309 0.216 0.312 5.32 2.04 2.33 1.16 1.08 0 0 1.16 1.08 204 9 1.1667 3.00 ' 11.96 0.73 1.44 2.17 . 181 0.225 0.312 0.432 5.32 1.95 2.31 1.19 1.08 0 ' 0 1.19 1.08 301 8 0 3.92 13.96 ' 1.27 1.27 91 0.232 0.384 0.204 2.85 3.29 2.58 . -0.03 0.13 0 0 -0.03 0.13 302 8 0 5.79 13.96 1.27 1.27 • 91 0.232 0.204 0.204 4.21 5.07 5.07 -0.06 -0.06 0 0 -0.06 -0.06 303 8 0 4.25 13.96 - 1.27 1.27 91 0.232 0.204 0.384 3.09 2.96 3.73 0.10 -0.06 0 . 0 0.10 -0.06 304 8 0 2.96 5.96 1.44 1.44 242 0.232 0.384 0.136 5.72 2.15 1.42 1.28 1150 0 0 . 1.28 1.50 305 8 0 3.00 5.96 . 1.44 1.44 242 0.232 0.136 1.104 5.80 1.45 4.36 1.50 0.63 0 0 1.50 0.63 Spreadsheet Column Definitions & Formulas ,--- • L= Shear Panel Length H = Shear Panel Height Wall Length = Sum of Shear Panels Lengths in Shear Line V (Panel Shear) = Sum of Line Load / Total L 1 Mo (Overturning Moment) = Wall Shear * Shear Application ht ` Mr (Resisting Moment) = Dead Load * L * 0.5 * (.6 wind or .9 seismic) Uplift T = (Mo -Mr) / (L - 6 in) • TRANSVERSE UPLIFT CALCULATIONS - SUMMARY UNIT A Shear Controlling Total Holdown Holdown Good Control Total Holdown Good For Panel Case Uplift @ or Strap Type@ Left For ling Uplift Type@ Left Left Case @ Right k Simpson k k Simpson k . 102 Wind 21.31 Holdown None 0.00 Wind 20.79 None 0.00 103 Wind 20.79 Holdown None 0.00 Wind 21.31 None 0.00 103A Wind 6.00 Holdown HDQ8 w 3HF 6.65 Wind 6.24 HDQ8 w 3HF 6.65 104 Wind 5.58 Holdown HDQ8 w 3HF 6.65 Wind 6.06 HDQ8 w 3HF 6.65 105 Wind 6.45 Holdown HDQ8 w 3HF 6.65 Wind 6.52 HDQ8 w 3HF 6.65 1 106 Wind 6.52 Holdown HDQ8 w 3HF 6.65 Wind 6.45 HDQ8 w 3HF 6.65 109 Wind 8.45 Holdown HDQ8 w DF 9.23 Wind 8.75 HDQ8 w DF 9.23 110 Wind 8.18 Holdown HDQ8 w DF 9.23 Wind 8.09 HDQ8 w DF 9.23 111 Wind 8.02 Holdown HDQ8 w DF 9.23 Wind 8:51 HDQ8 w DF 9.23 112 Wind 11.44 Holdown HDU14 14.93 Wind 11.46 HDUI4 14.93 113 Wind 11.46 Holdown HDU14 14.93 Wind 11.44 HDU14 14.93 201 Wind 4.82 Strap MST48x2 5.75 Wind 5.09 MST48x2 5.75 201a Wind 4.95 Strap MST48x2 5.75 Wind 4.95 MST48x2 5.75 201b Wind 5.15 Strap MST48x2 5.75 Wind 4.88 MST48x2 5.75 202A Wind 6.21 Strap MST60x2 8.11 Wind 6.59 MST60x2 8.11 CIO 202B Wind 6.58 Strap MST60x2 8.11 Wind 5.91 MST60x2 8.11 _--) 203 Wind 3.62 Strap MST60 4.06 Wind 3.56 MST60 4.06 204 Wind _ 3.64 Strap MST60 4.06 Wind 3.57 MST60 4.06 ` 301 Wind 0.83 Strap MST37 1.79 Wind 0.93 MST37 1.79 302 Wind 0.80 Strap MST37 1.79 Wind 0.80 MST37 1.79 303 Wind 0.91 Strap MST37 1.79 Wind 0.80 MST37 1.79 304 Wind 2.60 Strap MST48 2.88 Wind 2.75 MST48 2.88 305 Wind 2.74 Strap MST48 2.88 Wind 2.16 MST48 2.88 BY , ^ DATE: ao t V JOB NO c 1 OF • PROJECT: RE: 3SW L � ;' x '' — 1 eo r Lock& ❑ ❑ Ax\a\ Loaks_ Uk\11 us.)'oC U &\s - 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Z • 0 • r a -4 1 CP Sw - (r}LS LirNG1Ttt atiylu . Pcwt./el ?frts LINE 0 ,ci, toy C . ;\14 r N _; L v-1 i' cri ra _I= _ I ® r ❑ '` ❑ 0 ) �a • 1 N cr z . r 1 10b M 6 w ittI S LC: N C,-0 tt NIV IX IA) t-tt -, -nf'I s LINE' I c 1 Tel C . . ---1 IS. 1 ■5 5 ®, ) . . • Sw - N-ts Le• NJ c-crt-t : -pHs (.. INC e 0 , 61 . • 11 • ° I 1 ",:l 1 - • 0 . ..., _____-)><E-. ti i 1 / = . c---_=..._ '"1.-. . .. , • r (---_, li, ••" su, 8 9)0 1 , 1 . w I ' . . , ii , 1 . ! 1 . ...• 1 i 7,..t....SWJA Si 5w '1 Le 11 AV.)I•J C-N 11-11% LANc..- ;IvT S 11-U- -) N m � d -i41 1.-) r v S\-. Cv --LO . t LLLJJJ � M0 :. fr 0 1 C d '�1 C � 1 = - _ _ 0 IV x 0 x0 lti 'rr. .: .:' ; ,;... . ,�-• -r. -,f -:�.- .v. a �.f. -� � ....a. ... � .. - .,n '._'. _ .._ i, ..�i. t:.: ._•'. v. m.. ...�� 9 O 3. N n gvfrs. t- Nr cr, .4-U. , -) Nl1 ak ikLv. M S Cr cO 2 BY: A N\ DATE: 6 ' o JOB NO.: A ' ...... O OF PROJECT: RE: 1) ;"1f�n VI 1 v\r 15e( ak an \-. o l'Novs • .. VL,t�.p� _ � o5'4-y wind. (cvnkots) 6.51'+ LL olt gPh tra gm cvi d iYl = a0 ct i_ O f ❑ Cu = 1a al pt.F 1 . 0 la CO pac,i o f un block -f! df'a ph,ra a = ab0 JL IA) = aSa`p� 0 2. wocc. diaphrekcjr a u z 6/12_,, Jicta i;n3 &I po c ` j = (ass p‘Al ,4 )= 351- w - - OIL 7 2 f O U f tt o u. Z w ❑ . Z O O = I- a = Y: o U y . GJ 5 E x a x • • /4- � � BY: DATE: ........ JOB No ' -Oct C P ROJECT: ROOV al-'- 6'V.. RE: Des,o of nrn 1 lo10 -, @ StoIf s ❑° OpTion) L • J Z irP-"-A 0 w 1l //WU o 2 TR16 WIQrti. oN . Iq'- - o4 L 0 - SO 1 r_1 T = q t 9'/Z" '► - - pLP-T 18'- 5`' 0 NvAx 5i tcOPL�aa.- -.= ' o W ls U Z W O a DLsv i LUl\J1) Pcessuce, ct Z - aD, ora psC , o f.f. a - 3 Oe\3r\ P \o kes ' o = :s. , c \_'' tei )-fir °. TOP 4LA1ES BI-Oi Z LIJIA't(\ 1 1 1,1x-Id mac 1 ° t11>LP D 2 U E Et la. Z z N = _WIZ- _ 1 9 _C[s.as : X217 Atct ❑ D - . U op 0 = t y # Sb= M = . ■ S x(3.5 . 32.5) H •1 A (3. s,Z5'; F(' ac ; = (8SO •5 )(1.tis)= a314c,ps: <_ 12 r.)r =_-. ::::,: _ ...„ .._ , . o ,.''. ' = ISO ?st (1.(:). = ag01 sL 7 ( •. ov._ 4* vc-1 Div 0 . A9 L. 29 . Oc 1 - &// \Q t -1 1 <�' + X ° Z' I `9'1)(0.1 � -se..$)_ ;qi x.44 (ii )(0.1) O W,- `)o i10' 1)o lx -' 1 1 ' a OS) = i'k 4N" SC -k'hk, .1 a 7 .1.°)t,' S, 4.c a .s ,� + 5`Z • g -;• ( tg ) S' +, 6 s\2', = T :::2 . E Xi : . 5 : 1 1'"t : 1: 1 • a Z t S . : d ,S_ i Z „.1 tiptirdo■ ¢ _'t ,.h1 g r v r G�l`?•°1 1 (S� � h� - 1 t • o t , i m • ❑ i� `'t S i1 = x•`O'u.A n o -n . SE's .�.. _ f \ 3 t, 5-1 . =-- _ _ Q ❑ A CO t X79 !ik. -jr =x V„I g UV o m � .__ .1, (Y . 4 - 1 -1 o 0 " = -1,-) eto, ` \( v, - 9 ooh Z 18 cP O" O e - _ -D Rc s d . r c'e uS is a U • m z n m O ,10 = F3\ti C � O J''O -S Jarman\ YNOW F o 46 = iNtaa Uo (.! ; ri qo ❑ 3 3 0 M -I ...' l00 -1A C .? .. 'D 0 UOo ` \`0C El ">,]OO t QN'.. Ci ' W. an •`\1 ^ 1ca 0 • m ❑ ❑ • z ( '3 103 road 0 — N ) .oN al-z.\ - V 31vp WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Unit A - Front Load WoodWorks® Sizer 7.1 June 24, 2010 12:49:01 COMPANY 1 PROJECT RESULTS by GROUP - NDS 2005 SUGGESTED SECTIONS by GROUP for LEVEL 4 - ROOF ..... = .... =- ss Mnf Trusses u =na= Not designed byrequest (2) 2xe Lumber n -ply D.Fir -L No.2 1- 2x8 • By Others Not designed by request (2) 2x6 Lumber n -ply Hem -Fir No.2 2- 2x6 (3) 2x6 Lumber n -ply Hem -Fir No.2 3- 2x6 Typ Wall Lumber Stud Hem -Fir Stud 2x6 816.0 SUGGESTED SECTIONS by GROUP for LEVEL 3 - FLOOR Mnf 350 � =�= �__ e =... == Not designed by request Sloped Joist Lumber -soft D.Fir -L No.2 2x6 816.0 (2) 2x8 (1) Lumber n -ply D.Fir -L No.2 1- 2x8 (2) 2x8 Lumber n -ply D:Fir-l. No.2 2- 2x8 By Others Not designed by request By Others 2 Not designed by request (21 2x12 Lumber n -ply D.Fir -L No.2 2- 2x12 5.125x10.5 Glulam - Unbalan. West Species 24F -V4 DF 5.125010.5 4 %6 Lumber -soft D.Fir -L No.2 • 406 (2) 2x6 Lumber n -ply Hem -Fir No.2 2- 206 4x6 Lumber Post Hem -Fir No.2 4x6 (3) 2x6 Lumber n -ply Hem -Fir No.2 3- 2x6 (2) 2x4 Lumber n -ply Hem -Fir No.2 2- 2x4 Typ Wall Lumber Stud Hem -Fir Stud 2x6 816.0 SUGGESTED SECTIONS by GROUP for LEVEL 2 - FLOOR = = Mnf Trusses ti =_____ : :... :. 000 designed by request °__�.. Mnf Jst ss Not designed by request Deck Jst Lumber -soft D.Fir -L No.2 208 816.0 (2) 2x8 Lumber n -ply D.Fir-L No.2 2- 208 3.125x9 Glulam - Unbalan. West Species 24F -V4 DF 3.125x9 4x8 Lumber-soft D.Fir -L No.2 408 By Others Not designed by request • By Others 2 Not designed by request (2) 2x10 Lumber n -piy D.Fir-L No.2 1- 2x10 5.125012 GL Glulam - Unbalan. West Species 24F -V4 DF 5.125x12 By Others 3 Not designed by request 3.125014 LSL LSL 1.55E 2325Fb 3.5014 (2) 206 Lumber n -ply Hem -Fir No.2 2- 2x6 4x4 Lumber Post Hem -Fir No.2 4x4 • 406 Lumber Post Hem -Fir No.2 4x6 (3) 2x6 Lumber n -ply Hem -Fir No.2 3- 2x6 6x6 Timber -soft Hem -Fir No.2 6x6 (2) 2x4 Lumber n -ply Hem -Fir No.2 2- 2x4 6x6 nol Timber -soft D.Fir -L No'.1 6x6 (3) 2x4 Lumber n -ply Hem -Fir No.2 3- 2x4 Typ Wall Lumber Stud Hem -Fir Stud 2x6 816.0 SUGGESTED SECTIONS by GROUP for LEVEL I - FLOOR Fnd = = � :aa. == ¢ man Not designed by request ®YV ��� 3 �� v CRITICAL MEMBERS and DESIGN CRITERIA Group Member Criterion Analysis /Design Values • ............==..m.... gne d b Y request...-- �.....===n � . Mnf Jst Mnf Jst Not designed Deck Jst j65 Bending 0.41 Sloped Joist j30 Bending 0.10 Floor Jst4 unknown Unknown 0.00 (2) 2x8 (1) b35 Bending 0.47 (2) 2x8 08 Bending 0.89 3.125x9 b3 Bending 0.06 4x8 b30 Bending 0.12 By Others By Others Not designed by request By Others 2 By Others Not designed by request 121 2x12 b6 Bending 0.93 (2) 2010 bl Shear 0.70 5.125012 GL bi0 Bending 0.76 By Others 3 By Others Not designed by request 5.125x10.5 b9 Deflection 0.95 4X6 b20 Bending 0.08 3.125x14 LSL b14 Deflection 0.73 (2) 206 02 Axial 0.91 404 055 Axial 0.07 406 023 Axial 0.80 (3) 2x6 029 Axial 0.75 6x6 c26 Axial 0.70 (2) 2x4 c39 Axial 0.62 6x6 nol c12 Axial 0.86 (3) 2x4 031 Axial 0.89 Typ Wall w14 Axial 0.48 Fnd Fnd Not designed by request =......... ..... ..... DESIGN NOTESa. ..........- =. =x = -- ....� • = ...... 1. Plea e ify that the default deflection limits are appropriate for your application. 2. DESIGN GROUP OCCURS ON MULTIPLE LEVELS: the lower level result is considered the final design and appears in the Materials List. 3. ROOF LIVE LOAD: treated as w load with corresponding esponding duration factor. Add a empty roof level to bypass this interpretation. 4. BEARING: the designer is responsible for ensuring that adequate bearing is provided. 5. GLULAM: bxd x 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 assumed that each ply is a single continuous member (that is, no butt joints are present) fastened together securely at intervals not exceeding 4 times the depth and that ' each ply is equally top- loaded. Where beams are side- loaded, special fastening details may be required. 9. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 10. BUILT -UP COLUMNS: nailed or bolted built -up columns shall conform to the provisions of NDS Clause 15.3. WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Unit A - Front Load WoodWorks® Sizer 7.1 June 24, 2010 12:41:17 Concept Mode : Beam View Floor 2 : 8 ' ��+�' 1 �� b31 O N 1050... _ .. : 49'-6 104 40 - b' 4/ -0 1 U33J- .. - - - - _ 40 'K0 ' IUi 43'-0 i 01) : 44 -0 9 43 -b yC . b1 4L -0 4 yn 4U n yd 1 43 VI - -- -- ---- ----' - - - - -- - .. .. -- -- 0-b 3 10 34 -0 by - b2 33 -n 00 .,_- - - --..._.. __.:._. - - --- _ • - .. - --- ._ - .- --- 3L - 00 .. . ..- ---: - - • - - - 7 - - JU b - . -- .. _ -- b 03 .. . 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C-.21 Woodworks® Sizer SOFTWARE FOR WOOD DESIGN Unit A - Front Load WoodWorks® Sizer 7.1 June 24, 2010 12:41:19 Concept Mode: Column View Floor 2: 8' ?c (.�10 1 LC 105 c58 ❑c14 \��J - 49:x,: it/4 (] . 4t5 a Wi 4/ -b . W! 40 -40 iVv .: .. _ - .. - _ ---- ---- 43_ y - C69. c2 ::C70 c71::.- -; 4Z -0 41 b Sts b a : ;. 3b b I 0 t5J SS -b b l [ . i 3U b bb ._ . _ ...:.., C4. 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EEEEiEEEFEEEiEEIEE+EEEEEEtEEEEZ V 0' 2' 4' 6' 8' 10' 12' 14' 16' 18' 20' 22' 24' 26' 28' 30' 32' 34' 36' 38' 40' 42' 44' 46 48' 50' 52' 54' 56' 58' 60' 62' 64' 66' 68' 70' 72' 74' 76' 0'1'2'3'4'5'678'9111 1 :1 :1 . 21222'3:3:3 , 3'- 3:3 "323W14•4A :44!4(4 - 414'.5(55:5 :5 515' 515'. 6168:6 :6.6(61662177 6" • 4 ....._ c.--,c. WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Unit A - Front Load WoodWorks® Sizer 7.1 June 24, 2010 12:58:44 Concept Mode: Beam View Floor 3: 17' 1050- -- - .. . . -_. . 49' -6 • I UJ ...- 4/' b l ULO. - - - - - - 4b -o 1Ui - - � 40'-0 iVU :. — - - - .. - - - - -- . . _..- - ----- 44 _ 0 . . • 9 . : -- .: - .. _ ._. ._ - 45 -b • s - b35 b6: : .. 41-0 4 -0 &4 • JtS -o yJ _..._ i 3 f - b • . 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(....00:1?) - WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Unit A - Front Load WoodWorks® Sizer 7.1 June 24, 2010 12:58:40 Concept Mode: Column View Roof: 25' 105 49' -6" I(./4,_, 40 -O I U3 4/ -b' lULl : - - 40-0 IU.i 4D' b luy 4 4 -b yu c42 c43 : - . -c44 . :c45 , : .. . .. 44 -0 . y i Sb -0 . 00 . _ .. _ _. - -:-- - - : - 7 - -... - - - ' - __ . . . -- - 3U -b t54 " 421 -b 03 i 1 : .. .: [ L! - o - - - - - - - - - - - _ . . _ _ : _ . . _ . . . - - - - - - - - - - - - - .. - - - - - - L0 01 - - LD-0 0U • .: - - -,__.. :. ., -. - - .. - - -- -- _- - --- : - -- -- 44 -0 (y L3'_0 (0 _.: _. -- - -- -..: .' - -- _. -- - - ' - --- --- - . ---. .. LL -0 ! ! C46 L . 1 . n . // a nog - ia. -0 (4- -- ----- .: [] : _:_ - -- -- 10 -0 / 3 . . ... . _ . - - . . .. 'i / -0 • /L.. _ ::- -• - - -- 10 -0 ._. (U_.. 14-0 • 00 --- - : _. 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BBtBBBC CCC C CC CtCCC CC CCCCC C CC CCICCCD DDD D DD DIDDD CD DD DD D DDD CD'DD DE,E Et E:EEEEEEIEEIE E +EEEEEElEEEEZ 0' 2' 4' 6' 8' 10' 12' 14' 16' 18' 20' 22' 24' 26' 28' 30' 32' 34' 36' 38'40' 42' 44' 46' 48' 50' 52' 54' 56' 58' 60' 62' 64' 66' 68' 70' 72' 74' 76' 0'1'2'3'4'5'6'7'8'91(1 '1:1:1 (2(2 22222E2 2 33 {3 3224(4'4:4 :4.4!4E4'4t4 5:5:5 4 ___ (...,078 COMPANY PROJECT di WoodWorks® SOFTWARE fOR WOOD DESIGN June 24, 2010 12:42 b1 Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1_w61 Dead Partial UD 613.2 613.2 2.50 3.00 plf 2 w61 Snow Partial UD 795.0 795.0 2.50 3.00 plf . 3 c61 Dead Point 622 2.50 lbs 4 c61 Snow Point 1192 2.50 lbs 5_j28 Dead Full UDL 47.7 plf 6_j28 Live Full UDL 160.0 plf 7 j33 Dead Full UDL 120.2 plf _8 Live Full UDL 370.0 plf MAXIMUM RE 1 1* 1o' . 31 Dead 391 1061 Live 795 1615 Total 1186 2676 Bearing: Load Comb #2 #3 Length _ 0.63 1.43 Lumber n -ply, D.Fir -L, No.2, 2x10 ", 2 -Plys Self- weight of 6.59 plf included in loads; Lateral support: top = full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear fv* = 67 Fv' = 207 fv * /Fv' = 0.32 Bending( +) fb = 331 Fb' = 1138 fb /Fb' = 0.29 Live Defl'n 0.00 = <L/999 0.10 - L/360 0.04 Total Defl'n 0.01 = <L/999 0.15 = L/240 0.05 *The effect of point loads within a distance d of the support has been included as per NDS 3.4.3.1 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 3 Fb'+ 900 1.15 1.00 1.00 1.000 1.100 1.00 1.00 1.00 1.00 - 3 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 3 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 3 Shear : LC #3 = D +.75(L +S), V = 2676, V design* = 1237 lbs Bending( +): LC #3 = D +.75(L +S), M = 1178 lbs -ft Deflection: LC #3 = D +,75(L +S) EI= 158e06 lb -in2 /ply Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 3. BUILT -UP BEAMS: it is assumed that each ply is a single continuous member (that is, no butt joints are present) fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top - loaded. Where beams are side - loaded, special fastening details may be required. 4.-61 COMPANY PROJECT 1 WoodWorks® SOFTWARE FOR WOOD DESIGN June 24, 2010 12:43 b3 Design Check Calculation Sheet Sizer7.1 LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1_j45 Dead Full UDL 17.0 plf 2 j45 Live Full UDL 25.0 plf MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : I p 9 Dead 106 106 Live 112 112 Total 218 218 Bearing: Load Comb #2 #2 Length 0.50* 0.50* *Min. bearing length for beams is 1/2" for exterior supports Glulam- Unbal., West Species, 24F -V4 DF, 3- 1/8x9" Self- weight of 6.48 pif included in loads; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear fv = 10 Fv' = 265 fv /Fv' = 0.04 Bending( +) fb = 140 Fb' = 2400 fb /Fb' = 0.06 Live Defl'n 0.01 = <L/999 0.30 = L/360 0.04 Total Defl'n 0.03 = <L/999 0.45 = L/240 0.06 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fv' 265 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - 1.00 - - 2 Emin' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 Shear : LC #2 = D +L, V = 218, V design = 182 lbs Bending( +): LC #2 = D +L, M = 491 lbs -ft Deflection: LC #2 = D +L EI= 342e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Glulam design values are for materials conforming to AITC 117 -2001 and manufactured in accordance with ANSI /AITC A190.1 -1992 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). G\0 COMPANY PROJECT I WoodWorks® SOFTWARE FOR WOOD DESIGN June 24, 2010 12:40 b6 Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1_c44 Dead Point 444 2.00 lbs 2 c44 Snow Point 647 2.00 lbs 3 w44 Dead Partial UD 389.2 389.2 0.00 2.00 plf 4 w44 Snow . Partial UD 431.2 431.2 0.00 2.00 plf 5 Dead Point 444 5.00 lbs 6_c45 Snow Point 647 5.00 lbs 7 Dead Partial UD 389.2 389.2 5.00 6.00 plf 8 Snow Partial UD 431.2 431.2 5.00 6.00 plf 9_j25 Dead Full UDL 120.2 plf 10 j25 Live Full UDL 370.0 plf MAXIMUM REACTIONS (Ibs1 and BEARING LENGTHS (in) : ia 61 Dead 1436 1389 Live 1803 1803 Total 3239 3192 Bearing: Load Comb #3 #3 Length 1.73 _ 1.70 Lumber n -ply, D.Fir -L, No.2, 2x12 ", 2 -Pays • Self- weight of 8.02 plf included in loads; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear fv = 97 Fv' = 207 fv /Fv' = 0.47 Bending( +) fb = 805 Fb' = 1035 fb /Fb' = 0.78 Live Defl'n 0.03 = <L/999 0.20 = L/360 0.14 Total Defl'n 0.06 = <L/999 0.30 = L/240 0.20 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 3 Fb'+ 900 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 3 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 3 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 3 Shear : LC #3 = D +.75(L +S), V = 3239, V design = 2190 lbs Bending( +): LC #3 = D +.75(L +S), M = 4247 lbs -ft Deflection: LC #3 = D +.75(L +S) EI= 285e06 lb -in2 /ply Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 3. BUILT -UP BEAMS: it is assumed that each ply is a single continuous member (that is, no butt joints are present) fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top - loaded. Where beams are side - loaded, special fastening details may be required. COMPANY PROJECT i WoodWorks® SOFTWARE FOR WOOD DESIGN June 24, 2010 12:50 b8 Design Check Calculation Sheet Sizer 7.1 LOADS ( Ibs, psf, or pif) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1j14 Dead Full UDL 113.7 plf 2 j14 Live Full UDL 350.0 plf MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 10' 61 Dead 357 357 Live 1050 1050 Total 1407 1407 Bearing: Load Comb #2 #2 Length 0.75 0.75 Lumber n -ply, D.Fir -L, No.2, 2x8 ", 2 -Plys Self- weight of 5.17 plf included in loads; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear fv = 77 Fv' = 180 fv /Fv' = 0.43 Bending( +) fb = 963 Fb' = 1080 fb /Fb' = 0.89 Live Defl'n 0.07 = <L/999 0.20 = L/360 0.33 Total Defl'n 0.10 = L/712 0.30 = L/240 0.34 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.00 1.00 1.00 - - - 1.00 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 1.000 1.200 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear : LC #2 = D +L, V = 1407, V design = 1123 lbs Bending( +): LC #2 = D +L, M = 2110 lbs -ft Deflection: LC #2 = D +L EI= 76e06 lb -in2 /ply Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 3. BUILT -UP BEAMS: it is assumed that each ply is a single continuous member (that is, no butt joints are present) fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top - loaded. Where beams are side - loaded, special fastening details may be required. 4- COMPANY PROJECT gi WoodWorks® SOFTWARE FOR WOOD DESIGN June 24, 2010 12:40 b9 Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or pif ) Load Type Distribution Magnitude Location (ft] Units Start End Start End 1_j50 Dead Partial UD 113.7 113.7 0.00 1.50 plf 2_j50 Live Partial UD 350.0 350.0 0.00 1.50 plf 3_j14 Dead Partial UD 113.7 113.7 3.00 9.00 plf 4j14 Live Partial UD 350.0 350.0 3.00 9.00 plf 5 j51 Dead Partial UD 113.7 113.7 1.50 3.00 plf 6 j51 Live Partial UD 350.0 350.0 1.50 3.00 plf 7 j24 Dead Partial UD 120.2 120.2 0.00 3.00 plf 8 j24 Live Partial UD 370.0 370.0 0.00 3.00 plf 9_j25 Dead Partial UD 120.2 120.2 3.00 9.00 plf 10_j25 Live Partial UD 370.0 370.0 3.00 9.00 plf 11_j26 Dead Partial UD 120.2 120.2 9.00 12.00 plf 12_j26 Live Partial UD 370.0 370.0 9.00 12.00 plf 13_j52 Dead Partial UD 113.7 113.7 9.00 10.50 pif 14_j52 Live Partial UD 350.0 350.0 9.00 10.50 pif 15_j53 Dead Partial UD 113.7 113.7 10.50 12.00 plf 16 153 Live Partial UD 350.0 350.0 10.50 12.00 _ plf MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 1 0' 121 Dead 1478 1478 Live 4320 4320 Total 5798 5798 Bearing: Load Comb #2 #2 Length 1.741 1.74 Glulam- Unbal., West Species, 24F -V4 DF, 5- 1/8x10 -1/2" Self- weight of 12.39 plf included in loads; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear fv = 138 Fv' = 265 fv /Fv' = 0.52 Bending( +) fb = 2217 Fb' = 2400 fb /Fb' = 0.92 Live Defl'n 0.38 = L/381 0.40 = L/360 0.94 Total Defl'n 0.57 = L/252 0.60 = L/240 0.95 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fv' 265 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Emin' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 Shear : LC #2 = D +L, V = 5798, V design = 4953 lbs Bending( +): LC #2 = D +L, M = 17395 lbs -ft Deflection: LC #2 = D +L EI= 890e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Glulam design values are for materials conforming to AITC 117 -2001 and manufactured in accordance with ANSI /AITC A190.1 -1992 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of F,cp(tension), Fcp(comp'n). /42 (1 ?(q COMPANY PROJECT i WoodWorks SOF -WARE FOR WOOD DESIGN June 24, 2010 12:43 b10 Design Check Calculation Sheet Sizer 7.1 LOADS ( Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft) Pat - Start End Start End tern 1 w39 Dead Partial UD 311.0 311.0 0.00 4.50 No 2 w39 Live Partial UD 680.0 680.0 0.00 4.50 No 3 Dead Point 267 2.00 No 4 c39 Live Point 822 2.00 No 5 j32 Dead Partial UD 120.2 120.2 0.00 0.50 No 6 j32 Live Partial UD 370.0 370.0 0.00 0.50 No 7 Dead Partial UD 120.2 120.2 1.00 4.00 No 8 Live Partial UD 370.0 370.0 1.00 4.00 No 9 Dead Partial UD 120.2 120.2 4.00 4.50 No 10 j34 Live Partial UD 370.0 370.0 4.00 4.50 No 11 • Dead Partial UD 120.2 120.2 4.50 7.50 No 12 j35 Live Partial UD 370.0 370.0 4.50 7.50 No 13_j36 Dead Partial UD 113.7 113.7 4.50 16.50 No 14 j36 Live Partial UD 350.0 350.0 4.50 16.50 No 15 Dead Partial UD 100.7 100.7 3.00 4.50 No 16_j37 Live Partial UD 310.0 310.0 3.00 4.50 No 17 j47 Dead Partial UD 120.2 120.2 7.50 13.50 No 18j47 Live Partial UD 370.0 370.0 7.50 13.50 No 19 Dead Partial UD 120.2 120.2 13.50 16.50 No 20_j48 Live Partial UD 370.0 370.0 13.50 16.50 No 21 j49 Dead Partial UD 120.2 120.2 0.50 1.00 No 22 Live Partial UD 370.0 370.0 0.50 1.00 No 23_b32 Dead Point 300 3.00 No 24 b32 Live Point 922 3.00 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 10' 4'-6' 16-61 Dead 452 4067 1180 Live 847 11291 3436 Uplift 12 Total 1300 15358 4616 Bearing: - Load Comb #2 #2 #2 Length 0.50• 4.24 1.27 Cb 1.00 1.09 1.00 'Min. bearing length for beams is 1/2" for exterior supports Glulam- Unbal., West Species, 24F -V4 DF, 5- 118x12" ' Self- weight of 14.16 plf included in loads; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear fv = 158 Fs = 265 fv /Fv' = 0.60 Bending( +) fb = 1074 Fb' = 2400 fb /Fb' = 0.45 Bending( -) fb = 1396 Fb' = 1844 fb /Fb' = 0.76 Live Defl'n 0.13 = <L/999 0.40 = L/360 0.32 Total Defl'n 0.19 = L/740 0.60 = L/240 0.32 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fv' 265 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fb•- 1850 1.00 1.00 1.00 0.997 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Emin' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 Shear : LC 02 = D +L, V = 8357, V design = 6496 lbs Bending( +): LC 02 = D +L, M = 11006 lbs -ft Bending( -): LC #2 = D +L, M = 14310 lbs -ft Deflection: LC 02 = D +L EI= 1328e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Glulam design values are for materials conforming to AITC 117 -2001 and manufactured in accordance with ANSI /AITC A190.1 -1992 3. Grades with equal bending capacity in the top and bottom edges of the beam cross- section are recommended for continuous beams. 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). 4 _ G 1 ‘• . COMPANY PROJECT -di WoodWorks® SOFTWARE FOR WOOD DESIGN June 24, 2010 12:44 b13 Design Check Calculation Sheet Sizer 7.1 • LOADS ( lbs, psf, or pif ) Load Type Distribution Magnitude Location (ft) Units Start End Start End 1 w58 Dead Partial UD 519.0 519.0 0.00 3.00 plf 2 w58 Snow Partial UD 505.0 505.0 0.00 3.00 plf 3 c40 Dead Point 217 5.50 lbs 41c40 Live Point 668 5.50 lbs 5_c67 Dead Point 518 5.00 lbs 6 c67 Snow Point 778 5.00 lbs 7_c68 Dead Point 573 3.00 lbs 8 c68 Snow Point 942 3.00 lbs 9 w59 Dead Partial UD 593.7 593.7 5.00 8.00 plf 10 w59 Snow Partial UD 735.0 735.0 5.00 8.00 plf 1037 Dead Partial UD 100.7 100.7 6.50 8.00 plf 12_j37 Live Partial UD 310.0 310.0 6.50 8.00 plf 13_j38 Dead Partial UD 81.2 81.2 3.50 6.50 plf 14_j38 Live Partial UD 250.0 250.0 3.50 6.50 plf 15_j39 Dead Partial UD 22.7 22.7 0.00 3.50 plf 16_j39 Live Partial UD 70.0 70.0 0.00 3.50 plf 17 b15 Dead Point 126 3.50 lbs 18 b15 Live Point 389 3.50 lbs 19 b32 Dead Point 225 6.50 lbs 20 Live Point 693 6.50 lbs MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : , e ,�:o�. „e'" *- . - �`► • sat -�; -*-- s: =� sr..*'- - 2� ,- �r. �.- �. .r'_i_. "_ � - ASS'- �*- 72:2* � 0 � 81 Dead 2561 3033 • Live 2699 3789 Total 5261 6822 Bearing: Load Comb #3 #3 Length 1.88 2.44 LSL, 1.55E, 2325Fb, 3- 1/2x14" Self- weight of 15.31 plf included in loads; Lateral support: top = full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear fv = 157 Fv' = 356 fv /Fv' = 0.44 Bending( +) fb = 1295 Flo' = 2674 fb /Fb' = 0.48 Live Defl'n 0.06 = <L/999 0.27 = L/360 0.24 Total Defl'n 0.14 = L /680 0.40 = L/240 0.35 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fv' 310 1.15 - 1.00 - - - - 1.00 - 1.00 3 Fb'+ 2325 1.15 - 1.00 1.000 1.00 - 1.00 1.00 - - 3 Fcp' 800 - - 1.00 - - - - 1.00 - - - E' 1.5 million - 1.00 - - - - 1.00 - - 3 Emin' 0.80 million - 1.00 - - - - 1.00 - - 3 Shear : LC #3 = D +.75(L +S), V = 6822, V design = 5122 lbs Bending( +): LC #3 = D +.75(L +S), M = 12340 lbs -ft Deflection: LC 03 = D +.75(L +S) EI= 1241e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL -BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. 4 /. il , u COMPANY PROJECT di WoodWorks® SOFTWARE FOR WOOD DESIGN June 24, 2010 12:43 b14 Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1 w33 Dead Partial UD 317.7 317.7 9.00 12.00 plf 2 w 33 Live Partial UD 350.0 350.0 9.00 12.00 plf 3 c19 Dead Point 357 9.00 lbs 4 c19 Live Point 1050 9.00 lbs 5 c20 Dead Point 357 3.00 lbs 6 c20 Live Point 1050 3.00 lbs 7 Dead Partial UD 317.7 317.7 0.00 3.00 plf 8 w 34 Live Partial UD 350.0 350.0 0.00 3.00 plf 9 - c64 Dead Point 165 10.50 lbs . 10 c64 Snow Point 225 10.50 lbs 11 c65 Dead Point 165 1.50 lbs 12 c65 Snow Point 225 1.50 lbs 13 j36 Dead Full UDL 113.7 plf 14 Live Full UDL 350.0 plf 15_j43 Dead Partial UD 17.0 17.0 0.00 0.50 plf 16 j43 Live Partial UD 25.0 25.0 0.00 0.50 plf 17 Dead Partial UD 17.0 17.0 0.50 1.50 plf 18 Live Partial UD 25.0 25.0 0.50 1.50 plf 19 Dead Partial UD 17.0 17.0 1.50 10.50 plf 20 Live Partial UD 25.0 25.0 1.50 10.50 plf 21 Dead Partial UD 17.0 17.0 10.50 12.00 plf 22 Live Partial UD 25.0 25.0 _ 10.50 12.00 plf MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : !-,-F.,-_-,--. ..-- •�.-- w..- = � a- "`�' er _ -, -'" - . ' ' `,- .ma„.. ---r-7.----1- -. �'a''�'° c •• = '�:'.. ° -- „� a �_ .r te' v �- -�.. -. ".`+a ../e"' .w � a.. - ,+,-` tea. - A .' .-.- -r . :°" .- , -- 0 4,,,,,....... '' A r. ii • ,,...� - s..alr "'''` Wr --�� � - .. -�`�' - .... =t`` �- -- . _'''' , aer. r m ..--.- - �'-- :�- =•-';.• • 10' 124 Dead 2351 2351 Live 4350 4350 Total 6701 6701 Bearing: Load Comb #2 #2 Length 2.39 _ 2.39 LSL, 1.55E, 2325Fb, 3- 112x14" Self- weight of 15.31 plf included in loads; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear fv = 163 Fv' = 310 fv /Fv' = 0.52 Bending( +) fb = 1769 Fb' = 2325 fb /Fb' = 0.76 Live Defl'n 0.25 = L/573 0.40 = L/360 0.63 Total Defl'n 0.43 = L/333 0.60 = L/240 0.72 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fv' 310 1.00 - 1.00 - - - - 1.00 - 1.00 2 Fb'+ 2325 1.00 - 1.00 1.000 1.00 - 1.00 1.00 - - 2 Fcp' 800 - - 1.00 - - - - 1.00 - - - E' 1.5 million - 1.00 - - - - 1.00 - - 2 Emin' 0.80 million - 1.00 - - - - 1.00 - - 2 Shear : LC #2 = D +L, V = 6701, V design = 5314 lbs Bending( +): LC #2 = D +L, M = 16851 lbs -ft Deflection: LC #2 = D +L EI= 1241e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL -BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. if9 ,-- i _ Irr, COMPANY PROJECT i WoodWorks® SOFTWARE FOR W000 OFS1GN June 24, 2010 12:41 b20 Design Check Calculation Sheet Sizer7.1 LOADS ( Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1_j30 Dead Full UDL 21.7 plf 2 130 Live Full UDL 60.0 plf MAXIMUM REArTInNS /lhcl and RFARIN( 1 FN(THA /in1 • • g 10' 3'x'l Dead 46 46 Live 105 105 Total 151 151 Bearing: Load Comb #2 #2 Length 0.50* 0.50* *Min. bearing length for beams is 1/2" for exterior supports Lumber -soft, D.Fir -L, No.2, 4x6" Self- weight of 4.57 pif included in loads; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear fv = 9 Fv' = 180 fv /Fv' = 0.05 Bending( +) fb = 90 Fb' = 1170 fb /Fb' = 0.08 Live Defl'n 0.00 = <L/999 0.12 = L/360 0.02 Total Defl'n 0.00 = <L/999 0.18 = L/240 0.02 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.00 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear : LC #2 = D +L, V = 151, V design = 111 lbs Bending( +): LC #2 = D +L, M = 132 lbs -ft Deflection: LC #2 = D +L EI= 78e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. ( r4r, COMPANY PROJECT 1 WoodWorks® SOFTWARE FOR WOOD DESIGN June 24, 2010 12:50 b30 Design Check Calculation Sheet Sizer 7.1 LOADS ( Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1_j41 Dead Partial UD 68.0 68.0 2.00 4.00 plf 2_j41 Live Partial UD 100.0 100.0 2.00 4.00 plf 3_j42 Dead Partial UD 72.2 72.2 0.00 2.00 plf 4 142 Live Partial UD 106.2 106.2 0.00 2.00 plf MAXIMUM REACTIONS (16s1 and BFARING LFN(;THS (inl A 1 4 1 Dead 154 150 Live 209 203 Total 364 353 Bearing: Load Comb #2 #2 Length 0.50* 0.50* *Min. bearing length for beams is 1/2" for exterior supports Lumber -soft, D.Fir -L, No.2, 4x8" Self- weight of 6.03 plf included in Toads; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear fv = 15 Fv' = 180 fv /Fv' = 0.08 Bending(+) fb = 140 Fb' = 1170 fb /Fb' = 0.12 Live Defl'n 0.00 = <L/999 0.13 = L/360 0.03 Total Defl'n 0.01 = <L/999 0.20 = L/240 0.04 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear : LC #2 = D +L, V = 364, V design = 253 lbs Bending( +): LC #2 = D +L, M = 359 lbs -ft Deflection: LC #2 = D +L EI= 178e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. . COMPANY PROJECT di WoodWorks® SOFTWARE FOR WOOD DESIGN June 24, 2010 12:42 b31 Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1_j65 Dead Partial UD 47.7 47.7 0.00 4.00 pif 2_j65 Live Partial UD 160.0 160.0 0.00 4.00 plf 3_j28 Dead Partial UD 47.7 47.7 4.50 7.50 plf 4_j28 Live Partial UD 160.0 160.0 4.50 7.50 plf 5_j62 Dead Partial UD 47.7 47.7 7.50 11.00 plf 6_j62 Live Partial UD 160.0 160.0 7.50 11.00 plf 7_j63 Dead Partial UD 47.7 47.7 11.00 17.00 plf 8_j63 Live Partial UD 160.0 160.0 11.00 17.00 plf 9_j64 Dead Partial UD 47.7 47.7 17.00 20.00 plf 10_j64 Live Partial UD 160.0 160.0 17.00 20.00 plf 11_j66 Dead Partial UD 47.7 47.7 4.00 4.50 plf 12 j66 Live Partial UD 160.0 160.0 _ 4.00 4.50 plf MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : l0' 20 Dead 619 619 Live 1600 1600 Total 2219 2219 Bearing: Load Comb #2 #2 Length 0.67 0.67 Glulam- Unbal., West Species, 24F -V4 DF, 5- 1/8x12" Self- weight of 14.16 plf included in Toads; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear fv = 49 Fv' = 265 fv /Fv' = 0.18 Bending( +) fb = 1082 Fb' = 2400 fb /Fb' = 0.45 Live Defl'n 0.43 = L/553 0.67 = L/360 0.65 Total Defl'n 0.69 = L /350 1.00 = L/240 0.69 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fv' 265 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 • Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Emin' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 Shear : LC #2 = D +L, V = 2219, V design = 1997 lbs Bending( +): LC #2 = D +L, M = 11095 lbs -ft Deflection: LC #2 = D +L EI= 1328e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Glulam design values are for materials conforming to AITC 117 -2001 and manufactured in accordance with ANSI /AITC A190.1 -1992 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). -, /(1 '.. .n2.() COMPANY PROJECT il 111 I 1 lVo 24,101013:15 b34 SOFTWARE FOR WOOD DESIGN Design Check Calculation Sheet Sbe17.1 LOADS ism psf.oepu) Wad Type 01ytr1butlon Magnitude Location (ft) Un1ta Start End Start End . 1_ Dead Partial UD 613.2 613.2 0.00 2.00 elf 2 w62 Snow Partial UD 795.0 795.0 0.00 2.00 plf 3 Dead Partial UD 611.5 631.5 7.50 11.00 plf 4 029 Snow Partial UD 801,2 901,2 7.50 11.00 pif 5 Dead Point 1136 11.00 lb0 6_915 Snow Point 2404 11.00 lb. 936 Dead Point 1389 17.00 lb. 9:016 Snow Point 2104 17.00 lb. 9 064 Dead Partial UD 611.5 617.5 17.00 19.00 plf 10 464 Snow Partial UD 001,2 901,2 17.00 10.00 plf 11 Dead Point 622 7.00 lba 12 Snow Point 1192 7.00 lba 12962 Dead Point 622 4.00 lba 14 Snow Point 1192 4.00 ]1a 15 Dead Partial U0 613.2 612.2 2.00 4.00 plf 16 963 Snow Partial UD 795.0 795.0 2.00 4.00 plf 17_965 Deed Partial UD 611.5 611.5 19.00 20.00 plf 19_965 Snow Partial 00 601.0 601.2 18.00 20.00 plf 19 971 Dead Partial UD 613.2 613.2 7.00 7.50 plf 20 971 Snow Partial UD 795.0 795.0 7.00 7.50 plf 21_164 Dead Partial UD 47.1 47.7 17.00 19.00 plf 22 164 Live Partial UD 160.0 160.0 1 38.00 plf 2]_129 Dead Partial UD 7.7 4.50 7.50 plf 24 Live Partial UD 160.0 160.0 4.50 7.50 plf , 26162 Dead Partial UD 47. 47.7 7.50 11.00 plf 26 )62 Live Partial U0 160.0 160.0 7.50 11.00 plf 27_148 Dead Partial U0 120.2 120.2 0.00 2.00 plf 29)49 Live Partial UD 370.0 3 0.00 2.00 plf 23 )32 Dead Partial UD 120.2 120.2 3.50 4.00 plf 30_132 Live Partial UD 3 370.0 3.50 4.00 plf 31_133 0044 Partial UO 120.2 120.2 4.50 7.50 plf 32_133 Live Partial UD 3 310.0 4.50 7.50 plf 33_)34 Dead Partial UD 120.2 120.2 7.50 6.00 plf 34_134 Live Partial UD 370.0 310.0 7.50 9.00 plf 35 )35 Dead Partial U0 120.2 1 :0.2 9.00 11.00 plf 36335 Live Partial. UD 370.0 370.0 8.00 11.00 plf 37 )47 Dead Partial U0 120.2 120.2 11.00 17.00 plf 39_347 Live Partial UD 310.0 370.0 11.00 17.00 plf 19)6/ Dead Partial UO 120.2 120.2 2.00 3.50 plf 40_361 Live Partial UD 310.0 370.0 2.00 3.50 plf 41_)49 Dead Partial U0 120.2 120.2 4.00 4.50 plf 42 349 Live 2a7411 up 370.0 370.0 4.00 4.50 plf 42363 Dyad Partial UD 47.7 47.7 11.00 17.00 plf 44 )63 LSvo Partial UD 160.0 160.0 11.00 17.00 plf 45_165 Dead Par:la1 UD 16.00 20.00 pl! 6 4 365 Live Partial UD 160.0 160.0 19.00 20.00 plf 47 Dead Partial UD 47.7 47.7 4.00 4.50 plf 46366 Live Partial UD 160.0 160.0 4.00 4.50 plf 49_168 Dead Partial UD 120.2 120.2 17.00 19.00 plf 50_168 Live Partial U0 370.0 370.0 17.00 19.00 plf 51_)69 Dead Partial UD 120.2 120.2 19.00 20.00 plf 52_169 Live Partial U0 310.0 370.0 19.00 20.00 plf 53_172 Dead partial 00 47. 47.7 2.00 4.00 plf 54_172 Live UD 160.0 160.0 2.00 4.00 plf 55 )73 Dead 04771.1 Partial UD 47. 47.7 0.00 2.00 plf 56 173 Live Partial UD 160.0 160,0 0.00 2.00 elf MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (In) : tag; hags Live 9956 9979 Total 17361 17305 . Bearing Load -nor v 93 13 Lanath 5.21 5.19 Glulam -Bat., West Species, 24F -V8 DF, 5- 1/8x22 -1/2" • Satf- walpl09 of 28.55 pV Included N loads: Lateral support tape O9, bottom• et supports: Analysis vs. Allowable Stress (psi) and Deflection (in) uslno Nos Zoos: Crlterirn Anal /010 Value Daman Value Anal0nl. /Dovlpn Shvar 17 - 192 Fv' - 305 00 /7/' - 0.60 ndingl•1 96 - 2292 Fb' - 2604 018/90' ■ 0.52 Live 0ef1'0 0.40 - L/595 0.67 - v/360 0.60 Total Den, 0,94 - L/255 1,00 - L /240 0,94 ADDITIONAL DATA: FACTORS: F/E CD CR Ct CL CV CO4 Cr Clat Doty. Cn LCf Fv' 265 1.15 1.00 1.00 2.00 1.00 1.00 3 FD'+ 2400 1,15 1.00 1.00 1.000 0.944 1.00 1.00 1.00 1.00 - 3 Fop' 650 1.00 1.00 - - E' 1.9 million 1.00 1.00 - - - - 1.00 - - 3 Emirs' 0.95 m11110n 1,00 1.00 - Shear : LC 13 - 0+. V ■ 17361, V d9e10n - 13992 1os ending(01: LC 13 - 0+.1512. M ■ 96199 117s-ft 0911.751on: 10 13 - 0+.7512+0( F.D. 9706006 16-102 Total Deflection - 1.50(0ea3 Wad Deflection) + Live Load Deflection. 10■dead 1-11ve 0 ■0009 Ilaind 1- 15Fact C■construceion cLd■sonc60571598( (All LC'. are listed In the Analysis output) • Wad combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the defmOl deflection (4089 are appropriate for your application. 2. Glutam design vahus are fee materials conforming to AITC 117 -2001 and manuf9durad In accordance with ANSVAITC A150.1.1992 3. GLULAM: Ma • actual breadth s actual depth, . 4. G5Eam Beams slue be 00,9010 supported accord to the provisions of NOS Class 3.3.3. 5. GLULAM: beating length based on smear of Fcp(krtsion), Fcp(canpn). 4 ...-. C: - -;\ COMPANY PROJECT WoodWorks® SOFTWARE FOR WOOD DESIGN • June 24, 2010 12:49 b35 Design Check Calculation Sheet Sizer 7.1 LOADS ( Ibs, psf, or plf ) Load Type . Distribution Magnitude Location (.ft) Units Start End Start End 1 j21 Dead Partial UD 120.2 120.2 0.50 1.50 plf 2_j21 Live Partial UD 370.0 370.0 0.50 1.50 plf 3_j59 Dead Partial UD 120.2 120.2 0.00 0.50 plf 4_j59 Live Partial UD 370.0 370.0 0.00 0.50 plf 5_j60 Dead Partial UD 120.2 120.2 1.50 3.00 plf 6 j60 Live Partial UD _ 370.0 370.0 1.50 3.00 plf MAXIMUM . �....�.If, Z. • 1 0 3 Dead 188 188 Live 555 555 Total 743 743 Bearing: Load Comb #2 #2 Length 0.50* 0.50* *Min. bearing length for beams is 1/2" for exterior supports Lumber n -ply, D.Fir -L, No.2, 2x8 ", 2 -Plys Self- weight of 5.17 plf included in loads; Lateral support top = full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear fv = 31 Fv' = 180 fv /Fv' = 0.17 Bending( +) fb = 254 Fb' = 1080 fb /Fb' = 0.24 Live Defl'n 0.00 = <L/999 0.10 = L/360 0.04 Total Defl'n 0.01 = <L/999 0.15 = L/240 0.04 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 1.000 1.200 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.58 million 1.00 1.00 - - - 1.00 1.00 - 2 Shear : LC #2 = D +L, V = 743, V design = 444 lbs Bending( +): LC #2 = D +L, M = 557 lbs -ft Deflection:,LC #2 = D +L EI= 76e06 lb -in2 /ply Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 3. BUILT -UP BEAMS: it is assumed that each ply is a single continuous member (that is, no butt joints are present) fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top - loaded. Where beams are side - loaded, special fastening details may be required. (a COMPANY PROJECT II 1 1 WoodWorks° SOFTWARE FOR WOOD DESIGN June 24, 2010 12:51 c2 Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or pif ) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1_bl Dead Axial 1056 (Eccentricity = 0.00 in) 2 bl Rf.Live Axial 2153 (Eccentricity = 0.00 in) MAXIMUM REACTIONS (lbs): 0' 8' Lumber n -ply, Hem -Fir, No.2, 2x6 ", 2 -Plys Self- weight of 3.41 pif included in loads; Pinned base; Loadface = depth(d); Built -up fastener: nails; Ke x Lb: 1.00 x 0.00= 0.00 [ft]; Ke x Ld: 1.00 x 8.00= 8.00 [ft]; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Axial fc = 196 Fc' = 980 fc /Fc' = 0.20 Axial Bearing fc = 196 Fc* = 1644 fc /Fc* = 0.12 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL /CP CF Cfu Cr Cfrt Ci LC# Fc' 1300 1.15 1.00 1.00 0.596 1.100 - - 1.00 1.00 2 Fc* 1300 1.15 1.00 1.00 - 1.100 - - 1.00 1.00 2 Axial : LC #2 = D +L, P = 3236 lbs Kf = 1.00 (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. BUILT -UP COLUMNS: nailed or bolted built -up columns shall conform to the provisions of NDS Clause 15.3. • COMPANY PROJECT 1 ` W oodWorks° SOFTWARE FOR WOOD DESIGN June 24, 2010 12:54 c12 Design Check Calculation Sheet Sizer 7.1 LOADS ( Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1_c24 Dead Axial 1478 (Eccentricity = 0.00 in) 2_c24 Live Axial 4320 (Eccentricity = 0.00 in) 3_b10 Dead Axial 4067 (Eccentricity = 0.00 in) 4 Live Axial 11291 (Eccentricity = 0.00 in) MAXIMUM REACTIONS (Ibs): • 0' 8' Timber -soft, D.Fir -L, No.1, 6x6" Self- weight of 7.19 plf included in loads; Pinned base; Loadface = depth(d); Ke x Lb: 1.00 x 8.00= 8.00 [ft]; Ke x Ld: 1.00 x 8.00= 8.00 [ft]; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Axial fc = 701 Fc' = 820 fc /Fc' = 0.86 Axial Bearing fc = 701 Fc* = 1000 fc /Fc* = 0.70 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL /CP CF Cfu Cr Cfrt Ci LC #. Fc' 1000 1.00 1.00 1.00 0.820 1.000 - - 1.00 1.00 2 Fc* 1000 1.00 1.00 1.00 - 1.000 - - 1.00 1.00 2 Axial : LC #2 = D+L, P = 21214 lbs (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 4- Gea\LI COMPANY PROJECT di WoodWorks® SOFTWARE FOR W000 DESIGN June 24, 2010 12:53 c23 Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1 b9 Dead Axial 1478 (Eccentricity = 0.00 in) 2 Live Axial 4320 (Eccentricity = 0.00 in) MAXIMUM REACTIONS (Ibs): 0' 9' Lumber Post, Hem -Fir, No.2, 4x6" Self- weight of 3.98 pif included in Toads; Pinned base; Loadface = depth(d); Ke x Lb: 1.00 x 9.00= 9.00 [ft]; Ke x Ld: 1.00 x 9.00= 9.00 [ft]; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Axial fc = 303 Fc' = 379 fc /Fc' = 0.80 Axial Bearing fc = 303 Fc* = 1430 fc /Fc* = 0.21 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL /CP CF Cfu Cr Cfrt Ci LC# Fc' 1300 1.00 1.00 1.00 0.265 1.100 - - 1.00 1.00 2 Fc* 1300 1.00 1.00 1.00 - 1.100 - - 1.00 1.00 2 Axial : LC #2 = D +L, P = 5834 lbs (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 4 - COMPANY PROJECT ` I. WoodWorks ' - SOFTWARE FOR W000 DEIGN June 24, 2010 12:54 c26 Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1 c23 Dead Axial 1478 (Eccentricity = 0.00 in) 2_c23 Live Axial 4320 (Eccentricity = 0.00 in) 3 b10 Dead Axial 1180 (Eccentricity = 0.00 in) 4 Live Axial 3436 (Eccentricity = 0.00 in) MAXIMUM REACTIONS (Ibs): 3 ` t.y�i s "+yt -X b s ti e. i:.. i� '�6.'a'keZ1S'G2.._� �.ti+`� -i' • 0' Timber -soft, Hem -Fir, No.2, 6x6" Self- weight of 6.25 plf included in loads; Pinned base; Loadface = depth(d); Ke x Lb: 1.00 x 8.00= 8.00 [ft]; Ke x Ld: 1.00 x 8.00= 8.00 [ft]; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Axial fc = 346 Fc' = 492 fc /Fc'. = 0.70 Axial Bearing fc = 346 Fc* = 575 fc /Fc* = 0.60 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL /CP CF Cfu Cr Cfrt Ci LC# Fc' 575 1.00 1.00 1.00 0.856 1.000 - - 1.00 1.00 2 Fc* 575 1.00 1.00 1.00 - 1.000 - - 1.00 1.00 2 Axial : LC #2 = D +L, P = 10465 lbs (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. l4L — 6 241140 COMPANY PROJECT 1 WoodWorks® SOFTWARE FOR WOOD DESIGN June 24, 2010 12:52 c29 Design Check Calculation Sheet Sizer 7.1 LOADS ( Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1 b13 Dead ' Axial 3033 (Eccentricity = 0.00 in) 2 Rf.Live Axial 5052 (Eccentricity = 0.00 in) MAXIMUM REACTIONS (Ibs): C • 1 • 0' 8' Lumber n -ply, Hem -Fir, No.2, 2x6 ", 3 -Plys Self- weight of 5.11 plf included in Toads; Pinned base; Loadface = depth(d); Built -up fastener: nails; Ke x Lb: 1.00 x 8.00= 8.00 [ft]; Ke x Ld: 1.00 x 8.00= 8.00 [ft]; Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Axial fc = 328 Fc' = 439 fc /Fc' = 0.75 Axial Bearing fc = 328 Fc* = 1644 fc /Fc* = 0.20 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL /CP CF Cfu Cr Cfrt Ci LC# Fc' 1300 1.15 1.00 1.00 0.267 1.100 - - 1.00 1.00 2 Fc* 1300 1.15 1.00 1.00 - 1.100 - - 1.00 1.00 2 Axial : LC #2 = D +L, P = 8126 lbs Kf = 0.60 (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. BUILT -UP COLUMNS: nailed or bolted built -up columns shall conform to the provisions of NDS Clause 15.3. • • • COMPANY PROJECT di WoodWorks® SOFTWARE FOR WOOD D6lGN June 24, 2010 12:55 c31 Design Check Calculation Sheet Sizer 7.1 LOADS (Ibs, psf, or pif ) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1 b13 Dead Axial 2561 (Eccentricity = 0.00 in) 2 Rf.Live Axial 3599 (Eccentricity = 0.00 in) MAXIMUM REACTIONS (lbs): 0' 8' Lumber n -ply, Hem -Fir, No.2, 2x4 ", 3 -Plys Self- weight of 3.25 pif included in loads; Pinned base; Loadface = depth(d); Built -up fastener: nails; Ke x Lb: 1.00 x 8.00= 8.00 [ft]; Ke x Ld: 1.00 x 8.00= 8.00 [ft]; Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Axial fc = 393 Fc' = 443 fc /Fc' = 0.89 Axial Bearing fc = 393 Fc* = 1719 fc /Fc* = 0.23 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL /CP CF Cfu Cr Cfrt Ci LC# Fc' 1300 1.15 1.00 1.00 0.258 1.150 - - 1.00 1.00 2 Fc* 1300 1.15 1.00 1.00 - 1.150 - - 1.00 1.00 2 Axial : LC #2 = D +L, P = 6186 lbs Kf = 0.60 (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) • (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. BUILT -UP COLUMNS: nailed or bolted built -up columns shall conform to the provisions of NDS Clause 15.3. COMPANY PROJECT III WoodWorks® SOFIWAR£ FOR WOOD DESIGN June 24, 2010 12:54 c39 Design Check Calculation Sheet Sizer 7.1 LOADS ( Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft) Units Start End Start End 1 b21 Dead Axial 267 (Eccentricity = 0.00 in) 2 Live Axial 822 (Eccentricity = 0.00 in) MAXIMUM REACTIONS (Ibs): 1 0 ' 9' • Lumber n -ply, Hem -Fir, No.2, 2x4 ", 2 -Plys Self- weight of 2.17 pif included in loads; Pinned base; Loadface = depth(d); Built -up fastener: nails; Ke x Lb: 1.00 x 9.00= 9.00 [ft]; Ke x Ld: 1.00 x 9.00= 9.00 [ft]; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Axial fc = 106 Fc' = 171 fc /Fc' = 0.62 Axial Bearing fc = 106 Fc* = 1495 fc /Fc* = 0.07 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL /CP CF Cfu Cr Cfrt Ci LC# Fc' 1300 1.00 1.00 1.00 0.114 1.150 - - 1.00 1.00 2 Fc* 1300 1.00 1.00 1.00 - 1.150 - - 1.00 1.00 2 Axial : LC #2 = D +L, P = 1108 lbs Kf = 0.60 (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. BUILT -UP COLUMNS: nailed or bolted built -up columns shall conform to the provisions of NDS Clause 15.3. • 66„2,9 COMPANY PROJECT 1 WoodWorks® SOFTWARE FOR WOOD DESIGN June 24, 2010 12:52 c55 • Design Check Calculation Sheet Sizer 7.1 LOADS ( Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1_b30 Dead Axial 154 (Eccentricity = 0.00 in) 2 Live Axial 209 (Eccentricity = 0.00 in) MAXIMUM REACTIONS (Ibs): 1 0' 8 ' Lumber Post, Hem -Fir, No.2, 4x4" Self- weight of 2.53 plf included in loads; Pinned base; Loadface = depth(d); Ke x Lb: 1.00 x 8.00= 8.00 [ft]; Ke x Ld: 1.00 x 8.00= 8.00 [ft]; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Axial fc = 31 Fc' = 470 fc /Fc' = 0.07 Axial Bearing fc = 31 Fc* = 1495 fc /Fc* = 0.02 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL /CP CF Cfu Cr Cfrt Ci LC# Fc' 1300 1.00 1.00 1.00 0.315 1.150 - - 1.00 1.00 2 Fc* 1300 1.00 1.00 1.00 - 1.150 - - 1.00 1.00 2 Axial : LC #2 = D +L, P = 384 lbs (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 14) Cn v BY A\ NAL DATE: r - - aO 1 O JOB NO.: / ' E J — c / / O OF PROJECT: RE: 'BecAm'S O I LCAka t. t C f i COS ❑ ❑ J • Z W O N ) tou S p3 ', 3o3 O f ❑ \f)eavn ao aoa O W beann t 4.5 v awl lks �,��, al Z cLI w eaVY1 - 4-I - 3 WcA 1l5 aQ t , aQ t c; ao Fs O 5 true_ wed, 1 Ceu.c ti e .s > Se ismi c. r cfti 5 z 2 Or t uJirdk catcotUvea. 2 0 f ¢ O lL Z ❑ z 0 O 2 a o 6 • a) • •4 a Tj o bA i t ? (.1 COMPANY PROJECT 1 WoodWorks® SOFTWARE FOR WOOD DESIGN June 24, 2010 13:07 b6 LC1 Design Check Calculation Sheet Sizer 7.1 LOADS (Ibs, psf, or pif ) Load Type Distribution Magnitude Location (ft] Units Start End Start End 1 c44 Dead Point 444 2.00 lbs 2_c44 Snow Point 647 2.00 lbs 3_w44 Dead Partial UD 389.2 389.2 0.00 2.00 plf 4_w44 Snow Partial UD 431.2 431.2 0.00 2.00 plf 5_c45 Dead Point 444 5.00 lbs 6_c45 Snow Point 647 5.00 lbs 7_w45 Dead Partial UD 389.2 389.2 5.00 6.00 plf 8 w45 Snow Partial UD 431.2 431.2 5.00 6.00 plf 9 j25 Dead Full UDL 120.2 plf 10 j25 Live Full UDL 370.0 plf WIND1 Wind Point 800 2.00 lbs WIND2 Wind Point -910 5.00 lbs MAXIMUM REACTIONS (Ibsl and BEARING LENGTHS (in1 • 10' 61 Dead 1436 1389 Live 2089 1803 Total 3525 3192 Bearing: Load Comb #4 #3 Length _ 1.88 1.70 Lumber n -ply, D.Fir -L, No.2, 2x12 ", 2 -Plys Self- weight of 8.02 plf included in loads; Lateral support: top = full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear fv = 97 Fv' = 207 fv /Fv' = 0.47 Bending( +) fb = 805 Fb' = 1035 fb /Fb' = 0.78 Live Defl'n 0.03 = <L/999 0.20 = L/360 0.15 Total Defl'n 0.06 = <L/999 0.30 = L/240 0.21 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 3 Fb'+ 900 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 3 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 4 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 4 Shear : LC #3 = D +.75(L +S), V = 3239, V design = 2190 lbs Bending( +): LC #3 = D +.75(L +S), M = 4247 lbs -ft Deflection: LC #4 = D +.75(L +S +W) EI= 285e06 lb -in2 /ply Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 3. BUILT -UP BEAMS: it is assumed that each ply is a single continuous member (that is, no butt joints are present) fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top - loaded. Where beams are side - loaded, special fastening details may be required. COMPANY PROJECT 1 WoodWorks® SOFTWARE FOR WOOD DESIGN June 24, 2010 13:07 b6 LC2 Design Check Calculation Sheet Sizer 7.1 LOADS ( Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1_c44 Dead Point 444 2.00 lbs 2 c44 Snow Point 647 2.00 lbs 3_w44 Dead Partial UD 389.2 389.2 0.00 2.00 plf 4 w44 Snow Partial UD 431.2 431.2 0.00 2.00 plf 5 c45 Dead Point 444 5.00 lbs 6_c45 Snow Point 647 5.00 lbs 7 Dead Partial UD 389.2 389.2 5.00 6.00 plf 8 Snow Partial UD 431.2 431.2 5.00 6.00 plf 9 Dead Full UDL 120.2 plf 10 j25 Live Full UDL 370.0 plf WIND1 Wind Point -800 2.00 lbs WIND2 Wind Point 910 5.00 lbs MAXIMUM REACTIONS fibs) and BEARING LENGTHS (in1 : • 1 0' 61 Dead 1436 1389 Live 1803 2172 Total 3239 • 3561 Bearing: Load Comb #3 #4 Length 1.73 1.90 Lumber n -ply, D.Fir -L, No.2, 2x12 ", 2 -Plys Self- weight of 8.02 plf included in loads; Lateral support: top = full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear fv = 97 Fv' = 207 fv /Fv' = 0.47 Bending( +) fb = 805 Fb' = 1035 fb /Fb' = 0.78 Live Defl'n 0.03 = <L/999 0.20 = L/360 0.14 Total Defl'n 0.06 = <L/999 0.30 = L/240 0.20 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 3 Fb'+ 900 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 3 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 3 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 3 Shear : LC #3 = D +.75(L +S), V = 3239, V design = 2190 lbs Bending( +): LC #3 = D +.75(L +S), M = 4247 lbs -ft Deflection: LC #3 = D +.75(L +S) EI= 285e06 lb -in2 /ply Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: • 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 3. BUILT -UP BEAMS: it is assumed that each ply is a single continuous member (that is, no butt joints are present) fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top - loaded. Where beams are side - loaded, special fastening details may be required. (33 COMPANY PROJECT i WoodWorks® SOFIWAREFOR WOOD DESIGN June 24, 2010 13:09 b14 LC1 Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location (ft) Units Start End Start End 1 w68 Dead Partial UD 221.7 221.7 9.00 10.50 plf 2_w 68 Live Partial UD 350.0 350.0 9.00 10.50 plf 3 c19 Dead Point 357 9.00 lbs 4 c19 Live Point 1050 9.00 lbs 5 c20 Dead Point 357 3.00 lbs 6 Live Point 1050 3.00 lbs 7 Dead Partial UD 317.7 317.7 0.00 1.50 plf 8 Live Partial UD 350.0 350.0 0.00 1.50 plf 9 - c64 Dead Point 165 10.50 lbs 117)_c64 Snow Point 225 10.50 lbs 11 c65 Dead Point 165 1.50 lbs 12_c65 Snow Point 225 1.50 lbs 13_w67 Dead Partial UD 221.7 221.7 1.50 3.00 plf 14 w67 Live Partial UD 350.0 350.0 1.50 3.00 plf 15 w69 Dead Partial UD 317.7 317.7 10.50 12.00 plf 16_w69 Live Partial UD 350.0 350.0 10.50 12.00 plf 17j36 Dead Full UDL 113.7 plf 18 j36 Live Full UDL 350.0 plf 19_j43 Dead Partial UD 17.0 17.0 0.00 0.50 plf 20_j43 Live Partial UD 25.0 25.0 0.00 0.50 plf 21 j44 Dead Partial UD 17.0 17.0 0.50 1.50 plf 22_j44 Live Partial UD 25.0 25.0 0.50 1.50 plf 23_j45 Dead Partial UD 17.0 17.0 1.50 3.00 plf 24 j45 Live Partial UD 25.0 25.0 1.50 3.00 plf 25_j46 Dead Partial UD 17.0 17.0 10.50 12.00 plf 26 j46 Live Partial UD 25.0 25.0 10.50 12.00 plf 27_j70 Dead Partial UD 17.0 17.0 3.00 9.00 plf 28_j70 Live Partial UD 25.0 25.0 3.00 9.00 plf 29_j71 Dead Partial UD 17.0 17.0 9.00 10.50 plf 30 j71 Live Partial UD 25.0 25.0 9.00 10.50 plf WIND1 Wind Point 3560 3.00 lbs WIND2 Wind Point -3640 9.00 lbs wind3 Wind Point -3620 0.00 lbs • winds Wind Point 3570 12.00 lbs MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : "Z'= -..-1.....-= , ,,__,; _'"'.1---.7-.--=---.---- ," - .3e -=- ffi w -, 1b ' --t..- `- -. - �� .-:� �•�"�: 'P�sr.��.sa�' ' ,- i^ vim,;. .' a r4 ,,,L ' '?.d " .,, am , , -'7".... _ _ �-., �.. +.. .._ � " �- l k 1 0 121 Dead 2207 2207 Live 4350 4350 Uplift 499 479 Total 6557 6557 Bearing: Load Comb #2 • #2 Length 2.34 2.34 LSL, 1.55E, 2325Fb, 3- 1/2x14" Self- weight of 15.31 plf included in loads; • Lateral support: top = full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear fv = 158 Fv' = 310 fvlFv' = 0.51 Bending( +) fb = 1735 Fb' = 2325 fb/Fb' = 0.75 Live Defl'n 0.25 = L/573 0.40 = L/360 0.63 Total Defl'n 0.42 = L/343 0.60 = L/240 0.70 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fv' 310 1.00 - 1.00 - - - - 1.00 - 1.00 2 Fb'+ 2325 1.00 - 1.00 1.000 1.00 - 1.00 1.00 - - 2 Fcp' 800 - - 1.00 - - - - 1.00 - - - E' 1.5 million - 1.00 - - - - 1.00 - - 2 Emin' 0.80 million - 1.00 - - - - 1.00 - - 2 Shear : LC #2 = D +L, V = 6557, V design = 5170 lbs Bending( +): LC #2 = D +L, M = 16527 lbs -ft Deflection: LC 02 = D +L EI= 1241e06 lb -in2 , Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I =impact C= construction CLd =concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL -BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. /.-6131-f COMPANY PROJECT di WoodWor SOFZWAQEFOR WOOD DEIGN June 24, 2010 13:09 b14 LC2 Design Check Calculation Sheet Sizer 7.1 LOADS l lbs, psf, or plf ) Load Type Distribution Magnitude Location (ft) Units Start End Start End 1 w68 Dead Partial UD 221.7 221.7 9.00 10.50 plf 2 w 68 Live Partial UD 350.0 350.0 9.00 10.50 plf 3 Dead Point 357 9.00 lbs 4 Live Point 1050 9.00 lbs 5 c20 Dead Point 357 3.00 lbs 6 Live Point 1050 3.00 lbs 7 Dead Partial UD 317.7 317.7 0.00 1.50 plf 8 Live Partial UD 350.0 350.0 0.00 1.50 plf . 9 - c64 Dead Point 165 10.50 lbs 10_c64 Snow Point 225 10.50 lbs 11 c65 Dead Point 165 1.50 lbs 12 Snow Point 225 1.50 lbs 13 w67 Dead Partial UD 221.7 221.7 1.50 3.00 plf 14 w67 Live Partial UD 350.0 350.0 1.50 3.00 plf 15 w69 Dead Partial UD 317.7 317.7 10.50 12.00 plf 16_w69 Live Partial UD 350.0 350.0 10.50 12.00 plf 17_j36 Dead Full UDL 113.7 plf 18_j36 Live Full UDL 350.0 plf 19 j43 Dead Partial UD 17.0 17.0 0.00 0.50 plf 20 j43 Live Partial UD 25.0 25.0 0.00 0.50 plf 21_j44 Dead Partial UD 17.0 17.0 0.50 1.50 plf 22_j44 Live Partial UD 25.0 25.0 0.50 1.50 plf 23_j45 Dead Partial UD 17.0 17.0 1.50 3.00 plf 24 145 Live Partial UD 25.0 25.0 1.50 3.00 plf 25_j46 Dead Partial UD 17.0 17.0 10.50 12.00 plf 26_j46 Live Partial UD 25.0 25.0 10.50 12.00 plf 27_j70 Dead Partial UD 17.0 17.0 3.00 9.00 plf 28_j70 Live Partial UD 25.0 25.0 3.00 9.00 plf 29_j71 Dead Partial UD 17.0 17.0 9.00 10.50 plf 30 j71 Live Partial UD 25.0 25.0 9.00 10.50 plf WIND1 Wind Point -3560 3.00 lbs WIND2 Wind Point 3640 9.00 lbs wind3 Wind Point 3620 0.00 lbs winds Wind Point -3570 12.00 lbs MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : -ee-«r te-� ..- .-7..-i :.. .. a .- ' =�`. _.... ._. �`' 'ti`..' _ ""'���..�-..... • 10' 121 Dead 2207 2207 Live 4826 4811 Total 7033 7018 Bearing: Load Comb #4 #4 Length 2.51 2.51 LSL, 1.55E, 2325Fb, 3- 1/2x14" Self- weight of 15.31 plf included in loads; Lateral support: top = full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear fv = 158 Fv' = 310 fv /Fv' = 0.51 Bending( +) fb = 1735 Fb' = 2325 fb /Fb' = 0.75 Live Defl'n 0.25 = L/573 0.40 = L/360 0.63 Total Defl'n 0.42 = L/343 0.60 = L/240 0.70 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fv' 310 1.00 - 1.00 - - - - 1.00 - 1.00 2 Fb'+ 2325 1.00 - 1.00 1.000 1.00 - 1.00 1.00 - - 2 Fcp' 800 - - 1.00 - - - - 1.00 - - - E' 1.5 million - 1.00 - - - - 1.00 - - 2 Emin' 0.80 million - 1.00 - - - - 1.00 - - 2 Shear : LC #2 = D +L, V = 6557, V design = 5170 lbs Bending( +): LC #2 = D +L, M = 16527 lbs -ft Deflection: LC #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 -- C-13C COMPANY PROJECT i WoodWorks® I SOFTWARE FOR WOOD ENSIGN June 24, 2010 13:11 b13 LC1 Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psi, or pH) : Load Type Distribution Magnitude Location [ft] Units Start End Start End 1 w58 Dead Partial UD 519.0 519.0 0.00 3.00 plf 2_w58 Snow Partial UD 505.0 505.0 0.00 3.00 plf 3_c40 Dead Point 217 5.50 lbs 4_c40 Live Point 668 5.50 lbs 5_c67 Dead Point 518 5.00 lbs 6 c67 • Snow Point 778 5.00 lbs 7 Dead Point 573 3.00 lbs 8_c68 Snow Point 942 3.00 lbs 9 w59 Dead Partial UD 593.7 593.7 5.00 8.00 plf 10_w59 Snow Partial UD 735.0 735.0 5.00 8.00 plf 11 j37 Dead Partial UD 100.7 100.7 6.50 8.00 plf 12_j37 Live Partial UD 310.0 310.0 6.50 8.00 plf 13 j38 Dead Partial UD 81.2 81.2 3.50 6.50 plf 14=j38 Live Partial UD 250.0 250.0 3.50 6.50 plf 15_j39 Dead Partial UD 22.7 22.7 0.00 3.50 plf 16_j39 Live Partial UD 70.0 70.0 0.00 3.50 plf 17 b15 Dead Point 126 3.50 lbs 18 Live Point 389 3.50 lbs 19 Dead Point 225 6.50 lbs 20 b32 Live Point 693 6.50 lbs W1 Wind Point 6590 0.00 lbs W2 Wind Point -6590 3.00 lbs W3 Wind Point 6590 5.00 lbs W4 Wind Point -6590 8.00 lbs MAXIMUM ACTIONS (Ibsl and BEARING LENGTHS (in1': -01 i - .� .r " r_ . ` '4. --- - z , - iv: -.:� �- .r a te , +.. ++w._ ---p^ � ' 4 - "'� . tF`'s - Z:.. ��..a.r : -- ^a ' :-- gr.: "�.s+ -- +�y m "'.5S° 1 " �•= eg • ,.:;w • _ • mu ... ,..z ,.,_±� - ::....2."E„,,,-...-7-74-°- vim "---.1;- •- .1 - .mss..... -w....., • - _- 115 - .�� , � .+c. -' �_Y -r.. . I a_ 61 Dead 2561 3033 Live 6406 3789 Uplift 3098 Total 8968 • 6822 Bearing: Load Comb 84 #3 Length 3.20 2.44 LSL, 1.55E, 2325Fb, 3- 1/2x14" Self- weight of 15.31 plf included in loads; Lateral support: top = full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear fv = 157 Fv' = 356 fv /Fv' = 0.44 Bending) +) fb = 1295 Fb' = 2674 fb /Fb' = 0.48 Live Defl'n 0.06 = <L/999 0.27 = L/360 0.24 Total Defl'n 0.14 = L /680 0.40 = L/240 0.35 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fv' 310 1.15 - 1.00 - - - - 1.00 - 1.00 3 Fb'+ 2325 1.15 - 1.00 1.000 1.00 - 1.00 1.00 - - 3 Fcp' 800 - - 1.00 - - - - 1.00 - - - E' 1.5 million - 1.00 - - - - 1.00 - - 3 Emin' 0.80 million - 1.00 - - - - 1.00 - - 3 Shear : LC #3 = D +.75(L +S), V = 6822, V design = 5122 lbs Bending( +): LC #3 = D +.75(L +S), M = 12340 lbs -ft Deflection: LC #3 = D +.75(L +S) El= 1241e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL -BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. . 4 - (..i3C) COMPANY PROJECT 1. WoodWorks® SOFTWARE FOR WOOD DESIGN June 24, 201013:11 b13 LC2 Design Check Calculation Sheet Sizer 7.1 LOADS ( Ibs, pst, or plf) : Load Type Distribution Magnitude Location [ft] Units Start End Start End 1 w58 Dead Partial UD 519.0 519.0 0.00 3.00 plf 2 w58 Snow Partial UD 505.0 505.0 0.00 3.00 plf 3_c40 Dead Point 217 5.50 lbs 4_c40 Live Point 668 5.50 lbs 5 c67 Dead Point 518 5.00 lbs 6 Snow Point 778 5.00 lbs 7 Dead Point 573 3.00 lbs 8 Snow Point 942 3.00 lbs 7?W Dead Partial UD 593.7 593.7 5.00 8.00 plf 59 Snow Partial UD 735.0 735.0 5.00 8.00 plf 11 Dead Partial UD 100.7 100.7 6.50 8.00 plf 12 Live Partial UD 310.0 310.0 6.50 8.00 plf 13 Dead Partial UD 81.2 81.2 3.50 6.50 plf 14 Live Partial UD 250.0 250.0 3.50 6.50 plf 15 Dead Partial UD 22.7 22.7 0.00 3.50 plf 16 Live Partial UD 70.0 70.0 0.00 3.50 plf 17 Dead Point 126 3.50 lbs 18 Live Point 389 3.50 lbs 19 Dead Point 225 6.50 lbs 20 Live Point 693 6.50 lbs W1 Wind Point -6590 0.00 lbs W2 Wind Point 6590 3.00 lbs W3 Wind Point -6590 5.00 lbs W4 Wind Point 6590 8.00 lbs MAXIMUM RFACTIANS llbsl and BEARING LENGTHS lint : "A" -'"�-�'r. ter. �+ - r't`' -'=<- -re =,�' ., :.: ,c,.vr�,± `, . y - . _ � a �T' s . ,. - - ... ° � - � ' ' r :' - _.ter - Y om' la 81 Dead 2561 3033 Live 2699 7496 Uplift 3381 Total 5261 10529 Bearing: Load Comb #3 #4 Length 1.88 3.76 LSL, 1.55E, 2325Fb, 3- 112x14" Self- weight of 15.31 plf included in loads; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005: Criterion Analysis Value Design Value Analysis /Design Shear fv = 157 Fv• = 356 fv /Fv' = 0.44 Bending( +) fb = 1295 Fb' = 2674 fb /Fb' = 0.48 Live Defl'n 0.06 = <L/999 0.27 = L/360 0.24 Total Defl'n 0.14 = L /680 0.40 = L/240 0.35 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fv' 310 1.15 - 1.00 - - - - 1.00 - 1.00 3 Fb'+ 2325 1.15 - 1.00 1.000 1.00 - 1.00 1.00 - - 3 Fcp' 800 - - 1.00 - - - - 1.00 - - - E' 1.5 million - 1.00 - - - - 1.00 - - 3 Emin' 0.80 million - 1.00 - - - - 1.00 - - 3 Shear : LC #3 = D +.75(L +S), V = 6822, V design = 5122 lbs Bending( +): LC #3 = D +.75(L +S), M = 12340 lbs -ft Deflection: LC #3 = D +.75(L +S) EI= 1241e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) f Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL -BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. 4 -6,,,-;:-)r- COMPANY PROJECT I Wo Wo r k s ® June 24. 2010 1719 NI LC SOFTWARE FOR WOOD DESIGN Design Check Calculation Sheet 9023 7.1 LOADS IIlly PM. oopip Load Typ3 DSatrlbutlon Magnitude Location (ft) Unita Start End Start End 1 ''w62 Dead Partial U0 613.2 613.2 0.00 2.00 plf 2 Snow Partial UD 195.0 795.0 0.00 2.00 plf ]_729 Dead Partial UD 611.5 617.5 7.50 11.00 plf 4 Snow Partial UD 001.2 001.2 7.50 11.00 plf 5 Dead Point 1436 11.00 lb. 6 201n6 2404 11.00 7-016 014 16 peed Point 1399 17.00 1b 8 Snow Point 2404 17.00 lb. 9 Dead Partial UD 617.5 611.5 17.00 16.00 plf 10 w61 Snow Partial UD 901.2 001.2 17.00 10.00 plf 11 061 Dead Point 622 7.00 16. 12 Snow Point 1192 7.00 104 13 Dead Point 622 4.00 103 14 Snow Point 1192 4.00 lba 15763 Deed Partial UD 613.2 613.2 2.00 4.00 plf 16 Snow Partial UD 735.0 795.0 2.00 4.00 plf 17 Dead Partial UD 611.5 617.5 19.00 20.00 plf 19 w65 Snow Partial 0D 101.2 501.2 15.00 20.00 plf 19 371 Dyad Partial UD 613.2 613.2 7.00 1.50 plf 20 011 Snow Partial UD 195.0 795.0 7.00 7.50 plf 21_04 Deed Partial UD 11.7 11.7 17.00 19.00 plf 29164 Live Partial UD 160.0 160.0 11.00 19.00 plf 23_121 Dead Partial UD 47.7 11.1 4.50 7.50 plf 24 129 Live Partial UD 160.0 160.0 4.50 1.50 plf 25 )62 Dead Partial Up 47.7 11.7 7.50 11.00 plf 26)62 Live Partial UD 160.0 160.0 7.50 11.00 plf 21 719 Dead Partial UD 120.2 120.2 0.00 2.00 plf 29_740 Live Partial UD 310.0 370.0 0.00 2.00 plf 29_132 Dead Partial UD 120.2 120.2 3.50 4.00 plf 30_132 Live Partial UD 370.0 370.0 3.50 4.00 plf 31_133 Dead Partial UD 120.2 120.2 4.50 7.50 plf 32_133 Live Partial UD 370.0 310.0 4.50 1.50 plf 5343-;4 Dead Partial V0 120.2 120.2 1 .50 6.00 plf _ Live Partial UD 310.0 310.0 7.50 9.00 plf 36 35_135 Dead Partial UD 120.2 120.2 9.00 11.00 plf 36_735 Live Partial UD 370.0 370.0 9.00 11.00 plf 37_547 Dead Partial UD 120.2 120.2 11.00 17.00 plf 36_547 Live Partial UD 370.0 370.0 11.00 11.00 plf 39_167 Dyad Partial UD 120.2 120.2 2.00 3.50 plf 40_267 Live Partial VD 370.0 370.0 2.00 3.50 plf 41_09 Dead Partial UD 120.2 120.2 4.00 4.50 plf 42_09 Live Partial UD 370.0 370.0 4.00 4.50 plf 43_163 Dead Partial UD 47.7 11.7 11.00 17.00 plf 44_03 Live Partial UD 160.0 160.0 11.00 17.00 plf 45_05 Dead Partial UD 11.1 19.00 20.00 plf 40765 Live Partial UD 160.0 160.0 19.00 20.00 plf 42_06 Dead Partial UD 47.7 47.7 4.00 4.50 plf 48_06 Live Partial UD 160.0 160.0 4.00 4.50 plf 49_09 Dead Partial UD 120.2 120.2 17.00 11.00 plf 5 169 Live Partial UD 310.0 370.0 17.00 10.00 plf 51_09 Dead Partial UD 120.2 120.0 19.00 20.00 plf 52_169 Live Partial U0 370.0 370.0 19.00 20.00 plf 53)72 Dead Partial UD 17.7 47.7 2.00 4.00 plf 91 112 Live Partial VD 160.0 160.0 2.00 4.00 plf 54 173 Dead Partial UD 41.1 47.7 0.00 2.00 plf 56_573 Live Partial UD 160.0 160.0 0.00 2.00 pif H1 Hind Point 5950 0.00 104 H2 )rind Point -5950 4.00 10 Wind Point 5950 11.00 lb3 Wind Point -5950 17.00 10a HS _Kind Point 5950 20.00 lba MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 004d '2405 ' 127 2 27 0 12150 1317 . : Total 19555 19199 e Load C Load rob 01 11 Length 5.57 • 5.95 Glulam -Bat-, West Species, 24F -V8 DF, 5- 118x22 -1/2" • Sod wtl9M of 26.55 plf Included In load. Wand support lap. luq bottom. at suppa4: Analysis vs. Allowable Stress (psi) and Deflection (In) Hdn9 NOS 2065: 0,108:ion 06.17.1. Value Devlon 2311.3 H nalvain /Oe.l3n Shear fv . 102 FY' - 305 fv /Fv. . 7.60 Bondi /41+1 1b • 2392 70' ■ 2604 (WED' ■ 0.92 Live Defl'n 0.40 o L /595 0.67 . L/360 0.60 Total pef]'n 0.94 . L/255 , 1.00 . L /210 0.94 ADDITIONAL DATA: • 4077003: F/E CD O1 C[ R CV cfu Cr C[rc 7lecav Cn LCI 265 1.15 1.00 1.00 1.00 1.00 1.00 3 20'4 2100 1.15 1.00 1.00 1.000 0.944 1.00 1.00 1.00 1.00 - 3 • Fop' 650 1.00 1.00 - - E' 1.9 million 1.03 1.00 - - 031r.' 0.95 million 1.03 1.00 - Shea: : LC 43 . 04.754=451, 'V • 17361, V de.10n - 13962 100 Ban71119(41: LC 13 . 04,751 = H . 96159 10a -Lt Deflection( LC 03 " 01.751=451 E1. 0756406 lb -1232 Total Deflection ■ 1.00)00.3 Load Deflection( 4 Live Load Deflection. (D■dead L S -3nmw 0■wind lalcpact C- ronatruction Cid•concentrated) (A11 LC'a • e hated in the Analysis output) Load combinations: 1CC -2PC DESIGN NOTES: 1. Please way Mat Us Mad de4clbn ones an approp[bte for your app&6tbn. 2. Glom design ne m are fa matWats confirming to ANC 117 -2001 and manufactured In accordacewIh ANSVAITC A190,1 -1992 3. GLULAM: bAl • actual breadth a acual depth. • 4. G6dan Beams slap be Moray supported ecsotra g to Us provisions of ADS Clause 33,3. 5. GLULAM: Dearing length based on smeller of Fcp(tensin), Fcp(compn). 4-C;v COMPANY PROJECT di Wood r ks® Jule 24, 20101119 034 LC2 SOFTWARE FOR WOOD DESIGN Design Check Calculation Sheet S0er 7.1 LOADS ( on,p3.ar pN Load Type Distribution Magnitude Location I201 Units Start End Start End 1w62 Dead Partial UD 613.2 613.2 0.00 2.00 pit _ w62 Snow Partial VD 795.0 195.0 0.00 2.00 pif 3_w29 Dead Partial VD 611.5 611.5 7.50 11.00 plf 4 429 Snow Partial UD 901.2 601.2 7.50 11.00 plf 5 015 Dead Point 1436 11.00 10a 6_ 015 Snow Point 2404 11.00 Its 016 Dead Point 1399 17.00 Dos 9:016 Snw Point 2404 17.00 Mos 9 464 Dead Partial UD 611.5 611.5 17.00 19.00 pif 10 w61 Snow Partial UD 601.2 601.2 17.00 19.00 pif 11 061 Dead Point 622 7.00 100 12_061 Snow Point 1192 7.00 lbs 13_062 Dead Paint 622 4.00 lbs 14 062 Snow Point 1192 4.00 lbs 15 Dead Partial U0 613.2 613.2 2.00 4.00 pif 16 063 Snow Partial UD 195.0 795.0 2.00 4.00 pif 17 Dead UD 611.5 617.5 13.00 20.00 p17 19 9.90141 065 Snow Partial U0 001.2 303.2 19.00 20.00 pif 19 071 Dead Partial UD 613.2 613.2 7.00 1.50 plf 20 011 Snow Partial U0 195.0 795.0 7.00 1.50 pif 21 _364 Dead Partial UD 11.7 . 17.00 19.00 Of 221 64 Live Partial ID 160.0 160.0 11.00 18.00 pif 23_3 Dead Partial UD 11.7 47.7 4.50 1.50 pif 24_129 Live Partial UD 160.0 160.0 4.50 7.50 plf 25_162 Dead Partial UD 47.7 41.1 1.50 11.00 pif 26_]62 Live Partial UD 160.0 160.0 1.50 11.00 pif 2 Dead Partial UD 120.2 120.2 0.00 2.00 plf 28_148 Live Partial UD 310.0 370.0 0.00 2.00 pif 29_132 Dead Partial UD 120.2 120.2 3.50 4.00 pif 30_132 Live Partial ID 310.0 310.0 3.50 4.00 pit 31_133 Dead Partial UD 120.2 120.2 4.50 7.50 plf 32_133 Live Partial UD 370.0 370.0 4.50 1.50 plf 33_334 Dead Partial UD 120.2 320.2 1.50 9.00 plf 34_334 Live Partial UD 310.0 310.0 1.50 5.00 plf 35 135 Dead Partial UO 320.2 120.2 8.00 11.00 plf 36 335 Live UD 310.0 370.0 8.00 11.00 plf 3_347 Chad 20:61.1 Partial U0 120.2 1 :0.2 11.00 17.00 pif • 397_341 Live Partial UD 310.0 310.0 11.00 17.00 plf 39_161 Dead Partial UD 1 :0.2 120.2 2.00 3.50 plf 40_161 Live Partial UD 370.0 370.0 2.00 3.50 plf 41_149 Dead Partial UD 320.2 120.2 4.00 4.50 pif 4 ]49 Live Partial UD 310.0 370.0 4.00 4.50 pif 43 163 Daad Partial UD 41.1 47.7 11.00 17.00 plf 44_163 Live Partial UD 160.0 160.0 11.00 17.00 plf 4 165 Dead Partial UD 41.1 4,7 15.00 20.00 plf 16_165 Live Partial UD 160.0 160.0 17.00 20.00 plf 41_166 Dead Partial UD 11.1 47.7 4.00 4.50 p1 46_166 1.1 Partial VD 160.0 160.0 4.00 4.50 plf 05 49 163 Daad Partial UD 320.2 120.2 17.00 16.00 pif 50 Live Partial UD 310.0 310.0 11.00 16.00 pif 5169 Dead Partial UD 120.: 120.2 18.00 20.00 pif 52_169 Live Partial UD 310.0 370.0 18.00 20.00 pif 53172 Dead Partial UD 11.1 41. 2.00 4.00 pif 54_112 Live Partial UD 160.0 160.0 2.00 4.00 pif 55_113 Dead Partial UD 11.1 4 0.00 2.00 pif 56_113 Live Partial UD 160.0 160.0 0.00 2.00 pif 01 Mind Point -5050 0.00 103 M2 Mind Point 5950 4.00 1bs M3 Hind Point -5850 11.00 103 MI Mind Point 5950 17.00 lbs 215 Mind Point -5150 20.00 Its MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : • Live 99 29 Love 9966 66 9305 T 11361 11305 ring Load Conb 93 13 Lonna, 5.21 5.19 Glulam -Bal., West Species, 24F -V8 DF, 5- 1/8x22 -112" Self-weight of 20.55 plf Included In loads; Lateral support 994+1109, bottom. at suppMa; Analysis vs. Allowable Stress (psi) and Deflection (in) using Nos 2095: Criterion Analyst.* Value Devlin Value Ans10010 /De010n Shear f': - 192 Fv' - 305 fv /F'+' - 0.60 690410g1+1 Lb - 2392 Fe' - 2604 20 /90' - 0.92 Live Defl'n 0.41 - 1 /591 0.67 - L /360 0.61 Total Oefl'n 0.34 - L/234 1.00 - L /240 0.94 ADDITIONAL DATA: FACTORS: F/E C DC M C/ C11 : Cfrt LC4 9v• 265 1.15 1.00 1.00 1.00 1.00 1.00 3 9b'+ 2400 1.15 1.00 1.00 1.000 0.944 1.00 1.00 1.00 1.00 - 3 Fcp' 650 1.00 1.00 - - - - 1.00 - - E' 1.9 million 1.00 1.00 - - - - 1.00 - - 4 Eein' 0.55 o1111on 1.00 1.00 - - - - 1.00 - - 4 Shear : LC 13 - D•.1511+51, V - 11362, V design - 1 169 Bending]+): L^- 63 - 0 M 75189 104 -1t Deflection: Lc i4 - 0 L+S+M1 E1. 1756306 lb -1n2 Total Deflection - 1.50)06.9 Load Deflection] + Live Load Deflection. ID-dead 1,1ive 9.cncw .wind 2.1cpact C■canetructicn CLd- ccncantratedl (A31 LC'e are listed in the Ana2y313 output) Load ccrbinat1700'. ICC -I9C DESIGN NOTES: 1. Please verify 0044 One default deflection Omits are appropriate for your ap70 ration. 2. Ghdam design value are for =leas conforming O AITC 117 -2001 end manufactured in accadanca wlh ANSVARC A190.1 -1992 3. GLUTAM: bad a actual 0leadl0 0 actual dept. 0. Glutam Beams shall be latera9y suppndad accudlig to to provision of NOS Clause 3.3.3. 5. GLUTAM: bearing length 0ascd 03 ama0a d Fep(lension), Fcp(campn). 47 9 COMPANY PROJECT i Wood \jVo rks ® June 24. 2010 1320 EN LC2 SOFTWARE FOR WOOD DESIGN Design Check Calculation Sheet Seer 7.1 LOADS I lb.,P•t,oFU0 i Load Type Distribution Magnitude Location (ft) units Start End Start End 1 w62 Deed Partial VD 613.2 613.2 0.00 2.00 pif 2 762 Snow Partial UD 795.0 1 95.0 0.0C 2.00 pif 3_729 Dead Partial U0 617.5 617.5 7.50 11.00 pif 4 Snow Partial UD 901.2 801.2 7.50 31.00 pif 5 Dead Point 1436 11.00 lb0 6 Snow Point 2404 11.00 iba 7 016 Dead Point 1389 17.00 Ib. 8_017 Snow Paint 2404 17.00 lb. 9 064 0907 Partial U0 617.5 617.5 17.00 38.00 elf 10 764 Snow Partial UD 301.2 901.2 17.00 19.00 plf Ll 061 Dead Point 622 7.00 lb. 12 c61 Snow Point 1192 7.00 Iba 19c62 Dead Point 622 4.00 iba 14 Snow Point 1192 4.00 iba 15763 Dead Partial UD 613.2 613.2 2.00 4.00 pif 16 Snow Partial UD 195.0 195.0 2.00 4.00 plf 17 Dea0 Partial UD 617.5 617.5 19.00 20.00 plf 19965 Snow Partial 00 001.2 901.2 18.00 20.00 plf 19 Dead Partial U0 613.2 613.2 7.00 7.50 pif 20771 Snow Partial UD '95.0 795.0 7.00 7.50 pif 20_164 Dead Partial UD 41.7 17.00 19.00 pif 22_164 Live Partial UD 160.0 160.0 17.00 19.00 pif 23_129 Dead Partial UD 47.7 47,7 4.50 7.50 p10 24)29 Live 24:5011 00 160.0 160.0 4.50 .50 plf 25 ]63 Dead Partial VD 47.7 7.50 11.00 pif 26 62 Live Partial UD 160.0 160.0 7.50 11.00 plf 21)49 Dyad Partial UD 120.2 120.2 0.00 2.00 plf 26_149 Live Partial UD 370.0 370.0 0.00 2.00 pif 29_132 Dead Partial UD 120.2 120.2 3.50 4.00 pif 30_)32 Lida Partial U0 370.0 370.0 3.50 4.00 pif 31_733 Dead Partial V0 120.2 120.2 4.50 7.50 plf 32_133 Live Partial UD 370.0 370.0 4.50 7.50 pif 33_134 Dead Partial UD 120.2 120.2 7.50 0.00 pif 34)34 Live Partial UD 270.0 310.0 7.50 8.00 plf 35_135 Dead Partial U0 120.2 120.2 9.00 11.00 pif 36_135 Live Partial UD 070.0 370.0 9.00 11.00 pif 37_147 Dead Partial UD 120.2 120.2 11.00 17.00 plf 31_147 Live Partlel UD 370.0 370.0 11.00 17.00 pit 39_367 Dead Partial UD 120.2 120.2 2.00 3.50 pif 40_767 Live Partial U0 370.0 370.0 2.00 3.50 plf 41_149 Doaa Partial U0 120.! 120.1 4.00 4.50 pif 42_349 Live Partial UD 370.0 370.0 4.00 4.50 plf 43)63 Dead Partial UD 47.7 47.7 11.00 17.00 pif 44_163 Live Partial UD 160.0 160.0 11.00 17.00 pif 45_165 Dead Partial UD 47.7 47.1 18.00 20.00 pif 46_155 Llve Partial UD 160.0 160.0 19.00 20.00 plf 47_166 Dead Partial UD 47.7 47.7 4.00 4.50 pif . 44_366 Live Partial UD 160.0 160.0 4.00 4.50 plf 49_169 Dead Partial UD 120.2 120.2 17.00 19.00 plf 50_169 Live Partial UD 370.0 310.0 17.00 19.00 pif 51_169 Dead Partial UD 120.2 120.2 19.00 20.00 pif 52_369 Live Partial UD 3 370.0 19.09 20.00 plf 53_172 Dead Partial UD 47.7 47.7 2.00 4.00 pif 54_1 Live Partial UD 160.0 160.0 2.00 4.00 plf 55)7] Deed Partial UD 47.7 47.7 0.00 2.00 plf 56 173 Livu Partial U0 160.0 160.0 0.00 2.00 pif xl kind Point -5950 0.00 iba Wind Point 5850 4.00 104 x3 Wind Point -5550 11.00 lbe M4 Mind Point 5650 17.00 iba x5 Mind Point -5850 20.00 iba • MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : • - Lisa 1, 405 979 1 7966 9 7309 Total l 11363 17305 Belting: Load COCb 43 43 Length 5.21 5.19 Glulam -Bat., West Species, 24F -V8 DF, 5- 1/8x22 -1/2" Sett-we et 26.55 plf Included N bads; Latent support tope hulk bottom• et supports: Analysis vs. Allowable Stress (psi) and Deflection (In) M9h. g o3m e,. . Criterion Analvaia Value Dealyn slue Analvela/Deeien Sheer 00 . 192 Fv' ■ 305 !v /PV' - 0.6o Banding/1m) b' !b . 2392 Fla' . 2604 fb /F . 0.92 0901 Live Def1'n 0.41 - 1/591 0.61 - L /360 0.61 Total Defl'n 0.94 - L/294 1.00. L/240 0.91 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV 02,, Cr Cfrt dotes Cn LC4 60' 265 1.15 1.00 1.00 1.00 1.00 1.00 0.', 2400 1.15 1.00 1.00 3.000 0.944 1.00 1.00 0.00 1.00 - Fop' 650 1.00 1.00 - - - - 1.00 - - E` 1.9 million 1.00 1.00 - Em1n' 0.95 million 1.50 1.00 - - - - 1.00 - - 4 Shoat : LC i3 . 0,95(2.95). V ■ 17361, V denten - 13992 lb, Be.03in9101: LC 83 - 59.05(LeS), M ■ 96189 lb0 -!t Deflection: LC 44 ■ 0•. E2. 3756006 10 -1n2 Total Deflection - 1.5010020 Load 0.20,0500,1 9 Live Load Deflection. (Dedead =.1100 Smanow ii.wind 1.1epa05 00009450uctlon 01..cenoe05040edl (A11 LC'a are ISatea in the Analynls output) Load combination.: 000 -000 DESIGN NOTES: 1. Please verity that the detain delfieuou bente ere appropriate ter your appecatlat 2. GU= design vales an 109 material! 00500nd09 to AITC 117 -2001 and manutaclured M accordance eft ANSVAITC A190.1 -1892 3. GLULAM: hal e actual breadths ached depth. 4.Gubm Morns NW be tafera9yaupponad 400090!99 b the 940619 rls of NOS Clause 3.3.3. 5. CUBAN bearing 0799th based an Reeler of Fcp(hnabn), Fcp(corpn). /41 6 / q ° COMPANY PROJECT 111- Woodworks® SOFTWARE FOR WOOD DESIGN June 24, 2010 13:23 b34 LC1 NO LL Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psi, or ptf) : Load Type Distribution Magnitude Location [ft) Units Start End Start End 1 w62 Dead Partial UD 613.2 613.2 0.00 2.00 plf 3 w29 Dead Partial UD 617.5 617.5 7.50 11.00 plf 5_c15 Dead Point 1436 11.00 lbs 7 c16 Dead Point 1389 17.00 lbs 9 w64 Dead Partial UD 617.5 617.5 17.00 18.00 plf 11 c61 Dead Point 622 7.00 lbs 13 Dead Point 622 4.00 lbs 15 Dead Partial UD 613.2 613.2 2.00 4.00 plf 17 Dead Partial UD 617.5 617.5 18.00 20.00 plf 19_w71 Dead Partial UD 613.2 613.2 7.00 7.50 plf 21 Dead Partial UD 47.7 47.7 17.00 18.00 plf 23 Dead Partial UD 47.7 47.7 4.50 7.50 plf 25 Dead Partial UD 47.7 47.7 7.50 11.00 plf 27 Dead Partial UD 120.2 120.2 0.00 2.00 plf 29_j32 Dead Partial UD 120.2 120.2 3.50 4.00 plf 31 Dead Partial UD 120.2 120.2 4.50 7.50 plf 33 Dead Partial UD 120.2 120.2 7.50 8.00 plf 35 Dead Partial UD 120.2 120.2 8.00 11.00 plf 39 Dead Partial UD 120.2 120.2 2.00 3.50 plf 41 Dead Partial UD 120.2 120.2 4.00 4.50 plf 43 j63 Dead Partial UD 47.7 47.7 11.00 17.00 plf 45 Dead Partial UD 47.7 47.7 18.00 20.00 plf 47 Dead Partial UD 47.7 47.7 4.00 4.50 plf 49 Dead Partial UD 120.2 120.2 17.00 18.00 plf 51_169 Dead Partial UD 120.2 120.2 18.00 20.00 plf 53 j72 Dead Partial UD 47.7 47.7 2.00 4.00 plf 55 j73 Dead Partial UD 47.7 47.7 0.00 2.00 plf W1 Wind Point 5850 0.00 lbs W2 Wind Point -5850 4.00 lbs W3 Wind Point 5850 11.00 lbs W4 Wind Point -5850 17.00 lbs W5 Wind Point 5850 20.00 lbs MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 10. . 201 Dead 7189 6822 Live 156 302 Total 7238 7018 Bearing: Load Comb #2 #2 Length 2.17 2.11 Glulam -Bat., West Species, 24F -V8 DF, 5- 118x22 -1/2" Self- weight of 26.55 plf included in loads; Lateral support: top = full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear fv = 74 Fv' = 238 fv /Fv' = 0.31 Bending( +) fb = 950 Fb' = 2038 fb /Fb' = 0.47 Live Defl'n negligible . Total Defl'n 0.41 = L /585 1.00 = L/240 0.41 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fv' 265 0.90 1.00 1.00 - - - - 1.00 1.00 1.00 1 Fb'+ 2400 0.90 1.00 1.00 1.000 0.944 1.00 1.00 1.00 1.00 - 1 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 1 -Emin' 0.85 million 1.00 1.00 - - - - 1.00 - - 1 Shear : LC 41 = D only, V = 7189, V design = 5674 lbs . Bending( +): LC 41 = D only, M = 34217 lbs -ft Deflection: LC 41 = D only EI= 8756e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (AI/ LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Glulam design values are for materials conforming to AITC 117 -2001 and manufactured in accordance with ANSI /AITC A190.1 -1992 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). 4-C11-11 COMPANY PROJECT 1 WoodWorks® SOFTWARE FOR WOOD DESIGN June 24, 2010 13:22 b34 LC2 NO LL Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs. Psf, or p1f) : Load Type Distribution Magnitude Location [ft] Units Start End Start End 1 w62 Dead Partial UD 613.2 613.2 0.00 2.00 plf 3_w29 Dead Partial UD 617.5 617.5 7.50 11.00 plf 5_c15 Dead Point 1436 11.00 lbs 7 c16 Dead Point 1389 17.00 lbs 9 w64 Dead Partial UD 617.5 617.5 17.00 18.00' plf • 11 c61 Dead Point 622 7.00 lbs 13 c62 Dead Point 622 4.00 lbs 15 Dead Partial UD 613.2 613.2 2.00 4.00 plf 17 w65 Dead Partial UD 617.5 617.5 18.00 20.00 plf 19 . Dead Partial UD 613.2 613.2 7.00 7.50 plf 21 j64 Dead Partial UD 47.7 47.7 17.00 18.00 plf 23_j28 Dead Partial UD 47.7 47.7 4.50 7.50 plf 25_j62 Dead Partial UD 47.7 47.7 7.50 11.00 plf 27_148 Dead Partial UD 120.2 120.2 0.00 2.00 plf 29_j32 Dead Partial UD 120.2 120.2 3.50 4.00 plf 31_j33 Dead Partial UD 120.2 120.2 4.50 7.50 plf 33_j34 Dead Partial UD 120.2 120.2 7.50 8.00 plf 35 j35 Dead Partial UD 120.2 120.2 8.00 11.00 plf 39_j67 Dead Partial UD 120.2 120.2 2.00 3.50 plf 41_j49 Dead Partial UD 120.2 120.2 4.00 4.50 plf 43j63 Dead Partial UD 47.7 47.7 11.00 17.00 plf 45_j65 Dead Partial UD 47.7 47.7 18.00 20.00 plf 47 j66 Dead Partial UD 47.7 47.7 4.00 4.50 plf 49 Dead Partial UD 120.2 120.2 17.00 18.00 plf 51_j69 Dead Partial UD 120.2 120.2 18.00 20.00 plf 53_j72 Dead Partial UD 47.7 47.7 2.00 4.00 plf 55_j73 Dead Partial UD 47.7 47.7 0.00 2.00 plf . W1 Wind Point -5850 0.00 lbs W2 Wind Point 5850 4.00 lbs W3 Wind Point -5850 11.00 lbs W4 Wind Point 5850 17.00 lbs W5 Wind Point -5850 20.00 lbs MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : • A 201 Dead 7189 6822 Live Total 7189 6822 Bearing: Load Comb 81 81 Length 2.16 2.05 Glulam -Bat., West Species, 24F -V8 DF, 5- 1/8x22 -1/2" Self- weight of 26.55 plf included in loads; Lateral support: top = full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear fv = 74 Fv' = 238 fv /Fv' = 0.31 Bending(*) fb = 950 Fb' = 2038 fb/Fb' = 0.47 Live Defl'n negligible Total Defl'n 0.41 = L /585 1.00 = L/240 0.41 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fv' 265 0.90 1.00 1.00 - - - - 1.00 1.00 1.00 1 Fb'+ 2400 0.90 1.00 1.00 1.000 0.944 1.00 1.00 1.00 1.00 - 1 Fcp' 650 -. 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 1 Ervin' 0.85 million 1.00 1.00 - - - - 1.00 - - 1 Shear : LC 81 = D only, V = 7189, V design = 5674 lbs Bending( +): LC 81 = D only, M = 34217 lbs -ft Deflection: LC 81 = D only EI= 8756e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (o-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). - CIA`- Harper Project: `P. Houf Peterson Client: Job # Righellis Inc. ENGINEERS • PLANNERS Designer: Date: Pg. # LANDSCAPE ARCH! rEC'rS• SURVEYORS Wdl 10• lb 8- ft -20•ft W = 1600•Ib Deck_ `�' Sig ft Seismic Forces Site Class =D Design Catagory =D W . Wd I '- 1.0 Component Importance Factor (Sect 13.1.3, ASCE 7 -05) S := 0.339 Max EQ, 5% damped, spectral responce acceleration of 1 sec. S := 0.942 Max EQ, 5% damped, spectral responce acceleration at short period z := 9 Height of Component h := 32 Mean Height Of Roof F := 1.123 Acc -based site coefficient @ .3 s- period (Table 1613.5.3(1), 2006 IBC) F v -= 1.722 Vel -based site coefficient @ 1 s- period (Table 1613.5.3(2), 2006 IBC) S • = F Snit := Fv.S1 • 2 -S S : = Max EQ, 5% damped, spectral responce acceleration at short period 3 Exterior Elements & Body Of Connections a := 1.0 Rp := 2.5 - (Table 13.5 -1, ASCE 7 -05) 4a P • / z FP := R 1 + 2 hl Wp EQU. 13.3 - P ` J Fpmax 1.6•S EQU. 13.3 -2 F pmin := • EQU. 13.3 - % = 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 Harper Project: P. Houf Peterson Client: Job # _ Righellis Inc. ENGINEERS • PLANNERS Designer: Date: Pg. # LANDSCAPE ARCHIrECtS•SURVEVCRS Wdl 10• lb 8•ft•20•ft Wdl = 1600-lb ft Seismic Forces Site Class =D Design Catagory =D W p • Wdl j := 1.0 Component Importance Factor (Sect 13.1.3, ASCE 7 -05) S := 0.339 Max EQ, 5% damped, spectral responce acceleration of 1 sec. S := 0.942 Max EQ, 5% damped, spectral responce acceleration at short period z := 9 Height of Component h := 32 Mean Height Of Roof F :_ .1.123 Acc -based site coefficient @ .3 s- period (Table 1613.5.3(1), 2006 IBC) F -= 1.722 Vel -based site coefficient @ 1 s- period (Table 1613.5.3(2), 2006 IBC) S := F S S := F S 2-S ms S ds :_ Max EQ, 5% damped, spectral responce acceleration at short period 3 Exterior Elements & Body Of Connections a := 1.0 R := 2.5 (Table 13.5 -1, ASCE 7 - 05) 4a • ( z ll F P := p • I 1 + 2 hJ Wp EQU. 13.3 -1 Fpmax 1.6•S W EQU. 13.3 -2 F pmin • EQU. 13.3 -3 F := if(F > F pmax ,F pmax ,if ( F p <Fpmin,Fpmin,Fp)) F = 338.5171•1b Miniumum Vertical Force 0.2 • S ds• W dl = 225.6781•lb /4 (.1 L I Li 0 _harpf er RP Hou Peterson COMMUNICATION RECORD Righellis Inc. To n FROM fl MEMO TO FILE 0 E,.16■Nut,r+,. PLArit.Llis 1,1L Al<CHITE■'IS.St..ev,,,. .. .-........ ............ .. ........ .. PHONE NO.: PHONE CALL: ET MEETING: III 0 - 0 W m xi . . 2 . m Pb,.. 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Nyil) DATE: JOB NO.: - - --. . • PROJECT: RE: - Dec.V7, P20 COITNec. b0 • o o Li E z . C,A.A.--: O 2 . 4.._ 200* Li` El J N - : Qo O At( 4.a" ) • . < .0 W • ,-_ 8400 410 0 z w 0 T= C 8 'Ow z 0 1 , • • i 0_, 51mvoorN 4-11Du 4 To Y esk' 7- 5 tf•y or‘ • 1 .[_____...... -c- 2 r4.7,5" 0 0 . • 0 , z o g M.. aopit (40" . zoo w 1 > --- aoco 4tiki T- C 8.6o6. 30 a.-400 ••• 1+DO4 . i( .3b in ,- ‘.. . 1... AI, = .':': • 1-1 8 "gb :•.-=, I:1 = *r: •i,-, i 131c I • . . RV . 1 , • . Harper . • P HoufPetersorl COMMUNICATION RECORD • Ribhellis Inc.. TO FROM El MEMO To FILE ENGINEERS • PLAN::ERS LANG'S.:APE ARCHITECT.,•SURVEYpkd PHONE NO.: PHONE CALL: 0 MEETING: O 33 V CO 1 g: • ( « i` `t 3 .- . SD Sv d 8 L s g g _ 0 0 - V . w a orii ,y 3 6 n o it- 1 C CS z • . • o <\ • • narper HOUfPeterson COMMUNICATION RECORD Righellis Inc. To ❑ FROM p MEMO TO FILE ❑ EPoGINEEIIV • PLA!I::ER3 LANDSCAPE ARctl1TECT$.Smpv _TUBS PHONE NO.: PHONE CALL: ❑ MEETING: El . XI - CO m z O .. m n ...2. . g ,,,.....,(11111b P c.f., —0 __, • .... ...,...„ N. --, '..' 1 .. b o 'NI Ci C l o 7 r . L - z 0 t' • . I COMPANY PROJECT rit Wood Works® MWMWMFORWOODDOWN 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) : ve ., , ,,v...-.,,, : =-,i , ,..- ff,. • 7 ;:!:7, , l'=:: ; : . , t:.;: : . ,-.... , , '• , , , ,,, r , 7 :, .., ::',: .,::- ::: 1 ' ,•.; 4- " ' - . ""-^" 10' 5 Dead Live 100 100 Total 104 104 Bearing: Load Comb #2 #2 Length 0.50* 0.50* Cb 1.00 1.00 *Min . bearing length for beams is 1/2" for exterior supports Lumber-soft, Hem-Fir, No.2, 2x6" Self-weight of 1.7 pif included in loads; Lateral support: top= at supports, 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 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear : LC #2 = L, V = 104, V design = 103 lbs Bending(-i.): LC #2 = L, M = 255 lbs-ft Deflection: LC #2 = L EX = 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) (Al]. 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. iq *-- 11w 1 COMPANY PROJECT , Is itt WoodWorkse' SORWARE FOR WOOD DESIGN June 8, 2009 16:27 Hand Rai12 Design Check Calculation Sheet Sizer 8.0 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End LIVE Live Full UDL 50.0 plf MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : [ 7. ' - : t. 4., :.,:..... :;,,.. ..?,:-... ;ie.-. 7 .........,-- ...:..,,, 4.2 ■...,....: •-",,[..,,,,,:. ' 7 f.' ;.-:'-' - .7 - - , ',4 ; •.1 -: .-,-?:' ':4 .:: . --,.;- '------., :.•;:r:... '.:'::::;;:, ' q:•:';: . ---: - =; 5.--1 ::•:': ::;' ? .- .(- , . ' :' 7 - - " . 7 ?':,' :.' T ,' : :'-'-;; ,--: ::: -::' : , 5 : ',,:*.,'.:• . :, : '1 ::- ' or ': : - .: : .;.: .: , .: - 7**:',:: -':;,',. '.; '.*:': i -. :. • ,...-'...; :f.:, ;:::: . ; ' -;;;;.:7 :: ,.!- ;:::: • ' ; ,,:. :`,.": `:_:,:.- : - 7._.- 7 : ... : , : 7 7: : ,-..' - :' ' . ..; : . : . I cr 51 Dead Live 125 125 Total 129 129 Bearing: Load Comb #2 #2 Length 0.50* 0.50* Cb 1.00 1.00 *Min. bearing length for beams is 1I2 for exterior supports Lumber-soft, Hem-Fir, No.2, 2x6" Self-weight of 1.7 pff included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 19 Fv = 150 fv/Fv' = 0.13 Bending(+) fb = 256 Ft' = 1048 fb/Fb' = 0.24 Dead Defl'n 0.00 = <L/999 Live Defl'n 0.03 = <L/999 0.17 = L/360 0.16 Total Defl'n 0.03 = <L/999 0.25 = L/240 0.11 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 150 1.00 1.00 1.00 - - 1.00 1.00 1.00 2 Fb'+ 850 1.00 1.00 1.00 0.949 1.300 1.00 1.00 1.00 1.00 - 2 Fcp' 405 - 1.00 1.00 - - - 1.00 1.00 - E' 1.3 million 1.00 1.00 - - - 1.00 1.00 - 2 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear : LC #2 = L, V = 129, V design = 106 lbs Bending(+): LC #2 = L, M = 162 lbs-ft Deflection: LC #2 . L El = 27e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction Lc=concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. g _Gs! WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Unit A - Front Load Woodworks® Sizer 7.1 June 22, 2010 13:57:56 Concept Mode: Reactions Base of Structure View Floor 2: 8' 10 5 ....- .. u -- - - 1600 L 49'-6„ • 600 L. : • .:.. � (UL /. :- 619 D ' ' : - "619 D •- - . 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C9 ••rent Date: 6/24/2010 1:41 PM I system: English File name: O: \HHPR Projects \CEN - Centex Homes (309)\CEN - Plans \CEN -090 Summer Creek Townhomes \calcs \Unit A \foundations\F1.ftd\ Design Results Reinforced Concrete Footings GENERAL INFORMATION: Global status Warnings Design Code ACI 318 -05 Footing type Spread Column type Steel Geometry 1 i 1 . , T }j , . , s T 1 2 1n I 4 4.25 ft ..I Y� k �" j425ft 4.25 ft • Pagel 4 - 3 Length • 4.25 [ft] Width • 4.25 [ft] Thickness • 1.00 [ft] Base depth 1.50 [ft] Base area • 18.06 [ft2] Footing volume • 18.06 [ft3] Base plate length 5.50 [in] Base plate width • 5.50 [in] Column length • 5.50 [in] Column width • 5.50 [in] Column location relative to footing g.c. • Centered Materials Concrete, Pc • 3.00 [Kip /in2] Steel, fy 60.00 [Kip /in2] Concrete type Normal Epoxy coated No Concrete elasticity modulus : 3122.02 [Kip /in2] Steel elasticity modulus : 29000.00 [Kip /in2] Unit weight 0.15 [Kip /ft3] Soil Modulus of subgrade reaction 200.00 [Kip /ft3] Unit weight (wet) 0.11 [Kip /ft3] Footing reinforcement Free cover : 3.00 [in] Maximum Rho /Rho balanced ratio : 0.75 Bottom reinforcement // to L (xx) . 6-#4 @ 9.00" Bottom reinforcement // to B (zz) : 6-#4 @ 9.00" (Zone 1) Load conditions to be included in design Service loads: SC1 DL • S1 DL S2 DL +LL S3 DL +0.75LL Design strength Toads: DC1 1.4DL • D1 1.4DL D2 1.2DL +1.6LL Loads Condition Axial Mxx Mzz Vx Vz [Kip] [Kip *ft] [Kip *ft] [Kip] [Kip] DL 5.55 0.00 0.00 0.00 0.00 LL 15.61 0.00 0.00 0.00 0.00 RESULTS: Status Warnings - Insufficient development length, Section 21.5.4.1 • • Soil.Foundation interaction Allowable stress 1.5E03 [Lb /ft2] Min. safety factor for sliding 1.25 Min. safety factor for overturning • 1.25 Paget F Controlling condition S2 Condition qmean qmax Amax Area in compression Overturning FS [Lb /ft2] [Lb /ft2] [in] [ft21 ( %) FSx FSz slip S2 1.38E03 1.38E03 0.0826 18.06 100 1000.00 1000.00 1000.00 Bending Factor 0.90 Min rebar ratio 0.00180 • Development length Axis Pos. Id Ihd Dist1 Dist2 [in] [in] [in] [in] zz Bot. 20.11 7.04 19.75 19.75 xx Bot. 20.11 7.04 19.75 19.75 Axis Pos. Condition Mu 4)*Mn Asreq Asprov Asreq/Asprov Mu/(4)*Mn) [Kip *ft] [Kip *ft] [in2] [in2] zz Top DC1 0.00 0.00 0.00 0.00 0.000 0.000 1 1 zz Bot. D2 13.38 45.76 1.10 1.20 0.918 0.292 I;, °t I xx Top DC1 0.00 0.00 0.00 0.00 0.000 0.000 I I xx Bot. D2 13.38 43.06 1.10 1.20 0.918 0.311 I F -' Shear • . Factor 4 0.75 Shear area (plane zz) 3.10 [ft2) Shear area (plane )o) 2.92 [ft2] • Plane Condition Vu Vc Vu /(4 )*Vn) [Kip] [Kip] xy D2 8.99 46.09 0.260 11 yz D2 8.68 48.88 0.237 I: " I Punching shear Perimeter of critical section (b... : 4.67 [ft] Punching shear area 3.31 [ft21 Column Condition Vu Vc Vu /(4 *Vn) [Kip] [Kip] column 1 D2 29.25 104.29 0.374 IL.1 I Notes Page )( - P.S.--- * Soil under the footing is considered elastic and homogeneous. A linear soil pressure variation is assumed. * The required flexural reinforcement considers at least the minimum reinforcement design bending moment is calculated at the critical sections located at the support faces * Only rectangular footings with uniform sections and rectangular columns are considered. * The nominal shear strength is calculated in critical sections located at a distance d from the support face * The punching shear strength is calculated in a perimetral section located at a distance d/2 from the support faces * Transverse reinforcement is not considered in footings * Values shown in red are not in compliance with a provision of the code *qprom = Mean compression pressure on soil. *gmax = Maximum compression pressure on soil. *Amax = maximum total settlement (considering an elastic soil modeled by the subgrade reaction modulus). * Mn = Nominal moment strength. Mu /(4 *Mn) = Strength ratio. * Vn = Nominal shear or punchure force (for footings Vn =Vc). * Vu /(4)*Vn) = Shear or punching shear strength ratio. • Page4 Beam Shear bcol 5.5•in (4x4 post) d := tf — 2.in := 0.85 • b := Width b = 36-in V :_ 44).- 4 - • - - f psi•b•d V = 16.32•kips 3 Vu •— qu (b 2 colt b V = 7.83•kips < V = 16.32-kips GOOD Two -Way Shear bg := 5 5•in Short side column width bL:= 5.5.in Long side column width b := 2•(bg + d) + 2.(bL + d) b = 54•in (3 1.0 iVyl,,.= 4 + 8 f si•b•d V„ = 48.96-kips (3 3•3c Vnmax := x•2.66• f Vnmax = 32.56-kips 1 qu•[b — ( bcol + d) V = 15.88-kips < Vnm = 32.56. kips GOOD Flexure 2 (1) M := qu r 2 / f b - bcol) 2 b M = 4.98 ft kips I ,:= 0.65 2 := b•d S = 0.222. 1 6 F := 5.0• f psi F = 162.5.psi M f :_ — u f = 155.47.psi< F = 162.5-psi GOOD lJse a 3' -0" x 3' -0" x 10" plain concrete footing Plain Concrete Isolated Square Footing Design: F2 fe::= 2500•psi Concrete strength • fy; = 60000-psi Reinforcing steel strength E s ' ;= 29000-ksi Steel modulus of elasticity "(conc 150•pcf Concrete density 'Ysoj: := . 100 :pcf Soil density gall : ='. Allowable soil bearing pressure COLUMN FOOTING Reaction Totaldl:= 2659-lb Pd1 := Totaldl Totalll := 7756.Ib Pil := Totalll Pd Pdl + P11 P = 10415-lb Footing Dimensions tf 10,in Footing thickness Width := 36-in Footing width A := Width Footing Area 9net gall — tf'1'conc gnet = 1375-psf Pd Aregd := gnet Aregd = 7.575.11 < A = 9•ft GOOD Widthreqd A Width = 2.75.ft < Width = 3.00 ft GOOD Ultimate Loads , := Pdl + tf'A''Yconc P„ := 1.4•Pd1 + 1.7•P11 P = 18.48-kips P 9u A q = 2.05•ksf Plain Concrete Isolated Square Footing Design: F3 f := 2500-psi Concrete strength f := 60000•psi Reinforcing steel strength Es := 29000•ksi Steel modulus of elasticity 'Yconc = 150.pcf Concrete density Ysoil := 100.pcf Soil density ga11 := 1500•psf Allowable soil bearing pressure COLUMN FOOTING • Reaction Totald 21 Pd1:= Totaldl Total11 := 4575•lb P11 := Totalll Ptl := Pdl + P11 P = 6938.1b Footing Dimensions tf := 10•in Footing thickness Width := 30•in Footing width A:= Width . Footing Area gnet := gall — tf' 'Yconc gnet = 1375•psf P Areqd gnet A red= q 5.046-11 < A = 6.25 ft 2 GOOD Width := Aregd Widthreqd = 2.25- ft < Width = 2.50 ft GOOD Ultimate Loads • = Pdl + tf'A''Ycone P„ := 1.4•Pd1 + 1.7•P11 P = 12.18-kips P qu :_ - q = 1.95•ksf A • Beam Shear b ='5.5•in (4x4 post) d := tf – 2•in • := 0.85 b := Width b = 30•in V :_ 0 4 • f V = 13.6•kips 3 Vu •= qu r b 2 co11 b V = 4.97-kips < V = 13.6-kips GOOD Two -Way Shear • • bs : =. 55• in Short side column width bL'= 5.5.in Long side column width b,:= 2.(bs + d) + 2.(bL + d) b = 54-in (3 := 1.0 V 4 + 8 • •b•d V = 40.8-kips C 3 3 ' Pc / f Vuu,ax :_ x•2.66 f c psi b d V = 27.13•kips = qu – 0:1 d) V = 9.71 .kips < Vuinax = 27.13.kips GOOD Flexure 2 Mu qu rb – 2 J b 2 J coll 11 b M = 2.54•ft•kips I ,t:= 0.65 2 S := b6 S = 0.185•ft F := 5•(1)• f F 162.5-psi M ft := — f = 95.19•psi < F = 162.5.psi GOOD 'Use a 2' -6" x 2' -6" x 10" plain concrete footing I Plain Concrete Isolated Square Footing Design: F4 f := 2500-psi Concrete strength f := 60000 -psi Reinforcing steel strength E := 29000•ksi Steel modulus of elasticity "1(conc 150•pcf Concrete density Yso 160 -pcf Soil density all 1500psf Allowable soil bearing pressure COLUMN FOOTING Reaction Totala := 5001-lb Pdl:= Totaldl Total11:= 7639•lb Pll := Totalll P := Pdl + Pit P = 12640.1b Footing Dimensions t :_ . 12-in Footing thickness Width := 42•in Footing width A := Width Footing Area net 9aI1 — tf•1'conc net = 1350•psf Ptl Areqd gnet Areqd = 9.36341 < A = 12.25 ft 2 GOOD Widthreqd Areqd Width = 3.0641 < Width = 3.50 ft GOOD Ultimate Loads := Pdl + tf P := 1.4 Pdl + 1.7•P11 P = 22.56 -kips P clu A q = 1.84•ksf ���II Beam Shear bc := 5.5• in (4x4 post) d:= tf =2.in 44) := 0.85 b := Width b = 42 -in V := 4 f psi b d V = 23.8•kips 3 VU 9u b 2 col b V = 9.8•kips < V = 23.8•kips. GOOD Two -Way Shear b := 5.5•in Short side column width bL := 5.5 in Long side column width b := 2•(bs + d) + 2.(bL + d) b = 62•in (3 := 1.0 V,= 4 + 8 ) f V = 71.4•kips (3 3.� V ax := 41)•2.66• f psi•b•d V„ = 47.48-kips ,Wyy; 9u - kbc01 + (1) V = 19.49•kips < V, = 47.48•kips GOOD Flexure 2 b = bcol r 1 l Mu qu' 2 - I 2) M = 7.45 ft kips A t:= 0.65 2 S := b6d S = 0.405•f1. F := 5.4• f F = 162.5-psi M u f := f = 127.79•psi< F = 162.5-psi GOOD S , lJse a 3' -6" x 3' -6" x 12" plain concrete footing Plain Concrete Isolated Round Footing Design: f5 f := 3000.psi Concrete strength f := 60000•psi Reinforcing steel strength Es := 29000•ksi Steel modulus of elasticity 7conc 150•pcf Concrete density 'Ysoi1 := 120.p Soil density gall := 1500-psf Allowable soil bearing pressure TYPICAL FOOTING Reaction Totaldl:= 619.1b Pdl:= Totaldl Tota11:= 1600•1b Pal := Totalll Ptl := Pdl + Pp P = 2219• lb Footing Dimensions t 12• in Footing thickness Dia := 18•in Footing diameter 7r • Dia A Footing Area 4 clnet gall — 4's/co/lc net = 1350•psf Ptl Areqd gnet A = g 1.644 ft 2 A = 1.77 ft 2 GOOD J Aregd' Diareqd Diareqd = 1.45•ft < Dia = 1.50ft GOOD Ultimate Loads Pd1 + tf•A''Yconc P := 1.4•Pd1 + 1.7•P11 P = 3.96•kips P qu A q = 2.24•ksf . 4' \ Beam Shear b 0i := 3.5.M (4x4 post) d := tf — 2-in := 0.85 b := cos(45•deg) -Dia b = 12.73•in V :_ — 4 . f psi b d V = 7.901 .kips 3 V qu r b 2 colt b V = 0.91 -kips < V = 7.901 .kips GOOD Two -Way Shear / bs := 3.5•in Short side column width bL := 3.5 -in Long side column width b := 2-(bs + d) + 2.(bL + d) b = 54-in (3 := 1.0 y 4:1)- (- + 8 J• f psi•b.d V = 23.703 -kips 3 3•(3 := 4.2.66• f psi•b•d = = 15.76 -kips V (,; [b2 — (b + d) V = —0.31 .kips < V, = 15.76•kips GOOD Flexure 2 1 Mu q, I b - bcoll r 1 b M = 0.18•ft•kips 2 J l A t:= 0.65 2 , := b•d 6 S = 0.123•ft 3 F 5.4)• f F 178.01 -psi M u f := S f = 9.9•psi < F = 178.01•psi GOOD Use a 18" Dia. x 12" plain concrete footing • Plain Concrete Isolated Square Footing Design: F( fc := 2500.psi Concrete strength fy = 60000-psi Reinforcing steel strength E := 29000•ksi Steel modulus of elasticity 1lconc 150.pcf Concrete density Ysod :_ "100•pcf Soil density := 1500•psf Allowable soil bearing pressure COLUMN FOOTING Reaction Totaldi := 7072.1b Pd1:= Totaldl Totalll := 13304•Ib P11 := Totalll Ptl := Pd) + P11 Pd = 20376•lb Footing Dimensions t := 15-in Footing thickness Width := 48;in Footing width • A, = Width Footing Area gnet gall — t£• gnet = 1313•psf P Areqd gnet A red = q = 15.525 ft < A = 16 ft GOOD Widthreqd Aregd Widthregd = 3.94•ft < Width = 4.00 ft GOOD Ultimate Loads Pte:= Pdl + tf'A''Yconc P := 1.4 Pdl + 1.7•P11 P = 36.72•kips P qu A q = 2.29•ksf (4- Beam Shear bcoi 5.5.in (4x4 post) d := tg — 2-in := 0.85 b := Width b = 48•in • V„ := 0 4 • f psi•b•d V = 35.36-kips 3 — V 9u Cb toll V = 16.26-kips < V = 35.36-kips GOOD 2 Two -Way Shear bs := .5.5-in Short side column width bL := 5.5 in Long side column width b := 2•(bs + d) + 2•(bL + d) b = 74•in ac := 1.0 , = 0•r + 8 J• f psi•b•d V = 106.08-kips 3 3•(3 Vnmax := 2.66 f psi b d V = 70.54-kips 9u•[b — �bcot + d) V = 31.26-kips < V = 70.54-kips GOOD Flexure [(b — 2 111 bcot1 2 1 l m.:_ 9u ' J — J M = 14.3941-kips 0.65 2 '-'4":= b6 S = 0.782•ft F := 5•� f F 162.5-psi M f := n f = 127.75•psi< F = 162.5-psi GOOD .lse a 4' -0" x 4' -0" x 15" plain concrete footing Plain Concrete Isolated Square Footing Design: F7 fe := 2500-psi Concrete strength f .= 60000-psi Reinforcing steel strength Es := 29000•ksi Steel modulus of elasticity Icons 1501pcf Concrete density 'Ysoil := 100-pcf Soil density gall := 1500•psf Allowable soil bearing pressure COLUMN FOOTING Reaction Total := 1200-lb Pd1 Totaldi Totalll := 3200-lb P11 := Total!' P := 1 'd1 + Pll P11 = 4400-lb Footing Dimensions tf := 10-in Footing thickness Width := 24-in Footing width A Width Footing Area net gall – tf''Yconc net = 1375•psf P Areqd A 3.2 ft < A = 441 GOOD gnet A Width Aregd Widthreqd = 1.79-ft < Width = 2.00 ft GOOD Ultimate Loads 2 := Pd1 + tf'A' Yconc P := 1.4 Pd1 + 1.7•Pll P = 7.82-kips P qu — q = 1.96•ksf A Beam Shear !).col ° 5.5•in (4x4 post) d:= tf -2•in 0 := 0.85 b := Width b = 24•in V„ :_ 0 4 • f V„ = 10.88-kips 3 Vu qu (b — bad) -13 V„ = 3.01 -kips < V = 10.88-kips GOOD Two -Way Shear b5 := 5 5 ;in Short side column width bL := 5.5•in Long side column width b := 2.(bs + d) + 2-(bL + d) b = .54•in (3 : =1.0 M V, .= 4 + 8 • f 3 3 pc/ V„ = 32.64 kips Vnmax 4.2.66• f Vnmax = 21.71-kips . V, := qu•[b — (bcol + d) V = 5.35-kips < V„„, = 21.71-kips GOOD Flexure (b —2 J bcol1 1 1 Mu qu ' \ / \- 2 I b M = 1.16-ft-kips A:= 0.65 := 2 bd S= 0.148•ft 6 F := 5.0• f psi F = 162.5-psi M u f := S f = 54.45-psi < F = 162.5-psi GOOD 'Use a 2' -0" x 2' -0" x 10" plain concrete footing I 4 - .-- t BY n i\K DATE: ^ a0 mil' 0 JOB NO.: Ce a , /• ci o OF PROJECT: C T l r /A J ` w V(X� aa' x 3 i - (..„ x .as' RE: Jr i + A -'rcnn+ Load ❑ ❑ ii:� k\:)-0,,,c,. 35.11x - ,._ eiy '` Z Ci.j a.3L3k a.363 W s V ❑ , , s ■ s J ,P 4 102e ‘‘ 4- --..\' O w U Z W D 2 . a o -a ; R z Ce.c Y_ Overt' r\\ri3 2 \A OT `AOT = 3S, \1 4'11, 'rl \, = 58. k (= o M 2 Co,1 ON 1,5- .3,x �� +- a .6b.3(q,2s) 4- a ,3L�(�,\> O . W M ; x)( 1,5 6,s"i22:)Ci►> ii- a, - )i- a,31.3( ,) ❑ Z x %= MJC,/ = aba -S8.S _ q_a3Ft e= 4:--+ c t l( 325" + a ,363Lz) grna.x = Q 4- 6 M a2 i�C ,o51 } L(aa.o5 .k.---)-> s = o.4_a , F bL F: (3,5)C2.?._ (3. )CZZ >z- (34- ",n = Q - 6 —t--/1 = o, 45 F 1 3 1 - 1 N 6 _ Me _ aa-3 3 o\c a xi �x. x • ' - ?19 ._tPA BentLe - Harper Houf Peterson Righellis Inc. Current Date: 6/22/2010 10:43 AM Units system: English File name: O:\HHPR Projects \CEN - Centex Homes (_309) \CEN - Plans \CEN -090 Summer Creek Townhomes \calcs \Unit A \foundations\Front Load 2.etz\ M33 51.9 [KipIt] M33 =12.19 [Kip'ft] • • Wmertts LG\ / � Bentley Harper Houf Peterson Righellis Inc. Current Date: 6/22/2010 10:35 AM Units system: English File name: O: \HHPR Projects \CEN - Centex Homes (309) \CEN - Plans \CEN -090 Summer Creek Townhomes \calcs \Unit A \foundations\Front Load.etz\ UM IT Pt , =25.66 [Kip`ft] M33= -30.27 [Kip'ft] • Y Mbmen Lc 2 (- i" D 1 BY \\NC DATE: -am � JOB NO.: / i E M 4) et 0 OF PROJECT: 5- - 'ooA1 (N9 Si 3,er RE: UNIT 1 1 - IR '9._ Lo 1 OBI lbVv_,- 2103 k O El 1 39.41 , 4 30.4‘kck. J_ Z � 9.153 ', 4.153. o 4 d' Q U Z W O , a Z a a' ' i O R. U Check. Over - Furn' y g Z D MOT - 3o,4 \ fi 30,414 Calt,c0Caa) M.. IS t.FE 2 O Mg_ = (0,t561a)( ►)( 1 1)(aa) +- '3,1530).1- 1,1S3CaI) 0 z M21Mo t,q� > � c ok.. l',/ W • z I- x = aaaa,L — 11(0,1?) 5.4_ e= s .sLc-b ao •qoG % o. ), ..� ao.°toLo. � C (ao,go� r: (.1 vsF Calaa� (2,C.2a.) - 2.. 91-Ai r\ = ao,0)0(.0 _ (c),ci.oc.>Cs ,$) , o 6 i E 6 A-mi N< o .7. CA-mo..x ..- 4 0 _ 4 (ao Au.) a q 3 L (3 -�) 3(s-aCs.r 3 0 = t1m�x t, <. 15 ?0psi .. , Ok. !u" 0 'F-22 .. J , e tte Harper Houf Peterson Righellis Inc. Current Date: 6/22/2010 10:38 AM • Units system: English File name: O:\HHPR Projects \CEN - Centex Homes (309) \CEN - Plans \CEN -090 Summer Creek Townhomes \calcs \Unit A\foundations\Rear Load.etz\ M33 =43.24 [Kip'ftJ • M33= -45.06 [Kip'ft] X MkneAS 1"'L .Bentley Harper Houf Peterson Righellis Inc. Current Date: 6/22/2010 10:43 AM Units system: English File name: O: \HHPR Projects \CEN - Centex Homes (309) \CEN - Plans \CEN -090 Summer Creek Townhomes \calcs \Unit A \foundations \Rear Load 2.etz\ • M33 =41.88 [Kip *ft] M33= -46.37 [K p * ft] • X Mamx\A-s- 14- LC2 - • 5 . c 0 ;! cD " Ct - - - . • 5;* at (0401 acli a -- AO - " A nti < h cce.cc,'1)(1.3 c)S"-(M1=--- • 0 . z Oben io S 9c (07K-ii 9' 0) 10 -u w 1, c1N1-)(5:0 (00 f F°) '0 (-= .19 — 1 - 11 I TO s-j 'D ,1% s 44 k:4241 -P)(S00 v vy obfr 0 ; (1 01 coo a' 69 TAO "PI +E,WO 24 ° SAi 70 „01 2 o q31 ergre .. 0 z * C s il VoO•b (t 0/ V00 01) t.13% 0 = 1 ' TO O.\ PNjj_ 0 3 3 (tib-p) s'svo uW� _ 4‘un =°'w\rj z 0 m 0 F ° ..10eNv- A_■uo - x•cum 04 2 11 * L: 9-14 ItZ1 Y` 1 . 0 00 N cY0071 - J\Sga :103 r02:1c1 Q1 0 4 Z- .1 ) ON Dor 10C c 173. - 6 1 • --- A0 ; - z. - ..b , i) .--.(- .c_...`i)c•II'ts • :.; ( t) 0 -s 111 .,c1t — Cz6)cari`€) TO/ (20(X)'07)) tr 0 „7.1 g • 64 ° F e4u3ws -amktc)a■I „.,. , , 1 0 ".- 1-. tvca( Sq ti . = 0 :-. .. 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' (( ^ 2.( I o Tfv) L -,c &--)< = Lvi,,v6 SC 1,z,(,) e ,... U9 1 9 z 2 .3 ( 3)(L- •D,C 1 , i 4)) rc • 0 U_ Z La D 6 0 = 1- a. o (.5 v, = a) i ..., i :64 " 7 : 5 o .5_, •;tf A4 F.:i n a, Bentley Harper Houf Peterson Righellis Inc. Current Date: 6/22/2010 10:42 AM Units system: English File name: O:\HHPR Projects\CEN - Centex Homes (309) \CEN - Plans \CEN -090 Summer Creek Townhomes \calcs \Unit A \foundations \Interior 2.etz\ • M33 =23.55 [wP`K] M33= -17.88 IwP`h1 Y I x jjey LC ( O 1 Bentley_ Harper Houf Peterson Righellis Inc. Current Date: 6/22/2010 10:42 AM Units system: English File name: O:\HHPR Projects \CEN - Centex Homes (309) \CEN - Plans \CEN -090 Summer Creek Townhomes \calcs \Unit A \foundations \Interior.etz\ M33 =32.26 [Kip'ft] • • M33= -9.27 [Kip *ft] Mes L. CZ , f 30 ACI 318- 05 .Appendix D 1.0" Diameter Bar Capacity at Portal Frame Concrete Breakout Strength Stem Wall Capacity when govern by 3 edges Foundation Capacity Givens Givens fc = 3000 psi fc = 3000 psi h' = 3.50 inches hef 12.00:: inches (into the Fc Stem = i 8:00 -> j 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 c min = 2.25 inches cmin = 18.00 inches Wc,N 1.00 cast -in -place anchor y' 1.00 cast -in -place anchor k = 24 cast -in -place anchor k = 24 cast -in -place anchor = 0.75 strength reduction factor 4) = 0.75 strength reduction fact' Calculations Calculations AN = 68 in` AN = 1296 in` AN = 110.25 in` AN0 = 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 �Ncb = 3,299 pounds 4)N = 41,341 pounds Combined Capacity of Stem Wall and Foundation (1)N = 44,640 0.754)N = 33,480 123 z 64 0 E CD • c • F; = c") 0 C ; 1/4-At W Clb -- Cet -2.1) (000VWEK:0)0b•O = uNIV10 • t-icre 0 0 _ z Z /9( 0/ (9 0 = 0 a ct A 4- 1,:$1 ( Cr 0 0 c3S°1-h ci.i,r92 z bOh' 0 -7 -- "* .u \N ( -41 bah° 0 --= Ockcooy2voi (000'017 6Gs'o logs '0 - 4s -v „Zi c VQ.L. • 969' 9 o • m . z c - 1 ° ) v 012' u \W - 0 0 (-) > r Li g • 0 Tfl :3 m —I 4 3 ts•\ 1/44A- W 11 — (-3 1; ove- r rn G FT1 :103 road do 0 0—rv- ON aor 01 oe 31V0 Concrete Side Face Blow Out Givens Ai = 2.15 in` fc = 3000 psi cmin = 18.00 inches = 0.75 strength reduction factor Calculations N = 231,191 pounds 4)Nsb = 173,393 pounds Concrete Pullout Strength Givens Abr = 2.15 in` fc = 3000 psi = 0.75 strength reduction factor Calculations N 51,552 pounds 4)N = 38,664 pounds Steel Yield Strength Givens f, = 58,000 psi A = 0.606 in = 0.80 strength reduction factor Calculations N = 35,148 pounds 4N = 28,118 pounds < 33,480 Ductility Met Holdown Check Holdown: HDU14 Holdown Capacity= 14,930 pounds 1.6* Capacity= 23,888 pounds 23,888 < 28,118 Holdown Checks BY: DATE: ----e- JOB OF OF PROJECT: RE: S \ m Wall ' Cook a ° e. Sides C)' B ■ kbrois J • Z 0 2 ' Ot_ ° aSc t (a c)SC - Soo P � vim,\ 1 2 ❑ $ CL(Z levets 50� = a OE) p -C S►oo 0 40114 650? X i l /1 /, m)... 333 p arr 51 ; 0 W ( - 100w Pus - 0 z 41 0 r w--.4 z Z Li. o (5ck12 levels')(4o t v Lilo P■-F _31oor 0 R a z 1 loud. - 19 -i3 1 i- tOOu.) aLF' . mo x sbp = vsoo psC. = tsvopLP • w 0 1 '1 "{ I+ (C O w S VS-00w „,, - co = 1 e0(4 C. IS" 0 f O • 0 Z o e 'Ma C FY�cro. aS bk.) i 1d x rncp 0 = 1- DLp asCoil= '3c o pk.F u t∎ - M.Z.leve►s)C a34 i�t.F .P1r�oc� 40106So�xF Vim C$1 ,z.) = 333 s}-e P ''n (N(2)C asow� = WOW 0 ( 0 t.P F LL: (96(2_)(4-a) = 1-2o pLc Ctiib>C2s _ LI-So PLF o ti TL e a34'3 +- loOw • a w, a, 3k-13 t- l oo uv isoO�u x a i,3 (4) ..r.. t , VI '-° a \ \ ry @ V,fti; PI- :› Ao Salons_ as Pt min toe touts TL...e OA et ¥ ■OV w w = LOO Q -e ts' Paf- 'uic tit- ° sCrz.)(2) . (O0 pcs- wu ∎1 (8(2X(3 =4t f...F S logs` 4U1N(rsocx.N.'112)01t1. = 333pLc: Skrn (? I ra)(. tS0 W) : 100 W LL a (612.N.4o)(2,) : \75.0 r?L ,1aur' TL : a6a9 + W= 1 231►. use a4 ! h! 4 -S H