Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Plans
. --- STRUCTURAL CALCULATIONS V FOR TIGARD CHURCH OF GOD 3105 SW 89th AVE TIGARD, OR 97223 -- ADMINISTRATION BUILDING -- � c<0 PROF/o 1 167 l / - i / A OREGON 4 / v vti4 1 CI yN F. NOR ( EXPIRES: 12 / 31 / 0 OFFICE COPY 130P2003-- 003 87 /SW O sw '49 "Ave Contents Plans P1 - P6 Gravity Calculations G1 - Gil Foundation Calculations F1 - F6 Contact Person: John E Nordling, PE Lateral Calculations L1 - L5 IMO BERRY- NORDLING JOB: TIGARD CHURCH OF GOD ENGINEERS, INC CLIENT: ZAIK / MILLER JOB NO.: 02 -588 CIVIL - STRUCTURAL DATE: DEC 2002 BY: JEN SHEET NO.: COVER 3607 SW CORBETT AVE., PORTLAND OR, 97239, 503- 227 -7783, FAX 503- 227 -7784. bneng @e -z.net kil ......t. INNIZMENMINEME11111111111111 it Qf VI 4113, A 3 il o © 6 . , wir 1 0, i 11 1110 .., e 4 , I ...,.O ..,w ,v . , $ 1 t. I' 0 i, 0 ' if) 0 -- r : 4 �, u 1 0 .. ' 0 PIM \ 111111i t \, , :\y ." 0 1 1001 FrIA'WN %a 4 ?l„At.) u,c St p A...z- 12 eck,= 31 n 4. SSE. BERRY - NORDLING JOB: TIGARD CHURCH OF GOD ■ ENGINEERS, INC. CLIENT: ZAIK / MILLER JOB NO.: 02-588 ■ ■ ■ CIVIL- STRUCTURAL DATE: DEC 2002 BY: JEN SHEET NO.: PI 3607 SW CORBETT AVE., PORTLAND OR, 97239, 503 -227 -7783, FAX 503 -227 -7784. bneng@e -z.net ., . ' c i r P 1 . \ ____ ______ t AlgrAk 't1\%\ . i 1 =NI Ap,), ...‘,t,t, re MR 1 M1111161 4 5 ` Iti 11 /Pao /A6 c-t -" 1 _ 3 C,91.. rs L 2 '1u kW, f t tour ► 1 fv4 NO tau 111110 BERRY- NORDLING VIM ENGINEERS, INC L. JOB: TIGARD CHURCH OF GOD • CLIENT: ZAIK / MILLER JOB NO.: 02 -588 AIM CIVIL-STRUCTURAL DATE: DEC 2002 BY: JEN SHEET NO.: P 3607 SW CORBETT AVE., PORTLAND OR., 97239, 503- 227 -7783, FAX 503 - 227-7784. bneng @e -z.net o . 1 ____ In i i; / , i o 1 : : 7 N. �� ' „# / ° ii 77 N J 1 1 1 1 f - CA am, al inW} t f t raiwittg .°2-- \ laillia / ' %I 1 ' Ill \ , • E 6 • leo , / . • ,,,. --b \\. 1 .____A ' 1 . . . _ __. „,. 1 C) C? r " 1 ',,,. . rceof %,Noi. Q ki) 0 we Op 4 T i N. Imo BERRY- NORDLING JOB: TIGARD CHURCH OF GOD 11111 ENGINEERS, INC. CLIENT: ZAIK / MILLER JOB NO.: 02 588 ■ 11111 CIVIL - STRUCTURAL DATE: DEC 2002 BY: JEN SHEET NO.: 3607 SW CORBETT AVE., PORTLAND OR, 97239, 503- 227 -7783, FAX 503- 227 -7784. bneng @e -znet see ?9 _ .:.. _ . l -h l 11 II II / \ 11 1 1 1 1 ri II li li tai. *st1�1�� Zs* l am r. S 44 IS „ E ti � ' q t• V.41 25 + s - OI nil BERRY - NORDLING JOB: TIGARD CHURCH OF GOD .■ ENGINEERS, INC. CLIENT: ZAIK / MILLER JOB NO.: 02 -588 IIP IIIIIII I , CIVIL - STRUCTURAL DATE: DEC 2002 BY: JEN SHEET NO.: 3607 SW CORBETT AVE., PORTLAND OR, 97239, 503- 227 -7783, FAX 503- 227 -7784. bneng @e - z.net 1l 1 1 : : 1 t �{ 1 ` I 7 w '1 • a_ -ors r' - a__ _ __ 1 Wh ! I i 1 F I i' 1 �siititi; " .tai i i'i1111 1F,,1 it 1 1 1 i 1. ;? 1 I. I 1' I ,, i i 1 1 li 1: ! I 1 i' 1,1111111 V I! 1 r w yl 1 ii 1 IP it I 1• J Ii �' I. .' 1 0 ' ! 1 ' i I 1 I • Ii i I 1 I: y i 1 1 i .. 1: I 1 11 1:- ; 1 III 1, 1 1 I 1 a a_ I 1 _ L i I 1 I 1 F I . it - - Q ,, 1 I r -w I I', I I i ri ili.' t1 I I, I 1 - 1 I I . l -� ;- - ; � i I I r. 1 , ; 1 - 1 i t i . I q I I ; °' i 1 1,I i : I L / + I 1 I I I i I _- I �i1 I i i 40 -- ::1 1 1 ; 1 11 , 1 I r 1 II i I a ■— L _- '- - - _ --- .. _ JL J am:.; Pt*" Ay C 1 \111, x '1 4 ".. BERRY - NORDLING JOB: TIGARD CHURCH OF GOD MEM ENGINEERS, INC. CLIENT: ZAIK / MILLER JOB NO.: 0 � 2 r - L MIN CIVIL - STRUCTURAL DATE: DEC 2002 BY: JEN SHEET NO.: �i 3607 SW CORBETT AVE., PORTLAND OR, 97239, 503- 227.7783, FAX 503- 227 -7784. bneng@e -z.nct r E'' , 5,,,, ;17p k, . (4ft , if � i I r } 1 ' • I i I...---: , II I'1 i i i' 1 -, , i L .. L_ _J i _, 1 1 _ I L _J i I L ; r _, I L J _ I 1 l: 1 I I i l i 1l M I , 1 L— _J L J ! I ., L _ J 1 I i� J I I 1 a..... . .........,,�.._,,.. -. 1 , 1 I a ii L— —J L J i t� 1 I i1 • �c I ; .. 1 1 ; • ; 1 1 IIII L fi k L 1 u L 1 I j J I 1 � di :; _ i;i MN I I 1 — — I L J (A.- �� 11c. Psk w- ' 5 515rs a) 4 "•. BERRY- NORDLING JOB: TIGARD CHURCH OF GOD I .. ENGINEERS INC. CLIENT: ZAIK / MILLER JOB NO.: 02 -588 . ∎ A'■ CIVIL - STRUCTURAL DATE: DEC 2002 BY: JEN SHEET NO.: 7 G 3607 SW CORBETT AVE., PORTLAND OR, 97239, 503- 227 -7783, FAX 503. 227.7784 bneng@e-z.net .. A .tzoop Decic.. • r.,Df_._ &s:,:tioN\ 0 17....-ir-- La-Arr.% E� , 'Uoo vwy vot \ ' .. VM liscRe =-W4 3'St,? 114 ta•t 3.. 'L 4 'FW115�—.� 8a usinu l Iluinui 1111 Iul 11111 lull t y J +� 3 1) ."/ \ '?)- d t ija A DO \ 7 2 - 6- k tiptt r VZ, r (3r b1/4,7t.it. f 1. '') „ 1 4 is© \-- _� E j 9 ,� ,∎ 1 °1" ;( t) 4.40 Poo-- .04e 1 IT) reAs ' F , Vv,A.A t 1 $ "Ilt`fl 0 red=CC- r'sorrp..,S dt tAe.% eA Lai► ,t L s 1A H i l l ! "vL. 1.. 41 4:to ciSv 111111 UIliummumw 111 Ob$ 11111 11111 6 I f0 - o 1Z,A: v?.-6 C- o 6k,c 1 0 6t,0143 tia 1 0 14 1135 "_ 1 \ lc I D t. t Wi no r .I• BERRY- NORDLING JOB: TIGARD CHURCH OF GOD IL III ENGINEERS, INC. CLIENT: ZAIK / MILLER JOB NO.: 02 -588 . .4 W4 CIVIL- STRUCTURAL DATE: DEC 2002 BY: JEN SHEET NO.: G I 3607 SW CORBETT AVE.. PORTLAND OR. 97239, 503- 227 -7783. FAX 503- 227 -7784. bneng@e -z.net k ' T 1Zc '• 1 3r t" t -r'?.. To , 47TS I V`� -, t tP . kAA.: / WS) u l c ' kt■Iv.:4- le5(.\ k.1 W k zz C; i Dv. "1.(37)—/LC vt.: rt0 k ►•\ ItC L‘- i S 2...) (3 111 5- 17 I)JlI I111J; 11111 11111 11111 1111 a a Q r IS r o4 a l ‘ C \ ©� 13 L o r x tA ki ' " 1 o Q i lk (1?) ZY' I a l\ - lia:T /ri $ ©fz - EA:74011 0VI Pt\dc kEN> 6 O INu= 35 Vaf4' 325 *,./v. egIC ii..) 9 DV L( L) ` S H1111 III11I 111111 Illlll 1111l1 111111 f , r r s r ci,c '` is l o 4, �o Ate A: t 'Pii f ro l� L w.%- .3'� 1 11 - `' li so•• BERRY - NORDLING JOB: TIGARD CHURCH OF GOD ..... ENGINEERS, INC. CLIENT: ZAIK / MILLER JOB NO.: / 02 -588 ■ . , CIVIL - STRUCTURAL DATE: DEC 2002 BY: JEN SHEET NO.: Z 3607 SW CORBETT AVE., PORTLAND OR, 97239, 503- 227 -7783, FAX 503- 227 -7784. bneng@e -z.net :(1-a,Rtnri., $e-Aq 0 Rklott_ ae-AH O v6 ,4 ,44.0.10)1r1,61,t.,,,4% k ,,,,1-,,.......113..A.t4,11,)--. 1 ;..hz 11JIll 11111) Him will 111[1, 1111;1 Q 7717 4 \ .?) . t ; k 1 d di c 4? 61,54Y-1 4-1Z ,tA 1 :="M's Old q A .39' a -13/0 41) fleatt- '&7 P F Lpor., reA44‘.■ 0 L \kz 11.) I ,0.. tw sit) (s a $ 1SI/ 1 c um 'nu IIIiII IIiI11 IIII[l 111111 A p p o i f , 8 0" ,,gy�pp _ f 6t 'iS A 1 . &r;1.-,1 6- '1f54 tirt 6 , boo BERRY- NORDLING JOB: TIGARD CHURCH OF GOD ENGINEERS INC. C LIENT: ZAIK /MILLER JOB NO.: 02 -588 ■ L ■ ■ CIVIL - STRUCTURAL DATE: DEC 2002 BY: JEN SHEET NO.: 4 3 3607 SW CORBETT AVE., PORTLAND OR, 97239, 503- 227 -7783, FAX 503 -227 -7784. bneng@e -z.net BERRY- NORDLING ENGINEERS, INC. 3607 SW CORBETT AVE. PORTLAND, OREGON 97201 Date: 12/12/02 Page: MULTI -SPAN TIMBER BEAM DESIGN • TIGARD CHURCH OF GOD - A -(TL) A -(TL) A -(TL) A -(DL) A -(DL) A -(DL) GENERAL DATA 1 2 3 5 6 7- All Spans Simple Support ?? : NO Spans Length ft : 2.50 12.00 2.50 2.50 12.00 2.50 End Fixity: : Free:Pin Pin:Pin Pin:Free Free:Pin Pin:Pin Pin:Free Beam Width in : 12.000 12.000 12.000 12.000 12.000 12.000 Beam Depth in : 2.88 2.88 2.88 2.88 2.88 2.88 CALCULATED VALUES -OK- -OK- -OK- -OK- -OK- -OK- Fib-Modified Allow. psi : 1380.0 1380.0 1380.0 1380.0 1380.0 1380.0 fb - Actual. psi : 83.9 399.5 83.9 27.2 129.6 27.2 F'v- Modified Allow. psi : 109.3 109.3 109.3 109.3 109.3 109.3 fv (actual) } 1.5 psi : 3,6 9.3 3.6 1.2 3.0 1.2 Moment @ Left k -in : 0.0 -1.4 -1.4 0.0 -0.4 -0.4 Moment @ Right k -in : -1.4 -1.4 0.0 -0.4 -0.4 0.0 Max. Mom. @ Mid -Span k -in : 0.0 6.6 0.0 0.0 2.1 0.0 X -Dist ft : 0.00 .00 .00 .00 .00 .00 Shears: Left k : 0.00 .22 .09 .00 .07 .03 Right k : -0.09 - .22 .00 - .03 - .07 .00 Reaction @ LeftDL k : 0.00 .10 .10 .00 .10 .10 LL k : 0.00 .21 .21 .00 .00 .00 Total k : 0.00 .31 .31 .00 .10 .10 Reaction @ RighDL k : 0.10 .10 .00 .10 .10 .00 LL k : 0.21 .21 .00 .00 .00 .00 Total k : 0.31 .31 .00 .10 .10 .00 Max. Defl. @ Mid Span in : 0.288 -0.479 0.288 0.093 -0.155 0.093 K -Dist ft : 0.00 6.00 2.50 0.00 6.00 2.50 DESIGN DATA Le: Unsupported Length ft : 0.00 0.00 0.00 0.00 0.00 0.00 Fb:Basic Allowable psi : 1200.0 1200.0 1200.0 1200.0 1200.0 1200.0 Fv:Basic Allowable psi : 95.0 95.0 95.0 95.0 95.0 95.0 Elastic Modulus ksi : 1200 1200 1200 1200 1200 1200 Load Duration Factor 1.15 1.15 1.15 1.15 1.15 1.15 APPLIED LOADS Use Live Load on This Span ? Yes Yes Yes Yes Yes Yes Uniform DL plf : 12.0 12.0 12.0 12.0 12.0 12.0 LL plf : 25.0 25.0 25.0 0.0 0.0 0.0 QUERY VALUES Location ft : 0.00 0.00 0.00 0.00 0.00 0.00 Shear # : 0.00 0.22 0.09 0.00 0.07 0.03 Moment k -in : 0.00 -1.39 -1.39 0.00 -0.45 -0.45 Deflection in : 0.288 0.000 0.000 0.093 0.000 0.000 V4.4B2 (c) 1983 -95 ENERCALC Bruce W. Kenny, KW060914SL -A 4 4 ' BERRY- NORDLING ENGINEERS,INC. 3607 SW CORBETT AVE. PORTLAND, OREGON 97201 Date: 12/12/02 Page: MULTI - SPAN TIMBER BEAM DESIGN TIGARD CHURCH OF GOD • A -ILL) A -(LL) A -(LL) B -(TL) B -(LL) GENERAL DATA 1 2 3 5 7- All Spans Simple Support ?? : NO Spans Length ft : 2.50 12.00 2.50 16.00 16.00 End Fixity: : Free:Pin Pin:Pin Pin:Free Pin:Pin Pin:Pin Beam Width in : 12.000 12.000 12.000 5.125 5.125 Beam Depth in : 2.88 2.88 2.88 10.50 10.50 CALCULATED VALUES -OK- -OK- -OK- -OK- -OK- F'b- Modified Allow. psi : 1380.0 1380.0 1380.0 2760.0 2760.0 fb - Actual. psi : 56.7 269.9 56.7 1325.2 815.5 F'v- Modified Allow, psi : 109.3 109.3 109.3 218.5 218.5 fv (actual) * 1.5 psi : 2.5 6.3 2.5 64.7 39.8 Moment @ Left k -in : 0.0 -0.9 -0.9 0.0 0.0 Moment @ Right k -in : -0.9 -0.9 0.0 0.0 0.0 Max. Mom. @ Mid -Span k -in : 0.0 4.5 0.0 124.8 76.8 X -Dist ft : .00 .00 .00 8.00 8.00 Shears: Left k : .00 .15 .06 2.60 1.60 Right k : - .06 - .15 .00 -2.60 -1.60 Reaction @ LeftDL k : .00 .00 .00 1.00 0.00 LL k : .00 .21 .21 1.60 1.60 Total k : .00 .21 .21 2.60 1.60 Reaction @ RighOL k : .00 .00 .00 1.00 0.00 LL k : .21 .21 .00 1.60 1.60 Total k : .21 .21 .00 2.60 1.60 Max. Defl. @ Mid Span in : 0.194 -0.324 0.194 -0.538 -0.331 X -Dist ft : 0.00 6.00 2.50 8.00 8.00 DESIGN DATA Le: Unsupported Length ft : 0.00 0.00 0.00 0.00 0.00 Fb:Basic Allowable psi : 1200.0 1200.0 1200.0 2400.0 2400.0 Fv:Basic Allowable psi : 95.0 95.0 95.0 190.0 190.0 Elastic Modulus ksi : 1200 1200 1200 1800 1800 Load Duration Factor 1.15 1.15 1.15 1.15 1.15 APPLIED LOADS Use Live Load on This Span ? Yes Yes Yes Yes Yes Uniform DL plf : 0.0 0.0 0.0 125.0 0.0 LL plf : 25.0 25.0 25.0 200.0 200.0 QUERY VALUES Location ft : 0.00 0.00 0.00 0.00 0.00 Shear # : 0.00 0.15 0.06 2.60 1.60 Moment k -in : 0.00 -0.94 -0.94 -0.00 -0.00 Deflection in : 0.194 0.000 0.000 0.000 0.000 V4.4B2 (c) 1983 -95 ENERCALC Bruce W. Benny, KW060914SL -A 05 BERRY- NORDLING ENGINEERS,INC. 3607 SW CORBETT AVE. PORTLAND, OREGON 97201 Date: 12/12/02 Page: MULTI - SPAN TIMBER BEAM DESIGN • TIGARD CHURCH OF GOD . C -(TL) D- (VERT) D- (HORIZ) B -(TL) 13-(TL) E -(TL) GENERAL DATA 1 2 3 5 6 7- All Spans Simple Support ?? : YES Spans Length ft : 12.00 12.00 12.00 12.00 12.00 12.00 End Fixity: : Pin:Pin Pin:Pin Pin:Pin Pin:Pin Pin:Pin Pin:Pin Beam Width in : 5.125 5.125 12.000 5.125 5.125 5.125 Beam Depth in : 10.50 12.00 5.13 10.50 10.50 10.50 CALCULATED VALUES -OK- -OK- -OK- -OK- -OK- -OK- F'b- Modified Allow. psi : 2760.0 2686.4 3192.0 2760.0 2760.0 2760.0 fb - Actual. psi : 458.7 263.4 493.4 1032.2 344.1 688.1 F'v- Modified Allow. psi : 218.5 218.5 252.7 218.5 218.5 218.5 fv (actual) * 1.5 psi : 28.5 18.4 16.4 64.2 21.4 42.8 Moment W Left k -in : 0.0 0.0 0.0 0.0 0.0 0.0 Moment W Right k -in : 0.0 0.0 0.0 0.0 0.0 0.0 Max. Mom. @ Mid -Span k -in : 43.2 2.4 5.9 97.2 2.4 64.8 X -Dist ft : 6.00 .00 .00 6.00 .00 6.00 Shears: Left k : 1.20 .90 .72 2.70 .90 1.80 Right k : -1.20 - .90 - .72 -2.70 - .90 -1.80 Reaction W LeftDL k : 0.60 .30 .00 0.90 .90 0.00 LL k : 0.60 .60 .72 1.80 .00 1.80 Total k : 1.20 .90 .72 2.70 .90 1.80 Reaction L@ RighDL k : 0.60 .30 .00 0.90 .90 0.00 LL k : 0.60 .60 .72 1.80 .00 1.80 Total k : 1.20 .90 .72 2.70 .90 1.80 Max. Defl. W Mid Span in : -0.105 -0.053 -0.231 -0.236 -0.079 -0.157 X -Dist ft : 6.00 6.00 6.00 6.00 6.00 6.00 DESIGN DATA Le: Unsupported Length ft : 0.00 12.00 12.00 0.00 0.00 0.00 Fb:Basic Allowable psi : 2400.0 2400.0 2400.0 2400.0 2400.0 2400.0 Fv :Basic Allowable psi : 190.0 190.0 190.0 190.0 190.0 190.0 Elastic Modulus ksi : 1800 1800 1800 1800 1800 1800 Load Duration Factor 1.15 1.15 1.33 1.15 1.15 1.15 APPLIED LOADS Use Live Load on This Span ? Yes Yes Yes Yes Yes Yes Uniform DL plf : 100.0 50.0 0.0 150.0 150.0 0.0 LL pif : 100.0 100.0 120.0 300.0 0.0 300.0 QUERY VALUES Location ft : 0.00 0.00 0.00 0.00 0.00 0.00 Shear # : 1.20 0.90 0.72 2.70 0.90 1.80 Moment k -in : 0.00 0.00 0.00 0.00 0.00 0.00 Deflection in : 0.000 0.000 0.000 0.000 0.000 0.000 V4.4B2 (c) 1983 -95 BNERCALC Bruce W. Kenny, KW060914SL - 6 BERRY- NORDLING ENGINEERS,INC. 3607 SW CORBETT AVE. PORTLAND, OREGON 97201 Date: 12/12/02 Page: MULTI - SPAN TIMBER BEAM DESIGN TIGARD CHURCH OF GOD F -(TL) F -(TL) G -(TL) H -(TL) GENERAL DATA 1 2 4 6 - All Spans Simple Support ?? : NO Spans Length ft : 12.00 6.00 12.00 6.00 End Fixity: : Pin:Pin Pin:Pin Pin:Pin Pin:Pin Beam Width in : 1,500 1.500 1.500 3.500 Beam Depth in : 9.25 9.25 9.25 9.25 CALCULATED VALUES -OK- -OK- -OK- -OK- Pb-Modified Allow. psi : 1311.0 1311.0 1311.0 1242.0 fb - Actual. psi : 719.5 719.5 959.3 622.1 F'v- Modified Allow. psi : 109.3 109.3 109.3 109.3 fv (actual) * 1.5 psi : 65.0 46.1 53.4 59.7* Moment 0 Left k -in : 0.0 -15.4 0.0 0.0 Moment a Right k -in : -15.4 0.0 0.0 0.0 Max. Mom. 0 Mid -Span k -in : 13.5 0.3 20.5 31.0 X -Dist ft : 4.88 5.24 6.00 3.00 Shears: Left k : 0.46 0.50 0.57 1.72 Right k : -0.68 -0.07 -0.57 -1.72 Reaction W LeftDL k : 0.12 0.31 0.15 0.45 LL k : 0.34 0.87 0.42 1.27 Total k : 0.46 1.18 0.57 1.72 Reaction 0 RighDL k : 0.31 0.02 0.15 0.45 LL k : 0.87 0.05 0.42 1.27 Total k : 1.18 0.07 0.57 1.72 Max. Defl. 0 Mid Span in : -0.156 0.016 -0.280 -0.045 X -Dist ft : 5.44 2.04 6.00 3.00 DESIGN DATA Le: Unsupported Length ft : 0.00 0.00 0.00 0.00 Fb:Basic Allowable psi : 1140.0 1140.0 1140.0 1080.0 Fv:Basic Allowable psi : 95.0 95.0 95.0 95.0 Elastic Modulus ksi : 1600 1600 1600 1600 Load Duration Factor 1.15 1.15 1.15 1.15 APPLIED LOADS Use Live Load on This Span ? Yes Yes Yes Yes Uniform DL plf : 25.0 25.0 25.0 150.0 LL plf : 70.0 70.0 70.0 425.0 QUERY VALUES Location ft : 0.00 0.00 0.00 0.00 Shear # : 0.46 0.50 0.57 1.72 Moment k -in : -0.00 -15.39 -0.00 -0.00 Deflection in : 0.000 0.000 0.000 0.000 V4.4B2 (c) 1983 -95 ENERCALC Bruce W. Kenny, KW060914SL -A 67 TJ- Beam(TM) 6 0 Serial N��, 7002 Business 11 7/8" TJ I® /Pro (TM) -250 @ 16" o/c am Pagel Engine 10:57:28 2 (THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN \ Page 1 ngin Version: 1.5.2 („ ONTROLS FOR THE APPLICATION AND LOADS LISTED r at 13' Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Assembly - Moveable Seating (psf): 100.0 Live at 100 % duration, 15.0 Dead SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live /Dead /Uplift/Total 1 Stud wall 3.50" 2.25" 867 / 130 / 0 / 997 End, Rim 1 Ply 1 1/4" 0.8E TJ- Strand Rim Board® 2 Stud wall 3.50" 2.25" 867 / 130 / 0 / 997 End, Rim 1 Ply 1 1/4" 0.8E TJ- Strand Rim Board® DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) 1000 1000 1420 Passed (70 %) Rt. end Span 1 under Safe loading Vertical Reaction (Ibs) 995 995 1170 Passed (85 %) Bearing 2 under Safe loading Moment (Ft -Lbs) 3035 3035 4430 Passed (69 %) MID Span 1 under Floor loading Live Load Defl (in) 0.238 0.315 Passed (L/634) MID Span 1 under Floor loading Total Load Defl (in) 0.274 0.629 Passed (L/551) MID Span 1 under Floor loading TJPro 55 30 Passed Span 1 - Deflection Criteria: STANDARD(LL:U480,TL:L/240). - Allowable moment was increased for repetitive member usage. - Deflection analysis is based on composite action with single layer of 19/32 ", 5/8" Panels (20" Span Rating) GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - Concentrated load requirements for standard non - residential floors have been considered. TJ - Pro RATING SYSTEM -The TJ -Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32 ", 5/8" Panels (20" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.54 ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Custom product listed above. PROJECT INFORMATION: OPERATOR INFORMATION: Jonathan H Walters Berry- Nordling Engineers, Inc. 3607 SW Corbett Ave Portland, OR 97201 Phone : (503) 227-7783 Fax : (503) 227-7784 bneng @e -z.net Copyright ® 2002 by Trus Joist, a Weyerhaeuser Business TJI® and TJ -Beam® are registered trademarks of Trus Joist. e -I Joist °,Pro° and TJ -Pro° are trademarks of Trus Joist. 6 8 BERRY- NORDLING ENGINEERS,INC. 3607 SW CORBETT AVE. PORTLAND, OREGON 97201 Date: 12/12/02 Page: MULTI - SPAN TIMBER BEAM DESIGN TIGARD CHURCH OF GOD I -(TL) J -(TL) L -(TL) L -(DL) L -(LL) GENERAL DATA 1 2 4 5 6 - All Spans Simple Support ?? : YES Spans Length ft : 7.00 4.00 12.00 12.00 12.00 End Fixity: : Pin:Pin Pin:Pin Pin:Pin Pin:Pin Pin:Pin Beam Width in : 4.500 3.500 5.125 5.125 5.125 Beam Depth in : 9.25 5.50 12.00 12.00 12.00 CALCULATED VALUES -OK- -OK- -OK- -OK- -OK- F'b- Modified Allow. psi : 1311.0 1345.5 2400.0 2400.0 2400.0 fb - Actual. psi : 343.6 612.0 1817.6 237.1 1580.5 F'v- Modified Allow. psi : 109.3 109.3 190.0 190.0 190.0 fv (actual) * 1.5 psi : 29.3 54.2 127.2 16.6 110.6 Moment @ Left k -in : 0.0 0.0 0.0 0.0 0.0 Moment @ Right k -in : 0.0 0.0 0.0 0.0 0.0 Max. Mom. @ Mid -Span k -in : 22.0 0.8 223.6 9.2 194.4 X-Dist ft : 3.50 .00 6.00 .00 6.00 Shears: Left k : 1.05 .90 6.21 .81 5.40 Right k : -1.05 - .90 -6.21 - .81 -5.40 Reaction @ LeftDL k : 0.44 .25 0.81 .81 0.00 LL k : 0.61 .65 5.40 .00 5.40 Total k : 1.05 .90 6.21 .81 5.40 Reaction @ RighDL k : 0.44 .25 0.81 .81 0.00 LL k : 0.61 .65 5.40 .00 5.40 Total k : 1.05 .90 6.21 .81 5.40 Max. Defl. 6 Mid Span in : -0.034 -0.033 -0.363 -0.047 -0.316 X ft : 3.50 2.00 6.00 6.00 6.00 DESIGN DATA Le: Unsupported Length ft : 7.00 4.00 0.00 0.00 0.00 Fb:Basic Allowable psi : 1140.0 1170.0 2400.0 2400.0 2400.0 Fv :Basic Allowable psi : 95.0 95.0 190.0 190.0 190.0 Elastic Modulus ksi : 1600 1600 1800 1800 1800 Load Duration Factor 1.15 1.15 1.00 1.00 1.00 APPLIED LOADS Use Live Load on This Span ? Yes Yes Yes Yes Yes Uniform DL plf : 125.0 125.0 135.0 135.0 0.0 LL plf : 175.0 325.0 900.0 0.0 900.0 QUERY VALUES Location ft : 0.00 0.00 0.00 0.00 0.00 Shear # : 1.05 0.90 6.21 0.81 5.40 Moment k -in : 0.00 0.00 0.00 0.00 0.00 Deflection in : 0.000 0.000 0.000 0.000 0.000 V4.4B2 (c) 1983-95 ENERCALC Bruce W. Kenny, KW060914SL -A Gg BERRY- NORDLING ENGINEERS,INC. 3607 SW CORBETT AVE. PORTLAND, OREGON 97201 Date: 12/12/02 Page: MULTI -SPAN TIMBER BEAM DESIGN ' TIGARD CHURCH OF GOD M -(TL) M -(DL) M -(LL) N -(TL) N -(DL) N -(LL) GENERAL DATA 1 2 3 5 6 7- All Spans Simple Support ?? : YES Spans Length ft : 12.00 12.00 12.00 8.00 8.00 8.00 End Fixity: : Pin:Pin Pin:Pin Pin:Pin Pin:Pin Pin:Pin Pin:Pin Beam Width in : 5.125 5.125 5.125 3.125 3.125 3.125 Beam Depth in : 12.00 12.00 12.00 12.00 12.00 12.00 CALCULATED VALUES -OK- -OK- -OK- -OK- -OK- -OK- F'b- Modified Allow. psi : 2400.0 2400.0 2400.0 2400.0 2400.0 2400.0 fh - Actual. psi : 2370.7 439.0 1931.7 1120.0 160.0 960.0 F'v- Modified Allow. psi : 190.0 190.0 190.0 190.0 190.0 190.0 fv (actual) * 1.5 psi : 166.0 30.7 135.2 104.5 14.9 89.6 Moment @ Left k -in : 0.0 0.0 0.0 0.0 0.0 0.0 Moment @ Right k -in : 0.0 0.0 0.0 0.0 0.0 0.0 Max. Mom. @ Mid -Span k -in : 291.6 54.0 237.6 84.0 2.0 72.0 X -Dist ft : 6.00 6.00 6.00 4.00 .00 4.00 Shears: Left k : 8.10 1.50 6.60 3.50 .50 3.00 Right k : -8.10 -1.50 -6.60 -3.50 - .50 -3.00 Reaction @ LeftDL k : 1.50 1.50 0.00 0.50 .50 0.00 LL k : 6.60 0.00 6.60 3.00 .00 3.00 Total k : 8.10 1.50 6.60 3.50 .50 3.00 Reaction @ RighDL k : 1.50 1.50 0.00 0.50 .50 0.00 LL k : 6.60 0.00 6.60 3.00 .00 3.00 Total k : 8.10 1.50 6.60 3.50 .50 3.00 Max. Defl. @ Mid Span in : -0.474 -0.088 -0.386 -0.100 -0.014 -0.085 X -Dist ft : 6.00 6.00 6.00 4.00 4.00 4.00 DESIGN DATA Le: Unsupported Length ft : 0.00 0.00 0.00 0.00 0.00 0.00 Fb:Basic Allowable psi : 2400.0 2400.0 2400.0 2400.0 2400.0 2400.0 Fv:Basic Allowable psi : 190.0 190.0 190.0 190.0 190.0 190.0 Elastic Modulus ksi : 1800 1800 1800 1800 1800 1800 Load Duration Factor 1.00 1.00 1.00 1.00 1.00 1.00 APPLIED LOADS Use Live Load on This Span ? Yes Yes Yes Yes Yes Yes Uniform DL plf : 250.0 250.0 0.0 125.0 125.0 0.0 LL plf : 1100.0 0.0 1100.0 750.0 0.0 750.0 QUERY VALUES Location ft : 0.00 0.00 0.00 0.00 0.00 0.00 Shear # : 8.10 1.50 6.60 3.50 0.50 3.00 Moment k -in : 0.00 0.00 0.00 0.00 0.00 0.00 Deflection in : 0.000 0.000 0.000 0.000 0.000 0.000 V4.482 (c) 1983 -95 ENERCALC Bruce W. Kenny, KW060914SL -A G/o ' BERRY- NORDLING ENGINEERS, INC. 3607 SW CORBETT AVE. PORTLAND, OREGON 97201 Date: 12/12/02 Page: MULTI - SPAN TIMBER BEAM DESIGN TIGARD CHURCH OF GOD • 0 -(TL) 0 -(DL) 0 -(LL) P -(TL) P -(DL) P -(LL) GENERAL DATA 1 2 3 5 6 7- All Spans Simple Support ?? : YES Spans Length ft : 5.00 5.00 5.00 6.00 6.00 6.00 End Fixity: : Pin:Pin Pin:Pin Pin:Pin Pin:Pin Pin:Pin Pin:Pin Beam Width in : 3.500 3.500 3.500 3.500 3.500 3.500 Beam Depth in : 11.25 11.25 11.25 11.25 11.25 11.25 CALCULATED VALUES -OK- -OK- -OK- -OK- -OK- -OK- F'b- Modified Allow. psi : 990.0 990.0 990.0 990.0 990.0 990.0 fb - Actual. psi : 419.0 63.5 355.6 548.6 73.1 475.4 F'v- Modified Allow. psi : 95.0 95.0 95.0 95.0 95.0 95.0 fv (actual) * 1.5 psi : 49.2 7.5 41.8 59.4 7.9 51.5 Moment @ Left k -in : 0.0 0.0 0.0 0.0 0.0 0.0 Moment @ Right k -in : 0.0 0.0 0.0 0.0 0.0 0.0 Max. Mom. @ Mid -Span k -in : 30.9 4.7 26.2 40.5 5.4 35.1 X -Dist ft : 2.50 .50 2.50 3.00 .00 3.00 Shears: Left k : 2.06 .31 1.75 2.25 .30 1.95 Right k : -2.06 - .31 -1.75 -2.25 - .30 -1.95 Reaction @ LeftDL k : 0.31 .31 0.00 0.30 .30 0.00 LL k : 1.75 .00 1.75 1.95 .00 1.95 Total k : 2.06 .31 1.75 2.25 .30 1.95 Reaction it RighDL k : 0.31 .31 0.00 0.30 .30 0.00 LL k : 1.75 .00 1.75 1.95 .00 1.95 Total k : 2.06 .31 1.75 2.25 .30 1.95 Max. Defl. @ Mid Span in : -0.017 -0.003 -0.015 -0.033 -0.004 -0.029 X -Dist ft : 2.50 2.50 2.50 3.00 3:00 3.00 DESIGN DATA Le: Unsupported Length ft : 0.00 0.00 0.00 0.00 0.00 0.00 Fb:Basic Allowable psi : 990.0 990.0 990.0 990.0 990.0 990.0 Fv:Basic Allowable psi : 95.0 95.0 95.0 95.0 95.0 95.0 Elastic Modulus ksi : 1600 1600 1600 1600 1600 1600 Load Duration Factor 1.00 1.00 1.00 1.00 1.00 1.00 APPLIED LOADS Use Live Load on This Span ? Yes Yes Yes Yes Yes Yes Uniform DL plf : 125.0 125.0 0.0 100.0 100.0 0.0 LL plf : 700.0 0.0 700.0 650.0 0.0 650.0 QUERY VALUES Location ft : 0.00 0.00 0.00 0.00 0.00 0.00 Shear # : 2.06 0.31 1.75 2.25 0.30 1.95 Moment k -in : 0.00 0.00 0.00 0.00 0.00 0.00 Deflection in : 0.000 0.000 0.000 0.000 0.000 0.000 • V4.4B2 (c) 1983 -95 ENERCALC Bruce W. Kenny, KW060914SL -A 41/ .,. + k- ®SKT Pa rust 0 k—r nl i 6, \i' A-i-c. 5.,' ta .extoti,)Lvtil, socro vo L So ( 1 /)+ 35414 04.151 term 4 {1 L = aeg t Stog gi • ''*.- ( 4 ' 4 GIN.en. • - . — i .2 "..2.. L.... _‘,0 . 0 , ___ c� . . P =41( )°6' ):t1 -= cS 5; - Pt it450 1+ 41,' 1.6•14 : 41 . w Lop., t` ` . 8 io.... s Z tbq vItste /.1.0"' vt,*4' .. 4 , 4 1 00 0.10, .10, bO < `; -0 3 -o C 3� : z,:. fret, t 4 44 ee..."10 `61/L 6 tit6 . .. ( cf- Com `4- . - ' NIA` 4 Sul k I mmo BERRY- NORDLING L. LA .4 G JOB: TIGARD CHURCH OF GOD .„ ENGINEERS, INC CLIENT: ZAIK / MILLER JOB NO.: 02 -588 CIVIL - STRUCTURAL DATE: DEC 2002 BY: JEN SHEET NO.: F I 3607 SW CORBETT AVE., PORTLAND OR, 97239, 503- 227 -7783, FAX 503 - 227.7784. bneng@ae -z.net ' • BERRY - NORDLING ENGINEERS,INC. 3607 SW CORBETT AVE. PORTLAND, OREGON 97201 Date: 12/12/02 Page: SQUARE FOOTING DESIGN TIGARD CHURCH OF GOD 0 0 Fl F2 LOADING DATA 1 2 Dead Load k: 3.60 6.00 Live Load k: 15.00 1.00 Short Term Load k: 0.00 0.00 Seismic Zone 0 0 Overburden Weight psf: 0.0 0.0 Combining Live & Short Term Loads ? No No FOOTING DATA Size (Length & Width) ft: 3.00 2.50 Thickness in: 10.00 10.00 # of Bars 4 3 Rebar Size Number #: 4 4 Column Dimension in: 8.0 8.0 f'c psi: 3000 3000 Fy psi: 40000 40000 Cover over rebar in: 3.0 3.0 Concrete weight pcf: 145.0 145.0 SOIL DATA Basic Allow Soil Brg Press. psf: 2500 2500 Short Term Duration Factor 1.33 1.33 Ftg. Depth Below Soil ft: 0.00 0.00 CALCULATED FORCES Maximum Static Soil Pressure psf: 2187.5 1240.8 Allow Static Soil Pressure psf: 2500.0 2500.0 Max. Short Term Soil Pressure psf: 520.8 1080.8 Allow Short Term Soil Pressure psf: 3325.0 3325.0 1 -Way: Allowable Shear psi: 109.5 109.5 Vu /Phi psi: 31.3 9.2 2 -Way: Allowable Shear psi: 219.1 219.1 Vu /Phi psi: 78.8 25.0 Mn k -ft: 5.8 5.3 Mu /Phi k -ft: 2.7 0.8 REINFORCING Actual Bar Depth in: 6.75 6.75 Min. Allow t Reinforcing : 0.0014 0.0014 200 /Fy 0.0050 0.0050 Req'd Per Analysis 0.0013 0.0004 USE %: 0.0021 0.0021 Rebar Area Req'd in2 /ft: 0.17 0.17 Total Area Req'd in: 0.50 0.42 REBAR CHOICES Quantity of: #4 Bars 4 3 #5 Bars 3 2 #6 Bars 2 2 # B ars 2 2 #8 Bars 2 2 #9 Bars 2 1 #10 Bars 1 1 V4.4B2 (c) 1983 -95 ENERCALC Bruce W. Kenny, KW060914SL -A 1F• BERRY- NORDLING ENGINEERS,INC. 3607 SW CORBETT AVE. PORTLAND, OREGON 97201 Date: 12/12/02 Page: CANTILEVERED RETAINING WALL DESIGN a " TIGARD CHURCH OF GOD , 3 ' WALL & FOOTING DATA VERTICAL LOADS LATERAL LOADS Retained Height = 3.50 ft Axial DL on Stem = 0 plf Lateral Load Acting on Wall Ht. above Soil 0.00 ft Axial DL on Stem = 0 plf Stem Above Soil = 0.00 psf Toe Width = 0.50 ft ....Eccentricity = 0.00 in Add'1 Lateral Load = 0.00 if Heel Width 1.50 ft Surcharge over Toe = 0.0 psf Dist to Load Start = 0.00 ft Total Footing Width = 2.00 ft Surcharge over Heel = 0.0 psf Dist to Load End = 0.00 ft Footing Thickness = 10.00 in Note: Toe Surcharge Resists Overturning Key Depth = 0.00 in Note: Heel Surcharge Resists Overturning Key Width = 0.00 in SOIL DATA ADJACENT FOOTING Toe to Key Dist. 0.00 ft Allowable Bearing 2500 psf Vertical Load = 0.0 # SLIDING CHECK Active Lateral = 30.0 pcf Load Eccentricity = 0.00 in Ftg /Soil Friction = 0.30 Max Press. 0.0 pcf Footing Width = 0.00 ft Soil to Neglect = 0.00 in Slope Press. 0.0 pcf Ftg. CL to Wall = 0.00 ft Lateral Pressure = 282 # Backfill Slope = 0.0 :1 Vert. Position of Ftg. - Passive Pressure = 225 # Passive Press. = 200.0 pcf ...Above /Below:( + / -1 = 0.0 ft - Friction = 297 # Soil Density = 120.0 pcf Spread Footing ? No Add'l Force Required = 0.0 # Soil Ht over Toe = 8.00 in SUMMARY FOOTING DESIGN Pressure a Toe = 906.2 psf Soil Press. Mult. Toe Heel f'c = 3000 psi Pressure 8 Heel = 83.8 psf By ACI Eq 9 -1 = 1269 117 psf Fy = 60000 psi Allowable Press. = 2500 psf Mu- Upward = 147 96 ft-# Min. As Percent - 0.0012 Ecc. of resultant = 3.32 in Mu-Downward = 36 265 ft -# Omit SP Under Heel ? No Max. Shear a Toe = 0.00 psi Mu-Design = 111 -169 ft -# Toe Heel Max. Shear 8 Heel = -1.36 psi One -Way Shear: # 4 8 25.64 22.22 in o/c Allow. Ftg Shear = 93.11 psi Actual = 0.0 1.4 psi # 5 8 39.74 34.44 in o/c Factors of Safety: Allowable = 93.1 93.1 psi # 6 8 48.00 48.00 in o/c Overturning = 2.84 :1 Cover over Rebar = 3.50 2.50 in # 7 8 48.00 48.00 in a/c Sliding 1.85 :1 'd' = 6.50 7.50 in # 8 8 48.00 48.00 in o/c Ru = Mu /bd "2 = 2.9 3.3 psi # 9 8 48.00 48.00 in o/c SUMMARY OF FORCES & MOMENTS Overturning Moments Resisting Moments Origin of Force... # ft ft -# # ft ft-# Active Soil Press. = 281.7 1.44 406.9 0 0 0 Soil over Heel = 0 0 0 350.0 .58 55 .2 Soil over Toe = -33.8 0.50 -16.9 40.0 .25 1 .0 Sloped Soil N Heel = 0 0 0 0.0 .00 .0 Adjacent Ftg. Load = 0.0 0.00 0.0 0.0 .00 .0 Surcharge Over Heel = 0 0 0 0.0 .00 .0 Surcharge over Toe = 0.0 0.00 0.0 0.0 .00 .0 Axial Load on Wall = 0 0 0 0.0 .00 .0 Load 8 Proj. Wall = 0.0 0.00 0.0 0 0 0 Averaged Stem Wts. = 0 0 0 350.0 .83 29 .7 Added Lateral Load = 0.0 0.00 0.0 0 0 0 Footing Weight = 0 0 0 250.0 .00 25 .0 Key Weight = 0 0 0 0.0 .00 .0 • Vertical Component of Active Pressure 0 0 0 0.0 .00 .0 • Totals = 247.9 # 390.0 ft-1 990.0 # 110 .8 ft -# Resisting Totals Used For Soil Pressure 990.0 # 110 .8 ft -# (Vert. Component of Active Pressure Removed) (continued on next page....) V4.4B2 (c) 1983 -95 ENERCALC Bruce W. Kenny, KW060914SL -A r3 • BERRY- NORDLING ENGINEERS,INC. 3607 SW CORBETT AVE. PORTLAND, OREGON 97201 • Date: 12/12/02 Page: CANTILEVERED RETAINING WALL DESIGN TIGARD CHURCH OF GOD C 3 • I continued) STEM SUMMARY Top Stem: From 4.00 ft to Top of Wall 8.00in Concrete w/ # 4 @ 12.00in, d= 4.00in f'c= 3000.0 psi, Fy= 60000.0psi Wall Wt.= 100.00psf, Bar Embed= 12.0in Mu = 0.0 <= Mn = 3423.0ft -# Vu = 0.00 <= Vn = 93.11psi Interaction Value = 0.000 Second Stem From 3.00ft to 4.00ft 8.00in Concrete w/ # 4 @ 12.00in, d= 4.00in f'c= 3000.0ppsi, Fy= 60000.0psi Wall Wt.= 100.00psf, Bar Embed= 12.Oin Mu = 1.1 <= Mn = 3423.Oft -# Vu = 0.01 <= Vn : 93.11psi Interaction Value = 0.000 Third Stem From 2.00ft to 3.00ft 8.00in Concrete w/ # 4 @ 12.00in, d= 4.00in f'c= 3000.0ppsi, Fy= 60000.0psi Wall Wt.= 100.00psf, Bar Embed= 12.0in Mu = 28.7 <= Mn = 3423.0ft -# Vu = 0.72 <= Vn = 93.11psi Interaction Value = 0.008 Fourth Stem From 0.50ft to 2.00ft 8.00in Concrete w/ # 4 @ 12.00in, d= 4.00in f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 100.00psf, Bar Embed= 12.0in Mu = 229.5 <= Mn : 3423.0ft -# Vu = 3.78 <= Vn = 93.11psi Interaction Value = 0.067 Bottom Stem From 0.O0ft to 0.50ft 8.00in Concrete w/ # 4 @ 12.00in, d= 4.00in 3000.Opsi, Fy= 60000.0psi Wall Wt.= 100.00psf, Bar Embed= 6.0in Mu = 361.9 <= Mn = 3423.0ft -# Vu = 5.27 <= Vn = 93.11psi Interaction Value = 0.106 V4.4B2 (c) 1983 -95 ENERCALC Bruce W. Kenny, KW060914SL -A F ' ' BERRY - NORDLING ENGINEERS,INC. 3607 SW CORBETT AVE. PORTLAND, OREGON 97201 Date: 12/12/02 Page: CANTILEVERED RETAINING WALL DESIGN ' TIGARD CHURCH OF GOD 1 ( C 1 L bi M • WALL & FOOTING DATA VERTICAL LOADS LATERAL LOADS Retained Height 5.00 ft Axial DL on Stem = 0 plf Lateral Load Acting on Wall Ht. above Soil = 0.00 ft Axial DL on Stem = 0 plf Stem Above Soil = 0.00 psf Toe Width = 0.50 ft ....Eccentricity = 0.00 in Add'1 Lateral Load = 0.00 if Heel Width = 2.50 ft Surcharge over Toe = 0.0 psf Dist to Load Start = 0.00 ft Total Footing Width = 3.00 ft Surcharge over Heel = 0.0 psf Dist to Load End = 0.00 ft Footing Thickness = 10.00 in Note: Toe Surcharge Resists Overturning Key Depth 0.00 in Note: Heel Surcharge Resists Overturning Key Width = 0.00 in SOIL DATA ADJACENT FOOTING Toe to Key Dist. = 0.00 ft Allowable Bearing = 2500 psf Vertical Load = 0.0 # SLIDING CHECK Active Lateral = 30.0 pcf Load Eccentricity = 0.00 in Ftg /Soil Friction = 0.30 Max Press. = 0.0 pcf Footing Width = 0.00 ft Soil to Neglect = 0.00 in Slope Press. 0.0 pcf Ftg. CL to Wall = 0.00 ft Lateral Pressure = 510 # Backfill Slope = 0.0 :1 Vert. Position of Ftg. - Passive Pressure = 225 # Passive Press. = 200.0 pcf ..Above /Below :(+ / -j = 0.0 ft - Friction = 604 # Soil Density = 120.0 pcf Spread Footing ? No Add'). Force Required = 0.0 # Soil Ht over Toe = 8.00 in SUMMARY FOOTING DESIGN Pressure @ Toe = 1149.8 psf Soil Press. Mult. Toe Heel f'c - 3000 psi Pressure @ Heel = 193.5 psf By ACI Eq 9 -1 = 1610 271 psf Fy - 60000 psi Allowable Press. - 2500 psf Mu- Upward = 192 914 ft -# Min. As Percent = 0.0012 Ecc. of resultant 4.27 in Mu- Downward = 36 1706 ft -# Omit SP Under Heel ? No Max. Shear @ Toe = 0.00 psi Mu Design 156 - 792 ft - Toe Heel Max. Shear @ Heel = -6.37 psi One -Way Shear: # 4 a 25.64 22.22 in o/c Allow. Ftg Shear = 93.11 psi Actual = 0.0 6.4 psi # 5 @ 39.74 34.44 in o/c Factors of Safety: Allowable = 93.1 93.1 psi # 6 a 48.00 48.00 in o/c Overturning = 3.36 :1 Cover over Rebar = 3.50 2.50 in # 7 @ 48.00 48.00 in o/c Sliding = 1.63 :1 'd' = 6.50 7.50 in # 8 @ 48.00 48.00 in o/c Ru = Mu /bd "2 = 4.1 15.6 psi # 9 a 48.00 48.00 in o/c SUMMARY OF FORCES & MOMENTS Overturning Moments Resisting Moments Origin of Force... # ft ft -# # ft ft -# Active Soil Press. = 510.4 1.94 992.5 0 0 0 Soil over Heel = 0 0 0 110 .0 .08 229 .7 Soil over Toe = -33.8 0.50 -16.9 4 .0 .25 1 .0 Sloped Soil a Heel - 0 0 0 .0 .00 .0 Adjacent Ftg. Load = 0.0 0.00 0.0 .0 .00 .0 Surcharge Over Heel = 0 0 0 .0 .00 .0 Surcharge over Toe = 0.0 0.00 0.0 .0 .00 .0 Axial Load on Wall 0 0 0 .0 .00 .0 Load a Proj. Wall = 0.0 0.00 0.0 0 0 0 Averaged Stem Wts. = 0 0 0 50 .0 .83 41 .7 Added Lateral Load - 0.0 0.00 0.0 0 0 0 Footing Weight = 0 0 0 37 .0 .50 56 .5 Key Weight = 0 0 0 .0 .00 .0 Vertical Component of Active Pressure 0 0 0 .0 .00 .0 • Totals = 476.7 # 975.6 ft -# 201 .0 # 328 .8 ft-# Resisting Totals Used For Soil Pressure 201 .0 # 328 .8 ft -# (Vert. Component of Active Pressure Removed) (continued on next page....) V4.4B2 (c) 1983 -95 ENERCALC Bruce W. Kenny, KW060914SL -A t BERRY- NORDLING ENGINEERS, INC. 3607 SW CORBETT AVE. PORTLAND, OREGON 97201 Date: 12/12/02 Page: CANTILEVERED RETAINING WALL DESIGN 1 TIGARD CHURCH OF GOD 3 '1 4 L j � � 0 • continued) STEM SUMMARY Top Stem: From 4.00 ft to Top of Wall 8.00in Concrete w/ # 4 e 12.00in, d= 4.00in f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 100.00psf, Bar Embed= 12.0in Mu : 8.5 <= Mn = 3423.0ft-# Vu = 0.24 <= Vn = 93.11psi Interaction Value = 0.002 Second Stem From 3.00ft to 4.00ft 8.00in Concrete w/ # 4 @ 12.00in, d= 4.00in f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 100.00psf, Bar Embed= 12.0in Mu = 68.0 <= Mn = 3423.0ft -# Vu = 1.48 <= Vn = 93.11psi Interaction Value = 0.020 Third Stem From 2.00ft to 3.00ft 8.00in Concrete w/ # 4 @ 12.00in, d= 4.00in f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 100.00psf, Bar Embed= 12.0in Mu = 229.5 <: Mn : 3423.0ft -# Vu = 3.78 <= Vn = 93.11psi Interaction Value = 0.067 Fourth Stem From 0.50ft to 2.00ft 8.00in Concrete w/ # 4 @ 12.00in, d= 4.00in f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 100.00psf, Bar Embed= 12.0in Mu = 774.5 <= Mn = 3423.0ft -# Vu = 9.22 <= Vn = 93.11psi Interaction Value = 0.226 Bottom Stem From 0.00ft to 0.50ft 8.00in Concrete w/ # 4 @ 12.00in, d: 4.00in f'e= 3000.0psi, Fy= 60000.0psi Wall Wt.= 100.00psf, Bar Embed: 6.0in Mu : 1060.0 <: Mn : 3423.0ft-# Vu = 11.51 <= Vn = 93.11psi Interaction Value = 0.310 • V4.4B2 (c) 1983 -95 ENERCALC Bruce W. Benny, AW060914SL -A Fly . 1 I I II ,..- 1T IA .., nett. 4nst-w Ccs► + ND H Cv=, 6 ( 4- s- � �� 41 - C :tot ,f. 4i'c.1 S .( r.3 s, s f cm. j`, a T= ‘0 -4 (14 a� .13 ti)t t tz) L 11o ,d. 4 I (o . 4, , 1 1 ( i 7 4 ) ‘ , . , 85 _ C� cal 44) . . z.. gr w _ (0)(itt K las � t 8�(:1) . w s , 3'- t r r+k V ;so) C in (w) l vri: 7 c.1 Tt.( • V .t. 1 7 5 1 [:" .0.) . t404.1-‘ c C404 P=70 il . . . t 5'.5 C 1 gill tIt6N) f : ts�' ,,)&/ co . ter _v!'„, ‘ t . /.....,ALL,..44) v• V= .1k (rm 1s4 , k_ W i st ut` c to47s' • t i c .it to r vj il iort4S . i Z 01 -•-.,- ---- -- i.'.11 0 10 ( ) ... . ` .. vow 4 1 4 .401 % Cza . h_______FL. . o4twl Is (\\)4 :,_,/ . A . .t .. .... kbP I (90 ''' etctit qr. t: /I4)() - ....... - .:I /Cwt C r . . rto tout US'` mo r ‘ I soh v.p. tSov4 6144\ Rep.V VS t• r 'WO BERRY - NORDLING JOB: TIGARD CHURCH OF GOD r ■ ENGINEERS, INC. CLIENT: ZAIK / MILLER 4: JOB NO.: 02-588 DATE: DEC 2002 BY: JEN SHEET i CIVIL - STRUCTURAL EET NO.: t' 3607 SW CORBETC AVE.. PORTLAND OR 97239, 503 - 227 -7783, FAX 503 - 227.7784, bn ng c -znet [ .- - i ._ L-1 o p aft s OE v,...riNt,L .1 � ;,;rt me in• 4 ' lSo (E5 i�� L i t \/ " 1100 04;� 1 Z Gz- 4' I a o .Qa ve: = I '5,-7. q ta® \) 44 vol _t : if)/ P\ 3 i trss:a .'#1 so vt u,►s o � Z i t r .: . I . ' s - ` 4 .‘. i Al.. �i15 t vUt ) 1417 1034 LTIVA ito of' $1214 Q. 4111 Wa,%. ki4 \ 1 ,,,,, : : : ‘49 TD(1.5frtit‘Atle-1,3t 1.4- Ltx�,t . • ' AY- (. ..f. T.000 A Nkir- 1SotiZ f • I S TN+.P, o Its: 't'}}NS ii l : . Sjk" ( " . -- : : : : i d ,: . .: . : e r E MM w . (Q0 el g : cD �,(sc .t tvt)�3- 1i ® . •: :. $1 1 ‘ : 4 r 441,1 - : • n?ii.175■.D$3 mukaio BERRY- NORDLING JOB: TIGARD CHURCH OF GOD Mr s ENGINEERS, INC. CLIENT: ZAIK / MILLER JOB NO.: 02 -588 •P, 1 1 CIVIL - STRUCTURAL DATE: DEC 2002 BY: JEN SHEET NO.: £4 3607 SW CORBETT AVE., PORTLAND OR, 97239, 503 - 227.7783, FAX 503 -227 -7784. bncnge -znet L6 I,0v).1m .tv JPrel rlAgzep- I 0 Lg s1A -U. VI Co-u,.� \I = " 150 0 44.0 t t ode V 1 <t(15) 4 ). tz \l � L ► i,. 3 2 , .4) 4 IS ` W 1 • .1 ` `�� t, 15 1 i 1 ■5 he , D 6 d z Z'1 `� or t, � �.. tlgo , PI. 6M . VI: 1 Y1: fVfv.A3r3 S44 Aft (0/11.. ( cac kr (1 41.. " �° `,��.�� ,tip \sAow \ ` (11) Vo w`�t R, F (J -- - ". - . . JI,2.7oe . ( y 11L Iti4� 404900 \i'V iS"\I'lt. i bo0 i 41. q . 5... 1' C) ' 4.1.3,Q 4 ,,,i7 t k a-- . . 4 . f A $ o�ti)vt4.,) fi r- c m lire roc; 114(194 0 t )z Ia r jO P vd t " '. ' 11VrP, /c fa-v-----. -I e i, �3 7 �o' Hi, C e\ ,). t&,(i L ‘-\ ft. (i ow)1h.i- i el) --23100"° 44&+ 00) 0 514 v 1",- 3 ,,tN► PSG Si Fs.� - �� -Sns3 o5-S�s3 ..cSern zdr 5 n 'ill. BERRY - NORDLING JOB: TIGARD CHURCH OF GOD .M ENGINEERS, INC. CLIENT: ZAIK / MILLER JOB NO.: 02 -588 CIVIL - STRUCTURAL DATE: DEC 2002 BY: JEN SHEET NO.: 13 3607 SW CORBETT AVE.. PORTLAND OR, 97239, 503- 227 -7783. FAX 503- 227 -7784, beeige -znet Vii° Ltat., C I WAlt, 0 „„e2Wfc. p1, 1h1A,Gt. L14 -s y 1 . 1 .9e / 1 Av • ji - °-- 7 79 t v ,„ v 6 V-e OH etActr%t-talt.. t+r)frkki..1044A- C tcAK ti ii,'` ltt.6ti4-v\ ` 91 1) 1z 1rfu e ' ,. ,, \ w is ' kSLIO q zz. 1 ‘ 041).t) :::_1 , A j ..4fir ,. \ 4 `A-5 Q 2Z E . , 64 z.,.12 /IL IS Pi' --.- c 4- c, c, In. 1--Az 23 (,ts )i- '54 -s • 114StittmAvii4 \I &' �-I , riX'r,iu ;v L kski„, -` iu Or. \ z I 5t y JtiN • 4- two 11 \ z I5 - (-,1 T l'$5o* - ‘o< -‘) 1 :11 0 . = A_ r3 4 IS11)+b�s(.q+9 C � � k v c 135 , ir 15 - 0 4V 1 i 41r a tr 6 -5 43 iimvssPs3 8` ' Lfr III Iii 0 BERRY - NORDLING JOB: TIGARD CHURCH OF GOD ENGINEERS, INC. CLIENT: ZAIK / MILLER JOB NO.: 02 -588 CIVIL - STRUCTURAL DATE: DEC 2002 BY: JEN SHEET NO.: L 3601 SW CORBETT AVE., PORTLAND OR, 97239.503- 227.7783, FAX 303 - 227.7784. beens@c -Lnet L17 k.AvLl3el S vAt4 05.14-tk40.6.cmtALAA-LA., Isd 1 • - 1) v `• Gst eisirt "V" ( 700 F l4d k ilk p VI ,4ire.. n. koso 71 • tii Igtfertto&Sikw \ i0.)cf stue:.* 41. (5o( ko T1--- -tea , � . q , 'tom rata acs.) t 4 h- 'Pt ot- SPS (nit t,4 Scc t o LW"*. i P BERRY - NORDLING JOB: TIGARD CHURCH OF GOD ■ L ENGINEERS, INC. CLIENT: ZAIK / MILLER JOB NO.: 02 -588 CIVIL- STRUCTURAL DATE: DEC 2002 BY: JEN SHEET NO.: 3607 SW CORNETT AVE., PORTLAND OR 977.39, 503.227.7723, FAX 503- 227 -7714. bneng@e -Lnet