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Specifications v W D Y Structural • Civil Engineers RECEIVED JAN 1 1 2011 STRUCTURAL CALCULATIONS CITY OFTIGARD FOR BUILDING DIVISION BROWNN RESIDENCE — CANOPY ADDITION 13934 SW MISTLETOE DRIVE TIGARD, OREGON December 30, 2010 .4sa t 52799 „�• CITY�.�,F�TIG RD ' J p c-� y' Approved ... ''y Conditionally Approved [ ] v,QS „QOn' See Letter to: Follow [ ] Att hed EXPIRES: 05- 3i)-2U Permit Number �� dolt ) 4,41P Ad o s: "1" By : 1. Date: © I DESIGN PARAMETERS: 2010 Oregon Structural Specialty Code ROOF LOAD 12 psf DL 25 psf LL (Snow) per IBC 1608.1 GROUND SNOW 20 psf+ Drifting per ASCE 7, Sec. 7 COPY OFFICE IMPORTANCE I = 1.0 IC 1. r i WIND BASIC WIND SPEED 95 mph (3 -sec Gust) EXPOSURE B IMPORTANCE l = 1.00 SEISMIC MAPPED RESPONSE S = 0.915, S = 0.335, SITE CLASS D IMPORTANCE I = 1.00 CONTENTS: CANOPY FRAMING CF -I to CF-11 • 6443 SW Beaverton - Hillsdale Hwy, suite 210 • Portland, OR 97221 • ph: 503.203.8111 • fx: 503.203.8122 • www.wdyi.com • woo • ZZ I- . £0S L L8•£OZ•£OS :yd • LZ3L6 FJO `PUeliJod • 01-3 ei!nS 'Am i4 elep uovenuee MS C17179 'Mb :Ag C)IdZ/Z :oleo :oN jeeLIS s O :-ON qo(' sJeaui6u3 IIn!3 • IeJnlonJ ;s : Tua110 (`f ?)ca :eweN 9of A a MQ° t . i � .� ._.,.._.._ __ _{.__..__._.� ___ ,-- -r_ _ .-- - - _. r j g j .. I 'M1 - t ! 1 1 l , Ati 3 E ---•T _ f l _ i 4. 0 4_ _ s i i i 4 4 1 IA L f k 4. ----i-t, 1i ---- -ii a i l I e - ._ . 1- 1 1I I i ( .i .1 1 i f ! j 1 E i �„ ' 'I _ ; l __. —i., 1----- 1 ` I ' 4___..__ ± 1_ _.. i --" 04-4- ,_...__ _ A ► 3 M 3 1 3 I. i 1 i '+'-'' t t m.. i i 1 E H I N -I I af f-r3i Agri • woo • ZZ I- . £0S L L8•£OZ•£OS :yd • LZ3L6 FJO `PUeliJod • 01-3 ei!nS 'Am i4 elep uovenuee MS C17179 'Mb :Ag C)IdZ/Z :oleo :oN jeeLIS s O :-ON qo(' sJeaui6u3 IIn!3 • IeJnlonJ ;s : Tua110 (`f ?)ca :eweN 9of A a MQ° COMPANY PROJECT III WoodWorks® ell SOFTWARE FOR WOOD DESIGN • Dec. 28, 2010 17:20 Rafter.wwb Design Check Calculation Sheet Sizer 8.0 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End DL1 Dead Full Area No 12.00 (24.0)* psf SL1 Snow Full Area Yes 25.00 (24.0)* psf *Tributary Width (in) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 5 -5 "aT 0 2, -6" 7. -6" Dead 142 50 Live 277 112 Total 427 165 Bearing: F'theta 0 691 1784 Load Comb #0 #2 #4 Length 0.00 0.50* 0.50* Cb 0.00 1.75 1.00 *Min. bearing length for joists is 1/2" for exterior supports and 1/2" for intermediate supports Lumber -soft, D.Fir -L, No.2, 2x4" Roof joist spaced at 24" c/c, Pitch: 5.0/12; Total length: 8' -1.5 "; Self- weight of 1.25 plf included in loads; Lateral support: top= full, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear fv = 58 Fv' = 207 fv /Fv' = 0.28 Bending( +) fb = 654 Fb' = 1785 fb /Fb' = 0.37 Bending( -) fb = 948 Fb' = 1760 fb /Fb' = 0.54 Deflection: Interior Live 0.07 = L/964 0.27 = L/240 0.25 Total 0.10 = L/656 0.36 = L /180 0.27 Cantil. Live 0.13 = L/241 0.27 = L /120 0.50 Total 0.18 = L/178 0.36 = L /90 0.50 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.15 1.00 1.00 1.000 1.500 1.00 1.15 1.00 1.00 - 4 Fb'- 900 1.15 1.00 1.00 0.986 1.500 1.00 1.15 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 4 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 4 . Shear : LC #2 = D+S, V = 223, V design = 204 lbs Bending( +): LC #4 = D+S (pattern: sS), M = 167 lbs -ft Bending( -): LC #2 = D +S, M = 242 lbs -ft Deflection: LC #4 = D +S (pattern: sS) EI = 9e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Bearing: Allowable bearing at an angle F'theta calculated for each support as per NDS 3.10.3 (D =dead L =live S =snow W =wind I= impact C= construction Lc= concentrated) (All LC's are listed in the Analysis output) (Load Pattern: s =S /2, X =L +S or L +C, _ =no pattern load in this span) Load combinations: ICC -IBC cE 3 COMPANY PROJECT i i WoodWorks® SOFTWARE FOR WOOD DESIGN Dec. 28, 2010 17:31 Beaml.wwb 4. Design Check Calculation Sheet Sizer 8.0 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End DL1 Dead Full UDL No 71,0 plf SL1 Snow Full UDL Yes 139.0 plf MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : - _S "k - - 0' 2' 181 Dead 719 559 Live 1407 1103 Total 2236 1747 Bearing: Load Comb #0 #2 #4 Length 0.00 0.63 0.78 Cb 0.00 1.60 1.00 Timber -soft, Hem -Fir, No.1, 6x10" Self- weight of 10.79 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear fv = 46 Fv' = 161 fv /Fv' = 0.29 Bending( +) fb = 1003 Fb' = 1207 fb /Fb' = 0.83 - Bending( -) fb = 64 Fb' = 1207 fb /Fb' = 0.05 Deflection: Interior Live 0.39 = L/487 0.53 = L/360 0.74 Total 0.73 = L/261 0.80 = L/240 0.92 Cantil. Live -0.16 = L /154 0.13 = L /180 1,16 Total -0.29 = L/83 0.20 = L /120 1.43 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 140 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 1050 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 4 Fb'- 1050 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 4 Emin' 0.00 million 1.00 1.00 - - - - 1.00 1.00 - 4 Shear : LC #2 = D +S, V = 1794, V design = 1619 lbs Bending( +): LC #4 = D +S (pattern: sS), M = 6915 lbs -ft Bending( -): LC #2 = D +S, M = 442 lbs-ft Deflection: LC #4 = D +S (pattern: sS) EI = 511e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction Lc= concentrated) (All LC's are listed in the Analysis output) (Load Pattern: s =S /2, X =L +S or L +C, _ =no pattern load in this span) Load combinations: ICC -IBC 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. 4 The critical deflection value has been determined using maximum back -span deflection. Cantilever deflections do not govern design. Tcr Gc>s✓ut ki Leg, p' - '7 s 2 .3 _ COMPANY PROJECT 1 WoodWorks® SOFTWARE FOR WOOD DESIGN • Dec. 28, 2010 17:38 ridge.wwb Design Check Calculation Sheet Sizer 8.0 • LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End DL1 Dead Full UDL No 50.0 plf SL1 Snow Full UDL Yes 112.0 plf MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 7:- z 7 _; 7, , 3 v--::.4 a,:- � 3 ^� �'".. � � ""ca.°'° -.a -' �t .� �' y a ^ �� d"' ' � 3 � � ,F,..74 sx ,i, + a.'_ -, 7,. .._.r '. �;-:Erfif. .7i1 ° m s a., Jy ,- ..ra , `.: .411 inn > » ^^t- - S . Tr, . ;.'P 2a 0' 2' 184 Dead 506 - �j 394 Live 1134 ( CJ Lo ��' F,3 889 Total ' 1708 1335 Bearing: Load Comb #0 #2 #4 Length 0.00 0.83 0.94 Cb 0.00 1.45 _ 1.00 Lumber -soft, Hem -Fir, No.1, 4x10" Roof joist spaced at 24" c/c; Self- weight of 6.69 plf included in loads; Lateral support: top= full, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear fv = 57 Fv' = 172 fv /Fv' = 0.33 Bending( +) fb = 1271 Fb' = 1547 fb /Fb' = 0.82 Bending( -) fb = 81 Fb' = 1541 fb /Fb' = 0.05 Deflection: Interior Live 0.47 = L /410 0.80 = L/240 0.59 Total 0.82 = L/235 1.07 = L /180 0.77 • Cantil. Live -0.18 = L /130 0.20 = L /120 0.92 Total -0.32 = L/75 0.27 = L /90 1.20 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 150 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 975 1.15 1.00 1.00 1.000 1.200 1.00 1.15 1.00 1.00 - 4 Fb'- 975 1.15 1.00 1.00 0.996 1.200 1.00 1.15 1.00 1.00 - 2 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.5 million 1.00 1.00 - - - - 1.00 1.00 - 4 Emin' 0.55 million 1.00 1.00 - - - - 1.00 1.00 - 4 Shear : LC #2 = D +S, V = 1371, V design = 1241 lbs Bending( +): LC #4 = D +S (pattern: sS), M = 5286 lbs -ft Bending( -): LC #2 = D +S, M = 337 lbs -ft Deflection: LC #4 = D +S (pattern: sS) EI = 346e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction Lc= concentrated) (All LC's are listed in the Analysis output) (Load Pattern: s =S /2, X =L +S or L +C, _ •no pattern load in this span) Load combinations: ICC -IBC 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. 4. The critical deflection value has been determined using maximum back -span deflection. Cantilever deflections do not govern design. Lc) _ COMPANY PROJECT lit WoodWorks"' SOFTWARE FOR WOOD DESIGN 40 Dec. 29, 2010 13:38 supportB3.wwb Design Check Calculation Sheet Sizer 8.0 LOADS: Load Type Distribution Pat- Location Eft] Magnitude Unit tern Start End Start End DL1 Dead Point 5.00 506 lbs SL1 Snow Point 5.00 1134 lbs MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : < - o'{rs-, ' ,. - , .:-+ -r 3.^`' " . . _ _ _ ._ . - ■ 10' 10 Dead 253 253 Live 567 567 Total 846 846 Bearing: Load Comb #2 #2 Length 0.60 0.60 Cb 1.00 1.00 Lumber -soft, Hem -Fir, No.1, 4x8" Roof joist spaced at 24" c/c; Self- weight of 5.24 plf included in loads; Lateral support: top= full, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear fv = 50 Fv' = 172 fv /Fv' = 0.29 . Bending( +) fb = 1630 Fb' = 1676 fb /Fb' = 0.97 Live Defl'n 0.24 = L/490 0.50 = L/240 0.49 Total Defl'n 0.42 = L/286 0.67 = L /180 0.63 - ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 150 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 975 1.15 1.00 1.00 1.000 1.300 1.00 1.15 1.00 1.00 - 2 Fop' 405 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.5 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.55 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear : LC #2 = D+S, V = 846, V design = 843 lbs Bending( +): LC #2 = D +S, M = 4166 lbs -ft Deflection: LC #2 = D +S EI = 167e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction Lc= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. _ COMPANY PROJECT ei I' WoodWorks® SOFTWARE FOR WOOD DESIGN I • Dec. 29, 2010 13:42 supportHl.wwb Design Check Calculation Sheet Sizer 8.0 LOADS: Load Type Distribution Pat- Location (ft) Magnitude Unit tern Start End Start End DL1 Dead Point 2.50 394 lbs SL1 Snow Point 2.50 889 lbs MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : ,3,+,, , ^;11- r 'J a ,'' `*' x`aa<..d '�% & � �''ca�' a --- "? • 5 { • 10' Dead 197 197 Live 444 444 Total 650 650 , Bearing: Load Comb #2 #2 Length 0.54 0.54 Cb 1.00 1.00 Lumber n -ply, Hem -Fir, No.1, 2x6 ", 2 -Plys Self- weight of 3.41 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear fv = 59 Fv' = 172 fv /Fv' = 0.34 Bending( +) fb = 1281 Fb' = 1458 fb /Fb' = 0.88 Live Defl'n 0.06 = L/935 0.17 = L/360 0.38 Total Defl'n 0.11 = L/556 0.25 = L/240 0.43 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 150 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 975 1.15 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 - 2 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.5 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.00 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear : LC #2 = D +S, V = 650, V design = 648 lbs Bending(+): LC #2 = D +S, M = 1614 lbs -ft Deflection: LC #2 = D +S EI = 31e06 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 Lc= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 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. .Q W D Y Structural • Civil Engineers Job Name: IS Qbv,l 1,1 C.440Nopy Job No.: Sheet No: cr--7 Client: Date: I Z/ tat b By: S A IA J I ---f- : I 1 I = f>1 I I I _ — --4---i -___i_ + i L• , 1 _4___I 4_ ---r `�t � 'j am 1 i X'ti 1' •-- , i 915. it - -.... 5 3 r/ ).- i ! �� __ ....._ _. r-------, r 1 1 - , 1 1 . . 1 s ici f 7 1". 1 f _ + i i. v 41 } • , A .� !?-�_ . 7,3 _ t a __1_,.._...._1...__.t....._____. . ___ --__ .----. _._._ - - 4.___ -i LO:')4,...,...4... __.. - 1 I f i } -- _- j 1 -----f---1 'so! ....... e,,,.. l i v , i 1 -= 0 10 I s.si ' 1 ----t'"--st41:: I I IL_ I , O 1 1 , t_ 1 44 , I ±............ f L6 _ . 1 ___ - -- A - - -. _ . -- ._....... --•_ _ __•_ 1 i o f _ ^• ._ E - - -T`.`. -k 1 F 1 _^_3.__..'_ _..� _. - 1 — '.'.-.. 11 . ._„ -. .1 1 i i •I I, 1 1 .. .. 1 14 leo 1_, _ 1 . 71,_" "&_, ' 11 . ! 1 1 1 ---- 1 ---- 1 , ------ 1 --- 1 , 1 f 12.• ') - _._1: 7 ] , ...t__ 't-pht... Li_t4(e_tr'..T4 I. _e4A± . , smiyP I t _i__ 1 t _1 r 1 -1--- ' - 44" -- - 1 /,3 ' , ' ! • I., 1 L 1 1 ____ ; , , , ,. 4. , , . 1 H 'II 1.-1 - T 1 } -f-i----- H -4--- — -- - I - 1 — 7 , ) I .- . . r. _ _.l I -_ a. _- . i _1_ - . 1 7 E 1 S 1 I + � t � _.+.2. � i 1 7 � i i i i , [ _i_ ___.t._ 1 ".d. I f_ ......... -1 - f -- -L I 4- : t -"" 1 - 1 1. - Jr-. . 14..--1-*,,Lmi*,..* -- 5 F ___i _ i __ ( t 1 _ I 1 i i , I 6443 SW Beaverton - Hillsdale Hwy, Suite 210 • Portland, OR 97221 • ph: 503.203.8111 • fx: 503.203,8122 • www.wdyi.com Q W D Y Structural • Civil Engineers Job Name: BfU•.x.+..)Y4 C ipwol py Job No.: 10 \c:i Sheet No: GF _ Client: Date: By: Q lo i l --T— i ; 1— 7 7 .... -- r I i I -- H IS-043.401- fi i { l I i — i , I ft i __ .. -. _ _ __ Hill l l i 1 1 l ( I l ! i t €.._.._ I --._ ; .__..- -- -- _ - - -- - - _ � T ..1 - C i s ^ l id 4 - - ^� I -- r i -------- - -1- 1 :17 . _ _ _. - _I ____.zii, .. -,1- t ----+ -4-- ---_-,1--,-,. I .I.Afq 47_11; _ k_ ___ __ _ _ ! _ __ _ ._. * ift t :: ± ____ _ _.____ . - - 1 ---c T 1- 4 -1 1 _ . 1 _ i 1 4-- r i-r- 1 1 . I H .----r--4.--- I . 1..___ ___1 . ___ 1 1 1 1 I E i . I , i . - 1 1 1 - f9-11 I , i I .... . Z I 1 = i 3 ia? .:_. i [ 1 i E 1 1 i 2 I _ ' IL 1 - i 1 tt _._.,_ 1 . _i_. r - , - . - - • ---- - 1. , . i 1 I mi_ 1 1 .....L.....4 _ .� . Z/ 4 ID __ .__ 1 , i 1 1 1 I , -I, I T" ( is 1 1 1 i _ __. __. - - - - - 1 ''r' -_).zir --- = . -r , +41-2 - i.- - i.- - --- -49-'1",---:-.1"--Li-A-1154--ks=,-.--'..--fl i , I Brown Residence Canopy Pole Footings l 2 l op x 4 / DEE i? PCXJE F POLE FOOTING NON CONSTRAINED, IBC 1806 HORZ. FORCE,P= 375 LBS. CaIc.A= 1.119372 HGT. OF FORCE= 9 FEET FTG. BASE,b= 2 FEET DIA. OF ROUND OR DIAGONAL OF SQUARE PIERS FTG. DEPTH,d= 3.92 FEET TRIAL UNTIL CONVERGE W/ D INPUT SOIL PRESS. 150 TABLE 1806.2 LATERAL SOIL,S3= 391.96 PSF 2500PSF MAX ISOLATED POLE? 1 1 =YES, 0 =NO 2 (If 1/2" movement at top is OK use 2) MOD. SOIL PRESS 300 D= 3.92 FEET IBC SEC. 1806.7.2.1, EQ. (18 -1) 6443 SW Beaverton - Hillsdale Hwy, Suite 210 • Portland, OR 97221 • ph: 503.203.8111 • fx: 503.203.8122 • www.wdyi.com CFI Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 45.42 Longitude = - 122.82 Spectral Response Accelerations Ss and S1 • Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv = 1.0 Data are based on a 0.05000000074505806 deg grid spacing Period Sa (sec) (g) 0.2 0.915 (Ss, Site Class B) 1.0 0.335 (S1, Site Class B) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 45.42 Longitude = - 122.82 Spectral Response Accelerations SMs and SM1 SMs = Fa x Ss and SM1 = Fv x S1 Site Class D - Fa = 1.134 ,Fv = 1.731 Period Sa (sec) (g) 0.2 1.038 (SMs, Site Class D) 1.0 0.579 (SM1, Site Class D) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 45.42 Longitude = - 122.82 Design Spectral Response Accelerations SDs and SD1 SDs = 2/3 x SMs and SD1 = 2/3 x SM1 Site Class D - Fa = 1.134 ,Fv = 1.731 Period Sa (sec) (g) �Ey -4- 0.2 0.692 (SDs, Site Class D) 1.0 0.386 (SD1, Site Class D) 12/28/2010 WOOD COLUMN 10195WOODCOL.xIs DESIGN WORKSHEET Canopy Columns Span length, lu, ft. 9.00 Bending effective length worksheet Effective col. length factor 1.00 • Member width, d, in. 5.50 Unbraced length, ft., lu= 9 Member thickness, b, in. 5.50 Lateral load, psf 333.00 lu /d= 19.64 Vertical load, lb 2500 Tributary lateral width, in. 12 Uniformly distributed load, le= 1.63 *lu +3d if lu /d >7 fb, psi. 875 le= 192.54 in. fc, psi 800 E, x10E6 psi. 1.60 :Uniformly distributed load, le= 2.06 *lu, if lu /d <7 CD 1.15! CF, bending 1.60 le= 222.48 in. CF, compression 1.00 Cr 1.00 pick le= 222.48 CM 1.00' Ct 1.00' RB= 6.36 KbE 0.438 KcE 0.300 ' c 0.8 Plate Fc perpendicular, psi. 625 COMPRESSION BENDING Fc *, psi. 920 Fb *, psi. 1610 FcE, psi. 1245 FbE, psi. 17325 _ FcE /Fc* 1.353 Fbe /Fb* 10.761 Cp 0.784 CL 0.995 Fc', psi 721 F'b, psi. 1602 • fc, psi. 83 S, inA3 27.729 fb, psi. 1459 COMBINED STRESSES fc /Fc' 0.115 OK For iterative solution to find max. vert. load, fb /Fb' *(1- fc /FcE) 0.976 OK input trial values here - Combined Stress Eqn 3.9 -3 0.989 OK Pmax, lb 11000 Maximum load for plate crushing, lb 18906 OK Page 1 , 12/28/2010 WOOD COLUMN 10195Wallcolumn.xls DESIGN WORKSHEET Brown Wall Columns Span length, lu, ft. factor 9.00 Bendin g effective length worksheet Effective col. g Member width, d, in. 3.50 Unbraced length, ft., lu= 2 Member thickness, b, in. 3.50 Lateral load, psf 0.00 lu /d= 6.86 Vertical load, lb 3000 Tributary lateral width, in. 12 Uniformly distributed load, 1e= 1.63 *Iu +3d if lu /d >7 fb, psi. 850 le= 49.62 in. fc, psi 1425 E, x10E6 psi. 1.60 Uniformly distributed load, Ie= 2.06 *lu, if lu /d <7 CD 1.15 CF, bending 1.00; le= 49.44 in. CF, compression 1.00 Cr 1.00 pick le =l 49.44. CM 1.00 Ct 1.00 RB= 3.76 , KbE 0.438 KcE 0.300 c 0.8 Plate Fc perpendicular, psi. 625 COMPRESSION BENDING Fc *, psi. 1638.75 Fb*, psi. 978 FcE, psi. 504 FbE, psi, 49612 FcE /Fc* 0.308 Fbe /Fb* 50.754 Cp 0.285 CL 0.999 Fc', psi 467 F'b, psi. 977 fc, psi. 245 S, inA3 7.146 fb, psi. 0 COMBINED STRESSES fc /Fc' 0.525 OK For iterative solution to find max. vert. load, fb /Fb fc /FcE) 0.000 OK input trial values here - Combined Stress Eqn 3.9 -3 0.275 OK Pmax, lb 11000 Maximum load for plate I 1 crushing, lb 7656'0K . Page 1 / ' I / I / I t EKED ++118 ! a / I I + 100 / / 1 AN 11 2f:' / i' - - L - - - 5 Se-l-6ae/e- I -� — I 1 I - - I CITY OFTIGARD I 1- I I BU S ,, 1, IV1S10 / I 1 pip,/, Drainage Existing Tree (typ) 1 NAO 1 \ i X I / I I ' Rower 1 110 I / ' I I \ / I / I \ I I ' I I I 1/ ' H \\ 1 1 it � t 'lc+t-1 \\ I 1 I 1 Brown Residence I \ \ I I Proposed Roof Structure 13134 SW Mistletoe Dr. \ Ti g a rd, OR 0 17223 I I I I N I Lot Ares !2,545 sq, ft I \ "\ I I I L J I nom. 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