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A ' CLIENT: t Z1pA I PAGE 1 l 6969 SW Hampton St. • • •• • • • Portland,Oregon 97223 • • •• • • • •• • • •• • • • • • \ n - 503-624-7005 :•: :.PRVEC1:“f<,4 .:',1'' illill ':, • • • • • • • • • • 745 NW Mt.Washington Dr.#205 Bend,Oregon 97701 • • • • • • , • NUMBER: I 3 - I 1 S •• •.• .15ATE: .W.47 i 1 ..: 541-383-1828 FROELICId •• • • • • • • • • • •• • • ••• • • ••• • • • • ENGINEERSg -,,,,,,.froeiL.h- rigArkeers,com • •il: .;n°4211.4,,,.. : •:• .•• 1 i t1 i ••• ••• • • •• ••t , • •V se.... .4,,..,'-:„..4 1 t" "0 itik .O.'s"'3! • • • • • 000 oleo oil • • • • • ••• • • / I I i -z-- P7-7) 125F 1 ! i ti..- -z.---- 25 e,F ! i i , I i Ait...3.,/ i „...,1.., r.. ......' 71 i i ----, i„ 4 , .....44,,..--) 4 . ,0- ,-,-,4,- . t,4-,- , -: i-.-;i -, -, --4:-, - 75 isfc ' ' II 4,,);4 4 ; -''',-;--, 1 I I i "tr" ( I ! W/ r..'''77(..or v ' j 7 5 Ff i { I i ! I 1 i 1 i I 1 1 I 1 I 1 6969 SW Hampton St. • .• .• •• • • • • • Portland,Oregon 97223 • • • • • • • • • • . . • PAGE V503-624-7005 :•: :.PR©JECI.'•• : : • .4 � CLIENT: � *. • • • • • • • • • • • • • • • • • NUMBER: a= _ 745 NW Mt.Washington Dr.#205 Bend,Oregon 97701 ••• •BATE: ••• • •• •••• FROELICH ' 3831$28 • . • ..• • . ..• • . • • • • • • • •• • ENGINEERS 4 e&ivh-zr g , n • •BY: • • ••• • ••• ••• • • •• •• _ 3 • • Ty U 1`i'• 'ft VI PL L _ -rte, 1 ILL P Srats d0 'k f7e ' _ q it iPt 1.- "1 0 4‘; ' ',,1c,,,-, CLIENT: PAGE,.....3 6969 SW Hampton St. • •• •• ••• • • • • • Portland,Oregon 97223 • •• •• •• •• •• •• • • • • • • • • • 503-624-7005 :••: :•PR( ECt•••• : : • • • •• •• •• •• •• • • • • NUMBER: -,-.., , 745 NW Mt. • Washington Dr.#205 Bend,Oregon 97701 ••• • ATE: ••• • •• ... • FROELICH 541-383-1828 • •• • • ••• • • ••• • •• • • • • • • • • • • ENGINEERS ?, 'n,,.a-oeiic h-,Nis s:.c,-r • •SY: • • ••• • III ••• • I II •• • • • • • • • III ••• •• I • • • • ••• • • VV lam,I cli ' 0`31 g x'- F72- L wait : r 1 doc� � t e Aft of VC7 C. Ail t 1/,0 4;441 I a 4 . 1-4 ° ...:1411,v.1 15040 �x1s�la raa 5 C. rc ax .,/ ` :•: :• :• :.° COMP•AN• Y ; ; PROJECT WoodWOrks� . . • •• SOFTWARE FOR WOOD DESIGN • • • • • ••• •• •• •• • • •• • •Ayg.i7 !?1013 13!26 Roof Joists.wwb • • ••• • • ••• • • design t heck•Caloulation Sleet Sizer 2004a LOADS (Ibs,psf,or plf) ••• ••• • • •• •• Load Type Distribution :Maggitttcle• :.:LQr•d'tipn:[ft] Pat- tar • Dnd• •Sbar•t • End tern Loadl Dead Full Area 75.0n'(1t.0) No Load2 Snow Full Area 25.00 (16.0)* No *Tributary Width (in) MAXIMUM REACTIONS (Ibs)and BEARING LENGTHS (in) : 3 ,, 0' 8' Dead 96 96 Live 133 133 Total 229 229 Bearing: LC number 2 2 Length 1.00 1.00 Lumber-soft, D.Fir-L, No.2,2x12" Spaced at 16"c,/c;Self Weight of 4.01 plf automatically included in loads; Lateral support:top=full,bottom=at supports; Repetitive factor:applied where permitted(refer to online help);Load combinations: ICC-IBC; Analysis vs.Allowable Stress (psi)and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 16 Fv' = 207 fv/Fv' = 0.08 Bending(+) fb = 174 Fb' = 1190 fb/Fb' = 0.15 Live Defl'n 0.01 = <L/999 0.40 = L/240 0.03 Total Defl'n 0.02 = <L/999 0.53 = L/180 0.03 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 900 1.15 1.00 1.00 1.000 1.000 1.00 1.15 1.00 1.00 - 2 Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Bending(+) : LC# 2 = D+S, M = 459 lbs-ft Shear : LC# 2 = D+S, V = 229, V design = 176 lbs Deflection: LC# 2 = D+S EI= 285e06 lb-int Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) 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. • •• •• .• •• •• •• •• ••. • . • - • • • • 4141 :•: : :• :• M • COoAaIY : :• PROJECT • •S . • • • • • • • � 1t WoodWOrks' . . • .. SOFZWARF FOR WOOD DESIGN . • • • • ••• ' ' • ' pup.$7,2D13 1 :26 Ridge Beam.wwb DDe�sigrrChecle CalcelatienoSheet Sizer 2004a LOADS (lbs,psf,or plf) • • • • • • • Load Type Distribution :Magr .tu4,• :•4,oIifi4n:[ft] Pat- start* •Ei d• 6tkrt • ERid tern Load2 Snow Full UDL f25..06. ' No Load3 Dead Full UDL 75.0 No MAXIMUM REACTIONS (lbs)and BEARING LENGTHS (in) : SS* t 0' 8' Dead 332 332 Live 500 500 Total 832 832 Bearing: LC number 2 2 Length 1.00 1.00 Lumber n-ply, D.Fir-L, No.2,2x12",2-Plys Self Weight of 8.02 plf automatically included in loads; Lateral support:top=at supports,bottom=at supports;Load combinations: ICC-IBC; Analysis vs.Allowable Stress (psi)and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 28 Fv' = 207 fv/Fv' = 0.14 Bending(+) fb = 316 Fb' = 1009 fb/Fb' = 0.31 Live Defl'n 0.02 = <L/999 0.27 = L/360 0.08 Total Defl'n 0.03 = <L/999 0.40 = L/240 0.08 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cf rt Ci Cn LC# Fb'+ 900 1.15 1.00 1.00 0.975 1.000 1.00 1.00 1.00 1.00 - 2 Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Bending(+) : LC# 2 = D+S, M = 1664 lbs-ft Shear : LC# 2 = D+S, V = 832, V design = 637 lbs Deflection: LC# 2 = D+S El= 285e06 lb-int/ply Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) 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. • •• •• •• • • • • •• • • • •• • ••• ;' ;' •;.'COM•QA�•COMM/AY ; 14; PROJECT ' • • • • • • • • ell WoodW6f-ks® • • • •• SOFTWARE FOX WOOD DESIGN e • • • • elle • : • tug.37,21213 1(140 RB1.wwb I • ••• • • ••• • • asigrptheclotalciliatienissheet Sizer 2004a LOADS (lbs,psf,or plf) elle elle • • •• •• Load Type Distribution :Magn:tu:%, :.I,o:4-ti¢n:[ft] Pat- 9tarts •Eied• 6ttr* • aid tern Load2 Snow Full UDL f75.7)... ' ` ' ' ' •• No Load3 Dead Full UDL 105.0 No MAXIMUM REACTIONS(lbs)and BEARING LENGTHS (in) : to c tt -k a r A A 0' 8' Dead 444 444 Live 700 700 Total 1144 1144 Bearing: LC number 2 2 Length 1.00 1.00 Lumber-soft, D.Fir-L, No.2,4x8" Self Weight of 6.03 plf automatically included in loads; Lateral support:top=at supports, bottom=at supports;Load combinations: ICC-IBC; Analysis vs.Allowable Stress(psi)and Deflection (in)using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 57 Fv' = 207 fv/Fv' = 0.28 Bending(+) fb = 896 Fb' = 1329 fb/Fb' = 0.67 Live Defl'n 0.09 = <L/999 0.27 = L/360 0.34 Total Defl'n 0.15 = L/647 0.40 = L/240 0.37 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 900 1.15 1.00 1.00 0.988 1.300 1.00 1.00 1.00 1.00 - 2 Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Bending(+) : LC# 2 = D+S, M = 2288 lbs-ft Shear : LC# 2 = D+S, V = 1144, V design = 971 lbs Deflection: LC# 2 = D+S EI= 178e06 lb-int Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) 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. • •• •• •• • • • • •• J • • • • • • a • • • • • • / • •• •• •• • • • • • • •�•� •• COMPANY COMPANY PROJECT Ill WoodWorks� • • •• 5OFTWARE FOR WOOD DEIFY • • • ••• • • • • • • • :Aug-27,1)13 1146 RB2(Long span option).wwb • • ••• • • ••• • • • • • • • • • • • DEsigtt Checlt CalctilatiOti Shbet Sizer 2004a LOADS (lbs,psf,or pif) : ••• ••• • • •• •• • • Load Type Distribution .Magroitu�i.• eseLoocetisns[ft] Pat- , :t Load/ Dead Point 420 a • fid• 111..00 ••gnd tNrn o Load2 Snow Point 700 11.00 No Load3 Dead Point 300 14.00 No Load4 Snow Point 500 14.00 No MAXIMUM REACTIONS(lbs)and BEARING LENGTHS (in) : ti S'-,,,Q,, , e ` .. Y , -- '.h.7` r` * f r -, % ..to✓r x .. 2 r g--, 1d,-,,t,',- P 1 i � :,); ..A.; .., A T> ' / , 1'^ . .. r ..a. .'' ..,,, .' .,._. ,�, 44,-. .I..,� .fix.,.- ,5,,_ v`'x`,`.06 x_ , £-: .,,,2' c, 0' 20'-6" Dead 290 430 Live 483 717 Total 773 1147 Bearing: LC number 2 2 Length 1.00 1.00 Glulam-Unbal.,West Species, 24F-1.8E WS, 3-1/8x10-1/2" Lateral support:top=at supports, bottom=at supports; Load combinations: ICC-IBC; Analysis vs.Allowable Stress (psi)and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 52 Fv' = 276 fv/Fv' = 0.19 Bending(+) fb = 1776 Fb' = 1827 fb/Fb' = 0.97 Live Defl'n 0.63 = L/389 0.68 = L/360 0.93 Total Defl'n 1.01 = L/243 1.02 = L/240 0.99 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fb'+ 2400 1.15 1.00 1.00 0.662 1.000 1.00 1.00 1.00 1.00 - 2 Fv' 240 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Bending(+) : LC# 2 = D+S, M = 8500 lbs-ft Shear : LC# 2 = D+S, V = 1147, V design = 1147 lbs Deflection: LC# 2 = D+S EI= 543e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2.Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSI/AITC A190.1-1992 3.GLULAM:bxd=actual breadth x actual depth. 4.Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5.GLULAM:bearing length based on smaller of Fcp(tension), Fcp(comp'n).