Loading...
Report (8) 5 T 131 -�v3 LYVER ENGINEERING AND DESIGN E I 7950 SE 106th, Portland, Oregon 97266 Ph: 503.705.5283 Fax 503.482 7449 TroyLaLyver-EAD.com www.Lyver-EAD.corn RECEIVED Design for; MAR 18 2013 CITY OF EndPoint Design BUILDING DIVISION The Islas Family Residence Deck repair and remodel. Bull Mountain Road, Tigard, Oregon 97224 These calculations are for the design and detailing of remodeled and repaired deck for an existing single family residence. The information contained is for the sole use of EndPoint Design to construct and install remodeled and repaired deck at an existing single family residence. All other work performed by others is outside the scope of this design. Rucr0. • . ‘k" PRO (4,‘541.g.tit ?4, at ON 4) 2 #P0/1. D. 1- 'EXPIRES: 12-31-141 Job Number 13-040 February 15, 2013 I. CI MINI El o . � al 4> DArfoNG PLAN .+ $,... t. fi ,,/'..` r ` i-'fry----+----7r{---\w-- II ,,, `_w ' r. 1 i/,r/ I II j it II 11 o- �'•• // 11 ,1 11 lI iII1.. 1:::;:7:' V! BEDROOM Iii 1 ti " ai;e Ili :1,-,;:7N.:: te^. Y' �-;�- +TONpT1=,AL1.L'.X18TMYs W!°AGER6 ii p 'I ��I -".. �...-,,,-9,;/„,,i,/ /./ IFEr1AIN-NO A!?l7L.LOAQ.( ii d :i. ,�� pi • ~`:v/4 I' MING RM. ,y II It t NI ',„ y C �rolo,eou LIYING RM. I " II a i ii �� I�, ii ii ii 1111 R im 1 -- /N L. °s""*...--.6.....A.0...._ L'9c�:. N 1"T' 1MI'_ T_--pl{-- _�.a'._' '=mss-�' `� I47 N i ii e i ri i h1 III 11 irt i �i II 4 ids I6cwt , ,r 4 �� 4 id u , ii ii N I • iIII< Ia14, 1 III III �I� ®GI III li ii II ii If Iii 11 11 iiii ii iiiil/ AI II ii n 1 '� II 1 11 III lig III `-11%1r 2)4744-4-4II NI ° II ri 4 ie nAI II u N 4 11 ,.N ii I sf�L �.I 11 u ° ..11.. n Iu �, I,t II 11 11 A o ��,I^^^...ifl� .l{� , 1 n 1, I. I ___� It -my II I 11 1 1 1 1 I, 1• �t_�.�J �0 11 I^`^'S"- II —T O -\—_Ili li h li L g J#ti II '1 I �'} III +-:Qar +.I1L111 111 ii ri i ,..... -.�'`u u I --- ----T- „ O. sil._.L2 _ _,_,-41; �11 11 II ilW N N II It 'I i 11 -C II #.' „ _ ” 1, ,I I, ;. m RL OM NI 0 , 11 , ''? Y IF, yii� si ii ii ti't1 ���� 11II1 ��1�1� n ii II II ii •�a on �L iii Ii-i..,: u Ill '` u 11 a 'f_ -g,_ .J__ �_ea_ ,,, I' II N II ,'a �SillN --N°� II l+I ` LI.r*° ;j ` �1�11 „ q ,1 U , ! r ,p y IN! tl N N N b ( o�stKiiuM yyf *,-- ii ii II ° II t.. �'} ¢14IL -11g---14,....-04i„14-:::4I� —f 1f h I, tl II , II Ip Orr/0/121.1 ,,, �Ia M K — w' ,LJII,, �I 111 OLJ R{WI Y 11 IIf f1 I, .00�tjeM, • =�II ...0 S__..''-•.'._s:s¢_='=-_i_ 111 _ 1111111111 / N.-0„ / a er / 10-4. DECK FRAMING PLAN ecaLs•ta••r-o• t ' I r ice...19 p .._. • tcV_ / 1? I 1.�2►} �.- S -- - • I LL . _ ?;Vis.. • _ ., - _ ...---?'4‹ Xt t[ fy t _t. Lin",,,k w. '1"3 t _ 16/ i i I , /y7 : i f ,..%------, , - - • . . , , i / _ _ice+ _, _(�__•_________•_-.,Ai Ido - , -!--1-. t 1 2 L ' ' fir �4-- !. _ . A �. s�; 7 A,-' -r 1 PROJECT: f j DESCRIPTION: a CLIENT: ,r ,r► lir‘i � O it)T-- I ''',',',-;,:-7.11::::.:':' . E ; LYVER ENGINEERING AND ©ESI GN DATE: ENGINEER: ') 1� I, yIl (I3� ter., 950 SE 105th. Pornand. Ore-go:'. 97266 PROJECT NO. SHEET: ••.,,- ., .„. . ,,', ,' ,,_,,, ',.. .' I : ' -, T- ' ' , .,. ,_ _:I ' • , " ' • I , , ., , ...,: , ,..,, ,:. ', :, ,', :, : , I , , _.. I : ,: : .' ' • ' • _I . . ' - - - . -- . ' ' • • - . • , am • , , - . -i , ' • ; • ' ' - . 1 - - vigor ----"--,---7---, : , I ; • ' ; ; • ,--r- . : " : ' ' : " ; : , , „ ; I 1 , ; 1 ; ; , ; -, L—r- `0 : •_ f.A.".v) .---, / ' - - r - ti . .G.c..-c-- . . ___:___,__ " : , —___;__ " , , . , . • • • : _ ._.,. 1 . . _ • . : . . _, .. ; , ..rk.z-fr> A... 4i. -60 ': 5t-c.- 0---,,); 7-r- ()Tr , - ________ .• 1 , , , , . ,_____Lt4..t...7 -4.._44.) . , ; . , . t„.0,1 :..- . . ' 1 ' • ' • ' _ - • : : - - - - 0- 4 4, • ,... , ....., . , „,',„-----,-\--, b(....--eiNi.- , ', .1.)0 / s,...,..____,._ . , ___.,._ , : , , , .._ ,i, , • ' • " . 1.0:,..- e) c; vi 3 ISTc. iy,,;,1-r- ! ,,,,,,k , 4„,, ,it i 1 , , , , , ---4--,---,----;---- , , , , L.A., ,• it.--!(....)_ :, ._ _: ,_ , ., • • , . 4 , _ , ,, ,, , : _ i• , .. ,_ I _ ' , ' ' .- . I • 1 , .... 1 i . : ' : : ' . . „ - ' . ...---,-- ...,__ r _ 1,_ _ t i_ _ ._ __ , .•_ ' .. .S.cr:- c f....„;-- . "1- t„,,,, _(: IrNir . •_ , . . ' - _ : . _ : , i . , ._ .._ ; ' :, I • _.: _ ,.. -I • , : ,___ • . i i • .• I 1,"...,,,.,1,,,,,,,,%,„....,.., .1 .,„..)!.„,„. , • , . .. I , .. i • 1,-,1,-,, ,,,, I , ( J , 1...._ et. 2,-ok , - , . „„,/,'1,,, _ , , , i_ __ . __ _, , 1 • .... , _ _ --- , ': i....,-)t- " '''''' -------4.0-- • „,,,..7,--4 ‘4---.,--0. ,i2 ,4-7-c---- . , .."---,, -:---7---, ' . • . ' ' ' 1 ,,t--,,,, t. f I 1,,t Ir,„.1 . • r , r*, 4, ,e.,ot ,f,4 0 i i-p. cf.; - ;,,,e,, 1 • . . , , , ,,, 4 PL." - •., or--,—• ' ........ . . ; , . -z: -, - -------- ,.... - PROJECT: DESCRIPTION: -,,,,F,.;_„„,-;,:•-!,,:i--41 .",,;,'Z'r,„.4'-'1 • ,•44" ;','":,,-„:5-,,z,,, ' ‘`.,`„,.;.',.•-,,-;.„,„••.1, ,,,,..;- :,:•••,;,Z.,':•-_:,„5"-14:-.•.'" >tik--- L.., e-c,t, -; .„-„:,.•.; •,,,,,,,...,,, ,,,,,,,•,,,,, ,,,,,,-,,,, .,.,,,,,„, ci,ENT, :•'-;,.',----,';'-''"?.'•,--..-;•-•-•-: '77'.,-, ,,,,t----,•,,-,-, ,,.,,,..-,,--_-, -.L.-7. 1-.-‘ L poir,,ii"--' I ENGINEER: DATE: LYVER ENGINEERING AND DESIGN' 11 . _ . . ..... .., ., , „„ ••••,_:--, „2..,-,,,..-.., ,,,-.-, ,. ..,-,.:,,,,..,...„•„...,,„, i 7950 SE 106' . Poi -d Oregon 97266 PROJECT NO. SHEET: --'-':.".:- '1.:=-11';'''..-'2'4--.'-' )-''' '::--::::- ' F- .--:-,:'7...)52s3 =•::. 5f:3-z:-„,-7 Tro .-_ :. accrr .. • - :--E-D::- f 1 .2. ,,) n ___ Project Title: Engineer: Project 1D: LYVER ENGINEERING AND DESIGN ProlectDescr: 7950 SE 106th.PG;ti ^d. Oregon 97266 503'055283 Fm.5.3.4£2'449 To,_ , aD.com ....,,t-5).D corr. Multiple Simple Beau - File-ouEADJO-112013J0-1l13-040-1jSLt13-040-1 E06 J. �g� ENERCALC,INC 1983-2012 Build B 1212.7 Vera 12 12.7 .. ,t,:..ii$ .77.. "6.,1as. sv a4`-ltz .x'#i tt*' '^ "1:4',k e `"m 4 "' YeN.... - _. =.w3rHtr'rt@°„ '',,, Sit-.8.411 At-.8.4 1 Description : Wood Beam Design : Tyr),1st Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 2x8, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-05 Load Combinations,Major Axis Sending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850 psi Fc-PM 1300 psi Fv 150 psi Ebend-xx 1300 ksi Density 27.7 pcf Fb-Compr 850 psi Fc-Perp 405 psi Ft 525 psi Eminbend-xx 470 ksi Applied Loads Unif Load: 0=0.010, L=0.040 k/ft,Trib=2.0 It Design Summary _ Max fb/Fb Ratio = fb:Actual: 1,141 50 psi at 5.000 ft in Span#1 ` -- Fb:Allowable: 1,173.00 psi Load Comb: +D+L+H i - _ Max fv/FvRatio= 1 fv:Actual: 60.69 psi at 9 400 ft in Span# 1 10.0 ft, 2x8 Fv:Allowable: 150.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) Q L Li a W E H Downward L+Lr+S 0.292 in Downward Total 0.365 in Left Support 0.10 0.40 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.10 0.40 Live Load Defl Ratio 410 >360 Total Defl Ratio 328 >180 Wood Beam Design : Beam B1 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 4x12,Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-05 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Prfl 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.010, L=0.040 kilt,Trib=5.0 ft Design Summary Max fb/Fb Ratio = -L- 1v ,, , fb:Actual: 925.71 psi at 6.750 ft in Span# 1 x _ T ; Fb:Allowable: 935.00 psi Load Comb: +D+L+H Max fv/FvRatio= : 1 fv:Actual: 55.71 psi at 12.600 ft in Span# 'I 13.50 ft, 4x12 Fv:Allowable: 150.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) Q L Lr ,a W E h Downward L+Lr+S 0.278 in Downward Total 0.348 in Left Support 0.34 1.35 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.34 1.35 Live Load Defl Ratio 582 >360 Total Defl Ratio 465 >180 Wood Beam Design : Beam 82 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size : 4x12,Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-05 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Prll 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unit Load: 0=0.010, L=0.040 k/ft,Trib=5.0 ft Design Summary Max fb/Fb Fb Actual:Allowable 735{ p ' 1 fb:Actual: 731,43 psi at 6.000 ft in Span#1 T _ :_ `� _ _ � : _ _ � _ _ -. 00 psi Load Comb; +D+L+H __--- _ _ Max fv/FvRatio= : 1 fv:Actual: 48.38 psi at 11.080 ft in Span# I 12.0 ft, 4x12 Fv:Allowable: 150.00 psi Load Comb: +D+L+H Mix bbefiections Max Reactions (k) Q 1, Lr s W E LI Downward L+Lr+S 0.174 in Downward Total 0.217 in Left Support 0.30 1.20 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.30 1.20 Live Load Defl Ratio 828 >360 Total Defl Ratio 662 >180 Wood Beam Design : Beam 83 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size : 2-2x8, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-05 Load Combinations, Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 S Fb-Tension 850.0 psi Fc-PrIl 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fh-Cmmnr RSO n nsi Fc-Ppm 4(15(1 nsi Ft t 25(1 nsi Fminhrmd-xx 470 r7 ksi Project Title: Pno a Deser: .‘. I iProject ID: H LYVER ENGINEERING AND DESIGN 7950 SE 106th.Portland Oregon 97266 et:.5937055263 ru --"449 _,er•E.AD.com . ,.,ier-E.i4.ccm Multiple Simple Beam Filee Eawa1\2O13lantao4O_11sLn3ona i Ers ENERCALC.INC 1983-2012,Build 61212 7 ven6.12 12 7 fkx.:i .' .'.;i41 .', � :* . ;tea""Afr.* =. :" "Y a . � .. t.;;,L* Applied Loads Unif Load: D=0.010, L=0.040 klft,Trib=2.250 ft Design Summary _ Max fb/Fb Ratio = 1 fb:Actual: 924.6i psi at 6.000 ft in Span#1 1 Fb:Allowable: 1,020.00 psi Load Comb: +D+L+H Max fv/FvRatio= 1 fv:Actual: 41.90 psi at 11.400 ft in Scan#1 12.0 ft, 2-2x8 Fv:Allowable: 150.00 psi Load Comb: +0+L+H Mai beflections Max Reactions (k) P L Lr S W E H Downward L+Lr+S 0.341 in Downward Total 0.426 in Left Support 0.14 0.54 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.14 0.54 Live Load Defl Ratio 422 >360 Total Deft Ratio 337 >180 Wood Beam Design : Beam B4 --- Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size : 4x10, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-05 Load Combinations, Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Prll 1,300.0 psi Fv 150.0 psi Ebend-xx 1.300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.010, L=0.040 klft,Trib=7.420 ft Design Summary Max fb/Fb Ratio = �1; 1 L .,. T_. L L fb:Actual: 970.57 psi at 4.665 ft in Span#1 _ 1' ' Fb:Allowable: 1,020.00 psi • Load Comb: +D+L+ti Max fv/FvRatio= : 1 fv:Actual: 57.36 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 8.330 ft, 4x10 - Load Comb: +D+L+H "Max Deflections Max Reactions (k) Q L Li S W E ti Downward L+Lr+S 0.170 in Downward Total 0.212 in Left Support 0.35 1.38 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.35 1.38 Live Load Dell Ratio 660 >360 Total Deft Ratio 528 >180 Wood Beam Design : Beam 85 ___ Calculations per 2005 NOS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size 4x8,Sawn, Fully Braced_ Using Allowable Stress Design with ASCE 7-05 Load Combinations, Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pr!! 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: 0=0.010, L=0.040 kilt,Trib=2.10 ft Design Summary _ Max fb/Fb Ratio = fb:Actual: 328.75 psi at 4.000 ft in Span#1 Fb:Allowable: 1,105.00 psi Load Comb: +0+L+H - -.-. Max fv/FvRatio= : 1 fv:Actual: 21.19 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 8.0 ft, 4x8 Load Comb: +D+L+I 1 9a eDeflections Max Reactions (k) P L Lr S W E H Downward L+Lr+S 0.054 in Downward Total 0.067 in LeftSupport 0.08 8.34 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.08 0.34 Live Load Defl Ratio 1782 >360 Total Defl Ratio 1425 >180 � �` Project Title: Engineer: Project ID: .: " LYVER ENGINEERING AND DESIGN Project Descr: 7950 SE 106th Portland. Oregon 97266 pa 503'055283 '_ 573482 74:5 ,,:er•EADscm ,.,_y a•E,?,-, MEiittplSimple eam fie cILEADJO-ti2013J0-1113-040-1.1SLt13.040--1.EC6 ` kv ENERCALC,INC 1983-201Z Budd 61212 7,Ver812.12.7 L Wood Beam Design : Beam B6 _ - Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 AM Size 4x8, Sawn, Fully Braced ._ Using Allowable Stress Design with ASCE 7-05 Load Combinations,Major Axis Bending _ B Wood Species : Hem Fir Fb-Tension 850.0 psi Fc-PM 1,300.0 psi Fv Woodd Grade: No.2 Fb-Compr 350.0 psi Fc-Perp 405.0 si F 525.0 psi Eminbend d-xx 1 470.0 kksi si Density 27.70 pcf Applied Loads Unif Load: D=0.010, L=0.040 k/ft,Trib=4.50 ft Design Summary Max fb/Fb Ratio = .r:-.• i 1 v- � . . _�. fb:Actual: 704.47 psi at 4.000 ft in Span# 1 _ - Fb:Allowable: 1,105 00 psi - Load Comb: +D+L+H Max fv/FvRatio= : 1 fv:Actual: 45.40 psi at 0.000 ft in Span# 1 Fv:Allowable: 150.00 psi a.o n. 4x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D 4 Lr S W E H Downward L+Lr+S 0.115 in Downward Total 0.144 in Left Support 0.18 0.72 T Upward L+Lr+S Support 0.18 0.720.000 in Upward Total 0.000 in Right Wood Beam Design : Beam 87 Live Load Deft Ratio 831 >360 Total Dell Ratio 665 >180 - - Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 2-2x8, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-05 Load Combinations,Major Axis Bending Wood Species: Hem Fir • Fb-Tension 850.0 psi Fc-Pill 1,300.0 psi Fv 150.0Woodp rade Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.020->0.0450, L=0.080->0.180 kfft,0.0 to 10.670 ft Design Summary Max fb/Fb Ratio = fb:Actual: 1,060-.20,":..z',',:-', p ai at 5.655 ft in Spa,#1 =' Fb:Allowable: 1,173.00 psi x _ T Load Comb: -t-pfL+H Max fv/FvRatio= .....-.',: : 1 fv:Actual: 58.7psi at 10.101 ft in Span# 1 Fv:Allowable: 150.00 psi 10.670 n, 2-24 Load Comb: +D+L+H Max Deflections - Max Reactions (k) D 1 y, S W E H Downward L+Lr+S 0.308 in Downward Total 0.385 in Left Support 0.15 0.60 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0 20 0.78 Live Load Dell Ratio 415 >360 Total Dell Ratio 332 >180 Wood Beam design : Beam 88 _ - --- Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size : 4x8, Sawn; Fully Braced Using Allowable Stress Design with ASCE 7-05 Load Combinations,Major Axis Bending Wood Species: Hem Fir Fb-Tension 850.0 psi Fc-Prll 1,300.0 psi Fv 150W 0 Grade Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.010, L=0.040 kilt,Trib=5.0 ft Design Summary Max fb/Fb Ratio = • fb:Actual: 599 29 psi at P 8.000 ft in Span# i • Fb:Allowable: 1,105.00 psi Load Comb: +D+L+H Max fv/FvRatio= _ -".. : 1 • fv:Actual: 61.56 psi at 7.400 ft in Span# 1 8.0 e Fv:Allowable: 150.00 psi 3.50 rt, 4x8 Load Comb: +D+L+H Niii-Deflections Max Reactions (k) 1 Li S W '" E H Downward L+Lr+S 0.071 in Downward Total 0.088 in Left Support 0.16 0.65 Upward L+Lr+S -0.006 in Upward Total -0.008 in Right Support 0.41 1 65 Live Load Dell Ratio 1360 >360 Total Deft Ratio 1088 >180 -7( t -7 Project Title: ....- .. ... . Engineer: Project ID: • --'' ' . . ..... Project Descr: iiitig.: LYVER ENGINEERING AND DESIGN . ,41:,,,, ,,..,,,,.:, .-..!- -,,, 7950 SE 106th. oortland. Oregon 97266 Fh 503 705 5283 ':.• 503 42 7449 --3UP1..y...er•EAD.com ,.er•E;,2,:am .. . File=cALEAD.10-1l2013JO-Tii3-040-1.1S1‘13-040-1.EC6 --., Multiple Simple Beam ENERCALC,INC.1983-2012,Build:8.12.12.7.Ver8.12.12.7 - - - - Wood Beam Design : Beam 89 BEAM Size: 2-2x8,Sawn, Fully Braced Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 _ -- Using Allowable Stress Design with ASCE 7-05 Loaci Combinations,Major Axis Bending Wood Species: Hem FirWood Grade; 1\10.2 Fb-Tension 850.0 psi Fc-Pal 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend->c< 470.0 ksi Applied Loads Unif Load: D---•0.010, L=0.C40 kfit,Trib=1.0 ft Point: D=0.140, L=0.540 k .(dt)4.20 ft Design Summary Max fb/Fb Ratio = ,, r: 1 . . „ . . ,. . rt 1 7- -1- fb:Actual: 445,55 psi at 4.200 ft in Span It-t- -.2- --V Fb:Allowable: 1.173.00 psi Load Comb: +13+L+H • Max fv/FvRatio= ":.::: ::,-: 1 fv:Actual: 44.32 psi at 6.000 ft in Span#1 Fv:Allowable: 150.00 psi 6.0 ft 2.0 6. 2-2x8 - - Load Comb: +D+L+H - --trii Deflections Max Reactions (k) Q 1 LI W E _H Downward L+Lr+S 0.034 in Downward Total 0.043 in Left Support 0,07 0.27 Upward L+Lr+S -0.037 in Upward Total -0.046 in Right Support 0.15 0.59 Live Load Defl Ratio 1306 >360 Total Defl Ratio 1038 >180 - - Wood Beam Design : Beam 810 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size : 4x8,Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-05 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No 2 Fb-Tension 850.0 psi Fc-PM 1,300.0 psi Fv 150.0 psi Ebend->0( 1300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-)o( 470.0 ksi Applied Loads - Unif Load: D=0,010, L=0.040 kill,Trib=4.750 ft Point: D=0.150, L=0.590 k @ 10.670 ft Design Summary Max fb/Fb Ratio =- 'r • 1 fb:Actual: 1,104.56 psi at 8.000 ft in Span#1 ' I -- - -V Fb:Allowable: 1,105.00 psi Load Comb: +D+L+H Max fv/FvRatio= :: ,Y •: j : 1 iv:Actual: 77.61 psi at 8.000 ft in Span#1 80 ft 2.6706. 4x8 Fv:Allowable: 150.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) Q L lr S W E H Downward L+Lr+S 0.121 in Downward Total 0.152 in Left Support 0.12 0.43 Upward L+Lr+S -0.012 in Upward Total -0.015 in Right Support 0.54 2.14 Live Load Defl Ratio 528 >360 Total Deft Ratio 420 >180 Ar) 0 Project Title: En�jnProject ID: - - LYVER ENGINEERING AND DESIGN Pro lecteer:eer: : 7950 SE 106th,Portland. Oregon 97266 .,....,<sr,. = '"'"44'n,.... :n SOS 5`:33 F,.. !:.34Z.:7449 Ro;,:,�:r,EAD.com .. .�,arE.4)cum Wood Column Fife ctLEADJ0-112013J0-n1 1.1s1A13.oaa-t.Eca �; r j , fly er ENERCALC INC.7:;•2012 Build 61212.x,Ver61212.7 Description: 4x8 post r :d A Code References Calculations per 2005 NDS, IBC 2006, CBC 2007,ASCE 7-05 Load Combinations Used:ASCE 7-05 General Information Analysis Method: Allowable Stress Design Section Name 4x4 End Fixities Tap& Bottom Pinned Wood -_-- Overall Column Height 8 0 Wood Grading/Manuf. Graded Lumber ft Wood Member Type Sawn Wood Species Hem Fir Exact Width 3.50 in Allow Stress Modification Factors Wood Grade No.2 Exact Depth 3.50 in Cf or Cv for Bending 1.50 Fb-Tension 850 psi Fv 150 psi Area 12.250 inA2 Cf or Cv for Compression 1.150 i lx 12.505 in^4 Cf or Cv for Tension 1 50 Fb-Compr 850 psi Ft 525 Fc-PM 1300 psi ly 12.505 in^4 Cm:Wet Use Factor Density 27.7 pcf 1.0 Fc Perp 405 psi Cl;Temperature Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Cfu:Flat Use Factor 1.0 Basic 1300 1300 1300 ksi Kf:Built-up columns 1.0 Minimum 470 470 Use Cr:Repetitive? No Brace condition for deflection(buckling)along columns: X-X(width)axis: Unbraced Length for X-X Axis buckling=8 ft.K=1.0 Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=8 ft.K=1.0 Applied Loads Service loads entered. Load Factors...,.,ill L aopi.ai ?-calccations Column self weight included: 18.851 lbs 0 Dead Load Factor AXIAL LOADS. . . _ Axial Load at 8.0 ft,D=0.40,L=0.780 k DESIGN SUMMARY Bending&Shear Check Results :t Max.Axial+Bending Stress Ratio = 0.2062:1 Maximum SERVICE Lateral Load Reactions.. Load Combination .H- H To ab Y-Y Governing NDS Forumla p 0.0 k Bottom along Y.)/ 0.0 k Comp Only, fc/Fc' Top along X-X 0.0 k Bottom along X.X 0.0 k Location of max.above base 0-0 ft At maximum location values are... Maximum SERVICE Load Lateral Deflections... Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 0.0 k for load combination:n/a Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 474.709 psi for load combination:n/a Maximum Shear Stress Ratio= Other Factors used to calculate allowable stresses... Load Combination 0.0' 1 Bending Compression Tension +0,60D+0.70E+H Cf or Cv:Size based factors 1.500 Location of max.above base 0.0 ft 1.150 Applied Design Shear 0.0 psi Allowable Shear 150.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Load Combination C D _ Stress Ratio Status Location Maximum Shear Ratios D Only Stress Ratio Status Location 1.000 0.07203 0.0 ft 0.0 +O+L+H 1.000 0.2062 0.0 ft +u+Lr+H 1.000 00.2062 0,0 ft 0.0 0.0 ft i.D+c+ 1.000 0.07203 0.0 ft 0.0 0.0 ft +0+0.750Lr+0.750L+H 1.000 0.1726 0.0 ft 0.0 0.0 ft +0+-0.750L+Q.750S+H 1.000 0.1726 0.0 ft 0.0 ft 0.0 +0+w+H 1.000 0.07203 0.0 ft 0.0 0.0 ft 40+0.70E+1-11.000 0.07203 Q.0 ft 0.0 0.0 ft +D+0.750Lr+0.750L+0.750."-•H 1.000 0.1726 OA ft 0.0 0.0 ft +D+0.750L+0.7505+0.7504V+H 1.000 0.1726 0.0 ft 0.0 ft +D+0.75QLr+0.750L+0.5250E+H 1.000 0.0 ft 0.0 - 0.0 ft +D+0,7.^QL+0.750S+0.5250E+H 1.000 0.1726 0.0 ft 0.0 0.0 ft 0.1726 0.0 ft 0.0 0.0 ft .., .,_.„.. Project Title: - ,._ ... . , ,,, .-, , , . , .,.,. En9ineer: Project ID: . fi LYVER ENGINEERING AND DESIGN Project Descr: 7950 SE 106th.Pc--to^d. Oregon 97266 c- 503 705 5273 ,:. 5',3=32-4.49 Tr:,... ._.,r.r-£.4)com ....Ly er-E,D corn . .. , . File.cALEADJO-112013J0-1‘13-040-1.1SL113-040-1.Ecs . Wood Column ENERCALC INC 1983-2012,Buildi 12 127,Ver6.1212.7 4 :,,,,..:-:,r4f-,::.,:.:ite.:, .-:,-;":,•:-,vt7":'.„;l,7-74,i!„,l..:, .ir-0.77,1.-...r,i.... ,,,wf---,---rs;.,.... Description: 2x4 post Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C 0 Stress Ratio Status Location Stress Ratio Status Location +0.600-W--H 1.000 0.04322 ' „_,...: 0.0 ft 0.0 ,-' `- 0.0 ft +0.60D+0.70E+H .1.000 0.04322 ‘, ' - 0.0 ft 0.0 -., 0.0 ft Maximum Reactions-Unfactored Note Only nen-zero rene:lo-3:3 re list,J. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top ©Base @ Top @ Base D Orty k k 0.419 k L Only k k 0.780 k D+L k k 1.199k Maximum Deflections for Load Combinations -Unfactored Loads Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft D+L 0.0000 in 0.000 ft 0.000 in 0.000 ft Sketches . 1 z . ' s [ 2 0 Co 41 t 413 M 4X4 V 44- 3. 0 in ' Loads are total entered value.Arrows do not reflect absolute direction. / / 1 1 7950 SE 105thPortlandGregor. 97256 Project Title: Engineer: Project ID: LYVER ENGINEERING AND DESIGN ProjectDescr: . . Fe 5:3'055233 _ `,034327449 Tro;4c,y,er•F'D:. - •.... -.e"5AO.con Wood Ledger cALEADJO-112013J0-1\13.040-11SL113-040-t ECb ENERCALC,INC.1983-2012,Budd 61212 7 Verfi 1212.7 i0 1 +c .rte Itt rr Description. rice 2le7;ge w.cd%nneC;on DESIGN SUMMARY W ,- Maximum Ledger Bending Maximum Boit Bearing Summary Dowel Bearing Strengths Load Combination... Load Combination... (for specific gravity&bolt diameter) +D+L+H +D+L+H Ledger,Perp to Grain 4,450.0 ksi Moment 0.08333 ft-lb Max.Vertical Load lbs Ledger,Parallel to Grain 5,600.0 ksi fb:Actual Stress 0.07610 psi Bolt Allow Vertical Load 120.730 lbs Supporting Member,Perp to Grain 3,600.0 ksi Fb:Allowable Stress 850.0 psi Supporting Member,Parallel to Grain 4,800.0 ksi Stress Ratio .000090 :1 Max.Horizontal Load 0.0 lbs Bolt Allow Horizontal Load 171.984 lbs Maximum Ledger Shear Load Combination... Angle of Resultant 90.0 deg +D+L+H Diagonal Component 0.50 lbs Shear 0.250 lbs Allow Diagonal Boll Force 120.730 lbs fv:Actual Stress 0.06897 psi Stress Ratio,Wood @ Bolt 0.004141 :1 Fv;Allowable Stress 150.0 psi Stress Ratio 0.000460:1 Allowable Bolt CapacityNote! Refer to 2005 NDS Section 11.3 for Bolt Capacity calculation method. Governing Load Combination. . +D+L+H Resutant Load Angle:Theta= 90.0 deg Ktheta = 1.250 Fe theta = 120.730 • Boit Capacity-Load Perpendicular to Grain Bolt Capacity-Load Parallel to Grain Fern 4,450.0 Fes 3,600.0 Fyb 45,000.0 Fern 5,600.0 Fes 4,800.0 Fyb 45,000.0 Re 1.236 Rt 1.0 Re 1,167 Rt 1.0 k1 0.4624 k2 1.263 k3 1.055 k1 0.4483 k2 1.198 k3 1.046 Im :Eq 11.3.1 Rd= 5.0 Z= 333.750 lbs Im :Eq 11.3-1 Rd= 4.0 Z= 525.0 lbs Is :Eq 11.3-2 Rd= 5.0 Z= 270.0 lbs Is :Eq 11.3-2 Rd= 4.0 Z= 450.0 lbs II :Eq 11.3.3 Rd= 4.50 Z= 138.705 lbs II :Eq 11.3-3 Rd= 3.60 Z= 224.170 lbs film:Eq 11.3.4 Rd= 4.0 Z= 151.783 lbs Ilim:Eq 11.3.4 Rd= 3.20 Z= 235.774 lbs Ills :Eq 11.3-5 Rd= 4.0 Z= 136.037 lbs Ills :Eq 11.3-5 Rd= 3.20 Z= 216.739 lbs IV :Eq 11.3.6 Rd= 4.0 Z= 120.730 lbs IV :Eq 11.3-6 Rd= 3.20 Z= 171.984 lbs Zmin:Basic Design Value = 120.730 lbs Zmin:Basic Design Value = 171.984 lbs Reference design value-Perpendicular to Grain: Reference design value-Parallel to Grain: Z*CM*CD*Ct*Cg*Cdelta = 120.730 lbs Z.CM*CD'Ct"Cg*Cdetta = 171.984 lbs ''. ' L,, E.. , 1 ', ject e : Project ID: LYVER th,ENGINEERINGregon AND DESIGN ProjectDescr:: r 7450 SE 106Pc.r. d, O47266 � .'" Pr. 5:37'055283 cz. 5'5'7:32-.;.;s - Wood Ledger File uaa1 � �n12o1aJanlsoao-1 isutso4o 1 Ecs . ; o :, 122 az.. .3�+:' ,.,.:ka..°.-.�a..�'`°`'` ` :� ,�:...� ,I. ,.4 " � '� 's �- ,r,,-.:4',.:-" .71. ,.7".7-P-4..,7.. x, 4- INC 1963-2Q 12.7,Ver61212 7 Description: Type 2ledger st,ccd n ..t ,=; e' , Code References Calculations per 2005 NDS, IBC 2006, CBC 2007,ASCE 7-05 Load Combinations Used :ASCE 7-05 General Information Ledger Width 1.50 in Design Method:ASD(using Service Load Combinations Ledger Depth 7.250 in Wood Stress Grade: Hem Fir, No.2 Ledger Wood Species Hem-Fir Fb Allow 850 psi G:Specific Gravity 0.43 Fv Allow 150 psi Bolt Diameter 1J4"in Fyb:Bolt Bending Yield 45,000 psi Bolt Spacing 24.0 in Wood as Main Supporting Member Cm-Wet Service Factor 1.0 Width 1.50 in Ct-Temperature Factor 1.0 Wood Species Douglas Fir-Larch Cg-Group Action Factor 1,0 G:Specific Gravity 0.5 C A-Geometry Factor 1.0 Uniform Load • . i V i I ,,4 24in Bolt Spacing 24in Bolt Spacing 24in Bolt Bocin_g_ Load Data Dead Roof Live Floor Live Snow Wind Seismic Earth Uniform Load... 0.050 pif pif 0.20 pif plf pif pif pif Point Load... lbs lbs lbs lbs lbs lbs lbs Spacing in Offset in Horizontal Shear lbs lbs lbs lbs lbs lbs tbs r .,,,A 1 ( • t i 3 £: Project Title: Engineer: Protect ID: LYVER ENGINEERING AND DESIGN ProlectDescr: r 4 7950 SE 105th Pur,,.nd. Oregon 97266 Fn 503'055.5233 Fc.5-3432'449 _ erE--;.:a.- ...._..trE3Uccm %Aloud Ledger t=ile=c.1LEAADJO-1i2013Ja1t13-040-1 ISL\i3-Oao-t Ec6 ENERCALC,INC.1983-2012$uild.6.1212 7 v -61212 7 II s,ittr ,a . .. ' Description Type 318a!Jer a,r,,,;etel,nnect_Fan DESIGN SUMMARY : h ,x:.: , Maximum Ledger Bending Maximum Bolt Bearing Summary Dowel Bearing Strengths Load Combination... Load Combination... (for specific gravity&bolt diameter) +D'-+H 's-D+L+H Ledger,Perp to Grain 7,500.0 ksi Moment 0.08333 ft-lb Max.Vertical Load lbs Ledger,Parallel to Grain 7,500.0 ksi fb:Actual Stress 0.07610 psi Bolt Allow Vertical Load 381.320 lbs Supporting Member,Perp to Grain 3,150.0 ksi Fb:Allowable Stress 850.0 psi Supporting Member,Parallel to Grain 5,600.0 ksi Stress Ratio .000090 :1 Max.Horizontal Load 0.0 lbs Bolt Allow Horizontal Load 648.01 lbs Maximum Ledger Shear Load Combination... Angle of Resultant 90.0 deg +D+L+H Diagonal Component 0.50 lbs Shear 0.250 lbs Allow Diagonal Bolt Force 381.320 lbs fv:Actual Stress 0.06897 psi Stress Ratio,Wood @ Bolt 0.001311 :1 Fv:Allowable Stress 150.0 psi Stress Ratio 0.000460 :1 Allowable Bolt Capacity Note! Refer to 2005 NDS Section 11.3 for Bolt Capacity calculation method. Governing Load Combination. . +D+L+H Resutant Load Angle:Theta= 90.0 deg Ktheta = 1.250 Fe theta = 381.320 - Bolt Capacity-Load Perpendicular to Grain Bolt Capacity-Load Parallel to Grain Fern 7,500.0 Fes 3,150.0 Fyb 45,000.0 Fern 7,500.0 Fes 5,600.0 Fyb 45,000.0 Re 2.381 Rt 4.0 Re 1.339 Rt 4.0 k1 2.798 k2 1,631 k3 1.188 kt 1.724 k2 1.186 k3 1.231 Im :Eq 11.3-1 Rd= 5.0 Z= 0.0 lbs Im :Eq 11.3-1 Rd= 4.0 Z= 0.0 lbs Is :Eq 11.3-2 Rd= 5.0 Z= 472.50 lbs Is :Eq 11.3-2 Rd= 4.0 Z= 1,050.0 lbs II ;Eq 11.3-3 Rd= 4.50 Z= 1,468.90 lbs II :Eq 11.3-3 Rd= 3.60 Z= 2,011.13 lbs IIIm:Eq 11.3-4 Rd= 4.0 Z= 1,592.21 lbs slim:Eq 11.3-4 Rd= 3.20 Z= 2,267.87 lbs Ills :Eq 11.3-5 Rd= 4.0 Z= 381.320 lbs Ills :Eq 11.35 Rd= 3.20 Z= 648.01 lbs IV :Eq 11.3-6 Rd= 4.0 Z= 509.86 lbs IV :Eq 11.3-6 Rd= 3.20 Z= 766.20 lbs Zmin:Basic Design Value = 381.320 lbs Zmin:Basic Design Value = 648.01 lbs Reference design value-Perpendicular to Grain: Reference design value•Parallel to Grain : Z*CM•CD*Ct*Cg*Cdelta = 381,320 lbs Z*CM*CD*Ct*Cg*Cdelta = 648.01 lbs Project Title: Engineer: Project ID: 1F LYVER ENGINEERING AND DESIGN ProlectDescr: • , 7950 SE 106th,Pcaand_ Oregon 97266 -, r- 5:3'455.83 F;. 5.3;5:':-ic _,.er-E,;Dcom ,. _, e.-E.,Dcoo, f>C>C>� Ledger�'i° File c LEABJo-1120i3J0-1113040-1 iSL,13-040-1 EC6 rt 3 �?; y ENERCALC.INC 1983-2012.Build.6.121?7 Ver�61212 7 7 -. . 3 its. , i'*ii4" Lt ,,i v ' Description T:vPe 3leage€ cnr,,rete t.utine,:Gan " Code References Calculations per 2005 NDS, IBC 2006,CBC 2007,ASCE 7-05 — — Load Combinations Used :ASCE 7-05 General information Ledger Width 1.50 in Design Method:ASD(using Service Load Combinations Ledger Depth 7.250 in Wood Stress Grade: Hem Fir, No.2 Ledger Wood Species Douglas Fir-Larch Fb Allow 850.0 psi G:Specific Gravity 0.5 Fv Allow 150.0 psi Bolt Diameter 112' in Fyb:Bolt Bending Yield 45,000 psi Bolt Spacing 24.0 in -- Concrete as Main Supporting Member Cm-Wet Service Factor 1.0 Using 6`anchor embedment length in equations. Ct-Temperature Factor 1.0 Using dowel bearing strength fixed at 7.5 ksi per NDS Table 11E Cg-Group Action Factor 1.0 C A-Geometry Factor 1.0 Uniform Load ,,i_ 24in Bolt Spacing24in Bolt Soloing_0.14- � 9 � 24in Bolt Spacing_ Load Data Dead Roof Live Floor Live Snow Wind Seismic Earth Uniform Load... 0.050 plf ____ plf 0.20 plf Of pit plf Point Load... lbs lbs lbs lbs lbs lbs lbs Spacing in Offset in Horizontal Shear lbs lbs lbs lbs lbs lbs lbs , r 1 "1 t _1 . { t I. ., _. r x i = _31, j' , ' t r 1 4 ) ' * f (* NI_ ' ' , a . ' - a t _1. F1 _ rt Q - , , tc t= i.`_. ; ( Cc. .. „,_41_ ._. :'?3r. tri d [.7 , i 1 f • a- - (41` _/17:-i � 1►.fir ',.. , • . t i l ro) Ili , -44 F r - , —1,.i (b-1 151 = k3 6 . , , . — -PROJECT: V 4 •• .+.. kilcaf ��2':`)� !,- DESCRIPTION: ftt CLIENT: r S . —.1 DAT • ENGINEER: � LYVER ENGINEERING AND DESIGN, 1 , 950 SE 1O6'^ Portlandg497266 I PROJECT NO. SHEET: E ” EProject Title: LYVER ENGINEERING AND DESIGN Engineer. Prosect ID: Prosect Descr. 7954 SE LO6tn,Pvtl&rd. Oregon 97266 fro. „K-£Af}<asn .r':cyserE,:Dr-ter ASCE Seismic Base Shear -- -- I c ALC,I o-1}2pt3JU-tt13 pop-t1su13 p4¢t EC6 Eoswr -r 1983-2012,8utkl:612.12.7,V�612.12.7 EQ Force Generation Risk Category Risk Category of Building or Other Structure: 'II':Alt Buildings and o er structures exceptpthose listed as Category I,III,and IV ASCE 7-10,Page 2,Table 1.5-1 Seismic importance Factor 1 g in : Gridded Ss&Sivatues ASCE-7.10 Standard ASCE 7-10 Fuge 5, 10ble 1.5-2 ASCE 7-Tablet -1 Max.Ground Motions,5%Damp -- ��--” - 0 11.4.1 Latitude = __. SS = 0.9497 g,0.2 sec response 45.406 deg North S = Longitude = 122.784 deg West 1 0.4183 g.1.0 sec response Location: Portland,OR 97224 Site Class,Site Coeff.and Design Category Site CiassificaEon "D':Shear Wave Velocity 600 to 1,200 ft/sec Site Coefficients Fa&Fv - ASCE 7-10 Table 20.3-1 (gig straigt fire Fa = 1.12 ASCE 7-10 Tablet 1.4-?&11.4-2 erpota6arr hoar table valves) Fv 1.55$ Maximum Considered Earthquake Acceleration SMS=Fa'Ss = 1.064 ASCE 7-10 Eq. 11,4-1 SM1 =Fv`S1 = 0.662 ASCE7-10 Eq. 11.4-2 Design Spectral Acceleration SDS s MS 2/3 = 0.709 ASCE 7-10 Eq. 11.4-3 Di M1*2/3 = 0.441 ASCE 7-10 Eq. 11.4-4 Seismic Design Category Resisting System i7 ASCE 7-10 Table 11. 1&-2 Basic Seismic Force Resisting System.. Bearing Wall Systems ASCE 7-10 Table 12,2-1 Light-framed wails sheathed w/wood structural panels rated for shear resistance or steel sheets. Response Modification Coefficient 'R` = 6.50 Building height Limits System Ove:strength Factor`Wo` - 3.00 Category`A&B"Limit No Limit C "C"UM* No Limit Deflection Amplification Factor 'Cd = 4.00 ti f Tr Ser, c;.;;; i!ate; an 1,;?nle Category"D"Limit Limit=65 Category"E"Limit Limit=65 Redundancy Factor Category Limit: Limit=65 Seismic Design Category of 0,E,or F therefore Redundancy Factor p =1.3 ASCE 740 Section 12.3.4 Lateral Force Procedure ASCE 7-10 Section 12.8.2 Equivalent Lateral Force Procedure The"E ivalent Lateral f=orce Procedure*is bein used accords to the ovision of ASCE 7-1012.8 Determine Building Period Structure Type for Building Period Calculation: All Other Structural Systems Use ASCE 12.8.7 "CI"value = 0,020 "hn°:Height from base to highest level = "x'value = 075 10,0 ft Ta"Approximate fundentenfal period using Eq.12.8-7 : 'TL":Long-period transition period per ASCE 7-10 Maps 22-12->22-16 Ta`Ct`(hn x = Q. 00 sec 8,OQ0 sec Building Period"Ta`Calculated from Approximate Method selected "Cs"Response Coefficient = 0.112 sec S aS:Short Period Design Spectral Response _.._ R*:Response - 0.709 From Eq.12.8-2, Preliminary Cs on Fad 6.50 From Eq.12.8-3&12.8-4,Cs need not exceed = 0 03 "I°:Seismic Importance Factor _ = 0,603 i From Eq.12.8-5&12.8-6, Cs riot be less than - 0.031 Cs:Seismic Response Coefficient = 0.1091 f Project Title: Engineer: Project ID: BLYVER ENGINEERING AND DESIGN ProtectDescr: 7950 SE 106th.Pc-t-.1-4 Oregon 97266 Pp 3.70-35233 : W-43:.-.x Tra,,...,:.erE,:4«m ,;-,,EM: Lcoss ASCE Seismic Base Sher Rte.- :u.E,aoJa1t2013►a1113-040-1.esu13-04 -tEC6 ENERCALC,INC 1963.2012,Build:6.12.12.7,Ver6.12.12.7 12.12.7 Seismic Base Shear Cs = 0.1091 from 12.8.1.1 ASCE 7-10 Section 12.8.1 W(see Sum Wr below) = 0.00 k Seismic Base Shear V= Cs*W = 0.00 k Vertical Distribution of Seismic Forces ASCE 7-10 Section 12es °k'hx exponent based on Ta- — —__1.00- Table .OGSTable ofbuilding Weights by Floor Levet.. Level# Weight wi: Hi:H ' ht Sum e19 f Wi"Hi)"k Cvx Fx=Cvx'V Sum Siory Shear Sum Story MomentSum WI= 0.00 k Sum Wi*Hi = 0.00 k-ft Total Base Shear= 0.00 k Rase = 0.0 k-ft Diaphragm Forces:Seismic Design Category"8"to"F" ASCE 7-10 12.10.1.1 Level# W Fi Sum Fi Sum WI Fpx 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'La Force`of€urrent level plus a8 levels above MIN Req`d Farce @ Level 0.20*Sos *t*Wpx MAX Req'd Force @ Level 0.40*Sos *1*Wpx Fpx:Design Force @ Level Wpx*SUM(x->n)Fi / SUM(x->n)wi, x=Current level,n=Top Level r