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Home My WebLink AboutSHEAR WALLS AND FOOTINGS - 05-00205 - Rexburg LDS Temple - Foundationig Op i Consultin Engineefs Portland, Oregon < D Project Qient 27,047 NOL -I , 4D ARN 4 6-3-7 4t> Ild By Dote ReMsed Date rA) -Fsheet No. %Job No- A w m Project 1314PRIConsulting Engineers, Locatlon Port Icnd, Oregon Client r W, By Sheet No, Date Rev1sed Date "Z. K;;, .4 1 1.4 1 Fp- �Z- 74- t. 67 775 X75 5 —k4 �-qYMI g 0 .- 0 7 .3 52-D �,z= e- LC�z�3��>J=Sz.31 Qz� oa�F,z e2145- ,-fr -- wz �7 7�y -74 IN n'), Prof e ct B Locaflon 010127COnSUltlng Engineers lire �ri� Po r � ci r"',d , Ore -non _ e Dote gI —W c.-.7 , 4:) 7 5 540, 3 P-11=- I - f e , �4� 1 i_�3�- I.Z�S, 3.93= U.71� `-��✓� 564r� ST¢.P /z5 NO Q Project umvConSLl1tij79Egii7er Client Porticrid rreg .2 B Date Revised Date ;46 0 of, P )'-7-6 7 e> J + 14D " ZQ---,5 e=x 4 Sheet No. 5 04� zq--m-- ,fob No, 4 r i a r A5, k- -Mnz. r'-4 � V. A 4 (r...Y, 2 L R W-� 'fact Lotion Consulting Encineers rfland. Oregon F7c:�,) - E�5 L -j CV -Li L.04,0 cp/j c4Er4r,( A� j B ( Date Revised Date T' 'F -r If7 A5 = / I So k'>t yj 1. 71' A'1-3 -t- ) - &+3.S -k. I I.- I A, P� 7T7 1 3) F2 , (D PIML -rwr(if- 4- . 5-k-) �4-7 =- "a q �- 4-3 2 6ae4., 0-i eZ z. � �' 4 d a i 4-Z .4 :5 Ie-- k, ap--r _Z zp/ f2 7 A5 7--- (j t-, - )( 4- " - ) , e- 3;? - --� 32, f 2, /A-4:;-7 C;� 4-'-' -d 4F �r { WAN* �_ w Sheet No. Job No. s U ---fj Y� PoFt a r d, Oregon 4*0-4 c6 A,,I Project Location ,pno Clting onsuEngineers Location Frt — Client ��„P = G�.4k. 4.. -7- By Dote Revised Dote Sheet No. Jot 4 A dpId" Ala FO LI L 14,V J a!V191COnsulting Engineers ?artlQi-)-d, Oregon V59 r-f,cv-Tg- -rA cr-,.,Oe;6 I Projer.t I . By It N Locaflon clicant 7 2- -L.- 31a. �.. 1&5)( 7, 1 01111 t -tzo-yp, -;0 (016 Date Revised Date Job No. I Project B UOUConsulting Engine6rs Portiond, Oregon e�A Location Client n 5F' 007.43 LFY :-1 :) � i::�ti I— � By DWe Rovised Date L -2 45- r 1 --� / - I -,,- Zxlc57, ApAee �Vrn_ Portland, Oregon -Fpr' �lect Location CoestiltingEngineers I 'lent Cl'd L"�t'f> 4-1 4 - By Date Revised Dote L 0or 5r';'w, ( ) I -(-Z- - + - .55-+ 7-7 4444,PF, i55 Sheet No, 7�)!' Job No. Project i F Lo of on CO n s u I tin Engineers. linf Portland, Oregon J 5p I eG. il I,- V- `0a 1 '.0. Pt - L I't ')ref u �"-Jon5 ;1'.^a � -� -77 (0.05')• -1 ` (L , � I> P Location m4puConsulting Engineers. -- PO rt lan d, Oregon client F By Sheet No, Date Revised [Date - &"' � fr4-f,:; -w-n-5 i "--) � T� �= I f';+ co-� L7 j > Job No. -2> �V zz;> r -,-` r J� 7L� -f - I I2- L__ _ /�ra.}i�(rz4�� 3,4r«r2,q�` ()z Q podl nd' Dragon i t ani _T Y^ 7F 3 -A 7- AAi �7 - Ak- At—-t-C .�)La�8��4��`t4-i)(Z) ` 1- 73 k >79 Ky s a—f >y Y , ,-- ( 4 t -z- t ..,I �`ko kP ff Consulting Engineers Portland, Oregon Basi Plate Connection Gridlines 11 -B and 11 -G Baseplate Fy = 50 Bolt Spacing Lat = 16.5 T U = 571 MP, = 1177.69 smin = 27.710 tm;n - 2.85 t = 2819 Anchor Bolts Bolt Size = 1 1/4 Embedment = 36 Footing width = 1.0 Footing depth = 3.5 0.00 Tension 0.000 Spacing = 8 P = 571 PU = 571 NS = 662.68 deb = 572.75 N cbg 572.75 Np� ` 1433.60 �Nn = 52.75 Nu/�Nn = 0.997 Shear v = D.00 Vu = a Long Spacing = 8 fat Spacing = 16.5 Us - 353.3 Vr,bg = 45.58 UC;p = 1145-50 �vn _ 45.58 0.00 Vu/�Vn 0.000 Combinations Concrete 1.00 Steed 0.86 in in ft ft in kip kip kip kip kip kip kip LIDS Rexburg Idaho Temple Concrete Bearing ft C = 4000 psi AT = 440.8 in` A2- 7224.8 gin` �Pp = 1798,3 kip Pu = 921.0 kip Bearing is ak n b.1t Ase fut _ Anchor Spacing ok T T3 = Y4 = Nb Ab rg = KIP = Interaction with Shear Req'd kip dip kip kip kip ked = Fuld Pension strength allowed 8 1.23 gin` 120 ksi 13456 jr2 11664 in` 1.0 1.0 1.25 1.4 397180 Ib 4 gin` 128000 Ib 1$ in 1903.5 1458 1.0 1.0 1.4 24939 2 Ib 204359.00 5/6/2005 Brace Gusset 4-14,2005.xis Grid 11 base kpff Consulting Engineers Portland, Oregon Gridlines '!'I -C and 11 -F Baseplate Fy = Bolt Spacing Lat = TU 1� Anchor Bolts Boit Size Embedment = Footing width _ Footing depth = Tensibn Spacing - P - PU = Ns = c cbg Npn = �Nn `---'r Nu/�Nln = Shear 1% _ vu Long Spacing = Lai Spacing Combinations Concrete Steil 50 16.5 258 532.13 12.521 1.91 2 1 1/4 30 10 3.5 1 8 258 258 414.7 434.41 434,41 1433,60 414.17 0.623 220,89 45.55 868.81 45.5.8 0.00 0.000 LIDS Rexburg Idaho Temple ksi Concrete Bearing in f,C'- 4000 psi kip Ai = 440.8 in` k -in Az w 7224.8 in' in3. �Pp = 1798.3 kip .1 in Pu = 921.0 kip in W3 = Bearing is ok in in bolt ft Ase - 1.23 jn� ft tut = 75 ksi in Anchor Spacing ok kip AN = 9604 ins kip Aga = 81 OD in/- kip W1 = 1.0 kip W3 = 1.25 kip Y4 ` 1.4 kip Nb= 293102 lb Abrg = 4 � in NP = 128000 1fJ Interaction with Shear Req'd kip kip kip kip kip kip iJ i Full tension strength allowed ok ok 1903.5 Avo 1458 1.0 1.0 1.4 24939 2 Ing in' NO 204359.00 5/6/2005 157'P0'uJ ( 4r Brae gusset 4-14-2005.xls Grid 11 base Combined Footing Walls and frames on Gridline Eho�z w 177634 Ib Eri L 154134 lbs H 17 ft L]w D+L+1. Footing Dimensions L= 88 ft 11 ft t = 3 ft Soil Properties allow 6,000 p f e rbrdn 0 o Sf P columns Frame Loading lbs P cofurnn = Col DL = LL = Evert � 435600 dist I 24700C 64000 -194000 Ib -39.17 0 262000 101000 179000 lbs -1150 247000 101000 -179000 lbs 13.50 1931600 262000 64000 194000 lbs 39.17 Wall M eq _ 12179881 lb -ft = 1 74000 0 0 lbs --27.92 within kern 74000 0 0 Ibs 27.92 Eho�z w 177634 Ib Eri L 154134 lbs H 17 ft L]w D+L+1. Footing Dimensions L= 88 ft 11 ft t = 3 ft Soil Properties allow 6,000 p f e rbrdn 0 o Sf P columns 1496000 lbs P cofurnn = 1490000 Ib P footing= 435600 lbs P foDfi rig : 435600 J b P ve urd n 0 Ibs P overburden _ 0 lbs f= 1931600 Jb F T 1931600 Jb M eq 0 lb -ft M eq _ 12179881 lb -ft = 0.00 ft within kern 6.31 ft within kern bearing length 88 ft rinlength ma T 1995 P f < 0 allow, ok Q max = 2853 P f < Q allowo min = 1138 P f a 1.2D + 0. L+ E 0.9D + EII P columns 656800 lbs lumn - 1049400 Cbz. P footing _ 522720 lbs P footing = 392040 lbs P overbufden _ 0 Ibs P overburden = 0 lbs if = 1179520 J b = 1441440 J b M eq= 5640056 Jb-ft M q= 12179881 Ib -ft -12179881 4.78 ft 'within kern e = 8.45 ft within kern bearing length 88 ft bearing length = 88.00 ft . max _ 1616 p t < Q allow, ok Q rr_ 2347 Psf < Q allow, ok miry = 631 Psf Footing Shear n u 454.2 kip Vu _ 450.2 kip U _ 361.9 kip uln = 0.991 Forting Moment - End .0 49933.7 J 'Iu 31636.4 MU 0. flcbd 0-0131 0.0132 P = 0.00088 S 0.46 sq.ir��ft Footing Moment - diddle U = 39356.2 U = 31636A /� u 0,0104 4{�JI I1f5r = 0.0104 p -O.DO069 AS 0.36 sq.i n Combined Footing Walls and frames on Gridline Er,ofi7 _ 174973 Its E -i = 1 545 1 lbs H _ 19 ft D + L D+L+E/1. Footing Dimensions L 88 ft 10 ft t =3 ft Soil Properdies allow = 6000 P f o rbrdn = 0 P f P columns = Frame Loading Ibs P columns = Col DL = LL = Evert 396000 dist 1 206300 51000 -116240 [b -30.17 0 230500 64800 73210 lbs -12.5o 230500 64800 -73210 Its 12.50 1659200 206300 5l000 116240 Ilbs 39.17 Wall M eq = 10506907 Ib -ft e = 1 79000 0 0 [b -27,92 i bin kem 79000 0 .0 lbs 2.92 Er,ofi7 _ 174973 Its E -i = 1 545 1 lbs H _ 19 ft D + L D+L+E/1. Footing Dimensions L 88 ft 10 ft t =3 ft Soil Properdies allow = 6000 P f o rbrdn = 0 P f P columns = 1263200 Ibs P columns = 1263200 Ib P footing = 396000 lbs P footir o= 396000 J b P overburden = 0 Ibs P overburden = 0 Ib 1:f = 16:59200 J•b �F = 1659200 [b PA eq 0 lb -ft M eq = 10506907 Ib -ft e = 0r00 ft within Dern et ft i bin kem berGr� length_ 8 ft bearin Ientb = ft max - 1885 P f < Q allow, ok Q max _ 2700 P f < Q allow o m[n _ 1071 Pf a 1.213+0. L+E 0.9D+E/1.4 P c;olurnns = 546120 lbs P columnsW 928440 lbs P footing = 475200 lbs P footing _ 356400 Ib P overburden = 0 lbs P overburden 0 lbs f= 1021320 [bs Efy= 1284840 I b M eq = 62601 lb -ft M eq = 10506907 Jb-ft -10506907 = 5.13 ft within kern e = 81.1 f within kern bearing length = 88 ft be r[n [en th = 88.00 ft max = 1646 p f < 0 allow, ok Q max = 2274 P f < 0 allOW3 e rain _ 646 Pf Footing Shear ej) n = 412,9 kip Vu = 385.2 kip `u = 307.8 Iii Vu/ = 0.9.3 Footing Moment - End Mu = 38265. Mu _ 23974.2 MU .'t'cbd 0.0101 . = 0.0101 P =O�06 0.35 sq Footing Moment - Middle MU = 30135.7 Mu, = 23974.2 MU 0.9f,bd 0.0079 = 0.0080 P ;--0.00053 As 0.28 sq.i Combined Footing Frame on Gridline 11 Frame Loading Col DL = LL W B I 1/ 11 1 3500 31500 1 VFI 1 238120 39500 EhorV 0 ib Esoil 0 Ib H = 17 ft D + L Evert - dist 348230 lbs -7.42 226360 I bs 7.42 D+L+E/1A Footing Dimensions L 24.83 ft 10 ft t =3.5 ft Soil Properties aIle r 6000 of P CoJumns = 462620 lbs P columns = 873041.43 lbs P footing = 130374.8 Jbs P footing = 130374-83 Ib P overburden = 0 lbs P overburden = 0 lbs y = 592995 fbs ZFy= 1 00341 U I bs q= 6,86932 lb -ft M eq_ 1 11 lb -ft 1.16 ft within kem e- 0.04 ft within kern bearing length = 24,8333 ff bearing f ngth 24.8333 ft max - 3056 P f < Q allow, ok Q max = 4G81 psf < Q allow, o -In = 4000 Pf Footing Shear n = 490.3 Vu = 568.9 Vu = 142.46 Footing Moment . E n d U _ 57845.35 U = 20606 MU 2 0.0108 ja)-- 0..0109 0.00073 E: S — 0.45 sq.in/fit Footing Moment - Middle U 10-6660..8 MU 5587Z09 U 2- 0.0200 0 a f cb P fOOtin -•- 117337 Ib overburden _ 0 Jbs As = 0.8 f :;-- 767438 lbs EFy 880217 ib M eq - 0 lb -ft M eq = -80782 Ib -ft 1210459 0.00 ft within kern - 1,38 ft within kern bearing length;-- 24.8333 ft bearing length ` 24.83 ft max _ 3090 p f < Q allow, ok Q ria; = 4722 psf Q allow, o sq.in/ft Combined Footing Wall on Gridline 1 E. z 327190 lb �i = Jb H - 17 ft D +° L Foot'Ing Dimensions L z 88 ft ft t = 2 ft Soil Properties 0 allow = 6000 psf orbrb n = pf P columns = Frame Loading Ibs P columns = Gaol DL = LL - Ever FI footing - dist 1 3.70900 239000 0 Ilbs 0.00 0 0 0 Ibs 0.00 P overburden = 0 0 0 Ibs 0.00 821100 0 0 1 bg 0.00 Wall M eq 0 lb -ft 1 0 0 0 lbs 0.00 = 0 0 0 lbs 0.00 E. z 327190 lb �i = Jb H - 17 ft D +° L Foot'Ing Dimensions L z 88 ft ft t = 2 ft Soil Properties 0 allow = 6000 psf orbrb n = pf P columns = 609900 Ibs P columns = 009900 Pb FI footing - 11 00� lbs P footing = 211200 i b P overburden - 0 lbs P overburden = 0 lb If - 821100 Ib IW = 821100 fb M eq 0 lb -ft M eq - 8111280 [b -ft = 0.00 ft within kern e_ 9.88 ft within kern bearing length, - 88 ft bearing length = 88 ft max - 1156 p f < Qallovv, ok 0 M2X 1952 PSf 0 allow,a[low, o min - 331 p f 1.2D + 0.5L # E 0-9D + E/1.4 P 0lumn z 1129160 Ilbs P columns= 833810 ib P footing = 253440 lbs P footing 190080 lbs P overburden = 0 Ibs P overburden 0 lbs Z,f y = 1382600 lbs ' f _ 528890 lbs M eq = 9700480 lb -ft M eq = 8111280 Ib -ft -8111280 e bearing J n th . 7.02 88 ft ft [thin kern e = 15.48 ft Outside kern b ar ng length = 85.55 ft. ma - 2903 p f < Q allow, ok 0 max = 1 1fallow, � ok min = 0 pf Fot;n Shear n 206.4 kip Vu 202.3 kip U - 159.7 kip u/n = 0.980 Footing Moment - End M U - 16737.8 M L _ 9404.31 Mu 0, 9flU b� 4 C[) = 0.0 1 1 1 p M00'4 As 0.24sqjnff�j Footing Moment - diddle MU = 11991. MU 9404.31 -Mu 0. 9fIcbd 0.0079 0.0080 P ` 0-.00053 As 0.17 sq.in Combined Footing Frames on Gridlines B and Frame Loading Col DL = LL 69I69IG9 106000 42000 31 1/i q 153500 31500 Wall 8 22950 Eh 0FIZ - lbs E SWI a 1 b H - 17 ft D + L EVC_rt,_ dist 198590 I -4.79 348230 lbs 15.63 fb -15.63 D+ L+E11. Footing Dimensions L= 41.2' ft = 11 ft t 3 f# Soil Properties allow 6000 p f P CO]Urnns = 355950 Ibs P columns - 746535.71 If s P feting = 204187.5 I'bs P footing =; 204187.5 Ibis P overburden 0 lbs P overburden - 0 Ib EfY 560138 lbs EFY : 95072 .21 Ib q = 1822865 lb -ft M eq = 5029662 1 -ft f# within barn e = 5.29 ft bearing length ; 41-25 ft bearing length = 41.25 ft max _ 1819 pf < Q alloy, ole Q max = 3708 pf max 1193 psf ruin = 483 pf 1.113+ 0.1L+ 0.9D D + E wattfn Kern allow, O P columns = 296400 lbs P columns = 644791 lbs P footing = 245 025 lbs P -footing a 183769 lbs _ P overburden = 0 lbs P overburden = 0 lbs Zfy = 541425 Ifs Efy = 8285:59 I b X11 eq 0 lb -ft M eq - 4585532 1b --ft -1828063 0.00 ft within n kern o _ 5.53 ft within Dern bearing length = 41.25 rt bearing length = 41.25 ft max 1193 psf < Q alfo , ok Q max_ 3296 psf Footing Shear ¢Vn = 454_ Ver - 437.0 Vu = 221.10 /Vn = 0.962 kip i p kip Footing Moment - End Mu _ 64882.5 U 18568 IJ M'k kJ 0.0171 n 0.0172 P a 0.00115 As = 0.60 SQ_�nrf� Footing Mornent - Mid Top U zz 136539.4 U � 49515.15 U 0.t" d 0.0359 0,0357 0.00245 As = 1.27 sq.inift Footing Moment - Mid Bot U = 68269.6& U zz 51538-29 U 0.9f' b d 0.0180 T 0.0181 P zz OM121 As 0.63 sq.i E'. Combined Footing Frames on Gr[ddines C and F Frame Loading 01 DL ` LL I fF1 143000 39000 C4/F4 199000 75000 Wall 5 0 0 Eho«z _ lbs 0 lbs H = 17 ft D¢L P columns P footing = P o erborder c Efy 456 000 171000 0 627000 E,,�,t z-- 173000 173000 17300 0 lbs lbs lbs lbs 2198000 lb - dist lbs -x,00 lbs 14.00 lbs 0.00 D+L+E/1. Footing Dimensions L 38 ft lo. ft t 3 ft Soil Properties. allow = 6000 P f orbrdn = 0 Pf P olur-nns = 703142.86 lbs P foot in g 171000 lbs P overburden _ 0 ib 'd""Ty 874142-86 l b q = 2815857 lb -ft 1 ft within Cern e_ 3.22 ft bearing length = 38 ft hearing length 38 ft max = 2563 pf < Q allow, Ok Q max = 3470 psf min = 1130 sf 0.113+E within kern alloy, o P columns _ 382200 lbs P colurnns = 554943 lbs P footi n 205200 lbs P footing - 153900 lbs P overburden lbs P overburden - lbs f 587400 lbs Efy = 708843 lbs M eq_ Cb -ft M eq= 196695 i -ft 731243 i 0.00 ft within krnbea� = .�'� ft within I�r� rrr� Intl = f hearing length _ 38.00 ft max = 1 546 Pf < Q allow, ok Q max::; 2683 Psf < Q ialllowp Footing Shear n s 412.9 .i 'u = 416.9 kip Vu = 241.0 kip Footing Moment - End U _ 49192.92 U= 212063 U . fcb 1$012 CO 0.0130 o 0.00087 As 0.45 sq.in ft Footing Moment- Mid Top PV1u = 144709.5 U 70000.00 Mu 0, 9 f c:bd 0,0381 = 0.00260 As ` 1.35 sq. i rift Footing Moment - Mid Bot M LJ = 72354.77 MU = 70000.00 r1 u co - 0.0192 P _ U0128 As = 0.67 s %inift Combined Footing Frames on Grill iris C and F Frame Loading Oh DL= LL C12/F12 2"72000 35000 11IF11 238120 39500 ''all 5 0 E.soil 0 lb H 17 ft D + L P columns ; P ioofing P overburden Y-fy = 584620 98998.2 0 68,3618 Evert = 110000 226360 0 Ibs lbs lb Jbs M eq _ -122415 lb -ft dist Ib -4.17 Ibs 4,17 Ib 0.00 1)+L+ EII Footing Dimensions L ' 18.333 ft W = 12 it t 3 ft Soil Properties allow = 6000 psf crbrdn = 0 pcf P columns = 824B77.14 Jbs P foo i n g = 98998.2 lb P overburden = a Ib ZFy = 923875.34 Ib eq = 223898 lb-ft 0,18 ft within Cern e = 0-4 ft bearIng lengthy = 18.33,E ft bearing Inti 18.333 ft Ana. _ 2925 pf < 0 al 1t ok Q max = 4533 pf min = 3880 pf 0.D - E P columns = 610988 lbs P column _ 375094 P fOD ung 118798 lbs P footle g = 80008 P overburden _ Ibs P overburden = 0 If - 72,0786 lbs Zfy = 4650 92 M eq = 0 l b -ft M eq = e = 0.00 ft within kern e = bearing lengthy = 18-,3,3 3 ft baring length max = 3317 psf allow, ok max = 219281 -478358 1,02 18.33 2818 Jb Iles 105 Ib I b -ft ft ft pf within kers allow, ok wthin kern ,Q 2IJO, o Footing Shear On = 495,E kip U = 772.7 kip U = 293.41 kip Footing Moment - End U � 98977,87 MU = 32158 U . 9f,bd 0.025 2 =� 0.0250 = 0,00171 q.ir Footing Moment - Mid Top 1U = 201 346.0 MU - 70871.26 U C)- fcbt 0-0530. 0.0547 P = 0-00365 A.5 = 1.90 sq.Fnlft Footing Moment - Mid Bot U 100673.3 U = 70871,26 MU 0.1 b 0..0265 CL) = 0.0269 P 0. 0 1 7 As _ 0.93 sq.in V00 Combined Footing Frarnes on Gridfines C and F at Gridline I Frame Loading Footing Col DL = LL — Evert` dist L 35 ft C12/FI2 143000 39000 173000 lbs -13-50 _ 10 ft 1 I/ 11 143000 39000 173000 lbs 13.50 t 3 ft Wall 5 0 0 -0 lbs 0.00 EI-jor;z = 0 lbsoil Properties ESOf� _ 0 lbs pilo = .6000 PSf 17 ft D + L D+L+E/1. P columns= 364000 lbs P columns 611142 36 lbs P footing = 157500 lbs P footing _ 157-500 Ibs P overburden = o Ibs P overburden _ 0 1b 7dfy = 521 500 ibs El=y = 763642.86 Ib eq = 0 lb -ft M q= o I b -ft = 0,00 ft within kern e 0.00 ft within kern bearing length = 35 ft bearing length 35 ft 10 ma - 1490 p f < Q allow, ok Q max 2196 p t < Q allowok nna = 1632 P f Mini 2196 list 1.D+.L+E o.0 - E P columns - 382200 lbs P GOIUMS4 252271 Ib P footing 189000 Ibs P footing = 141750 lbs P overburden - 0 lbs P overburden Ib Ef 571200 Jbs Ify = 394021 I b eq o 0 lb -ft K4 eq _ -333642 lb -ft 3336429 ` 0.00 ft within kern e _ 8.47 ft bearing length ft bearing length 27.10 ft nna = 1632 P f Q allow, ok Q max= 2908 p t Outside kern . allow) o Footing Shear n = 412.9 Vu = 307.5 Vu = 138.99 u# n = 0.745 J lip kip Footing lent - End U = 31130.04 U r 1223-7 U _ 0.0082 P _ 0.00055 As 0,29 sq.itft Footing foment Mid Top U = 102485.7 U 40285.71 MU 2 0.0270 - 0.0274 P = 0.00183 Footing Moment - Mid Bot U ` 51242.86 Mu 40285.71 1` Ij 0.0136 0,00091 S 0..47 sgtinIft t Combined Footing Walls on Gridlines A and Ff Ehoriz - 434351 Ib E 4 231079 lb H = 17 ft D + L D+L+1.4 Footing Dimensions L 160 ft ft t 1.25 ft Soil Properties allow ; 6000 psf o rbrdn = 0 psf P columns = Frame Loading lbs P Golumns = Col DL - LL - Eves -- P fQOti n- dl t 1 510150 140760 0 Ibs UO 0 0 0 lbs 0.00 P overburden 0 0 Ibs 0,00 4 0 0 0 Ibs 0.00 Wall M eq= 0 1134t 1 0 0 0 lbs 0.00 e = 0.00 ft lbs 0.00 Ehoriz - 434351 Ib E 4 231079 lb H = 17 ft D + L D+L+1.4 Footing Dimensions L 160 ft ft t 1.25 ft Soil Properties allow ; 6000 psf o rbrdn = 0 psf P columns = 650910 lbs P Golumns = 650910 lbs P fQOti n- 900,00 Ibs P footing = 90000 1 b P overburden - 0 lbs P overburden 0 Ib f _ 74-0910 lbs ZFY- 740910 Jb M eq= 0 1134t M eq- 9202605 Ib -ft e = 0.00 ft within kern e - 12.42 ft within kern bearing length = 160 ft bearing length = 160 ft rn@x = 1544 psf 0 allow, O k a max - 2263 psf < Q allow, o nin ` 825 psf 1'.2D + G.L+E 0.9D+E/1.4 P columns = 1365120 lbs CO 9135 I s P footing = 108000 lbs P footing 81000 lbs P G rbu�rd n= 0 Clbs P overburden = 0 1 b f 1473120 abs Zfy 540135 Ib q - 11312310 lb -ft M eq 9202605 Ib -ft -9202605 7.68 ft within kern e= 17.04 ft within kern bearing I!en th 160 ft bearing length -160.0D ft nna 4 3953 psf < Q allow-, Ok Q max = 1844 psf < 0 allow,o min - 406 psf Footing Shear n 42.6 i p Vu = 90.4 kip U = 76.8 Cap gal n = 2.124 Footing Moment , End MU 1583.76 ML ; 984.788 MU 0.9fcbd 0.0033 co 0.0033 P - 0,00022 As = 0.04 sq. int Footing Moment . Middle Mu = 1162.27 U = 984.788 MU O. f`Cb x.0024 CO = 0.00.4 =0.0001(3 E: As = 0.03 sq.inf Project Lo caf io ri 07COnsuiting Engineers .I— Client Fbitland, Oregon -AL :00 Dote Revised Date l -z IPIL- CA-) �4 /I (go-Yz Arf A�90A -14 Ole LI i M -M 04 55-72 l --- Sheet No. 7 6 . ++ Ram" l a7.- lffi�llll User: VV -060870, Ver 5. ,1, 25 -Oct -2-002 (C)1983-2002 E�lE b Engineering Software Description Soil load ars wall General Information Title • Dr: Description Scope Single Span beam Analysis Center Span 16.00 ft Moment f Inertia 1}0.00Ire LeftC201ever ft Elastic Modulus Right Cantilever ft 8earn end Fixity Pan -Pin Trapezoidal Loads Magnitude @ Left Magnitude @ Right Cit. To Left Side Dist. To Fight Side _Query Values o >>tc�,.a .�a •. a{ ,..:. ; ..,; r.{c?` '�i`i�'3k � '�.. _ ., � •.; •' + . 4 �J �d. y _ ent r Location 0.000 ft Left Cant 0.000 ft Moment O.00 k -ft 0.00 k -ft Shear 46.25 k 0.00 Deflection x.00000 in 0.00000 in 4.926 .eft 3.875 ft ft 9.744 k/ft 5.522 Kilt . 000 ft 14.000 ft Job Date: 1: P, 23 AJN 0 2.44 loft /ft .1 ft k1ft 14.000 ft ft 16.000 ft ft Page I Summary Moments... Max + @ Center Max - @ Center Left Gant @ Right Cant Maximum = hears... 216.17 - t 8A8 ft @ Left 0.00 k -ft at 0.00 ft ' Right O�0 -ft Maximum 0.00 }--ft 216-17 -ft Deflections... Center .eft Cant. Right ht Cant Right Cant O.000 ft 0.00 -ft 0.00 k 0.00000 in Reactions, 46.25 k @ Left 46.25 45.81 k Dight 45.81 . 25 k -0.334 at x.05 ft, 0.000 in at 0.00 ft e fid' in 2. t 0.00 ft k1k R&I mConsulfing Engineers Portland, Oregon T*ICA Lor qs-v� �efFIAY35ze33:- r Project Location Client tow %el& L wmw* Ct7 0wok, - 6 7 Lfo --00'epl C& ZR�6-5 4 %Ago MORE- V4C� MW3 Mt - No, ShevI Tf By vol zrr/ Date LN Rev�s8d Job el. no . - %t% e. -- P% 4rI% I ve?