Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Specifications (2)
. . ) Go& oet:ri7 -- Structural CalculationsRE- .. =' JUN 9 2." for CITY OFT@ A 0 Full Lateral & Gravity Analysis oful� °Iala;ss1% Plan C 1 186 Lot 7, Summer Creek Townhomes Tigard, OR Prepared for Pulte Group April 7, 2011 JOB NUMBER: CEN -090 ** *Limitations * ** Engineer was retained in limited capacity for this project. Design is based upon information provided by the client, who is solely responsible for the accuracy of same. No responsibility and /or liability is assumed by, or is to be assigned to the engineer for items beyond that shown on these sheets. 98 sheets total including this cover sheet. S1 aucTUR 4( ` � 01 PROT F ff i �NG1NE£R Q4 12.320 9 LP. d OREGON ,� .. OREGON 4 t � N J. E0' OFF ICE COPY - EXPIRES 12-31 -2011 This Packet of Calculations is Null and Void if Signature above is not Original 4 Harper Houf Peterson Righellis Inc. EN GIR[f RS.P RS LA NOSCARf ARCN11ECf3.pURV E.Oft'u 205 SE Spokane St. Suite 200 ® Portland, OR 97202 • [P] 503.221.1131 a [F] 503.221.1171 1 104 Main St. Suite 100 • Vancouver, WA 98660 0 [P] 360.450.1141 • [F] 360.750.1 141 1 133 NW Wall St. Suite 201 o Bend, OR 97701 0 [P] 541.318.1 161 • [F] 541.318.1 141 / Structural Calculations for Full Lateral & Gravity Analysis of • Plan C 1 186 Summer Creek Townhomes Tigard, OR Prepared for Pult.e Group July 13, 2010 JOB NUMBER: CEN -090 ** *Limitations * ** Engineer was retained in limited capacity for this project. Design is based upon information provided by the client, who is solely responsible for the accuracy of same. No responsibility and /or liability is assumed by, or is to be assigned to the engineer for items beyond that shown on these sheets. 98 sheets total including this cover sheet. This Packet of Calculations is Null and Void if Signature above is not Original Harper CIF :Hoof :Peterson Righellis Inc. 71"• AP7, rv3SSAS'L'RRCiiITL 4` 205 SE Spokane St. Suite 200 a Portland, OR 97202 • [F] 503.221.1131 a [F] 503.221.1171 1 104 Main St. Suite 100 e Vancouver, WA 98660 e [P] 360.450.1 141 0 [F] 360.750.1 141 1 133 NW Wall St. Suite 201 • Bend,'OR 97701 e [P] 541.318.1.161 e [F] 541.318.1 141 Design Criteria Project Scope: Full lateral & Gravity Analysis of Unit C Design Specifications: Wind Design: Basic Wind Speed (mph): 100 From Building Authority Exposure: B From Building Authority Importance, l : 1 2006 IBC / 2007 OSSC Occupancy Category: II Residential • Earthquake Design: Seismic Design Category: D From Building Authority Site Class: D Assumed, ASCE 7 -05 Ch. 20 Importance, IE: 1 ASCE 7 -05 Table 11.5-1 Ss: 0.942 USGS Spectral Response Map Sl : 0.339 USGS Spectral Response Map Dead Load: Floor: 13 psf Wall: 12 psf Wood • Roof: 15 Of Live Load: • . . Roof: 25 psf Snow Floor: 40 psf Residential Floor Materials and Design Data: • Materials: Concrete Compressive Strength, f'c: 3000 psi Foundations & Slab on Grade Concrete Unit Weight, yc: 145 pcf Steel Reinforcement Yield Strength, f 60,000 psi Wood Studs (Wall Studs): Hem -Fir #2 2x & 4x Wood Beams & Posts: DF -L #2 6x & Greater Wood Beams & Posts: DF -L #1 Glulam Beams: 24F -V4 PSL Beams: Fb =2,900 psi, FV= 328psi, E -2.0 Million TS /LSL Beams: Fb =2325 psi, FV= 460psi, E =1.55 Million Design Assumptions 1. Allowable soil bearing pressure (qa) : 1500 psf Assumed • 2. All manufactured trusses, joists, and flush beams u.n,o. shall be designed by others. Structural Analysis Software Used: Mathcad 11 Microsoft Excel 2000 Wood Works — Sizer version 2002 Bently RAM Advanse Harper Project: Summer Creek Townhomes UNIT C Houf Peterson Client: Pulte Group Job # CEN-090 Righellis ENGINEERS • ,LANNERS Designer: AMC Date: June 2010 Pg. # LANDSCAPE AFICR:TECTS• SURVEYORS DESIGN CRITERIA 2007 Oregon Structural Specialty Code & ASCE 7-05 Roof Dead Load RFR := 2.5•psf Framing RPL := 1.5-psf Plywood , RRF := 5•psf Roofing RME := 1.5.psf Mech & Elec RMS := 1 -psf Misc RCG := 2.5•psf Ceiling KIN := 1 -psf Insulation 45:Psf Floor Dead Load FFR := 3•psf Framing FPL := 4•psf Sheathing FATE := 1.5•psf Mech 8i Elec FMS := I.5-psf Misc FIN := .5.psf Finish & Insulation FCLG := 2.5•psf Ceiling Wall Dead Load WOOD . . Roof Live Load „ Floor Live Load PEI, :===:40:osf Harper Project: Summer Creek Townhomes UNIT C 0*A. fir: f- foul Peterson Client: Pulte Group Job # CEN-090 Righellis Inc. - ENGINEERS PLANNERS - Designer: AMC Date: June 2010 Pg. # I ANGSCA.E ARCHITE; TS•SURVEfCIRS Transverse Seismic Forces Site':Org,Fib 1)6' igliCatagor BUildirig:OCCulian Weight of Structure In Transverse Direction Roof Weight Roof Arek:=: 74 ft 142 RF := RDL•Roof Area RFWT = 125664b Floor Weight Floor Aiedi d :=,60-11- FLRWT2 := FDL-FloorArea2nd FLRWT2nd = 7865.1b 2 FlOor -Atea.3di=-4?:6604t FLRWT3 := FDL.Floor Area3 FLRwT3 = 7800.1b Wall Weight EX Wall Area.:4"S( 203) ft WALL wT := EX_Wall + INT Wal1INT Wall Area WALLWT = 35496.1b WTTOTAL = 63727 lb Equivalent Lateral Force Procedure(12.8, ASCE 7-05) Mean Height Of Roof _ - I Component Importance Factor (11.5, ASCE 7-05) e Responce Modification Factor (Table 12.2-1, ASCE 7-05) 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 (1 T = 0.27 < 0.5 (EQU 12.8-7, ASCE 7-05) • S 0339 Max EQ, 5% damped, spectral responce acceleration of 1 sec. (Chapter 22, ASCE 7-05)...or S. := Max EQ, 5% damped, spectral responce acceleration at short period From Figures 1613.5 (1)&(2) F = 1.:03 Acc-based site coefficient @ .3 s-period (Table 11.4-1, ASCE 7-05) 1 722 Vet based site coefficient @ 1 s-period (Table 11.4-2, ASCE 7-05) C Harper Project: Summer Creek Townhomes UNIT C Houf Peterson Client: Pulte Group Job # CEN-090 7 Righellis Inc. ENGINE"ERS • Pt ANNERS Designer: AMC Date: June 2010 Pg. # LANDSE ARCR SMS := F Sms = 1.058 (EQU 11.4-1, ASCE 74)5) 2 - Sms Sds := Sd = 0.705 (EQU 11.4-3, ASCE 7-05) 3 Smi := F Smi = 0.584 (EQU 11.4-2, ASCE 7-05) 2 • 5 M1 Sd1 := SO = 0.389 (EQU 11.4-4, ASCE 7-05) 3 Sds'le Cst := Cst = 0.108 (EQU 12.8-2, ASCE 7-05) R ...need not exceed... Sdlle Cs :— Cs = 0.223 (EQU 12.8-3, ASCE 7-05) a , T ...and shall not be less then... C1 := if (0.044. Sd < 0.01 , 0.01 , 0.044- Sdsie) ( 0.5.Si -1 (EQU 12.8-5&6, ASCE 7-05) 1 C2 := if S1 < 0.6,0.01, R Cs := if (Ci > C2, CI , C2) Cs = 0.031 Cs := if (Cst < Cs , Cs , if (Cst < Cs , Cst, Cs Cs = 0.108 := C' WTTOTAL V = 69141b (EQU 12.8-1, ASCE 7-05) E := V.0.7 E = 4840 lb (Allowable Stress) Harper Project: Summer Creek Townhomes . UNIT C k k^ h,. Houf Peterson Client: Pulte Group Job # CEN -090 Righelli.s Inc. ENGINEERS PLANNERS Designer: AMC Date: June 2010 Pg. # LANDSCAPE A R C H rECTS*.SUPV'EYORC Transverse. Wind Forces (Method 1 - Simplified Wind Procedure per ASCE 7 -05) Basic Wind Sp`eed1_100 mph (3: Sec Gust), Exposure 'B Building Occupancy Category III I : =: 1.00 Importance Factor (Table 6 -1, ASCE 7 -05) • h = 32 Mean Roof Height : 4:00 Adjustment Factor (Figure 6 -3, ASCE 7 -05) Smaller of... 2•.1.1'6 ft Zone A & B Horizontal Length (Fig 6 -2 note 10, ASCE 7 -05) a2 =3.2ft or .4h2 ft a2 =25.6ft but not less than... a2min := 3.2 -ft • a2min = 6 ft Wind Pressure (Figure 6 -2, ASCE 7 -05) Horizontal • PnetzoneA, `19 9 psf PnetzoneB 3 2 psf PnetzoneC £ 1 4 psf 1 'netzoneD , 3 3 psf Vertical P netzoneE =8 8 psf PnetzOneF -12 psf P1142 . 46 4 psf PnetLOneH..; " - 7 "psf Basic Wind Force PA := PnetZOneA-IN X PA = 19.9-psf Wall HWC PB := PnetzoneB•Iw•X PB = 3.2-psf Roof HWC PC := Pnetzonec Pc = 14.4-psf Wall Typical PD := PnetzoneD• Irv" X PD = 3.3•psf Roof Typical PE := PnetzoneE•Iw PE = — 8.8•psf PF := PnetzoneF'INVX PF = — 12•psf PG := PnetzoneG• I N ,• X PG = — 6.4• psf PFI := PnetzoneH Pg = — 9.7•psf 4, Harper Project: Summer Creek Townhomes UNIT C VP llouf Peterson Client: Pulte Group Job # CEN-090 Righellis Inc. Designer: AMC Date: June 2010 Pg. # I4,10S'■4PE. A1,141rcT5•SUliVEYORS Determine Wind Sail In Transverse Direction WSWzolieA o ne 1-j- 0. 4'ft WA := WSAft-ZoneA-PA WA = 2846 lb WB := WSAILZoneB'PB W13 = 93 lb WC := WSAft-ZoneCPC Wc = 16171 1b WD := WSAII-ZonelYPD WD = 13 lb WindFOrce := WA + WB + W + WD WindForce := 10. psf - (WSAft-ZoneA WSAft-ZoneB ± WSAILZonec WSAILZoneD) Wind Force = 19123 lb Wind_Force = 12990 lb W$* 43 'ft WiZoneG -- 334-ft WSAILZO'neli WE := WSAILz„,E.PE WE = -378 lb WF := WSAILz„ WF = -516 lb WG WSAILz„,G-PG WG = -2138 lb WH := WSAILz PH WH = -3172 lb Upliftnet := WF + WH + (WE + WG) + RDL•EWSAILz„a + WSAILz + (WSAILz + WSAILz .6-1.12 Uplift = 1326 lb (Positive number...no net uplift) DO NOT USE ROOF DEAD LOAD FOR SHEARWALL HOLDDOWN CALCULATION C L-05 Harper Project: Summer Creek Townhomes UNIT C ■ Fl Peterson Client: Pulte Group Job # CEN -090 onw Righellis Inc. Et■G",EERS + ?LAND {ERS Designer: AMC Date: June 2010 Pg. # LANOSG4FE AfiCHITECTS•SURVEY.ORS Longitudinal Seismic Forces Site Class D Design Catagory „D' Buildirig:Oceupancy Category II• Weight of Structure In Longitudinal Direction Roof Weight Roof Area = 838 ft kb' := RDL•Roof Area RFWT = 12566-lb Floor Weight Floor_Area2 = 605 ft F FDL•Floor Area2 FLRWT2nd = 7865.1b Floor_Area3 = 600 ft FLR:= FDL•Floor Area3rd FLRWT3rd = 7800-lb Wall Weight EX Wall Area (2203)•ff INT Wall Area = 906 ft WN��= EX_Wal1 + ]NT_Wall, INT_Wall_Area WALLWT = 35496 -lb WTTOTAL = 63727 lb Equivalent Lateral Force Procedure(12.8, ASCE 7 -05) h = 32 Mean Height Of Roof I = 1 Component Importance Factor (11.5, ASCE 7 -05) R 6.5 Responce Modification Factor (Table 12.2 -1, ASCE 7 -05) C = 0.02 Building Period Coefficient (Table 12.8 -2, ASCE 7 -05) x = 0.75 Building Period Coefficient (Table 12.8 -2, ASCE 7 -05) Period C T ='0.27 < 0.5 (EQU 12.8 7, ASCE 7 -05) S1 = 0.339 Max EQ, 5% damped, spectral responce acceleration of 1 sec. (Chapter 22, ASCE 7- 05)...or S = 0.942 Max EQ, 5% damped, spectral responce acceleration at short period From Figures 1613.5 (1) &(2) F = 1.123 Acc -based site coefficient @ .3 s- period (Table 11.4 -1, ASCE 7 -05) F, = 1.722 Vel -based site coefficient @ 1 s- period (Table 11.4 -2, ASCE 7 -05) c -L� , Harper Project: Summer Creek Townhomes UNIT C g. Houf Peterson C Pulte Group Job # CEN-090 Righellis Inc. ENCINEERS 4 PLANT:TE-Fri- Designer: AMC Date: June 2010 Pg. # LANVSC.PE ANC4,FCTS•SURVE“)725 145 F Sms = 1.058 (EQU 11.4-1, ASCE 7-05) 2- Sms j e A k sv :— Sd = 0.705 (EQU 11.4-3, ASCE 7-05) 3 ,M1,= F Smj = 0.584 (EQU 11.4-2, ASCE 7-05) 2- Smj A S ‘A kv— Sdl = 0.389 (EQU 11.4-4, ASCE 7-05) 3 Sds'le Cst := R Cst = 0.108 (EQU 12.8-2, ASCE 7-05) ...need not exceed... Sdl' le Cs - w NA- Ta-R Cs = 0.223 (EQU 12.8-3, ASCE 7-05) AgioR ...and shall not be less then... A cj A := if (0.044. Sd I < 0.01, 0.01, 0.044- Sd l ( CI N c7,:= if Si < 0.6,0.01, . 5.S1.1 e ) R (EQU 12.8-5&6, ASCE 7-05) 9. if (Ci > C2, C 1 , C2) Cs = 0.031 Cs := if (Cst < Cs , Cs if (Cst < Cs , Cst, Cs Cs = 0.108 V := Cs' WTTOTAL V = 6914 lb (EQU 12.8-1, ASCE 7-05) E := V•0.7 E = 4840 lb (Allowable Stress) C--Lik- , Harper Project: Summer Creek Townhomes UNIT C ®' Houf Peterson Client: • Pulte Group Job # CEN -090 Righellis Inc. ENGINEERS 6 . PLANNERS - -_ Designer: AMC Date: June 2010 Pg. # i.ANC5CAPE ARCHI?ECFS•SURVEYoRS Longitudinal Wind Forces (Method 1 - Simplified Wind Procedure per ASCE 7 -05) Basic W-ind'Speed 1'10 mph (3,Sec Gust) Exposure 'B Bu ldmg Occupancy Category I_I', I = 1.0 Importance Factor (Table 6-1, ASCE 7 -05) h = 32 Mean Roof Height X = 1.00 Adjustment Factor (Figure 6 -3, ASCE 7 -05) Smaller of... 16 >ft Zone A & B Horizontal Length (Fig 6 -2 note 10, ASCE 7 -05) a2 =3.2ft or a2 .4- hn -2•ft a2 = 25,6 ft but not less; than... ate, : = 3-2-ft a2min = 6 ft Wind Pressure (Figure 6 -2, ASCE 7 -05) Horizontal - PnetzoneA = 19 -9•psf PnetzoneB = 3.2.psf PnetzoneC = 14 :4•psf PnetzoneD = 3.3•psf Vertical PnetzoneE = —8.8•psf • PnetzoneF = —12•psf PnetzoneG = — 6.4•psf PnetzoneH = — 9:7 -psf Basic Wind Force Pte:= PnetzoneA'Iw'X PA = 19.9•psf Wall HWC Pte= PnetzoneB'Iw.X PB = 3.2•psf Roof HWC P Pnetzonec - X Pc = 14.4-psf Wall Typical Pte:= PnetzoneD'Iw'X PD = 3.3 Roof Typical Pte:= PnetzoneE'Iw•X Pg = — 8.8•psf ,,:= PnetzoneF Iw'X PF = — 12•psf ,:= PnetzoneG'Iw'X . Pc, _ — 6.4•psf 'I := PnetzoneH' I X . PH = —9.7- psf H arper Project: Summer Creek Townhomes UNIT C 7: r lout' Peterson Client: Pulte Group Job W CEN-090 Righeilis Inc. EN+.1NEERS PLANNERS Designer: AMC Date: June 2010 Pg. # LANUSCA ARCHITECTS*SURVEYORS Determine Wind Sail In Longitudinal Direction ;; A;,L vAf ( 98 IL;` o wsmil-zoileA.PA WA = 2746 lb A WSA--U-ZoneB *PB WB 163 lb WSAILz -Pc Wc = 3326 lb WSAII-ZonetrPD WD = 376 lb Wind Force := WA + WB + WG + WD Winc.Lbu i, 10-psf-(WSAILz„,A + WSAILz + WSAILz + WSAILz Wind_Force =- 6612 lb Wind_Force = 5340 lb 151 .ft 1S :p yl agA WSAILZoneE' PE WE = —1329 lb WSAILZoneF'PF WF = — 1656 lb aa WSAILz„,G- PG WG -= —1549 lb Xl4= WSAILZoneH'PH WIT = —2095 lb Xdibl WF + WH + (WE + WG) + RDL-EWSAIL + WSAILz + (WSAILz + WSAILz .6-1.12 Uplift = 901 lb (Positive number...no net uplift) DO NOT USE ROOF DEAD LOAD FOR SHEAR WALL HOLDDOWN CALCULATION Lcf\ 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 ft 2 ' Wind Net Design Wind Pressure (psf) ( ) Pressure (Ibs) Zone A = 19.9 143 2846 Wall High Wind Zone Horizontal Zone B = 3.2 29 93 Roof High Wind Zone Wind Forces . Zone C = 14.4 1123 16171 Wall Typ Zone Zone D = 3.3 4 13 Roof Typ Zone Zone E = -8.8 43 -378 Roof Windward High Wind Zone Vertical Zone F = 2 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.Ibs 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 . E =I 1313 Lbs...No 'Net Uplift I Wind Distribution Tributary to Diaphragms , Wind Sail Tributary To Diaphragm (ft Zone A Zone B Zone C Zone D Main Floor 55 6 429 • . 0, Upper Floor 59 0 355 0 Main Floor Diaphragm Shear = 7291 lbs Upper Floor Diaphragm Shear = 6286 lbs Roof Diaphragm Shear= 5546 lbs . ' Wind Distribution To Shearwall Lines • MAIN FLOOR UPPER ROOF , Tributary' _ Line Shear Tributary m Line Shear. Tributary Line Shear . Wall Line Diaphragm Dia (lbs) phrag (Ibs) Diaphragm (Ibs) • Width ft Width ft 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 E= 49.75 7291 36` ' 6286 38.00 5546 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 74)5 k = 1.00 - 12.8.3, ASCE 7 -05 S 1.06 Equ. 11.4 -1, ASCE 7 -05 • Sam= 0.58 Equ. 11.4 -2, ASCE 7 -05 • Sos= 0.71 Equ. 11.4 -3, ASCE 7 -05 Spy= 0. Equ. 11.4 -4, ASCE 7 -05 Cs = 0.11 Equ. 12.8 -2, ASCE 7 -05 Csmin = ' 0.01 Equ. 12.8 -5 & 6, ASCE 7 -05 Csmax = 0.22 Equ. 12.8 -3, ASCE 7 -05 Base Shear coefficient, v = 0.076 Weight Distribution Determination to Diaphragm Floor 2 Diaphragm Height (ft) = 8 Floor 3 Diaphragm Height (ft) = 18 Roof Diaphragm Height (ft) = 32 Floor 2 Wt (lb)= 7865 • Floor 3 Wt (lb)= 7800 . • Roof Wt (lb) = 12566 Wall Wt (Ib) = 35496 Trib. Floor 2 Diaphragm Wt (Ib) = 22063 Trib. Floor 3 Diaphragm Wt (lb) = 21998 Trib. Roof Diaphragm Wt (Ib) = 19665 Vertical Dist of Seismic. Forces % total of base shear Rho Check to Shearwalls (Ibs) 1Cumulative to shearwalls I -' 'Req'd? • • VFl00 2 (lb) = 711 - - 100.0% Yes V 500 3 (Ib) = 1595 85.3% Yes • Vroot (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 • 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. See shearwall 'analysis spreadsheet for confirmation of rho. Harper Houf Peterson Righellis Pg #: ' Longitudinal Wind Line Shear Distribution ASCE 7 -05, section 6.4 (Method 1 - simplified) Design Criteria: Basic Wind Speed = 100 mph Wind Exposure = B (Section 6.5.6, ASCE 7 -05) Mean Roof Height, H (ft) = 32 . Roof Pitch = 6 /12 Building Category= II (Table 1604.5, OSSC 2007) Roof Dead Load= 15 psf ' Exterior Wall Dead Load= 12 psf X= 1.00 Iw= 1.00 Wind Sail (ft Wind Net Design Wind Pressure (psf) Pressure (Ibs) Zone A = 19.9 138 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 =1 6612 lbs I Use to resist wind uplift: Roof & Half of Upper Floor Walls Total Exterior Wall Area= 2203 ft Uplift due to Wind Forces= -6629 lbs Resisting Dead Load= 10160 lbs E =I 3531 Lbs...No Net. Uplift I • Wind Distribution Tributary to Diaphragms . Wind Sail Tributary To Diaphragm (ft . Zone A Zone B Zone C Zone D ,, C Main Floor 58 0 98 0 Upper Floor 59 0 99 _ 0 • Main Floor Diaphragm Shear = 2565 lbs Upper Floor Diaphragm Shear = 2600 lbs Roof Diaphragm Shear = 1447 lbs • . - Wind Distribution To Shearwall Lines • MAIN FLOOR UPPER FLOOR ROOF Tributary• Line Shear Tributary Line -Shear Tributary . Line Shear • Wall Line Diaphragm Diaphragm Diaphragm (lbs) (lbs) (lbs) • Width (ft) Width ft Width ft asp+ - f"' •fn . ... z n:'Y.: G+mf9:dti.x {. gyp'_- ?t,i*x?'dh tYF:+d:e 1 8 1283 8 1300 8 723 2 8 1'283 8 1300 8 723 E= 16 2565 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. 12.8L•7, ASCE 7 -05 k = 1.00 12.8.3, ASCE 7 -05 S • 1.06 Equ. 11.4 -1, ASCE 7 -05 . S 0.58 Equ. 11.4 -2, ASCE 7 -05 Sips= 0.71 Equ. 11.4 -3, ASCE 7 -05 Spy 0:39 . Equ. 11.4 -4, ASCE 7 -05 Cs = 0.11 Equ. 12.8 -2; ASCE 7 -05 Csmin = 0.01 Equ. 12.8 -5 &'6, ASCE 7 -05 Csmax = 0.22 Equ. 12.8 -3, ASCE 7 -05 Base Shear coefficient, v = 0.076 Weight Distribution Determination to Diaphragm Floor 2 Diaphragm Height (ft) = 8 Floor 3 Diaphragm Height (ft) = 18 Roof Diaphragm Height (ft) = 32 • Floor 2 Wt (lb)= 7865 Floor 3 Wt (lb)= 7800 Roof Wt (lb) = 12566 . Wall Wt OW .= 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 total of base shear. Rho Check to Shearwalls (lbs) 1Cumulative % to shearwalls I Req'd? Vfl (Ib) = 711 100.0% Yes Vfloor3 (Ib) = 1595 85.3% Yes Vroor = 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' :71,8 1220 2 330 330 388 -388 87 7 • 1315 . Sum 605 • 600 748 . , 711 1595 2534 Total Base Shear* = I 4840 LB ' . *Base shear assumes rho equal to 1.0. See shearwall, analysis spreadsheet for confirmation of rho. C — ti . ' -5 . , Harper Houf Peterson Righellis Pg #: Shearwall Analysis Based on the ASCE 7 -05 Transvere Sliearwalls Line Load Controlled By: ' Wind . . Shear H L Wall H/L Line Load Line Load Line •Load ': ` Dead V Panel Shear Panel ' Mo MR Uplift Panel - Lgth.. - From 2nd Flr. From 3rd FIr. From Roof Load Sides . Factor Type T (ft) (ft) (ft) ' ht k 'ht k ht k (klf) (plf) (ft -k) (ft -k) • (k) 101 8 5.17 "5.17 .1.55 . ox ' 8.00.. , 2:32 18.00 1:15' 27.00• _ 2.7:7' 1209.. Double 1.40 VII 102 8 4.00 4:00,. 2:00 ox 8.00. 2:79 8:00: .3114 , , 1482. , Double , 1.40. VIII, 103 8 3.83 7:33 ' 2.09 _ ox ' 8.00 .2.19 •8.00 1:99; 8.00. 2.77 ' 948 ' . Double 1.40• VI 104. 8_ 3.50_ 7:33 2:29 ox 8.00 2.19 8:00' 1.99 ..8:00 2.77. 948" :,4 Double 10 VI 105 8 425 12.75. 1.88 oK 8.00 2:32 '78.00' 1.15" 27.00 _ -2.77 , `490' Single .-130' II'' 106. 8 8:50 12.75'' 0:94 ox 8.00 232 18.00 1.15- 27.00 2.77 490. • Single 1:40f. ' II" • 107. 8 1.25. "1.25. ,,6 40 L. .. 8.00_ 2.19 18.00 1.15' 27.00 2.77 4887 Double 1.40. . NG 108 8 1.25 3:50 '6 40 a " : 8.00 2.19 8.00 1:99 8.00 2.77, 1987:: Double 1.40 NG = 1 109 .8, 1.25 3:50 6A0 iii -`, 8.00 2.19 8:00 1.99; 8.00 2.77 1987 Double 1.40 NG . 110 8 . 1.00- 3":50 _8 00 . a ,, 8.00" • 2.19 8:00 1.99 8.00 2.77 ` 1987•. Double 1.40'' NG r -, 201 9' 5.58 9:17 1 61 ok ` w. 9.00" 1'.15 18.00. 2.77 428' , , 1:40: II '202 9 3.58 9:17 2:51 oic • "- 9.00 1 :15• 18.00; - 2.77 ,428 Single 1.40, , .IL 202A 9 3.50 '3.50'• 2:5:7 oic •9.00 3.14, • '898 Double 1.40 VI 203 9 7.00' .7.00' '129, 'ox -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 I 302 8 4.00 10.00 2.00 ox 8.00 2.77 277 Single 1.40 I 303 8 4.96 9.92 1.61 ox. 8.00 2.77 • '.280' . Single 1.40 - I 304 8 4.96 9.92 1.61. ox 8.00 2.77 280, Single. 1.40 ' I. .. Spreadsheet Column Definitions & Formulas 1.,= Shear Panel Length H = Shear Panel Height Wall Length = Sum of Shear Panels Lengths in Shear Line . H/L Ratio = Hight to Width Ratio Check V (Panel Shear) = Sum of Line Load / Total L Shear Factor = Adjustment For H/L > 2 :1 Mo (Overturning Moment) = Wall Shear * Shear Application ht Mr (Resisting Moment) = Dead Load * L2 * 0.5 * (.6 wind or .9 seismic) Uplift -T = (Mo -Mr) / (L - 6 in) • i • Harper Houf Peterson Righellis Pg #: Shearwall Analysis Based on the ASCE 7 -05 • fransvere Shearwalls Line Load Controlled By: Seismic - Shear H L Wall H/L Line Load Line Load Line Load , 'Dead V Rho *V %Story #: Panel Shear Panel M MR Uplift Panel Lgth. From 2nd Fir. From 3rd Flr. From Roof Load Strength Bays Sides Factor Type T (ft) (ft) (ft) ht. k . ht 'k ht k (kit) (plf) (plf) (ft -k) (ft -k) (k) 101 8 5,17 5.17 1.55 OK 8.00 0.17 18.00 0.31 27M0 1.19 - 323 419 0.31 - 129 Single 1.00 III 102 8 4.00 4.00 2.00., OK 8.00 _ 0.37 8.00_ 0.78 ' 0.00 286 .372_ 0.24 , 1.00 Single 1.00 III 103 8 3.83 733 2.09 oK . 8.00' 017 8:00 '0.51 8.00. 1.19 254 - 331 • 0.23'; 0.96 Single ._0.96 •II ' 104 8 3.50 733 229 OK 8.00, 0:17 8.00 0.51 8.00 1.19 254 ` 021 0.88 Single - • 0:88" III. 105 8 ,4.25 _12.75 1.88 oic 8:00 "0`17 1800 '031 27.00 '' 1.19' 131 170 026' ' 1'.06 Single : '1.00 I , 106 8 8.50. 12:75 0.94 , oic ' 8.00 ' 0.17 18:00 0.31 27.00 • .1.19 131 170 ' . NA ' r 2.13 Single 9.00 I• . 107 8 125 125 6:40 1 -8100 027 18:00 0.51 27:00 ' • 1.19. 1572: 2044,, , 0:08. 031 Double"': :031 NG. " : ' ' 108 8 - 1,25 3.50 6A0 Zy_' ;8:00 '027- 8.00 .0.51 8:00 . • 1:19. 561 730 ' 0:08 0.31 Double 0.31 NG ' 109, 8 125 3.50 Q 40 :,;-,,,f.; 8.00 027 .8.00• 0.51, 8.00. 1.19' - 561 730 0.08- . 031 Double ". 031 NG , 110 ' 8 1.00 3.50 8.00 74..51; .: 8.00 - 027' 8:00 0.51 8.00 1.19. - • 56! 730 0.06' 0:25 Double 025 NG • 201 9 5.58 9.17 1.61 oic. 9:00 031 .18:00 1.19 164 213 • -0.28 124 Single , •1.00 I . 202,. 9 3.58. 9.1:7. 2.51 .oK , 9.00' 0.31 18.00 1.19' ' . 164 213' ` 0:18 0.80- `..`2Single .0.80 II • _ . 202A , 9 3:50 3:50 2:57 OK ' 9.00 038 0.00 :' :221' . 288 0 :18' " . 0.78 " , Single 038 III • 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 II ' ' - 301 8 6.00 10:00 , 1.33 oK . 8:00 . 1.19 119 154 - " 0.30 ' 1'.50 Single ` 1.00. I ` 302 8 _ 4.00 10.00 , 2:00 "oi " _ , 8.00 1.19 - • 119. 154 - 0.20 -1.00 - Single 1.00 1 . 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 .9.92 1.61 , OK .. 8.00 9.19.. 119 - 155 025 _ 124 Single I.00 ' ,I Rho Calculation . Does the 1st floor shearwalls resist more than 35% of the total transverse - base shear? Yes , Does the 2nd floor shearwalls resist more than 35% of the totaltransverse base shear? Yes - ' Does the 3rd floorshearwalls resist morethn.35,/ of the total transverse base shear? Yes Total 1st Floor Wall Length= 16.so . Total # 1st Floor Bays = 4.13 • ' Are 2 bays minimum present along each wall line? No 1st Floor Rho = u ' Total 2nd Floor Wall Length = 19.67 Total # 2nd Floor Bays = 4 . Are 2 bays minimum present along each wall line? No 2nd Floor Rho = u Total 3rd Floor Wall Length = 19.92 Total # 3rd Floor Bays = s Are 2 bays minimum present along each wall line? Yes 3rd Floor Rho = 1.0 Spreadsheet Column Definitions & Formulas L = Shear Panel Length H = Shear Panel Height Wall Length = Sum of Shear Panels Lengths in Shear Line H/L Ratio = Hight to Width Ratio Check V (Panel Shear) = Sum of Line Load *Rho / Total L Story Strength = L / Total Story L (Required for walls with H/L > 1.0, for use in Rho check) # Bays = 2 *L/H Shear Factor = Adjustment For H/L > 2:1 Mo (Overturning Moment) = Wall Shear * Shear Application ht Mr (Resisting Moment) = Dead Load * L * 0.5 * (.6 wind or .9 seismic) Uplift T = (Mo -Mr) / (L - 6 in) • • Harper Houf Peterson Righellis Pg #: Shearwall Analysis Based on the ASCE 7 -05 Longitudinal Shearwalls Line Load "Controlled By Wind , Shear H L Wall H/L Line Load' ' Line Load Line Load" Dead V Panel Shear Panel M MR Uplift Panel , Lgth: From 2nd Flr. From 3rd Flr. FromRoof . Load Sides Factor Type, , T (ft) (ft) (ft h k ht k _hi k (kif) (pit (ft (ft-k) (k) . . 105 • 8 12.75 12.75, 11163. ' ' 'k 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 18.00 1:30 - 27:00 0.72 1.13 259 Single' - 1.40 ,. ;I, • 55.75 92.01 0.04 . I 204 9 11.50 11 50; 0.78 " OK `.. 9.00 1.30 18.00 0.72 0.75 176 ' Single 1.40 I ` 24.71 49.73 0.47 : 205 9 . 11.50 1.1.50, 0.78' otc ' 9.00 1:30' 18 00 0.72 0.75 176 • , Single 1.40 , . . I 24 71; '49:73 0:47 I 305 8 10.00 10.00 0.80 OK 8.00 0.72 029 72 Single 1.40 I 5.78 14:40 =0;30 I - 306 8 10.00 10.00 0.80 oK 8.00 0.72 0.29 72 Single E40 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 H/L Ratio = Hight 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) . • Harper Houf Peterson Righellis Pg #: Shear Analysis Based on the ASCE 7 -05 • Longitudinal Shearwalls Line Load Controlled By: Seismic Shear H L Wall H/L Line Load Line Load Line Load Dead V Rho *V % Story" # Panel Shear Panel M • .M Uplift Panel Lgth. From 2nd Flr. From 3rd Flt. From Roof Load Strength Bays Sides Factor Type T (ft) (ft) (ft) ht k ht k ht k (kip (pip. (plf) (ft -k) (ft-k) (k) 105 ' 8 12.75 12.75 0.63 OK 10.00 0.32 18.00 0.72 27.00 1.22 1.19 177 177 NA 3.19 Single 1.00 I 49.09 96.89 -0.74 106 8 ' 12.75 12.75 0.63 OK 10.00 0.39 18:00 0.88 '27.00 1.32 1.19 202 202.. NA 3.19. Single 1.00 I 55.17 96.89 -0.24 204 9 11.50 .11.50 0:78 OK .. 9.00 032 18.00 , 122 0:81 169 169 NA 2.56 Single ' 1.00 I 28.42 ' 53.69 -034 .'205; . 9. , , 11.50 • 11.50 .0:78, . OK 9.00 0.88, 18.00 132 0.81 191 191 '.NA - _ 2:56 , Single 1.00, I 31:56 53.69, -0.06 _ _ , - - I 305 8 10.00' :10:00 0.80 OK 8.00. .1.22 0.35 122 122 NA 2:50 Single 1 -.00, I 9.76 7740' : " -0.07 306 8 • 10:00 10.00 0.80 OK 8.00 1.32 _ 0.35 132 , 132 ' NA 2.50 Single , 11.00 I 10.52 17:40 • 0.01 Rho Calculation . Does the 1st floor shearwalls resist more than 35% of the total longitudinal base shear? Yes Does the 2nd floor shearwalls resist more than 35% of the total longitudinal base shear? Yes Does the 3rd floor shearwalls resist more than 35% of the total longitudinal base shear? Yes Total 1st Floor Wall Length = 25.50 Total # 1st Floor Bays = 6.38 -. Are 2 bays minimum present along each wall line? Yes 1st Floor Rho = i.o Total 2nd Floor Wall Length = 23.00 • Total # 2nd Floor Bays = s Are 2 bays minimum present along each wall line? Yes 2nd Floor Rho = i.o Total 3rd Floor Wall Length = 20.00 Total # 3rd Floor Bays = s Are 2.bays.minimum present along each wall. line? Yes . 3rd Floor Rho = to Spreadsheet Column Definitions & Formulas L = Shear Panel Length H = Shear Panel Height Wall Length = Sum of Shear Panels Lengths in Shear Line H/L Ratio = Hight to Width Ratio Check . V (Panel Shear) = Sum of Line Load *Rho / Total L % Story Strength = L / Total Story L (Required for walls with H/L > 1.0, for use in Rho check) # Bays = 2 *L/H Shear Factor = Adjustment For H/L > 2:1 Mo (Overturning Moment) = Wall Shear * Shear Application ht Mr (Resisting Moment) = Dead Load *L * 0.5 * (.6 wind or .9 seismic) Uplift T = (Mo -Mr) / (L - 6 in) C ..-.- C . Harper Houf Peterson Righellis Pg #: SHEAR WALL SUMMARY' Transvere Shearwalls „ 'Paned Shea a `Good fiir ' .,. .. .... ^ Y.'£' ,.€c ,..;;,;.n�"xt.?.•r..�.'1L x. i- .sa:,I. F'Y, .'tfi<,¢" 101 1209 2 Layers '1 /2" APA Rated Plyw'd w/ 8d Nails (43/12 1276 102 =1482 2'- Layers 1/2" APA Rated,Plyw'd w/ 8d Nails `rya, °2/12: . 1667 103 948 ' 2 Layers 1/2'A .Rated Plyw'd vv/`8d Nails @ 4/12 990 - '104 948 2Layers 02: APArRated 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 Layers 1/2" 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 @ 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. • Harper Houf Peterson Righellis Pg #: - SHEAR WALL SUMMARY' Longitudinal She arwalls ane _ . Go od or V hft Stm son Ioidown "Lump W ll Shear � � , Wall T'�y , � > � ' p r , � G ood or m .,.. . __. ,slr. + .. trfl.4- 15s: -tx,;...� .53v s?i.F ian e3., .�'F «�..F ??,. -b . f,»t:ahb t`w _� r.._. 4 m:,.. �' i3�:Hs,:.t°w 71 c- fi 44 5 . 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 0 204 176 112" APA Rated Plyw'd w/ 8d Nails'@ 6/12 - '339 *-425 Simpson None 0 205' 191 1/2" APA Rated Plyw'd w/_ 8d Nails @ 6/12 _ 242 ' k -Simpson None 0 305 122 1/2" APA Rated Plyw'd w/ 8d Nails @ 6/12 242 72 Simpson None 0 306 132 1/2" APA Rated Plyw'd w/ 8d Nails @'6/12 242 ' 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. • • • C - L\ • Transverse Wind Uplift Design • Unit C Shear •H Joist L Wall Line Load Line Load Line Total V Dead Dead Dead Overtur Resisting Resisting Uplift From Uplift From Wall Wall Uplift Uplift Total Total Panel Height Lgth. From 2nd From 3rd From Wall Load (not Point Point ping Moment Moment Floor Shear @ Floor Shear @ Stacking @ Stacking From. From Uplift Uplift ' Fir. Flr. Roof Shear including Load Load Momen @ Left @ Right Left Right Left Side•of @ Right Wall Wall @ Left @ floors @ Left @ t House Side of Above Above Right. . • above. if Right . House @ Left @ walls - Right ' • stack) . (ft) ` `(ft). (ft)' (ft) ' k k k k plf klf k k kft . kft kft k k k • k k k - 101 8 ;1;.1667 5.21 5.21 2.321 1.15 2.773 6:244 1199 ' 0.1. 0.192 0.208 54.53 236 2. - 44 ` 11.28 11.27 201 L 201 R 4 :97 5.1.1 16.25 16.38 102 , 8 -.1.1667. -440 • .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 1.0 9.30 9.41 , 203R (1/2) • 3 "83 9.30 13.24 ' 104 8 1.1667 - 150 7:33 2:186 -1:994 -.2.773: , ;6.953 , , .948 - 0.1 , '0.078 0:192 29.20 0:89 - •.- 128 .9.56 . - .. 9.48 . -- . .. _ 9.56 9.48 105 8 `1.1667 , 4158 - • 13 2321 115 '!.2.773 •. 6:244 477 •01 0:192 ' -0:078 '.19:10 • 1:93 4:41 , 4.39 - . 4.4.7 .. 201L, 201R : 4.97 5 "11. I. '9.36 ' .9':58 106 8 '1.1667 8:50 13708 , - - 2.321 • 1:15 ',2.773 6:244 ;,- , 477 041 0.07,8 -. 0.384 35=43 -- 4:28 6 88 -- 4:1.1. " . ; 191 - ' 202L _202R 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; ••, -1.464 •0.048 '0:192, 0:045 14.64 •- - ;0:28 'c m§ 18`. -77 18.92 - .. .. 18.77 18.92 4 14 64 • :0:09 = - 028 18:92;. .. ; 18:77 18192 18.77 108 8.1':1667 ' 1:25 �' 4.75 • 2.186 ` 1:994 2:7.73 = � 6 :953 ' °1464. 0.048 - 0045 ! 0:192 . 109 8 . 1.1667' 1;25, , :4 2.186 1:994 2:773 - 6 :953 1464 ' . - :0 :1 0:24:0 208. 14:64 `038 ` 0:34 ' 18:70 - 18.73 - 203R ." ' '''7 -65 `: 18:70 .26 "38 1 8 1.1667 1.00 • -, 4':75 2:186 1 994 2.773 6 :953 - 1 • 0:1 0.208 - 0.192 1171 ,- 0.26 ' • 024 19:81 " 19.83 ' "304R ' - 1.65 ' 19:81 . 21.48 • 201 9 1.1667 - 5:875 _ - 9:75 "" `1:15 2:773 "'3:923 .a ` :402 - - 0.172 0432 0`156: 2122 i • 5;51 3 : 88 - 3:39- 3 301E 301R - 1.58.. -1.55 ' 4:97; 5.11 • 202 9 '1.1667 3;875 :'' 9:75 ' 1':15 :2:773 - "3:923 " 402 i ''''0:172 .0' 1c56 0,432 :. 15:32 1:90 ' 2,97 - 3166' - 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 6:73 ` ' 7.22 - ' 6:73 ` " 7:22 203. 9 1.1667 7.083 • 7.083 "" - 1 ;9 9 4 2.773 - 41767 673 ' 0.172 , 0.468 " 0.192 " 46.14 :- 7 - 75:67 5:87' 6.03 303L 303R 1:65 1:62 .7:52 ' - 7:65 301 8 5:958 9 "916 ' - - -. 2.773 - 2'_773' .280 _0:24 r 0:384 ' 0.432 13:33 ., 6:55 1 .6:83 .1.58' 1.55 .. 1.58 1.55 302 8 • 3:958 • 9:916 - 1773 2;773: :280 0.24 0;432 0384;'. - 8.85 r. ..3.59 3 "40 „ • 1.69, _... ' 1:72 " _ 1:69- 1•:72 • 303 , 8 • ' 4.958 9.916. 2:773 -2773 280. • 0:24 0:384 -0.432 11:09 _ •4:'85, - • 5:09 1.65 ' 1:62" • . , " 165: 1.62 • 304 8 4:958 • - 9.916 ' . • p : 2.773 2':773'' 280 - 0.24..0.432 ' 0:384 11 09 . 5:09 _- 4.85 162 - 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 Lineloadl Total L , Mo (Overturning Moment) = Wall Shear * Shear Application ht • Mr (Resisting. Moment) Dead Load *12 0.5 * (.6'wind or .9 seismic) - Uplift (Mo -Mr) /,(L - 6 -in . - _ . .. - - . N . G Transverse Seismic Uplift Design • Unit C Shear H Joist L Wall Line Load Line Load Line Total V Dead Dead Dead Overtur Resisting Resisting Uplift From Uplift From Wall Wall Uplift Uplift Total Total Panel Height Lgth. From 2nd From 3rd From Wall Load (not Point Point ning Moment Moment Floor Shear @ Floor Shear @ Stacking @ Stacking From From Uplift Uplift Fir. Flr. Roof Shear including Load .Load Momen @ Left @Right Left Right Left Side of @ Right Wall Wall @ Left @ floors . @ Left @ t House Side of Above Above Right above if Right. House @ Left @ walls Right stack) - (ft) (ft) (ft) (ft) k k k k plf klf k k kft • kft kft k k k k k k 101 8 1.1667. 5.21 5.21 0:168 0.314 0185 1.667 320 0.1 0.192 0:208 1'5.08 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 1.144 286 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 1.349 2.029 277 .0.1 0.24 0.078 9.62 1.65 1.03 2.44 '2.61 0 203R (1/2) 1.01 2.44 3.62 104 8 1:1667 3.50, 7:33. 0.174 0.506 1.349 2:029 _ 277 • 0.1 .0:078 0.1 -92 8:78 .0.89 .1.28 2.66 2.54 0 0 . 2.66, 2.54 1051 8I 1.1667 4.581 13.08f 0:168 0:3141 1.1851. 1:667 •1271 0.1 i .0.192 0.0781 .5:281. 1.931 1.41 0.87 0:98 201L 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 -0384 9:80 - 4.28. 6.88 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 1 109 8 1.1667 125 :4.75 0.174 0:506 1.349 2:029 _427. 071. • 024:_ 0208 4.84 '0_38 w 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 1.349 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 ' 0:3,14 1:185 1:499 • 154 • 0:1.72' - 0.156 0.432 5 :91 •-°°1.90 2:97 1:09 '0.84 302L 302R -0.14 0.18 1.'22 1.02 202A 9 1.1667 3.83 3.83 0 :775 1.775 202 0:142 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 " 1349 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 2.02 301 8 0 5.96 9.92 •- 1:1.85 1.185 120 0.24 0.384 ' 0.432 5.70 6.55 - 6.83 . -0103 - -0.08. . 0 . . 0 -0.03 -0.08 302 •8 0 3.96.. -9.92' - -;11185' ^1 -•185 • - 120 - 0:24 0.432 •'0:384 1 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 - 0:21 '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 _ 0.161 0.21 Spreadsheet'Column-Definitions& Formulas . • L = 'Shear Panel Length . - • - H = Shear Height • • Wall Length =Sum of Shear PanelsLengths in Shear Line V (Panel Shear) = Sum of Line Load / Total L Mo (Overturning Moment) = Wall Shear* Shear Application ht - . Mr (Resisting Moment) = Dead Load * L 0.5 * (.6 wind or .9 seismic) Uplift T = (Mo -Mr) / (L - 6 in) • • TRANSVERSE UPLIFT CALCULATIONS - SUMMARY UNIT 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,. 1625 Holdown HD19 w DF 19.07 Wind 1638 HD19 w DF 19.07 102 Wind_ . 14:34 Holdown HDU14 _1'4.93 .. Wind 14147 . , 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 948 HDU14 14.93 105 Wind - , 9:36 Holdown 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° 1;8.77 Holdown None 0.00 Wind 18,92 None 0.00 108 Wind .. 18.92 Holdown None 0.00 Wind 18'.77. Nohe 0.00 109 Wind' 18.70 Holdown None 0.00 Wind 26'38 None 0.00 110 Wind: , 19.81 Holdown None 0.00 Wind ::2L48, None 0.00 201 Wind` - _.4s97 Strap MST48x2 5.75 Wind '• 5i1T 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 • 841 , 203 •ind, • _ 7`.52 Strap MST60x2 8.11 Wind 7':65, MST60x2 . 8.11 301 Wind - " '1:58 Strap MST48 2.88 Wind . 1.55 MST48 2.88 302 Wind 1:69 Strap MST48 2.88 Wind , L72. MST48 2.88 303 Wind 1.65 Strap MST48 2.88 Wind , 1:62 . MST48 2.88 304 Wind... _ L62 Strap MST48 2.88 Wind ; . , 1.65 _ MST48 . 2.88 • • • 0 0 hot Coy . !, — CD) i f E • 6 1. i ,_'<, D, • q( i t _` S "w - i a 7 1 t • • I ' Z O I< , y r 54. C 1 in pi ih" .: _ fSy Ti 1 • [if IN i 999999 [11 � e • iu nj t 3 i 1 1 . . . . • • i • . I . . i , I . : , - - - --, - ---- - , .1 • - 1 . . 1 . , . i . • ' 105 , .,..,,,..... , . __........ .._ .. , G . -.•:',:i.,,,,,-„,,,.......„4, ,-,f-.:::,,,,,,,,,,,,,,,,,.,•„,„...„y,-„,-,,.„-:..--„,.•,.:,• ; ... . 1, .• . . 1 . .. . , . ; . . , : . . . , ; . , . .• ; . . , , •; . ,,.. .. 4 . „. • , . . 1 , ' 1 I . r . i r. . . I -'---- -•-___ 1 • . - f .. - i • sf 1 ' .f,. I . • . —... I • 1 c- - I I -1-) '--- . . 1 . I . . i . i . I . . . I i I . I . . 17 rt. ; .. , . 0 — 1.1:.-' , i Eg. • • . I 10 - 4 . 105 - -PM IT C- t ,T e LboR, --) . . r c.tok r . Lowe) . . 0 C- L • . SW L. PIN 0 u r- • . • . . • i • • T . pv i i 1 1 i . ,- -' ' - • f,,, ;'41 4;, . 1 , I i , • - - t 03 , Pq7+1 • , 4 \ „,_..,.„....,_„ / .. •al , . 19 . i • / \ • , i 1 ' P.0 • - 0 iiil ' - 7— - 11111 : 1 . : V to, • , It 4 , 1 pi , ‘,.. ! i 1 , . ....,7 H ,-.-- . " . , (.1 ' , • ; a, II • ' 4i, 19) • $ii . ' til 0 . • . F p 93 1 ; . • • • * • . • 0 ! I ND- - - - - - - ' - -- --- - -- - - ------- --7 .77" ,,,,, Fw7,767 , 7F•747%7R.F4F6 , 74.4 , 3,Te ,,, Fnay.7,757 , 7mTirlimgxF;z717-77.77 , 3.7t.0.- ' - ' ' - , . . . rmi C . c T o 0 $ • t t a • • • - . . • . 30\ 302- - 'FAKiMt.''WA7E irtvfArlq:M4-5 iv -- — — • - ' p - ,..,, [i I PI 11 no 11 ',g, I . .t1 ,ti ' V.:: 1 . t,, . 1 co 1 il ..4 ■ . . ti :11 • 1'7 • 4 • . ) , . M , , •1'3 . -----■ 3 • . . • i ' . I 3 3 • 1 3 3 3 . i 1 . k . . 11 1 i ii 1 --- — — i 1 7 . i ' 1 . 1:11 1 • 3 . . 1 • 3,_ ._ __ ____ _ . . ___ 1 . ' 1 .. 1 4 . . • • . 1 . . f . . r.,„..„bq . 1 - (313 • () . . • c_ „,,,, . L.,N,,,-, c......,,, BY _ .. 4 ....di DATE: SO) 2ID k0 JOB NO. OF Cr • • , , . , . , . . i • ; i . i . - • - - i ,'- : - • PROJECT 1 • : i i : • . . . . . . . . R : ' ; , `. . !. E: , CAY, .• iboOnfaC3fri kifarSclef17 , , , I. ' . . . . . , . . 0 - - ;- . , ; ; ', 'r- • , i _ IT: , ■ t-- 1)') + -,..-:•:—. C1\ A ! 1 4 1.*- -- 0 W ._ ' , . , . , ' , ' I ; • 0 2 . ! • , Y,( -i9k aiS.c ' ! i , ; ' ‘ 0 ' . ---' 1 ' . 1 • i , , , • , i , ' i • -1 '■ Li •-••$ !u• p OE.,R.L ' L, , " ! 4 . a 4 --./-----LI-e--B-ppe-e-c AZ IF, • , . . . - - i'.. - : .:. , ; - f • , , . rx 0 I , i ; • ! ; " - -H , ; 1 — 0 --,---- I • ; i i . ' ' • '. 1 ' o z : ' ,- : ,,- • - ,. , w 0 . i • : , . • i = 1„.. ; , • : , i 1 I -- ' , li . 1... ■ E/ . , , , 1 I • : :,- : " t 1 ; i ' i I ' i ! Z • , , i +I. , -,.— , ■ ; , 1,.. , ; t , . . • 5 9 , 2.13,s, • ' - , . / ,': I i./ • f - . , ./ . .2--'8 1- ' 1 -4- 1 • 1 , . , ...k t1 “t ; I , • LA ts) E. . , : f . • ' . . _ . D I : ' i.. - ; ■ \ i i ,' . . . ' ' • , 3 t t4- 0 ! i 2 • . : • 0 0 f _.: 0400 Li e. Tb . . . , 14= 14(1t0(iLr i . ' , • - . ,...) mcks.-. rc•Ary\ .1 • , - ; ; : -- - . •( ; . ....-- Le . . , . 0 ,..• , 4.5% i , i. $ : : ' i • ' . . ■ It ; - -•---- --,4 -41.1 __,_ 0 ,_:-• • I LL Z I . ., . , • '' , : ' ' : Lme L ' . 0 Z i '•• ' , , ■ 0 , I i . , I, ; . ' r I ' • , ' et- ' . • : , P- CI . - - -1- ' ILN,n-•06 . - -C. , - -: : : '11. ....*, i ' , i P • . , • , , - - - i - - - t A-I- ) e • 1 DI-Mt i " 611 ' 2# . , . - 6 , i064i : 1 . • 1 t. - • • - ', - - . ; 1 . 'i\f '' ,') < ;X <, 2: S .: j • : • , , i. '• , 3 -14 — 14 '• L'x : : . , _. : ...... .. . J. ...:... .... . .1 ' • : 4 i(_4< (: 15,S , . • . • ' . . ,. • . . .' (c.PV— lq-•!,(o - .:ai3P t,' , • , i . • . •V)....P • . ' • 1 • . . . iL c.t• .. • ;.. . • , - , - ' • IL,v1-v ,---: .._ . • , i r ' ,- - , 1 . ! ; • , . , , V1 _ -: 1 • : • . . - . . • , ril . r . . - • cn r r ■ - ' . - = r i / , , ?• . .... . . . 4....fiektAm epic . (1i i : .: : 4. . . u , . p - ; —4 tto LI ' ) '—' • a S ra 'f)(4C ' a - 6 ''' . ,-. ' - 4- ,,, . - c ., ,, _ . . •• .,,,,, . , • , eA ..„.N_ , ' ._,',,, . ' ..., . , . 1\10 \o(i.„" ti_ l'A .• r 'c - IA , ,• .. _.16 t.' ' • • 1 .. ,-. -._ 01.0 tt :',- • : = _. , . . I • , , , • t 1 4 • : -' ---! - -4- : ; : -- i • ' .. • 7 - , . . . . . I ; • ', . ; • t _ t . . . „ . . , . . , . . • . ' • . . - - - :' -- ' • ; • • -''' - ' ' - J- ' - - I - ' •- - -- ' - ' - . ... . _ , - • ; - , ' !„ , ----' ' '• ; , . ,- ' ' ' ''• ' - , -: -- ,.- ; - • . . t --I • ; , ; ' : • - . • . . ; . . • . . .. . . . . • : _ _ .. ' . , ... . . • . .. . .. . ' . . • • . - . . . „ . .. .. .. „. ' . . .. . . . . . • • . , _ . .. . • . . .... ., , .._ _ ... ,._ .._ „ , i ; i ,-. - • . : , . . , . • - . --• :- - -t,------ --I --; •i- - i - • - :-- • - -, - - ,-,, c; .3-YQ - 7 - 5 - Na l -- ,, , ..), , , Ail) , c, , : (, t---- • . t ,- - -,--- - :,i ,- ".i. - GM ' Ti•:7“.'4 :•!:.d 1 Ps , 's\\ Ar• tp •NT, ,, , • , . • • ---: - :- ' I." ',- ' ' : , '• . '. , ,- : ittisbol --) , -. A , 6-c.;qt. 0: • o : . „ . - ' - 40 • .- • ' 1 (mit\ ' -- q-b - i : - w 2 . !7: , (A :. --:- ' )10' , ' : 44 : M : ; . . ;- • Hio - :- . ti, 0 %\ ! 1 1'''\ 1 i,.. ---..,: „ . - j tT• ' - '. : , , : • • ' __Plia■W - kAi L INIY . 1 . ; r; : j : : ; i ' ' 'd -.-- di - lik - e - - 1 --'°.' ._: k• ‘.et. =--- - :' - -6*1 -- ,A - s -- iry-,DAs-a --- i 7,:z - , • . ,. , I , , ("' '-c . . .„_ ._. • ! '_ ..„ '-`7: 1 , : . . • .; • . : , . ' . !- : . • ••i• Z .-..,, -4- 4 . -: ‘, - - - - • elEi ° : ' 7 - 44b - i - ,- : -F-4-; °°-'- -,: :# : : • 9 -"----;---- - Pt., t-c : . s1°1 \ , :<., -- ki ° :)0 - .`, . ; • Iii3O;li - : ;‘,: ,t.-. ',',:s - •-• - : .. ' - . - ', ' ' ' ' :. ., ' - PiN , ii "'i - 4, . . w qc.s : ' 4 : "''' •:- • It ''i 9, - - -, • -' - : - ' • ' - 1 k- A 'Oci„g1; -< :• • i‘ 1- 6:g•Vt .: - :k. ' T - - :i : F, . . __ . .. ...,... . t . - .- • ,- .- - , • , -• - -- .'- '•:- :•-• -- --- ' -- • : ---- w - N, -- ; --1 \ - 1 --- ''' :' 7.--t • - ' - - : " • - '- ''. ;- ' '-" : - -- 'H - :44. - ' - 1 • i, --- : ; '1 ; , • , • • . . • , , 1 • t d. . . - tkit:"0 - 9 - ' " I - 7tt l 91: - " '• i t o 4t . • viSt ." , tcr - 0 -. ..5 6 ) - 1"A - - 4i4S-C, . - • • . - k6 - - '--- * 1 • - - - : - . - 11 -- sti -- 01 - :=ot)2 r -=.E.. • , 4,6. - • - - '-- - - --' - 7 - tstAo , il - -07\ -. ;:_s - - - a) - E - jc0 - 44- -,--- 0 - : ---- " 1 :"0 - -4 , --i, . , • t • . . • i t : : . : ' 72‘31-ern. : •-s 1 7i • .. .A `)q ... . , _ , . : , . _ . —_-____ L_ ; ...- ...ss • . , -t • i ' - • -0 H • . . , 2 0 Z 7 , h .• i.... 1 , „ _____..._ \ • . o m 5' —.)\ 2:1 -... ) Q 9 fi c90.- , : • . : • 1 . 0 1 \ - ZA % -#; b •--1:-.1 _-. • --' - 0 -- • , .;-4 -- kv: - .ifT -- -i - A!Y- , --4 - c•Li• -' • --. - . -, . . ..,__ .._ , . . • , : : : . i-i$i ..$7:, 1 ,-.= 01, - • - 'q 5 ,E*it#C1-10'00r;)) , (0 - (cIP(‘Qi'')V1;- - )nlvtAst 0- 9 . ( 4 9 1 :4 -- c. --6 :0 - 9x% . 9%) ..- •: - > i -i , - ?: -.1 691, --- i , V ( 4 6 1.t .- n -' - - - 6 . 4 . - .... 01 - i0 : -- 4tso 4 -- Rom t - -- -!--- z . 1 : • 1 , , • , .. • -„ ., 7, • , . . • . , liit:= N■ . . • • ' -,,- -- i - ' --- ..-• - '• '. -- '7' - i --- :,, --- L'I' --- ht i.. " . , r„ n 0 M - - .'S ' - - -:-.. 1' - ,'''. ', ' --' - '• (i 41-- ; -- • , ,:, • . - , vz , , . 1 -; : . , '?,-5. !k.9A - A\ - \ - i,x - n 0. ,. :- -•• 0 1 . , . . . , , , • , c'PoGrIr \V' ; ; , : _...._ 7 :_,..... ',.. _•,,- !.. ...-:' . : ; • • , i ; • : , i , i • , 1, . - -2 - n • ; : • , ! ; i i ; ' i ' C i tC 7 k,„!e.,3 ° ' 1 - -"="Wa.;;Vk' -- 9 , ', : -..1. i , ' '. ',. I • , .:- . -, : - ! i. --4-- i ! ',--4- -f- F - . 0 0 i . . ' ' ' `i , , i i 1 , I : • ; ' so51-N 0„:1,s - -- , ,, --4 - Q - H -- -, - . .- rs) . - - o_Ecaik - 8,i1. - rycl ,. ,•..,,,,i, .,_• . : I : • -, : , • ; ' % r• • : ; : , ! ! i : -%, 1 I ;:, . -. - ; . . % • :;- -- ; , ` : - :- = - 1 - ,-- • i , ; - 7 - : i . i 1 ; , , ■ , • . • I , , ' ' • . i' .% - ',. • 1 -, i : .. = ; . % % % ; % 4 i , ' --- • :- -;- -- --- ! ' ;: • + .i!:; '; .i i • : . . • ...--- ... ..- • , - . , \Al • Q 0 .... )0 ,:f • ON aor . 0 :\ 0-e, 0:3,v0 5,... BY 1 \ Wj _. DATE: 3 \I a() JOB NO co „,/ e te a„ _( 1 OF 'PROJECT: • RE: r 1J _ ,(1(� .! l o''\-( . C '" , : 0 - 1-0a-6-APO +ra_ AO * k gt-s -_ 1 b 1_ - - 6 taa ; Z _ f I , r ,,. „ : _lam it l , _ , _ : -- W L �_ _jai 3 ,. .< • O w I�_ � _ - ._�1 t �1S_YVli 3 Z _.. - o IuckPd /j ty�/y - (,A as Q uh-; a - 1 a .'i`2 -. 0 h (5-o • ' -1 4i i , _ z _t Wit. o._.� = 2 . o , ce _ - . _ .- _._ . .. _ _ .. _ .. .. __ W ❑ Z { t. • • ' • . 3--I g .--+ : _ ) 1261 .%� t . { P++q g , .. I 4 z? '- _ - __ - -I -- -- : - -- ^ < � L T [ r • 1 /'1 _ .. . ! . • BY Ai DATE- OF \A (.......,, - ' 1 k JOB No. C : Ki . , _ 0 c 0 • . t " . " • ' • , : i . - ! - • , I ' • , . : • ' -!, ' 1 : i . . i . j i : : • • i _ 1 PROJECT 4 Th 1: ! , , ,. ,- -" : - t -''' . --,.-- , :. -*- ' ] ' 1 i I . • ""H '-, ■ ; . . - i. ; - -i:; - 1 - i ;-; .. ---; : ' -; - ' 4 - - . ! ' ! ! , RE ! o 2; 1 •i : i ! 1 ; ,. . ; • i ' ; i • : • ; • , , ; • •,:li,,i,I,:,,.,:, i , , , , . , ri o - - -; - - - 4-- -- 4 ---- ----- ; ; ': td -:.• 'II 6 - : - !- -Za 1 1,-..fd.FD t 1-Tnt P,...• o9, ;. ; , ; i •: , , ..L _i____ - ' ! O LET •--- - - -----a,001_ - 1-• Id i i ; i , ,' I ', ; • ; '- : : I ' : : . • '; : ; , , , , ( , O 7 . _L_ __ J ; : . 1 . • , - i : . . 2 - • .; .. I ! ! 1 '. 3 ! : ", I 1 ••••) IL `. i , , . , .,.... , , • 4 f OA 7 3 7 :34 NT! ' _ D!. _71., i, ___1_ .• . ' : , ; 1 : . ' ' ' i ' . i : , . , , , • O 7' _ l\Ab\\4....Jt.).).,._ 61(7G IN9 2 01 17 . - • - O o z • 1 u,,,) .-7)• -i= d,,,04% k P : ce a_ ,.,.• ; F r - ; 7 • ' ; • Z ' / 10 ‘ • \ CC) C... * . 0 __ , . ' : : 4 " ! • , ' '7 . , : =. . , H v. 1. ' 1,. U..) . ' • (/ . • . ; .- 4. , _ • ; -, ,- -I. , . < . Z . T- ; , - • .: , , . D . ; o• ; ; . "I\ - f<-1,1VST0 • • • • • . , • , . , 0 . • o , ; • ' • `Z. -,. ' ..•-; :rn • .\.'2.. ' tirt:a . , • : ' _ . .1. ' . t lik rn6\)( v- '!. I,AA a_vgiciki_44J : Navb,v iA), t • . i : , , 1 _ . .. . ......., _ _ _ • 2 , 1 1 • : 3 , ..."`-"AW111Valii Of. i 7 '.- ' • ' \ \A' . .--.....' iltt;".1,57-42v,-._ a_ . : . Li -- - : - -''''-'," --7. --': '--•- ''"- - 111- .. . _„_ , ■ , , , , : ,' • L, _.,,,•.. ._.„ D 6 , d • 0 1 L . ; ;'''. ( I L OCII ' 16.g.s v,1,4.;._ ; • . H 11 . ' I f ---\ .''. .1- „.- .,- •;•-• ' - -- - -- ., • ' ' . VAI . • ' : ' • • 12..; ____i_ ' : _ • ' : ' . t - A •. • ••. T.,. .,.. ....• . '- 2 , G : • ' , . . , • ,1- t..A • . 1i :,' •'1— . - •, • ,1, ;,,• .. ;, ; i . • , 10 --;.. , .ii. , 11r .. ..A 1 , ,„ . L ' ...: (0 -- . Q 6/5 . , • • : , • ; , k. . • • . . . : . , ; • , • , , . ' : .•. ', .: ri- ' . . • , , • -aoW' ' . ' ' • ' - . -, - ••• ' - --,---• -4 - - ',- ---i. _. _'• - _I - --_...,;_,'.0. ___.`__•)-:_._ •,' . . .. ' • , i. i , n;li• , -•,.1 • : • ?,•.1 ----I . - • •• • -• - .44,44.-2„=,.. ',_ , ' • .,, : : _ : :, • , - . . - A -4 ts •• - ' 5 . • , , • : • , i i , , . :- g _. ?; i . A '---- Q 'i '' 1 - ': ' I . , • • 0 E ' - - -. - - • Vk r". ' - 4, -, ..', '-' i q : • - r.,) ■-+ ,o- : i i i . • O Oo.o.ol ,;,, z 1 . _ ■ i ' I • . , . 3 ; 1 ' - I-' cA . - i ' : - . : '. - t - i ! 4- • - ; 3 - °- ' +• • i i! ' - o PE 3—' 7: • • ' . • CLI_ '3 0 Ei tliNJ .: ' ' , - ; , . ; . • : —; . : • ' ! 8 6 7,'.0 . , , - _ : :__ ,._ --- _ .1...__,CV.3,..„4' .,s:,.■,..2-_-_-_. (;) t,. , ! - -, : • • , ! -2, -;--- • ...----2.,---. - . :,'':-'", i --:-: ! , - _ • , : ; f , • ; -,... ., -.., ' 3- - 7 ' -4- ' ' . . 1-- ..j I ' ' : L : .....,,,.. _ , , , : , • .: , . „. _ ._. ••_• _•J_I ... ,_._ , I - i , : i , . , , , . : , !, : ••_:.: . , : t : : • tt i • . L . . , I 1 " '• .. ' , 1 ' , . , i ., :' 1 ' +-•-• j ;. • ' : t --- ' ---i' . . . ‘ 1 : : , ' ■ : i 1 • ; 1 7 I 6 4 ,, . : tj\ - , Icttee l i . 1 \ .. ; ' rditill, ■ 0 1 ; , ! ; ; , : t i , • r ' ' - -i-- . Li,: : ; , . 4.. ...„‘, iNo..-;._ . .. .... " , • ; • ; ; - ; • c* . : , ' , ,N.1„._-_,_, ._;.... i ' , " ! .. ._:. : 1 , , • .,_ ; • . _._ .:.... s..7*_:::. __N_._: _,...;„ -.i.aiV.tb,..-.- : .....,i.q, 1 1 - . i-,.. _ R - -i - ' i ; -- , - .;- -4-- -.4 - . • . I : ■ „ ••', (-- : —1 -... . -I ' . ; 1 -- ;, -4 • -1- • : '., Th . -4- . _ • ' ---- — - -i . • : Ftj 4 ' . .t0 50 )( (6)0 0)(1 OI\ 0 SI( d' (. 1, 6 i . if i) ; ' }1 "'. ' : • • ' ' • . i . , ' . 1 -5 • L ' • , --'-. - '-. ' :,-' .---'1. - =.--:. . -' :' - ' 1-- • 'i-- ' ; ; , 1 ' • ' , 1 '7 ,-..7i ...-. - f ! i • , ' ! ! : : i , • • :: . 3 , ‘ 1Q 1 •••- ' ' ' ' ' ;. , • ' • ' : 7.., I/ - ,,, i..,,. ,,..1!... , . s )( .1 . , - - ••• - ',-- - -)----40.--. . 1 i -- „.1 ..._:. ,4. 4,, 3 ,, ---- ',.---- ' -ff OA Y..)- ' - ! : ' = , - : • :. L ' • , • i 4 . I - - .... - - - L, e L3' • ' : 1 . , i. _� 0 BY: Ei � DATE: �. 1 JOB NO.: OF I ' • PROD EC T: s- _ - - • RooF : or1 , S } h • RE:� l rn 1� � Ul�a� 1 - L ✓la -1 .. , , t . 0 0 W _,OPT to _ 1, • z. i O w 1 _- __ z,f�.: . I , . _ _ �- - -- f o 2 T Ri(3; ( ltD i. B 1 O ' .F.: 19 .._ _ w ,� 'dt . � t ' , - 111 '' ❑ _: 5o 1 r 1 = . - ;..1-.0.. L P - 1.8_ �5 J G ,, n ( s S,� i W = o __ E 5 i& i _; 14 1..\)t) .0 D .Plessut_e L' 12 a_ ' , _ o psc_ ' - ' , - f i j ! f R F �j S U _» .a_1' lob \\e s to .. . Sili e' T4PY.lR 1E _'.9�� . -- Es s i z - = _ With -1JJ Y 1 e.OXtr& .O _ _A . . 3'�_ L ■ 1 2 o le • , . am „ _, -..�� 1A) . .. ... �t _._ o r Z — ?q x ' 1 > Z _ LA t l a5 2 fi t. 1 �i 1 I , 5 , l 1t,x\L I • O • U r ,, b ( \_,_ - - _ U � l, I _ ):C - a s " - Du i . ._ f . e • • . 1 c __L : 3• l • L• -- • .- . • WoodWorks® Sizer • SOFT FOR WOOD DESIGN UNIT C - FRONT LOAD Woodworks® Sizer 7.1 June 28, 2010 13:26:08 • COMPANY 1 PROJECT ' . RESULTS by GROUP - NDS 2005 . • SUGGESTED SECTIONS by GROUP for LEVEL '4 - ROOF _______________________ _ _____ _____ _ _ _ =_ =Y =_quest -__ ________ Mnf Trusses Not designed b (2) 2x10 Lumber n -ply D.Fir -L No.2 2- 2x10 (3) 2x6 Lumber n -ply Hem -Fir No.2 3- 2x6 Typ Well Lumber Stud Hem -Fir ' Stud 2x6 @16.0 . SUGGESTED SECTIONS by GROUP for LEVEL 3 - FLOOR . Mnf 1st Not designed by request (2) 208 Lumber n -ply D.Fir -L No.2 1- 2x8 . By Others Not designed by request By Others 2 Not designed by request 4x6 Lumber-soft D.Fir-L No.2 4x6 1.75x14 LSL LSL 1.55E 2325Fb 1.75x14 (2) 2x6 Lumber n -ply Hem -Fir No.2 2- 2x6 606 Timber -soft Hem -Fir No.2 6x6 (2) 2x4 Lumber n -ply Hem -Fir No.2 2- 2x4 (3) 2x4 Lumber n -ply Hem -Fir No.2 3- 2x4 . Typ Well Lumber Stud Hem -Fir Stud 2x6 @16.0 SUGGESTED SECTIONS by GROUP for LEVEL 2 - FLOOR Mnf Trusses Not designed by request Deck Joist Lumber -soft D.Fir -L No.2 2xB @16.0 Mnf Jst Not designed by request Landing Lumber -soft D.Fir -L No.2 206 @16.0 (2) 2x8 Lumber n -ply ' D.Fir-L No.2 2- 208 4x8 Lumber -soft D.Fir-L No.2 4x8 By Others Not designed by request 3.125x10.5 Glulam- Unbalan. West Species 24F -V4 DF 3.125x10.5 , 5.25x14 PSL PSL 2.0E 2900Fb 5.25014 4x6 Lumber -soft D.Fir-L No.2 4x6 (2) 206 Lumbar n -ply Hem -Fir No.2 2- 2x6 4x4 Lumber Fist Hem -Fir No.2 4x4 • 406 Lumber Post - Hem -Fir No.2 • 4x6 6x6 Timber -soft Hem -Fir No.2 6x6 (2) 2x4 Lumber n -ply Hem -Fir No.2 2 -204 . (3) 2x4 Lumber n -ply Hem -Fir No.2 3- 2x9 _ Typ Well Lumber Stud Hem -Fir Stud 2x6 @16.0 SUGGESTED SECTIONS by GROUP for LEVEL 1 - FLOOR • • Fnd Not designed by request ' • • CRITICAL MEMBERS and DESIGN CRITERIA Group Member Criterion Analysis /Design Values __ ___ ___________ Deck Joist j8 Bending 0.41 • ' Mnf Jst Mnf Jst Not designed by request Landing j27 . Bending 0.17 (2) 208 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 . 3.125x10.5 b12 Deflection 0.83 (2) 2x10 b6 Bending 0.85 • 5.25x14 PSL 618 Deflection 0.79 406 621 Bending . 0.88 1.75x14 LSL b23 Bending 0.71 Ftg Ftg Not designed by request . (2) 206 c10 Axial • 0.86 . 404 042 Axial 0.04 4x6 c50 Axial 0:'25 (3) 2x6 016 Axial 0.87 , 6x6 c23 Axial 0.48 (2) 204 c28 Axial 0.84 (3) 2x4 c12 Axial 0.41 Typ Wall w12 Axial 0.24 Fnd Fnd Not designed by request - DESIGN NOTES: . 1. Please verify rify that the default deflection limits are appropriate for yourapplication. • 2. DESIGN GROUP OCCURS ON MULTIPLE LEVELS: the lower level result ' is considered the final design and appears in the Materials List. • 3. ROOF LIVE LOAD: treated as w load with corresponding esponding duration factor. Add an empty roof level to bypass this interpretation. 4. SEARING: the designer is responsible for ensuring that adequate bearing is provided. 5. GLULAM: bxd = actual breadth x actual depth. 6. Glulam_Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 7. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 8. BUILT -UP BEAMS: it is s umed that each ply is ingle continuous member (that is, o butt joints are present) fastened together securely at intervals not exceeding 4 times the depth and that ' • each ply i equally top - loaded. Where beams are side - loaded, special fastening details may be required. 9. SCL -BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 10. BUILT -UP COLUMNS: nailed or bolted built -up columns shall conform to the provisions of NOS Clause 15.3. - • C C-7\ • . Wood Works® Sizer SOFTWARE FOR WOOD DESIGN UNIT C - FRONT LOAD Wood Works® Sizer 7.1 June 28, 2010 13:16:53 Concept b12 mode: Beam View Floor 2: 8' - ■■■••••■=1,t1 _ _ _ ..... .. _ ... _ 49`-6" '' 0_ :1-g,-- ;:. : : ::::.- - • -- - --;-;- :;.;••:--• _;-_-:-.....-_,..,..-.:_-:.,.-.:::.:::-:-.------;-:-,-,;;:;-::-..--:-:-.4-H--:;---;-:-.:_.:_.-:__:_;.-;.:__;.:,_ ::..,...:.•,:,,...,..,.._;......;_,..--__....., : . -,- _ ;:;;: _ :-., sr..;.;;•...,.... : : .:-• ;:, :-: ::::-:::: ::.: • - 40..-0.- 1 u 1 6-- -'-:;. ':: :,..-:; . -; :: ;:: ;_:, • , :::::':.::: :, ::::, .;.: .:,::::.:::.-:; :: :::. _::.;..::::: : ::::::::.:,:. .: :,,, , -,_ :,,,, :; : : '.- :::::::::. -,-;:::::::::-:-:-;:-:::::::::::::::: --,:,-;-::--• ---- 4, -b-: ; :,-;:,-, :-,.: . i :: : : :: :: :-, : ::: • : : • ::. .,;,..... •......,_,......_._._,..,.,.., _ „ __ : ... ::.. : :::--:--::,_:-:-'-'-'.--:-::,:::,.-:.-, • - - 2.' , . _.1_'_',.''._:::: “.,1 f_. _______ 9. !: .d.:.: :: ::: ;..:: .::. ,.;. _ d.,.: -:..d.:...:•:... .: d ::::d ; _ : :::::;d::::::::::, d ----- 44•-b : :' ::::::::_t:.;_: ...d. .-._"." --; • •:::; _ ; _ : s: : .: : ; . _ : _ ; : __ , _ -.... d d; . • . ; ; .. :.: -: : : : • :':; - -.:' , .- -.:- •-7 rd- : ;- - •:-: ::" :: ' 1 -' ': " :- ::::- -•••••- •:d••;:-••1` • ri."":".2-;•: "":"---:--- - 4.1.-t•)•• -- ••ID ___ •••-•.-- ..... - HI 4_: - - "•- ,. . ." - " — " •': •,•-!., • d - ,:•• H.:: , ..-....: - - - -11: 77-,- . - : . - 0d :: :::!...-,; ,. ,:- .".* .!:.:::„:. :-...,. 1 ........_.. -,: ; - -'•, -..-.: .1 - : ---- : - ; -- : -. : - . - _ -]:-, -....-:-:--::---;--:-;-::- :-:--": - ----- -- , , - .16 - 0 .t--ti - -..„-•didd...;-::::•,:d .;. g. ----: . : :. -;ddd:--------••-----. „.,4._...._..............._...::::::.; rd:- :: -• d : ::::: :: 0 - :::?::- '..d.•-: d.r. ::: -:..-,•.:-. :--.;': -.-- : - • : :.._, , .. :::•-;,.. -:, "------------ •ddi :;: 1 :: ; 1 " :::::::::: :: ::: : '.: :::: !., - ,-;:,_•.:::::::::;•-:::::::::::::- dr,d1::::: :;;;;;d: did :::::::::::::::::::::::.,::r.,:ddri•dy •idd.r.:::.....-:- - _ -:::••,.... ________ ____ :::::.-:.::.:-.---,--:-:::::::.;:•....':::!, - , : : d : - • :":;- : 01 ib•-0 0:1: :: :: , ; ",:;_;-:, :•,:,,::::::::.:::::,,:::•:: :-; : ; , .," :,; f; ; r. ;:,:: ..■ i■ .. ... ., . E : i :, .:, ; :), -. '".; ": . I f . r , ' - ■ 1 - ': '. H. '-' :..'', '.,.':. . '.:. ' -: -.;.', ..' .:'... :? ..■':. .-. ... .. - ' 04 ,bo:. :::-, :::::4:;;;;::::::::1: 4 ;:;§:::::::-.;••:dd.::----;r--;-::- -,-;-••:-:::---:: i-: • '. ;_...;_ :, ,-:::::"-::- :"•::::::;;:•,;::-:::::::',•: -;::.:::;d:;::::::_:•:;::.:d;::;;::::..;,;:ddr:,.:::,;:;..,,;;; •. .: Of, rd......; • d : ;:: ;;.1.: ::::::::7,.',::::•::::::.--dd!:---"-.----;-r0d -:---"•••:-: i: :--- -;:-. ; :-. 0" --::: :: ::::."-.,-"--.-:-.•:-.-:-:;-:- ::: ' - --. -;.-_ .- -- ,.._,,., ...._ dd _ :;. .A ,::::: : - rd.:: ...; ' - ::::_..;,.-.":: " - d ---- -'-'-":;:::::•";:• , , ,.. d"' dd ;; ;-'- : : "'" . :: : • : :: : ':" -; ''''''': bb :: d ::::: ' d ' ,, d., ::4, ,,..:. -"::'::: - - ; , - •• • ••• - „:--:•: - : - :•: - ,:;:•:::: - •:“•• •: „ - :: -- - 1) b4,-,„•-•„• ;:: ...di4 .__ .1.-.....;__:_..;::.:.;:: :: • - • - .d_-_:_id,; ; _:::::. ; :.. : d -....; d,.:::._:.: d: : - : : ,. ..:,:d - , 06... : .; : :, :: ; : ; • ::::::::::: : ::, - ; ; ; - : :,„:: : ;; ; ' - ' - "" - :: - ::--: - ---; r - d ..•-- --.--.._.: ; _,........::; - ..::: : - ::::: . 4 - 7. 7 - ,.:::i==,.. - ;:::::::::: 7 :: ::::".....„.. ."_;.;.',.. ''.":-::- • .2?:5 oz , : , ,-,.,„•• : -: : . : ... : : - : -A : E .. :-..:•-"-',.. : ',. --- :: :: : . 'L.....:':'''7"'. ',.:: : • ; - H7;;' '''''-:: 7 - ' -- ":' l ' " ° '' ' r ' •;- ''''- : '';': : ; :' ' • - - . - zt -_ 01. ' '• : . .," ' ■, .: . . " • : ' :. ' : : ::. fl: ::: , , . : : • : i : • . ''. '• ' : ! • .....- : ..." : '• -: : ' ". : :: - ' - . " ''"- - ''" : ]- 7:!'''! - -:- : - • :7 : - -,- -.--'-•••.------ - .-- • • • d t.3 ---- d - - rd -- ---:---: - --: - ,:-'", ; • : :: : : : :: : i: - ; : :. f : ;.: : ; : : : . d :, . ,., ., : - .. , .:::.• • ,. , , , , .::, :.:".:"...: ; • : ' '..: ;.• :::: . % - fp - - ':i: - 1;„ . : 1 : ; :: : - , : ;; ... 1 - : .: ::-----,-, - : - :;'•: - ; - - -•-,: , -,:.---,..-:,. -•-•,- -i. - ..i.. , -:,': .•..........!_ .,...... t •, .,.. t_ - 1 I 10- -, ;77 - :•;;':-:,.:''-:;••::: •:: d" :::"-"-;: • :- •r - d "" d -; -::•-:•'.-dH • ::--; :: - : d:-:-:- di. •::::::::::::.: .:. - : • 4.5-0" ......,..,..:_:,...d.dd.d:;, - i - ; .1.... : _ : .__,• ,•,:-:: : ;::; h :- :- : 0- • ::; :::,:i• :-,-;: •::: ••; :::; • d ::- -: :::::-:--:;•:"- :::• • :•::.-::. ,',..,- !..:. ::.:0, I :Z 10 , -,.d-, 1 ,,•-:0-?--- : :--=, „ iiiti.: .-: -;-- dr d•••• •di,-•: - .d.:,...:.:_.d:,..•._:„::: ,... .:;.;:;•2,::',.=_ ..:;:•.: • ;:: 7'7:7:: ; zi ,,,: dd - dt ::r•:-. : "-, d - ,. :::gd: ": :: :: :: d : h :::: ; :::• ,,, ; ,:•• ; : d:. :F' ::::-•::::--::::-: T ; -;--" W f f,,,......1 ...... .: : ..,....:. I - : : :: . 11;,:: :: :: ' 7 : : - , • i - • : .::. , .,.: : •,. -- i ! : •:. 4_: 7 _-._ ......::..,_ .:1'.1. -- 2: - ..:',_ ::::_:'__71. .' : • --. ' " 1 0'--0 1 i - 0 . I',,,, ': b21.,&-: - ' ;:•:---:- -- •d:-::• : '. • ' - . ; ; ; ..: : • : : : • .: • '' • : • ' ' • ' : i: ; -: -:: ; :d .- 7 ."; i : '... - ....; 7 - - - ,11---, ' "fT : - ' • - — .. -.•.--';; i - : -- - --- : - . - : -- : - . -- °" . : -..=: :: 7 -.:-::: 7 ;: - :: -- ::: - ..--: - :- ::-. g; ''21' • ' :•. • i'_ • - g ;t !,- :: ::: : - :-"-;-:-.--• - " ---- 'r r • d ':.-:---- ----;--.-:-- --- r -- r - , -: - . .:. ..: ,. :: , ! : : - _ ; : . :: :: I ' • -• ' ; ' : • " : ,.: " ' : ' ' . . _ • .. 14-b .._..::'1'H:::- -- -- ::::::::::,:b10:,:;;I:;'!:,..1::',-:- i-': . : t ',.,: 7 :.., . ,: - : :::..: .:':. - - . :..:: i:; .-:. ;:,::'..: 1: :.;:" ..-:.',..,." ! -- :: '. - - ,=: , , -- :r . r ..- : . : .- : -. .: -.- ; . :•::': ' -- r'• 1..) bb .- t)r- ': -,' - -.,-.,---7----•----:-.±H,::--,:'-',j;;:::::.:::::,y--:.F.7.7E-7.;::,-7,.. .: ,. . . . -..- . :I: . .: : - ; :-.;.'_:. :..- 'L .. ; --_ - • 'iz 6, - : -Iili ' d L':',',--•:••--..---;-•-:::---'--... ::.. •;.-!--:•-• -:••••' • 0 -' 3 : : : : : ' :: : .::;!•::..":•....:":;: dr.; : .::• ::. : :::-:, :: : d • -:- r ::" :: i '. - ------,---- .-:--..---!---.-'-::-; --- -,- .- - 1 1 - 0 .• ..-: - T --- " - - .. : : --- . - . -----. " -- , - . --- . ----- . - -. -- ---- .:ir: - : : :::..:: ,- .::::. - ;.:H" 7:!i':::::::!:::::.-.•::']:•-_;:-_.-_::::-:::: - -:•;--;.,:-." .';'..'-'-.''':-:::.::::-•:'',. :-'-'.'• '•':',' '•.'-' ';': •:, ''..'' ,- 04):__:,::.itj1H-i','••-••.-...-::":;:•--•...'-:...": ',..•::',;y::: ••:-:-;''•;:..: •.: -::•:-; i.:.:•'..i-H' ;.. .•-•.,. '_: i • ',..: -:.:'''..- ''..:-:::-''.'.1--;1.•'•::.•'::.:.. - . - : . -:- .,---: .-i-;—,-,4:--",---:-:-....--...Ir.--:-..-.:-.-..,--._..._-.:-..tr,.....,..'.-, i -:' - -' ' :, .7 ''''''..-'; .,,,.-- ,,...! --,, 7 , :z __ ...... 0 --t) ,' ::..E.:;.:....:' - '1... :;: - : : : : • ; ;; :: .]: :: ; : : • ; : : . : • • . - : i i : : " - ' -; - ; ; ' : : ;;;!;":"7;;;;-- . - : - :;':'.• - '. '.... - :• - . ---,------ ; ,--- : ---- I ; :' - --- • :: -- r 01 - -;:::::- - - - ;-2-::---'-.'.:.:.-;-;:_:;:;-;..;11:;..1._.;.;:-._:...,,_;.. - .i_;: : -::: -:;..:: ..,_,::,..,;,.. ;,... .:.,.; :,;....:,...;,....;.;.; _:,-,:;:,, yr , , : b --- 9 Ub19620, .„..- ::::,;,;,,,,,,,,._::::,::„,.; d::: : - .: - ; : - : : :• - • - : -.- 0:::: - . d: --------------------------------------------- :;:•, :.,, • : • : ---------- 0-0' -..._ ::`, :-..:-,]....:-:_;.:„.„.-_-_ - ::: - ...,-,-_ 0- -- --,-- - . --- ,-.::.:.,.... „.'::::. ------- - .,,,., ,,- . _ :: li :].-,;--.-,..-:,,---:-::-.,,,,,_,-',.,..-:iz-,-F:::-..:-:::::,.:::.:.:-.7,7,:.:::::.:,",7,::::-.:::.:.::-_-:.::::',: ::".__: .,!_,._:_"_::-,,,,',.., ::',.i :: - ':-.b . ::; .• U-0 B8\18.1.8"E3C,CDDCCCr....EcoccaccccoecCatoCCDDDDDbODIODDVDDDDDDo bb bbipb b ;. - - -- E EE :E:Eg 0' 2' 4 6' 8' 10' 12' 14' 16' 18' 20' 22' 24' 26' 28' 30' 32' 34' 36' 35' 40' 42' 442 46' 48' 50' 52' 54' 56' 58' 60' 62' 64' 66'68' 70' 72 74 76' • 0' 1 '2'3'4'5'6'7'5'9111 1 1:1 ;',1i1 212 2;2:2 - 3:33 , 3;3,1.3732;4(4-'444-!4(4 - 445(5•555 , 5-515 - 51516 , -.6 6;66.6!6 777 • • „..... • V 1.) IQ T" 1,.-.0 B 0 . . . • • . . . , . . • • . . • • - . • • • • • • . • Wo'cidWorks®'•Sizer SOFTWARE FOR WOOD DESIGN UNIT C - REAR LOAD .VVOodWorks® Stier 7.1 • June 28; 2010 13:26:28 Concept b12 mode: Beam View Floor 2: 8' • • 4V-6" 1050._ , • --- . • --- VVV VV VV • --- • •: 41:5 7 :, ;; 7; :• : . :- -7 : 7 - - r-%.: -:] • ; - - - . • : - ; : : : : • : : 7 : I : :7; : : : :- 7 1 7 ::: 4 -: : : • • : - - . • " 4 S • - - - .•±. • : - • : ": : • • ,• • . • E: • : • ,_• - . • '-: ; ".. "7 .77 7 - !! 7777. - --- 7 !• - V VV, 77 " 7 - -- 7- •••• 7 7 • -77-777: -7 4 - ; - - VVV - . . . . . . . ; : : • : .30 : . . : : ' : : : : : : . • • . • : • : : • r • • • ' : • • ; • • ; ; ; • • • • : ; • . • • ; ; • ; ; ; ; • • ; ; : • 4 i ; ; ; ; ; -; • ; -- ; -:-": :„.:..: Of ;..: .;.: - -- ; ; • . ----- 7 - - :.! • : 7 C 7 : 7 7: •: , --- - - - ---- 6 - 1 ..: ' : • : • :: v.;.• • • , : • • : • : • 1 • • - - ; • -; V • • b24 , ;V: : • : : ' • ." -- f "." • "" - : . . „ : ; • : • .S: : : : : . : • : . S : S: :S • s . : ' .G•-•••o" 1 1 s;1; .• • ; • S: : •SS''S :Ss ;S .,• S S: . ; : •; SS:: sS•;; SS ';•S;: S S; . s S.' • ::: • S;S s s SS • ; S S: • zu i - L., ---- : • • : . ' vv' • • • ; - • : • . - -- 7 7. ; - b - ,•..;". • 7 .'!" - ::: ; - • :-: • 7 13 7 ;47 - i : : : • : • . ; . • ; 1 ; • • " 0'41 - .; ; : ; ; • • . : : : : - ; : • . • : „ . . : . : : : : • : : : . . : : : : : : : : : ; ; ; ; ; • : • : •€•:,•-0" bti • - - . 3 • -•-•, ]. ;H f•-6 • ob. - ;.::- - ;;:; 3. • • --------- • : 3 :: : • ;: • ; • : ; , ; ; - : ; . • : • :: :f 3 : 3 3 • : • 3:: ' • 3 : : • ; :: • ' ' 3 -: : : :f • : : • v•-••••• V V -0 • J.: -; • vi --• • • : s ' e • s • • -- 1321 ftob20 - • VVVVVVVVVV V • H • • ; .8813VE3 \D.DDE,EE•EEEE'E1:EEEIEEiEEiiEEEIEEEEEZ 0' 2' 4' 6' 8' 1 0' 12' 14' 16' 18' 20'22' 24' 26' 28' 30' 32' 34' 36' 38' 40'42' 44' 46' 48' 50' 52' 54' 56' 58' 60' 62' 64' 66' 68' 70' 72' 74' 76' 01'2'3'45'6'73'91(1 . 1 :1 (1 (1 1 (1 2(2 2222E2 44:4 • -V -et:)■<— L oc & A' • • • • • • • • • • • • • • • (1 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN UNIT C - FRONT LOAD Wood Works® Sizer 7.1 June 28, 2010 13:16:55 Con Mode: Col View Floor 2: 8' • c24 c25 • • - -- 49'6' • :; • . . • f . " 7: ' •: ••••:, ": • ''' •--- • 1 4.‘-0 - ;90' • • • • , ' : • • : 1: • • :: : • ■ :E ' : • -::;. • ;94 : • .: ; .. : :.:::.: • ' •50 • t3R)- • '' " " • : " • • : ' i4 • I " • "; • - • • ii 0 '' : . : ' : •: •: • 00 , . • ;:,.;.;:. ; :; • ; . : . • ; " ; 71 . "• : • „. . Zb•-b . . . . 01 H . ::: • ; •'' " 5 : • :-:•••••• :!: ;• • ;:5•;.-: • •:"-• • , • : ;: ; • ,; , .; • ;:• : ; • :: ::;•;;. • : • : - ; : --------------------------------- • : • . . . - -- -- . .--------------------------------- 12 ; c19 • • -;- ' ' "":: "-• ' • I;D' - * • 77' . ; . -•.:: • it; -.. • • : - ;::. • • -; ' - 14•-b *V : 1:E1 "..# ;;; ; 12, : : ;:. :; : • : ; : : : : : L; : • 1- ; ::•.:: •:: •: :•: ::• : Oh: : • ' ::• ::-• ••:: ••• ; ::-• ::::••::: 0-0 •:. ; t•-,4-, • - -0 • c23 c41 ''' 7 • : : : : ' : , ; 0 -*• : : - ;• ; ; • -; - :.; - ; ;•;-;. • - . • EiBli313'(3C.DDDQCCCiete:CC:CbCOCCtCColCt6DDDDDDDDIDIDDDDODDDDDDDCDiDC 0' 2' 4' 6' 8 10' 12' 14' 16' 18' 20' 22' 24' 26' 28' 30' 32' 34' 36' 38' 40' 42' 44' 46' 48' 50 52' 54' 56'•58' 60' 62' 64' 66' 68' 70' 72' 74' 76' 01'2'3'456'7'8'9111 . 1A:1 , 1;11171i - I 05222052 2(22213(3 4;4 :4 4.'4(4 4 455 555555 756.616 6".:6:6 77:7 7 ;7 07 - 6" • • • • • • • • • • C9 • . - . • . . . .... WOOdWOtkS(Ds'SiZer . SOFTWARE FOR WOOD • . . . . UNIT C - FRONT LOAD • WoodWorks® Sizer 7.1 June 28;'2019 13:16:49 • Concept Mode: Beam View Floor 3: 17' . . . • (..Y.4. " : : ' :-'-:; : ''' --; - ; ; : : : : ' - ; : :: ' ! ; : ; : : : : ; : : ; ; ; ; : ; • •"`-.-.-;"..-;--::'•.'; ' -..: :; " - ' lu'l3.-* •:--.-;...-,..',:::„:-: ........:-: -;.-...,.." i:-. .;.:-;".:;.:: ".:-.:-:. ,.;-.:-,"-:.',.•-;::: - "..--_-',;;H:::.. ■;-19 ; - :-: ; --:. :. , : ; ,-;,. :,. -H b4 : ; -; : . ; '-: : ; ;•••••:;; ;;;;-• : : : ; :.: . ; : 1 .; : - . ;.:. ; ; :;!-:..:.;.- : : ; : :. : : ' : :...:.; ,.: : • -Z. :;:- .• ".• ;; • .... .;', ,; . - .. a ,.. i•-b t: .R:,' " ' ' ' - ' - - ia••'• " ;; • • ; ' : ; ; -• ; : . - I.' .-'.: :: ...: 1: .", : : :. • ": , :: ' : : : . . . ' ::: ' • :: . : I: . :: . ' :' - ... ' — ' .4.1,z._ -- "en :: : ' :: • !" i ' • , ' :::;;El :I: • • ... , ''' ' - - - • • - • • . .. • . • , • . . . • • : - , ; .. ., . : : : : : . : . .. . : , _ - , . ., . - , , : „ . , ::-,„; .: -;.; .. . .. ,..., .... ..........,... ::..: . .. :.. ' ::: :: :: .: :;„ :-.. :. :; :::, ...:' . :: .. . ::.: it-0:: VZ -;; ::•::::::::::': :•::': :] i: :!-1:: :: ::-••• :' -, H.: --. • - : ••• :: - - .: • .: — :: • ''.:---.'.: ' ,H• ::' - • ' - ' • • ,,, • 6.1.1.-i:1- - & i ' '. : "::: : : ; : ' •:; ;':';' • ;;;:;;; ; : :: . -. : -• ' ';';'' - :.- ' ' ::::' ''': ; • ; . • ' • '" ' ''. '' - -." :." ' ' ' :;;. ' ';. - :".:::'---:•::' ":" r• ' " " ' '. i ; :" '''': '';* :'""; ' ' -:; ' 1 ' u- ;: .H : :1::" : ,;; , :::-.:4:; •.:;:•.:--:.;. ' -.:-:-..-- -::•:::•••::-:.:.--: , ."::: :: ::: r ,5 :::;;.:,•:-"::::..;::•;..•:":.::-:: • ::;• - :.;:, •::-.::;. k• 7 "-:;:: ;;:. :.;-• :.''..! ,, ..-; .',..- -;-; ;.: ; ',• : - : ; ; H .:H . ;-".'; , -.;:...:•-.• 'H . i . •;.; - ; ; : , ,. i • '. : 7 "'. " • 6,5 -1 , n'o:_..., ',..:.;_. r ....: -..... ._-_ :... : . . - ' ; ;. : ' ... : ; • ,: . .. .. ' , ::,.'; '. ,,:"........i......"..:_..'..E...::_ _: ',.: ..;;_:;•. ..__.___ ,,IZ_'-'0•• bb ot .;:•:. :„•; ' ;:i-,:_.,..!_•• ;,•;H:•••,:,:,:t ;h - . - - :: : :: :: ::::- ;:: ..::..: :: .. ::..; ::::_:.::• :: :; :: .: '; . , ;;„ .: 6 - 1 Zr.t.:--,-3- . : ' : • . ! : . : : . • . : : .,. 61 _ ',....: .. :.'," . ' . : ', : . .,' ..'4'.... '..'.....: '... '. : ; . : • .. :. : ...: .. .... :.:. : ...• : ', ! . : : : , - : :.: :. . ',. : , ..: ..: :; . : . : al. : :.:..: :. '--. t.'... : , '. ; -. :. : : !,,.: : • ' ... , - ; ,. : ',...: : _ . ,, .zia" a). ..1 43:..-.:;23-.',.': .: .:. :. .: !: . : ; :: ,.: ., :: : • : : : ..:::::: -......::- .: .. , : • -: , 24 , ... ,,;,.•.. ;....:::: .:::;":::: :.:--:•!• •: :"- !.'•-•:-;•::::::;;• :•:''.,- :::;-: -:-::::•:::.":";".-: ::-1.:-:: •:-..::::. :: -: :.: , :: : :: r ..:. ::. . . .. .-:' ,::._ ,:::::...:: :•;::: Hi:_.•: •:: • '.:•:.•::: :: ;•-• ;::: :::;; ::::: ::: .. ::'•.: ,::: •:: •:•::: : ; :: ; ::-: :: ::•: : ' 41•"-0•• lb 1 20•-_ -•, . • ; .• .. • -- --"..;: •-••;;:•-:- : :-.;": : -::: .: :: : :::;:-:_. , :::: :::. ::: .:::.....: : .: 14 . .. 1 ' ; •• , H-: :;:;•: -; -;•-:-:;,; :•-:;:i ;-:-:.:-:::-: ;',: ::::.:: .1.::. ;.; .•.. ;..:.-1; :: . .. . 16;6:: . 11 :. • ' • : ,s , - - " -: , - ' - ::-. - : - - :. : T - ';-.-^ : . , ..; ,:': : : ' :". , ' :-.: - " " : " ' .--- :: i .. : . " ' : I " . .. --- . :`... : • ;:. ;-, -;.•:-.: .'-'-:. ":. ' • ' E - : -;' -- ; , : "" . : : " - „ . . b"rjb" bts'.."1: .".y.- ""- ..:::::::...:-•:::•:_...•• :"..,,-,•• ' .::: --.:- ..: ::•- '• '-'-'-:-::•-•-•; ;•:::"!' '.•-' •- -- EZ Of .... - i 4 ' ---:;;••::::;-' ::: :::': ; • ....'::;;:',:;'-:•-;: :: :: :: ::"..:";': • ,-',::: :: :::: : ':: .,- ; 1 t".••" V •:•:1•••'::':':•:••:. :.• ...!-- ...................... . ;:: :::::,;' - f' .•::::::• :-.....:' .. ;:. • . : '• lir -b 0 : i : :: 1- :::•.. :: '; •- : : : : :: :; r: • : ----;---.--•:: •-:.,-"-;-:;--:'-..-:-..:..:-:--:-:-:"..-::::::. -:-..::.,..:..--,-,-.-.------------------ .- ------• ----.-.-: --....-.:-::::;--; :.:: : ..-• •.•-•_,-o- It! '; ; '';'; ' --; . :::,.-i ; l. ; . : ;:; 4 :-:',::: : ,. ----- .. :L.:: . --- .: ':-..'; :,;.: ',.;, '. ;. , ; : , .: ;•:".'-; ''-;-:: . ; :-; '. : ',-; : - : ' ,:: ; ; :.;:, - ; :,.; "..;.•,•;-:.: :- t ; . : ; ::;:, , , . . 6 ,... °'.. T1 ': it:" . .:-:- - T±'b 1 T:'t - 17=1'.1i":'t - E" . ...' .- ,...! - : . :::1: -. : . '''..=' . H''''''...:',. - : - : - : -. • . .:'.7';', - : -. ' 1'0 . E i 7.. pill -...:.• :.;.„....,.. , . . , ..., ;., 11. ....; : .;. „." ..,.,.„. ; , , . , , : : ... ........ , : ; , : , . i : 1 ., .. E. _,,..........;;.., i ., i . , :7- . .. . 0-0 - t • 3 ----- - ---- - -- - -.;..- --:. -;- '.-: , ... . i . ... .,.. - .. " .:.: - 7: ; ;:::: ; ;:.:i±c:: . :.;-::-;.: . 4. ... . ': . : !--': :.:: . : ; - - :: ' - b - t.7,U .,' ' . ::; • ' ' . " ' ' ' :' ' ; ' : • ' ' :: , ' • ; ;'; • ' , ' ; ' : • ' ; • • ..; ' : • • ' ' ' • ; ' ' • ' . • ' ' ' ' : ' '' • • ' :' • ' ' ' ' ' • ' ' ' • ; :' : • : ; ' ' • ' • ' ' ' ; ' . - . _ : ' '' • 41 -t7 2: : : :: : : . : : : . : : : : : :. : : : :. : : : : : : . :. : : .. :: : 1 . : • : : : : • : : : . : : : : :: - : : : - : : : : - ' : '. : . ' : : ' ' '. ' . - ' " . . ' : " - U . . . _ , • • • • • • • • ' - • ' • . ' • • - ' • • - • ' - . . - ; • .ESiaBBC,CCCC CCCICC;CCC:CCbC C C CC 0 D OD DIDDDIDO ODDI)0 b DO DDIDD DEE EEEEE.FEEP IEEP EiEEEFEIEEEEZ , 0' 2' 4: 6` 8' 10' 12' 14' 16' 18' 2 22' 24'.26' 28' 30' 32: .34' 36' 38' 40' 42' 44' 46' 48' 50 52' 54' 56' 58' 60' 62' 64' 66' 68' 70' 72' 74' 76' 012345678'91(i 1;1 '.1 (1',1 fl 2(2 222 A 4:5(5'55:5 . • . . . . • • • . • . . . . . . . . . . . . , • . . . . . . . • . WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN • UNIT C - FRONT LOAD Wood Works® Sizer 7.1 June 28, 2010 13:16:46 Concept Mode: Column View Floor 3: 1 7 ' • u- j " „ ;;; - c.c . . 48 • :;.;:::: : • ::•:: • : 'c • r ;:: .;• • -; - - 40.-0" ; - T • '11 .; ; 7 7 : . 7. 7 :7 7,7 :7. 7 7T77: 77 r:' - 7 7" 17" ;:; : ; : : ; • 7 : : :77 - • : 7:7 - 4.4;.‘r,-; • • •: O, ; • : • : ; , • :I. ; • . • ; -, • ; • • _ ;•••••.;.;.: • .••• • • - - ij 11kiioskio • : • : ; . • • ; 7 ; • . ; . „: : ; : . : • - • ______ " • " • _ • ---',"1",'"4 • ."•;; s; • • ' - - • : ' ; ' : • : • • ; : - ; • ;;, ••• • • - - ' it:) - 0 - ................................. . . . . ... - • • :41 . '::: ::•::: :::::::: 7; , .... • ; • ; ; ; ; • ; • : ; ; ;-; • .", "s . ... " c48 - ... . . Z : • : • ' • c28 c12 • ::: .. .. zo•-•0•• I; :.; . . ;1: : • I," • • " " . • - : - . : • : : : : : • : : : e : : : : ;•-•: . • •• ............................................. . . -------------------------- - -- zz ..; ; • •-•:•-••••• •••••': • .e•i•-u =-• - • -- • - - " "" : • ' 7 : " " ' : • : ' : • (.4 ---- - - - • •":' • :s"" — t-,S;;--t.:- c26 - - - - ;; ir , ,c27 • ; • '; ; -'• • ; - - • ; -•-; • ; : • ; ; ; ; • ; •-; • • ;;; • - • ;-; • • c • .. .. . . . . . .. ........................... • • - • • ; ; : : ; , . . ; : ; ; ; • . , 00; ••-;H • : - • •;- . . • - - •-••• ; : -;:. - • ; -'; • „.: ; - . . .... : co, - ; • .f — : • : - .... . • . : : ' . : : : . • : : : t.; _; : ;1; ' ; : : : ' : : ' , - 0 „.. . BB \ BBB C.CC C C CC C 1-COC-CCCQCC C C.CC CC1C C D D DO DiDDDIOD DDDD D b DD DDiDD D EEEEE.E1 0' 2' 4' 6' 8' 10' 12' 1.4' 16' 18'2022'2426283032'343640'42'44'46'48'50'5254 56' 586067 64 68' 70' 77 0'1 '23456'7'8'91 (1 212 . 4:44.4g (4 - 441518 - 5:5:5 , 5f5(5 - 531616 - 6:6'.6 , 6. 1 .6(6"6i6f7f7 • • • • • • • • • • C ( (4) • • • • • • • WoodWorktC) Sizer SOFTWARE FOR WOOD DESIGN • • UNIT C - FRONT LOAD • WoodWorks Sizer 7.1 June 28; 2010 13:16:41 .Concept Mode: Beam View Roof: 25' • • : .; . • • ..: • .:.„ • ;: ; • - ; ; • • : • • -;:: . : - • • : • - • - • 41 ---- t j' 4 ; : : • - • -; ' • : • " • • - . " . • • • • • : - ••• - ;2; IVU • • • - • • • " • • • ' ; ; • ' • .;.:: • 1' • • - : • ; ; ; ; ; . - - ; - - ;•:-; ,• • ; ; • ; ; --,; ,••• - • • • • .";•;",:""-":";;;":::•";; " ; "" -;;; • ; ;" ; - ::; ' ; ; - ; ; '1; ; :;-• • : - "-:••••-•••••••••--; • • ; 1 • 1; . : ; -; . • .1 : . •; 7 7 ; -- - "1 •••;;;" - •:: "1. :•]•";11•7; • •.; ‘ di • • j • H ;.; ; • • :"L' •• • ;-; ; J • •;.": •••"; •].; •••' - - • •• :•.; • H . • • ; ":.•"•-;"-•: • :":": • : -- - 32u- ••'• 1:- " ::•:: •: " ::": • ib ---- • „,. „.„ - • •• •-• •••• - • ;77777777 , n1 . -••.t . " - • - . . _;. . - - - : - . -•• - " - - - ------- — •• , r• :: • • • 1: . „ . „.. „ , . . • t , ; . ; ; ; ; ,;,;;; ; ;.; , ;.• :1 1,: 7 ,;; ftj--:••:; -------------------------------- - ••:::•:-: . ; ;•:.; •• - - ' :::•" - - ,,•••• - .. ; . ;;; :; „;, .•;;; • - 7: ---- O*: ;•'L • Of ;" -•:- • • - • • T.)* •;;;•••;:: -:: • ;: V • ‘,4 ;.; '• , • • • . - 14. : . : !!': • :: : • : • -; • • -; • -- :,. - - :-••; z•_0-• - b •-• - BBAaBB.C.CCCCCCC;CoCCCCC,:CCCCCCCO‘CCCD.DDDE)DODiDDDIDD:OC 0 2' 4' 6' 8' 10' 1.2' 14' 16' 22'24' 26' 28' 30' 32' 34' 36' 38'40' 42' 44'46' 48' 50' '.52' 54 56 L'13,' 60' 62' 64°;86'• 68' 70' 72' 74' 76' 012'3'4'5'67'8'91(1 . 1;111 , 1?1 (1 T1 1 , 212 2`,22 - 55:5 , 55(5`5i5l6t.61 - 3;6"•8-6!6(6T66717777 , 77:77* -6" • • . . • • • • • • • • • • • • 64)-- • Wood Sizer SOFTWARE FOR WOOD DESIGN UNIT C - FRONT LOAD Wood Works® Sizer 7.1 June 28, 2010 13:16:44 • . Concept Mode: Column View Roof : 2 5 ' . -• 4Y -6" 4/• 400 1 4-4- - .:19 .-:-.:!-_'• .!i.7.: ....H.'. • c1aLLlit:1 ; :.'-...;_-.1.;.:_:._ .._ ":'':-"':". -:..;.:::•:...-_ ..1.....;.:L ::: ; ;',..;..; '' .'-:_; S0 j° ;;;6 ; •::;;;;'.:••••: 1 • . 7 T: ‘. -: :r :-. 7', :":. --, ; -, : ..-.• - F". : ': :" --. :'', --:'..] ' :-', ' -. - : --•:, •. .:: :•,::'. zi - 41 ".,1 ---- ::- :i.: ;;• :A; 7 -.;:-•;-:;-:--.-:-:•:-:•;--.-:-.: :--:•:;:::-;:- . - ---;;•;', - :---.":-;-. :-.;-•;-: ;.--:--:-:': •.; .50•-0•• :: ;=;;;•: -: :.:: :-...•- :: '.., :: : :: ::•:: ::•-:::: :: - - - - - - -- .•. .. ;;;;. ;: ::- H -,, : :-.A :: ;-; ;;=. ;• ;; •-• ;;;; .;.;,...; ; ;;,•;; ;;;•; :-.-:-,,,-. i: ., '-, .-:, ; -;', :: :-::.-::-.:- ; :::.•;--:::::.--:---:-'-:.:•': :-.- --- 30-0 , z.11_ - ___ . ;.i„ ':,....,.!.:.!,,.....-...:._:.:...._.,. :...: .... !..., : :A :::: .,....:, ,.-:• -E-• ••::::.,.. _. ::,.-,- -.:.....;.:•::. H i• .:: ',., !: 1: '_• ,.-.-:•-•:••-::- :-:.:-, - H. .H ::1 .; : ., • - - - s _1 - -0" t.. * -; • : --•• ••;,-;;••: - - -.-.-;-;•::•-•-:- :-;-•,- .-:::'.-:-1-'-•.:-;;---•--:-; :-- ---- ii_v-k)•• .!: ._:. :• r : ; ....• .;; . ; :: ; ; : : ; . ; , : • : : -. : • : ; , • :: ' : : : : • : : : : . : : : : ; : : : • ; : : : : : :::: ;;; : : •. - : : '.- -: -:: :,- • : : " : :.: , • ;: " .::: -:- ,- : . -; :-;,- _, - ' ; : ' ' - .. .j,.-:)• -0" 00 -...-...;-; ::TI,:-:; :;.•-•:•,.....;.•:4_ .::.,:_..::..._:: _ 4.,._,::..: .:..:.:_:: ,:.:._::.•_:: .: _::-::,,.4:,•.; : r. 4 :c :. .5.G 0 - :i t 2 . -...- : 1 '. .....'. . %-= :''. -- ' - .7 --:-:-- .."7 - ' - ' ' - ''' -- '-'''''-'-'-...:.-- '...-: - - - '-; ' ::: "-:.: " .r......._:..:. -.. .._ ..:,.:_-. ---- ._.....„ ..:A.,.-ty• , ..';'....:::f..:::: ._:_.'.:. : :.: .:_;:::.::. . J: ; 2.: :: 1 ] -- _:.; . :.::..:. '.. ] ...: ' .:._.:...: _..:. -.."::_:', ...::.;:-,...! , "." "' - d ---:-. ::: -:'...--:--:-•,:-:--- -': -_,-;:-.---,--..:-.---:--...:-• - , - --- --'---.--:• • -----'"' : ' --- ': : ::' '.." . -! - ' . : .:,-, - ' 03 . :H . ;;; ; ; : • : Li:.:; , : .; .; , .:. ::.:1; .: ; ..., ..:.. -- ,..: „,.. ...: .: :.; ... ,.:.. .. , .: T -: • :. : : -- . : .... ....; : _ l'-0" 64 - :::::::1":,•••: - .;-. ..:..•;:_"::::::::::::::::::-::_..:-.._....... --- - ..•::::::::: Zt bl ..- i •.:. ..:.., ; :;;;; ;; .:::Z;; ...1- ';.• ..::::-.:.::;.,:.:: :; :::.: .:,:-...!.....:::::.;.:.:::- 1;.;..:.:.:.........;_ :::-::;;. : :: :::::::: . ,d•-k)" titt. -;_....: :::: :1H,. ': _ :;':': ;7.7:::. . ......r..; ; • .• 1 : : ; 24 tv ..:::•" .1:1 ; ..-; ...• ,. .;;..::::::.• :: . .. ,..r• - ..-', :;:: ,4.5-b (3 :_-4 -. --:-•:-----::-: : • :•-•::::-.,•.--:-:-.- -:-:-----:---.-:-:- - :- - -:-..--,::-.-..-:-:.-:-:-:•:- ::-.--.-, - :::::::::-:- -- ------------- ,-;•-•. :::::',:::.::.--.:-"--:'-::-.::::--:":: - -.--:-:"':::::::::::::::::::::::::•:::: -:':':.-_:--::: -- I 1 E : : :- :::- ::-.: '.- . i - : i : : • • :_.I ',- .:.:. . • : : :: .:: , i . . : : : : : .: -.: _. _:::::: -..: i • .: E : : .: - ...:.:. : : • : -1, ." i • • . : i, ::. : :.• . ::.:: - • .. . . '.2 •--:..--:: • ------:),-.;:-:--:-----.-::-:- :-:--:.--;----; - --.-.---,"::;;- :4- ::::-- ::-- :,-,-----.- i•-•••:---:4 -..---:":-':'':: : ...:'-'"'-.. : . 11.-1. '.3 ...• : .;: . , . ,_ .._. ., - - , .. : - •;:„.:. .:- ,...H - :-.-,,. _:: ..;:: -: .: ,_ ,,, ..1 .: , • .. ; ; ; ; , . .. .. : - . 7 1: 7.7.,1,:_ ; :._.: - :;:::::::::. 7„::::::::::::;7,;::::::::, 7 -- : - ;;_...:::::.4...._,:::.: _ ; 1 :::::;::::::_;;:::.;,:,....,_. „ ..: , - : -• ; -`." - ".•:1•: - ;•:: * ' - . .--.- -- H - -. - - - . - 7 - : - - 7 - "--.--;"'• -.-:'- -:-;,--,' ;•;;;•;:- '. ;--';-::! '". -- --------- '•-•--- '- — ---;;:- . . ... • - • t .,,.; - ;;. - ,; •: •,, ; -, , -, , , -, :: .„, . , ::. , : ., 1 , .: ::.„:; : .: ., :., • ;: :: .., -: : : ;,:, .; :: ':''', ''. ...;:• ;:-.-,; :: ., •. .• 1 ..) • 1.2.•--b • :;-•.: ::.. ': •:::. •: :.:: :',;'. •:;•: : :.; •: :: -: ::: : : -. •: : ..; °b.. -; .1'.:::7 • •': •••; :: ; •. --; .:. • -;''' • : : :; :•: - ;.,.• :;•-: • • ;; '.':•';':':-. - ::- - : •:: '::::: !:;:• : •:•::::- -.--.•.;•- •; '' ' ":';' •':.: '• •-•.- 03 ;:;;;',.:.,;,-• ill 0 :••!iy, ::' ":!-.-:.., •; :- -h ; : , : :: •. : ' : Jg,; ; ; . • .-: . ; :;. : ,- ; ; ;:,: • : :::.:':;: • :: : : : : : ; : ; ; ; • :: :: • . : ; , : ; : ; ; • . , ; : , . ; . : , . : •.. ; .: ' -; ;• . ; .; - t -0 0 4 - - : ; ;•ttit;:E • .----ij i . : ; : '. ' : : -. • •.: : : : " : ": : ' ; - • ' " . ' : : . ' - ' : : • • '' :. • • : : ; • : -.: . ; ' : •..; !-. ' -- ; : .! . ,-.: ...: ; •.'_....:. ', '.. : . ... - .-.::.; . ... 4 -0 I --;:•:;;.-•_-:-.•::-.-.:-;:;:::"- :-...:';;', :•:•:";:-. - •- - : - .:'• ::::-.; : - - . -- .., - 1;;;; - :; -- -; - : - .:;-:::-..-:-.-:;;;•..-::::-.,--:::::-.. -.--;-:- - - :.:;,..-..:;;;: l,-------;-...-:::::„• ,.;"„: BB1E33 CCCO1CCDCCCCCCCOCCCCCCCD.DDDDIDE)DIODD:CDDDDDDDDDOD1DDDEEEEEEEEIEEEIEEESEEEEEREFEEZ 0 2' 4' 6' 8' 10' 12' 14' 16' 18' 20' 2224' 26' 28" 30' 32' 34' 36' 38' 40' 4244' 46' 48' .50' 52' 54' 56' 58' 60' 62' 64' 66' 68' 70' 72' 74' 76' 0' 1'2'3'4567'891(1 - 1;1:1 , 1 -'.1 1 11 /12(2 222 ',313 '4".4:4 4-'4(4 74E40(5 55:5;;55(5'506. .€5-Ef.-3.-6:6(633167t7 77:7777T-6 . . . . - • • • . . • . - . • . . • • • • • : . • C Cie:lit) COMPANY PROJECT i II Woo W or..s SOFTWARE FOR WOOD DESIGN • June 28, 2010 13:20 j8 Desigrrebeck 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 plf Load2 Dead. Fulr UDL 13.3 plf MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : • • ,713t ',44.*P7WW4(.. „t; - :7711 qv-AP* • 4,-vx-ev.A.445.(4.wq 4 - *t i t I o' 8 Dead 64 64 Live 213 213 Total 277 277 Bearing: Load Comb #2 #2 Length 0.50* 0.50* *Min . bearing length for joists is 1/2" for exterior supports Lumber-soft, D.Fir-L, No.2, 2x8" Spaced at 16" c/c;-,Self-weight of 2.58 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: , . Criterion Analysis Value Design :Valu'e. ,Analltsis/Desi4n Shear fv = 32 'Fv' = fv/Fv = 0:18 Bending(+) fb = 506 Fb' = 1242 fb/Fb' = Live Defl'n 0.06 = <L/999 0.27 = L/360 ' 0.24 Total Defl'n 0.09 = <L/999 0.40 = L/240 0.23 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.00 1.00 1.00 - - 1.00 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 1.000 1.200 1.00 1.15 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 = 277, V design = 235 lbs Bending(+): LC #2 = D+L, M = 554 lbs-ft Deflection: LC #2 = D+L EI= 76e06 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 s WoodWorks SOFTWARE FOR WOOD DESIGN June 28, 2010 13:21 j27 • Design Check. Calculation Sheet Sizer.7.1 LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft) Units Start End Start End Load1 Live Full UDL 53.3 plf Load2 Dead Full UDL 17.3 plf MAXIMUM REACTIONS (lbs) and BEARING LENGTHS lin) : • - - � � . t4- .g t 'k= - sv v , , ` 6 sY - _ " e k» ;:. r' .f __ .. :�s`:.r. t, ..•.. 4, cF +. , . :-�;. ,..r .,.. e,. ,.o � K t• . ..... .,. 2. ,. - 44 • Dead 39 39 Live 107 107, Total 145 145 Bearing: Load Comb #2 - #2 • Length 0.50* 0.50* `Min. bearing length'forjoists is 1/2" for exterior supports ' L"umber= 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 : Criterion Analysis Value Design 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 Ervin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 • Shear : LC #2 = D +L, V = 145, V design = 112 lbs - Bending( +): LC #2 = D +L, M = 145 lbs -ft , Deflection: LC #2 = D +L Liv. 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 lib. li 1 W , . FO T ` + "'` " SO FTWARE FOR WOOD D£SiGN ( , . 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_w56 Rf.Live Partial UD 450.0 450.0 0.00 6.00 plf 3_c46 Dead Point 938 5.00 lbs 4 c46 Rf.Live Point 1350 5.00 lbs MAXIMUM RE ' C TIfNS /lhsl and RFARINf; I FN(THS thrill • r"` .�. - . has„ _ ' a . i ""- °. ms . , t : V= 4=" "- : ate ' . .+ r `,,° • ..".; ..�..� --„ -,.ems i °° � �-- .. ,. f '=" 0 _ _ 6 1 Dead 1673 2298 Live 1575 2475, Total 3248 4773 Bearing: Load Comb #2 #2 Length 2.32 3.41 LSL, 1.55E, 2325Fb, 1-314x1 Self- weighf.of7.66" plf included. in loads; LateraLsupport: top= full, bottom7 at supports; Analysis vs. All Stress (psi) and Deflection (iny using NDS' 2005: - • Criterion Analysis Value Design Value. Analysis /Design Shear fv* = 207 . Fv' = 356 . fv*/Fv' = 0.58 Bending( +) fb = 1159 Fb' = 2674 fb /Fb' = 0.43 Live Defl'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 effect of point loads within a distance d of the support has been included as per NDS 3.4.3.1 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fv' 310 1.15 - 1.00 - - - - 1.00 - 1.00 2 Fb'+ 2325 1.15 - 1.00 1.000 1.00 - 1.00 1.00 - - 2 Fcp' 800 - - 1.00 - - - - 1.00 - - E' 1.5 million - 1.00 - - - - 1.00 - - 2 , Emin' 0.80 million - 1.00 - - - - 1.00 - 2 ' Shear : LC #2 = D +L, V = 4773, V design* = 3386 lbs Bending( +): LC #2 = D +L, M = 5520 lbs -ft Deflection: LC #2 = D +L EI= 620e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd =concentrated) (All LC's are listed in the Analysis output) . Load combinations: ICC -IBC . , DESIGN NOTES: . • 1. Please verify that the default deflection limits ar 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 . COMPANY PROJECT • t fi �1llorks° • . .: . _ ,:5v - SOMVARF FOR WOOD paws! June 28, 2010 13:21 b1 Design Check Calculation Sh . Sizer 7.1 LOADS ( Ibs, psf, or plf) : Load Type Distribution Magnitude Location [ft] Units Start End Start End 1 w33 Dead Partial UD 402.0 402.0 0.00 1.50 plf 2_w33 Rf.Live Partial UD 450.0 450.0 0.00 1.50 plf 3_c9 Dead Point 985 1.50 lbs 4 c9 Rf.Live Point 1470 1.50 lbs 5 j9 Dead Full, UDL 47.7 plf 6_j9 Live Full UDL 160.0 plf Load7 Live Full UDL 40.0 plf Load8 Dead Full UDL 13.0 plf MAXIMUM R . - �^ � � �`� + a '� - " ,;fit � � .. "Arairfio,07; 44 a' ' ` - ,.. ? - " ' wt � ` t> ? .. X . +., '33 I 0' 31 Dead 1043 742 Live 1541 1204 Total 2585 1946 Bearing: Load Comb #2 • #2 Length 1.38 . 1.04 Lumber n -ply, D.Fir =L, No.2, 2x8 ", 2-Plys Se lf :weight of 5.17 plf included in loads;' • Lateral support: top = fiill, bottom= at supports; • Analysis vs. Allowable Stress (psi) and Deflection (in) using:NOS 2005: , • Criterion Analysis Value Design Value Analysis /Desi , Shear fv = 135 Fv' = 207 - fv /Fv,' =- 0.65 Bending( +) fb = 1196 Fb' = 1242 fb /Fb' = 0.96 Live Defl'n 0.01 = <L/999 0.10 = L/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 Cfu Cr, Cfrt Ci Cn LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.15 1.00 1.00 1.000 1.200 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - . E 1.6 million 1.00 1.00 - - - ' - 1.00 1.00 - 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 2 . Shear : LC #2 = D +L, V = 2585, V design = 1961 lbs Bending( +): LC #2 = D +L, M = 2619 lbs -ft Deflection: LC #2 = D +L EI= 76e06 lb -in2 /ply Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) ' Load combinations: ICC -IBC . DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. • 3. BUILT -UP BEAMS: it is assumed that each ply is a single continuous member (that is, no butt joints are present) fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top - loaded. Where beams are side - loaded, special fastening details may be required. • • • C` 6,0, . • • COMPANY PROJECT � � W oo d W orks . SOFTWARE Mk WOOD DESIGN 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 4.50' 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 4_j9 Live Partial UD 160.0 160.0 4.50 7.50 plf 5_jl0 Dead Partial UD 47.7 47.7 7.50 16.00 plf 6 jl0 Live Partial UD 160.0 160.0 7.5.0 16.00 plf ' MAXIMUM REACTIONS (lbs) and BEARING_LENGTHS (in) V . 16 De ad. 4 42. . 442 , Live 1280 ' .. . ' 1280 Total 1722 1722 Bearing: . Load Comb #2 #2 Length 0.85 0.85 Glulam- Unbal., West Species, 24F -V4 DF, 3- 1/8x10 -1/2" Self- weight Of 7.55 plf included in loads; Lateral support: top= full, bottom= at supports;. Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value ' Analysis /Design Shear fv = 70 Fv' = "265 fv /'Fv' = 0:26 Bending( +) tb = 1440 Fb' = 2400 fb /Fb' = 0.60 Live Defl'n 0.43 = L/441 0.53 = L/360 0.82 - Total Defl'n 0.66 = L/290 0.80 = L/240 0.83 ADDITIONAL DATA: , FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fv' 265 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.00 1.00 1.00 1.000 1.000 1.00 1.00 - 1.00 1.00 - ' 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Emin' 0.85 million 1.00 1.00 - - 1.00 - - 2 Shear : LC #2 =_D +L, V = 1722, V design = 1534 lbs Bending( +): LC #2 = D +L, M = 6890 lbs -ft Deflection: LC #2 = D +L EI= 543e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd- concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Glulam design values are for materials conforming to AITC 117 -2001 and manufactured in accordance with ANSI /AITC M90.1-1992 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). • (...- (1,,,tk,23 COMPANY PROJECT . ' " WoodV\ior ® : CI , . = SOFTWARE FOR WOOD DESIG June 28, 2010 13:17 b17 Design Check Calculation Sheet Sizer 7.1 LOADS ( Ibs, psf, or pif) : Load Type Distribution Magnitude Location [ft] Units Start End Start End 1 w49 Dead Partial UD'' 402.0 402.0 4 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 lbs Load5 Dead Full UDL 13.0 p lf Load6 Live Full UDL 40.0 plf. • MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : :. .. �a E ve rwr _�...�......_: t ?7' 6 -. ax-" ... �.�_. x a,......, ,...'� ...s1 - ` -.. • A 10' 7 - Dead 843 . 1'656 Live 997 . 1927 Total 18 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 sup Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : • Criterion. .. Analysis Value Design '. Value Analysis /Design Shear fv = 162 Fv' - 356 fv /Fv',= 0.45 , Bending( +) fb = 1511 Fb' = 2674 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 / 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 = D +S, M = 7198 lbs -ft Deflection: LC #4 = D +S EI= 620e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D -dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC . DESIGN NOTES: . 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL -BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. C - Cl I t`V 'COMPANY PROJECT • .. . .. , , . •, , . d t Woo • .. _ yt� "# „^'. SOf7WYARE FOR WOOL! DESIGN , June 28, 2010 13:51 b18 Design Check Calculation Sheet. Sizer'7.1 .. LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Units Start. End Start End 1_c16 Dead Point 938 5.00 lbs 2_c16 Rf.Live Point 1350 5. -00 lbs 3w37 Dead Partial UD 498.0 498.0 15.00 16.00 plf • 47y37 Rf.Live Partial UD 450.0 450.0 15.00 16.00 plf 5w54 . 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 7 w55 Dead Partial UD 96.0 96.0 6.00 7.00 plf 8 w56 Dead Partial UD 498.0 498.0 0.00 6.00 plf 9 w56 Rf.Live Partial UD 450..0 450.0 0.00 6.00 plf 10 c39 Dead Point 843 7.00 lbs 11 Rf.Live Point 1147 7.00 lbs • 12 c40 Dead Point 1656 14.50 lbs 13 c40 Rf.Live Point 2077 14.50 lbs MAXIMUM REACTI and BEARING LENGTHS (in) . s ,V, u.. a, .. .4 .,4 Q 1,_.- v��% �,, . w , .. k te,�_ - ',.. • ..m»u ,.,,. - .3 .. . r. �� �. .,mot 1.0,; _ • : 1st • Dead 3950 3630 Live 3994 3956 Total 7944 - 7586 Bearing: . Load Comb #2 #2 . ; 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 Deflecti'on'(in) using NDS'20 :'' ' Criterion Analysis Value Design vane' Analy /Design . Shear •fv = 117 Fv' = 247 'fv /F.v' = '0:47 ; Bending( +) • fb = 1443 Fb' = 1831 fb /Fb' = 0.79 . Live Defl'n '0.21'= L/935 0.53 = L/360 -0.38, Total Defl'n 0.49 = L/391 0.80 = L/240 "' ` 0.61 .. ' ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fv' 215 1.15 1.00 1.00 - - - 1.00. 1.00 1.00 2 Fb'+ 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 Emin' 0.79 million 1.00 1.00 - - - - 1.00 - - 2 Shear : LC #2 = D +L, V = 7944, V design = 6613 lbs Bending( +): LC #2 = D +L, M - 27966 lbs -ft ' - Deflection: LC #2 = D +L EI= 3070e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) • Load combinations: ICC -IBC DESIGN NOTES: • 1. Please verify that the default deflection limits are appropriate for your application. 2. Glulam design values are for materials conforming to AITC 117 -2001 and manufactured in accordance with ANSI /AITC A190.1 -1992 3. GLULAM: bxd = actual breadth x actual depth. • 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3' .3.3'. 5. GLULANI: bearing length based on smaller of Fcp(tension), Fcp(comp'n). . . C- ( k,"- • COMPANY PROJECT 11; , Wo o.d W orks SOFTWARE FOR WOOD DESIGN June 28, 2010 13:26 b18.1 Design Check Calcul Sheet Sizer 7.1 LOADS ( lbs,,psf, or plf) ' Load Type Distribution Magnitude Location (ft] Units Start End Start End _ 1_w63 Dead Partial UD 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_w64 Rf.Live Partial UD 450.0 450.0 7.00 9.50 plf 9_j25 Dead Full UDL 47.7 plf 10 j25 Live Full UDL 160.0 plf Loadll Dead Full UDL 13.0 plf Load12 Live Full UDL 40.0 .. plf MAXIMUM REACTIONS (Ibs)..and BEARING LENGTHS (in) . s+- a A- -1 - f ,. 4' ,, .c. 1 ,A'.O;:tug R .A# ., . 3 'saaa..q ' a*>"' '. .a :';' .rte ..:,...a `_`•Wd4Me Srpl ... mar ,v . ss?t 5 ir:' t# "'A _i` ' .. ..Z.g " .,w ,Ita .oWWM Cr 9 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- 1/8x10 -1/2" . Self - weight of 7.55 plf included in loads; . Lateral support: top= full, bottom= at supports; - Analysis vs. Allowable Stress (psi) and Deflection (in)`using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear fv = 195 Fv' = 305 fv /Fv' = 0.64 Bending( +) fb = 2004 Fb' = 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 LC# ' Fv' 265 1.15 1.00 1.00 - - - - 1:00 1.00 1.00 2 Fb'+ 2400 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million.1.00 1.00 - - - - .1.00 - - 2 Emin' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 Shear : LC #2 = D +L, V = 5236, V design = 4256 lbs • Bending( +): LC #2 = D +L, M = 9589 lbs -ft • Deflection: LC #2 = D +L EI= 543e06 lb -in2 ' Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. . (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) , Load combinations: ICC -IBC . DESIGN NOTES: ° 1. Please verify that the default deflection limits are appropriate for your application. 2. Glulam design values are for materials conforming to AITC 117 -2001 and manufactured in accordance with ANSI /AITC A190.1 -1992 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). COMPANY PROJECT i. WOO d vvorks • • SOFTWARErOR 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 UDL 51.0 pit • 2 j24 Live Full UDL, 75.0 plf MAXIMUM RE ` lr99nkIC nl.••% •••••1 QCACIAIr CAI!`TL10 • • 4tM ' x: , w „-; ,�. ` _ r - .rte - ., ,.: t , s x �0 3� Dead 86 86' Live 112 112 Total 198 198 Bearing: . Load Comb #2 #2 :Length 0.50* 0.50* *Min. bearing length for beams is 1/2" for exterior supports Lumber -soft; D -L, No.2, 4x8" Self- weight of 6.03 plfincluded, 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 T Shear fv = 7 Fv' = .180 'fv /Fv' = 0.04 , Bending( +) fb = 58 Fb' = 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' 1.6 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 = 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. • • COMPANY PROJECT i 1: l W o od Work ' ,, "'a'i' f x'n ° '-• . SOITWARE FOX WOOD DESIGN June 28, 2010 13:17 b23 Design C heck Calculation, Sheet Sizer 7.1 • LOADS ( Ibs, psf, or plf) : Load Type Distribution Magnitude Location [ft] Units Start End. Start End 1 j14 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 Rif . 3_j29 Dead Partial UD 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 UD 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 b24 rive?. Point 1080. .7.00 lbs' MAXIMUM REACTIONS (lbs) and B LENGTHS (in) - . sa � „, - .-- X -am ` A.s- -,..,„ - %mz, .:ate : �„ a . ,,... , x ° & ` 1 ;, ' °, ' arm' - ° 4 . '' - '''', .' 4..z� n: --- fir. • • l 0' 1 0'-6' Dead 601 798 Live 1667 2213 Total 2268 3012 Bearing: • Load Comb #2 • #2. Length 1.62 . . 2.15 - 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 /Deign Shear fv = 154 Fv' = 310 fv /Fv' = 0.50 Bending( +) fb = 1658 Fb' = 2325 fb /Fb' = 0.71 Live Defl'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# 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, = 3012, V design = 2515 lbs Bending( +): LC #2 = D +L, M = 7897 lbs -ft . Deflection: LC #2 = D +L EI= 620e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: • - 1. Please verify that the default deflection limits are appropr 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. CT G COMPANY PROJECT ,. , t Wood Works �`,4 z` SOF7wARE FOR WOOD DESIGN June 28, 2010 13:17 b24 Design Check Size` 7.1 LOADS ( Ibs, psf, or plf )- : . Load Type Distribution .Magnitude Location [ft] Units Start ' End Start End Loadl Dead Full UDL 200.0 plf Load2 Live Full UDL 540.0 plf ' MAXIMUM REACTIONS,IIh and BFARING-I FN(THS lint : � � , � u �,� Via a , ' r 77 �E z�g 4 . A C 10' 41 Dead 409 409 Live 1080 1080 Total 14'89 . 1489 Bearing: Load Comb #2 #2 Length 0.68 0.68 ■ Lumber -soft; D.Fir -L, No.2, 4x6" . Self- weight of 4 .5 7 plf included in l - La support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Defl (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/ 0.20 = L/240 0.31 ADDITIONAL DATA: . . ` FACTORS: F/E CD. CM . •Ct CL CF Cfu -. - Cr Cf -r,t C • .Cn LC# Fv' 180 1.00 1.00' .1:00 - - - 1},00 1.00 ••.1.00 2 • _ . Fb'+ 900 1.00 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 . =. 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00. - 2 Emin' 0.00 million 1.00 1.00 - - - - 1.00 1.00 2 Shear : LC #2 = D +L, V = 1489, V design = 1148 lbs Bending( +) LC #2 = D +L, M = 1489 lbs -ft Deflection: LC #2 = D +L EI= 78e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) • Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.. (- G ■ . COMPANY PROJECT 't- WoodWorks SO WARE FOR WOOD DESIGN June 28, 2010 13:22 c10 Design Check Calculation Sheet Sizer 7.1 LOADS ( Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1_c14 Dead Axial 938 (Eccentricity = 0.00 in) 2 c14 Rf.Live Axial 1350 (Eccentricity = 0.00 in) 3_b4 Dead Axial 47 (Eccentricity-- 0.00 in) 4 b4 Live Axial 120 (Eccentricity = 0.00 in) MAXIMUM REACTIONS (Ibs): ,� . �� ' . .,3�'r - ' t ram ar • 9' Lumber n -ply, Hem -Fir, No.2, 2x6 ", 2 -Plys Self- weight of 3.41 plf included in loads; Pinned base; Loadface = depth(d); Built-up fastener: nails; Ke x Lb: 1.00 x 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"= • Fc' = 172 fc /Fc' = 0.88 • Axial Bearing fc = 151 Fc* = 1644 fc /Fc* _ 0.09 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL /CP CF Cfu Cr Cfrt Ci LC# Fc' 1300 1.15 1.00 1.00 0.104 1.100 - - 1.00 1 2 Fc* 1300 1.15 1.00 1.00 - 1. - - 1.00 1.00 2 Axial : LC #2 = D +L, P = 2485 lbs Kf = (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. • • rr COMPANY PROJECT 40 fl £ oodorks . - SCJl71YAKEFDB WOAD DESIGN June 28, 2010 13:25 c12 Design Check Calculation Sheet Sizer 7.1 LOADS (Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft) Units Start End Start End - 1 b23 Dead Axial 601 (Eccentricity = 0.00 in) 2 b23 Live Axial 1667 (Eccentricity = 0.00 in) MAXIMUM REACTIONS (lbs): APV44#711. ittkAtfaWi; °,-= el 1 ffi: -;.`, ' :.T"a - .•h`;z `- ,#.i,",: , ..c."S� '...sue,.. ,... s *it ,.. .'E°...ti ...>sa 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 = [ft];. Ld: 1.00 x 9.00= 9.00 [ft]; Repetitive factor: applied where permitted (refe to online help); Analysis vs. Allowable Stress (psi) and Deflection (hi) using NDS 2005 "Criterion Analysis Value Design Value Analysis /Design Axial fc = 146 Fc' 356 fc /Fc' = 0.41 Axial Bearing fc = 146 Fc* = 149.5 fc /Fc* = 0..10 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL /CP CF Cfu Cr Cfrt Ci LC# Fc' 1300 1.00 1.00 1.00 0.238 1.150 - - 1.00 1.00 2 Fc* 1300 1.00 1.00 1.00 - 1.150 - - 1.00 1.00 2 Axial : LC #2 = D +L, P = 2297 lbs Kf = 0.60 (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: • 1. Please verify that the default deflection limits are appropriate for your application. 2. BUILT -UP COLUMNS: nailed or bolted built -up columns shall conform to the provisions of NDS Clause 15.3. COMPANY PROJECT itti Wood Wo rks SOFlWARS FOR WOOD DESIGN June 28, 2010 13:23 c16 Design Check Calculation S Sizer7.1 LOADS (Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1 b6 Dead Axial 938, 0.00 in) 2 b6 Rf.Live Axial 1350 (Eccentricity = 0.00 in) MAXIMUM REACTIONS (Ibs): - t , ,'Y5`°» s '{• .:. �� .. .'s .. � -r z- " .. , �� ..:.. 1. 0 - 17' Lumber n -' iy, Hem -Fir, No.2, 20"; 3 -Plys • Self weight of 5.11 plf included m' loads Pinned base; Loadface = depth(d); Built -up fastener hails, 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 NHS 2005 : Criterion Analysis Value Design Value Analysi Axial fc =" 96 Fc' = 110 fc /Fc' = 0.87 Axial Bearing fc = 96 Fc* = 1644 'fc /Fc* = 0.06 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL /CP CF Cfu Cr Cfrt Ci LC# Fc' 1300 1.15 1.00 1.00 0.067 1.100 - - 1.00 . 1.00 2 Fc* 1300 1.15 1.00 1.00 - 1.100 - - 1.00 1.00" 2 • Axial : LC #2 = D +L, P = 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: COMPANY PROJECT At WoodVvo ® - .,... "a;'�. ^' ° -' SQ17WARE FOR WOOD DESIGN June 28, 2010 13:25 c23 De Check Calculation Sheet Sizes 7.1 • LOADS ( Ibs, psf, or pif ) : Load Type Distribution Magnitude Location [ft] Units -Start End Start. End l b18 Dead Axial 3978 (Eccentricity = 0.00 in) 2 b18 Rf.Live Axial 3994 (Ecc`entricity = 0.00 in) MAXIMUM REACTIONS (Ibs): • 8' _ Timber=soft, Hem -Fir; No.2, `6x6" Self weight of 6.25 plf included in loads; Pinned base; Loadface = depth(d),Ke z 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 2 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 Ibs (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`' for your application. — Cia` • COMPANY PROJECT WoodWorks® tx;,+• n. SOFfWAR£ FOR WOOD DESIGN June 28, 2010 13:23 c28 • Design. Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1 Dead Axial 409 (Eccentricity = 0.00 in) 2 b24 Live Axial 1080 (Eccentricity = 0.00 in) • MAXIMUM REACTIONS (Ibs): 0' 9' Lumber n -ply, Hem -Fir, No.2, 2x4 ", 2-Plys Self- weight of 2.17 plfincluded in loads; Pinned base; Loadface = depth(d); Built -up fastener: nails; Ke x Lb: 1.00 x9.00= 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 = 144 Fc' =':171 fc /Fc' = 0.84 Axial Bearing fc = 144 Fc* = 1495 fc /Fc* = 0.10 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL /CP CF Cfu Cr Cfrt Ci LC# Fc' 1300 1.00 1.00 1.00 0.114 1.150 - - 1.00 1.00 2 Fc* 1300 1.00 1.00 1.00 - 1.150 - - 1.00 1.00 2 Axial : LC #2 = D +L, P = 1509 lbs Kf = 0.60 (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. BUILT -UP COLUMNS: nailed or bolted built -up columns shall conform to the provisions of NDS Clause 15.3. • �- 6\IL\_ • COMPANY PROJECT it Woo ski' "' `•_ . SOFTWARE FOR WOOD DESIGN . • June 28, 2010 13:22 c42 Design'Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or plf ) • Load Type Distribution Magnitude. Location [ft] Units Start. End Start End 1_b19 Dead Axial 86 (Eccentricity = 0.00 in) 2 b19 Live Axial. 112. . (Eccentricity = 0.00 in) MAXIMUM REACTIONS (Ibs): 0' 8 Lumber Post, Hem -Fir, No.2, 4x4" Self- weight of 2.53 plf'included loads; Pinned base;.Loadface = depth(dj;Kex 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 Fc' = 470 ' _ fc /.Fc'`= 0.04 ' Axial Bearing fc = 18 Fc* = 1495 fc/Fc* =` 0.01 ADDITIONAL DATA: FACTORS: FIE CD CM Ct CL /CP CF Cfu Cr Cfrt Ci LC# Fc' 1300 1.00 1.00 1.00' 0.315 1.150 - - ' 1.00 1.00 2 Fc* 1300 1.00 1.00 1.00 - 1.150 - - 1.00 1.00 2 Axial : LC #2 = D +L, P = 218 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. ' • C-7 V� COMPANY PROJECT ,7 odWo r SOFINARFFOR WOOD DESIGN June 28, 2010 13:22 c50 • Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Units Start End Start End 1 c48 Dead Axial 599 (Eccentricity = 0.00 in) 2 c48 Live Axial 1660 (Eccentricity = 0.00 in) MAXIMUM REACTIONS (Ibs): - s „ �' ,. -..-. .. .,<.. - ,. �a �., �.. sue:+. , 8' Lumber Post, Hem- Fir,:N 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 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 = 119 Fc' = 468, fc /Fc' 0.25 Axial Bearing fc = 119 Fc* =.1430 fc /Fc* = 0.08 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL /CP CF Cfu Cr Cfrt Ci LC # Fc' 1300 1.00 1.00 1.00. 0.327 1.100 - - 1.00 1.00 2 Fc* 1300 1.00 1.00 1.00 - 1.100 - - 1.00 1.00 2 Axial : LC #2 = D +L, P = 2291 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. • C — ea,, HP ) Houf Peterson COMMUNICATION RECORD •. Righellis Inc.: To El FROM [11 MEMO TO FILE 0 • . . IF.I.IGINEUti,,PL:,,lliliS LANDSCAl'E ARCHITECTS.SUP.VG PHONE NO.: • PHONE CALL: E MEETING: El I• I I " I ' : , : . - , . . , . . . , : • . ' 1 , . • ' , : j ,. " I . I , . , , : I i , i ' ' • 1 ; , t I 1 1 • : . ' ' , ' . 1 .'` t • I ' • 1 . t : t ' ' X . , - 17 1 CO ; , t . - i 1 1 1 i . . ; , ' M , X . . : . , . • . , ' ' . ; . . . t ' ' ' • • , ' ' 1 ' t" 1< I t tr t ' ' ' • i . , • t i t t, . . . ' •,--", . 0 . . . , , , . . , : , . , , , , . • ; , . . . , , . , • ..er .r . t i -•,, 4.1 . , ., , , . . . . ... • • - , . • • , , , , ...... , , , ..,..., , . • , . , , • ., •• , - ? . ,......—. ,...... 11 1 . ; • . . • . . . . , ' t . 1 " 1. 1 . " "; : t . : : 1 t 1 . : ■ ,,_. _, , , .. .. • . . .. , , : - ' , • • - , . : • . • — - It .1 -. . - (7 : .) • - .. • - - • 1 - 1-- W — t 1 - - 1 t • ' -1 111- - . . . . 1 t i . 1,, • 'r . • tt-""' 0) 1 C) ' t ''"'"' • t i ' " t " ' • 1 ' 11 -, • ' • • ' ' . 1 1-- "" 4-- - 1 1- " • 1 ' 11 ' -- '''''' 1 " 1 '''' t • ..,...; ' ' ' : .1 ' i 1 ' - '1 - 1 -1-- " t ; t t. , t '..---r. , 5 • ,c . t ; , , • , : . . • . :. . - . _.,... ,__. _, ........ .. ; _ . ': .', . • .:•• ,. ... ,..._..., ,...,;:t.1....,.. 1........,.4 I..__.. . ' ' 6 '''. i ; ' ;', • ; ' . ' • e ; • ; ' . , ...., , , ,:fc;r0;.". . ;• 1 „. , • . . . , , • . .. . ... , • . • , ,, 4 • 1 . , , ' , • • : ! , •••, i ! , r ., : ! , I • , : •. • : . . , . • ..! ' . , i : ' I . . . , '''''..".' ■ ■ . , . . -• • > ' - a • ' - • • • 'a. — • — ' • ' — - . • • ' ' . I ''' —I . ! . ' .. I " . • ' , , ■ . • ,I • , , , -a- ' „,,,..,1 ', ri ,. : ; . . ' . , ! .*'• [9 . . • • ' ' - . .... _ . __. . • ;•••-1, •.- -x •:+- i• "• i'e" -7,,,) , i : — •■ . ,.- • -i- : , • • . . .■ ' , . , : I • , t ' . , . _ ):: i i ! ; ! ' • ' :, ' . . . , . I , i ■ , ! 1 :, : ;! 'I I 1 .... .!!'; !': '!, r' , 1 i b i " ) , ; . ; • , • ,,........'' . ,.... , ..... . .... _. . . . ! ' a • • ! ,, . , • . .. . • . .,... , . : ..,.., .. _._ • ._ ... ; . . , , . , • , • ; ,- , i• „ ,. . • , . t . „ • ; ,, . ,. . , , , , • ; . , , ; • ._ ,... , ..„,,..... •„ , .,,,,, . , , : , .... i ... _. ,...,. , i , : ,. • . , ,. , „ , ,,,,,--, ,,,,,,, 3,, t . , , - • I ' . ' { ' i . • • ' !. -,! . ' ?`- . ! • 1 , ' TV I i i • • ' c • ..... ,„.,..,.,, _ . _ ,,,,,,,,,, ! i ;!` -:,'•— -- - 1 - ` •-- ','•-•!- • •:• -:- i ! — %-!•!-!!! - Tr '‘ --" . ' - — - --, ---- • 1 , , • a . • I ) , , ■ : e • • , I : — ••• .•-•, -- -i , --- 1 ' t t i , . t t ... t : , r - • — ;-- - ----; - r t-tt • -: , 1 • . ; : t:',. . : t . I - - , , 1 . , , t ' 1 1 . • ; ■ ' 1 1 r , , . 6. , , , • . . 0.,.. • . , ... ; ....._ .,.....; .,.....]_. • . . - . • . .•._ ._; . i_ . i ,_„.,,,, ,_.i... ,, ... ; _ ; i : ; .. : ; 1.,. • :. . ± , -I.- • • ; ; ; , . . . . ; . . • . , • • • ; , • , ., . , ; . • . ; _ ; CM .J.,..,.;.....4........,-...,_ e i .., ; 4 . _ • , ; 1 . . : , , i . ^ " - ''• ;' , ; '• ;. i ' ; • ; - ' - - I - ''',-- --; : --4 ' -r•, ,. t .., , - A '• • • ' I ! 1- ' ; ; -; ' ' 1 ; . .. ; ; --_ l. ' ; . ; • ,, , , 1 ',; . . . 1:'111:1•.;:i.: ; : 1 ; I : ' • , , ; ■ , • ' ' ', ' '":--'. L. -...;;_;:. .... • , , . , . ; . , ;- , .; f • ; ; ; ; : '; 1 - . I •-; - . ''. ..-; . ". . I . r ' ; ; • . , . • . . . ' ; , ; " ; . ; ' - 1 ; . i • ' . . i , !'' 1 , 1 i . . ; z : ■ i . ii, ,—, , • ! ■ . „ - '. '.:. -- I-- 1 - -,.-- - -.. •--, - - i-- ---, - --: • ' --.'• -- i- ' - i, ; - ' ■ ■ . . i ! ! .J • : , : ., i , . . , : . ' i . : ., . . - • .. - ' - I ".' - ; -- " 1 .. ---•-• '' — 'i --, — ,. '`' - ; - ' --,' - I - ' - •' - ' ' - . .• _ . . . . . .• • ! . I I • ' : . . . . . .. . . 0 • 1 • COMPANY PROJECT ii f Wo ' -" SOFTWARE FOR WOOD DESIGN June 28, 2010 13:36 b17 LC1 Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or pif) : 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 lbs Load5 Dead, Full UDL 13.0 plf Load6 Live Full UDL 40.0 plf wind Wind Point 2240 4.00 lbs MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) �. a - - 7 m +nom.. , "` . . . `r ,.. Y -.41 , -.sue , - . . . +� .. , -, R . n�' s* "-�-," ��' ram . � � 1 ��� ri ...,.:. I 0 76'I Dead 843 1656 Live 1645 2454 Total 2488 4110 Bearing: Load Comb #4 #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 Design Value Analysis /Design Shear fv = 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 Ct CL CV Cfu Cr Cfrt Ci Cn LC# FIT' 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 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 #6 = D +S, V = 3584, V design = 2643 lbs Bending( +): LC #6 = D +S, M = 7198 lbs -ft Deflection: LC #4 = D +.75(L +S+W) EI= 620e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL -BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. c - 6 : ' COMPANY PROJECT Woo dWor k s® .. " `' "�' sOFT R.f F O R W DE • June 28, 2010 13:36 b17 LC2 • D esign Check Calculation Sheet Sizef 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 lbs . Loads Dead Full UDL 13.0 plf . Load6 Live Full UDL 40.0 plf wind Wind Point -2240 4.00 lbs • . MAXIMUM REACTIONS lbs and BEA LENGTHS in : .. . M Y. .. ,7 k ' ,_ CS f : 3i F : . -,, z1 7:7, ; ,:,-;.,, ,,. ,.. � f �'� w • I 0 , 7,-6,1 - Dead 843 � . - 1656 • Live 997 1927 Uplift 528 189 Total 1841 V - 3584 Bearing: . Load Comb #6 #6 Length _ 1.31 2.56 • LSL, 1.55E, 2325Fb, 1- 3/4x14" • . Se weight of 7.66 plf included in loa Lateral support top= full,•bottom= at supports; . Analysis vs. Allowable Stress (psi) and Deflection . (in) ' usiny "NDS 2005 Criterion Analysis Value Design Value' Analysis /De qn V Shear • fv = 162 Fv' = 356 • fv /Fv' 0.45 Bending( +) fb = 1511 Fb' = 2674 fb /.Fb' --- 0 . ' , ' , , Bending( -) fb = 469 Fb' = 1114 fb /Fb' - 0.42 ' 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 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 ' Fcp' 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 Bending( +): LC #6 = D +S, M = 7198 lbs -ft . • Bending( -): LC #8 - .6D +W, M = 2235 lbs -ft Deflection: LC #6 = D +S EI= 620e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: • 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL -BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. Forfinal member design contact.your local SCL manufacturer. V 3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the, database editor. ' , , • - - 6291 . . .--.- - COMPANY PROJECT 1 fl W oodWo rks® , • . SOFTWARE FOR WOOD DESIGN( June 28, 2010 13:41 b18 Ic1 Design, Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or plf) : . • Load Type Distribution Magnitude Location [ft] 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 w54 Dead Partial UD 498.0 498.0 14.50 15.00 plf 6 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 w 56 Dead Partial UD 498.0 498.0 0.00 6:00 plf • . 9 w 56 Snow Partial UD 450.0 450.0 0.00 6.00 plf l0 c39 Dead Point 843 7.00 lb's 11c39 Snow Point -1147 7.00 • lbs 12 Dead ' Point 1656. 14:50 lbs. ' ' • 137.040 Snow Point 2077'' 14:50 lbs.' .V WIND1 Wind Point 8750 ; - 0.-00 -lbs• . WIND2 _ - Wind . .. Point - 8.750 ..... , 7 .00 lbss MAXIMUM REACTIONS:(Ibs) and BEARING LENGTHS (in) : - • - ' �m �,. o: x 1s Dead 3950 3630 Live 5866 ,. 3956 'Uplift 1588 Total 9816. - 7586. Bearing; Load Comb #3 # Length 2.95 . . .... 2.28 . Glulam- Unbal., West Species, 24F -V4 DF, 5- 118x16 -1/2" Self- weightof 19.47 plf inclutled'_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 fv /Fv' = 0.38 Bending( +) fb = 1443 • Fb' 2747 fb /Fb' = 0.53 Bending( -) fb = 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 = L/737 - 0.80 = 'L/240 ' 0.33 • ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Notes. Cn LC# ' Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.15 1'.00 1.00 1.000 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 . Emin' 0.85 million 1.00 1.00 - - - - 1.00 - - 4, • Shear : LC #2 = D +S, V = 7944, V design = 6613 lbs Bending( +) :. LC #2 = D +S, M = 27966 lbs -ft Bending( -): LC #4 = .6D +W, M = 26233 lbs -ft Deflection: LC #4 - .6D +W EI= 3453e06 lb -in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D =dead L -live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: • 1. Please verify that the default deflection limits are appropriate for y 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 030 • • COMPANY PROJECT • • 4.'''''' 1 - W oodWorks ® • SOFTWARE' FOR WOOD DESIGN . June 28, 2010 13:41 b18 Ic2 Desi "gn'Check Calculation She Sizes 7.1 LOADS ( lbs, psf, or plf) : Load Type Distribution Magnitude Location (ftl Units Start End Start • End .. 1 c16 Dead Point 938 5.00 lbs • 2 c16 Snow Point 1350 5.00 lbs 3w37 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 w54 Dead Partial UD 498.0 498.0 14.50 15.00 plf . 61w54 Snow Partial UD 450.0 450.0 14.50 15.00 plf 7w55 Dead Partial UD 96.0 96.0 6.00 7.00 plf 8 _ w56 Dead Partial UD 498.0 498.0 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 c40 Dead Point 1656 14.50 - lbs . 13 c40 Snow Point 2077 14.50 lbs WIND1 Wind Point -8750 0.00 lbs . WIND2 Wind Point ' 8750 • 7.00 . ,_:,lbs ,. MAXIMUM REACTIONS (Ibs) ^and BEARING'" LENGTHS (In) .,. , � 10. 161 ' Dead '3950 3630 Live 3994 5838 Uplift 1396 Total 7944 94.68 Bearing: Load Comb #2 - #3 Length 2.38 2.84 Glulam- Unbal., West- 24F -V4 DF, 5- 118x16 -1/2 "- . Self - weight of 1,9 pit included unloads; a. • Lateral support: top ='fuul,.,bottom= at supports; : . Analysis vs. Allowable Stress (psi) and Deflection u NOS 2005 : • Criterion Analysis Value Design Value Analysis /Design Shear fv = 168 Fv' = 424 fv /Fv' = 0.40 . Bending( +) fb = 2579 Fb' = 3822 fb7Fb' = 0.67 Live Defl'n 0.41 = L/467 0.53 = L/360 0.77 . Total Defl'n 0.58 = L/331 0.80 = L/240 0.72 . • . ADDITIONAL DATA: F ACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fv' 265 1.60 1.00 1.00 - - - - 1.00 1.00 1.00 3 Fb'+ 2400 1.60 1.00 1.00 1.000 0.995 1.00 1.00 1.00 1.00 - 3 • Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - . E' 1.8 million 1.00 1.00 - - - - 1.00 - - 3 Emin' 0.85 million 1.00 1.00 - - - - 1.00 - - 3 • Shear : LC #3 = D +.751S +W), V = 10637, V design = 9461 lbs Bending( +): LC #3 = D+.75(S+W), M = 49976 lbs -ft Deflection: LC #3 - D +_75(S +W) EI= 3453e06 lb -in2 Total Deflection = 1:00(Dead Load Deflection) + Live Load Deflection. • (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC - DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Glulam design values are for materials conforming to AITC 117 -2001 and manufactured in accordance with ANSI / AITC A190.1 -1992 , 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). • . - 6 3 1, • COMPANY PROJECT � tit R WoodW .., �' , - SOFrwAREFOR w000 DESIGN . 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!, 1 cl6 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 w 54 Dead Partial UD 498.0 498.0 14.50. 15.00 plf 6_w 54 Snow Partial UD 450.0 450.0 14.50 15 plf 7_w55 Dead Partial UD 96.0 96.0 6.00 7.00 plf 8 w56 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 . lbs MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) :., . • -Io' y .- . . _ . 161 • Dead 3950 3630 Live 960 3670 ' Uplift 1396 Total 4910 7300 Bearing: Load Comb #2 #3 Length 1.47 2.19 Glulam- Unbal., West Species, 24F -V4 DF, 5- 118x16 -112" Self- weight of 19.47 plf included in loads; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : .Criterion Analysis Value Design Value Analysis /Design Shear fv = 135 Fr' = 424 fv /Fv' = 0.32 Bending( +) fb = 2202 Fb' - 3822 fb /Fb' 0.58 Live Defl'n 0.31 = L/614 0.53 - L/360 0.59 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 Cfrt Notes Cn LC# Fv' 265 1.60 1.00 1.00 - - - - 1.00 1.00 1.00 3 Fb'+ 2400 1.60 1.00 1.00 1.000 0.995 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 - - 3 Emin' 0.85 million 1.00 1.00 - - - - 1.00 - - 3 Shear : LC #3 = D +.75(S +W), V = 8361, V design = 7630 lbs Bending( +): LC #4 = .6D +W, M 42673 lbs -ft Deflection: LC #3 = D +.75(S +W) EI= 3453e06 lb -in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D -dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) . Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Glulam design values are for materials conformif g'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). ---' 6,1L _ ., • • h COMPANY PROJECT -ood----orks® .. . ._ 4 !'! • SOFTWARE FOR WOOD DESIGN ' . June 28, 2010 13:42 b18 Ic1 NO LL • Design Check Calculation Sheet.. Sizer 7.1' ' LOADS ( Ibs, psf, or pif) : Load Type Distribution Magnitude Location [ft] Units . Start End Start -End • 1_c16 Dead Point 938 5.00 lbs 2c16 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 w54 Dead Partial UD 498.0 498.0 14.50 15.00 plf • 6 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 w56 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 ;- lba';• : . MAXIMUMREACTION and BEARINGLENGTHS (In) _ ; ' 10' . 161: ' Dead 3950 3630 . Live 3591 . - 1b65 Uplift 1588 Total 7541 4695 Bearing: - ' Load Comb #3 • #2 Length 2.26 1.41 Glulam- Unbal., West Species, '24F -V4, D F „5- 1/8x16 -1/2" ,- Self - weight of 19.47 plf.included in loads;, ,.Lateral support: top = full, bottom= .atsupports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS_2005 ' Criterion Analysis Value Design Value Analya'is / ' Shear - fv = 74 Fv' = 305 ' fv /Fv''= 0.24, Bending( +) fb = 933 Fb' = 2747. fb /Fb' = 0.34 . Bending( -) fb = 1354 Fb' = 2743 fb/Fb' = 0.49 . • Live Defl'n -0.43 = L/•46 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 Ct .CL CV Cfu • Cr Cfrt Notes Cn LC# Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.15 1.00 1.00 1.000 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 . Emin' 0.85 million 1.00 1.00 - - - 1.00 - - 4 • Shear : LC #2 = D +S, V = 4910, V design = 4172 lbs Bending ( +): LC #2 = D +S, M = 18077 lbs-ft . Bending( -): LC #4 = .60+W, M = 26233 lbs -ft Deflection: LC #4 = .6D +W EI= 3453e06 lb -in2 . Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC ' • DESIGN NOTES: . . 1. Please verify that the default deflection limits are appropriate for your application. ' 2. Glulam design values are for materials conforming to AITC 117 -2001 and manufactured in accordance with ANSI /AITC A190.1 -,1992 ' 3. GLULAM:' bxd = actual breadth x actual depth. . 4. Glulam Beams shall be laterally supported according to the provisions of NOS Clause-3.3:3, • 5. GLULM: A bearing length based on; smaller of Fcp(tension), Fcp(comp'n), • .. . . • • C . (1,?') COMPANY PROJECT x; 3 1 y WoodW . � SOFT WR£ FOR WOOD DESIGN June 28, 2010 13:43 beam under 202a LC1 Design Check Calculation Sheet Sizer 7.1 LOADS ( lbs, psf, or pif) : 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)* psi wall Dead Partial UD 90.0 90.0 0.00 3.83 plf Windl Wind Point 7380 0.00 lbs Wind2 Wind Point -7380 3.83 lbs *Tributary Width (ft) ' MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : • I�. 161 Dead 565 302 Live 1646 427 Uplift 1538 Total 2211 729. Bearing: Load Comb #3 # 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 pif included in loads;' Lateral supporttop= 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 = 160 Fv' = 464 fv /Fv' = 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 +W, M = 20612 lbs -ft Deflection: LC #4 = .6D +W EI= 1601e06 lb -in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: . 1. Please verify that the default deflection limits are appropriate for your application. 2. 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 , :illy- od- Wo��r SOFTWARE FOR WOOD DESIGN June 28, 2010 13:43 beam under 202a LC2 Design Check Calculation Sheet Sizer 7.1 • LOADS ( lbs, 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)* psf ' wall Dead Partial UD 90.0 90.0 0.00 3.83 plf Windl Wind Point -7380 0.00 lbs Wind2 Wind Point , 7380 3.83 lbs ' *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : • .,. e; , _ - ∎. mot-- s ,� -. " - za, ..fir . k - � ^^�- « r. --; ":. . _ -- .. ,,, . 0 16 Dead ': - 565 302 • Live 427 1696 Uplift, 1380 Total 992 1950 Bearing: - Load Comb #2 #4 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 Nbs 2005 Criterion Analysis Value Design Value - Analysis/-Design . Shear fv = 181 Fv' = 464 fv /Fv' = 0.39 Bending( +) fb = 2352 Fb = 2842 fb /Fb' = 0.83 Live Defl'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 Cfrt Ci Cn LC# Fv' 290 1.60 - 1.00 - - - 1.00 - 1.00 4 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 = 6000, V design = 5909 lbs Bending( +): LC #4 = .6D +W, M = 22412 lbs -ft Deflection: LC #4 = .6D +W EI= 1601e06 lb -in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC • DESIGN NOTES: . . 1. Please verify that the default deflection limits are appropriate for your application. - 2. 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. • s. * C 67) S''''.- COMPANY PROJECT �r �f. Wo o d Works ® SOFTWARE FOR WOOD DESIGN June 28, 2010 13:44 b18 REAR LC1 Design Check Calculation Sheet Sizer 7.1 LOADS ( Ibs, psf, or pif ) Load Type Distribution Magnitude Location [ft] Units Start. End, Start End 1w63 Dead Partial UD 402.0 402.0 0.00 1.00 plf 2_w63 Snow Partial UD 450.0 450.0 0.00 1.00 plf 3c9 Dead Point 985 1.00 lbs 4c9 Snow Point 1470 1.00 lbs 5 c10 Dead Point 985 7.00 lbs 6c10 Snow Point 1470 7.00 lbs 7w64 Dead Partial UD 402.0 402.0 7.00 9.50 plf 8w64 Snow Partial UD 450.0 450.0 7.00 9.50 plf 9j25 Dead Full UDL 47.7 plf 10j25 Live Full UDL 160.0 plf Loadll Dead Full UDL 13.0 plf Loadll Live Full.UDL 40.0 plf W1 Wind Point 6190 1.00 lbs W2 Wind Point -6190 7.00 lbs MAXIMUM REACTIONS (Ibs) and BEARING LE. NGTHS_(in) w < . :.. ° »..» " ,. ; r`: s .�a�' +v. .... ,+ +..r., s• fir �� ?. ` ' " . '- -, .'; ""- ",*sc'«a- 3 .�t `.z:".�i= I 0 96' Dead 1977 2047 Live 5352 2391 Uplift 2667 Total 7329 4.439 Bearing: Load Comb . 64 #3 Length 3.61 2 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 2Q05: Criterion Analysis Value Design Value Analysis /Design Shear fv = 297 Fv' = 424 fv /Fv' = 0.70 Bending( +) fb = 1693 Fb' = 2760 fb /Fb' = 0.61 Bending( -) fb 1580 Fb' = 2844 fb /Fb' = 0.56' Live Defl'n 0.14 = L/837 0.32 = L/360 0.43 Total Defl'n 0.29 = L/386 0.47 = L/240 0.62 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fv' 265 1.60 1.00 1.00 - - - - 1.00 1.00 1.00 4 Fb'+ 2400 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 3 Fb'- 1850 1.60 1.00 1.00 0.961 1.000 1.00 1.00 1.00 1.00 - 8 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 3 Emin' 0.85 million 1.00 1.00 - - - - 1.00 - - 3 Shear : LC #4 = D +.75(L +S +W), V = 7329, V design = 6491 lbs Bending( +): LC #3 = D +.75(L +S), M = 8104 lbs -ft Bending( -): LC #8 = .6D +W, M = 7558 lbs -ft Deflection: LC #3 = D +.75(L +S) EI= 543e06 lb -in2 Total Deflection = 1.50 )Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) . Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Glulam design values are for materials conforming to AITC 117 -2001 and manufactured in accordance with ANSI /AITC A190.1 -1992 3. GLUT AM: bxd = actual breadth -x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). COMPANY PROJECT . + >Y - 40 , W 0 ',tit 00 dWO rkS . SOFtWAAf FOR WOOD DESIGN • • June 28, 2010 13:44. b18 REAR LC2 ' 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 UD 402.0 402.0 0.00 1.00 plf 2_w63 Snow Partial UD 450.0 450.0 0.00 1.00 plf 3 c9 Dead Point 985 1.00 lbs 4 c9 Snow Point 1470 1.00 lbs 5 c10 Dead Point 985 7.00 lbs 6 c10 Snow Point 1470 7.00 lbs 7 w64 Dead. Partial UD 402.0 402.0 7.00 P.50 plf • . • 8 w64 Snow Partial UD 450.0 450.0 7.00 9.50- plf 9_j25 • Dead Full UDL 47.7 pif l0 j25 Live Full UDL 160.0 pif ' Loadll Dead Full UDL 13.0 plf . Load12 Libe Full'UDL 40.0 plf ., Wl Wind Point -6190 1.00 lbs • W2 Wind Point .6190.. .7.00 . , lbs. MAXIMUM REACTIONS (Ibs) and BE L ( ; • - . " a " : _ ,ri_., 7 .- z�tt .-� `E' � Fa . ,.! r : , ..<' .,nt4 -z lea " a.. � a t?4-1 .. `i. .rte.^- ;3 `.,,- „ * 54nxtwk °.:Aft _. _ . .:L ? -gfN9AL , . ^: f '«"y< : u ,m ` ,: r.'�,e".� =Aft. -` -- `s�. "`.'�.-zig, Jk fa..:y Sr -�57 ,,��`;` 1=:,.,,. A:, sffi5 , -f i;it . i +- '' " .._;� w.... .. . ige',:n7< -e ,"; ?E "'" - , 3, ..' '3 .,' 9.o-' Ll- - . . , - - . . - 4 Q " .. " . 9' -8't, • Dead 1977 2047 Live 2420 . 5324 Uplift 2709 Total 4397 7371 Beating: . Load Comb #3 #4 Length 2.16 3.63 Glulam- Unbal., West Species,.24F =V4 DF, 3- 11,8x10- 1/2 " -r- 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 = 299 Fv' = 424 '- fv /Fv' - 0,.7,0 • Bending( +) fb = 3225 Fb' = 3840' £b /Fb' = 0:'8'4 • , Live Defl'n 0.24 = L/468 0.32 = L/360 0.77 ' Total.Defl'n 0.40 = L/283 0.47 = L/240 0.85 ADDITIONAL DATA: , 's - FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# - Fv' 265 1.60 1.00 1.00 - - - - 1.00 1.00 1.00 4 ' Fb'+ 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 = D +.75(L +S +W), V = 7371, V design = 6533 1bs Bending( +): LC #4 = 0+.75(L +S +W), M - 15434 lbs -ft - • Deflection: LC #4 = D +.75(L +S +W) EI= 543e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) • (All LC's are listed in the Analysis output) ' Load combinations: ICC -IBC DESIGN NOTES: , 1. Please verify that the default deflection limits are appropriate for-your application. 2. Glulam design values are for materials conforming to AITC 117 -2001 and manufactured in accordance with ANSI /AITC A190.1 -1992 3. GLULAM: bxd = actual breadth x actual depth. • 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). • • • Harper Project: Hour Peterson Client: Job # Righellts ENGINEERS ..1-A?:NERS Designer: Date: Pg. # ANDSCAVE AKC4:IEG rS•SURVEYORS De (.14._ D-es t cbr`N W := 10 -L • 8 ft- 20- ft Wdl = 1600•lb ft 2 Seismic Forces Sitbt.1:4 t)Osig.i ..d1 Component Importance Factor (Sect 13.1.3, ASCE 7-05) 1I319 Max EQ, 5% damped, spectral responce acceleration of 1 sec. S = 0:942 Max EQ, 5% damped, spectral responce acceleration at short period . z Height of Component - ; • r : Mean Height Of Roof tA-41AirJ Acc-based site coefficient @ .3 s-period (Table 1613.5.3(1) 2006 IBC) 722 Vel-based site coefficient @ 1 s-period (Table 1613.5.3(2), 2006 IBC) S ms : F S := F Si 2 • sd Max EQ, 5% damped, spectral responce acceleration at short period s 3 Exterior Elements & Body Of Connections . , 1Z := (Table 13.5-1, ASCE 7-05) .4a F • 1 + 2 W P RP h P EQU. 113-1 Fp := 1.6.S EQU. 13.3-2 Fp := .3- Sds-lp-Wp EQU. 13.3-3 F := if (F > Fp if (F < Fp Fp F F = 338.5171•lb Miniumum Vertical Force 0.2. Sds•Wdl = 225.6781-lb • Harper • Project: Hon1 Peterson Client: ' Job # Inc. Righellis Designer: Date: Pg. # /�� APE °*" lb Wdl := 10 X-t�2O-b l�^ = l Seismic ~ Forces . � Component Importance Factor (Sect 131.3.A8CE7-05) | of K8axEQ.SY�damped.apactna responce sec. Max EQ 5% damped spectral responce acceleration at short period Height of Component -' Mean Height Of Roof Acc-baeedohe coefficient @ .3e-pehod (Table 1S13.5.3(1).200SIBC) coefficient r�d (Table Va|�baoed site dan� �� 1 a'pa 2U0G |BC) 8 __ ,= F S ms S_` �= �S, ^~^ ` ^ 2'S__ S^_�� ^" K8axED.696 damped, opeo�a|naoponmaacceeradoncdohodpar�d .. 3 Exterior Elements & Body Of Connections (Table 13.5-1, ASCE 7-05) .4o,-8^'�l, p °= • p � F 1 l +2. — |.\� EQU. 13 P • &, \ / � .3'1 RP ' ' pv_'-= i6�S^_�I \Y_ EQU. 13.3-2 '"=^ "= p p . � Fn_= �3 � S^'l\�- '"" "" , � p EQU. 13.3-3 F .�� if(F > �p__' fn~.- �/F � �n~� �n~�'P-\ �. = 338�l7l�Db ^°p^ � P '""^' '""^' [P '""�' '""" P/ ' Miniumum Vertical Force O.2`S =22567Xl-|b �" � �--_ C 30\. HP louf Peterson COMMUNICATION RECORD • Righellis Inc.. . To ❑ FROM ❑ MEMO TO FILE ❑ 1:Ir`G+1•IELRF • PLANNUNF - -- LAND.C, E AFCHITEt:r;;e,SURVEYONG --------- ---------- .--- ........ - -- - - - -.- PHONE NO,: PHONE CALL: ❑ MEETING: ❑ ± i • I i } I t - O • i 1 I , I v 10 i 1 1.1' 1 ' , i � t f �� + I li 1 I I r • I 1 m ` I _ � 1 IIIIII . - i ; f .� ;....� fi I ,.. . . r , +� ' `, !r. I I 1 i 1 _ - _ _ .. 1 , . . c- __ .... _ ' • , • , 1 V • ,,, , ,. • _ .. ,..,_.,.. . , I .. • 1 ,,,,• ._ - I i + ' , • d 3 �ro �1 , , r • I o z • • r. & 7''''' . I I �y 1 i . i • I ! , t I , ' t i t i j• E • I ! . • I i • i • 0 T \ ki - ) - ' . . . • • . . • • . , • . . . . . , • A9 ,-- ' D'a 21 - -- z. 1, i7 - i7i,c , ac N..),:occ. W\ . . ._ II . • . . -4-3/# 1C,e, =c --- . . • , • 1 y)o crt ,1 rvoJk...) 0 . e . -,. I . ..t mno... •7 .. - CI 7 -2: 1 )C. ,: Z i k \a, \Z. 11 I r4 -. E)° s ‘..,,l c5"-;',6W S c7) .. - D.- n - 0 o . o • " i I i : • ! 1 - • a _St 4 I — _ (\ • . ! . . : f -'• i - . N -7- '3L-f391 . _______1_1:._ • - -- ' i f • . a . . . - ., £--- 4 a•L---A0 : H i 1 I 1 L i 1 2 0 I: . m 1 (' ki g x , : •;-yq : k....1 ctsrtvac '111 306 o , A id ...„ -..:-. v . . . . , • (.3 1 , . . 1:. _i ( , z k.1,.1 )VidkiD -. . . . . ? _ . .. m , . 0 0 • z m o - ,‘ 1 . • . 9. m , . . . • . . . , 0 t,Y tG)1 -- (1 ' F. o 0 g . . c \ KOLV■ Lta °J ?1) in H • • I z - 0 r 1 3, 4 rX).aa . . . • • : . .. rn . • 0 10 nx•Z) • _ ......, , . , .,..,.._.......... _....._.,____...,:___,,._...„- . • /„,..1:\ 7)\-jr\i-kj, --) \--4 ' -...,),,rv.) ,•,-.1. kt) ,,, c,A, L-A ci., , :.Li - , Y • . _ . • . . , ...Loaroad, . . . . • . . , . . . . . vi is\ ON 80 HU Vc.".., \ ','\ -- _ r v 4, ,..7, ..j : - ,,,7 . . • • . , . , ,• -- <----..--- -14- . i, • Crq • : - •-, ,-, • 1 • ;.;- CD. '-*' ( • '-' • CD . I . • 1 . ■ _ - 6 1 l■c' ' 47(1+i /.' 00Fe *?,a)(ge • 1 • .1 iiG -4-°)26e.17 N ---. b FJ_: .rviz# Doog :-- 14....k...., • ...# 002 • ' („c.)v) #0.o.e - \f • -0 _1 : -e. • -.3 u'D cibcfl . 0 2 0 • • z . M . • . . - z . 0 7 . n ' • 0 , u521 . K A s o 1 • K . ...1- < t, (Kai ..!Q ' • • - C Z • T • • C■41.S '2,' . ' •H 15 z .. *00b -77 N 1# (:)0)-19 D: \ , »,- • • . 3 • z x rn • 0 z n • 44. co l i q ...ir..--- . m 0 . c lit )4 a ce •-= \f\l• r - r o • • K 0 -.-.- .. ■ - • m 0 --( . . , 0 . 0 • . — 1 3., ...TT S OC ''' •' 1 :.03road . . . . , • . . . . . : • n \ 0( \ T ;) . -..0 ,....„. c 31V0 r, ,,,r0,43 . }nod,L . A8 . Ni) ...:)_ -- .ON sor ,.. a __,/ --, \ - .- . -- I Harper COMMUNICATION RECORD . . HP Houf Peterson . . Righellis Inc.. To 0 FROM 0 MEMO TO FILE 11 Ei•IGINEE1, 0 PLAI,IQRS - LANDSCAPF: ARCHITF.CT,4•SURVa..10aS • ._____ • PHONE NO.' PHONE CALL: fl MEETING: El X • --.. C • ' 7 -1.- . 2 - - rq ' I. • , n 2 0 -:- • " ' fp- . .., If . ..CA 01 1 • • 3,; • • 'IT - 3 93 9_5 . ... . 0 , • .• . • •• .0 o. • - Q c , ____ ,-) . 0 • . Q, ..) 6 .4 It. ."L .* .5, . ,.„ 1 5 5 . -- i CY \ Fc . . -I 9) r- • P . . 1 _ . 4t. , . 4 L--- • .c: . - „..------ • — I . • • , . . ...)' . . , n . ) (-- • c) ......._ • • c__-) .., . . , .... - • . .. .. , .. • ,- . . . • ,_ . 2. • . w ... 2 . ., . . P . . . . . , . . (, .."7-,....., , • • I :• . . . . • . - • - C . . 4......–, . . • t (7) • . ., Q • . . . _ _... - • .........A-1- HP Houf Peterson . . .. COMMUNICATION RECORD Righellis Inc.. To El FROM 0 . MEMO TO FILE 0 . • i•IGINCER3 . PCMINER:5 LAND[ PHONE. NO.: PHONE CALL: Ej MEETING: Ell • • . X - 0 03 ' M • 7.I -4 • 2- trI n 3 ..... . . ... . g) .....J.,......., . . ..-,... t...) 7,1 (P, -- 1• e) . 4 • ca . (-. "N, . . - . II: . • 1 . 7 . . "N. ... . - -- ....._..., `‘ d --c---- . 1 _,N ,....-., ' ... C . ' C 1 0 ..., . . ( ...., (Ss V CA • .. ,. ... ,, . • • 10 t...-; • . , ■ . 1. r . 1 • " • r f i . . . . 1 . * Nle . • (... . ;TO • co V Z P . . 0 . . . Il . (17-1 . . .. "`";;;)- • . ' t fo --- - \ . .i.....___2) - • ,-...D • \ C) o ‘ _ . . • • COMPANY PROJECT i W oodWorks® , • .. : ". :Z SOFTWARE FOR WOOD DESIGN ` June 8, 2009 16:27 Hand Rail Design Check'Calculation Sheet Sizer 8.0 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit _ tern .Start End Start.- _. End LIVE Live, ,: • Point _ . . 2 :.50 • .. „ '=20.0' `-'. lbs . MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in).:- , : • '', - ^- .., t t , r - 4 a7: � „, : arras..; k 's' } t , b .'^;. it , r e z .,r^. '.- -- 2 c s x,�' 1 .- S ,� ` hFk�. , e sar � `,�.. W+`�'�L,d � ,• i i+c S2 �'�'i �- k '�"� } 't'i. ' e �t,. - ,� m a S, ` a+ ?-4 -N,VAt? �9 �3` " - i z "N ', x 4 ti,. -• } s "'a .rt -r s t ' ' z jy c ;- s"+ t 5. 3 9 r � - �- tt rv ��a� -�- � p..�tr k^& � - �.' a,.z< 4 c.�_.+2>� p { �' _ C .. ...,,. .± :k 1 iI3 .�..�?{� 1? . ,3 .... > aver .. 6 A_._ = �ZKi � .. � � t . 4{ \ *..a .cx,4_ d KR1 u _k .' ,..? .':: 10, 5{ Dead . Live 100 100 Total 104 '•104 Bearing: . ... . Load Comb #2 #2 Length 0.50* 0.50 * Cb _ . l.. 00 1.00 "Min. bearing length for beams is 1/2" for exterior supports Lumber -soft, Hem -Fie, No:2,2x6" • -Sel weigh -of 1: plf included inloads; Lateral'support top= at supports,`bottorn atSupports; Analysis vs. Allowable Stress (psi) and Deflection (in);using. zoos Criterion . Analysis Value Design 'Value' A nalysis /Design'!`.. . • Shear fir = 19 Fv' = 150 fv /Fv' = 0.13' • Bending( +) fb 405 Fb' = 1048 fb /Fb' = 0.39 • Dead Defl'n 0.00 = <L/999 Live Defl'n 0.03 = <L/999 0.17 = L/360 0.20 , Total Defl'n 0.03 = <L/999 .,0.25. L/240. 0.14 ADDITIONAL DATA: .. FACTORS: F/E CD CM Ct CL. CF • Cfu Cr Cfrt Ci Cn LC# Fv' 150 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 850 1.00 1.00 1.00 0.949 1.300 1:00 1:00 1.00 1.00 - 2 Fcp' 405 . 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear : LC #2 = L, V = 104, V design = 103 lbs - Bending( +): LC #2 = L, M-= 255 lbs -ft c ' Deflection: LC #2 = L EI = 27e06 lb -in2 Total Deflection = 1.50(Dead Load Deflect -ion) + Live Load Deflection. '- (D =dead L =live S =snow .W =wind I =impact C= c'onstruction 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. • 6-- 61 4c C COMPANY PROJECT 4 °1 W oodWo rks ® , ,, , `• $ SOFTWARE FOR WOOD DEMON , June 8, 2009 16:27 Hand Rail2 Design Check Calculation Sheet Sizer 8.0 LOADS: _ Load Type Distribution Pat- Location [ft) Magnitude Unit,, tern Start . End Start End LIVE Live Ful•1•,.UDL� • .- 50.:0 < pif MAXIMUM. REACTIONS (Ibs) and BEARING LENGTHS (in); . e 33s�{ <st d d x "''- -e ` " kr +€ ^, ; u '�`�'. . "' `.ti t_ F e ,, „ =x a y . ,?�. r .i^f' R n . '' - . ta*. ` 4.. ...4 .ew a l r '. - 4`a...+ . "# ; R n . , s. , : ` ` r -s. '.r' r +r&....4W � ` .%1 e - 3 a - r' K { , u f L' x �•f ' ^. - .. "e- rz o- t ' -=' : ee ' !' x F2 ' A.,5 a ..a -?� x t^ e . a,.- ,, " # a t - r .,t s- r .,,r:, _. .! va r; sr e. 'f A _r*t ,.. „i`s, RP:=J,fl ._ ,.x r�i4 •. xk ' 1 I0' 51 Dead Live 125 125 Total 129 129 Bearing.: - _ Load Comb #2 #2 Length 0.50* 0.50* Cb 1.00 1.00 *Min. bearing length for beams is 1/2 "`for exterior supports . Lumber -soft, Hem- Fir,•No.2, 2x6" Self +of 1 :7 plf in loads; Lateral,support:, top= at supports, bottom= atsupports; • Analysis vs. Allowable Stress (psi) and Deflection (in) using,NOS_2005 _. .. Criterion Analysis Value Design ,Value Analysis /Design -, Shear fv = 19 ' Fv!.' " =' 150 fv /Fv'':= 0':1 -3 " - ' 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 0.11 ADDITIONAL DATA: . • FACTORS: F/E CD CM' Ct CL CF Cfu Cr Cfrt Ci Cn LC# ' • Fir' 150 1.00 1.00 1.00 - - - 1.00 1.00 1.00 2 Fb'+ 850 1.00 1.00 1.00 0.949 1.300 1.00 1.00 1.00 1.00 - 2 Fcp' 405 - 1.00 1.00 - - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - 1.00 1.00 - 2 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear : LC #2 = L,.V = 129, V design =.. 106 lbs - Bending( +): LC #2 = L, M = ' 162 lbs -ft Deflection: LC #2 = L 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 - COL) • . . . . - . . . . . • . . . . . • .'WeijodWorkgaSizer SOFTWARE FOR WOOD DESIGN • , . UNIT - FRONT LOAD: . WoodWerks®•Sizer 7.1 June 22;2040 14: , • Concept Mode: Reactions at Base of Structure View Floor 2: 8' . . . . . . - . . .. ::• L • :H: :. :; : ;: •'.1 1280 L-,". ' : • • :' ••• .: • , : • • • , -, ,,- -, .: • : ,..,. -, ,, • , : • : : : .. ::- .- ,:., , 1: : • , '_ 'iu,.---•-!'-r-i'. 0-- ...-:,,..442 D -:-::--. -; .--,'.': ',-.•'•,'-• 442 ; : . : : • ;; ::: :::: :::::- : : : : : : : , : : : : : : - : -: : : : • : ::: - ...-:::.;. - -... .. ,. :, :,_-,.: : .: : :.: : . :, : . :, : :.: : : : :::::: -- IVO 9 • • : ;-• " ; " -: : . '-' :.: • ; '' ::. ' ' ' ".. - ; ;.. • ; ;' ; ... • ;• ;.- .'.' '. ; ' ' .:. ; -'H ; • ;-; ; ;.-' . ; ; , ' ;. '' .. .. : ;. • -..; -.' ; ' ; : •-•‘ ;-; :H.:. :7; : : :'.:' .''. ; ; e, '•'. ' : ; ' ; ' ...'''..'- ;..: .... - ,". • --- i - • - 1, -.5.•'-'3 ''' ' • - :: :'- ." . 01:6•:...• • •,• - •;'""All", , -. 1■14, . : . • : : , . ; , ; ... : . : .. ; : . , . : : .. : ; . : : ; . ... : -, : •, ; : ; , . ; . , . : ; , ,., . , : •: .,•, . : ; : .._ i '. ; ; : : : ; ;.: „ ,.' , . ,.,•. .. , :-.. . • ,,- 4•1'= "Jo , ,, ; , .. 15411204 L-.1470 L. :: . .,:: . : : --.: . :; -. - 1: 40•=0 - " ' ..i,..i..7, ; _,; ::-.-;:::-.-:.-:,!: .:- '.,- • :•.H.'.. : ..-:.:. -,.... !: • -. ....,.,,,. . ,...•: : : --,.-::- :..,:.-,.: : ,: :. --: ::: .: :.: -:- :: ,!..•:: , •• - j ( :;-11 - - i' ; : : :-; . „ '. -!•': .- •: : ;-; : :• 1: :: :: : , ; , - ', ! : • ! --. :.; :-: : : :: I ' : : : ; : •:. ;: . :: - ; ; ; ' ; ' : : • : : 1 : ! : ..::. . :- ; :•: , :.:. • : . :: : ; : .::: ;•; : ; ; ; . ; r .. :: • ; • ,;,, •`" .: 1. :..::: : : : : : .:' H.; : .. .: ,. : ; : .. :: .; : r. : .':•:: E: . „ .:: : ;: : ::,....:: ::: , .. : . .1 . ]'• ..: f. - ,14,'-O• . .:.:-.-:',.=:-..;-. ',.,..:'.... •-•-' .T.: i .-:,. i : : '. • ' .1: *. ''. • :-•.• •: :.: : ;: ; : .', :. :H • ... I: • ; i • : j,.H_;.; : '; ;. •;;'.',.::.; _•.; • ' i '....:.:;:'-'; • ; , ; ; ; ; ; • ; '.., . ; . ,:_ii•--b • :--" : ": ::: • ' : : ' : : • :: " - 1 • : :: ' • :: ' • . ' .• : ' • - • :: - '- ' . :." • : . i : :: -. • .: .. -.. ,:: ' ' • . : r" : : • :: . • '. . :.: - •-:: " • : -. ' .....Z.-..-..0- Of ..,..., :!::::,;.:::.:: :,... .,.:.! •.::•-.: H ,H;. :.•.::..:. ;,:: .f ::;: ,: '... : ::: :::;:. .5 t- :: -• .: : - 1: . ' : . :: : . 1: I - :: • : ' :I :•-: Z :... : :: : : :: :, - 1: i :: - - :: 00 Y, '! :::-.:!. : '.! ' ..' 1:-.'. f':: ..:. " '.:-• :'. — Y.••• ;'. ::.': :: "'...'. ' ::.•-. ::.; ::: -• '.'. ''. Y '.'. r. H • I.! . -,.. ;'.: _ :1 - • . •_ . ' • . , ;7'. ,-,. : - : : : ri .Gb•-t3- :;.•, , ' , • ! :,, : .:,,, :.; .: • .. -:;., • ,' ' ,: :!, ,' -. : . - • :,. - • ,. : • ':- ::- , • • :: .: :: ! : , , • : ;: . , • : , : • • , • : - ...: '.. :::. • .`,. 660 L- ..:. ,:..-, 553 L ::: ‘. :: , .. - , .:- „. : :: .: :: :.: - :: ::., . -. -.. . zt.,•-0 599D :,:• ', • 200D- ;-,;-::: .-;.',.' .,.- ..-- . ..: , ,..: :..:-:'...--:.. •.,'•-: ]• ':: ;.• i:--::: :,.': •:.:..-4- i. 7 -:', ; • :: .. . ''. . -: :. ' : • . ; ' ' - '.4.r 3. - •',, Y.- .. - - ,,:, ;./1,1M Mt : ; ;', . ; , " ".- ' ; i. ; . -, 1 ' - , , ' - ..; ,,-: ' : : : ; ; ; : • : ; i : ; ; : 1 : : : • .. ; : • . • . ; • . ; : ' ' . ' : ; • . . ; :.: : : .. . ' : : :-: . ; ; : : • ;, ; : ; : ..,','`; ; ; " : ' : . ; , ;', • .. z4--t;) i . : :::. 1080.1_-:-: ..:: ,-!: :.:-. :- - ..!,.: " " ] ' . • • .. -.--.:- : .•-,.....:.•--:-:-. ..- -1-f . • ; : : 1 : ' • .: -: '. • ' : : : r .. ; ; ' - '.• :- .' ••..:' ; r• ' : : .' .: : .. ; ''; : '..,' ' . ' , : : : : ; . - • • - ' Z . .. 5.'"t ' ''. i0.,_::.;, '. -.,-,''.- - r•'' 640 I- -::::.•---•::.-: :' ' '•:-: ,::: r'. •; :i: '. f :,•-• ii: ":": •: ;.: ;."-:,.•.:,. .' ::.-: 10 •H • i i .. :,.: 409 D :::::, : : : . ! ::: - ::: , 0 ,-, 0 ,-,.:: . ::, : :, .: :.- - ,: , : . - , :: : : : : . : : : ; : : i ;; -..: -:: : ::..: - ; : ,.; : -,. .. ..,. : • ..:. :: ., :: : : :.: .:,.. .. 4 :-. 1 •; . ,,,.,-• ::.. ; i ::,:.,.... , •••• ;:r ,, '.-:; ::'' : ' . ..?, Z- ,‘ , .' U ''. :.'; ; '....'::: : .: ; r.'. ;;'' ;...;4 r'.'=', .: -. .--; ... ; ,, .. :;..,::: ,, .._ ZU..o i -;:: :;.n:. :::;!•.;- '''17 --'' -- 'V. ---- :::•: ------ ' -- "'.'" • "f -. ---.--. (4_ • : r; H " - :'. - ' ,.- •:: .- ;:-;..;:Z '..,,,- •-.: '.: i::::„ If...: :.:-..: ,: •,... , . :#..'.. :.:;...: ':.r: ,:, •!: : :::•.*,:-..::- •:.• :::.:._. ...- . .._. . 480L • -16-....b•- •/.., ' .. : .:,...-:-; .. . ,.: : 11 : :::. : :: : :: : :::.. ••: .: 7 :. : ', •• , f : .". : . '. :. .:::. : : : :I. :. : . :: .. : : - :. :: - : -:: -: i : : . -: - : . . ': 'J .. :, : ... ; : .. • ' 1 i 2. ::':•:_:',...'.. 1667L . : 300 U::.'..._:::: :::!::' ::: . :_!...._-_. . :._:::-..::_.::-..:.•_.."._:. - - . --: ' ::_:.. ::-.::::....__•-:. .. :L . „..;_::....:---:"........-..._.; . .....::: .............. _:....'_-_:.::_. ! . :.'...:•,...:: 44:...b - .1100 L98 D 1_:;; ''' -.'"-''••-".-:-.;'''-':-'''''-'-''''..: 1 . -- T. - -: - •: -- .1 - :: - ! - :::---.. :::....•-.,:-..--:-.:-......::-.--.-...-.'.--::.:.:-;-::-:, ,:-..--:,-;•-•-••..---:•:- -,••••:;-•:- .1, 400 a409 D .- ...._.. ', : -',:'.•:.::'., -75 L.1.1:44.: . IL'..ei. .y, 1...4 OF' --::• ' ; •.-r- - -:-.•: ::_-:-:-' - be - . uFti :- '.'...!:.. 4 P ..,:.• :".!•:".. : '!:'' '''':':'!"..: :•:r: -,'"."' ' - '1' : 'Er::: •"..'r"::: • '::r --: r"":- T" ' :''''.r ':: :.: -- .::-.. ' " !: 1.; ,::......? v-.. ;T: • : . T: T::: r...,,,,:':,,,;:F.,,,,,..,... .:., : : :! ., :,.., • :"" ;-.:!",r.. '. :'... r :::,-,....:,., :'',",,i;;": ',,,'.'...,," " :,". " ' ',',:i ' :, ..' . .... .::,: .., • 8 -8- :'''':::....r....;:-:• .. '.' 1. :H. 'rirl•:::. : " -' :H. :'i- i. L ' . -- .. ' :4 - .--- . ....F .; : .-:.:. i' .',: ::: :. ,..' ; ii•.- ..396 L: ,-;-..:-:- , : :-.:: „,--. 4 . 4 .,, —113 L.-_ _ .' : -.. _ _ .. :, .... 1 =3978 L - • • • -6580: *:•••''' " - -:. - ' - ' -,'• :- . .-- ': '' ,.- • :- -- . : •'• ..' •:, '- -... :. • .. ,..., . .. ... . 2 8633 D'3386 D .Eia‘8B EtEEEE • CY 2 4 6` 8' 10' - 12' 14' 16' 18' 20' 22' 24' 26' 28' 30' 32' 343638' 40' 42' 41-4' 46' 48' SC\ ' 5'2' 54-' 5..6' 58' 60' 62' 64' 66' 70' 7 T 74' 76' r. r 1'Z T4: 567' 8910 . 1:11 il!ii. 1 T1 i'l t2(2 ':6:67(7"77:7 • . . T(Pc\.:.' 1°:).(1\. ' . • • • . • • • . . . . • . . . . . . . . • • • . . . .........-..... ' . • , . • • . . • . • ..... . . . . . . • . . . . . • . . • • WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN • • UNIT C - REAR LOAD WoodWorks® Sizer 7.1 • June 22, 2010 14:22:33 ' Concept Mode: Reactions at Base of Structure View Floor 2: 8' • 1280 ;1280 ; . .. - . --- ---- - - 4)- 1 - • ".• : 442 ;442 - • • ; • ;:•'; • • : : 4(1-70- „ --- • - ' ; :; • ; . : ; r .111X. '3 l 8 9 L • ; • ; . . - : . ; ; ; • ; • • ; ; • Dt• 9:: • • ID= • ; ; • ; ; • • • .; • .. .; ; ; : : • ;.' . •. •': ". • - -- - - ; • . :; - ; I . 1: -- - ; : . ----- ;; - - - --- -- _; t • !RRI I .;_; ;:; -;;;„ ; • '7..31 _:244 - • .; z ':iru••"1::"•": -- 409 1080 640L:-, , ]:: : r•• ' ;; • - -• • ;" - ; • ]208 D:; '• ; ; . .; 480L . : •••••.: „ 1 / 177 -- ---- 300 If; ; - ;:• •; -- • • - ; .1060 L.96 L: !, • . '!, , • - • :-• • bo ; : • • ; • • : : • ; : : : 409 D409 ' • • ; ; ; ; • ; ; ; • • • :; • ; .. • -- / - 24 D ; ;-• ;• , ! ;.; • ; : ; ::;: . . - ;;;:, • -:-;;;:-: ::;-: ; ; • • ; • ; ;:: - f•p ; 04) : 4 f. • :; ; • . • ' • , • ' • ••• : : : • ; : ; ; ; • ; - . • : 02 „,• -- :i; • • .., • - • ; • ; ; ; ; ; ------ ----- -- ----- - - - • ; - 60 L50 'L2077 L- --- • • ' -- • :: • ' : : ; • - • - • : - 113 L .113 L 113 L_. D38113 ' • 23 D8 D1656 D- • • • --: • ; ; • :• • ; ; • • ;;; • ; ; • ; : - - •2 . - 1 ::•;' 86 DI DIND86 ''''''''''''''''''''''''''''''''' ODD CD1bo bEE EEEIEEIEEEIEIEBEEEEEEIEFEEZ 0 2' 4' 6' 8' 10' 12' 14' 16' 18' 20' 22' 24' 26' 28' 30` 32' 34' 36' 38' 40' 4'7' 44' 46' 48' 50' 52' 54' 56' 58' 60' 62' 64' 66' 68' 70' 72' 74' 76' 0'1'73'4'5'6'7'8'91#111 :1 (1 CC 22.2 - 555 , 55(5 - .505(6 6 606 • • • • • • • • \L„moc.171— • • • • • c _ ep2 • Plain Concrete Isolated Square Footing Design: F2 f 2500 psi Concrete strength f 60000 ;psi Reinforcing steel strength Es ' 2 9000 ksi Steel modulus of elasticity 150 'Ref, Concrete density • Ycoic p "Ysoil'. 100'pcf Soil density gall = 1500 psf Allowable soil. bearing pressure COLUMN FOOTING . Reaction • Total -3978 lb Pd1:= Totaldi Totalll 3994jb P11:= Totalll Pt1 := Pdl + P11 Ptl =7972-lb Footing Dimensions t f 'Oh Footing thickness Width = in Footing width A := ' Width 2 Footing Area gnet : gall - tf''Yconc clnet = 1375.psf Pt1 Areqd 9riet A red = A < A = 6.25•ft GOOD Widthreqd A reg d Widthreqd = 2.41 .ft < Width = 2.50 ft GOOD • Ultimate Loads •= Pdl + tf'A'Iconc P := 1.4 -1 + 1 . 741 11 P = 13.45-kips Pu q := A q = 2.15•ksf Beam Shear bc 5.5-in (4x4 post) d := tf – 2•in := 0.85 b := Width b = 30 -in • V„ := j. 4 - J f c - psi•b•d V = 13.6•kips 3 V 4u b toll b V = 5.49 -kips < V„ = 13.6•kips GOOD • Two -Way Shear bs ,- , 55in Short side column width 'li' _55-in Long side column width b := 2•(bs + d) + 2•(bL + d) b = 54 -in 13, := 1.0 V (1)•( + 8 / • f psi•b -d V = 40.8-kips 3 3.0 V, :_ -2.66• f -d V = 27.13-kips V qu – (b + d) V = 10.73 -kips < V = 27.13 -kips GOOD Flexure r b —bcol 2 ( 11 Mu qu• 2 .I 2J•b M = 2.8•ft•kips A t:= 0.65 2 S := b d S = 0.1854E 6 - F 5 •.4)•4f c •psi F 162.5-psi M f := S n f = 105.14•psi< F = 162.5-psi GOOD Use a 2' -6" x 2' -6" x 10" plain concrete footing I ( — V Li ./ ..e...'.--. . BY: ANAL" • C DATE: ),,....) \ u , Do(0 JOB NO.11 I H 0 ,- ,....1. • OF ,--e •,°— 1, - ,., , i I , ',, •• : f. ; . ' 1 1 I ' ' .. ; f i.' i , ' ', ; . . . - 4-- ! • ' ■ --- ' ; . . 1 ,-- . -4 -H , • • 1 PROJECT ! -H. ----, 4- - , 1 , ; 1 --- -1 -- - .1- i- - ''1.- , -,i • ', ; 1 , : . ',. - -- - . ; , , ' 1 ' RE . - : • : 1 1 ; l'; :, ‘.._, i‘i , 3•"' t _.,,:L., --KAIMI .f._'_ 11 VT li ' '.. ; ' ; i i ' • •i •; ; ; ;• ; ; ' ' I. : .... • " - . ' ' i , ;• r ; ' ' i i ; : ; I ' w •• K. 0 Ue-S OP- 304-1ClAnOAS ' '. '! ' , • i . t , 'r- . i - - : --1- : . , , '. • I , : z ; i 1 , f 1 I - i' I I ' -, i - '.. •; ; , 1 . . i : r ; e r -.,,, , . : ; • . -; • , ' i : ' • I- • u., - • • i a. • \ _ , • , . . , O -. . 1 , t:, c•_;.__g:,Sct..(I2.?_sF -1300 9 iF i„.k.)cA VI '... m . . c1(.2.1,\JeAs.K.V.. '.s( '-',— .40b.i)%2C,...'=.5 -y, - i • t3 -i, 1 ■ : - ' .401N650„pc.c . . ' -=.- 33Z puP • 14,- —Jill Itt 0 : ■ - i 1 ' ; O 0 ; .:.___ N)( 161 ; .P tau-) _ Ptc:-' , .1. • !_. • • l'I'7 : 1 ' , ; , • • , ; , ;;;, • ; , --,:., - s :____ : . . 0 z i ; ' , , • , , • , ! • - , : . ,--...,_ . ; : • :, ; ,-, -, , . , ,.,/, -r : ' : . i- ' , i.. • ; . r . • : , • ; 1 , s . 1 • z , I-L. Z_ (5.C lev 0.$••C. ) ',-- 1 ,c,t-I00:tilc):D;_r . . ! " Q.) Z "` • . 1:1'6 1/41' \ 0 .. i A- (0k.i.) r?L'f-11,...;, :..t . . , . . • 1 , . ; - - D ■ ; ' t ; ; • ' ; ; ' ; ; I ' - i ' ' ' . • i 2 ' . ' • X .0,73 77._1.S00 :)..6,i.c.--- - IOOpt,,s;:° UJ 2 . O . . :. .. . - _1 (: 28.1_44: t±) 1;, ,12 • ' • ' '''' •• '' ' ; ' U • ,, , . , ' ' 1 "" ' ' ' • : .' • • - ''.- W1. 1;O. (.4 ''; ,<:,_.,- ; I ; ' '- -1 ; . . • ' i I : 0 . ' : ' . i • -• ; . 2 ' ' ; - t - •• ' r : - '-- ', , : —r ; ' , • o - . 11 Z ■ 0.5 1 ' : ■ - r _ I . t , i ' ' ... A--ficr-r*; ..tk • \c,x:ii),0 0 6 - -: ----- - - - - ,- ----- , O 1 • i • . F- 0- - :. • . : , i ; , . . . , . : • . . . . i DI- CVO :-. ';' •041-1 _.‘jf.;A_U , -0- , , , • • • i ; -1 . . ; . ; 1 -; ' ( 12-.l.v.eA$ )( .1:' 0 s c - r: -49A 91..1:-' ! ,.PV3oid - ' . ' ' th l• i i• I : ' 1)2. — 1.12,.. _74.. La$.7 . . .:. _ L. _ , . . • „ ' ;"' • ''.' • 111 .) (A:5 kA 1 IA) ; ' . : ■ : citx i.,-+.1,s0',---;! '06 91,t.,-..- -.taw , , . , . . • , . .. , . . . , • , , ,, • . • , : .. .....„ ,....-., . 4)( . N _i 1,.k..,,a ..!', t. X.2.; c0 ) •-r- . 2:P ,..._ . ‘ .. • , , 1 . ,. ! H li '''' ' (4.-'" 1 00 klk,..)' o ..) :.,.... ... 0) .- ,,•,, . ' . , , '; a i 1 . i" - .100 ‘ 1S - 00 ii() . : ...--, ' '' • ''," .- • ,•-■ .; a• L • ' i, - ', Gu .., 1( .1 t..: . A., . ff--, • : : . i ., : , .. , -,- , < , ., - e !(,..)...ni_fj•s Z 11._„C.- • . i , • . , . . . , • • . . . ... . . ,,, . . . . - . . , • e . , l'87\,r\.. .,- . . _ • , , , ' . . ..' 17.1i,e \ c.A. , .,...Q(:)Q.,): ' " , , : ._ . . , , , • . , #.; ..._.; ... • ..: .,. • 1 W - 7.,-- LOG • <, , kyre., k c \ ; i • • " ) . . , . . . .. . . ' ! . ',. t "Piti\.c .Qc,)1., . .. , . i. .. ..• : . : ... . , . 1 i _ p.4)37 :wc4..11._ . : , . , ( b)(12 .L7Lt'oari.'. __L._ .. .1 _ '•._ .. „.., ....1...., • : ' 4:9__■,(1,50_pc.Vr24 33Ttl'" 51-trY) _ ' '., _ i-- •___,' •,' . •,:e i --,-, - 1 - i _„ ;. ; ((3:96 L,t)740mz_ ... . '....'._ .• . 2, _ . . - - ! - - - • - i - - . - -- . ! : . . . ; • 1 ' ' LL s•'' ' i ..3.' j,Lk.9._'-.4,,_... _,.. ..... • .,:. ,. ' . , ., i ! • T 7 .a-_1-1001 - - • - .• Li t ..) •--. i i,- ,_, . . (: 1 -- c7_.•.-<'—; . .._ • __ . _.. ... _. ,_ .. OF By: au 1 0 DATE JOB NO., Cc i'lV 0 , , • 'i , . • • • • . . . ' 1 . I , . PROJECT: . , RE: U n a C '-'. Frdr‘i LDO‘Ci • , . . 1 8:35T-- _i__ - _,'... _i_ ,,_. _ i_. : '' : ! ' 0 0 • . . , .. ui ID - ., • k i , - 1 , - l' - il • ; 1% ; : . ! i ' i : : - ' ! • • . ' ' ''' F- al ' l'-.3 ' . 1(---- ; ''' , ■ ! r , O 2 4.)ki : - - I - : : '. ', ,. -- `. , j , 1 ' L i j [ =I : 1 . ' i . ' • I i' 0 _I I ' ' 1 , ' i ' 7 -1- V -11 , ' • ti' I t i ''' i NI i L"' ‘. l • 1 CC O I • LA I ' , ' ' I i % ' " ; I i •\._' \ I i I 1 tii U Z , IL ,.. 5 . i i ' • - t id 0 I \ 1 fY . •___ , .• __ 4 . 4._••• , .., .• ., , , , .. ,. , , ' Cli 4 \i e fr + Urn , / n c6 ! • ; ■ : 0 • . , . 1 i , ' ' ' , - -t,,:.-, - :.- — --- 1 t . . - - i• -4 f-12co5).__-, ,,..;. _:-) Ai ' ' .' ' tl-- la ( • ' M(&, ' tO tce 5 C f A- -1-_,‘......4/--(_t- 0! A-_,_, D i , ...• 1 , — i,„,.. , . : _ ,....., ..,11 4 - ' „. ... ...; :,_ . . i..- --, 4 - 1 ' -- 1 , • . 2 ! • . O . . : .14-Y \ f?.12.4 .ti. (0i t S Vii 8 ) " 4 ,:( - ,4--(1,6 i--1.01,Q1(1_) o • i , • : ! , „ . 0 V Si _21 A ti.... I 0 i , kA ': ' ' t'• 1 { • cr • b - ,.. ___'__. !.._._ .1„„,_47.1ar 1. 1 I • - ! : ; I 4_ - L. z w : . . X ;r'"' -i P• -4 4- a-,-,%S ra.;---'.°' 4 1 Iit _ __ _ _ . _ _ . e ' -- O 1 i e'l 1 - 0_ ,. . .. • , , y : • : . • . , • . __ _____._. ...__. '_. _ i____,' ___!.._: . _ , .7...• c _, c " - (' ' "s)( ' ' c . ...i) '' ' . - ' . • ' ' 31.=.•(B' 1 . .3 sys• . 1 !.e, -1 '341 — ] , i-- ; . • . • . . . . . , • : .... . . . . . . . . . , . • , . . • . . . 2 i O • 0 6 . : --- cn H ci , ....! ,„.,> : • . • ! . 0..) •H i-,., . : ' , . , : , pd ,;=, .,.. ;;; , cp ---,.. ! ' 1 • • . . , !-••■ -;:- ';' ' ' • , • . • , . • , „ = , -.--: I -,. : , . . , • . 1 i ' : ; ■ . , . . :, - , ., , ■ . . - ; • i . _ , . . . : i • ; ; 1- - - . • . , „ - , .• • . 1 : , : ■ , . ,_... ... . , . . _ .... _ . • : ; 1 ; , I •••• . ' ' - , - - -- --- -. . - .• • . , .. ,. , . . . . . • - . ..,.. , . . C --- PL . : . - - • • • . Harper Houf Peterson Righellis Inc. Current Date: 6/22/2010 10:53 AM Units system: English File name: O: \HHPR Projects \CEN - Centex Homes (309) \CEN - Plans \CEN -090 Summer Creek Townhomes \calcs \Unit C \FDN \Front Load.etz\ M33 =83 44 [Kip`ft] M33= -12.21 [Kip *ft] x rio!.3Bentley. Harper Houf Peterson Righellis Inc. Current Date: 6/22/2010 10:54 AM Units system: English File name: O : \HHPR Projects \CEN - Centex Homes (309) \CEN - Plans \CEN -090 Summer Creek Townhomes \calcs \Unit C \FDN \Front Load 2.etz\ • • • • • M33 =43.5 [Kip *ft] : 'ASAP 11 > 7 s; A. S_a M33= -40.04 [Kip`ft] • • v X • C.--F") BY p s __WL ........i DA ) J JOB NO.: 0F Ca M . ... 5 .5.0 9 0 . . • • , ._ • . . , 1 • ' .1- - --;-, 4 _4. i. , L. ..',. ' ; ..'' .,_.--.1 z - ! .._;.- - : _I .. . _ _. _ . ...... 3. _ _, ... 4 : ! - ; 3 • 3 i ; 3 3 ; , 3 - ; 1 ,1 3 3 ; • 3 • 3 I 1 3 ; 3 3 3 : 3 . ;PROJECT i . ;•; ; 1 i• ; 3.- 3 ; i : : 3 3 3, •3 3 .; 3 3 i 3 3 •i•-: ; :•3 - _-..._...3...-...;------3 —3 .._4- 4- 1 , 1 ; 3, 3 3 • 3--- 3 ; .4- - , ''. , - ; : ', ' --t, - -' ',,--. , it- -. .t .1 ' • i ' - I ' --- . i . r- ' • , t 1 ' • , , , . , . _ L _. ! ., ... _ !..._ .i ' 1 , __!, ___L_ i -4., ' 5-.5- . '5 ', 1-55 ' ' • -t ' • ■ I t , ---1. . . ' - - 5 4 t 4 RE: 4 0 \ 1 ... . c ■■/, in , 1 - 7) i i ,,, i ,, , , . , , i , . : , 1 , ........ . , . , , , , , I • ' - ! , .- ' . ■ 1 , : • . , ; . I I 1 : ■ ' - • ,i ' , , ' • L ii 6 - 3 : 3 • --4- ; .3... ! - -- .- i i , - 4 -,ISVA. , _...:. _.4 . _ ; . !, ... • L : z i '' 1 i i • , " ;. • . H • w . ; i ! 1 ; • • . • • , 1, : ; . 2 ! : . , : 1400: i i . ; o . ___ • ] ' 1 ' ' _. P l * l ; • 2 I ; , . ' 5 , ' • • 2 El .:-..- -3 -3 ;•. 3. : " • ... 3 ! . • Y 0 _I . • ; ; , X < 0 W 1 5 1! % 1 15 ' i , 5 1 , : r l r 1. 5 5 4 ) • • 0 z i . : ' - ! • ' 1 VI -7.---' Iff '. 1 0 - Y - 1 .---- 71 * '''-.-----".' ' c l ; ' k 1,1 °1 -4 I i : • • ui 0 . . CC 12 - r r---rt - - r - -' • j • -.. • r '5 . i 5 . • 5 ' 5 , 5 ' : • , • = r ; , Z .. . . ,,... .. . . , . . 0 --i S4 SZ y2,„ck. • ) • -.V ' . - .4 __.....; , I- ! • , ; ¢ ' • ' - oi l ) ,, 4;3) 3(4 .1-__9) DLL .....__.. : I r ,.. f ,, . z - •, ------4-----,01- tii,- ) .-3 L -1\A• . ...,,,D„ 1.L 4-.(1-Dk..„ . • ,, , :.... 2 • - L - - t- -7 '. ' : ' ----,.-i-- '. -; , !---- 4-. •,-- , , . . , S (*IC: tcADL Dt_ L7.- C.,. vv.' v.,.. . . , 0- , -•, .; : ; , k, .;. ; .....1, _ , . . . . . . . ...... ._ ._, x , , . ... . ,.. • " • , , -:, -4. . 0 ••• ,, i ',, , . . . . . 2 • - - ---- -1------ -. ' ,---- ",..\--) s'k" ' t'' . ; `- --, ',on, . , . 0 • • Li2 tf i .,:41,1, , , i -- cc o X■ - --7-L . M / : 1 . 0 -) • T 7 1 61+ 1 :) ! Ct --j,--j ; . e , ..._; 0,,- !_, __..... ..:_. .. .. _ . __ L, . - 2. !—‘, ; . 0% ,;.I :. .., -: _,'. i ; .i___ _ ! ! •.:i. ' I__ ; _ ::__.j...- ._ i __. _;,_ _;_ _,' __ _-',.- -, -; - 0 z o 1 ! j ,••••1 , . H 0_ _ _ . • . .j . rAckyy.. ,--. - ' ' - VZ1 ', ' L(12:'; LI. 0 : _.,: "i _ -g. gs, • • . , • -----'-" -- 4 S - : ; CZ)U9i) • g Cttli ! '. • • • 7 1; + ' ---" - . -"''''' ■ ;-.;. i '-'-' 1 . ' ". % '-' 4 -- " ; r'''' i r , ': - - -, : - - : . "''''' U , 4 ot 4 irl t. - : . _ . 4 .;., ,..,. u . ,,.—.. , "..„ I tfrl # .--' Gt : ' (:;ictiN i ' 'A ' . 1 - L '• 17 t i 0 :.,-,‘ ./ .. - . - - -4-- --,- - :-. - - ,.- . :: - : - -;: • 4 6 : c,..,.)(..,ty., i-- ;,--4.-A,--1?.;),- : H- , • • • , . ; ' • 5 , . ; 1 . 5 i . 5 5 . . . • . . . ' : f ' i. ,..5 5, 1..51 - .• . . . • I . , , • t''' .4 =,3•''' : . . 0 . . . . . 1 : • . , ' ' i . ; . , , • , i . f i ' • • ' . • . . . . , _•>. < , . • . . • ' 1 , : • —' ' P. •'1 ' • , ' 1 . • . . . . . = . , ! . . . . - •1 1 1 7 1 • ' ! • ; ' I . • ' , ' .. - . , • . . ; . , • . . . . • . ' . . . ; 1 -. • ;; . . - 1 -, . i- :-. , 1 .• . , . , . 1 ' ■ ! ' ; ! • ; ' 1 • • ' . 1 . • • '••• -"-- -•'•• — ; • I - ; 1 -- , i I , ! • . I . ■ I L. . : .. , . , . • / . 1 t . i . . . i . . . , i • ' .-- • - .. % . ... . . . . ...... 'tL 1,1 rAiBentlegg Harper Houf Peterson Righellis Inc. Current Date: 6/22/2010 10:57 AM Units system: English File name: O: \HHPR Projects \CEN - Centex Homes (309) \CEN - Plans \CEN -090 Summer Creek Townhomes \calcs \Unit C \FDN \Rear Load 2.etz\ • M33 =36.82 [Kip *ft] M33= -50.22 [Kip'ft] • Y 4 X I 0 . . . r • . . : ; ' '• - ' •••••7 I I i , ; . . • 1 • . . • : - -- - • ' I • ' : ' . i . i • - , : ' - -: • : - . : , . . . . . , - i . . ! . - 4 . ' ' I . ' : 1 t ■ . i 1 • I : . . , , . . i • • I ' t • - - : - -4-- ;- -.! -4-- - ', -'' -; ' • . . - + • , , ; • : - : - . . . . . :-. :-.-• ! : . :i, ' :, : ; i ' : .. + . . . • I. , . • , = • • ' . - T . ° V . . , . . t , - • . ' - . _ , - , : , , " ' . , , . ' ' • ' 1 ''.-: -': ' - P C J = I I: . , + ' { ., ' . . ' . ' f ' ' ' . . • n ..., t . • 1 ' . . . , .':; , FI, • CD I . . - • ..., .L . - . 0 . p . . . • . 1 . i • • ' . , ".; - ;. ' : ' 1 - '- • . i , , , , , ■ , . ' ' . . • . . , ; • • . . 1 1 , . . . : I , . ! ' • I . . . . 1 , i • 4 _... 7 : - ! . . . . . • . , I ! I : • • 1 ! _ . . Silre01Z-T----(4XLSZT.t9 .71 -. , ,.... _ , . . 1 i '..; ' • ' = • ' • ) \,...‘"* , _i __.•1' ‘A (j)' • i , 1 • i , i ....,, -,, ., .....! ; , ! -,-...."...:!--....': .."....! i,,c ,.. ! irc." ; • • !. - r i , i ' : k s. : ... i .!. ile2 ; : • ! f 7 ''''' . ! ' --.'", '•--- - .'" "'''-'-',, ''' -"' - -4 : 1 ''''''`' t ,' - ; - • ‘ te? i ...!. ■-- 12 i - Tr -,--- . . . , c. : , • i i 3 s.:, , 1 , . , , ..1 . , , 1 ,.. . ! : . „ , . • .,. . _ i ,, 5 1 .6e • , , : • . . - : . H :_._-_-:::._. : :i . . i_ :--,.i.vi , ---4! • - 1, - - 0 t n • . • .1 1 n t ' gki_ .. - .. — ,. , ....., .........• ,, i _.....: - - . : ,..... 4 , : : ..,...- - _+, .‘...., l vv ). i t „,•,„ . . , . . . •- , _ ,- -4 ---: -7.- . --,-- • , 4.- 0 I : ' ' '' ''' 4 4 i'' -44 ; ' 4-7 4 ■ - I 7 , - jk - - q-e--.v.-5-e-gt----:-.---- \-i- .--:- - ---- , , r , • i .. ; ! i 7 : i 1 1 ; . : , 0 • CI : 1.3t - Ct 11! - ' a' ; ' 7 CI fs -1- :1Y\f S 1: n -I- ' • i • : • . . 'Z--) , • • ' ' .1 I ' ZS 1 ' 7.'7' 7 . ; 1.„, C ' • t ; t 1. „ 41 ''')i he.--__;( ). :t+( )11 t: 4-,L7-)t , _ -',-. •,. , , . ! , . . ' ; ' r ' ; --- ' 1 •• ': . . . :;', t + 1 ' 0 t . , t . . ...i_ 1„ ; - ' : ‘ : . ! (r -A , : i• . ' ; .. 0 : , . i • ' ! • 0 . . . r ! • : ! . , ! ! :. r ; ! i , ! ! . r „ ; ; ; , ; . ' ; ' ---'—' , ' ' ' : • *;, ',- K 0 : • ! ' ! i ; •• ! i :. , • 3 . ! ' • . • -I , i 1 ' - t' ' . ' t t i : • . ' - , . , , • . . . , r „....,..,,,,,?! ' 71'ert i :- 1 , 0 m • . i ', . 1 c rn ; ! 1 'r ' ' Fn 5 A cl .....11 V, -,,. , '7 . ) ; ..1- U • 3 6' - - ) . . • ; ' -!-- ' ' 1--- • - --- i. - 1 V ' 1 -1 , - - • . , i ' • ; : ! , ; 3 -• ! 1 ! 1 I 1 ; 1 - 1 1 i i : •1 3 " f ' 't ■ ; ' I :103 rb8 ■ : -I,.-- 1--- . ' --- ---. ---1 !. • ' ' ' ' -'..- - : ' 't..- --t- • .:-...• ..;-., . , : ,--- ;.- : , , i ,•,_ ' • ! , , : 1 )' • 1 . i : i ': .t. ' ; : t i ! - ; ,, i ■ , ; ../ , , . • . . - --°' - . . ' . . ' Ao ob o--rlei) o clre Clo,V._ ;•,DN nor :3_LVO; tA9 n Harper Houf Peterson Righellis Inc. Current Date:. 6/22% 1:17 PM Units system: English File name: O: \HHPR Projects \CEN - Centex Homes (309) \CEN - Plans \CEN -090 Summer Creek Townhomes \calcs \Unit C \FDN \Interior.etz\ • • M33 =60.31 [Kip *ft] M33 =- 63.58E-12 [Kip *ft]� =ap - M33=-18.91E10 E-10 [Kip *ft] M33= -21.22 [Kip *ft] X • • nieenttey H arper Houf Peterson R Inc. Current Date: 6/22/2010 1:17 PM Units system:. English : File name: O: \HHPR Projects \CEN - Centex Homes (309) \CEN - Plans \CEN -090 Summer Creek Townhomes \calcs \Unit C \FDN \Interior 2.etz\ • • • • M33= 55.84 [Kip *ft] e • M33= 65.1 11 "[K�p�ft)k „�= � .;F�'`� a�+ � , x �' � �"k -� � *�,_ .. ���' s , ... � ...sue � 4 � 3 � Y M33= 21.46E -11 [Kip "ft] x L { 4 • itMfg, • M33= -25.6 [Kip *ft] • • A X • • • • • • • • • • • ' F i t 3 ,.. .1:. . • , T : . : • ; • , " -4) ' ' ' . , ' • : • i , 1 • • f - • , ! t • „ t ; f ; ! ; • i " : t t • t ; t : 1 • I " ; i I ; ; . • . -,...- ' -, - --..' : ; - it - - 1' ; : • • --- - -- •f - -- -i - - - 1 - -.; ; :' - . ; - 'I i : -• !- -: ,, • ' , • • . i . i -! ! -__4_ ._4.---,,.- ',• .--,,- . ; i 4- , ; : L ; ; - , ? - i 1 ; , ' : ; ' • ) ' ' I 1 I I ' f I i i i t, ; 1 i ' • ' t : • : . ' . , , , . .15, ! " .....,..i r --, i 't tEl 'Oi 1 l < -- , z , •■=ril 0z..t. \ • . . , 1 1 y 1.--- il : 1 i . ' j• • : : ! i 1 L. i i,"...., . 1..., • • • ;• .. ---- ' ,----- r - 1 - - -- i -- - - 1 1 ' '' • ' I 1 _i'l ,„ 3 . r , .1 , i • • .........,_ .._:. .. - . -- : ) , • 1 . ' •-• ; ; ; • (! i 00 v (7' Li S2)0 1b ' : i 1 : , 1 : : ( :/bh r I'l j . 7 ?) ; I FF.. ; I : ;!.. *'... ,,...,_;._ i '.. L. 4 _ irri 3.s. , c i jT... , v i , „ Th ; it i- (...)! j\l ÷, ' ' 1 . 2 - 1Q1 1. ! I ! . ' • ( ! -' ; ; • t ' '--- ' - V °: - i .t - ()i ! i;,1, --t,or - it ii --i y- Oc . • . 1 t - ; ' 1 i l• : 7 - H 1 r r , 1 000109k, -,-, % • ; 1 ; ! i : 1 : •;tcj...t ;./. , i i ; ; i I ; ; : e .i: ; ; .-' i , I . ' I --'-. --'. .- -4- i - I ' --: • -: ; 1 --- -; I . -1-.- - ..------- --- ; - - --- — !- i , I } ' • 1. ,, ' (1 )(,-,,-, i A I : , . ; ; : i ; . . , i -._ N , (.....: ‘... ‘0. %,;., ,- -, `, c i 1 -M---k.:e 0 : i i : (00 - '''''' - - __4 ...._. .I... . ■ ) 1 1 _ 1 ..1 t _ .._. ,NI......1 ____,_'_74.__":,.N .._,L ___L .._ =','., -:--- •- r - _.- i • I 1 ! t I 1. -7 i l l • tb•• - ! . VI T r -- 1 ) '10 !YiVt•O 0 47 4 4 (L Or) -; ; . i 1--,T7 .Pt. ') -----, -- ---- -.--- -- 1 7 - ; - 1 1 ---- . -- i ---1 1 - , --- 1 — e --- )4 . ' 're t - j -. . --t * -- ; -,•-,?* t 8 :: :: :,::i;,:_,11, , : . : 1-----2. i ----!-- - 7' '- , t - -- _ ; I ! t • ,,,,• . ,i , _:,, I t : ; i i ' ' , 4 ! ..1._ _,..1 , : i ! ' .1;.11 i t. ,- 1..,.,• q . '' ,.I. ,-. i_ J. 1- Wig196‘ 71 . 7 ; 1 1 '''' 1 -Ct (21 i a 47 -lit Li) :0.›ri , „r ., i •, : i , ,., , 1 : , , • -,-- t , t , - I - ; ---- f --- t - : 1 : 1 — I - • • ' ' •-• -:- ' - 4 --- t - '", I - ■ i z : i - 4 ' • 1 ; ; ; 1 1 1 ; 1 ; ; ■ i : ; 1 ; i ; • i 1 ' ; _..._.; ;:;;;i•Vs ! .......1 ,...• __ - i n V --.- .„,•,•, I I I 1 • 1 i ; I i I 1 1 i 1 1 : I 1 ‘ i. ; ; • . , j , • ;;;; I . ! I j ; I _ ; I _ F :_, I I . 1 I - j I ! ! / F 1 ; ! l'e 1 ■+:, . (1 . 0) .41 = 1 , - ; . F I ; ! • ; j . F i I ; ; i i , / j i . ; I I I I I 1 I : • . _ I , L ;,_ I, ! j : 1. j- A. ; 1-- • -4-- - 4 " 4- --r-- 'IT- ---+- . I- t- ; 4-- 1 •i - .4 ! ' - . i i ; ;• • , i . ' ; 1 ! ! 1 . ,} } : i I 1 ; . I ■ , 1 ' 1 i i ! • i i ! ' ; i ; 1 " 1 ea --' +- --- -- t • , ' 1 ' / ' •t - - 1 - I 1( 44111 1 --1 , - . I - i I t 1 t 1 ! -• i I f 1 • I t i ; ; ; 4 1 4 t i../ It....1 - 't; I • 1.1 4 i • 1 ; 4 ! ' I : ; NI I! 4 -- ..j - ' - - - - " -..-. ..- . , ,. -:4_,-,...L... - . ,.% 1 ....,,, _ -0 H - I - i-I-I-Atie-tv)L.==--r 7 1 i ;426)(0tx) 91 ' ' 1 • 0 . CeAL/#0 ,i i . i M i : i i 1 ! ' : ■ I 1 I ; i 1. i 1 1 : 1 ! ! : / ; 1 L i I 1 " - • - !-- ': - ' !! i 4,- i -Nr i c`'e.: -- b f 7 29,v(ircr,01-0,,,,,,,:,--T-v---t--- 7- ° - •-- 0 13 ; ! i ! { • i : ; i 1 , ; 1 i ,.., ; ; ; - • . ; . 1- g • !' , , rITI2 1 1 A - 11 - .0 rty ik,?.\ El , i 1 I --0' 71.D.- ‘i Al)! , t i — . .-a, u 7- , - i , \ , „ 1 • 1 , , . - 1 , , - --• ' --- ' -- --- ---- i --1- i I. - t ------ T - 1 ---;",.,,- , ,.,, . , - , ; : = - , . . / , ; . / i . I I , ■ ' i ' i ci ' 0 1 < cat, ----... , , 1 . ; 4. , i 1,.... J , . - • ' ; ;;, ; • : 1- . :r -- jr-\\:. 1 C,0 ) 0 . . . . ----------- - - rk - . 51 - , 1- 7 - ' tiTyq§ - - coy - I cc.. •------ - Yi ' ,,••-, --------- , . • . , , i) • -1- . 7 . - . J7 > ; I : i i -7 - , , I v I . , i , - `;'' • ! i f NI" I -; . . -0 xi . ._ - ,__ -, 1 .1 : I - r i ';-- ; 4- :: 1: ; - 1 1 1 -1- . i . i I i- I - 7 --,---- ,• ; ,— z i , , '. • il , 1,-, ! , i iil m • T ' 1 I !: -4 I ;,-; i I ! - ! ■ i - 1. CA . V ,; :fa, tliA V ---.' NO -111- ! . ! - r ?, n o . 1 : . ■ '; 1 i I . ; , • -----; - 4 , 1 - 1 --- - 1 - -- I -- 4 : t - ; , f F.-- , , r mt., .z,t; r)= (3 . • :, ,, , , : , „. .„ , . „,.. , i ; E 1- ' , -1--- i•-•-• -! . ! i ; • 1 ! • ; i • t ! • • • i • i • • 0 • • ; t , , , ! 1 i • 1 • ! 1 • t • I! • • i • ; i • • I i • t ; t ! 1 • • z ! t • • ! • • K 1 ' f ' 4 I - 1 , l :, - t ; - t ' -- - , : 1 , t , , = : 1 ' •- t f I I f ' --- K 0 , ? i . ■ , i • I ' 1 ! 4 4 i ; t 4 ; ; i ' M 0 .......L. ... . - : ---!--: - - 1 . j r - • : -- - ; ' ..-- •ff tt • ; 1 • •`-'!-- ! - i i 1 ! - t - 1 ! • - t -c l --.1 - • , . , . • - ; i • ■ .; ' ,....,' ; : _, • . ' 1 : :: t :. o ,;), c. ,: 1 j ,2: g 31 i - .k.4:14(1-1-A i J.c.it_A--‘\,A1 1:, . , ; ii) : • k. - I.- 4-- I ; . , • • 4- -, 1.- --1- I. • 1. ' : ; • 4- . - ---1. 27- ' i ' ' • : t t ' ' t ' ; - i , :133rOad • i , ; ; , . ; ! ! 1 ; ' : : ! ' '•, I; .! : i- ,: i 'll.'.111',: 1, !1 . ( , - 1- • - (- •ON eor 01 Or . NZ, . ‘.... 'elVa • .. ... ..... _ . . .. , . .- .- . I ' . . . . , 1 i •• 1 , • , . • t , , . . • . 7 . t • . t ' , . • . ; , . . . 1 t . . , I t t ' ' t ' t : • . ' ' t . • . . • . - - _ .,. - . .._ ,..... ' . , . • - • i . • • ! I . . 1 • . ' . r . ,. . , , . .. e' ' ' , . . . _ . . • . . . . • . • . , • ' ;4 P = r: 4 4 i—d• ..`dt ,d,- . . . . , . .-d 4 ;•-'._ e-d, "- 'Ad" ; L • e , i 5 ' ., . , ;. . ' • ' e %'_- T ' (;14 , `" '• ** a' ' • : ,., ,_, , --1 • . ->,--,, 0 ' '--;,' - ' ; : 5i ‘ --? : 15A % , ( , (-1 - 'f - . .. 0 ,-, 0 . , ' , • l•-■ . , • . 7, : _ . , - . . . . 0 ---:, , ; : 1 , .• . . . • • : ; _ . , ; , • . .. : . . . . . . ; • 4 1 , . . - • -. - .:; ,,,, ... 4 1;b-E- ---... .-.:, - . -, -r,-, , ,s.,-, .,- ,.. .1__ ,_ 1 _,.- _ , _ i ,--,....: ...... : ., . ..._. . . . , . ,, i . :- - ! i bC): k S 4-- (i• L rt..)ril 4 - ?..9 1 11-g V\I . • --- i - . ( • $ . d --- -,44 ; - 1 • - h' '44' ' ''il " -4 '"'''-' '' ! 4-- - ', - =. ! • ----; ; 1 13 - i I ' ' ' ' ' di -'; - % d d i ' • 2 El • rr, , • i ._:__ •7 6 . - 1,.,._ : _...1 . . :_. 4, ,, ; t. -11 . _L.. Li , . z 7 1 , • , ! I ' ' ! t ' ' 1 : --- ' ",'.4 -; : ; . 0 x ' : • • 1 ' • t 0 ., ; _,1,„, : • ! ,. . .... , Sto,s7A ___4 2.tt. it_ —.1 -„...-:!....:._ .4._ - ..,.---,... -___:_i_-_, „‘_ _:. _, ',- _-.',..,,..,•_, _i___ L., ,..,,_ .. i ____ .. ...:. , - i • . ' • ' - ' • r i: he _ — ..,Pot-) ii 5 i 0; 545. ic.A. - • -5, ---, - 1 - : - t- 4 ' , C) . . 1 d ; e d , , : d e. 1 ...-; • t , d . . ' ; ; . e i ' 1,. d. I I id,- d ; • ' . • , ' - -d- - ,_,..1.-----ek:- - a - 4 --- , - 44w, - 417t7. --- id - , - / -- IJ;0• — 5 . : . . . . z t . > t t , , • - , , ' ., ' r . , :- :-„, : - -1‘ , ' 1 ' : 1 H • . i ! - -, , t • , , , , :,,, ,, --q --.,- .7- %,-e,.,..... a,- i 1 - ,1 L 1 . -- Npec - 4 7 ) 4'°: ' - r -.....:- - : ': -, ,,, , ' • ,i - 7-7.A:1 - t- i ---= • i - ---.- : ' z ' ' • ' ' , , v NI -v.... --: ,,' • t .._.: , ; .: ( , i ;. . • t ' t t .: ! A • ' ' t t rrit A... , -, 5 -,45.5 5 • ,I ‘,....A. e 1 ; ' ' t . 1 ••••••e ' 1 ' ' ' ' ' Z n - HH-: ' - ,._ rr ' ,-i -; : .5 : T. ' ' , . '' ; ; -. j , • i m 0 ( 1 : ! ; I ., t , , •; ;. i . : . , : ' • o x : :. , . ; i 7 \''- - 44- 0 vg ----/ , s ' ) • 7 : : rc c:, —:;1.,:,,;._; , ,•. i .. , : .. . ,,,,,....,. , , . • ,,,, , , , e 3 _ . nu:tiaryl - : A,in.:1,1 , : 0 . , . 1 m • - --,-,- -- ,, .., 1 i - ' --;- ! 4 ! • ' ' • 1 ' i, . ; : : ' : :. ! . . : . • , i ■ .. . . •.: ,, 1 ,_ . _ .. i . 1,,, __ ,, _A, _. . _' ,_ . _ ._ , . . ,_ _.• , , , : , , ,. , .__ , _ ' _ . ___ ' .. _ _ , . . : _ ,_' , __ _.' i ' Z - 11 : -- -0 k ... 1` 1 - i - - Pi .r : _ . . i - ■ . , i , . .... ! , _ ! ' . ; .1 ••"°'""' :.-- -,-' ', i 4 I, , - -- --• - - ■ : ! ; i-- ; -■ . i ! ■ 1 ' 1 ' ,__ . . . 4 , 1 ' •t - L , • , .': i I. , . - 3 :1.• . ;,I ; I ''• ' ; '-"' . d d- '. i•44 ;4- - 4 - :' I ; . : . 1 , : e • ; " '. d ' t ' ,.; i e d ■ ; ; ''' -: ' d • ; '-'. ; I -;'- ' d : 'd e ' - '''' d - ; d' ' ' -- 'ir ; ' : ; e I '• . ' ' ; ; I . • ' • I I ; e , I i '103 road ' •, -3 — i t - - - - • i 1 , . . • 1 i 1 t , , ., I ,., t I , t t i : : t :: , t 1 t . clot) i ON D :31Va (:) :' uor V , A9 • 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 he inches (into the Fc Stem = A811#114 inches Note: above is the the embedment into or cmax = 5.25 inches the foundation and does not consider stem wa Fnd Width = 36.00 inches c m;n = 2.25 inches cmin = 18.00 inches yW 1.00 cast -in -place anchor W 1.00 cast -in -place anchor k = 24 cast -in -place anchor k = 24 cast -in -place anchor = 0.75 strength reduction factor cb = 0.75 strength reduction fact Calculations Calculations AN = 68 in AN = 1296 AN = 11 0.25 in A = 1296 in` Nb = 8,607 pounds Nb = 55,121 pounds Wed,N = 0.8286. Wed,N = 1.00 Ncb = 4,399 pounds N = 55,121 pounds (I)Ncb = 3,299 pounds 4Nob = 41,341 pounds Combined Capacity of Stem Wall and Foundation (I)N = 44,640. 0.750 = 33,480 • Concrete Side Face Blow Out Givens Ab = 2.15 in` fc = 3000 psi . cmin = 18.00 inches = 0.75 strength reduction factor Calculations N = 231,191 pounds 4 Nsb = 173,393 pounds Concrete Pullout Strength Givens Ab = 2.15 in` fc = 3000 psi = 0.75 strength reduction factor Calculations N = 51,552 pounds 43 = 38,664 pounds Steel Yield Strength Givens • f = 58,000 psi A = 0.606 in = 0.80 strength reduction factor Calculations N = 35,148 pounds DNS = 28,118 pounds < 33,480 kD uctiltye Metg0 fi, Holdown Check Holdown HDU14 k Holdown Capacity= 414 930s pounds 1.6* Capacity= 23,888 pounds 23,888 < 28,118 Holdown "Checks '; • C- • ACI 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 f c = 3000 psi h' = 17.00 inches h 12 00 M1N inches (into the Foundation) Stem = Kook 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 cmin = 2.25 inches cmin = 18.00 inches Wc,N= 1.00 cast -in -place anchor yV 1.00 cast-in-place anchor k = 24 cast -in -place anchor k = 24 cast -in -place anchor = 0.75 strength reduction factor = 0.75 strength reduction factor Calculations Calculations ANc = 408 in` AN = 1296 in` AN = 2601 in` AN = 1296 in` Nb = 92,139 pounds Nb = 55,121 pounds Wed,N — 0.7265 Wed,N — 1.00 Nth = 10,500 pounds N = 55,121 pounds (1)Nei, = 7,875 pounds 4Neb = 41,341 pounds • Combined Capacity of Stem Wall and Foundation (I)Ncb = 49,216 • 0.750 = 36,912 • ■,46 Concrete Side Face Blow Out Givens Abrg = 2.75 fc = 3000 psi c ° 18.00 inches = 0.75 strength reduction factor Calculations Nsb = 261,589 pounds ( I ) Nsb = 196,192 pounds Concrete Pullout Strength Givens Ab = 2.75 in` fc = 3000 psi = 0/5 strength reduction factor Calculations N = 66,000 pounds SN = 49,500 pounds Steel Yield Strength Givens ft = 58,000 psi A = 0.763 in = 0.80 strength reduction factor Calculations N = 44,254 pounds 43,N = 35,403 pounds < 36,912 yDuctility Met s .! Holdown Check Holdown: HD19 Holdown Capacity= 16,380 pounds - 1.6* Capacity= 26,208 pounds 26,208 < 35,403 , Holdow,nCheckst g r • C V:7'1