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HomeMy WebLinkAboutSPREAD FOOTINGS - 05-00205 - Rexburg LDS Temple - Foundation� Consulfr'na Engineers Sheet No,: Project: Rexburg Temple Engineer: JTM Project No.: 204359 Fife: RC faoting.mcd Client: Architectural Nexus Date . Subject: Footing A Rev.: Footing geometry_: Footinq loads: Width of footing: Length of footing-. Width of loaded area.- Length res: Length of waded area: Footing thickness: Distance to steel c.g_: Bl) := - + 61,11 bpi +_ .ih - . . Depth of .steel reinforcing: d--= h - dcg d _ in Soil bpressure (service)- Psoil—bing—scrVice — Soil bearing pressure (factored): Bearing Capacity on concrete-, One-waV shear de,j�n. Bi bpi U1 Psoil—bi-71g, I (2 2 2) �Vnl C'2-,,/f,__p-psi-Bj-d Two --way shear design: V (bP1+d bpi+ d)TI _W -Psi-byd) LL -2',v PU'11 Cantilever moment deli � B bP1 Mu I soil bi- o [(2 4 Fara 1 :_ 043 1 T int Spacing 1 :=-9+111 p oil—brn 1- Dead load- Live load: PDL..= -kips Seismic Joad: PLL 25 -kips. PDL + PLL i45 kips Factored load: + , : + DL1. • kips .� Material Properties Design paramete,rs,.' 1 PIAL + 41, + 1.4 M1 ' p brng ; : bmg.(0, f , , T LS,, • b, U _ 7.6kips _3 6.1 kips As 1 :-_B ar real spacing 1 As 1, f .f,:� -1 26. Skips �Vn_2w _ 220.2kips u2 P n ::... s1 1.45 in ASL = 0.0043 I -d Wn 1 _ 50.1 it -dips Concrete compressive strength: Steel i l d strength. 4 Strength reduction factors: Bending: Shear: .. 4 85 PsGi1_bM9_Se1"VjCe= 3.67 ksf Bearing: bng 0-7 Pso i 1_br�% _ 5.2 2 ks f 1n 1371 kips 1 b1 I x5 0 bo (bp I + -b �2-d) Factor4 1 by u2 2 'Pscil brng'B 2 2 4 . ar• ra :_0 .3 1 • fry Spat iji.: = • in Lai _7.6 kips 3641 kips Bo As2a gr - pace n- � sT ' . , f, � 2 L-1 10-667ft U 143 ft - kips 2 1.ir 2 B2 -d —0-0043 kips r12 SO. I ft � Corrsulfina ,Engineers Sheet No.. Project: Rexburg Temple Engineer., ,STM Project No.: 204359 File; RG footfng.mcd Client: Architectural Nexis date: Subject: Footing C Rev.: r V Footin.g r Footingloads. Width of footing:Deadload: � PDL 123 -kips S 'I I* load: PEs .-kips. l , = t + ire Length of footing: B.- .-ft.+ 0 in Live load: LL 21 kips P + PLL 146kips Width of I';•irFactored load, a -PU �li bp 1 Length of area: Material pr9pertie.nparameters: Footing thickness: Concrete compressive strength: fcLp F i Steel yield strength: ti Di stance t steel , , .d,,,:— • Til - 1 . e Depth ' - a Strength reduction factors Bendin�-b�= f steel reinforcing: for inn: h- _ »� 0-9. P +P F Shear Soil bearing pressure (serOce).- 1si� _ini_�rlrA7, blng _sevce1.4 soil �o��� BSoil bearing pressure � (factored)-. Psil b _ .1 Bearing capacity on concrete: 8 5i r") b V 6P2 -1371 kips.One-way a shear deco r , u_ soi bang. (2 2 21) up V*2.,Ff,��psi-B,-d OV, 6 1 .9 kips V, -= 0,-2-� �,psi-B,-d Ova= 61.9kips' Two- smear design: w_ (bo, + d • b, + d) :i -2w .=- Factor. �,ps•,,•d Cantilever moment deli BI p ISI u 1 • — ' PS Oi l_bmg' 1 '(2 4) — B ar'.'e l a= 0.44--11 rmcingl := •ire 1 Spicing 1 As VF Z )J VU VT - u Vu 2 = 14 Skips 40 p2+11 bo 10.66-07 ft =220.2kips 4 — .1 Factor As reqd y 3 ill 2 I = 3.5ire _0.0061 B1,d �Mll 9 = 119.9 ft- kips 1 1 2 (2 4) arArea2 _ 0,44.1in Spacil'g;� 9.1. TI A B 2 s2 BarArea2 pair, As2"Y Z JJ M4 -961T. i Kips A,2= = . ire A.52 0.0061 2-d = 119.9 ft F kips B� . . r1l: "!4M 0 Sheet No.: ltia Enaineers Project: Rexburg Temple Engineer J Project No.,: 204359 File: RC footingmcd Client: Architectural Nexis Date: Subject: Footing D Rev.: F�j Footing r t : Footing 102CIS: Deadload:load: nth f footing. in DL+� t ��PE := J.PS Length of footing: B .. + 01' Live load: PLL 35-Idps 1) DL + PU = 2 1 Okips Factored Id. Width of loaded area. I •n i +.6 -PL k Length of id area: Material properties Design pa Footing thickness: Concrete compressive str nt . Stenl yield strength:t steel . .� - si c�a Depth of steel reinforcing.- in Strength reduction factors: Bend'in : � :_0-9 Soil bearing pressure (service): Soil bearing pressure (factored), Bearing capacity on concrete.: One-wav shear d a y: Bi bp2 d rLO -131 2 2J �Vnl := OV'2-Jf_,:�p_si,B,-d Two-wav shear desian — + d) - (b,2 + d) U 2w .— U, - � �k�, -- ��` �'�.���r• +� �'psi � • . b,��i Y -P Cantilever moment design: bi) 1 (2 4 ) Spacing] := 9 -in PDL + PLL + 1. PU � P bru g := �,,,-(0,854,�_p)-bpybp2 VU �-- 8 8.7kips ill — 1 4.. }yips. As, := Iarrca I . 1 pacin l A z Vfy 2 Vu-2w = 236.4kips Sher: Ps o i1Tbrng_� ery ce = 3,28ksf Psoil_brng :-- .1 sf �Pbrllg — 771 kips bpi (2 2 2) Vni 0 v - 2. _AC;7P:S i -B2-d ul = 218.5ft-kips =4 51'e�q d 1n As 1 0. 0048 Bial 386.3f -kips 1 40 bo 2:q.(bpl + bp2`t2.d)-' actor by 2 C3 (2 4) gra. , 6. in �Mn2 .—fib- s2' fy• d — AS ; i Min 2•d B2 AS2 ffy . . f,_p•B 2 )� ri : 0.85 brncp. .= . bFng�.-.. 8.7 kips n2 — 144.5 kips 4a . bo = 10-667ft mut -218.5 • kips As2- r ire As2 = 0.0048 R2.d �M,2 - 386.3tUips }• -. ~- MaxM n2.— � Consul#ina Encxineers Sheet N0.: Project Rexburg Temple Engineer: JTM Project No.: 204359 dile: RC forating.mcd Clint: Architectural Nexus Date. Subject- Footing E Rev.: 1LJ Footi ometap- _qet Width of footing: Length of footing: Width of loaded area: Length of loaded area: Footing thickness Distance to steel c.q.: Depth of steel reinforcing: B 9. ft + in, B,� , � . - + it :� 2 .� . . in 1 in{ Soil bearing pressure (service): Soil bearing pressure (factored): Bearing capacity on concrete: .One-way shear dei n: 2 2 2 r�.p . l•d Two-way shear desi n: .— �— + d ' bp2 + d)VLI-2(b,, n- .6w V"( Factor.v f,-,, psi ba�d) Cantilever moment desiar: e b2 Pl (2 4 BarAreal 0.6 -in Spacing I 9 -in d 17 in s011 _brug=service P13 pia a����� • B2, Footing loads: Dead load: PDLL =275 -'.kips Seismic load, PE. Live load: PLL . - 150-ki,PS PDL . . 425 k Factored load: p.- 1 .. '+ . 4. Material ro rti Desiqn_parameters: Concrete compressive strength: -4-ksi PDL + PLL + bmg brng' (0. 8 5. f,_,) 1 .ps 197.4kips a= Bar real•— — p rr 1 ASVI V 503. 1 kips �Vn_2w _ 541 kips �.. i �Yr� ul = 528 ft•ps aegd v7.76 in As _ 0.0039 pd Omn I _ 531 -kips Steel yield strength: Strength reduction factors.- Bending: 5.2 5 ks. f �Pbrncr 9S2kips B l by U .= psoil_bmg- — — # ,) (2 2 2) �V 2-JT,��psi-B,,d n2 OV, ict 40 4 -2 + b'2+2. bo 1 (bp'l d) Tactor = 2 B, bP2 2 2 4 BatAr'ea2 0. 6- M �- Shear= Bea' rNgig. .fORM. brn P°� g 1 - kips �Vn2= 19 7.4;dips _V u 2FCt 1 ' 2 . a r- r ac In as,_)'I �..- • f -P Z JJ bo w 12.333 f _ R -] PS k' 2 .in = 0.0039 -d �M,2= 1. • ip