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Specifications 530 ,sfro Ko.gE/vl/fR/ ILA/ //sro20 // ®0(j 6 6 Structural Calculations RECEIVE for APR 2 2 2011 CITY OF TIGARE Full Lateral & Gravity Analysis sis of BUILDING DIVISIC 4 Plan C l 186 Lot 3, S mmer Creek Townhomes Tigard, OR Prepared for Pulte Group April 7, 2011 OFFICE COPY JOB NUMBER: CEN -090 ** *Limitations * ** Engineer was retained in limited capacity for this project. Design is based upon information provided by the client, who is solely responsible for the accuracy of same. No responsibility and /or liability is assumed by, or is to be assigned to the engineer for items beyond that shown on these sheets. 98 sheets total including this cover sheet. v oucTUR A4 • \ *I , NROT F ff i c‘4 t ' ., 12,320 J &zL . d OREGON = � � Y 15, � Ni N J. Eta 'EXPIRE& 12-31 -2011 l This Packet of Calculations is Null and Void if Signature above is not Original Harper `� t. Houf Peterson Righellis Inc. e Nn i`E ilia". PUN∎171 1A N04C ACC Aq CNIlEC 14.4UkYE 10N4 205 SE Spokane St. Suite 200 4 Portland, OR 97202 0 [P] 503.221.1131 ® [F] 503.221.1171 1 104 Main St. Suite 100 • Vancouver, WA 98660 • [P] 360.450.1 141 e [F] 360.750.1 141 1 133 NW Wall St. Suite 201 • Bend, OR 97701 e [P] 541.318.1 161 0 [F] 541.318.1 141 Harper Project: Summer Creek Townhomes UNIT C • t libuf.Pete-rson. Client: Pulte Group Job lI GEN-090 Righellis.Inc. Designer: AMC Date: June 2010 Pg. # ,,sttoec.tve ArtcOstrcr•tlU,i1trnosa 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 RJN:= 1. ps f Insulation itOlL = 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 I3, Wall Dead Load WOOD EX_Wall := 12. psf INT Wall := 10-psf Roof Live Load 25.'psf Floor Live Load FLL := , Harper Project: Summer Creek Townhomes UNIT C l °P p Houf Peterson Client: Pulte Grotto Job # CEN -090 Righellis Inc. ENGINEERS • Pt PNNEPS Designer: AMC Date: June 2010 Pg. # ANGSGENE PR: „ ifECrS•SURVEroNS Transverse Seismic Forces Site Class = D Design Catagory = D Building Occupancy Category: 11 Weight of Structure In Transverse Direction Roof Weight Roof Area := 748-11 1.12 RFWT := RDL•Roof Area RFWT = 12566.1b Floor Weight Floor Area2 := 605•ft FLRWT2nd := FDL•Floor Area2nd FLRW = 7865.1b Floor_Area3 600•ft FLRWT3rd := FDL•Floor_Area3 FLRWT3rd = 7800•1b Wall Weight EX Wall Area := (2203)•ft INT Wall_Area:= (906)•ft WALL q := EX_Wa11 EX_Wall_Area + INT Wall�, INT WallArea WALLI,v = 354961b WTTOTAL = 63727 lb Equivalent Lateral Force Procedure(12.8, ASCE 7 -05) h := 32 Mean Height Of Roof I� := 1 Component Importance Factor (1 1.5, ASCE 7 -05) R:= 6.5 Responce Modification Factor (Table 12.2 -1, ASCE 7 -05) C := .02 Building Period Coefficient (Table 12.8 -2, ASCE 7 -05) x := .75 Building Period Coefficient (Table 12.8 -2, ASCE 7 -05) Period T := C (10 T = 0.27 < 0.5 (EQU 12.8 -7, ASCE 7 -05) Si := 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 Ace -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) ./ t., . Harper Project: Summer.Creek Townhomes UNIT C III I P MOT Peterson Client: Pulte.Group lob # CEN -090 Righeilis Inc. eNrinrnNa : 7•l • Designer: AMC Date: lune201 pg. A Q g ∎.Ntl6P'U A NCf.1 rns 1 tl• OUtIVCytmxt SMS :__ ra: Ss SMS = 1.058 (EQU l 1:4 -1.,, ASCE 744) 2. S[viS Sds Sds. = 0.705 (EQU 11.41, ASCE 7-05) 3. SM1 := FdSt S1 = 0:584 (EQU 11.4 -2, ASCE 7-05) •2-SMI Sd1 := 3 Shc = 0.389 (EQU 11:4 -4', ASCE 7 -05) Cst : Sds le Cst = 0.108 (EQU 12.8 -2, ASCE 7 -05) R ...need not exceed... Csmax := SdI le Csmax = 0.223 (EQU 12.8 -3, ASCE 7 -05) Ta R ...and shall not be less then... C1 := if(0.044• < 0.01, 0.01,0.044.Sds'Jc) 0.5...S t;le (EQU 12.8 -5 &6, ASCE 7 -05)' C2 := if'S1, <0.6,0.01,- R • C €= if ( > CI,C1.,c2) .min = 0.031 Cs := if(Cst <Csii,i,,,Cs;, <CSm Cs = 0: ,) = Cs. WFI'Tp V 69:14 lb (EQU 12.8=.1, , ASCE 7 -05) E.:= V :0.7 E = 4840 lb (Allowable Stress) Harper Project: Summer Creek Townhomes UNIT C ilouf Peterson Client: Pulte Group Job # CEN -090, RighelliS In . ea41NtiERb �LANq ERS Designer: AMC Date: June2010 Pg. # !ANO£C.ARr ARCHIIECtS•SUFJEYORS Transverse Wind Forces (Method 1 - Simplified Wind Procedure per ASCE 7 -05) Basic Wind Speed: 100 mph (3 Sec Gust) Exposure: B Building Occupancy Category: II := 1.00 Importance Factor (Table 6 -1, ASCE 7 -05) h = 32 Mean Roof Height X := 1.00 Adjustment Factor • (Figure 6 -3, ASCE 7 -05) a2 := 2•.1.16•ft Zone A & B Horizontal Length Smaller of.:.. (Fig 6 -2 note 10, ASCE 7 -05) a2 =3 " 4•h„.2. ft or ^^ — a2 = 25.68 a = 3-2-ft but not less than... a = 611 Wind Pressure (Figure 6 -2, ASCE 7 -05) Horizontal PnetzoneA 19.9•psf PnetzoneB 3.2•psf Pnetzonec := 14.4•psf PnetzoneD := 3.3•psf Vertical PnetzoneE := — 8.8•psf PnetzoneF := —12-psf PnetzoneG := —6.4 psf PnetzoneH —9.7•psf Basic Wind Force PA := PnetzoneA-Iw a PA = 19.9•psf Wall TIWC Pg := PnetzoneB•Iw•X PE = 3.2-psf Roo11 Pc := Pnetzonec•Iw•X Pe = 14.4•psf Wall Typical PD := PnetzoneD'Ix X Pp = 3.3•psf Roof Typical PE := Pnet onc E•I„. X PE = — 8.8-psf P := PnetzoneF I X PF = —12• psf PG := PnetzoneG.Iw'X PG = — 6.4.psf PH := PnetzoneH' I X PH = — 9.7•psf Harper Project: .Summer Creek Townhomes UNIT C F r 1:I if Petersen Client: Pulte Group Job # CEN -090 y' Righefl .E.noiNLNa°.• . PIAVI „s. Designer: AMC Date: June 2010 Pg. # L All U�iCAP,E A1■5'91.1f1:IR•UYRVP,VUN Determine Wind Sail In Transverse Direction WSAILZoneA = (55 + 59 + 29) -ft WSAILZ :_ (6 + 0 + 23) -ft WSAILz := (429 + 355 + 339).ft WSA(LZcmeD :_ (0 + 0 + 4) -ft W := WSAILZoneA'PA WA = 2846 lb WB := WSAILZoneB - ` WB = 931b WC := WSAILZoneC'PC WC = 16171 lb WD := WSAILZonelYPD WD = 13 lb Wind Force := WA + WB + WC + WD Wind Forcemin := 10- psf (WSAILZoneA + WSAII-ZoneB _t. WSAft -ZoneC - I - WSAILZoneD) Wind. Force = 19123 lb Wind_Force = 12990 lb WSAILZaneE 43412 W- $AILZonel ":= 41 t WSAILzoneG 334 -ft WSAILZoneH := 327.11 WE := WSAILZoneE-PE WE _ —378 lb. W := WSAILZoncF -PF Vd _ —516Ib WG WSJ- ZoneG'PG WG = — 21381b WH := WSAILZoneH'PH Wt.{ _ — 3t721b Upliftnet WF + W11 + (WE + WG) + RDL•[WSAILZonep + WSAILZone11 + (WSJ ZoneE + WSAILZoncG)] 6.1 Uplift = 1326 lb (Positive number...no net uplift) DO NOT USE ROOF DEAD LOAD FOR SIIEARWALL I3OLDDOWN CALCULATION Harper Project: Summer Creek Townhomes UNfr C !HIP,. Houf Peterson Client: Pulte Group Job # CEN -090 Righellis Inc. ;- ; LB R4 T, ;,E1,_s - -- - Designer: AMC Date: June 2010 Pg. # 141104C 5PE ARC tII'f.EC %S•u VR4r4DRS Longitudinal Seismic Forces Site Class = D Design Catagory = D Building Occupancy Category: U Weight of Structure In Longitudinal Direction Roof Weight Roof Area = 838 ft R RDL•Roof Area = 12566•lb Floor Weight Floor_Area2 „d = 605 ft FDL -Floor Area2 FLRW u„d = 7865.1b Floor_Area3 = 6001. FDL -Floor Area3rd FLRWr3rd = 7800-lb Wall Weight EX Wall.Ar.:= (2203) -ft INT Wall Area = 906 ft := EX_Wall + INT_Wal1 WALLWT = 35496 -Ib WTTOTAL = 63727 lb Equivalent Lateral Force Procedure(12.8: ASCE 7 -05) h„ = 32 Mean Height Of Roof I = 1 Component Importance Factor (11.5, ASCE 7 -05) R := 6.5 Rcsponce Modification Factor (Table 12.2 -I, 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 „) 'f a = 0.27 < 0.5 (EQU 12.8 -7, ASCE 7 -05) Si = 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) l�� H arper Project: Summer Creek Townhomes UNIT C iHi °- Hour Peterson Client: Pulte Group Job # CEN-090 Righellis Inc. A40111titfill PIAII/MR0 Designer: AMC Date: June 2010 Pg. t•nonc.no anokii'retV■st,:vvynkly F SMS = 1.058 (EQU 11.4-1, ASCE 7-05) 2. SMS S = 0.705 (EQU 11.4-3, ASCE 7-05) 3 A WA A := 1 7 ,- Si S = 0.584 (EQU 11.4-2, ASCE 7-05) 2• Sml Sdi = 0.389 (EQU 11.4-4, ASCE 7-05) 3 Sds' lc gae:- Cst = 0:108 (EQU 12.8-2, ASCE 7-05) ...need not exceed... Sd1' Cs„„, =0.223 (EQU 12.8-3, ASCE 7-05) • T ...and shall not be less then... j a:= if (0.044. Sd < 0.01,0.01,0.044.Sd (EQU 12.8-5&6, ASCE 7-05) g:= if S1 0.5- S . l Si < 0.6,0.01, a if(C1 > C2 , CI , C2) Cs = 0.031 Cs := if(Cst < Cs if(Cst < Cs Cs = 0.108, := WTto-Ac, .V. = 6914 lb (EQU 12.8-1, ASCE 7-05) E V.0.7 E = 4840 lb (Allowable Stress) Harrier Project: Summer Creek Townhomes UNIT C FfP,' Hoof Peterson Client: Pulte Group Job I CEN -090 Righellis Inc. -- - „� „EES PEA „ „EAb Designer: AMC Date: June 2010 Pg. # I pNOG fpt'E pftE „IfEC i'J160H 1'0g Longitudinal Wind Forces (Method 1 - Simplified Wind Procedure per ASCE 7 -05) Basic Wind Speed: 110 mph (3 Sec Gust) Exposure: B Building Occupancy Category: II I = 1.0 Importance Factor (Table 6 -1, ASCE 7 -05) hn = 32 Mean Roof Height X = 1.00 Adjustment Factor (Figure 6 -3, ASCE 7 -05) Zone A & B Horizontal Length Smaller o£.. = 2.1.168 g (Fig i g 6 -2 note 10, ASCE 7-05) a2 =3.2ft S .4•h 2•ft a2 = 25.6 8 but not less than... 2 := 3.2.ft a2 =6ft Wind Pressure (Figure 6 -2, ASCE 7 -05) Horizontal PnetioncA = 19.9•psf PnetzoneB = 3.2•psf PnettoneC = 14.4•psf PnetzoneD = 3.3•psf Vertical PnetoneE = — 8.8•psf Pnet = — 12•psf PnetroneG = — 6.4•psf Pnct,oneH = —9.7• psf Basic Wind Force P44:= PnetroneA•IH X PA = 19.9-psf Wall 1_1WC := Pnet oneB•I , X Pn = 3.2•psf Roof HWC te:= Pnett0nec.Iw-X PC= 14.4 -psf Wall•Typical := Pnet one D•I I X PD = 3.3•psf Roof Typical = Pnet,„,„E•1 a PE = — 8.8•psf := Pnet7oneF•Ivi X PF = — 12•psf Pte:= Pnet2OneG•Iw•X PG = — 6.4•psf P n := PnetioneH• PIi = — 9.7•psf Harper Project: Summer CreekTownhomes_ _ _ UNIT C iH P Houf Peterson Client: Pulte Group Job # CEN -090 Righellis Inc. ENGINEERS • PI..tR4ERS Designer: AMC Date: June 2010 Pg. # : FRI>SCA-E ARCHIIECIS•°URaFVLiHS Determine Wind Sail In Longitudinal Direction Mai (58 + 59 + 21).ft WS := (0 +0 +51)•11 0 (98 + 99 + 34)4 1 WSA (0 + 0 + 114).11 W := WSAILZoneA'PA WA = 2746 lb := WSAILZone8 WB = 163 lb VT:= WSAILZoneC'PC WC = 3326 lb = WSAILZoneD'PD WD = 376 lb Win := WA + WB + WC + WD /indw Nn= 10. psf•(WSAILZoneA + WSAILZoneB + WSAILZoneC + WSAILZoneD) Wind Force = 6612 lb Wind Force = 5340 lb WSJ:= 151.t1 • ULL.,iC•vue1 := 13 8. 1 SA:= 242.ft WS �w�A A w 4i := 216 -ft WSAILZoneE'PE WE = —1329 lb Wes:= WSAILZoner'PF WF = —1656 lb V := WSAILZoneG•PG WG = — 15491h Zik:= WSAILZoneH'Pi WH = —2095 lb UU I WF + WH + (WE + WG) + RDL'[WSAILZoneF + WSAILZoneH + (WSAILZoneE + WSAIL7 -1.12 Uplift = 901 lb (Positive number...no net uplift) DO NOT USE ROOF DEAD LOAD FOR SIIEARWALL HOLDDOWN CALCULATION C Harper Houf Peterson Righellis Pg #: Transverse Wind Line Shear Distribution ASCE 7 -05, section 6.4 (Method 1 - simplified) Design Criteria: Basic Wind Speed = 100 mph Wind Exposure = B (Section 6.5.6, ASCE 7 -05) Mean Roof Height, H (ft) = 32 Roof Pitch = 6 /12 Building Category= II (Table 1604.5, OSSC 2007) Roof Dead Load= 15 psf Exterior Wall Dead Load= 12 psf X = 1.00 Iw= 1.00 Wind Sail (ft2) • Wind Net Design Wind Pressure (psi) Pressure_(Ibs) Zone A = 19.9 143 2846 Wall High Wind Zone Horizontal Zone B = 3.2 29 93 Roof High Wind Zone Wind Forces Zone C = 14.4 1123 16171 Wall Typ Zone Zone D = 3.3 4 13 Roof Typ Zone Zone E = -8.8 43 -378 Roof Windward High Wind Zone Vertical Zone F = -12.0 43 -516 Roof Leeward High Wind Zone Wind Forces Zone G = -6.4 334 -2138 Roof Windward Typ Wind Zone Zone H = -9.7 327 -3172 Roof Leeward Typ Wind Zone Total Wind Force =l 19123 lbs I Use to resist wind uplift: Roof Only Total Exterior Wall Area= 2203 ft Uplift due to Wind Forces= -6204 lbs Resisting Dead Load= 7517 lbs El 1313 Lbs...No Net Uplif '' Wind Distribution Tributary to Diaphragms Wind Sail' Tributary To 'Diaphragm (ft Zone A Zone B Zone C ' Zone D Main Floor 55 6 429 '0' Upper Floor . 59 0 355 . 0 Main Floor Diaphragm,Sliear'= 7291 lbs Upper-Floor Diaphragm Shear = 6286 lbs Roof Diaphragm Shear = 5546 lbs Wind Distribution To Shearwall Lines MAIN FLOOR UPPER FLOOR ROOF Tributary Line Shear Tributary Line Shear Tributary Line Shear Wall Line Diaphragm (Ibs) Diaphragm (Ibs) Diaphragm (Ibs) Wid (ft Width (ftt Width. (ft) A 15.83 2321 6.58 1150 19.00 2773 B 19.00 2785 18.00 3143 0.00 0 C _ 14.92 2186 11.42 1994 19.00 2773 t'_' 49.75 7291 36 6286 38.00 5546 \D 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 SMg 1.06 Equ. 11.4 -1, ASCE 7 -05 S 0.58 Equ. 11.4 -2, ASCE 7 -05 S 0.71 Equ. 11.4 -3, ASCE 7 -05 SDI= 0.39 Equ. 11.4 -4, ASCE 7 -05 Cs = 0.11 Equ. 12.8 -2, ASCE 7 -05 Csmin = 0.01 Equ. 12.8 -5 & 6, ASCE 7 -05 Csmax = 0.22 Equ. 12.8 -3, ASCE 7 -05 Base Shear coefficient, v = 0.076 Weight Distribution Determination to Diaphragm Floor 2 Diaphragm Height (ft) = 8 • Floor 3 Diaphragm Height (ft) = 18 Roof Diaphragm Height (ft) = 32 Floor 2 Wt (lb)= 7865 Floor 3 Wt (Ib)= 7800 Roof Wt (Ib) = 12566 Wall Wt (lb) = 35496 Trib. Floor 2 Diaphragm Wt (Ib) = 22063 Trib. Floor 3 Diaphragm Wt (lb) = 21998 Trib. Roof Diaphragm Wt (lb) = 19665 Vertical Dist of Seismic Forces Cumulative % total of base shear I Rho Check Shearwalls (lbs) to shearwalls Req'd7' Vn°° z (Ib) to = 711 100.0% Yes VFl ° °, 3 (lb) = 1595 85.3% Yes Vroof (Ib) = 2534 52.4% 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 124 105 326 168 314 1185 B 273 259 0 369 775 0 C 129 169 371 174 506 1349 Sum 526 533 697 _ 711 1595 2534 Total Base Shear" = I 4840 LB "Base shear assumes rho equal to 1.0. Sec shcarwall analysis spreadsheet for confirmation of rho. fill 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 1609.5, OSSC 2007) Roof Dead Load= 15 psf Exterior Wall Dead Load= 12 psf X. = 1.00 lw= 1.00 Wind Sail (ftz) Wind Net Design Wind Pressure (psf) Pressure (Ibs) Zone A = 19.9 138 2746 Wall High Wind Zone Horizontal Zone B = 3.2 51 163 Roof High Wind Zone Wind Forces Zone C = 14.4 231 3326 Wall Typ Zone Zone D = 3.3 114. 376 Roof Typ Zone Zone E = -8.8 151 -1329 Roof Windward High Wind Zone Vertical Zone F = -12.0 138 -1656 Roof Leeward High Wind Zone Wind Forces Zone G = -6.4 242 -1549 Roof Windward Typ Wind Zone Zone H = -9.7 216 -2095 Roof Leeward Typ Wind Zone Total Wind Force =l 6612 lbs i Use to resist wind uplift: Roof & Half of Upper Floor Walls Total Exterior Wall Area 2203 ft Uplift due to Wind Forces= -6629 lbs Resisting Dead Load= 10160 lbs I 3531 Lbs..:No Uplift I Wind Distribution Tributary to Diaphragms . Wind Sail Tributary, To Diaphragm.(ft2): Zone A Zone B Zone C Zone D =ZE 252:21211 11=31=13112121=34t 261=131M:= =202152:16=74 Main Floor 58 0 , 98 0 Upper Floor 59 0 99 0 Main Floor Diaphragm Shear = 2565 lbs Upper Floor Diaphragm Shear = 2600 lbs Roof Diaphragm Shear= 1447 lbs Wind Distribution To Shearwall Lines MAIN FLOOR 1 UPPER FLOOR ROOF Tributary Line Shear Tributary Line Shear Tributary Line Shear Wall Line Diaphragm (Ibs) Diaphragm (Ibs) Diaphragm (Ibs) Width ft ® Width ft Width ft 1 8 1283 8 1300 8 723 2 8 1283 8 1300 8 723 £= 16 2565 I 16 2600 16 `: 1447 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 • Spa 1.06 Equ. 11.4 -1, ASCE 7 -05 Se 0.58 Equ. 11.4 -2, ASCE 7 -05 Spg= 0.71 Equ. 11.4 -3, ASCE 7 -05 SDI 0.39 Equ. 11.4 -4, ASCE 7 -05 Cs = 0.11 Equ. 12.8 -2, ASCE 7 -05 • Csmin = 0.01 Equ. 12.8 -5 & 6, ASCE 7 -05 Csmax = 0.22 Equ. 12.8 -3, ASCE 7 -05 Base Shear coefficient, v = 0.076 Weight Distribution Determination to Diaphragm r Floor 2 Diaphragm Height (ft) = 8 Floor 3 Diaphragm Height (ft) = 18 Roof Diaphragm Height (ft) = 32 Floor 2 Wt (lb)= 7865 Floor 3 Wt (lb)= 7800 Roof Wt (lb) = 12586 Wall Wt (Ib) = 35496 Trib. Floor 2 Diaphragm Wt (Ib) = 22063 Trib, Floor 3 Diaphragm Wt (Ib) = 21998 Trib. Roof Diaphragm Wt (Ib) = 19665 Vertical Dist of Seismic Forces Cumulative % total of base shear Rho Check to Shearvtiialls- (Ibs). I. . to shearwalls I . Req'd7 Vtloor2 (Ib) = 711 100.0% Yes Vfloor3 (Ib) = 1595 85.3% Yes Vroo, (lb) = 2534 52.4% 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 1 275 270 360 323 718 1220 2 330 330 388 388 877 1315 Sum 605 600 748 711 1595 2534 Total Base Shear* = 1 4840 LB • *Base shear assumes rho equal to 1.0. See shearwall analysis spreadsheet for confirmation of rho. Harper Houf Peterson Righellis Pg #: Shearwall Analysis Based on the ASCE 7 -05 Transvere Shearwalls Line Load Controlled Ily: Wind Shear H L Wall 1 - 1/L Line Load Line Load Line Load Dead V Panel Shear Panel Mo MR Uplift ' Panel Lgth. , From 2nd FIr. From 3rd Fir. , From Roof Load Sides Factor Type T (ft) (ft) (ft) ht k ht k ht k (k1I) (pit) (ft-k) (ft -k) (k) 101 . 8 5.17 5.17 ' 1.55 ox 8.00 • 2.32 18.00 1,15 27:00 2.77 ' 1209 Double ' 1.40 ' VII 102 8 4.00 4.00 2.00 ox 8.00 2.79 8.00 3.14. 1482 Double 1.40 VIII 103 8 - 3.83 7.33 2.09• OK . 8.00 _ 2.19 8.00 1.99 8.00 2.77 . 948 Double ' 1.40 VI 104 8, 3:59, 7.33 :2.29" OK 800' 2.19 8.00 1.99 „8:00 2.77 • 248• Double 1:40 ,, _ VI _ 105 , 8 . 4.25 12.75 1.88. on 8:00_ 2.32 - 18 :00' - 1.,15 ,27.00 2177 - 490 Single 1.40 - II` 106 8 ' • 8.50 12175 0:94 ox 8.00 2.32 18.00 1.15 '27.00 2.77 490 Single 1.40 11 107 . 8 . 1.25 1.25 6.40. 4 _ 8.00 2.19. 18.00 1.15 27.00. 2.77 4887 Double _ I.40 NG 108 8 1.25 3.50 6.40 , . I, 8.00 2.19 8.00 1.99 8.00 2.77 ' 1987 Double ' 1.40 NG I 109 8 1.25 3.50 6.40'; y ,�• r 1, 8.00 ,_ 2.19 ' 8.00 1.99 8.00 ' 2 :77 1987 Double 1.40 NG I l 110 8 1.00 3.50 8.00 8.00 2.19 8.00 1.99 8.00 2:77' 1987 Double 1.40 NG 201 9 5.58 9.17 1.61 on . 9.00. . 1.15 18.00 2.77 ' 428 Sin_le " 1.40 H. 202 0 .3.58 miggarium 9.00 1.15 18.00 2.77 _ 428 Single 1.40 II 202A 9 3.50 3.50 2.57 ox 9.00 3.14 ' B98 Double , 1.40 VI 203 ' 9 ' 7.00 7.00 ..1.29. OK 9.00' 1.99 18.00 2.77 681 Single 1.40 IV 301 8 6.00 10.00 1.33 ox 8.00 2.77 277 Single. 1.40. 1 302 8. : 4.00 10.00 2.00' ox ., 8.00 2.77" 277 ' Single 1.40 303 8 4.96 9.92 1.61 ox 8.00 2.77 280 Single 1.40 304" $ 4:96 9.92 1.61" ox ; 8.00 2.77 280' Single 1.40 I Spreadsheet Column Definitions & Formulas L = Shear Panel Length 11 = Shear Panel Height Wall Length = Sum of Shear Panels Lengths in Shear Line H/L Ratio = Flight to Width Ratio Cheek 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 • L2 * 0.5 * (.6 wind or .9 seismic) Uplift T= (Mo -Mr) / (L - 6 in) :.` --\\\ _. - - . - - \q'' Harper Houf Peterson Righellis Pg #: Shearwall Analysis Based on the ASCE 7 -05 fransvere Shearwulls Line Load Controlled flyi Seismic . Shear 1i I, Wall ' I Line Load Line Load Line Load Dead V Rho "V ' %Story if Panel ' Shear Panel M M Uplift ' Panel Lgth. .Frog12nd F'lr. From 3rd Flr. . From Roof Load Strength Bays Sides Factor Type T (ft) (tt) (Il) ' ht ` k ht k ht k (klt) ' (plf) (plf) (ft -k) (ft -k) (k) 101 ' 8 5.17 5:17 1.55 OK 8.00 0,17 , 18.00 0.31 27,00. 1.19 . . 323 419 031 ' 1.29. . Single ' 1.00. Ill 102 - • 8 4.00 4.00 2.00' on 8.00 037 8.00' 0.78" 0.00: -- 286• 372 0,24 1.00 Single , . 1.00 III •. 103: 8 3:83 7.33 .2.09.. • Ox 8.00 - 0.17 - 8.00 0:51 8.00' 1.19 - • 254 331 - 023 0,96 Single 0.96 II 104 - 8 . 3.50 , 7.33 ,2.29., ox 8.00 , 0.17 8.00 0.51- 8.00 1.19 ' 254 '331 - 0.21 0.88' Single 0.88 HI _ ' 105 8- 4.25. 12.75 1.88, ox 8.00.0.17 18.00 0.31. 27.00 1'.19., 131 170 0.26 1.06 Single • 1.00, 1, • 106 8 830 12.75 0.94 o 8.00 0.17 18.00 0.31 .27.00 1.19: . 131 170_ . NA 213 Single . 1.00 1. . 107" 8 1.25 • 1.25 6.40 8,00 0,27 18.00 ' 0.51 27.00 1.19 , 1572 2044 0.08 . 031 Double,_ . 0,31 NG, . '108 8 125 3.5U 6.. 8.00 0.27' - 8 :00 ' 0.51 ' 8.00 1.19 ' - 561, 730 0.08' ' 0.31 a Double 031 NG' 109 8 1.25 3.50 6.40' 8.00 0.27 8.00 0.51 8.3)9 - 1.19.' - ' 561 730 ' 0.08 • 031 Double 0.31 - NG' - ' :110', , 8'.. 1:00 3.50 8.00 8.00 0.27 8.00 0.51 8.00 1.I9 . 561 730 : 0,06 ' 0:25 Double 025 NO 201 - - 9 5.58 »9 :17 1.61 Ox - - ' - 9.00 . 0.31 18.00 1.19 164 '213 ' 0.28 .1.24 Single 1.00 I _202 9 3:58 9.17 '2.51' on 900 0.31 18.00. 1.1931. 164 - 213 0.18 , 0.80 Single _ :0.80 II _ 202A' 9 3.50 ' 3.50 2.57 on " 9.00 - 0 :78 0.00' " 221 288 - 0:18 0.78 Single 0 M. ' 203 9 7.00 7.00 1 :29 OK 9.00 0 :51 '18.00 1.19 242 314 . 0.36 1.56 Single 1.00 IT - 301 1 :8 6.00 10.00 133 on - 8.00" 1.19 119 ' 154 . 0.30 1.50 ' Single 1.00 1 ' 302 , 8 . 4.00 10.00 2,00 . on 8.00 1.19 119 154 0.20 , 1.00 Single 1.00 I . . 303 8 4.96 9.92 1,61 OK 8.00. 1.19 .- 119 155.: _ 0.25 , 1-24 ..Single 1.00 I 304' 8 4:96 ' 992 1.61 oe 8.00. 1.19 , 119 155 0.25 .1.24 , Single _ 1.00 1- _ Rho Calculation Dues the 1st flour shearwalls resist more than 35% of the total transverse base shear? Yes Does the 2nd floor' shearwalls resist more than 35% of the total transverse base shear? Yes Does the 3rd floor shearwalls resist more than 35% of the total transverse base shear? Yes Total 1st Floor Wall Length= 16.50 Total 6 I st Floor Bays = 4,13 Are 2 bays minimum present along each wall line? No _ 1st Floor Rho = 1.3 Total 2nd Floor Wall Length = 19,67 Total It 2nd Floor Bays = 4 Are 2 bays minimum present along each wall line? No ?nd Floor Rho = u ' 'Total 3rd Floor Wall Length = 19.92 Total 1t 3rd Floor Bays= s Ate 2 bays minimum present along each wall line? Yes 3rd Floor Rho= la 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 = flight to Width Ratio Check V (Panel Shear) = Sum of Line Load •Rho / Total L % Story Strength = L / Total Story L (Required for walls with IUL > 1.0, for use in Rho cheek) 0 Bays = 2 °[. /I -I Shear Factor = Adjustment For IUL> 2:1 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) L \S Harper Houf Peterson Righellis Pg #: Shearwall Analysis Based on the ASCE 7 -05 Longitudinal Shearwalls Line Load Controlled 13y: Wind Shear H L Wall H /I, Line Load Line Load Line Load Dead V Panel Shear Panel M MR Uplift Panel Lgth. From 2nd Fir. From 3rd Flr. From Roof Load Sides Factor Type T (ft) (ft) (ft) ht k ht k ht : k (klf) (plt) (R -k) (ft -k) (k) 105 8 12.75 12.75 0.63 ox 10.00 1.28 18.00 1.30 _ 27.00 - 0.72 1.13 259 Single 1.40 I , 55.75 92.01 . 0.04 106 ; 8 ` 12.75 12.75 0.63 OK 10.00 1.28 ' 18.00' 130 27.00' 2 0.72 1.13 259' Single 1.40 1 55:75 92.01 0:04 1 204 ; .9 . .' 11.50 11.50 0:78 ox 9.00 130 18.00 ' 0.72 0,75 176 Single 1.40 I 24.71 49.73 -0.47 205 9 r 11.50 11.50' 0.78 - ox 9.00 1.30 18.00 ' 0.72 0.75 176 Single 1.40 ' r 24.70 49.73 -0.47 305 8 :10.00 10.00. 0.80 ox _ 8.00" 0.72 0.29 , 72 Single - 1.40 1 . 5.7.8 14.40 -0.30. 306 8 10.00 10.00 0.80 ox 8.00 0.72 0.29 72 Single - 1.40 I 5.78 , 14.40. -0.30 Spreadsheet Column Definitions & Formulas L = Shear Panel Length H = Shear Panel Height Wall Length = Sum of Shear Panels Lengths in Shear Line ll/L Ratio - I light to Width Ratio Check V (Panel Shear) = Sum of Line Load / Total L Shear Factor = Adjustment For 1-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) • L__10 Harper Hour Peterson Righellis P9 #: Shearwall Analysis Based on the ASCE 7 -05 ,L6ngilndinOFShennenlls Idne Load Controlled 11y: Seismic 'Shear H L Wall H!L Line Load Line Load Line Load Dead V . Rho *V % Story ' if Panel Shear Panel Mrt Ma Uplift Panel Lgth. From 2nd Fir. From 3rd Flr.. Fran ROOF Load Strength Bays Sides Factor Type T (ft) (ft) (ft) in . k ht k ht ' k (kid) (plf) (plt) (R -k) (ft -k) (k) 105 8 12.75 ;12,75 0.63` OK 10.00 032 .18.00 0.72 27.00 1.22 1.19 177 177 NA 3.19 Sinele . 1.00 I ' 49:09 96.89 -0.74 106 ' 8 12.75 12.75 '0.63 _ OK 10:00 - 039 18.00 '0:88 27.00- 132 1.19 ' 202 202 _ NA 3.19 Single 1.00- - 1 55.17 96.89 -0.24 , I 204 ' 9 , 11.50 11:50 0.78_ OK ' , 9.00 0.72 ' 18.00 ' 1.22 0311' 169 169' - - NA 2.56 Single 1.00 P' '28:42 - 53169 -0.34 205 9 1 11.50 1 11.50 0.78.] OK : 9.00 _ 0.88 ' .18.00 1.32 0.81 191 I' 191' NA 2.56 Single ' 1.00 ' - 1 3156 53.69 ' -0.06 1 305 8 10.00 10.00 0.80. OK 8.00 1.22 0.35, 122 122 NA 2:50 Single - 1.00 1 9.76 17.40 , -0.07 306 8 10.00 I: 10.00 0.80 , uK ' I '. 8.00_ 1.32 0.35. _ 132 { 132 NA 2.50 Single 1.00 1 1032 ! 17.40 0.01 Rho Calculation Does the 1st floor shearwalis resist more than 35% of the total longitudinal base shear? Yes Does the 2nd floor shearwalls resist more than 35% of the total longitudinal base shear? Yes Does the 3rd floor shcarwalls resist more than 35% of the total longitudinal base shear? Yes Total 1st Floor Wall Length= 15,50 Total It 1st Floor Bays = cot Arc 2 bays minimum present along each wall line? Yes I st Floor Rho = i.a Total 2nd Floor Wall Length = UM Total #2nd Floor Bays= s Are 2 bays minimum present along each wall line? Yes 2nd Floor Rho = co Total 3rd Floor Wall Length - man Total # 3rd Floor Bays = s Are 2 bays minimum present along each wall line? Yes 3rd Floor Rho = i.o Spreadsheet Column Definitions & Formulas L = Shear Panel Length II = Shear Panel Height Wall Length = Sum of Shear Panels Lengths in Shear Line H/L Ratio = Hight to Width Ratio Check V (Panel Shear) = Sum of Line Load *Rho I'total L % Story Strength - L / Total Story L (Required for walls with 1I /1. > 1.0, for use in Rho check) N Bays =2 *L /H Shear Factor = Adjustment For TUL > 2:1 Mo (Overturning Moment) = Wall Shear • Shear Application ht Mr (Resisting Moment) = Dead Load * L 0.5 * (.6 wind or .9 seismic) Uplift T= (Mo -Mr) / (L - 6 in) Harper Houf Peterson Righellis Pg #: SHEAR WALL SUMMARY' Transvere Shearwalls �Panelj Wall•Sheari Wall`Type Good,For i. v' I ` (P1t) i 101 1209 2 Layers 1/2" APA Rated Plyw'd w/ 8d Nails @ 3/12 1276 102 1482 2 Layers 1/2" APA Rated Plyw'd w/ 8d Nails @ 2/12 , 1667 103 - 948 2 Layers 1/2" APA Rated Plyw'd w/ 8d Nails @ 4/12 990 104 948 2 Layers 1/2" APA Rated Plyw'd w/ 8d Nails @ 4/12 990 105 - 490 1/2" APA Rated Plyw'd w/ 8d Nails @ 4/12 495 106 490 1/2" APA Rated Plyw'd w/ 8d Nails @4/12 495 107 Simpson Strongwall 108 Simpson Strongwall 109 Simpson Strongwall 110 Simpson Strongwall 201 428 1/2" APA Rated Plyw'd w/ 8d Nails @ 4/12 495 202 428 1/2" APA Rated Plyw'd w/ 8d Nails @ 4/12 495 202A 898 2 Layers1/2" APA Rated Plyw'd w/ 8d Nails @ 4/12 -- 990 203 681 _1/2" APA Rated Plyw'd w/ 8d Nails @ 2/12 833 301 277 1/2" APA Rated Plyw'd w/ 8d Nails @ 6/12 339 302 277 1/2" APA Rated Plyw'd w/ 8d Nails (c 6/12 339' 303 280 1/2" APA Rated,Plyw'd.w/ 8d Nails @ 6/12 339' 304 280 1/2" APA Rated Plyw'd w/ 8d Nails @ 6/12 339 NOTE: 1) This table is a comparative summary between the wind and seismic loading. The values above are the minimum requirement to satisfy both wind and seismic design loads. Lice) Harper Houf Peterson Righellis Pg #: SHEAR WALL SUMMARY' Longitudinal Shearwalls 31iti 41 �� Wal l' gie ood'I or 'Uplift S iiipson+Holdown i Co "odl or �'C i(P ; h). A ; O), 105 259 1/2" APA Rated Plyw'd w/ 8d Nails @ 6/12 339 44 Simpson None 0 • 106 259 1/2" APA Rated Plyw'd w/ 8d Nails @ 6/12 339 44 Simpson None 0 204 176 1/2" APA Rated Plyw'd w/ 8d Nails @ 6/12 _ „ 339 . =3a5 Simpson None 0 205 191 1/2" APA Rated Plyw'd w/ 8d Nails @ 6/12 242. _ =5 Simpson None 0 305 122 1/2" APA Rated Plyw'd w/ 8d Nails @ 6/12 242 -,r7.4 Simpson None 0 306 132 1/2" APA Rated Plyw'd w/ 8d Nails @ 6/12 242 8 Simpson None 0 NOTE: 1) This table is a comparative summary between the wind and seismic loading. The values above are the minimum requirement to satisfy both wind and seismic design loads. Transverse Wind Uplift Design Unit C Shear H Joist 1 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 i Point ping Moment Moment Floor Shear @ Floor Shear @• Stacking @ Stacking From From Uplift Uplift Flr. Flr. ,Roof • Shear including Load Load Momen @ Left @ Right Left Right Left Side of @ Right Wall Wall @ Left @ floors @ Left @ t House Side of Above Above Right above if Right House @ Left @ walls Right stack) (ft) (ft) (ft) (ft) k k k k plf klf k k kft kft kft k k k k k k 101 8 1,1667 5,21 5.21 2.321 1.15 2.773 6,244 1199 0.1 0.192 0.208 54.53 2,36 2.44 11.28 11.27 201 L 201 R 4.97 5.11 16.25 16.38 102 8 1.1667 4.00 4.00 2.785 3.143 5.928 1482 0.092 0.192 51.09 1.50 0.74 14.34 14.47 14.34 14.47 103 8 1.1667 3.83 7.33 2.186 1,994 2.773, 6.953 948 0.1 0.24 0,078. 31.98 1.65 1,03 9.30 _ 9.41 203R(1/2) 3.83 9.30 13.24 104 8 ;1,1667 3.50 7.33 2.186 1,994. 2.773. 6:953 948 0.1 0.078 0.192 29.20 0:89 1.28 9.56 9.48 9.56 948 105 8 '1.1667 4.58 13.08 2.321 1.15 2.773 6.244 477 0.1, 0.192 0.078 19.10 1.93 1.41 4.39 4.47 201L 201R 4.97 5.11 9.36 9.58 106 8 _1.1667 8.50 13.08 2.321 _ 1.15 2.773 6.244 477 0.1, 0.078 0.384 35.43 4.28 6.88 4.11 3.91 202L 202R 5.35 5.22 9.46 9.13 107 8 1,1667 1.25 4.75 2.186 1.994 2.773 6.953 1464 0.048 0.192 0.045 14.64 0.28 0.09 18.77 18.92 18.77 18.92 108 8 1.1667 1.25 4,75 2.186 1.994 2.773 6.953 1464 0.048 0.045 0.192 14.64 0.09 0.28 18.92 18.77 18.92 18.77 109 8 1.1667 1.25 4.75 2 186 1.994 2.773 6.953 1464 0.1 0.24 0.208 14.64 0.38 0.34 18.70 - ' 18.73 203R 7.65 18.70 26.38 110 8 1.1667 1.00 4.75 2.186 1.994 2.773 6,953 1464 0.1 0.208 ' 0.192 11.71 0,26, - '0.24 19581 1.9:83 304R 1.65 19.81 21.48 201 9 1,1667 5,875 9,75 1.15' 2.773 3.923 402 0.172 0,432 0.156 23.22 5.51 3:88 3:39 " 3.56' 301L 301R • 1.58 1.55 4.97 5.11 202 9 1.1667 . 3.875 9.75 1.1'5 2.773 - 3.923 402. 0.172 0.156 ' 0.432 15.32 1.90 2.97 _ 3.66 3,49 302L 302R 1.69 1.72 5.35 5.22 202A 9 1.1667 3.833 3.833 3.143 3.143 820 0.142 _ 0.816 28,29 4.17 1.04 6.73 7.22 6.73 7.22 . 203 9.'L1'667 7,083 7,083 1994 2.773 4.767 673 0.1.72, 0.468 0.192 46.14 7:63 5 :67 '5:87 _ 6:03 303L 303R •.65, •1.62 7.52 7.65 301 8 5.958 9.916 _ 2.773 2.773 280 0.24 . 0.384 0.432 13.33 6.5,5 6i83 '1158 1.55 1.58 1.55 302 8 3.958 9.916 2.773 2.773 280 0.24 0.432 0.384 8.85 3.59 ' 3.40 1.69 1.72 - 1.69 1.72 303 8 ' 4.958 9.916 2.773 ' 2.773 280 0.24 ' 0.384 0.432 11.09 4.85 ' 5.09 1.65 1,62 1.65 1.62 • 304 8 4,958 9.916 2.773 , 2.773 260 0.24 0.432 _ 0.384 11.09 5.09 ' 4,85 1.62 1.65 _ 1.62 1.65 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) F G • Transverse Seismic Uplift Design Unit C Shear H Joist ' L Wall Line Load Line Load Line Total V Dead ' Dead' Dead OJertur Resisting' Resisting Uplift From Uplift From Wall Wall Uplift ' Uplift Total Total Panel Height Lath. From 2nd From 3rd From Wall Load (not Point Point ning i Moment' Moment Floor Shear @ Floor Shear @ Stacking @ Stacking From From Uplift Uplift Flr. FIr, Roof Shear including, Load Load Momen @ Left . @ Right Left Right Left Side of @ Right Wall Wall @ Left @ floors @ Left @ t House Side of Above Above Right above if Right House @ Left @ walls Right stack) (ft) (ft) (ft) (ft) k - k k k plf klf k k kft kft kft k k k k k k 101 8 1.1667 521 521 0.168 0.314 1.185 1.667 320 0.1 0.192 0.208 15.08 2.36 2.44 2.75 2.74 201 L 201 R 0.65 0.85 3.40 3.59 102 8 1.1667 4.00 4.00 0.369 0.775 _ L144 286 0.092 0.192 0 10.06 1.50 0.74 2.49 2.68 0 - 0 2.49 2.68 103 8 1.1667 3.83 7.33 0.174 0.506 I.349 2.029 277 0.1 0.24 0.078 9.62 1.65 1,03 2.44 2.61. 0 2032(1%2) 1.01 2.44 - 3.62 104 8 1.1667 3.501 7.33 0,174 0.506 1.3491 2.029 277 0.1 0.078 0.192 8.78 0.89 1.28 2.66 2.54 0 0 . 2.66 2.54 105 8 1.1667 4.58 13.08 0,168 0.314 1.185 I.667 127 0.1 _ 0.192 0.078 5.28 1.93 1.41 0.87 0:98 20IL 201R 0.65 0.85, 1.52 1.84 106 8 1.1667 8.50 13.08 0.168 0.314 1,.185 : 1.667 _ 127 0.1 0.078 0.384 9.8b 4.28 6,8.8 0.74 0.45 202L 202R 1.22 1.02 1.97 ' 1.47 107 8 1.1667 1.25 4.75 0.174, - 0.506 1.349 2.029 427 0.048 0.192 0.045 4.84 0.28 0.09 6.12 6.34 0 0 6.12 6.34 108 8 1.1667 1.25 _ 4.75 0.174 0.506 1.349 2.029 427 0.048 0.045 0.192 4.84 0.09 0.28 6.34 6.12 0 0 6.34 6.12 109 8 1.1667 1.25 4.75 0.174 0.506 1.349 2,029 _ 427 0.1 0.24 0.208 4.84 0.38 0.34 6.00 6.05 0 203R - 2.02 6.00 8.07 110 8 1.1667 1.00 4.75 0.174 0.506 1349 2.029 427 0.1 0.208 0.192 3.87 0.26 0.24 7.28 7.31 0 304R ' - 0 :21 '7.28 7.52 201 9 1.1667 5.88 9,75 0.314 1.185 1 :499 154 0.172 0.432 0.156 8.96 5.51 3.88 0.68 0.93 " 301L 301R -0,03 -0.08 '0.65 0:85 202 9 1.1667 3.88 9.75 0.314 1.185 1.499 154 0.172 _ 0.156 ' 0 .432 5.91 1.90 2.97 1.09' 7 "0.84 ' 302L 302R 0.14 '0.18 1.22 1.02 :202A 9 1.1667 ' 3.83 3.83 0,775 0.775 202 , 0.1.42 ' 0.816 _ 0 6.98 , 4.17 1.04 0.84 1.57 0 0 0.84 1.57 203 9 1.1667 7.08 7.08 0.506 1.349 1.855 262: 0.172 0.468 ' 0 .192 18.27 _ 7.63 5.67 1.61 ' 1.86 303L 303R 0.21 0.16 1.82 2 301 8 0 5.96 9.92 ' 1.185 1.185 120 0.24 0.384 0.432 5.70 6.55 6.83 -0.03 -0,08 0 0 -0.03 -0.08 302 8 0 3.96 9.92 1.185 1.185 _ 120 0.24 0.432 0.384 3.78 3,59 ' 3.40 0.14 0.18 0 0 .. 0.14 0.18 303 8 0 4.96 9.92 1.349 1.349 136 0.24 0.384 0 .432 5.40 4.85 5.09 021 0.16. . 0 - 0 0:21 0.16 304 8 0 4.96 ' 9.92 1.349 1.349 136 0.24 0.432 0.384 5.40 5.09. 4;85 0.16 0.21 0 0 0.16 0.21 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 he 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 C Shear' Controlling Total Holdown Holdown Good Control Total Holdown Good For Panel Case ,Uplift @ or Strap Type@ Left For ling Uplift Type@ Left Left Case @ Right k Simpson k k Simpson k 101 Wind 16.25 Holdown HD19 w DF 19.07 Wind 16.38 HD19 w DF 19.07 102 Wind 14.34 Holdown HDU14 14.93 Wind 14.47 HDU14 14.93 103 Wind 9.30 Holdown HDU14 ' 14.93 ' Wind 13.24 HDU14 14:93 104 Wind 9.56 Holdown HDU14 14.93 Wind _ 9.48 HDU14 14.93 105 Wind 936 Holdown I HDU14 14.93 _ Wind 9.58 HDU14 14.93 106 Wind 9.46 Holdown HDU14 14.93 Wind 9.13 HDU14 14.93 107 Wind 18.77 Holdown None 0.00 Wind 18.92 None 0.00 108 Wind 18.92 Holdown None 0.00 Wind 18.77 None 0.00 109 Wind 18.70 Holdown None 0.00 Wind 26.38 None 0.00 110 Wind 19181 , Holdown None 1 0.00 Wind . 21.48. None 0.00 . 201 Wind 4.97 Strap ' MST48x2 5.75 Wind 5.11 MST48x2 5.75 202 Wind 5.35 Strap MST48x2 5 :75 _ Wind 5:22 MST48x2 • 5.75 202A Wind . 6:73. Strap MST60x2 8.11 Wind 7.22 MST60x2 '8.11 203 Wind 7.52 Strap MST60x2 8.11 Wind 7,.65 MST60x2 8:1 -1 301 Wind '1 -38 Strap MST48 2.88 Wind ••1.55 MST48 2 :88 302 Wind 1.69 Strap MST48 2.88 Wind 1.72 MST48 2.88 303 Wind 1.65 Strap MST48 " 2.88 Wind 1.62 MST48 2.88 304 Wind 1.62 Strap MST48 2.88 Wind 1.65 MST48 2.88 e N C) , _ rl Iv , i , j 2. a it C) _ I,'.. - _, T, o i. N_ Q ' 1 Cf i 103 IU', 2 I , , 0 NIT C — \ST FLvo u3 ,4 Nik Swr LPc1 OuT° n 0 A. kJ ring We,1 at( 01 r•do*S4 )socr16 jg Ncl [11 flI TO (\ . 'T • _ — 7O 1 51m11 1 so' • • 2,0 1 _ ;Da kAN • aoa FA 1:L„: \v - . CI \I) WO ( 0 \ 2•1 , pLoo CM.) • aD3 L J 6 Li1/41Our „Lno1.'d'1 ms 11e013 ci2Aa 1\1(1 • Z Q - n- , , 'Fr i • I) I _ - f C 1 O o ZOO \ OE M LJ OAT[: J\3 ,... ) 9J3k0 Joe NO.: Ce H 0 0 / l OF PROJECT: RE: CAL 0 ❑ J 15 LU = 74 281 _ L.( a . L ' El LINEaoppER a L�v,e B user = 31y2, 1 a3 ' 0 " r i c w u z CC d o — s ---,-,- 2sIs' �, - - �5' �`' e' ----1 a Luj ps �.1 N E [3 1-\NEC.., u z L\.t s u.??Ur ArcAmSe'(S do rea l L�lne C),.. 3t 3s 2 wr Ntzlow'I o 2 g?= 0 �(■-m-e- C 1\c. sc T a. -�l' z — �i y6,‘ ( \ss li 1 L141e (aj Ut\e Cr o -- I4? (2i') _ 1- l ire C. = I �4 # 3172 L \ ne 3 = 312# 3ao60 vas, _ 3- 2.14— I'li,.(s . -\Ly3 a. -' ( x < 1S•S' y 2 : 1, 7' c.. 1 "' \-----------__Z-6 9 uc i wic ,IL Ft 11. I...„ °' 142 Pu= o U `a a :q ro 0NO.Ioc - €a 6 112 6Vi ctv "nt'o YY\ CCR' C 4 Mtn 1r)I ccit.. ►vi..5 'e.4 CL , .: apkvir; . d \t,' u� a 1 ♦ A s z Ag a b g, a S O(1 .) YD e C.51. \`3`f3:.))`7v ' 91 \ y 1 ^, \ Us �� e - 0 r)1 \ 11) \ ) L.). 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L3 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN UNIT C - FRONT LOAD WooRWod ise SNzer 7.1 June 26, 2010 13:26:08 COMFAVY I 'PRDJ1.'CT RESULTS by GROUP - NDS 2005 SUGGESTED SECTIONS by GROUP for LEVEL 4 - ROOF s.a Nnf Trusses Not designed by request 12) 2x10 Lumber n -ply D.Fir-L No.2 2- 2x12 13) 206 Lumber n -ply Hem -Fir No.2 3- 2x6 Typ Well Lumber Stud Hem -Fir Stud 206 @16.0 SUGGESTED SECTIONS by GROUP for LEVEL 3 - FLOOR Wit Jot �esatna.a ases® s. s � � Not designed by request (2) 205 Looter n -ply D.Fir-L No.2 1- 1.1 By Others Not designed by request By Others 2 Not designed by request 406 Iambus-soft D.Fir-L No.2 4x6 1.75x14 LS1, 1.51. 1.55E 23250h 7.75x14 121 206 Lumber n-ply Item -Fir 010.2 2- 206 6x6 Timber-soft Hem -Fir 00.2 656 12) 2x4 Lumber n -ply Hem-Fir No.2 2- 2x4 13) 2x4 Lumber n -ply Hem -Fir No.2 3- 204 Typ Wall Luber stud Hem - Fir stud zoo @16.0 SUGGESTED SECTIONS by GROUP for LEVE1. 2 - FLOOR .. Nnf Trusses s ®,xai Not designed by request ae meY4 Deck Joist Lumber -soft D.Fir-L No.2 208 816.0 1400 .1st Not designed by request. Landing Lumber -soft D.Fir-L No.2 2 . 6 016.0 121 258 Lumber n -ply D.Fir-L 00.2 2- 2x9 400 Lumber-soft D.Fir -L No.2 4.x9 By Others Not designed by request 3.125x10.5 Glulam- Unbalan. West Species 24F -V4 DE 3.125x10.5 5.25x14 PSI, FSL 2.0E 2900Pb 5.25014 4x6 Lumber -soft D.Fir-L No.2 4xG 12) 20r Lumber n -ply Item -Fir 00.2 2- 206 Oil Limber Pool Hem -Fir Nu.2 404 406 Lumber Post Hem-Flu No.2 4x6 Gx6 Timber -soft Item -Fir No,2 6x6 121 2x4 Lumber n -ply Hem -Fix No.2 2- 2x4 ( 204 Limber n -ply Item -Fir No.2 3- 2x4 Typ Wall Lumber Stud Hem Fir Stud 2x6 @16.0 SUGGESTED SECTIONS by GROUP for LEVEL 1 - FLOOR ssas s.s....>"vw End Not designed by request CRITICAL MEMBERS and DESIGN CRITERIA Group Member Criterion Analysis /Oesign Values ee ere . Deck t o wv Bending .v...me..an 0.41 sw -ea-'_a_ Nnf Jst Mnf .1st Not designed by regeest Landing j27 lending 0.17 121 2x8 bl Bending 0.96 4x6 b19 Bending 0.05 By Others By Others Not designed by request By Others 2 By Others Not designed by request 3.125010.5 b12 Deflection 0.83 (21 2x10 b6 Bending 0.85 5.25x14 ESL bid Deflection 0.79 406 b21 Bending 0.00 1.75x14 LSL b23 Bending 0.71 Ftg Ftg Not designed by request 121 206 ell Axial 0.08 404 042 Axial 0.04 406 c50 Axial 0.25 13) 2xE c16 Axiai 0.07 606 c23 Axial 0.48 121 2x4 r_25 Axial 0.04 131 204 c12 Axial 0.41 Typ Wall w12 Axial 0.24 end End Not designed by request me.s.aassvww.nu.sea.aweien ssssawacrarame,s•+vsacasaae.a.._.. DESIGN NOTES: 1. Please verify that the default deflection limits are app ^ 000m for your application. 2. DESIGN GROUP OCCURS ON WIOLT0PLE 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 r c expanding duration factor. Add as empty Loaf level to bypass this interpretation. 4. L11ARING: the designer is responsible for ensuring that adequate bearing is provided. 5. 51,01.AM: hxd = 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 menders shall be laterally supported according to the provisions of NV5 Clause 4.4.1. 8. BUILT - OP BEAMS: it is s meth that each ply is ingle continuous t ener (that is, no butt loi.nis ore present) fastened together securely at Intervals n exceeding 4 times the depth and that each ply is equally tip-loaded. Where beams are side - loaded, stiecial fastening details may be required. 9. SCL- BEAP15 (Structural Compooite Lumber): the attached SCL selection is for preliminary design only. For final. member uesign contact your local SCL manufacturer. 10. BUILT -DP COLUMNS: nailed or bolted built -up columns shall cantors, le the provisions of NOS Clause 15.3. 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O"-b b y , . ... ... .. _ • . 14 -10 Of, . .. . ,. - • + i -n "1U -b . .. . tl -b ca. • "c16 'c1 5' - • . k - .. .. r' -o r C q* it -b . , .1 -0, • • • - , . ..•..., -... . . . ... _.. - - I -b HSTS BCCDCC CCCICCC CCCCCC CCM CCICC CCIDDDDDD DIDDD CID DD Df:iDDODEDIDDDEE E E F EE E}EEEIEEiEE_IEEEEEEIEEEEZ 0' 2' 4' 6' 8' 10' 12' 14' 16' 18' 20' 22' 24' 26' 28' 30' 32' 34' 36' 38' 40' 42' 44' 46' 48' 50' 52' 54' 56' 58' GO' 52' 54' 55' 58' 70' 72' 74' 76' 0 1;1:14;101M 2122 ;2 2.2 2E2'2 .1243(33:3 :3 4.4',4;4 5:5:5656'6{5.'618 - 8:6:6-6!6t6T62 g (7 77 CICArt) COMPANY PROJECT WoodWorks® . . SOFSWAIII FOR WOOD DESIGN June 28, 2010 1120 j8 Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs. psf, or plf ) Load Type Distribution Magnitude Location [ft] Units Start End Start End Loadl Live. Full UDL 53.3 Load2 ;Dead. _ Full UDL 13.3 _ MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (In) : . _ . _. . . - . , . -, . ,•. . .. , , t• . . . , • .. ,. , ,. • . _ ' , i'• 1 0' 8 Dead 64 64 Live 213 213 Total 2 277 Bearing: Load ..0 omb -2 #2 Length 0.50' . 0.50. *Kn, bearing length for-joists is la forrexterier sUppeits Lumber-soft, D.Fir-L, No.2, 2x8" Spaced at 16" c/c; Self-weight of 2.56 plf included in loads; Lateral support: top= full, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress (psi) and Deflection (in) using NPS no : . Criteribn Analysis Value. .D6sign Value Analysis/Design Shear fir = 32 E'V' -. Ipo, fv/Fv' =--- 0.18 Bending 1+) Eb = 506 Fb! = 1242 fla/Fb' - 0.41 Live Defl 0.06 = ‹L/969 0.27 =, L/360 0.24 Total Defl'n 0.09 - <L/999 0.40 - L/240 0.23 ADDITIONAL DATA: FACTORS.: F/F. CD. CM Ct CL CF Cfu Cr C Er t Ci Cn LCJI Fv' 180 1.00 1.00 1.00 - - - ,- 1.00 1.00. 1.00 2 FO't 90,0, 1,00. 1.00 1.00 1,000, 1.200 1.00. L.15 1.00 1.00 - 2 FC0' 525 - 1.00 1.00 - - - - 1.00 1.60. - - E' 1:6 mill-ion 1.00 1.00 - - - - 1.00 1-00 - 2 Emin' 0,56 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear i LC #2 - D+L, V == 277, V design = 235 lbs Bending(+): LC #2 - D+L, M = 354 lbs-ft DefleCtion: LC 0 = D+L ET= 76e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (0=dead L=live Senow w=wind 1 C-con'struction Cld-concentrated) (All Ws .are listed, in the Analysis butOut) Load cOMbinationS: TCC--161C- 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. (11 COMPANY PROJECT 1 WoodWorks® 5OYHWARE FON WOOD DEWC ( June 28, 2010 13:21 j27 Design Check Calculation Sheet Sizer 7.1 LOADS ( Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft) Units Start End Start End _ Loadl Live Full UDL 53.3 plf Load2 _Dead Full UDL 17.3 plf MAXIMUM REACTIONS' (Ibsl' and BEARING LENGTHS lint : • • • Dead 39 39 Live 107 107 Total 145 145 Bearing: - - - Load Comb #2 #2 Length 0..50* 0.50* tiearing,length'for joists is.1/2 "`for exterior supports Lumber - soft, D.Fir - L, No.2, 2x6" Spaced at 16" c/c; Self- weight of 1.96 plf included in loads; Lateral support: top= full, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : S:titerion An'aly'sis Value Des :q'ri Value_ Analysis /Design. Shear fv = 20 Fv' _' 180 fv /Fv' = 0.11 Bending( +) fb = 230 Fb' 1345 fb /Fb' = 0.17 Live Defl'n 0.01 = <L/999 0.13 = L/360 0.07 Total Defl'n 0.01 = <L/999 0..20 = L/240 0.07 , 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 1.15 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 = 145, V design = 112 lbs Dending( + -): LC #2 = D +L, M = 145 lbs -ft Deflection: LC #2 = D +L EI= 33e06 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. • Gin COMPANY PROJECT di WoodWorks® SOFTWARE FOR WOOD DEVON June 28, 2010 13:21 bl Design Check Calculation Sheet Sizer 7.1 LOADS ( Ibs, psf, or plf ) Load Type Distribution Magnitude location [ft] Units Start End Start End 4 w33 Dead Partial UD 402.0 402.0 0.00 1.50 plf 2w33 Rf.Live Partial UD 450.0 450.0 0.00 1.50 plf 3 Dead Point 985 1.50 lbs 4 Rf.Live Point 1470 1.50 lbs 5j9 Dead Full UDL 47.7 plf 6_j9 Live Full UDL 160.0 pit Load! Live Full UDL 40.0 plf LoadS'. Dead Full UDL,_ 13.0 plf , • MAXIMUM Rt . { 140. 31 Dead 1043 742 Live 1541 1204 Total 2585 1946 Bearing: Load Comb (42 42 Length _ 1:38 1.04 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 = - 135 Fv' = 207 fv /Pv' = 0.65 Bending ( +) (h = 1196 Fb' - 1242 fb /Fb' = 0.96 Live Defl'n 0.01 - <L/999 0.10 - 1,/360 0.14 Total Defl'n 0.03 = <L/999 0.15 = L/240 0:19 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Ctu Cr Cfrt Ci Cn LCI1 Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 3.15 1.00 1.00 1.000 1.200 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - 1.00 1.00 - - I?' 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 42 = ail, V = 2515, V design = 19 lbs Bending( +): LC 12 = NI, 14 = 2619 lbs -ft Deflection: LC 02 = D+L EI= 76e06 Lb -in2 /ply Total Deflection = 1.50 (Dead Load Deflection) + Live Load Deflection. (D =dead L =Live S =snow W =wind r= impact C= construction CLd= concentrated) (All LC's arc 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. (d ‘ COMPANY PROJECT tit WoodWo rks® - $O! , H'ARC FOR WOO!) 01 MA, June 28, 2010 13:26 b11 Design Check Calculation Sheet ' Sizer 7,1 LOADS ( Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft) Units Start End Start End 1_w56 Dead Partial UD 498.0 498.0 0.00 6.00 plf 2 Rf.Live Partial UD 450.0 450.0 0.00 6.00 plf 3_c46 Dead Point 938 5.00 lbs 9 c46 Rf.Livc Point 1350 5.00 lbs MAXIMUM RE , C:TIf]NS NW and RFARINC; I•FNCITHS fin/ • . . .&"... • `,+' .�� '��`.. ". _� .,":'°ta" •_�. .�,e�a ° ^;,.y am ,.,,- n. ± '�«iL�' � ,., -- PP':' a ' a !, "'^`"n r, i �•, •,, . -,, ° 1 i Cam- -'rr :.--=--: .7::., 7 5c•' �_ • ' T } - .rr.�. „ „'► c Ni4°' ,. �i• - i- tR'.'.• •r. r'e''..S' -......-•-• - -. - _ r ; „3 _. wa ! y3 � w � " A 6{ Dead 1673 2298 Live 1575 2975 Total 3248 4773 Bearing: - - ' Load Comb #2 • #2 Length 2.32 3.41 LSL, 1.55E, 2325Fb, 1- 3/4x14" Self- weight of 7.66 plf included in loads; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value 'Design Value Analysis /Design Shear fv* = 207 t'v' = 356 fv * /Fv' = 0.58 Bending( +) fb = 1159 Fb' = 2674 fb /Fb" = 0.43 Live Def1'n 0.03 = <L/999 0.20 = L/360 0.15 Total Defl'n 0.07 = L/980 0.30 _ L/240 . 0.24 'The e'f -Eect= 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 CV Cfu Cr Cfrt Ci Cn LC# Fs' 310 1.15 - 1.00 - - - - 1.00 - 1.00 2 Fh'+ 2325 1.15 - 1.00 1.000 1.00 - 1.00 1.00 - - 2 Fcp' 800 - - 1.00 - - - - 1.00 - - - E' 1.5 million - 1.00 - - - - 1.00 - - 16min' 0.80 million - 1.00 - - - - 1.00 - - 2 Shear : SC #2 = D +L, V = 4773, V design" = 3386 lbs Bending( +): LC #2 = D +L, M = 5520 l.hs -ft Deflection: LC #2 = D +L E1= 620e06 lh -in2 Total Deflection = 1.50(Dead Load Deflection) -I- Live Load Deflection. (D =dead L =rive S =snow W =wind T= impact C= construction CLd= concentrated) (Al:I. LC's are listed in the Analysis output:) Load combinations: ICC -I13C 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. CO COMPANY PROJECT WoodWorks® SOf]WARE FOR WOOD OCSwn June 28, 2010 13:18 b12 Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or plf ) • Load Type Distribution Magnitude Location [ft] Units Start End Start End 1 j8 Dead Partial UD 47.7 47.7 0.00 4 plf 2 j8 Live Partial UD 160.0 160.0 0.00 4.50 plf 3 j9 Dead Partial UD 47.7 47.7 4.50 7.50 plf 9 j9 Live Partial UD 160.0 160.0 4.50 7.50 plf 5 .J10 Dead Partial UD 47.7 47.7 7.50 16.00 plf 6 110 Live Partial UD 160.0 160.0 7.50 16.00 _ plf MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 164 Dead 442 442 Live 1280 1280 Total 1722 1722 Bearing: Load Comb #2 #2 Length 0.85 0.85 Glulam - Unbal., West Species, 24F -V4 DF, 3 -18x10 -112" Self- weight of 7.55 plf included in loads; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion :Analysis Value Design Value Analysis /Design Shear fv = 70 Fv' = 265 fv/Fv' = 0.2 - 6 Bending( +) Oh = 1440 Fb' = 2400 fb /Fb' 0.60 Live Defl'n 0.43 = L/441 0.53 = L/360 0.82 Total Defl'n 0.66 = L/290 0.30 == L/240 0.83 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fv' 265 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2100 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - _ - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Emin' 0.85 million 1.:00 1.00 - - - -- 1.00 - - 2 Shear : LC #2 = D +L, V = 1722, V design = 1534 lbs Bending( +): LC #2 = D +L, M = 6890 lbs - Deflection: LC #2 = D +L E1= 543e06 lb - in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC - IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Glulam design values are for materials conforming to AITC 117 -2001 and manufactured in accordance with ANSI /AITC A190.1 -1992 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). C \23 COMPANY PROJECT 1 WoodWorks® Snf'IWARE FOR WOOD Of Sf5N June 28, 2010 13:17 b17 Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location (ftl Units Start End Start End 1_w49 Dead Partial UD 402.0 402.0 4.00 7 plf 2 w49 Snow Partial UD 450.0 450.0 4.00 7.50 plf 3 c15 Dead Point 938 4.00 lbs 4 c15 Snow Point 1350 4.00 lbs Load5 Dead Full UDL 13.0 pLf Load6 Live Full UDL 40.0 plf MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : ""4'ic.''^ -c 'arr'". • ..a+► -•,•'- - ' ... ...�%.Y:1't .". ,� . M ` " f1 , ; ' • .�•�.�- .- ..aas,' �.` '_°�'` �� ",�°^ `." --,�,, % "'�'��:- ,,:�+..��� " . '"mil` ==. •', ..��- *h .+C �' . ;±mss`' � - . ;r...+w. ��,- �.M.., nee..- . ^.'�� ■`` ;C.. _ r ^'�:..s ,.» Dead 843 1656 Live 997, 1927 Total 1841 3584 Bearing: - - Load Comb #4 #4 . Length 1.31 2..56 • LSL, 1.55E, 2325Fb, 1- 314x14" Self- weight of 7.66 plf included in loads; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : . Criterion Analysis Value Design Value Analysis/Design Shear fv = 162 Fv' = 356 fv7Fv' = 0.45 Bending( +) fb = 1511. F'b' =2.614 fb /Fb' = 0.57 Live Defl'n 0.06 = <L/999 0.25 = L/360 0.22 Total Defl'n 0.12 = L/722 0.37 = L/240 0.33 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr. Cfrt Ci. Cn LC# Fv' 310 1.15 - 1.00 - - - 1.00 - 1.00 4 Fb'+ 2325 1.15 - 1.00 1.000 1.00 - 1.00 1.00 - - 4 Fcp' 800 - - 1.00 - - - - 1.00 - - - E' 1.5 million - 1.00 - - - - 1.00 - - 4 Emin' 0.80 million - 1.00 - - - 1.00 - - 4 Shear : LC #4 = D +s, V = 3584, V design = 2643 lbs Bending( +): LC #4 = 0 +5, M = 7198 lbs -ft Deflection: LC #4 = D1S EI- 620e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow M =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. GO 1k' COMPANY PROJECT I . WoodWorks SOFTWARE FOR WOOD OFSJCN June 28, 2010 13:51 b18 Design Check Calculation Sheet Sizer 7.1 LOADS ( Ibs, psf, or plf Load Type Distribution Magnitude Location [ft] Units Start End $zrt End - 1_c1G Dead Point 938 5.00 ' Ibs 2 c16 Rf.Live Point 1350 5.00 lbs 3 Dead Partial UD 498.0 498.0 15.00 16.00 pLf 4_m37 Rf.Live PaLlial UD 450.0 450.0 15.00 16.00 pLf 5 w54 Dead Partial UD 498.0 498.0 14.50 15 -00 pLf 6 w54 Rf.Live Partial UD 450.0 450.0 14.50 15.00 plf 7w55 Dead Partial UD 96.0 96.0 6.00 7.00 plf 0 - w56 Dead Partial UD 498.0 498.0 0.00 6.00 plf 9 Rf.i.ive Partial UD 450.0 450.0 0.00 6.00 plf 10 c39 Dead Point 843 7.00 lbs 11e39 Rf.Live Point 1147 7.00 lbs 2 1 c40 Dead Point 1656 14.50 lbs 13 c40 Rf.Live Point 2077 14.50 lbs MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : la 16i Dead 3950 3630 hive 3994 3956 Total 7944 7586 Bearing: Load Comb #2 42 . Length . 2.77 2.64. Glulam - Unbal., West Species, 16F -E3 DF, 5- 118x16 -1/2" Self - weight of 19.47 plf included in loads; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis' v Design value Aua1y9is /Design Shear fv = 117 Fe' = 247 fv/Fir' .. 0.47 Bending(*) tb m 1443 Fb' d 1031 fb /Fb' - 0.79 Live Def.l'n 0.21 ■ L/935 0.53 = 1./360 0.38 Total Defl.'n 0.49 - L/391 0.80 - 1./240 0.61 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Clu Cr. Cfrt Notes Cn LCf4 iv' 215 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'i- 1600 1.15 1.00 1.00 1.000 0.995 1.00 1.00 1.00 1.00 - 2 Fcp' 560 - 1.00 1.00 - - - - 1.00 - - - E' 1.6 million 1.00 1.00 - - - - 1.00 -- - 2 Emirs' 0.19 million 1.00 1.00 - - - - 1.00 - - 2 Shear : LC #2 = D +-L, V = 7944, V design = 6613 lbs Bending( -I -): i,C #2 - DFL, M = 27966 lbs -ft Deflection: LC #2 = DU, EI- 3070e06 1b -in2 Total. Deflection = 1.50(Dead Load Deflection) -I- Live Load Deflection. (0 =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 -IDC 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)- (.1k.c-- COMPANY PROJECT WoodWorks® SW !WARE FON IVl5I1(1 DESIGN June 28, 2010 13:26 b18.1 Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or pif) : Load Type Distribution Magnitude Location [ft) Units Start End _ Start End 1 w63 Dead Partial CD 402.0 402.0 0.00 1.00 plf 2 w63 Rf.Live Partial UD 450.0 450.0 0.00 1.00 plf 3_c9 Dead Point 985 1.00 lbs 4 c9 Rf.Live Point 1470 1.00 lbs 5 c10 Dead Point 985 7.00 lbs 6 c10 Rf.Live Point 1470 7.00 lbs 7_ w64 Dead Partial UD 402.0 402.0 7.00 9.50 plf 8 Rf.Live Partial UD 450.0 450.0 7.00 9.50 plf 9 Dead Full UDL 47.7 plf 10_j25 Live Full UDL 160.0 plf Loadll Dead Full UDL 13.0 plf Loadl2 Live Full UDL 40.0 plf MAXIMUM REACTION_ S (Ibs) and BEARING LENGTHS (in) : I 0 ' 9'_61• Dead 1977 2047 Live 3226 3189 Total 5204 5236 Bearing: Load Comb #2 #2 . Length 2.56 2._58 Glulam- Unbal., West Species, 24F -V4 DF, 3- 11$x10 -112" Self- weight of 7.55 plf included in loads; Lateral support: top= full, bottom= at supports; . Analysis vs. Allowable Stress (psi) and Deflection (In) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear - fv = 195 Fv'" -- = 305 fv /Fv' = 0.64 Bending( +) fb = 2004 Fh' = 2760 fb /Fb' = 0.73 Live Defl'n 0.18 = L/627 0.32 = L/360 0.57 Total Defl'n 0.34 = L/335 0.47 = L/240 0.72 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC1f Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Emin' 0.85 million 1.00 1.00 - - - - 1.00 - 2 Shear : LC #2 = D +L, V = 5236, V design = 4256 lbs Bending( +): LC #2 = D +L, M = 9589 lbs -ft Deflection: LC #2 = D +L ED= 543e06 1b-1n2 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). C P\lrea COMPANY PROJECT di WoodWorks® SOFTWARE FOR WOOD DESIGN June 28, 2010 13:21 b19 Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1 j24 Dead Full UCL 51.0 plf 2 j24 Live Full UDL 75.0 _ plf MAXIMUM REP ^T' ^"IC ni.e.l ....1 DCJt DIM!' I ehIf"rL1 ICe.\ • _ - _ • I " 0' 31 Dead 86 86 Live 11.2 112 Total 190 198 ' Bearing: Load Comb #2 #2 Length 0.50* 0.50* "Min. Bearing length for beams is 1/2" for exterior supports Lumber -soft, D.Fir -L, No.2, 4x8" Self- weight of 6.03 plf included in loads; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 Criterion Analysis Value Design Value Analysis /Design Shear fv = 7 Fv' = 180 fV'Fv' = 0.04 Bending(+) fb = 58 Eh' = 1170 fb /Fb' = 0.05 Live Defl'n 0.00 = <L/999 0.10 = L/360 0.01 Total Defl'n 0.00 = <L/999 0.15 = L/240 0,.01 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.E 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 = 198, V design = 118 lbs Bending( +): LC #2 = D+L, M = 149 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. (f.\\ COMPANY PROJECT a I WoodWorks® SOI WARE FOR WOOD 171 .1105 June 28, 2010 13:17 b23 Design Check Calculation Sheet Sizer 7.1 . LOADS ( lbs, psf, or plf ) Load. Type Distribution Magnitude ' Location Ift] Units Start End Start End 1_j1 'Dead - Partial UD 78.0 78.0 - 0.00 7.00 plf 2 j14 Live Partial UD 240.0 240.0 0.00 7.00 plf 3 _j29 Dead Partial LID 78.0 78.0 7.00 10.50 plf 4_j29 Live Partial UD 240.0 240.0 7.00 10.50 plf 5 j31 Dead Partial OD 26.0 26.0 7.00 10.50 plf 6 j31 Live Partial UD 80.0 80.0 7.00 10.50 plf 7 b24 Dead Point 409 7.00 lbs 8 Live Point 1080 7.00 , lbs MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : .011 - • ... - .a. _ � _- -. -mo � � a�:r� -•. .- =ia�..= +�"�a"� -:, _....- l 0' 10'4 Dead 601 798 Live 1667 2213 Total 2268 3012 Bearing: - Load Comb #2 #2 Length 1.62 2.15, LSL, 1.55E, 2325Fb, 1- 3/4x14" Self- weight of 7.66 plf included in loads; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Desigh Value Analysis /Design Shear Cv = 154 Fv' = 310 fv /Fv' = 0.50 Bending( +) fb = 1658 Fb' = 2325 fb /Fb' = 0.71 Live Dofi'n 0.18 - L/714 0.35 = L/360 0,50 Total Defl'n 0.27 = L/462 0.52 = L/240 0.52 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC#I 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 = 3012, V design = 2515 lbs Bending( +): LC #2 = D +L, M - 7897 lbs -ft Deflection: LC #2 = D +L E1= 620e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =L.ive S =snow W =wind I= impact_ C= construction CLd= coucentraLed) (All LC's are listed in the Analysis output.) Load combinations: ICC -Tnc 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. CC \,?D COMPANY PROJECT 1 WoodWorks® SOEIW. Rrt.oR WOOD DESIGN June 28, 2010 13:17 b24 Design Check Calculation Sheet Sizer 7.1 LOADS ( Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft) Units Start End Start End Loadl Dead Full UDL 200.0 plf Load2 Live Full UDT, 540.0 plf MAXIMUM REACTIONS IPA l and RFARING I- FNGTHS finl • • , 10, 44 Dead 409 409 Live 1080 1080 Total 1489 1489 Bearing: Load Comb #2 #2 Length 0.68 0.68 Lumber -soft, D.Fir -L, No.2, 4x6" Self- weight of 4.57 plf included in loads; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear fv = 89 Fv' = 180 fv/Fv' = 0.50 Bending( +) fb = 1013 Fb' = 1170 fb /Fb' = 0.87 Live Defl'n 0.04 = <L/999 0.13 = L/360 0.30 Total Defl'n 0.06 = L/764 0.20 = L/240 0.31 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.00 million 1.00 1.00 - - - -- 1.00 1.00 - 2 Shear : LC #2 = D +L, V = 1489, V design = 1148 lbs Bending( +): LC 112 = DtL, M = 1409 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. COMPANY PROJECT 00e At Wood Works® SOFIWARE FOR WOOD DESIGN June23, 2010 1322 c10 Design Check Calculation Sheet Sizer 7.1 LOADS (Ibs, psf, or plf) • Load Type. 1 Distribution Magnitude Location [ft] r Units . Start End 'Start .Ehd l_c14 Dead • Axi;a1 938; (Eccentricity 0.9P ' 2di4 Rf.Live Axial 1359: (Eccentricity a bAd. in) 3_b4 Dead Axial 47 (Eccentricity = 6,ob in) AMA Liie Axial 120' (ECtehtriCity = 0.00 in). MAXIMUM REACTIONS (Ibs): 0' 9' Lumber n Hem No.2, 2x6", 2 Self-weight of 3.41 plf included in loads; Pinned base; Loadface = depth(d); Built-up fastener. nails; Ke x Lb: 1.00 x 9.00= 9.00 [ft]; Ke x Ld: 1.00 x 9.00= 9.00 [ft]; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis value Design Value Analysis/Design AXial. fc = 151 'c'= 172: fCiFc' ;= 0.88 Axifai Bearing fc = 151 TC*. = 1644 f"cFcft = 0.09 ADDITIONAL DATA: FACTORS: F/E CD CM ce cL/ce. CF Cfu Cr Cfrt Ci IC0 Fe' 1300 1.15 1.00 Loo :15.401 1:1„00. - - 1 1.00 2 Fc* 1300 1.15 1.00 1:90 1.100 - 1.00 1:00 2 Axial : LC 02 D+L, PI— .2485 lbs K1 = 0.60 (Ddead! L=livt S=snow W=wind I=impact C=construction cLO=collcpyltrated) (Al]. ie's. ate listed in the Analysis output) Load combinations,: ftdrIBC 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. elU3 COMPANY PROJECT 11 I : WoodWo rks snnwncr,ol wosnnr av June 28, 2010'13:25 c12 • Design Check Calculation Sheet Sizer 7.1 LOADS ( Ibs, psf, or plf ) iosd Type Distribution Magnitude Location tit) Units Start End Start End 1 - .b23 Dead • Axial 601 (Eeeutricity = 0.00, in) 2 ^ b23 Live Axial 1667 (Eccentric:ity 0. iii) MAXIMUM REACTIONS (Ibs): 0' 9' Lumber n -ply, Hem -Fir, No.2, 2x4 ", 3 -Plys Self- weight of 3.25 plf included in loads; Pinned base; Loadface = depth(d); Built -up fastener: nails; Ke x Lb: 1.00 x 9.00= 9.00 [ft]; Ke x Ld: 1.00 x 9.00= 9.00 [ft]; Repetitive factor: applied where permitted (refer to online help); A nalysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 Criterion Analysis -Value Design Value Analysis /Desisiii Axial Lc = 14 - Fc' _ 356 fc //Fc' 01.41 Axial. Bearing. , fa = 146 Fc! = 1195 fe /Fc* = 0:10 ADDITIONAL DATA: FACTORS: F/E CD CM Ct. CL /CP CF Cfu Cr Cfrt Ci 'LC'll Pc' 1300 1.00 1.00 1.00 0.238 1.150 - - 1.00 1.00 2 Fc* 1300 1.00 1.00 1.0 - 1.150 - - 1.00 1.'00 2 Axial : LC 112 =- D +L, P = 2297 lbs Kf = 0.60 (D =dead L =live• S =snow W =wind T =impact C =construction CLd= concentrated) ( - All DC's. are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. BUILT -UP COLUMNS: nailed or bolted built -up columns shall conform to the provisions of NDS Clause 15.3. • • COMPANY PROJECT i WoodWorks® -.WII WARF MM OfSIGN June 28, 2010 13:23 c16 Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Units . Start End Start End 1 b6 Dead Axial 938; (Fccent.ticity = 0..'00 in) 2 b6 Rf.Live , Axial 13 (Eccesitr-icity = (L,0.Q in) MAXIMUM REACTIONS (Ibs): 0 ' 17' 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 17.00= 17.00 [ft]; Ke x Ld: 1.00 x 17.00= 17.00 [ft]; Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2006 : Ctiter on Analysis Value Design Value Analysis /Design Axial, fc = 9'6 Fe = 110 fc/Fe. �- 0.87 iAri:a:1. Bearing fc = 9.6 F0* - '1,69'4` Ec /rd* 0.06 ADDITIONAL DATA: FACTORS: F/E CD CM et CL /CF CF C£u Cr Cfrt Ci LC# Fc' 1300 1.15 X.00 1..00. 0467 4.00° - 1. 1.00 2 Fc* 1300 1.15 - 1.:00 1.A0 - -1.100 - - 1.00 1.00 2 Axial : LC #2 = D +L, P = 2375 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. C�a� COMPANY PROJECT l WoodWorks® S0FlWARE FOY w000 OESIL.V June 28, 2010 13:25 c23 Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1 b18 Dead • Axial 3978 (Eccentricity = 0.000 in) 2 b18 Rf.Live Axial 3994 (Eccentricity = 0.00 in) MAXIMUM REACTIONS (Ibs): 0 ' 8' Timber -soft, Hem -Fir, No.2, 6x6" Self - weight of 6.25 plf included in loads; Pinned base; Loadface = depth(d); Ke x Lb: 1.00 x 8.00= 8.00 [ft]; Ke x Ld: 1.00 x 8.00= 8.00 [ft]; Analysis vs. Allowable Stress (psi) and Deflection (in) using NOS 2005 : Criterion Analysis Value 'Design Value Analysis /Design Axial fc = 265 Fc' = 548 fc/Fc' = 0.48 Axial Bearing fc = 265 Fc* = 661 _ fc /Fc* = 0.40 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL /CP CF Cfu Cr Cfrt Ci LC# Fc' 575 1.15 1.00 1.00 0.829 1.000 - - 1.00 1.00 2 Fc* 575 1.15 1.00 1.00 - 1.000 - - 1.00 1.00 2 Axial. : LC #2 - D +L, P = 8022 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 eGve3 COMPANY PROJECT WoodWorks° sof wAia IF wp op OmaN June 28 2010 13:23 c28 • Design Check Calculation Sheet Sizer 7.1 LOADS ( Ibs, psf, or plf) I.;oad Type • Efietribution Magnitude Location [tI Units Stat End Sttt End 1_b24 Dread axidi 409 (Eccentricity = 0 00 in) 2 b24 Live _ Axial logo; (Eccentricity = MAXIMUM REACTIONS (Ibs): " = 0 ' 9' Lumber n-ply, Hem-Fir, No.2, 2x4", 2-Plys Self-weight of 2.17 plf included in loads; Pinned base; Loadface = depth(d); Built-up fastener: nails; Ke x Lb: 1.00 x 9.00= 9.00 [ft]; Ke x Ld: 1.00 x 9.00= 9.00 [fl]; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion 'AnkySIS_Vilne Design Value Analyiii/l*siga Axial ' It = t44 ' Fe: = 171. - 'Ec/Fc' = 0.84 Ax• ft 144 Fct = fc/Fc* = 0..10 ADDITIONAL DATA: FACTORS: F/E CD CM Ct, Cl/.C? : CF Ck Cfrt Ci .14# 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 = - 100 1,00 2. : ,LC Al2' 7 P = 1„509 lbs Kt = (D=dead L=Iivd ' S=snow W=wind' I=irnpat C=construttion CLdconcentrated) (All LC's are lised_ in the Analysis 'output): Ldid ;tdmbiriOXith 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. 6C1(k\, COMPANY PROJECT l . WoodWo r ks® - SOFTWARE FOR WOOD DESJLN June -28, 2010 1322 c42 Design Check Calculation Sheet Sizer 7.1 LOADS ( Ibs, psf, or plf ) Load Type Distributidn Magnitude Loca'tioh.( €t] Units Start End 'Start End' 1 b19 ,Dead' Axial 86 (Ecce'nt•ricity = 0.00 in) -2' b1'9 _.Live. Axial _ 112 (Ecceritr-icity a .0 •in): MAXIMUM REACTIONS (Ibs): 0' 8' • Lumber Post, Hem -Fir, No.2, 4x4" Self- weight of 2.53 pif 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 = 18. F = •47.0' fc /FC' 0. Axial Bea . .sing fc = 18 Fc* = 1495, fc /AFC' = 0.01 ADDITIONAL' DATA: FACTORS.:, EVE CD CM et CL /CP 'CF Cfu Cr C.frt Pi LCN Fc' 130.0 1:OQ 1:00 1.00 .0.315 1.150. - - 1.ob 1.00 2 'Fc# 1300 1.00 1.00 1.00 - 1.150 - - 1.00 1.00 2 Axial ,LC #t2 = D +L, P = 218 Ibs• (D =dead° L =Jive 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. COMPANY PROJECT di 'Wood Works® SOFTWARE FOR WOOD DESIGN June .'28.20i0 13:22 c50 Design Check Calculation Sheet Sizer 7.1 LOADS (lbs. psf, or Load Type East ribution Magnitude Location • (ft,) Units Start End . starE End . l_ Dead Axial 599 = 0,. op in) 2 .c48 _Live _ Axial 1660 ( 000 in) MAXIMUM REACTIONS (Ibs): - _ • . • • - 0' 8' • 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 8.00= 8.00 [ft]; Ke x Id: 1.00 x 8.00= 8.00 [ft]; - - - Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Dealgh Value Ana:tyska/Design hx.LOL 4c = 119 EC' = 468 ft/Fc =' 0.26 Axial.gbating• , fd = 119 Eck = 1430 / fc=0.08 4'c*. ADDITIONAL DATA: FACTORS,: F/E CD CM cr CL/CF CF. Cfu Cr Cfit Ci LC# EC' 1300' 1 . 1..09 1.00 0 327 1, loo - - 1.00 1.00 . 2 F& 1300 1.o I i.bo 1.00 1: - - 1,00, 1.00 2 Axial : IC (12 = P = 2291 (0=deasl L=1iye $$p04 uwincl I=IMpadt C=construction , CLc1= , cOnceritrateci) (All 'Lc' s are Iii•ste in the Analysis output) Load combinations: ICt-ISC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. Harper COMMUNICATION RECORD HP '. Hod Peterson RighellisIne. To fl FROM D MEMO TO FILE E LANDI,CA,E ARC, .-....-...-....- -...- - ...- .. - _ PHONE.NOt PHONE CALL: 0 MEETING: E m 73 al P? 23 1' To ....■ . 2 in rk) .c. (-• .1 .41/ ....„ , g §. ,--, E. ....- oi E .9'7 0 N. 5") P ......". i2 Fi CIA Zr CA C." -Gicich.) '.''' r. 11 . 7 v , --1- • -- 3 • -...... C . 1:7 C...) 0 0 z I Q ■.. la SI C.) C -1, COMPANY PROJECT ea woodworks® SOFIWARt tag WOOD DF.SI(..Y June 28, 2010 13:36 b17 LC1 Design Check Calculation Sheet Sizer 7.1 LOADS ( Ibs, psf, or plf ), , Load Type Distribution Magnitude Location [ft] Units Start End Start End 1 w49 Dead Partial UD 402.0 402.0 4.00 7.50 plf 2 w49 Snow Partial UD 450.0 450.0 4.00 7.50 plf 3_c15 Dead Point 938 4:00 lbs 4 c15 Snow Point 1350 4.00 1 lbs Lcad5 Dead Full VOL 13.0 plf Load6 Live Full UDL 40.0 pIf: wind Wind Point 2240 4.00 lbs MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) :. . y,,P , r te . ...- -'.v - �a:am. y .„-,: r:.. . ,�: � I V 7 Dead 843 1656 Live 1645 2454 Total 2488 4110 Bearing: Load Comb III #4 Length 1.78_ 2.94 LSL, 1.55E, 2325Fb, 1- 3/4x14" Self- weight of 7.66 plf included in loads; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value besiqn - Value Analvs.is /Design ' Shear £b = 162 - Fv . = 356 fv {Fv' = 0..45 Bending( +) fb = 1511 Fb' = 2674 fb /Fb' = 0.57 Live Defl'n 0.09 = <L/999 0.25 = L/360 0.34 Total Defl'n 0.15 = L /580 , 0.37 = L/240 0.41 _ ADDITIONAL DATA: FACTORS: F/E CD CM CC CL CV Cfu Cr Cfrt Ci Cn LC# By' 310 1.15 - 1.00 - - - - 1.00 - 1.00 6 ' Fb'i- 2325 1.15 - 1.00 1.000 1.00 - 1.00 1.00 - = 6 Fcp' 300 - - 1.00 - - - - 1.00 - - - F.' 1..5 million - 1.00 - - - - 1.00 - 4 Emin' 0.80 million - 1.00 - - - - 1.00 - - 4 Shear : LC #6 = 0 +S, V = 3584, V design = 2643 lbs Rending( +): LC #6 = D +S, M = 7198 lbs -ft Deflection: LC #4 = Di-.75(LiSA-W) 161= 620e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D-dead L =live S =snow 14 =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. rl . n1 COMPANY PROJECT it WoodWorks® SOFFWARE FOR WOO:) OF SIGN June 28, 2010 13:36 b17 LC2 Design Check Calculation Sheet Sizer 7.1 LOADS (lbs, psf, or pit Load Type Distribution Magnitude Location tft) Units Start End SLaLL End 1_wi9' - Dead Partial UP 402.0 402.0 4.00 7.50 pit:- 2. w49 Snow Partial DD 450.0 450.0 4.00 7.50 pit 3 c15 Dead Point 936 4.00 lbs 4 cl.E Snow Point 1350 4.00 lbs LFad5 Dead Full U01.. 13.0 plf I.oad6 Live Full UDL 40.0 p1E wind Wind Point . -2240 4-.00 lbs MAXIMUM REACTIONS abs) and BEARING LENGTHS (in) : - r !w.fe"°' T "`"°"+L1.�ts: �t r.',_i`�.: .v,rY ; . r `..�c °-. �r.,..�s.. a..�i�• 7 !. ��.,,�• _ =see -` -a '--� - '� ^�' -,-- : ;e- -r.Ey �'--- °a: '.'w'� -• ' , �_ . ::.,,i„+.lir/ - + i�M��. "'".. = a., ��' >' ���^"' •,�-T"�"�P` ; ''k�'�,,,"+�'�!' ys:.� `- `'-'"r'a'!S'- r�`.w= ...�.ac� -'.. �_s" �. = i'?t.�:'� . ��a - � - . - r _ . r ,r^•° r :r -= r-�•_ `�'=: :.r�..'�`.e.:.t V'' r �:...r -"' -•� "" "'' w -'.!�.. 7 lacjat ° -6 Dead 843 1656 Live 997 1927 Uplift 526 189 1)Ea 1. 1841 3584 lear.ing: Load Comb #6 #6 Length 1.31 2.56. LSL, 1.55E, 2325Fb, 1- 3/4x14" Self- weight of 7.66 plf included in loads; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Anal'.ysis ;Value Design Value' Analysis /ne -;iqn Shear Ev = 162 P,' - 356 fv /Fv' e 0.45 bending (i - ) lb n .1511 Pb' = 2674 fb /Fb' = 0.57 /:ending( -) CD 469 t•'b' = LIL4 fb /Fb' = 0.42 Live Defl'n 0.06 e <1/999 0.25 = 1/360 0.22 Total Defl'n 0.1.2 e 1/722 0.37 = L/240 0.33 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt: Cl. Ca LC)l Ev' 310 1.15 - 1.00 - - - - 1.00 - 1.00 6 Fb' +- 2325 1.15 - 1.00 1.000 1.00 - 1.00 1.00 - - 6 Fb'- 2325 1.60 - 1.00 0.299 1.00 - 1.00 1.00 - - 8 Fop' 800 - - .1.00 - - - - 1.00 - - - E' 1.5 million - 1.00 - - 1.00 - 6 Emin' 0.80 million - 1.00 - - - 1 :00 - 6 Shear : LC #6 = D +S, V = 3584, V design = 2643 lbs Bendingi +): LC #6 = D +S, 11 = 7198 lbs -ft Bending(-): LC 40 = .60FW, e - 2.235 Lbs -Et Deflection: LC #6 = D +S E1= 620e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead 1= =1ive S =snow W =wind T= impact C =Construction CLd= concentrated) (P11 LC's are Listed in the Analysis output) Load combinations: LCC -I UC 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. Ci2 COMPANY PROJECT fil WoodWorks® SOFTWARE FOR WOOD DESIGN June 28, 2010 13:41 b18 Ic1 Design Check Calculation Sheet Sizer 7.1 LOADS (Ibs, psi, or plf ) Load Type Distribution Magnitude Location fft) Units Start End Start End 1 cl(i Dead Point 938 5.00 lbs ' 2 Snow Point 1350 5.00 lbs 3 Dead Partial UD 498.0 498.0 ' 15.00 16.00 plf 4=w37 Snow Partial UD 450.0 450.0 11.00 16.00 plf 5 w54 Dead Partial UD 498.0 498.0 14.50 15.00 olf 6 w54 Snow Partial UD 450.0 450.0 14.50 15.00 oif 7 w55 Dead Partial UD 96.0 96.0 6.00 7.00 plf 8 Dead Partial UD 498.0 498.0 0.00 6.00 plf ' 9 Snow Partial UD 450.0 450.0 0.00 6.00 plf 10 c39 Dead Point 843 7.00 lbs 11 c39 Snow Point 1147 7.00 lbs 12 - c40 Dead Point 1656 14.50 lbs 13 - c40 Snow Point 2077 14.50 lbs WIND1 Wind Point 8750 0.00 lbs W,TND2 Wind Point -8750 7.00 Lbs MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : ,1 0' 16 Dead 3950 3630 Live 5866 3956 Uplift 1588 Total 9016 7586 Bearing: - Load Comb #3 42 ' 1 Length 2.95 2.28 Glulam - Unbal., West Species, 24F -V4 DF, 5- 1/8x16 -1/2" Self- weight of 19.47 plf included in loads; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis • Value . Design Value Analysis/Design Shear. fv = 117 "Fv' = 305 tv /Fv" = 0.38 bending( +) fb = 1443 Fb' = 2747 tb /Fb' = 0.53 Rending( -) fb = 1354 Fla' = 2743 fh /Fh' = 0.49 Live Defl'n -0.43 = L/446 0.53 = L/360 0.81 Total Defl'n -0.26 = L/737 0.80 = L/240 0.33 ADDITIONAL DATA: FACTORS: F/E CD CM Cr CL CV Cfu Cr Cfrt Notes Cn LC4 Fv' 265 .1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.15 1.00 1.00 1.000 0.995 1.00 1.00 1.00 1.00 - 2 Fb'- 1850 1.60 1.00 1.00 0.927 1.000 1.00 1.00 1.00 1.00 - 4 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - 1 :' 1.8 million 1.00 1.00 = - - - 1.00 - - 4 Emin' 0.85 million 1.00 1.00 - - - - 1.00 - - 4 Shear : LC 42 = DIE, V = 7944, V design = 6613 lbs Bending( +): LC 42 = DE-S, M = 27966 lbs -ft Bending( -): LC 44 - .601W, M = 26233 lbs -ft Deflection: LC 44 = .60+W EI- 3453e06 Lb -in2 Total Deflection = 1.D0(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C =construction CLd= concentrated) (Alf LC's are listed in the Analysis output) Load combinations: ICC -IDC 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). 030 COMPANY PROJECT l WoodWorks® COFFWARF FOR WOOD) OISIGN June 28, 2010 13:41 b18 Ic2 Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or plf) : Load Type Distribution' Magnitude Location (ft) Units Start End Start End 1 - ci6 Dead Voi 938 5.00 - lbs 2_ Snow Point 1350 5.00 Lbs 3 w37 Dead Partial UD 498.0 498.0 15.00 16.00 ' pLf 4 w37 Snow Partial UD 490.0 450.0 15.00 16.00 ' plf 5w54 Dead Partial UD 498.0 496.0 14.50 15.00 plf 6 Snow Partial UD 450.0 450.0 14.50 15.00 pLf 7 Dead Partial OD 96.0 96.0 6.00 7.00 plf 8w56 Dead Partial UD 498.0 499.0 0.00 6.00 plf 9 - w56 Snow Partial UD 450.0 450.0 0.00 6.00 plf 10 c39 Dead Point 843 7.00 lbs 11 c39 Snow Point: 1147 7.00 lbs 12 Dead Point 1656 14.50 lbs 13 c40 Snow Point 2077 14.50 lbs WIND1 Wind Point -8750 0.00 lbs W1ND2 Wind Point 8750 7.00 lbs MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : I0' 18( Dead 3950 3630 Live 3994 5838 11p1i ft 1 396 Total 7944 9468 Bearing: Load Comb #2 . 43 Length 2.38 2.84 Glulam - Unbal., West Species, 24F -V4 DF, 5- 1/8x16 -1/2" Self - weight of 19 -47 plf included in loads; Lateral support top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Crlter1on Analy0i§ Value Design Value .Analysis /Design Shear Fv - 168 9v' - 424 fv7Fv' - 0.40 Bending(f) fb = 2579 Pb' = 3822 fb /Fb' « 0.67 Live Defl'n 0.41 o L/467 0.53 Q L/360 0.77 TUI_a,1 Defl'n 0,58 e L/331 0,80 d 1/240 0.72 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fe' 265 1.60 1.00 1.00 - - - - .1,.00 1.00 1.00 3 Fb'+ 2400 1.60 1.00 1.0,0' 1.000 0.995 1.00 1.00 ,1:.00 1.00 - 3 Fcp' 650 - 1.00 1.00- - - - - 1.00 - - E' 1.8 mi l Lion 1.00 .1.00 - - - - 11.(10 - - 3 Emirs' 0 85 million 1.00 1.00 - - - - 1.00 - - 3 Shear : LC 93 = D +.75(S+W), V = 10637, V design = 9461 lbs [lending( +1: LC #3 = D +.75(SiW), M = 49976 lbs-ft Deflection: LC 113 = D +.75(5r11) ET= 3453e06 lb -in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D =dead 1., =live S =snow W =w.ind I= impact C= censLructi_on 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). 613 COMPANY PROJECT ill WoodWorks® SOFTWARE FOR WOOD r ■(Sfrh' June 28, 2010 13:41 b18 Ic2 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 T cT6 Dead Point - 938 - 5: - - - lbs - 2 Snow Point 1350 5.00 lbs 3 Dead Partial UD 498.0 498.0 15.00 16.00 pit 4 Snow Partial UD 450.0 450.0 15.00 16.00 plf 5 w54 bead Partial. UD 498.0 493.0 14.50 15.00 plf 6 ^ w54 Snow Partial UD 450.0 450.0 14.50 15.00 plf 77w55 Dead Partial U0 96.0 96.0 6.00 7.00 plf 8 w56 bead Partial UD 498.0 49£.0 0.00 6.00 plf 10 c39 Dead Point 843 7.00 lbs 12 c40 Dead Point 1656 14.50 lbs WIND1 Wind Point -0750 0.00 los WIND2 Wind Point 8750 7.00: Ibs MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in)': lo' i6l Dead 3950 3630 Live 960 3670 Uplift 1396 Tula) 4910 7300 Bearing: - - - Load Comb #2 113 Length L.47 _ 2.19 Glulam - Unbal., West Species, 24F -V4 DF, 5- 118x16 -1/2" Self- weight of 19.47 plf included in loads; Lateral support: top= full, bottom= at supports: Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005: Criterion Analysis Value Design' Value. An :is /Des.tent Shear iv = 135 Fv' ; 424 fvTPv' = 0.32 Dending('1 Lb = 2202 Fb' = 3822 fb /(b' - 0 Live Defl'n 0.31 = L/614 0.53 = L/360 0.59 Total Defl'n . 0.48 = L/393 . 0.30 -' L/240 0.60 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV CE) Cr Cirt Notes Cn LCI4 Sc' ' 265 1.60 1.00 1.00 - - - - 1.00 1.00 1.00 3 Pb'!- 2400 1.60 1.00 1.00 1.000 0.995 1.00 1.00 1.00 1.00 - 4 Ecp' 650 - 1.00 1.00 - - - - 1..00 - - - E' (..8 million 1.00 1.00 - - - - 1.00 - 3 Emirs' 0.85 million 1.00 1.00 - - - - 1.00 - - 3 Shear : LC 03 = Di.75(S'W), V = 8361, V design - 7630 lbs Bending() : LC 44 = .6DiW, M = 42673 lbs -ft Deflection: LC #3 = 1) .75(S +W) EL= 3453e06 tb -in2 Total Deflection = 1.00(Dead Load Deflection) r Live Load Deflection. (D =dead L =live S =snow W =wind 1= impact C =construct_ ion CLd= concentrated) (All LC'o are listed in the Analysis output) . Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application, 2. Glulam design values are for materials conforming to AITC 117 -2001 and manufactured in accordance with ANSI /AITC A190.1 -1992 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). 6 ; L COMPANY PROJECT 1 WoodWorks® SOFTWARE FOR WOOD DESIGN June 28, 2010 13:42 b18 Ic1 NO LL Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location Eft] , Units Start End Start End 1_c16 Dead Point 938 5.00 lbs 2 c16 Snow Point 1350 5.00 lbs 3 - w37 Dead Partial UD 498.0 498.0 15.00 16.00 plf 4_w37 Snow Partial UD 450.0 450.0 15.00 16.00 plf 5 Dead Partial OD 498.0 498.0 14.50 15.00 plf G_w54 Snow Partial UD 450.0 450.0 14.50 15.00 plf 7 w55 Dead Partial UD 96.0 96.0 6.00 7.00 plf 8 Dead Partial UD 498.0 498.0 0.00 6.00 plf 10_c39 Dead Point 843 7.00 lbs 12 c40 Dead Point 1656 14.50 .Lbs WIND1 Wind Point 8750 0.00 Lbs WIND2 Wind Point -8750 7.00 i Lbs MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : Dead 3950 3630 Live 3591 1065 Uplift 1588 Total 7541 4695 Bearing: Load Comb #3 #2 Length 2.26 , - 1.41 Glulam - Unbal., West Species, 24F -V4 DF, 5- 1/8x16 -112" Self- weight of 19.47 Of included in loads; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Critevion .Analysis Value Design Value Analysis /Design - 0 Shear. fv = 74 Tv' = 305 fv /Fv' = 0.24 Bending(t) fb = 933 Fb' = 2747 fb /Fb' - 0.34 Bending( -) Lb = 1354 Fb' = 2743 fb /Fb' = 0.49 Live Defl'n -0.43 = L/446 0.53 = L/360 0.81 Total Defl'n -0.26 = 1./737 0.80 = L/240 0.33 ADDITIONAL DATA: FACTORS: P/E CI) CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Pv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'f 2400 1 1:00 1.00 1.000 '0.995 1.00 1.00 1.00 1.00 - 2 Fb'- 1850 1.60 1.00 1.00 0.927 1. :000 1.00 1.00 1..00 1.00 - 4 Fcp' 650 1,00 1.00 - - - - 1.00 - - - E' 1.8 million 1.•00 1.00 - - - - 1..00 - - 4 Lain' 0.85 million 1..00 1.00 - - - - L.00 - - 4 Shear : LC #2 = D +S, V = 4910, V design = 4172 lbs Bending( -i-I: LC #2 = D +S, N = 18077 Lbs -ft Bending( -): LC #4 = .6018, M = 26233 lbs-ft Deflection: LC #4 = .6DtW EI= 3453e06 1b -i.n2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D-dead L =live S =snow 11-wind l= impact C =const :ruction 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). (-2:-,)3 COMPANY PROJECT r 1 WoodWorks° S(1FIW. RF FOR WOOD DE.IIG.Y June 28, 2010 13:43' beam under 202a LC1 Design Check Calculation Sheet Sizer 7.1 LOADS (Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Units Start End Start End ' dead Dead Full Area 13.00 ('1.33)* psf live Live Full Area 40.00 (1.33)* psE wall. Dead Partial UD 90.0 90.0 0.00 3.83 plf Wind/ Wind Point 7380 0.00 lbs wind2 _wind Point -7380 3.83 _ lbs *'Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : .-Y .,�- .vim .rte •- :,--+� �...�` ��d... ` _ °r- .. - L �s��"* ,,,Y.. -.. ,._ ° = `,,'."'�A,'�; o' 16t Dead r 565 302 Live 1646 427 Uplift 1538 Total 2211 729 Bearing: - Load Comb 43 #2 Length 0.84 0.50* *Min. bearing length for beams is 1/2" for exterior supports PSL, 2.0E, 2900Fb, 3 1/2x14" Self- weight of 15.31 plf included in loads; Lateral support: top= at supports, bottom= at supports; A nalysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear fv = 160 Fv' = 464 fv7Fv' = 0.34 Bending( +) fb = 324 Fb' = 2433 fb /Fb' = 0.13 Bending( -) fb = 2163 Fb' = 2842 fb /Fb' 0.76 Live Defl'n -0.46 = L /415 0.53 = L/360 0.87 Total Defl'n -0.42 = L/456 • 0.80 = L/240 0.53 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fv' 290 1.60 - 1.00 - - - - 1.00 - 1.00 4 Fb'+ 2900 1.00 - 1.00 0.839 1.00 - 1.00 1.00 - - 2 Fb'- 2900 1.60 - 1.00 0.613 1.00 - 1.00 1.00 - - 4 Fcp' 750 - - 1.00 - - - - 1.00 - - - E' 2.0 million - 1.00 - - - - 1.00 - - 4 Emin' 1.04 million - 1.00 -- - - - 1.00 - - 4 Shear : LC #4 = .6D +W, V = 5224, V design = 5224 lbs Bending( +): LC #2 = D +L, M = 3088 lbs -ft Bending( -): LC #4 = .6D-t -W, M = 20612 lbs -ft Deflection: LC #4 = .6D +W El= 1601e06 lb -1n2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1: Please verify that the default deflection limits are appropriate for your application. 2. 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. 6 \i 3 COMPANY PROJECT lit WoodWorks° ,OI !WARE FOR WOOD 9f S16N June 28, 2010 13:43 beam under 202a LC2 Design Check Calculation Sheet Sizer 7.1 LOADS ( Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Units Start End Start End dead Dead Full Area 13.00 (1.331* psi live Live Full Area 40.00 (1.33)* psf wall Dead Partial UD 90.0 90.0 0.00 3.83 plf Windi Wind Point - 7380 0.00 lbs Windt Wind Point 7380 3.83 lbs *Tributary Width (ft) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) *�' '�`a�as�$w.a .. "`4� ;,.,�? t - s�''�a''�,._'ay"� -..�, .r»•, -�. a "�.. -"fir '. - [ 164 Dead 565 302 Live 427 1696 Uplift 1380 Total 992 1950 Bearing: Load Comb #2 44 Length 0.50* 0.74 *Min. bearing length for beams is 1/2" for exterior supports PSL, 2.0E, 2900Fb, 3- 1/2x14" Self- weight of 15.31 plf included in loads; Lateral support: top= at supports, bottom= at supports: Analysis vs. Allowable Stress (psi) and Deflection (in) using NOS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear. fv = 181 F0' = 464 fv /Fv' = 0.39 Bending( +) fb = 2352 Fh' = 2842 fh /Fh' = 0.83 Live Dcfl'n 0.44 = L/435 0.53 = L/360 0.83 Total Defl'n 0.48 = L/398 0.80 = L/240 0.60 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Curt Ci Cn LC# Fv' 290 1.60 - 1.00 - - - - 1.00 - 1.00 4 Fb'1- 2900 :1.60 1.00 0.61.3 1.00 - 1.00 1.00 - - 4 Fcp' 750 - - 1..00 - - - - 1.00 - - - F' 2.0 million - 1.00 - - 1.00 - - 4 Emin' 1.04 million - 1.00 - - - 1.00 - - 4 Shear : LC #4 = .6D +W, V = 6000, V design = 5909 lbs Bending(i -): LC #4 = .6D +W, M = 22412 lbs -ft Deflection: LC #4 = .60 +W El= 1601e06 lb -in2 Total Deflection = 1.00(Dead Load Deflection) + Live Toad 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. (C) • COMPANY PROJECT Ilt WoodWorks® SOiYWARE?OR WOOD DESIGN June 28, 2010 13:44 b18 REAR LC1 Design Check Calculation Sheet Sfzer 7.1 LOADS ( Ibs, psi, or pit) : 400 . . Type Dlbt1b Tian Magnituticf Location 1 ft Units sta Bnd •Start End 1 w63 Dead Partial UU 402:0 402.0 0.00 1.00 pif t Snow Partial_ UD 450.0 450.0 "0..00 1:00 pl£ 9 Dead Point 98S • 1.00 lbs 3_c 4 c9' Snow Pant 1470 1.00 lbs 5c10 Dead Point 985 7.00 Lbs 6 _ c10 Snow Point 1470 7.00 lbs 7 "w64 Dead Partial. 00 402.0 402.0 7.00 9.50 plf 8 w64 Snow Partial UD 450.0 450.0 7.00 9.50 1 .9 Dead Full 'VA '47.7 pif 10_y 2S Live Pull UDL 160.0 plf Load11 Dead Full U_DL 13.0 if ll 00 Load12. Live Fu1. 40.0 D E W1 t iind Po.i.nt 6 1.00 lbs; W2 Wind Point - 6190. 7.00 lbs MAXIMUM REACTIONS (Ibs).and BEARING LENGTHS (in) :, I' 0' 9' -0 - Dead 197.7 2047 Live_ 5352 2391. , Uplift.- 1667 Tota=ta 7329 4439• Bearing: - Lead • Ccimh 04 03 Length. 3:61 _ 2.19 Glulam - Unbal., West Species, 24F -V4 DF, 3- 1/8x10 -112" Self - weight of 7.55 plf included in loads; Lateral support: top = full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005: Criterion Analysis Value Design Value Analysis /Deelan. - Shear fv = 297' Pv" - 124 Ev /'Fv' 0; 7 ,0' - Betiding (4 -) fU - 1693 Pb ' - -2.760 _£b /Pb -' , . .0.61. lend.tng( - 1 _ ' Pb = 1580 Pb ' - 284'1 Cb /Fti' 0,: 5,6 Live Den 'n 0,14 - L/837 0.32 - - t,/360 0 Total. Def1''n .6.29 -, L/386 . 0.47 = - L/240 0:.62 ADDITIONAL DATA: FACTORS: F /.E CD Cli Ct CL CV C£u Cr. CFrt Notes Cn' LCB Eve' 265 1:60 1,.,00 1.00 - - - - 1.00 1.00 1.00 4 E6' 24'00 1 -.15 1.00 1_00 1:000 1.000 1.00 1:00 1 .00 1.00 - 3 Fb''= 1859 1.60 1.00 1.00 0'.061 1.doo 1.00 1.00 1.00' 1:00 - 0 Ccp'' 650 1.00 1.00 - - - - 1.00 - - - F' 1.8 million 1.00 1.00 - - - - 1.00 - 3 Eminr 0.,85 m`iLlion 1.00 1.00 - - - - 1.00 - - 3 Shear : LC 1'4 = D-I•.75(1,, +S +W),, .V = 7329, V design = 6493, lbs Dend,Lngtt): LC 13 = D1•.75(1 +81, ii = 8104 Lbs -ft Berid:Lng f - 1,: LC 118 ■ .'6D1.4, M ■ 7558 .Lbs - Deflection: LC 113 = D1- .75(1.+S) GI= 543e06 hb -.in2 Total,De = 1,..50(Dead Load DefiecGion) + Live toad Deflection. (D'dead L -Live S - sngw W - wind I- iinpact 'C- cons CLdµconcentrated) '($11, GC's are .!listed in the Analysis du Oil la Load combine t-iona: 7CC -T8C 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: hearing length based on smaller of Fcp(tension), Fcp(comp'n). 6 3,,,,:, COMPANY PROJECT dt WoodWorks ® - S OFT wan WA WOOD "1 SILO June 28, 2010 13:44 b18 REAR LC2 Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [f_] Units Start End Start End iw63 Dead Partial UD 402.0 402.0 0.00 1.00 pl 2 _ w63 Snow Partial UD 450.0 450.0 0.00 1.00 plf 3 c9 Dead Point 985 1.00 Ihs 4 Snow Point 1470 1.00 -Ibs 57c10 Dead Point 985 7.00 lbs 6 Snow Point 1470 7.00 lbs 7._w64 Dead Partial UD 402.0 402.0 7.00 9.50 plf . 8 Snow Partial 131) 450.0 450.0 7.00 9.50 plf 9 Dead Full tlIL 47.7 plf 1 j25 Live Full 110L, 160.0 plf Load11 Dead Full UDL 13.0 pit Load12 Live FULL UDL 40.0 plf 472 Wind Point -6190 1.00 dips 672 Wind Point 6190 7.00 lbs MAXIMUM REACTIONS -(Ibs) and BEARING LENGTHS (In). : _ _ _ ' ' 1.0' g-61 Dead 1977 ' 2047' Live 2420 5324 Uplift 2709 Total 4397 7371 Bearing: - Load Comb 113 #4 Length 2,16 3.63 Glulam - Unbal., West Species, 24F -V4 DF, 3- 118x10 -112" Self- weight of 7.55 plf included in loads; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion , Analysis Value Design Value Analysis /Design Shear Fe -- 249 Fv' .= 424 fv /Fv' = 0.70 Bonding( +) fb - 3225 Pb ' . 3840 fb /Fb' = 0.84 Live Def1'n 0.24 = L /46E 0.32 a L/360 0.77 Total Uell'n 0.40 = L/283 0.47 - L/240 0.85 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrl: Notes Cn 1C11 Dv' 265 1.60 1.00 1.00 - - - - 1.00 1.00 1.00 4 Fb'+ 2400 1.60 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 4 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 4 Emin' 0.85 million 1.00 1.00 - - - - .1..00 - - 4 Shear : LC #4 - 0+.75(L +S-1 -4), V - 7371, V design = 6533 lbs Bendiny(3): LC 44 = 0+.75(L)S - -W), M = 15434 lbs-ft Deflection: LC #4 = D +. /5(L +S +W) El= 543e06 lb-.in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (0 =dead 1. =live S =snow W =w1 nil I =impact C= construction CLd= concentrated) (All LC's arc 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), k'.--.. G J Harper Project: H'P'" Houf Peterson. Client: Job # • Righellis Inc. -- Designer: Date: Pg. # LA IIIISCAFE AI 411,g17 YOAA Deck_ fl c-eSic� Wdl : 10. lb •8•ft•20•ft Wdl = 1600•lb ft Seismic Forces Site Class =D Design Catagory =D W p W dl I := 1.0 Component Importance Factor (Sect 13.1.3, ASCE 7 -05) S • 0.339 Max EQ, 5% damped, spectral responce acceleration of 1 sec. S := 0.942 Max EQ, 5% damped, spectral responce acceleration at short period z := 9 Height of Component h := 32 Mean Height Of Roof F : = 1.123 Acc -based site coefficient @ .3 s- period (Table 1613.5.3(1), 2006 IBC) F := 1.722 Vel -based site coefficient @ 1 s- period (Table 1613.5.3(2), 2006 IBC) S := F S S ml • = F v S 1 2 • S ms S : = Max EQ, 5% damped, spectral responce acceleration at short period 3 Exterior Elements & Body Of Connections a p := 1.0 R P = 2.5 (Table 13.5 -1, ASCE 7 -05) . 4a p •S d S . I p F := �1 + 2.1 Wp EQU. 13.3 - 1 F pmax := 1.6•Sd -I W EQU. 13.3 - F pmin := .3 S ds' I p• W p EQU. 13.3 - F,:= if(F > Fpmax,Fpmax,if(Fp < Fpm in,Fpmin, F = 338.5171-lb Miniumum Vertical Force 0.2- Sd W = 225.6781•lb GS5 Harper Project: I1FR Houf Peterson Client: Joh I Righellis Inc. Designer: Date: Pg. # Wdl •= 10 lb 8•ft•20•ft W = 1600.Ib ft 2 Seismic Forces Site Class =D Design Catagory =D W p W dl 1.0 Component Importance Factor (Sect 13.1.3, ASCE 7 -05) S : = 0.339 Max EQ, 5% damped, spectral responce acceleration of 1 sec. S : = 0.942 Max EQ, 5% damped, spectral responce acceleration at short period z := 9 Height of Component h := 32 Mean Height Of Roof F ' .= 1.123 Acc -based site coefficient @ .3 s- period (Table 1613.5.3(1), 2006 IBC) F := 1.722 Vel -based site coefficient @ 1 s- period (Table 1613.5.3(2), 2006 IBC) S := F Sm := F -S 2 • Sms 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• S ds' 1 p r z F :_ I 1 + 2. h1•Wp EQU. 13.3 - P J Fpmax:= 1.6.Sd EQU. 13.3 - Fpmin:= .3- Sds -1p. EQU. 13.3 - := if(F > Fpmax,Fpmax,if(Fp < Fpmin,Fpmin,Fp)) F = 338.5171•Ib Miniumum Vertical Force 0.2•Sd = 225.6781•lb (‚3o' Harper P' Houf 1P COMMUNICATION RECORD Righelh$ Inc. TO ❑ FROM G MEMO TO FILE ❑ LRVL].. qaK FQ£NITEt'�T S •EJAVE ._ . _. _ _ _ PHONE NO.: PHONE CALL: ❑ MEETING: 7 Z] '0' .m F.1 o m II o I III -- r I (.7)... ; c - II Al __Hr sil II I • G C 4_,I..-1 ....0// I t o f " ti C e f O r .. II r • Q O \9) - AO '; 4 0 h ' Yo 11 - S ,1 I,t - t'l) c 'Clq \ - 3/4 le. = `' 4 1002 -- 1 Na..))1..) L ;> +d). sc2f-, ----- (i 0 i n c•i) .1 --) / • - /....----------' 1 \; I. -z7.,( -- Ci 5 i 0' U--) \ S 1 , .1 1 ; , , . —___LA_____ 1 i _ n d • <-7--7- . . - , _______ L A 0 °: 1 . = r, • -. vi) -77 C i -) oc.\ ‘0D g - - ,--;\ :Dv u .9. ao cit.) I DICCk j .. \±.., n 0 3 3 c z . (7) T ovv/. 91 = • K.41 - )JcAvil ' z • . . z a . A 1-31.irr / () °A , ) A . Ill ° c \koi„uuJc;) Fc') /j ---.-*---- ..*-----...-----....- Z al 0 r m El EJ 1D3102:1d ) • 1_ D'n . :31VC1 AO • • ,-. -- ,, ' t I . . J.<-___ AIL • . 7)P) g . 6 12 1 • @ it c'l iroa-ti /.' Ool-i'e -)a)gee • isoe. no4 D009 --- ( l ...t:MOZ : t? •,- cAbc . 0 0 • z 0 z -F, P . ... o ,i m 4 .------ ,11, Ugy - '); - ,15 - ai 01 z i7C1Ciki ,J0 ' , z a I iNI.S 4 400he — NIA, oohs a 02 , . . , ril# Co-h9 • z ri o 0 xr r o n if, ° 2 1 P r 7 1 C7 El . ...." .7(T) 4 - 1 7)• Kl_ • .36 :..1.3 road cl '''' ors1 Elor 0 \ OC cr\ \p: \..... L :a.i.vo t1/4.141■43' , . -An ' . ' ON‘j ' ' • - —. 1 Harper Hod. com MUN ICATI RECORD RighelliS Ira. To 0 FROM 0 tviEmooTo FILE E] - "' ---- iIiT;TrEM.: --7, ii7;i:17-13" ----- LANU2AZAPii hile■llrfCTi..9ti:eVr,e:iliG .............„,...*........-.................,..................... PHONE NO.: PHONE CALL: El MEETING: 0 X X CD r? 73 :$ rt:: CP X t I 0 71 rt' 9 (--) 1--- 0, .._, li fy, II . C.) ' 3 QJ b s Lc , ...c ......_„ o o 0 Z ..- V . _ 0 C 7 3 --; V r' C ....--A ..,---- C.— C-C ,t 2) --- CD , 1 --I -,-- , I F (- CQ, C.. .. ) . Q — , .9 BY: h po b ettr C occoe.41\ DATE: _)\ ‘ 1 Q 7. PROJECT: • R E: 1 poi- L •• _I O • Li 1— Id O 2 2 El 1111 0 0 LLI 1P.P1 CC B. Post z 0 vEctc._ 15175 2 0 a / ? e I 1 c e 5 ce U- z DEX LAS/Cu 1— • B_ GIURVO 9-RAL. !I: - ■ 0 6 I !3 E 4 - Jj •—■ • • . „ - : •■■■ 4 4, . . COMPANY PROJECT /1 11 41 1 i WoodWorks ® SOFTWARE FOR WOOD OESICN June 8, 2009 16:27 Hand Rail Design Check Calculation Sheet • Sizer 8.0 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End LIVE Live Point 2.50 200 lbs , MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : " ' 4 - 2 - -.. '- .4- Ni .-,4.-T:,' . . ,; ..,..,.,-:; . if+t,,tc-i.4:','.:4;, 4.',.;,:. , ,..,..-, ,,, .,, 41 ;,.; r ,:7 : .;_ f.”)•. 1 .: ,:;;,;_..., . - , , :01":,,r, i ,..:k: ,,...':. .:::,' ".-;:',:-...: f:,,, ..-. .' ,-.a..4.' ' ,,;-: z Z,' :.:',,,,; ,,:. ,' ' :... :r '3:1 ;',.. t',..Z.,,.-T .1. „,..`„‘„ *1_, ..0..,:.Z, A 4 ..: - ;T.:. .:z. 4.- • ''. ...-,.... - .:• ',.-,.,- „., „:',:.. Y - ....4?.!7,2 . „;,, . . , . -1, , , :..,,, . . 1 .. . 5 _ Dead Live 100 100 Total 104 104 Bearing: Load Comb #2 #2 Length 0.50* 0.50* Cb _ 1.00 1.00 "Min. bearing length for.beams is 1/2" for ederior.supports Lumber-soft, Hem-Fir, No.2, 2x6" Self-weight of 1.7 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Shear fv = 19 Ey = 150 fv/Fv' = 0.13 Bending(+) fb = 405 Fb' = 1048 fb/Fb' = 0.39 Dead Defl'n 0.00 - <L/999 Live Defl'n 0.03 = <L/999 0.17 = L/360 0.20 Total Defl'n 0.03 - <L/999 0.25 - L/240 0.14 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 150 1,00 1.00 1.00 = - 1.00 1.00 1.00 2 Fb'+ 850 1.00 1,00 1,00 0.949 1.300 1.00 1.00 1.00 1.00 - 2 Fop' 405 - 1.00 1.00 - - 1.00 1.00 - E' 1.3 million 1.00 1.00 - - 1,00 1.00 - 2 Emin' 0.47 million 1.00 1.00 - - - 1.00 1.00 - 2 Shear : LC #2 = L, V = 104, V design = 103 lbs Bending(+): LC #2 = L, M = 255 lbs-ft Deflection: LC #2 = L El = 27e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction Lc=concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC _ .. DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. • ID COMPANY PROJECT WoodWorks® SOFTWARE' FON WOOD MICA? June 8, 2009 16:27 Hand Rail2 Design Check Calculation Sheet Sizer 8.0 LOADS: Load Type Distribution Pat- Location [ft] Magnitude 'nit . tern Start End Start End LIVE Live Full UDL 50.0 nlf MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : :, f �J -�. e�`'r.a= }ll:' '= "�"".?;'lE �v`q'i" �t 7"N'4'ir;� y, >•wc., yy... �r ,s _+,. r � F anti., - r ... '- 7 ,. ' !`�l"'. �-..., � ".l as r - H� h - »'ii �., � `(' , F. _ d -c ;i :y�,`jT�f.ii r,•:'t?°^i;`•..:r. n' � q r :.l. � f n: � i 'rrr� �t ��•y.,' 4 .^ - , , ; I i . � �' s'� ", . .. 1, ..: �:� • M: , .� r.r1`r -�I�r a.J,�. . �.� •r.. - •i , �a - '.i 4 s..� yi l ... s C : 1'f . • u+ i�' :_'i 10; 5+ Dead Live 125 125 Total 129 129 Bearing: Load Comb #2 #2 Length 0.50* 0.50* Cb 1.0o 1.00. • 'Min. for beams is 112" for eicteriorsupports: Lumber -soft; Hem -Fir, No.2, 2x6" Self- weight of 1.7 pif included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 19 Fv' = 150 fv /Fv' 0.13 Bending( +) fb = 256 Fb' = 1048 fb /Fb' = 0.24 Dead Defl'n 0.00 = <L/999 Live Defl'n 0:03 = <L/999 0.17 = L/360 0.16 Total Defl'n 0.03 = <L/999 0.25 = L/240 0.1i ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 150 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 850 1.00 1.00 1.00 0.949 1.300 1.00 1.00 1.00 1.00 - 2 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.3 million 1.00 1.00 - - 1.00 1.00 - 2 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear : LC #2 = L, V = 129, V design = 106 lbs • Bending( +): LC #2 = L, M = 162 lbs - Deflection: LC #2 = L EI = 27e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction Lc= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. C ILV1(-3 [1] WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN UNIT C - FRONT LOAD WoodWorks0 Slier 7.1 June 22, 2010 14:24:15 Concept Mode: Reactions at Base of Structure View Floor 2: 8' h 0 a 0 . 1280 L 1 2 8 0 E ns b' ( viii ' 1 .;442 D. , . 442 D .. . ... . 4-, -u IUL ( 40-a (U'1 _ 4b-b IUUq . . . - . - . . . 1 44•b 18... 4,5,-b J� - .. - 4[ -a V0 .:ic = L'14701" - 4U -e "b . 1047746 D) -992 D, : • • • • ... - s . • • i v -- - 1.; . .. • 3 /-b •1 su � !! +`i as -b- � 1 ' 34 - 0 UV u -b I "-- - ' • •• - - JG -b l;b i .. 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Plain Concrete Isolated Square Footing Design: F2 f := 2500• psi Concrete strength f := 60000 Qsi Reinforcing steel strength E := 29000•ksi Steel modulus of elasticity 'Yconc 150.pcf Concrete density `Ysoil := 100 -pef Soil density gall := 1500•psf Allowable soil bearing pressure COLUMN FOOTING Reaction Totaldl := 3978 -lb Pd1:= Totaldi Tota111:= 3994-lb PII := Totalll Pt1:= Pdl + Pll Pt1 = 7972• lb Footing Dimensions t := l0•in Footing thickness Width := 30 -in Fooling width Width2 Footing Area clnct gall — tf cone gnet = 1375•psf PC1 Areqd Lint Aregd = 5.798 ft < A = 6.25 ft 2 GOOD Width := A reg d Widthregd = 2.41- ft < Width = 2.50 ft GOOD Ultimate Loads = Pdl + tf A''Yconc := 1.4•Pd1 + 1.7• Pll P„ = 13:45•kips P q„ := A q = 2.15•ksf #F3 Beam Shear b 5.5. in (4x4 post) d ::= tf: — 2-in (I) =0185 b := Width b =30.in 4. V, := 4.--. f V, = 13.6.k.ips: 3 V:= :._ chi ( b.— b V„ = 5.49. kips < V, = 1.3.6,kipS GOOD 2 Two-Way Shear bs := 5.-.5. in Short side doluinn width bL 1= 5;5-in Long side column width b„:= 2- (bs + d) + 2. (1?t, + d) b, = 54•in (3,:= 1.0 ( 3 3'13c) iriTgi -b.d V, 40.8. kips V.iimax := 4j, 2.66.X V„ = 27:13. kips Au= 402 — (0 + 421 V = 10.13. kips < Vit„,„ = 27.13. kips GOOD Flexure 2 M:= gu t( b — b„1 ( b M = 2.8.11kips (2) 0.65 2 b A S = 0;185. ft 3 F ...= 54. 14 F = 162.5-psi M, = 105.14.psi< F = 162.5. psi GOOD S ?Jse a 2'-6" x 2'-6" x 10" plain concrete footing] V 1 NI -he asn -E-'q) = (fl CY1061 4 btcre Thi JflO .X'� M.\ 7. ( .. 1 )c") (r k-9) g .(V\ 00k -7- ( 0X1P 1/0"o &16 h iXZ)( ) z)03, C)0 "lc\ In o r rca vy o a „sl -a-co ,,,- 00.1 ryl ‘0 .c;rcfol 003 e,m_Aikki T ?WOOS =- kJ "` ■%e.. -LT ()I x nVosi (Y1001-4 ° t-h2 s e ! rn0a1 5 a i 6 05 AI 'L L °V (xx). J clog, se- (oo) crn asi ( /Q.) )0 - \ rac hcee isC) C C,t WOrcr) CX*.„ 9 • Li cj 1.11).) Z LI i'Sl 0 ) 1 :Y1 rn0C).S3 - -5 n rn • el 60051 r- s' oos d )c\ckq 1 414 ( (Mit T \\01.01. jcy 5,6 Goo) = 0-9cska-Ni Z.VJG) 11 JJ • m 0 z MI L 0 ; s 1 . )C7 a!) n 0 t. q i= °S 9 N I G t r JOO\ Tla Caae El g 3 Y X ' n 00S c3 iSf (37n g 0 , 0 SCourrp09 D Worn W' DA lDBroJd 0 b 0 JON or C"\c ) Ve .31Va \I\, V - BY. A � OATE' �* a.0 v 1 / ' (, 1 0 JOD NO.. (e f \Vf7 lVi ..., d1 0 OF PROJECT: ' R E: Un i C - f{ V ry4 ooA ❑ ❑ S: 5v- 8.'1 s� LA z x _ X 1 „ lb.\OKE€ �b,ta�s� -I �� 3 t .". ia.8$KF� O . I S � 3 i (� � ► cy z ❑ 1 I, ; a U o I t � o 14. �s - � - 4.5 - �-o,i5a�5 �— �,S - ---�a. 7 C\NecL Ove ` rn i n(6 O MGT' = 11i, .10 4.1G (1,•1U i- 12,bn +t-(5. ,$) = 1k,3,1,23 o z M, , 0,1,5dli, ,)(3.s (,©i C1> }- 4 ,L1-( - )- - ) 4- 4,0c.Cir 2 a3s _ ARit: _ (.OkIS C �5 JC1 + (2 (11) 4 - 4.(:) C► t> +1 - , ) ❑ tS- M t71L • ❑ d C ' .±- i 0. �'s q S 1- 2.) � 6) - 5.13Q\ C - 3001- 9 - n't004 ---. 4( , 4() = 0= . c o� 3L( -2e 3( )(1?,- Z(3fo ) 9, CJ r p 0 I. 1* :,y I„ . -. J 0., ^ . cL L 5 fr • ! o, 2 . rl . VC 7s3 r Harper Houf Peterson Righellis Inc. Current Date: 6/22/2010 10:53 AM Units system: English File name: O: \HHPR Projects \CEN - Centex Homes (300CEN - Plans \CEN -090 Summer Creek Townhomes\calcs \Unit C \FDN \Front Load.etz\ M33 =83.44'IKIP•h), - • M33= 12.21(Kip•ftl V I X• n o ;Bentley° H arper Hoof Peterson RigheHis Inc. Current Date: 6/22/2010 10:54 AM Units system: English F..ile. narne:.0 :1HHPR Projects\CEN - Cent Homes J(309)10EN.- PlanslCEN- 090;Summer Creek Townhomes\calcs \Unit C1FDN\Front'L"oad,1.etz\ jN133=43S(KIp•Itp M33 = - 40.04 (Kip ft� (Fe A ' x 1°A to p 0 A � C1 E. 66. 0 1 u L co hti " xx y ...d Vi . (7 0 • s� 0.9e10 ; - ( � Q. Z-I Z.4 I IAA > _ ,. z,Cr l )'`e c'61)(2) 2 Li 41€�L°O = a b �l ' g) b 4' h .' S h z vw �\ 0 _ _ n S d: - 3\ ° )Z 1 ` = — k Ck ®IQ b { X 1''1° _(S' hS) S' l 3 3 °QC)' <J :9 . + ci11.1 Z} --+ ,(.b — 101 1 0 4 ti sh 11) e ch' ' ")� e);,a -� 2.5' +, S 1o.W o '0 O I r 0 3 0007- 3 ' OnoZ M o ❑ ❑ P oarl D . ji N ( :38 :103108 Ob 11 V, ' -7\iNici Harper Houf Peterson Righellis Inc. Current•Date: 6/22/2010 10:57AM Units system:. English File name: 0:1HHPR Proiects\CEN - Centex Homes (309)\CEN - Plans \CEN 090 Summer Creek Townhomeslcalcs Unit.CIFDN1Reat Load 2:eti1 • M33=36.82 00' fll M33= -50:22 (Kip'flj A x 0 • C3Irt AcAL" DAT: ' S °t i (afaID JoB CeN '()(CIC) OF PnoJECT: U n.14 C — or SW 51,09 kR 0 D 6 O 2 ° Er 1 k 4(‘ tu() c! Checle__ Over-turn hs Mor / "4:a(2..): ),L(. () + DLC(4) - 412a. 4- I,Lb (2) H-1. DL 5MoT 0 < .04 L Ic_i Ar-ea. 6 x A.as'xQ.S O . FLLI ct O I _ LICa IA, o 34 . 31 - 0 3 - 2 3(4,2.5)(e.) - 2(o:KM) ) c v. 0.1i;'it R fin* g I � � � • H arper :Houf.Peterson Righe l�s Inc. � C urrent Date: 6/22/2010 1 :17 PM Units system: English FII$'n 3rne: O': \HHRR ProjectsCEN.- .Centex Hoiriesj309)10EN'- Plaris \CEN =090 Summer Creek Townhc mes \calcs \Unit C1FDN11nterior.etz\ • - M33 =60.31, [Kirft] 433=- 18.91 E- 10 :[K4:Mt} .M33= 21.270011 \ X Z . _ n 4:2. y Harper Houf Peterson Righellis Inc. Current Date: 6/22/2010 1:17 PM Units system: English File name: O: \HHPR Projects \CEN - Centex- Homes (309)\CEN - Plans10EN -090 Summer Creek Townhomes\calcs \Unit C\FDN\Interior 2,etz\ • M33= 55:84,[Ki fftJ I ' M3365.1701'({gp`KJ - _ . — M33= 21.46E -11 [Itip R] M33= 25,6'[Kip'Rl Pia - 1 -) P\ 1 • , 0\0 : _, _.J ( a■1 .5.5 Cz/b0 -1 )( = k-i'W 0 (\t '0 -::: czixci)(9. L000lo,,),, - • L? .ic..) / 7■c) ' . 0 -A\O CI 0-#; (,Z) ) \ e)(090 1 09)U- 1 0 ( L g o)Oko '0 :7 ' \-iV10 l; ■ ' ..- (tixE)(poos)(2, ,. • / (900 1))(,c-b'o) . b' 0 .z . \ - t ')'o .1 .1 7 --,:- • 0 A, i ,•,..„ _ i-tv - -- -, i locebg'i ‘e,i'og - _ - .i i Qss(7,2z.zi .c- k)4- sisi SCA "•1 _ . 1 --: coT.:_o), = Aoiacv‘ - . ' coo " LN1 t '(-T7Q9c:s7FKS' r tTQ -- C ) e - yo‘ooe -- v b. bg, "AO 0 : 1 De:t -----, yp. o =" ■P1 0 , 2 El r' 1 .k_r, - 0 ..-; o/(0000Ansio)- 0 X — tr li 0 V ' '1 0 AT Vr kol 0 1 cie•o/c 6 S1/4,' Lf11 --: 0 cek bi 0 =L?,IN2 3 3 Z (--; Col 'o -""Z. C II. k 51; 1)- ' 0 / 0010 C O(P: i ) :: \61 , - - - . • - • - • - ' I - i ';:- tit )- Yo -- , 1 7, - 1 - • --- S - 4 - ci) :C-)J..1, z i , 1 ' Nn r"s% V 4 `\ r f t) / • 1 ' 1 o , cl (TV Q = YWO 1 0 . . z _ 9 :- x' , - P1 • ri. D joN 3,d . ' 1 :103fOidd 0/DD Q ° C • DY IcAu aoo Jo ©" M —090 OF PROJECT: RE El El c \O - CL* o I- 1. OCA:Utte \Crtk-- Welht M0- 2 Tt (.4)4)L 1,v2.A.,■ 50 pc,P)(2) e eck -end w. U I I_ = 4 1 a( 94 ' °4-g 11 . 0 ) bls,(4) 'CM Crr 11 0 1L '3 1:- 4 11)( 191 § t- 51 O ( I, LL. e = 0 GS Ct 9 _ 0( „ 0 „ . ,, Jr (ts ,at..)(04sq) 3u L ( \ ( . 3 iii 0. Scr YSE t siv.c- . 0 14- a> . o \,S"— 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 = 12.00 inches (into the Fc Stem = 8.00 inches Note: hef above is the the embedment into or cmax = 5.25 inches the foundation and does not consider stem ww Fnd Width = 36.00 inches cmin = 2.25 inches Cmin = 18.00 inches Wc.N= 1.00 cast -in -place anchor Wc,N= 1.00 cast -in -place anchor k = 24 cast -in -place anchor k = 24 cast -in -place anchor ¢ = 0.75 strength reduction factor 4) = 0.75 strength reduction fact Calculations Calculations ANc = 68 in` A = 1296 in AN = 110.25 in` AN = 1296 in Nb = 8,607 pounds N = 55,121 pounds Wed,N = 0.8286 Wed,N = 1.00 • Nnb = 4,399 pounds N = 55,121 pounds 4)N = 3,299 pounds 4)N = 41,341 pounds Combined Capacity of Stem Wall and Foundation ocb = 44,640 0.750N = 33,480 Concrete Side Face Blow Out Givens Abrg = 2:.15 in` fc = 3000 psi c = 18.00 inches = 0.75 strength reduction factor Calculations Nsb = 231,191 pounds +•sb = 173,393 pounds Concrete Pullout Strength Givens Ab 9 = 2.15 in` fc = 3000 psi = 0.75 strength reduction factor Calculations N = 51,552 pounds;. 4)N = 38,664 pounds Steel Yield Strength Givens f = 58,000 psi A = 0.606 in = 0.80 strength reduction factor Calculations N = 35,148 pounds 4N = 28,1 18 pounds < 33,480 Ductility,Met -_ Holdown Check Holdown: • Hp,U 14 Holdown Capacity= 14;930 pounds 1.6* Capacity= 23,888 pounds 23,888 < 28,118 Holdown Checks AC! 318 -05 Appendix D 1.125" Diameter Bar Capacity at Standard Stem Wall Concrete Breakout Strength Stem Wall Capacity when govern by 3 edges Foundation Capacity Givens Givens fc = 3000 psi fc = 3000 psi h' = 17.00 inches hef = 12.00 inches (into the Foundation) Stem = 8 inches Note: hef above is the the embedment into only the the foundation and does not consider stem wall embedment Fnd Width = 36.00 inches c = 2.25 inches c m;n = 18.00 inches Wc,N= 1.00 cast -in -place anchor wc,N= 1.00 cast -in -place anchor k = 24 cast -in -place anchor k = 24 cast -in -place anchor = 0.75 strength reduction factor 4) = 0.75 strength reduction factor Calculations Calculations ANA = 408 in AN = 1296 in ANo = 2601 in AN0 = 1296 i n` Nb = 92,139 pounds Nb = 55,121 pounds li /ed,N = 0.7265 Wed,N = 1.00 Nth = 10,500 pounds N = 55,121 pounds (I)N = 7,875 pounds (1)N = 41,341 pounds Combined Capacity of Stem Wall and Foundation c)N = 49,216 0.754)N = 36,912 V 4`� Concrete Side Face Blow Out Givens A br9 = 2.75 in` fc = 3000 psi c = 18.00: inches = 0.75 strength reduction factor Calculations Ki = 261,589 pounds 4)Nsb = 196,192 pounds Concrete Pullout Strength Givens Ab = 2.75 in fc = 3000 psi = 0.:75 strength reduction factor Calculations • N = 66,000 pound's SN = 49,500 pounds Steel Yield Strength Givens f = 58,000 psi A = 0.763 in = 0.80 strength reduction factor Calculations N = 44,254 pounds 4)N, = 35,403 pounds < 36,912 Ductility Met Holdown Check Holdown: HD19 Holdown Capacity= 16;38Q pounds 1.6* Capacity= 26,208 'pounds 26208 < 35,403 Holdown .Checks fA1