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Specifications ,)No t - 0 6 0 9 9" kbrawko0.1 RECFPIT0 Structural Calculations C � y 9 201 [rr OF TIG,4R® BUILDING DIVISION for Full Lateral & Gravity Analysis of Plan A 1460 Lot 5, Summer Creek Townhomes Lot8 Tigard, OR Prepared for Pulte Group April 7, 2011 JOB NUMBER: CEN -090 ** *Limitations * ** Engineer was retained in limited capacity for this project. Design is based upon information provided by the client, who is solely responsible for the accuracy of same. No responsibility and /or liability is assumed by, or is to be assigned to the engineer for items beyond that shown on these sheets. 122 sheets total including this cover sheet. 0, N ROF Fs f c‘ 1 2,320 R ° � i _ OREGON � 1 5, „ �Q' J, EN-CV- OFFICE COPY . !EXPIRES' 12-31 -2011 l This Packet of Calculations is Null and Void if Signature above is not Original Harper • HP •• Houf Peterson Righellis Inc. ENOIN EEef S:FLnx «Ens LAOOSC$AC AACH,IECIS.SUAVEIOAS 205 SE Spokane St. Suite 200 o Portland, OR 97202 a [P] 503.221.1131 s [F] 503.221.1171 1 104 Main St. Suite 100 o Vancouver, WA 98660 0 [P] 360.450.1 141 0 [F] 360.750.1 141 1 133 NW Wall St. Suite 201 o Bend, OR 97701 • [P] 541.318.1 161 • [F] 541.318.1 141 Structural Calculations for Full Lateral & Gravity Analysis of Plan A 1460 Lot 8, Summer Creek Townhomes Tigard, OR Prepared for Pulte Group April 7, 2011 JOB NUMBER: CEN -090 ** *Limitations * ** Engineer was retained in limited capacity for this project. Design is based upon information provided by the client, who is solely responsible for the accuracy of same. No responsibility and /or liability is assumed by, or is to be assigned to the engineer for items beyond that shown on these sheets. 122 sheets total including this cover sheet. ` � * P � O � AO, J s OREGON � 15,1 Q' N > Eto 'EXPIRES. 12-31-2011 I This Packet of Calculations is Null and Void if Signature above is not Original 4, 1,c Harper HY Houf Peterson Righellis Inc. CNOtNBERS• HEA3 RNOSCAC ACn,TEC T9•SURYE •ORS - 205 SE Spokane St. Suite 200 • Portland, OR 97202 to [P] 503.221.1131 0 [F] 503.221.1171 1 104 Main St. Suite 100 a Vancouver, WA 98660 s [P] 360.450.1 141 a [F] 360.750.1 141 1 133 NW Wall St. Suite 201 a Bend, OR 97701 a [P] 541.318.1161 a [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 . Harper Houf Peterson Righellis Inc. R6 ♦ 1 S • SFR6 LARJJC,, Afde. “1,C, UVR'JC, 055 205 SE Spokane St. Suite 200 o Portland, OR 97202 a [P] 503.221.1131 a [F] 503.221.1171 1 104 Main St. Suite 100 ♦ Vancouver, WA 98660 e [P] 360.450.1 141 ♦ [F] 360.750.1 141 1 133 NW Wall St. Suite 201 ♦ Bend, OR 97701 0 [P] 541.318.1 161 ♦ [F] 541.318.1 141 Design Criteria Project Scope: Full lateral & Gravity Analysis of Unit A Design Specifications: Wind Design: Basic Wind Speed (mph): 100 From Building Authority Exposure: B From Building Authority Importance, 6: 1 2006 IBC / 2007 OSSC Occupancy Category: II Residential Earthquake Design: Seismic Design Category: D From Building Authority Site Class: D Assumed, ASCE -05 Ch. 20 Importance, le: 1 ASCE 7-05 Table 1,1.5-1 Ss: 0.942 USGS Spectral Response Map S1: 0.339 USGS Spectral Response Map Dead Load: • Floor: 13 psf Wall: 12, psf Wood Roof: 15 psf Live Load: Roof: 25 psf Snow Floor: 40 psf Residential Floor Materials and Design Data: Materials: Concrete Compressive Strength, f'.: 3000 psi Foundations & Slab on Grade Concrete Unit Weight, 7 145 pcf Steel Reinforcement Yield Strength, f 60,000 psi Wood Studs (Wall Studs): Hem -Fir #2 2x & 4x Wood Beams & Posts: DF -L #2 6x & Greater Wood Beams & Posts: DF -L #1 Glulam Beams: 24F -V4 PSL Beams: Fb =2,900 psi, FV= 328psi, E =2.0 Million TS /LSL Beams: Fb =2325 psi, FV= 460psi, E =1.55 Million Design Assumptions 1. Allowable soil bearing pressure (qa) : .1500 psf Assumed 2. All manufactured trusses, joists, and flush beams u.n.o. shall be designed by others. Structural Analysis Software Used: Mathcad 11 Microsoft Excel 2000 Wood W orks - Sizer version 2002 Bently RAM Advanse 44 Harper. Project: SUMMERCREEK TOWNHOMES UNIT A Houf Peterson Client: PULTE GROUP Job # CEN-090 Righellis ENGINEERS • PLANNERS Designer: AMC Date: Pg. lc/ I ANUSCAPE ARC:1;1 SURVEVEE 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 ROL = 1514 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 = 1313sI • Wall Dead Load WOOD := 12 INTAall 1014 Roof Live Load RLL := 2514 Floor Live Load 'FLL := 4 #- LI Harper Project: SUMMERCREEK TOWNHOMES UNIT A ra * Bouf Peterson Cl PULTE GROUP Job # CEN -090 Righellis Inc. .4 „ „Ex, — Designer: AMC Date: Pg. # ANDSCFFZ AFCti1T ECSS♦St VEVQRO Transverse Seismic Forces Site;Class_ =,D Design- Catag -:D Buifoli,1 Occupancy = `category: II• Weight of Structure In Transverse Direction Roof Weight Roof. Areal: "843' ft'•1' 12 RFWT ;:= RDL•Roof Area RFWT = 14162•lb Floor Weight Floor :`Area2nd - ': FLRVV72nd := FDL-Floor Area2nd FLRWT2nd = 8411.1b Floor Area 3 652: :ft FLRWT3rd FDL•Floor Area3Cd FLRWT3rd = 8476-lb Wall Weight • EX` Wail Area (2203) :ft 'INrtT Wall Area : ` '("906 , fi WALLWT := EX_Wall Area + INT Wall WALLWT = 35496•lb WTTOTAL = 66545 lb Equivalent Lateral Force Procedure(12.8, ASCE 7 -05) htt 32 Mean Height Of Roof I� 1 Component Importance Factor (1L5, ASCE 7 -05) R,:= 6.5 Responce Modification Factor (Table 12.2 -1, ASCE 7 -05) C :_ 02 Building Period Coefficient (Table 12.8 -2, ASCE 7 -05) x `= .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 Ss :- '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) 1:.722 Vel -based site coefficient @ 1 s- period (Table 11.4 -2, ASCE 7 -05) Lel Harper- Project: StTMMERCREEK TOWNHOMES UNIT A 41 °' Houf Peterson client: PULTE GROUP kb # CEN-090 Righellis Inc. CtiG:NEERS • ,I.ANNER:, Designer: AMC Date: Pg. # LANDSCAPE AliC,IITEC,r8.5,1RVEYORS SMS := F SMS = 1.058 (EQU 11.4-1, ASCE 7-05) 2 - Sms Sds := Sd = 0.705 (EQU 11.4-3, ASCE 7-05) 3 Smj := F• Si SM1 = 0.584 (EQU 11.4-2, ASCE 7-05) 2•Smi Sd1 := 5 d1 = 0.389 (EQU 11.4-4, ASCE 7-05) 3 Sds'le Cst := Cst = 0.108 (EQU 12.8-2, ASCE 7-05) ` R ...need not exceed... Scirle Cs :— Cs = 0.223 (EQU 12.8-3, ASCE 7-05) T . ...and shall not be less then... C1 := if (0.044- Sd < 0.01 , 0.01 , 0.044- Sd ( 0.5- S1-I (EQU 12.8-5&6, ASCE 7-05) ) C2 := if S1 < 0.6,0.01, e R Cs := if (C 1 > C2 , C 1 , C2) Cs = 0.031 Cs := if (Cst < Cs Cs if (Cst < Cs , Cst, Cs Cs = 0.108 V := Cs; WTTOTAL V= 72201b (EQU 12.8-1, ASCE 7-05) E := V•0.7 E = 5054 lb (Allowable Stress) Harper Project: SUMMERCREEK TOWNHOMES UNIT A Hod' Peterson Client: PULTE GROUP Job -# CEN -090 � Righellis Inc. ENGiNEEiE.. pLANr:Es Designer: AMC Date: Pg. # L XRCHSTL'CTS•8ilF' :EVOR$ • Transverse Wind Forces (Method 1 - Simplified Wind Procedure per ASCE 7 -05) y� Basic;`Vind`;Speed ;10 mph ?,(3. Sec Gust) . Exposure .B Building ; Occupancy Category II ' 1 Importance Factor (Table 6 -1, ASCE 7 -05) h = 32 Mean Roof Height 1;.Op Adjustment Factor (Figure 6 -3, ASCE 7 -05) Smaller of... Zone A & B Horizontal Length (Fig 6 -2 note 10, ASCE 7 -05) a2 =4ft or • aa2= .4 -h 2•ft a2 = 25.6 ft but not less than... a2min 3-2-ft a2 = 6 ft Wind Pressure (Figure 6 -2, ASCE 7 -05) Horizontal PnetaneA 19:9 ",psf • PnetzoneB` M.3;.2;'psf `Pret?OneC':� - -' °1`4i4 'psf ' Piiet2oneD. 3:3 psf Vertical PrietzOneE :_ -`8.8:psf PrietzoneF 42 -psf Pnet. d PnetLO"neit := - 9.71psf • Basic Wind Force PA := PnetzoneA'Iw'X PA = 19.9-psf Wall HWC PB := PnetzoneB'Iw' X PB = 3.2• psf Roof HWC PC := PnetzoneC'Iw'■ PC = 14.4•psf Wall Typical PD := PnetzoneD'Iw•X PD = 3.3.psf Roof Typical PE := PnetzoneE'Iw'X PE = — 8.8 -psf PF := PnetzoneF'Iw'X PF = — 12-psf Pc, := PnetzoneG'Iw -X Pc, = —6.4-psf PH := PnetzoneH'Iw -X PH = —9.7 -psf , ,4 & Harper Project: SUMMERCREEK TOWNHOMES UNIT A t• Mout Peterson - Client: PULTE GROUP Job # CEN-090 Righellis Inc. ENQINECRS Designer: AMC Date: Pg. # LANDSCAPZ APC•4:TECTS.SURVE Determine Wind Sail In Transverse Direction WSA ft 1Y+ q 0 + 23) ft *sAkzee':-#09,1 ,i-4=::* =4: 2:74 ft WA := WSAII-ZoneA* PA WA = 2567 lb WB := WSAILz WB = 134 lb WC := WSAII-ZoneC-PC Wc = 13968 lb WD WSAILz„,D.PD WD = 16 lb Wind_Force := WA + WB + WG + WD WindForce 10-psf-(WSAILz„,A + WSAILz + WSAILz + WSAILz„,D) Wind_Force = 16686 lb WindForce = 11460 lb WSAiLZoneE :=• 94 'ft 2 WSAtLZoneF := 168 ft WSAILzorieG 3201 WSAI4zoneH ' - ft WE := WSAII-ZoneEPE WE = —827 lb ' WF := WSAILz„ WF = —1296 lb WG := WSAII-ZoneG"PG WG = —2048 lb WH := WSAII-Zonefl'PH WH = —3104 lb Uplift WF + WH + (WE + WG) + RDL-[WSAILz + WSAIL,z + (WSAILz + WSAILz .6 -1.12 Uplift = 1212 lb (Positive number...no net uplift) DO NOT USE ROOF DEAD LOAD FOR SHEARWALL HOLDDOWN CALCULATION /41 • Harper Project: SUMMERCREEK TOWNHOMES UNIT A g i' .HOltfPeterson Client: PULTE GROUP • Job•# CEN -090 Righellis Inc. - «G,NEERS • PLANNERS - - Designer: AMC Date: Pg. # LANC.c.0 qr'E ARCHtrEC • Lon Seismic Forces S1teiC1 s s : : D D'e's gn;Catagory - D ,Building :OcciiparicyRCategory:;II Weight of Structure In Longitudinal Direction Roof Weight . Roof Area = 944 ft RDL•Roof Area RFWT = 14162•lb Floor Weight Floor Area2nd = 647 ft FLR 4 4,:= FDL•Floor Area2nd FLRWT2nd = 8411 1b Floor Area3rd = 652 ft - • F� = FDL•Floor Area3rd FLRWT3rd = 8476-lb Wall Weight • EXf Wall': "Arrra (2203"j INT Wall Area = 906 ft W� EX_Wall Area + INT Walh INTWallArea WALLwr = 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) R = 6:5 Responce Modification Factor (Table 12.2 -1, ASCE 7 -05) C = 0.02 Building Period Coefficient (Table 12.8 -2, ASCE 7 -05) x = 0.75 Building Period Coefficient (Table 12.8 -2, ASCE 7 -05) Period ,:= 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 A. Houf Peterson Client : PULTE GROUP Job # CEN-090 Righell is Inc. ENGMEERS • PLANNER5 Designer: AMC Date: ' Pg. # LANDSCAPE ARCii.TESTS• NURSE /ORE 1 F Sms = 1.058 (EQU 11.4-1, ASCE 7-05) 2 Sms 3 Sd = 0.705 (EQU 11.4=3, ASCE 7-05) F,• S1 Smi = 0.584 (EQU 11.4-2, ASCE 7-05) 2 Smi ILL:— 3 Sc11 = 0.389 (EQU 11.4-4, ASCE 7-05) Sds Cst Cst = 0.108 (EQU 12.8-2, ASCE 7-05) R ...need not exceed... Sdl'Ie Cs • Ta-R Cs = 0.223 (EQU12.8-3, ASCE 7-05) nANNWoUvr ...and shall not be less then... if(0.044-Sd < 0.01, 0.01, 0.044-Sd ( 0.5-S1-0 (EQU 12.8-5&6, ASCE 7-05) if Si < 0.6,0.01, R • if(Ci > C2 , CI , C2) Cs = 0.031 Cs := if (Cst < Cs , Cs , if (Cst < Cs , Cst, 6 Cs = 0.108 V := Cs-WTT0T.AL V = 7220 lb (EQU 12.8-1, ASCE 7-05) E V•0.7 E = 5054 lb (Allowable Stress) • L')r. Harper Project: SUMMERCREEK TOWNHOMES UNIT A .*At Hoof Peterson Client: PULTE GROUP Job # CEN-090 % inc. ENGIMEEPE.r,LANNERS Designer:. AMC Date: , Pg. # LACIDSC,,PE ASZ,'HITECTS•SRS Longitudinal Wind Forces (Method 1 - Simplified Wind Procedure per ASCE 7-05) Basic Wind Speed 110 mph(3 Sec Gust) EXpOstite:'13 Building Ob'ciii*44‘eAto0y:' = 1.0 Importance Factor (Table 6-1, ASCE 7-05) = 32 Mean Roof Height X = 1.00 Adjustment Factor (Figure 6-3, ASCE 7-05) .a2 Zone A & B Horizontal Length Smaller of... (Fig 6-2 note 10, ASCE 7-05) a2 = 4 ft a2 := .4hn-2ft or a2 = 25.6 ft but not less than... a 3.2.ft a2i = 6 ft Wind Pressure (Figure 6-2, ASCE 7-05) Horizontal PnetzoneA = 19 . 9. Psf • PnetzoneB = 3 . 2 *Psf PnetzoneC = 14.4•psf PnetzoneD = 3 - 3. Psf Vertical PnetzoneE = —8 . 8. 1 3 sf PnetzoneF = —12-psf PnetzoneG = —6.4.psf Pnet = —9.7. psf • Basic Wind Force Pnetzonacc X PA = 19.9-psf Wall HWC PnetzoneB'Iw X PH = 3.2.psf Roof HWC PnetzoneCiwX Pc = 14.4.psf Wall Typical A tI.T A := PnetzoneD*Iw' X PD = 3.3-psf Roof Typical PnetzoneE X PE = —8.8-psf &:= PnetzoneF 'Iv X Pg = —12.psf A P A A,:= PnetzoneOw X PG = —6.4-psf A PAI A := Pnetzonel-Clw' X PH = —9.7-psf n-Lt 4. Harper Project: SUMMERCREEK TOWNHOMES UNIT A ' Hoof Peterson Client: _ PULTE GROUP Job # CEN -090 Righellis Inc. - - ShG LANN>=pS -- -- Designer: AMC Date: Pg. # LAN ARCEITEAF S♦SSRVEVORS Determine Wind Sail In Longitudinal Direction • WSA (9`1 ±;.`,137 67): ft Wes= WSAILZoneA'PA WA = 2925 lb NWT:= WSAILZoneB'PB WB = 173 lb ac,:= WSAI ZoneC'PC WC = 4248 lb Wes:= WSAILZoneD WD = 515 lb Winhv = WA +WB +W +WD Wind Force = 10• psf•(WSAILZoneA + WSAILZoneB + WSAILZoneC + WSAILZoneD) Wind Force = 7861 lb Wind_Force = 6520 lb W nv' = 148 ' ft2 WS v: 120 ft2 WSA' 323.. ft2 : =' 22':ft2 Wes:= WSAILZoneE'PE WE = -1302 lb Wes:= WSAILZoneF'PF WF = -1440 lb Wes:= WSAILZoneG WG = - 2067 lb Wes:= WSAILZoneH WH = - 2444 lb U 1N�= W + WH + (WE + WG) + RDL f WSAILZoneF + WSAILZoneH + (WSAILZoneE + WSAILZoneG) .6.1.12 Upliftnet = 1243 lb (Positive number...no net uplift) DO NOT USE ROOF DEAD LOAD FOR SHEARWALL HOLDDOWN CALCULATION Harper Houf Peterson Righellis Pg #: Transverse Wind Line Shear Distribution ASCE 7 -05, section 6.4 (Method 1 - simplified) Design Criteria: Basic Wind Speed = 100 mph Wind Exposure = B (Section 6.5.6, ASCE 7 -05) Mean ,Roof Height, H (ft) = 32 Roof Pitch = • 6 /12 . Building Category II (Table 1604.5, OSSC 2007) Roof Dead Load= 15 psf Exterior Wall Dead Load= 12 psf X= 1.00 . lw= 1.00 Wind Sail ft2 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 lbs I Use to resist wind uplift: Roof Only Total Exterior Wall Area= 2203 ft • Uplift due to Wind Forces= -7275 lbs ' • Resisting Dead Load= 8472 lbs El 1197 Lbs...No Net Uplift • • Wind Distribution Tributary to Diaphragms Wind Sail Tributary To Diaphragm (ft . Zone A Zone B Zone C Zone D , Main Floor 41 19 391 • ' 0 Upper Floor 59 0 307 . 0 , • Main Floor Diaphragm Shear = 6507 lbs Upper Floor Diaphragm Shear = 5595 lbs . Roof Diaphragm Shear = 4584 lbs • . Wind ' Distribution To Shearwall Lines . , MAIN FLOOR . UPPER :FLOOR ROOF Tributary Line Shear Tributary . Line Shear Tributary Line Shear Wall Line Diaphragm Diaphragm Diaphragm • • (lbs) � Width (ft) Width (ft) (Ibs) (lbs) . ) Width (ft) • �. A 13.08 1737 18 2797 19 2323 Al ' 24.50 3254 0 0 0 0 . B 11.42 1516 18 2797 18.5 2261 E= 49 6507 36 5595 37.5 4584 Harper Houf Peterson Righellis 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 SMs 1.06 . Equ. 11.4 -1, ASCE 7 -05 S 0.58 Equ. 11.4 -2, ASCE 7 -05 Sos= 0.71 • Equ. 11.4 -3, ASCE 7 -05 Spy= 0.39 Equ. 11.4 -4, ASCE 7 -05 • Cs = 0.11 Equ. 12.8 -2, ASCE 7 -05 . Csmin = . 0.01 Equ. 12.8 -5 & 6; ASCE.7-05 • ' Csmax = 0.22 Equ. 12.8 ASCE 7 -05 • Base Shear coefficient, v = 0.076 Weight Distribution Determination to Diaphragm Floor 2 Diaphragm Height (ft) = 8 Floor 3 Diaphragm Height (ft) = 18 Roof Diaphragm Height (ft) = 32 • Floor 2 Wt (lb)= 8411 Floor 3 Wt (Ib)= 8476 ' Roof Wt (lb) = 14162 Wall Wt (Ib) = 35496 Trib. Floor 2 Diaphragm Wt (Ib) = 22609 ' Trib. Floor 3 Diaphragm Wt (Ib) = 22674 Trib. Roof Diaphragm Wt (Ib) = 21261 Vertical Dist of Seismic Forces % total of base shear Rho Check to Shearwalls (Ibs) 1Cumulative to shearwalls Req'd? Vnoor2 (Ib) = 720 100.0% Yes V500,3 (Ib) = 1625 85.8% Yes Vroor (Ib) = 2709 53.6% Yes Shear Distribution To Wall Lines • Wall Line Tributary Area Tributary Area Tributary.Area Floor 2 Line Floor 3 Line Roof Line Floor 2 Floor 3 Roof Shear Shear Shear • sq ft sq ft sq ft lbs lbs lbs , A 102 361 394 '''114 897 1266 Al 432 0 0 481 0 0 B 113 .293 449 126 728 1443 Sum 647 654 843 720 1625 2709 Total Base Shear' = I 5054 LB 1 *Base shear assumes rho equal to 1.0. See shearwall analysis spreadsheet for confirmation of rho. /4 _ L1.\ ,� Harper Houf Peterson Righellis Pg #: Longitudinal Wind Line Shear Distribution ASCE 7 -05, section 6.4 (Method 1 - simplified) Design Criteria: Basic Wind Speed = 100 mph • Wind Exposure = B (Section 6.5.6, ASCE 7 - 05) Mean Roof Height, H (ft) = 32 Roof Pitch = 6 /12 Building Category= II (Table 1604.5, OSSC 2007) Roof Dead Load= 15 psf Exterior Wall Dead Load= 12 psf X= 1.00 Iw= 1.00 Wind Sail (ft Wind Net Design Wind Pressure (psf) Pressure (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 =) 7861 lbs Use to resist wind uplift: Roof Only Total Exterior Wall Area= 2203 ft Uplift due to Wind Forces= -7254 lbs Resisting Dead Load= 8483 lbs E =f 1229 Lbs...No Net Uplift I Wind Distribution Tributary to Diaphragms • Wind Sail Tributary To Diaphragm (ft Zone A Zone B Zone C Zone D :- ., rte. , . n, ,. y-,- ,g , Main Floor 48 10 91 43 Upper Floor 59 0 137 0 Main Floor Diaphragm Shear = 2440 lbs Upper Floor Diaphragm Shear = 3147 lbs Roof Diaphragm Shear = 2275 lbs Wind Distribution To Shearwall Lines MAIN FLOOR UPPER'FLOOR ROOF Tributary Line Shear Tributary Line Shear Tributary Line Shear Wall Line Diaphragm (lbs) Diaphragm (lbs) Diaphragm (lbs) Width (ft) Width ft Width ft 1 10 1220 10 1573 10 1137 2 10 1220 10 1573 10 1137 E= 20 2440 20 3147 ' 20 2275 A - - 1,,r 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 • S 1.06 Equ. 11.4 -1, ASCE 7 -05 S 0.58 Equ. 11.4 -2, ASCE 7 -05 . Sps= . 0.71 Equ. 11.4 -3, ASCE 7 -05 • 5 D1 = 0.39 Equ. 11.4 -4, ASCE 7 -05 Cs = 0.11 Equ. 12.8 -2, ASCE 7 -05 Csmin = 0.01 Equ. 12.8 -5 & 6, ASCE 7 -05 Csmax = 0.22 Equ. 12.8 -3, ASCE 7 -05 Base Shear coefficient, v = 0.076 Weight Distribution Determination to Diaphragm Floor 2 Diaphragm Height (ft) = 8 Floor 3 Diaphragm Height (ft) = 18 Roof Diaphragm Height (ft) = 32 • Floor 2 Wt (lb)= 8411 Floor 3 Wt (lb)= 8476 Roof Wt (lb) = 14162 • Wall Wt (Ib) = 35496 • Trib. Floor 2 Diaphragm Wt (Ib) = 22609 Trib. Floor 3 Diaphragm Wt (lb) = 22674 -- Trib. Roof Diaphragm Wt (Ib) = 21261 Vertical Dist of Seismic Forces % total of base shear Rho Check • to Shearwalls (Ibs) 1Cumulative to shearwalls Req'd? Vf1 (Ib) = 720 100.0% Yes Veoor3 (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 lbs lbs lbs 1 286 291 415 318 725 1334 2 361 361 428 , 402 . 900 1375 Sum 647 652 - 843 720 1625 2709 Total Base Shear* = I 5054 LB I *Base shear assumes rho equal to 1.0. See shearwall analysis spreadsheet for confirmation of rho. 142.- - L1\7 Harper Houf Peterson Righellis Pg #: Shearwall Analysis Based on the ASCE 7 -05 'Transvere Shearwalls Line Load Controlled By: Wind ' • Shear H L Wall H/L Line Load Line Load ' Line Load , Dead V Panel Shear Panel Mo MR Uplift Panel Lgth. From 2nd Flr. From 3rd Flr. From Roof Load - Sides Factor Type T (ft) (ft) (ft) ht ' k ht I, k ht l k,., (klf) (plf) (ft -k) (ft -k) (k) 101 Not Used . - 102 7 1.75 3.50 4.00 E 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 ox 8.00 1.52 ' 8.00 2.80 8.00 2.26 626 Single 1.40 III 105 8 3.00 , 10.50 2.67 ox 8.00 . 1.52 8.00 2.80 8.00 2.26 626' Single 1.40 III . 106 ' 8 .3.00' 40 :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 ox 8.00 1.74 18.00 2.80 27.00, 2.32 40 Single 1.40. II 110 8 12.50 .17.08 0.64, ox 8.00. 1.74 8.00 2.80 8.00 2.32 401 Single. 1.40- -II .. ' 111 8 4.50 7.25 1.78 •ox •'8.00 1.52 8.00 2.80 8.00 .2.26 907 Double 1.40 VI - 112 4.75 1.38 . 7.25 3:45' OK . 8.00 1.52 8.00 ''2.80 8.00 2.26 907 Double 1.40 VI 113 4.75 1.38 7:25 3:45 OK 8.00 • 1.52 8.00 2.80 8.00 2.26 907 Double 1.40 VI", 201 9 3.92 10.79 2.30 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 3.32 ox 9.00 2.80 18.00. 2.32 474 Single 1.40 II . 202A ' 9 2.96 11.96 3.04 ox - ' 9.00 2.80 18.00 2.26 423 Single 1.40 • II i 202B 9 3.00 1L96 3.00 ox 9.00. 2.80 18.00 2.26 423 Single 1.40 _ II 203 9 3.00 1:1.96 3.00 ox • .9:00 2.80 18.00 2.26 423 Single 1.40 II . 204 9 3.00 11.96 3.00 ox 9:00 2 :80 18.00 2.26 423 Single 1.40 11 301 8 3.92 - 13.96 2.04 OK 8.00 2.32 166 Single ,1.40 I ' 302 8 5.79 13.96 1.38 OK . 8.00 2.32 166 Single 1.40 -I 303 8 4.25 13.96 1.88 ox 8.00 2.32 • 166' Single 1.40 I 304 8 2.96 5.96 2.70 ox 8.00 2.26 . 379 ' Single 1.40 II 305 8 3.00 5.96 2.67 ox 8.00 2.26 379 Single 1.40 II Spreadsheet Column Definitions & Formulas , L = Shear Panel Length H = Shear Panel Height Wall Length = Sum of Shear Panels Lengths in Shear Line • H/L Ratio = Hight to Width Ratio Check V (Panel Shear) = Sum of Line Load / Total L Shear Factor = Adjustment For I-I/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) ' • • • • jei - L \LI.. Harper Houf Peterson Righellis Pg #: • Shearwall Analysis Based on the ASCE 7 -05 fransvere Shearwalls Line Load Controlled By: Seismic Shear H L Wall H/L Line Load Line Load • Line Load Dead V Rho *V % Story # - Panel Shear Panel Mo MR Uplift Panel Lgth. From 2iid Flr, From 3rd Fir. From Roof toad • Strength Bays Sides Factor Type T (ft) (ft) (ft) ht I k ht I , k ht I k (kit) (plf) (plf) (ft -k) (ft-k) r (k) 101 . Not Used ' , ..102 , . 7 _ 1.75 3.50 4.00 8.00 0.11 18.00 0.90 27.00 1.27 651 846 0.10 0.50 Double 0.50 NG 103 7 - 1.75 3:50 4.00 Yt ; ■ 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 ox 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 ox- 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, . I:27 _ 134 174 NA. 3:13 . Single . .1.00., I. . ' II 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 '' ox 8.00 0.13 8.00 _ 0.73 8 :00 1.44 ' . 316 411 ' 0.08 - 0:58 _ Double ' 0.58 VII 113 ' 5 '1.38 7.25 ; 3:45 - OK 8.00 _ 0.13 , ` 8.00 0.73 8.00 . 1.44 316, , ' 411 0.08 _ ' 0:58 - Double . .0.58.: VII " 201 9 .3.92 '10.79 - 2 :30 ox •. 9.00 0.90. 18.00 1.27 _ '200 ' 261: ' • 0.17 0:87 Single • :0.87 . H 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 r1.96 3`.04 OK 9.00 0.73 18.00 1:44 - 182' 236 0.13 .. -"0.66 . Single 0.66 .- ;III' -_ ..,_ '2028 9 3.00 11.96 3.00 - ox 9.00 0.73 18.00 1.44 . 182 236 0.13 ' - 0.67 •' Single " 017 III - _ 203 9 3.00 11.96' 3.00 ox ' . 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 ox 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 1-18 0.20 0.98 _ Single ' Z0198: 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 i 8.00' 1.27 91 , 198 0.21' 1.06 Single 1.00. I 304 '8 2.96 5.96 2.70' OK _ 8.00 . 1.44 -242 315 0.15. _ 0.74 . Single 0.74 III 305 8 3.00 5.96 2.67 OK • 8.00 1.44 242 , 315 0.15 , 0.75' Single 0.75., III_ Rho Calculation Does the 1st floor shearwalls resist more 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 1st Floor Rho = 1_3 Total 2nd Floor Wall Length = 22.75 Total # 2nd Floor Bays = s Are 2 bays minimum present along each wall line? No 2nd Floor Rho = 1.3 Total 3rd Floor Wall Length = 19.92 • Total 4 3rd Floor Bays = s Are 2 bays minimum present along each wall line? No 3rd Floor Rho = 1.3 ' Spreadsheet Column Definitions & Formulas L = Shear Panel Length H = Shear Panel Height Wall Length = Sum of Shear Panels Lengths in Shear Line H/L Ratio = Hight to Width Ratio Check V (Panel Shear) = Sum of Line Load *Rho / Total L % Story Strength = L / Total Story L (Required for walls with I -UL > 1.0, for use in Rho check) # Bays = 2 *L/H Shear Factor = Adjustment For H/L > 2:1 Mo (Overturning Moment) = Wall Shear * Shear Application ht • Mr (Resisting Moment) = Dead Load * L' * 0.5 * (.6 wind or .9 seismic) Uplift T = (Mo -Mr) / (L - 6 in) • Harper Houf Peterson Righellis Pg #: • S.hearwall Analysis Based on the ASCE 7 -05 Longitudinal Shearwalls Line Load Controlled By: Wind Shear H L . Wall H/L Line Load . Line Load Line Load 'Dead V Panel Shear Panel M 'M Uplift Panel Lgth: • From 2nd Flr. From 3rd Flr. From Roof, Load Sides Factor Type T (ft) . .(ft) (ft). ht k ht It • In k (kit) (pif) (ft-k) (ft -k) (k) 107 - 8 15.50 ,15150 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 0.00 1.22 . 18.00 1.57 27.00 1.14 1.03 254 Single 1.40. I . 71.21 _ 123.49 -0.19 I 205 9 . 13.00• 13.00 0:69_ . ox 9.00 1.57. 18.00_ 1.14 0.70 208 Single 1.40 I 34'.62 59.15 -0.07 206 9 13.00' 13.00 .0.69 OK 9.00 1.57 18.00 1.14 0.70 208, .Single 1`.4Q_, I' 34.62 59.15 =0.07 I 306 ' 8 10.00 10.00 0.80 ox 8.00 1.14 0.29 114 Single 1.40 I 9.10. 14.40 0:05 I 307 8 10.00 10.00 0.80 ox 8.00 1.14 0.29 114 Single 1.40 L , 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 HJL Ratio = Hight to Width Ratio Check . V (Panel Shear) = Sum of Line Load / Total L . Shear Factor = Adjustment For H/L > 2:1 . Mo (Overturning Moment) = Wall Shear * Shear Application ht Mr (Resisting Moment) = Dead Load * L 0.5 (.6 wind or .9 seismic) Uplift T = (Mo -Mr) / (L - 6 in) • • • • • • /9 •-• Uk.6 Harper Houf Peterson Righellis Pg #: Shearwall Analysis Based on the ASCE 7 -05 • Longitudinal Shearwalls Line Load Controlled By: Seismic Shear H L Wall H/L Line Load Line Load Line Load Dead V Rho *V % Story # Panel Shear Panel M M 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 (klt) (plf) (plf) (ft-k) (ft -k) (k) 107 8 15.50 15.50 0.52 of 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 9 13.00 `13.00 0.69 OK 9'.00 0.73 18.00 1.33 0.76 158 158 NA 2.89 'Single 1.00 I 30.54 64.22 , -0.64 1 206. , 9 13.00 ' 13.00 ,0.69 'oK 9.00 _ 0.90 18.00 ., 1'.38 0:76 175 175 NA :2.89 Single 1.00 :1 32.85 64.22 -0.45 306 8 10 :00 10.00" 0.80 OK 8100 1.33 0.35. 133' . 133 NA '2)50. Single' 1.00` I _ 10.67 17.40 0.02 307 8 10:00 10.00 0.80 OK 8.00 1.38' 0.35 138 • 138 NA _ 2150 '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% cif the total longitudinal base shear? Yes Does the 3rd floor shearwalls resist more than 35% of the total longitudinal base shear? Yes Total 1st Floor Wall Length = 31.00 Total # 1st Floor Bays = 7.75 Are 2 bays minimum present along each wall line? Yes 1st Floor Rho = 1.0 Total 2nd Floor Wall Length = 26.00 Total # 2nd Floor Bays = 6 Are 2 bays minimum present along each wall line? Yes 2nd Floor Rho = 1.0 Total 3rd Floor Wall Length = 20.00 Total # 3rd Floor Bays = s Are 2 bays minimum present along each wall line? Yes 3rd Floor Rho = 1.0 Spreadsheet Column Definitions & Formulas L = Shear Panel Length H = Shear Panel Height Wall Length = Sum of Shear Panels Lengths in Shear Line H/L Ratio = Hight to Width Ratio Check V (Panel Shear) = Sum of Line Load *Rho / Total L % Story Strength = L / Total Story L (Required for walls with H/L > 1.0, for use in Rho check) # Bays = 2 *L/H Shear Factor = Adjustment For H/L > 2:1 Mo (Overtuming Moment) = Wall Shear * Shear Application ht Mr (Resisting Moment) = Dead Load * L * 0.5 * (.6 wind or .9 seismic) Uplift T = (Mo -Mr) / (L - 6 in) • • Harper Houf Peterson Righellis Pg #: •- SHEAR WALL SUMMARY' Transvere Shearwalls, . , �„ �� U f • 'S m� onII-oldown" Pa nel Wa l i� c Shear � � e��,Wall � � e � Goods or , � p Good -•,,w For �� (Pl � tt _ (plf) tr(lb) 1b1 101 Not Used • 102 _ = Simpson,Strongwall 103 Siinpsori Strongwall . ,103a _ 8,14 1/2" APA Rated Plyw'd w/ 8dMails @ 2/12 833 1 04 626 1/2" APii Rated Plyw'd w/ 8d Nails @ 3/1.2 638 1,05 . 626 - •1/2 "'APA Rated 'Ply"w'dw/ 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 @ 4/12 495 119 401 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. k • Harper Houf Peterson Righellis Pg #: SHEAR WALL SUMMARY' Longitudinal Shearwalls r s , 4 . �� - '-Sim son HoR1 own f,x Panel Spears - - Wall Eype G ood For U' lif Goo if o 1741.t . i'Th,14:i',F dt ' E,'":4, & ',. 3.214.% ai Ptt,-- 4 Fi S 7 ,; o,.1m Y is ,.. , :e., - d -_, dSn..A.e . '.F i ', IR`S4,,w..,,, IV, ...r ... :'AT, r ,..0t.* 1`' 107. 254_ 1/2" APA Rated,Plyw'd w/ 8d Nails @ 6/12 339 4 l9 S impson None ' 0 L08. 254 l/2" APA Rated Plyw'd w/ 8d Nails @ 6/12 339 92 Simpson None 0 205 208 1/2" APA Rated Plyw'd w/ 8d Nails @ 6/12 339 091 Simpson None 0 206 208 1/2" APA Rated Plyw'd w/ 8d Nails @ 6/12 339. 1 � . ° „I g Simpson None • 0 306'. . 133.- , 1/2” APA Rated Plyw'd w/ 8d Nails @ 6/12 242 _ 4,8 Simpson None 0 242 5 307 138 , 1/2" APA, Rated'Plyw'd w/. 8d Nails @ 6/12 59 Si mpson None 0 NOTE: 1) This table is a comparative summary between the wind and seismic loading. The values a bove are the minimum requirement to satisfy both wind and seismic design loads. ' • • /4-- 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 4.1667 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 : _. 21.3.1 . 20.79 21 -34 103A. .8 .1..1667 4.00 .4.00 . 3.254' 3.254; '814 • 0.04 ...2.016 1..664 26.631. : 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 _ '.(18' 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 I'6 :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 .. 068 .0.92 6.52 • 6.45 , 6.52 6.45 109 -..:8 •11667 . 4,58 : 17:08 ... -1.737 . . ;2:8 2.32 .4.6.857' - -401 _ ..0..152 0.192 0:156:. ,16:3.1 , , 2:47. .2`3:1 3.63 .. . 3.66. 201L _ 20,1R 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 ' 0192 " 4 4:52 ' 9:45 ' 9:90 - 3,24 3.21 20laL " 20lbR • 4,95, 4.88 8:18 8.09 1:11: 8 ' 1.1667 ' " 4.50 7.50 1:516 ". 278 2.26 6:5.76 87.7 '0.144 0.8 0:678 ' 35.1 5.06 1.81 • - 8.02 '8.51 8.02 8.51 112 .8 •U1661 1.50 7.50 L516 2 :8 2:26 6.576 "877 ' ,0.044' 0.252. 0234 "' -1,70 " .0.43 , 0.41 1'1744 1146 .. ' 11.44 11.46 113 8 E1667 '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 • 47-:71; . 3.41. 134 ' , .3.99 . 4.16 3011 301'R -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- 418 :84 ' 2.61 161" 4:14 4.14 302L 302R .' 0:80 0.80 4.95 4.95 201b- 9 1.1667 2.7.1 - • 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 196 11.958333 ' - 2 78 "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 2.8 126 5:06 423 • ; 0.173 0:052' :0216 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 • 2.8 2.26 5:06 423 - 0309 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 • . 0.80 0.80 . 303 8 . 4 :25. _ .1196. '2:32 2.32 '1'66 .0.232 0.204 0.384 . 5 : :65 • 2.96 , , , 3:73 0.91 0 .8 0 __. - , . 0'.91 0.80 . 304 8 _ ,2.96 . .. 5.96 ,`226 • . 2,26. _379 0.232 , 0,384 .0 :13'6. _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 1:74 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 ■ Mo (Overturning Moment) = Wall Shear * Shear Application lit 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 :foist L • • Wall Line Load Line Load Line Total V Dead Dead Dead Overtur Resisting Resisting Uplift From Uplift From Wall Wall Uplift Uplift Total Total Panel Height • Lgth. From 2nd From 3rd • From Wall Load (not Point Point ring Moment Moment Floor Shear @ Floor Shear @ Stacking @ Stacking From From Uplift Uplift FIr. • Flr, Roof Shear including Load Load Momen @ Left @ Right Left Right Left Side of @ Right Wall Wall @ Left @•,'' floors @ Left @ t House Side of Above Above Right' above if Right House @ Left @ walls Right stack) (ft) (ft) '(ft) (ft) • k k k k plf klf k k kft kft kft k k k k k k _ 102 8 1.1667 ' 1.75 3.50 0.114 0.9 1.27 2.284 653 0.152 0.192 0.832 10.40 0.57 1.69 7.91 7.11 0 0 7.91 7.11 103 8 1.1667. 1.75 , .3.50 _ 0.114. 0.9 .1.27. 2.284 653 , 0.152 '0.832 , 0.192 10.40 , . 1.69 . .0.57. 7.1,1 • 7.91 0 0 _ 7.1 1 7.91 103A 8 1.1667 .4.00 4.00 .0.481 0.481' .. 120 0.04 ..2.016 1.664 3:85 838 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 1 , 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' . .201 L 201R _ 1.13 .. 1.54 1.95 2.40 110 ' 8 1.1667 - 12:50 '17.08 • 0.114 '0.9 11.27 ' 2:284 "134 ' 0.096 '. 0 :15 1 0.192 15 :23 9,45 ' 9 :90 " - 0.56 " ' ` ' 0 :53 ' 201 aL ` '201 bR • 1.32 1.32 1:88 L85 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. _ • 5106 1.81 , 2.00'. 2,73 - 0 0 2.00 2.73 112 - 8 '1.1667 1.50 7.50 0.126 - 0.73 • 1.44 ' 2.296 . 306 0.048 0.252' 0.234 4.18 0:43 0'41: 3.79 , 3.82 0 0 3.79 3.82 • 113 ' - 8 1.1667 1:50 7.50 0.126 `0.73 • 134 2,296 '306 0.048 0 :234 - 0.252 4148 ' " 0.41' ' 0,43. 3.82 • 3,.79 9 0 3.82 3.79 201 9 1.1667 3.92 10.80 - - • 0.9 -1.27 • 2.1.7 201 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 . • 4.27 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 E1667 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 - '2:1'.7 ; 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 L1667 3.00 ' 11.96 0:73 . 1.44 ` ' 2.4:7 - • 181' - 0:173' 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 ' ' 2.1,7 • - 1.81' 0.309. 0 :216 ' 0.312 - 5.32 ' 2.04 2.33' _ '1.16 1.08 0 • 0 1.16 1.08 204 9 1.1:667 3:00 ' 1,1.96 '0.73 - 1 -.44 2.17, - 181 - 0:225 0.3'12 0.432 • 5.32 1.95 2.31 1.. ' 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 . 'l .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 3,27 .91. - 0.232 ,• -0.204 0.384 - '3.09. 2.96 . 3 :73. • 0.10 ' -0.06 . 0 0 . 0.10 -0.06 .304 8 0 • 2.96 .5.96 .. - . ' _.. 1.44 .1,44 ' 242 , 0.232 0.384 0.136 ' . 5.72 2.15 1.42 ' 1.28 . ' 1:50 0 0 1.28 1.50 a '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 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 311IF 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 31-1F 6.65 ■ _ 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 8109 HDQ8 w DF 9.23 • 111 Wind ' 8.02 Holdown HDQ8 w DF 9.23 Wind ' ,8'.51 HDQ8 w DF '9.23 112 Wind • 11.44 Holdown HDUI4 14.93 Wind 1.1.46 HDU14 14.93 113 Wind 11.46 Holdown 'HDU14 14.93 Wind 11:44 HDUI4 14.93 • - 201 Wind 4.82 Strap MST48x2 • 5.75 • Wind :5:09 MST48x2 • 5.75 201a Wind 4.95 Strap MST48x2 5.75 Wind 4:95 MST48x2 5.75 201b Wind 5.15 Strap MST48x2 5.75 Wind 4:88 MST48x2 5.75 202A Wind . 6.21 Strap MST60x2 8.11 Wind 6159 MST60x2 8.11 CID 202B Wind 6.58 Strap MST60x2 8.11 Wind . 5.9.1' MST60x2 8.11 -j 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 A 302 Wind 0.80 Strap MST37 1.79 Wind 0180 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 2175 MST48 • 2.88 305 Wind 2,74 Strap MST48 ' 2.88 Wind 1 2.16 MST48 2.88 • • BY • DATE. JOB NO /....„ ,,,,,..„ rs.• 0 C taN —0-1(..) OF . , , . ' , : . I ' ; 1 , . " 1 " i • ' " •, 1 ; , , , - --' i — ■ • . 1 :- --.; '.. i -; • • 1 • : : , . : . i , . T " • PROJECT ' ; ' • : • ' . ; , i : ' - • . : ' :- ; i . .• • '; : I- ' . . • , ' : :-.. ; • ' , • . . - , ; . - - ' ".:;•'•••.. r ' ; ; - .-' ; I - IT - ;. - - ' ".. --- -‘-- . '-. - - • • . . RE , , ------- , : ; i •:- , -, -, ; ; . r • r : . r 1 - _,. i 1...._ L __: ___i_ _1 : i :,._. 1 ,, : r „ i' r- .- ! -., , 1 :- .. 1, ,' • „., •• 1,; t-ooka.:s U-A - A..kiyi., 1 U , 1 ; ,- _ 1 , ,,,, • . .... 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S , M = la..2 , , \,_,..„ 1.- 1. • '-=)' ._52.5 ) : i WO ' L „. .... 11 - 1,.' 4,,,,, ...: OI#1)1,47,• 1-"A (1,5 5_ \:, 4ti E> ( 3 i F 1 ,' r('4 r : , ,'It,(,)(.S)ki,‘S)-- — ,,:-... i .c, :.,=-- ,.... gu :,..! _ sa, c t,' ,= .,=,_':_: 1 )1 -'• k-: 17 ISO F'SL U-C 7 a Lio -..,- 5 ti -> : :. o 0 . .V Q c3 2. . g --- — L 2,9 I By. AA • DATE 5- \ i.-o JOB No C Ki —0 C( 0 . . . . • , ' 1 1 • . . . . . _ , . PROJECT: . - • - . , - . . RE. .0P t)0 0_ _ 2 : . . . . . _. . E --- 1 ' , • • w - takJ1.1 uo CI fc'N', 2. 2..isJoi.:c.-LOOA--4._ , 0 . ,.. z , ,--, A-:co.,.. ?D Two-.. H • ,.,.. O 2 2 . l' D - Tf . '00 't_kpa Cir.\ 'MINT .--'" J MOK ` A 1 0 r O w w 0 . Q_ ( - \ ‘,;0 ic a. z . Log \o \ :3 -- 9 \fo \ Q 21,..- O _ . < 2 2 . . 0 • - ''''' . :". - . 0 .../5 ' IL • Z t IA ,1 0 i, t 1 P 1-- a- I „ L ...7— I . I C._ zr , G.as .0„14 :. , , 1 1 v-v Q.... A. , 1 \ I R -: t. ,i ... ---.• = 117 IN IW 1 (;" —.......011=11•■,_ —......... ', - -----A - , ,/, -.4- r y• -, :7. : s•-■ ,f, — , i : '..... 0 9 '1 's t '... ' I-J , e1,1„,,— - 4 •.,.., ' i - _ .;_. t!,.-ai Tr c-k. )01„, Vi..4 ,-., ) ,t--4-.. 1:-.4Cri , -__________- Sv......t V .#. _ . — , _ .... .. _ „. I -)( ( I - Y' 1 ,,B:p 0 p 6 t ,.% , rk, o l,O. , 1,,,.. ‘..-6 i.o) ,.., o, .0)(, 1._u 4- L30 I. • WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Unit A - Front Load WoodWorks® Sizer 7.1 June 24, 2010 12:49:04 COMPANY PROJECT RESULTS by GROUP - NOS 2005 . SUGGESTED SECTIONS by GROUP for LEVEL 4 - ROOF Ref Trusses Not designed by request (2) 208 Lumber n -ply D.Fir -L No.2 1- 2x6 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 @16.0 ___ _______________ SUGGESTED SECTIONS by GROUP for LEVEL 3 - FLOOR Mnf Jst Not designed by request Sloped Joist Lumber -soft D.Fir-L No.2 2x6 @16.0 (2) 208 (1) Lumber n -ply D.Fir-L No.2 1- 208 (2) 208 Lumber n -ply D:Fir-L No.2 2- 2x8 By Others Not designed by request By Others 2 Not designed by request (2) 2x12 Lumber n -ply D.Fir-L No.2 2- 2x12 5.125x10.5 Glulam - Unbalan. West Species 24F -V4 DF 5.125x10.5 4X6 Lumber -soft D.Fir-L No.2 4x6 (2) 2x6 Lumber n -ply Hem -Fir No.2 2 -206 4x6 Lumber Post Hem -Fir No.2 406 (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 @16.0 SUGGESTED SECTIONS by GROUP for LEVEL 2 - FLOOR Mnf Trusses Not designed by request Mnf Jst Not designed by request Deck Jst Lumber -soft D.Fir -L No.2 208 @16.0 (2) 208 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 -ply D.Fir -L No.2 1- 2x10 ' 5.125X12 GL Glulam- Unbalan. West Species 24F -V4 DF 5.125x12 By Others 3 Not designed by request 3.125x14 LSL LSL 1.55E 2325Fb 3.5x14 (2) 2x6 Lumber n -ply Hem -Fir No.2 2- 2x6 4x4 Lumber Post Hem -Fir No.2 404 4x6 Lumber Post Hem -Fir No.2 4x6 (3) 2x6 Lumber n -ply Hem -Fir No.2 3- 2x6 6x6 Timber -soft Hem - Fir No.2 6x6 (2) 2x4 Lumber n -ply Hem -Fir No.2 2- 2x4 6x6 nol Timber -soft D.Fir-L No:0 6x6 (3) 2x4 Lumber n -ply Hem -Fir No.2 3- 204 Typ Wall Lumber Stud Hem -Fir Stud 2x6 @16.0 SUGGESTED SECTIONS by GROUP for LEVEL 1 - FLOOR Fnd Not designed by request CRITICAL MEMBERS and DESIGN CRITERIA Group Member Criterion Analysis/Design Values Mnf Jst Mnf Jet Not designed by request Deck Jet j65 Bending 0.41 Sloped Joist j30 Bending 0.10 Floor Jst4 unknown Unknown 0.00 (2) 27c8 (1) b35 Bending 0.47 (2) 2x8 b8 Bending 0.89 3.12509 b3 Bending 0.06 408 b30 Bending 0.12 By Others By Others Not designed by request By Others 2 By Others Not designed by request (2) 2x12 b6 Bending 0.93 (2) 2x10 bl Shear 0.78 5.125X12 GL 610 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) 2x6 c2 Axial 0.91 4x4 c55 Axial 0.07 406 c23 Axial 0.80 (3) 2x6 c29 Axial 0.75 606 c26 Axial 0.70 • (2) 204 c39 Axial 0.62 6x6 nol c12 Axial 0.86 (3) 2x4 c31 Axial 0.89 Typ Wall w14 Axial 0.48 Fnd Fnd Not designed by request DESIGN NOTES: 1. Please verify rify that the default deflection limits are appropriate for yourapplication. 2. DESIGN GROUP OCCURS ON MULTIPLE LEVELS: the lower level result is considered the final design and appears in the Materials List. 3. ROOF LIVE LOAD: treated as w load with corresponding esponding duration factor. Add a empty roof level to bypass thisn interpretation. 4. BEARING: the designer is responsible for ensuring that adequate bearing is provided. 5. GLULAM: bxd = actual breadth x actual depth. 6. Glulam Beams shall be laterally supported according to the provisions of NOS Clause 3.3.3. 7. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 0. BUILT -UP BEAMS: it is ssumed that each ply is ingle continuous member (that is, o butt joints are present) fastened together securely at intervals not exceeding 4 times the depth and that ' each ply is equally top - loaded. Where beams are side - loaded, special fastening details may be required. 9. SCL -SEAMS (Structural Composite Lumber): the attached SCL selection is far 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. • . _. . . . . .. , . Wood FOR . SOFTWARE FOR W DESIGN . . . . . „ Unit A :Front Load ' WoodWetks® Sizer 7.1 June 24, 2010 12:41:17 Concept Mode:. Beaia Viev4 Floor 2 : 8 ' b31 T M 1 l_f_w ').,, • , . 1050 ,,-- - - ' 49'-6" 1 './ 4 '•.. :: • : : :: : • . : r.. ' .. . 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SOFTWARE FOR WOOD DESIGN June 24, 2010 12:42 b1 Design Check Calculation Sheet Sizer 7.1 LOADS ( Ins, 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 j33 • Live Full UDL 370.0 pif MAXIMUM RE. . 2 F - ' Re' `3 .�S �m $ ^$ . , . te . �a '.. " 2 '�``' . ay9� W i a , Sf' S • A � ,,..,z - r e. " ' �-' e , � &A4 '- 5 3 °Y Y Z 'l ^ w 3 Jam' ' fig. . L "' -,A d"ka. ,� z° Y i g „ ,� ', ` ; ' , " • . "� a ,. - . t . x .? ? ' ` Si- a ' art '' �- r r -- 7 rP`� �- -" � � r ate` - z x , _4 `,'_-. .. .. : � '� a° . s"` l'4 , _ II►� 1 0'. 3i 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 iri 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) E1= 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. ' 1Q.'*-6,57)I0 , . COMPANY PROJECT If I woouWo-rks® SOFTWARE FOR W006 DESIGN June 24, 2010 12:43 b3 Design Check Calculation Sheet Sizer 7.1 • LOADS ( lbs, psf, or pit) Load Type Distribution Magnitude Location [ft] Units Star . End Start End 1_j45 Dead Full UDL 17.0 plf 2 j45 Live Full UDL 25.0 plf MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : *Hq‘IZMRXWMISMiNMMXAVMAMA=VWAMWZAF„a*4%IZVr.'Ao 4WAXWMASAMWV*0=4,,M4MWA = c.ftPIPfa R pc !...-VVMP-Mil=filgtifaMrie13 pa :Vg. .fatk%MABiriTVAKSSE lattSV- INWSIVOCIff&ViealaSTAWITMVSONVgaatt*Mit.:TWW.ra*M: r*Wg ;1: .17 43.0W4V-MatrIgaleararete 1 0' Dead. 106 106 Live 112 112 Total 218 0 218 Bearing: 'Load Comb # #2 Length 0.50* 0 0.50* *Min. bearing length for beaMs is 1/2" for exterior supports Glulam-Unbal., West Species, 24F-V4 DF, 3-1/8x9" Self-weight of 6.48 plf included in loads; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : • Criterion Analysis Value Design Value Analysis/Design Shear fv = 10 Fv' = 265 0 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). /41 • • • • COMPANY PROJECT , _ ,?„ Woo .d\/Vb ; rks® • , .. - �'�7r SOFt WARr FOR WOOD DESIGN June 24, 2010 12:40 b6 Design Ch 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 M R ACTIONS (Ibsl_a BEARING LENGTHS (irnl : • • * � 4, a cs ' Y r +. >' ° � x � err �� "s ��� ��k . D' 1 61 Dead 1436 1389 Live 1803 1803 Total 3239 . - 3192 Bearing: - Load Comb #3 • #3 Length 1.73 _ 1.70 • L umber n -ply, D.Fir-L, No.2, 2x12 ", 2 -Plys . Self- weight of 8.02 plf included' loads; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) u 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: FIE . CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# FIT' 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 = 2190.1bs 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. • • j42 "-- GNI COMPANY PROJECT WoodWorks SOFTWARE FOR WOOD DESIGN • June 24, 2010 12:50 b8 Design Check Calculation Sheet Sizer 7.1 LOADS ( Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft] 'Units Start End Start End 1_j14 Dead Full UDL 113.7 plf 2 j14 Live Full UDL 350.0 plf MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : th ''"" . �" °�°; M 04 z wz L0' 6{ 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 ibs Bending( +): LC #2 = D +L, M = 2110 lbs -ft Deflection: LC #2 = D +L EI= 7.6e06 lb -in2 /ply Total Deflection = 1.50(Dead Load Deflection) +,Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 3. BUILT -UP BEAMS: it is assumed that each ply is a single continuous member (that is, no butt joints are present) fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top - loaded. Where beams are side - loaded, special fastening details may be required. 4- 613 COMPANY PROJECT . 1 k Wo o d W o r ks ® SOFTWARE FOR WOOD DESmN . June 24, 2010 12:40 b9 Design Check C Sheet Sizer 7.1 LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1 j50 Dead Partial UD 113.7 113.7 0.00 1.50 plf • 2_j50 Live Partial UD 350.0 350.0 0.00 1.50 plf - 3 j14 Dead Partial UD 113.7 113.7 3.00 9.00 plf 4_j14 Live Partial UD 350.0 350.0 3,.00 9.00 plf 5_j51 Dead Partial UD 113.7 113.7 1.50 3.00 plf 6_j51 Live Partial UD 350.0 350.0 1.50 3.00 plf 7j24 Dead Partial UD 120.2 120.2 0.00 3.00 plf 8 j24 Live Partial UD 370.0 370.0 0.00 3.00 plf 9 j25 Dead Partial UD 120.2 120.2 3.00 9.00 plf 10 j25 Live Partial UD 370.0 370.0 3.00 9.00 plf 11.j26 Dead Partial UD 120.2 120.2 9.00 12.00 plf 12_j26 Live Partial UD 370.0 370.0 9.00 12.00 plf 13_j52 Dead Partial UD 113.7 113.7 9.00 10.50 plf ' 14_j52 Live Partial UD 350.0 350.0 9.00 10.50 plf 15_j53 Dead Partial UD 113.7 113.7 10.50 '12.00 plf 16 j53 Live Partial UD 350.0 350.0 10.50 12.00 plf MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : �„ . . �;w _ - ss > _ ,. .2 , X61. -£-. *.X.. 'W: , 'S W. : -C- e ..am < �: :� =�: -..a e, - M-s swam WO T � g - -.;. . 1 - VI s W �? _.tea . .,„ N ' 1# ;- - ~ -S„ -1 r W,=s: s ei. ,. as ' 2S • 0' 121 Dead ' 1478 • . . 1478 Live 4320 4320 Total 5798 5798 Bearing: Load Comb #2 #2 Length 1.74 . - 1 • Glulam- Unbal., West Species, 2 -V4 DF, 5- 118x10 -1/2 "- Self- weight of 12.39 plf included in loads; Lateral,support: top =full bottom= at supports; t . • Analysis vs. Allowable Stress (psi) and Deflection (in). using NDS 2 005.:. Criterion Analysis Value Design Value Analysis /Design Shear fv = 138 Fv' = 265 fv /Fv' = 0'.52 Bending( +) fb = 2217 Fb' = 2400 fb /Fb' = 0.92 Live Defl'n 0.38 - L/381 0.40 = L/360 0.94 Total Defl'n 0.57 = L/252 0.60 - L/240 0.95 • ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fv' 265 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Emin' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 . Shear : LC #2 = D +L, V = 5798, V design = 4953 lbs Bending( +): LC #2 = D +L, M = 17395 lbs -ft Deflection: LC #2 = D +L EI= 890e06 lb -in2 • Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. ' (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. . 2. Glulam design values are for materials conforming to AITC 117 -2001 and manufactured in accordance with ANSI /AITC A190.1 -1992 3. GLULAM: bxd = actual breadth x actual depth.• • 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. • 5. GLULAM: bearing length based on smaller of Ecp(tension), Fcp(comp'n). 4 - C-1' iq . COMPANY PROJECT • ,• x , rt ,. .S£iF7WANE FOR WOOD DESIGN June 24, 201d 12:43 b10 ' • Design Check Calculation Sheet Sizer 7.1 ' LOADS ( ibs, psf, or p[f ) Load Type Distribution Magnitude Location [ft) Pat - Start End Start End tern • 1 w39 Dead Partial UD 311.0 311.0 0.00 4 ' No 2 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 Dead Partial UD 120.2 120.2 0.'00 0.50 No 6 Live Partial UD 370.0 370.0 0.00 0.50 No 7 j33 Dead Partial UD 120.2 120.2 1.00 4.00 No 8 j33 Live Partial UD 370.0 370.0 1.00 4:00 No 9 Dead Partial UD 120.2 120.2 4.00 4.50 No • 10_j34 Live Partial UD 370.0 370.0 4.00 4.50 No 11 j35 • Dead Partial UD 120.2 120.2 4.50. 7.50 No 12 j35 Live Partial UD 370.0 370.0 4.50 7.50 No 13 j36 Dead Partial UD 113.7 113.7 4.50 16.50 No 14_j36 Live Partial UD 350.0 350.0 4.50 16.50 No 15 j37 Dead Partial UD 100.7 100.7 3.00 4.50 No 16 j37 Live Partial UD 310.0 310.0 3.00 4.50 No 17D47 Dead Partial UD 120.2 120.2 7.50 13.50 No 18 j47 Live Partial UD 370.0 370.0 7.50 13.50 No 19 j48 Dead Partial UD 120.2 120.2 13.50 .16.50 No _j 2048 Live Partial UD 370.0 370.0 13.50 16.50 No 21 j49 Dead Partial UD 120.2 120.2: 0.50 1.00 No _ • 22 j49 Live Partial UD 370.0 370.0 0.50 1.00 No 23 b32 Dead Point 300 . 3.00 No . 24 b32 Live Point 922 3.00 No _ , • • MAXIMUM REACTIO (Ib and BEARING-LENGTH : .. -. . • • _ • 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 ' G _ Iulam- Unbal., West Sp 24F -V4 DF, 5- 1/8x12" Self- weight of 14 16 plf included in loads; Lateral support .top= 'full, bottom= at supports; • . Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear fv = 158 Fv' = 265 fv /Fv' = 0.60 Bending( +) fb = 1074 Fb' = 2400 fb /Fb' = 0.45 Bending( -) fb = 1396 Pb' = 1844 fb /Fb' = 0,76 Live Defl'n 0.13 = <L/999 0.40 = L/360 0.32 Total Defl'n 0.19 = L/740 0.60 = L/240 0.32 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fv' 265 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fb'- 1850 1.00 1.00 1.00 0.997 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Emin' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 Shear : LC #2 = D +L, V = 8357, V design = 6496 lbs • _ Bending( +): LC #2 = D +L, M = 11006 lbs -ft Bending( -): LC #2 = D +L, M = 14310 lbs -ft Deflection: LC #2 = D +L EI= 1328e06 lb -in2 ' Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Glulam design values are for materials conforming to AITC 117 -2001 and manufactured in accordance with ANSI /AITC A190.1 -1992 3. Grades with equal bending capacity in the top and bottom edges of the beam cross- section are recommended for continuous beams. 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). l q .- 6 1 '''''' 7 • COMPANY PROJECT IP 1 s • 50E-fitARE FOR WOOD DESIGN: June 24, 2010 12:44 b13 'Design Check' Calculation Sheet Sizes 7.1 • LOADS (Ibs, 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 pif 2 w58 Snow Partial UD 505.0 505.0 0.00 3.00 plf 3 c40 Dead Point 217 5.50 lbs 4 c40 Live Point 668 5.50 lbs 5 c67 Dead Point 518 5.00 lbs 6 c67 Snow Point 778 5.00 lbs 7 c68 Dead Point 573 3.00 lbs 8 c68 Snow Point 942 3.00 lbs 9 w59 ' Dead Partial UD 593.7 593.7 5.00 8.00 plf 10_w59 Snow Partial UD 735.0 735.0 5.00 8.00 plf 11 j37 Dead Partial UD 100.7 100.7 6.50 8.00 plf 12 j37 Live Partial UD 310.0 310.0 6.50 8.00 plf 13 j38, Dead Partial UD 81.2 81.2 3.50 6.50 plf 14 j38 Live Partial UD 250.0 250.0 3.50 6.50 plf 15_j39 Dead Partial UD 22.7 22.7 0.00 3.50 plf 16 j39 Live Partial UD 70.0 70.0 0.00 3.50 plf 17 b15 Dead Point 126 3.50 lbs 18 b15 Live •Point 389 3.50 lbs 19 b32 Dead Point 225 6.50 lbs . 20 b32 Live Point 693 6.50 • lbs MAXIMUM REACTIONS (Ibs) and.BEARING LENGTHS.(in) : . ▪ -- " =�,,, = *" ;_,- .tea -'° --- rr + . - • • rs w"' "''' = !f` m. pis ' �,� = r"�z� ...�..�`..'a .- .M-^ 4 s - 5.. ▪ Y" ` 'r ,: '' - '. '-„ *., a,'� ,�."�' - ms 4-7 . a. '°` ' - s "'°'" 14,7. - , '.`4 ;, S `+ x � 1' - -- � fir,. z i i t .�: ,.,.m f 'r'' ° .''. ya '" .; ...,�.- .te a+», ,, ,.,, ° .. u . y �. , .,: - . Mil ii ►i • I0' 8i 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 Nos 2005 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 157 Fv' = 356 £v /Fv' = 0.44 Bending( +) fb = 1295 Fb' - 2674 fb /Fb' = 0.48 Live Defl'n 0.06 = <L/999 0.27 = L/360 0.24 Total Defl'n 0.14 = L/680 , 0.40 = L/240 0.35 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fv' 310 1.15 - 1.00 - - - - 1.00 - 1.00 3 . Fb'+ 2325 1.15 - 1.00 1.000 1.00 - 1.00 1.00 - - 3 Fcp' 800 - - 1.00 - - - - 1.00 - - - E' 1.5 million - 1.00 - - - - 1.00 - - 3 Emin' 0.80 million - 1.00 - - - - 1.00 - - 3 Shear : LC #3 = D +.75(L +S), V = 6822, V design = 5122 lbs . Bending( +): LC #3 - D +.75(L +S), M = 12340 lbs -ft Deflection: LC #3 = D +.75(L +S) EI= 1241e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL -BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. , 3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. • 4- 6.,--11(0 COMPANY PROJECT tif oodWorks S OFTWARE FOR WOOD DESIG June 24, 2010 12:43 b14 Design Check Calculation Sheet Sizer 7.1 LOADS (Ibs, psf, or pif ) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1 w33 Dead Partial UD 317.7 317.7 9.00 12.00 plf 2 w33 Live Partial UD 350.0 350.0 9.00 12.00 plf 3 c19 Dead Point 357 9.00 lbs 4 cl9 Live Point 1050 9.00 lbs 5_c20 Dead Point 357 3.00 lbs 6 c20 Live Point 1050 3.00 lbs 7___w34 Dead Partial UD 317.7 317.7 0.00 3.00 plf 8_w34 Live Partial UD 350.0 350.0 0.00 3.00 plf 9 c64 Dead Point 165 10.50 lbs 10 c64 Snow Point 225 10.50 lbs 11 c65 Dead Point 165 1.50 lbs 12 c65 Snow Point 225 1.50 lbs 13 j36 Dead Full UDL 113.7 plf 14 j36 Live Full UDL 350.0 plf 15 j43 Dead Partial UD 17.0 17.0 0.00 0.50 plf 16 j43 Live Partial UD 25.0 25.0 0.00 0.50 plf 17 j44 Dead Partial UD 17.0 17.0 0.50 1.50 plf 18 j44 Live Partial UD 25.0 25.0 0.50 1.50 plf 19 j45 Dead Partial UD 17.0 17.0 1.50 10.50 plf 20 j45 Live Partial UD 25.0 25.0 1.50 10.50 plf 21 j46 Dead . Partial UD 17.0 17.0 10.50 12.00 plf 22 Live Partial UD 25.0 25.0 10.50 12.00 plf MAXIMUM, REA (Ibs)and' BEARING LENGTHS '. . � .,.s ..«+ cm. rm. - '�•e '�. �. +" = -. „ r 7 ' - ' . � : fi. r : ... ®, ... 1 t :.. , ' :',7 1 0' 121 . Dead .2351 • 2351 Live 4350 4350 Total 6701 6701 Bearing: Load Comb #2 #2 Length 2.39 2.39 LSL, 1.55E, 2325Fb, 3- 1/2x14" Self- weight of 15.31 plf included in loads; Lateral support: top= full, bottom =.at supports; Analysis vs.Allowable Stress (psi) and Deflection (in) using NDS 2005 : . Criterion Analysis Value Design Value Analysis /Design ' Shear fv = 163 Fv' = 310 fv /.Fv' = 0.52 Bending( +) -fb = 1769 Fb' = 2325 fb /Fb" = 0.76 Live Defl'n 0.25 = L/573 0.40 = L/360 0.63 • Total Defl'n 0.43 = L/333 0.60 = L/240 0.72 ADDITIONAL DATA: • FACTORS: F /E' CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fe' 310 1.00 - 1.00 - - - - 1.00 - 1.00 2 Fb'+ 2325 1.00 - 1.00 1.000 1.00 - 1.00 1.00 - - 2 Fcp' 800 - - 1.00 - - - - 1.00 - - - E' 1.5 million - 1.00 - - - - 1.00 - - 2 Emin' 0.80 million - 1.00 - - - - 1.00 - - 2 Shear : LC #2 = D +L, V = 6701, V design = 5314 lbs Bending( +): LC #2 = D +L, M = 16851 lbs -ft Deflection: LC #2 = D +L EI= 1241e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. • 2. SCL -BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. / 9 ---- 111 1 g COMPANY PROJECT R lit o -rks - ^ -- SOFTWARE FO* WOOD DESIGN June 24, 2010 12:41 b20 Design Check Calcula Sizer 7.1 LOADS (Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1_j30 Dead Full UDL 21.7 plf 2 130 Live Full UDL 60.0 plf MAXIMUM RE • r.TlfNS lihal and RF • RING. I FN[;TI4S (inl • � 4 , 1 7- daa 110 R,. ax „',�. ,e y#''�.e s - < . •` lo • - 3' -6 Dead 46 46 Live 105 105 Total 151 151 Bearing: Load Comb #2 #2 Length 0.50* 0.50* *Min. bearing length for beams is 1/2" for exterior supports Lumber -soft, D.Fir -L, No.2, 4x6" Self- weight of 4.57 plf included in loads; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection. (in). NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear fv = 9 Fv' = 18,0 . . 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, = 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. ;44=-- Gr.?" COMPANY PROJECT s.t Wood Wo rks 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 Ift] Units Start End Start End 1_j41 Dead Partial UD 68.0 68.0 2.00 4.00 plf 2_j41 Live Partial UD 100.0 100.0 2.00 4.00 plf 3_j42 Dead Partial UD 72.2 72.2 0.00 2.00 plf 4 j42 Live Partial UD 106.2 106.2 0.00 2.00 plf MAXIMUM REACTIONS /lhsl and BEARING LENGTHS (in1 z' ti ✓ � x� k 114 vw.sei c 0 , .sww k,. 1, ``� w E 0 4 4 Dead 154 150 Live 209 203 Total 364 353 Bearing: Load Comb #2 # . Length 0.50* 0.50* *Min. bearing length for beams is 1/2" for exterior supports Lumber -"soft, D.Fir -L, No.2, 4x8" Self- weight of 6.03 plf included in loads; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear fv = 15 Fv' = 180 fv /Fv' = 0.08 Bending( +) fb = 140 Fb' = 1170 fb /Fb' = 0.12 Live Defl'n 0.00 = <L/999 0.13 = L/360 0.03 Total Defl'n 0.01 = <L/999 0.20 = L/240 0.04 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear : LC #2 = D +L, V = 364, V design = 253 lbs Bending( +): LC #2 = D +L, M = 359 lbs -ft Deflection: LC #2 = D +L EI= 178e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4� 1 :1 19 COMPANY PROJECT 40101(d1Wori6C) . y . SOFTWARE FOR ,WOOD ■ DESIGN ■ Jurie 24, 2010 12:42 b31 Design Check Calculation Sheet • Sizer 7.1 . '- LOADS ( lbs, psf, or plf) : Load Type Distribution Magnitude Location [ft] Units Start End Start End . 1_j65 Dead Partial UD 47.7 47.7 0.00 4.00 plf 2_j65 Live Partial UD 160.0 160.0 0.00 4.00 plf 3_j28 Dead Partial UD 47.7 47.7 4.50• 7.50 plf 4_j28 Live Partial UD 160.0 160.0 4.50 7.50 plf 5_j62 Dead Partial UD 47.7 47.7 7.50 11.00 plf 6_j62 Live Partial UD 160.0 160.0 7.50 11.00 plf 7 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_366 Dead Partial UD 47.7 47.7 4.00 4.50 plf 12 166 Live Partial UD 160.0 160.0 4.00 4.50 plf MAXIMUM REACTIONS (lbs)and BEARING LENGTHS (in) : • , I0 20 Dead 619 619 Live 1600 -- .. 1600 Total 2219 _ 221 -9 Bearing,: . , , , Load Comb #2 . -. ,' #2 ',Length • ..0.67- 4 -. , .. ' 0.67 Glu'larh- Unbai., West- Species, 24F -V4 DF, 5. 1%8x12 Self - weight of 14.16 plf included in loads; . Lateral support: top= full, bottom= at supports; ' - Analysis vs: Allowable Stress. (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design._ Value Analyis /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) - (A11 LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Glulam design values are for materials conforming to AITC 117 -2001 and manufactured in accordance with ANSI /AITC A190.1 -1992 3. 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- ° COMPANY PROJECT . . . , 0 .. .. ... ..., • ' . - '''''. . . orks R WOO W d June 24,2010 13'15 104 . .. ' . .. . . ' . . ' . SOFTWARE FOR WOOD DESIGN • . . . Design Check Calculation Sheet . 5er7.1 LOADS (lbs,psf,Implf) , Load Type Distribution flagniscide LocatIon (ft] Units - . • , • • . Start End Start End . l_w65 Dead Partial UD 612.2 613.2 0.00 2.00 plf • 2 762 Snow Partial UD 795.0 795.0 0.00 0.00 plf 34029 Dead Partlal UD 617.5 617.5 7.50 11.00 plf 4 Snow Partial UD 201.2 901.2 7.50 11.00 p12 Suit Dead Point 1436 11.00 110 . 615 Snow Point 2404 11.00 lbs . 7_c16 . Dead Point 12.09 17.00 lbs - • 8 c16 Snow Pol. 2404 17.00 Its 9w64 Dead Partial . 617.5 617.5 17.00 12.00 plf 1 Snow Partial . 001.2 001.2 17.00 20.00 plf 11 c61 Dead Point 622 • • . 12 Snod Point 1192 7.00 ' Ibi 13 Dead Polnt 622 4.00 lbs . 14 Snow Point 1192 4.00 lbs 15 Dees Partial JD 613.2 617.2 2.00 4.00 plf • 16063 Snow Partial UD 795.0 7 95.0 2.00 4.00 plf . 17765 Dead Partial 00 617.5 627.3 10.00 20.00 plf 18065 Sno, ?atrial UD 601.2 501.2 15.00 20.00 0,15 • 19 w71 Dead 0055542 00 613.2 613.2 7.0 7.50 plf, • 20771 • snow Partial 00 795.0 795.0 7.00 7 .50 P 21764 Dead Partial UD 47.7 47.7 17.00 10.00 pit 22 - 764 Live 0355531 56 160.0 160.0 17.00 16.00 plf . . • . 23120 Dead partial UD 47.7 47.7 4.500 7.50 plf - '24:128 00,5 0725131 UD 160.0 160.0 4.50 7.50 'plf 25 162 Dead Partial UD 47.7 47.7 7.50' 11.00 plf 26 Live Partial . 160_0 160 0 7_50 11.00 elf . ., 27 - Dead Partial UD 120.2 120.2 0.00 2.00 plf 28 Live Partial UD 370.0 370.0 0.00 2.00 plf 29 Dead Partial UD 120.2 120.0 3.50 4.00 plf , 30 Partlal UD 370.0 370.0 2.50 4.00 P 31733 Dead 0455121 50 120.2 120.2 4.50 7.50 plf 22_123 =lye 0355151 00 370.0 370.0 4.50 7.50 plf • 25_724 Dead Partdal . 120.2 120.2 7.50 5.00 p15 . 34j34 Lids Partial 00 370.0 370.0 . 7.50 5.00 plf . . 35 135 Dead 05152a1 US 120.2 110.5 6.00 11 . 00 olf 36:135 La116a55021 UD 370.0 370.0 5.00 11.00 plf 37_747 Dead Partial UD 120,2 120.2 11.00 17,. OD plf 35 747 Pirtial UD 370.0 370.0 11.00 17100 plf 39:7 67 Dead Partial UD 120.2 120.2 2.00 3.50 elf 40_j67 Par,. UD 370.0 270.0 2.00 3.50 plf . ' • -- • 41_149 Dead Partial 20 120.2 120.2 4.00 4.50 plf . . . • C740 Live Par“al . 370.0 370.0 4.00. 4.50 p12 . 23 63 ; 0330' PaFtial up 47.7 .17.7 11.00 17.00 plf ' • . 44:167 Live darLisl U0 160.0 • T60.0 11.0 17.00 plf w • • 45_765 - Dead ' Partial' UD '47.7 ,47•17 - 12.00 20.00 46 505 Partial LID . 160.0 160. 19.00 20.00 elf 47_5,66 - Dead Pa 47.7 4717 4:00 - 4.50 plf -• ' • . 40 766 0151 Partial . 160.0 160.0 4.00 4.50 plf 49 Dead Partial UD 120.2 1..2 17.00 18.0,0 plf 50 Live Partial UD 370.0 270.0 17.00 15.00 plf . 51769' Deac Partial UD 120.2 120.2 16.00 20.00 elf 52769 Live Pa . 370.0 270.0 16.00 20-00 Plf 53 Deed - Partial U0 47f7 47.7 2.00 0.00 plf • . 54 Live Spitlel U0 160.0 160.0 2.00 4.00 plf : psnc Par5cal UD 47.7 47.7 0.00 2.00 plf • ' ' 56 . 2,,us Partial UD 160.0 160.0 0_00 2.00 nif • . . . . MAXIMUKREACTIONS (lbs) and BEARING LENGTHS (in) : . . • ..*1 • . . • .- ., , . , . . Dead /7.4f6 • . , . . • d 1;7 Live 9556 • 0.773 icial 17361 _ . . 1/305 . . . . Eeiriner Lea., Comb 43 i3 , Lena, 5.21 'i # . . ' . 1 , . . . ' . . . • Glu lam-Bal., West Species, 24F-V8'DF 5-118x22-1/2" • .§elbseight of 26 55 jall in bads; . Lateral support. lops full, bottoms at supports; . • . Analysis vs. Allowable Stress (psi) and Deflection (in) using NOS 2005: . • Crlterlon Rnslysis Value Desion Value Analvsis/Deslon Shear fy - 1E2 Pending ( 4 ) _ Dv - 2362 _re. - 2604 fierile = 0.90 . Live Den's 0.40 3.. LS565 0.67 . h... 0.60 Total Defl 0.24 - L/285 1.00 - 1/240 0.84 . . , ADDITIONAL DATA: ) FACTORS) 5/E CD CM Ct CL CV Cfu Cr Cfrt. Notes Cn LCI Fv 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fs, 2400 1.15 1.00 1.00 1.000 0.144 1.00 1.00 1.00 1.00 - 2 Fcp 650 - 1.00 1.00 - Buin 0.25 mIllton 1.00 1.00 - aundiugl.l, LC 7 3 . D-.75(LdS), M = 561=9 ins-fr Defleunton, LC #3 . 70.75(0471 El= 3 lb-in2 Total DeflectIon - 1.60IDead Loa. DeflectIon) t Live Load Deflectvon. I Dedead ifs2 Ice P-sncw i .1-1,act C-,...7,12 tru,-, ion CLd-condentra tad) 0011 LC's afe listed in 505 snalysls output) . Load csmoinations) ICC-IBC DESIGN NOTES: 1. Please verIfy that the default deflection limits are appropriate for your application. 2. Clulem design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSVAITC 0190 1-1992 3 GLULAM. bid = actual breadth x actual depth 4. Glulam learns shall be laterally supported according to the provisions of NDS Clause 333 5. GLULAM: beanng length based on smaller of Fcp(tension), Fcp(cormin)• , • • g COMPANY PROJECT • - A tr: Woodworks® • . . . • : . • ‘,„„,, • SOFTWARE FAR WOOD DESIGN • June 24, 2010 12:49 b35 Design Check Calculation Sheet " Sizer 7.1 '' LOADS ( lbs, psf, or ptf) - Load Type Distribution Magnitude Location (,ft] Units Start End Start . End , 1 j21 Dead Partial 'OD 120.2 120.2 0.50 • 1.50 plf 2 Live Partial UD 370.0 370.0 0.50 1.50 plf . • 3_j59 Dead Partial UD 120.2 120.2 0,.00 0.50 plf 4_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 'REP ,..r-".."' -: ..".� - .. '.. - -- ,' a' y Qr w a + "X : x` a < '' `� - ° l w t - �' . s T Ewa , ms' s - , �, s a J s. ,a . ; *eV 4 .0 ffi 0- f. ' .v If, ma yy^^ � Y Av. .k a .. 6 ? � � `,^,. Vi. a a r 7: -. aY< - 3 'z L" ¢ � n - w -" , �r.�`.+< -,,, $ .a; ^', . € -r ` fi t _ , . _ ' �v._ '.�' A 1 p' ' - 31 Dead 188 - 188 Live 555 555 Total 743 - 743 Bearing: Load Comb #2 #2 Length 0:50* 0.50* `Min. bearing length for beams is 1/2" for exterior supports • Lumber n -ply, D.Fir -L, No.2, 2x8 ", 2 -Plys . Self - weight of 5.17 plf included in loads;. Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection ((n) 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- in2fply Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D-dead L =live S =snow W =wind I= impact C- construction CLd= concentrated) • (All LC's are listed in the Analysis output) Load combinations: ICC -IBC • DESIGN NOTES: • 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 3. BUILT -UP BEAMS: it is assumed that each ply is a single continuous member (that is, no butt joints are present) fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top - loaded. Where beams are side - loaded, special fastening details may be required. • . 4 - 6'D:a , COMPANY PROJECT • � 1A1 WoodWorks® P , SOFTWARE FOR WOOD DESIGN June 24, 2010 12:51 c2 Design Check Calculation Sheet Sizer 7.1 LOADS ( nos, psf, or plf ) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1 bl Dead Axial 1056 (Eccentricity = 0.00 in) 2 bi Rf.Live Axial 2153 (Eccentricity = 0.00 in) MAXIMUM REACTIONS (Ibs): V4 II P � 3 ^-"a - � a „T� � <'� � A 8' Lumbern -ply, Hem -Fir;. No.2, 2x6 ", 2 -PIys Self- weight of 3.41 Of included in loads; Pinned base;. Loadface = depth(d); Built -up fastener: nails; Ke z 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 columnsi shall conform to the provisions of NDS Clause 15.3. GD3 COMPANY PROJECT za l Wood Wo rks® SOF1WARE FOR. WOOD DESIGN June 24, 2010 12:54 c12 Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or pif ) Load Type Distribution Magnitude Location (ftJ Units Start End Start ,End 1_c24 Dead Axial 1478 (Eccentricity = 0.00 in) 2 Live Axial 4320 (Eccentricity = 0.00 in) 3 b10 Dead Axial 4067 (Eccentricity = 0.00 in) 4 bl Live Axial 11291 . (Eccentricity = 0.00 in) MAXIIVI.,UM REACTIONS (Ibs): .. 444, A 8' • Ti mber -soft; D.Fir - L, No.1-, 6x6" Self- weight of 7.1 ' 9 plf in in loads; Pinned base; Loadface = depth(d); Ke x:Lb:,'1.00 x 8.00 ='8.00 [ft]; Ke x Ld 1'.00x 8:00= 8.00 [ft]; Analysis vs. Allowable Stress (psi) and Deflection (in) using 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 ADDITION AL 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. GV-I • • COMPANY PROJECT iM W ood Works SOFTWARE FOR WOOD DESIGN June 24, 2010 12:53 c23 Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or pif ) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1 b9 Dead Axial 1478 (Eccentricity = 0.00 in) 2 b9 Live Axial 4320 (Eccentricity = 0.00 in) MAXIMUM REACTIONS (Ibs): 77 , s-�.r� .z . . Raw g Lumber Post, Hem -Fir, No.2, 4x6" Self- weight of 3.98.plf included in loads; Pinned base; Loadface = depth(d); Ke x Lb: 1.00.x 9.00= 9.00 [ft]; Ke x Ld: 1.00 x 9.00= 9.00 [ft]; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Des'ign Axial fc = 303 Fc' ='• 379 fc /Fc'' °0..80 Axial Bearing fc = 303 Fc* = 1430 fc /Fc* = 0.21• ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL /CP CF Cfu Cr Cfrt Ci LC# Fc' 1300 1.00 1.00 1.00 0.265 1.100 - - 1.00 1.00 2 Fc* 1300 1.00 1.00 1.00 - 1.100 - - 1.00 1.00 2 Axial : LC #2 = D +L, P = 5834 lbs (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. �Y� 9r.... • • COMPANY PROJECT ® 1 Wood Wo rks R SOliWAREFOR WOOD DESIGN June 24, 2010 12:54 c26 . Design" Check' Calculation Sheet Sizer 7.1 LOADS (Ibs, psf, or plf) : Load Type Distribution Magnitude Location [ftj Units Start'. End Start End . 1c23 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 b10 Live' Axial 3436' (Eccentricity - 0.00 in) MAX (Ibs) • 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 NbS'2005.: • Criterion Analysis Value Design Value' 'Analysis/Design Axial fc'= 346 Fc! 492 fc /Fc'y._.' 0 ".70 " . Axial Bearing fc = 346 Fc* = 575 fc /Fc* = 0.60 , ADDITIONAL DATA: . FACTORS: F/E CD CM Ct CL /CP CF Cfu Cr Cfrt Ci LC #• Fc'. 575 1.00 1.00 1.00 0.856 1.000 - - 1.00 1.00 2 Fc* 575 1.00 1.00 1.00 - 1.000 - - 1.00 1.00 2 Axial : LC #2 = D+L, P = 10465 lbs (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC . DESIGN NOTES: „ 1. Please verify that the default deflection limits are appropriate for your application. 4 .6 2L ,„ 0 • COMPANY PROJECT Alt Wood Works SOFTWARE FOR WOOD 0(51GN • June 24, 2010 12:52 c29 Design Check Calculation.Sheet Sizer 7.1 LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Lodation [ft] Units Start End Start End 1 b13 Dead Axial 3033 (Eccentricity = 0.00 in) 2 b13 Rf.Live Axial 5052 - .(Eccentricity = 0.00 in) MAXIMUM REACTIONS (Ibs): s ` i - . * 7V- -40"Wft%r 8' Lumber n -ply, Hem -Fir, No.2, 2x6 ", 3 -Plys Self- weight of 5.11 plf included in loads; • Pinned base; Loadface = depth(d); Built -up fastener"nails;,Ke x Lb: 1.00 x 8.00E 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. • 4 -- 273- COMPANY PROJECT A Wood SOFTWARE FOR WOOD DESIGN June 24, 2010 12:55 c31 Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1 b13 Dead Axial 2561 (Eccentricity = 0.00 in) 2 b13 Rf.Live Axial 3599 (Eccentricity = 0.00 in) MAXIMUM REACTIONS (Ibs): r as - .� x� 'a «, • 0' 8' Lumber n -ply; Hem -Fir, 2x4 ", 3 =Plys Self - weight of 3.25 plf included iri 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 - - r.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. • /42 — Dk& COMPANY PROJECT III'' � Works® F �1t t Wood WorksR SOPIWAREFOR W000 DESIGN June 24, 2010 12:54 c39 Design Check Calculation Sheet Sizer 7.1 LOADS ( Ibs, psf, or plf) : Load Type Distribution Magnitude Location [ft] Units Start End Start End 1 b21 Dead Axial 267 (Eccentricity = '0.00 in) 2 b21 Live Axial 822 (Eccentricity = 0.00 in) • MAXIMUM REACTIONS (Ibs): • rapt . 9' • • Lumber n -ply, Hem -Fir, No.2, 2x4 ", 2 -Plys Self- weight of 2.17 plf`included in 'loads; Pinned base; Loadface = depth(d); Built up fastener: nails; Ke x Lb: 1.00 x 9.00= 9.00 [ft]; Ke x Ld: 1.00 x 9.00= 9.00 [ft]; • Analysis vs. Allowable Stress (psi). and Deflection (in) using NDS 2005 : Criterion Analysis Value Design, Value Analysis•D,eign Axial fc = 106 Fc' = 171 fc /Fc' = 0.62 Axial Bearing fc = 106 Fc* = 1495 fc /Fc *.= 0.07. ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL /CP CF Cfu Cr Cfrt Ci LC# Fc' 1300 1.00 1.00 1.00 0.114 1.150 - - 1.00 1.00 2 Fc* 1300 1.00 1.00 1.00 - 1.150 - - 1.00 1.00 2 Axial : LC #2 = D +L, P = 1108 lbs Kf = 0.60 (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. BUILT -UP COLUMNS: nailed or bolted built -up columns shall conform to the provisions of NDS Clause 15.3. • 4._ 421 yam, COMPANY PROJECT � wit, R # O W orks SOFTWARE FOIE WOOD DESIGN June 24, 2010 12:52 c55 Design Check Calculation Sheet Sizer 7.1 LOADS ( Ibs, psf, or plf ) Load 'Type Distribution Magnitude Location [ft] Units Start End Start End 1 b30 Dead Axial 154 (Eccentricity = 0.00 in) 2 b30 Live Axial 209 (Eccentricity = 0.00 in) MAXIMUM REACTIONS (Ibs): A 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. 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" ;';';"-) COMPANY PROJECT • 1 Wood 1 o G. ?r;.z; tr - SOF7LVARfFOR WOOD DESIGN • June 24, 2010 13:07 b6 LC1 • Design Check Cal Sheet , • • Sizer'7.1 LOADS ( lbs, psf, or pif) : Load Type Distribution Magnitude Ldcation [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 1(5 j25 Live Full UDL 370.0 plf WIND1 Wind Point 800 2.00 lbs WIND2 Wind Point -910 -5.00 lbs MAXIMUM REACTIONS (Ills) and BEARING LENGTHS lin) : - •F • • , - 1 ,i •,.=-.6,,:„..:, v,: , 4 f ... 5 ¢ r f ,,, ` .° a ere", tr *.: ..5 s , ° . - a i` 1 ,� ` * * -, a..r - , 1 1 i .�.. -.,.. _ -e. - -._.. ; ..,71..--- _ rte ' .R. -4w -. s., � .. 4S Ft� ,.a - ? 1 0' __ .. _. 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 : " r 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, nd 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. j.Z) G 3.2_ • COMPANY PROJECT S i tlsj Wood Wo rks - SOFTWARE FOR WOOD DESIGN June 24, 2010 13:07 b6 LC2 Design Check Calculation Sheet Sizer 7.1 • LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location (ft] Units Start End Start End • 1 c44 Dead Point 444 2.00 lbs 2 c44 Snow Point 647 2.00 lbs 3 w44 Dead Partial UD 389.2 389.2 0.00 2.00 plf 4 w44 Snow Partial UD 431.2 431.2 0.00 2.00 plf 5 c45 Dead Point 444 5.00 lbs 6 c45 Snow Point 647 5.00 lbs 7_w45 Dead Partial- UD 389.2 389.2 5.00 6.00 plf 8 w45 Snow Partial UD 431.2 431.2 5.00 6.00 plf 9_j25 Dead Full UDL 120.2 plf 10 j25 Live Full UDL 370.0 plf . WIND1 Wind Point -800 2.00 lbs wIND2 Wind Point 910 5.00 . lbs • MAXIMUM R CTIONS (Ibsl and BEARING LENGTHS (in) : - a z . ` ' 4 r .' it - Y 1 , - � _ y ` Y } * " :„40.4^4;'• 4 -44 • 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 fd /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 Rending( +): 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 tfl? WoodWorks " • somvnxefoawarsuars�cti' June 24, 2010 13:09 b14 LC1 Design Check Calculation Sheet Sizer 7.1 LOADS ( ibs, psf, or pit) Load Type Distribution Magnitude Location tft] Units Start End Start End .- 1,w68 Dead Partial UD 221.7 221.7 9.00 10.50 plf twee Live Partial UD 350.0 350.0 9.00 10.50 pl£ 3c19 Dead Point 357 9.00 lbs 4c19 Live Point 1050 9.00 lbs 5 c20 Dead Point 357 3.00 lbs 6 520 Live Point 1050 3.00 lbs 7w66 Dead Partial UD 317.7 317.7 0.00 1.50 plf 8_w66 Live Partial UD 350.0 350.0, 0.00 1.50 plf 9c64 Dead Point 165 10.50 lbs 10 c64 Snow Point 225 10.50 lbs 11 c65 Dead Point 165 1.50 lbs 12 c65 Snow Point 225 1.50 lbs _ 13 w67 Dead Partial UD 221.7 221.7 1.50 3.00 plf 14w67 Live Partial UD 350.0 350.0 1.50 3.00 plf 15w69 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 pl£ ' 17 j36 Dead Full UDL 113.7 plc 18j36 Live Full UDL 350.0 plf 19j43 Dead Partial UD 17.0 17.0 0.00 0.50 plf 20j43 Live Partial UD 25.0 25.0 0.00 0.50 plf • 21 j44 - Dead Partial UD 17.0 17.0 0.50 1.50 plf 22j44 Live Partial UD 25.0 25.0 0.50 1.50 plf 23j45 Dead Partial UD 17.0 17.0 1.50 3.00 p1E 24j45 Live Partial UD 25.0 25.0 1.50 3.00 plf 25j46 Dead Partial UD 17.0 17.0 10.50 12.00 plf , 26j46 Live Partial UD 25.0 25.0 10.50 12.00 plf • 27j70 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 .pl£ 29 j71 Dead Partial UD 17.0 17.0 9.00 10.50 plf , 30j71 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) _ _ -.• , .1 _. ; _ -. - �_... -�- " »� �' _ � Win... F •,;��'.'. ,.,� _ `` .�< � ..�-< <u. � �'• ,, a ew . � .�''� '� �fi�'�� a �....iate- � ."'" = �t^' � �_z3, w ^ , n d.. _..+ -,c s * �'_"°-"' . _ .ae ' c 'k; '� � 1 0 - 12 Dead 2207 2207 Live 4350 4350 Uplift 499 479 Total 6557 6557 Bearing: Load Comb ' #2 - - #2 Length 2.34 2.34 LSL, t55E,.2325Fb; 3- 112x14' Self- weight of 15.31 plf included inroads; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005: Criterion Analysis _Value benign 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 = L1240 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 92 = D +L, M = 16527 lbs -ft Deflection: LC #2 = D +L 00= 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 IC'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 total SCL manufacturer. 3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor'. COMPANY PROJECT ,. •, , - , o' W '''.,11( - od orks ;� Y SOFIWAREPOR WUOO UPS1CN June 24, 2010 13 :09 b14 LC2 • Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or plf) : . Load Type Distribution Magnitude Location (ft] Units Start End Start End 1 w68 Dead Partial UD 221.7 221.7 9.00 10,50 plf 2_w68 Live Partial UD 350.0 350.0 9.00 10.50 plf 3 c19 Dead Point 357 9.00 lbs 4 c19 Live Point 1050 9.00 lbs 5 c20 Dead Point 357 3.00 lbs - • 6 c20 Live Point 1050 3.00 lbs 7 w66 Dead Partial UD 317.7 317.• 0.00 1.50 plf 8 w66 Live Partial UD 350.0 350,0 0.00 1.50 plf 9 Dead Point 165 10.50 lbs 10 c64 Snow Point 225 10.50 lbs 11 c65 Dead Point 165 1.50 lbs 12_c65 Snow Point 225 1.50 lbs 13 w67 Dead Partial UD 221.7 221,7 1.50 3.00 .plf 14 w67 Live Partial UD 350.0 350.0 1.50 3.'00 plf 15 w69 Dead Partial UD 317.7 317.7 10.50 12.00 plf 16 w69 Live Partial UD 350.0 350.0 10.50 12.00 plf • 17 336 Dead Full UDL 113.7 plf 18 j36 Live Full UDL 350.0 plf 19 Dead Partial UD 17.0 17.0 0.00 0.50 plf 20 j43 Live Partial UD 25.0 25.0 0.00 0.50 plf 21_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_ 345 Dead Partial UD 17.0 17.0 1.50 3.00 plf ' 24_345 Live Partial UD 25.0 25.0 1.50 3.00 plf 25 j46 Dead Partial UD 17.0 17.0 10.50 12.00 plf 26 Live Partial UD 25.0 25.0 10.50 12.00 plf 27 Dead Partial UD 17.0 17.0 3.00 9.00 plf 28_ 370 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 30 371 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 LENG (in) : `° . r w . r L = a i" .-.. ,N6,R- - ^'. - - y am • So- S --_, , ,rr --- ' m.}± S` "+„ t „e u * p ^. �' ., ,.,....-e--- , .�.ra.aet - � '"".f c... E.- r • - 1 0' • 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 0115.31 Of 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 1 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 Sending( +): 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) (A11 LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. 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-G3C- COMPANY PROJECT • 1 t Woo dWorks ® I .86F.WARE FOE WOOL DEB7cN June 24, 2010 13:11 b13 LC1 • . Design C heck Calculation Sh Sizer 7.1 LOADS (Ibs, psf, or plf) : Load Type Distribution Magnitude Location (ft) Units Start . End Start End 1 w58 • Dead Partial UD 519.0 519.0 0.00 3.00 plf 2 w58 Snow /Partial UD 505.0 505.0 0.00 3.00 plf 3 c40 Dead IPoint 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 ' 7c68 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 1B b15 Live Point 389 3.50 lbs 15 b32 Dead Point 225 6.50 lbs 20 b32 Live Point 693 6.50 lbs W1 Wind Point 6590 0.00 lbs. W2 Wind Point -6590 3.00 lbs W3 Wind Point 6590 5.00 lbs W4 . Wind Point -6590 8.00 lbs MAXIMUM - ACTIONS /lhsl'and BEARINGI FNGTHS'lin) € �w� a r ice s�" nom "' F -. - m � ., N: . „„3 d • . 1 0' - . . . . . , .81 , Dead 2561 3033 Live 6406 3789 Uplift 3098 Total 8968 - 6822 Bearing: Load Comb #4 #3 Length 3.20 - . - • . , _ _ . • .2.44 LS,L, 1..55E, 2325Fb, 3- 1/2x14" Self- w e i ght of 15 : 31'plf included in l Lateral support: told= 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 Pb' = 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# Fr' 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 Fop' 800 - - 1.00 - - - - 1.00 - - - E' 1.5 million- - 1.00 - - - - 1.00 - - 3 Emin' 0.80 million - 1.00 - - - - 1.00 - 3 • Shear : LC #3 = D +.75(L +S), V = 6822, V design = 5122 lbs Bending( +): LC #3 = D +.75(L +S), M = 12340 lbs -ft Deflection: LC #3 = D +.75(L{-S) EI= 1241e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind 'I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL -BEAMS (Structural 'Composite Lumber): the attached SCL selection is for preliminary design'only. For final member design contact your local SCL manufacturer. 3. Size factors, vary from one manufacturer to another for SCL materials. They can be changed in the database editor. ' • • COMPANY PROJECT di � a Wood Works . ,. " #' "' SOFTWAR£FO9 WOOD DESIGN June 24, 2010 13:11 b13 LC2 Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or pif) : Load Type Distribution Magnitude Location [ft] Units Start End Start End l w58 Dead Partial UD 519.0 519.0 0.00 3.00 plf 2 w58 Snow Partial UD '505.0 505.0 0.00 3.00 plf 3 c40 Dead Point 217 5.50 lbs 4 c40 Live Point 668 5.50 lbs 5'c67 Dead Point 518 5.00 lbs 6 c67 Snow Point 778 5.00 lbs 7 c68 Dead Point 573 3.00 lbs 6 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 ll_j37 Dead Partial UD 100.7 100.7 6.50 8.00 plf 12 j37 Live Partial UD 310.0 310.0 6.50 ' 8.00 plf 13 j38 Dead Partial UD 81.2 81.2, 3.50 6.50' plf 14 j38 Live Partial UD 250.0 250.0 3.50 6.50, plf 15 j39 Dead Partial UD 22.7 22.7 0.00 3.50 plf , ' 16 j39 Live Partial UD 70.0 .70.0 0.00 ' 3.50 plf • 17 b15 Dead Point 126 3.50 lbs - - 18 b15 Live Point ' 389 3.50 lbs - . 19 b32 Dead Point 225 6.50 lbs 20 b32 Live Point 693 6.50 , lbs . 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 . MAXI R • GTIONS fibs) and BEARING I FNATHS finl : . ,,- x m a r �� ��, � „z - � :=. �r n -- •-''''' -w --= , �.' °�"`•�����` " �m..�" -6 ` .x+' �, � ' • "la Ilta•111 A �•�u�...,;- „s � ';�.. ....a,- '�.^«ww`'°'.. ... .ham" _ � ,.. - e .-� -� z _ ,x -.��x � °` #.�t • I o' 81 Dead 2561 - . 3033 Live 2699 _ 7496 Uplift 3381 Total 5261 10529 Bearing: Load Comb #3 #4 Length 1.88 . 3.76 LSL, 1.55E, 2325Fb, 3- 1/2x14" Self- weight of 15.31. plf included in l Lateral su'Port - ,top 1 full „bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS2005: • Criterion Analysis Value Design Value Analysis /Design Shear fv = 157 Fv' = 356 •fv /Fv' = 0.44 Bending (+1 fb = 1295 Fb' = 2674 fb /Fb' = 0.48 Live Defl'n 0.06 = <L/999 0.27 = L/360 0.24 Total Defl'n 0.14 = L /680 0.40 = L/240 0.35 • ' ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr • Cfrt Ci Cn LC# Fv' 310 1.15 - 1.00 - - - - 1.00 - 1.00 3 Fb'+ 2325 1.15 - 1.00 1.000 1.00 - 1.00 1.00 - - 3 Fcp' 800 - - 1.00 - - - - 1.00 - - - E' 1.5 million - 1.00 - - - - 1.00 - - 3 . Emin' 0.80 million - 1.00 - - - - 1.00 - - 3 Shear : LC #3 = D +.75(L +S), V = 6822, V. design = 5122 lbs Bending( +): LC #3 = D +.75(L +S), M = 12340 lbs -ft Deflection: LC #3 = D +.75(L +S) EI- 1241e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL -BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. f . 1 . . . COMPANY PROJECT •..... . • . . . #°' irk • 0 . . ...'. . . . , O • W • s June 2g 2010 1319 b34 LC1 • . 1111F19 W od , .. ork . , ,, . SOFTWARE FOR WOOD ['MCA . , . • . , ,- ..- • Design Check Calculation Sheet Sder7J LOADS (lbs,pstorpff) Load Type Distribution Magnitude Location MI Units . • Start End Start End 1 162 Dead Partial UP 613.2 613.2 0.00 2.00 plf Snow Partial 0D 795.0 /95.0 0.00 2.00 plf 3w29 Dead Partial UD 617.5 617.5 7.50 11.00 plf . 4029 Snow Partial UP 201.2 501.2 7.50 11.00 plf 5ol5 Dead Point 1436 11.00 lbs 6 c15 SnO Point 2404 11.00 Its 7 Dead Point 1359 17.00 lbs 8 SnoU Point 2404 17.00 lbs • . 1 Deed Partial 00 617.5 617.5 17.00 15.00 Plf 15004 Snow Partial UP 101.2 801.2 17.00 18.00 plf . • 40461 Dead Point 622 7.00 lbs 12061 Snow Point 1192 7.00 lbs 13162 0240 0.4400 622 4.00 lts 19 c62 Snow Point 1192 4.00 lbs 15w63 Dead Partial UP 613.2 613.2 2.00 4.00 plf 16:U63 Snow Partial UP 795.0 795.0 2.00 4.00 plf 17o65 Dead Partial UP 617.5 617.5 15.00 20.00 pl. 11 scow Partial UD 501.2 601.2 11.00 20.00 plf 19 Dead Partial VD 613.2 613.2 7.00 7.50 pif 20:w/1 Snow Parttal 115. 7E5.0 795.0 7.00 7.50 Plf 21 ,64 Dead Partial U0 97.7 97.7 17.00 12.00 Pr. 22 364 Live Partial liD 160.0 160.0 17.00 16.00 Plt 23322 Dead Partial 4:3 47.7 47.7 4.50 7.50 PI 24 301 Live Partial VD 160.0 160.0 4.50 7.50 0 25362 Dead Partial VD 47.7 47.7 7.50 11.00 P 26962 t.100 250101 VD 160.0 .160.0 7 .50 11.00 plf 23j41 0041 2211124 00 120.2 120.2 0.00 2.00 plf 28349 Live Partial 11D 370.0 370.0 0.00 2.00 olf 29 Dead Partial VD 120-2 120., 3.50 4.00 plf 30:132 Live Partial UP 370.0 270.0 3.50 1,00 Of 21_932 Dead Partial VD 120.2 120.2 4.50 7.50 plf 22_333 Live Pattial 00 770.0 370.0 4.50 7.50 plf 33_134 Dead Partial UP 120.2 120,0 7.50 5.00 P 34_134 Live Partial UP 540.0 370.0 7.50 6.00 Plf . 5_135 0150 0811045 UP 120.2 120.2 5.00 11.00 plf 26_135 Live Partial UP 370.0 370.0 5.00 11.00 plf 3.7_1p Dead Partial UP 120.2 120.2 11.00 17.00 plf 36_347 Live Partial UP 370.0 370.0 11.00 17.00 plf 39_167 0440 0210141 VD 120.2 120.2 2.00 3.50 plf 40_367 lave Partial 010 370.0 370.0 2.00 2.50 plf 1 41_149 Dead Partial 00 120.2 120.2 4.00 4.50 plf • '42_949 Live Partial U0 370.0 370.0 4.00 4.50 plf • 43_463 Dead Partial VD 47.7 47.7 11.00 17.00 Plf 94_162 Lice Partial VP 150.0 160.0 11.00 17.00 plf 45 165 Dead Partial 00 47.7 47.7 15.00 20.00 pif 46165 Live Partial 40 160.0 160.0 16.00 20.00 pif • 47_166 Peat: 2115451 10 47.7 47.7 4.00 4.50 Of 46 166 Live p500121 00 160.0 160.0 4.00 4.50 plf • 49=150 Dead Partial VD 120.2 120.2 17.00 18.00 plf 50_362 =401 9241441 UP 370.0 370.0 17.00 16.00 plf • 51 169 Dead Partial 00 120.2 120.2 15.00 20.00 p10 52:169 Live Partial U0 370.0 370.0 12.00 20.00 plf 53_312 0122 0240124 UP 47.7 47.7 2.00 4.00 plf 54_172 Live Partial UP 160.0 160.0 2.00 4.00 plf 55_173 Dead Partial VD 47.7 47.7 0.00 2.00 Plf • 56_373 =4 Partial UP 160.0 160.0 0.00 2.00 21f . W1 Wind Point 5550 0.00 lbs I 412 Wind Point -5550 4.00 lts W2 Wind Point 5550 11.00 Its • W4 Wind Point -5550 17.00 Its . W5 _ Wind Point 5250 20.00 , los „ . _ .... . . . • - L ' MAXIMUM REACTIONS (lbs) and BEARING LENGTHS ;(in):: • . .7041700° :47024041 022221 0247000702401 2470_:l02S4100105o4 7700 • 2 i 3 . • . . _ . Dead 7409.5 2AL' Live 12150 . . 12172 Tdtal 15555 • . 194E9 Hearing: Load Coo, , 64 44 Lenuth g.57 - . .. . - 1 •• ' ' . .. . • . . • , . • .. • • Glulam-Bal., litleSt Species, 24FA/8 DF, 5-1/8x22-1/2" - Sethweight of 26 55 p0 included in bads, . . Later supped: top= hill: bottom= at supports, Analysis vs. Allowable Stress (psi) and Deflectiort(M) using NDS 2005 : Criterion Analysis Value Desion Aalue Ahalvsis/Desion ' • . Shear iv' c 205 fv/Fv - 0.60 0endin9171 Op . 2392 Fb' = 2604 frtElo. 0.92 Live Defl'n 0.40 - 7/555 0.67 = L2360 0.60 Total Den', 0.34 =' L/295 1.00 - , L/240 0.11 • ADDITIONAL DATA; FACTORS: F/E CD CM Ct CL CI Cfu Cr Cfst Votes Cn IC. FY' 265 1.15 1.00 1.00 - - - - 1.00 4.00 1.00 3 Fo'a 2400 1.15 1.00 1.00 1.000 0.044 1.00 1.00 1.00 1.00 - 2 1.5 million 1.90 1.00 - - - - 1.00 - - 3 • =nun' 0.65 million 1.00 1.05 - Shear : LC ES . D=. V = 1 V design = 12912 lbs 5 and 1 nPIE:: LC 4= - Om.75(2+5). M - 261E9 Its-ft Deflection: LC 43 - .10.7511/..51 DI= 705630610-441 Total Deflection = 1.50(Dead Load Deflection) ■ Live Load Deflection. (dead 7=14 4=0040 W-wind I-impact P-construction CId-ooncentrateo/ IA11 LC's are listed in the Analysis outputl Load combinations: ICC-IEC . . DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application 2. Glulam desgn valueiare for materials conforming to AITC 117-2001 and manufactured in accordance with ANSVAITC A190.1-1992 3. GLULAM. Mal = actual breadth a actual depth 4. Glulam Seams shall be Iterally supported according to the provisions of NOS Clause 3 3 3. • 5. GLULAM • Waring length based on smaller of Fop(tenMon), Fcp(comph) • • COMPANY PROJECT `I %Voo d\jVo.rk s® Jn 24, 201013:19 034LC2 • 22 €I33 SOFTWARE FOR WOOD DESIGN • Design Check Calculation Sheet Baer 7.1 LOADS (113:,p24erp0) : Load Type Distribution magnitude [(LI Units Start End 1,662 Dead Partial UD 613.2 613.2 Start 000 2 pit 2 Snow Partial UD 795.0 795.0 0.00 2.00 p1f 3 w29 Dead Partial 07 617.5 617.5 7.50 11.00 plf 929 Snow Partial UD 101.2 801.2 7.50 11.00 plf 6'015 Dead Point 1436 11.00 15 • 6_015 9now Point 2404 11.00 106 7 616 Dead Point 1359 17.00 ibs 6 016 Snow v 2404 17.00 lbs 9 Deaf Partial UD 517.5 617.5 17.00 15.00 pt - 1'5_964 Partial UD 501.2 501.2 17.00 19.00 plf 11_661 Dead Point 622 7.00 ibs 12 661 Snow Point 1192 7.00 ibs 062 Dead Point. 622 1.00 Ibs 14_062 1192 4.00 ibs 963 Dead Partial UD 613.2 613.2 2 .00 4.00 0l£ 16063 Snow Partial UD 795.0 795.0 2.00 4.00 plf ' 17 Dead Partial UD 617.5 617.5 19.00 20.00 plf 15 v65 Snow Partial UD 601.2 601.2 10.00 20.00 plf 19 w71 Dead Partial UD 613.2 613.2 7.00 7.50 plf • 20 971 Snow Partial U0 795.0 795.0 7.00 - - 21_164 Dead Partial UD 47.7 47.7 17.00 16.00 plf 22'164 Live_ Partial UD 160.0 160.0 17.00 10.00 01_ 23_125 Dead Partial 00 47.7 47.7 4.50 7.50 plf 24_123 lave Paitial 00 160.0 160.0 9.50 7.50 712 25_162 D== -ad Partial UD 47.7 47.7 7.50 11.00 010 - 6_162 Pa 1.40 160.0 7.50 11.00 010 7_ Partial UD 120.2 120.2 0.00 2.00 p1f ' 25 3 43 Live Partial UD 370.0 370.0 0.00 2.00 plf 27_132 Dead Partial U0 120.2 120.2 3.50 4.00 plf 0 132 Live UD 370.0 370.0 3.50 4.00 plf 31 :022 733 Dead 1 2 UD 120.2 120.2 4.50 7.50 plf ' 32 133 Live Partial UD 370.0 370.0 4.50 7.50 p15 I 5 3_134 Dead Partial 00 120.2 120.2 7.50 5.00 plf 34_134 Live Partial UD 310.0 370.0 7.50 5.00 35 335 Dead Partxal UD 120.2 120.2 6.00 11.00 plf • 36:135 Li'✓e Partial U0 370.0 370.0 0.00 11.00 plf 37 ]47 Partial U 120.2 120.2 11.00 17.00 plf 3147 Live Pactlal UD 370.0 270.0 11.00 17.00 plf 36167 Dead Partxal UD 120.2 120.2 2.00 3.50 cif 40 ]07 ial UD 270.0 370.0 2.00 01f 41 Dean. Partial UD 120.2 120.2 4.00 4.50 plf 42 Live Partial UD 370.0 370.0 4.00 4.50 plf 3_163 Dead Partial UD 47.7 47.7 11.00 17.00 plf 94_163 Live Partial UD 160.0 160.0 11.00 17.00 plf 45_165 Dead Partial UD 47.7 47.7 13.00 2 0.00 00 6 265 Live Partial UD 160.0 160.0 13.00 20.00 01`- 47 146 'Dead Partial 0D 47.7 47.7 4.00 4.50 pit' 6 Lxve Partial UD 160.0 160.0 4.00 4.50 plf . Dead Partial UD 120.2 120.2 17.00 15.00 plf 50763 Lave Partial U0 370.0 370.0 17.00 15.00 cif 51_269 Deac Partial UD 120.2 120.2 0.00 20.00 61= 169 Live Partial UD 370.0 370.0 15.00 20.00 elf , 52_172 Dead Partial UD 47.7 2.00 4.00 p12 4 ) 72 Partial U 00 4.00 plf 55] Dead Partial UD 47.7 47.7 0.00 2.00 01_ , 56_273 Live Partial UD 260.0 160.0 0.00 2.00 plf wl Wind Point -5350 0.00 '-bs .02 Wind Point 5350 4.00 ibs Wind Point -5650 11.00 ibs . . Vino 550 17.00 lcs . r 1i6 wind Paint -5550 • 20.00 ibs MAXIMUM REACTIONS (Ibs and BEARING : Dead , .,> .. __ mzawr a. _ ' ' - • . - -.> - - - -. - 7 • • L 5975 Total 17361 17305 5 L oad Comb 33 5.19 Lenoth 5.21 Glulam -Bal., We Species, 24F- V8.DF, 5- 118x22.1/2" • Setf-weight of 26 55 Of included 4r bads, Lateral support lo• = lull,; bottom= at supports, • A vs. A llo w able Stress (psi and D (i using sips 2005: _ Criterion Analvsls Value ,n Value vets /Des Shear 162 - 305 fv /EV' 0.60 0,141ng1 ib = 2 3 ED' = 2604 .0 /Fp' - Lave Detl'n 0.41 = L/591 0.67 a L/360 0.61 Total De£1'0 0.54 = L0254 1.00 = L/240 0.54 , ADDITIONAL DATA: FdCTORS: E/E C{ Ct _L Ca _ Cr Cfrt 265 1.15 .00 1.00 - 1.005 _ 1.00 2400 1.15 1.00 1.00 1.000 1.00 1.00 - 1.00 - 3 PO,- p' 650 1.00 1.00 - 1.5 million 1.00 1 1.00 - Emin 0.e5 million 1.00 1.00 - - - - 1.00 - - 4 . Shear - 0..75IL'S1. V 7251, 'J cea190 - 139:2 , Ds 'endinol +l: L .75IL =91. PI 56159 ibs -ft Deflection: LC 04 = 0+.75(L'9 +41 El= 5756e06 lb-xn2 Total Deflection = 1.501Dead Load Deriectioni a Load Deflection. 10..dead Lelive ,snow - C- construction I-impact cons- ruction CLu =c.ncentratell C=- I:11 L a� in the�anal'isas o_ purl =,a_ comovnati ns 1 -c DESIGN NOTES: ' 1 Please verify that the default deflection Emits are appropriate for your appocatwn 2 Glulam desrgn values are for materials conforming to AITC 117 -2001 and manufactured in accordance wM 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 NOS Clause 3.3 3. 5 GLULAM' beanng length based on smaller of Fcp(tenswn). Fcp(c0mp n) • • 4_ (2)..,,ci . . ._ . i7P'l I ,,? •%-• A / . ., COMPANY PROJECT • . • ' • . • Ill Iflif - : '. .: 0 June 24. 2010 1320 .034 LC2 . • AiiiioR'svoori outcry " • • • , . Design check.Calculation Sheet Sam 7.1 , LOADS ( IbS. PA or Pin ' Load Type Distribution Magnitude Location fft] Units Start End Start End 1 162 Dead Partial UD 613.2 613.2 0.00 2.00 plf . • 2w62 Snow Partial VD 795.0 755.0 0.00 2.00 plf 3 Dead Partal VD 617.5 617.5 7.50 11.00 plf • 41,25 Snow Partial 20 901.2 801.2 7.50 11.00 plf S_/IS Dead Point 1436 11.00 112 6 c15 Snow Pol. 2404 11.00 lbs . 7 Dead Point 1109 17.00 lbs 9716 Snow Point 2404 17.00 los 91064 Dead Partial 00 617.5 611.5 17.00 16.90 plf . 10 Snow Partial UD 901.2 401.2 11.00 19.00 plf Il_c61 Dead Point 622 7.00 los • 12,451 Snow Point 1192 7.00 lbs 13_062 Dead Point 621 5.00 lbs 14 c62 SnoW Point 1192 4.00 lbs 15 Dead Partial UD 612.2 613.2 2.00 4.00 plf 16 Snow Partial UD 795.0 795.0 2.00 4.00 elf . 17 Dead Partlal 110 617.5 617.5 18.00 20_00 p1f 18865 Snow Partial UD 901.2901._n 13.00 20.00 pif ' 19411 Dead 1001161 00 613.2 613.2 7.00 7.50 plf 20 Snow Partial U0 195.0 795.0 7.00 1.50 plf 21564 Dead Partial DD 47.7 47.1 17.00 19.00 plt 22264 Live Partial UD 160.0 160.0 17.00 19.00 plf 23_129 Dead Partial UD 47.7 47,7 4.50 7.50 plf • 24_229 Live 04/0041 02 160.0 160,0 4.50 7.50 plf 25 262 Dead Partial UD 47.7 47.1 7.50 11.00 plf 26:912 Live Partial UD 160.0 160.0 7.50 11.00 plf ,. 27_245 Dead Partial 110 120.2 120.2 0.00 2.00 plf 25 749 Live Partial UD 370.0 370.0 0.00 2.00 plf r 25351, Dead Partiil UD 120.2 120.2 3.50 4.00 elf Live Partial UD 370.0 370.0 3.50 4.00 plf 31333 Dead Partial 110 120.2 120.2 4.50 7.50 plf • ' 22_533 Live Partial UD 370.0 370.0 4.50 7.50 plf 33_134 8663 Partial UD 120.2 120.2 7.50 5.00 plf • . 34_134 =eve 9380861 00 910.0 210.0 7.50 5.00 plf 35_135 Dead Partial Up 120.2 120.2 9.00 11.00 plf 36_335 Live Partial UP 370.0 370.0 3.00 11.00 plf 37_147 Dead Partial UD 120.2 120.2 11.00 17.00 plf 35347 Partial UP 370.0 370.0 11.00 17.00 plf , 39_567 Dead Partial U0 120.2 120.2 2.00 3.50 plf . 40 j 67 Li•Ve Partial U0 370.0 370.0 2.00 3.50 plf 41215 Dead Partial U0 120.2 120.2 4.00 4.50 plf 42_149 „v. Partial 00 270.9 170.0 4.00 4.50 plf 43_563 Dead Partial U0 47.7 47.7 11.00 17.00 elf t . , 44_163 Live Partial U0 160.0 160.0 11.00 17.00 plf 45_265 Dead Partial UD 47.7 47.7 19.00 20.00 plf . 46_165 Live Partial U0 160.0 160.0 19.00 20.00 pif 47_266 Dead Partial 00 47.7 41.7 4.00 4.50 pif . • . 4E 266 Live Partial 00 160.0 160.0 4.00 4.50 elf 15219 Dead Partial U0 120.2 120.2 17.00 10.00 plf • 50:768 1.1,4 9400151 10 370.0 370.0 17.00 15.00 plf ' 51 569 Dead Partial 017 120.2 120.2 19.00 20.00 plf 52:569 „„ Partial UD 370.0 370.0 15.00 20.00. plf 53.272 Dead Partial.UD 47.7 47.7. 2.00 4.00 . plf . . 54:512 Live Partial UD 160.0 160.0 2.00 4.00 elf . 55_273 Dead Partial U0 47.1 47.7 0.00 2.00 plf 5 . , . . 7 56_573 Live Partial UD 160.0 160.0 , 0.00 2.00 plf gind Poin -5850 0:00 '- lbs0 . . . 02 , Wind: Poiret ' 5850 , . 4.00. 'les . • . . 53 Wind Point - 691,0 . 11.00 . 04 lbs _ . . . • • . • r • . . 6 , ' • . 163 '..; , , • , • . ... ;. . - +2 . . . . • MAXIMUM REACTION'S (115S) and_BEARING.LENGTH0 S.0: 0 , , • , . ... • r •Z-:.-- - -":.::_•..------ , -:---- , -. ,,,, ---_-- , . , . ,„ •: ,, - , - „- ' ,° : , =: , .. , ..,.,--------„.„,. ,,, , ,, -------.--------- , ---,.------,-,----,---,,---,--,.-_,.----..m.---.--,..,----• ----,,___,----_,----,--,---,----,---------------,-,--,----------- -._*--•-•,„-----------------------------------,,--------„--- --"---"-----------------------,-,- ----- • •„- • ---...---........----------„...-..--,..,--.,--_,,-*_„--,..-....----.--.,--.,,,.=:„--........------------„,:-..-----.„..........------ . --- ..,...-..,.....,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,t-.6.,,,....2,2e,....4,2•**-.92nan,,,,,,,,,,2•42,22-2•.•2,,m,•,,,,,* -,42,-.....27,22-`2...,...........s,"2--.2,-.-2,.,,,-..e•-,-2,22*,,..•-•,.mr.m..-4,2,2*,...,•.`,,,,,,,,,I.."2•...,-,2---,•- • • - '• • - - ' • • • ' ' - • • 1 2 , • .- . . • . • . . Live 9556 5975 Total 17361 . 17305 .. . - . . . ., _ . ., . . . . • . - mearipa, , . Load Lmb . .3 .. 0 . • .4' ., ' - . ,.. 6, • ..., - • • . • • • ., ._ • -- . Glulam-Bal., West Spec ,.24F-V8 DF,'54 Self-weight 00 26.50 plf Included in loads ' Lateral support: tops full, bottom= at supports, .' .., • . . . • Analysis vs. Allowable Stress (psi) and Deflection (in) using . NDS 2001 : , Criterion Analysis Value Desidn Value Analysis/Desien Snear fv = 162 1:WS, = 0.60 0510103(81 fb = 2392 .ro• = 2504 46/91, = 0.52 • Live Defl'n 0.41 .. L/591 0.67 = L/360 0.61 Total Defl'n , 0.94 . L/209 1.00 = 1/210 r • ADDITIONAL DATA: FACTORS: EVE CD CM Ct CL CV Cfu Cr Cfrt (Pates Cn LC. • ',- '400 1.15 1.00 1.00 1.000 0.944 1.00 1.00 1.00 1.00 - I Fcp' E50 - 1.00 1.00 - EV 1.8 millien 1.00 1.00 - Emin• 0.95 million 1.00 1.00 - Shear : LC 43 = 0.. V = 1736I, V design - 13952 lbs . 55001 e9(trr LC 41 . 01-.701L+61, M = 56185 100-f0 Deflection. LC 44 - Da.751L Si- 5756006 11-002 Total Deflection - 1.5010e27 Load Deflectiorl -. Live Lose Deflection r0=4ead 1,11e S=snow M=wind I=isPact C=che_ 1., ) 1011 LC's are listed in Ins Analysis cutpurl Load combinations, rcc . DESIGN NOTES: 1. Please venfy 0040 65 defautt deflection limits are appropnate for your application 2. Glularn design values are for materiels conforming to AIM 117-2001 and manufactured in accordance mth ANSWAITC A190 1-1992 3. GLULAM: hod = actual breadth 9 actual depth. 4. Glulam Beams shall be laterally supported 4000141119 to the proMmons of NOS Clause 3 33 . 5. GLULAM: beenng length based on smaller of Fcp(tenslon), Fcp(comph) . , . ' . • .... • COMPANY PROJECT r s # t Woo dW ork s® ., .. SOF!WAR£FOR WOOD DESIGN June 24, 2010 13:23 b34 LC1 NO LL Design Check Calculation Sheet • Sizer 7.1 LOADS (Ibs, psf, or plf) : . • • Load Type Distribution Magnitude Location (ft] Units Start End Start End 1 w62 Dead - Partial UD 613.2 613.2 0.00 2.00 plf 3 w29 Dead Partial UD 617.5 617.5 7.50 11.00 plf 5 c15 Dead Point 1436 11.00 lbs 7 c16 Dead Point 1389 17.00 lbs 9 w64 Dead Partial UD 617.5 617.5 17.00 18.00 plf 11 c61 Dead Point 622 7.00 lbs 13 c62 Dead Point 622 4.00 lbs 15 w63 Dead Partial UD 613.2 613.2 2.00 4.00 plf 17 'w65 Dead Partial UD 617.5 617.5 18.00 20.00 plf 19 w71 Dead Partial UD 613.2 613.2 7.00 7.50 plf 21_j64 Dead Partial UD 47.7 47.7 17.00 18.00 plf 23 j28 Dead Partial UD 47.7 47.7 4.50 7.50 plf . 25_j62 Dead Partial UD 47.7 47.7 7.50 11.00 plf ' 27_j48 Dead Partial UD 120.2 120.2 0.00 2.00 plf 29_j32 Dead Partial UD 120.2 120.2 3.50 4.00 plf 31 j33 Dead Partial UD 120.2 120.2 4.50 7.50 plf 33_j34 Dead Partial UD 120.2 120.2 7.50 8.00 plf 35 j35 Dead Partial UD 120.2 120.2 8.00 11.00 plf 39 j67 Dead Partial UD 120.2 120.2 2.00 3.50 plf 41 j49 Dead Partial UD 120.2 120.2 4.00 4.50 plf 43 j63 Dead Partial UD 47.7 47.7 11.00 17.00 plf 45_j65 Dead Partial UD 47.7 47.7 18.00 20.00 plf 47 766 Dead Partial UD 47.7 47.7 4.00 4.50 plf 49 j68 Dead Partial UD 120.2 120.2 17.00 18.00 plf 517j69 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 Wl 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) : . • Dead 7 189 - - '" - - 6822 Live 156 _ - 302 • Total 7238 '- . ^ • 7018 Bearing: Load Comb #2 #2 .Length 2.17 - 2.11 Glulam -Bal., West Species, 24F -V8 DF, 5- 1/8x22 -1/2" Self- weight of 26.55 plf included in loads; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using N 2005 : Criterion Analysis Value Design Value Analysis /Design Shear fv = 74 Fv' = 238 fv /Fv' = 0.31 Bending( +) fb = 950 Fb' = 2038 fb /Fb' = 0.47 Live Defl'n negligible Total Defl'n 0.41 = L /585 1.00 = L/240 0.41 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fe' 265 0.90 1.00 1.00 - - - - 1.00 1.00 1.00 1 Fb'+ 2400 0.90 1.00 1.00 1.000 0.944 1.00 1.00 1.00 1.00 - 1 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 1 Emin' 0.85 million 1.00 1.00 - - -. - 1.00 - - 1 Shear : LC #1 = D only, V = 7189, V design = 5674 lbs Bending( +): LC #1 = D only, M = 34217 lbs -ft Deflection: LC #1 = D only EI= 6756e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Glulam design values are for materials conforming to AITC 117 -2001 and manufactured in accordance with ANSI /AITC A190.1 -1992 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). . 4 - "CI L i 1 COMPANY PROJECT ••• . or ks. . x • ' , :;11).P',-.5,-,.;:t soerwA@Erde woof DesmON June 24, 2010 13:22 b34 LC2 NO LL • Design Check Calculation Sheet Sizer 7.1 - LOADS ( lbs, psf, or plf) : Load., ' Type Distribution Magnitude Location (ft) Units Start End Start End "1 w62 Dead Partial UD 613.2 613.2 0.00 2.00 plf 3 w29 Dead Partial UD 617.5 617.5 7.50 11.00 plf 5 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 111c61 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 w71 Dead Partial UD 613.2 613.2 7.00 7.50 plf 21_j64 Dead Partial UD 47.7 47.7 17.00 18.00 plf 23 j28 Dead Partial UD 47.7 47.7 4.50 7.50 plf 25_j62 Dead Partial UD 47.7 47.7 7.50 11.00 plf 27_j48 Dead Partial UD 120.2 120.2 0.00 2.00 plf • • 29 j32 Dead Partial UD 120.2 120.2 3.50 4.00 plf 31 j33 . ' Dead Partial " .UD 120.2 120.2 4.50 7.50 plf 33 j34 Dead Partial UD 120 -2 120.2 7.50 8 :00 plf 35 Dead Partial UD 120.2 120.2 8.00 11.00 plf 39_j67 Dead Partial UD 120.2 120.2 2.00 . .3.50 • plf ' . 41_j49 Dead Partial UD 120.2 120.2 4.00 4.50 plf 43_j63 Dead Partial UD 47.7 47.7 11.00 17.00 plf 45_j65 Dead Partial DO' 4717. 47.17 18.00 20.00 plf . - . 47_166 Dead Partial UD 47.7 47.7 4.00 '4.50 plf ' 49_j68 Dead Partial UD 120.2 120.2 17.00 18.00 plf . 51 j69 Dead Partial UD 120.2 120.2 18.00 20.00 plf ' 53 j72 Dead Partial UD 47.7 47.7 2.00 4.00 plf 55 j73 Dead Partial UD 47.7 47.7 0.00 2.00 plf , W1 Wind Point -5850 0.00 lbs W2 Wind Point 5850 4.00 lbs W3 Wind Point -5850 11.00 lbs W4 - . - Wind Point ' 5850 17.00 ' lbs W5 Wind Point -5850 20.00 lbs . MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS- (in),: ;� ,eas . � <.,,, � .ate- . „, ,,,,,-- ,,,,.�., ..,,, .,, .� .,�_ ,,.� ,,„, , ,, ,,, . _ .u:.,, -.m .� „_� .,Z, .. _- 3, , „,_ Dead 7189 2 6822 Live Total 7189 6822 Bearing: - Load Comb #1 41 Length 2.16 n -. - • - . - , „ 2.05 Glulam -Bal., West Species, 24F -V8 DF, 5- 1/8x22 -1/2" . Self- weight of 26.55 plf included in loads; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design . Shear fv = 74 Fv' = 238 fv /Fv' = 0.31 Bending( +) fb = 950 Fb' = 2038 fb /Fb' = 0.47 Live Defl'n negligible Total Defl'n 0.41 = L /585 1.00.= L/240 0.41 . ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fv' 265 0.90 1.00 1.00 - - - - 1.00 1.00 1.00 1 Fb'+ 2400 0.90 1.00 1.00 1.000 0.944 1.00 1.00 1.00 1.00 - 1 Fcp' 650" - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 1 Emin' 0.85 million 1.00 1.00 - - - - 1.00 - - 1 Shear : LC #1 = D only, V - 7189, V design = 5074 lbs Bending( +): LC 41 = D only, M = 34217 lbs -ft • Deflection: LC 41 = D only EI= 8356e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) ' Load combinations: ICC - IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Glulam design values are for materials conforming to AITC 117 -2001 and manufactured in accordance with ANSI /AITC A190.1 -1992 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3 3. 5. GLULAM: bearing length' based on smaller of Fcp(tension), Fcp(comp'n). • 4 - Gic1/41 2- . Harper Project: a. Hoi�f Peterson Client: Job # Riglaellis Inc. — -- - -- - ..- -- Designer: Date: Pg. # L API IYSE:AFe AHE: fteiEG FS. SURVEY CH3 Wd := 10• l •8•ft-20•ft Wdl = 1600 -lb �2Ci�CC ' sees ✓ Y, ft Seismic Forces Site; Class =D Design Catagory =D WI) Wdl 1:0 Component Importance Factor (Sect 13.1.3, ASCE 7 -05) S := 0339 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 .= L722 Vel -based site coefficient @ 1 s- period (Table 1613.5.3(2), 2006 IBC) S := F S S l := F 2-S ms S : = Max EQ, 5% damped, spectral responce acceleration at short period 3 Exterior Elements & Body Of Connections a := 1.0 R p • 2.5 (Table 13.5 -1, ASCE 7 -05) . p 4a •Sds- F P := Rp •(1 + 2• h Wp EQU. 13.3 -1 Fpmax:- 1 :6•S EQU. 13.3 -2 F pmin .3 • S ds' I p .W p EQU. 13.3 -3 F if(F > F pmax , Fpmax, if(F < F pmin , Fpmin, F F = 338.5171-lb Miniumum Vertical Force 0.2• S ds' W dl = 225.6781-lb harper Project: a Houf Peterson Client: Job # Righellis Inc. ENGINEERS -• PLANNERS Designer: Date: Pg. # LANDSCAPE ARC -H TEC rS•'i IINVEYOCC W := 10 ib 8•ft•20•ft Wdl = 1600-lb ft Seismic Forces Site Class Design Catagory =D W W d l — 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 0942. Max EQ, 5% damped, spectral responce acceleration at short period z 9.' Height of Component h 32 Mean Height Of Roof Fa 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) Sms Fa -Ss S := 2S ms S := 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 p• z� F P := RP (1 . W , EQU. 13.3-1 Fpmax 1.6•S EQU. 13.3 -2 F pmin .3.S 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 -W = 225.6781•lb LI HP Houf Peterson Harper , COMMUNICATION RECORD HP Righellis Inc.. TO 0 FROM LI MEMO TO FILE D l'Ot;11 0 i-L,N,FiRS 1...1t1:1:1C.APE ;11 - ...... - PHONE NO.: . PHONE CALL: 0 MEETING: L . . ' ' . . • X 11 CO CC X . . ' . . m o: li • • . . • ---1 ,; . . (t) .11 , .. r •. , ----.. ' 0 ; 03 . la • ' - ,() - — • c;.) • . S : ,;,;.0 : . ':',- , 0" . ,.... • . . "0 -,C (fl '. • c cl .. . ( ---1 (s, _ • .., 1-, ...c) 6 -- • , ........9 .* ' -0 it • . 4 ••••:.s., . • • 1 ■ • . . o'n . 6— rir ... •,..--, . . • . Ci) . ....-0 I•1 . s "Ns . ... . . N . . . . . ! . • 5, . f I, ,T ,.... o 0- - , .• co 1- .. z el . . • . . . • O' ro r • r . • • • z • . . . • . . • . . . • • .-. . . n . . • • . . . „ BY: A ri tej t .1. .\ DATE: JOB,NO.: i . - - . . , . . • , 'PROJECT: . • , • . • ' . 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RE: Li 0 J 0 i t z 1....CDP073. 1- A.._> a_ 0 ' R 0 2 4____ 200*f. , 0 . . „- i .. 0 . O . . . a.,--.. 8 ...1(Ni • . O z O 0 2 • . z T=C .= 8 - thr , i - ' . ---- aL1 . . a _ ......."..— z u__- 51m?.coor\ Hou4 . 2 To •fn‹,.4o(1 ______,). 1.-- 2 c1.7-5" o U O — ,...---' . 2 rE b u_ Z w O 6 F- • a. •w0 > rt ---, 3000 *1 71— rd i T-= C r_.- 8600 thf,j 1 : 1 . i 0,400 ,,, »Do4 O i " ,_., • , 1 1,-., 014_, .319 • i . . •,_, $. . 1 ' • ,=--' — _ a) :t o . •‘,-.. 4 .1 --''', = f, i . . RV ' 1 ----7--> 7 • . ------ . . . . . i q...... 6 (4-3-- • . Harper COMMUNICATION RECORD HP Houf Peterson Righellis Inc. To 0 FROM 0 MEMO To FILE ENcINEEi' .,. PLA1,_R LA ARCHITECT: e3UPVEYvItn PHONE NO.: PHONE CALL: 0 MEETING: 0 ZI -0 m m M < O ill ro C o - d l c'? • , :: 7 cam 14. 7 01 1 � 1 V . • (A , y m . r�°^ I • I . ( - 2 . ): . "' n � Y F • _ i G 9 ___, • 1 0 • :Z . o y • r riarpef • COMMUNICATION RECORD P Houf Peterson Righellis Inc. To 0 FROM 0 : MEMO TO FILE 0 E■ .PLANNER.3 LA AF PHONE NO.• PHONE CALL: 0 MEETING: 0 0 . . . i; . ..,..:;' ! g ..." • . ...., . . . ....c. . 0 ICP, 0 • (1 .F, . ...... N 7 • a .7„ .• . . '--.1: ______-_--. • 07 37 . Li C • • , , 1 ,--, ,,,.--) • . 5\ > I-3 , • D . ......c) c isn, . . . . . ! • r . ; • . i ,... 4 ,,..,,, • 0: - 1 ■■ 1 . . . . - ‘ . ...) ' . . d r 1fi� o�dWorks COMPANY PROJECT ' .1'. -'.w - SOFTWARE FOR WOOD oisick - • June 8, 2009 16:27 Hand Rail Design 'Check C alculation 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 L ( : ' Wit" '- ' i ' -" s , ii.fnt�`<:� :K`: ;i• Y ::✓'s.". _ -ti..: i ippfi.':.j- l `�� i l f +. ty '+"! Z "G. '`.,};:x µ n'jT:it?::_ -C.:i -:' wL:+-risaa ?iix _ _ aq-YN ie� "4vw E:z T` `:=w°§ "::+fe`v'er :� w 10, a Dead { Live 100 - 100 Total. 104 Bearing: . 104 Load Comb #2 #2 Length 0.50* 0.50* Cb 1..00 1.00 *Min. bearing length for beams is 1/2" for exterior supports Lumiber -soft, Herri;Fir., 'No .2 2x6" • • Selfweight'of 1,7 plf'included in loads; Lateral support:' top ='at'siipports; bottorn= at'supports; Analysis vs. Allowable Stress (psi) and•Deflection (in) using NOS' 2005: ' Criterion Analysis Va °lue,-- Design . Analysis /Design.`: . Shear ft = 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 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 7 2 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear : LC #2 = L, V = 104, V design = 103 lbs Bending( +): LC #2 = L, M = 255 lbs -ft Deflection: LC #2 = L EI.= 27e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) .+ Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C=construction L = 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 appropriatefor your application. 2. Sawn lumber bending members "shall be `laterally-supported'according to the provisions of NOS Clause 4.4.1. . , )42 ,. GIS° i fl PROJECT • Woo " ...tn SOFTWARE FOR WOOD DESIGN y - ,, June 8, 2009 16:27 Hand Rail2 Design Check.Calculation Sheet • . Sizer 8. LOADS: Load Type _ Distribu Pat- Location [ft] , Magnitude Unit, ' : - 'tern Start., End Start . End LIVE Live,' -- ' , Full UDL ' • •"5'0:0; plf : f MAXI R (I a nd BEARING LENGTHS. (in), :. ! • • ,. - " _ . a.- ��+': «... - .., . .., _. (rh?r.e-.;3 •i .:- :3•r; _... �a�g- . s. ` a� ,.,,;.,. , +; ° -zi. '.w�_ .� • = r -.:.• a�.,c*xe °r -A'. ,w�a =' .�. %„t+. > tsc'` - ..e , e :;i.;: �:. _ r <;s -.,,v , . • u..* .. - .. . .. _ k l 5a Dead - V - _ - _ Live 125 125 Total 129 129 Bearing: . Load' Comb #2 - #2 Length 0.50* 0.50* Cb 1.00 1.00 1' . 'Min: bearing length for beams is 1/2" for exterior supports - -' v. - Lumber- soft,Hem -Fir No.2, 2x6" , Self - weight of 1.7 Pit included in loads; Laterral support: top= at supports bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS,4005 :, ,. • Criterion Analysis Value, - Dash n, :. .•Value Analys /D'e'sign, _ . Shear - 'fv = 19 -' FV'' = : ,,150 ' fv/Fv' :='' ' Bending( +) fb 256 Fb' = 1048 , fb /Fb! = 0.-24 ' , Dead Defl'n 0.00 = <L/999 - .. Live Defl'n 0.03 = <L/999 0 = 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 Fop' 405 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.3 million 1.00 1.00 - - - 1.00 1.00 - 2 Ervin' 0.47 million 1.00 1.00 - - - 1.00 1.00 - 2 Shear : LC #2 = L, V = 129, V design = 106 lbs , - Bending( +): LC #2 = L, M = ' 162 lbs -ft Deflection: LC #2 = L EI = 27e06 lb. -in2 V _ Total Deflection = 1.50(Dead Load Deflection).. +,Live Load Deflection, • . (D =dead L =live S =snow W =wind ,I= impact C =cons Lc=concentrated)•- (All LC's are listed in the Arialysis - 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.provisionsgf NDS Clause 4:4:1: • • , , 4 ..._ 65 1 . • ' - . • . . ..,,, . 0 W SOFTVVARE FOR WOOD DESIGN WoodWorks® Si2et • . . . Unit A - Front Load . WoodWorks® Slier 7.1 • June 22, 2010 13:57:56 . - . 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F2..... . • nitentieu Harper Houf Peterson Righellis Inc. • GI. rent Date: 6/24/2010 1:41 PM - 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 4 4.25 ft 6.1 4.25 ft PORMIZOI rt J 4.25 ft Pagel Length : 4.25 [ft] • Width 4.25 [ft] Thickness 1.00 [ft] . Base depth : 1.50 [ft] Base area 18.06 [ft2] ' Footing volume 18.06 [ft3] Base plate length 5.50 [in] Base plate width 5.50 [in] • Column length 5.50 [in] Column width 5.50 [in] Column location relative to footing g.c. Centered Materials Concrete, fc 3.00 [Kip /in2] Steel, fy 60.00 [Kip /in2] Concrete type Normal Epoxy coated : No Concrete elasticity modulus . 3122.02 [Kip /in2] Steel elasticity modulus : 29000.00 [Kip /in2] . Unit weight 0.15 [Kip /ft3] Soil Modulus of subgrade reaction 200.00 [Kip /ft3] Unit weight (wet) 0.11 [Kip /ft3] Footing reinforcement Free cover 3.00 [in] Maximum Rho /Rho balanced ratio 0.75 Bottom reinforcement // to L (xx) : 6-#4 @ 9.00" Bottom reinforcement // to B (zz) 644 @ 9.00" (Zone 1) Load conditions to be included in design Service loads: SC1 : ' DL S1 DL S2 DL +LL S3 DL +0.75LL • Design strength loads: DC1 1.4DL • D1 : 1.4DL D2 : 1.2DL+1.6LL Loads Condition Axial Mxx Mzz Vx Vz [Kip] [Kip *ft] [Kip *ft] [Kip] [Kip] DL 5.55 0.00 0.00 0.00 0.00 LL 15.61 0.00 0.00 0.00 0.00 , • RESULTS: Status Warnings - Insufficient development length, Section 21.5.4:1 • Soil.Foundation interaction Allowable stress 1.5E03 [Lb /ft2] Min. safety factor for sliding : 1.25 Min. safety factor for overturning : 1.25 Pa 4 . . • Controlling condition • S2 . ' . . . Condition qmean qmax Amax Area in compression Overturning FS [Lb/ft2] [Lb/ft2] [in] [ft2'] - • (%) ' FSx - FSz slip • S2 1.38E03 1.38E03 0.0826 18.06 100 ' 1000.00 icoolbo loam" • . . . 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 )0( Bbf. 20.11 7.04 19.75 19.75 , . Axis Pos. Condition Mu *M 0 Asreq Asprov Asreq/Asprov Mu/4*MM [Kip *ft] [Kip*ft] [in2] [in2] • . . . zz Top DC1 0.00 0.00 0.00 0.00 0.000 b.obb zz Bot. D2 13.38 45.76 1.10 • 1.20 0.918 0.292 •M■111 . xx Top DC1 0.00 0.00 0.00 0.00 o.bbb O.doo 1 - • i xx Bot. D2 13.38 43.06 1.10 1.20 0.918 0.311 MENEM. • Shear . • Factor 11) 0.75 Shear area (plane zz) • 3.10 [ft2] Shear area (plane xx) : 2.92 [ft2] Plane Condition Vu Vc Vu/(4*V [Kip] [Kip] xy D2 8.99 46.09 0.260 1 001 1 yz D2 8.68 48.88 0.237 0 - 111 ■IN • Punching shear Perimeter of critical section (b... : 4.67 [ft] Punching shear area 3.31 [ft2] Column Condition Vu Vc V [Kip] [Kip] column 1 D2 29.25 104.29 0.374 • . Notes • Page3/7 * Soil under the footing is considered elastic and homogeneous. A linear soil pressure variation is assumed. * The required flexural reinforcement considers at least the minimum reinforcement design bending moment is calculated' at the critical sections located at the support faces * Only rectangular footings with uniform sections and rectangular columns are considered. * The nominal shear strength is calculated in critical sections located at a distance d from the support face * The punching shear strength is calculated in a perimetral section located at a distance d/2 from the support faces " Transverse reinforcement is not considered in footings * Values shown in red are not in compliance with a provision of the code *qprom = Mean compression pressure on soil. *qmax = Maximum compression pressure on soil. *Amax = maximum total settlement (considering an elastic soil modeled by the subgrade reaction modulus). * Mn = Nominal moment strength. * Mu /(4 *Mn) = Strength ratio. * Vn = Nominal shear or punchure force (for footings Vn =Vc). . * Vu /(4*Vn) = Shear or punching shear strength ratio. r • • • Page4 - 4_ :FL, Beam Shear (4x4 post) d := tf — 2-in 0.85 b := Width b = 36•in • V V, = 16.32-kips 3 (b —b 2 j V = 7.83 kips < V, = 16.32-kips GOOD Two-Way Shear Short side column width Long side column width b, := 2-(bs + + 2-(bL + d) b, = 54-in Rc := 1.0 4 8 A y a\ := 41).( + )-. V, = 48.96-kips V„,„ := 0-2.66i.b-d = 32.56-kips / „y q 2 — klo d) V = 15.88-kips < V u „ =-, 32.56-kips GOOD Flexure rb - 1) " • MU := chi M = 4.98-ft-kips 2 \ 2 A:= 0.65 b-d 2 3 1:— 6 S = 0.222-ft F := 5- f F = 162.5-psi Mu ft := f = 155.47-psi< F = 162.5-psi GOOD PUse a 3'-0" x 3'-0" x 10" plain concrete footing I eVt-d) Plain Concrete Isolated Square Footing Design: F2 fc<= °;25OOr p Concrete strength f' 60000 p si Reinforcing steel strength Es ;; 29000ksi Steel modulus of elasticity "iconic, :7=A59-1/6f Concrete density Soil density 9'all';,- 1500 "psf Allowable soil bearing pressure COLUMN FOOTING Reaction Totalaj::= .2659Ib Pd1:= Totaldi Totaljj. = '7 P11 := Total"! P := P dl + Pll Pt1 = 10415-lb Footing Dimensions Footing thickness Width' 36 - in Footing width := Width Footing Area gnet la11 — tCIconc g net = 1375•psf Ptl Areqd gnet Areqd = 7.575 -ft < A = 9 - ft 2 GOOD Widthregd A Widthregd = 2.75•ft < Width = 3.00 ft GOOD Ultimate Loads '— Pd1 + tf' A'' cone P := 1.4 Pdl + 1.7 -P11 Pu = 18.48 -kips P qu A q = 2.05•ksf Plain Concrete Isolated Square Footing Design: F3 f�:r= .2504i Concrete strength f $„460044' psi Reinforcing steel strength Via. e , ':'r29000?ksi Steel modulus of elasticity a '.> Yconc`:.m= 150 pcf Concrete density 00 pcf Soil density "�f +.;e° i •,:,�- gi; :. :gall?`: "a1w500:4psf Allowable soil bearing pressure COLUMN FOOTING Reaction Totalaj; u - '2363, °lb Pd1:= Totaldi ;Tofal1 = 45,75 `•lb P11 = Totai Pt' := Pd1 + P11 Ptl = 6938-lb Footing Dimensions Footing thickness Wd Footing width tt< : °= 30�i g A := Width • Footing Area gnet all — tf'"fconc net = 1375•psf P • Areqd gnet Areqd q 5.046 ft < A = 6.25•ft GOOD Widthreqd /A Width = 2.25•ft < Width = 2.50 ft GOOD Ultimate Loads 1;4:- Pd1 + tf•A•^(conc P := 1.4•Pd1 + 1.7•P11 Fl 12.18.kips P qu A qu = 1.95•ksf • - ce°1 Beam Shear • • b6•60.-,'!5.$:in (4x4 post) d := tf — 2-in 0 := 0.85 b := Width b = 30-in V, := 0-j — 4 -f,-psi.b•d V, = 13.6-kips 3 (b — b • V l 2 , :— q, •b V, = 4.97-kips < V, = 13.6-kips GOOD Two-Way Shear . . • ;;•ibs--: Short side column width ,i11:*'::-S:5.:40 Long side column width , . b, := 2-(bs + d) + 2-(bL + d) b, = 54-in 0, := 1.0 4 8 ,x= 0- + -K-FIsi•b-d ( 3 343 V, = 40.8-kips c) . ' V„ := 0-2.66-fsi-b-d V, = 27.13-kips 1 /:-= q 2 — O + d) V, = 9.71-kips < V • a , = 27.13-kips GOOD Flexure 21 ) lb — bcolj (1)b ft Mu :— qu 2 M, = 2.54- kips 2 _ A:= 0.65 • b-d 2 3 S:= S = 0.185-ft 6 F := 5-0-V f F = 162.5-psi M = 95.19-psi < F = 162.5-psi GOOD Use a 2'-6" x 2'-6" x 10" plain concrete footing Plain Concrete Isolated Square Footing Design: F4 • • f�c- ;x,2500 prtsi Concrete strength fy = ,,50000 p Reinforcing steel strength Es = ?290 Steel modulus of elasticity Concrete density ,to '' °! 1Q0`pcf Soil density gall `. : = _'SOO psf ''Allowable soil bearing pressure COLUMN FOOTING y• Reaction Totald1'- =:5OOL;Ib Pd1:= Totaldi Tota'ljjs: ,= , 763 9 4b P11 := Totalll Ptl Pdl + P11 Ptl = 12640.1b Footing Dimensions • Footing thickness W[dtl s� ?42;in Footing width • A,: Width Footing Area . net ` gall — tf•7conc qnet = 1350.psf • Pt! Areqd clue 9.363•ft < A = 12.25•ft GOOD Areqd • Widthregd = JAregd Widthregd = 3.06•ft < Width = 3.50 ft GOOD Ultimate Loads M,A := Pd1 + tf•A''Yconc P := 1 . 443 d1<+ 1,.7•P11 P = 22.56-kips Pu qu:= — q = 1.84•ksf A • Beam Shear t?co1= 55 iri (4x4 post) d := tf - 2•in �:= 0.85 b := Width b = 42-in V, := 43,• J f c •psi•b•d V= 23.8•kips 3 Vu := qu' (b - 2bco1) b V = 9.8 < V = 23.8•kips GOOD Two -Way Shear bs ='v`55'in Short side column width Long side column width b := 2•(bs + d) + 2•(bL + d) b = 62in �c := 1.0 1 y (1) 4 + 8 f psi b d V = 71.4-kips 3 3•(3 Vnmax := (1).2.66• f Vnmax = 47.48-kips / q, [b - ( b co 1 + d) V = 19.49-kips < Vnmax = 47.48•kips GOOD Flexure =b 2 Mu := qu' / b c oll - (2) Mu = 7.45 ftkips 2 / I i t:= 0.65 2 s b•d S = 0.405•ft 6 F := 54•Vf F = 162.5-psi M f := — f = 127.79•psi< Ft = 162.5-psi GOOD• Use a 3' -6" x 3' -6" x 12" plain concrete footing /4 —7 \'2— Plain Concrete Isolated Round Footing Design: f5 f�` =, 30Q.O psi Concrete strength f 150000: "psi Reinforcing steel strength Es : , 290;0Oksi Steel modulus of elasticity • ,mow 150 '" cf Concrete density Yso1`'` ' '120; pcf Soil density q l = ' ?1ra5Q0 psf . Allowable soil bearing pressure TYPICAL FOOTING Reaction Totald1,F „= ° 61!0b Pd1:= Total dl L=-46s664: P = Totalll Ptl ''d1 + Pll Ptl = 2219.1b Footing Dimensions Footing thickness a.!:=';'T8Si Footing diameter Tr-Dia �A :_ Footing Area 4 gnet gall — tf''Yconc gnet = 1350•psf P Areqd gnet A red= g 1.644 ft 2 < A = 1.77•ft 2 GOOD I A Dia reqd := J Diareqd = 1.45•ft < Dia = 1.50 ft GOOD it Ultimate Loads = Pdl + tf A''Iconc • P := 1.4•Pdl + 1.7•P11 P = 3.96•kips P qu — A qu = 2.24•ksf 4-- 7: \ Beam Shear b01:= (4x4 post) d := tf — 2•in := 0.85 b := cos(45.deg)•Dia b = 12.73•in V, := •4).- 4 -01 V, = 7.901-kips 3 V:= := qu. (b bcolj V = 0.91-kips '< V, = 7.901.kips GOOD 2 Two-Way Shear Short side column width 14, :=' Long side column width b := 2.(bs + d) + + = 54•in := 1.0 (I)• (- + — j• fr,T)si•b•d V = 23.703.kips • 3 3 V := (1)- 2.66.4f V umax = 15.76-kips I A y:= q 2 — + d)2] V, = —0.31-kips < V itma , = 15.76•kips GOOD Flexure [(b — b 1 1 ) 2 M = 0.18•ft•kips 2) A,:= 0.65 2 b•d S = 0.123.ft MA 6 3 F := 5. ( f F = 178.01•psi M ft := - f = 9.9-psi < F = 178.01•psi GOOD Use a 18" Dia. x 12" plain concrete footing 4-T■uf • Plain Concrete Isolated Square Footing Design: F67 Concrete strength V- Reinforcing steel strength ',20.99;k§i Steel modulus of elasticity Concrete density 390 ',1:tef. Soil density 599iiM Allowable soil bearing pressure COLUMN FOOTING Reaction Total = 7072 lb Pdl := Totaldi 1 •: 4b • P11 := Totalll Pt1:= Pd1 Pll P = 20376•lb Footing Dimensions in Footing thickness Width = 48 in Footing width A := Width 2 Footing Area gnet := all - tf*Iconc q„ = 1313•psf Pd A := ci A„ = 15.525•ft < A = 16-ft 2 GOOD net Width„ := 1 1 - 1 6 . eq d Width„ = 3.94.ft < Width = 4.00 ft GOOD Ultimate Loads 2:= Pdi + tf • A''YCOne := 1 + 1.7P11 P = 36.72.kips P q := — q„ = 2.29-ksf A • Beam Shear S .S,in (4x4 post) d := tf — 2-in := 0.85 b:= Width b =48•in V n :_ 4 f V = 35.36 -kips 3 b — bc0i V := qu 2 b V = 16.26•kips < V = 35.36-kips,. GOOD Two -Way Shear in Short side column width Long side column width b := 2•(bg + d) + 2•(bL + d) b = 74 -in �c := 1.0 V 4•(4 + 8 l• f V, = 106.08 -kips 3 3•r3 unmax x•2.66- f Vmnax = 70.54-kips V % [b — (bc0i + d) V = 31.26 -kips < Vnmax = 70.54 -kips GOOD Flexure 2 b — bcol 1l Mt, := qu 2 ) _ C2) b M„ = 14.39•ft•kips A:= 0.65 . 2 1:— b d S = 0.782 -ft 3 6 F 5•(1).Jf F 162.5 -psi M f := u S f = 127.75 -psi< F = 162.5-psi GOOD lJse a 4' -0" x 4' -0" x 15" plain concrete footing • Plain Concrete Isolated Square Footing Design: F7 Concrete strength f'' = s`6009`O ;psi Reinforcing steel strength r "Es = ;a29Q00 ksi Steel modulus of elasticity • Yco c =- ` -50 pcf Concrete density `1 soil = r100 .pcf Soil density ° 1'500 sf Allowable soil bearing pressure ,'q all''— "P�. bearing P COLUMN FOOTING Reaction Totaldi = ;1200 lb Pd1:= Totaldl Total11: 3200:113 Pll := Totalll Ptl 1 'dl + Pll Pt! = 4400 -lb Footing Dimensions Footing thickness Width " = 24•in Footing width A := Width Footing Area net := — tf' net = 1375•psf Ptl Areqd A 3.21E < A = 4•ft 2 GOOD clnet regd • Widthregd JAregd Widthregd = 1.79-ft < Width = 2.00 ft GOOD Ultimate Loads v := Pdl + tf'A' Yconc P 1.4•Pd1 + 1.7•P11 P = 7.82-kips P q := A qu = 1.96-ksf • Beam Shear ..;,1:!=-• 5 5.in (4x4 post) d := tt- - 2.in := 0.85 b := Width b = 24-in V, := (I).- 4 ..jf,:psi-b•d = 10.88.kips 3 " - b V„:- q, 2 -b V, = 3.01.kips < V, = 10.8Ucips GOOD Two-Way Shear Short side column width b1 r55.i Long side column width b, := 2-(bs + d) + + d) b, = .54-in p := 1.0 A y 4A := 14)•(- + — )-KFosi-b-d = 32.64•kips 3 3 A V nina „ := c0.2.66•KTsi-b•d V ax = 21.71•kips q 2 - + d) V, = 5.35-kips < V ax = 21.71•kips GOOD Flexure 2 L b - M„ = 1.16- ft-kips A:= 0.65 b•d S = 0.148•ft 3 6 F := 5•4:1).4f psi F = 162.5-psi M, f := — f = 54.45-psi < F = 162.5-psi GOOD Jse a 2'-0" x 2'-0" x 10" plain concrete footing I!? 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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\ • • • (v 133 =51..9 IKip'ft] M33= -12.19 [Kip'ft] x • • • Morrte*s L \ fi • 4 nteentle • H arper Houf Peterson Righellis Inc. Current Date: 6/22/2010 10:35 AM Units system: English File name: O: \HHPR Projects \CEN - Centex Homes (309) \CEN - Plans \CEN -090 Summer Creek Townhomes \calcs \Unit.A\foundations \Front Load.etz\ • • • /M33 =25.66 [Kip *ft] a,4Ma M33= -30.27 [Kip'ft] a X Q Men Lc / • . . • , i _ I i , . . t • ■ ` ; B " �a •l A • t ' Oe 7 t t.- ®> V • - -. • - f j . t°O' _ -- _ _ - Lq' H ers . - _f j' {4y6?'� ` - I .�,_S �'° _ _ _ - - - -, _....___ `- ..._• - - . (lam . °.•P `f . • x`+J • • sm • _ _ _.. - _. f i � � +� ___ e - (e)t- ')s,st' ( )( )�tjaS� --- • 0 t ` aW z a i f O a , s n F 1 m C i . 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'. _ . : _ ■ -.__.: 2: • ( S 4' S . . ., - - to , NY • • . — • - BY: IAN\ + DATE- / 30 t 0 JOB NO.: c .ce g J O o OF ;PROJECT: - - - - - -. - . ..- . .. -t___• ... -- ._ ._ - t - - _. . . - - .. t -- . ii Z _..- xa - E.----_ .__S. _.. : a:. ■ Z o C ! mac �s' • � tc,. s 4- aio;d3 .. - -- z �:c , - �� e .� k 2 o - .x -'t (;f (0'�b3s ..'. `- . - - . 0 c'CSr Shat -- - iii lUo�C -f ID • cc o LL z• . W . • . O 2 '' -.1 �__ • • • • . xa 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 [Kip *ft] 1 cd" Vi ry us� :'�' ";rim- .fr= �":as�.� aF' ..�•' ;���...:�'.� =a'�-,. yr M33 = -17.88 [Kip - ft] Nkomei\A-ss Y LC( • l"1 -°C 21)1 naentle 1 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\ • 7 M33 =32.26 [Kip *ft] k F , fix t g f t t. • +x'4;4 s ,. ' . ' �;F`- -,as`aa� 3 ' A ; , u _ t. «�_. _. � .. ---- _ _ M33= -9.27 [Kip'ft] X • • • Me L C` . 0:F30 ACI 318- 05.Appendix D 1.0" Diameter Bar Capacity at Portal Frame Concrete Breakout Strength • • Stem Wall Capacity when govern by 3 edges Foundation Capacity • Givens Givens • fc = 3000 psi fc = 3000 psi h' = 3.50 inches h = FUllgiOapelinches (into the Fe Stem = "mx8OQ inches Note: hef above is the the embedment into or Cmax = 5.25 inches the foundation and does not consider stem vw Fnd Width = 36.00 inches c = 2.25 inches c min = 18.00 inches W 1.00 cast -in -place anchor W 1.00 'cast -in, place anchor • k = 24 cast -in -place anchor k = 24 cast -in -place anchor = 0.75 strength reduction factor' 4) = 0.75 strength reduction fact • Calculations Calculations AN = 68 in` AN = 1296 iri` • • AN = 110.25 in` AN = 1296 in` Nb = 8,607 pounds 'Nb = 55,121 pounds Wed,N = 0.8286 Wed,N = 1.00 Nth = 4,399 pounds NCb = 55,121 pounds 4)N = 3,299 pounds 4N = 41,341 pounds Combined Capacity of Stem Wall and Foundation (1)1\l = 44,640 0.754N cb = 33,480 • • • J O B N O Q S Q . . . , ; , , , : I i • , : • . : . i • . , ; ' ' . , ■ ; ' . , i : 4 • . , ' I i ! , , T - ---- ; • - 77. - : --, • -- T 1 , , I , 1 . , PROJECT: ; , • • ! • ,t , ; ; , ' , -; - `, , , ; • --: - - , . i ; 1 I I I ! i , ' t • i , i ; , . . . ■ ' 1 - - ' -- t 4 1 - 4— 4 -1 1 ; -.4- 1 - . 3 -4 -- j -1 i -1 ' • . ■ - . : i , , ' , , . 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I ' • : ! . , . . . : . . . . . , • • . , , ... . . _. ........ . . . . . - Concrete Side Face Blow Out Givens Abrg = 2.15 in` fc = 3000 psi cmin = 18.00 inches 41= 0.75' strength reduction factor Calculations Nsb = 231,191 pounds 4)Nsb = 173,393 pounds Concrete Pullout Strength Givens Ab = 2.15 in` . fc = 3000 psi 41= 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 4) = 0.80 strength reduction factor Calculations N = 35,148 pounds, DN = 28,118 pounds < 33,480 eDuetili_; IV,Ipt _=',< : 4';, Holdown Check Holdown: Holdown Capacity = 1400 ; , pounds 1.6* Capacity= 23,888 pounds 23,888 < 28,118 *H15400Che4s_; /) °'39.2' BY: DATE JOB NO OF • PROJECT: RE ZVe.)TIN UJo,11 Cool: if\, • ° 'CSC)2 130 ickly465, • • z asct(koz,.?F.);:a00_ _ & ot :?Ls SA0or C • : 650-pt-cX OUP :5k:e-krn it O w (. tOOUJ PILS () z w ft Di_ r r _ LL (13 tev.6.0(.4.0 - (.(-10 F - : - ? _ 1/40 I:oatt ‘LI Loo) Mc/N.% vtoo ItoopLP u1/4..) 0 cc 0 Z w e. rear cl c bdr \cp El 6 0 DL: pLp. u,41, (91Z. te■tes)(1,_psF F 1/ 0/ ) 33 sr - 2 pt.p- _y-) ?c_ 172_ 01A2)( ts w: too Lo (1.8)( *ao6 pit.,• • fto LL: 9) 2 1 5 , 4 t 100y.) • , • ;4.= tP:Oti_o Is• - R" Z> :e u t?). c_ • A I'lltiev& ,S,tocr Ity..(cts TL? 1,00 Pcxf (OOp qC4 ti bar 40w(i.sOKO)Cia:Vira,)": 33 51 (?)1.2)(or-o)(2, \mo 9L oor AGaci 1001u) • LA) = us-e