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Specifications (9) /1'l5TTZo OS.-G Jl g- o-vuptf "v. )41 STRUCTURAL CALCULATIONS PREPARED FOR LOT 24 ARBOR SUMMIT PLAN 3198 THE SIERRA (ARBOR HOMES) ui E Y 8UtL.OtNG DIVISION RUCTURq PROp �'� �NGINEF9 `PO " n %g// " vG Y 1qv ' igRZ DerN EXPIRES: 12/W 5 THESE CALCULATIONS ARE VOID IF SEAL AND SIGNATURE ARE NOT ORIGINAL FEBRUARY 8, 2005 JOB NUMBER: 05-T054 ■ PROELICH CONSULTING ENGINEERS INC 1 * * * LIMITATIONS * * * ENGINEER WAS RETAINED IN A LIMITED CAPACITY FOR THIS PROJECT. DESIGN IS BASED UPON INFORMATION PROVIDED BY THE CLIENT, WHO IS SOLELY r RESPONSIBLE FOR 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. MAIN OFFICE CENTRAL OREGON 6969 SW Hampton Street 231 Scalehouse Loop,Suite 101 Tigard,Oregon 97223 Bend,Oregon 97702 503.624-7005/503.624-9770 FAX 541.383-1828/541.383-7696 FAX I Iof78 IfEl FROELICH CONSULTING ENGINEERS INC MAIN OFFICE 0 CENTRAL OREGON 0 6969 SW Hampton Street 231 SW Scalehouse Loop,Suite 101 Tigard,Oregon 97223 Bend,Oregon 97702 503.624-7005/503.624-9770 FAX 541.383-1828/541.383-7696 FAX Client: West Hills Development Project: The Sierra Plan 3198 Project Number: 04-T202 Date: November 16, 2004 By: GRH Scope of Work Froelich Engineers has provided full structural lateral and gravity design of the project per the 2003 IBC and 2004 OSSC. The roof trusses are designed by others. Froelich Engineers has provided details only to the areas pertaining to our design. Froelich Engineers did not design or review the details for the entire project. z i • Client: West Hills Development Project: The Sierra Plans 3198 FROELICH Proj.#: 04-T063A CONSULTING byte. GRH6/04 ENGINEERS INC Design Criteria: General: Building Code(s): 2003 IBC 2004 OSSC Roof Live Load: Snow= 25 psf Deflection Criteria: 1/240 Load Duration:; 1.15 Floor Live Loads: Floor Live= 40 psf Deflection Criteria: L/360 Wind Load*: Speed: 80 mph Exposure: B Importance Factor: 1.0 Special Req's: no Seismic Load: Design Category D Site Class D Response Coeff 6.5 Importance Factor: 1.0 Soils Data: Allowable Bearing(assumed): 1500 psf Frost Depth: 18 in Special Soils Reqs: --- * Per the 97 UBC&98 OSSC as allowed by the 2004 OSSC FROELICH CONSULTING ENGINEERS, INC. Client: West Hills Development Project: The Sierra Plan 3198 Date: November 16,2004 By: GRH DEAD LOAD TAKE OFF ROOF DEAD LOAD Framing(RFR) = 4.0 PSF Sheathing 1/2"(RPL) = 1.5 PSF Roofing(RRF) = 3.0 PSF Mech/Electrical (RME) = 1.5 PSF Ceiling(RCG) = 2.2 PSF Insulation(RIN) = 1.5 PSF Miscellaneous (MIS) = 1.3 PSF ROOF DEAD LOAD RDL=RFR+ RPL +RRF + RME +RMS +RCG + RIN + MIS RDL= 15 PSF FLOOR DEAD LOAD Framing(FFR) = 3.0 PSF Sheathing/Floor (FPL) = 4.0 PSF Mech/Electrical(FME) = 2.0 PSF Lower Ceiling(FCG) = 2.2 PSF Miscellaneous (FMS) = 0.8 PSF FLOOR DEAD LOAD FDL = FFR+ FPL+ FME + FCG + FMS FDL= 12 PSF BALCONY DEAD LOAD (if applicable) BDL= 10 PSF It 6969 SW Hampton Street CLIENT: PAGE / o (1� Tigard,Oregon 97223 II�`II77 FAX 503.624.9770 PROJECT FROELICH 503.624.7005 CONSULTING 0 231 SW Scalehouse Loop•Suite 101 PROJECT NUMBER: Bend,Oregon 97702 ENGINEERS INC FAX 541.383.7696 DATE: 541.383.1828 ■ BY: SA-XO_ ) UR IF-T tT 070 Lie 1a he= c.L/3 �S�rr� i�Zst�° -1.S }-d= z,35c lid- y hd= '//F; 40Psr "Pm 17,25(h1 IA) "; b g I F i ox_, LorsE fz (..// S4/0/4-)2 P 57P0 1�d= q• (//f r 9LG" 0- 23-1.10-GL-1E.DWG 11/16/2004 3:38:04 PM Scaled to fit r ir RIDGE dI1111IM11111111111111111111111111111111111111111\1•.1111111111111111111111111111'111111111111111111111111111111111111.. .III11111l1111111111111u1111111111111111111111111111111111111111111111111111111111'- 91u1u11111ui111111111111111111:11. .11111111111'111111111111111111111111111111111111111111111111111111111111111i111111111' 11111111111111111111t 1111111111111111. 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TZF-NZ SpA,..): DL- tS(3)= 44- See ('F -4( S t= zs(V)= z� Sp' /J: s '-ot+ DC = !S('fs) = G � )?F-yl = ZS(ss)= i3? gr-H5 SpA, : z-o ' )L = 1 (Y)(J8) = logo lis ,/ GIS E Li), /0 PF SC = zs(q)(18) = l8°0 RF-NC SPS: GC ., IS(iy)= 20-P4 �SE fix /0 FbZ S Z S _ .SOU Pc F RF-t-17 SP/,o 81-6`' HL = Z isT4, d 6 C x !()PF d z SL = Sa pcc SPAo : s'-o" QC = {SPJF(45 - G d SC- IZSPcf a36 t{ /C)oF du-..of aoa,00,d aru woa�rmorl► c-i- vm aIV H s�e�iaa ewd' il „213rNVM Z-8L5rt1 _ IV' IVr NOG,AWICIM 1403,2 Mir : Alk NOME 8xL-(Z , J3 QY9 TEM��NOM W . ti -i� .1 �- '.1 4 I - WIG 213aV 20-4 S 338 �� Main �'- A_z.1a 9 � ® Mr e 212.4.1 I r-- mlxf --ill KUHN _ 1 �H_A1 IHI I I _INkia- - - .z 1xy ,' xN -;1;;!,,,,,,,,k x ..;:- P....- lia ® 1l ---Ak Ilik Ah ik::. \ . . . 11. \ _ :-At. MIR I ilk All ° `�\�\� �\\��v © _ moi v.s mai.amciamo 1 7, IMIL. v\ • 1K V . i& W•Nx. ,0 L it'MIMI .137 lillillik I I\`��\I1.. • I I I 1 --- ,lit1\\ ,4— �� `, �__��--___ -__ `:�,1: 1111 Sdu �•�r-a_s ��• :—\ �\ //ka ===_,, .�`\\\\I 'z._-_q 0-'t---qr; ,_:. =_____,__, i. 1 �� 1 __ 111. \ L6 CV‘ -_—_ 11 ===== �� . N\ Y E NI l, 111 .., iir_=_ , z I r- hilk 1 fi___mt2 iti .. 4 Imil Mr : 1 1 IOxy I I I 41 o I-• �_ .-L— Ir.-=-7.-07, .dr 11 11 Mt I �rnol_ I Irli7 ©0 _III , 1 1 SN � � 9\4. �� Om., 00L O 844-jA 1 COMPANY PROJECT Apr.22,2001 13:27:30 RF H1.wwb Design Check Calculation Sheet Sizer 2002a LOADS: (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? Loadl Dead Full UDL 68.0 No Load2 Snow Full UDL 138.0 No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : `rte' " fias " . �� '�;&',x�'g,;�;''°s`'�..�$�.ru enas''�`�i��_ L,�"*�,xs�-�.,b��...�"m'�r:^',�'�€x,.,, -- ,n,��,�'x. .,`rz"t9. ;..,; � •�.._,..��'��`�'. :�' 'u'lo-'�c '. A 0' 6 Dead 227 227 Live 414 414 Total 641 641 Bearing: Length 1.0 1.0 Lumber-soft, D.Fir-L, No.2,4x10" Self Weight of 7.69 plf automatically included in loads; Lateral support:top=full,bottom=at supports;Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS-1997:(stress=psi,and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 22 Fv' = 109 fv/Fv' = 0.20 Bending(+) fb = 231 Fb' = 1242 fb/Fb' = 0.19 Live Defl'n 0.01 = <L/999 0.20 = L/360 0.05 Total Defl'n 0.02 = <L/999 0.40 = L/180 0.05 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.15 1.00 1.00 1.000 1.20 1.000 1.00 1.00 2 Fv' = 95 1.15 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+) : LC# 2 = D+S, M = 962 lbs-ft Shear : LC# 2 = D+S, V = 641, V@d = 476 lbs Deflection: LC# 2 = D+S EI= 369.34e06 lb-int Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 9 COMPANY PROJECT Apr.22,2004 13:28:26 RF-H5.wwb Design Check Calculation Sheet Sizer 2002a LOADS: (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? Loadl Dead Point 1080 1.00 No Load2 Snow Point 1800 1.00 No MAXIMUM REAr.T'nwle QCADIkIf' I Cur.-rue a..% . �+ C 4 s � � � a�,.µ$�A, 7.xi„3-t 'x4r,+g�Tt�3�'� "." � 7{,� -� F` g' �' '�_ & ��,,:�'��'{•' g tis > f. ,z Xiq� Fez � � # 5 �. �� i.V_ a§ ',� " : L�»ro "�" $'a y t•-'"� a§'��x�§.� M;! Cyt y&ih. eti .� '�.' �. Ar �; qt Ate.& ,' a x ``' y a• t # k a.ts` ,�x "c `tY` �''Sq u_£2„tTi- � 'x.Fs'� -F fq = rt�4x '..'.,,�' > tA* q a `` pk�'� .� rfi` i4. `'F 4' 0' 2' Dead 548 548 Live 900 900 Total 1448 1948 Bearing: Length 1.0 1.0 Lumber-soft, D.Fir-L, No.2,4x10" Self Weight of 7.69 plf automatically included in loads; Lateral support:top=full,bottom=at supports;Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS-1997:(stress=psi,and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 67 Fv' = 109 fv/Fv' = 0.61 Bending(+) fb = 347 Fb' = 1242 fb/Fb' = 0.28 Live Defl'n 0.00 = <L/999 0.07 = L/360 0.02 Total Defl'n 0.00 = <L/999 0.13 = L/180 0.02 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.15 1.00 1.00 1.000 1.20 1.000 1.00 1.00 2 Fv' = 95 1.15 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+) : LC# 2 = D+S, M = 1444 lbs-ft Shear : LC# 2 = D+S, V = 1436, V@d = 1442 lbs Deflection: LC# 2 = D+S EI= 369.34e06 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) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. ID COMPANY PROJECT Apr.22,2004 13:29:52 RF-H6.wwb Design Check Calculation Sheet Sizer 2002a LOADS: (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? Loadl Dead Full UDL 285.0 No Load2 Snow Full UDL 500.0 No MAXIMUM REACTIONS (lbs)and BEARING LENGTHS (in) : rye• s S' x la �,� - t z, �` a f -.� s x -t A 0' 6 Dead 878 878 Live 1500 1500 Total 2378 2378 Bearing: Length 1.1 1.1 Lumber-soft, D.Fir-L, No.2,4x10" Self Weight of 7.69 plf automatically included in loads; Lateral support:top=full, bottom=at supports;Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS-1997:(stress=psi,and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 82 Fv' = 109 fv/Fv' = 0.75 Bending(+) fb = 858 Fb' = 1242 fb/Fb' = 0.69 Live Defl'n 0.04 = <L/999 0.20 = L/360 0.20 Total Defl'n 0.07 = L/971 0.40 = L/180 0.19 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.15 1.00 1.00 1.000 1.20 1.000 1.00 1.00 2 Fv' = 95 1.15 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+) : LC# 2 = D+S, M = 3567 lbs-ft Shear : LC# 2 = D+S, V = 2378, V@d = 1767 lbs Deflection: LC# 2 = D+S EI= 369.34e06 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) 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. l COMPANY PROJECT Apr.22,2004 13:30:32 RF-H7.wwb Design Check Calculation Sheet Sizer 2002a LOADS: (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? Loadl Dead Full UDL 285.0 No Load2 Snow Full UDL 500.0 No MAXIMUM REACTIONS (lbs)and BEARING LENGTHS(in) : a.... i� ��. Asa_�_,..., � .1-) A 0' 8' Dead 1190 1190 Live 2000 2000 Total 3190 3190 Bearing: Length 1.0 1.0 Timber-soft, D.Fir-L, No.2, 6x10" Self Weight of 12.41 plf automatically included in loads; Lateral support:top=full,bottom=at supports;Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS-1997:(stress=psi,and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 73 Fv' = 98 fv/Fv' = 0.75 Bending(+) fb = 925 Fb' = 1006 fb/Fb' = 0.92 Live Defl'n 0.09 = <L/999 0.27 = L/360 0.34 Total Defl'n 0.17 = L/562 0.53 = L/180 0.32 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 875 1.15 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.15 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.3 million 1.00 1.00 2 Bending(+) : LC# 2 = D+S, M = 6379 lbs-ft Shear : LC# 2 = D+S, V = 3190, V@d = 2558 lbs Deflection: LC# 2 = D+S EI= 510.84e06 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) 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. a COMPANY PROJECT ti -Apr.22,200.4 43:31:31 RF H8.wwb Design Check Calculation Sheet Sizer 2002a LOADS: (lbs,psf,or plf) Load Type Distribution Magnitude Location (ft) Pattern Start End Start End Load? Loadl Dead Full UDL 60.0 No Load2 Snow Full UDL 125.0 No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : o 0' 3' 6' 9' Dead 81 223 223 81 Live 150 412 412 150 Total 231 636 636 231 Bearing: Length 1.0 1.0 1.0 1.0 Lumber-soft, D.Fir-L, No.2,4x10" Self Weight of 7.69 plf automatically included in loads; Lateral support:top=full, bottom=at supports;Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS-1997:(stress=psi,and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 9 Fv' = 109 fv/Fv' = 0.08 Bending(+) fb = 33 Fb' = 1242 fb/Fb' = 0.03 Bending(-) fb = 42 Fb' = 1241 fb/Fb' = 0.03 Live Defl'n 0.00 = <L/999 0.10 = L/360 0.00 Total Defl'n 0.00 = <L/999 0.20 = L/180 0.00 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.15 1.00 1.00 1.000 1.20 1.000 1.00 1.00 2 Fb'-= 900 1.15 1.00 1.00 0.999 1.20 1.000 1.00 1.00 2 Fv' = 95 1.15 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+) : LC# 2 = D+S, M = 139 lbs-ft Bending(-) : LC# 2 = D+S, M = 173 lbs-ft Shear : LC# 2 = D+S, V = 347, V@d = 198 lbs Deflection: LC# 2 = D+S EI= 369.34e06 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) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Continuous or Cantilevered Beams:NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 3.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. • 13 COMPANY PROJECT Apr.22,2004 13:33:53 RF-H8 wind.wwb Design Check Calculation Sheet Sizer 2002a LOADS: (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? Loadl Wind Full UDL 62.0 No MAXIMUM REACTIONS(lbs)and BEARING LENGTHS (in) : v -k�`w.x�x "s , s 'sK. � 4y ' �" `� ��,g „- �"3�r �S✓r �k �'�z�� s.r x �` � �e�; 0' 10' Dead 38 38 Live 310 310 Total 348 348 Bearing: Length 1.0 1.0 Lumber-soft, D.Fir-L, No.2,4x10" Self Weight of 7.69 plf automatically included in loads; Lateral support:top=full, bottom=at supports;Oblique angle:90.0[deg];Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS-1997:(stress=psi,and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 14 Fv' = 152 fv/Fv' = 0.09 Sending(+) x-x fb = 0 Fb' = 1728 fb/Fb' = 0.00 y-y fb = 554 Fb' = 1901 fb/Fb' = 0.29 (fb/Fb')x + ('b/Fb')y = 0.29 Live Defl'n 0.26 = L/454 0.33 = L/360 0.79 Total Defl'n 0.31 = L/383 ' 0.67 = L/180 0.47 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.60 1.00 1.00 1.000 1.20 1.000 1.10 1.00 2 Fv' = 95 1.60 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+) : LC# 2 = .67D+W, M = 871 lbs-ft Shear : LC# 2 = .67D+W, V = 348, V@d = 295 lbs Deflection: LC# 2 = .67D+W EI= 369.34e06 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) 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. 1 • ❑ 6969 SW Hampton Street CLIENT: PAGE 114 / Tigard,Oregon 97223 FAX 503.624.9770 PROJECT: FROELICH 503.624.7005 CONSULTING ° 231 SW Scalehouse Loop•Suite 101 PROJECT NUMBER: Bend,Oregon 97702 ENGINEERS INC FAX 541.383.7696 DATE: 541.383.1828 ■ BY: 1--0-wEe v-F- r1 // SPA-K) 9 Zd5 " 12)[...- / .Ps?(3) = y� Sc= (2.c-Psr f 1s ;)3 = ziO 113 t: Cx8o 1z 5COMPIS- COMPANY ANY PROJECT Apr.22,2004 13:51:57 Lower Roof Beam.wwb Design Check Calculation Sheet Sizer 2002a LOADS: (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? Loadl Dead Full UDL 45.0 No Load2 Snow Full UDL 210.0 No MAXIMUM REACTIONS (lbs)and BEARING LENGTHS (in) : ';7 RyY., g, , '' "u"g a,, 'c+z t'.'z J�t d _w"t,k#.4. v d t'c% `tj �4x,'.: x` 4s "m i' _ 5x �. e.1 ms.x � Kr°m t} � �'k: .x fi 3 �r �, 'c ' •`#� r ry a x r s �. v.;..a�..fi+:� ��c�,..�,_� ��.i' x, • 0' 9'-6" Dead 260 260 Live 997 997 Total 1258 1258 Bearing: Length 1.0 1.0 Timber-soft, D.Fir-L, No.2,6x8" Self Weight of 9.8 plf automatically included in loads; Lateral support:top=full,bottom=at supports;Load combinations:ICBO-UBC; SECTION vs. DESIGN CODE NDS-1997:(stress=psi,and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 40 Fv' = 98 fv/Fv' = 0.41 Bending(+) fb = 695 Fb' = 805 fb/Fb' = 0.86 Live Defl'n 0.15 = L/744 0.32 = L/360 0.48 Total Defl'n 0.21 = L/535 0.63 = L/180 0.34 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 700 1.15 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.15 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.3 million 1.00 1.00 2 Bending(+) : LC# 2 = D+S, M = 2987 lbs-ft Shear : LC# 2 = D+S, V = 1258, V@d = 1092 lbs Deflection: LC# 2 = D+S EI= 251.36e06 lb-int 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) 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. r i El 6969 SW Hampton Street CLIENT: PAGE?6 / 2P Tigard,Oregon 97223 FAX 503.624.9770 FROELICH 503.624.7005 PROJECT: CONSULTING 231 SW Scalehouse Loop•Suite 101 PROJECT NUMBER: Bend,Oregon 97702 ENGINEERS INC FAX 541.383.7696 DATE: 541.383.1828 ■ BY: 01;6/ rCO R rg--QlrhC, TolsT5 SPA,,o : 18'-0 „ �,/l C.36. I2pir usE Z,c/d DP dr O. C, L�= y0P3i- 02 (z) Z1(/0Df 44Z e /G "O•(f 11faz £' /, : / LO DC.= apse tise 2x74Dl IZ & /6"d.G LL- 2/60..sr LIF-.S 3 SPA/a: /7-0 r/ DL : /ZP.5F /Lc- 2740 pp 4 2e' /2 "(, C, ZC /f0�-s F SPAIU 13-0N DC = )2P.sr I.L ., 110P.“ Psc = 2 Psr(3)(/,33) t 6s-,30)(z')(/.3T�= zYS /4 s d /O Fr PDt_ ° (80pbr F I1(Z,)/.3s t 60(1.31) _ /?O lbs a a Fi uF-ss SPA u 131-c" Lr DC - I? • LC-- I/0 [PSL = zS-( )(i�� t ss(z)(r) Pp c _ �U�r + 3U(i) t 306)= j Yo • ali IV TYP v Iiir 8EE 6HEET 83 FOR +F-14 LOWER ROOF FRM111Ya L DE2- Nor e Ie M1l" , 1Y+11�„� Q` 1 /ei:,. m $ 1 I v rrP v ` � LG� I IC`1:''LF 1 LF-/-/ _ m11___ — -- JL I I `I fzl®DFI _ _ JI cj 13 DP2-I T�_ L _l ---1 I lry ar J 1_, ' MM t 11 1 V1 U I •,� * 01® V b.., 1 kit, I E 20 °Fn• •0 '' I oV v1c,vcowl- O 11�- I 1 r I ' L5 OF 0 © �� 1 0 •\1 n �I n I I� 1 7x6 WALL W/ ':;>, 1 u 5bx101h GL u 2x6 DP2 STUDS�egri SIMPS R GLT5 n fl n •Ib'OL. UF-BB HMKER • ® 9� r12 v 5l9x9 GL Li u ri 4�W I n n lt]5 _4x10 - }_ .I -1i 1E1 QI o F-- 0 * LE 4 m 91'2 I I ).Te - - - -v .p I I 1x10I .x10 DF•2�- - 04 21-2x10 D �� I I urw 11 .49/".yy� I I I i �l__• I r I j rrr D• �1 II'' 4x10 DFQ __- 2)-2x rP ,10 IIS u4x10 DF•1uAft .' Pe v • n n7T n 9alf1 nu W/SA 7P80N 11410 +� .' II I - x HANGERS Alli 14 Gt 3----i'U 2I - -n---- UF13/0 n WDIGATEs SHEAR WAL • I HO.ATES FROM 1ST TYP IP Q /V FLOOR i0 2ND FLOOR qp, 1�� 129 ❑ a - u 5.sx191y GL.uS kXpu u �� OG.111 i 91 u. v n e)i+aq,, 1x0��,,02,0T1A', , v 5IMPSON U410+a "'? © M A\''' gi egAr1 G �M1l�1F HANGER C 0 • G CR Del I I 2 ,a s a , g, �s�a' 4� -z-.1r c a . ,..I 0 TYP IIu .� -�4x1® © (�_►+7 — a O 4 I h g Im mI 11F�J,5 1 1511-1 6x10 DP2 4x10 DF4 '44.x Of-? •wv°S 1 LL 4 U Of �' �- 11_ 1 4<l19 DP'2 . 1 I I — 1xwm,�,��.11 s`N� 11 I 14 9.6.0. 1 1 i 1 tct Gt1O� I I TMP I I 1 l u Gim DF•2 Li I I I A 0 O I liii �� tig -0 -l ua11Mm5ON uF-BIZ O7UD STONE NOT TO �� I s- I L-J I HANGER .J+a tF-h g EXCEED Ili•THICKNESS I� -SEE ARCH. 41 defZ r LGA' © � 46 LECWER�ROOF FRAMING 1):,_• G� e Ff2- (A2-67 .0 a a+M1,� 't l$ COMPANY PROJECT Apr.22,2001 13:08:17 UF J1.wwb Design Check Calculation Sheet Sizer 2002a LOADS: (lbs,psf,or plf Load Type Distribution Magnitude Location (ft] Pattern Start End Start End Load? Loadl Dead Full Area 12.00 (8.0)* No Load2 Live Full Area 40.00 (8.0)* No *Tributary Width (in) MAXIMUM REACTIONS(lbs)and BEARING LENGTHS (in) : 18' Dead 72 72 Live 240 240 Total 312 312 Bearing: Length 1.0 1.0 Lumber-soft, D.Fir-L, No.2, 2x10" Spaced at 8"dc; Lateral support:top=full, bottom=at supports;Repetitive factor:applied where permitted(refer to online help); Load combinations:ICBO-UBC; SECTION vs. DESIGN CODE NDS-1997:(stress=psi,and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 31 Fv' = 95 fv/Fv' = 0.32 Bending(+) fb = 788 Fb' = 1138 fb/Fb' = 0.69 Live Defl'n 0.40 = L/542 0.60 = L/360 0.66 Total Defl'n 0.58 = L/374 1.20 = L/180 0.48 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.00 1.00 1.00 1.000 1.10 1.000 1.00 1.15 2 Fv' = 95 1.00 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+) : LC# 2 = D+L, M = 1404 lbs-ft Shear : LC# 2 = D+L, V = 312, V@d = 285 lbs Deflection: LC# 2 = D+L EI= 158.29e06 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) 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. t 19 COMPANY PROJECT Apr.22,2004 13:09:09 UF J2.wwb Design Check Calculation Sheet Sizer 2002a LOADS: (lbs,psf,or plf) Load Type Distribution Magnitude Location (ft) Pattern Start End Start End Load? Loadl Dead Full Area 12.00 (16.0)* No Load2 Live Full Area 40.00 (16.0)* No *Tributary Width (in) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 15' Dead 120 120 Live 400 400 Total 520 520 Bearing: Length 1.0 1.0 Lumber-soft, D.Fir-L, No.2, 2x10" Spaced at 16"c/c; Lateral support:top=full,bottom=at supports;Repetitive factor:applied where permitted(refer to online help);Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS-1997:(stress=psi,and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 50 Fv' = 95 fv/Fv' = 0.53 Bending(+) fb = 1094 Fb' = 1138 fb/Fb' = 0.96 Live Defl'n 0.38 = L/469 0.50 = L/360 0.77 Total Defl'n 0.56 = L/323 1.00 = L/180 0.56 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.00 1.00 1.00 1.000 1.10 1.000 1.00 1.15 2 Fv' = 95 1.00 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+) : LC# 2 = D+L, M = 1950 lbs-ft Shear : LC# 2 = D+L, V = 520, V@d = 467 lbs Deflection: LC# 2 = D+L EI= 158.29e06 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) 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. • ao COMPANY PROJECT Apr.22,2004 12:13:21 UF J3.wwb Design Check Calculation Sheet Sizer 2002a LOADS: (lbs,psf,or pif) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? Loadl Dead Full Area 12.00 (12.0)* No Load2 Live Full Area 40.00 (12.0)* No *Tributary Width (in) MAXIMUM REACTIONS (lbs)and BEARING LENGTHS (in) : , .. ...as .,.z . , .ti�? ,.:0 0' 17' Dead 102 102 Live 340 340 Total 442 442 Bearing: Length 1.0 1.0 Lumber-soft, D.Fir-L, No.2, 2x10" Spaced at 12"c/c; Lateral support:top=full, bottom=at supports;Repetitive factor:applied where permitted(refer to online help); Load combinations:ICBO-UBC; SECTION vs. DESIGN CODE NDS-1997:(stress=psi,and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 43 Fv' = 95 fv/Fv' = 0.46 Bending(+) fb = 1054 Fb' = 1138 fb/Fb' = 0.93 Live Defl'n 0.47 = L/429 0.57 = L/360 0.84 Total Defl'n 0.69 = L/296 1.13 = L/180 0.61 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.00 1.00 1.00 1.000 1.10 1.000 1.00 1.15 2 Fv' = 95 1.00 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+) : LC# 2 = D+L, M = 1878 lbs-ft Shear : LC# 2 = D+L, V = 442, V@d = 402 lbs Deflection: LC# 2 = D+L EI= 158.29e06 lb-int 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) 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. • a\ COMPANY PROJECT Apr.22,2004 1.4:18:18 UF J4.wwb Design Check Calculation Sheet Sizer 2002a LOADS: (lbs,psf,or pif) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? Loadi Dead Full Area 12.00 (16.0)* No Load2 Live Full Area 40.00 (16.0)* No Load3 Dead Point 190 10.00 No Load4 Snow Point 245 10.00 No *Tributary Width (in) MAXIMUM REACTIONS (lbs)and BEARING LENGTHS (in) : L .w=att€ fitt -wsa r .vy.' dam.I:t k ti "*+s. s s *x, a_ '"sI4',1 f 0' 13' Dead 148 250 Live 403 535 Total 551 785 Bearing: Length 1.0 1.0 Lumber-soft, D.Fir-L, No.2, 2x10" Spaced at 16"c/c; Lateral support:top=full,bottom=at supports;Repetitive factor:applied where permitted(refer to online help); Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS-1997:(stress=psi,and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 79 Fv' = 109 fv/Fv' = 0.72 Bending(+) fb = 1228 Fb' = 1309 fb/Fb' = 0.94 Live Defl'n 0.30 = L/528 0.43 = L/360 0.68 Total Defl'n 0.48 = L/322 0.87 = L/180 0.56 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.15 1.00 1.00 1.000 1.10 1.000 1.00 1.15 3 Fv' = 95 1.15 1.00 1.00 3 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 3 Bending(+) : LC# 3 = D+L+S, M = 2190 lbs-ft Shear : LC# 3 = D+L+S, V = 785, V@d = 732 lbs Deflection: LC# 3 = D+L+S EI= 158.29e06 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) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. .4 as COMPANY PROJECT Apr.22,2004 14:17:44 UF-J5.wwb Design Check Calculation Sheet Sizer 2002a LOADS: (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft) Pattern Start End Start End Load? Loadl Dead Full Area 12.00 (12.0)* No Load2 Live Full Area 40.00 (12.0)* No Load3 Dead Point 140 8.00 No Load4 Snow Point 185 8.00 No *Tributary Width (in) MAXIMUM REACTIONS (lbs)and BEARING LENGTHS (in) : i fl a F d h 5 0' 13' Dead 132 164 Live 331 374 Total 463 538 Bearing: Length 1.0 1.0 Lumber-soft, D.Fir-L, No.2,2x10" Spaced at 12"c/c; Lateral support:top=full,bottom=at supports;Repetitive factor:applied where permitted(refer to online help); Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS-1997:(stress=psi,and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 54 Fv' = 109 fv/Fv' = 0.49 Bending(+) fb = 1144 Fb' = 1309 fb/Fb' = 0.87 Live Defl'n 0.25 = L/628 0.43 = L/360 0.57 Total Defl'n 0.42 = L/372 0.87 = L/180 0.48 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.15 1.00 1.00 1.000 1.10 1.000 1.00 1.15 3 Fv' = 95 1.15 1.00 1.00 3 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 3 Bending(+) : LC# 3 = D+L+S, M = 2040 lbs-ft Shear : LC# 3 = D+L+S, V = 538, V@d = 498 lbs Deflection: LC# 3 = D+L+S EI= 158.29e06 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) 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. • 6969 SW Hampton Street CLIENT: PAGE.23/ ■ � Tigar 97223 03..624 9770 FAX FROELICH 503.624.7005 PROJECT: CONSULTING fJ 231 SW ScalehOregon9770ouse Loop•Suite 101 PROJECT NUMBER: Bend, 2 ENGINEERS,INC FAX 541.383.7696 DATE: 541.383383.1828 • BY: UPPER Foxe BE ms LIF' �tP•is ��. .0 V fkkx? lJE rr Lc"r7 e.1 One LJ. G4 DL = 17psF(131) _ 16pcF `ti L = 1/dp-j F(1--J3) : S.3 Pc F WO( Ji) = /BSPtf 0^3Fr Itse (2) ZxDF '#'Z 2g(?' = ZOOPcr C�t3Fr ZIF-¢ SP,4,1_, l3=v" DL= /Lper LL= S3PcF POC = IJ 01)(17.4 = ZY70 O 3Fr 11�E x 9 " c C. P�� = 2s(,i)(,7.4 = yg15- 3 F SPAi0 DL= /6ccf 1 ( --1731,417 `'off l (3.S.)(4)(3) :"- 7,0 d 8F r PSL = ZS(31)(/2)(3)= 1315 SFT iL6 3/g 91' ).z. CIF-BY SEAL): 9f.SF- P� = '102.) = S°Pc t /�ll �/SE (Z) 2x/U PF �Z LL V(110) - 160PL1 • 11F-es •SPAu • /y,srr DL : 6G vc F LL =S3PL u> 6 x l0 of t PDC . ) /is l0 7 3C0Ihs e 7 6969 SW Hampton Street CLIENT: PAGE) / ■ �� Tigard,Oregon 97223 FAX 503.624.9770 PROJECT: FROELICH 503.624.7005 CONSULTING Ei 231 SW Scaleho0 7use Loop•Suite 101 PROJECT NUMBER: Bend,Oregon 972 ENGINEERS,INC FAX.3541.38382 83.187696 DATE: 541 ■ BY: IF- 66 SPmo /9--9 " QLD - 1//r(F { 0-$1.33 LL, = 305 vv(41s) = tug- 0- g.” OCz= lilf(F 19- x'.33- �Z S%X /9/ CY, LCz = 3 oS r 48(1) SSS 8.z3 IZ DL3 = /3Z + !IN . air 12 - I9. 7 LC) = 33r + yo(7) : (/D 1 Dt SSO e iZ of = 3u0 e, /0 � /ci P3 _ /08S 7Q0 /0 /Y PO $00 CO Vt Psi = &,S-0 o /`/ 1/F-LS7 SpA-A): //SFr DCS 17.63) lSG LL = (.1063) = -C2c) Llai /adz C.Lr I c = 3 Lb e> z G PLL.- 7,g0 o 2, G GIF-88 SPA/) AS-Fr 9(1z) , 102 LL, . 7(yu) = 34c) DLZ = 1/(m) . Yg 1 E S lay A 1. 6.c. LCZ = 5'(4/ 116 s-rr.3 UP-89 SPA,u: ISFr t(--= /GPtF • Lt." S)PLF ?c = 9'/S u /fir (LL=222-a r ❑ 6969 SW Hampton Street CLIENT: PAGE)/ ■ TE Tigard,Oregon 97223 FAX 503.624.9770 FROELICH 503.624.7005 PROJECT: CONSULTING J 23nd1 SWOScalehregon97702ouse Loop•Suite 101 PROJECT NUMBER: Be , ENGINEERS,INC 541 541.383.769696 DATE: 541.383.1848 ■ BY: 11F-E/0 SP,-f,- C SFT �C = rzM ) _ lly LC = Y005) = 32ous E Vx /U DF uF-6// SPA,u= 13Fr D t-' /(iPI.F FDL= 37d//,1 o ZFr (11.5e- yx /D of .aa p 2C=S3Pc% ILt_ _ /Z3S e) zr af-6/z SPA/0= �cFr I^�C = /ZRcF i YOPLF t (I$.5) = 370PcF LL = 40PLF u�E yx/U Df SC = ZSCJ9.S) = Ill 87PLf- uF-B/3 SPA& ?ir DC = Z(17,) -t :E"(z) _ /33 it SC = ZS( 3 �= 7s �,e yXlJ0p 4`Z C� = Z(Yo) _ &�v OF- P-11 S PAc,v = SFr yJ t C = e lfr LC- = G /f, dse o- z7.10 7W COMPANY PROJECT IIS Apr.22,2004 14:32:33 UF-B1.wwb Design Check Calculation Sheet Sizer 2002a LOADS: (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? Loadl Dead Full Area 12.00 (1.33)* No Load2 Live Full Area 40.00 (1.33)* No Load3 Dead Partial UDL 185.0 185.0 0.00 3.00 No Load4 Snow Point 245 10.00 No Load5 Snow Partial UDL 200.0 200.0 0.00 3.00 No *Tributary Width (ft) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : gi `, $ Qo,"Y 4 �S 4. r t i� a - 4 z t1 � �� K �� .��4X' .<,2 ,;.fi.' ;,r.s y, �'�- 3 x `� '`r,-"c, ` j. Y y�. w .4 .,, �x a+S"J 4 7`"x• &. 0' 13' Dead 595 Live 934 604 Total 1529 772 Bearing: Length 1.0 1.0 Lumber n-ply, D.Fir-L, No.2, 2x10", 2-Plys Lateral support:top=full,bottom=at supports;Repetitive factor: applied where permitted(refer to online help); Load combinations:ICBO-UBC; SECTION vs. DESIGN CODE NDS-1997:(stress=psi,and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 64 Fv' = 109 fv/Fv' = 0.58 Bending(+) fb = 769 Fb' = 1138 fb/Fb' = 0.68 Live Defl'n 0.20 = L/789 0.43 = L/360 0.46 Total Defl'n 0.32 = L/493 0.87 = L/180 0.36 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.15 1.00 1.00 1.000 1.10 1.000 1.00 1.00 3 Fv' = 95 1.15 1.00 1.00 3 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 3 Bending(+) : LC# 3 = D+L+S, M = 2741 lbs-ft Shear : LC# 3 = D+L+S, V = 1529, V@d = 1179 lbs Deflection: LC# 3 = D+L+S EI= 158.29e06 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) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 3. BUILT-UP BEAMS: it is assumed that each ply is a single continuous member(that is, no butt joints are present)fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top-loaded.Where beams are side-loaded,special fastening details may be required. a`1 COMPANY PROJECT Apr.22,2004 14:38:43 UF-B2.wwb Design Check Calculation Sheet Sizer 2002a LOADS: (lbs, psf,or plf) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? Loads Dead Full Area 12.00 (1.33)* No Load2 Live Full Area 40.00 (1.33)* No Load3 Dead Point 2890 2.00 No Load4 Snow Point 4815 2.00 No *Tributary Width (ft) MAXIMUM REACTIONS (lbs)and BEARING LENGTHS (in) : Sva.. 3±.n .vFm w.# „44,. wa.:. }' 4w-^•' 0. 13' Dead 2549 549 Live 4421 1087 Total 6970 1636 Bearing: Length 1.6 1.0 Glulam-Simple,VG West.DF,24F-V4, 6-314x9" Lateral support:top=full,bottom=at supports;Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS-1997:(stress=psi,and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 171 Fv' = 218 fv/Fv' = 0.78 Bending(+) fb = 1818 Fb' = 2760 fb/Fb' = 0.66 Live Defl'n 0.28 = L/563 0.43 = L/360 0.64 Total Defl'n 0.51 = L/308 0.87 = L/180 0.58 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.15 1.00 1.00 1.000 1.00 1.000 1.00 1.00 3 Fv' = 190 1.15 1.00 1.00 3 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 3 Bending(+) : LC# 3 = D+L+S, M = 13802 lbs-ft Shear : LC# 3 = D+L+S, V = 6970, V@d = 6918 lbs Deflection: LC# 3 = D+L+S EI= 738.10e06 lb-int 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) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.GLULAM:The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases.This is conservative except where point loads occur at 1/3 points of a span(NDS Table 5.3.2). 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 Apr.22,2004 14:43:30 UF-B3.wwb Design Check Calculation Sheet Sizer 2002a LOADS: (lbs,psf,or pif) Load Type Distribution Magnitude Location (ft] Pattern Start End Start End Load? Loads Dead Full Area 12.00 (1.33)* No Load2 Live Full Area 40.00 (1.33)* No Load3 Dead Point 790 5.00 No Load4 Snow Point 1315 5.00 No *Tributary Width (ft) MAXIMUM REACTIONS (lbs)and BEARING LENGTHS (in) : I 0' 13' Dead 590 408 Live 1156 852 Total 1746 1260 Bearing: Length 1.0 1.0 Glulam-Simple,VG West.DF, 24F-V4, 3-1/8x9" Lateral support:top=full, bottom=at supports;Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS-1997:(stress=psi,and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 90 Fv' = 218 fv/Fv' = 0.41 Bending(+) fb = 2237 Fb' = 2760 fb/Fb' = 0.81 Live Defl'n 0.38 = L/408 0.43 = L/360 0.88 Total Defl'n 0.68 = L/228 0.87 = L/180 0.79 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.15 1.00 1.00 1.000 1.00 1.000 1.00 1.00 3 Fv' = 190 1.15 1.00 1.00 3 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 3 Bending(+) : LC# 3 = D+L+S, M = 7864 lbs-ft Shear : LC# 3 = D+L+S, V = 1746, V@d = 1694 lbs Deflection: LC# 3 = D+L+S EI= 341.71e06 lb-int 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) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.GLULAM:The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases.This is conservative except where point loads occur at 1/3 points of a span(NDS Table 5.3.2). 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 Apr.22,2004 14:51:11 UF-B4.wwb Design Check Calculation Sheet Sizer 2002a LOADS: (ibs,psf,or plf) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? Loadl Dead Full UDL 50.0 No Load2 Live Full UDL 160.0 No MAXIMUM REACTIONS (lbs)and BEARING LENGTHS (in) : .„ • 's u sem-& x i 1 "z�u, s s .v �`' "., '�' � `��g�„y � "',�.. �r �mq�e .z,** �'�� °�T�Y� '��€Y,'"'*��#.:``' �"�'-� ,°` r , s,,j.S 0' 4'-6" c � ,zH�.e. - Y , x- .. Iz _ _ wc. .. .v A, � e,Jxw• Dead 127 127 Live 360 360 Total 487 487 Bearing: Length 1.0 1.0 Lumber n-ply, D.Fir-L, No.2, 2x10", 2-Plys Self Weight of 6.59 plf automatically included in loads; Lateral support:top=full, bottom=at supports;Repetitive factor:applied where permitted(refer to online help); Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS-1997:(stress=psi,and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 17 Fv' = 95 fv/Fv' = 0.18 Bending(+) fb = 154 Fb' = 990 fb/Fb' = 0.16 Live Defl'n 0.00 = <L/999 0.15 = L/360 0.03 Total Defl'n 0.01 = <L/999 0.30 = L/180 0.02 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.00 1.00 1.00 1.000 1.10 1.000 1.00 1.00 2 Fv' = 95 1.00 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+) : LC# 2 = D+L, M = 548 lbs-ft Shear : LC# 2 = D+L, V = 487, V@d = 320 lbs Deflection: LC# 2 = D+L EI= 158.29e06 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) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 3. BUILT-UP BEAMS:it is assumed that each ply is a single continuous member(that is,no butt joints are present)fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top-loaded.Where beams are side-loaded,special fastening details may be required. COMPANY PROJECT Apr.22,2004 14:57:23 UF-B5.wwb Design Check Calculation Sheet Sizer 2002a LOADS: (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft) Pattern Start End Start End Load? Loadl Dead Full UDL 16.0 No Load2 Live Full UDL 53.0 No Load3 Dead Point 125 6.00 No Load4 Dead Point 125 7.00 No Load5 Live Point 360 7.00 No Load6 Live Point 360 6.00 No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : -TA '"'4d:3� " s� �'`T4v_4T.-sh" • �...Sd i'at.q6 t � 4' } • •U 14'-6" Dead 344 318 Live 781 707 Total 1125 1025 Bearing: Length 1.0 1.0 Timber-soft, D.Fir-L, No.2, 6x10" Self Weight of 12.41 plf automatically included in loads; Lateral support:top=full, bottom=at supports;Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS-1997: (stress=psi,and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 30 Fv' = 85 fv/Fv' = 0.36 Bending(+) fb = 783 Fb' = 875 fb/Fb' = 0.89 Live Defl'n 0.25 = L/683 0.48 = L/360 0.53 Total Defl'n 0.42 = L/418 0.97 = L/180 0.43 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 875 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.00 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.3 million 1.00 1.00 2 Bending(+) : LC# 2 = D+L, M = 5399 lbs-ft Shear : LC# 2 = D+L, V = 1125, V@d = 1061 lbs Deflection: LC# 2 = D+L EI= 510.84e06 lb-int 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) 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. a f 31 COMPANY PROJECT Apr.22,2004 15:12:08 UF-B6.wwb Design Check Calculation Sheet Sizer 2002a LOADS: (lbs.psf,or plf) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? Loadl Dead Partial UDL 165.0 165.0 0.00 8.33 No Load2 Live Partial UDL 485.0 485.0 0.00 8.33 No Load3 Dead Partial UDL 195.0 195.0 8.33 12.00 No Load4 Live Partial UDL 585.0 585.0 8.33 12.00 No Load5 Dead Partial UDL 215.0 215.0 12.00 19.75 No Load6 Live Partial UDL 610.0 610.0 12.00 19.75 No Load7 Dead Point 550 12.00 No Load8 Live Point 1085 12.00 No • Load9 Dead Point 710 14.00 No LoadO Live Point 1550 14.00 No Loall Dead Point 300 10.00 No Loal2 Live Point 700 10.00 No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 19'-9" Dead 2564 3221 Live 6380 7869 Total 8944 11091 Bearing: Length 2.7 3.3 Glulam-Simple,VG West.DF, 24F-V4, 5-1/8x19-1/2" Self Weight of 23.74 plf automatically included in loads; Lateral support:top=full,bottom=at supports; Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS-1997:(stress=psi,and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 143 Fv' = 190 fv/Fv' = 0.75 Bending(+) fb = 2075 Fb' = 2300 fb/Fb' = 0.90 Live Defl'n 0.48 = L/498 0.66 = L/360 0.72 Total Defl'n 0.77 = L/308 1.32 = L/180 0.58 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.00 1.00 1.00 1.000 1.00 0.958 1.00 1.00 2 Fv' = 190 1.00 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Bending(+) : LC# 2 = D+L, M = 56172 lbs-ft Shear : LC# 2 = D+L, V = 10856, V@d = 9554 lbs Deflection: LC# 2 = D+L EI=5700.09e06 lb-int 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) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2.GLULAM:The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases.This is conservative except where - point loads occur at 1/3 points of a span(NDS Table 5.3.2). 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). 3a COMPANY PROJECT Apr.22,2001 15:13:58 UF B7.wwb Design Check Calculation Sheet Sizer 2002a LOADS: (lbs,psf,or Of) Load Type Distribution Magnitude Location Eft) Pattern Start End Start End Load? Loadl Dead Full UDL 156.0 No Load2 Live Full UDL 520.0 No Load3 Dead Point 345 2.00 No Load4 Dead Point 345 6.00 No Loads Live Point 780 2.00 No Load6 Live Point 780 6.00 No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : " t r , t` 0 0' 11'-6" Dead 1420 1210 Live 4007 3533 Total 5428 4743 Bearing: Length 1.6 1.4 Glulam-Simple,VG West.DF, 24F-V4, 5-1/8x10-1/2" Self Weight of 12.78 plf automatically included in loads; Lateral support:top=full, bottom=at supports;Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS-1997:(stress=psi,and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 135 Fv' = 190 fv/Fv' = 0.71 Bending(+) fb = 1997 Fb' = 2400 fb/Fb' = 0.83 Live Defl'n 0.30 = L/457 0.38 = L/360 0.79 Total Defl'n 0.46 = L/299 0.77 = L/180 0.60 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# I Fb'+= 2400 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 190 1.00 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Bending(+) : LC# 2 = D+L, M = 15670 lbs-ft Shear : LC# 2 = D+L, V = 5428, V@d = 4825 lbs Deflection: LC# 2 = D+L EI= 889.91e06 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) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2.GLULAM:The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases.This is conservative except where point loads occur at 1/3 points of a span(NDS Table 5.3.2). 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 -,Apr.22,2001 15:20:00 UF B8.wwb Design Check Calculation Sheet Sizer 2002a LOADS: (lbs,psf,or plf) Load Type Distribution Magnitude Location (ft) Pattern Start End Start End Load? Loadl Dead Full UDL 108.0 No Load2 Live Full UDL 360.0 No Load3 Dead Partial UDL 50.0 50.0 5.00 11.50 No Load4 Live Partial UDL 160.0 160.0 5.00 11.50 No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : a .a 0' 11-6" Dead 776 917 Live 2364 2816 Total 3140 3733 Bearing: Length 1.0 1.1 Glulam-Simple,VG West.DF, 24F-V4, 5-1/8x9" Self Weight of 10.96 plf automatically included in loads; Lateral support:top=full, bottom=at supports;Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS-1997:(stress=psi,and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 103 Fv' = 190 fv/Fv' = 0.54 Bending(+) fb = 1754 Fb' = 2400 fb/Fb' = 0.73 Live Defl'n 0.32 = L/430 0.38 = L/360 0.84 Total Defl'n 0.48 = L/288 0.77 = L/180 0.62 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 190 1.00 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Bending(+) : LC# 2 = D+L, M = 10115 lbs-ft Shear : LC# 2 = D+L, V = 3670, V@d = 3170 lbs Deflection: LC# 2 = D+L EI= 560.41e06 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) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2.GLULAM:The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases.This is conservative except where point loads occur at 1/3 points of a span(NDS Table 5.3.2). 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 Apr.22,2004 15:54:29 UF-B9.wwb Design Check Calculation Sheet Sizer 2002a LOADS: (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? Loadl Dead Full UDL 16.0 No Load2 Live Full UDL 53.0 No Load3 Dead Point 915 1.00 No Load4 Live Point 2820 1.00 No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 15' Dead 1056 263 Live 3030 585 Total 4086 849 Bearing: Length 1.2 1.0 Glulam-Simple,VG West.DF, 24F-V4, 5-118x9" Self Weight of 10.96 plf automatically included in loads; Lateral support:top=full, bottom=at supports;Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS-1997:(stress=psi,and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 131 Fv' = 190 fv/Fv' = 0.69 Bending(+) fb = 778 Fb' = 2400 fb/Fb' = 0.32 Live Defl'n 0.23 = L/785 0.50 = L/360 0.46 Total Defl'n 0.37 = L/485 1.00 = L/180 0.37 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 190 1.00 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Bending(+) : LC# 2 = D+L, M = 4489 lbs-ft Shear : LC# 2 = D+L, V = 4086, V@d = 4026 lbs Deflection: LC# 2 = D+L EI= 560.41e06 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) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM:The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases.This is conservative except where point loads occur at 1/3 points of a span(NDS Table 5.3.2). 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). COINPANY PROJECT Apr.22,2004 15:59:30 UF-B10.wwb Design Check Calculation Sheet Sizer 2002a LOADS: (lbs, psf,or plf) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? Loads Dead Full UDL 114.0 No Load2 Live Full UDL 380.0 No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0 0 6'-6" Dead 395 395 Live 1235 1235 Total 1630 1630 Bearing: Length 1.0 1.0 Lumber-soft, D.Fir-L, No.2,4x10" Self Weight of 7.69 plf automatically included in loads; Lateral support:top=full,bottom=at supports;Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS-1997:(stress=psi,and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 58 Fv' = 95 fv/Fv' = 0.61 Bending(+) fb = 637 Fb' = 1080 fb/Fb' = 0.59 Live Defl'n 0.04 = <L/999 0.22 = L/360 0.19 Total Defl'n 0.06 = <L/999 0.43 = L/180 0.14 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.00 1.00 1.00 1.000 1.20 1.000 1.00 1.00 2 Fv' = 95 1.00 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+) : LC# 2 = D+L, M = 2650 lbs-ft Shear : LC# 2 = D+L, V = 1630, V@d = 1244 lbs Deflection: LC# 2 = D+L EI= 369.34e06 lb-int 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) 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. 3G COMPANY PROJECT Apr.22,2004 16:01:31 UF-B11.wwb Design Check Calculation Sheet Sizer 2002a LOADS: (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft) Pattern Start End Start End Load? Loadl Dead Full UDL 16.0 No Load2 Live Full UDL 53.0 No Load3 Dead Point 370 2.00 No Load4 Live Point 1235 2.00 No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : x 0' 13' Dead 467 211 Live 1389 534 Total 1857 745 Bearing: Length 1.0 1.0 Lumber-soft, D.Fir-L, No.2,4x10" Self Weight of 7.69 plf automatically included in loads; Lateral support:top=full,bottom=at supports;Load combinations:ICBO-UBC; SECTION vs. DESIGN CODE NDS-1997:(stress=psi,and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 83 Fv' = 95 fv/Fv' = 0.88 Bending(+) fb = 872 Fb' = 1080 fb/Fb' = 0.81 Live Defl'n 0.21 = L/741 0.43 = L/360 0.49 Total Defl'n 0.33 = L/479 0.87 = L/180 0.38 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.00 1.00 1.00 1.000 1.20 1.000 1.00 1.00 2 Fv' = 95 1.00 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+) : LC# 2 = D+L, M = 3626 lbs-ft Shear : LC# 2 = D+L, V = 1857, V@d = 1797 lbs Deflection: LC# 2 = D+L EI= 369.34e06 lb-int 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) 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 Apr.22,2004 16:20:50 UF-B12.wwb Design Check Calculation Sheet Sizer 2002a LOADS: (lbs, psf,or plf) Load Type Distribution Magnitude Location [ft) Pattern Start End Start End Load? Loadl Dead Full UDL 370.0 No Load2 Live Full UDL 40.0 No Load3 Snow Full UDL 487.0 No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : a _ _ 0' 6' Dead 1133 1133 Live 1581 1581 Total 2714 2714 Bearing: Length 1.2 1.2 Lumber-soft, D.Fir-L, No.2,4x10" Self Weight of 7.69 plf automatically included in loads; Lateral support:top=full, bottom=at supports;Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS-1997:(stress=psi,and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 93 Fv' = 109 fv/Fv' = 0.86 Bending(+) fb = 979 Fb' = 1242 fb/Fb' = 0.79 Live Defl'n 0.04 = <L/999 0.20 = L/360 0.21 Total Defl'n 0.09 = L/833 0.40 = L/180 0.22 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.15 1.00 1.00 1.000 1.20 1.000 1.00 1.00 3 Fv' = 95 1.15 1.00 1.00 3 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 3 Bending(+) : LC# 3 = D+L+S, M = 4071 lbs-ft Shear : LC# 3 = D+L+S, V = 2714, V@d = 2017 lbs Deflection: LC# 3 = D+L+S EI= 369.34e06 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) 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 -Apr.22,2004 1&46:38 UF B13.wwb Design Check Calculation Sheet Sizer 2002a LOADS: (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? Loadl Dead Full UDL 135.0 No Load2 Live Full UDL 80.0 No Load3 Snow Full UDL 75.0 No MAXIMUM REACTIONS(lbs) and BEARING LENGTHS (in) : Q 0 0' 9' Dead 642 642 Live 697 697 Total 1340 1340 Bearing: Length 1.0 1.0 Lumber-soft, D.Fir-L, No.2,4x10" Self Weight of 7.69 plf automatically included in loads; Lateral support:top=full, bottom=at supports;Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS-1997:(stress=psi,and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 51 Fv' = 109 fv/Fv' = 0.47 Bending(+) fb = 725 Fb' = 1242 fb/Fb' = 0.58 Live Defl'n 0.06 = <L/999 0.30 = L/360 0.21 Total Defl'n 0.15 = L/732 0.60 = L/180 0.25 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.15 1.00 1.00 1.000 1.20 1.000 1.00 1.00 3 Fv' = 95 1.15 1.00 1.00 3 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 3 Bending(+) : LC# 3 = D+L+S, M = 3014 lbs-ft Shear : LC# 3 = D+L+S, V = 1340, V@d = 1110 lbs Deflection: LC# 3 = D+L+S EI= 369.34e06 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) 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. 31 COMPANY PROJECT Apr.22,2004 16:47:21 UF B14.wwb Design Check Calculation Sheet Sizer 2002a LOADS: (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? Loadl Dead Point 645 1.00 No Load2 Live Point 700 1.00 No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : v a c yJ CA 0' 5' Dead 532 145 Live 560 140 Total 1092 285 Bearing: Length 1.0 1.0 Lumber n-ply, D.Fir-L, No.2, 2x10", 2-Plys Self Weight of 6.59 plf automatically included in loads; Lateral support:top=full,bottom=at supports;Repetitive factor:applied where permitted(refer to online help); Load combinations:ICBO-UBC; SECTION vs. DESIGN CODE NDS-1997: (stress=psi,and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 59 Fv' = 95 fv/Fv' = 0.62 Bending(+) fb = 302 Fb' = 990 fb/Fb' = 0.30 Live Defl'n 0.01 = <L/999 0.17 = L/360 0.03 Total Defl'n 0.01 = <L/999 0.33 = L/180 0.04 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.00 1.00 1.00 1.000 1.10 1.000 1.00 1.00 2 Fv' = 95 1.00 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+) : LC# 2 = D+L, M = 1076 lbs-ft Shear : LC# 2 = D+L, V = 1092, V@d = 1087 lbs Deflection: LC# 2 = D+L EI= 158.29e06 lb-int/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) 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. ❑ 6969 SW Hampton Street CLIENT: PAGE qt) ■ �� Tigard,Oregon 97223 FAX 503.624.9770 PROJECT: FROELICH 503.624.7005 CONSULTING ❑ 231 SW Scalehouse Loop•Suite 101 PROJECT NUMBER: Bend,Oregon 97702 ENGINEERS INC FAX 541.383.7696 DATE: 541.383.1828 • BY: L oL.r&rc Fc_vog Inc D�r�s LF - /4 ) - Ga~zx-E,E 1.1ckI.E'(Z Dc =. 0-167.3- DL = /CY 104--/6,21 St = 375 /a S---/C,ZS Po, /LC y, �sL - 170 0 4, `I 11S6 SYS / A. C,.L. PDL = ZSSU PSL - `PRO 0 /0.3— Poc S90 0 n.S" PSC = Nss d IZ.i zr-NZ SP3'-o" OL = SOPCF- f 'Z (G) CI tiof ,_) C- `i`x (D PF Z PDC : -5,-SO a I,> b'sC = 700 d r_3- tF-H3 S€'AN: y-U" DC= 8dp,F t IZ(V.75) f !S(Z ) istr8)- "MC PcT 11= Yapc.F(s'7S) 33C) Lis C tix(c) SC= s7(z) { Z5(1) ` ZS(I) INPCP" Lr- SPAN : DC = SCJ 1JZ�7.S>tIs(20") - `17v LL = 4o(71.-5 = 3 a c� 143 S7 SC- S7(z' t z.s(a'):Pio ❑ 6969 5W Hampton Street CLIENT: PAGE LiI/ 3 Tigard,Oregon 97223 FAX 503.624.9770 PROJECT: FROELICH 503.624.7005 CONSULTING ❑ 2end,31 SW Scalehouse Loop•Suite 101 PROJECT NUMBER: BOregon 97702 ENGINEERS,INC 5.383.1828 696 DATE: ■ BY: LF-HS SPak,t..): 3 x z '-o" DL = 8'07, 1z(a) = 19.o 1L&- Yn lvcF ` z L c = Yo(9) = 3G 0 LF-NG DL= b'Ot17(e) = 1 Z as 67 /, /dop44Z L(, = yc(‘) . Z yG LF-H 7 SPA/ r S'-o DL= 12(1►) = rzi G1sc VX(C) F z LL- cio(1I) = too Sc-E LF-113 DC = 1203) = JSP LL fo(J3) = SZo Spho = (,0 " DL= 2�sr( BFr) - 80PCi- t /69JF(s ' = ZZ-S— S Z.SS L= ZSPSF (3Fr) t Zi(S) + 6-7-$1)((0)(4(%) = Z./0 PcF LL = L/Up (6'F;)= 3 20 PLT • Poi = JPS F(ZZr r`)61 = POO c) Z. 6 7 i rr tt SE" s/2x 7 (;. . ZP..sF(Z`/FTV1) = zyo i 2_G7 hlo� _ /t 0:2) = 3S Z ZS(VI) =6ou • • L12 • • COMPANY PROJECT • Apr.23,2004-07:5&:54 LF H1.wwb - Design Check Calculation Sheet Sizer 2002a LOADS: (lbs,psf,or pif) Load Type Distribution Magnitude Location [ft) Pattern Start End Start End Load? Load/ Dead Partial UDL 188.0 188.0 0.00 10.50 No Load2 Snow Partial UDL 401.0 401.0 0.00 10.50 No Load3 Dead Partial UDL 164.0 164.0 10.50 16.25 No Load4 Snow Partial UDL 375.0 375.0 10.50 16.25 No Load5 Dead Point 115 4.00 No Load6 Dead Point 115 9.00 No Load7 Snow Point 190 4.00 No Load8 Snow Point 190 9.00 No Load9 Dead Point 2550 10.50 No LoadO Snow Point 4420 10.50 No Loall Dead Point 590 12.50 No Loal2 Snow Point 1155 12.50 No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS(in) : A A 0' 16'-3" Dead 2843 3771 Live 5290 7032 Total 8133 10802 Bearing: Length 2.4 3.2 Glulam-Simple,VG West.DF, 24F-V4, 5-1/8x16-1/2" Self Weight of 20.09 plf automatically included in loads; Lateral support:top=full, bottom=at supports; Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS-1997:(stress=psi,and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 176 Fv' = 218 fv/Fv' = 0.81 Bending(+) fb = 2547 Fb' = 2743 fb/Fb' = 0.93 Live Defl'n 0.40 = L/486 0.54 = L/360 0.74 Total Defl'n 0.73 = L/267 1.08 = L/180 0.67 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.15 1.00 1.00 1.000 1.00 0.994 1.00 1.00 2 Fv' = 190 1.15 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Bending(+) : LC# 2 = D+S, M = 49363 lbs-ft Shear : LC# 2 = D+S, V = 10639, V@d = 9925 lbs Deflection: LC# 2 = D+S EI=3453.27e06 lb-int 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) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM:The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases.This is conservative except where point loads occur at 1/3 points of a span(NDS Table 5.3.2). . 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 u3 COMPANY PROJECT Apr.23,2004 10:03:11 LF-H2.wwb Design Check Calculation Sheet Sizer 2002a LOADS: (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? Loadl Dead Point 550 1.50 No Load2 Snow Point 900 1.50 No Load3 Dead Full UDL 152.0 No Load4 Live Full UDL 240.0 No MAXIMUM REArTinMq nhcl Anil RFARIIl(t I PhinTI-Ig lin • 'ra'$k"�,'3S; '` .3 • � `� "b' e S'Y":}�r1, s �, ��'",�,'�+-,e'3�agLr y4", ,3•�e"�� ; �u £ .� ��a d-,y�. �1 t 3.y� -a, '� '".!s s t +wc+ &;� r' ,a.,a.d.q-•° �y�'Y s�' aP a}��`,�w ,k.T4 n��,+I -. �� g ��.a.�� 7� P ft fV4 .» -. +-, e a .> ,} ;rmT h 'x'ab +`ICY+ .1' * p�' 2 t � w we•s ' '. '�r. L1 � 0' 3' Dead 515 515 Live 810 810 Total 1325 1325 Bearing: Length 1.0 1.0 Lumber-soft, D.Fir-L, No.2,4x10" Self Weight of 7.69 plf automatically included in loads; Lateral support:top=full,bottom=at supports; Load combinations:ICBO-UBC; SECTION vs. DESIGN CODE NDS-1997:(stress=psi,and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 47 Fv' = 109 fv/Fv' = 0.43 Bending(+) fb = 370 Fb' = 1242 fb/Fb' = 0.30 Live Defl'n 0.00 = <L/999 0.10 = L/360 0.04 Total Defl'n 0.01 = <L/999 0.20 = L/180 0.03 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.15 1.00 1.00 1.000 1.20 1.000 1.00 1.00 3 Fv' = 95 1.15 1.00 1.00 3 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 3 Bending(+) : LC# 3 = D+L+S, M = 1537 lbs-ft Shear : LC# 3 = D+L+S, V = 1313, V@d = 1017 lbs Deflection: LC# 3 = D+L+S EI= 369.34e06 lb-int 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) 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. I /414 COMPANY PROJECT • Apr.23,2004 10:05:17 LF-H3.wwb Design Check Calculation Sheet Sizer 2002a LOADS: (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? Loadl Dead Full UDL 485.0 No Load2 Live Full UDL 350.0 No Load3 Snow Full UDL 640.0 No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : • `. � 9^"•�M NZ d (a, � w' } �':3 a+a3 § .1 �'': to t 'S +. ti • Q lu 0' 4' Dead 985 985 Live 1980 1980 Total 2965 2965 Bearing: Length 1.4 1.4 Lumber-soft, D.Fir-L, No.2,4x10" Self Weight of 7.69 plf automatically included in loads; Lateral support:top=full,bottom=at supports; Load combinations:ICBO-UBC; SECTION vs. DESIGN CODE NDS-1997:(stress=psi,and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 84 Fv' = 109 fv/Fv' = 0.77 Bending(+) fb = 713 Fb' = 1242 fb/Fb' = 0.57 Live Defl'n 0.02 = <L/999 0.13 = L/360 0.12 Total Defl'n 0.03 = <L/999 0.27 = L/180 0.10 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.15 1.00 1.00 1.000 1.20 1.000 1.00 1.00 3 Fv' = 95 1.15 1.00 1.00 3 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 3 Bending(+) : LC# 3 = D+L+S, M = 2965 lbs-ft Shear : LC# 3 = D+L+S, V = 2965, V@d = 1822 lbs Deflection: LC# 3 = D+L+S EI= 369.34e06 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) 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. NS COMPANY PROJECT • Apr.23,2004 10:06:18 LF-H5.wwb Design Check Calculation Sheet Sizer 2002a LOADS: (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? Loads Dead Full UDL 190.0 No Load2 Live Full UDL 360.0 No MAXIMUM REACTIONS (lbs)and BEARING LENGTHS (in) : . �, u f ,� zy ax*... 51 aw a - a 0' 3' 6' 9' Dead 237 652 652 237 Live 432 1188 1188 432 Total 669 1840 1840 669 Bearing: Length 1.0 1.0 1.0 1.0 Lumber-soft, D.Fir-L, No.2,4x10" Self Weight of 7.69 plf automatically included in loads; Lateral support:top=full,bottom=at supports;Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS-1997:(stress=psi,and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 27 Fv' = 95 fv/Fv' = 0.28 Bending(+) fb = 97 Fb' = 1080 fb/Fb' = 0.09 Bending(-) fb = 121 Fb' = 1079 fb/Fb' = 0.11 Live Defl'n 0.00 = <L/999 0.10 = L/360 0.01 Total Defl'n 0.00 = <L/999 0.20 = L/180 0.01 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.00 1.00 1.00 1.000 1.20 1.000 1.00 1.00 2 Fb'-= 900 1.00 1.00 1.00 0.999 1.20 1.000 1.00 1.00 2 Fv' = 95 1.00 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+) : LC# 2 = D+L, M = 402 lbs-ft Bending(-) : LC# 2 = D+L, M = 502 lbs-ft Shear : LC# 2 = D+L, V = 1004, V@d = 574 lbs Deflection: LC# 2 = D+L EI= 369.34e06 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) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2.Continuous or Cantilevered Beams:NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 3.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT Apr.23,2004 1-0:07:52 LF 146.wwb Design Check Calculation Sheet Sizer 2002a LOADS: (lbs,psf,or pif) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? Loadl Dead Full UDL 152.0 No Load2 Live Full UDL 240.0 No MAXIMUM REACTIONS (lbs)and BEARING LENGTHS (in) : s. h 4 tl o' 6' Dead 479 479 Live 720 720 Total 1199 1199 Bearing: Length 1.0 1.0 Lumber-soft, D.Fir-L, No.2,4x10" Self Weight of 7.69 plf automatically included in loads; Lateral support:top=full,bottom=at supports;Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS-1997:(stress=psi,and in) Criterion Analysis Value Design Value Analsis/Design Shear fv @d = 41 Fv' = 95 fv/yFv' = 0.93 Bending(+) fb = 432 Fb' = 1080 fb/Fb' = 0.40 Live Defl'n 0.02 = <L/999 0.20 = L/360 0.09 Total Defl'n 0.04 = <L/999 0.40 = L/180 0.09 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.00 1.00 1.00 1.000 1.20 1.000 1.00 1.00 2 Fv' = 95 1.00 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+) : LC# 2 = D+L, M = 1799 lbs-ft Shear : LC# 2 = D+L, V = 1199, V@d = 891 lbs Deflection: LC# 2 = D+L EI= 369.34e06 lb-int 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) 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 • Apr.23,2004 10:07:36 LF H7.wwb Design Check Calculation Sheet Sizer 2002a LOADS: (lbs,psf,or pif) Load Type Distribution Magnitude Location (ft) Pattern Start End Start End Load? Loadl Dead Full UDL 121.0 No Load2 Live Full UDL 440.0 No MAXIMUM REACTIONS (lbs)and BEARING LENGTHS (in) : � w . A 0' 5' Dead 322 322 Live 1100 1100 Total 1422 1422 Bearing: Length 1.0 1.0 Lumber-soft, D.Fir-L, No.2,4x10" Self Weight of 7.69 plf automatically included in loads; Lateral support:top=full,bottom= at supports;Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS-1997:(stress=psi,and in) Criterion Analysis Value Desi.n Value Analysis/Design Shear fv @d = 46 Fv' = 95 fv/Fv' = 0.48 Bending(+) fb = 427 Fb' = 1080 fb/Fb' = 0.40 Live Defl'n 0.02 = <L/999 0.17 = L/360 0.10 Total Defl'n 0.02 = <L/999 0.33 = L/180 0.07 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.00 1.00 1.00 1.000 1.20 1.000 1.00 1.00 2 Fv' = 95 1.00 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+) : LC# 2 = D+L, M = 1777 lbs-ft Shear : LC# 2 = D+L, V = 1422, V@d = 983 lbs Deflection: LC# 2 = D+L EI= 369.34e06 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) 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. 7,-CO1174- COMPANY MPANY PROJECT ffl WoodWorks® SOFTWARE FOR WOOD DESIGN L F-HI -Nov.36,2904 15:33:50- LF 149•A►anrb Design Check Calculation Sheet Sizer 2002a LOADS: (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? Loadl Dead Full UDL 225.0 No Load2 Live Full UDL 320.0 No Load3 Snow Full UDL 210.0 No Load4 Dead Partial UDL 352.0 352.0 0.00 2.67 No Load5 Snow Partial UDL 600.0 600.0 0.00 2.67 No Load6 Dead Point 1410 2.67 No Load7 Snow Point 2400 2.67 No MAXIMUM REACTIONS (lbs)and BEARING LENGTHS (in) : s,.�.•, �� aux�� >f a ,�a ��.�� ,.:�.�. y 3 0' 6 Dead 2221 1543 Live 4168 3012 Total 6389 4556 Bearing: Length 1.9 1.4 Glulam-Simple,VG West.DF, 24F-V4, 5-118x9" Self Weight of 10.96 plf automatically included in loads; Lateral support:top=full, bottom=at supports;Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS-1997:(stress=psi,and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 166 Fv' = 218 fv/Fv' = 0.76 Bending(+) fb = 1896 Fb' = 2760 fb/Fb' = 0.69 Live Defl'n 0.07 = L/984 0.20 = L/360 0.37 Total Defl'n 0.13 = L/546 0.40 = L/180 0.33 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.15 1.00 1.00 1.000 1.00 1.000 1.00 1.00 3 Fv' = 190 1.15 1.00 1.00 3 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 3 Bending(+) : LC# 3 = D+L+S, M = 10929 lbs-ft Shear : LC# 3 = D+L+S, V = 6389, V@d = 5101 lbs Deflection: LC# 3 = D+L+S EI= 560.41e06 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) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM:The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases.This is conservative except where point loads occur at 1/3 points of a span(NDS Table 5.3.2). 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). '-1S COMPANY PROJECT Arbor Homes Elderberry Plan kooc GRH LF-B1.wwb --Apr.23,20041325:08 Design Check Calculation Sheet Sizer 2002a LOADS: (lbs,psf,or plf) Load Type Distribution Magnitude Location (ft) Pattern Start End Start End Load? Loadl Dead Full UDL 50.0 No Load2 Live Full UDL 160.0 No MAXIMUM REACTIONS (lbs)and BEARING LENGTHS (in) : a � f 0' 8' Dead 224 224 Live 640 640 Total 864 864 Bearing: Length 1.0 1.0 Lumber-soft, D.Fir-L, No.2,4x8" Self Weight of 6.03 plf automatically included in loads; Lateral support:top=full,bottom=at supports;Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS-1997:(stress=psi,and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 43 Fv' = 95 fv/Fv' = 0.46 Bending(+) fb = 676 Fb' = 1170 fb/Fb' = 0.58 Live Defl'n 0.08 = <L/999 0.27 = L/360 0.31 Total Defl'n 0.13 = L/759 0.53 = L/180 0.24 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.00 1.00 1.00 1.000 1.30 1.000 1.00 1.00 2 Fv' = 95 1.00 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+) : LC# 2 = D+L, M = 1728 lbs-ft Shear : LC# 2 = D+L, V = 864, V@d = 734 lbs Deflection: LC# 2 = D+L EI= 177.83e06 lb-int 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) 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 Arbor Homes Elderberry Plan xoax GRH LF-B2.wwb _ Apr.23,2004 13:26:10- Design Check Calculation Sheet Sizer 2002a LOADS: (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? Loadl Live Full UDL 440.0 No Load2 Dead Full UDL 292.0 No MAXIMUM REACTIONS (lbs)and BEARING LENGTHS (in) : z � LI 0' 4' Dead 596 596 Live 880 880 Total 1476 1476 Bearing: Length 1.0 1.0 Lumber-soft, D.Fir-L, No.2,4x8" Self Weight of 6.03 plf automatically included in loads; Lateral support:top=full,bottom=at supports;Load combinations:ICBO-UBC; SECTION vs. DESIGN CODE NDS-1997:(stress=psi,and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 61 Fv' = 95 fv/Fv' = 0.64 Bending(+) fb = 578 Fb' = 1170 fb/Fb' = 0.49 Live Defl'n 0.01 = <L/999 0.13 = L/360 0.11 Total Defl'n 0.03 = <L/999 0.27 = L/180 0.11 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.00 1.00 1.00 1.000 1.30 1.000 1.00 1.00 2 Fv' = 95 1.00 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+) : LC# 2 = D+L, M = 1476 lbs-ft Shear : LC# 2 = D+L, V = 1476, V@d = 1030 lbs Deflection: LC# 2 = D+L EI= 177.83e06 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) 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. - So COMPANY PROJECT Jane 1.6,2003 09:58:0-1 (1)2x6 Cripple Stud.wwc Design Check Calculation Sheet Sizer 2002a LOADS: (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? Loadl Dead Axial 2000 (Eccent=icity = 0.00 in) Load2 Snow Axial 3500 (Eccentricity = 0.00 in) MAXIMUM REACTIONS (lbs): 0, Lumber n-ply, D.Fir-L, Stud, 2x6", 1-ply Self Weight of 1.96 plf automatically included in loads; Pinned base; Loadface=width(b); Built-up fastener:nails;Ke x Lb: 1.00 x 0.00=0.00[ft];Ke x Ld: 1.00 x 8.00=8.00[ft]; Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS-1997:(stress=psi,and in) Criterion Analysis Value Design Value Analysis/Design Axial fc = 669 Fc' = 777 fc/Fc' = 0.86 Axial Bearing fg = 669 Fg' = 2323 fg/Fg' = 0.29 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fc' = 850 1.15 1.00 1.00 1.00 (Cp = 0.795) 2 E' = 1.4 million 1.00 1.00 0 Fg' = 2020 1.15 1.00 2 Axial : LC# 2 = D+S, P = 5516 lbs (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) 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. SI COMPANY PROJECT -June 1.6,2903-09:58:27 (2)2x6 Cripple Stud.wwc Design Check Calculation Sheet Sizer 2002a LOADS: (lbs,psf,or plf) Load Type Distribution Magnitude Location (ft] Pattern Start End Start End Load? Loadl Dead Axial 4500 (Eccentricity = 0.00 in) Load2 Snow ;Axial 7000 (Eccentricity = 0.00 in) MAXIMUM REACTIONS (lbs): 0' 8' Lumber n-ply, D.Fir-L, Stud, 2x6", 2-Plys Self Weight of 3.92 plf automatically included in loads; Pinned base; Loadface=width(b); Built-up fastener:nails;Ke x Lb: 1.00 x 0.00=0.00[ft]; Ke x Ld: 1.00 x 8.00=8.00[ft]; Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS-1997:(stress=psi,and in) Criterion Analysis Value Design Value Analysis/Design Axial fc = 699 Fc' = 777 fc/Fc' = 0.90 Axial Bearing fg = 699 Fg' = 2323 fg/Fg' = 0.30 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fc' = 850 1.15 1.00 1.00 1.00 (Cp = 0.795) 2 E' = 1.4 million 1.00 1.00 0 Fg' = 2020 1.15 1.00 2 Axial : LC# 2 = D+S, P =11531 lbs Kf = 1.00 (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) 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. S1 COMPANY PROJECT June 1-6,2003-11:51:08 4x6 Cripple Stud.wwc Design Check Calculation Sheet Sizer 2002a LOADS: (lbs, psf,or plf) Load Type Distribution Magnitude Location (ft] Pattern Start End Start End Load? Loadl Dead Axial 8000 (Eccentricity = 0.00 in) Load2 Snow Axial 12000 (Eccentricity = 0.00 in) MAXIMUM REACTIONS (lbs): 0' 8' Lumber Post, D.Fir-L, No.2,4x6" Self Weight of 4.57 plf automatically included in loads; Pinned base;Loadface=width(b); Ke x Lb: 1.00 x 0.00=0.00[ft]; Ke x Ld: 1.00 x 8.00=8.00[ft];Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS-1997:(stress=psi,and in) Criterion Analysis Value Design Value Analysis/Design Axial fc = 1041 Fc' = 1132 fc/Fc' = 0.92 Axial Bearing fg = 1041 Fg' = 2323 fg/Fg' = 0.45 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fc' = 1350 1.15 1.00 1.00 1.10 (Cp = 0.663) 2 E' = 1.6 million 1.00 1.00 0 Fg' = 2020 1.15 1.00 2 Axial : LC# 2 = D+S, P =20036 lbs (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. . S3 COMPANY PROJECT Apr.23,2004 17:34:15 6x6 Post.wwc Design Check Calculation Sheet Sizer 2002a LOADS: (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? Loadl Dead Axial 10000 (Eccentricity = 0.00 in) Load2 Snow Axial 15000 (Eccentricity = 0.00 in) MAXIMUM REACTIONS (lbs): ;` . d k � ; v E [.° jrxe ia"i 7'' s .r "7 77 , . k nr . • G is.�; � e �r : yx• ,S'd��" + .� '�e � x Re�. � °u t. ^+t ray;-�1"� �;`�' fad s�.�.�.^� A 0' 8' Timber-soft, D.Fir-L, No.1, 6x6" Self Weight of 7.19 plf automatically included in loads; Pinned base; Loadface=width(b); Ke x Lb: 1.00 x 0.00=0.00[ft];Ke x Ld: 1.00 x 8.00=8.00[ft];Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS-1997:(stress=psi,and in) Criterion Analysis Value Design Value Analysis/Design Axial fc = 828 Fc' = 906 fc/Fc' = 0.91 Axial Bearing fg = 828 Fg' = 1702 fg/Fg' = 0.49 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fc' = 1000 1.15 1.00 1.00 1.00 (Cp = 0.788) 2 E' = 1.6 million 1.00 1.00 0 Fg' = 1480 1.15 1.00 2 Axial : LC# 2 = D+S, P =25057 lbs (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. COMPANY PROJECT Apr.24,2004-09:33:48 Garage King Stud.wwc Design Check Calculation Sheet Sizer 2002a LOADS: (lbs,psf,or pif) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? Loadl Wind Point 405 6.00 No MAXIMUM REACTIONS (lbs): 0' 8' Dead Live 101 304 Total 101 304 Lumber n-ply, D.Fir-L, No.2, 2x6", 2-Plys Self Weight of 3.92 plf automatically included in loads; Pinned base;Loadface=width(b); Built-up fastener:nails;Ke x Lb: 1.00 x 8.00=8.00[ft];Ke x Ld: 1.00 x 8.00=8.00[ft];Lateral support:top= Lb,bottom=Lb;Repetitive factor: applied where permitted(refer to online help);Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS-1997: (stress=psi,and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 28 Fv' = 152 fv/Fv' = 0.18 Bending(+) fb = 482 Fb' = 1872 fb/Fb' = 0.26 Axial fc = 2 Fc' = 257 fc/Fc' = 0.01 Axial Bearing fg = 2 Fg' = 1818 fg/Fg' = 0.00 Combined (axia: compression + s:de load bending) Eq.3.9-3 = 0.26 Live Defl'n 0.08 = <L/999 0.53 = L/180 0.14 Total Defl'n 0.08 = <L/999 0.53 = L/180 0.14 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.60 1.00 1.00 1.000 1.30 1.000 1.00 1.00 2 Fv' = 95 1.60 1.00 1.00 2 Fcp'= 625 1.00 1.00 - Fc' = 1350 0.90 1.00 1.00 1.10 (Cp = 0.193) 1 Fc' = 1350 1.60 --combined comp. + bending-- (Cp = 0.113) 2 E' = 1.6 million 1.00 1.00 2 Fg' = 2020 0.90 1.00 1 Bending(+) : LC# 2 = .67D+W, M = 607 lbs-ft Shear : LC# 2 = .67D+W, V = 304, V@d = 306 lbs Deflection: LC# 2 = .67D+W EI= 33.27e06 lb-in2/ply Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Axial : LC# 1 = D only, P = 31 lbs Kf = 0.60 Combined : LC# 2 = .67D+W, CD= 1.60 (1 - fc/FcE) = 1.00 (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) 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. ❑ 6969 SW Hampton Street CLIENT: PAGES/ ■ FAX 97223 03..624 97d,Oregon 0 AX FROELICH 503.624.7005 PROJECT: CONSULTING ❑ 231 SW Scalehouse Loop•Suite 101 PROJECT NUMBER: Bend,Oregon 97702 ENGINEERSINC FAX 541 383 7696 DATE: 541.383.1828 ■ BY: &R11-167Er- SJC = /S(1$) -- /o(I7) + I Z(9') t l S(z) = S 78 te. = 2.s07) t vvM t (ZS{S-al(71 _ 1Q01 7o-r = ISgO 11) I ��trlC��R i1Q6 ggicic N.= i S(1 e) + k1(11) t 12( ,S + 33-61) 800 LL = ZS(r ca) t 4'u(4.3.' 'ZS) 73sr T of hL = /533 /h hO-Teato-g FriAZT) - P 5 VL- (12(11) +' 100611 116Y 11.1 LL = (yo(i►>)`l= 1760 lbs Tar= 2930 /. i FROELICH CONSULTING ENGINEERS INC., Client: West Hills Development Project: The Sierra Plan 3198 Project#: 04-T063 By: GRH Footings Footing Size Maximum Allowable gauow Required Required Dimensions Used Dimensions Footing Bearing Load (Ptot) Area W(ft) L(ft) W(ft) L (ft) D (in) Weight Pressure 15"x cont x 7" 1750 1500 1.17 1.08 1.08 1.25 1 7 109 1488 15" x cont x 7" ** 3500 1500 2.33 1.53 1.53 1.25 2 7 219 1488 19"x cont x 7" 2220 1500 1.48 1.22 1.22 1.583 1 7 139 1490 19"x cont x 7" ** 4450 1500 2.97 1.72 1.72 1.583 2 7 277 1493 18"4)x 8" 2450 1500 1.63 1.28 1.28 1.5 1.5 8 177 1486 24"4)x 10" 4300 1500 2.87 1.69 1.69 2 2 10 393 1494 2'-0"x 2'-0"x 10" 5450 1500 3.63 1.91 1.91 2 2 10 500 1488 2'-4"x 2'-4"x 10" 7400 1500 4.93 2.22 2.22 2.333 2.333 10 680 1485 2'-8"x 2'-8"x 10" 9700 1500 6.47 2.54 2.54 2.667 2.667 10 889 1489 3'-0"x 3'-0"x 12" 12000 1500 8.00 2.83 2.83 3 3 12 1350 1483 ** Maximum Header Load Required Area: = (Ptot/gailow)o.5 Bearing Pressure = (Ptot+Wftg)/(W*L) =(Ptot+Wftg)/(W*L*3.1415/4) (-71 5 • Client: West Hills Development Project: The Sierra Plan 3198 FROEIIC H Proj.#: 04-T063 CONSULTING byte: G1/I5/04 RH ENGI EERSJINC Lateral Design WIND: 80 MPH Exposure: B qs= 16.4 I = 1.0 P = Ce*Cq*qs*I Windward: Cq= 0.8 Projected Area Method Leeward: Cq = 0.5 Height Ce Windward LeeWard Total Pressure Pressure Pressure 0'-15' 0.62 8.13 5.08 13.22 16'-20' 0.67 8.79 5.49 14.28 21'-25' '0.72 9.45 5.90 15.35 26'-30' 0.76 9.97 6.23 16.20 31'-35' 0.80 10.50 6.56 17.06 36'-40' 0.84 11.02 6.89 17.91 SEISMIC: Design Category D: Soil Type: D (assumed) 9 rY Base Shear V=Cs*Wd,/R Cs = SDS*I/R Wdi= Total Dead Load Cs= 0.13 See Enercalc (-)C,s R= 6.5 I = 1.0 SDS = 0.76 V= 0.117 Ultimate V= 0.082 Working (ASD) ID 6969 SW Hampton Street CLIENT: PAGE/ ■ E Tigard,Oregon 97223 FAX 503.624.9770 PROJECT FROELICH 503.624.7005 CONSULTING O 231ndSWOregon Scalehous977e Loop•Suite 101 PROJECT NUMBER: B , 02 ENGINEERS'INC FAX 541.383 7696 DATE: 541.383.1828 ■ BY: L STLrzrLcC 'DC--,SIC,,v c�iU L7/oic.J ZEf i�, HT S/DG �,QY/ ©�SE�LC��.T! �7�s�P� T F� Imo!h LL To P ?c,-Tia-4 Fw iP HE cr .2RC. PeoultefriI;<)7 4 DES/4A.) TOU,07 j EAcG/C tJa ccs ;- ' # ' "r / o P Zorrox-f 'R re =$G Zvo3 f a)0(r OS S e--- Woof) Ls-A„ns (sloe- sibe Eu ,ii) --F_EPAXT/8 AC-/c - -F.w P . R✓ = 1/01/ZgPsr) -t s(IJ.3.s,3si 3-,aZ&) W = Z/SP(i- V TADYCK - EL-OC-}Z ',Jr&= i 0171.28psr) t 8(e.zzl'SF`) WFLR-` JZ0pc_r SLis/y/c LJ1S.,t)s V&A-D tell,.f)s F-cv-F , 1 SPs;- Cyte)(s Z) -q(z q t /Ow(ti)(yti)(0 = 3Vao F(cb1e 12-( 404 t 1904 4 1424(s)#8Cs) t ID vsI,(8)(vy)(2)= 3337c) /vS` V-•=0-:i 1 20aF 'frEe„g) = 8/30 /IS oAps 14-566Zv4TC-" .TgC = 0.08 .ft. nx < Uac `�- /5y O&Wril"T'bti Vas? \-)1577.I 1,./7-(14 7-) YL • 1^17- /4 r lir Of • 34. l l8 6i y 048 LII VKaoF = 556d gr FL,7 -S3"1 GI 3ov17. 0+316 Yri_roK = 2E7d/is !�= ysa.13 .______.._ ❑ 6969 SW Hampton Street CLIENT: PAGES/ ■ � Tigard,Oregon 97223 FAX 503.624.9770 PROJ ECT: FROELICH 503.624.7005 CONSULTING ❑ 231 SW Scalehouse Loop•Suite 101 PROJECT NUMBER: Bend,Oregon 97702 ENGINEERS INC FAX 541.383 7696 DATE: 541.383.1828 ■ BY: CJ EC) ACY/?6,11) Y AL/CV FA-67a? (' Z 2 O -/ V A - Zo/q, z,s- /0 art x - �z( � s) 6.337 P - 0.68 1.0 Ll p - i.0 -- LA7E Ac ti. (A)-O SE/srlic -vo-F ' .Leer = ZtS 1.•�i2 F 5s'0(/'a) = /J9'Pei icics� h+ FLx= 176 1^/Peg= Zs70 Oho) ' GYPtr 131r /NS PEc 7`,70 1.-/tA-D BAck/Fg00-7- Lt.] ROOF 1/= IA.F(90)(4.) = '11 300 14. FtcyR \!= 1-4010)(k)-1 Z god /If 6-10-9.1)5 -I ": z, het) l 7; I =I sso n " /01ae) q,c LI az") /11 /c1' d � Spar 0 U tS Client: Arbor Homes(Pollard Hosmar) nIS Project: The Sierra Plan 3198 FROELICH Proj.#. 04-7063 CONSULTING Date: : +CD44 ENGINEERS,INC 2000 INTERNATIONAL RESIDENTIAL CODE EVALUATION Seismic Category: D1 Basic Wind Speed: 100 mph #of stories: 2 Level: 2 Lateral Load Direction: Front-back 2000 IRC Section I.B.P.Maximum Spc'g: 50 ft Meets 2000 IRC Requirements. R602.10.9 I.B.P.Fdn Supp't Spc'g: 29 ft Meets 2000 IRC Requirements. R602.10.10 Exterior Wall ID: Left Elevation Wall Length: 41 ft Story Height: 8 ft Max.Horizontal Offset: 0 ft Meets 2000 IRC Requirements. R602.10.1 Total Horizontal Offset: 0 ft Meets 2000 IRC Requirements. R602.10.1 Max.Opening Height: 85% Min.B.P.Length: 174 in Meets 2000 IRC Requirements. Table R602.10.5 End B.P.to wall corner: 0 ft Meets 2000 IRC Requirements. R602.10.11 (2)24"wide panels at building corner? y R602.10.11(1) or Install 1,800 lb.tie-down device at end B.P.? No Fails 2000 IRC requirements;design wall per 1997 UBC. R602.10.11(2) B.P.at 25'o.c.or less? Yes Meets 2000 IRC Requirements. Total amount of wall bracing: 33 ft %of wall braced: 80.5% Req'd%wall bracing: 18% Meets 2000 IRC Requirements. Table R602.10.3(2) Exterior Wail ID: Right Elevation Wall Length: 35 ft Story Height: 8 ft Max.Horizontal Offset: 0 ft Meets 2000 IRC Requirements. R602.10.1 Total Horizontal Offset: 0 ft Meets 2000 IRC Requirements. R602.10.1 Max.Opening Height: 85% Min.B.P.Length: 66 in Meets 2000 IRC Requirements. Table R602.10.5 End B.P.to wall corner: 0 ft Meets 2000 IRC Requirements. R602.10.11 (2)24"wide panels at building corner? Yes R602.10.11(1) or Install 1,800 lb.tie-down device at end B.P.? No Meets 2000 IRC Requirements. R602.10.11(2) B.P.at 25'o.c.or less? Yes Meets 2000 IRC Requirements. Total amount of wall bracing: 30 ft %of wall braced: 85.7% Req'd%wall bracing: 18% Meets 2000 IRC Requirements. Table R602.10.3(2) (a 1 Client: West Hills Development ME Project: The Sierra Plan 3198 " FROELICH Proj.#: 03-T063 Date: CONSULTING by: GRH Jun-03 ENGINEERS,INC 2000 INTERNATIONAL RESIDENTIAL CODE EVALUATION Seismic Category: D1 Basic Wind Speed: 100 mph #of stories: 2 Level: 1 Lateral Load Direction: Front-Back 2000 IRC Section I.B.P.Maximum Spc'g: 50 ft Meets 2000 IRC Requirements. R602.10.9 I.B.P.Fdn Supp't Spc'g: 29 ft Meets 2000 IRC Requirements. R602.10.10 Exterior Wall ID: Left Elevation Wall Length: 41 ft Story Height: 8 ft Max.Horizontal Offset: 0 ft Meets 2000 IRC Requirements. R602.10.1 Total Horizontal Offset: 0 ft Meets 2000 IRC Requirements. R602.10.1 Max.Opening Height: 85% Min.B.P.Length: 83 in Meets 2000 IRC Requirements. Table R602.10.5 End B.P.to wall corner: 7.75 ft Meets 2000 IRC Requirements. R602.10.11 (2)24"wide panels at building corner? Yes R602.10.11(1) or Install 1,800 lb.tie-down device at end B.P.? No Meets 2000 IRC Requirements. R602.10.11(2) B.P.at 25'o.c.or less? Yes Meets 2000 IRC Requirements. Total amount of wall bracing: 35 ft %of wall braced: 85.4% Req'd%wall bracing: 40.5% Meets 2000 IRC Requirements. Table R602.10.3(2) Interior Wall ID: Garage Wall Min.I.B.P.Length: 204 in Meets 2000 IRC Requirements. Wall Length: 22 ft Story Height; 8 ft Max.Horizontal Offset: 0 ft Meets 2000 IRC Requirements. R602.10.1 Total Horizontal Offset: 0 ft Meets 2000 IRC Requirements. R602.10.1 End B.P.to wall corner: 0 ft R602.10.11 One end of Int.wall adjacent to ext.wall? y Meets 2000 IRC Requirements. R602.10.12 Total amount of wall bracing: 22 ft %of wall braced: 100.0% Req'd%wall bracing: 40% Meets 2000 IRC Requirements. Table R602.10.3(2) Exterior Wall ID: Rear Elevation Wall Length: 40 ft Story Height: 8 ft Max.Horizontal Offset: 0 ft Meets 2000 IRC Requirements. R602.10.1 Total Horizontal Offset: 0 ft Meets 2000 IRC Requirements. R602.10.1 Max.Opening Height: 85% Min.B.P.Length: 81 in Meets 2000 IRC Requirements. Table R602.10.5 End B.P.to wall corner: 0 ft Meets 2000 IRC Requirements. R602.10.11 (2)24"wide panels at building corner? Yes R602.10.11(1) or Install 1,800 lb.tie-down device at end B.P.? No Meets 2000 IRC Requirements. R602.10.11(2) B.P.at 25'o.c.or less? Yes Meets 2000 IRC Requirements. Total amount of wall bracing: 34 ft %of wall braced: 85.0% Req'd%wall bracing: 40% Meets 2000 IRC Requirements. Table R602.10.3(2) . • Client: West Hills Development v_If+Hs ' , L=Length of individual wall Lr Project The Sierra Plan 3198 Lt=Total length of wall along gridline FROaIC H Proj.#:04-T063 La=Length of moment arm in wall(if different than wall length) COSULTIt, Date: 11/16By: GRI-I 04 hu=Height of upper wall L 'N 1111 G h1=Height of lower wall Ms=[Ht(hl+{nt+l)+Hf(itl)]x li EI�G EE SIN Hf=Horizontal force at gridlineidline Hs=Horizontal force at gridline from upper L level Mu=[Hs(hl)+Hf(hl)1 x Lt V=Unit shear in wall Upper Level Shear Walls and Holdowns Ms=Overturning moment when upper wall is 2L2 ck staed above lower wall Mr=—[(Rtrib --i- mu RoofDL)(Wtrib x Wa11DL)(Ftrib x FloorDL)} Mu =Overturning moment when upper wall is 3 2 Roof dl: 15psf not stacked or does not exist Rtrib,Wtrib,Ftrib=Roof,wall,and floor Wall dl: 10 psf tributary area,used for calculating dead bad Tu=Mu-Mr Ts_ Ms L Mr Mr=Resisting moment due to dead load Floor dl: 12 psf Tu=Tension if walls not stacked Ts=Tension if walls stacked Wall L Lt La hu Hf V Mu Rtrib Wtrib Ftrib Mr Tu Comments Holdowns Shearwall Grid (ft) (ft) (ft) (ft) (lb) (plf) (lb*ft) (fl) (fl) (ft) (lb`ft) (lb) Side-Side Event Back Wall 3.33 23.33 3.33 8 4300 184 4910 18 8 0 1294 1086 6/12 Front Wall 2.83 30.67 2.83 8 4300 140 3178 2 8 0 294 1018 6/12 6\ N ' • , • Client: Arbor Homes Hf+Hs ; • TEE Project:Ashbury with Bonus L=Length of individual wall V= Lt=Total length of wall along gridline Lt FROELICH Proj.#: 04-T063 La=Length of moment arm in wall(ifMs=[Hs(hl+hu+1)+Hf(hl)]x L Date: 4/23/04 different than wall length) Lt �CONSULTING L TIN by: GRH hu=Height of upper wall i,/ hl=Height of lower wall ENIIEERS INC Hf=Horizontal force at gridline lHs=evel Lt force at gridline from upper Mu=[Hs(hl)+Hf(h1)]x Lt Main Level Shear Walls and Holdowns V=Unit shear in wall Ms=Overtuming moment when upper wall is stacked above lower wall 2 LZ Roof dl: 15 psf Mu=Overturning moment when upper wall is Mr=3[(Rtrib x RoofDL)(Wtrib x WaIIDL)(Ftrib x FloorDL)]--i - Wall dl: 10 psf not stacked or does not exist Rtrib,Wtrib,Ftrib=Roof,wall,and floor Floor dl: 12 psf tributary area,used for calculating dead load Mu—Mr Ms—Mr Mr=Resisting moment due to dead load Tu= La Ts= La Tu=Tension if walls not stacked Ts=Tension if walls stacked Wall Grid L Lt La hu hl Hf Hs V M. Mu Rt,ib WUil, Fl,il, M, Tu T. Cuuu,,.ut. IIuhluw„. 96.41 wall (ft) (ft) (ft) (ft) (lb) (Ib) (Ib) (plf) (lb*ft) (1b*ft) (ft) (ft) (ft) (Ib*ft) (lb) (lb) Side-Side Event Back Wall 4 29 3.5 8 8 2400 4300 231 12731 7393 4.0 17 9.0 1803 1597 3122 HTT16 6/12 Back Wall 16 29 15.5 8 8 2400 4300 231 50924 29572 18.0 17 6.0 43691 -911 467 --- 6/12 Front Wall 3.5 14.83 3 8 8 2400 4300 452 21779 12647 4.0 17 6.5 1258 3797 6840 HDQ8 3/12 Front Wall 2.5 14.83 2 8 8 2400 4300 452 15556 9034 4.0 17 6.5 642 4196 ---- HTT22 3/12 W • To specify your title block on Title: Job# these five lines, use the SETTINGS Dsgnr: Date: 10:25AM, 5 NOV 04 Description: main menu selection,choose the Printing&Title Block tab,and ent Scope: your title block information. • Rev 580006 Us80602304,Ver 5.8.0,1-Dec-2003 ASCE 7-02 Earthquake Load Calculations Page 1 (c)191983-23-2003 ENERCALC Engineering Software calwlations.ecwCalculations Description Hillsboro Seismic Occupancy Category ASCE 7-02 Table 1-1, 2003 IBC Table 1604.5 "II" : All Buildings and other structures except those listed as Category I, Ill, and I Occupancy Importance Factor = 1.00 ASCE 7-02 9.1.4 Seismic Use Group = 2 ASCE 7-02 Table 9.1.3 Ground Motion ASCE 7-02 9.4.1.1, 2003 IBC 1615.1 Latitude = 45.617 deg North Longitude = 122.955 deg West Location : Hillsboro,Washington County, OR 97124 Max.Ground Motions,5%Damping,from USGS 1996 maps : S s = 1.102 g,0.2 sec response S 1 = 0.422 g, 1.0 sec response Site Classification ASCE 7-02 Table 9.4.1.2, 2003 IBC Table 16.15.1.1 "D" : Shear Wave Velocity 600 to 1,200 ft/sec = D Site Coefficients Fa & Fv ASCE 7-02 9.4.1.2.4, 2003 IBC 1615.1.2 (using straight-line interpolation from table values) Fa = 1.06 Fv = 1.58 Maximum Considered Eartquake Acceleration ASCE 7-02 Equation 9.4.1.2.4-1 & 2, 2003 IBC Equations 16-38& 16-39 SMS = Fa*Ss = 1.167 S M1 = RI*S1 = 0.665 Design Spectral Acceleration ASCE 7-02 9.4.1.2.5, 2--3 IBC 1615.1.3 SDs= S ms*2/3 = 0.778 SD1 =SMl *2/3 = 0.444 Seismic Design Category = D ASCE 7-02 9.4.2.1, 2003 IBC 1616.3 (SDS is most severe) Basic Seismic Force Resisting System ASCE 7-02 Table 9.5.2.2, 2003 IBC Table1617.6.2 Bearing Wall Systems Light-framed walls sheathed w/wood structural panels rated for shear resist NOTE!See ASCE 7-02 for all applicable footnotes. Response Modification Coefficient " R " = 6.00 Building height Limits System Overstrength Factor "Wo" = 3.00 Category"A&B" Limit: No Limit Deflection Amplification Factor "Cd " = 4.00 Category"C" Limit: No Limit Category"D" Limit: Limit=65 Category"E" Limit: Limit=65 =gG Category"F" Limit: Limit=65 Attoc S" To specify your title block on Title: Job# these five lines,use the SETTINGS Dsgnr: Date: 10:25AM, 5 NOV 04 Description: main menu selection,choose the Printing&Title Block tab,and ent Scope: your title block information. Rev: 580008 ser. _1A2 602304,Ver 5.8.0,1-Dec-2003 Page (c)19832003ENERCALCEngineeringSoftware ASCE 7-02 Earthquake Load Calculations calculations.ecw.Calculations Description Hillsboro Seismic Average Floor Area per Level= 2,019 ft2 User defined Shear Carrying%Ratio= 0.445 Reliability Factor"p "= 1.000 Equivalent Lateral Force Procedure ASCE 7-02 9.5.2.5, 2003 IBC 1617.4 The "Equivalent Lateral Force Procedure"is being used according to the provisions of ASCE7-02 9.5.5 Determine Building Period Use ASCE 9.5.5.3.2-1 Structure Type for Building Period Calculation : All Other Structural Systems "Ct"value = 0.020 "hn" : Height from base to highest level = 18.00 "x"value = 0.75 "Ta " Approximate fundemental period using Eq.9.5.5.3.2-1 : Ta=Ct*(hn ^x) = 0.175 "Cu"factor from Table 9.5.5.3.1 = 1.30 Per ASCE 9.5.5.3.1 the true fundamental Building Period shall not exceed: = 0.227 sec Building Period "Ta"Calculated from Approximate Method selected = 0.175 sec " Cs " Response Coefficient ASCE 7-02 9.5.5.2.1 SDS: Short Period Design Spectral Response per 9.4.1.2 = 0.778 " R " : Response Modification Factor from 9.5.2.2 = 6.00 " I " : Occupancy Importance Factor from 9.1.4 = 1.00 From Eq. 9.5.5.2.1-1 : Preliminary Cs = 0.13 From Eq. 9.5.5.2.1-2 Cs need not exceed = 0.00 From Eq. 9.5.5.2.1-3 &4 Cs shall not be less than = 0.03 9.5.5.2.1 : Seismic Response Coefficient = 0.13 CG/= 0.117 Seismic Base Shear ASCE 7-02 9.5.5.2 Cs = 0.1297 from 9.5.5.2.1 W(see Sum Wi below) = 0.00 k Seismic Base Shear V= Cs*W = 0.00 k Vertical Distribution of Seismic Forces ASCE 7-02 9.5.5.4 "k" : hx exponent based on Ta= 1.00 Table of building Weights by Floor Level... Level# Wi:Weight Hi:Height (Wi*Hi)^k Cvx Fx=Cvx*V Sum Story Shear Sum Story Moment Sum Wi= 0.00 k Total Base Shear= 0.00 k Sum Wi*Hi = 0.0 k-ft Base Moment= 0.0 k-ft Diaphragm Forces : Seismic Design Category " D ". " E " & " F " ASCE 7-02 9.5.2.6.4.4 Level# Wi Fi Sum Fi Sum Wi Fpx • To specify your title block on Title: Job# these five lines,use the SETTINGS Dsgnr: Date: 10:25AM, 5 NOV 04 main menu selection,choose the Description Printing&Title Block tab,and ent Scope: your title block information. • Rev: 580006 User:KW-0602304.Ver 5.8.0,1-Dec-2003 ASCE 7-02 Earthquake Load Calculations Page 3 (c)1983-2003 ENERCALC Engineering Software calculations.ecw:Calculations Description Hillsboro Seismic Wpx Weight at level of diaphragm and other structure elements attached to it. Fi Design Lateral Force applied at the level. Sum Fi Sum of"Lat. Force"of current level plus all levels above MIN Req'd Force @ Level 0.20*S DS*I*Wpx MAX Req'd Force ® Level 0.40*s DS* I *Wpx Fpx: Design Force ® Level Wpx*SUM(x->n) Fi / SUM(x->n)wi, x=Current level,n=Top Level Combination of Load Effects ASCE 7-02 9.5.2.7, 2003 IBC 1617.1.1 D Qe H&V Load Effect Load Description Dead Load Seismic Load 0.000 0.000 E=p*Qe +0.20*SOS*D = 0.000 0.000 0.000 E=p*Qe +0.20*SDS•D = 0.000 0.000 0.000 E=p c.)e +U.2u•SUS' u = 0.000 0.000 0.000 E=p*Qe +0.20.SDS•D = 0.000 0.000 0.000 E=p*Qe +0.20*SDS*D = 0.000 0.000 0.000 E=p*Qe +0.20*SDS*D = 0.000 0.000 0.000 E=p*Qe +0.20*SDS•D = 0.000 0.000 0.000 E=p*Qe +0.20*SDS•D = 0.000 b?- To specify your title block on Title: Job# these five lines, use the SETTINGS Dsgnr: Date: 10:27AM, 5 NOV 04 main menu selection,choose the Description Printing&Title Block tab,and ent Scope your title block information. Rev LK8W-0602304, Ver 5.8.0,1-Dec-2003 ASCE 7-02 Earthquake Load Calculations Page 1 - User. (c)1983-2003 ENERCALC Engineering Software calculations.ecw.Calculations Description Tigard Seismic Occupancy Category ASCE 7-02 Table 1-1, 2003 IBC Table 1604.5 "II" : All Buildings and other structures except those listed as Category I, III, and I Occupancy Importance Factor = 1.00 ASCE 7-02 9.1.4 Seismic Use Group = _ ASCE 7-02 Table 9.1.3 Ground Motion ASCE 7-02 9.4.1.1, 2003 IBC 1615.1 Latitude = 45.442 deg North Longitude = 122.773 deg West Location : Portland,Washington County,OR 97223 Max. Ground Motions,5%Damping,from USGS 1996 maps: S s = 1.051 g,0.2 sec response S 1 = 0.369 g, 1.0 sec response Site Classification ASCE 7-02 Table 9.4.1.2, 2003 IBC Table 16.15.1.1 "D" : Shear Wave Velocity 600 to 1,200 ft/sec = D Site Coefficients Fa & Fv ASCE 7-02 9.4.1.2.4, 2003 IBC 1615.1.2 (using straight-line interpolation from table values) Fa = 1.08 Fv = 1.66 Maximum Considered Eartquake Acceleration ASCE 7-02 Equation 9.4.1.2.4-1 &2, 2003 IBC Equations 16-38& 16-39 SMS = Fa*Ss = 1.135 SM1 = Fv*S1 = 0.613 Design Spectral Acceleration ASCE 7-02 9.4.1.2.5, 2--3 IBC 1615.1.3 S DS=S MS*2/3 = 0.757 S D1 =S mi *2/3 = 0.409 Seismic Design Category = D ASCE 7-02 9.4.2.1, 2003 IBC 1616.3 (SDS is most severe) Basic Seismic Force Resisting System ASCE 7-02 Table 9.5.2.2, 2003 IBC Table1617.6.2 Bearing Wall Systems Light-framed walls sheathed w/wood structural panels rated for shear resist NOTE!See ASCE 7-02 for all applicable footnotes. Response Modification Coefficient " R " = Building height Limits System Overstrength Factor "Wo" = 3.00 Category"A&B" Limit:No Limit Deflection Amplification Factor "Cd " = 4.00 Category"C" Limit: No Limit Category"D" Limit: Limit=65 Category"E" Limit: Limit=65 TQC: ��.s f/ Category"F" Limit: Limit=65 To specify your title block on Title: Job# these five lines, use the SETTINGS Dsgnr: Date: 10:27AM, 5 NOV 04 Description: main menu selection,choose the Printing&Title Block tab,and ent Scope: your title block information. q r er. ASCE 7-02 Earthuake Load Calculations Page 2ser.Icw-oso2soa,ver s.e.o.�-oec-2ooa)1983-2003 ENERCALC Engineering Software calculations.ecw:Calculations fi Description Tigard Seismic Average Floor Area per Level= 2,019 ft2 User defined Shear Carrying%Ratio= 0.445 Reliability Factor" p" = 1.000 Equivalent Lateral Force Procedure ASCE 7-02 9.5.2.5, 2003 IBC 1617.4 The"Equivalent Lateral Force Procedure"is being used according to the provisions of ASCE7-02 9.5.5 Determine Building Period Use ASCE 9.5.5.3.2-1 Structure Type for Building Period Calculation : All Other Structural Systems Ct"value = 0.020 "hn " : Height from base to highest level = 18.00 "x"value = 0.75 "Ta " Approximate fundemental period using Eq.9.5.5.3.2-1 : Ta=Ct*(hn A x) = 0.175 "Cu 'factor from Table 9.5.5.3.1 = 1.30 Per ASCE 9.5.5.3.1 the true fundamental Building Period shall not exceed: = 0.227 sec Building Period "Ta"Calculated from Approximate Method selected = 0.175 sec " Cs " Response Coefficient ASCE 7-02 9.5.5.2.1 SDS: Short Period Design Spectral Response per 9.4.1.2 = 0.757 " R " : Response Modification Factor from 9.5.2.2 = 6.00 " I " : Occupancy Importance Factor from 9.1.4 = 1.00 From Eq. 9.5.5.2.1-1 : Preliminary Cs = 0.13 From Eq. 9.5.5.2.1-2 Cs need not exceed = 0.39 From Eq. 9.5.5.2.1-3 &4 Cs shall not be less than = 0.03 9.5.5.2.1 : Seismic Response Coefficient = 0.13(6• 117 Seismic Base Shear ASCE 7-02 9.5.5.2 Cs = 0.1261 from 9.5.5.2.1 W(see Sum Wi below) = 0.00 k Seismic Base Shear V= Cs*W = 0.00 k Vertical Distribution of Seismic Forces ASCE 7-02 9.5.5.4 k":hx exponent based on Ta= 1.00 Table of building Weights by Floor Level... Level# Wi:Weight Hi:Height (Wi*Hi)Ak Cvx Fx=Cvx*V Sum Story Shear Sum Story Moment Sum Wi= 0.00 k Total Base Shear= 0.00 k Sum Wi*Hi = 0.0 k-ft Base Moment= 0.0 k-ft Diaphragm Forces : Seismic Design Category " D ", " E " & " F " ASCE 7-02 9.5.2.6.4.4 Level# Wi Fi Sum Fi Sum Wi Fpx ti To specify your title block on Title: Job# these five lines, use the SETTINGS Dsgnr: Date: 10:27AM, 5 NOV 04 main menu selection,choose the Description Printing&Title Block tab,and ent Scope: your title block information. Rev: 580006 User.KW-0602304.Ver 5.8.0.1-Dec-2003 ASCE 7-02 Earthquake Load Calculations Page 3 (c)1983-2003 ENERCALC Engineering Software calculation s.ecw.Calculations Description Tigard Seismic Wpx Weight at level of diaphragm and other structure elements attached to it. Fi Design Lateral Force applied at the level. Sum Fi Sum of'Lat. Force"of current level plus all levels above MIN Req'd Force © Level 0.20*S DS* I*Wpx MAX Req'd Force © Level 0.40*S DS* I*Wpx Fpx: Design Force © Level Wpx*SUM(x->n) Fi / SUM(x->n)Wi, x=Current level, n=Top Level Combination of Load Effects ASCE 7-02 9.5.2.7, 2003 IBC 1617.1.1 D Qe H&V Load Effect Load Description Dead Load Seismic Load 0.000 0.000 E=p*Qe +0.20*SDS*D = 0.000 0.000 0.000 E=p*Qe +0.20*SDS*D = 0.000 0.000 0.000 t=p.Ue +u.20*SUS' u = 0.000 0.000 0.000 E=p*Qe +0.20*SDS*D = 0.000 0.000 0.000 E=p*Qe +0.20'SDS*D = 0.000 0.000 0.000 E=p*Qe +0.20*SDS*D = 0.000 0.000 0.000 E=p*Qe +0.20*SDS*D = 0.000 0.000 0.000 E=p*Qe +0.20*SDS•D = 0.000 To specify your title block on Title: Job# these five lines,use the SETTINGS Dsgnr: Date: 10:28AM, 5 NOV 04 Description: main menu selection,choose the Printing&Title Block tab,and ent Scope: your title block information. LRU-rre.58KW-0602304,ver 5.8.0.1-Dec-2003 Page 1 c)1983-2003ENERCALCEn neerin Software ASCE 7-02 Earthquake Load Calculations Engineering calculations.ecMr.Celcvlations Description Beaverton Seismic Occupancy Category ASCE 7-02 Table 1-1, 2003 IBC Table 1604.5 "II" : All Buildings and other structures except those listed as Category I, Ill, and I Occupancy Importance Factor = 1.00 ASCE 7-02 9.1.4 Seismic Use Group = I ASCE 7-02 Table 9.1.3 Ground Motion ASCE 7-02 9.4.1.1, 2003 IBC 1615.1 Latitude = 45.471 deg North Longitude = 122.805 deg West Location : Beaverton,Washington County,OR 97078 Max.Ground Motions,5%Damping,from USGS 1996 maps : S s = 1.078 g,0.2 sec response S 1 = 0.385 g, 1.0 sec response Site Classification ASCE 7-02 Table 9.4.1.2, 2003 IBC Table 16.15.1.1 "D" : Shear Wave Velocity 600 to 1,200 ft/sec = D Site Coefficients Fa & Fv ASCE 7-02 9.4.1.2.4, 2003 IBC 1615.1.2 (using straight-line interpolation from table values) Fa = 1.07 Fv = 1.63 Maximum Considered Eartguake Acceleration ASCE 7-02 Equation 9.4.1.2.4-1 & 2, 2003 IBC Equations 16-38& 16-39 SMS = Fa* Ss = 1.152 S M1 = Fv* S1 = 0.627 Design Spectral Acceleration ASCE 7-02 9.4.1.2.5, 2--3 IBC 1615.1.3 S DS=S MS*2/3 = 0.768 Sol =SM1 *2/3 = 0.418 Seismic Design Category = D ASCE 7-02 9.4.2.1, 2003 IBC 1616.3 (SDS is most severe) Basic Seismic Force Resisting System ASCE 7-02 Table 9.5.2.2, 2003 IBC Table1617.6.2 Bearing Wall Systems Light-framed walls sheathed w/wood structural panels rated for shear resist NOTE!See ASCE 7-02 for all applicable footnotes. Response Modification Coefficient " R " = Building height Limits: System Overstrength Factor "Wo" = 3.00 Category"A&B" Limit: No Limit Deflection Amplification Factor "Cd " = 4.00 Category"C" Limit: No Limit Category"D" Limit: Limit=65 Category"E" Limit: Limit=65 Category"F" Limit: Limit=65 13C : = G.S - To specify your title block on Title: Job# these five lines,use the SETTINGS Dsgnr: Date: 10:28AM, 5 NOV 04 Description: main menu selection,choose the Printing&Title Block tab,and ent Scope: your title block information. LO:cr.sePage 2 y3-20602304,Ver5.8.0,neeri g o3 ASCE 7-02 Earthquake Load Calculations 11c)1983-2003 ENERCALC Engineering Software calculations.ecw.Calcvlations Description Beaverton Seismic Average Floor Area per Level= 2,019 ft2 User defined Shear Carrying%Ratio= 0.445 Reliability Factor" p " = 1.000 Equivalent Lateral Force Procedure ASCE 7-02 9.5.2.5, 2003 IBC 1617.4 The"Equivalent Lateral Force Procedure'is being used according to the provisions of ASCE7-02 9.5.5 Determine Building Period Use ASCE 9.5.5.3.2- 1 Structure Type for Building Period Calculation: All Other Structural Systems Ct'value = 0.020 " hn • : Height from base to highest level = 18.00 "x'value = 0.75 "Ta " Approximate fundemental period using Eq.9.5.5.3.2-1 : Ta=Ct*(hn A x) = 0.175 "Cu'factor from Table 9.5.5.3.1 = 1.30 Per ASCE 9.5.5.3.1 the true fundamental Building Period shall not exceed: = 0.227 sec Building Period " Ta " Calculated from Approximate Method selected = 0.175 sec " Cs " Response Coefficient ASCE 7-02 9.5.5.2.1 SDS: Short Period Design Spectral Response per 9.4.1.2 = 0.768 " R " : Response Modification Factor from 9.5.2.2 = 6.00 " I " : Occupancy Importance Factor from 9.1.4 = 1.00 From Eq. 9.5.5.2.1-1 : Preliminary Cs = 0.13 From Eq. 9.5.5.2.1-2 Cs need not exceed = 0.40 From Eq. 9.5.5.2.1-3 &4 Cs shall not be less than = 0.03 9.5.5.2.1 : Seismic Response Coefficient = 0.13 (_•�) _ am 7 6s Seismic Base Shear ASCE 7-02 9.5.5.2 Cs = 0.1280 from 9.5.5.2.1 W(see Sum Wi below) = 0.00 k Seismic Base Shear V= Cs*W = 0.00 k Vertical Distribution of Seismic Forces ASCE 7-02 9.5.5.4 • k' :hx exponent based on Ta= 1.00 Table of building Weights by Floor Level... Level# Wi:Weight Hi:Height (Wi"Hi)Ak Cvx Fx=Cvx*V Sum Story Shear Sum Story Moment Sum Wi= 0.00 k Total Base Shear= 0.00 k " Sum Wi*Hi = 0.0 k-ft Base Moment= 0.0 k-ft Diaphragm Forces : Seismic Design Category " D ", " E " & " F " ASCE 7-02 9.5.2.6.4.4 Level# Wi Fi Sum Fi Sum Wi Fpx - To specify your title block on Title: Job# these five lines, use the SETTINGS Dsgnr: Date: 10:28AM, 5 NOV 04 Description: main menu selection,choose the Printing&Title Block tab,and ent Scope: your title block information. Use: 580006 KW-0602304, W-061-Dec-2003 Page 3 User.3-203ENE.Ver ALCEn.Engineering ASCE 7-02 Earthquake Load Calculations (c)1983-2003 ENERCALC Engineering Softvare calculations.ecwCalculalions Description Beaverton Seismic Wpx Weight at level of diaphragm and other structure elements attached to it. Fi Design Lateral Force applied at the level. Sum Fi Sum of"Lat. Force"of current level plus all levels above MIN Req'd Force CO Level 0.20*S DS* I *Wpx MAX Req'd Force ® Level 0.40*5 DS* I*Wpx Fpx: Design Force @ Level Wpx*SUM(x->n)Fi / SUM(x->n)wi, x=Current level,n=Top Level Combination of Load Effects ASCE 7-02 9.5.2.7, 2003 IBC 1617.1.1 D Qe H&V Load Effect Load Description Dead Load Seismic Load 0.000 0.000 E=p*Qe +0.20*SDS*D = 0.000 0.000 0.000 E=p*Qe +0.20*SDS*D = 0.000 0.000 0.000 t=p•ue +U.20.SUS.U = 0.000 0.000 0.000 E=p*Qe +0.20*SDS*D = 0.000 0.000 E= * = 0.000p Qe +0.20*SDS*D0.000 0.000 0.000 E=p*Qe +0.20*SDS*D = 0.000 0.000 0.000 E=p*Qe +0.20*SDS*D = 0.000 0.000 0.000 E=p*Qe +0.20*SDS*D = 0.000 - To specify your title block on Title: Job# these five lines, use the SETTINGS Dsgnr: Date: 10:28AM, 5 NOV 04 Description: main menu selection,choose the Printing&Title Block tab,and ent Scope: your title block information. L(ittri: K5w-0602304.Ver 5.8.0,1-Dec-2003 ASCE 7-02 Earthquake Load Calculations Page 1 c)1983-2003 ENERCALC Engineering Software calculations.ec ..Calculations Description Wilsonville Seismic Occupancy Category ASCE 7-02 Table 1-1, 2003 IBC Table 1604.5 "II" : All Buildings and other structures except those listed as Category I, Ill, and I Occupancy Importance Factor = 1.00 ASCE 7-02 9.1.4 Seismic Use Group = = ASCE 7-02 Table 9.1.3 Ground Motion ASCE 7-02 9.4.1.1, 2003 IBC 1615.1 Latitude = 45.309 deg North Longitude = 122.770 deg West Location : Wilsonville,Clackamas County,OR 97070 Max.Ground Motions,5%Damping,from USGS 1996 maps: S s = 1.020 g,0.2 sec response S 1 = 0.358 g, 1.0 sec response Site Classification ASCE 7-02 Table 9.4.1.2, 2003 IBC Table 16.15.1.1 "D" : Shear Wave Velocity 600 to 1,200 ft/sec = D Site Coefficients Fa & Fv ASCE 7-02 9.4.1.2.4, 2003 IBC 1615.1.2 (using straight-line interpolation from table values) Fa = 1.09 Fv = 1.68 Maximum Considered Eartquake Acceleration ASCE 7-02 Equation 9.4.1.2.4-1 & 2, 2003 IBC Equations 16-38& 16-39 SMS = Fa*Ss = 1.114 SM1 = Fv* S1 = 0.603 Design Spectral Acceleration ASCE 7-02 9.4.1.2.5, 2--3 IBC 1615.1.3 Sin= S MS*2/3 = 0.743 SD1 = SM1 *2/3 = 0.402 Seismic Design Category = D ASCE 7-02 9.4.2.1, 2003 IBC 1616.3 (SDS is most severe) Basic Seismic Force Resisting System ASCE 7-02 Table 9.5.2.2, 2003 IBC Table1617.6.2 Bearing Wall Systems Light-framed walls sheathed w/wood structural panels rated for shear resist NOTE!See ASCE 7-02 for all applicable footnotes. Response Modification Coefficient " R" = Building height Limits System Overstrength Factor "Wo" = 3.00 Category"A& B' Limit: No Limit Deflection Amplification Factor "Cd " = 4.00 Category"C" Limit: No Limit Category"D' Limit: Limit=65 Category"E" Limit: Limit=65 Category"F" Limit: Limit=65 SSC: 2=CS ti To specify your title block on Title: Job# • these five lines,use the SETTINGS Dsgnr: Date: 10:28AM, 5 NOV 04 Description: main menu selection,choose the Printing&Title Block tab,and ent Scope: your title block information. Rev. 580006 User.Kw-0602304.Ver 5.8.0,1-Dec-2003 ASCE 7-02 Earthquake Load Calculations Page 2 (c)1983-2003 ENERCALC Engineering Software calculations.ecvcCalwlations Description Wilsonville Seismic Average Floor Area per Level= 2,019 ft2 User defined Shear Carrying%Ratio= 0.445 Reliability Factor" p " = 1.000 Equivalent Lateral Force Procedure ASCE 7-02 9.5.25, 2003 IBC 1617.4 The"Equivalent Lateral Force Procedure"is being used according to the provisions of ASCE7-02 9.5.5 Determine Building Period Use ASCE 9.5.5.3.2- 1 Structure Type for Building Period Calculation : All Other Structural Systems "Ct"value = 0.020 "hn " : Height from base to highest level = 18.00 "x"value = 0.75 "Ta" Approximate fundemental period using Eq.9.5.5.3.2-1 : Ta=Ct*(hn^x) = 0.175 'Cu"factor from Table 9.5.5.3.1 = 1.30 Per ASCE 9.5.5.3.1 the true fundamental Building Period shall not exceed: = 0.227 sec Building Period " Ta "Calculated from Approximate Method selected = 0.175 sec " Cs " Response Coefficient ASCE 7-02 9.5.5.2.1 SDS: Short Period Design Spectral Response per 9.4.1.2 = 0.743 " R " : Response Modification Factor from 9.5.2.2 = 6.00 " I " : Occupancy Importance Factor from 9.1.4 = 1.00 From Eq. 9.5.5.2.1-1 : Preliminary Cs = 0.12 From Eq. 9.5.5.2.1-2 Cs need not exceed = 0.38 From Eq. 9.5.5.2.1-3 &4 Cs shall not be less than = 0.03/ 9.5.5.2.1 : Seismic Response Coefficient = 0.12( ')= Om I Seismic Base Shear ASCE 7-02 9.5.5.2 Cs = 0.1238 from 9.5.5.2.1 W(see Sum Wi below) = 0.00 k Seismic Base Shear V= Cs*W = 0.00 k Vertical Distribution of Seismic Forces ASCE 7-02 9.5.5.4 k" :hx exponent based on Ta= 1.00 Table of building Weights by Floor Level... Level# Wi:Weight Hi:Height (Wi*Hi)Ak Cvx Fx=Cvx*V Sum Story Shear Sum Story Moment Sum WI= 0.00 k Total Base Shear= 0.00 k Sum Wi*Hi = 0.0 k-ft Base Moment= 0.0 k-ft Diaphragm Forces : Seismic Design Category " D ", " E " & " F " ASCE 7-02 9.5.2.6.4.4 Level# Wi Fi Sum Fi Sum Wi Fpx • 75- - S- To specify your title block on Title: Job# • these five lines,use the SETTINGS Dsgnr: Date: 10:28AM, 5 NOV 04 Description: main menu selection,choose the Printing&Title Block tab,and ent Scope: your title block information. Rev 5KW-08 ASCE 7-02 Earthquake Load Calculations Page 3 User.KW-0602304,Ver 5.8.0.1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software calculations.ecw.Calculations Description Wilsonville Seismic Wpx Weight at level of diaphragm and other structure elements attached to it. Fi Design Lateral Force applied at the level. Sum Fl Sum of"Lat.Force'of current level plus all levels above MIN Req'd Force CO Level 0.20*S DS*I*Wpx MAX Req'd Force @ Level 0.40*S DS*I*Wpx Fpx: Design Force @ Level Wpx*SUM(x->n)Fi / SUM(x->n)wi, x=Current level, n=Top Level Combination of Load Effects ASCE 7-02 9.5.2.7, 2003 IBC 1617.1.1 D Qe H&V Load Effect Load Description Dead Load Seismic Load 0.000 0.000 E=p*Qe +0.20*SDS*D = 0.000 0.000 0.000 E=p*Qe +0.20*SDS*D = 0.000 0.000 0.000 h=p•ue +u.2u•SUS u = 0.000 0.000 0.000 E=p*Qe +0.20*SDS*D = 0.000 0.000 0.000 E=p*Qe +0.20*SDS*D = 0.000 0.000 0.000 E=p*Qe +0.20*SDS*D = 0.000 0.000 0.000 E=p*Qe +0.20*SDS*D = 0.000 0.000 0.000 E=p*Qe +0.20*SDS*D = 0.000 To specify your title block on Title: Job# 746 • these five lines,use the SETTINGS Dsgnr: Date: 10:29AM, 5 NOV 04 Description: main menu selection,choose the Printing&Title Block tab,and ent Scope: your title block information. Rev: se0006 2003 ASCE 7-02 Earthquake Load Calculations s User:rcw-osozaoa,Ver 5.8.0,1-Dec-2003 Pae 1 (c)1983-2003 ENERCALC Engineering SoNware calculations.ecw:Calculations Description Sherwood Seismic Occupancy Category ASCE 7-02 Table 1-1, 2003 IBC Table 1604.5 "II" : All Buildings and other structures except those listed as Category I, Ill, and I Occupancy Importance Factor = 1.00 ASCE 7-02 9.1.4 Seismic Use Group = = ASCE 7-02 Table 9.1.3 Ground Motion ASCE 7-02 9.4.1.1, 2003 IBC 1615.1 Latitude = 45.351 deg North Longitude = 122.866 deg West Location : Sherwood,Washington County, OR 97140 Max.Ground Motions,5%Damping,from USGS 1996 maps : S s = 1.053 g,0.2 sec response S 1 = 0.386 g, 1.0 sec response Site Classification ASCE 7-02 Table 9.4.1.2, 2003 IBC Table 16.15.1.1 "D" : Shear Wave Velocity 600 to 1,200 ft/sec = D Site Coefficients Fa & Fv ASCE 7-02 9.4.1.2.4, 2003 IBC 1615.1.2 (using straight-line interpolation from table values) Fa = 1.08 Fv = 1.63 Maximum Considered Eartquake Acceleration ASCE 7-02 Equation 9.4.1.2.4-1 &2, 2003 IBC Equations 16-38& 16-39 SMS = Fa*Ss = 1.136 SM1 = Fv* S1 = 0.628 Design Spectral Acceleration ASCE 7-02 9.4.1.2.5, 2--3 IBC 1615.1.3 SDS= SMS*2/3 = 0.757 SD1 =SM1 *2/3 = 0.419 Seismic Design Category = D ASCE 7-02 9.4.2.1, 2003 IBC 1616.3 (SDS is most severe) Basic Seismic Force Resisting System ASCE 7-02 Table 9.5.2.2, 2003 IBC Table1617.6.2 Bearing Wall Systems Light-framed walls sheathed w/wood structural panels rated for shear resist NOTE!See ASCE 7-02 for all applicable footnotes. Response Modification Coefficient " R " = , 0 Building height Limits - System Overstrength Factor " Wo" = 3.00 Category"A& B" Limit: No Limit Deflection Amplification Factor " Cd " = 4.00 Category"C" Limit: No Limit Category"D" Limit: Limit=65 Category"E' Limit: Limit=65 .XEC : _ / Category"F" Limit: Limit=65 To specify your title block on Title: Job# these five lines,use the SETTINGS Dsgnr: Date: 10:29AM, 5 NOV 04 Description: main menu selection,choose the Printing&Title Block tab,and ent Scope: your title block information. X304,Ver 5.8.0,1-Dec-2003 ASCE 7-02 Earthquake Load Calculations Page 2 (c)1g83-2003 ENERCALC Engineering Software calwlations.ecw.Calwlations Description Sherwood Seismic Average Floor Area per Level= 2,019 ft2 User defined Shear Carrying%Ratio= 0.445 Reliability Factor" p " = 1.000 Equivalent Lateral Force Procedure ASCE 7-02 9.5.2.5, 2003 IBC 1617.4 The"Equivalent Lateral Force Procedure"is being used according to the provisions of ASCE7-02 9.5.5 Determine Building Period Use ASCE 9.5.5.3.2-1 Structure Type for Building Period Calculation : All Other Structural Systems Ct"value = 0.020 "hn " : Height from base to highest level = 18.00 "x"value = 0.75 "Ta" Approximate fundemental period using Eq.9.5.5.3.2-1 : Ta=Ct*(hn A x) = 0.175 "Cu "factor from Table 9.5.5.3.1 = 1.30 Per ASCE 9.5.5.3.1 the true fundamental Building Period shall not exceed: = 0.227 sec Building Period "Ta " Calculated from Approximate Method selected = 0.175 sec " Cs " Response Coefficient ASCE 7-02 9.5.5.2.1 SDS: Short Period Design Spectral Response per 9.4.1.2 = 0.757 " R " : Response Modification Factor from 9.5.2.2 = 6.00 " I " : Occupancy Importance Factor from 9.1.4 = 1.00 From Eq. 9.5.5.2.1-1 : Preliminary Cs = 0.13 From Eq. 9.5.5.2.1-2 Cs need not exceed = 0.40 From Eq. 9.5.5.2.1-3 &4 Cs shall not be less than = 0.03 9.5.5.2.1 : Seismic Response Coefficient = 0.13(-5O 0./17 Seismic Base Shear ASCE 7-02 9.5.5.2 Cs = 0.1262 from 9.5.5.2.1 W (see Sum Wi below) = 0.00 k Seismic Base Shear V= Cs*W = 0.00 k Vertical Distribution of Seismic Forces ASCE 7-02 9.5.5.4 " k" : hx exponent based on Ta= 1.00 Table of building Weights by Floor Level... Level# Wi:Weight Hi:Height (WI*Hi)Ak Cvx Fx=Cvx V Sum Story Shear Sum Story Moment Sum WI= 0.00 k Total Base Shear= 0.00 k Sum Wi*Hi = 0.0 k-ft Base Moment= 0.0 k-ft Diaphragm Forces : Seismic Design Category " D ", " E " & " F " ASCE 7-02 9.5.2.6.4.4 Level# Wi Fi Sum Fi Sum Wi Fpx To specify your title block on Dsgnr:iJob Date: 10:29AM, 5 NOV 04 �Th these five lines,use the SETTINGS Description. main menu selection,choose the Printing&Title Block tab,and ent Scope: your title block information. • I Use 580006 User.3.203ENE A C6n ineeogSo ASCE 7-02 Earthquake Load Calculations Page 3 (c)19832003 ENERCALC Engineering Software calculations.ecwcalculations Description Sherwood Seismic Wpx Weight at level of diaphragm and other structure elements attached to it. Fi Design Lateral Force applied at the level. Sum Fi Sum of"Lat. Force"of current level plus all levels above MIN Req'd Force @ Level 0.20*S DS* i *Wpx MAX Req'd Force ® Level 0.40*S DS* I *Wpx Fpx: Design Force © Level Wpx*SUM(x->n) Fi / SUM(x->n)wi, x=Current level, n=Top Level Combination of Load Effects ASCE 7-02 9.5.2.7, 2003 IBC 1617.1.1 D Qe H&V Load Effect Load Description Dead Load Seismic Load 0.000 0.000 E=p*Qe +0.20*SDS'D = 0.000 0.000 0.000 E=p*Qe +0.20*SDS*D = 0.000 0.000 0.000 t=p•Ue +u.zu-SUS.u = 0.000 0.000 0.000 E=p*Qe +0.20*SDS*D = 0.000 0.000 0.000 E=p*Qe +0.20*SDS*D = 0.000 0.000 0.000 E=p*Qe +0.20*SDS*D = 0.000 0.000 0.000 E=p*Qe +0.20*SDS*D = 0.000 0.000 0.000 E=p*Qe +0.20*SDS*D = 0.000