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Specifications I ei1/641/'7-c/r) 25-ii ASF: ALLSTRUCTURE II i IL Engineering LEC 7140 SW Fir Loop,Ste.231 •Tigard,OR 97223 v:503.620.4314•1:503.620.4304 S F P I 4 2017 Iwvvw.allstructure.com 13 tilI,MNG I) YON ISTRUCTURAL DOCUMENTS Project: I Allstructure # 16303.00 I Tigard Hampton Inn & Suites 11795 SW 69th Ave. fr7 ti‘i Volume II I Tigard, Oregon I September 6, 2017 TABLE OF CONTENTS: Sheet No. I PT Design Criteria 9-6 PT Slab Design 7-56 Misc.Elements 57-63 I Concrete Shear Walls 65-183 Lap Splices 184-208 Retaining Walls 209-329 IColumns and Footings 330-354 I I NOTES: Allstructure Engineering LLC was retained in a limited capacity for this project and is responsible only for the items described in these documents. I OFFICE COPYT **, 4 I UP"Zt)(7 —C1:7Z7-1:73 .4.ro OINE. 9 A 4.1 ,4"... GON iizb ill I V.) 'FAN HAI; En:tires:6/30/19 I I 1 r I I I I PT DESIGN CRITERIA I 1 t1 i f I E I t I I F i- I t I I ,�A A L L S T R U C T U R E Tigard Hampton Inn 1 1 Engineering LLC Tigard BY KH DATE r CHK BY DATE 7140 SW Fir Loop, Suite 231 16305.00 Tigard, Oregon 97223 roe NO v: 503.620.4314 • f: 503.620.4304 SHEET OF I I PODIUM LOADING: Floor Dead Floor Live ICarpet/pad 1 psf Reduction 20% 11/2 "gyperete 13 psf Unreduced 40 psf 3/4" Ply Sheathing 2.3 psf Red. Live 32 psf ITJI Joists(11 7/8@16") 3.8 psf (2) layers 5/8 Gyp Board clg 5.6 psf Floor Live I Walls 10 psf Reduction 20% INSUL 1.3 psf Unreduced 100 psf MISC 1 psf Red. Live 80 psf 38 psf I Roof Dead Roof Snow Roofing 2.5 psf 25 psf 5/8 sheathing 1.8 psf $ Trusses 4 psf (2) layer gyp board 5.6 psf Insul 1.5 PSF IMISC 4.6 PSF I 20 PSF Wall Dead I (4) layers 5/8"wallboard 11.2 psf Studs 2x6@16 1.6 psf Sheathing 1.8 psf I misc 5.4 psf 20 psf IMasonry Veneer Wall Masonry 34 psf (2) layers 5/8 Wall board 5.6 psf IStuds 1.6 psf Sheathing 1.8 psf I Misc 1 psf 44 psf 1 1 S STRUCTURE BY DATE __..._ I i ALL Engineering LLC', CHK BY DATE 7140 SW Fir Loop, Suite 231 Tigard, Oregon 97223 -----_.____.r____-- ___.______.__.._.___:_----- JOB NO Iv: 503.620.4314 • f: 503.620.4304 SHEET OF 0 0 0 0 0 0 0 0 0 0 0 0 000 ■■■■��■■�©ems®i 111. 111■1111111111111 i©■■ ■■om■© lillini•+ + + +t+++++ ++++++ :II II I o 1.t + + + + + + + + + + t + t + + + + + + t + + t t + + t + 4- + + + + + + + + + + ++ + t t + + + + + + + + + + + + + + + + + + + ++ + + + + + + + + + + + + + + 4- , i II Pr + + f f + { } + +++++++ + + + # + t t + + + t { t + + + + t t + t + + + + + + + + + + + + + + + Q 4. f } + + + # + t t t + + + t1 4 4 4. 1 1 ,/+ + +++I ++ +++f+++t+ +++++++t+ Il +{++ + 111+ + + + + + + + + III + + + + + + + 4 + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + 0 0 0 0 0 0 0 0 + + + + + t + + + +0 lir O 10 + + + + i + + t f t + + { t O I Frt { t + + 0 1 / © , t + f + + TYPICAL LOADING ZONE prral+++++++++ 1 F + + tt 0 0 . low *%% STORAGE LOADING ZONE 0 -'Ay A Ai 41 ' �� •L ' ' 1 I 1 Pil + + + - + + A 1 +{}++i LOBBY/MECH LOADING ZONE AliAd I + ir sir P;iii' 0 10 Ail Ail,! 0 i ill 0 1 .r32 2 0 0 000 I iv ALLSTRUCTURE1 BY DATE Engineering LLC CHK BY_..._._._ DATE ________.__-..______._ 7140 SW Fir Loop, Suite 231roe No Tigard, Oregon 97223 -- --- ---_._—_ _ —_.._ — —_��- v: 503.620.4314 • f: 503.620.4304 SHEET OF _ 1 PT SLS Lop, fcr\i(_> v3E3Y 11NCMEC i-r' . Gor.1E_ ( 2) (38 PIC ) + (1 )Iu. PSF ) = 9z esp. bL_ (a.or I zo L . ( F, ) loo PSP -r (2 ) (3L PS r ) = ICDA PsF SL (R , R) = So PsP J iJ1_ ( WI-41-LO - ( ao PsR= H4c}J ) a ue® pip I 'V -r c L SEISMIC, L0Pi ( ry 1 ry = 0, 2SNS r-V (0.2 ) ( 0 .341 DL - 0, 15 DL 1 , 10 t,L_ ( SERVILE LEVEL ) l� Mw i , 3S DI_ ( ZSE't1L1H �� Mnl = 0. S0 r: ,L_ (SSE V1_ DLMN = 0 - S DL ( u -r4-lJ I I I ALLSTRUCTURE BY DATE Engineering LLC CHK BY DATE 7140 SW Fir Loop,Suite 231 JOB NO Tigard, Oregon 97223 I v: 503.620.4314 • f:503.620.4304 SHEET OF www.allstructure.com I (3 1 ( 389sF ) ( M )(opsr- ) 130 Ps-F I ( aoor ) ZO s (4- )(3z ()sr ) 128 PF 6L ( P F vn-nve. Vfmoe._ 10 fljJT ro 0 IA,/ -r* M E C/4 Pr t\t-r °US E., I (2 o P5 ( 14.1 / e,8o PLF. Frr risc,FL. Si- 0(2, L6rACN(.., 2.61'1E- I J DL ( FLooR ) I 3) ( 8 PsF ) + 11)11Gpc ) 13005PI (2,0,31 2o P P z0 c ) ) 880 LL ( FL.,0(z 4.W 9sP ) 500 i) F"' I SL (Roo sci So PSP I I I I I At ALLSTRUCTURE BY DATE Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231 JOB NO Tigard,Oregon 97223 v:503.620.4314 • f:503.620.4304 SHEET OF www.alistructure.com I I I I I I I PT SLAB DESIGN I I t 1 I f I P I p i F I R It Ip I I S ` ALLSTRUCTURE TigardHamptonlnn I By KH DATE Engineering LLC � _. __m CHK BY DATE 7140 SW Fir Loop, Suite 231 16305.00 I Tigard, Oregon 97223 JOB NO :4;:is v: 503.620.4314 • 1: 503.620.4304 SHEET OF I IPr- SERB b 1e, NI I (a0(10 /)rl-tf-11...- S '15(\li tont\ ( U ) iozi IAAE A = (53f)(n6,1) i (/02..-se ) (G1`) (3,006 F) 40J RutLplNC, WEric. i i I 17(01 yJT t = (38 (''sF )(ioou ) = 4-14-, 000 IWza - ( 1Bt's0 ( !Soo0) d '#44 oc,c —I 1(\1T3 w ( '3tP“) ( I0001 r 4'I1e1000 I 1,. °r R : (20 P s F ) ( I'5000 ) o Zc„o,00c S8' 2.J rr .,- 1 .7 4 2 Ii,, I PLC4 v 1 c 1,../ I Cvx = (.6.< h.,K /2 Wx !mac 14001 .:\,\R p. i - Ls \A/ 7 VC ( pqf P IV e [(O.-141 / (5.0 (LO LJ 6, 14.6'v\17. io zN� ' bL V 2.tJ, h a (4q1.04)( 17.1 i- ( brcltde ,4)E-zi ) a =— I (14-14.x )(I ) + (26,c) ,A) (wX1) a 4-L-‘04-4. K FT _tivTz I 10, 1ST Cvx 1 ' (4.910( 121/(14-140144 ) 0 , 13 0 - _ - �( / ICvK z : (4.94)(z ) I (4404s 4, 1 r- 0. 2. j2, C v.>c 1 = (49 u- 1 (3-2) / (4 t-f o cf�) = O. Lo P. i 7� I MCTC M. 10 .1�1 ( 1/ 47.. )(it)(I).(4%1 - 4 ).3 )t-FT aR 4U 00,z V ( 0.2.5)(13/4z.) (zz. ) (D. (lig) m I/4 io 1.-F1 Mt I P/}orI : (n.3(0) ( Ig44L) (. 2.. ) (o,I48 ) :- 29 7o K-Fr mor P., = (o,a6 ) (134 t ) ( 44) (0.03e) 29SO 14- r DoWNh(IigD ONLY Y � No- NET uPLtr Iy . (4o3 + 1418 * 2976 * 2.9SO) / (5�lx (361 ) =- 710 Pi_ P (t)L-f1Mn-rr) ALLSTRUCTURE II1\1 IBY DATE , Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231 I Tigard, Oregon 97223 106 NO v: 503.620.4314 • f: 503.620.4304 SHEET OF www.allstructure.com I PT SI_IRf3 NEsi&r-i, I W, N Lo rA®,,tea(.> ( c) ) I Z I qr.*/ - l0.007. (- ) ( i.o91 ( 1-oo) ( D , )51 ( 1Zo2 ) - 34 . Z 4s5- 'LP - a • g (w,N ‘,.)ri i), I ii,..w3f--- 6 i P cFrrrw (34,21 (0,8 )( 0•(n ) , 24 Psi I ( 1�v �.ic) , I (34 .z. ) (- 0 .5 ) (0,2s) ® I5 Psi 1 P I P (TJS�ir-1 ` 34 PSS N( 1 rd.- 10a, _ ( 19 Psc ) (4 -4' ( 44/z i = 3-ii.35 2 11- FT N q _ ( 3-4, -7sZ. l)0' T ) / (ss' ) = 6)50 PLR NMI \ I (0L-r ,Mfl-rC ) / I 1uw :1 i Dain!NA C))`"--.1 --.1 I t 124 i I s8i/Av.I I . I I I AEALLSTRUCTURE BY DATE Engineering LLCCHKBY DATE 7140 SW Fir Loop,Suite 231 JOB NO Tigard,Oregon 97223 i v: 503.620.4314 • f:503.620.4304 SHEET OF www.al Istructure.com I P. --'. 503e, b sib ,-,1 Iriti� 0,NI ft csF. si.RFIN.1r3 s roa, Piz ec0 2Prz, SJ16 A - I , i e I (5 ) 7 t r I (3) > , — \V cii a (i) 1 (4) >' <S (i1 L\ ,...._ ea , I V .I Eli (3 ) i I11 1� ALLSTRUCTURE BY DATE __.._.. Engineering LLC ---_..-- CHK BY DATE 7140 SW Fir Loop, Suite 231 JOB NO Tigard, Oregon 97223 . ---_e�...__.�._.._.m.____ .M.m.� ___.. - __ __,__.,,..__ ,.__ _.w__ Iv: 503.620.4314 • f: 503.620.4304 SHEET OF I P-T SLFI(3 brsicat„( I MSN aF STKn�.JnS roc PR'r(0,AppEsstoNI : I 7ENQo .1 L' NC ( 11 1193 / zl ( 14,) ( IZ.5 r t ) I ) = (0,32 oR SI RP: N T -J or l LIME. (z ( 19 /z + ')-+'a / ( ' ) (it ) / (z(0./ KI PP jn � 13, 7 oR )8 5-rankb6 I i Ery O, NS le I E: ( 3) (34812 + 15q { 0(14'11125 9c► ) / lz.6 IlismqQ6 ) s I(o,S a� /7 S-'2rit.ils . rFr`tr o 1_' Nc 4.) z 184-. ( 2 ) it4-? I (Its Pi ) /(a . 14 I.570nr,fs \ = 12,CD o;g: (3 s-rrzRN, S S I TENQOt-,1 L►N (S) I (z84, IZ .- 7eI niAl`1 (12-5Ps►) /(zcp , k( -ra Nps = 12I.10 < ca, 13 SZtiN1 ' 1 7ENbU � LINE ( (D ) 6 /3C o /4 S-t2.RrtI\� I ( 98 /z. � 314-/z ) (1�)(IzsP� ) / (z6, .� k/sTRr�N ) R TENoo (.tr ( 3) 1 (3c 24. /Z (I4 1//z.SPst ) / (z .. .7 K / 1 Rett ) = 1d aQ. it S-(C2fiN1 iDt51R► c vi—i i —TENcsoNs t(: K /( 0/.41 (17-s Psi ) / (z& K 1 5-raimlbJ = /, a° ( i&,//0,... I roL, 0, C., 3PfitING . 111 !oo`— i I �S ALLSTRUCTURE BY DATE 1 �L Engineering LLC CHKBY DATE 7140 SW Fir Loop, Suite 231 JOB NO Tigard,Oregon 97223 v: 503.620.4314 • f: 503.620.4304 SHEET OF www.allstructure.com I P-T SLR (3 QEs;t_,Ni I I . __R,_ GIs- '4 a S 3IZS oa 3�11t' f I 74 w max. y P O IJS E- 3, 3Z nig 1' s� Pv n �. ��� �ve.r4Tr. �iE RR, °' Ph1NFog(-EME.NtT Ii Ef^/f t3 t`, 13r psi r o(. ce-/VIEN,/ i Y S1 Aft UNR�sic-oilgE.p ' i `l --v e 23�$, 4 1/ '' =--- Z (azC OR gs18 Ntl G 0N _ .,MF, PP0F I OSE. 249 a N r�►iT ve NOP rv2, "TFN6O �EINIFdR.CEMFrr1 ji.....4 — z 3/4' + Vii vs g 1r' m Rx D F o - N14ReF( (INEL -IT TABLE 722.2.3(2) COVER THICKNESS FOR PRESTRESSED CONCRETE FLOOR OR ROOF SLABS(Inches) I FIRE-RESISTANCE RATING(hours) CONCRETE AGGREGATE TYPE Restrained Unrestrained -- 1 1112 2 t! 4 1 1'/2 2 6;�} 4 I Siliceous) 3 3/4 3/4 " '^�) �--'� 'Carbonate 3/4 :C-3/43 / 3/4 11/8 11/2 13/4 (t 23/4,_,. 23/4 Ind-lightweight /4 3/4 3/4 /4 3/4 1 13/8 15/8 21/8 21/4 Sand-lightweight or lightweight 3/4 3/4 3/4 3/4 3/4 1 13/4 11/2 2 21/4 For SI: l inch=25.4 mm. S ALLSTRUCTURE 1 _ _ - _._-_.. __ _.._.._..._.., BY DATE En ineerin LLC' 7140 SW Fir Loop, Suite 231 _ �___ __--- CNK BY —_ DATE ��__ Tigard, Oregon 97223 _____ _,._. JOB NO v: 503.620.4314 • f: 503.620.4304 ---------- _ SHEET OF ., I PRP,611\/ 1 PT S1_fAR) 1),rrt(.., r, I rl,.., OtNtt.nv ,N. oMgYK, OF ICH i i)'t..15 -(o SP,`jisry I PRE. C0fv1eP,E. '> t0 REc, 0 f(4e MF N! I I I 1 ` 2_1g°1g2_1g° I t t l�1 �� i (4) � � Cil t �I I til i I I I I I (II1____ _ a ___ __„... _ely _ _ ___ 4_ _ I _ _ I i. k 5g I4$' 's 3!+S 348'" 1 .1i-, " 3u8 348' I,_ 3wa� . _ - SvPPoki 1_ENE � 6uc oci Lts, . t.\\ I (1U:3 ) ( I7' ) (IZS 4SC) / (240 ,7 I/ /SiRr;r,i ) — 9 , - oR to SlizA iN5 60 M321- L I rJ (2.\ ( 34-S>)( 121 ( 12..5 Psr ) / ( 2,6 .q t% kri?,,tt ,) e a9 . . oR 20 SIP,.ra1,J 5 I SuPPoR1 LIHF:_ ( ') (--iit ) ( 1e.. ) ( 1z! pa le I K 13-rare ) �. S)PPoR-.i L r E (1- ) I ( 24B ) ( ( y') ( IZsP(,I ) / ( 2-(c' -4 KISIPiA,ii1 , of ov., t1-1. S1Rt' N () 5 SJPPo(L_i I.._ir,1E_ ( 5) ( 1*4) ( tz._`' ) f VU, PS I) ( ( zb . 7 I< I -olv., t.1 ;4-.$ o /.. Iio SIa_i_;Nr .3 50,9nor r (.,01 (4.) dog 1 ( k2'/) ( Iz.Sest ) / ( Z.k> 3 14> 1 `-7(2,\"h ) = 6, 2 og. . I IS ALLSTRUCTURE BY DATE 111: Engineering LLCCHK BY DATE i 7140 SW Fir Loop, Suite 231 JOB NO Tigard, Oregon 97223 I v: 503.620.4314 • f:503.620.4304 SHEET OF www.allstructure.com PA (2,K r> P TLF /1Po ( R5SvivIE 2J-0?, LEPIR £ v2. —70)e, -Ckg —7, 22.. 23 ( k 6 .6 , 5 . = ( I" CGS I SI — , IC I I 11 1111 1 I 1 1 • At ALLSTRUCTURE DATE Engineering LLC BY CHK BY DATE 7140 SW Fir Loop, Suite 231 JOB NO Tigard, Oregon 97223 v: 503.620.4314 • f: 503.620.4304 SHEET OF www.allstructure.com H-20 and HS-20 loading 1-1-20 Loading H5-20 Loading I I _,, --_-0 1 8000 lbs 32,000 lbs 8000 Ihs 32,000 lbs 32,000 lbs - I Dynamic Load Sample Calculation Surface Pressure I Wheel load=WL= 16,000 lbs (32,000 lb axle/2) 32,000 for the rear axle Dynamic Force Fd= 1.2(20%greater than static force) I Spread Area=A= 1496 si (12"cover w/45 degree angle) 32,000 lbs/2 tires per Weight of base=dy=0.97 psi(12"road base @ 140 lbs/cf) rear axle= 16000 lbs 6va—(VVI-)(Fd l A) +dy 200 square inches contact* (20"x 10") ova =(16,000 lbs x 1,2/ 1496 si)+0.97 lbs 16000 lbs/200 sq inches =80 psi ova= 13.8 psi 13.8 psi (95 kPa) on Rainstore3 80 psi (552 kPa) static Rainstore3 has been independently field and labaratory _ I tested to meet H-20 Bridge Loading. Grasspave2,Gravelpave2,and Slopetame2 can withstand Stevictuoires,i1rte. 15,940 psi with fill material(109,906 kPa)or 2.29 lbs/sq ft.* invisiblestructures.com *Tested 3/2015. 800-233-15101 H-25 Loading H5-25 Loading I I ---- '' '7----'7,...,- _ ''''"CLL I 10,000 lbs 40,000 lbs 10,000 lbs 40,000 lbs 40,000 lbs rev 7/2015 •AASHTO 3.30 Tire Contact Area I I .M111110 111111•11111MMEN 4=1••=1 •111118.1 MIMI 111 NM MEM . .NM NM IMO MOM i ,•• imm• 1.••• mme mem am. IMMI - •1• 11=". - - MINI - Structural Concrete Software System I I I Hamption Inn and Suites I Tigard, Oregon I AllStucture Project # 16303.00 1 I I I I 1 I 1 1 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation,California,USA, Tel:+1 (650)306-2400 Fax:+1 (650)306-2401 I ADAPT International Pvt.Ltd,Kolkata,India Tel:+91-33-302 86580 Fax:+91-33-224 67281 1 Project Name: Hamption Inn and Suites Specific Data: Tigard, Oregon Date of execution: August 22, 2017 File Name: GarageSlab_Current_Modei_ADAPT_ADAPT.ADM FLOOR-PRO 2016 117 MATERIALS 117.20 CONCRETE MATERIAL PROPERTIES I ID Label F'c Unit Weight Type Ec Creep coefficient psi pcf ksi 1 Concrete 1 6000 150.00 Normal 4696 2.00 F'c= strength at 28 days I Ec= modulus of elasticity at 28 days 117.40 REINFORCEMENT (NONPRESTRESSED) MATERIAL PROPERTIES ID _ Label fy fvy Es ksi ksi ksi 1 MildSteel 1 60.000 60.000 30000 fy=yield stress of longitudinal reinforcement I fvy =yield stress of one-way shear reinforcement Es = modulus of elasticity 117.60 PRESTRESSING MATERIAL PROPERTIES ID Label fpu, fpy Eps ksi ksi ksi 1 Prestressing 1 270.000 240.000 29007 fpu = ultimate stress I fpy= yield stress Eps = modulus of elasticity I 117.80 GENERIC MATERIAL PROPERTIES ID Label _Unit Weight E G Poisson's Ratio I pcf ksi ksi E= modulus of elasticity ' G=shear modulus 142 CODES AND ASSUMPTIONS 142.10 DESIGN CODE SPECIFIED: ACI 2011/IBC 2012 I 142.15 TORSIONAL STIFFNESS OF BEAMS ACCOUNTED FOR 142.16 TORSIONAL STIFFNESS OF LOWER COLUMNS ACCOUNTED FOR 142.17 TORSIONAL STIFFNESS OF UPPER COLUMNS ACCOUNTED FORII 142.20 MATERIAL AND STRENGTH REDUCTION FACTORS Two-way Slabs I ACI 2011/IBC 2012 strength reduction factors used: For bending = 0.90 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation,California,USA, Tel:+1 (650)306-2400 Fax:+1 (650)306-2401 ADAPT International Pvt.Ltd,Kolkata,India Tel:+91-33-302 86580 Fax:+91-33-224 67281 1 IProject Name: Hamption Inn and Suites Specific Data: Tigard, Oregon Date of execution: August 22,2017 File Name: GarageSlab_Current_Model_ADAPT_ADAPT.ADM FLOOR-PRO 2016 IFor shear two-way = 0.75 I One-way Slabs ACI 2011/IBC 2012 strength reduction factors used: For bending =0.90 For shear one-way = 0.75 I Beams ACI 2011/IBC 2012 strength reduction factors used: I For bending = 0.90 For shear one-way = 0.75 142.30 COVER TO REINFORCEMENT ITwo-way Slabs Prestressing Tendons(CGS) I At top =2.50 in At bottom =2.50 in Nonprestressing reinforcement(cover) At top =2.38 in l At bottom = 2.38 in One-way Slabs I Prestressing Tendons(CGS) At top =2.50 in At bottom =2.50 in Nonprestressing reinforcement(cover) I At top = 1.00 in At bottom = 1.00 in I Beams Prestressing Tendons(CGS) At top = 2.50 in At bottom =2.50 in I Nonprestressing reinforcement(cover) At top = 1.50 in At bottom = 1.50 in I142.40 MINIMUM BAR LENGTH Two-way systems I Cut off length of minimum steel over support(length/span) =0.17 Cut off length of minimum steel in span (length/span) = 0.33 Extension of rebar beyond where required for strength: I Top bars =24.00 in Bottom bars =24.00 in One-way slabs I Cut off length of minimum steel over support(length/span) = 0.17 Cut off length of minimum steel in span (length/span) = 0.33 Extension of rebar beyond where required for strength: 1 Top bars = 12.00 in Bottom bars = 12.00 in Beams ISupport@adaptsoft.com www.adaptsoft.com ADAPT Corporation,California,USA, Tel:+1 (650)306-2400 Fax:+1 (650)306-2401 I ADAPT International Pvt. Ltd,Kolkata,India Tel:+91-33-302 86580 Fax:+91-33-224 67281 2 Project Name: Hamption Inn and Suites Specific Data:Tigard, Oregon I Date of execution: August 22,2017 File Name: GarageSlab_Current_Model_ADAPT_ADAPT.ADM FLOOR-PRO 2016 Cut off length of minimum steel over support(length/span) = 0.17 Cut off length of minimum steel in span (length/span) =0.33 Extension of rebar beyond where required for strength: = 12.00 in Top bars III Bottom bars = 12.00 in 143 DESIGN CRITERIA 143.10 ONE-WAY SLABS I Sustain load stresses Tension stress as multiple of(fc)^1/2 At top fibers =7.50 I At bottom fibers = 7.50 Compression stress as multiple of fc Extreme fiber = 0.45 Initial load stresses I Tension stress as multiple of(fc)^1/2 At top fibers = 3.00 At bottom fibers =3.00 Compression stress as multiple of fc Extreme fiber = 0.60 Total load stresses I Tension stress as multiple of(fc)^1/2 At top fibers =7.50 I At bottom fibers =7.50 Compression stress as multiple of fc Extreme fiber = 0.60 143.20 TWO-WAY SLABS I Sustain load stresses Tension stress as multiple of(fc)^1/2 At top fibers =6.00 At bottom fibers =6.00 Compression stress as multiple of fc Extreme fiber = 0.45 Initial load stresses Tension stress as multiple of(fc)^1/2 At top fibers = 3.00 At bottom fibers = 3.00 Compression stress as multiple of fc Extreme fiber =0.60 Total load stresses Tension stress as multiple of(fc)^1/2 At top fibers =6.00 At bottom fibers =6.00 Compression stress as multiple of ft Extreme fiber =0.60 143.30 BEAMS Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation,California,USA, Tel:+1 (650)306-2400 Fax:+1 (650)306-2401 ADAPT International Pvt.Ltd,Kolkata,India Tel:+91-33-302 86580 Fax:+91-33-224 67281 I 3 1 Project Name: Hamption Inn and Suites Specific Data: Tigard, Oregon Date of execution: August 22, 2017 File Name: GarageSlab_Current_Model_ADAPT_ADAPT.ADM FLOOR-PRO 2016 Sustain load stresses Tension stress as multiple of(fc)^1/2 At top fibers = 7.50 At bottom fibers = 7.50 Compression stress as multiple of fc Extreme fiber = 0.45 Initial load stresses ' Tension stress as multiple of(fc)^1/2 At top fibers = 3.00 At bottom fibers = 3.00 Compression stress as multiple of fc Extreme fiber = 0.60 Total load stresses Tension stress as multiple of(fc)^1/2 At top fibers = 7.50 At bottom fibers = 7.50 Compression stress as multiple of fc Extreme fiber = 0.60 1 1 1 1 1 1 1 1 1 1 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation,California,USA, Tel:+1 (650)306-2400 Fax:+1 (650)306-2401 ADAPT International Pvt.Ltd,Kolkata,India Tel:+91-33-302 86580 Fax:+91-33-224 67281 4 Project Name: Hamption Inn and Suites Specific Data: Tigard,Oregon PT ADAPT.ADM Date of execution: August 22, 2017 File Name: GarageSlab_Current_Model_ADA _ FLOOR-PRO 2016 146 LOAD CASES AND COMBINATIONS 146.20 LOAD CASES I Dead load Live load Selfweight Prestressing Hyperstatic Snow Load Seismic Load Wind Load 146.40 LOAD COMBINATIONS Name: Service(Total Load) Evaluation: SERVICE TOTAL LOAD Combination detail: 1.00 x Selfweight+ 1.00 x Dead load + 1.00 x Live load + 1.00 x Prestressing Name: Service(Sustained Load) Evaluation: SERVICE SUSTAINED LOAD Combination detail: 1.00 x Selfweight+ 1.00 x Dead load + 0.30 x Live load + 1.00 x Prestressing Name: Strength(Dead and Live) Evaluation: STRENGTH Combination detail: 1.20 x Selfweight+ 1.20 x Dead load + 1.60 x Live load + 1.00 x Hyperstatic Name: Strength(Dead Load Only) Evaluation: STRENGTH Combination detail: 1.40 x Selfweight+ 1.40 x Dead load + 1.00 x Hyperstatic Name: STRENGTH 1 Evaluation: STRENGTH Combination detail: 1.20 x Selfweight+ 1.20 x Dead load + 1.60 x Live load + 0.50 x Snow Load + 1.00 x Hyperstatic - Name: STRENGTH 2 Evaluation: STRENGTH Combination detail: 1.20 x Selfweight+ 1.20 x Dead load + 1.00 x Live load + 1.60 x Snow Load + 1.00 x Hyperstatic Name: STRENGTH 3 Evaluation: STRENGTH Combination detail: 1.20 x Selfweight+ 1.20 x Dead load+ 1.00 x Live load + 0.50 x Snow Load + 1.00 x Wind Load+ 1.00 x Hyperstatic Name: STRENGTH 4 Evaluation: STRENGTH Combination detail: 1.35 x Selfweight+ 1.35 x Dead load + 1.00 x Live load + 0.20 x Snow Load + 2.50 x Seismic Load + 1.00 x Hyperstatic Name: STRENGTH 5 Evaluation: STRENGTH Combination detail: 0.90 x Selfweight+ 0.90 x Dead load + 1.00 x Wind Load + 1.00 x Hyperstatic Name: STRENGTH 6 Evaluation: STRENGTH Combination detail: 0.75 x Selfweight+ 0.75 x Dead load + 2.50 x Seismic Load + 1.00 x Hyperstatic 111 Name: SERVICE 1 Evaluation: SERVICE TOTAL LOAD Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation,California,USA, Tel:+1 (650)306-2400 Fax:+1 (650)306-2401 ADAPT International Pvt. Ltd,Kolkata,India Tel:+91-33-302 86580 Fax:+91-33-224 67281 1 ' Project Name: Hamption Inn and Suites Specific Data: Tigard, Oregon Date of execution: August 22,2017 File Name: GarageSlab_Current_Model_ADAPT_ADAPT.ADM ' FLOOR-PRO 2016 Combination detail: 1.00 x Selfweight+ 1.00 x Dead load + 1.00 x Snow Load + 1.00 x Prestressing Name: SERVICE 2 Evaluation: SERVICE TOTAL LOAD Combination detail: 1.00 x Selfweight+ 1.00 x Dead load + 0.75 x Live load + 0.75 x Snow Load + 1.00 x Prestressing Name: SERVICE 3 Evaluation: SERVICE TOTAL LOAD Combination detail: 1.00 x Selfweight+ 1.00 x Dead load + 0.60 x Wind Load + 1.00 x Prestressing Name: SERVICE 4 Evaluation: SERVICE TOTAL LOAD Combination detail: 1.10 x Selfweight+ 1.10 x Dead load + 0.70 x Seismic Load + 1.00 x Prestressing Name: SERVICE 5 Evaluation: SERVICE TOTAL LOAD Combination detail: 1.00 x Selfweight+ 1.00 x Dead load + 0.75 x Live load + 0.75 x Snow Load + 0.45 x Wind Load + 1.00 x Prestressing Name: SERVICE 6 Evaluation: SERVICE TOTAL LOAD Combination detail: 1.10 x Selfweight+ 1.10 x Dead load + 0.75 x Live load + 0.75 x Snow Load + 0.53 x Seismic Load + 1.00 x Prestressing Name: SERVICE 7 ' Evaluation: SERVICE TOTAL LOAD Combination detail: 0.60 x Selfweight+ 0.60 x Dead load + 0.60 x Wind Load + 1.00 x Prestressing 1 Name: SERVICE 8 Evaluation: SERVICE TOTAL LOAD Combination detail: 0.50 x Selfweight+ 0.50 x Dead load + 0.70 x Seismic Load + 1.00 x Prestressing ' Name: DL REACTIONS Evaluation: NO CODE CHECK Combination detail: 1.00 x Selfweight+ 1.00 x Dead load Name: LL REACTIONS ' Evaluation: NO CODE CHECK Combination detail: 1.00 x Live load Name: Initial Evaluation: INITIAL Combination detail: 1.00 x Selfweight+ 1.15 x Prestressing Name: Sustained_Load Evaluation: CRACKED DEFLECTION Combination detail: 1.00 x Selfweight+ 1.00 x Dead load + 0.30 x Live load + 1.00 x Prestressin g Name: Long_Term Evaluation: LONG TERM DEFLECTION Combination detail: 2.00 x Sustained Load Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation,California,USA, Tel:+1 (650)306-2400 Fax:+1 (650)306-2401 ADAPT International Pvt.Ltd,Kolkata,India Tel:+91-33-302 86580 Fax:+91-33-224 67281 2 a II 14 0 utro t 1z . €i f I Ii 11 I< 130x16 30x16 .rmnnu3331ti^.r_a36C1=32:313133333331 3t,\71 \, IAf 30x16 I3o6 O Il 1 1 11 ':1 36x16 ii 3 ,11 il 30x16 36x16 (10; L7 0 111 9: Ij iI ' 20x11 23!1!..y.2___ 4111+ Structural Plan 8:08:17 001 Hamption Inn and Suites 08:08: GarapSlab Dural Model ADAPT_ADARADM Tigard , Oregon AllStructure Project#16303 N N I r MI — NM SE r NM — S — I — n — NM — r7 y '.u.. V.\\ `\ il///, i \\\\\‘ Il':(,,\/// 1 / , i_,, \:\\..\ s .,;/".=/-0,—,v, 1 l!' t/ 1 r \ \ / ii 411 \\ :\ / ; i 1 01/ -/ /-er,i/,/, = o � ,41.,/' ®� .,,,,, e/o. ,<4.4; lirm+ Idealized Tributary Plan for Support Lines in Y Direction 08/22/17 08::08:4608:46 Hamption Inn and Suites _ GarageMab Duoent_Model_ADAPT ADAPTADM Tigard� Oregon AIIStructureProject#16303 \,/ \\ \\ \ \_\ \\„\ i :,7 //' „ //,:oit, --1.,./. .-- ' //// N, & _ , s.„„...‘„,..„_ ___L„,. , \\*NX.\\\,\I‘t, ...\\ . \\•\ .‘'14.\: 1 Scp*1ti.I 411* 1 Idealized Tributary Plan for Support Lines in X-Direction 08'22/17 Hamption Inn and Suites 08:09:00 GarageSlab Cuirul Mods RDAPT ADAM Tigard, Oregon AllStructure Project#16303 r - NM - r i - = - r - MS - r - - M - M DEAD LOAD (DL): DL=1300 PLF AT PLANTER EDGE DL=150 PSF DL=150 PSF AT STORAGE AREA AT TYPICAL ,'' ''' /„, / ''7-21 - DL=880PLF �1 ! \ fAT PERIMETER WALLS /. !/1 I 1• OL=190 PSF ' �/ `\_, `' AT LOBBY AND MECH.AREA ``` \■'', I\^ ~`\ `,%`:': �,.�,, / jos \,\ 11,,,, �. ��� /' `\�•`\ 4%.1 „,,O., '".„,, ,..".„---'1”" i ,.'..'". '''N, ''''`,..,, ."'",..., \ , \ -,„,:s--,, % illii ` !j \` `\ i 1 `\ l / g�^ , >1 >,•:„..,-„,,,.„,. ., �. // Ito 1 1.1 \~, \, fi g. Ham`a�;,. ''' i I ,r LgP‘I 08/22/17 08::244:46:46 Hamption Inn and Suites Garagdab Current ModelADAPT RDRPTADM Tigard, Oregon AIIStructure Project#16303 LIVE LOAD (LL): LL=500 PSF AT STORAGE \\`\b LL=128 PSF LL=164 PSF 7 �� AT TYPICAL AT LOBBY AND MECH.AREA ,„ro. ,,..„ ,,, ) „...,-,,,, „:„. , > -,-,,,, --,,„ ---,. ,,,r, , „ ,,,.„.„..,?,,,;,,,, ,,„,,,,,... ......, ....„ , '- ,1 - , ,....... .... ..., „...„ .. \` ..._ „,„4„: \ I"), 1 �JiJy// I \ ...7/ �...- ,,, \ „,, - ,-, il ,...:2- ,,,,,,„ . '''---"---....„,,,N, ill „,,,,,,,,' .-‘' ''<(----,,,,„ 1 IIII - 1-- ' -o''*''' 1 '`--, 1 !s--, i1 i ,,,i.),:::;!' -,1 '...",T7 A . - ter. ---„,,,, 0 .\� �`: \lam. 1!I,f -- �/� ,l ii,^ \�cV �\��,� //ice\ ! `� iI ' �: q r;%%'. ;`\` ~�'\,, '',„1„--- ,�i �� ---.... ... .I -'4,�y } 1, `e'l : 1 ,--1...t I ill i , ',',,,,,t,--- MiPlhlki 1 08/22/17 08:31:23 Hamption Inn and Suites AIIStructure Project#16303 GarageSlab urentModelADAPT ADAPTADM Tigard , TOregon as ins n EN ine No In wil mi sis 1.1mg N gm as i INN r I r N r E N - N _ 1 r E r M r i i SEISMIC LOAD (EL): V-760 PLF ✓/ AT SLAB PERIMETER ,,,,,,,,--%'-"- ,,,, ''' '',, 4 .., ..,, „ ,, --‘,„,:,,,‘,. ,)I.I r ''.,,,`. i p d, Le,,, '.-- ,,,, ,, 4 :.„:::..: ..........„. , 1 i„.4„, 1, ,-,,,,„1 ‘,...,,,,, ,. , j .. , e0, ,„.. ,..„2- p ,--„:„.„, „. ..„. .1 ,, ,,,,„, ..., ..... „..k.....J1 ,,,. .. ,..., .....„. --,,:,,s. 0 -,,,,„, 1,,,..,,,III ,,,,,,, ,,:., i ,„,, .....„...,...„ .0 ,„ ,y,f.) :‘,"",:;!;‹ 1 \�\ lei% ,,j moi' JA I \\_1 n 1 .1::"-.1-11 '',”' ''''''''''-1r c• v _j: egliN‘i 08/22/17 08::35:5535:55 Hamption Inn and Suites _ GarageSlab(urtenf Model ADAPT ADAPiADM Tigard , Oregon AIIStructure Project#16303 WIND LOAD (WL): WL=650 PLF AT SLAB PERIMETER / s`-.' ` y i g ,.. .., „,,,,,,,,,,,,,,,,,,,,,,,, ,,,„ , „ . , ,, ,,,,,_,„ „. ...,„. ,,,.., .." ..„ ,..., , , , ,...., L .,...:.„ ,,,,...„,,, 7.,...-, • Itt0,,,,,......„--------;1 iVii' �\ ' . .i. IL,. 1 zo ''....E. ji -'1- .9'''''''',:',.1.4.';'', ! r �IIX44 , \;oma \� '� f Zt j v} , Id"61 08/22/17 08:37:46 Hamption Inn and Suites , Tigard, Oregon AIIStructure Project#16303 S r r — M r — — MN — MN EN I — r E MB EN M WIND LOAD (WL): SL=50 PSF OVER ENTIRE SLAB I ```. IA �\ /� \. P ,,,,,,,,,„. „, ,,, ,„, ..,......, ,,,„„, „„,,, ,,,,,,,,,,, 1,,,,,,,,„ ....., , 4* ''''',.•,,, 's•I'`, 1:::::_::'I ::..___::_: ,,, �, \ \`' `` """S." O ' � iF' / \ :v • ''. 4 ''''' ;' ir ,,,,, .„.... ..... ,,,...„ ,,,,,,,, ....,,,, , 5 , 1, 4 ,0 ,., ...,.. „,, ,,,,-- ,! ,,,,=,,,--, , -7...., ,,�`� / \ J-1%% lce\a �.y. i i ., t IP6 08388 08:38:58 Hamption Inn and Suites sarageSlab_CurrePlyodeLADAPT ADAPTS► Tigard , Oregonj AilStructure Project#16303 TENDON LAYOUT: it _ .p _ q __ 1 '�\ S _ .111111111111111 ,, _ F : - ii 1,,. - :\\ -___ IBANDED DIRECTION 4--o. UNIFORM DIRECTION = - _ . SA* 08'22'1' Hamption Inn and Suites 08:50:51 Garaged Creat MadelADAPT ADAPIADM Tigard, Oregon AIIStructure Project#16303 MN MI w — MO MB M MO M MO MN MO M MS MN — MN — — IProject Name: Hamption Inn and Suites Specific Data: Tigard,Oregon Date of execution: August 22,2017 File Name: GarageSlab_REDUCED_LIVE_LOAD.adm FLOOR-PRO 2016 I 180.40 PUNCHING SHEAR STRESS CHECK RESULTS I I s,Y P s / z. I COLUMN0 a SECTION D z"-b. rX Y r 1,/t / II >X I Load Combination:Strength(Dead and Live) .Label Condition Axis , Factored Factored Stress due Stress due Total stress Allowable Stress - shear moment to shear ' to moment stress ratio k k-ft ksi ksi ksi ksi I Column 13 End rr -121.501 -39.187 0.158, 0.020 0.178 0.232 0.77 Column 13 Edge ss -121.501 18.197 0.158 0.012 0.169 0.232 0.73 Column 14 End rr -127.285 -16.229 0.165 0.037 0.202 0.232 0.87 Column 14 Edge ss -127.285 -29.932 0.165 0.019 0.184 0.232 0.79 I Column 22 Corner rr -93.339 -6.121 0.189 0.053 0.242 0.232 1.04 Column 22 Corner ss -93.339 7.524 0.189 0.056 0.245 0.232 1.06 Column 23 Interior rr -419.810 12,274 0.341 0.005 0.346 0.214 1.62 Column 23 Interior ss -419.810 -10.760 0.341 0.004 0.345 0.214 1.62 I Column 24 Interior rr -302.887 26.961 0.246 0.011 0.257 0.214 1.20 Column 24 Interior ss -302.887 -1.262 0.246 0.001 0.246 0.214 1.15 Column 25 End rr -168.972 14.859 0.202 0.052 0.254 0.232 1.09 Column 25 Edge ss -168.972 -7.232 0.202 0.004 0.206 0.232 0.89 I Column 50 Interior rr -417.967 -18.505 0.257 0.004 0.261 0.214 1.22 Column 50 Interior ss -417.967 117.574 0.257 0.029 0.286 0.214 1.34 Column 51 Interior rr -510.184 5.214 0.341 0.001 0.343 0.214 1.60 Column 51 Interior ss -510.184 99.829 0.341 0.029 0.370 0.214 1.73 Column 52 Interior rr -520.548 1.936 0.348 0.001 0.349 0.214 1.63 IColumn 52 Interior ss -520.548 121.904 0.348 0.035 0.383 0.214 1.79 Column 54 Interior rr -377.793 19.291 0.232 0.005 0.237 0.214 1.11 Column 54 Interior ss -377.793 141.021 0.232 0.035 0.267 0.214 1.25 Column 55 Interior rr -352.862 -7.589 0.236 0.002 0.238 0.214 1.11 I Column 55 Interior ss -352.862 -95.669 0.236 0.028 0.264 0.214 1.23 Column 57 Interior rr -466.166 0.803 0.312 0.000 0.312 0.214 1.46 Column 57 Interior ss -466.166 -120.716 0.312 0.035 0.347 0.214 1.62 Column 58 Interior rr -528.933 11.617 0.354 0.003 0.357 0.214 1.67 IColumn 58 Interior ss -528.933 -117.560 0.354 0.034 0.388 0.214 1.81 Load Combination:Strength(Dead Load Only) Label Condition Axis Factored Factored Stress due; Stress due Total stress Allowable Stress shear moment to shear - to moment = stress ratio k k-ft ksi ksi ksi ksi Column 13 End rr 98.377 -27.397 0.128 0.019 0.147 0.232 0.63 Column 13 Edge ss -98.377 15.158 0.128 0.010 0.137 0.232 0.59 Column 14 End rr -104.449 -9.124 0.136 0.033 0.169 0.232 0.73 I Column 14 Edge ss -104.449 -26.962 0.136 0.017 0.153 0.232 0.66 Column 22 Corner rr -62.612 -4.249 0.127 0.035 0.162 0.232 0.70 Column 22 Corner ss -62.612 4.750 0.127 0.038 0.165 0.232 0.71 Column 23 Interior rr -312.351 8.038 0.254 0.003 0.257 0.214 1.20 I Column 23 Interior ss -312.351 -7.001 0.254 0.003 0.257 0.214 1.20 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation,California, USA, Tel:+1 (650)306-2400 Fax:+1 (650)306-2401 I ADAPT International Pvt.Ltd,Kolkata,India Tel:+91-33-302 86580 Fax:+91-33-224 67281 1 Project Name: Hamption Inn and Suites Specific Data:Tigard, Oregon I Date of execution: August 22,2017 File Name: GarageSlab_REDUCED_LIVE_LOAD.adm FLOOR-PRO 2016 I Column 24 Interior rr -211.946 18.110 0.172 0.007 0.180 0.214 0.84 Column 24 Interior ss -211.946 -0.821 0.172 0.000 0.172 0.214 0.81 Column 25 End rr -116.748 9.248 0.140 0.036 0.176 0.232 0.76 Column 25 Edge ss -116.748 -4.684 0.140 0.003 0.142 0.232 0.61 I Column 50 Interior rr -275.482 -9.924 0.169 0.002 0.172 0.214 0.80 Column 50 Interior ss -275.482 62.105 0.169 0.016 0.185 0.214 0.87 Column 51 Interior rr -378.400 4.238 0.253 0.001 0.254 0.214 1.19 Column 51 Interior ss -378.400 64.823 0.253 0.019 0.272 0.214 1.27 Column 52 Interior rr -383.683 1.846 0.257 0.001 0.257 0.214 1.20 Column 52 Interior ss -383.683 83.241 0.257 0.024 0.281 0.214 1.31 Column 54 Interior rr -284.295 12.097 0.175 0.003 0.178 0.214 0.83 Column 54 Interior ss -284.295 94.636 0.175 0.024 0.198 0.214 0.93 Column 55 Interior rr -270.334 -6.870 0.181 0.002 0.183 0.214 0.86 Column 55 Interior ss -270.334 -67.594 0.181 0.019 0.200 0.214 0.94 Column 57 Interior rr -353.379 0.241 0.236 0.000 0.236 0.214 1.11 Column 57 Interior ss -353.379 -83.315 0.236 0.024 0.260 0.214 1.22 Column 58 Interior rr -390.045 8.514 0.261 0.002 0.263 0.214 1.23 Column 58 Interior ss -390.045 -81.965 0.261 0.024 0.285 0.214 1.33 Load Combination:STRENGTH 1 , Label Condition Axis Factored Factored Stress due Stress'due Total stress Allowable Stress shear moment to shear to moment stress ratio k k-ft ksi ksi ksi ksi Column 13 End rr -126.233 -41.367 0.164 0.021 0.185 0.232 0.80 I Column 13 Edge ss -126.233 18,898 0.164 0.012 0.176 0.232 0.76 Column 14 End rr -132.002 -17.603 0.172 0.038 0.209 0.232 0.90 Column 14 Edge ss -132.002 -30.697 0.172 0.020 0.191 0.232 0.82 Column 22 Corner rr -97.358 -6.364 0.197 0.055 0.252 0.232 1.09 Column 22 Corner ss -97.358 7.884 0.197 0.059 0.256 0.232 1.10 I Column 23 Interior rr -433.973 12.830 0.352 0.005 0.358 0.214 1.67 Column 23 Interior ss -433.973 -11.254 0.352 0.005 0.357 0.214 1.67 Column 24 Interior rr -314.914 28.135 0.256 0.012 0.267 0.214 1.25 Column 24 Interior ss -314.914 -1.327 0.256 0.001 0.256 0.214 1.20 I Column 25 End rr -175.871 15.596 0.210 0.054 0.264 0.232 1.14 Column 25 Edge ss -175.871 -7.567 0.210 0.004 0.215 0.232 0.92 Column 50 Interior rr -430.961 -18.550 0.265 0.004 0.269 0.214 1.26 Column 50 Interior ss -430.961 123.062 0.265 0.031 0.296 0.214 1.38 I Column 51 Interior rr -528.349 5.278 0.353 0.001 0.355 0.214 1.66 Column 51 Interior ss -528.349 104.918 0.353 0.030 0.384 0.214 1.80 Column 52 Interior rr -538.757 1.911 0.360 0.001 0.361 0.214 1.69 Column 52 Interior ss -538.757 127.118 0.360 0.037 0.397 0.214 1.86 I Column 54 Interior rr -393.305 19.769 0.242 0.005 0.246 0.214 1.15 Column 54 Interior ss -393.305 148.862 0.242 0.037 0.279 0.214 1.31 Column 55 Interior IT -367.587 -7.792 0.246 0.002 0.248 0.214 1.16 Column 55 Interior ss -367.587 -100.588 0.246 0.029 0.275 0.214 1.29 Column 57 Interior rr -484.263 0.717 0.324 0.000 0.324 0.214 1.52 Column 57 Interior ss -484.263 -126.138 0.324 0.036 0.360 0.214 1.69 Column 58 Interior rr -547.547 11.939 0.366 0.003 0.369 0.214 1.73 Column 58 Interior ss -547.547 -122.383 0.366 0.035 0.401 0.214 1.88 Load Combination:STRENGTH 2 Label Condition Axis Factored Factored Stress due Stress due Total stress Allowable Stress shear ;: moment to shear to moment stress ratio k k-ft ksi ksi ksi ksi Column 13 End rr -122.238 -39.537 0.159 0.020 0.179 0.232 0.77 Column 13 Edge ss -122.238 18.286 0.159 0.012 0.170 0.232 0.73 Column 14 End rr -128.214 -16.621 0.167 0.037 0.204 0.232 0.88 Column 14 Edge ss -128.214 -30.048 0.167 0.019 0.186 0.232 0.80 Column 22 Corner rr -90.228 -5.930 0.182 0.051 0.234 0.232 1.01 Column 22 Corner ss -90.228 7.247 0.182 0.055 0.237 0.232 1.02 Column 23 Interior rr -409.244 11.851 0.332 0.005 0.337 0.214 1.58 Column 23 Interior ss -409.244 -10.393 0.332 0.004 0.337 0.214 1.58 I Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation,California,USA, Tel:+1 (650)306-2400 Fax:+1 (650)306-2401 ADAPT International Pvt.Ltd,Kolkata,India Tel:+91-33-302 86580 Fax:+91-33-224 67281 I 2 I IProject Name: Hamption Inn and Suites Specific Data: Tigard,Oregon Date of execution: August 22, 2017 File Name: GarageSlab_REDUCED_LIVE_LOAD.adm IFLOOR-PRO 2016 Column 24 Interior rr -294.119 26.118 0.239 0.011 0.250 0.214 1.17 Column 24 Interior ss -294.119 -1.237 0.239 0.000 0.239 0.214 1.12 I Column 25 End rr -163.873 14.313 0.196 0.050 0.247 0.232 1.06 Column 25 Edge ss -163.873 -6.983 0.196 0.004 0.200 0.232 0.86 Column 50 Interior rr -392.698 -15.031 0.241 0.004 0.245 0.214 1.15 Column 50 Interior ss -392.698 108.901 0.241 0.027 0.269 0.214 1.26 I Column 51 Interior rr -499.348 4.938 0.334 0.001 0.335 0.214 1.57 Column 51 Interior ss -499.348 97.616 0.334 0.028 0.362 0.214 1.69 Column 52 Interior rr -507.531 1.834 0.339 0.001 0.340 0.214 1.59 Column 52 Interior ss -507.531 118.415 0.339 0.034 0.374 0.214 1.75 Column 54 Interior rr -377.456 17.367 0.232 0.004 0.236 0.214 1.10 I Column 54 Interior ss -377.456 141.162 0.232 0.035 0.267 0.214 1.25 Column 55 Interior rr -354.683 -7.733 0.237 0.002 0.239 0.214 1.12 Column 55 Interior ss -354.683 -96.067 0.237 0.028 0.265 0.214 1.24 Column 57 Interior rr -463.356 0.332 0.310 0.000 0.310 0.214 1.45 I Column 57 Interior ss -463.356 -118.312 0.310 0.034 0.344 0.214 1.61 Column 58 Interior rr -516.074 11.088 0.345 0.003 0.348 0.214 1.63 Column 58 Interior ss -516.074 -114.388 0.345 0.033 0.378 0.214 1.77 I Load Combination:STRENGTH 3 Label Condition Axis -Factored Factored Stress due Stress due Total stress Allowable Stress shear moment to shear to moment stress ratio k k-ft ksi ksi ksi ksi 1 Column 13 End rr -122.728 -35.612 0.159 0.023 0.182 0.232 0.79 Column 13 Edge ss -122.728 20,079 0.159 0.013 0.172 0.232 0.74 Column 14 End rr -128.497 -14.143 0.167 0.039 0.206 0.232 0.88 Column 14 Edge ss -128.497 -31.917 0.167 0.020 0.187 0.232 0.81 Column 22 Corner rr -81.199 -5.375 0.164 0.046 0.210 0.232 0.90 Column 22 Comer ss -81.199 6.401 0.164 0.049 0.213 0.232 0.92 Column 23 Interior rr -377.996 10.641 0.307 0.004 0.311 0.214 1.46 Column 23 Interior ss -377.996 -9.300 0.307 0.004 0.311 0.214 1.45 I Column 24 Interior rr -267.097 23.526 0.217 0.010 0.227 0.214 1.06 Column 24 Interior ss -267.097 -1.075 0.217 0.000 0.217 0.214 1.02 Column 25 End rr -148.476 12.617 0.178 0.046 0.224 0.232 0.96 Column 25 Edge ss -148.476 -6.235 0.178 0.004 0.181 0.232 0.78 Column 50 Interior rr -363.608 -17.357 0.223 0.004 0.228 0.214 1.07 I Column 50 Interior ss -363.608 96.038 0.223 0.024 0.247 0.214 1.16 Column 51 Interior rr -458.253 5.051 0.306 0.001 0.308 0.214 1.44 Column 51 Interior ss -458.253 86.612 0.306 0.025 0.331 0.214 1.55 Column 52 Interior rr -467.110 1.861 0.312 0.001 0.313 0.214 1.46 Column 52 Interior ss -467.110 107.226 0.312 0.031 0.343 0.214 1.61 Column 54 Interior rr -343.128 17.404 0.211 0.004 0.215 0.214 1.01 Column 54 Interior ss -343.128 124.353 0.211 0.031 0.242 0.214 1.13 _ Column 55 Interior rr -322.220 -7.672 0.216 0.002 0.218 0.214 1.02 I Column 55 Interior ss -322.220 -86.036 0.216 0.025 0.240 0.214 1.12 Column 57 Interior rr -423.003 0.602 0.283 0.000 0.283 0.214 1.32 Column 57 Interior ss -423.003 -106.511 0.283 0.031 0.314 0.214 1.47 Column 58 Interior rr -475.046 10.391 0.318 0.003 0.321 0.214 1.50 1Column 58 Interior ss -475.046 -103.900 0.318 0.030 0.348 0.214 1.63 Load Combination:STRENGTH 4 Label Condition Axis Factored Factored Stress due Stress due Total stress Allowable Stress shear moment to shear to moment stress ratio k k-ft ksi ksi ksi ksi Column 13 End rr 152.322 40.386 0.198 0.031 0.229 0.232 0.99 Column 13 Edge ss -152.322 28.093 0.198 0.018 0.216 0.232 0.93 Column 14 End rr -157.369 -17.048 0.204 0.047 0.252 0.232 1.08 I Column 14 Edge ss -157.369 -40.719 0.204 0.026 0.230 0.232 0.99 Column 22 Corner rr -87.325 -5.716 ' 0.177 0.050 0.226 0.232 0.97 Column 22 Corner ss -87.325 6.858 0.177 0.053 0.229 0.232 0.99 Column 23 Interior rr -400.499 11.550 0.325 0.005 0.330 0.214 1.54 IColumn 23 Interior ss -400.499 -10.069 0.325 0.004 0.329 0.214 1.54 Support@adaptsoft.com www.adaptsoft.com t ADAPT Corporation,California,USA, Tel:+1 (650)306-2400 Fax:+1 (650)306-2401 ADAPT International Pvt.Ltd,Kolkata,India Tel:+91-33-302 86580 Fax:+91-33-224 67281 3 Project Name: Hamption Inn and Suites Specific Data: Tigard, Oregon I Date of execution: August 22,2017 File Name:GarageSlab_REDUCED_LIVE_LOAD.adm FLOOR-PRO 2016 I Column 24 Interior rr -285.172 25.372 0.232 0.010 0.242 0.214 1.13 Column 24 Interior ss -285.172 -1.138 0.232 0.000 0.232 0.214 1.09 Column 25 End rr -159.105 13.635 0.190 0.049 0.239 0.232 1.03 Column 25 Edge ss -159.105 -6.749 0.190 0.004 0.194 0.232 0.84 Column 50 Interior rr -381.638 -22.805 0.235 0.005 0.240 0.214 1.12 Column 50 Interior ss -381.638 102.100 0.235 0.025 0.260 0.214 1.22 Column 51 Interior rr -484.353 5.720 0.324 0.002 0.326 0.214 1.52 Column 51 Interior ss -484.353 94.644 0.324 0.027 0.351 0.214 1.64 I Column 52 Interior rr -495.369 1.805 0.331 0.000 0.332 0.214 1.55 Column 52 Interior ss -495.369 115.967 0.331 0.033 0.365 0.214 1.71 Column 54 Interior rr -363.226 20.717 0.223 0.005 0.228 0.214 1.07 Column 54 Interior ss -363.226 135.600 0.223 0.034 0.257 0.214 1.20 I Column 55 Interior rr -341.959 -8.762 0.229 0.002 0.231 0.214 1.08 Column 55 Interior ss -341.959 -94.253 0.229 0.027 0.256 0.214 1.20 Column 57 Interior rr -447.934 0.778 0.300 0.000 0.300 0.214 1.40 Column 57 Interior ss -447.934 -114.941 0.300 0.033 0.333 0.214 1.56 I Column 58 Interior rr -504.451 11.010 0.337 0.003 0.340 0.214 1.59 Column 58 Interior ss -504.451 -111.740 0.337 0.032 0.370 0.214 1.73 Load Combination:STRENGTH 5 . t Label Condition Axis Factored Factored Stress due Stress due Total stress Allowable Stress shear moment to shear to moment stress ratio k k-ft ksi ksi ksi ksi Column 13 End rr -71.049 -13.574 0.092 0.018 0.110 0.232 0.47 Column 13 Edge ss -71.049 11.742 0.092 0.007 0.100 0.232 0.43 Column 14 End rr -77.762 -0.730 0.101 0.028 0.129 0.232 0.56 Column 14 Edge ss -77.762 -22.405 0.101 0.014 0.115 0.232 0.50 Column 22 Corner rr -32.764 -2.462 0.066 0.018 0.085 0.232 0.36 Column 22 Corner ss -32.764 2.104 0.066 0.020 0.087 0.232 0.37 Column 23 Interior rr -208.334 3.976 0.169 0.002 0.171 0.214 0.80 Column 23 Interior ss -208.334 -3.404 0.169 0.001 0.171 0.214 0.80 Column 24 Interior rr -123.603 9.550 0.100 0.004 0.104 0.214 0.49 Column 24 Interior ss -123.603 -0.345 0.100 0.000 0.101 0.214 0.47 Column 25 End rr -65.903 3.835 0.079 0.021 0.100 0.232 0.43 Column 25 Edge ss -65.903 -2.230 0.079 0.001 0.080 0.232 0.35 Column 50 Interior rr -185.659 -9.658 0.114 0.002 0.116 0.214 0.54 Column 50 Interior ss -185.659 25.095 0.114 0.006 0.120 0.214 0.56 Column 51 Interior rr -246.774 3.746 0.165 0.001 0.166 0.214 0.78 Column 51 Interior ss -246.774 29.274 0.165 0.008 0.173 0.214 0.81 Column 52 Interior rr -250.326 1.884 0.167 0.001 0.168 0.214 0.79 Column 52 Interior ss -250.326 45.728 0.167 0.013 0.181 0.214 0.85 Column 54 Interior rr -184.733 8.157 0.114 0.002 0.115 0.214 0.54 Column 54 Interior ss -184.733 44.696 0.114 0.011 0.125 0.214 0.58 Column 55 Interior rr -174.556 -5.685 0.117 0.002 0.118 0.214 0.55 Column 55 Interior ss -174.556 -36.270 0.117 0.010 0.127 0.214 0.60 I Column 57 Interior rr -230.071 0.422 0.154 0.000 0.154 0.214 0.72 Column 57 Interior ss -230.071 -45.283 0.154 0.013 0.167 ' '0.214 0.78 Column 58 Interior rr -254.350 5.887 0.170 0.002 0.172 0.214 0.80 Column 58 Interior ss. -254.350 -47.070 0.170 0.014 0.184 0.214 0.86 ' Load Combination:STRENGTH 6 Label Condition Axis Factored Factored Stress due Stress due Total stress Allowable Stress shear moment to shear to moment stress rati0 k k-ft ksi ksi ksi ksi Column 13 End rr -80.547 -10.839 0.105 0.023 0.128 0232 0.49 I Column 13 Edge ss -80.547 16.127 0.105 0.010 0.115 0. Column 14 End rr -87.058 0.904 0.113 0.033 0.146 0.232 0.63 Column 14 Edge ss -87.058 -26.801 0.113 0.017 0.130 0.232 0.56 Column 22 Corner rr -23.506 -1.890 0.048 0.013 0.061 0.232 0.26 Column 22 Corner ss -23.506 1.221 0.048 0.015 0.062 0.232 0.27 Column 23 Interior rr -176.979 2.776 0.144 0.001 0.145 0.214 0.68 Column 23 Interior ss -176.979 -2.315 0.144 0.001 0.145 0.214 0.68 I Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation,Califomia,USA, Tel:+1 (650)306-2400 Fax:+1 (650)306-2401 I ADAPT International Pvt.Ltd,Kolkata,India Tel:+91-33-302 86580 Fax:+91-33-224 67281 4 1 IProject Name: Hamption Inn and Suites Specific Data: Tigard,Oregon Date of execution: August 22,2017 File Name: GarageSlab_REDUCED_LIVE_LOAD.adm I FLOOR-PRO 2016 Column 24 Interior rr -96.214 6.970 0.078 0.003 0.081 0.214 0.38 Column 24 Interior ss -96.214 -0.174 0.078 0.000 0.078 0.214 0.37 I Column 25 End Column 25 Edge rr -50.297 2.091 0.060 0.017 0.077 0.232 0.33 ss -50.297 -1.479 0.060 0.001 0.061 0.232 0.26 Column 50 Interior rr -157.891 -13.519 0.097 0.003 0.100 0.214 0.47 Column 50 Interior ss -157.891 12.714 0.097 0.003 0.100 0.214 0.47 Column 51 Interior rr -205.470 4.007 0.137 0.001 0.139 0.214 0.65 I Column 51 Interior ss -205.470 18.911 0.137 0.005 0.143 0.214 0.67 Column 52 Interior rr -209.719 1.853 0.140 0.001 0.141 0.214 0.66 Column 52 Interior ss -209.719 34.922 0.140 0.010 0.150 0.214 0.70 Column 54 Interior rr -154.539 8.741 0.095 0.002 0.097 0.214 0.45 I Column 54 Interior ss -154.539 30.424 0.095 0.008 0.103 0.214 0.48 Column 55 Interior rr -145.706 -5.955 0.097 0.002 0.099 0.214 0.46 Column 55 Interior ss -145.706 -28.164 0.097 0.008 0.106 0.214 0.49 Column 57 Interior rr -192.186 0.606 0.129 0.000 0.129 0.214 0.60 I Column 57 Interior ss -192.186 -34.073 0.129 0.010 0.138 0.214 0.65 Column 58 Interior rr -213.518 5.116 0.143 0.001 0.144 0.214 0.67 Column 58 Interior ss -213.518 -36.797 0.143 0.011 0.153 0.214 0.72 ILegend: A CONDITION (a)=Intersecting beam, wall, or other non-conforming geometry. Perform shear check manually. I flu_ Vn iES LE5,5 -rHVINI 2. a , rHF ' o g PO tO c I L :5}.1F5 11 I1.:, 0Kil-f Peovlcic s- 11 L. I al cr.0ft, I I I I Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation,California,USA, Tel:+1 (650)306-2400 Fax:+1 (650)306-2401 I ADAPT International Pvt.Ltd,Kolkata,India Tel:+91-33-302 86580 Fax:+91-33-224 67281 5 I I • I 180.90 SCHEDULE OF STUD RAILS FOR PUNCHING SHEAR REINFORCEMENT I Load Combination: Strength(Dead and Live) Number of rails per side: 3 I Column Number Stud Studs 1 2 3 4 5 6 ID of diameter studs/rail (in) 22 6 0.50 Distance 5.25 10.75 16.25 21.75 27.25 32.75 23 7 0.50 Distance 2.50 5.25 10.75 16.25 21.75 27.25 (7)32.75 24 4 0.50 Distance 5.25 10.75 16.25 21.75 25 6 0.50 Distance 5.25 10.75 1625 21.75 27.25 32.75 50 5 0.50 Distance 5.25 10.75 16.25 21.75 27.25 51 9 0.50 Distance 2.50 5.25 8.00 10.75 16.25 21.75 (7)27.25 (8)32.75 (9)38.25 52 10 0.50 Distance 2.50 5.25 8.00 10.75 16.25 21.75 (7)27.25 (8)32.75 (9)38.25 (10)43.75 54 5 0.50 Distance 5.25 10.75 16.25 21.75 27.25 55 4 0.50 Distance 5.25 10.75 16.25 21.75 57 8 0.50 Distance 2.50 5.25 10.75 16.25 21.75 27.25 (7)32.75 (8)38.25 58 10 0.50 Distance 2.50 5.25 8.00 10.75 16.25 21.75 (7)27.25 (8)32.75 (9)38.25 (10)43.75 I Load Combination: Strength(Dead Load Only) Number of rails per side: 3 Column Number Stud Studs 1 2 3 4 5 6 ID of diameter studs/rail (in) 23 4 0.50 Distance 5.25 10.75 16.25 21.75 51 5 0.50 Distance 5.25 10.75 16.25 21.75 27.25 52 5 0.50 Distance 5.25 10.75 16.25 21.75 27.25 57 4 0.50 Distance 5.25 10.75 16.25 21.75 58 5 0.50 Distance 5.25 10.75 16.25 21.75 27.25 I Load Combination: STRENGTH 1 Number of rails per side: 3 Column Number Stud Studs 1 2 3 4 5 6 ID of diameter studs/rail (in) 22 7 0.50 Distance 5.25 10.75 16.25 21.75 27.25 32.75 (7)38.25 23 7 0.50 Distance 2.50 5.25 10.75 16.25 21.75 27.25 (7)32.75 24 4 0.50 Distance 5.25 10.75 16.25 21.75 25 6 0.50 Distance 5.25 10.75 16.25 21.75 27.25 32.75 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation,California,USA, Tel:+1 (650)306-2400 Fax:+1 (650)306-2401 ADAPT International Pvt.Ltd,Kolkata,India Tel:+91-33-302 86580 Fax:+91-33-224 67281 1 I Il 50 7 0.50 Distance 2.50 5.25 10.75 16.25 21.75 27.25 (7)32.75 51 10 0.50 Distance 2.50 5.25 8.00 10.75 16.25 21.75I (7)27.25 (8)32.75 (9)38.25 (10)43.75 52 10 0.50 Distance 2.50 5.25 8.00 10.75 16.25 21.75 (7)27.25 (8)32.75 (9)38.25 (10)43.75 I G4 5 O5U O�hynce S�5 1O�5 1S�5 21.75 27�5 . 55 5 0.60 Distance 5.25 10J5 16.25 21.75 27.25 57 8 0.50 Distance 2.50 5.25 10.75 16.25 21.75 27.25 I /7\32.7S (0)38.25 ` '58 10 U.5O O�b�noe 2.50 5.25 8.00 10.75 16.25 21.75 (7)27.25 (8)32.75 (9)38.25 M0\48.75 I Load Combination: STRENGTH 2 _ Number of rails per side: 3 . . � / ^ N � ' ' ` I ID of studs/rail (in) 22 6 0.50 Distance 5.25 10.75 16.25 21.75 27.25 32.75 23 7 0.50 Distance 2.50 5.25 10.75 16.25 21.75 27.25 (7)32.75 24 4 0.50 Distance 5.25 1075 16.25 21.75 25 5 0.50 Distance 5.25 10.75 16.25 21.75 27.25 50 5 0.50 Distance 5.25 10.75 16.25 21.75 27.25 IS1 9 0.50 Distance 2.50 5.25 8.00 10.75 16.25 21.75 /7\27.25 (8)32.75 (9)38.25 I /7\�52 9 0.50 Distance 2.50 5.25 8.00 10.75 16.25 21.75 7.26 /9)38.25 ` ' (8)32.75 ` ' 54 5 0.50 Distance 5.25 10.75 16.25 21.75 27.25 55 5 0.50 Distance 5.25 10.75 16.25 21.75 27.25 57 8 0.50 Distance 2.50 5.25 10.75 16.25 21.75 27.25 I (7)32.75 (8)38.25 58 10 0.50 Distance 2.50 5.25 8.00 10.75 16.25 21.75 1 (7)27.25 (8)32.75 (9)38.25 /10\43.75 ILoad Combination:STRENGTH 3 Number of rails peraide: 3 I Column Number Stud Studs 1 2 3 4 5 6 ID of diameter studs/rail (in) I23 5 0.58 Diotanca 5.25 1O.7S 1G.25 21.75 27.25 24 3 0.50 Distance 5.25 10.75 16.25 50 4 0.50 Distance 5.25 10.75 16.25 21.75 51 7 0.50 Distance 2.50 5.25 10.75 16.25 21.75 27.25 I (7)32.75 52 8 8.58 O�tanue 2.50 5.25 10.75 16.35 21.75 27.25 (7)32.75 (8)38.25 I54 4 0.50 Distance 5.25 10.75 16.25 21.75 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation,California,USA, Tel:+1 (65Fax:+1 (6543u8-24O1 ADAPT mmmaUo"a|pm.0 � d.Ko|m^ .muiaTo|:+9i�uaOuOosoO Fax:+81-o�2u4oruu1 I 2 I 55 4 0.50 Distance 5.25 10.75 16.25 21.75 1 57 7 0.50 Distance 2.50 5.25 10.75 16.25 21.75 27.25 (7)32.75 I 58 8 0.50 Distance 2.50 5.25 10.75 16.25 21.75 27.25 (7)32.75 (8)38.25 I Load Combination: STRENGTH 4 Number of rails per side: 3 Column Number Stud Studs 1 2 3 4 5 6 ID of diameter studs/rail (in) 14 5 0.50 Distance 5.25 10.75 16.25 21.75 27.25 23 6 0.50 Distance 5.25 10.75 16.25 21.75 27.25 32.75 24 3 0.50 Distance 5.25 10.75 16.25 25 5 0.50 Distance 5.25 10.75 16.25 21.75 27.25 50 5 0.50 Distance 5.25 10.75 16.25 21.75 27.25 51 8 0.50 Distance 2.50 5.25 10.75 16.25 21.75 27.25 (7)32.75 (8)38.25 52 9 0.50 Distance 2.50 5.25 8.00 10.75 16.25 21.75 (7)27.25 (8)32.75 (9)38.25 54 5 0.50 Distance 5.25 10.75 16.25 21.75 27.25 55 4 0.50 Distance 5.25 10.75 16.25 21.75 57 7 0.50 Distance 2.50 5.25 10.75 16.25 21.75 27.25 (7)32.75 58 9 0.50 Distance 2.50 5.25 8.00 10.75 16.25 21.75 (7)27.25 (8)32.75 (9)38.25 I Load Combination: STRENGTH 5 Number of rails per side: 3 Column Number Stud Studs 1 2 3 4 5 6 ID of diameter studs/rail (in) III Load Combination: STRENGTH 6 Number of rails per side: 3 5 6 Column Number Stud Studs 1 2 = 3 4 ID of diameter studs/rail (in) Notes: I Dimensions are in(in) Distance= distance of the vertical bars from the respective column face (7) 16.5 indicates layer 7 at distance 16.50 in from face of support. Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation,California,USA, Tel:+1 (650)306-2400 Fax:+1 (650)306-2401 ADAPT International Pvt.Ltd,Kolkata,India Tel:+91-33-302 86580 Fax:+91-33-224 67281 3 I 1 * indicateslayer 7 atdistance 16.50 in from face of dropcaps. (7} 16.5 p "*" =exceeds maximum allowable by code IRefer to details for arrangement. I I I I 1 1 I I 1 I I I I I Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation,California,USA, Tel:+1 (650)306-2400 Fax:+1 (650)306-2401 I ADAPT International Pvt.Ltd,Kolkata,India Tel:+91-33-302 86580 Fax:+91-33-224 67281 4 II'' i OJ Ir 4\J .i 14 0 14 0 14 0 14 0 14 0 14 0 14>R0 1/Y\ ` _ 1.AJ X� Structural Plan 08/22/17Parking Garage Design 10:50:12 Hamption Inn and Suites _ ParkingSlab.adm Tigard, Oregon M M NM NM M - MIS 1111111 M MR M NM E I I I S n NM • Z." ../ / .7 . 1 i '1'////: `// /7/// ://2- / /// //////z `/ //// / /2////// / //// '2: 1//'///</ , / ::/://://////////: <//<//:// � /j /� / /< // i/ // j ,( / / i j /;/ / // // /i' //,'h9,,/ / j /1-4/,/ :// � / / '/' -KA/ / � / /// i Q, /i/ / , / i / II4 II (_y Nl _X Idealized Tributary Plan for Support Lines in X-Direction 17 10:50:41 H a m pt i o n Inn and Suites Parking Garage Design 10:50: ParkingSlab.adm Tigard , Oregon 1:' \ // \/ , '\ — ' \ \\ ', // P \ / / ccs \ \�v OHO {� � ! 7' t., \\�` /�, SIL--..rr- .. �\ .5 m D _ �. rao O0 W �A o ,0 o N o- N L L A---->j› Idealized Tributary Plan for Support Lines in Y Direction 08/22/17 H a m pt i o n I n n and Suites Parking Garage Design 10:50:52 ParkingSlab.adm Tigard, Oregon I N NO !N MB 111111, NM MN IIIIIII N IIIIIII NM MS IIIIIIII MS NM MI MN NI M S INIII MB M MI M g M M IIIIIIII MN M M 0 - DEAD LOAD (DL): i /% I .;�� DL=400PLF ✓ I , d AT SLAB EDGE / /,., moi'.. ~``2� {t. 1 -2-; --77 '' „.„..„.<;;;;;-1„,-":11:1", .„--1,-;:- „--1-_-,;',--2' -% ✓ ",✓ ...,,,,r'-'11 1 1 , • "i r'''" ,--1) -- /11/<-49 /� ' ' , DL E 5 PSF - „-„, ”,-- OVER ENTIRE SLAB o 4''" 'f � =.L/r =r ,--:' . j' -,; .'Y , - „=�' s�,,, tM1 1 f 08/22/17 H a m pt i o n Inn and Suites Parking Garage Design 10:53:07 ParkingSlab.adm Tigard , Oregon LIVE LOAD (LL): - - \T �,.� i -1 =1 . ,- - 1 %1', - 1 ,,/% - t�y i, • i 1 I -r, =,,- ' 1 j y ------1---r '� 'T /i' -,�i •f / ' / ! _et): I 1 // ' .:;%- j ' - ,1,2,----- / L, `-' i 1' ,---( / ///ate / 1...,-,,,,-------- " H RTSF i/ ,j OVER ENTIRE SLAB �� 4'K::sx ,/,� / r /', •ay,�,'s, 17 10:54:59 H a m pt i o n Inn and Suites Parking Garage Design 10:54: ParkingSlab.adm Tigard, Oregon No so1.1mg ma or11111111 M l N S M M NM N IIIIIII MINI MIN R M 1 U M IMIN MO alit M 10111 OM Mill M MN 1 1 1 111111 TENDON LAYOUT: _. .._ _ _ __ _ __ ___ _ _ _ .__ _ _ _ _ -F-F=....3-__ _....i.-!..Et=1,71,---A.5•EHFir.-: ...r .c..F:.-.r:F:.-r:fr..F.ta£^.:-F;.-F^.-rE-h-E77.4..-i-::Frc:i.-7:t-i-x-h-:: -c: hrr:F_-i-ntr-:f;-Fr±F.:Fain F......F-�-=..�....�..s -....k......i•......c�.....F--:f-.......F-.._..i--.......F.....i•.....�—s-:-s-_F-3...._c......�-...-f_..F......e.�..�_�................�...-.............—�__,.......__Fr._�_.._..._..__...._...................-.. �......§._�...............____..._-_.._....___._., ri I ii 1. F F PI 1 F i F F 1 F F F F F F F F 1 F F E I F F F I II i F NI 1 F F F 1 1 F F F 1 1 1 F I F F i F I F F 1 1 F F i I F F I'� I LI rfd '11 I I F �"I i F 1 1 i�F F F i, I I I F I i"F 0 1 L i I I I I i' G I F i i F F 1 I if i i F i F ; F 1, i f 1 i ii F igF F 1 1 F f F I F i F. M - mg, - r _ r —F—F---F-..;.._i..._.{.-._F.....F.--F--i-__.F•—i-•.•i t F i.....;..._.F•.--F—i--F—i--t t [ .F......P-_.F._...F—:--i---f--.p_...F•--i--i� t c [--i�.....1 IUNIFORM DIRECTION ~♦ BANDED DIRECTION LYS l.. n 5< 17 11:05:58 H a m pti o n Inn and Suites Parking Garage Design 11:05: _ ParkingSlab.adm Tigard , Oregon Project Name: The Monterey Hotel Specific Data: San Luis Obispo I Date of execution: August 22,2017 File Name: ParkingSlab.adm FLOOR-PRO 2016 180.40 PUNCHING SHEAR STRESS CHECK RESULTS111 I P AS,Y COLUMN SECTION -.* Y :� r,XII I Load Combination:Strength(Dead and Live) Label Condition Axis Factored Factored Stress due Stress due Total stress Allowable Stress shear moment to shear to moment stress = ratio k k-ft ksi ksi ksi ksi Column 196 Interior rr -198.658 -13.494 0.175 0.006 0.181 0.214 0.85 Column 196 Interior ss -198.658 15.261 0.175 0.007 0.182 0.214 0.85 Column 197 Interior rr -262.241 -17.697 0.231 0.008 0.239 0.214 1.12 • i Column 197 Interior ss -262.241 -4.101 0.231 0.002 0.233 0.214 1.09 Column 198 Interior rr -251.203 -18.206 0.221 0.008 0.229 0.214 1.07 Column 198 Interior ss -251.203 1.679 0.221 0.001 0.222 0.214 1.04 Column 199 Interior rr -253.518 -17.153 0.223 0.008 0.231 0,214 1.08 Column 199 Interior ss -253.518 0.095 0.223 0.000 0.223 0.214 1.04 Column 200 Interior rr -249.944 19.094 0.220 0.009 0.229 0.214 1.07 Column 200 Interior ss -249.944 2.976 0.220 0.001 0.221 0.214 1.04 Column 201 Interior rr -274.718 -16.565 0.242 0.008 0.249 0.214 1.17 Column 201 Interior ss -274.718 8.876 0.242 0.004 0.246 0.214 1.15 Load Combination:Strength(Dead Only) Label. Condition Axis Factored Factored Stress due_ Stress due Total stress Allowable Stress shear moment to shear to moment stress ratio k k-ft ksi ksi ksi ksi Column 196 Interior rr -84.346 -1.798 0.074 0.001 0.075 0.214 0.35 Column 196 Interior ss -84.346 3.420 0.074 0.002 0.076 0.214 0.35 Column 197 Interior rr -115.820 -0.318 0.102 0.000 0.102 0.214 0.48 Column 197 Interior ss -115.820 -2.244 0.102 0.001 0.103 0.214 0.48 Column 198 Interior rr -108.392 0.033 0.095 0.000 0.095 0.214 0.45 Column 198 Interior ss -108.392 1.466 0.095 0.001 0.096 0.214 0.45 Column 199 Interior rr -109.815 0.754 0.097 0.000 0.097 0.214 0.45 Column 199 Interior ss -109.815 0.054 0.097 0.000 0.097 0.214 0.45 Column 200 Interior rr -108.140 0.507 0.095 0.000 0.095 0.214 0.45 Column 200 Interior ss -108.140 2.001 0.095 0.001 0.096 0.214 0.45 Column 201 Interior rr -121.260 -0.844 0.107 0.000 0.107 0.214 0.50 Column 201 Interior ss -121.260 4.005 0.107 0.002 0.109 0.214 0.51 Load Combination:Strength 1 Label' Condition -Axis Factored Factored. Stress due Stress due Total stress Allowable Stress shear moment to shear to moment stress ratio k k-ft ksi ksi ksi ksi Column 196 Interior rr -198.658 -13.494 0.175 0.006 0.181 0.214 0.85 Column 196 Interior ss -198.658 15.261 0.175 0.007 0.182 0.214 0.85 Column 197 Interior rr -262.241 -17.697 0.231 0.008 0.239 0.214 1.12 Column 197 Interior ss -262.241 -4.101 0.231 0.002 0.233 0.214 1.09 Column 198 Interior rr -251.203 -18.206 0.221 0.008 0.229 0.214 1.07 Column 198 Interior ss -251.203 1.679 0.221 0.001 0.222 0.214 1.04 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation,California,USA, Tel:+1 (650)306-2400 Fax:+1 (650)306-2401 ADAPT International Pvt.Ltd,Kolkata,India Tel:+91-33-302 86580 Fax:+91-33-224 67281 1 I IProject Name: The Monterey Hotel Specific Data: San Luis Obispo Date of execution: August 22, 2017 File Name: ParkingSlab.adm FLOOR-PRO 2016 I Column 199 Interior rr -253.518 -17.153 0.223 0.008 0.231 0.214 1.08 Column 199 Interior ss -253.518 0.095 0.223 0.000 0.223 0.214 1.04 Column 200 Interior rr -249.944 19.094 0.220 0.009 0.229 0.214 1.07 I Column 200 Interior ss -249.944 2.976 0.220 0.001 0.221 0.214 1.04 Column 201 Interior rr -274.718 -16.565 0.242 0.008 0.249 0.214 1.17 Column 201 Interior ss -274.718 8.876 0.242 0.004 0.246 0.214 1.15 I Load Combination:Strength 2 Label Condition Axis Factored Factored Stress due Stress due Total stress Allowable Stress shear moment to shear to moment stress ratio k k-ft ksi ksi ksi ksi Column 196 Interior rr -198.658 -13.494 0.175 0.006 0.181 0.214 0.85 I Column 196 Interior ss -198.658 15.261 0.175 0.007 0.182 0.214 0.85 Column 197 Interior rr -262.241 -17.697 0.231 0.008 0.239 0.214 1.12 Column 197 Interior ss -262.241 -4.101 0.231 0.002 0.233 0.214 1.09 Column 198 Interior rr -251.203 -18.206 0.221 0.008 0.229 0.214 1.07 I Column 198 Interior ss -251.203 1.679 0.221 0.001 0.222 0.214 1.04 Column 199 Interior rr -253.518 -17.153 0.223 0.008 0.231 0.214 1.08 Column 199 Interior ss -253.518 0.095 0.223 0.000 0.223 0.214 1.04 Column 200 Interior rr -249.944 19.094 0.220 0.009 0.229 0.214 1.07 I Column 200 Interior ss -249.944 2.976 0.220 0.001 0.221 0.214 1.04 Column 201 Interior rr -274.718 -16.565 0.242 0.008 0.249 0.214 1.17 Column 201 Interior ss -274.718 8.876 0.242 0.004 0.246 0.214 1.15 I Load Combination:Strength 3 Label Condition Axis Factored Factored Stress due Stress due Total stress Allowable Stress shear _ moment to shear to moment stress ratio k k-ft ksi ksi ksi ksi I Column 196 Interior rr -198.658 -13.494 0.175 0.006 0.181 0.214 0.85 Column 196 Interior ss -198.658 15.261 0.175 0.007 0.182 0.214 0.85 Column 197 Interior rr -262.241 -17.697 0.231 0.008 0.239 0.214 1.12 Column 197 Interior ss -262.241 -4.101 0.231 0.002 0.233 0.214 1.09 Column 198 Interior rr -251.203 -18.206 0.221 0.008 0.229 0.214 1.07 I Column 198 Interior ss -251.203 1.679 0.221 0.001 0.222 0.214 1.04 Column 199 Interior rr -253.518 -17.153 0.223 0.008 0.231 0.214 1.08 Column 199 Interior ss -253.518 0.095 0.223 0.000 0.223 0.214 1.04 Column 200 Interior rr -249.944 19.094 0.220 0.009 0.229 0.214 1.07 I Column 200 Interior ss -249.944 2.976 0.220 0.001 0.221 0.214 1.04 Column 201 Interior rr -274.718 -16.565 0.242 0.008 0.249 0.214 1.17 Column 201 Interior ss -274.718 8.876 0.242 0.004 0.246 0.214 1.15 I Load Combination:Strength 4 Label - Condition Axis Factored Factored Stress due Stress due Total stress Allowable Stress shear moment to shear - to moment stress ratio k k-ft ksi ksi ksi ksi i Column 196 Interior rr -198.658 -13.494 0.175 0.006 0.181 0.214 0.85 Column 196 Interior ss -198.658 15.261 0.175 0.007 0.182 0.214 0.85 Column 197 Interior rr -262.241 -17.697 0.231 0.008 0.239 0.214 1.12 Column 197 Interior ss -262.241 -4.101 0.231 0.002 0.233 0.214 1.09 Column 198 Interior rr -251.203 -18.206 0.221 0.008 0.229 0.214 1.07 I Column 198 Interior ss -251.203 1.679 0.221 0.001 0.222 0.214 1.04 Column 199 Interior rr -253.518 -17.153 0.223 0.008 0.231 0.214 1.08 Column 199 Interior ss -253.518 0.095 0.223 0.000 0.223 0.214 1.04 Column 200 Interior rr -249.944 19.094 0.220 0.009 0.229 0.214 1.07 I Column 200 Interior ss -249.944 2.976 0.220 0.001 0.221 0.214 1.04 Column 201 Interior rr -274.718 -16.565 0.242 0.008 0.249 0.214 1.17 Column 201 Interior ss -274.718 8.876 0.242 0.004 0.246 0.214 1.15 I Load Combination:Strength 5 Label - Condition Axis Factored - Factored Stress due Stress due Total stress Allowable Stress shear moment to shear to moment stress ratio k k-ft • ksi ksi ksi ksi I Column 196 Interior rr -151.191 -9.047 0.133 0.004 0.137 0.214 0.64 Column 196 Interior ss -151.191 10.349 0.133 0.005 0.138 0.214 0.64 Support@adaptsoft.com www.adaptsoft.com I ADAPT Corporation,California,USA, Tel:+1 (650)306-2400 Fax:+1 (650)306-2401 ADAPT International Pvt.Ltd,Kolkata,India Tel:+91-33-302 86580 Fax:+91-33-224 67281 2 I Project Name: The Monterey Hotel Specific Data: San Luis Obispo I Date of execution: August 22,2017 File Name: ParkingSlab.adm FLOOR-PRO 2016 Column 197 Interior rr -201.446 -11.057 0.177 0.005 0.182 0.214 0.85 Column 197 Interior ss -201.446 -3.329 0.177 0.001 0.179 0.214 0.84 111 Column 198 Interior rr -191.905 -11.223 0.169 0.005 0.174 0.214 0.81 Column 198 Interior ss -191.905 1.590 0.169 0.001 0.170 0.214 0.79 Column 199 Interior rr -193.863 -10.305 0.171 0.005 0.175 0.214 0.82 Column 199 Interior ss -193.863 0.079 0.171 0.000 0.171 0.214 0.80 Column 200 Interior rr -191.064 11.974 0.168 0.005 0.174 0.214 0.81 Column 200 Interior ss -191.064 2.571 0.168 0.001 0.169 0.214 0.79 Column 201 Interior rr -211.000 -10.600 0.186 0.005 0.191 0.214 0.89 Column 201 Interior ss -211.000 6.854 0.186 0.003 0.189 0.214 0.88 Load Combination:Strength 6 Label Condition Axis Factored Factored Stress due Stress due Total stress Allowable Stress- _ shear moment to shear to moment stress ratio k k-ft ksi ksi ksi ksi Column 196 Interior rr -151.191 -9.047 , 0.133 0.004 0.137 0.214 0.64 Column 196 Interior ss -151.191 10.349 0.133 0.005 0.138 0.214 0.64 Column 197 Interior rr -201.446 -11.057 0.177 0.005 0.182 0.214 0.85 Column 197 Interior ss -201.446 -3.329 0.177 0.001 0.179 0.214 0.84 111 Column 198 Interior rr -191.905 -11.223 0.169 0.005 0.174 0.214 0.81 Column 198 Interior ss -191.905 1.590 0.169 0.001 0.170 0.214 0.79 Column 199 Interior rr -193.863 -10.305 0.171 0.005 0.175 0.214 0.82 Column 199 Interior ss -193.863 0.079 0.171 0.000 0.171 0.214 0.80 Column 200 Interior rr -191.064 11.974 0.168 0.005 0.174 0.214 0.81 Column 200 Interior ss -191.064 2.571 0.168 0.001 0.169 0.214 0.79 Column 201 Interior rr -211.000 -10.600 0.186 0.005 0.191 0.214 0.89 Column 201 Interior ss -211.000 6.854 0.186 0.003 0.189 0.214 0.88 Load Combination:Strength 7 Label Condition Axis Factored Factored Stress due Stress due Total stress Allowable Stress shear moment to shear to moment stress ratio k k-ft ksi ksi ksi ksi Column 196 Interior rr -151.191 -9.047 0.133 0.004 0.137 0.214 0.64 Column 196 Interior ss -151.191 10.349 0.133 0.005 0.138 0.214 0.64 Column 197 Interior rr -201.446 -11.057 0.177 0.005 0.182 0.214 0.85 Column 197 Interior ss -201.446 -3.329 0.177 0.001 0.179 0.214 0.84 Column 198 Interior rr -191.905 -11.223 0.169 0.005 0.174 0.214 0.81 Column 198 Interior ss -191.905 1.590 0.169 0.001 0.170 0.214 0.79 Column 199 Interior rr -193.863 -10.305 0.171 0.005 0.175 0.214 , 0.82 Column 199 Interior ss -193.863 0.079 0.171 0.000 0.171 0.214 0.80 Column 200 Interior rr -191.064 11.974 0.168 0.005 0.174 0.214 0.81 Column 200 Interior ss -191.064 2.571 0.168 0.001 0.169 0.214 0.79 Column 201 Interior rr -211.000 -10.600 0.186 0.005 0.191 0.214 0.89 Column 201 Interior ss -211.000 6.854 0.186 0.003 0.189 0.214 0.88 Load Combination:Strength 8 Label Condition Axis Factored Factored Stress due Stress due Total stress Allowable Stress shear moment to shear to moment stress ratio k k-ft ksi ksi ksi ksi Column 196 Interior rr -151.191 -9.047 0.133 0.004 0.137 0.214 0.64 Column 196 Interior ss -151.191 10.349 0.133 0.005 0.138 0.214 0.64 Column 197 Interior rr -201.446 -11.057 0.177 0.005 0.182 0.214 0.85 Column 197 Interior ss -201.446 -3.329 0.177 0.001 0.179 0.214 0.84 Column 198 Interior rr -191.905 -11.223 0.169 0.005 0.174 0.214 0.81 Column 198 Interior ss -191.905 1.590 0.169 0.001 0.170 0.214 0.79 Column 199 Interior rr -193.863 -10.305 0.171 0.005 0.175 0.214 0.82 Column 199 Interior ss -193.863 0.079 0.171 0.000 0.171 0.214 0.80 Column 200 Interior rr -191.064 11.974 0.168 0.005 0.174 0.214 0.81 Column 200 Interior ss -191.064 2.571 0.168 0.001 0.169 0.214 0.79 Column 201 Interior rr -211.000 -10.600 0.186 _ 0.005 0.191 0.214 0.89 Column 201 Interior ss -211.000 6.854 0.186 0.003 0.189 0.214 0.88 Load Combination:Seismic Max Exx Label I Condition I Axis I Factored ( Factored I Stress duel Stress due ,Total stress I Allowable I Stress Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation,California,USA, Tel:+1 (650)306-2400 Fax:+1 (650)306-2401 ADAPT International Pvt.Ltd,Kolkata, India Tel:+91-33-302 86580 Fax:+91-33-224 67281 3 I IProject Name: The Monterey Hotel Specific Data: San Luis Obispo Date of execution: August 22, 2017 File Name: ParkingSlab.adm FLOOR-PRO 2016 I shear moment to shear to moment stress ratio k k-ft ksi ksi ksi ksi Column 196 Interior rr -120.835 -5.463 0.106 0.002 0.109 0.214 0.51 Column 196 Interior ss -120.835 7.199 0.106 0.003 0.110 0.214 0.51 I Column 197 Interior rr -162.558 -5.770 0.143 0.003 0.146 0.214 0.68 Column 197 Interior ss -162.558 -2.837 0.143 0.001 0.144 0.214 0.68 Column 198 Interior rr -153.975 -5.691 0.136 0.003 0.138 0.214 0.65 Column 198 Interior ss -153.975 1.534 0.136 0.001 0.136 0.214 0.64 I Column 199 Interior rr -155.685 -4.864 0.137 0.002 0.139 0.214 0.65 Column 199 Interior ss -155.685 0.067 0.137 0.000 0.137 0.214 0.64 Column 200 Interior rr -153.404 6.341 0.135 0.003 0.138 0.214 0.65 Column 200 Interior ss -153.404 2.312 0.135 0.001 0.136 0.214 0.64 I Column 201 Interior rr -170.242 -5.768 0.150 0.003 0.152 0.214 0.71 Column 201 Interior ss -170.242 5.560 0.150 0.002 0.152 0.214 0.71 Load Combination:Seismic Max-Exx I Label Condition Axis Factored Factored Stress due Stress due Total stress Allowable Stress shear moment to shear to moment stress ratio k k-ft ksi ksi ksi ksi Column 196 Interior rr -120.835 -5.463 0.106 0.002 0.109 0.214 0.51 I Column 196 Interior ss -120.835 7.199 0.106 0.003 0.110 0.214 0.51 Column 197 Interior rr -162.558 -5.770 0.143 0.003 0.146 0.214 0.68 Column 197 Interior ss -162.558 -2.837 0.143 0.001 0.144 0.214 0.68 Column 198 Interior rr -153.975 -5.691 0.136 0.003 0.138 0.214 0.65 Column 198 Interior ss -153.975 1.534 0.136 0.001 0.136 0.214 0.64 I Column 199 Interior rr -155.685 -4.864 0.137 0.002 0.139 0.214 0.65 Column 199 Interior ss -155.685 0.067 0.137 0.000 0.137 0.214 0.64 Column 200 Interior rr -153.404 6.341 0.135 0.003 0.138 0.214 0.65 Column 200 Interior ss -153.404 2.312 0.135 0.001 0.136 0.214 0.64 I Column 201 Interior rr -170.242 -5.768 0.150 0.003 0.152 0.214 0.71 Column 201 Interior ss -170.242 5.560 0.150 0.002 0.152 0.214 0.71 Load Combination:Seismic Max Eyy I Label Condition Axis Factored, Factored Stress due Stress due Total stress Allowable Stress shear moment to shear to moment stress ratio k k-ft ksi ksi ksi ksi Column 196 Interior rr -120.835 -5.463 0.106 0.002 0.109 0.214 0.51 I Column 196 Interior ss -120.835 7.199 0,106 0.003 0.110 0.214 0.51 Column 197 Interior rr -162.558 -5.770 0.143 0.003 0.146 0.214 0.68 Column 197 Interior ss -162.558 -2.837 0.143 0.001 0.144 0.214 0.68 Column 198 Interior rr -153.975 -5.691 0.136 0.003 0.138 0.214 0.65 I Column 198 Interior ss -153.975 1.534 0.136 0.001 0.136 0.214 0.64 Column 199 Interior rr -155.685 -4.864 0.137 0.002 0.139 0.214 0.65 Column 199 Interior ss -155.685 0.067 0.137 0.000 0.137 0.214 0.64 Column 200 Interior rr -153.404 6.341 0.135 0.003 0.138 0.214 0.65 Column 200 Interior ss -153.404 2.312 0.135 0.001 0.136 0.214 0.64 I Column 201 Interior rr -170.242 -5.768 0.150 0.003 0.152 0.214 0.71 Column 201 Interior ss -170.242 5.560 0.150 0.002 0.152 0.214 0.71 Load Combination:Seismic Max-Eyy I Label ConditionAxis Factored Factored Stress due Stress due Total stress Allowable Stress shear moment to shear to moment stress ratio k k-ft ksi ksi ksi ksi Column 196 Interior rr -120.835 -5.463 0.106 0.002 0.109 0.214 0.51 I Column 196 Interior ss -120.835 7.199 0.106 0.003 0.110 0.214 0.51 Column 197 Interior rr -162.558 -5.770 0.143 0.003 0.146 0.214 0.68 Column 197 Interior ss -162.558 -2.837 0.143 0.001 0.144 0.214 0.68 Column 198 Interior rr -153.975 -5.691 0.136 0.003 0.138 0.214 0.65 I Column 198 Interior ss -153.975 1.534 0.136 0.001 0.136 0.214 0.64 Column 199 Interior rr -155.685 -4.864 0.137 0.002 0.139 0.214 0.65 Column 199 Interior ss -155.685 0.067 0.137 0.000 0.137 0.214 0.64 Column 200 Interior rr -153.404 6.341 0.135 0.003 0.138 0.214 0.65 I Column 200 Interior ss -153.404 2.312 0.135 0.001 0.136 0.214 0.64 Column 201 Interior rr -170.242 -5.768 0.150 0.003 0.152 0.214 0.71 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation,California,USA, Tel:+1 (650)306-2400 Fax:+1 (650)306-2401 I ADAPT International Pvt.Ltd,Kolkata, India Tel:+91-33-302 86580 Fax:+91-33-224 67281 4 I Project Name: The Monterey Hotel Specific Data: San Luis Obispo I Date of execution: August 22,2017 File Name: ParkingSlab.adm FLOOR-PRO 2016 Column 201 Interior ss -170.242 5.560 0.150 I 0.002 0.152 I 0.214 I 0.71 I Load Combination:Seismic Min Exx Label Condition Axis Factored Factored Stress due Stress due Total stress Allowable Stress shear moment to shear to moment stress ratio k k-ft ksi ksi ksi ksi Column 196 Interior rr -44.479 -1.270 0.039 0.001 0.040 0.214 0.19 Column 196 Interior ss -44.479 -0.667 0.039 0.000 0.039 0.214 0.18 Column 197 Interior rr -64.806 0.751 0.057 0.000 0.057 0.214 0.27 Column 197 Interior ss -64.806 -1.594 0.057 0.001 0.058 0.214 0.27 Column 198 Interior rr -58.662 1.268 0.052 0.001 0.052 0.214 0.24 Column 198 Interior ss -58.662 1.387 0.052 0.001 0.052 0.214 0.24 Column 199 Interior rr -59.804 1.907 0.053 0.001 0.054 0.214 0.25 Column 199 Interior ss -59.804 0.044 0.053 0.000 0.053 0.214 0.25 Column 200 Interior rr -58.718 -0.799 0.052 0.000 0.052 0.214 0.24 Column 200 Interior ss -58.718 1.663 0.052 0.001 0.052 0.214 0.25 Column 201 Interior rr -67.809 -0.241 0.060 0.000 0.060 0.214 0.28 Column 201 Interior ss -67.809 2.309 0.060 0.001 0.061 0.214 0.28 Load Combination:Seismic Min-Exx Label -Cohdition Axis Factored Factored Stress due Stress due Total stress Allowable Stress shear moment to shear to moment stress ratio k k-ft ksi ksi ksi ksi Column 196 Interior rr -44.479 -1.270 0.039 0.001 0.040 0.214 0.19 Column 196 Interior ss -44.479 -0.667 0.039 0.000 0.039 0.214 0.18 Column 197 Interior rr -64.806 0.751 0.057 0.000 0.057 0.214 0.27 Column 197 Interior ss -64.806 -1.594 0.057 0.001 0.058 0.214 0.27 Column 198 Interior rr -58.662 1.268 0.052 0.001 0.052 0.214 0.24 Column 198 Interior ss -58.662 1.387 0.052 0.001 0.052 0.214 0.24 Column 199 Interior rr -59.804 1.907 0.053 0.001 0.054 0.214 0.25 Column 199 Interior ss -59.804 0.044 0.053 0.000 0.053 0.214 0.25 Column 200 Interior rr -58.718 -0.799 0.052 0.000 0.052 0.214 0.24 Column 200 Interior ss -58.718 1.663 0.052 0.001 0.052 0.214 0.25 Column 201 Interior rr -67.809 -0.241 0.060 0.000 0.060 0.214 0.28 Column 201 Interior ss -67.809 2.309 0.060 0.001 0.061 0.214 0.28 III Load Combination:Seismic Min Eyy Label Condition Axis Factored Factored Stress due Stress due Total stress Allowable Stress shear moment to shear to moment stress ratio k k-ft ksi ksi ksi ksi Column 196 Interior rr -44.479 -1.270 0.039 0.001 0.040 0.214 0.19 Column 196 Interior ss -44.479 -0.667 0.039 0.000 0.039 0.214 0.18 Column 197 Interior rr -64.806 0.751 0.057 0.000 0.057 0.214 0.27 Column 197 Interior ss -64.806 -1.594 0.057 0.001 0.058 0.214 0.27 Column 198 Interior rr -58.662 1.268 0.052 0.001 0.052 0.214 0.24 Column 198 Interior ss -58.662 1.387 0.052 0.001 0.052 0.214 0.24 Column 199 Interior rr -59.804 1.907 0.053 0.001 0.054 0.214 0.25 Column 199 Interior ss -59.804 0.044 0.053 0.000 0.053 0.214 0.25 Column 200 Interior rr -58.718 -0.799 0.052 0.000 0.052 0.214 0.24 Column 200 Interior ss -58.718 1.663 0.052 0.001 0.052 0.214 0.25 Column 201 Interior rr -67.809 -0.241 0.060 0.000 0.060 0.214 0.28 Column 201 Interior ss -67.809 2.309 0.060 0.001 0.061 0.214 0.28 Load Combination:Seismic Min-Eyy Label Condition Axis Factored Factored " Stress due Stress due Total stress Allowable Stress shear moment _to shear to moment stress ratio k k-ft ksi ksi ksi ksi III Column 196 Interior rr -44.479 -1.270 0.039 0.001 0.040 0.214 0.19 Column 196 Interior ss -44.479 -0.667 0.039 0.000 0.039 0.214 0.18 Column 197 Interior rr -64.806 0.751 0.057 0.000 0.057 0.214 0.27 Column 197 Interior ss -64.806 -1.594 0.057 0.001 0.058 0.214 0.27 Column 198 Interior rr -58.662 1.268 0.052 0.001 0.052 0.214 0.24 Column 198 Interior ss -58.662 1.387 0.052 0.001 0.052 0.214 0.24 Column 199 Interior rr -59.804 1.907 0.053 0.001 0.054 0.214 0.25 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation,California,USA, Tel:+1 (650)306-2400 Fax:+1 (650)306-2401 ADAPT International Pvt.Ltd,Kolkata,India Tel:+91-33-302 86580 Fax:+91-33-224 67281 5 I IProject Name: The Monterey Hotel Specific Data: San Luis Obispo Date of execution: August 22, 2017 File Name: ParkingSlab.adm FLOOR-PRO 2016 I Column 199 Interior ss -59.804 0.044 0.053 0.000 0.053 0.214 0.25 Column 200 Interior rr -58.718 -0.799 0.052 0.000 0.052 0.214 0.24 Column 200 Interior ss -58.718 1.663 0.052 0.001 0.052 0.214 0.25 Column 201 Interior rr -67.809 -0.241 0.060 0.000 0.060 0.214 0.28 IColumn 201 Interior ss -67.809 2.309 0.060 0.001 0.061 0.214 0.28 Load Combination:P Delta Column Label Condition Axis Factored Factored Stress due Stress due Total stress Allowable Stress I shear moment to shear to moment stress ratio k k-ft ksi ksi ksi ksi Column 196 Interior rr -161.913 -8.509 0.143 0.004 0.146 0.214 0.69 Column 196 Interior ss -161.913 16.674 0.143 0.007 0.150 0.214 0.70 1 Column 197 Interior rr -207.275 -13.288 0.182 0.006 0.188 0.214 0.88 Column 197 Interior ss -207.275 -2.635 0.182 0.001 0.184 0.214 0.86 Column 198 Interior rr -202.097 -14.202 0.178 0.006 0.184 0.214 0.86 Column 198 Interior ss -202.097 0.312 0.178 0.000 0.178 0.214 0.83 I Column 199 Interior rr -203.302 -13.808 0.179 0.006 0.185 0.214 0.87 Column 199 Interior ss -203.302 0.048 0.179 0.000 0.179 0.214 0.84 Column 200 Interior rr -200.773 14.582 0.177 0.007 0.183 0.214 0.86 Column 200 Interior ss -200.773 1.375 0.177 0.001 0.177 0.214 0.83 I Column 201 Interior rr -217.198 -11.194 0.191 0.005 0.196 0.214 0.92 Column 201 Interior ss -217.198 6.893 0.191 0.003 0.194 0.214 0.91 Legend: ICONDITION (a)=Intersecting beam, wall, or other non-conforming geometry. Perform shear check manually. I IIL,_ vt1LvM... S LESS -rHIR*.1 2..,0 iF/FgEFa a P vr„mil Int., Syi rifs IOVf`1 61VENA Si01 RPI I._ g F I ti.l r(30.,la lA f~°.,.ha j I P h 01 I I f I 5Er I,,if t_ riF.r 6(,H vi- E.- Fe,(-, !IfJi t c'NA1-- 1is,i r 0 14,Nin Ito NI I I I I Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation,California,USA, Tel:+1 (650)306-2400 Fax:+1 (650)306-2401 ADAPT International Pvt.Ltd,Kolkata, India Tel:+91-33-302 86580 Fax:+91-33-224 67281 6 I I I 180.90 SCHEDULE OF STUD RAILS FOR PUNCHING SHEAR REINFORCEMENT I Load Combination:Strength(Dead and Live) Number of rails per side: 3 Column Number Stud Studs 1 2 3 4 5 6 ID diam studofs/rail (in)eter 197 4 0.50 Distance 5.00 10.25 15.50 20.50 198 3 0.50 Distance 5.00 10.25 15.50 199 3 0.50 Distance 5.00 10.25 15.50 200 3 0.50 Distance 5.00 10.25 15.50 201 4 0.50 Distance 5.00 10.25 15.50 20.50 I Load Combination: Strength(Dead Only) Number of rails per side: 3 Column Number. Stud Studs 1 2 3 4 5 6 1111 ID of diameter studs/rail (in) Load Combination: Strength 1 I Number of rails per side: 3 Column Number Stud Studs 1 2 3 4 5 6 ID of diameter = II studs/rail (in) 197 4 0.50 Distance 5.00 10.25 15.50 20.50 198 3 0.50 Distance 5.00 10.25 15.50 199 3 0.50 Distance 5.00 10.25 15.50 200 3 0.50 Distance 5.00 - 10.25 15.50 201 4 0.50 Distance 5.00 _ 10.25 15.50 20.50 th 2 I Combination: Strength g Number of rails per side: 3 Column Number Stud Studs _1 2 3 4 5 6 ID of diameter - , studs/rail (in ) 197 4 0.50 Distance 5.00 10.25 15.50 20.50 198 3 0.50 Distance 5.00 10.25 15.50 199 3 0.50 Distance 5.00 10.25 15.50 200 3 0.50 Distance 5.00 10.25 15.50 201 4 0.50 Distance 5.00 10.25 15.50 20.50 Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation,California,USA, Tel:+1 (650)306-2400 Fax:+1 (650)306-2401 ADAPT International Pvt.Ltd,Kolkata,India Tel:+91-33-302 86580 Fax:+91-33-224 67281 1 I I Load Combination: Strength 3 I Number of rails per side: 3 Column Number Stud Studs; 1 2 3 4 5 6 ID of diameter studs/rail (in) 197 4 0.50 Distance 5.00 10.25 15.50 20.50 198 3 0.50 Distance 5.00 10.25 15.50 199 3 0.50 Distance 5.00 10.25 15.50 ' 200 3 0.50 Distance 5.00 10.25 15.50 201 4 0.50 Distance 5.00 10.25 15.50 20.50 I Load Combination: Strength 4 I Number of rails per side: 3 Column umber Stud Studs_ 1 2 3 4 5 6 ID " of diameter studs/rail (in) I 197 4 0.50 Distance 5.00 10.25 15.50 20.50 198 3 0.50 Distance 5.00 10.25 15.50 199 3 0.50 Distance 5.00 10.25 15.50 III 200 3 0.50 Distance 5.00 10.25 15.50 201 4 0.50 Distance 5.00_ 10.25 15.50 20.50 I Load Combination: Strength 5 I Number of rails per side: 3 Column Number Stud " Studs 1 2 3 4 5 6 ID of diameter studs/rail (i• n) I ILoad Combination: Strength 6 Number of rails per side:3 I Column Number Stud Studs I 2 3 4 5 6 ID of, diameter studs/rail •(in) I I Load Combination: Strength 7 Number of rails per side: 3 Column Number Stud " Studs 1 2 3 4 5 6 ID of ! diameter Istuds/rail (in) I Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation,California,USA, Tel:+1 (650)306-2400 Fax:+1( 650)306-2401 I ADAPT International Pvt.Ltd,Kolkata, India Tel:+91-33-302 86580 Fax:+91-33-224 67281 2 I I Load Combination: Strength 8 Number of rails per side: 3 Column Number Stud Studs 1 2 3 4 5 6 ID of diameter studs/rail (in) Load Combination: Seismic Max Exx Number of rails per side: 3 Column Number Stud Studs 1 2 3 4 5 6 ID of diameter. studs/rail ' (in) Load Combination: Seismic Max-Exx Number of rails per side: 3 Column Number Stud Studs 1 2 3 4 - 5 6 ID of diameter studs/rail (in) Load Combination: Seismic Max Eyy Number of rails per side: 3 Column Number Stud Studs 1 2 3 4 5 = 6 ID of diameter studs/rail (in) , I Load Combination: Seismic Max-Eyy Number of rails per side: 3 Column Number Stud Studs 1 = 2 3 4 5 6 ID of diameter studs/rail (in) _ I Load Combination: Seismic Min Exx Number of rails per side: 3 Column Number Stud Studs 1 2 3 4 = 5 6 ID of diameter - studs/rail (in) = I Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation,California,USA, Tel:+1 (650)306-2400 Fax:+1 (650)306-2401 ADAPT International Pvt.Ltd,Kolkata,India Tel:+91-33-302 86580 Fax:+91-33-224 67281 3 1 Load Combination: Seismic Min-Exx Number of rails per side: 3 Column Number Stud Studs 1 2 3 4 5 6 ID of - diameter studs/rail (in) I Load Combination: Seismic Min Eyy Number of rails per side: 3 Column Number Stud Studs 1 2 3 4 5 6 D of diameter studs/rail (in) I Load Combination: Seismic Min-Eyy Number of rails per side: 3 Column Number Stud Studs 1 2 3 4 5 6 iD of diameter studs/rail (in) I Load Combination: P Delta Column Number of rails per side: 3 Column `i Number Stud Studs 'I 2 3 4 5: 6 ID of diameter studs/rail (in) I Notes: Dimensions are in (in) Distance=distance of the vertical bars from the respective column face (7) 16.5 indicates layer 7 at distance 16.50 in from face of support. (7) 16.5*indicates layer 7 at distance 16.50 in from face of drop caps. "*" =exceeds maximum allowable by code Refer to details for arrangement. I 111 I I Support@adaptsoft.com www.adaptsoft.com ADAPT Corporation,California,USA, Tel:+1 (650)306-2400 Fax:+1 (650)306-2401 ADAPT International Pvt.Ltd,Kolkata,India Tel:+91-33-302 86580 Fax:+91-33-224 67281 4 I I I I 1 I MISCELLANEOUS ELEMENTS I I 1 r I } I I % f • I 1 I 1 I I 1 iv A L L S T R U C T U R E Tigard Hampton Inn 8Y KH- DATE Engineering LLC = CHK BY DATE 7140 SW Fir Loop, Suite 231 16305.00 I Tigard, Oregon 97223 JOB NO v: 503.620.4314 . f: 503.620.4304 SHEET OF I4716C. 06514,J I �•s. A p.KJ r,_)(1 is A;z .v-- 1-7— 41 fry II 31 1 Ik y 2 '--3 AS4--c y.S,3 , ii t., \ , - , vy `o ' ', l �MA�c :" b� IZ,ZSt�/ � ,tp (Z(''(o k-! C I�'.6 = ZSI.Z- k — :1 AS y __4-1_;(2-4_ ti f% �� (46 _. �o•8-5f c,bc..N 7rzy S Ci 1z."�. ' Z(03134)(120*)(0.1" - 3(t74.4 ',)e.4 0,415(3)(1-qn) , . OM,,,r o.C( (5)7,1- - `10vb7 k-,L 7 zs-",-z k /w ok. I 'Irv'' 1,0k (tib _ 7.4.1,-4(0,3if„,) ` to.- ks,, 111 11 C,,.,. - O,ott,o'0,0= 7;„{ > 10,3 v,z • )5vdc . 45_ 0,00(84G 6/D618( i�� z•II /-/oIF fisc" i'S Vere-fs e/2 'ocr * (4) o/ hittaz. I I V I I I I ,AS ALLSTRUCTURE litt��t i \, At ll� Engineering LLC BY DATE CHK BY DATE 7140 SW Fir Loop,Suite 231 JOB NO Tigard,Oregon 97223 I v: 503.620.4314 • f:503.620.4304 SHEET OF www.allstructure.com I Aitrs e- De;s14 r) Pc.pcN-rt-7 -- 1ox II Grote-: IIS' 9„4t eSI41\%61), T6 c k1ta )6-e_ 4. 1-8 - LkO A15906-+ •4t 4INk C (11 I Goh'f-, ' AT rUawrfi- Ito . 7 T'T � OPP — `P = (41)((. ?.;) OSb4/o) f y 611(o•bi-iX►so LA-0)to" v1414 (c, � .vlv ) Cr � ` 6 - 1/0135cc(- ail = Igo Tl�� P�,1 - 'h, ( ica p(1)(11-61')(6031 = srS e (Ti-rtrn b r ° ; , SArutAveb (CohbUi6,",rte,) z f - tiQ rss ( 6, )5/2_ ) -z `(o ()If I `c) j ° o I �l N. ��?ll ►ll=(t tlt RE ,, / - `� 4 – \® ° n ., b u j '•� 7'S�c ?\•(-- CO1JZ�t1VS 1 / S 1111,4 to , .' 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E il�' owl AS ALLSTRUCTURE -flefiaa- BY DATE Engineering LLC t g g CHK BY DATE 7140 SW Fir Loop,Suite 231 JOB NO Tigard,Oregon 97223 v:503.620.4314 • f:503.620.4304 SHEET OF www.a1Istructure.com I I Nf )>69 >4J I 1)R-011?eSt41 @ .ISS F°°°- (A-A( 1 n $LA'eeD 0 s7 SPAN = IT-O" (Cv,�.uvv ' „ II g , i31.,1„ 1 1)Ckb w('‘-o - `2'%-z..(1Sord .` 1 aI3 PS !Aye t,o Po6 - lou ps( (� I c-s 4 byklm I - I - - - - -- - _ -' sPA(-1- R -Y 3-5 , A , 4'I ' . ,' -iwio(b) I - (ZIo (V) �� �i �3 *VZz S6'i-o (6) (. 5r ��-) P-3'.'Zl2)1) 6.) I z r t, (t> I $II,SLA6 #s Cu Ie"6,4.7k i • ; StA6 (J --> S pAs.► L6ss -r##,\) suA p S'/.9,464 4 SO"Zc T$3 I , 1 i I,,>�: /�osc (1 z4- /j \_ /zoor!t� i,.,p =(oo(1 J- ISOpi( A b Z WL :_ �zovplF i1z IN), t. = 1 U0 NJ' 3CoP I Iit b1_ 'r I J K b ` I I 4i . `fQQ)§')\ i.,4" , 12,517' Z S tS~ 4- ,,,)i S. I yl (J') = ,,,c-c. 11z" I I ,LS ALLSTRUCTURE � BY DATE II Engineering LLC CHK BY DATE 7140 SW Fir Loop,Suite 231 JOB NO IvTigard, e.gn :503.620.4314Orf;590732 26 SHEET OF www.al Istructure.corn Allstructure Engineering Project Title: Tigard HI I 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 www.allstructure.com I P' 0ed 1 SEP 201712;00PM File.S:1Projects12016t16303.00 Tigard Hampton Inn 8 Suitesc6 103 Calcuiationslfootings and coiumns,e Concrete Beam ENERCALC,INC.1983-2017,Build:10.17.8.29,Ver6.17.8.31 Lic.#:KW-06007476 Licensee ALLSTRUCTURE ENGINEERING INC. I Description: Dropped Slab at Stair-#1 2-Span CODE REFERENCES Calculations per ACI 318-14, IBC 2015,ASCE 7-10 1 Load Combination Set:ASCE 7-10 Material Properties fc112 = 3.0 ksi 6 Phi Values Flexure: 0.90 1 fr= fc * 7.50 = 410.792 psi Shear: 0.750 yt Density = 145.0 pcf (31 = 0.850 X, LtWt Factor = 1.0 Elastic Modulus = 3,122.02 ksi Fy Stirrups40.0 ksi . I E-Stirrups = 29,000.0 ksi fy Main Rebar = 60.0 ksi * '"�- E Main Rebar = 29,000.0 ksi Stirrup Bar Size# 3 ��. ... Number of Resisting Legs Per Stirrup= 2 . 1 I Ow .<; 1 17.0ft I 48-wx8"it 1 Cross Section&Reinforcing DetailsI Rectangular Section, Width=48.0 in, Height=8.0 in Span#1 Reinforcing.... 645 at 2.0 in from Bottom,from 0.0 to 17.0 ft in this span 645 at 2.0 in from Top,from 0.0 to 17.0 ft in this span Applied Loads Service loads entered.Load Factors will be applied for calculations. I Load for Span Number 1 Uniform Load: D=0.40, L=0.40 k/ft, Tributary Width=1.0 ft DESIGN SUMMARYDesign OK Maximum Bending Stress Ratio = 0.815 : 1 Maximum Deflection Section used for this span Typical Section Max Downward Transient Deflection 0.118 in Ratio= 1735>=36 Mu:Applied 40.460 k-ft Max Upward Transient Deflection 0.000 in Ratio= 0<360 I Mn*Phi:Allowable 49.642 k-ft Max Downward Total Deflection 0.000 in Ratio= 999<180 Max Upward Total Deflection 0.000 in Ratio= 999<180 Location of maximum on span 8.485 ft Span#where maximum occurs Span#1 I I I I I Allstructure Engineering Project Title: Tigard HI 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 www.allstructure.com I Pr[nte-d:I SPF 2017.12-08P 1 Concrete Beam File=S:lProjectst2016\16303,00 Tigard Hampton Inn&Suites 103 Catcujationslfootings and cotumns.eo6 ENERCALC,INC.1983-2017,Build:10.17.8.29,Ver6.17.6.31 I Lic.#:KW-06007476 Licensee:ALLSTRUCTURE ENGINEERING INC. Description: Dropped Slab at Stair-#1 3-Span CODE REFERENCES I Calculations per ACI 318-14, IBC 2015,ASCE 7-10 Load Combination Set:ASCE 7-05 Material Properties I fc 1l2 = 3.0 ksi Phi Values Flexure: 0.90 fr= fc * 7.50 = 410.792 psi Shear: 0.750 t}f Density = 145.0 pcf (31 = 0.850 I X LtWt Factor = 1.0 Elastic Modulus = 3,122.02 ksi Fy-Stirrups 40.0 ksi * fy-Main Rebar = 60.0 ksi E Stirrups = 29,000.0 ksi � E-Main Rebar = 29,000.0 ksi Stirrup Bar Size# 3 r A.: INumber of Resisting Legs Per Stirrup= 2 — II 1w �.I 3.eo ft ` 3x , i Cross Section & Reinforcing Details Rectangular Section, Width=48.0 in, Height=8.0 in Span#1 Reinforcing.... I 445 at 2.0 in from Bottom,from 0.0 to 3.667 ft in this span 4#5 at 2.0 in from Top,from 0.0 to 3.667 ft in this span Span#2 Reinforcing.... 445 at 2.0 in from Bottom,from 0.0 to 13.333 ft in this span 445 at 2.0 in from Top,from 0.0 to 13.333 ft in this span Applied Loads Service loads entered.Load Factors will be applied for calculations. ILoad for Span Number 1 Uniform Load: D=0.40, L=0.40 klft, Tributary Width=1.0 ft Load for Span Number 2 Uniform Load: D=0.40, L=0.40 k/ft, Tributary Width=1.0 ft IDESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.540 : 1 Maximum Deflection Section used for this span Typical Section Max Downward Transient Deflection 0.023 in Ratio= 6815>=36 Mu:Applied -19.925 k-ft Max Upward Transient Deflection -0.001 in Ratio= 31173>=36 I Mn*Phi:Allowable 36.920 k-ft Max Downward Total Deflection 0.000 in Ratio= 999<180 Max Upward Total Deflection 0.000 in Ratio= 999<180 Location of maximum on span 0.000 ft Span#where maximum occurs Span#2 I - 1 I Allstructure Engineering Project Title: Tigard HI I 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 www.allstructure.com 1 Printed:1 SEP 2017 1208PM File=S:1Prolects12f316t16303.00 Tigard Hampton Inn&Suitesil3 Calculationslfootings and columns ec6 Concrete Beam fNfRGALC,INC.1983 2017,Build 10.17.8.29,Ver6.17.8.31 Lic.# KW-06007476 licensee ALLSTRUCTURE ENGINEERING INC. I Description: Slab Beam CODE REFERENCES Calculations per ACI 318-14, IBC 2015,ASCE 7-10 - I Load Combination Set:ASCE 7-10 Material Properties fc = 3.0 ksi d Phi Values Flexure: 0.901 fr= fcv2 * 7.50 = 410.792 psi Shear: 0.750 yl Density = 145.0 pcf (3 = 0.850 \T r ��� X, LtWt Factor = 1.0 � 3 e� v Elastic Modulus = 3,122.02 ksi Fy Stirrups 40.0 •ksi E Stirrups = 29,000.0 ksi r �', �a . �� o fy Main Rebar = 60.0 ksi ce, ' ? ez Stirrup Bar Size# 3 E-Main Rebar = 29,000.0 ksi �� Number of Resisting Legs Per Stirrup= 2 I > Do ?)„1„,.,(1-?)„.. .. D 35)ht_c ... .. , ate>= a o {0 35� : s 8.50 ft _� .. t �,. — —25.5'wx ri Cross Section & Reinforcing DetailsI Rectangular Section, Width=25.50 in, Height=8.0 in I Span#1 Reinforcing.... 345 at 2.0 in from Bottom,from 0.0 to 8.50 ft in this span 345 at 2.0 in from Top,from 0.0 toc 8.50 ftin this span Applied Loads Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=1.20, L=1.20 kilt,Extent=0.0—»4.250 ft, TributaryWidth=1.0 f Uniform Load: D=0.350, L=0.350 ktft,Extent=4.250--»8.50 ft, Tributary Width=1.0 fl DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.815 : 1 Maximum Deflection Section used for this span Typical Section Max Downward Transient Deflection 0.027 in Ratio= 3798>=36 Mu:Applied 20.549 k-ft Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.000 in Ratio= 999<180 Mn`Phi:Allowable 25.209 k-ft Max Upward Total Deflection 0.000 in Ratio= 999<180 Location of maximum on span 3.499 ft Span#where maximum occurs Span#1 I I I I I 1 I /11"' LS//!°J 1 y (0* -r14-Iq( „/) y (2 9954 0 `I(0.t)(Go)(Z - 70SS(�)(kz) ) = Z to I /°°(%( (I' ) /647(f AM4x [yoopff (S )/g1 127' 7,S c Z1,6k ,)M SLAB 4I/ @hk k-41,3Ay, 1 AA s / =7 1 1 I I I I I I A5 ALLSTRUCTURE BY DATE 111 1 Engineering LLC CHK BY DATE 7140 SW Fir Loop,Suite 231 JOB NO Tigard,Oregon 97223 - I v:503.620.4314 • f:503.620.4304 SHEET OF www.alistructure.com I I I I I I CONCRETE SHEAR WALLS 1 I I1 F I r I r Ik t p I k C i I li `rF I s _ ALLSTRUCTURE Tigard Hampton Inn 1 \' BY KH DATE il Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231 I JOB NO 16305 00 Tigard, Oregon 97223 �� v: 503.620.4314 • 1: 503.620.4304 SHEET OF 1 _ Section Sets Column I y 'j' t III Z X I I I I I 27 - r 26 2g '"1'.1 5A a.62A 4 1'. ��� 74A 30 \ 66A 76A �r 69A 67 78A N31 '55 ��y 68 79A -'r 70A ; 80A 32 80x- I 71A ' i. , 9g . • �5 t 66 A !-5 I I I I I I I Tigard Hampton Inn SK- 1 KH Allstructure Sept 1, 2017 at 12:11 PM 16303.00 CONCRETE SHEAR WALL LAYOUT concrete shearwalls-Final.r3d I YISection Sets Column Zr X I I I I I 2 3,k/ft z\, *.»» .tea. -' a i S \.a\ {rte 11+7 \`,� , r' ra l 0 i ran 1 x80 \' 1 A \ \ z\ \ 43s',=9 , +f'5 ',55 e66 >'s''x �, r I I I • Loads:BLC 1,Dead I Tigard Hampton Inn SK-2 1 KH Allstructure Sept 1, 2017 at 12:12 PM 16303.00 DEAD LOADS concrete shearwalls-Final.r3d ,Y Section Sets NL Column Z ~X I 1 I I =3:f6 \v I �. -2.53k/11 175ktft T 7 27 ''26 1 286k1ft 9 $ 65A �,62A 4 565 28$1.7 \ 30 \ \ 90 < 67 ,��-83 31 : 76A 78A .69A 55 2 86klft 32 ppqq 79A a+ tA1 8 86k1ft `�`� •80 I 33klfit �` 6k� 81tY v � \ f 9a I x,66 t, � 74?5 1 x.65 III H1 I I I Loads:BLC 2,Live Tigard Hampton Inn SK- 3 II KH Allstructure Sept 1, 2017 at 12:12 PM 16303.00 LIVE LOADS concrete shearwalls-Final.r3d Section Sets I Y I.Column zr ~x I I I I -.575k/ft i-.410-fth -.575k/ •ft 4k/ft r y 4k 4kt# 27 !�. �� a 635k!ft iiitaz 65A 62A \\ _ l �. A 635k/ft I 74A A3 �� r ��c� r 63a5k:ft 66 + 30 vow o $3 635 �� ' - v� t 76 67 78A 31 E 55 44 69A rr. �� -.6 kJft6351 ? � e 79f635k! QA i•1C i�,A --.1s,80 �,66 , '•s> ,,t44 +&5 I I I I I I Loads:BLC 3,Snow Tigard Hampton Inn SK-4 KH Allstructure111 1, 2017 at P 16303.00 SNOW LOADS concreteSept shearwalls-12:12 FinaLr3d M Iy Section Sets •Column Z✓ • X I I I I I I 27 f 26 28 65A r.,62A \ \ \ \ VA 63A \ ti* ' 74A30 ��.: 66A 44, 76A r>`87 78A ,!':: 31 ` �.69A ,„r, 55 68 \\� 79A r.70A 80A 32 ..80 9 ��.f gg ... .a 66 .:+t 5 I mo.,65 I I 1 I I I Loads:BLC 4,EQ Vx ITigard Hampton Inn SK-5 KH Allstructure Sept 1, 2017 at 12:13 PM in16303.00 SEISMIC LOADS N-S DIRECTION concrete shearwalls-FinaLr3d ISection Sets Y Er Column z x I I I I I I 27 26 \\\\ I sa I r, f d'128 p 65A 62A \. \\ \ \ 455k 74A 30 1 \ III �' \ * 66A 76A 67 78A 31 �� 55 r.69A 68 79A r,70A ; 80A 32 x,80 oz ' 71R �\ � .'9 '65 I I I I I 1 Loads:BLC 5,EQ Vz Tigard Hampton Inn SK- 6 I KH Allstructure Sept 1, 2017 at 12:14 PM 16303.00 SEISMIC LOADS E-W DIRECTION concrete shearwalls-Final.r3d I Y Sets Section mn •Colu I : Z X I I I I I . I 27 28 28 66A a 62A 63A 74A \ 1 �66A 76A 67 �8 8A 31 r 69A .R \ 55 ? 68 79A •h-70A 80A 8D \\\ 71 R \ +ter 9 a.98 I I . I 1 r Ir I Loads:BLC 6,EQ Mx IITigard Hampton Inn SK- 7 KH Allstructure Sept 1, 2017 at 12:14 PM r 16303.00 SEISMIC - MOMENT DUE TO ACCIDENTAL TORSIO... concrete shearwa��s-Final.r3d N-S DIRECTION ISection Sets Column iY Z..lAllir~X I I I I I I 27 26 � I 65A 62A \\\ �Al4b 28I� 63A 74A ,.. 30 55 '838A 66A 75A 67 7 - �N31 � Ali,69A z. " 68 79A r'70A . 80A \ ,80 r.98 f S r 66 a` _ -I +,65 I I I I I 1 Loads:BLC 7,EQ Mz Tigard Hampton Inn SK-8 I KH Allstructure Sept 1, 2017 at 12:17 PM 16303 .00 SEISMIC- MOMENT DUE TO ACCIDENTAL TORSION concrete shearwalls-Final.r3d E-W DIRECTION I IYSection Sets EU Column IZ �~X I I 1 I I :.�' s 1 R,,, ` \. I70754E d` I e 4F ',D''''''",,,,,, �T i .�. . P --1-1 I I I I Loads:BLC 7,EQ Mz ITigard Hampton Inn SK-9 KH Alistructure Sept 1, 2017 at 1:38 PM 11116303.00 WALL PANELS concrete shearwalls-Final.r3d Company : Tigard Hampton Inn I Designer : KH Pi Rp ,A Job Number : 16303.00 Checked By. TECHNOLOGIES Model Name : Allstructure , Basic Load Cases I BLC Description Category X Gravity Y Gravity Z Gravity Joint Point Distribut...Area(Me...Surface(... 1 Dead DL -1 28 8 2 Live LL 25 3 Snow SL 22 4 EQ Vx EL 1 5 EQ Vz EL 1 6 EQ Mx EL 1 7 EQ Mz EL 1 8 BLC 1 Transient Ar:.. LL 328 I 9 1.0 DEAD DL 1 N AMPLIFICATION FACTOR CALCULATION I Load Combinations (SEE FOLLOWING ) Description So...P... S... BLC Fac...BLC Fac...BLC Fac...BLC Fac...BLC Fac...BLC Fac...BLC Fac...BLC Fac...BLC Fac...BLC Fac... 1 1EVx 4 1 2 1Evz 5 1 3 1.0D _ 9 1 4 1.40 ' Yes Y 1 1.4III 5 1.2D + 1.6L Yes Y 1 1.2 2 1.6 6 1.2D+1.OEVx(+)...Yes Y 1 1.2 2 1 3 .2 4 1.23 7 1.2D+1.0EVx(-)+..Yes Y 1 1.2 2 1 3 .2 4 -2.78 I 8 1.2D+1.OEVz(+)..Yes Y 1 1.2 2' 1 3' .2 5 1.31 g 1.2D+1.0EVz(-)+..Yes Y 1 1.2 2 1 3 .2 5 -1 10 1.2D+1-013/14+). .Yes Y 1 1.2 2 1 3 .2 6 2.78 I 11 1.2D+1.OEMx( )...Yes Y 1 1.2 2 1 3 .2 6 -1 12 1.2D+1.OEMz(+)...Yes Y 1 1.2 2 ` 1 _ 3 .2 7 2.78 13 1.2D+1.0EMz(-)...Yes Y 1 1.2 2 1 3 .2 7 -1 14 0.9D+1.OEVx(+) Yes Y 1 .9 4 2.78 15 0.9D+1.0EVx(-) Yes Y 1 ,9 4 -2.78 16 0.9D+1.OEVz(+) Yes Y 1 .9 5 1.23 17 0.9D+1.0EVz(-) Yes Y 1 .9 5 -1 18 0.9D+1.OEMx(+) Yes Y 1 :9 6 2.78 19 0.9D+1.0EMx(-) Yes Y 1 .9 6 -2.78 20 0.9D+1.OEMz(+) Yes y 1 .9 7 278 21 0.9D+1.0EMz(-) Yes Y 1 .9 7 -2.78 Rigid Diaphragms I Joint Label Plane Inactive 1 N90 ZX Joint Loads and Enforced Displacements(BLC 4 : EQ Vx) , Joint Label L,D,M Direction Magnitude[(k,k-ft),(in,rad),(k*s^2/f... , 1 N90 L X 455 Joint Loads and Enforced Displacements(BLC 5 : EQ Vz) Joint Label L,D,M Direction Magnitude[(k,k-ft),(in,rad),(k*s^2/f... I 1 N90 L Z 455 RISA-3D Version 14.0.1 [S:\...\...\...\03 Calculations1RISA\concrete shearwaiis-Final.r3d] Page 1 I Company : Tigard Hampton Inn 0 Rir. p Designer : KH Job Number : 16303.00 Checked By TECHNOLOGIESI Model Name : Allstructure 1 Joint Loads and Enforced Displacements(BLC 6 : EQ Mx) Joint Label L,D,M Direction Magnitude[(k,k-ft), (in,rad), (k*s^2/f... 1 N90 L My 7075 IJoint Loads and Enforced Displacements(BLC 7 : EQ Mz) Joint Label L,D,M Direction Magnitude[(k,k-ft), (in,rad), (k*s^2If... 1 N90 L My 7075 I IWall Panel Distributed Loads(BLC I :Dead) Wall Label Direction Start Mapnitude[k/ft,F_End Magnitude[k/ft,F] Start Location[ft,%] End Location[ft,%] I 1 WP25M(13.5ft) Y -2.08 -2.08 0 45.626 2 WP25J(13.5ft) Y -2.08 -2.08 0 41.395 3 WP25L(13.5ft) Y -2.08 -2.08 0 9.25 4 WP1(13.5ft) Y -2.08 -2.08 0 46 I 5 WP25(13.5ft) Y -2.586 -2.586 0 17 6 WP24(13.5ft) Y -2.586 -2.586 0 14 7 WP22(13.5ft) Y -2.08 -2.08 0 5 I 8 WP1(13.5ft) Y -2.08 -2.08 46 55.5 9 WP1(13.5ft) Y -2.4 -2.4 55.5 143.75 10 WP24A(13.5ft) Y' -3,73 -3.73 0 11.833 11 W P25B(13.5ft) Y -3.73 -3.73 0 11.917 I 12 WP25A(13.5ft) Y -3.73 -3.73 0 13.645 13 WP25C(13.5ft) Y -1.95 -1.95 0 10.5 14 WP25D(13.5ft) Y -3.35 -3.35 0 3.917 I 15 WP24B(13.5ft) Y -3.35 -3.35 0 28.167 16 WP25G(13.5ft) Y -3.35 -3.35 0 26.5 17 WP14(13.5ft) Y -3.35 -3.35 0 3 I 18 WP25F(13.5ft) Y -3.35 -3.35 0 3 19 WP10(13.5ft) Y -3.35 -3.35 0 7.333 20 WP25E(13,5ft) Y -3.35 -3.35 0 6.5 21 WP8(13.5ft) Y -1.569 -1.569 0 15 I 22 WP25H(13.5ft) Y -3303 -3.303 34 60.5 23 WP25H(13.5ft) Y -2.793 -2.793 0 34 24 WP251(13.5ft) Y -5.145 -5.145 0 16.075 25 WP24C(13.5ft) Y -5.145 -5.145 0 9.917 I 26 WP17(13.5ft)4 Y -2,943 -2.943 0 22.888 27 WP18(13.5ft) Y -2.943 -2.943 0 27.137 28 WP25K(13.5ft) Y -5,53 -5.53 0 24.25 IWall Panel Distributed Loads (BLC 2 :Live) Wall Label Direction Start Magnitude[klft,Fl End Magnitude[k/ft,F] Start Location[ft,%] End Location[ft,%] I 1 WP25M(13.5ft) Y -1.76 -1.76 0 45.626 2` WP1(13.5ft) Y 1;.76 -1.76 0 143.75' 3 WP24A(13.5ft) Y -3.3 -3.3 0 11.833 I 4 WP25B(13.5ft) Y -3.3 -3.3 0 11.917 5 WP25A(13.5ft) Y -1.76 -1.76 0 13.645 6 WP25C(13.5ft) Y -.66 -.66 0 10,5 I RISA-3D Version 14.0.1 [S:\...\...\...\03 Calculations\RISA\concrete shearwalls-Final.r3d] Page 2 Company : Tigard Hampton Inn 0 ' Designer KH Job Number : 16303.00 Checked By. p R,r„. T ECH N O L O G � ES Model Name : Allstructure Wall Panel Distributed Loads (BLC 2 :Live) (Continued) I Wall Label Direction Start Magnitude[k/ft,F_End Magnitude[k/ft,F] Start Location[ft,%1 End Location[ft,%] 7 WP8(13.5ft) Y -.66 -.66 0 15 8 WP25D(13.5ft) Y -2.86 -2.86 0 3.917 I 9 WP24B(13.5ft) Y -2.86 -2.86 0 28.167 10 WP25G(13.5ft) V -2.86 -2.86 0 26.5 11 WP10(13.5ft) Y -.66 -.66 0 7.333 12 WP25E(13.5ft) Y -.66 -.66 0 6.5 13 WP25F(13.5ft) Y -.66 -.66 0 3 14 WP14(13.5ft) Y -2.86 -2.86 0 3 15 WP25H(13.5ft) Y -2.86 -2.86 0 60.5 I 16 WP17(13.5ft) Y -2.86 -2.86 0 22.888 17 WP18(13.5ft) Y -2.86 -2.86 0 27.137 18 WP25I(13.5ft) Y -4.565 -4.565 0 16.075 I 19 WP17(Oft) Y -4.565 -4.565 0 22.888 20 WP25K(13.5ft) Y -4.565 -4.565 0 24.25 21 WP25J(13.5ft) Y -1.76 -1.76 0 41.395 22 WP25L(13.5ft) Y -1.76 -1.76 0 9.25 I 23 WP22(13.5ft) V -1.76 -1.76 0 5 24 WP24(13.5ft) Y -2.53 -2.53 0 14 25 WP25(13.5ft) Y -2.53 -2.53 0 17 I Wall Panel Distributed Loads (BLC 3 : Snow) Wall Label Direction Start Magnitude[k/ft,F] End Magnitude[k/ft,F] Start Location[ft,%] End Location[ft,%] 1 WP1(13.5ft) Y -.4 -.4 0 143.75 2 WP25M(13.5ft) V -.4 -.4 0 45.626 3 WP22(13.5ft) Y -.4 -.4 0 5 4 WP25L(13.5ft) Y -.4 -.4 0 9.25 I 5 WP25J(13.5ft) Y -.4 -.4 0 41.395 6 WP24A(13.5ft) Y -.635 -.635 0 11.833 7 WP25B(13.5ft) Y -.635 -.635 0 11.917 I 8 WP25A(13.5ft) Y,, -.635 -.635 0 13.645` 9 WP24B(13.5ft) Y -.635 -.635 0 28.167 10 WP14(13.5ft) Y -.635 -.635 0 3 11 WP25G(13.5ft) Y -.635 -.635 0 26.5 12 WP25H(13.5ft) Y -.635 -.635 0 60.5 13 WP17(13.5ft) Y -.635 -.635 0 22.888 14 WP18(13.5ft) Y -.635 -.635 0 27.137 I 15 WP25F(13.5ft) Y -.4 -.4 0 3 16 WP25E(13.5ft) Y -.4 -.4 0 6.5 17 WP10(13.5ft) Y -.4 -.4 0 7.333 18 WP25D(13.5ft) Y -.4 -.4 0 3.917 I 19 WP8(13.5ft) Y -.4 -.4 0 15 20 WP25C(13.5ft) Y -.4 -.4 0 10.5 21 WP24(13.5ft) Y -.575 -.575 0 14 22 WP25(13.5ft) Y -.575 -,575 0 17 1 Wall Panel Distributed Loads (BLC 8 :BLC 1 Transient Area Loads) ' Wall Label Direction Start Magnitude[k/ft,F1 End Magnitude[k/ft,F] Start Location[ft,%] End Locatioi[ft,%] 1 WP1(13.5ft) Y -.13 -.387 0 2.025 2 WP1(13.5ft) Y' -.387 -.644 2.025 4.049 1 3 WP1(13.5ft) Y -.644 -.943 4.049 6.074 4 WP1(13.5ft) Y -.943 -1.286 6.074 8.099 RISA-3D Version 14.0.1 [S:\...\...\...\03 Calculations\RISA\concrete shearwalis-Final.r3d] Page 3 I ICompany : Tigard Hampton Inn Designer : KH * # Rir. Job Number : 16303.00 TECHNOLOGIESI Model Name : Alistructure Checked By. Wall Panel Distributed Loads(BLC 8 :BLC 1 Transient Area Loads) (Continued) Wall Label Direction Start Magnitude[k/ft,F] End Magnitude[k/ft,F] Start Location[ft,%] End Locabon[ft,%] 5 WP1(13.5ft) Y -1.286 -1.629 8.099 10.123 I 6 WP1(13.5ft) Y -1.629 -1.971 10.123 12.148 7 WP1(13.5ft) Y -1.971 -2.314 12.148 14.173 8 WP1(13.5ft) Y -2.314 -2.785 14.173 16.197 I 9 WP1(13.5ft) Y -2.785 -3.341 16.197 18.222 10 WP1(13.5ft) Y -3.341 -3.77 18.222 20.247 11 WP1(13.5ft) Y -3.77 -4.199 20.247 22.271 12 WP1(13.5ft) Y -4.199 -4.585 22.271 24.296 I 13 WP1(13.5ft) Y -4.585 -4.929 24.296 26.32 14 WP1(13.5ft) Y -4.929 -4.977 26.32 28.345 15 WP1(13.5ft) Y -4.977 -4.727 28.345 30.37 I 16 WP1(13.5ft) Y -4.727 -4.527.333 32.30.37 32.394 17 WP1(13.5f1) Y -4.527 -4394 34.419 18 WP1(13.5ft) Y -4.333 -4.139 34.419 36.444 19 WP1(13.5ft) Y -4.139 -3.945 36.444 38.468 I 20 WP1(13.5ft) Y -3.945 -3.792 38.468 40.493 21 WP1(13.5ft) Y -3.792 -3.635 40.493 42.518 22 WP1(13.5ft); Y -3.635 -3.569 42.518 44.542 I23 WP1(13.5ft) Y -3.569 -3.519 44.542 46.567 24 WP1(13.5ft) Y -3.519 -3.461 46.567 48.592 25 WP1(13.5ft) Y -3.461 -3.354 48.592 50.616 26 WP1(13.5ft) V -3.354 -3.244 50.616 52.641 I 27 WP1(13.5ft) Y -3.244 -3.27 52.641 54.666 28 WP1(13.5ft) Y -3.27 -3.308 54.666 56.69 29 WP1(13.5ft) Y -3.308 -3.331 56.69 58.715 I 30 WP1(13.5ft) Y -3.331 -3.348 58.715 60.74 31 WP1(13.5ft) Y -3.348 -3.407 60.74 62.764 32 W P1(13.51t) Y -3.407 -3.553 62.764 64.789 33 WP1(13.5ft) Y -3.553 -3.742 64.789 66.814 I 34 WP1(13.5ft), Y` -3.742 -3.886 66.814 68.838 35 WP1(13.5ft) Y -3.886 -3.985 68.838 70.863 36 WP1(13.5ft) V -3.985 -4.125 70.863 72.887 I 37 WP1(13.5ft) Y -4.125 -4.262 72.887 74.912 38 WP1(13.5ft) Y -4262 -4.483 74.912 76.937 39 WP1(13.5ft) Y -4.483 -4.747 76.937 78.961 40 WP1(13.5ft) Y -4.747 -4.952 78.961 80,986 I 41 WP1(13.5ft) Y -4.952 -5.182 80.986 83.011 42 WP1(13.5ft) Y -5,182 -5.106 83.011 85.035 43 WP1(13.5ft) Y -5.106 -5.181 85.035 87.06 I 44 WP1(13.5ft)' Y -5:181 -5.387 87.06' 89.085 45 WP1(13.5ft) Y -5.387 -5.257 89.085 91.109 46 WP1(13.5ft)' Y -5.257 -5.284 91.109 93.134 47 WP1(13.5ft) Y -5.284 -5.345 93.134 95.159 I 48 WP1(13.5ft) Y -5.345 -5.29 95.159 97.183 49 WP1(13.5ft) Y -5.29 -5.318 97.183 99.208 50 WP1(13.5ft) Y -5.318 -5.463 99.208 101.233 I 51 WP1(13.5ft) Y -5.463 -5.381 101.233 103.257 52 WP1(13.5ft) Y -5:381 -5.426 103257 105282 53 WP1(13.5ft) Y -5.426 -5.627 105.282 107.307 I 54 WP1(13.5ft) Y -5.627 -5.478 107.307 109.331 55 WP1(13.5ft) Y -5.478 -5.497 109.331 111.356 56 t WP1(13.5ft) Y -5.497 -5.479 111.356 113.381 IRISA-3D Version 14.0.1 [S:\...\...i...\03 Calculations\RISA\concrete shearwalls-Final.r3d] Page 4 Company : Tigard Hampton Inn 1 Designer : KH .pros Job Number : 16303.00 Checked By. I TECHNOLOGIES Model Name : Allstructure Wall Panel Distributed Loads (BLC 8 :BLC 1 Transient Area Loads) (Continued) I Wall Label Direction Start Magnitude[klft, End Magnitude[k/ft,F] Start Location[ft,%] End Locabon[ft,%] 57 WP1(13.5ft) Y -5.479 -5.111 113.381 115.405 58 WP1(13.5ft) Y -5.111 -4.545 115.405 117.43 59 WP1(13.5ft) Y -4.545 -4.135 117.43 119.454 60 WP1(13.5ft) Y -4.135 -3.897 119.454 121.479 61 WP1(13.5ft) Y -3.897 -3.515 121.479 123.504 62 WP1(13.5ft) Y -3.515 -3.142 123.504 125.528 63 WP1(13.5ft) Y -3.142 -2.797 125.528 127.553 64 WP1(13.5ft) Y -2.797 -2.516 127.553 129.578 65 WP1(13.5ft) Y -2.516 -2.169 129.578 131.602 66 WP1(13.5ft) Y -2.169 -1.739 131.602 133.627 67 WP1(13.5ft) Y -1.739 -1.381 133.627 135.652 68 WP1(13.5ft)' Y -1.381 -1.061 135.652 137.676 I 69 WP1(13.5ft) Y -1.061 -.701 137.676 139.701 70 WP1(13.5ft) Y -.701 -.378 139.701 141.726 71 WP1(13.5ft) Y -.378 -.13 141.726 143.75 72 WP18(13.5ft) Y -107.514 -107.514 26.637 27.137 I 73 WP22(13.5ft) Y .617 .088 3 3.667 74 WP22(13.5ft) Y .088 -4.144 3.667 4.333 75 WP22(13.5ft) Y -4.144 -11.55 4.333 5 I 76 WP24(13.5ft) Y .83 .453 0 2.333 77 WP24(13.5ft) Y .453 .072 2.333 4.667 78 WP24(13.5ft) Y .072 -.394 4.667 7 79 WP24(13.5ft) Y -.394 -.903 7 9.333 80 WP24(13.5ft) Y -.903 -11.057 9.333 11.667 81 WP24(13.5ft) Y -11.057 -31.121 11.667 14 82 WP25(13.5ft) Y -38.174 -13.782 0 2.125 I 83 WP25(13.5ft) Y -13.782 -1.426 2.125 4.25 84 WP25(13.5ft) Y -1.426 -1.105 4.25 6.375 85 WP25(13.5ft) Y -1.105 -1.067 6.375 8.5 86 WP25(13.5ft) Y -1.067 -,663 8.5 10.625 I 87 WP25(13.5ft) Y -.663 .066 10.625 12.75 88 WP25(13.5ft) Y .066 .472 12.75 14.875 89 WP25(13.5ft) Y .472 .757 14.875 17 t 90 WP24A(13.5ft) Y -.328 -.389 0 1.893 91 WP24A(13.5ft) Y -.389 -.325 1.893 3.787 92 tN P24A(13.5ft) Y -.325 -.2 3.787 5.68 I 93 WP24A(13.5ft) Y -.2 -.171 5.68 7.573 94 WP24A(13.5ft) V -.171 -.175 7.573 9.467 95 WP25B(13.5ft) Y -40.03 -14.898 0 2.383 96 WP25B(13.5ft) Y -14.898 -2.165 2.383 4.767 I 97 WP25B(13.5ft) Y -2.165 -1.67 4.767 7.15 98 WP25B(13.5ft) Y -1.67 -1.187 7.15 9.533 99 WP25B(13.5ft) Y -1.187 -.875 9.533 11.917 100 WP25A(13.5ft) Y -.681 -.681 13.145 13.645 I 101 WP25J(13.5ft) Y _ .016 -.239 0 2.07 102 WP25J(13.5ft) Y -.239 -.578 2.07 4.139 103 WP25J(13.5ft) Y -.578 -.916 4.139 6.209 104 WP25J(13.5ft) Y -.916 -1.254 6.209 8.279 105 WP25J(13.5ft) Y -1.254 -1.591 8.279 10.349 106 WP25J(13.5ft) Y -1591 -1.928 10.349 12.418 ' 107 WP25J(13.5ft) Y -1.928 -2.307 12.418 14.488 108 WP25J(13.5ft) Y -2.307 -2.729 14.488 16.558 RISA-3D Version 14.0.1 [S:\...\...i...\03 Calculations\RISA\concrete shearwalls-Final.r3d] Page 5 I Company : Tigard Hampton Inn OiRr.A Designer : KH Job Number : 16303.00 ' Checked By. T E c H N o L o c I E s Model Name : Allstructure I Wall Panel Distributed Loads (BLC 8 :BLC 1 Transient Area Loads) (Continued) Wall Label Direction Start Magnitude[k/ft,F End Magnitude[klft,F] Start Location[ft,%] End Locafon[ft,%] 109 WP25J(13.5ft) Y -2.729 -3.111 16.558 18.628 I 110 WP25J(13.5ft) Y -3.111 -3.452 18.628 20.697 111 WP25J(13.5ft) Y -3.452 -3.794 20.697 22.767 112 WP25J(13.5ft) Y -3.794 -4.261 22.767 24.837 I 113 WP25J(13.5ft) Y -4.261 -4.858 24.837 26.907 114 WP25J(13.5ft) Y -4.858 -5.345`` 26.907 28.976 115 WP25J(13.5ft) Y -5.345 -5.462 28.976 31.046 116 WP25J(13.5ft) Y -5.462 -5.254 31.046 33.116 I 117 WP25J(13.5ft) Y -5.254 -5.153 33.116 35.186 118 WP25J(13.5ft) Y -5.153 5.156 35.186 37.255 119 WP25J(13.5ft) Y -5.156 -5.828 37.255 39.325 I 120 WP25J(13.5ft) Y -5.828 -7.245 39.325 41.395 121 WP25K(13.5ft) Y 1.652 .685 2.425 4.607 122 WP25K(13.5ft) Y .685 -.201 4.607 6.79 123 WP25K(13.5ft) Y -.201 -.562 6.79 8.972 I 124 WP25K(13.5ft) Y -.562 -.924 8.972 11.155 125 WP25K(13.5ft) Y -.924 -1.807 11.155 13.337 126 WP25K(13.5ft) Y -1.807 -2.732 13.337 15.52 I 127 WP25K(13.5ft) Y -2.732 -3.295 15.52 17.702 128 WP25K(13.5ft) Y -3.295 -3.859 17.702 19.885 129 WP25K(13.5ft) Y -3.859 -37.664 19.885 22.067 130 WP25K(13.5ft) Y; -37.664 -104.55 22.067 24.25 I 131 WP25L(13.5ft) Y -.176 -.176 3.527 5.533 132 WP25M(13.5ft) Y -.089 -.428 0 2.074 133 WP25M(13.5ft) Y -.428 -.768 2.074 4.148 134 WP25M(13.5ft) Y -.768 -1.112 4.148 6.222 I 135 WP25M(13.5ft) Y -1.112 -1.458 6.222 8.296 136 WP25M(13.5ft) Y -1.458 -1.807 8.296 10.369 137 WP25M(13.5ft) Y -1.807 -2.199 10.369 12.443 I 138 WP25M(13.5ft) Y -2.199 -2.666 12.443 14.517 139 WP25M(13.5ft) Y -2.666 -3.112 14.517 16.591 140 WP25M(13.5ft) Y -3.112 -3.592 16.591 18.665 I 141 WP25M(13.5ft) Y -3.592 -4.122 18.665 20.739 142 WP25M(13.5ft) Y -4..122 -4.62 20.739 22.813 143 WP25M(13.5ft) Y -4.62 -4.956 22.813 24.887 144 WP25M(13.5ft) Y -4.956 -5.003 24.887 26,961 I 145 WP25M(13.5ft) Y -5.003 -4.843 26.961 29.034 146 WP25M(13.5ft) Y 4.843 -4.561 29.034 31.108 147 WP25M(13.5ft) Y -4.561 -4.113 31.108 33.182 I 148 WP25M(13.5ft) Y; -4.113 -3.62 33.182 35.256 149 WP25M(13.5ft) Y -3.62 -3.202 35.256 37.33 150 WP25M(13.5ft) Y -3.202 -2.82 37.33. 39.404 151 WP25M(13.5ft) Y -2.82 -2.477 39.404 41.478 I152 WP25M(13.5ft) Y -2.477 2.22 41.478 43.552 153 WP25M(13.5ft) Y -2.22 -2.048 43.552 45.626 154 WP8(13.5ft), Y -73.352 -73.352 0 .501 I 155 WP18(13.5ft) Y .079 -.156 2.714 4.749 156 WP18(13.5ft) Y -.156 -.88 4.749 6.784 157 WP18(13.5ft) Y -.88 -1.67 6.784 8.819 I158 WP18(13.5ft) Y -1,.67 -2.559 8.819 10.855 159 WP18(13.5ft) Y -2.559 -3.564 10.855 12.89 160 WP18(13.5ft) Y -3.564 -4.345 12.89< 14.925 1 RISA-3D Version 14.0.1 [S:\...\...\...\03 Calculations\RISA\concrete shearwalls-Final.r3d] Page 6 Company : Tigard Hampton Inn I OP a,. Designer : KH Job Number . 16303.00 Checked By: TECHNOLOGIES Model Name : Alistructure Wail Panel Distributed Loads(BLC 8 :BLC 1 Transient Area Loads) (Continued) I Wall Label Direction Start Magnitude[k/ft, End Magnitude[k/ft,F] Start Location[ft,%] End Location[ft,%] 161 WP18(13.5ft) Y -4.345 -4.881 14.925 16.96 162 WP18(13.5ft) Y -4.881 -5.036 16.96 18.996 I 163 WP18(13.5ft) Y -5.036 -5.006 18.996 21.031 164 WP18(13.5ft) Y -5.006 -5.352 21.031 23.066 165 WP18(13.5ft) Y -5.352 -7.606 23.066 25.101 166 WP18(13.5ft) Y -7.606 -11.398 25.101 27.137 167 WP24A(13.5ft) Y -1.594 -1.376 0 2.367 168 WP24A(13.5ft) Y -1.376 -.97 2.367 4.733 169 WP24A(13.5ft) Y -.97 -.617 4.733 7.1 I 170 WP24A(13.5ft) Y -.617 -.359 7.1 9.467 171 WP24A(13.5ft) Y -.359 -.004 9.467 11.833 172 WP251(13.5ft) Y .013 -.965 0 2.009 I 173 WP251(13.5ft) Y -.965 -1.949 2.009 4.019 174 WP251(13.5ft) Y -1.949 -2.791 4.019 6.028 175 WP25I(13.5ft) Y -2.791 -3.539 6.028 8.037 176 WP251(13.5ft) Y -3.539 -4.232 8.037 10.047 I 177 WP251(13.5ft) Y -4.232 -4.596 10.047 12.056 178 WP251(13.5ft) Y -4.596 -6.187 12.056 14.065 179 WP25I(13.5ft) Y -6.187 -9.459 14.065 16.075 I 180 WP25A(13.5ft) Y .122 -.914 8.187 9.279 181 WP25A(13.5ft) Y -.914 -2.344 9.279 10.37 182 WP25A(13.5ft) Y -2.344 -3.538 10.37 11.462 183 WP25A(13.5ft) Y -3.538 -5.56 11.462 12.554 I 184 WP25A(13.5ft) Y , -5.56 -8.518 12.554 13.645 185 WP25J(13.5ft) Y -1.045 -1.045 40.895 41.395 186 W P25C(13.5ft) Y -.897 -.897 0 .501 I 187 WP24C(13.5ft) Y -5.048 -2.032 0 .992 II 188 WP24C(13.5ft) V -2.032 -.356 .992 1.983 189 WP24C(13.5ft) Y -.356 -.1 1.983 2.975 190 WP24C(13.5ft) Y -.1 .068 2.975 3.967 I 191 WP24C(13.5ft) Y .068 .151 3.967 4.958 192 WP25A(13.5ft) Y -.437 -1.189 0 2.274 193 WP25A(13.5ft) Y -1.189 -2.047 2.274 4.548 111194 WP25A(13.5ft) Y -2.047 -3.068 4.548 6.823 195 WP25A(13.5ft) Y -3.068 -3.195 6.823 9.097 196 WP25A(13.5ft) Y -3:195 -1.88 9.097 11.371 197 WP25A(13.5ft) Y -1.88 -.104 11.371 13.645 I 198 WP8(13.5ft) Y -19.991 -7.68 0 2.143 199 WP8(13.5ft) Y -7.68 -1.422 2.143 4.286 200 WP8(13.5ft) Y -1422 -1.186 4286 6429 I 201 WP8(13.5ft) Y -1.186 -.818 6.429 8.571 202 WP8(13.5ft) Y -.818 -.356 8.571 10.714 203 WP8(13.5ft) Y -.356 .048 10.714 12.857 204 WP8(13.5ft) Y .048 .406 12.857 15 I 205 WP10(13.5ft) Y -3.158 -3.158 0 .501 206 WP25D(13.5ft) V -.698 -.516 0 .783 207 WP25D(13.5ft) Y -.516 -.406 .783 1.567 208 WP25D(13.5ft) Y -.406 -.282 1.567 2.35 209 WP25D(13.5ft) Y -.282 -.103 2.35 3.133 210 WP25D(13.5ft) Y -.103 .006 3.133 3.917 211 WP24C(13.5ft) Y -13.034 -6.874 0 1.983 212 WP24C(13.5ft): Y -6.874 -4.043 1.983 3.967 RISA-3D Version 14.0.1 [S:\...i...\...\03 Calculations\RISA\concrete shearwalls-Final.r3d] Page 7 I Company : Tigard Hampton Inn 40 p p ti r.A Designer KH Job Number 16303.00 Checked By. T E C H N :4'1:40 G I E S ModelName : Allstructure IWall Panel Distributed Loads (BLC 8 :BLC 1 Transient Area Loads) (Continued) Wall Label Direction Start Magnitude[k/ft, End Magnitude[k/ft,F] Start Locatioi[ft,%] End Localion[ft,%] 213 WP24C(13.5ft) Y -4.043 -3.994 3.967 5.95 1 214 WP24C(13.5ft) Y -3.994 -22.136 5.95 7.933 215 WP24C(13.5ft) Y -22.136 -59.015 7.933 9.917 216 WP10(13.5ft) Y -.055 -.397 0' 1.467 I 217 WP10(13.5ft) Y -.397 -.563 1.467 2.933 218 WP10(13.5ft) Y -.563 -.501 2.933 4.4 219 WP10(13.5ft) Y -.501 -.317 4.4 5.867 220 WP10(13.5ft) Y -.317 -.065 5.867 7.333 I221 WP25E(13.5ft) Y -.014 -.235 0 1.3 222 WP25E(13.5ft) V -.235 -.428 1.3 < 2.6 223 WP25E(13.5ft) Y -.428 -.434 2.6 3.9 I 224 WP25E(13.5ft) Y -.434 -.241 3.9 5.2 225 WP25E(13.5ft) Y -.241 -.014 5.2 6.5 226 ` WP25F(13.5ft) Y -1.861 -.842 0 .6 227 WP25F(13.5ft) Y -.842 -.284 .6 1.2 I228 WP25F(13.5ft) Y -.284 -.185 1.2 1.8 229 WP25F(13.5ft) Y -.185 -.083 1.8 2.4 230 WP25F(13.5ft) Y: -.083 .02 2.4 3 1 231 WP24B(13.5ft) Y -.066 -.066 27.667 28.167 232 WP8(13.5ft) Y -5.933 -2.482 0 1.8 233 WP8(13.5ft) Y -2.482 -.674 1.8 3.6 234 WP8(13.5ft) Y -.674 -.42 3.6 5.4 I 235 WP8(13.5ft) Y -.42 -.061 5.4 7.2 236 WP8(13.5ft) Y -.061 .168 7.2 > 9 237 WP10(13.5ft) Y -18.147 -6.006 0 .587 I 238 WP10(13.5ft) Y -6.006 .234 .587 1.173 239 WP10(13.5ft) Y .234 .437 1.173 1.76 240 WP10(13.5ft): Y .437 .539 1.76 2.347 241 WP10(13.5ft) Y .539 .607 2.347 2.933 I 242 WP17(13.5ft) Y -.155 -.155 22.388 22.888 243 WP18(13.5ft) Y -.338 -.265 0 1.085 244 WP18(13.5ft) Y -.265 -.175 1.085 2.171 245 WP18(13.5ft) Y -.175 -.091 2.171 3.256 I 246 WP18(13.5ft)' Y < -.091 -.028 3.256 4.342 247 WP18(13.5ft) Y -.028 .004 4.342 5.427 P 248 WP25F(13.5ft) Y -3.702 -3.702 0 .501 249 WP24B(13.5ft) Y -3.233 -3.439 14.083 16.095 250 WP248(13.5ft) Y r -3.439 -3.449 16.095 18.107 251 WP24B(13.5ft) Y -3.449 -3.181 18.107 20.119 1 252 WP24B(13.5ft) Y -3.181 -2.943 20.119 22.131 253 WP24B(13.5ft) Y -2.943 -2.532 22.131 24.143 254° WP24B(13.5ft) Y -2.532 -1.876 24.143 26.155 II 255 WP24B(13.5ft) Y -1.876 -1.206 26.155 28.167 256 WP14(13.5ft) Y -18:356 -18.356 0 :501 257 WP17(13.5ft) Y -.052 -.365 0 2.081 258 WP17(13.5ft)' Y -.365 -.712 2.081 4.161 111 259 WP17(13.5ft) Y -.712 -1.125 4.161 6.242 260 WP17(13.5ft) Y 1.125 -1.526 6242 8.323 261 WP17(13.5ft) Y -1.526 -1.864 8.323 10.404 P 262 WP17(13.5ft) Y -1.864 -2.118 10.404 12484 263 WP17(13.5ft) Y -2.118 -2.03 12.484 14.565 264 WP17(13.5ft) Y -2.03 -1.646 14.565 16.646 I RISA-3D Version 14.0.1 [S:\...\...\...\03 Calculations\RISA\concrete shearwalis-Final.r3d] Page 8 Company : Tigard Hampton Inn t 1;1 p s e. 4, Designer KH n 4 ,1[114,,,,-R; T Job Number : 16303.00 Checked By. TECHNOLOGIES Model Name : Allstructure Wall Panel Distributed Loads(BLC 8 :BLC 1 Transient Area Loads) (Continued) I Wall Label Direction Start Magnitude[klft, _End Magnitude[k/ft,F] Start Location[ft,%] End Location[ft,%] 265 WP17(13.5ft) Y -1.646 -1.214 16.646 18.727 266 WP17(13.5ft) Y -1.214 -.901 18.727 20.807 267 WP17(13.5ft) Y -.901 -.739 20.807 22.888 268 WP24B(13.5ft) Y -2.906 -2.695 0 2.012 269 WP24B(13.5ft) Y -2.695 -2.697 2.012 4.024 I 270 WP24B(13.5ft) Y -2.697 -2.749 4.024 6.036 271 WP24B(13.5ft) Y -2.749 -2.9 6.036 8.048 272 WP24B(13.5ft) Y -2.9 -3.063 8.048 10.06 273 WP24B(13.5ft) Y -3.063 -3.092 10.06 12.071 274 WP248(13.5ft) Y -3.092 -3.231 12.071 14.083 275 WP25H(13.5ft) Y -.006 -.381 0 2.017 276 WP25H(13.5ft) Y -.381 -.696 2.017 4.033 277 WP25H(13.5ft) Y -.696 -1.083 4.033 6.05 278 WP25H(13.5ft) Y -1.083 -1.451 6.05 8.067 279 WP25H(13.5ft) Y -1.451 -1.733 8.067 10.083 280 WP25H(13.5ft) Y -1.733 -2.058 10.083 12.1 281 WP25H(13.5f1) Y -2.058 -2.169 12.1 14.117 282 WP25H(13.5ft) Y -2.169 -2.23 14.117 16.133 283 WP25H(13.5ft) Y -2.23 -2.301 16.133 18.15 284 WP25H(13.5ft) Y -2.301 -2.29 18.15 20.167; 285 WP25H(13.5ft) Y -2.29 -2.269 20.167 22.183 286 WP25H(13.5ft) Y -2.269 -2.272 22.183 24.2 287 WP25H(13.5ft) Y -2.272 -2.245 24.2 26.217 288 WP25H(13.5ft) Y -2.245 _ -2.245 26.217 28.233 289 WP25H(13.5ft) Y -2.245 -2.339 28.233 30.25 290 WP251(13.5ft) Y .171 -.347 4.822 7.073 291 WP25I(13.5ft) Y -.347 -.901 7.073 9.323 292 WP251(13.Sft) Y : -.901 -1.427 9.323 11.574 293 WP25I(13.5ft) Y -1.427 -3.627 11.574 13.824 294 WP251(13.5ft) Y -3.627 -7.484 13.824 16.075 295 WP14(13.5ft) Y -23.203 -7.494 0 .6 296 WP14(13.5ft) Y -7.494 .422 .6 1.2 297 WP14(13.5ft) Y .422 .54 1.2 1.8 I 298 ° WP14(13.5ft) Y .54 .676 1.8 ' 2.4, 299 WP14(13.5ft) Y .676 .783 2.4 3 300 WP25G(13.5ft) Y -.059 -.399 0 2.038 1 301 WP25G(13.5ft) Y -.399 -.695 2.038 4.077 302 WP25G(13.5ft) Y -.695 -1.04 4.077 6.115 303 WP25G(13.5ft) Y -1.04 -1.444 6.115 8.154 304 WP25G(13.5ft) Y' -1.444 -1.818 8.154 10.192 I 305 WP25G(13.5ft) Y -1.818 -2.166 10.192 12.231 306 WP25G(13.5ft) V -2.166 -2.493 12.231 14.269 307 WP25G(13.5ft) Y -2.493 -2.692 14.269 16.308 308 WP25G(13.5ft) Y -2:692 -2.257 16.308 18.346 1 309 WP25G(13.5ft) Y :2.257 -1.437 18.346 20.385 310 WP25G(13.5ft) Y -1.437 -.791 20.385 22.423 311 WP25G(13.5ft) Y -.791 -.349 22.423 24.462 I 312 1NP25G(13.5ft) V -.349 -.042 24.462 26.5 313 WP25H(13.5ft) Y -2.337 -2.382 30.25 32.267 314 WP25H(13.5ft) Y -2382 -2.441 32267 34.283 1 315 WP25H(13.5ft) Y -2.441 -2.569 34.283 36.3 316 WP25H(13.5ft) Y -2.569 -2.692 36.3 38.317 RISA-3D Version 14.0.1 [S:\...i...\...\03 Calculations\RISA\concrete shearwalis-Final.r3d] Page 9 ICompany : Tigard Hampton Inn I DesigKH ii1RisAJob Numberner 16303.00 Checked By. TECHNOLOGIES Model Name : Allstructure IWall Panel Distributed Loads(BLC 8 :BLC 1 Transient Area Loads) (Continued) Wall Label Direction Start Magnitude[k/ft, _End Magnitude[k/ft,F] Start Location[ft,%] End Location[ft,%] 317 WP25H(13.5ft) Y -2.692 -2.874 38.317 40.333 I 318 WP25H(13.5ft) Y -2.874 -2.973 40.333 42.35 319 WP25H(13.5ft) Y -2.973 -2.817 42.35 44.367 320 WP25H(13.5ft) Y -2.817 -2.494 44.367 46.383 I 321 WP25H(13.5ft) Y -2.494 -2.103 46.383 48.4 322 WP25H(135ft) Y -2.103 -1.74 48.4 50.417 323 WP25H(13.5ft) Y -1.74 -1.431 50.417 52.433 324 WP25H(13.5ft) Y -1.431 -1.103 52.433 54.45 I 325 WP25H(13.5ft) Y -1.103 -.707 54.45 56.467 326 VNP25H(13.5ft) Y -.707 -.324 56.467 58.483 327 WP25H(13.5ft) Y -.324 -.012 58.483 60.5 I328 WP24C(13.5ft) Y -8.3 -8.3 9.417 9.917 Wall Panel Distributed Loads(BLC 10: BLC 1 Transient Area Loads) I Wall Label Direction Start Magnitude[k/ft,F1 End Magnitude[k/ft,F] Start Location[ft,%] End Location[ft,%] 1 WP1(13.5ft) Y -.13 -.387 0 2.025 2 WP1(13.5ft) V -.387 -.644 2.025 4.049 3 WP1(13.5ft) Y -.644 -.943 4.049 6.074 I 4 WP1(13.5ft) Y -.943 -1.286 6.074 8.099 5 WP1(13.5ft) Y -1.286 -1.629 8.099 10.123 6 WP1(13.5ft) Y ' -1529' -1.971 10.123 12.148 I 7 WP1(13.5ft) Y -1.971 -2.314 12.148 14.173 8 WP1(13.5ft)' Y -2.314 -2.785 14.173 16.197 9 WP1(13.5ft) Y -2.785 -3.341 16.197 18.222 10 WP1(13.5ft) Y -3.341 -3.77 18.222 20.247 I 11 WP1(13.5ft) Y -3.77 -4.199 20.247 22.271 12 WP1(13.5ft): Y -4.199 -4.585 22.271 24.296 13 WP1(13.5ft) Y -4.585 -4.929 24.296 26.32 I 14 WP1(13.5ft) Y -4.929 -4.977 26.32 28.345 15 WP1(13.5ft) Y -4.977 -4.727 28.345 30.37 16 WP1(13.5ft) Y -4.727 -4,527 30.37 32.394 17 WP1(13.5ft) Y -4.527 -4.333 32.394 34.419 I 18 WP1(13,5ft) V -4.333 -4.139 " 34.419 36.444 19 WP1(13.5ft) Y -4.139 -3.945 36.444 38.468 20 WP1(13.Sit) Y -3545 -3.792 38.468 40.493 I 21 WP1(13.5ft) Y -3.792 -3.635 40.493 42.518 22 WPI(13.5ft); Y -3.635 -3.569 42.518 44.542 23 WP1(13.5ft) Y -3.569 -3.519 44.542 46.567 I 24 WP1(13.5ft) Y " -3519 -3.461 46.567 48.592 25 WP1(13.5ft) Y -3.461 -3.354 48.592 50.616 26 WP1(13.51t) Y -3.354 -3.244 50.616 52.641 27 WP1(13.5ft) Y -3.244 -3.27 52.641 54.666 I 28 WP1(13.5ft) Y -327 -3.308 54.666 56.69 29 WP1(13.5ft) Y -3.308 -3.331 56.69 58.715 30 WP1(13,5ft) Y -3.331 -3.348 58.715 60.74 I 31 WP1(13.5ft) Y -3.348 -3.407 60.74 62.764 32 WP1(13.5ft) V -3.407 -3.553 62764 64.789 33 WP1(13.5ft) Y -3.553 -3.742 64.789 66.814 34 WP1(13.5ft) ' Y -3.742 -3.886 66.814 68.838 I 35 WP1(13.5ft) Y -3.886 -3.985 68.838 70.863 36 WP1(13.5ft) V -3.985 -4.125 70.863 72.887 IRISA-3D Version 14.0.1 [S:\...i...\...\03 Calculations\RI SA\concrete shearwalls-Final.r3d] Page 10 Company : Tigard Hampton Inn Designer : KH , ,Rp;sA Job Number . 16303.00 Checked By. T E C H N o $. o d e s Model Name : Allstructure Wall Panel Distributed Loads (BLC 10: BLC 1 Transient Area Loads) (Continued) I Wall Label Direction Start Magnits.sde[k/ft,FI End Magnitude[k/ft,F] Start Location[ft,%] End Location[ft,%] 37 WP1(13.5ft) Y -4.125 -4.262 72.887 74.912 I 38 WP1(13.5ft) Y ; -4.262 -4.483 74.912 76.937 39 WP1(13.5ft) Y -4.483 -4.747 76.937 78.961 40 WP1(13.5ft) Y -4.747 -4.952 78,961 80.986 41 WP1(13.5ft) Y -4.952 -5.182 80.986 83.011 42 WP1(13.5ft) Y -5.182 -5.106 83.011 85.035 43 WP1(13.5ft) Y -5.106 -5.181 85.035 87.06 44 WP1(13.5ft) Y -5.181 -5.387 87.06, 89.085 45 WP1(13.5ft) Y -5.387 -5.257 89.085 91.109 46 WP1(13.5ft) Y -5.257 -5.284 91.109 93.134 47 WP1(13.5ft) Y -5.284 -5.345 93.134 95.159 48 WP1(13.5ft) Y. -5.345 -5.29 95.159 97.183 I 49 WP1(13.5ft) Y -5.29 -5.318 97.183 99.208 50 WP1(13.5ft) Y -5.318 -5.463 99.208 101.233 51 WP1(13.5ft) Y -5.463 -5.381 101.233 103.257 52 WP1(13.5ft) Y: -5.381 -5.426 103.257 105.282 I 53 WP1(13.5ft) Y -5.426 -5.627 105.282 107.307 54 WP1(13.5ft) Y -5.627 -5.478 107.307 109.331 55 WP1(13.5ft) Y -5.478 -5.497 109.331 111.356 I 56 W P1(13.5ft) Y ' -5.497 -5.479 111.356 113.381 57 WP1(13.5ft) Y -5.479 -5.111 113.381 115.405 58 WP1(13.5ft) Y -5.111 -4.545 115.405 117.43 I 59 WP1(13.5ft) Y -4.545 -4.135 117.43 119.454 60 WP1(13.5ft) Y -4.135 3.897 119.454 121.479 61 WP1(13.5ft) Y -3.897 -3.515 121.479 123.504 62 1A1P1(13.51t) Y -3.515 -3.142 123.504 125.528 I 63 WP1(13.5ft) Y -3.142 -2.797 125.528 127.553 64 WP1(13.5ft) Y ` -2.797 -2.516 127.553 129.578" 65 WP1(13.5ft) Y -2.516 -2.169 129.578 131.602 66 WP1(13.5ft) Y -2.169 -1.739 131.602 133.627 67 WP1(13.5ft) Y -1.739 -1.381 133.627 135.652 68 WP1(13.5f()' Y -1.381 -1.061 135.652 137.676 69 WP1(13.5ft) Y -1.061 -.701 137.676 139.701 70 WP1(13.5ft) Y -.701 -.378 139.701 141.726 71 WP1(13.5ft) Y -.378 -.13 141.726 143.75 72 WP18(13.5ft) Y -107.514 -107.514 26.637 27.137 73 WP22(13.5ft) Y .617 .088 3 3.667 74 WP22(13.5ft) Y .088. -4.144 3.667 4.333 75 WP22(13.5ft) Y -4.144 -11.55 4.333 5 76 WP24(13.5ft) Y ' .83 .453 0 2.333 I 77 WP24(13.5ft) Y .453 .072 2.333 4.667 78 WP24(13.5ft) Y .072 -.394 4.667 7 79 WP24(13.5ft) Y -.394 -.903 7 9.333 80 WP24(13.5ft) Y -.903 -11.057 9.333 11.667 I 81 WP24(13.5ft) Y -11.057 -31.121 11.667 14 82 WP25(13.5ft) Y -38.174, -13.782 0 2,125 83 WP25(13.5ft) Y -13.782 -1.426 2.125 4.25 I 84 WP25(13.5ft) Y'` -1.426 -1.105 425 6.375 85 WP25(13.5ftt Y -1.105 -1.067 6.375 8.5 86 WP25(13.5ft) Y -1.067 -.663 8.5 10.625 ' 87 WP25(13.5ft) Y -.663 .066 10.625 12.75 88 WP25(13.5ft) Y .066 .472 12.75 14.875 RISA-3D Version 14.0.1 [S:\...i...\...\03 Calculations\RISA\concrete shearwalls-Final.r3d] Page 11 I ICompany : Tigard Hampton Inn tRic4A Designer KH Job Number • 16303.00 Checked By. TECHNOLOGIES Model Name : Allstructure IWall Panel Distributed Loads(BLC 10: BLC 1 Transient Area Loads) (Continued) Wall Label Direction Start Magnitude[k/ft,F_End Magnitude[k/ft,F] Start Location[ft,%] End Localion[ft,%1 89 WP25(13.5ft) Y .472 .757 14.875 17 I 90 WP24A(13.5ft) Y -.328 -.389 0 1.893 91 WP24A(13.5ft) Y -.389 -.325 1.893 3.787 92 WP24A(13.5ft) Y -.325 -.2 3.787 5.68 I 93 WP24A(13.5ft) Y -.2 -.171 5.68 7.573 94 WP24A(13.5ft) Y -.171 -.175 7.573 9.467 95 WP25B(13.5ft) Y -40.03 -14.898 0 2.383 96 WP25B(13.5ft) Y -14.898 -2.165 2.383 4.767 I 97 WP256(13.5ft) Y -2.165 -1.67 4.767 7.15 98 WP25B(13.5ft) Y,! -1.67 -1.187 7.15 9.533 99 WP25B(13.5ft) Y -1.187 -.875 9.533 11.917 I 100 WP25A(13 5ft) Y -.681 -.681 13.145 13.645 101 WP25J(13.5ft) Y .016 -.239 0 2.07 102 WP25J(13.5ft) Y -.239 -.578 2.07 4.139 103 WP25J(13.5ft) Y -.578 -.916 4.139 6.209 I 104 WP25J(13.5ft) Y -.916 -1.254 6.209 8.279 105 WP25J(13.5ft) Y -1.254 -1.591 8.279 10.349 106 WP25J(13.5ft) Y -1.591 -1.928 10.349 12.418 I 107 WP25J(13.5ft) Y -1.928 -2.307 12.418 14.488 108 WP25J(13.5ft) Y -2.307 -2.729 14.488 16.558 109 WP25J(13.5ft) Y -2.729 -3.111 16.558 18.628 110 WP25J(13.5ft) Y -3.111 -3.452 18.628 20.697 I 111 WP25J(13.5ft) Y -3.452 -3.794 20.697 22.767 112 WP25J(13.5ft) Y -3.794 -4.261 22.767 24.837 113 WP25J(13.5ft) Y -4.261 -4.858 24.837 26.907 I 114 WP25J(13.5ft) Y ; -4.858 -5.345 26.907 28.976 115 WP25J(13.5ft) Y -5.345 -5.462 28.976 31.046 116 WP25J(13.5ft) Y -5.462 -5.254 31.046 33.116 I 117 WP25J(13.5ft) Y -5.254 -5.153 33.116 35.186 118 WP25J(13.5ft) Y -5.153 -5.156 35.186 37.255 119 WP25J(13.5ft) Y -5.156 -5.828 37.255 39.325 120 WP25J(13.5ft) Y -5:828 -7245 39.325 41.395 I 121 WP25K(13.5ft) Y 1.652 .685 2.425 4.607 122 WP25K(13.5ft) Y ; .685 -.201 4.607 6.79 123 WP25K(13.5ft) Y -.201 -.562 6.79 8.972 • 124 WP25K(13,5ft) V -.562 -.924 8.972' 11.155 125 WP25K(13.5ft) Y -.924 -1.807 11.155 13.337 126 WP25K(13.5ft) Y -1.807 -2.732 13.337 15.52 127 WP25K(13.5ft) Y -2.732 -3.295 15.52 17.702 I 128 WP25K(13.5ft) Y -3.295 -3.859 17.702 19.885 129 WP25K(13.5ft) Y -3.859 -37.664 19.885 22.067 130 1NP25K(13.5ft) V -37.664 -104.55 22.067 24.25 131 WP25L(13.5ft) Y -.176 -.176 3.527 5.533 I 132 ° WP25M(13.5ft) Y -.089 -.428 0 2.074 133 WP25M(13.5ft) Y -.428 -.768 2.074 4.148 134 WP25M(13.5ft) Y' -.768 -1.112 4.148 6222 I 135 WP25M(13.5ft) Y -1.112 -1.458 6.222 8.296 136 WP25M(13.5ft) Y -1.458 -1.807 8.296 10.369 137 WP25M(13.5ft) Y -1.807 -2.199 10.369 12.443 I 138 WP25M(13.5ft) Y -2.199 -2.666 12.443 14.517 139 WP25M(13.5ft) Y -2.666 -3.112 14.517 16.591 140 WP25M(13.5ft) Y -3.112 -3.592 16.591 18.665 I RISA-3D Version 14.0.1 [S:\...\...\...\03 CalcuIations\RISA\concrete shearwalis-Final.r3d] Page 12 Company : Tigard Hampton Inn I p lc. ,* � � Designer : KH d , 4 , 4,, 4114Job Number : 16303.00 Checked By. TECHNOLOGIES Model Name : Allstructure Wall Panel Distributed Loads (BLC 10: BLC 1 Transient Area Loads) (Continued) Wall Label Direction Start Magnitude[k/ft,F_End Magnitude[k/ft,F] Start Location[ft,%] End Localion[ft,%] 141 WP25M(13.5ft) Y -3.592 -4.122 18.665 20.739 142 WP25M(13.5ft) Y -4.122 -4.62 20.739 22.813 143 WP25M(13.5ft) Y -4.62 -4.956 22.813 24.887 144 WP25M(13.5ft) V -4.956 -5.003 24.887 26.961 145 WP25M(13.5ft) Y -5.003 -4.843 26.961 29.034 146 WP25M(13.5ft) Y -4.843 -4.561 29.034 31.108 147 WP25M(13.5ft) Y -4.561 -4.113 31.108 33.182 148 WP25M(13.5ft) V -4.113 -3.62 33.182 35.256 149 WP25M(13.5ft) Y -3.62 -3.202 35.256 37.33 150 WP25M(13.5ft) Y -3.202 -2.82 37.33 39.404 151 WP25M(13.5ft) Y -2.82 -2.477 39.404 41.478 152 WP25M(13.5ft) Y -2.477 -2.22 41.478 43.552 153 WP25M(13.5ft) Y -2.22 -2.048 43.552 45.626 154 WP8(13.5ft) Y -73.352 -73.352 0 .501 155 WP18(13.5ft) Y .079 -.156 2.714 4.749 156 1NP18(135ft) Y -.156 -.88 4.749 6.784 157 WP18(13.5ft) Y -.88 -1.67 6.784 8.819 158 WP18(13.5ft); Y -1.67 -2.559 8.819 10.855 159 WP18(13.5ft) Y -2.559 -3.564 10.855 12.89 160 WP18(13.5ft)' Y -3.564 -4.345 12.89 14.925 161 WP18(13.5ft) Y -4.345 -4.881 14.925 16.96 162 WP18(13.51t) Y -4.881 -5.036 16.96 18.996 163 WP18(13.5ft) Y -5.036 -5.006 18.996 21.031 164 WP18(13.5ft) Y -5.006 -5.352 21.031 23.066 165 WP18(13.5ft) Y -5.352 -7.606 23.066 25.101 166 WP18(13.5ft) Y- -7.606 -11.398 25.101 27.137 167 WP24A(13.5ft) Y -1.594 -1.376 0 2.367 168 P24A(13.5ft) Y -1.376 -.97 2.367 4.733 169 WP24A(13.5ft) Y -.97 -.617 4.733 7.1 170 WP24A(13.5ft) Y` -.617 -.359 7.1 9.467 I 171 WP24A(13.5ft) Y -.359 -.004 9.467 11.833 172 WP251(13.5ft) Y .013 -.965 0 2.009 173 WP25I(13.5ft) Y -.965 -1.949 2.009 4.019 174 WP251(13.5ft) Y -1.949 -2.791 4.019 6.028 175 WP25I(13.5ft) Y -2.791 -3.539 6.028 8.037 176 WP251(13.5ft) Y -3.539 -4.232 8.037 10.047 177 WP25I(13.5ft) Y -4.232 -4.596 10.047 12.056 178 WP251(13.5ft) Y -4.596 -6.187 12.056 14.065 179 WP25I(13.5ft) Y -6.187 -9.459 14.065 16.075 180 WP25A(13.5ft) Y .122 -.914 8.187 9.279 181 WP25A(13.5ft) Y -.914 -2.344 9.279 10.37 182 WP25A(13.5ft) Y -2.344 -3.538 10.37 11.462 183 WP25A(13.5ft) Y -3.538 -5.56 11.462 12.554 184 P25A(13.51t) Y' -5.56 -8.518 12.554 13.645 185 WP25J(13.5ft) Y -1.045 -1.045 40.895 41.395 186 WP25C(13.5ft) Y -.897 -.897 0 .501 187 WP24C(13.5ft) Y -5.048 -2.032 0 .992 I 188 WP24C(13.5ft) Y: -2.032 -.356 .992' 1.983 189 WP24C(13.5ft) Y -.356 -.1 1.983 2.975 190 WP24C(13.5ft) Y -.1 .068 2.975, 3.967 I 191 WP24C(13.5ft) Y .068 .151 3.967 4.958 192 WP25A(13.5ft) V -.437 -1.189 0 2.274 RISA-3D Version 14.0.1 [S:\...\...\...\03 Calculations\RISA\concrete shearwalls-Final.r3d] Page 13 I I or Company : Tigard Hampton Inn Designer : KH Job Number 16303.00 Checked By T E C H N O o s I E s Model Name : Allstructure IWall Panel Distributed Loads (BLC 10: BLC 1 Transient Area Loads) (Continued) Wall Label Direction Start Magnitude[k/ft,F End Magnitude[k/ft,F] Start Location[ft,%] End Location[ft,%] 193 WP25A(13.5ft) Y -1.189 -2.047 2.274 4.548 I 194 WP25A(13.5ft) Y -2.047 -3.068 4.548 6.823 195 WP25A(13.5ft) Y -3.068 -3.195 6.823 9.097 196 WP25A(13.5ft) Y -3.195 -1.88 9.097 11.371 I 197 WP25A(13.5ft) Y -1.88 -.104 11.371 13.645 198` WP8(13.5ft) Y -19.991 7.68 0 2.143 199 WP8(13.5ft) Y -7.68 -1.422 2.143 4.286 I200 WP8(13.5ft) Y -1.422 -1.186 4286 6.429 201 WP8(13.5ft) Y -1.186 -.818 6.429 8.571 202 WP8(13.5ft) Y -.818 -.356 8.571 10.714 203 WP8(13.5ft) Y -.356 .048 10.714 12.857 I 204 WP8(13.5ft) Y`, .048 .406 12.857 15 205 WP10(13.5ft) Y -3.158 -3.158 0 .501 206 WP25D(13.5ft) V -.698 -.516 0 .783 207 WP25D(13.5ft) Y -.516 -.406 .783 1.567 I 208 WP25D(13.5ft) Y -.406 -.282 1.567 2.35 209 WP25D(13.5ft) Y -.282 -.103 2.35 3.133 210 WP25D(13.5ft) Y -.103 .006 3.133 3.917 211 WP24C(13.5ft) Y -13.034 -6.874 0 1.983 I 212 WP24C(13.5ft) Y -6.874 -4.043 1.983 3.967 213 WP24C(13.5ft) Y -4.043 -3.994 3.967 5.95 214 WP24C(13.5ft) Y -3.994 -22.136 5.95 7.933 I 215 WP24C(13.5ft) Y -22.136 -59.015 7.933 9.917 216 WP10(13.5ft) Y -.055 -.397 0 1.467 217 WP10(13.5ft) Y -.397 -.563 1.467 2.933 I 218 WP10(13.5ft) V -.563 -.501 2.933 4.4 219 WP10(13.5ft) Y -.501 -.317 4.4 5.867 220 WP10(13.5ft) Y -.317 -.065 5.867 7.333 221 WP25E(13.5ft) Y -.014 -.235 0 1.3 222 WP25E(13.5ft) V -.235 -.428 1.3 2.6 223 WP25E(13.5ft) Y -.428 -.434 2.6 3.9 224 WP25E(13.5ft) Y -.434 -.241 3.9 5.2 I 225 WP25E(13.5ft) Y -.241 -.014 5.2 6.5 226 WP25F(13.5ft) Y -1.861 -.842 0 .6 227 WP25F(13.5ft) Y -.842 -.284 .6 1.2 I 228 WP25F(13.5ft) Y ': -.284 -.185 1.2 1.8 229 WP25F(13.5ft) Y -.185 -.083 1.8 2.4 230 WP25F(13.5ft) Y -.083 .02 2.4 3 231 WP24B(13.5ft) Y -.066 -.066 27.667 28.167 I 232 WP8(13.5ft) Y -5.933 -2.482 0 1.8 233 WP8(13.5ft) Y -2.482 -.674 1.8 3.6 234 WP8(13.5ft) Y -.674 -.42 3.6 5.4 235 WP8(13.5ft) Y -.42 -.061 5.4 7.2 I 236 WP8(13.5ft) Y -.061 .168 7.2 9 237 WP10(13.5ft) Y -18.147 -6.006 0 .587 238 WP10(13.5ft) Y -6.006 .234 .587 1.173 I 239 WP10(13.5ft) Y .234 .437 1.173 1.76 240 WP10(13.51t) Y .437 .539 1.76 2347 241 WP10(13.5ft) Y .539 .607 2.347 2.933 I 242 WP17(13.5ft) V -.155 -.155 22.388 22.888 243 WP18(13.5ft) Y -.338 -.265 0 1.085 244 WP18(13.5ft) Y -.265 -.175 1.085 2.171 RISA-3D Version 14.0.1 [S:\...\...i...\03 Calculations\RISA\concrete shearwalls-Final.r3d] Page 14 Com : Tigard Hampton Inn I ; *a PAY 9 P Designer : KH Job Number 16303.00 Checked By. TECHNOLOGIES Model Name : Allstructure Wall Panel Distributed Loads(BLC 10: BLC 1 Transient Area Loads) (Continued) 1 Wall Label Direction Start Magnitude[k/ft,F_End Magnitude[k/ft,F] Start Location[ft,%] End Location[ft,%] 245 WP18(13.5ft) Y -.175 -.091 2.171 3.256 246 WP18(13.5ft);, Y -.091 -.028 3.256 4.342 247 WP18(13.5ft) Y -.028 .004 4.342 5.427 248 WP25F(13.5ft) Y -3.702 -3.702 0 .501 249 WP24B(13.5ft) Y -3.233 -3.439 14.083 16.095 250 WP24B(13.5ft) Y -3.439 -3.449 16.095 18.107 251 WP246(13.5ft) Y -3.449 -3.181 18.107 20.119 252 WP24B(13.5ft) Y -3.181 -2.943 20.119 22.131 253 WP24B(13.5ft) Y -2.943 -2.532 22.131 24.143 254 WP24B(13.5ft) Y -2.532 -1.876 24.143 26.155 255 WP24B(13.5ft) Y -1.876 -1.206 26.155 28.167 256 WP14(13.5ft) Y -18.356 -18.356 0 .501 257 WP17(13.5ft) Y -.052 -.365 0 2.081 258 WP17(13.5ft) Y -.365 -.712 2.081 4.161 259 WP17(13.5ft) Y -.712 -1.125 4.161 6.242 260 WP17(13.5ft) Y -1.125 -1.526 6.242 8.323II 261 WP17(13.5ft) Y -1.526 -1.864 8.323 10.404 262 WP17(13.5ft) Y -1.864 -2.118 10.404 12.484 263 WP17(13.5ft) Y -2.118 -2.03 12.484 14.565 264 WP17(13.5ft) Y -2.03 -1.646 14.565 16.646 265 WP17(13.5ft) Y -1.646 -1.214 16.646 18.727 266 WP17(13.5ft) Y -1.214 -.901 18.727 20.807 267 WP17(13.5ft) Y -.901 -.739 20.807 22.888 268 WP24B(13.5ft) Y -2.906 -2.695 0 2.012 269 WP24B(13.5ft) Y -2.695 -2.697 2.012 4.024 270 WP24B(13.5ft) Y -2.697 -2.749 4.024 6.036 271 WP24B(13.5ft) Y -2.749 -2.9 6.036 8.048 272 WP24B(13.5ft) Y; -2.9 -3.063 8.048 10.06 273 WP24B(13.5ft) Y -3.063 -3.092 10.06 12.071 274 WP24B(13.5ft) Y -3.092 -3.231 12.071 14.083 I 275 WP25H(13.5ft) Y -.006 -.381 0 2.017 276 WP25H(13.5f1) Y -.381 -.696 2.017 4.033 277 WP25H(13.5ft) Y -.696 -1.083 4.033 6.05 278 WP25H(13.5ft) Y -1.083 -1.451 6.05 8.067 279 WP25H(13.5ft) Y -1.451 -1.733 8.067 10.083 280 WP25H(13.5ft) V -1.733 -2.058 10.083 12.1 281 WP25H(13.5ft) Y -2.058 -2.169 12.1 14.117 282 WP25H(13.5ft) Y -2.169 -2.23 14.117 16.133 283 WP25H(13.5ft) Y -2.23 -2.301 16.133 18.15 284 WP25H(13.5ft) Y; -2.301 -2.29 18.15 20.167 285 WP25H(13.5ft) Y -2.29 -2.269 20.167 22.183 286 WP251-I(13.5ft) Y' -2.269 -2.272 22,183 24.2 287 WP25H(13.5ft) Y -2.272 -2.245 24.2 26.217 288 1/1/P25H(13.5ft) Y -2245 -2245 26.217 28.233; 289 WP25H(13.5ft) Y -2.245 -2.339 28.233 30.25 290 WP25I(13.5ft) Y .171 -.347 4.822 7.073 291 WP25I(13.5ft) Y -.347 -.901 7.073 9.323 292 WP251(13.5ft) Y -.901 -1.427 9.323 11.574 293 WP25I(13.5ft) Y -1.427 -3.627 11.574 13.824 294 WP251(13.5ft) Y` -3.627 -7.484 13.824 16.075 I 295 WP14(13.5ft) Y -23.203 -7.494 0 .6 296 WP14(13.5ft) Y -7.494 .422 .6 1.2 RISA-3D Version 14.0.1 [S:\...\...\...\03 Calculations\RISA\concrete shearwalls-Final.r3d] Page 15 ICompany : Tigard Hampton Inn R.ro r e-. Designer : KH ° Job Number : 16303.00 Checked By. T E C H N o r. o c r E s Model Name : Allstructure IWall Panel Distributed Loads(BLC 10: BLC 1 Transient Area Loads) (Continued) Wall Label Direction Start Magnitude[k/ft, End Magnitude[k/ft,F] Start Location[ft,%] End Location[ft,%] 297 WP14(13.5ft) Y .422 .54 1.2 1.8 I298 WP14(13.5ft) Y .54 .676 1.8 2.4 299 WP14(13.5ft) Y .676 .783 2.4 3 300 WP25G(13.5ft) Y -.059 -.399 0 2.038 I 301 WP25G(13.5ft) Y -.399 -.695 2.038 4.077 302 WP25G(13.5ft) Y -.695 -1.04 4.077 6.115 303 WP25G(13.5ft) Y -1.04 -1.444 6.115 8.154 304 WP25G(13.5ft) Y -1.444 -1.818 8.154 10.192 I 305 WP25G(13.5ft) Y -1.818 -2.166 10.192 12.231 306 WP25G(13.5ft) Y -2.166 -2.493 12.231 14.269 307 WP25G(13.5ft) Y -2.493 -2.692 14.269 16.308 I 308 WP25G(13.5ft) Y -2.692 -2.257 16.308 18.346 309 WP25G(13.5ft) Y -2.257 -1.437 18.346 20.385 310 WP25G(13.5ft) Y -1.437 -.791 20.385 22.423 311 WP25G(13.5ft) Y -.791 -.349 22.423 24.462 I 312 WP25G(13.5ft) Y -.349 -.042 24.462 26.5 313 WP25H(13.5ft) Y -2.337 -2.382 30.25 32.267 314 WP25H(13.5ft) Y -2.382 -2.441 32.267 34.283 I 315 WP25H(13.5ft) Y -2.441 -2.569 34.283 36.3 316 . WP25H(13.5ft) Y -2.569 -2.692 36.3 38.317 317 WP25H(13.5ft) Y -2.692 -2.874 38.317 40.333 318 WP25H(13.5ft) Y -2.874 -2.973 40.333 42.35 I 319 WP25H(13.5ft) Y -2.973 -2.817 42.35 44.367 320 WP25H(13.5ft) Y -2.817 -2.494 44.367 46.383 321 WP25H(13.5ft) Y -2.494 -2.103 46.383 48.4 I 322 WP25H(13.5ft) Y -2.103 -1.74 48.4 50.417 323 WP25H(13.5ft) Y -1.74 -1.431 50.417 52.433 324 WP25H(13.5ft) Y` -1.431 -1.103 52.433 54.45 325 WP25H(13.5ft) Y -1.103 -.707 54.45 56.467 I 326 WP25H(13.5ft) Y -.707 -.324 56.467 58.483 327 WP25H(13.5ft) Y -.324 -.012 58.483 60.5 328 WP24C(13.5ft) Y -8.3 -8.3 9.417' 9.917 I Member Area Loads (BLC 1 : Dead) I Joint A Joint B Joint C Joint D Direction Distribution Magnitude[kst] 1 N39 N63 N58 N40 Y Two Way -.175 2 N40 ` N97 N33 N58 Y Two Way -.175 I 3 N97 N45 N46 N33 Y Two Way -.175 4'! N46 , N47 N48 N33 Y Two Way -.175 5 N48 N49 N50 N51 Y Two Way -.175 6 N48 N51 N57 N33 Y Two Way -.175 I 7 N51 N53 N56 N57 Y Two Way -.175 8 N53 ' N54 N55 N56 Y Two Way -.175 IConcrete Wall Panel Rebar Parameters Label Vert Bar Si..Max Vert Bar...Min Vert Bar...Vert Bar In...HorZ Bar... Max Horz Ba...Min Horz Bar Spa..Horz Bar I...Group... I 1 8-inch wall #5 18 4 1 #5 18 4 2 2 12-inch wall #6 18 4 2 #5 18 4 2 IRISA-3D Version 14.0.1 [S:\...\...i...\03 Calculations\RISA\concrete shearwalls-Final.r3d] Page 16 CoTi and Hampton Inn Designer nPaY : g : KH Job Number : 16303.00I Checked By. T ECN N O L O G I E S Model Name : Allstructure Concrete Wall Panel Cover Parameters Label Outer Bars Location Int Cover-z[in] Ext Cover+z[in Edge Cover[in] Transfer In Transfer Out 1 8-inch wall Vertical Centered 1 1 2 2 12-inch wall Vertical Each Face 1 1 2 Wall Panel Data I Label A Joint B Joint C Joint D Joint Material Type Material Set Thicknes...Design Rule PaneltSpacing 1 WP1 N39 N40 N65 N64 Concrete conc4000N... 12 12-inch wall N/A II 2 WP8 N46 N47 N72 N71 Concrete Conc4000N... 8 8-inch wall N/A 3 WP10 N48 N49 N74 N73 Concrete Conc4000N... 12 12-inch wall N/A 4 WP14, N53 N54 N79 N78 Concrete Conc4000N... 12 12-inch wall N/A 5 WP17 N56 N57 N82 N81 Concrete Conc4000N... 12 12-inch wall N/A 6 WP18 N57 N58 N83 N82 Concrete'ccnc4000N... 12 12-inch wall N/A 7 WP22 N61 N62 N87 N86 Concrete Conc4000N... 12 12-inch wall N/A 8 WP24: N63 N25 N26 N88 Concrete cone/4000M.. 12 12-inch wall N/A 9 WP25 N27 N39 N64 N28 Concrete Conc4000N... 12 12-inch wall N/A 10 WP24A N41 N40 N65 N66 Concrete Conc4000N... 12 12 inch watt N/A 11 WP25B N97 N41 N66 N98 Concrete Conc4000N... 12 12-inch wall N/A 12 WP25D N45 N44 N69 N70 Concrete Conc400ON•.. 12 12-inch wall N/AII 13 WP25D N48 N47 N72 N73 Concrete Conc4000N... 8 8-inch wall N/A 14 WP25E N50 N49 N74 N75 Concrete Conc4000N... 12 12-inch wall N/A 15 WP25F N51 N50 N75 N76 Concrete Conc4000N... 12 12-inch wall N/A 16 WP24BN53 N51 N76 N78 Concrete Conc4000N... 12 12-inch wall N/A 17 WP25G N55 NM N79 N80 Concrete Conc4000N... 12 12-inch wall N/A 18 WP25H N56 N55 N80 N81 Concrete conc4000N... 12 12-inch wall N/A 19 WP24C N35 N31 N32 N36 Concrete Conc4000N... 8 8-inch wall N/A 20 WP25I N33 N37 N38 N34 Concrete Conc4000N...- 8 8-inch wall N/A 21 WP25A N45 N97 N98 N70 Concrete Conc4000N.-- 12 12-inch wall N/A 22 WP25D N59 N58 N83 N84 Concrete Conc4000N... 12 12-inch wail N/A 23 WP25K N60 N29 N30 N85 Concrete Conc4000N... 8 8-inch wall N/A 24 WP25L N61. N60 N85 N86 Concrete Conc4000N... 12 12-inch wall N/A 25 WP25M N63 N62 N87 N88 Concrete Conc4000N... 12 12-inch wall N/A I Wall Panel ACI 318-14: Concrete Code Checks (In Plane) Wall Panel Region Max UC LC Shear UC LC Pn*phi[k] Mn*phi[k-ft] Vn*phi[k] I 1 WP1 R1 .046 5 .102 14 39146.198 61927.895 4709.086 2 WP8 R1 .11 4 .179 14 1504.652 7142167 306.764 3 WP10 R1 .038 14 .067 14 NC 1142.014 240.23 4 WP14 R1 .051 9 .087 9 676.187 403.077 103.49 5 WP17 R1 .049 14 .125 8 NC 8181.477 778.749 6 WP18 R1 .063 5 .08 14 7428:848 4954.661 916.959 7 WP22 R1 .077 16 .093 14 NC 444.145 163.794 8 WP24 R1 .072 8 .104 9 3078.91 7698.841 481.652 9 WP25 R1 .086 16 .189 8 NC 4561.928 584.161 10 WP24A R1 .051 8 .151 8 3272.727 2069.66 412.598 11 WP25B R1 .07 5 .181 8 3055.443 4678.189 419.027 12 WP25C R1 .066 7 .084 14 NC 2116.13 343.967 13 WP25D R1 .121 15 .113 15 NC 153.009 75.924 14 WP25E R1 " .041 6 .083 8 1784.875 218.803 212.932 15 WP25F R1 .039 5 .112 8 867.787 67.057 101.046 RISA-3D Version 14.0.1 [S:\...\...\...\03 Calculations\RISA\concrete shearwalls-Final.r3d] Page 17 ICompany : Tigard Hampton Inn r. Designer : KH 1 H NRE*A Job Number : 16303.00 Checked By. T E C H N O L O G I E S Model Name Allst[ucture IWall Panel ACI 318-14: Concrete Code Checks (In Plane) (Continued) Wall Panel Region Max UC LC Shear UC LC Pn*phi[k] Mn*phi[k-ft] Vn*phi[k] 16 WP24B R1 .05 5 .115 8 7717.115 2402.604 969.45 I 17 WP25G R1 .047 5 .092 8 7266.794 3755.811 903.608 18 WP25H R1 .047 5 .112 15 16469.034 NC 1981.907 19 WP24C R1 .177 4 .154 4 1615.324 2153.038 205.777 20 WP25I R1 .106 5 .2 7 2845.701 3904.557 349.986 I' 21 WP25A R1 .054 7 .109 14 3759.995 3267.103 460.445 22 WP25J R1 .051 16 .159 15 NC 27801.084 1356.047 23 WP25K R1 .189 4 .294 9 2594.084 16963.576 548.641 I 24 WP25LR1 .061 14 .138 7 NC 1454.004 303.009 25 WP25M R1 .055 14 .135 15 NC 31559.717 1494.639 IEnvelope Wall Panel Forces • Wall Label Elevation... Axial[k] LC x Shear[k_ LC z Shear[ft LC x-x Mo... LC z-z Mo... LC I 1 WP1 0 max 1803.859 5 439.734 15 -.029 16 0 9 4669.7... 14 2 0 min 994.86 17 -479.857 14 -.352 9 0 16 -782.8. 15 3 WP8 0 max 203.402 7 -8.45 15 .012 14 0 7 73.268 14 4 0 min 104.964 14 -54.177 14 -.072 7 0 14 -249.2... 7 I5 WP10 0 max 76.814 8 9.32 15 .352 8 0 17 66.364 14 6 0 min 35.381 15 -15.993 14 .058 17 0 8 -26.553 15 7 WP14 0 max 44.141 5 5.472 16 .062 8 0 17 10.606 14 I 8 0 min 22.177 20 ' -8.211 9 .002 15 0 8 -3.965 15 9 WP17 0 max 280.248 5 54.896 17 .455 7 0 14 404.153 14 10 0 min 112014 16 -94022 8 06 14 0 7 -252.6... 15 I 11 WP18 0 max 467.989 5 68.424 14 -.141 15 0 6 593.332 8 12 0 min 226.953 17 -73.156 8 -.468 5 0 15 166.056 17 13 WP22 0 max 49.525 5 13.833 14 .071 7 0 14 37.712 8 14 0 min 22.621 16 -11.806 7 -.037 14 0 7 -21.438 17 I 15 WP24 0 max 220.402 8 49.948 9 -.022 15 0 8 551.117 8 16 0 min 92.958 17 -28.658 16 .151 8 0 15 -155:0... 17 17 WP25 0 max 244.595 7 8.504 17 .007 15 0 14 401.608 8 I 18 0 min 92.303 16 -110.237 8 -.11 6 0 15 -416.8... 9 19 WP24A 0 max 166.346 8 8.642 17 .148 7 .009 7 105.197 8 20 0 min 58.752 15 -62.233 8 -.012 14 -.007 14 -67.762 17 21 WP256 0 max 208.859 5 15.191 17 -.05 15 .007 14 46.852 8 I 22 0 min 99.739 14 -54.938 8 -.173 5 -.009 7 -78.796 9 23 WP25C 0 max 93.951 6 19.271 15 .288 8 0 17 117.8 14 24 0 min 12.86 15 -28.318 14 .108 15 0 8 -1402.. 7 25 WP25D 0 max 30.97 8 4.667 14 -.003 15 0 14 25.034 8 I 26 0 min 15.546 17 -8.557 7 -.074 6 0 15 5.664 17 27 WP25E 0 max 73.941 6 8.646 17 .321 7 0 14 35.745 8 28 0 min 15:362 15 -18.579 8 .039' 14 0 7` -17.984 17 I 29 WP25F 0 max 34.171 5 2.994 17 .035 16 0 9 8.788 14 30 " 0 min; 17:178 15 -10.697 8 -.053 9 0 16 -7.094 15 31 WP24B 0 max 388.21 5 50.483 17 .149 15 0 14 208.299 16 I 32 0 min 180026 14 111.857 8 -.501 14 0 15 -274.2... 9 33 WP25G 0 max 340.412 5 52.674 17 .477 7 0 14 515.838 8 34 0 min, 129.867 15 -82.448 8 -.02 14 0 7 -126.6... 17 35 WP25H 0 max 766.234 5 227.483 7 .303 8 0 17 1748.5... 14 I 36 0 min' 324.177 16 -197.557 14 .071 17 0 8 -1345.... 15 37 WP24C 0 max 305.327 4 34.299 7 0 8 0 16 67.219 14 RISA-3D Version 14.0.1 [S:\...\...\...\03 Calculations\RISA\concrete shearwalls-Final.r3d] Page 18 Company :n Tigard Hampton Inn 111 5e,..k9 P Designer : KH ' Job Number : 16303.00 Checked By. �" � TECHNOLOGIES Model Name : Allstructure Envelope Wall Panel Forces (Continued) I Wall Label Elevation... Axial[k] LC x Shear[k LC z Shear[k LC x-x Mo... LC z-z Mo... LC 38 0 min 196282 15 13.212 14 0 17 0 17 -135.59 7 39 W P25I 0 max 288.07 5 64.314 7 .077 8 0 14 304.036 14 40 0 min 115.167 15 -9.254 14 .027 17 0 8 -67.308 15 41 WP25A 0 max 204.007 7 47.748 14 -.099 15 0 8 177.264 7 42 0 min 91.24 14 -13.847 15 -.432 6 0 15 -18.737 14 43 WP25J 0 max 562.748 5 216.467 7 .12 8 0 9 1850.9.. 8 44 0 min 311.719 17 -168.888 14 -.132 9 0 16 305.368 15 45 WP25K 0 max 592.197 5 159.613 9 -.032 15 0 14 2303.9-- 8 46 0 min 305.45 17 1.949 16 -.082 5 0 15 778.845 17 47 WP25L 0 max 110.201 9 41.803 7 .529 8 0 17 88.902 14 48 0 min` 3.826 16 -35.109 14 .097 17 0 8 -64.936 15 49 WP25M 0 max 508.797 5 201.968 15 .469 8 0 17 1802.0.. 14 50 0 min 263.808 14 -197.335 14 -.125 15 0 8 1007.... 15 I 1 I 1 1 I 1 1 1 1 1 RISA-3D Version 14.0.1 [S:\...\...\...\03 Calculations\RISA\concrete shearwalls-Final.r3d] Page 19 I AMPLIFICATION FACTOR-ASCE 7-10 12.8.4.3- (SEE PREVIOUS RISA LOAD COMBINATIONS) ILoad Combo Node Direction Load Combo Node Direction X Y Z x y z I 6 N39 0.003 -0.004 0.002 6 N55 0.002 -6.00E 03 0.001 7 N39 -0.002 -0.005 0.002 7 N55 -0.003 0.005 0 8 N39 0.001 -0.006 0.011 8 N55 -0.001 -0.004 0.005 9 N39 0 -0.003 -0.006 9 N55 0 -0.006 -0.003 I 10 N39 0.001 -0.004 0.003 10 N55 0 -0.005 0 11 N39 0 0.004 0.001 11 N55 0 -0.005 0.001 12 N39 0.001 -0.004 0.003 12 N55 0 -0.005 0 13 N39 0 -0.004 0.001 13 N55 0 -0.005 0.001 I 14 N39 0.003 -0.002 0.002 14 N55 0.002 -0.003 0 15 N39 -0.002 -0.003 0.001 15 N55 -0.003 -0.002 0 16 N39 0.001 -0.004 0.01 16 N55 -0.001 -0.001 0.005 I 17 N39 0 0 -0.007 17 N55 0 -0.004 -0.004 18 N39 0 -0.002 0.003 18 N55 0 -0.002 0 19 N39 0 -0.002 0 19 N55 0 -0.002 0.001 20 N39 0 -0.002 0.003 20 N55 0 -0.002 0 1 21 N39 0 -0.002 0 21 N55 0 -0.002 0.001 Load Combo Direction I XAVG Y AVG Z AVG Ax 6 0.0025 -0.005 0.0015 1.234568 4-controls 7 -0.0025 -0.005 0.001 2.777778 4-controls I 8 0 -0.005 0.008 1.312934 4-controls 9 0 -0.0045 -0.0045 0.308642 Use 1.0 10 0.0005 -0.0045 0.0015 2.777778 4-controls 11 0 -0.0045 0.001 0.694444 Use 1.0 I 12 0.0005 -0.0045 0.0015 2.777778 F controls 13 0 -0.0045 0.001 0.694444 Use 1.0 14 0.0025 -0.0025 0.001 2.777778 4--controls 15 -0.0025 -0.0025 0.0005 2.777778 4-controls I 16 0 -0.0025 0.0075 1.234568 F controls I 17 0 -0.002 -0.0055 0.367309 Use 1.0 18 0 -0.002 0.0015 2.777778 4-controls I 19 0 -0.002 0.0005 2.777778 4controls 20 0 -0.002 0.0015 2.777778 4-controls 21 0 -0.002 0.0005 2.777778 4-controls I I I 03' I 1 I A ALLSTRUCTURE Tigard Hampton InnJ. BY KH DATE Engineering LLC CHKBY DATE 7140 SW Fir Loop, Suite 231 16305 00 Tigard, Oregon 97223 JOB NO �W emw v: 503.620.4314 • f: 503.620.4304 SHEET OF Designer : KH Job Number : 16303.00 Checked By: Model Name : Allstructure WP1 CRITERIA MATERIALS GEOMETRY Code : ACI 318-14 Material Set : Conc4000NW Total Height : 13.5 ft Design Rule : 12-inch wall Concrete fc : 4 ksi Total Length : 143.75 ft Loc of r/f : Each Face Concrete E : 3644 ksi Thickness :: 12 in Outer Bars : Vertical Concrete G : 1584 ksi Conc Density : .145 k/ft^3 ) in Vert Bar Size : #6 Lambda : 1 ExtIntCover Cover(r(-( :: 11 in Horz Bar Size : #5 Conc Str Blk : Rectangular Cover Open/Edge 2 in K : 1 Transfer In? : No Vert Bar Fy : 60 ksi Use Cracked? : Yes Transfer Out? : No Horz Bar Fy : 60 ksi In Icr Factor : .7 Group Wall? : No Steel E : 29000 ksi Out Icr Factor : .35 I kkAAA,;A \ :PP , O Ate PA A �,� \\ PA \, t �' �\ �� N. tP AP gip s. ..� \ �� ��.� ..\r\ .�. \\\.': . \ r ` \;\\\s.... i'N64 N65 143.75 ft N REGION RESULTS UC Max UC Shear Delta Max UC Max UC Shear Delta Max Region In Plane LC In Plane LC In Plane(in) LC Out Plane LC Out Plane LC Out Plane(in) LC R1 .046 5 .102 14 N/A N/A .046 5 ()Plane 14 N/A N/A REINFORCEMENT RESULTS I Vertical Horizontal Region Reinforcement Reinforcement R1 #6 • 18in oc e.f. #5 •►18in oc e.f. I I I I I I I I RISA-3D Version 14.0.1 [S:\...\...\...\03 Calculations\RISA\concrete shearwalls- Final.r3d] Page 1 Designer : KH I Job Number : 16303.00 Checked By: Model Name : Allstructure WP1 :R1 (In-Plane) CRITERIA MATERIALS GEOMETRY ICode : ACI 318-14 Material Set : Conc4000NW Total Height : 13.5 ft Design Rule : 12-inch wall Concrete fc : 4 ksi Total Length : 143.75 ft Lac of r/f : Each Face Concrete E : 3644 ksi Thickness : 12 in I Outer Bars : Vertical Concrete G : 1584 ksi Conc Density : .145 k/ft^3 Int Cover(-z) : 1 in Vert Bar Size : #6 Lambda : 1 Ext Cover(+z) : 1 in I Horz Bar Size : #5 Conc Str Blk : Rectangular Cover Open/Edge 2 in K : 1 Vert Bar Spac : 18 in Vert Bar Fy : 60 ksi Use Cracked? : Yes I Horz Bar Spac : 18 in Horz Bar Fy : 60 ksi Icr Factor : .7 Group Wall? : No Steel E : 29000 ksi ENVELOPE DIAGRAMS I ACI 318-14 Code Check Min: 0 at 6.75 ft Min: -481.5 at 10.125 ft Min: -782.9 at 0 ft k k k-ft AXIAL/BENDING DETAILS I UC Max : .046 Location : 0 ft Gov Pu : 1803.859 k tea, phi*Pn : 39146.198 k Gov Mu : 2853.64 k-ft phi*Mn : 61927.894 k-ft phi eff. : .65 I Gov LC : 5 �� SHEAR DETAILS I UC Max 102 Location : 10.8 ft I Gov Vu phi*Vn : -480.764 k oa : 4709.086 k Vnmax : 10473.486 k P V MVc : 3456.25 k I Vs : 2822.531 k Max: 1804 at 0 ft Max: 441.2 at 10.125 ft Max: 4670 at 0 ft Gov LC : 14 IDEFLECTION DETAILS Delta max : -1 in I Deflection Ratio H/-13 Location : 0 ft Gov LC : 0 I 1 IRISA-3D Version 14.0.1 [S:\...\...\...\03 Calculations\RISA\concrete shearwalls- Final.r3d] Page 1 I Company : Tigard Hampton Inn Designer KH Job Number : 16303.00 Checked By: Model Name .: Al!structure WP1 :R1 WALL SEGMENT SECTION PROPERTIES Total Length : 143.75 ft r : 416.628 in As Provided (H) : 6.75 inA2 A : 20700.043 inA2 KUr : .389 rho Provided (H) : .0035 Igross : 5.13299e+9 in^4 As min (H) : 3.888 inA2 (cracked : 3.59309e+9 in^4 rho min (H) : .002 Cracked Mom, Mcr: 235244.8 k-ft As Provided (V) : 86.59 inA2 rho Provided (V) : .0042 As min (V) : 31.05 inA2 rho min (V) : .0015 SLENDER BENDING SPAN RESULTS I KL/r in Cm in Lu in (ft) Pc(k) deltaNS M act(k-ft) M2 min (k-ft) Mc in (k-ft) .389 .964 13.5 0 N/A 0 0 NIA In-Plane Wall Interaction Diagram I n PP(k) — hi*Mn 75281 —Cap. Line 60000 11111111 I 40000 11111111111111111%.- I 20000 11.11,01 -/e. -5195 ' 300000 600000 900000 12000=04066 M (k-ft) I I I I I I RISA-3D Version 14.0.1 [S:\...\...\...\03 Calculations\RISA\concrete shearwalls- Final.r3d] Page 2 ICompany : Tigard Hampton Inn Designer : KH 1 Job Number : 16303.00 Checked By: Model Name : Alistructure WP1 :R1 CROSS SECTION DETAILING I Interior Face #6�?« 18in oc I \\ 1 in cover // / 5.13 in i I •� 11 I c I -• ( , / .\ N / r, :-1 ' If ,,,,,_ �� c,ej‘ \ , • . 1 in cover2 in cover Exterior Face \ #5 @ 18in oc I I I I I I I I I I 1 IRISA-3D Version 14.0.1 [S:\...\...\...\03 Calculations\RISA\concrete shearwalis- Final.r3d] Page 3 Designer : KI---1 Job Number 16303.00 Checked By: Model Name Allstructure WP8 CRITERIA MATERIALS GEOMETRY Code : ACI 318-14 Material Set : Conc4000NW Total Height : 13.5 ft Design Rule : 8-inch wall Concrete fc : 4 ksi Total Length : 15 ft Loc of r/f : Centered Concrete E : 3644 ksi Thickness : 8 in Outer Bars : Vertical Concrete G : 1584 ksi Conc Density : .145 k/ft^3 Int Cover(-z) : 1 in Vert Bar Size : #5 Lambda : 1 Ext Covez) : 1 in Horz Bar Size : #5 Conc Str Blk : Rectangular Cover OEdge 2 in 1 K : 1 Transfer In? : No VertBar Fy : 60 ksi Use Cra"Paikee(eRnt+dol ? : Yes Transfer Out? : No Horz Bar FY : 60 ksi In Icr Far : .7 I Group Wall? : No Steel E : 29000 ksi Out Icr Fr : .35 \\ fir\ ` \\ �`: \ \ mrg \\ `\ \ 1 \ �T\\\\ I \ \\ \ 3y ''- „fix\� \� \ \\\\. '\ \`€r o\\\ o'n � \\ \\moi:0. • A U \ ° 3 \\\\\ \\max r•'. ,� �\ \`�\\\� a'r.\ ' \ \\'\\. \�\ \\� -v�`\ �\\ \ \� %�\ \\Y>it \\\gyp\ `\\ . :fir\ �\`,�\\�. :. >s \ \ � '',.,-4'-, n%4 �� \• ti4 aye \ \ \�\\ r . '\\\ \ \ \\ \� `�\\�\ -4$,z \ \ \\\\\ `\\ �� \ \ � \ h`V \ 0‘g, --A- ''� \\\ `fib\\\\\ \„ \\�\. \ a \ \ \ y�,�t,N71 �..r�yA V;.v.s„ A, A\_ e � 'SVA; . _ I � iN72 15ft REGION RESULTS UC Max UC Shear Delta Max UC Max UC Shear Delta Max Region In Plane LC In Plane LC In Plane(in) LC Out Plane LC Out Plane LC Out Plane(in) LC R1 .11 4 .179 14 NIA N/A .079 7 002 7 N/A N/A I REINFORCEMENT RESULTS Vertical Horizontal Region Reinforcement Reinforcement R1 #5t18in oc ctr #5 cr@D18in oc ctr I I RISA-3D Version 14.0.1 [S:\...\...\...\03 Calculations\RISA\concrete shearwalls- Final.r3d] Page 1 Designer : KH I Job Number : 16303.00 Checked By: Model Name : Alistructure WP8:R1 (In-Plane) CRITERIA MATERIALS GEOMETRY I Code : ACI 318-14 Material Set : Conc4000NW Total Height : 13.5 ft Design Rule : 8-inch wall Concrete fc : 4 ksi Total Length : 15 ft Loc of r/f : Centered Concrete E : 3644 ksi Thickness : 8 in I Outer Bars : Vertical Concrete G : 1584 ksi Conc Density : .145 k/ft^3 Int Cover(-z) : 1 in Vert Bar Size : #5 Lambda : 1 Ext Cover(+z) : 1 in I Horz Bar Size : #5 Conc Str BIk : Rectangular Cover Open/Edge 2 in K : 1 Vert Bar Spac : 18 in Vert Bar Fy : 60 ksi Use Cracked? : Yes Horz Bar Spac : 18 in Horz Bar Fy : 60 ksi Icr Factor : .7 I Group Wall? : No Steel E : 29000 ksi ENVELOPE DIAGRAMS iMin: 0 at 6.75 ft Min: -54.791 at 10.125 Min: -785.7 at 13.5 ft AC/318-14 Code Check k k k-ft y AXIAL/BENDING DETAILS UC Max : .11 Location : 13.5 ft Ii Gov Pu : 165.531 k �� phi*Pn 1504.652 k 1 I Gov Mu : -785.729 k-ft phi*Mn : 7142.167 k-ft 0 hi eff. : .73 I Gov LC : 4 SHEAR DETAILS I UC Max : .179 Location : 10.125 ft Gov Vu : -54.791 k phi*Vn : 306.764 k IVnmax : 728.591 k P V M Vc : 261.756 k Vs : 147.263 k I Max: 203.4 at 0 ft I Max: 0 at 6.75 ft Max: 73.268 at 0 ft Gov LC : 14 IDEFLECTION DETAILS Delta max : -1 in 1 Deflection Ratio : H/-13 Location : 0 ft Gov LC : 0 I I IRISA-3D Version 14.0.1 [S:\...\...\...\03 Calculations\RISA\concrete shearwalls- Final.r3d] Page 1 Tigard Ham Company ton inn I p Designer : KH Job Number : 16303.00 Checked By: Model Name : Al!structure WP8:R1 WALL SEGMENT SECTION PROPERTIES Total Length : 15 ft r : 43.474 in As Provided (H) : 3.375 in^2 A : 1440.004 in^2 KUr : 3.726 rho Provided (H) : .0026 Igross : 3.88803e+6 in^4 As min(H) : 2.592 in^2 Icracked : 2.72162e+6 in"4 rho min (H) : .002 Cracked Mom, Mcr: 1707.64 k-ft I As Provided (V) : 3.682 in^2 rho Provided (V) : .0026 As min (V) : 1.728 inA2 - I rho min (V) : .0012 SLENDER BENDING SPAN RESULTS I KL/r in Cm in Lu in (ft) Pc(k) deltaNS M act(k-ft) M2 min (k-ft) Mc in (k-ft) 3.726 .661 13.5 0 N/A 0 0 N/A In-Plane Wall Interaction Diagram I PP(k) ! hi*Mn 5104 —Cap. Line 4000 1 IIIIIIIILII 111 2000 11 1 -221 : 2000 4000 6000 8000 9931 M (k-ft) I CROSS SECTION DETAILING I #5 p 18in oc Interior Face \ ' 6.69 in c • , a / \ f'—' I 2 in cover Exterior Face #5 @ 18in oc I RISA-3D Version 14.0.1 [S:\...\...\...\03 Calculations\RISA\concrete shearwalls- Final.r3d] Page 2 Designer : KH I Job Number : 16303.00 Checked By: Model Name : Allstructure WP10 CRITERIA MATERIALS GEOMETRY Code : ACI 318-14 Material Set : Conc4000NW Total Height : .5 ft Design Rule : 12-inch wall Concrete fc : 4 ksi Total Length : 71123.333 ft Loc of r/f : Each Face I Concrete E : 3644 ksi Thickness : in Outer Bars : Vertical Concrete G : 1584 ksi Conc Density : .145 k/ft^3 Int Cover(-z) : 1 in Vert Bar Size : #6 Lambda : 1 Ext Cover(+z) : 1 in Horz Bar Size : #5II Conc Str Blk : Rectangular Cover Open/Edge 2:1 in K : 1 Transfer In? : No Vert Bar Fy : 60 ksi Use Cracked? : Yes Transfer Out? : No Horz Bar Fy : 60 ksi In Icr Factor : .7 Group Wall? : No Steel E : 29000 ksi Out Icr Factor : .35 1- 471 \ \ \ \ \\ \ per\ \ \ '4';i4. ?�II \ I -4$1*. , \\\\\ \ a \\ \ \ \A \VAVA\\ Vvv �v _ \ \ ,, \ \ \ r \\\ . wAvv II \�lif „, \\ `\ 4\ Av wv \off\ � \\� i - lqW'',. ii,'A. , 4.gotc'-,AY,-,,,AT- -7,t, '''; ,4 , \ \\ \\ \�I \\\ R\K N73 N74 7.33 ft IREGION RESULTS UC Max UC Shear Delta Max UC Max UC Shear Delta Max Region In Plane LC In Plane LC In Plane(in) LC Out Plane LC Out Plane LC Out Plane(in) LC R1 .038 14 .067 14 N/A N/A 037 8 .008 7 N/A NIA REINFORCEMENT RESULTS Vertical Horizontal Region Reinforcement Reinforcement R1 #6@18in oc e.f. #5@18in oc e.f. I IRISA-3D Version 14.0.1 [S:\...\...\...103 Calculations\RISA\concrete shearwalls- Final.r3d] Page 1 Designer : KH Job Number : 16303.00 Checked By: Model Name : Alistructure WP10:R1 (In-Plane) CRITERIA MATERIALS GEOMETRY Code : ACI 318-14 Material Set : Conc4000NW Total Height : 13.5 ft Design Rule : 12-inch wall Concrete fc : 4 ksi Total Length : 7.333 ft Loc of Of : Each Face Concrete E : 3644 ksi Thickness : 12 in Outer Bars : Vertical Concrete G : 1584 ksi Conc Density : .145 k/ft^3 Int Cover(-z) : 1 in Vert Bar Size : #6 Lambda : 1 Ext Cover(+z) : 1 in Horz Bar Size : #5 Conc Str BIk : Rectangular Cover Open/Edge 2 in K : 1 Vert Bar Spac : 18 in Vert Bar Fy : 60 ksi Use Cracked? : Yes Horz Bar Spac : 18 in Horz Bar Fy : 60 ksi Icr Factor : .7 Group Wall? : No Steel E : 29000 ksiI ENVELOPE DIAGRAMS I Min: 0 at 6.75 ft Min: -16.192 at 10.125 Min: -48.035 at 13.5 ft AC/318-14 Code Check k k k-ft AXIAL/BENDING DETAILS UC Max : .038 Location : 13.5 ft Gov Pu : 0 k phi*Pn : NC Gov Mu : -43.241 k-ft I phi*Mn : 1142.014 k-ft phi eff. : .9 Gov LC : 14 1 SHEAR DETAILS UC Max : .067 Location : 10.125 ft Gov Vu : -16.192 k phi*Vn : 240.23 k Vnmax : 534.296 k Vc : 176.318 k I P V M Vs : 143.989 k Max: 76.814 at 0 ft Max: 10.396 at 10.125 Max: 66.364 at 0 ft Gov LC : 14 DEFLECTION DETAILS Delta max : -1 in Deflection Ratio : HI-13 Location : 0 ft Gov LC : 0 I I RISA-3D Version 14.0.1 [S:\...\...\...\03 Calculations\RISA\concrete shearwalls- Final.r3d] Page 1 ICompany : Tigard Hampton Inn Designer : KH I Job Number : 16303.00 Checked By: Model Name : Allstructure WP10:R1 WALL SEGMENT SECTION PROPERTIES I Total Length : 7.333 ft r : 21.254 in As Provided (H) : 6.75 inA2 A : 1055.995 inA2 KL/r : 7.622 rho Provided (H) : .0035 !gross : 681461.601 in"4 As min (H) : 3.888 inA2 I (cracked : 477023.121 in^4 rho min (H) : .002 Cracked Mom, Mcr: 612.211 k-ft As Provided (V) : 6.185 inA2 rho Provided (V) : .0059 I As min (V) : 1.584 inA2 rho min (V) : .0015 ISLENDER BENDING SPAN RESULTS KL/r in Cm in Lu in (ft) Pc(k) deltaNS M act(k-ft) M2 min (k-ft) Mc in (k-ft) 7.622 .4 13.5 0 N/A 0 0 N/A IIn-Plane Wall Interaction Diagram II 3940 P(k) —Phi*Mn —Cap. Line 1 3200 2400 1600 I e 800T -371 100 1800 2700 36004015 M (k-ft) I I I I I I IRISA-3D Version 14.0.1 [S:\...\...\...\03 Calculations\RISA\concrete shearwalls- Final.r3d] Page 2 Company Tigard Hampton Inn I Y : g P Designer : KH Job Number : 16303.00 Checked By: Model Name : Alistructure WP10:R1I CROSS SECTION DETAILING I Interior Face #6�18in oc \\ 1 in cover / / 5.62 in I \4 I I / \ Z I\, • \` \ / l in cover N , 2 in cover Exterior Face #5 a@ 18in oc I I I I I I I I I I I RISA-3D Version 14.0.1 [S:\...\...\...\03 Calculations\RISA\concrete shearwalls- Final.r3d] Page 3 Designer : KH • I Job Number : 16303.00 Checked By: Model Name : Al!structure WP14 CRITERIA MATERIALS GEOMETRY I Code : ACI 318-14 Material Set : Conc4000NW Total Height : 13.5 ft Design Rule : 12-inch wall Concrete Pc : 4 ksi Total Length : 3 ft Loc of r/f : Each Face Concrete E : 3644 ksi Thickness : 12 in Outer Bars : Vertical Concrete G : 1584 ksi I Conc Density : .145 k/ft^3 Int Cover(-z) : 1 in Vert Bar Size : #6 Lambda : 1 Ext Cover(+z) : 1 in I Horz Bar Size : #5 Conc Str BIk : Rectangular Cover Open/Edge 2 in K : 1 Transfer In? : No Vert Bar Fy : 60 ksi Use Cracked? : Yes I Transfer Out? : No Group Wall? : No Horz Bar Fy : 60 ksi : 29000 ksi In Icr Factor : .7 Steel E Out Icr Factor : .35 I ri4 N54 `,, \� \ \ iAV\S \.I \- 4iii .,.„ , \oma 111 :itsPis.sglk Ns\ . AI I off" :4,4 I --,vkira N78 N79 3ft IREGION RESULTS UC Max UC Shear Delta Max UC Max UC Shear Delta Max Region In Plane LC In Plane LC In Plane(in) LC Out Plane LC Out Plane LC Out Plane(in) LC R1 .051 9 .087 9 N/A N/A .051 5 .029 7 N/A N/A REINFORCEMENT RESULTS I Vertical Horizontal Region Reinforcement Reinforcement R1 #6©18in oc e.f. #5©18in oc e.f. 1 IIRISA-3D Version 14.0.1 [S:\...\...\...\03 Calculations\RISA\concrete shearwalls- Finai.r3d] Page 1 Designer : KH Job Number : 16303.00 Checked By: 111 Model Name : Allstructure WP14:R1 (In-Plane) CRITERIA MATERIALS GEOMETRY Code : ACI 318-14 Material Set : Conc4000NW Total Height : 13.5 ft I Design Rule : 12-inch wall Concrete fc : 4 ksi Total Length : 3 ft Loc of r/f : Each Face Concrete E : 3644 ksi Thickness : 12 in Outer Bars : Vertical Concrete G : 1584 ksi I Conc Density : .145 k/ft^3 Int Cover(-z) : 1 in Vert Bar Size : #6 Lambda : 1 Ext Cover(+z) : 1 in Horz Bar Size : #5 Conc Str BIk : Rectangular Cover Open/Edge 2 in I K : 1 Vert Bar Spac : 18 in Vert Bar Fy : 60 ksi Use Cracked? : Yes Horz Bar Spac : 18 in Horz Bar Fy : 60 ksi Icr Factor : .7 Group Wall? : No Steel E : 29000 ksiI ENVELOPE DIAGRAMS I Min: 0 at 6.75 ft Min: -9.052 at 13.5 ft Min: -20.725 at 13.5 ft AC!318-14 Code Check k k k-ft AXIAL/BENDING DETAILS �� UC Max : .051 Location : 13.5 ft 0 Gov Pu : 34.767 k 111 phi*Pn : 676.187 k Gov Mu : -20.725 k-ft phi*Mn : 403.077 k-ft phi eff. : .65 1 Gov LC : 9 SHEAR DETAILS UC Max : .087 Location : 13.5 ft III Gov Vu : -9.052 k phi*Vn : 103.49 k Vnmax : 218.574 k P V M Vc : 79.083 k Vs : 58.904 k Max: 44.141 at 0 ft Max: 5.821 at 7.425 ft Max: 10.606 at 0 ft Gov LC : 9 DEFLECTION DETAILS Delta max : -1 in Deflection Ratio : H/-13 Location : 0 ft Gov LC : 0 I I RISA-3D Version 14.0.1 [S:\...\...\...\03 Calculations\RISA\concrete shearwalls- Final.r3d] Page 1 111 Company : Tigard Hampton Inn Designer : KH I Job Number : 16303.00 Checked By: Model Name : Allstructure WP14:R1 WALL SEGMENT SECTION PROPERTIES I Total Length : 3 ft r : 8.695 in As Provided (H) : 6.75 in"2 A : 431.995 in"2 KUr : 18.632 rho Provided (H) : .0035 Igross : 46654.236 in"4 As min(H) : 3.888 in^2 Icracked : 32657.965 in^4 rho min (H) : .002 I Cracked Mom, Mcr: 102.455 k-ft As Provided (V) : 3.534 in"2 rho Provided (V) : .0082 I As min(V) : .648 in"2 rho min (V) : .0015 ISLENDER BENDING SPAN RESULTS KL/r in Cm in Lu in (ft) Pc(k) deltaNS M act(k-ft) M2 min (k-ft) Mc in (k-ft) 18.632 .474 13.5 0 N/A 0 0 N/A IIn-Plane Wall Interaction Diagram I P(k) —Phi*Mn 1 8 —Cap. Line s 1 1200- - 801 ; g I 40# eiAdilli°*** 1 212 I -'—�,0 400 600 733 : M (k-ft) I I I 1 I IRISA-3D Version 14.0.1 [S:\...\...\...\03 Calculations\RISA\concrete shearwalls- Final.r3d] Page 2 Company : Tigard Hampton Inn I Designer : KH Job Number : 16303.00 Checked By: Model Name : Allstructure WP14:R1 CROSS SECTION DETAILING 1 Interior Face #6 18in oc 1 in cover 6.62 in r \ Y 1 1 in cover 2 in cover Exterior Face #5 @ 18in oc 1 I r I I 1 I I I RISA-3D Version 14.0.1 [S:\...\...\...\03 Calculations\RISA\concrete shearwalls- Final.r3d] Page 3 Designer : KH I Job Number : 16303.00 Checked By: Model Name : Allstructure WP17 CRITERIA MATERIALS GEOMETRY I Code : ACI 318-14 Material Set : Conc4000NW Total Height : 13.5 ft Design Rule : 12-inch wall Concrete fc : 4 ksi Total Length : 22.888 ft Loc of r/f : Each Face Concrete E : 3644 ksi Thickness : 12 in I Outer Bars : Vertical Concrete G : 1584 ksi Conc Density : .145 k/ft^3 Int Cover(-z) : 1 in Vert Bar Size : #6 Lambda : 1 Ext Cover(+z) : 1 in I Horz Bar Size : #5 Conc Str BIk : Rectangular Cover Open/Edge 2 in K : 1 Transfer In? : No Veil Bar Fy : 60 ksi Use Cracked? : Yes Transfer Out? : No Horz Bar Fy : 60 ksi In Icr Factor : .7 Group Wall? : No Steel E : 29000 ksi Out Icr Factor : .35 \\`\ \ \\\ \ \ \ \ \ \�\`'" \ \1\; c\\ � \\`\ `\ k��� \\` \\�\\\ \��` � \\\\\\o`er 0\:\ �'y`�. II N81 N82 22.89 ft REGION RESULTS IUC Max UC Shear Delta Max UC Max UC Shear Delta Max Region In Plane LC In Plane LC In Plane(in) LC Out Plane LC Out Plane LC Out Plane(in) LC R1 .049 14 .125 8 N/A N/A .045 5 .002 7 N/A N/A 1 REINFORCEMENT RESULTS Vertical Horizontal I Region Reinforcement Reinforcement R1 #6@18in oc e.f. #5@18in oc e.f. I I I IRISA-3D Version 14.0.1 [S:\...\...\...\03 Calculations\RISA\concrete shearwalls- Final.r3d] Page 1 Designer : KH Job Number : 16303.00 Checked By: Model Name : Allstructure WP17:R1 (In-Plane) CRITERIA MATERIALS GEOMETRY Code : ACI 318-14 Material Set : Conc4000NW Total Height : 13.5 ft I Design Rule : 12-inch wall Concrete fc : 4 ksi Total Length : 22.888 ft Loc of r/f : Each Face Concrete E : 3644 ksi Thickness : 12 in Outer Bars : Vertical Concrete G : 1584 ksi Conc Density : .145 k/ft^3 Int Cover(-z) : 1 in Vert Bar Size : #6 Lambda : 1 Ext Cover(+z) : 1 in Horz Bar Size : #5 Conc Str Blk : Rectangular Cover Open/Edge 2 in K : 1 Vert Bar Spac : 18 in Vert Bar Fy : 60 ksi Use Cracked? : Yes Horz Bar Spac : 18 in Horz Bar Fy : 60 ksi Icr Factor : .7 Group Wall? : No Steel E : 29000 ksi I ENVELOPE DIAGRAMS I AC!318-14 Code CheckI Min: 0 at 6.75 ft Min: -97.565 at 10.125 Min: -252.7 at 0 ft k k k-ft AXIAL/BENDING DETAILS UC Max : .049 Location : 0 ft Gov Pu : 0 k phi*Pn : NC Gov Mu : 404.153 k-ft phi*Mn : 8181.477 k-ft phi eff. : .9 Gov LC : 14I SHEAR DETAILS UC Max : .125 III Location : 10.125 ft Gov Vu : -97.565 k phi*Vn : 778.749 k Vnmax : 1667.599 k I Vc : 588.925 k P V M Vs : 449.406 k Max: 280.2 at 0 ft Max: 54.896 at 0 ft Max: 404.2 at 0 ft Gov LC : 8 DEFLECTION DETAILS Delta max : -1 in Deflection Ratio : H/-13 Location : 0 ft Gov LC : 0 I I RISA-3D Version 14.0.1 [S:\...\...\...\03 Calculations\RISA\concrete shearwalls- Final.r3d] Page 1 I ICompany : Tigard Hampton Inn Designer : KH I Job Number : 16303.00 Checked By: Model Name : Allstructure WP17:R1 WALL SEGMENT SECTION PROPERTIES I Total Length : 22.888 ft r : 66.336 in As Provided (H) : 6.75 in^2 A : 3295.882 in^2 KUr : 2.442 rho Provided (H) : .0035 (gross : 2.07191e+7 in^4 As min (H) : 3.888 in"2 I (cracked : 1.45034e+7 in^4 rho min (H) : .002 Cracked Mom, Mcr: 5963.77 k-ft As Provided (V) : 14.137 inA2 rho Provided (V) : .0043 I As min (V) : 4.944 in^2 rho min (V) : .0015 I SLENDER BENDING SPAN RESULTS KUr in Cm in Lu in (ft) Pc(k) deltaNS M act(k-ft) M2 min (k-ft) Mc in (k-ft) 2.442 .645 13.5 0 N/A 0 0 N/A IIn-Plane Wall Interaction Diagram — II n 12006 P(k) —Phi*Mn —Cap. Line 1 9000 6000 I 3000 I _848 1 8000 16000 24000 320005905 M (k-ft) I CROSS SECTION DETAILING I Interior Face #6/0 18in oc 1 in cover 17.95 in i rJ E / r. N 1 IFdLf 1 in cover \ 2 in cover Exterior Face #5 @ 18in oc IRISA-3D Version 14.0.1 [S:\...\...\...\03 Calculations\RISA\concrete shearwalls- Final.r3d] Page 2 • Designer : KH Job Number : 16303.00 Checked By: Model Name : Al!structure WP18 CRITERIA MATERIALS GEOMETRY Code : ACI 318-14 Material Set : Conc4000NW Total Height : 13.5 ft Design Rule : 12-inch wall Concrete fc : 4 ksi Total Length : 27.137 ft Loc of r/f : Each Face Concrete E : 3644 ksi Thickness : 12 in Outer Bars : Vertical Concrete G : 1584 ksi I Conc Density : .145 k/ft^3 Int Cover(-z) : 1 in Vert Bar Size : #6 Lambda : 1 Ext Cover(+z) : 1 in Horz Bar Size : #5 Conc Str Blk : Rectangular Cover Open/Edge 2 in K : 1 Transfer In? No Veil Bar Fy : 60 ksi Use Cracked? : Yes Transfer Out? : No Horz Bar Fy : 60 ksi In Icr Factor : .7 Group Wall? : No Steel E : 29000 ksi Out Icr Factor : .351 , ~ ,,,, 1°\ \\zi't ' "3,z \ „ N58 \ a�� \\ ' , N -\@ ;'� ,�,� �� �� °ems V \*\ l \ \\\ V�\ �A '' r `V AV A c � vyam A 40, . , * � z:� \A A\, a VAvAvVV�� A . ?. v A\\ \ Ate\�, \ ��r ��---- 11,0 \\ .. .. a 'yV? ASA\; v\. c�. wyA ,, �\ : „. \mooA-A��AAwAA V A , 1, , � yII v �vAvim y\ ,n171',-VN \'t‘.,, SA �?�c� \ - � �\� � V', \ �A Cr\ 5*w A.V VAA F \ cr � \tea x?.. '�, �� �.�,�,, ,�\ '\ � �\� <�� i•N82 N83 I 27.14 ft REGION RESULTS UC Max UC Shear Delta Max UC Max UC Shear Delta Max Region In Plane LC In Plane LC In Plane(in) LC Out Plane R1 .063 5 .08 14 N/A N/A .063 5LC Out.004Plane 7LC Out N/APlane(in) NL/CA REINFORCEMENT RESULTS Vertical Horizontal Region Reinforcement Reinforcement R1 #6@18in oc e.f. #5@18in oc e.f. 1 I I I I RISA-3D Version 14.0.1 [S:\...\...\...\03 Calculations\RISA\concrete shearwalls- Final.r3d] Page 1 I Designer : KH I Job Number : 16303.00 Checked By: Model Name : Allstructure WP18:R1 (In-Plane) CRITERIA MATERIALS GEOMETRY I Code : ACI 318-14 Material Set : Conc4000NW Total Height : 13.5 ft Design Rule : 12-inch wall Concrete fc : 4 ksi Total Length : 27.137 ft Loc of r/f : Each Face Concrete E : 3644 ksi Thickness : 12 in I Outer Bars : Vertical Concrete G : 1584 ksi Conc Density : .145 k/ftA3 Int Cover(-z) : 1 in Vert Bar Size : #6 Lambda : 1 Ext Cover(+z) : 1 in I Horz Bar Size : #5 Conc Str BIk : Rectangular Cover Open/Edge 2 in K : 1 Vert Bar Spac : 18 in Vert Bar Fy : 60 ksi Use Cracked? : Yes IHorz Bar Spac : 18 in Horz Bar Fy : 60 ksi Icr Factor : .7 Group Wall? : No Steel E : 29000 ksi ENVELOPE DIAGRAMS IIMin: 0 at 6.75 ft Min: -73.156 at 0 ft Min: 0 at 6.75 ft ACI 318-14 Code Check k k k-ft AXIAL/BENDING DETAILS UC Max .063 Location : 0 ft I Gov Pu : 467.989 k phi"Pn : 7428.848 k Gov Mu : 312.125 k-ft phi Mn : 4954.661 k-ft phi eff. : .65 Gov LC : 5 SHEAR DETAILS UC Max : .08 Location : 13.5 ft I ` Gov Vu : 73.557 k phi*Vn : 916.959 k IVnmax : 1977.136 k P V M Vc : 689.788 k IMax: 468.0 at 0 ft Max: 75.176 at 13.5 ft Max: 1192 at 13.5 ft Vs : 532.824 k Gov LC : 14 IDEFLECTION DETAILS Delta max : -1 in I Deflection Ratio : H/-13 Location : 0 ft Gov LC : 0 I I IRISA-3D Version 14.0.1 [S:\...\...\...\03 Calculations\RISA\concrete shearwalls- Final.r3d] Page 1 Company : Tigard Hampton Inn Designer : KH Job Number : 16303.00 Checked By: I Model Name : Allstructure WP18:R1 WALL SEGMENT SECTION PROPERTIES Total Length : 27.137 ft r : 78.649 in As Provided (H) : 6.75 inA2 I A : 3907.659 inA2 KLIr : 2.06 rho Provided (H) : .0035 (gross : 3.45308e+7 inA4 As min (H) : 3.888 inA2 (cracked : 2.41715e+7 inA4 rho min (H) : .002 I Cracked Mom, Mcr: 8383.22 k-ft As Provided (V) : 17.671 inA2 rho Provided (V) : .0045 As min (V) : 5.861 in"2 I rho min (V) : .0015 SLENDER BENDING SPAN RESULTS I KL/r in Cm in Lu in (ft) Pc (k) deltaNS M act(k-ft) M2 min (k-ft) Mc in (k-ft) 2.06 .729 13.5 0 N/A 0 0 N/A In-Plane Wall Interaction Diagram I P(k) —Phi*Mn 14286 —Cap. Line 12000 Illiblibbb.- 9000 bibibm, , 6000 3000 I -1060 I 20000 40000 51193 M (k-ft) I CROSS SECTION DETAILING I #6 18in oc Interior Face \ 1 in cover / 7.44 in - wrimiiiiiiiiiiill,\Immwmirgi immm".imm c N r it.,....12..111...111MIMIMMIMSIMMIEMIIMIMIMI I 1 in cover \lt 2 in cover I Exterior Face ttc • RISA-3D Version 14.0.1 [S:\...\...\...\03 Calculations\RISA\concrete shearwalls- Final.r3d] Page 2 Designer : KH I Job Number : 16303.00 Checked By: Model Name : Allstructure WP22 MATERIALS GEOMETRY CRITERIA I Code : ACI 318-14 Material Set : Conc4000NW Total Height : 13.5 ft Design Rule : 12-inch wall Concrete fc : 4 ksi : 5 ft Loc of r/f : Each Face Concrete E : 3644 ksi ThicknessTotalLength : 12 in I Outer Bars : Vertical Concrete G : 1584 ksi Conc Density : .145 klft^3 Int Cover Cover(-z) : 1 in Vert Bar Size : #6 Lambda :: 1 Ext (+z) : 1 in Horz Bar Size : #5 Conc Str Blk : Rectangular Cover ge 2 in CK Open/Ed : 1 I Transfer In? : No Vert Bar Fy : 60 ksi Use Cracked? : Yes Transfer Out? : No Horz Bar Fy : 60 ksi In Icr Factor : .7 Group Wall? : No Steel E : 29000 ksi Out Icr Factor : .35 Nom` ` �b*� N ate � � �a ���� � � ��`" � . i7 a N \ I WM' \0��� _ \� \\ \\ � \QAam � A: *' \ ` ** n \`�� N86 N87 5ft IREGION RESULTS UC Max UC Shear Delta Max UC Max UC Shear Delta Max Region In Plane LC In Plane LC In Plane(in) LC Out Plane LC Out Plane LC Out Plane(in) LC IR1 .077 16 .093 14 N/A N/A 036 5 012 14 N/A N/A REINFORCEMENT RESULTS Vertical Horizontal I Region Reinforcement Reinforcement R1 #6@i18in oc e.f. #5@18in oc e.f. I IRISA-3D Version 14.0.1 [S:\...\...\...\03 Calculations\RISA\concrete shearwalls- Final.r3d] Page 1 Designer : KH Job Number : 16303.00 Checked By: ' Model Name : Allstructure WP22:R1 (In-Plane) CRITERIA MATERIALS GEOMETRY Code : ACI 318-14 Material Set : Conc4000NW Total Height : 13.5 ft Design Rule : 12-inch wall Concrete fc : 4 ksi Total Length : 5 ft Loc of r/f : Each Face Concrete E : 3644 ksi Thickness : 12 in Outer Bars : Vertical Concrete G : 1584 ksi I Conc Density : .145 k/ft^3 Int Cover(-z) : 1 in Vert Bar Size : #6 Lambda : 1 Ext Cover(+z) : 1 in Horz Bar Size : #5 Conc Str Blk : Rectangular Cover Open/Edge 2 in K : 1 Veil Bar Spac : 18 in Veil Bar Fy : 60 ksi Use Cracked? : Yes Horz Bar Spac : 18 in Horz Bar Fy : 60 ksi Icr Factor : .7 I Group Wall? : No Steel E : 29000 ksi ENVELOPE DIAGRAMS I Min: 0 at 6.75 ft Min: -12.807 at 13.5 ft Min: -21.438 at 0 ft ACI 318-14 Code Check I k - k k-ft AXIAL/BENDING DETAILS UC Max : .077 Location : 0 ft Gov Pu : 0 k phi*Pn : NC I Gov Mu : 34.23 k-ft phi*Mn : 444.145 k-ft phi eff. : .9 Gov LC : 16 1 SHEAR DETAILS UC Max : .093 Location : 13.5 ft Gov Vu : 15.185 k I phi*Vn : 163.794 k Vnmax : 364.294 k P V M Vc : 120.217 k Vs : 98.175 k Max: 49.525 at 0 ft Max: 15.185 at 13.5 ft Max: 37.712 at 0 ft Gov LC : 14 DEFLECTION DETAILS I Delta max : -1 in Deflection Ratio : H/-13 Location : 0 ft Gov LC : 0 I I RISA-3D Version 14.0.1 [S:\...\...\...\03 Calculations\RISA\concrete shearwalls- Final.r3d] Page 1 I ICompany : Tigard Hampton Inn Designer : KH Job Number : 16303.00 Checked By: I Model Name : Allstructure WP22:R1 WALL SEGMENT SECTION PROPERTIES I Total Length : 5 ft r : 14.491 in As Provided (H) : 6.75 inA2 A : 719.998 in^2 KUr : 11.179 rho Provided (H) : .0035 (gross : 215998.625 inA4 As min (H) : 3.888 in^2 [cracked : 151199.038 in"4 rho min (H) : .002 I Cracked Mom, Mcr: 284.604 k-ft As Provided (V) : 3.534 in^2 rho Provided (V) : .0049 I As min (V) : 1.08 in"2 rho min (V) : .0015 ISLENDER BENDING SPAN RESULTS KL/r in Cm in Lu in (ft) Pc(k) deltaNS M act(k-ft) M2 min (k-ft) Mc in (k-ft) 11.179 .563 13.5 0 N/A 0 0 N/A IIn-Plane Wall Interaction Diagram — 2648 P(k) PhMi*Mn Phi*Mn —Cap. Line 2400 111111111 , 1 1800 Lill I 1200 601 I -2i2 ' 400 800 1200 16001786 M (k-ft) I s CROSS SECTION DETAILING I #69 18in oc Interior Face ,71 in cover // 18.62 in I C \\ N t J l'i I / 1 in cover 2 in cover Exterior Face #5 @ 18in oc IRISA-3D Version 14.0.1 [S:\...\...\...\03 Calculations\RISA\concrete shearwalls- Final.r3d] Page 2 • Designer : KH Job Number : 16303.00 Checked By: , Model Name : Allstructure WP24 CRITERIA MATERIALS GEOMETRY Code : AC1318-14 Material Set : Conc4000NW Total Height :: 13.5 ft Design Rule : 12-inch wall Concrete fc : 4 ksi Totnft Loc of Off : Each Face Concrete E : ksi ThicknessalLegth : 12 14 in Outer Bars : Vertical Concrete G : 15843644 ksi I Conc Density : .145 ktft^3 Int Cover(-z) : 1 in Vert Bar Size : #6 Lambda : 1 Ext Cover(+z) : 1 in Horz Bar Size : #5 Conc Str Blk : Rectangular Cover Open/Edge 2 in K : 1 Transfer In? : No Vert Bar Fy : 60 ksi Use Cracked? : Yes Transfer Out? : No Horz Bar Fy : 60 ksi In Icr Factor : .7 I Group Wall? : No Steel E : 29000 ksi Out Icr Factor : .35 II vVo � �� *\vvA\v \ \ �V A\ sae � oVA\vAA\\� '''.-#-\O �� ` v� \ �r 4\�� �� \? vvyvav \ \ \ dao$ , C\\\ a ��^\' { \ WC \ ,AN I IC \O \\\ ~\\ \o \\ �\ i � s CCS ,'zl \ i \\ I ;',,Ii',/-4i:' ,. 4 s. \�O\ \ \ N88 N26 I 14 ft REGION RESULTS UC Max UC Shear Delta Max UC Max UC Shear Delta Max Region In Plane LC In Plane LC In Plane(in) LC Out Plane LC Out Plane LC Out Plane(in) LC R1 .072 8 .104 9 N/A NIA 058 8 .001 8 N/A N/A REINFORCEMENT RESULTS Vertical Horizontal Region Reinforcement Reinforcement R1 #6@18in oc e.f. #5@18in oc e.f. I RISA-3D Version 14.0.1 [S:\...\...\...\03 Calculations\RISA\concrete shearwalls- Final.r3d] Page 1 I • Designer : KH I Job Number : 16303.00 Checked By: Model Name : Allstructure WP24:R1 (In-Plane) CRITERIA MATERIALS GEOMETRY I Code : ACI 318-14 Material Set : Conc4000NW Total Height : 13.5 ft Design Rule : 12-inch wall Concrete fc : 4 ksi Total Length : 14 ft Loc of r/f : Each Face Concrete E : 3644 ksi Thickness : 12 in I Outer Bars : Vertical Concrete G : 1584 ksi Conc Density : .145 k/ft^3 Int Cover(-z) : 1 in Vert Bar Size : #6 Lambda : 1 Ext Cover(+z) : 1 in I Horz Bar Size : #5 Conc Str Blk : Rectangular Cover Open/Edge 2 in K : 1 Vert Bar Spac : 18 in Vert Bar Fy : 60 ksi Use Cracked? : Yes Horz Bar Spac : 18 in Horz Bar Fy : 60 ksi Icr Factor : .7 IGroup Wall? : No Steel E : 29000 ksi ENVELOPE DIAGRAMS IMin: 0 at 6.75 ft I Min: -28.658 at 0 ft Min: -155.0 at 0 ft AC1 318-14 Code Check k k k-ft AXIAL/BENDING DETAILS UC Max .072 Location : 0 ft I Gov Pu : 220.402 k phi*Pn : 3078.91 k I Gov Mu : 551.117 k-ft phi*Mn : 7698.841 k-ft phi eff. : .65 ' I Gov LG : 8 .. SHEAR DETAILS I : �� UC Max .104 Location : 13.5 ft oma_ Gov Vu : 50.161 k phi*Vn : 481.652 k Vnmax : 1020.024 k P V M : 367.314 k Vs : 274.889 k IMax: 220.4 at 0 ft Max: 50.161 at 13.5 ft Max: 551.1 at 0 ft Gov LC : 9 I DEFLECTION DETAILS Delta max : -1 in I Deflection Ratio : H/-13 Location : 0 ft Gov LC : 0 I I IRISA-3D Version 14.0.1 [S:\...\...\...\03 Calculations\RISA\concrete shearwalls- Final.r3d] Page 1 Company Tigard Hampton Inn I P Y : 9 Designer : KH Job Number : 16303.00 Checked By: I Model Name : Allstructure WP24:R1 WALL SEGMENT SECTION PROPERTIES Total Length : 14 ft r : 40.576 in As Provided (H) : 6.75 inA2 A : 2016 inA2 KL/r : 3.993 rho Provided (H) : .0035 (gross : 4.74163e+6 inA4 As min (H) : 3.888 inA2 (cracked : 3.31914e+6 inA4 rho min (H) : .002 Cracked Mom, Mcr: 2231.303 k-ft As Provided (V) : 8.836 inA2 rho Provided (V) : .0044 As min(V) : 3.024 inA2 rho min (V) : .0015 SLENDER BENDING SPAN RESULTS I KL/r in Cm in Lu in (ft) Pc(k) deltaNS M act(k-ft) M2 min (k-ft) Mc in (k-ft) 3.993 .882 13.5 0 N/A 0 0 N/A In-Plane Wall Interaction Diagram Mn 7355 I P (k) —Phi*Mn —Cap. Line 6000 I 4000 _. 2000 -530 ' 3000 6000 9000 120003496 M (k-ft) I CROSS SECTION DETAILING I #6�' 18in oc Interior Face \ 1 in cover 18.62 in \ _‘. / , I N \ 1 I -1 eI' �J N � 41IL• I 1 in cover �\ 2 in cover Exterior Face I #5 @ 18in oc RISA-3D Version 14.0.1 [S:\...\...\...\03 Calculations\RISA\concrete shearwalls- Final.r3d] Page 2 I Designer : KH I Job Number : 16303.00 Checked By: Model Name : Allstructure WP24A CRITERIA MATERIALS GEOMETRY I Code : ACI 318-14 Material Set : Conc4000NW Total Height : 13.5 ft Design Rule : 12-inch wall Concrete fc : 4 ksi Total Length : 11.833 ft Loc of r/f : Each Face Concrete E : 3644 ksi Thickness : 12 in I Outer Bars : Vertical Concrete G : 1584 ksi Conc Density : .145 k/ftA3 Int Cover(-z) : 1 in Vert Bar Size : #6 Lambda : 1 Ext Cover(+z) : 1 in 1 Horz Bar Size : #5 Conc Str Blk : Rectangular Cover Open/Edge 2 in K : 1 Transfer In? : No Vert Bar Fy : 60 ksi Use Cracked? : Yes ITransfer Out? : No Horz Bar Fy : 60 ksi In Icr Factor : .7 Group Wall? : No Steel E : 29000 ksi Out Icr Factor : .35 Wim\\\,?. "., \�4 '�`� � O%,Aim \��\\�\�\\ a \\ - \ 0 _44.\ c i\o\ w\\ e e'\\\\per\� \\ k Z\\\\!., - \\4`" \\ \�� A \\ "kl`,. , may` \ o �\\\\\\\e \ \ \ \ : \ \ \\\� \ N- \ \ \off\ \ � �\\\\\� \ \ \\ \a: \\\\\\ \ .: moo\ \ rk a `\\\\ \O.\, .i..\\tea ,";:� \\\e,,,� � ,,, 44. --,,,. ,�, o�\� \...�,. i,N66 N65 11.83 ft tREGION RESULTS • UC Max UC Shear Delta Max UC Max UC Shear Delta Max IRegion In Plane LC In Plane LC In Plane(in) LC Out Plane LC Out Plane LC Out Plane(in) LC R1 .051 8 .151 8 N/A N/A .051 8 .006 7 N/A N/A REINFORCEMENT RESULTS I Vertical Horizontal Region Reinforcement Reinforcement R1 #6@18in oc e.f. #5@18in oc e.f. I IRISA-3D Version 14.0.1 [S:\...\...\...\03 Calculations\RISA\concrete shearwalls- Final.r3d] Page 1 Designer : KH Job Number : 16303.00 Checked By: Model Name : Allstructure WP24A:R1 (In-Plane) CRITERIA MATERIALS GEOMETRY Code : ACI 318-14 Material Set : Conc4000NW Total Height : 13.5 ft Design Rule : 12-inch wall Concrete fc : 4 ksi Total Length : 11.833 ft Loc of Of : Each Face Concrete E : 3644 ksi Thickness 12 in Outer Bars : Vertical Concrete G : 1584 ksi I Conc Density : .145 k/ft^3 Int Cover(-z) : 1 in Vert Bar Size : #6 Lambda : 1 Ext Cover(+z) : 1 in Horz Bar Size : #5 Conc Str Blk : Rectangular Cover Open/Edge 2 in K : 1 111 Vert Bar Spac : 18 in Vert Bar Fy : 60 ksi Use Cracked? : Yes Horz Bar Spac : 18 in Horz Bar Fy : 60 ksi Icr Factor : .7 I Group Wall? : No Steel E : 29000 ksi ENVELOPE DIAGRAMS Min: 0 at 6.75 ft . Min: -62.233 at 0 ft Min: -96.96 at 13.5 ft AC!318-14 Code Check I k k k-ft AXIAUBENDING DETAILS UC Max : .051 Location : 0 ft Gov Pu : 166.346 k phi*Pn : 3272.727 k 1 Gov Mu : 105.197 k-ft phi*Mn : 2069.66 k-ft phi eff. : .65 Gov LC : 8 SHEAR DETAILS UC Max : .151 Location : 0 ft 1 Gov Vu : -62.233 k phi*Vn : 412.598 k , Vnmax : 862.164 k Vc : 317.783 k P V M Vs : 232.347 k Max: 166.3 at 0 ft Max: 20.534 at 13.5 ft Max: 105.2 at 0 ft Gov LC : 8 DEFLECTION DETAILS Delta max : -1 in Deflection Ratio : H/-13 I Location : 0 ft Gov LC : 0 I I RISA-3D Version 14.0.1 [S:\...\...\...\03 Calculations\RISA\concrete shearwalls- Final.r3d] Page 1 I I ICompany : Tigard Hampton Inn Designer : KH Job Number : 16303.00 Checked By: _ I Model Name : Allstructure WP24A: R1 WALL SEGMENT SECTION PROPERTIES I Total Length : 11.833 ft r : 34.296 in As Provided (H) : 6.75 in^2 A : 1704.001 in^2 KUr : 4.724 rho Provided (H) : .0035 !gross : 2.86329e+6 in^4 As min (H) : 3.888 in^2 'cracked : 2.0043e+6 in^4 rho min (H) : .002 ICracked Mom, Mcr: 1594.106 k-ft As Provided (V) : 8.836 in^2 rho Provided (V) : .0052 I As min(V) : 2.556 in^2 rho min (V) : .0015 ISLENDER BENDING SPAN RESULTS KL/r in Cm in Lu in (ft) Pc(k) deltaNS M act(k-ft) M2 min (k-ft) Mc in (k-ft) 4.724 .4 13.5 0 N/A 0 0 N/A IIn-Plane Wall Interaction Diagram Mn I 6294P(k) —Phi*Mn 6000 —Cap. Line I - 4000 I " Ii 2000 I -530 ' 3000 6000 900010105 M (k-ft) II I I I 1i I IRISA-3D Version 14.0.1 [S:\...\...\...\03 Calculations\RISA\concrete shearwalls- Final.r3d] Page 2 Company : Tigard Hampton Inn I P Y Designer : KH Job Number : 16303.00 Checked By: I Model Name : Allstructure WP24A: R1 CROSS SECTION DETAILING 1 #6,18in oc Interior Face /1i 1 in coverf 5.63 in i;, ,/ 1I, c I N /I \ l \ N\ \ LI / un cover \N\ 2incover Exterior Face #5 @ 18in oc I I I I I I • 1 I I I I RISA-3D Version 14.0.1 [S:\...\...\...\03 Calculations\RISA\concrete shearwalls- Final.r3d] Page 3 1 Designer : KH • Job Number 16303.00 Checked By: I Model Name Allstructure WP24B CRITERIA MATERIALS GEOMETRY Code : ACI 318-14 Material Set : Conc4000NW Total Height : 13.5 ft I Design Rule : 12-inch wall Concrete fc : 4 ksi Total Length : 28.167 ft Loc of r/f : Each Face Concrete E : 3644 ksi Thickness : 12 in Outer Bars : Vertical Concrete G : 1584 ksi Conc Density : .145 k/ft^3 Int Cover(-z) •: 1 in Vert Bar Size : #6 Lambda : 1 Ext Cover(+z) : 1 in Horz Bar Size : #5 Conc Str Blk : Rectangular Cover Open/E:N5: e 2 in K : 1 I ITransfer In? : No Vert Bar Fy : 60 ksi Use Cracked? : Yes ITransfer Out? : No Horz Bar Fy : 60 ksi In Icr Factor : .7 Group Wall? : No Steel E : 29000 ksi Out Icr Factor .35 \\� � .' \\\\� o\�\ � a� \\\';', �\� �,\\\,. *�.: \� --,2 \ * f *s3 x \mak\ a \\\ \�)? I k \mss aVC AVA VA'i''' a AAAA\�Z A* A Aa V . rl'a `��� � yy��A\ ��\�'� �\�� � �� � \ � ��A \ ry` I V A\\ e% mss. y " k l. Via' V ��. Ay� � Zo N78 ¢N76 28.17 ft I I REGION RESULTS UC Max UC Shear Delta Max UC Max UC Shear Delta Max Region In Plane LC In Plane LC In Plane(in) LC Out Plane LC Out Plane LC Out Plane(in) LC R1 .05 5 .115 8 N/A N/A .05 5 .001 14 N/A N/A REINFI ORCEMENT RESULTS I Vertical Horizontal Region Reinforcement Reinforcement R1 #6t�18in oc e.f. #5@18in oc e.f. 1 RISA-3D Version 14.0.1 [S:\...\...\...\03 Calculations\RISA\concrete shearwalls- Final.r3d] Page 1 Designer : KH Job Number : 16303.00 Checked By: I Model Name : Allstructure WP24B: R1 (In-Plane) CRITERIA MATERIALS GEOMETRY Code : ACI 318-14 Material Set : Conc4000NW Total Height : 13.5 ft I Design Rule : 12-inch wall Concrete fc : 4 ksi Total Length • : 28.167 ft Loc of r/f : Each Face Concrete E : 3644 ksi Thickness : 12 in Outer Bars : Vertical Concrete G : 1584 ksi Conc Density : .145 k/ftA3 Int Cover(-z) : 1 in Vert Bar Size : #6 Lambda : 1 Ext Cover(+z) : 1 in Horz Bar Size : #5 Conc Str BIk : Rectangular Cover Open/Edge 2 in K : 1 Vert Bar Spac : 18 in Vert Bar Fy : 60 ksi Use Cracked? : Yes Horz Bar Spac : 18 in Horz Bar Fy : 60 ksi Icr Factor : .7 I Group Wall? : No Steel E : 29000 , ksi ENVELOPE DIAGRAMS Min: 0 at 6.75 ft Min: -112.0 at 8.1 ft Min: -274.3 at 0 ft AC!318-14 Code Check k k k-ft AXIAL/BENDING DETAILS UC Max : .05 Location : 0 ft Gov Pu 388.21 k phi*Pn : 7717.115 k I Gov Mu : -120.863 k-ft phi*Mn : 2402.604 k-ft phi eff. : .65 Gov LC : 5 I SHEAR DETAILS UC Max : .115 Location : 11.475 ft Gov Vu : -111.902 k phi*Vn : 969.45 k Vnmax : 2052.19 k Vc : 739.549 k P V M Vs : 553.051 k Max: 388.21 at 0 ft Max: 50.804 at 10.8 ft Max: 208.3 at 0 ft I Gov LC : 8 DEFLECTION DETAILS I Delta max : -1 in Deflection Ratio : H/-13 Location : 0 ft Gov LC : 0 I I RISA-3D Version 14.0.1 [S:\...\...\...\03 Calculations\RISA\concrete shearwalls- Final.r3d] Page 1 III ICompany : Tigard Hampton Inn Designer : KH IJob Number : 16303.00 Checked By: Model Name : Allstructure WP24B: R1 WALL SEGMENT SECTION PROPERTIES I Total Length : 28.167 ft r : 81.635 in As Provided (H) : 6.75 inA2 A : 4055.997 in^2 KL/r : 1.984 rho Provided (H) : .0035 (gross : 3.86144e+7 in^4 As min (H) : 3.888 in^2 (cracked : 2.70301e+7 in^4 rho min (H) : .002 I Cracked Mom, Mcr: 9031.77 k-ft As Provided (V) : 18.555 in^2 rho Provided (V) : .0046 I As min (V) : 6.084 in^2 rho min (V) : .0015 I SLENDER BENDING SPAN RESULTS KL/r in Cm in Lu in (ft) Pc(k) deltaNS M act(k-ft) M2 min (k-ft) Mc in (k-ft) 1.984 .847 13.5 0 N/A 0 0 N/A IIn-Plane Wall Interaction Diagram —Mn 1 14841 P (k) —Phi*Mn —Cap. Line I 12000 9000 6000 111111111 I II"0 I 3000 I -se.s -1113 1' 20000 40000 55219 M (k-ft) I I I I I IRISA-3D Version 14.0.1 [S:\...\...\...\03 Calculations\RISA\concrete shearwalls- Final.r3d] Page 2 Company : Tigard Hampton Inn I Designer : KH Job Number : 16303.00 Checked By: I Model Name : Allstructure WP24B: R1 CROSS SECTION DETAILING • I Interior Face #6 p 18in oc 1 in cover / /' 4.62 in r• . iv I C \ N / \ til 1 I t4 , • • \ \ // 1 in cover \\ 2 in cover Exterior Face \';j #5 @ 18in oc I I I I I I I I I I I RISA-3D Version 14.0.1 [S:\...\...\...\03 Calculations\RISA\concrete shearwalls- Final.r3d] Page 3 I • Designer : KH IJob Number : 16303.00 Checked By: Model Name Allstructure WP24C CRITERIA MATERIALS GEOMETRY ICode : ACI 318-14 Material Set : Conc4000NW Total Height : 13.5 ft Design Rule : 8-inch wall Concrete fc : 4 ksi Total Length : 9.917 ft Loc of r/f : Centered Concrete E : 3644 ksi Thickness : 8 in I Outer Bars : Vertical Concrete G : 1584 ksi Conc Density : .145 k/ft^3 Int Cover(-z) : 1 in Vert Bar Size : #5 Lambda : 1 Ext Cover(-+z) : 1 in Horz Bar Size : #5 Conc Str Blk : Rectangular Cover Open/Edge 2 in K : 1 TranI sfer In? No Vert Bar Fy : 60 ksi Use Cracked? : Yes I Transfer Out? : No Ho Bar Fy : 60 ksi In Icr Factor : '81. 7 Group Wall? :: No Steel E : 29000 ksi Out Icr Factor : .35 o moiv v y�v y yv�� �� wz , y ,v N31 VA VvA V� y�v ,• �., �vA- c. ` '\`V cAA ��\yam A vV y` ��� v -,;%' \ � ';',4,4, ma\ kl \`\\`, e � •' '\ -, c-' \ \`ems • \ \ \ \ Vy``, aoA� . AAS`` \ 1 �, '' mai ASV\ V\4,-,,,, , ,--,-,„,Ai, ^ ` ax \ ��g \\\\\\\`Vt : \\`\\ \ F \`�\> ` \\ t""`�\ i\\ \\ t \\ '` \� \\ \\ :\�" \\: iiit \\� . \ i ce\ \ \" reL Iii I f\s\Av, \\ yS11,,,,,- ---44,,,,: -. ,:14-* \ , v „,,,. \� \ . \\\ \ t \. .Q \v ` �N` \\\\ y\S �`\ �\t it4t il! I dam\ �N36 'i N32 9.92 ft I REGION RESULTS UC Max UC Shear Delta Max UC Max UC Shear Delta Max I Region In Plane LC In Plane LC In Plane(in) LC Out Plane LC Out Plane LC Out Plane(in) LC R1 .177 4 .154 4 NIA N/A .179 4 0 4 N/A N/A REINFORCEMENT RESULTS I Vertical Horizontal Region Reinforcement Reinforcement R1 #5@18in oc ctr #5�18in oc ctr I I RISA-3D Version 14.0.1 [S:\...\...\...\03 Calculations\RISA\concrete shearwalls- Final.r3d] Page 1 Designer : KH Job Number : 16303.00 Checked By: I Model Name : Allstructure WP24C: R1 (In-Plane) CRITERIA MATERIALS GEOMETRY Code : ACI 318-14 Material Set : Conc4000NW Total Height : 13.5 ft Design Rule : 8-inch wall Concrete fc : 4 ksi Total Length : 9.917 ft Loc of r/f : Centered Concrete E : 3644 ksi Thickness : 8 in Outer Bars : Vertical Concrete G : 1584 ksi Conc Density : .145 k/ft^3 Int Cover(-z) : 1 in Vert Bar Size : #5 Lambda : 1 Ext Cover(+z) : 1 in Horz Bar Size : #5 Conc Str Blk : Rectangular Cover Open/Edge 2 in K : 1 Vert Bar Spac : 18 in Veil Bar Fy : 60 ksi Use Cracked? : Yes Horz Bar Spac : 18 in Horz Bar Fy : 60 ksi Icr Factor : .7 Group Wall? : No Steel E : 29000 ksi ENVELOPE DIAGRAMS ' Min: 0 at 6.75 ft Min: 0 at 6.75 ft Min: -135.59 at 0 ft AC!318-14 Code Check k k k-ft AXIAL/BENDING DETAILS UC Max : .177 Location : 13.5 ft Gov Pu : 286.582 k phi*Pn : 1615.324 k Gov Mu : 381.98 k-ft phi*Mn : 2153.038 k-ft phi eff. : .65 Gov LC : 4 I SHEAR DETAILS UC Max : .154 Location : 13.5 ft Gov Vu : 31.674 k I phi*Vn : 205.777 k Vnmax : 481.678 k Vc : 177.012 k P V M Vs : 97.357 k Max: 305.3 at 0 ft Max: 34.299 at 6.75 ft Max: 381.98 at 13.5 ft Gov LC : 4 DEFLECTION DETAILS Delta max : -1 in Deflection Ratio : H/-13 Location : 0 ft Gov LC : 0 I I RISA-3D Version 14.0.1 [S:\...\...\...\03 Calculations\RISA\concrete shearwalls- Final.r3d] Page 1 ICompany : Tigard Hampton Inn Designer : 'KH ' Job Number : 16303.00 Checked By: Model Name : Allstructure WP24C:R1 WALL SEGMENT SECTION PROPERTIES I Total Length : 9.917 ft r : 28.741 in As Provided (H) : 3.375 in^2 A : 952 in^2 KL/r : 5.637 rho Provided (H) : .0026 (gross : 1.12344e+6 in^4 As min (H) : 2.592 in^2 Icracked : 786407.718 inA4 rho min (H) : .002 ICracked Mom, Mcr: 746.35 k-ft As Provided (V) : 2.761 inA2 rho Provided (V) : .0029 I As min (V) : 1.142 in^2 rho min (V) : .0012 ISLENDER BENDING SPAN RESULTS KL/r in Cm in Lu in (ft) Pc (k) deltaNS M act(k-ft) M2 min (k-ft) Mc in (k-ft) 5.637 .552 13.5 0 N/A 0 0 N/A IIn-Plane Wall Interaction Diagram I P(k) — 3393 "—Phi*Mn —Cap. Line 2800 i2100 I 1400 I 70+ -166 900 1800 2700 3600 4435 M (k-ft) CROSS SECTION DETAILING I Interior Face #5p 18in oc I \\ / 3.19 in i co i ___i \ ¢ ¢ / '\ 2 in cover I Exterior Face #5 @ 18in oc IRISA-3D Version 14.0.1 [S:\...\...\...\03 Calculations\RISA\concrete shearwalls- Final.r3d] Page 2 Checked By: I • _ . - : KH Designer WP25 :: 4C°nc4°°°NkkWss: . Job NuNmbeer :: A16113etOr3uc.OtuOre GEOMETRY ft I Model am MATERIALS ft CRITERIA in : ACI 318-14 Code CMoantecrrieatleSfect : 3644 I Concrete E ksi in Design Rule : 12-inch wall : Each Face : 1584 TotalTotThicknessal LenHeightgth :::. 111:27.5 Loc of rlf Concrete G in : Vertical Cone Density : .145 Outer Bars in : 1 Lambda I Vert Bar Size : #6 Horz Bar Size : #5 Cone Str Blk Vert Bar Fy : Rectangularkiksfti A3 EInKxtCoverOpen/EdgetCCoovveerr(-(z+ i: 2: : 60 ksi I : No : 60 :: Yes Transfer In? Transfer Out? : No : No Horz Bar Fy 111 Group Wall? Steel E : 29000 ksi kjiOutiisle:ICIFrra:Fcc::::cetrdo9:7 N3:9.35 I S:',', 4.1.t„: 141i.iZel 'i,-.,„kNit% -‘x-4:;,., 114;4Xt'I'4.. tiztitttOINI:,k,r',W'Zik::1*4.4 I tt4zttwtttt kk,,w,„.t -tiritt ,t-N,:..-.tv.Attivolgttt*,tewitt.t14,t_twt..., 4,.,ttt,Nv.it,„,,,, .-tt elt -ta)v.k*-tik,. .0V4Avl, -tt"tira-tt -t:tft:1-t t-t4t.;.x.:W. t tktvt-til -tt,t: ,t .sttt-- t-t-‘4Itik:,t .:httt-t,st*ttt-tt.ttt.t. I l'f7'' '‘V,ittO. A'init, ,'N6.,;.* 4i' N.*, -,-.±A,,,,kktv*:, ,,.:',-,,--„,*.i -------.. i.gz- ,--%J.,,,,,k, „.,,,,w-1,-,,,, -4.„kt.,at,.-„k„.-A,,.•$,---., ..„--„-:-,-„,,,,,„,..r,,-;::-...- - ,::-,..*****. `;t*A646trIpk. 4k*"Iliti421.t";46,4**41Tit**7:t "A6.11;1. 66*6St *4,4666** . 10114-F V ',kt; '*'' ',7Y,. I s ,i4ttii -V,11120 "' ki> -','.‘k,'7648i, . . 411,t,t4':*.. *:; -`f053, z'T ;‘, :i.,,l'Kt,,* ' 4S\-V.,,V 01,:s'" ,41N-, ‘:1/4,'" ,,<: ',;-214;i, V'Ag . ,-0" :4k.P.,. ' .„,',. ..,-* .-,,;,,-,--,`.-N.- 1.,-.--via-,N—S A,--...'-!---, ,,r,.,„>„\:: ,,,,, .:.--, ,',' -4664 ,1,„,k.. 4-1* -- .4%.-,,,.. ..--kk;,:--,.. -',.,-,.--,'t'",-,,t-•AtNsk,,..,Z..,,-*„V &. !;it'W*AiN1W- iii.WAtiiNt.i i.Nojtim-vi 4Ai:1-0 istol- 7.2r, -. ., ..,DC-s'`k tit,' -1t1Z:k , III "4 .,,-N-,!g,:, ,, ,%.-,-F*04,,:-. ,-,,,,, .....*' 3,4f*** 6..4..;.* *6.0/. '6' '•'6'6******666.6"666,6 66,*"''*"6 ' I-, *ti4;44.':Z. 10:1'',44114:4„,kNliel 4tie.x-'- 4-411ANS'P'1-'i--- 1N28 t N64 ,N;4,• ,;\ .41 ,,,NZtiR. :zi, 1, Niat&,., <1,,:tg: -- Y I , T 17 ft Delta Max UC Shear UC Max I Delta Max UC Shear REGION RESULTS UC Max C n L7C Ou.t0P0I8ane LC 4 Out PNIa/Ane(in) NL/CA I Region In Plane L .086 16 I .P18la9ne L8C In PNIalnAe(in) NL/CA Out Plane R1 REINFORCEMENTveRrtEiScaUlHorizontal LTS Reinforcement I Reinforcement Region #6@18in cc e.f. R1 #5@18in cc e.f. I I I [SA— — RISA-3D Version 14.0.1 \ \'..\03 Calculations\RISA\concrete shearvvalls- Final.r3d] Page 1 Designer : KH I Job Number : 16303.00 Checked By: Model Name : Allstructure WP25:R1 (In-Plane) CRITERIA MATERIALS GEOMETRY ' Code : ACI 318-14 Material Set : Conc4000NW Total Height : 13.5 ft Design Rule : 12-inch wall Concrete fc : 4 ksi Total Length : 17 ft Loc of r/f : Each Face Concrete E : 3644 ksi Thickness : 12 in U Outer Bars : Vertical Concrete G : 1584 ksi Conc Density : .145 k/ft^3 Int Cover(-z) : 1 in Vert Bar Size : #6 Lambda : 1 Ext Cover(+z) : 1 in Horz Bar Size : #5 Conc Str Blk : Rectangular Cover Open/Edge 2 in K : 1 I Vert Bar Spac : 18 in Vert Bar Fy : 60 ksi Use Cracked? : Yes Horz Bar Spac : 18 in Horz Bar Fy : 60 ksi Icr Factor : .7 Group Wall? : No Steel E : 29000 ksi ENVELOPE DIAGRAMS fMin: 0 at 6.75 ft Min: -110.7 at 10.125 ft Min:732.2 at 13.5 ft ACI 318-14 Code Check k k k-ft AXIAL/BENDING DETAILS I UC Max : .086 Location 0 ft I Gov Pu : 0 k phi*Pn : NC Gov Mu : 390.679 k-ft phi*Mn : 4561.928 k-ft I phi eff. : .9 IGov LC : 16 I \ SHEAR DETAILS I UC Max 189 Location : 10.125 ft Gov Vu : -110.661 k r \� phi*Vn : 584.161 k Vnmax : 1238.605 k P V M Vc : 445.087 k Vs : 333.795 k IMax: 244.6 at 0 ft Max: 8.614 at 10.125 ft Max: 401.6 at 0 ft Gov LC : 8 ' DEFLECTION DETAILS Delta max : -1 in I Deflection Ratio : H/-13 Location : 0 ft Gov LC : 0 I I IRISA-3D Version 14.0.1 [S:\...\...\...\03 Calculations\RISA\concrete shearwalls- Final.r3d] Page 1 Company : Tigard Hampton Inn I Designer : KH Job Number : 16303.00 Checked By: Model Name : Alistructure WP25:R1 WALL SEGMENT SECTION PROPERTIES Total Length : 17 ft r : 49.271 in As Provided (H) : 6.75 inA2 A : 2448.007 inA2 KUr : 3.288 rho Provided (H) : .0035 [gross : 8.48974e+6 in^4 As min (H) : 3.888 inA2 (cracked : 5.94282e+6 in^4 rho min (H) : .002 Cracked Mom, Mcr: 3290.054 k-ft As Provided (V) : 10.603 inA2 rho Provided (V) : .0043 As min (V) : 3.672 inA2 rho min (V) : .0015 SLENDER BENDING SPAN RESULTS KL/r in Cm in Lu in (ft) Pc(k) deltaNS M act(k-ft) M2 min (k-ft) Mc in (k-ft) 3.288 .4 13.5 0 N/A 0 0 N/A In-Plane Wall Interaction Diagram I —Mn P (k) —Phi*Mn 8923 —Cap. Line s000 6000 111,0 I 4000 1 2000 1 _IC 111,11 ".1, -636 1= 4000 8000 12000 16000 19830 M (k-ft) I CROSS SECTION DETAILING I #6 @ 18in oc Interior Face 1 in cover if 18.63 in \I. _,t ,_< / /ii)/ i—ja __ 1 \ N /-1 4) % V • l'– 1 lin cover �\ 2 in cover Exterior Face I #5 @ 18in oc RISA-3D Version 14.0.1 [S:\...\...\...\03 Calculations\RISA\concrete shearwalls- Final.r3d] Page 2 Designer KH Job Number 16303.00 Checked By: Model Name Allstructure WP25A CRITERIA MATERIALS GEOMETRY I Code : ACI 318-14 Material Set : Conc4000NW Total Height : 13.5 ft Design Rule : 12-inch wall Concrete fc : 4 ksi Total Length : 13.645 ft Loc of r/f : Each Face Concrete E : 3644 ksi Thickness : 12 in I Outer Bars : Vertical Concrete G : 1584 ksi Conc Density : .145 k/ft^3 Int Cover(-z) : 1 in Vert Bar Size : #6 Lambda : 1 Ext Cover : 1 in I Horz Bar Size : #5 Conc Str Blk : Rectangular Cover Open/Edge..: 211 in K : 1 Transfer In? : No Vert Bar Fy : 60 ksi Use Cracked? : Yes Transfer Out? : No Horz Bar Fy : 60 ksi In Icr Factor : .7 I Group Wall? : No Steel E : 29000 ksi Out Icr Factor : .35 \\ .- \\�\�am \\ \\�\� c�\\-- \ \' -' \ ',:: � Omo�` \\\ \I \ \\ \ , �� c\� �� �\\\ �\ `s \� \� �\41:2'.4,t' ya. ��t \� \ \� \\ \\\ "N. \�3 \\\\ \\\\\ off\ I 'ice\ \ \ re\ \ r \\ 4\r \\ \\-. \\\` �\\ \\ \\ ,6,\\\\a \��\`�"` , \ \\ moi \\ .:',:.4' '-' '' 'mac 44, \ o\ \,; \r \\ \ \i .-r-- -.,.1--W,--',.. ....,,, ."."..>, ,,- --,-;-",,,;::;,*‘,,,: . .i.-..,..,,,,....:,,,,,.„,,::,,.,-2.-4,*,,,, ,-*.:-.".,"."--.:„ „.'..,,, ,,.,,,„:4,,:,.:.. .,,,,?,,.,„.- ..z...4,i,,...r,,:tN,-,,,,:;1*.t : \,25 , ,- 1:. = \ \ � `��\\\ moo\ \\ C`\\�� \�\ „ „� �:�\.< .,\`\ \� .,,\ ���Z#'.°\�\�\\z '\\\\\. \\`\�i tea �. I ¢N70 �N98 13.65 ft REGION RESULTS UC Max UC Shear Delta Max UC Max UC Shear Delta Max Region In Plane LC In Plane LC In Plane(in) LC Out Plane LC Out Plane LC Out Plane(in) LC R1 .054 7 .109 14 N/A N/A •054 7 .006 14 N/A N/A REINFORCEMENT RESULTS Vertical Horizontal I Region Reinforcement Reinforcement R1 #6@18in oc e.f. #5@18in oc e.f. 1 IRISA-3D Version 14.0.1 [S:\...\...\...\03 Calculations\RISA\concrete shearwalls- Final.r3d] Page 1 Designer : KH Job Number : 16303.00 Checked By: Model Name : Alistructure WP25A: R1 (In-Plane) CRITERIA MATERIALS GEOMETRY Code : ACI 318-14 Material Set : Conc4000NW Total Height : 13.5 ft Design Rule : 12-inch wall Concrete fc : 4 ksi Total Length : 13.645 ft Loc of r/f : Each Face Concrete E : 3644 ksi Thickness : 12 in Outer Bars : Vertical Concrete G : 1584 ksi Conc Density : .145 k/ft^3 Int Cover(-z) : 1 in Vert Bar Size : #6 Lambda : 1 Ext Cover(+z) : 1 in Horz Bar Size : #5 Conc Str Blk : Rectangular Cover Open/Edge 2 in K : 1 Vert Bar Spac : 18 in Vert Bar Fy : 60 ksi Use Cracked? : Yes Horz Bar Spac : 18 in Horz Bar Fy : 60 ksi Icr Factor : .7 Group Wall? : No Steel E : 29000 ksi ENVELOPE DIAGRAMS Min: 0 at 6.75 ft Min: -14.416 at 13.5 ft ' Min: -18.737 at 0 ft AC!318-14 Code Check k k k-ft AXIAL/BENDING DETAILS UC Max : .054 Location : 0 ft Gov Pu : 204.007 k phi*Pn : 3759.995 k I Gov Mu : 177.264 k-ft phi*Mn : 3267.103 k-ft phi eff. : .65 1 Gov LG : 7 SHEAR DETAILS UC Max : .109 Location : 13.5 ft Gov Vu : 50.001 k phi*Vn : 460.445 k 1 Vnmax : 994.168 k 1 P V M Vc : 346.006 k Vs : 267.921 k Max: 204.0 at 0 ft Max: 50.001 at 13.5 ft , Max: 284.3 at 13.5 ft Gov LC : 14 DEFLECTION DETAILS Delta max : -1 in Deflection Ratio : H/-13 Location : 0 ft Gov LC : 0 I I RISA-3D Version 14.0.1 [S:\...\...\...\03 Calculations\RISA\concrete shearwalls- Final.r3d] Page 1 ICompany : Tigard Hampton Inn Designer : KH Job Number : 16303.00 Checked By: I Model Name : Al!structure WP25A: R1 WALL SEGMENT SECTION PROPERTIES I Total Length : 13.645 ft r : 39.547 in As Provided (H) : 6.75 inA2 A : 1964.896 inA2 KL/r : 4.096 rho Provided (H) : .0035 (gross : 4.39011e+6 in^4 As min (H) : 3.888 inA2 Icracked : 3.07307e+6 inA4 rho min (H) : .002 I Cracked Mom, Mcr: 2119.614 k-ft As Provided (V) : 9.719 inA2 rho Provided (V) : .0049 IAs min (V) : 2.947 inA2 rho min (V) : .0015 ISLENDER BENDING SPAN RESULTS KL/r in Cm in Lu in (ft) Pc(k) deltaNS M act(k-ft) M2 min (k-ft) Mc in (k-ft) 4.096 .917 13.5 0 N/A 0 0 N/A # In-Plane Wall Interaction Diagram 7231P (k) —Phi*Mn r —Cap. Line 6000 111111111 I 4000 111 �. 2000 wrrrr, -583 I- 3000 6000 9000 120003241 M (k-ft) 1 CROSS SECTION DETAILING I Interior Face #6, 18in oc I \v 1 in cover 7.5 in \, j / �■r I N I 1 in cover 2 in cover Exterior Face \� IRISA-3D Version 14.0.1 [S:\...\...\...\03 Calculations\RISA\concrete shearwalls- Final.r3d] Page 2 Designer :KH Job Number : 16303.00 Checked By: Model Name : Allstructure WP25B CRITERIA MATERIALS GEOMETRY Code : ACI 318-14 Material Set : Conc4000NW Total Height : 13.5 ft Design Rule : 12-inch wall Concrete fc : 4 ksi Total Length : 11.917 ft Loc of Of : Each Face Concrete E : 3644 ksi Thickness : 12 in Outer Bars : Vertical Concrete G : 1584 ksi Conc Density : .145 k/ft^3 Int Cover(-z) : 1 in Vert Bar Size : #6 Lambda : 1 Ext Cover(+z) : 1 in Horz Bar Size : #5 Conc Str Blk : Rectangular Cover Open/Edge 2 in K : 1 Transfer In? : No Vert Bar Fy : 60 ksi Use Cracked? : Yes Transfer Out? : No Horz Bar Fy : 60 ksi In Icr Factor : .7 Group Wall? : No Steel E : 29000 ksi Out Icr Factor : .35I 444,4114,4444 14,4414444144444 4 4 .4•44-4 4,,', 4 4 \\\ v A \.* A \44yv414 4 4 4444444 ? \' \ \ A \ "\ 4:144144,,P44444144' ? � v yveV 4 \ \ \ \ \ iz � vy\4y Acv u per k `*\ t \� ,- 414414441444444414414411, \ %\ \ \ \ r \\ \� I Iy� y v a \ v, Avg is Zikt N66¢ N98 11.92 ft REGION RESULTS I UC Max UC Shear Delta Max UC Max UC Shear Delta Max Region In Plane LC In Plane LC In Plane(in) LC Out Plane LC Out Plane LC Out Plane(in) LC R1 .07 5 .181 8 N/A N/A .065 5 .003 7 N/A N/A111 REINFORCEMENT RESULTS Vertical Horizontal Region Reinforcement Reinforcement R1 #6@18in oc e.f. #5@18in oc e.f. I RISA-3D Version 14.0.1 [S:\...\...\...\03 Calculations\RISA\concrete shearwalls- Final.r3d] Page 1 Designer : KH 1 Job Number : 16303.00 Checked By: Model Name : Allstructure WP25B:R1 (In-Plane) CRITERIA MATERIALS GEOMETRY I Code : ACI 318-14 Material Set : Conc4000NW Total Height : 13.5 ft Design Rule : 12-inch wall Concrete fc : 4 ksi Total Length : 11.917 ft Loc of r/f : Each Face Concrete E : 3644 ksi Thickness : 12 in I Outer Bars : Vertical Concrete G : 1584 ksi Conc Density : .145 klft^3 Int Cover(-z) : 1 in Vert Bar Size : #6 Lambda : 1 Ext Cover(+z) : 1 in I Horz Bar Size : #5 Conc Str Blk : Rectangular Cover Open/Edge 2 in K : 1 Vert Bar Spac : 18 in Vert Bar Fy : 60 ksi Use Cracked? : Yes Horz Bar Spac : 18 in Horz Bar Fy : 60 ksi Icr Factor .7 Group Wall? : No Steel E : 29000 ksi ENVELOPE DIAGRAMS IMin: 0 at 6.75 ft Min: -75.686 at 13.5 ft Min: -395.5 at 13.5 ft AC!318-14 Code Check k k k-ft AXIAL/BENDING DETAILS I UC Max : .07 Location : 13.5 ft I Gov Pu phi*Pn : 214.605 k � . : 3055.443 k Gov Mu : -328.582 k-ft phi*Mn : 4678.189 k-ft � i phi eff. : .65 Gov LC : 5 SHEAR DETAILS UC Max : .181 Location : 13.5 ft Gov Vu : -75.686 k phi*Vn : 419.027 k Vnmax : 868.234 k Vc : 324.719 k P V M Vs : 233.983 k IMax: 214.6 at 13.5 ft Max: 15.191 at 0 ft Max:46.852 at 0 ft Gov LC : 8 I DEFLECTION DETAILS Delta max : -1 in I Deflection Ratio : H/-13 Location : 0 ft Gov LC : 0 I I IRISA-3D Version 14.0.1 [S:\...\...\...\03 Calculations\RISA\concrete shearwalls- Final.r3d] Page 1 Company : Tigard Hampton Inn I Designer : KH Job Number : 16303.00 Checked By: Model Name : Allstructure WP25B: R1 WALL SEGMENT SECTION PROPERTIES Total Length : 11.917 ft r : 34.538 in As Provided (H) : 6.75 inA2 A : 1715.999 inA2 KUr : 4.691 rho Provided (H) : .0035 (gross : 2.9242e+6 inA4 As min (H) : 3.888 inA2 (cracked : 2.04694e+6 inA4 rho min (H) : .002 Cracked Mom, Mcr: 1616.634 k-ft As Provided (V) : 8.836 inA2 rho Provided (V) : .0051 As min(V) : 2.574 inA2 rho min (V) : .0015 SLENDER BENDING SPAN RESULTS I KL/r in Cm in Lu in (ft) Pc (k) deltaNS M act(k-ft) M2 min (k-ft) Mc in (k-ft) 4.691 .627 13.5 0 N/A 0 0 N/A In-Plane Wall Interaction Diagram I -Mn P(k) —Phi*Mn 6334 6000 —Cap. Line i 4000 illillin ,, 2000 1 edli -530 3000 6000 9000 10223 111 M (k-ft) I I I I I I RISA-3D Version 14.0.1 [S:\...\...\...\03 Calculations\RISA\concrete shearwalls- Final.r3d] Page 2 ICompany : Tigard Hampton Inn Designer : KH 11 Job Number : 16303.00 Checked By: Model Name : Allstructure WP25B: R1 CROSS SECTION DETAILING I Interior Face #6 18in oc I1 in cover /` 6.12 in \i V ,, ,/ I .0 T -?. ,• , / \ N / \ I-1 /` \ I A. \"11; \ \ • i iPi 11 / 1 in cover 2 in cover Exterior Face #5 @ 18in oc I I I I I 1 I I I I I IRISA-3D Version 14.0.1 [S:\...\...1...\03 Calculations\RISA\concrete shearwalls- Final.r3d] Page 3 Designer : KH • Job Number : 16303.00 Checked By: Model Name Allstructure WP25C CRITERIA MATERIALS GEOMETRY Code : ACI 318-14 Material Set : Conc4000NW Total Height : 13.5 ft Design Rule : 12-inch wall Concrete fc : 4 ksi Total Length : 10.5 ft Loc of r/f : Each Face Concrete E : 3644 ksi Thickness : 12 in Outer Bars : Vertical Concrete G : 1584 ksi Conc Density : .145 k/ft^3 Int Cover(-z) : 1 in Vert Bar Size : #6 Lambda : 1 Ext Cover(+z) : 1 in Horz Bar Size : #5 Conc Str El : Rectangular Cover Open/Edge 2 in K : 1 Transfer In? : No Vert Bar Fy : 60 ksi Use Cracked? : Yes Transfer Out? : No Horz Bar Fy : 60 ksi In Icr Factor : .7 Group Wall? : No Steel E : 29000 ksi Out Icr Factor : .35 I��\\\� �5. a 'kms\ �\\ .� \\\ \ iiiC om\ $ai.,.� \ X, \\� \ i {�\\\. a s v� vv 4v*\� AyO�V r I mavy1\ A \A��� - .vz \€ � 3m � ,4 \ Tice \ ,\ \ \\ Otf� v zA�,v �. I G � �\ �\ �\\ \tea ,,�\ ,-„,,,„,f,,,, a I \� .\ �N70 N69 10.5 ft REGION RESULTS 1 UC Max UC Shear Delta Max UC Max UC Shear Delta Max Region In Plane LC In Plane LC In Plane(in) LC Out Plane LC Out Plane LC Out Plane(in) LC R1 .066 7 .084 14 N/A N/A .032 6 .004 14 N/A NIAIII REINFORCEMENT RESULTS Vertical Horizontal Region Reinforcement Reinforcement R1 #6@18in oc e.f. #5@>18in oc e.f. I RISA-3D Version 14.0.1 [S:\...\...\...\03 Calculations\RISA\concrete shearwalls- Final.r3d] Page 1 1 Designer : KH I Job Number : 16303.00. Checked By: Model Name : Alistructure WP25C: R1 (In-Plane) CRITERIA MATERIALS GEOMETRY I Code : ACI 318-14 Material Set : Conc4000NW Total Height : 13.5 ft Design Rule : 12-inch wall Concrete fc : 4 ksi Total Length : 10.5 ft Loc of r/f : Each Face Concrete E : 3644 ksi Thickness : 12 in I Outer Bars : Vertical Concrete G : 1584 ksi Conc Density : .145 k/ft^3 Int Cover(-z) : 1 in Vert Bar Size : #6 Lambda : 1 Ext Cover(+z) : 1 in I Horz Bar Size : #5 Conc Str Blk : Rectangular Cover Open/Edge 2 in K : 1 Vert Bar Spac : 18 in Vert Bar Fy : 60 ksi Use Cracked? : Yes Horz Bar Spac : 18 in Horz Bar Fy : 60 ksi Icr Factor : .7 Group Wall? : No Steel E : 29000 ksi ENVELOPE DIAGRAMS IMin: 0 at 6.75 ft Min: -29.018 at 10.125 Min: -140.2 at 0 ft ACI 318-14 Code Check k k k-ft AXIAUBENDING DETAILS 1 UC Max : .066 Location : 0 ft I Gov Pu : 0 k phi*Pn : NC I Gov Mu : -140.213 k-ft phi*Mn : 2116.13 k-ft phi eff. : .9 IGov LC : 7 SHEAR DETAILS UC Max : .084 Location : 10.125 ft I Gov Vu : -29.018 k phi*Vn : 343.967 k Vnmax : 765.018 k Vc : 252.456 k P V M Vs : 206.167 k IMax: 93.951 at 0 ft Max: 20.77 at 10.125 ft Max: 117.8 at 0 ft Gov LC : 14 I DEFLECTION DETAILS Delta max : -1 in I Deflection Ratio : H/-13 Location : 0 ft Gov LC : 0 I I I RISA-3D Version 14.0.1 [S:\...\...\...\03 Calculations\RISA\concrete shearwails- Final.r3d] Page 1 Company Tigard Hampton Inn I p Designer : KH Job Number : 16303.00 Checked By: Model Name : Allstructure WP25C:R1III WALL SEGMENT SECTION PROPERTIES Total Length : 10.5 ft r : 30.432 in As Provided (H) : 6.75 inA2 A : 1512 inA2 KUr : 5.323 rho Provided (H) : .0035 (gross : 2.00038e+6 in^4 As min (H) : 3.888 inA2 Icracked : 1.40026e+6 in^4 rho min (H) : .002 Cracked Mom, Mcr: 1255.108 k-ftI As Provided (V) : 7.952 inA2 rho Provided (V) : .0053 As min(V) : 2.268 inA2 rho min (V) : .0015 SLENDER BENDING SPAN RESULTS I KL/r in Cm in Lu in (ft) Pc (k) deltaNS M act(k-ft) M2 min (k-ft) Mc in (k-ft) 5.323 .575 13.5 0 N/A 0 0 N/A In-Plane Wall Interaction Diagram I —Mn 5591 P (k) —Phi*Mn —Cap. Line 4000 1 Iiiiii . I 2000 111 -te 477 12000 4000 6000 79291 M (k-ft) I CROSS SECTION DETAILING I Interior Face #6 18in oc // N\ 1 in cover /\/ 6.63 in i N s I iiimmiiiiili111= 1111MFIE1111111==111111 / \ 1 in cover N1 2 in cover I Exterior Face aiS GI 1n'...,. RISA-3D Version 14.0.1 [S:\...\...\...\03 Calculations\RISA\concrete shearwalls- Final.r3d] Page 2 • Designer : KI I-1 Job Number : 16303.00 Checked By: Model Name : Allstructure WP25D CRITERIA MATERIALS GEOMETRY I Code : ACI 318-14 Material Set : Conc4000NW Total Height : 13.5 ft Design Rule : 8-inch wall Concrete fc : 4 ksi Total Length : 3.917 ft Loc of r/f : Centered Concrete E : 3644 ksi Thickness : 8 in I Outer Bars : Vertical Concrete G : 1584 ksi Conc Density : .145 k/ft^3 Int Cover(-z) : 1 in Vert Bar Size : #5 Lambda : 1 Ext Cover(+z) : 1 in I Horz Bar Size : #5 Conc Str Blk : Rectangular Cover Open/Edge 2 in K : 1 Transfer In? : No Vert Bar Fy : 60 ksi Use Cracked? : Yes Transfer Out? : No Horz Bar Fy : 60 ksi In Icr Factor : .7 Group Wall? : No Steel E : 29000 ksi Out Icr Factor : .35 Ate` N47 iir�� \`yew 1 ? y�vy� OOA� N S , �s . �\\ i N `1 \v 0 \v v \\ \' ham A ifte,:' ` \\ ,4 \ \� Rv\ � y� � vii *c. x,40 y � N73 N72 • 3.92 ft IREGION RESULTS UC Max UC Shear Delta Max UC Max UC Shear Delta Max Region In Plane LC In Plane LC In Plane(in) LC Out Plane LC Out Plane LC Out Plane(in) LC R1 .121 15 .113 15 N/A N/A .045 8 .014 14 N/A N/A REINFORCEMENT RESULTS Vertical Horizontal I Region Reinforcement Reinforcement R1 #5@18in oc ctr #5@18in oc ctr I IRISA-3D Version 14.0.1 [S:\...\...\...\03 Calculations\RISA\concrete shearwalls- Final.r3d] Page 1 Designer : KH Job Number : 16303.00 Checked By: Model Name : Allstructure WP25D: R1 (In-Plane) CRITERIA MATERIALS GEOMETRY Code : ACI 318-14 Material Set : Conc4000NW Total Height : 13.5 ft Design Rule : 8-inch wall Concrete fc : 4 ksi Total Length : 3.917 ft Loc of r/f : Centered Concrete E : 3644 ksi Thickness : 8 in Outer Bars : Vertical Concrete G : 1584 ksi Conc Density : .145 k/ft^3 Int Cover(-z) : 1 in Vert Bar Size : #5 Lambda : 1 Ext Cover(+z) : 1 in Horz Bar Size : #5 Conc Str Blk : Rectangular Cover Open/Edge 2 in K : 1 Vert Bar Spac : 18 in Vert Bar Fy : 60 ksi Use Cracked? : Yes Horz Bar Spac : 18 in Horz Bar Fy : 60 ksi Icr Factor : .7 Group Wall? : No Steel E : 29000 ksiI ENVELOPE DIAGRAMS Min: 0 at 6.75 ft Min: -8.903 at 13.5 ft Min: -20.318 at 13.5 ft AC/318-14 Code Check k k k-ft AXIAUBENDING DETAILS 6 UC Max : .121 Location : 13.5 ft Gov Pu : 0 k phi*Pn : NC I Gov Mu : -18.568 k-ft phi*Mn : 153.009 k-ft phi eff. : .9 Gov LC : 15 SHEAR DETAILS UC Max : .113 { Location : 13.5 ft Gov Vu : -8.594 k phi*Vn : 75.924 k Vnmax : 190.243 k Vc : 62.78 k I P V M Vs : 38.452 k Max: 30.97 at 0 ft Max: 5.378 at 13.5 ft Max: 25.034 at 0 ft Gov LC : 15 DEFLECTION DETAILS Delta max : -1 in Deflection Ratio : H/-13 Location : 0 ft Gov LC : 0 I I RISA-3D Version 14.0.1 [S:\...\...\...\03 Calculations\RISA\concrete shearwalls- Final.r3d] Page 1 1 Company : Tigard Hampton Inn Designer : KH Job Number : 16303.00 Checked By: I Model Name : Alistructure WP25D:R1 WALL SEGMENT SECTION PROPERTIES I ATotal Length : 3.917 ft r : 11.352 in As Provided (H) : 3.375 inA2 : 376 inA2 KUr : 14.271 rho Provided (H) : .0026 (gross : 69215.333 in"4 As min (H) : 2.592 inA2 [cracked : 48450.733 in^4 rho min (H) : .002 Cracked Mom, Mcr: 116.425 k-ft As Provided (V) : 1.534 inA2 rho Provided (V) : .0041 I As min(V) : .451 inA2 rho min (V) : .0012 1 SLENDER BENDING SPAN RESULTS KL/r in Cm in Lu in (ft) Pc(k) deltaNS M act(k-ft) M2 min (k-ft) Mc in (k-ft) 14.271 .4 13.5 0 N/A 0 0 N/A 1 In-Plane Wall Interaction Diagram P(k) —Mn I 1365 —Phi*Mn —Cap. Line 1200 I 1 90# 1 I 30# g2.low- � 200 400 600 734 M (k-ft) I CROSS SECTION DETAILING I Interior Face #5 @ 18in oc I / // 3.19 in oo < • LJ I / 2 in cover I Exterior Face #5 @ 18in oc IRISA-3D Version 14.0.1 [S:\...\...\...\03 Calculations\RISA\concrete shearwalls- Final.r3d] Page 2 • Designer : KH Job Number : 16303.00 Checked By:_____ Model Name : Allstructure WP25E CRITERIA MATERIALS GEOMETRY Code : ACI 318-14 Material Set : Conc4000NW Total Height : 13.5 ft Design Rule : 12-inch wall Concrete fc : 4 ksi Total Length : 6.5 ft Loc of r/f : Each Face Concrete E : 3644 ksi Thickness : 12 in : 1584 ksi Outer Bars : Vertical Concrete G Conc Density : .145 k/ft^3 Int Cover(-z) : 1 in Vert Bar Size : #6 Lambda : 1 Ext Cover(+z) : 1 in Horz Bar Size : #5 Conc Str Blk : Rectangular Cover Open/Edge 2 in K : 1 Transfer In? : No Vert Bar Fy : 60 ksi Use Cracked? : Yes Transfer Out? : No Horz Bar Fy : 60 ksi In Icr Factor : .7 Group Wall? : No Steel E : 29000 ksi Out Icr Factor : .35 . ,` N49 � SAO y y \\ I $ �� rte\ rt\,' \\\ \ \\ i O ..„FiriNrM07-1? NAA :::-.,,,..: ::NI;;;;:!'':;:;",-NIA.::till I1*14&I � , 111 fItt �� ,', i A t. \\ *. N75 N74 • 6.5 ft REGION RESULTS I UC Max UC Shear Delta Max UC Max UC Shear Delta Max Region In Plane LC In Plane LC In Plane(in) LC Out Plane LC Out Plane LC Out Plane(in) LC R1 .041 6 .083 8 N/A N/A 041 6 .007 14 N/A N/A REINFORCEMENT RESULTS Vertical Horizontal Region Reinforcement Reinforcement R1 #6@18in oc e.f. #5©18in oc e.f. I RISA-3D Version 14.0.1 [S:\...\...\...\03 Calculations\RISA\concrete shearwalls- Final.r3d] Page 1 II • Designer : KH I Job Number : 16303.00 Checked By: Model Name : Allstructure WP25E: R1 (In-Plane) CRITERIA MATERIALS GEOMETRY I Code : ACI 318-14 Material Set : Conc4000NW Total Height : 13.5 ft Design Rule : 12-inch wall Concrete fc : 4 ksi Total Length : 6.5 ft Loc of r/f : Each Face Concrete E : 3644 ksi Thickness : 12 in Outer Bars : Vertical Concrete G : 1584 ksi Conc Density : .145 k/ft^3 Int Cover(-z) : 1 in Vert Bar Size : #6 Lambda : 1 Ext Cover(+z) : 1 in I Horz Bar Size : #5 Conc Str Blk : Rectangular Cover Open/Edge 2 in K : 1 Vert Bar Spac : 18 in Vert Bar Fy : 60 ksi Use Cracked? : Yes Horz Bar Spac : 18 in Horz Bar Fy : 60 ksi Icr Factor : .7 IGroup Wall? : No Steel E : 29000 ksi ENVELOPE DIAGRAMS Min: 0 at 6.75 ft Min: 18.579 at 0 ft Min: -17.984 at 0 ft AC!318-14 Code Check k k k-ft AXIAL/BENDING DETAILS I UC Max : .041 Location : 0 ft I I Gov Pu phi*Pn : 73.941 k s. : 1784.875 k Gov Mu : 9.064 k-ft Iphi*Mn : 218.803 k-ft phi eff. : .65 A� Gov LC : 6 i SHEAR DETAILS UC Max : .083 Location : 13.5 ft I Gov Vu phi*Vn : -17.768 k : 212.932 k Vnmax . 473.583 k I z; Vc : 156.282 k P V M Vs : 127.627 k I Max: 73.941 at 0 ft Max: 8.906 at 11.475 ft! Max: 35.745 at 0 ft Gov LC : 8 I DEFLECTION DETAILS Delta max : -1 in I Deflection Ratio : H/-13 Location : 0 ft Gov LC : 0 I I IRISA-3D Version 14.0.1 [S:\...\...\...\03 Calculations\RISA\concrete shearwalls- Final.r3d] Page 1 Company Tigard Hampton Inn I Designer : KH Job Number : 16303.00 Checked By: Model Name : Allstructure WP25E: R1 WALL SEGMENT SECTION PROPERTIES Total Length : 6.5 ft r : 18.839 in As Provided (H) : 6.75 inA2 A : 936 inA2 KUr : 8.599 rho Provided (H) : .0035 [gross : 474552.459 inA4 As min(H) : 3.888 inA2 (cracked : 332186.722 in^4 rho min (H) : .002 Cracked Mom, Mcr: 480.983 k-ft As Provided (V) : 4.418 inA2 rho Provided (V) : .0047 As min (V) : 1.404 inA2 rho min (V) : .0015 SLENDER BENDING SPAN RESULTS111 KL/r in Cm in Lu in (ft) Pc(k) deltaNS M act(k-ft) M2 min (k-ft) Mc in (k-ft) 8.599 .65 13.5 0 N/A 0 0 N/A In-Plane Wall Interaction Diagram I —Mn Ph P(k) — i*Mn 3432 —Cap. Line 2800 ; 2100 1400 70� 111111k I1 -265 *- 600 1200 1800 2400 2986 M (k-ft) I CROSS SECTION DETAILING I # Interior Face 18in oc t1 in cover ,/ 18.63 in / 1I le ri / I c Nei t / 1 in cover \\ 2 in cover Exterior Face \\ #5 @ 18in oc RISA-3D Version 14.0.1 [S:\...\...\...\03 Calculations\RISA\concrete shearwalls- Final.r3d] Page 2 Designer : KH I Job Number : 16303.00 Checked By: Model Name : Allstructure WP25F CRITERIA MATERIALS GEOMETRY I Code : ACI 318-14 Material Set : Conc4000NW Total Height : 13.5 ft Design Rule : 12-inch wall Concrete fc : 4 ksi Total Length : 3 ft Loc of r/f : Each Face Concrete E : 3644 ksi Thickness : 12 in I Outer Bars : Vertical Concrete G : 1584 ksi Conc Density : .145 k/ftA3 Int Cover(-z) : 1 in Vert Bar Size : #6 Lambda : 1 Ext Cover(+z) : 1 in I Horz Bar Size : #5 Conc Str BIk : Rectangular Cover Open/Edge 2 in K : 1 Transfer In? : No Vert Bar Fy : 60 ksi Use Cracked? : Yes Transfer Out? : No Horz Bar Fy : 60 ksi In Icr Factor : .7 Group Wall? : No Steel E : 29000 ksi Out Icr Factor : .35 I r % ��4 ��oN50 -\\ AA: '\ ` \\\\ I '. �� ,n �\',tee\ , �N76 !N75 3ft 1 REGION RESULTS UC Max UC Shear Delta Max UC Max UC Shear Delta Max Region In Plane LC In Plane LC In Plane(in) LC Out Plane LC Out Plane LC Out Plane(in) LC IR1 .039 5 .112 8 N/A N/A .039 5 .013 14 N/A N/A REINFORCEMENT RESULTS I Vertical Horizontal Region Reinforcement Reinforcement R1 #6@18in oc e.f. #5@18in oc e.f. I IRISA-3D Version 14.0.1 [S:\...\...\...\03 Calculations\RISA\concrete shearwalls- Final.r3d] Page 1 Designer : KH Job Number : 16303.00 Checked By: Model Name : Allstructure WP25F: R1 (In-Plane) CRITERIA MATERIALS GEOMETRY Code : ACI 318-14 Material Set : Conc4000NW Total Height : 13.5 ft Design Rule : 12-inch wall Concrete fc : 4 ksi Total Length : 3 ft Loc of r/f : Each Face Concrete E : 3644 ksi Thickness : 12 in Outer Bars : Vertical Concrete G : 1584 ksi Conc Density : .145 k/ftA3 Int Cover(-z) : 1 in Vert Bar Size : #6 Lambda : 1 Ext Cover(+z) : 1 in Horz Bar Size : #5 Conc Str BIk : Rectangular Cover Open/Edge 2 in K : 1 Vert Bar Spac : 18 in Vert Bar Fy : 60 ksi Use Cracked? : Yes Horz Bar Spac : 18 in Horz Bar Fy : 60 ksi Icr Factor : .7 Group Wall? : No Steel E : 29000 ksiI ENVELOPE DIAGRAMS i ACI 318-14 Code CheckI Min: 0 at 6.75 ft Min: -11.345 at 9.45 ft i Min: -11.472 at 13.5 ft k k k-ft AXIAL/BENDING DETAILS UC Max . .039 Location : 0 ft Gov Pu : 34.171 k phi*Pn : 867.787 k III Gov Mu : 2.641 k-ft phi*Mn : 67.057 k-ft phi eff. : .65 Gov LC : 5 1 SHEAR DETAILS UC Max : .112 Location : 13.5 ft Gov Vu : -11.317 k I phi*Vn : 101.046 k Vnmax : 218.574 k P V ,, i Vc : 75.824 k Vs : 58.904 k Max: 34.171 at 0 ft Max: 3.291 at 9.45 ft Max: 8.788 at 0 ft Gov LC : 8 DEFLECTION DETAILS Delta max : -1 in Deflection Ratio : H/-13 Location : 0 ft Gov LC : 0 I I RISA-3D Version 14.0.1 [S:\...\...\...\03 Calculations\RISA\concrete shearwalls-Final.r3d] Page 1 ICompany : Tigard Hampton Inn Designer : KH I Job Number : 16303.00 Checked By: Model Name : Allstructure WP25F:R1 WALL SEGMENT SECTION PROPERTIES I Total Length : 3 ft r : 8.695 in As Provided (H) : 6.75 in^2 A : 431.994 in^2 KL/r : 18.632 rho Provided (H) : .0035 Igross : 46654.061 in^4 As min(H) : 3.888 in^2 Icracked : 32657.843 in^4 rho min (H) : .002 ICracked Mom, Mcr: 102.455 k-ft As Provided (V) : 3.534 in^2 rho Provided (V) : .0082 I As min (V) : .648 inA2 rho min (V) .: .0015 ISLENDER BENDING SPAN RESULTS KL/r in Cm in Lu in (ft) Pc(k) deltaNS M act(k-ft) M2 min (k-ft) Mc in (k-ft) 18.632 .458 13.5 0 N/A 0 0 N/A IIn-Plane Wall Interaction Diagram _Mn* P (k) -- Mn Mn 1 88 —Cap. Line kliblibb.– I 1200 I 80. I 401 allipo, 0 i0 400 600 733 212 M (k-ft) I I I I I I IRISA-3D Version 14.0.1 [S:\...\...\...\03 Calculations\RISA\concrete shearwalls- Final.r3d] Page 2 Tigard Hampton , Company Inn g Designer : KH Job Number : 16303.00 Checked By: Model Name : Allstructure WP25F:R1 CROSS SECTION DETAILING Interior Face #6 18in oc 1 in coverAi 6.62 in 1 Y i 1 in cover �, 2 in cover Exterior Face ‘<\. #5 @ 18in oc 1 I i 1 1 I 1 I I I RISA-3D Version 14.0.1 [S:\...\...\...\03 Calculations\RISA\concrete shearwalls- Final.r3d] Page 3 I • Designer : KH Job Number 16303.00 Checked By: I Model Name : Allstructure WP25G CRITERIA MATERIALS GEOMETRY I Code : ACI 318-14 Material . ft Design Rule : 12-inch wall ConcreteSet fe :: 4 Conc4000NW ksi Total LeHeightngth :: 26.5135 ft Loc of r/f : Each Face Concrete E : 3644 ksi Thickness : 12 in IOuter Bars : Vertical Concrete G : 1584 : 1 ksi Conc Density : .145 k/ft^3 Int CoverCove (-z) : 1 in Vert Bar Size : #6 Lambda Ext r(+z} : 1 in Horz Bar Size : #5 Conc Str Blk : Rectangular Cover Open/Edge 2 in K : 1 Transfer In? : No Vert Bar Fy : 60 ksi Use Cracked? : Yes Transfer Out? : No Horz Bar Fy : 60 ksi In Icr Factor : .7 Group Wall? : No Steel E : 29000 ksi Out Icr Factor : .35 ,-'‘4 6r4,,'„( �\ v,,\\ \ - \\ 0 ,\\\\ \F \ 4 �\ \\ ma i \ ct ` I !-::::::,-"f14:-':e:!:,4:ti:Nr:Z:141:1'.,c2, 4-.fiftMit'?,' ,-'4',?/.''!iitt- ,2'AJ:t. . ', 'If:k ''..-:1",„,‘„, .N80 N79 26.5 ft REGION RESULTS UC Max UC Shear Delta Max UC Max UC Shear Delta Max Region In Plane LC In Plane LC In Plane(in) LC Out Plane LC Out Plane LC Out Plane(in) LC R1 .047 5 .092 8 N/A N/A .047 5 .003 7 N/A N/A REINFORCEMENT RESULTS Vertical Horizontal I Region Reinforcement Reinforcement R1 #6@18in oc e.f. #5@18in oc e.f. I I I I 1 IRISA-3D Version 14.0.1 [S:\...\...\...\03 Calculations\RISA\concrete shearwalls- Final.r3d] Page 1 Designer : KH Job Number : 16303.00 Checked By: Model Name : Allstructure WP25G:R1 (In-Plane) CRITERIA MATERIALS GEOMETRY Code : ACI 318-14 Material Set : Conc4000NW Total Height : 13.5 ft Design Rule : 12-inch wall Concrete fc : 4 ksi Total Length : 26.5 ft Loc of rlf : Each Face Concrete E : 3644 ksi Thickness : 12 in Outer Bars : Vertical Concrete G : 1584 ksi Conc Density : .145 k/ft^3 Int Cover(-z) : 1 in Vert Bar Size : #6 Lambda : 1 Ext Cover(+z) : 1 in Horz Bar Size : #5 Conc Str BIk : Rectangular Cover Open/Edge 2 in K : 1 Vert Bar Spac : 18 in Vert Bar Fy : 60 ksi Use Cracked? : Yes Horz Bar Spac : 18 in Horz Bar Fy : 60 ksi ler Factor : .7 Group Wall? : No Steel E : 29000 ksi1 ENVELOPE DIAGRAMS Min: 0 at 6.75 ft Min: -83.452 at 10.8 ft Min: -126.6 at 0 ft ACI 318-14 Code CheckI I k k k-ft AXIAUBENDING DETAILS UC Max : .047 Location : 0 ft Gov Pu : 340.412 k phi*Pn : 7266.794 k Gov Mu : 175.94 k-ft phi*Mn : 3755.811 k-ft phi eft. : .65 Gov LC : 5 1 SHEAR DETAILS UC Max : .092 I Location : 11.475 ft Gov Vu : -83.451 k phi*Vn : 903.608 k Vnmax : 1930.76 k Vc : 684.484 k I P V M Vs : 520.326 k Max: 340.4 at 0 ft Max: 52.674 at 0 ft Max: 515.8 at 0 ft Gov LC : 8 DEFLECTION DETAILS I/ Delta max : -1 in Deflection Ratio : H/-13 Location : 0 ft Gov LC : 0 I I RISA-3D Version 14.0.1 [S:\...\...\...\03 Calculations\RISA\concrete shearwalls- Final.r3d] Page 1 I 111 Company : Tigard Hampton Inn Designer : KH Job Number : 16303.00 Checked By: I Model Name : Allstructure WP25G:R1 WALL SEGMENT SECTION PROPERTIES I Total Length : 26.5 ft r : 76.804 in As Provided (H) : 6.75 inA2 A : 3816 inA2 KL/r : 2.109 rho Provided (H) : .0035 [gross : 3.21574e+7 in^4 As min(H) : 3.888 inA2 (cracked : 2.25102e+7 in^4 rho min (H) : .002 I Cracked Mom, Mcr: 7994.554 k-ft As Provided (V) : 17.671 inA2 rho Provided (V) : .0046 I As min(V) : 5.724 inA2 rho min (V) : .0015 ISLENDER BENDING SPAN RESULTS KL/r in Cm in Lu in (ft) Pc(k) deltaNS M act(k-ft) M2 min (k-ft) Mc in (k-ft) 2.109 .641 13.5 0 N/A 0 0 N/A IIn-Plane Wall Interaction Diagram 13975 P k s Phi*Mn —Cap. Line 12000 111111 I iiiii 9000 6000 I 3000 �e:: 1060 10000 20000 30000 40000 49148 M (k-ft) I I I I I I IRISA-3D Version 14.0.1 [S:\...\...\...\03 Calculations\RISA\concrete shearwalls- Final.r3d] Page 2 Company : Tigard Hampton Inn I Designer : KH Job Number : 16303.00 Checked By: Model Name : Allstructure WP25G:R1I CROSS SECTION DETAILING I #6@18inoc Interior Face �r 1 in cover �//' 3.62 in I I c \ N J�, (i) ��� �� / 1 in cover \\ 2 in cover Exterior Face 'a #5 @ 18in oc i I I I I I I . • I I I I RISA-3D Version 14.0.1 [S:\...\...\...\03 Calculations\RISA\concrete shearwalls- Final.r3d] Page 3 I Designer : KH I Job Number : 16303.00 Checked By: Model Name : Allstructure WP25H CRITERIA MATERIALS GEOMETRY I Code : ACI 318-14 Material Set : Conc4000NW Total Height : 13.5 ft Design Rule : 12-inch wall Concrete fc : 4 ksi Total Length : 60.5 ft Loc of r/f : Each Face Concrete E : 3644 ksi Thickness : 12 in I Outer Bars : Vertical Concrete G : 1584 ksi Conc Density : .145 k/ftA3 Int Cover(-z) : 1 in Vert Bar Size : #6 Lambda : 1 Ext Cover(+z) : 1 in I Horz Bar Size : #5 Conc Str BIk : Rectangular Cover Open/Edge 2 in K : 1 Transfer In? : No Vert Bar Fy : 60 ksi Use Cracked? : Yes Transfer Out? : No Horz Bar Fy : 60 ksi In Icr Factor : .7 Group Wall? : No Steel E : 29000 ksi Out Icr Factor : .35 \\\\ \ \\\\-r �� \�\ \may . �\� .�� \Y \ � N55 . \\\\ \ \,44 `� 3 ,, \ �\\\\i \,\\ ,,,,,,,,,',,,;'„Ail,. � C'41.4, -� \\ ��\\\��� \mac\ \\�\`\\\\ O\\\ ��� \\ \\\#„,\\ \„ *amu\, � \: - \\\s * :;!:'; \�`i. l�� \��` \ .\,� \ a \ r�\\moo,,, \ \�\, �Z I fN81N80 60.5 ft REGION RESULTS IUC Max UC Shear Delta Max UC Max UC Shear Delta Max Region In Plane LC In Plane LC In Plane(in) LC Out Plane LC Out Plane LC Out Plane(in) LC R1 .047 5 .112 15 N/A N/A .047 5 0 8 N/A N/A IREINFORCEMENT RESULTS Vertical Horizontal Region Reinforcement Reinforcement R1 #6@18in oc e.f. #5@18in oc e.f. I I I I 1 I I IRISA-3D Version 14.0.1 [S:\...\...\...\03 Calculations\RISA\concrete shearwalls- Final.r3d] Page 1 Designer : KH Job Number : 16303.00 Checked By: Model Name : Alistructure WP25H: R1 (In-Plane) CRITERIA MATERIALS GEOMETRY Code : ACI 318-14 Material Set : Conc4000NW Total Height : 13.5 ft Design Rule : 12-inch wall Concrete fc : 4 ksi Total Length : 60.5 ft Loc of r/f : Each Face Concrete E : 3644 ksi Thickness : 12 in Outer Bars : Vertical Concrete G : 1584 ksi I Conc Density : .145 k/ft^3 Int Cover(-z) : 1 in Vert Bar Size : #6 Lambda : 1 Ext Cover(+z) : 1 in Horz Bar Size : #5 Conc Str Blk : Rectangular Cover Open/Edge 2 in I K : 1 Vert Bar Spac : 18 in Vert Bar Fy : 60 ksi Use Cracked? : Yes Horz Bar Spac : 18 in Horz Bar Fy : 60 ksi Icr Factor : .7 Group Wall? : No Steel E : 29000 ksiI ENVELOPE DIAGRAMS I AC/318-14 Code Check I Min: 0 at 6.75 ft Min: -197.7 at 10.125 ft Min: -1346 at 0 ft k k k-ft AXIAL/BENDING DETAILS UC Max : .047 Location : 0 ft Gov Pu : 766.234 k phi*Pn : 16469.034 k Gov Mu : 0 k-ft phi*Mn : NC I phi eff. : .65 Gov LC : 5 1 SHEAR DETAILS UC Max : .112 Location : 10.125 ft Gov Vu : 222.693 k phi*Vn : 1981.907 k III Vnmax : 4407.962 k Vc : 1454.627 k P V M Vs : 1187.915 k Max: 766.2 at 0 ft Max: 227.7 at 10.125 ft Max: 1749 at 0 ft ' Gov LC : 15 DEFLECTION DETAILS Delta max : -1 in Deflection Ratio : H/-13 Location : 0 ft Gov LC : 0 I I RISA-3D Version 14.0.1 .[S:\...\...\...\03 Calculations\RISA\concrete shearwalls- Final.r3d] Page 1 111 Company : Tigard Hampton Inn Designer : KH IJob Number : 16303.00 Checked By: Model Name : Allstructure WP25H :R1 WALL SEGMENT SECTION PROPERTIES I Total Length : 60.5 ft r : 175.346 in As Provided (H) : 6.75 in^2 A : 8712 inA2 KUr : .924 rho Provided (H) : .0035 (gross : 3.82657e+8 inA4 As min (H) : 3.888 in^2 Icracked : 2.6786e+8 in^4 rho min (H) : .002 ICracked Mom, Mcr: 41669.017 k-ft As Provided (V) : 36.226 in^2 rho Provided (V) : .0042 I As min (V) : 13.068 in^2 rho min (V) : .0015 ISLENDER BENDING SPAN RESULTS KL/r in Cm in Lu in (ft) Pc(k) deltaNS M act(k-ft) M2 min (k-ft) Mc in (k-ft) .924 .883 13.5 0 N/A 0 0 N/A IIn-Plane Wall Interaction Diagram P (k) —Mn 31671 —Phi*Mn —Cap. Line, 28000 hllIllhihho._ 1 21000 14000 7000 I -lei -2174 ' 50000 100000 150000 200000 249068 M (k-ft) I CROSS SECTION DETAILING I Interior Face #6� 18in oc I \ 1 in cover /�/ 18.63 in , f j N / I AID (4) \ t I / 1 in cover 2 in cover Exterior Face #5 @ 18in oc 1 RISA-3D Version 14.0.1 [S:\...\...\...\03 Calculations\RISA\concrete shearwalls- Final.r3d] Page 2 Designer : KH • Job Number : 16303.00 Checked By: Model Name Allstructure WP251 CRITERIA MATERIALS GEOMETRY Code : ACI 318-14 Material Set : Conc4000NW Total Height : 13.5 ft I Design Rule : 8-inch wall Concrete fc : 4 ksi Total Length : 16.075 ft II Loc of r/f : Centered Concrete E : 3644 ksi Thickness : 8 in Outer Bars : Vertical Concrete G : 1584 ksi I Conc Density : .145 k/ft^3 Int Cover(-z) : 1 in Vert Bar Size : #5 Lambda : 1 Ext Cover(+z) : 1 in Horz Bar Size : #5 con Str Blk : Rectangular Cover Open/Edge 2 in K : 1 Transfer In? : No Vert Bar Fy : 60 ksi Use Cracked? : Yes Transfer Out? : No Horz Bar Fy : 60 ksi In Icr Factor : .7 1 Group Wall? : No Steel E : 29000 ksi Out Icr Factor : .35 3 \\ \\\\� , -\\T. \ \ "tet -:,,t:•,,,.1,:,,%-.,; \\\ N4 3.4 , \ - ' � \\\ \\ Nom\ \ "\`\� mss\ r \\\ \\\\ 4; I \ \ h \\ \ \ t\v e .a \` \ *.4' - V A' � wVS�`4 1 y A VAA. N34 �N38 16.07 ft REGION RESULTS UC Max UC Shear Delta Max UC Max UC Shear Delta Max Region In Plane LC In Plane LC In Plane(in) LC Out Plane LC Out Plane LC Out Plane(in) LC R1 .106 5 .2 7 N/A N/A 114 5 .001 8 N/A N/A REINFORCEMENT RESULTS Vertical Horizontal Region Reinforcement Reinforcement I R1 #5@18in oc ctr #5@18in oc ctr I I RISA-3D Version 14.0.1 [S:\...\...\...\03 Calculations\RISA\concrete shearwalls- Final.r3d1 Page 1 Designer : KH I Job Number : 16303.00 Checked By: Model Name : Alistructure WP25I:R1 (In-Plane) CRITERIA MATERIALS GEOMETRY I Code : ACI 318-14 Material Set : Conc4000NW Total Height : 13.5 ft Design Rule : 8-inch wall Concrete fc : 4 ksi Total Length : 16.075 ft Loc of r/f : Centered Concrete E : 3644 ksi Thickness : 8 in I Outer Bars : Vertical Concrete G : 1584 ksi Conc Density : .145 k/ftA3 Int Cover(-z) : 1 in Vert Bar Size : #5 Lambda : 1 Ext Cover(+z) : 1 in I Horz Bar Size : #5 Conc Str BIk : Rectangular Cover Open/Edge 2 in K : 1 Vert Bar Spac : 18 in Vert Bar Fy : 60 ksi Use Cracked? : Yes Horz Bar Spac : 18 in Horz Bar Fy : 60 ksi Icr Factor : .7 Group Wall? : No Steel E : 29000 ksi ENVELOPE DIAGRAMS III , Min: 0 at 6.75 ft Min: -9.254 at 0 ft Min: -67.308 at 0 ft ACI 318-14 Code Check k k k-ft AXIAL/BENDING DETAILS UC Max .106 Location . 13.5 ft V Gov Pu : 302.276 k phi*Pn : 2845.701 k Gov Mu 414.75 k-ft € �` phi*Mn : 3904.556 k-ft o phi eff. : .65 Ia Gov LC 5 SHEAR DETAILS I I � UC Max : .2 Location : 13.5 ft Gov Vu : 69.826 k phi*Vn : 349.986 k Vnmax : 780.787 k P V M Vc : 308.835 k Vs : 157.812 k I 1 Max: 302.3 at 13.5 ft Max: 69.826 at 13.5 ft Max: 437.2 at 13.5 ft Gov LC : 7 I DEFLECTION DETAILS Delta max : -1 in Deflection Ratio : HI-13 Location : 0 ft Gov LC : 0 I I 1 RISA-3D Version 14.0.1 [S:\...\...\...\03 Calculations\RISA\concrete shearwalls- Final.r3d] Page 1 Company : Tigard Hampton Inn I P Y Designer : KH Job Number : 16303.00 Checked By: Model Name : Allstructure WP25I :R1 WALL SEGMENT SECTION PROPERTIES Total Length : 16.075 ft r : 46.589 in As Provided (H) : 3.375 in^2 A : 1543.165 in^2 KUr : 3.477 rho Provided (H) : .0026 Igross : 4.78493e+6 in^4 As min(H) : 2.592 inA2 !cracked : 3.34945e+6 in^4 rho min (H) : .002 Cracked Mom, Mcr: 1961.072 k-ftI As Provided (V) : 3.988 in^2 rho Provided (V) : .0026 As min (V) : 1.852 in^2 rho min (V) : .0012 SLENDER BENDING SPAN RESULTS KLIr in Cm in Lu in (ft) Pc (k) deltaNS M act(k-ft) M2 min (k-ft) Mc in (k-ft) 3.477 .804 13.5 0 N/A 0 0 N/A In-Plane Wall Interaction Diagram I —Mn P(k) --Phi*Mn I 5473 —Cap. Line lillibIll 4000 1 I 2000 1 " ie —' -239 . 3000 6000 9000 11432 M (k-ft) I CROSS SECTION DETAILING 1 Interior Face #57 18in oc \\ J 4.14 inI I I c•-- • '•, i � f a I / „s, \ , 2 in cover Exterior Face \ III#5 @ 18in oc RISA-3D Version 14.0.1 [S:\...\...\...\03 Calculations\RISA\concrete shearwalls- Final.r3d] Page 2 III Designer : KH I Job Number 16303.00 Checked By: Model Name : Alistructure WP25J CRITERIA MATERIALS GEOMETRY I Code : ACI 318-14 Material Set : Conc4000NW Total Height : 13.5 ft Design Rule : 12-inch wall Concrete fc : 4 ksi Total Length : 41.395 ft Loc of r/f : Each Face Concrete E : 3644 ksi Thickness : 12 in I Outer Bars : Vertical Concrete G : 1584 ksi Conc Density : .145 k/ft^3 Int Cover(-z) : 1 in Vert Bar Size : #6 Lambda : 1 Ext Cover(+z) : 1 in I Horz Bar Size : #5 Conc Str Blk : Rectangular Cover Open/Edge 2 in K : 1 Transfer In? : No Vert Bar Fy : 60 ksi Use Cracked? : Yes Transfer Out? : No Horz Bar Fy : 60 ksi In Icr Factor : .7 Group Wall? : No Steel E : 29000 ksi Out Icr Factor : .35 -W4d am y;.1,- \�\ i. \c\\ ;.: \\� \ \ \ i ' N58 \ 00 �O '„4A \ \\` f \��\, 'x \\ \ \ \ �\ � \\im ��\� ' \\\ � \�\ g' , ), 7,! 7 \ r \4444 4i;4t-",i04444 �� 4\ 44\ `> 0"u` 44.4\ \ :#44444, 4 il > I \�� \ !:4 \ Ili' \ 4444 pct 4 \� �' \\ . 4-4m \\ �.;,�\\\�\�.� �� 1�7J \ �\ �� d\\ \\��I „k4\ \\tee \�4414104, � \\ �\ \\\\\\� � a� \ �e \���-24 ��\maK44 . \tom 4444\ � �c` ;\�\oma � � \ \\\ v, -' A v ,4 ice V ` 4k y \;7•K''-' - y \.... \\ �t,? ,� ,,.,�: 4444 4444 v \ \\ N84 N83 1 41.39 ft REGION RESULTS l UC Max UC Shear Delta Max UC Max UC Shear Delta Max In Plane LC In Plane LC In Plane(in) LC Out Plane LC Out Plane LC Out Plane(in) LC R1 .051 16 .159 15 N/A N/A .05 5 .003 8 N/A N/A I REINFORCEMENT RESULTS Vertical Horizontal Region Reinforcement Reinforcement R1 #6@18in oc e.f. #5@18in oc e.f. I I I I I IRISA-3D Version 14.0.1 [S:\...\...\...\03 Calculations\RISA\concrete shearwalls- Final.r3d] Page 1 • Designer : KH Job Number : 16303.00 Checked By: I Model Name : Alistructure WP25J:R1 (In-Plane) CRITERIA MATERIALS GEOMETRY Code : ACI 318-14 Material Set : Conc4000NW Total Height : 13.5 ft I Design Rule : 12-inch wall Concrete fc : 4 ksi Total Length : 41.395 ft Loc of r/f : Each Face Concrete E : 3644 ksi Thickness : 12 in Outer Bars : Vertical Concrete G : 1584 ksi I Conc Density : .145 k/ft^3 Int Cover(-z) : 1 in Vert Bar Size : #6 Lambda : 1 Ext Cover(+z) : 1 in Horz Bar Size : #5 Conc Str Blk : Rectangular Cover Open/Edge 2 in I K : 1 Vert Bar Spac : 18 in Vert Bar Fy : 60 ksi Use Cracked? : Yes Horz Bar Spac : 18 in Horz Bar Fy : 60 ksi Icr Factor : .7 I Group Wall? : No Steel E : 29000 ksi ENVELOPE DIAGRAMS I Min: 0 at 6.75 ft Min: -169.32 at 13.5 ft : Min: 0 at 6.75 ft AC!318-14 Code Check I k k k-ft AXIAUBENDING DETAILS UC Max : .051 Location : 13.5 ft Gov Pu : 0 k phi*Pn : NC Gov Mu : 1412.442 k-ft phi*Mn : 27801.084 k-ft phi eff. . .9 Gov LC : 16 1 SHEAR DETAILS UC Max : .159 Location : 13.5 ft 1 Gov Vu : 215.14 k phi*Vn : 1356.047 k Vnmax : 3015.987 k P V M Vc : 995.276 k Vs : 812.787 k I Max: 562.7 at 0 ft Max: 219.0 at 13.5 ft Max: 2045 at 13.5 ft Gov LC : 15 DEFLECTION DETAILS I Delta max : -1 in Deflection Ratio : HI-13 Location : 0 ft Gov LC : 0 I I RISA-3D Version 14.0.1 [S:\...\...\...\03 Calculations\RISA\concrete shearwalls- Final.r3d] Page 1 I ICompany : Tigard Hampton Inn Designer : KH IJob Number : 16303.00 Checked By: Model Name : Allstructure WP25J:R1 WALL SEGMENT SECTION PROPERTIES I Total Length : 41.395 ft r : 119.974 in As Provided (H) : 6.75 inA2 A : 5960.868 inA2 KUr : 1.35 rho Provided (H) : .0035 lgross : 1.2257e+8 inA4 As min (H) : 3.888 inA2 [cracked : 8.57991e+7 in^4 rho min (H) : .002 I Cracked Mom, Mcr: 19507.271 k-ft As Provided (V) : 26.507 inA2 rho Provided (V) : .0044 I As min (V) : 8.941 inA2 rho min (V) : .0015 I SLENDER BENDING SPAN RESULTS KUr in Cm in Lu in (ft) Pc(k) deltaNS M act(k-ft) M2 min (k-ft) Mc in (k-ft) 1.35 .959 13.5 0 N/A 0 0 N/A IIn-Plane Wall Interaction Diagram 21767 P (k) —Phi*Mn —Cap. Line 120000 blikillibli 1 15000 iiiii 1 10000 5000 Iie, ,,..... .. �� 1590 30000 60000 90000 118537 M (k-ft) I I I I I 1 RISA-3D Version 14.0.1 [S:\...\...\...\03 Calculations\RISA\concrete shearwalls-Final.r3d] Page 2 Company : Tigard Hampton Inn Designer : KH Job Number : 16303.00 Checked By: Model Name : Allstructure WP25J :R1 CROSS SECTION DETAILING 1 Interior Face #6 18in oc 1 in cover /� 2.99 in . 111. 111111/ 11= i M c , 111 \\ 1 in cover \`t 2 in cover Exterior Face #5 @ 18in oc 1 I 1 1 f 1 RISA-3D Version 14.0.1 [S:\...\...\...\03 Calculations\RISA\concrete shearwalls- Final.r3d] Page 3 Designer : KH ' Job Number 16303.00 Checked By: Model Name Allstructure WP25K CRITERIA MATERIALS GEOMETRY I Code : ACI 318-14 Material Set : Conc4000NW Total Height : 13.5 ft Design Rule : 8-inch wall Concrete fc : 4 ksi Total Length : 24.25 ft Loc of r/f : Centered Concrete E : 3644 ksi Thickness : 8 in I Outer Bars : Vertical Concrete G : 1584 ksi Conc Density : .145 k/ft^3 Int Cover(-z) : 1 in in Vert Bar Size : #5 Lambda : 1 Ext Cover(+z) : 1 Horz Bar Size : #5 Conc Str Blk : Rectangular Cover Open/Edge 2 in I K : 1 Transfer In? : No Vert Bar Fy : 60 ksi a Transfer Out? : No Horz Bar Fy : 60 ksi In Use IcrCrFactorcked? :: .7Yes Group Wall? : No Steel E : 29000 ksi Out Icr Factor : .35 Ati v- \\\\ a\�'.icel s▪ 4\ \ \ \\\ `\� \ � ;1 i \ • �� � �S \\ \�` \\\\ � � \ \ a*-,.‘„;&,r,:, \ \\ . \` sT Q\ \ ▪ f \ \\ \ �. a :\\ ,,,,:),..:,, ,,,,i,,,,....--,-..--,,,- -- - o \\ � \\1 I N 1N85 •iN30 I 24.25 ft REGION RESULTS UC Max UC Shear Delta Max UC Max UC Shear Delta Max I Region In Plane LC In Plane LC In Plane(in) LC Out Plane LC Out Plane LC Out Plane(in) LC R1 .189 4 .294 9 N/A N/A 143 5 .004 14 N/A N/A I REINFORCEMENT RESULTS Vertical Horizontal Region Reinforcement Reinforcement R1 #5@18in oc ctr #5@18in oc ctr I I I 1 IRISA-3D Version 14.0.1 [S:\...\...\...\03 Calculations\RISA\concrete shearwalls- Final.r3d] Page 1 Designer : KH Job Number : 16303.00 Checked By: I Model Name : Allstructure WP25K: R1 (In-Plane) CRITERIA MATERIALS GEOMETRY Code : ACI 318-14 Material Set : Conc4000NW Total Height : 13.5 ft IIDesign Rule : 8-inch wall Concrete fc : 4 ksi Total Length : 24.25 ft Loc of r/f : Centered Concrete E : 3644 ksi Thickness : 8 in Outer Bars : Vertical Concrete G : 1584 ksi I Conc Density : .145 k/ft^3 Int Cover(-z) : 1 in Vert Bar Size : #5 Lambda : 1 Ext Cover(+z) : 1 in Horz Bar Size : #5 Conc Str BIk : Rectangular Cover Open/Edge 2 in K : 1 Vert Bar Spac : 18 in Vert Bar Fy : 60 ksi Use Cracked? : Yes Horz Bar Spac : 18 in Horz Bar Fy : 60 ksi Icr Factor : .7 Group Wall? : No Steel E ` : 29000 ksiI ENVELOPE DIAGRAMS i AC!318-14 Code Check I Min: 0 at 6.75 ft Min: 0 at 6.75 ft Min: 0 at 6.75 ft k k k-ft AXIAL/BENDING DETAILS UC Max : .189 \\ \� Location : 13.5 ft Gov Pu : 490.3 k phi*Pn : 2594.084 k 1 Gov Mu : 3206.237 k-ft phi*Mn : 16963.576 k-ft phi eff. : .665 1 Gov LC : 4 SHEAR DETAILS UC Max : .294 Location : 11.475 ft Gov Vu : 161.155 k phi*Vn : 548.641 k 1 Vnmax : 1177.885 k Vc : 493.447 k P V M Vs : 238.074 k Max: 592.2 at 0 ft Max: 161.2 at 11.475 ft Max: 3206 at 13.5 ft Gov LC : 9 DEFLECTION DETAILS I Delta max : -1 in Deflection Ratio : H/-13 I Location : 0 ft Gov LC : 0 I I RISA-3D Version 14.0.1 [S:\...\...\...\03 Calculations\RISA\concrete shearwalls- Final.r3d] Page 1 I Company : Tigard Hampton Inn Designer : KH Job Number : 16303.00 Checked By: I Model Name : Allstructure WP25K: R1 WALL SEGMENT SECTION PROPERTIES I Total Length : 24.25 ft r : 70.283 in As Provided (H) : 3.375 inA2 A : 2327.999 inA2 KL/r : 2.305 rho Provided (H) : .0026 Igross : 1.64281e+7in^4 As min (H) : 2.592 inA2 I [cracked : 1.14997e+7 in^4 rho min (H) : .002 Cracked Mom, Mcr: 4463.077 k-ft As Provided (V) : 5.216 inA2 rho Provided (V) : .0022 I As min (V) : 2.794 inA2 rho min (V) : .0012 ISLENDER BENDING SPAN RESULTS KL/r in Cm in Lu in (ft) Pc(k) deltaNS M act(k-ft) M2 min (k-ft) Mc in (k-ft) 2.305 .835 13.5 0 N/A 0 0 N/A 1 In-Plane Wall Interaction Diagram P (k) -Mn I BM -Phi*Mn —Cap. Line I 6000 6 4000 111111161111 .. 2000 , . .011$1.°°° -313 I 6000 12000 18000 2408489 M (k-ft) 1 I CROSS SECTION DETAILING I #5 @ 18in oc Interior Face I / \ 17.19 in I S Ij2 in cover / Exterior Face \ ' #5 @ 18in oc IRISA-3D Version 14.0.1 [S:\...\...\...\03 Calculations\RISA\concrete shearwalls- Final.r3d] Page 2 Designer KH Job Number 16303.00 Checked By: I Model Name Rllstructure WP25L CRITERIA MATERIALS GEOMETRY Code : ACI 318-14 Material Set : Conc4000NW Total Height : 13.5 ft I Design Rule : 12-inch wall Concrete fc : 4 ksi Total Length : 9.25 ft Loc of r/f : Each Face Concrete E : 3644 ksi Thickness : 12 in Outer Bars : Vertical Concrete G : 1584 ksi Conc Density : .145 k/ft^3 Int Cover(-z) : 1 in Vert Bar Size : #6 Lambda :: 1 Ext Cover(+z) : 1 in Horz Bar Size : #5 Conc Str Blk : Rectangular CoveOpen/Edge:: 2 in I K : 1 1 Transfer In? : No Vert Bar FY : 60 ksi Use Crracked? : Yes Transfer Out? : No Horz Bar Fy : 60ksi In Icr Factor : .7 Group Wall? : No Steel E : 29000 ksi Out Icr Factor : .35 '*e O�\ alt-c. y � vA • V " ` �a A N60 \ Av 5'S�3\�\A'V �`AVV� S• AA � 4' A v� A ', tot-V‘>'', �a \ \ \`• '-- -->'&4.t-,' ' ,,,,11,,, \� ' \ \; %, I„ �i' tea \\ ;\ N\ \ o \ , �' I\ `, � \ �\� N y \ \\ \\ � 4. ', ,1 \ V�\ v a AAv_ tt vv a z* \\ N86 N85 9.25 ft REGION RESULTS I UC Max UC Shear Delta Max UC Max UC Shear Delta Max Region In Plane LC In Plane LC In Plane(in) LC Out Plane LC Out Plane LC Out Plane(in) LC I R1 .061 14 .138 7 N/A N/A 043 9 .02 8 N/A N/A REINFORCEMENT RESULTS Vertical Horizontal I Region Reinforcement Reinforcement R1 #618in oc e.f. #5g18in oc e.f. RISA-3D Version 14.0.1 [S:\...\...\...\03 Calculations\RISA\concrete shearwalls- Final.r3d] Page 1 I Designer : KH I Job Number : 16303.00 Checked By: Model Name : Alistructure WP25L:R1 (In-Plane) CRITERIA MATERIALS GEOMETRY I Code : ACI 318-14 Material Set : Conc4000NW Total Height : 13.5 ft Design Rule : 12-inch wall Concrete fc : 4 ksi Total Length : 9.25 ft Loc of r/f : Each Face Concrete E : 3644 ksi Thickness : 12 in I Outer Bars : Vertical Concrete G : 1584 ksi Conc Density : .145 k/ft^3 Int Cover(-z) : 1 in Vert Bar Size : #6 Lambda : 1 Ext Cover(+z) : 1 in I Horz Bar Size : #5 Conc Str Blk : Rectangular Cover Open/Edge 2 in K : 1 Vert Bar Spac : 18 in Vert Bar Fy : 60 ksi Use Cracked? : Yes Horz Bar Spac : 18 in Horz Bar Fy : 60 ksi Icr Factor : .7 Group Wall? : No Steel E : 29000 ksi ENVELOPE DIAGRAMS IMin: 0 at 6.75 ft Min: -36.019 at 13.5 ft Min: -64.936 at 0 ft ACI 318-14 Code Check k k k-ft ; AXIAL/BENDING DETAILS `� UC Max : .061 Location : 0 ft 111 , Gov Pu : 0 k phi*Pn : NC o � Gov Mu : 88.902 k-ft i phi*Mn : 1454.004 k-ft phi eff. : .9 I °c Gov LC : 14 SHEAR DETAILS I UC Max : .138 Location : 13.5 ft IIIGov Vu : 41.901 k phi*Vn : 303.009 k II Vnmax : 673.923 k P V M Vc : 222.394 k Vs : 181.617 k IMax: 110.2 at 0 ft Max: 41.901 at 13.5 ft Max: 88.902 at 0 ft Gov LC : 7 I DEFLECTION DETAILS Delta max : -1 in I Deflection Ratio : H/-13 Location : 0 ft Gov LC : 0 I I IRISA-3D Version 14.0.1 [S:\...\...\...\03 Calculations\RISA\concrete shearwalls- Final.r3d] Page 1 Company : Tigard Hampton Inn I P Y Designer : KH Job Number : 16303.00 Checked By: I Model Name : Allstructure WP25L:R1 WALL SEGMENT SECTION PROPERTIES Total Length : 9.25 ft r : 26.808 in As Provided (H) : 6.75 in"2 A : 1331.957 in"2 KUr : 6.043 rho Provided (H) : .0035 (gross : 1.3675e+6 in"4 As min(H) : 3.888 in"2 (cracked : 957247.942 in"4 rho min (H) : .002 I Cracked Mom, Mcr: 973.997 k-ft As Provided (V) : 6.185 in"2 rho Provided (V) : .0046 As min (V) : 1.998 inA2 rho min (V) : .0015 SLENDER BENDING SPAN RESULTS KL/r in Cm in Lu in (ft) Pc(k) deltaNS M act(k-ft) M2 min (k-ft) Mc in (k-ft) 6.043 .559 13.5 0 N/A 0 0 N/A In-Plane Wall Interaction Diagram Mn :::: P(k) —Phi*Mn Cap. Line 11111111 .- ' 3000 2000 1000 I -371 t- 2000 4000 5983 I M (k-ft) I CROSS SECTION DETAILING I #6 @ 18in oc Interior Face rI�., 1 in cover j 17.12 in 1 li -. (-• / , , --/ i\ I c ._ N tl 7 ac \\ l'-' I / 1 in cover \;, 2 in cover I Exterior Face #5 @ 18in oc RISA-3D Version 14.0.1 [S:\...\...\...\03 Calculations\RISA\concrete shearwalls- Final.r3d] Page 2 I Designer : KH I Job Number : 16303.00 Checked By: Model Name : Al!structure WP25M CRITERIA MATERIALS GEOMETRY I Code : ACI 318-14 Material Set : Conc4000NW Total Height : 13.5 ft Design Rule : 12-inch wall Concrete fc : 4 ksi Total Length : 45.626 ft Loc of r/f : Each Face Concrete E : 3644 ksi Thickness : 12 in I Outer Bars : Vertical Concrete G : 1584 ksi Conc Density : .145 k/ft^3 Int Cover(-z) : 1 in Vert Bar Size : #6 Lambda : 1 Ext Cover(+z) : 1 in I Horz Bar Size : #5 Conc Str Blk : Rectangular Cover Open/Edge 2 in K : 1 Transfer In? : No Vert Bar Fy : 60 ksi Use Cracked? : Yes Transfer Out? : No Horz Bar Fy : 60 ksi In Icr Factor : .7 IGroup Wall? : No Steel E : 29000 ksi Out Icr Factor : .35 \\� �-r* , `3�\ \ � 77 rpt'tCY'ititv\\\\� ',,,;\:,��\\ \\\\\ .\i '-,-4\tea 6�t \ \\ N • 4 \\ \ \\ \ \ \ \ 5 ,4w \\ � a � r, � \.'Z\ \ .l . \ � \\ • N88 N87 45.63 ft ll REGION RESULTS UC Max UC Shear Delta Max UC Max UC Shear Delta Max I Region In Plane LC In Plane LC In Plane(in) LC Out Plane LC Out Plane LC Out Plane(in) LC R1 .055 14 .135 15 N/A N/A .041 5 .002 8 N/A N/A I REINFORCEMENT RESULTS Vertical Horizontal Region Reinforcement Reinforcement R1 #6@18in oc e.f. #5@18in oc e.f. I I I I I I I IRISA-3D Version 14.0.1 [S:\...\...\...\03 Calculations\RISA\concrete shearwalls- Final.r3d] Page 1 Designer : KH Job Number : 16303.00 Checked By: I Model Name : Al!structure WP25M :R1 (In-Plane) CRITERIA MATERIALS GEOMETRY Code : ACI 318-14 Material Set : Conc4000NW Total Height : 13.5 ft I Design Rule : 12-inch wall Concrete fc : 4 ksi Total Length : 45.626 ft Loc of r/f : Each Face Concrete E : 3644 ksi Thickness : 12 in Outer Bars : Vertical Concrete G : 1584 ksi I Conc Density : .145 k/ft^3 Int Cover(-z) : 1 in Vert Bar Size : #6 Lambda : 1 Ext Cover(+z) : 1 in Horz Bar Size : #5 Conc Str BIk : Rectangular Cover Open/Edge 2 in ' K : 1 Vert Bar Spac : 18 in Vert Bar Fy : 60 ksi Use Cracked? : Yes Horz Bar Spac : 18 in Horz Bar Fy : 60 ksi Icr Factor : .7 I Group Wall? : No Steel E : 29000 ksi ENVELOPE DIAGRAMS Min: 0 at 6.75 ft Min: -197.5 at 13.5 ft Min: -1008 at 0 ft AC!348.44 Code CheckI k k k-ft AXIAUBENDING DETAILS UC Max : .055 I Location .675 ft Gov Pu : 0 k I phi*Pn : NC Gov Mu : 1726.82 k-ft phi*Mn : 31559.717 k-ft . Phi eff. : .9 Gov LC : 14 I SHEAR DETAILS UC Max : .135 Location : 13.5 ft Gov Vu : 202.016 k phi*Vn : 1494.639 k 1 Vnmax : 3324.23 k P V M Vc : 1096.996 k Vs : 895.857 k I Max: 508.8 at 0 ft Max: 202.0 at 13.5 ft Max: 1802 at 0 ft Gov LC : 15 DEFLECTION DETAILS Delta max : -1 in Deflection Ratio : H/-13 I Location : 0 ft Gov LC : 0 I I RISA-3D Version 14.0.1 [S:\...\...\...\03 Calculations\RISA\concrete shearwalls- Final.r3d] Page 1 I ICompany : Tigard Hampton Inn Designer : KH I Job Number : 16303.00 Checked By: Model Name : Allstructure WP25M :R1 WALL SEGMENT SECTION PROPERTIES I Total Length : 45.626 ft r : 132.236 in As Provided (H) : 6.75 inA2 A : 6570.087 inA2 KUr : 1.225 rho Provided (H) : .0035 (gross : 1.64123e+8 in^4 As min (H) : 3.888 inA2 I (cracked : 1.14886e+8 in^4 rho min (H) : .002 Cracked Mom, Mcr: 23698.44 k-ft As Provided (V) : 27.391 inA2 rho Provided (V) : .0042 I As min (V) : 9.855 inA2 rho min (V) : .0015 ISLENDER BENDING SPAN RESULTS KL/r in Cm in Lu in (ft) Pc(k) deltaNS M act(k-ft) M2 min (k-ft) Mc in (k-ft) 1.225 .675 13.5 0 N/A 0 0 N/A IIn-Plane Wall Interaction Diagram —Mn IP(k) —Phi*Mn 23889 —Cap. Line 20000 I iiii 15000 r► 10000 I 5000 le,orm .- -1643 1 30000 60000 90000 120000140949 M (k-ft) I CROSS SECTION DETAILING I Interior Face #6p 18in oc I \ lin cover 19.38 in a 1 ,. / rlI f \ 1 � f 1 in cover \ 2 in cover I Exterior Face #5 @ 18in oc IRISA-3D Version 14.0.1 [S:\...\...\...\03 Calculations\RISA\concrete shearwalls- Final.r3d] Page 2 CONCRETE SHEAR WALL DESIGN I Normal Wt 18.10.2.2 18.10.2.2 I Wall# hw(ft) Iw(ft) hw/lw bw(in) Acv(in2) X f'c(psi) Check Check WP1 13.5 143.75 0.093913 8 13800 1 4000 1745.577 one matt reinf WP8 13.5 15 0.9 8 1440 1 4000 182.1472 one matt reinf WP10 13.5 7.333 1.840993 8 703.968 1 4000 89.04569 one matt reinf I WP14 13.5 3 4.5 8 288 1 4000 36.42944 2-matt reinf WP17 13.5 22.888 0.589829 8 2197.248 1 4000 277.9323 one matt reinf WP18 13.5 27.137 0.497476 8 2605.152 1 4000 329.5286 one matt reinf I WP22 13.5 5 2.7 8 480 1 4000 60.71573 2-matt reinf WP24 13.5 14 0.964286 8 1344 1 4000 170.004 one matt reinf WP24A 13.5 11.833 1.140877 8 1135.968 1 4000 143.6898 one matt reinf WP24B 13.5 28.167 0.479284 8 2704.032 1 4000 342.036 one matt reinf WP24C 13.5 9.917 1.361299 8 952.032 1 4000 120.4236 one matt reinf WP25 13.5 17 0.794118 8 1632 1 4000 206.4335 one matt reinf WP25A 13.5 13.645 0.989373 8 1309.92 1 4000 165.6932 one matt reinf WP25B 13.5 11.917 1.132835 8 1144.032 1 4000 144.7099 one matt reinf WP25C 13.5 10.5 1.285714 8 1008 1 4000 127.503 one matt reinf WP25D 13.5 3.917 3.446515 8 376.032 1 4000 47.5647 2-matt reinf WP25E 13.5 6.5 2.076923 8 624 1 4000 78.93045 2-matt reinf WP25F 13.5 3 4.5 8 288 1 4000 36.42944 2-matt reinf I WP25G 13.5 26.5 0.509434 8 2544 1 4000 321.7934 one matt reinf WP25H 13.5 60.5 0.22314 8 5808 1 4000 734.6603 one matt reinf WP251 13.5 16.075 0.839813 8 1543.2 1 4000 195.2011 one matt reinf WP25J 13.5 41.395 0.326126 8 3973.92 1 4000 502.6655 one matt reinf WP25K 13.5 24.25 0.556701 8 2328 1 4000 294.4713 one matt reinf WP25L 13.5 9.25 1.459459 8 888 1 4000 112.3241 one matt reinf WP25M 13.5 45.626 0.295884 8 4380.096 1 4000 554.0432 one matt reinf I I I I I I I AyALLSTRUCTURE Tigard Hampton Inn BY KH DATE Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231 roe NO 16305.00 Tigard, Oregon 97223 �.. �.. v: 503.620.4314 • 1: 503.620.4304 SHEET .�.v OF CONCRETE SHEAR WALL DESIGN (CONT.) I Wall# ReLong q'd reinf(#5) 18.10.4.1 RISA RISA Upper Limit pt(@18"oc)Trans a Vu(kip) Vuck8Acv(f'c)^.5 Check WP1 15.5 in o.c 15.5 in o.c 3 0.0026 490.1 5236.7 OK WP8 15.5 in o.c 15.5 in o.c 3 0.0026 63.1 546.4 OK I WP10 15.5 in o.c 15.5 in o.c 2.3 0.0026 15.2 267.1 OK WP14 18.0 in o.c 18.0 in o.c 2 0.0026 8.7 109.3 OK WP17 15.5 in o.c 15.5 in o.c 3 0.0026 92.5 833.8 OK IWP18 15.5 in o.c 15.5 in o.c 3 0.0026 73.1 988.6 OK WP22 18.0 in o.c 18.0 in o.c 2 0.0026 14.8 182.1 OK WP24 15.5 in o.c 15.5 in o.c 3 0.0026 48.7 510.0 OK I WP24A 15.5 in o.c 15.5 in o.c 3 0.0026 59.8 431.1 OK WP24B 15.5 in o.c 15.5 in o.c 3 0.0026 107.5 1026.1 OK WP24C 15.5 in o.c 15.5 in o.c 3 0.0026 37.22 361.3 OK I WP25 15.5 in o.c 15.5 in o.c 3 0.0026 104 619.3 OK WP25A 15.5 in o.c 15.5 in o.c 3 0.0026 47.1 497.1 OK WP25B 15.5 in o.c 15.5 in o.c 3 0.0026 73.4 434.1 OK I WP25C 15.5 in o.c 15.5 in o.c 3 0.0026 27 382.5 OK WP25D 18.0 in o.c 18.0 in o.c 2 0.0026 12.6 142.7 OK WP25E 18.0 in o.c 18.0 in o.c 2 0.0026 17.9 236.8 OK I WP25F 18.0 in o.c 18.0 in o.c 2 0.0026 11.1 109.3 OK WP25G 15.5 in o.c 15.5 in o.c 3 0.0026 79.7 965.4 OK WP25H 15.5 in o.c 15.5 in o.c 3 0.0026 218.2 2204.0 OK I WP25I 15.5 in o.c 15.5 in o.c 3 0.0026 72.9 585.6 OK WP25J 15.5 in o.c 15.5 in o.c 3 0.0026 212 1508.0 OK WP25K 15.5 in o.c 15.5 in o.c 3 0.0026 168.8 883.4 OK I WP2SL 15.5 in o.c 15.5 in o.c 3 0.0026 38.9 337.0 OK WP25M 15.5 in o.c 15.5 in o.c 3 0.0026 189.4 1662.1 OK I I I I I I I ALLSTRUCTUREII Asy: Tigard Hampton Inn BY KH DATE Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231 JOB NO 16305 00 Tigard, Oregon 97223 �A ». v: 503.620.4314 • f: 503.620.4304 SHEET OF CONCRETE SHEAR WALL DESIGN (CONT.) I Actual 18.10.4.3 Actual RISA 18.10.4.1 22.4.2.2 22.4.2.1 , Wall# pt(per req'd reinf) pt(req'd) phi Vn Check phi Vn Check Po(kips) Pn max WP1 0.0025 0.0025 3516.3 OK 2909.00 OK 46931.7 37545.36 WP8 0.0025 0.0025 366.9 OK 306.6 OK 4907.697 3926.158 WP10 0.0025 0.0025 156.6 OK 147.2 OK 2405.189 1924.151 WP14 0.0043 0.0022 83.1 OK 63.4 OK 990.8973 792.7179 WP17 0.0025 0.0025 559.9 OK 471.8 OK 7482.341 5985.872 WP18 0.0025 0.0025 663.8 OK 553.6 OK 8869.214 7095.371 WP22 0.0043 0.0022 138.5 OK 96.9 OK 1643.697 1314.958 WP24 0.0025 0.0025 342.5 OK 294.4 OK 4581.297 3665.038 WP24A 0.0025 0.0025 289.4 OK 252.8 OK 3873.989 3099.191 WP24B 0.0025 0.0025 689.0 OK 591.4 OK 9205.406 7364.325 111 WP24C 0.0025 0.0025 242.6 OK 229.2 OK 3248.606 2598.885 WP25 0.0025 0.0025 415.8 OK 354.4 OK 5560.497 4448.398 I WP2SA 0.0025 0.0025 333.8 OK 277.9 OK 4465.425 3572.34 WP25B 0.0025 0.0025 291.5 OK 259.7 OK 3901.406 3121.125 WP25C 0.0025 0.0025 256.8 OK 203.5 OK 3438.897 2751.118 I WP25D 0.0043 0.0022 108.5 OK 80.1 OK 1290.206 1032.165 WP25E 0.0043 0.0022, 180.1 OK 130.9 OK 2133.297 1706.638 WP25F 0.0043 0.0022 83.1 OK 60.9 OK 990.8973 792.7179 111 WP25G 0.0025 0.0025 648.2 OK 548.8 OK 8661.297 6929.038 WP25H 0.0025 0.0025 1479.9 OK 1212.8 OK 19758.9 15807.12 WP25I 0.0025 0.0025 393.2 OK 350.6 OK 5258.577 4206.862 • WP251 0.0025 0.0025 1012.6 OK 860.2 OK 13523.03 10818.42 WP25K 0.0025 0.0025 593.2 OK 549.3 OK 7926.897 6341.518 WP25L 0.0025 0.0025 226.3 OK 185.3 OK 3030.897 2424.718 ii. WP25M 0.0025 0.0025 1116.1 OK 915.6 OK 14904.02 11923.22 I F I I I I I I 1IS A L L S T R U C T U R E Tigard Hampton Inn BY KH DATE 1, Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231 16305.00 Tigard, Oregon 97223 JOB NO v: 503.620.4314 • f: 503.620.4304 SHEET OF CONCRETE SHEAR WALL DESIGN (CONT.) I RISA RISA RISA 18.10.6.2 Wall# Pu phi Pn Check delta(in) Limit(in) 6/hw WP1 1689.67 25283.4 OK 0.008 383.3 0.00500 WP8 167 1513 OK 0.007 40.0 0.00500 I WP10 0 0 OK 0.007 19.6 0.00500 WP14 34.9 424.5 OK 0.007 8.0 0.00500 WP17 • 258.3 4029 OK 0.008 61.0 0.00500 WP18 430.8 4786 OK 0.006 72.4 0.00500 WP22 0 0 OK 0.01 13.3 0.00500 WP24 206 2014 OK 0.011 37.3 0.00500 I WP24A 155.8 2099 OK 0.007 31.6 0.00500 WP248 365 4970 OK 0.006 75.1 0.00500 WP24C 287 1617 OK 0.008 26.4 0.00500 I WP25 168.5 1873 OK 0.012 45.3 0.00500 WP25A 193 2415 OK 0.004 36.4 0.00500 WP25B 214.6 1965 OK 0.007 31.8 0.00500 I WP25C 133.1 755.7 OK 0.007 28.0 0.00500 WP25D 0 0 OK 0.006 10.4 0.00500 WP25E 66.5 1148 OK 0.006 17.3 0.00500 I WP25F 0 0 OK 0.007 8.0 0.00500 WP25C 320 4678 OK 0.006 70.7 0.00500 WP25H 720.1 10639 OK 0.007 161.3 0.00500 I WP25I 308.4 2846 OK 0.008 42.9 0.00500 WP251 517 7297 OK 0.006 110.4 0.00500 WP25K 494.5 2611 OK 0.01 64.7 0.00500 I WP25L 0 0 OK 0.006 24.7 0.00500 WP25M 473 7436 OK 0.006 121.7 0.00500 I 1 I I I I 1 1 S1. A L L S T R U C T U R E Tigard Hampton Inn BY KH DATE Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231 JOB NO 16305 00 II Tigard, Oregon 97223 �� _._..�� ..__rt� ... v: 503.620.4314 • f: 503.620.4304 SHEErOF CONCRETE SHEAR WALL DESIGN (CONT.) I 18.10.6.2 18.10.6.3 RISA boundary C 18.10.6.3 I Wall# c(in) 0.15fc Mu k-ft S(in3) stress(psi) Check WP1 8.408304 OK,no boundary elements 600 2871.1 3174000 133.2946755 OK, no boundary elements WP8 8.408304 OK,no boundary elements 600 783.6 34560 388.0555556 OK,no boundary elements WP10 8.408304 OK, no boundary elements 600 28.8 8260 41.84264677 OK,no boundary elements WP14 7.240484 OK,no boundary elements 600 20.4 1382 298.2638889 OK, no boundary elements WP17 8.408304 OK, no boundary elements 600 100.1 80465 132.4843764 OK,no boundary elements WP18 8.408304 OK,no boundary elements 600 390.2 113114 206.7601784 OK, no boundary elements WP22 7.240484 OK, no boundary elements 600 30.8 3840 96.25 OK,no boundary elements WP24 8.408304 OK,no boundary elements 600 500.6 30106 352.8114371 OK,no boundary elements WP24A 8.408304 OK, no boundary elements 600 98.9 21507 192.3336435 OK,no boundary elements WP24B 8.408304 OK, no boundary elements 600 130.4 121863 147.8242427 OK,no boundary elements WP24C 8.408304 OK,no boundary elements 600 381.98 15106 604.8984978 boundary elements req'd WP25 8.408304 OK, no boundary elements 600 731 44390 300.8578431 OK,no boundary elements I WP25A 8.408304 OK,no boundary elements 600 170.1 28598 218.7124298 OK,no boundary elements WP25B 8.408304 OK, no boundary elements 600 326.8 21813 367.3608506 OK,no boundary elements WP25C 8.408304 OK, no boundary elements 600 133.1 16934 226.3605442 OK,no boundary elements WP25D 7.240484 OK,no boundary elements 600 24.4 2357 124.2432243 OK,no boundary elements WP25E 7.240484 OK,no boundary elements 600 6.938 6490 119.3996548 OK, no boundary elements WP25F 7.240484 OK, no boundary elements 600 5.92 1382 51.38888889 OK,no boundary elements WP25C 8.408304 OK,no boundary elements 600 167.2 107866 144.3870891 OK,no boundary elements WP25H 8.408304 OK, no boundary elements 600 0 562214 123.9841598 OK, no boundary elements WP25I 8.408304 OK, no boundary elements 600 309.4 39691 293.3868506 OK,no boundary elements WP251 8.408304 OK, no boundary elements 600 1333.7 263201 190.9050767 OK,no boundary elements WP25K 8.408304 OK, no boundary elements 600 3181.3 90326 635.0546463_ boundary elements req'd WP25L 8.408304 OK, no boundary elements 600 72.3 13142 66.01533966 OK,no boundary elements WP25M 8.408304 OK, no boundary elements 600 438.7 319754 124.4524065 OK,no boundary elements I I I I I I I kSt. ALLSTRUCTURE Tigard Hampton Inn By KH DATE Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231 JOB NO 16305.00 Tigard, Oregon 97223 v: 503.620.4314 • 1: 503.620.4304 .._ �A„ ..,�. ,ew ��.». SHEET .._. OF - 111 I I 1 I I I LAP SPLICES I If I i i E I .•:. i 6 1 I r 1 I 1 III f: 4 t k- ri. I %-: I I -: 2-By it A L L S T R U C T U R E Tigard Hampton Inn KH DATE I Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231 16305.00 I v: Tigard,503.620 Oregon 97223 .4314 • f: 503.620.4304 JOB NO SHEET OF Alistructure Engineering Project Title: Kennewick Comfort Suites I 16154 SW Upper Boones Ferry Rd Engineer: KTH Project ID: 17052.00 Portland,OR Project Descr: 503 620 4314 I www.allstructure.com Pont:31 .SEP" .3:0,2313 Rebar Development Fie=S:\Projects\2016 116303.00 Tigard Hampton Inn&Suites\03 Calculafanstporte cochere ec6 ENERCALC,INC.1983-2017,Build:10.17.8.29,Ver:6.17.8.31 I Lala.#>KW-060074 ;; # see ALLSTRUCTURE.ENGINEERING INC. Description: 3 KSI CONCRETE Bar ID 1 :3 ksi#3 I Bar Size # 3 Rebar Area 0.110 inA2 fc 3.O ksi Fy 60.0 ksi ACI 318-14 I Straight Development Reinf.Location Factor tv t 1.0 Tension Development. Coating Factor yt e 1 Basic Before Adjustments 16.4 in I Lightweight Factor1 Final after adjustments 16.4 in As req'd!As actual 1.00 Confinement Satisfied? Yes Compression Development... Bar Clearance Satisfied? Yes Basic Before Adjustments 8.2 in I Hooked Development.... Final after adjustments 8.2 in Factor for Cover&Confinement 1 Basic Before Adjustments 8.2 in As req'd/As actual 1.00 Final after adjustment 8.2 in Epoxy Coated? No ILightweight Concrete? No Splice Lengths.... Class A Splice 16.4 in I Class B Splice 21.36 in Compression Splice 12.0 in Bar 1D2 :3ksi#3Top Bar I Bar Size # 3 Rebar Area 0.110 inA2 fc 3.0 ksi Fy 60.0 ksi ACI 318-14 ACI 318-14 I Straight Development Reinf.Location Factoi tV t 1.3 Tension Development. Coating Factor W e 1 Basic Before Adjustments 16.4 in I Lightweight Factor a 1 As req'd/As actual 1.00 Final after adjustments 21.4 in Confinement Satisfied? Yes Compression Development... Bar Clearance Satisfied? Yes Basic Before Adjustments 8.2 in I Hooked Development.... Final after adjustments 8.2 in Factor for Cover&Confinement 1 Basic Before Adjustments 8.2 in As req'd 1 As actual 1.00 Final after adjustment 8.2 in I Epoxy Coated? No Lightweight Concrete? No Splice Lengths.... Class A Splice 21.4 in I Class B Splice 27.77 in Compression Splice 12.0 in I . I I II Allstructure Engineering Project Title: Kennewick Comfort Suites 16154 SW Upper Boones Ferry Rd Engineer: KTH Project ID: 17052.00 Portland,OR Project Descr:. 503 620 4314 www.allstructure.com I P6rted 0 SEP 2017.3 72P1-,1 File=S:\Projects\2016\16303.00 Tigard Hampton Inn&Suites\03 Calculations\porte cochere.ec6 Rebar Development ENERCALC,INC.1983-2017,BuiId:10.17.8.29,Ver.6.17.8.31 ' ' 14VE44411tyd. I -.."''14 `11:4 1401st 4N41lst4 Orn[- IZL I Description: 3 KSI CONCRETE Bar ID 3 :3 ksi#4 Bar Size # 4 Rebar Area 0.200 in^2 fc 3.0 ksi Fy 60.0 ksi ACI 318-14 ACI 318-14 ACI 318-14 Straight DevelopmentI Reinf.Location Factor yf t 1.0 Tension Development. Coating Factor yf e 1 Basic Before Adjustments 21.9 in Lightweight Factor X 1 Final after adjustments 21.9 in I As req'd/As actual 1.00 Confinement Satisfied? Yes Compression Development... Bar Clearance Satisfied? Yes Basic Before Adjustments 11.0 in Hooked Development.... Final after adjustments 11.0 in I Factor for Cover&Confinement 1 Basic Before Adjustments 11.0 in As req'd I As actual 1.00 Final after adjustment 11.0 in Epoxy Coated? No Lightweight Concrete? NoI Splice Lengths.... Class A Splice 21.9 in Class B Splice 28.48 in Compression Splice 15.0 in Bar ID 4:3 ksi#4 Top Bar Bar Size # 4 Rebar Area 0.200 inA2 fc 3.0ksi Fy 60.0 ksi ACI 318-14 ACI 318-14 ACI 318-14 ACI 318-14 Straight DevelopmentI Reinf.Location Factor yf t 1.3 Tension Development.. Coating Factor yf e 1 Basic Before Adjustments 21.9 in Lightweight Factor a, 1 Final after adjustments 28.5 in I As req'd/As actual 1.00 Confinement Satisfied? Yes Compression Development... Bar Clearance Satisfied? Yes Basic Before Adjustments 11.0 in Hooked Development.... Final after adjustments 11.0 in I Factor for Cover&Confinement 1 Basic Before Adjustments 11.0 in As req'd 1 As actual 1.00 Final after adjustment 11.0 in Epoxy Coated? No Lightweight Concrete? No, I Splice Lengths.... Class A Splice 28.5 in Class B Splice 37.03 inI Compression Splice 15.0 in I I I I Allstructure EngineeringI Project Title: Kennewick Comfort Suites 16154 SW Upper Boones Ferry Rd Engineer: KTH Project ID: 17052.00 Portland,OR Project Descr: 503 620 4314 www.allstructure.com I PnEEEE 6 sr,n. 32Yrt Rebar Development File=S:\Proiects12016\16303.00 Tigard Hampton Inn&Suites103Calculations\portecochereec6 ENERCALC,INC.1983-2017,Build 10.17.8.29,Ver:6.17.8.31 I Lt #1 KW-06007476 Licensee„ALLSTRUCTURE ENGINEERING INC. Description: 3 KSI CONCRETE Bar ID 5 :3 ksi#5 I Bar Size # 5 Rebar Area 0.310 inA2 f c 3.O ksi Fy 60.0 ksi ACI 318-14 ACI 318-14 ACI 318-14 ACI 318-14 ACI 318-14 I Straight Development Reinf.Location Factor lir t 1.0 Tension Development.. Coating Factor NJ e 1 Basic Before Adjustments 27.4 in Lightweight Factor a 1 Final after adjustments 27.4 in I As req'd/As actual 1.00 Confinement Satisfied? Yes Compression Development... Bar Clearance Satisfied? Yes Basic Before Adjustments 13.7 in I Hooked Development.... Final after adjustments 13.7 in Factor for Cover&Confinement 1 Basic Before Adjustments 13.7 in As req'd/As actual 1.00 Final after adjustment 13.7 in Epoxy Coated? No ILightweight Concrete? No Splice Lengths.... Class A Splice 27.4 in I Class B Splice 35.60 in Compression Splice 18.8 in Bar ID 6:3 ksi#5 Top Bar I Bar Size # 5 Rebar Area 0.310 inA2 fc 3.0 ksi Fy 60.0 ksi ACI 318-14 AC1318-14 AC1318-14 AC1 318-14 ACI 318-14 ACI 3' I Straight Development Reinf.Location Facto' w t 1.3 Tension Development.. Coating Factor yJ e 1 Basic Before Adjustments 27.4 in ILightweight Factor A, 1 Final after adjustments 35.6 in As req'd/As actual 1.00 Confinement Satisfied? Yes Compression Development... Bar Clearance Satisfied? Yes Basic Before Adjustments 13.7 in I Hooked Development.... Final after adjustments 13.7 in Factor for Cover&Confinement 1 Basic Before Adjustments 13.7 in As req'd/As actual 1.00 Final after adjustment 13.7 in III Epoxy Coated? No Lightweight Concrete? No Splice Lengths.... Class A Splice 35.6 in I Class B Splice 46.28 in Compression Splice 18.8 in I I I I Allstructure Engineering Project Title: Kennewick Comfort Suites 16154 SW Upper Boones Ferry Rd Engineer: KTH Project ID: 17052.00 Portland,OR Project Descr: 503 620 4314 www.allstructure.com p-,,ted 6 HP2017.3 2P59 II File=S:\Proj�s12016116303.00 Tigard Hampton Inn&Suites103 Calculations\porte cochere.ec6 Rebar Development File INC.1983-2017,Build:10.17.8.29,Ver:6.17.8.31 Lic.#:KW-0 7476 8 cerisee: 1 • 1- °` 1 Kt; 1 } I Description: 3 KSI CONCRETE Bar ID 7 : 3 ksi#6 Bar Size # 6 Rebar Area 0.440 in^2 fc 3.0ksi Fy 60.0 ksi ACI 318-14 ACI 318-14 ACI 318-14 ACI 318-14 ACI 318-14 ACI 3' Straight Development11 Reinf.Location Factoi y, t 1.0P Tension Development.. Coating Factor yr e 1 Basic Before Adjustments 32.9 in Lightweight Factor a, 1 Final after adjustments 32.9 in As req'd/As actual 1.00 Confinement Satisfied? Yes Compression Development... Bar Clearance Satisfied? Yes Basic Before Adjustments 16.4 in Hooked Development.... Final after adjustments 16.4 in Factor for Cover&Confinement 1 Basic Before Adjustments 16.4 in As req'd/As actual 1.00 Final after adjustment 16.4 in Epoxy Coated? No Lightweight Concrete? No Splice Lengths.... Class A Splice 32.9 in I Class B Splice 42.72 in Compression Splice 22.5 in Bar ID 8 : 3 ksi#6 Top Bar Bar Size # 6 Rebar Area 0.440 inA2 fc 3.O ksi Fy 60.0 ksi ACI 318-14 ACI 318-14 ACI 318-14 ACI 318-14 ACI 318-14 ACI 3' Straight Development111 Reinf.Location Factoi w t 1.3 Tension Development. Coating Factor yr e 1 Basic Before Adjustments 32.9 in Lightweight Factor a, 1 Final after adjustments 42.7 in As req'd/As actual 1.00 Confinement Satisfied? Yes Compression Development... Bar Clearance Satisfied? Yes Basic Before Adjustments 16.4 in Hooked Development.... Final after adjustments 16.4 in Factor for Cover&Confinement 1 Basic Before Adjustments 16.4 in As req'd/As actual 1.00 Final after adjustment 16.4 in Epoxy Coated? No Lightweight Concrete? No Splice Lengths.... Class A Splice 42.7 in Class B Splice 55.54 in Compression Splice 22.5 in I I I I I Allstructure Engineering Project Title: Kennewick Comfort Suites 16154 SW Upper Boones Ferry Rd Engineer: KTH Project ID: 17052.00 Portland,OR Project Descr: 503 620 4314 I www.allstructure.com Vr:toe,6SEP 2017 " Rebar DevelopmentFile=S:\Projects12016116303.00TigardHampton Inn&Suitest03Calculations\ponecochere.ec6 �; ENERCALC,INC 1983-2017,Build:10.17.8.29,Ver:6.17.8.31 I Lit. :KW-i174761 Licensee AL,�STRIICTURE ENGINEERING INC, Description: 3 KSI CONCRETE Bar ID 9 : 3 ksi#7 I Bar Size # 7 Rebar Area 0.600 inA2 fc 3.Oksi Fy 60.0 ksi ACI 318-14 AC1 318-14 ACI 318-14 ACI 318-14 ACI 318-14 ACI 3' I Straight Development .........._ Reinf.Location Facto! y, t 1.0 Tension Development. Coating Factor N e 1 Basic Before Adjustments 47.9 in I Lightweight Factor1 Final after adjustments 47.9 in As req'd/As actual 1.00 Confinement Satisfied? Yes Compression Development... Bar Clearance Satisfied? Yes Basic Before Adjustments 19.2 in II Hooked Development.... Final after adjustments 19.2 in Factor for Cover&Confinement 1 Basic Before Adjustments 19.2 in As req'd/As actual 1.00 Final after adjustment 19.2 in Epoxy Coated? No ILightweight Concrete? No Splice Lengths.... Class A Splice 47.9 in II Class B Splice 62.30 in Compression Splice 26.3 in Bar ID 10 :3 ksi#7 Top Bar I Bar Size # 7 Rebar Area 0.600 inA2 fc 3.O ksi Fy 60.0 ksi ACI 318-14 ACI 318-14 ACI 318-14 ACI 318-14 ACI 318-14 ACI 3' I Straight Development Reinf.Location Facto! yr t 1.3 Tension Development. Coating Factor W e 1 Basic Before Adjustments 47.9 in I Lightweight Factor1 Final after adjustments 62.3 in As req'd/As actual 1.00 Confinement Satisfied? Yes Compression Development... Bar Clearance Satisfied? Yes Basic Before Adjustments 19.2 in IHooked Development.... Final after adjustments 19.2 in Factor for Cover&Confinement 1 Basic Before Adjustments 19.2 in As req'd/As actual 1.00 Final after adjustment 19.2 in I Epoxy Coated? No Lightweight Concrete? No Splice Lengths.... Class A Splice 62.3 in I Class B Splice 80.99 in Compression Splice 26.3 in I I . I • I Allstructure Engineering Project Title: Kennewick Comfort Suites 16154 SW Upper Boones Ferry Rd Engineer: KTH Project ID: 17052.00 Portland,OR Project Descr: 503 620 4314 www.allstructure.com I Printed:6 SEP 2017.3 02PU File=S:\Pro�ects\2016\16303 00 Tigard Hampton Inn&Suites\03 Calculations\porte cochere.ec6 Rebar Development ENERCALC,INC.1983-2017,Build:10.17.8.29,Vec6.17.8.31` 011 IDescription: 3 KSI CONCRETE Bar ID 11 : 3 ksi#8 Bar Size # 8 Rebar Area 0.790 in^2 I fc 3.0 ksi Fy 60.0 ksi ACI 318-14 ACI 318-14 ACI 318-14 ACI 318-14 ACI 318-14 ACI 3' Straight DevelopmentI Reinf.Location Facto! w t 1.0 Tension Development. Coating Factor yt e 1 Basic Before Adjustments 54.8 in Lightweight Factor ),, 1 Final after adjustments 54.8 in I As req'd/As actual 1.00 Confinement Satisfied? Yes Compression Development... Bar Clearance Satisfied? Yes Basic Before Adjustments 21.9 in Hooked Development.... Final after adjustments 21.9 in I Factor for Cover&Confinement 1 Basic Before Adjustments 21.9 in As req'd/As actual 1.00 Final after adjustment 21.9 in Epoxy Coated? No Lightweight Concrete? NoI Splice Lengths.... Class A Splice 54.8 in Class B Splice 71.20 inI Compression Splice 30.0 in Bar ID 12 :3 ksi#8 Top Bar Bar Size # 8 Rebar Area 0.790 in^2 I fc _ 3.0ksi Fy 60.0 ksi ACI 318-14 ACI 318-14 ACI 318-14 ACI 318-14 ACI 318-14 ACI 3' Straight DevelopmentI Reinf.Location Facto! w t 1.3 Tension Development. Coating Factor yl e 1 Basic Before Adjustments 54.8 in Lightweight Factor k 1 Final after adjustments 71.2 in As req'd/As actual 1.00 I Confinement Satisfied? Yes Compression Development... Bar Clearance Satisfied? Yes Basic Before Adjustments 21.9 in Hooked Development.... Final after adjustments 21.9 in I Factor for Cover&Confinement 1 Basic Before Adjustments 21.9 in As req'd I As actual 1.00 Final after adjustment 21.9 in Epoxy Coated? No Lightweight Concrete? NoI Splice Lengths.... Class A Splice 71.2 in Class B Splice 92.57 inI Compression Splice 30.0 in I I I I Allstructure EngineeringI Project Title: Kennewick Comfort Suites 16154 SW Upper Boones Ferry Rd Engineer: KTH Project ID: 17052.00 Portland,OR Project Descr: 503 620 4314 www.allstructure.com I Printcd 6 SEP201i S 02T',, Rebar Development File=S:1Projects12016\16303.00 Tigard Hampton Inn&Suhtest03Calculationstportecochere.ec6 ENERCALC,INC 1983-2017,Build:10.17.8 29,Ver:6.17.8.31 I LIC.#:KW-06007476 Licensee:ALLSTRUCTURE EN INEERf NG'INC. Description: 3 KSI CONCRETE Bar ID 13: 3 ksi#9 I Bar Size # 9 Rebar Area 1.000 inA2 f'c 3.0 ksi Fy 60.0 ksi ACI 318-14 ACI 318-14 ACI 318-14 ACI 318-14 ACI 318-14 ACI 3' I Straight Development Reinf.Location Facto' W t 1.0 Tension Development.. Coating Factor NI e 1 Basic Before Adjustments 61.6 in I Lightweight Factor1 Final after adjustments 61.6 in As req'd I As actual 1.00 Confinement Satisfied? Yes Compression Development... Bar Clearance Satisfied? Yes Basic Before Adjustments 24.6 in Hooked Development.... Final after adjustments 24.6 in I Factor for Cover&Confinement 1 Basic Before Adjustments 24.6 in As req'd/As actual 1.00 Final after adjustment 24.6 in Epoxy Coated? No ILightweight Concrete? No Splice Lengths.... Class A Splice 61.6 in I Class B Splice 80.10 in Compression Splice 33.8 in Bar ID 14 :3 ksi#9 Top Bar I Bar Size # 9 Rebar Area 1.000 in"2 f'c 3.0 ksi Fy 60.0 ksi ACI 318-14 ACI 318-14 ACI 318-14 ACI 318-14 ACI 318-14 ACI 3' I Straight Development Reinf.Location Facto' w t 1.3 Tension Development.. Coating Factor yr e 1 Basic Before Adjustments 61.6 in I Lightweight Factor1 Final after adjustments 80.1 in As req'd I As actual 1.00 Confinement Satisfied? Yes Compression Development... Bar Clearance Satisfied? Yes Basic Before Adjustments 24.6 in I Hooked Development.... Final after adjustments 24.6 in Factor for Cover&Confinement i Basic Before Adjustments 24.6 in As req'd/As actual 1.00 Final after adjustment 24.6 in I Epoxy Coated? No Lightweight Concrete? No Splice Lengths.... Class A Splice 80.1 in Class B Splice 104.14 in Compression Splice 33.8 in I I I I Allstructure Engineering Project Title: Kennewick Comfort Suites 16154 SW Upper Boones Ferry Rd Engineer: KTH Project ID: 17052.00 Portland,OR Project Descr: 503 620 4314 www.allstructure.com I Printer. 3 2 gEP 2011. 2PM Ale=S:\Projects12016\16303.00 Tigard Hampton Inn&Suites\03 Calculations\porte cochere.ec6 Rebar DevelopmentENERCALC,INC 1983-2017,Buid:10.17.8.29,Ver.6.17.8.31 Lk.#'.KW-06007478 Licensee:ALLSTRUCTURE ENGINEERINGINC. Description: 3 KSI CONCRETE Bar ID 15 : 3 ksi#10 Bar Size # 10 Rebar Area 1.270 inA2 I fc 3.0 ksi Fy 60.0 ksi ACI 318-14 ACI 318-14 ACI 318-14 ACI 318-14 ACI 318-14 ACI 3' Straight Development I Reinf.Location Facto! w t 1.0 Tension Development.. Coating Factor N e 1 Basic Before Adjustments 68.5 in Lightweight Factor X 1 Final after adjustments 68.5 in I As req'd/As actual 1.00 Confinement Satisfied? Yes Compression Development... Bar Clearance Satisfied? Yes Basic Before Adjustments 27.4 in Hooked Development.... Final after adjustments 27.4 in I Factor for Cover&Confinement 1 Basic Before Adjustments 27.4 in As req'd/As actual 1.00 Final after adjustment 27.4 in Epoxy Coated? No Lightweight Concrete? NoI Splice Lengths.... Class A Splice 68.5 in Class B Splice 89.01 inI Compression Splice 37.5 in I 1 I I I I I I I I Allstructure EngineeringI Project Title: Kennewick Comfort Suites 16154 SW Upper Boones Ferry Rd Engineer: KTH Project ID: 17052.00 Portland,OR Project Descr: 503 620 4314 www.allstructure.com I t.a s SEP 3 SPEPM Rebar Development File=S:\Projects12016116303.00 Tigard Hampton Inn&Suites\03 Calculationstporte cochere ec6 ENERCALC,INC.1983-2017,Buld 1017.8.29.Ver:6.17.8.31 I Lk..#;KW-0600747E Licensee:ALL.STRUCTURE ENGINEERINGINC. Description: 4 KSI CONCRETE Bar ID 1 :4 ksi#3 I Bar Size # 3 Rebar Area 0.110 inA2 fc 4.Oksi Fy 60.0 ksi ACI 318-14 I Straight Development Reinf.Location Factor W t 1.0 Tension Development.. Coating Factor yt e 1 Basic Before Adjustments 14.2 in I Lightweight Factor1 Final after adjustments 14.2 in As req'd/As actual 1.00 Confinement Satisfied? A. Yes Compression Development... Bar Clearance Satisfied? Yes Basic Before Adjustments 7.1 in I Hooked Development.... Final after adjustments 8.0 in Factor for Cover&Confinement 1 Basic Before Adjustments 7.1 in As req'd/As actual 1.00 Final after adjustment 7.1 in Epoxy Coated? No 1 Lightweight Concrete? No Splice Lengths.... Class A Splice 14.2 in I Class B Splice 18.50 in Compression Splice 12.0 in Bar ID 2 :4 ksi#3 Top Bar I Bar Size # 3 Rebar Area 0.110 inA2 fc 4.0 ksi Fy 60.0 ksi ACI 318-14 ACI 318-14 I Straight Development Reinf.Location Facto' w t 1.3 Tension Development.. Coating Factor yr e 1 Basic Before Adjustments 14.2 in I Lightweight Factor 7 1 Final after adjustments 18.5 in As req'd/As actual 1.00 Confinement Satisfied? Yes Compression Development... Bar Clearance Satisfied? Yes Basic Before Adjustments 5.3 in IHooked Development.... Final after adjustments 8.0 in Factor for Cover&Confinement 1 Basic Before Adjustments 7.1 in As req'd/As actual 1.00 Final after adjustment 7.1 in I Epoxy Coated? No Lightweight Concrete? No Splice Lengths.... Class A Splice 18.5 in I Class B Splice 24.05 in Compression Splice 12.0 in I I I 1 Allstructure Engineering Project Title: Kennewick Comfort Suites 16154 SW Upper Boones Ferry Rd Engineer: KTH Project ID: 17052.00 Portland,OR Project Descr: 503 620 4314 www.allstructure.com 1 Printed'.is SEP 2017.3u2=',9 File=S:\Protects\2016\16303 00 Tigard Hampton Inn&Suites\03 Calc ulations'porte c�ere.ec6 141 Rebar Development ENERCALgC,,INC.1983-2017,Build:10.17.8.29,Ver:6.17.8.31 IDescription: 4 KSI CONCRETE Bar ID 3 :4 ksi#4 Bar Size # 4 Rebar Area 0.200 inA2 I fc 4.0ksi Fy 60.0 ksi ACI 318-14 ACI 318-14 ACI 318-14 Straight Development I Reinf.Location Facto' w t 1.0 Tension Development. Coating Factor yt e 1 Basic Before Adjustments 19.0 in Lightweight Factor X 1 Final after adjustments 19.0 in I As req'd t As actual 1.00 Confinement Satisfied? Yes Compression Development... Bar Clearance Satisfied? Yes Basic Before Adjustments 7.1 in Hooked Development.... Final after adjustments 8.0 in I Factor for Cover&Confinement 1 Basic Before Adjustments 9.5 in As req'd/As actual 1.00 Final after adjustment 9.5 in Epoxy Coated? No I Lightweight Concrete? No Splice Lengths.... Class A Splice 19.0 in Class B Splice 24.67 inI Compression Splice 15.0 in Bar ID 4:4 ksi#4 Top Bar Bar Size # 4 Rebar Area 0.200 inA2 I fc 4.0 ksi Fy 60.0 ksi ACI 318-14 ACI 318-14 ACI 318-14 ACI 318-14 Straight DevelopmentI Reinf.Location Facto' w t 1.3 Tension Development.. Coating Factor W e 1 Basic Before Adjustments 19.0 in Lightweight Factor X 1 Final after adjustments 24.7 in I As req'd/As actual 1.00 Confinement Satisfied? Yes Compression Development... Bar Clearance Satisfied? Yes Basic Before Adjustments 7.1 in Hooked Development.... Final after adjustments 8.0 in I Factor for Cover&Confinement 1 Basic Before Adjustments 9.5 in As req'd I As actual 1.00 Final after adjustment 9.5 in Epoxy Coated? No Lightweight Concrete? NoI Splice Lengths.... Class A Splice 24.7 in Class B Splice 32.07 inI Compression Splice 15.0 in I I I I Alistructure EngineeringI Project Title: Kennewick Comfort Suites 16154 SW Upper Boones Ferry Rd Engineer: KTH Project ID: 17052.00 Portland,OR Project Descr: 503 620 4314 www.allstructure.com P;;r J 1.$F'22017 3."Y:-;,,,1 Reber @V@�Oplll@tlt File=S:\Projects12016\16303.00 Tigard Hampton Inn&Suites\03Calculations\portecochere.ec6 ENERCALC,INC 1983-2017,Build 10.17.8.29,Ver:6.17.8.31 I Lic.#:KW-060074176 Licensee ALLSTRUCTURE ENGINEERINGINC. Description: 4 KSI CONCRETE Bar ID 5:4 ksi#5 I Bar Size # 5 Rebar Area 0.310 inA2 fc 4.0 ksi Fy 60.0 ksi ACI 318-14 ACI 318-14 ACI 318-14 ACI 318-14 ACI 318-14 I Straight Development Reinf.Location Facto! iv t 1.0 Tension Development. Coating Factor V e 1 Basic Before Adjustments 23.7 in 111 Lightweight Factor1 Final after adjustments 23.7 in As req'd/As actual 1.00 Confinement Satisfied? Yes Compression Development... Bar Clearance Satisfied? Yes Basic Before Adjustments 8.9 in IHooked Development.... Final after adjustments 8.9 in Factor for Cover&Confinement 1 Basic Before Adjustments 11.9 in • As req'd I As actual 1.00 Final after adjustment 11.9 in Epoxy Coated? No ILightweight Concrete? No Splice Lengths.... , Class A Splice 23.7 in I Class B Splice 30.83 in Compression Splice 18.8 in Bar ID 6:4 ksi#5 Top Bar I Bar Size # 5 Rebar Area 0.310 in^2 f c 4.O ksi Fy 60.0 ksi ACI 318-14 ACI 318-14 ACI 318-14 ACI 318-14 ACI 318-14 ACI 3' I Straight Development Reinf.Location Factoi w t 1.3 Tension Development. Coating Factor tit e 1 Basic Before Adjustments 23.7 in I Lightweight Factor1 Final after adjustments 30.8 in As req'd/As actual 1.00 Confinement Satisfied? Yes Compression Development... Bar Clearance Satisfied? Yes Basic Before Adjustments 8.9 in IHooked Development.... Final after adjustments 8.9 in Factor for Cover&Confinement 1 Basic Before Adjustments 11.9 in As req'd/As actual 1.00 Final after adjustment 11.9 in I Epoxy Coated? No Lightweight Concrete? No Splice Lengths.... Class A Splice 30.8 in I Class B Splice 40.08 in Compression Splice 18.8 in I I I I Allstructure Engineering Project Title: Kennewick Comfort Suites 16154 SW Upper Boones Ferry Rd , Engineer: KTH Project ID: 17052.00 Portland,OR Project Descr: 503 620 4314 www.allstructure.com r-nntrd.6SEP 2017,3 33P File=S:\Projects12016\16303.00 Tigard Hampton Inn&Suitesl03 Calculations\porte cochere.ecd Rebar Development ENERCALC,INC.1983-2017,Buiid:10.17.8.29,Ver:6.17.8.31 tic.#,:KW-06007476 Licence:ALLSSTRUCTURE,ENGINEERING INC.: I Description: 4 KSI CONCRETE Bar ID 7 :4 ksi#6 Bar Size # 6 Rebar Area 0.440 inA2 fc 4.0 ksi Fy 60.0 ksi ACI 318-14 AC1318-14 ACI 318-14 ACI 318-14 ACI 318-14 ACI 3, Straight Development111 Reinf.Location Facto! XII Development. t 1.0 P Coating Factor 'ir e 1 Basic Before Adjustments 28.5 in Lightweight Factor X 1 Final after adjustments 28.5 in As req'd/As actual 1.00 Confinement Satisfied? Yes Compression Development... Bar Clearance Satisfied? Yes Basic Before Adjustments 10.7 in Hooked Development.... Final after adjustments 10.7 in Factor for Cover&Confinement '1 Basic Before Adjustments 14.2 in As req'd/As actual 1.00 Final after adjustment 14.2 in Epoxy Coated? No Lightweight Concrete? No Splice Lengths.... Class A Splice 28.5 in Class B Splice 37.00 in Compression Splice 22.5 in Bar ID 8 4 ksi#6 Top Bar Bar Size # 6 Rebar Area 0.440 inA2 f c 4.0 ksi Fy 60.0 ksi ACI 318-14 ACI 318-14 ACI 318-14 ACI 318-14 ACI 318-14 ACI 3* Straight Development Reinf.Location Facto! w t 1.3 Tension Development. I Coating Factor yr e 1 Basic Before Adjustments 28.5 in Lightweight Factor X 1 Final after adjustments 37.0 in As req'd t As actual 1.00 Confinement Satisfied? Yes Compression Development... Bar Clearance Satisfied? Yes Basic Before Adjustments 10.7 in Hooked Development.... Final after adjustments 10.7 in Factor for Cover&Confinement 1 Basic Before Adjustments 14.2 in As req'd/As actual 1.00 Final after adjustment 14.2 in Epoxy Coated? No Lightweight Concrete? No Splice Lengths.... Class A Splice 37.0 in Class B Splice 48.10 in Compression Splice 22.5 in I I I I I Allstructure Engineering Project Title: Kennewick Comfort Suites 16154 SW Upper Boones Ferry Rd Engineer: KTH Project ID: 17052.00 Portland,OR Project Descr: 503 620 4314 I www.allstructure.com Prmtcd GSEP 2017. ..3=`,1 Rebar Development File=S:\Projects\2016\16303.00 Tigard Hampton Inn&Suitest03 Calculationstporte cochere.ec6 ENERCALC,INC 1983-2017,Build:10.17.8 29,Ver:6.17.8 31 I LIC.:#:KW X747 �.,_ .: �, . �...� ',�.. . . Licensee ALLSTRUCTURE ENGINEERING INC. Description: 4 KSI CONCRETE Bar ID 9 :4 ksi#7 I Bar Size # 7 Rebar Area 0.600 inA2 fc 4.Oksi Fy 60.0 ksi ACI 318-14 ACI 318-14 ACI 318-14 ACI 318-14 ACI 318-14 ACI 3' I .I Straight Development Reinf.Location Facto! tit t 1.0 Tension Development.. Coating Factor tit e 1 Basic Before Adjustments 41.5 in II Lightweight Factor 2 1 Final after adjustments 41.5 in As req'd/As actual 1.00 Confinement Satisfied? Yes Compression Development... Bar Clearance Satisfied? Yes Basic Before Adjustments 12.5 in I Hooked Development.... Final after adjustments 12.5 in Factor for Cover&Confinement 1 Basic Before Adjustments 16.6 in As req'd I As actual 1.00 Final after adjustment 16.6 in Epoxy Coated? No ILightweight Concrete? No Splice Lengths.... Class A Splice 41.5 in I Class B Splice 53.96 in Compression Splice 26.3 in Bar ID 10 :4 ksi#7 Top Bar I Bar Size # 7 Rebar Area 0.600 inA2 f c 4.O ksi Fy 60.0 ksi ACI 318-14 ACI 318-14 ACI 318-14 ACI 318-14 ACI 318-14 ACI 3' I Straight Development Reinf.Location Facto' tjt t 1.3 Tension Development. Coating Factor y e 1 Basic Before Adjustments 41.5 in I Lightweight Factor1 Final after adjustments 54.0 in As req'd/As actual 1.00 Confinement Satisfied? Yes Compression Development... Bar Clearance Satisfied? Yes Basic Before Adjustments 12.5 in IHooked Development.... Final after adjustments 12.5 in Factor for Cover&Confinement 1 Basic Before Adjustments 16.6 in As req'd/As actual 1.00 Final after adjustment 16.6 in I Epoxy Coated? No Lightweight Concrete? No Splice Lengths.... Class A Splice 54.0 in I Class B Splice 70.14 in Compression Splice 26.3 in I I , I I Allstructure Engineering Project Title: Kennewick Comfort Suites 16154 SW Upper Boones Ferry Rd Engineer: KTH Project ID: 17052.00 Portland,OR Project Descr: 503 620 4314 www.allstructure.com t I is SEP 2017-.'3:;Plin File=S:1Projects12016\16303.00 Tigard Hampton Inn&Suites 103 Calculations\parte cochere.ec8 Rebar Developt ent ENERCAIC,INC 1983-2017,Build:10.17.8.29.Ver:6.17.8.31 Lic,,#:KW-06007476 teen :'1 , I . . I 1 I Description: 4 KSI CONCRETE Bar ID 11 : 4 ksi#8 Bar Size # 8 Rebar Area 0.790 in"2 I fc 4.0 ksi Fy 60.0 ksi ACI 318-14 ACI 318-14 ACI 318-14 ACI 318-14 ACI 318-14 ACI 3' Straight DevelopmentI Reinf.Location Facto' W t 1.0 Tension Development.. Coating Factor tit e 1 Basic Before Adjustments 47.4 in Lightweight Factor X 1 Final after adjustments 47.4 in I As req'd/As actual 1.00 Confinement Satisfied? Yes Compression Development.. Bar Clearance Satisfied? Yes Basic Before Adjustments 14.2 in Hooked Development.... Final after adjustments 14.2 in I Factor for Cover&Confinement 1 Basic Before Adjustments 19.0 in As req'd/As actual 1.00 Final after adjustment 19.0 in Epoxy Coated? No Lightweight Concrete? NoI Splice Lengths.... Class A Splice 47.4 in Class B Splice 61.66 in Compression Splice 30.0 in Bar ID 12 :4 ksi#8 Top Bar Bar Size # 8 Rebar Area 0.790 in"2 I ft 4.0ksi Fy 60.0 ksi ACI 318-14 ACI 318-14 ACI 318-14 ACI 318-14 ACI 318-14 ACI 3' Straight DevelopmentI Reinf.Location Facto' w t 1.3 Tension Development. Coating Factor yJ e 1 Basic Before Adjustments 47.4 in Lightweight Factor X 1 Final after adjustments 61.7 in I As req'd/As actual 1.00 Confinement Satisfied? Yes Compression Development... Bar Clearance Satisfied? Yes Basic Before Adjustments 14.2 in Hooked Development.... Final after adjustments 14.2 in I Factor for Cover&Confinement 1 Basic Before Adjustments 19.0 in As req'd/As actual 1.00 Final after adjustment 19.0 in Epoxy Coated? No Lightweight Concrete? NoI Splice Lengths.... Class A Splice 61.7 in Class B Splice 80.16 in I Compression Splice 30.0 in , I I I I I Allstructure Engineering Project Title: Kennewick Comfort Suites 16154 SW Upper Boones Ferry Rd Engineer: KTH Project ID: 17052.00 Portland,OR Project Descr: 503 620 4314 I www.allstructure.com Prt;ed:6P2J17.3C.;PM Rebar Development File=S:1Projects12016116303.00 Tigard Hampton Inn B Suites103 Calcuiationslporte cochere.ec6 ENERCALC,INC.1983-2017,Build:1017.8.29,Ver 6.17.8.31 I �_#:kW> 9�4� � � - , - t' . Description: 4 KSI CONCRETE Bar ID 13 :4 ksi#9 I Bar Size # 9 Rebar Area 1.000 in"2 fc 4.0ksi Fy 60.0 ksi ACI 318-14 ACI 318-14 ACI 318-14 ACI 318-14 ACI 318-14 ACI 3. I Straight Development Reinf.Location Facto! kif t 1.0 Tension Development. Coating Factor w e 1 Basic Before Adjustments 53.4 in I Lightweight Factor ) 1 Final after adjustments 53.4 in As req'd I As actual 1.00 Confinement Satisfied? Yes Compression Development... Bar Clearance Satisfied? Yes Basic Before Adjustments 16.0 in I Hooked Development.... Final after adjustments 16.0 in Factor for Cover&Confinement - 1 Basic Before Adjustments 21.3 in As req'd/As actual 1.00 Final after adjustment 21.3 in Epoxy Coated? No ILightweight Concrete? No Splice Lengths.... Class A Splice 53.4 in I Class B Splice 69.37 in Compression Splice 33.8 in Bar ID 14:4 ksi#9 Top Bar I Bar Size # 9 Rebar Area 1.000 inA2 fc 4.O ksi Fy 60.0 ksi ACI 318-14 ACI 318-14 ACI 318-14 ACI 318-14 ACI 318-14 ACI 3' I Straight Development Reinf.Location Facto! W t 1.3 Tension Development. Coating Factor tV e 1 Basic Before Adjustments 53.4 in I Lightweight Factor1 Final after adjustments 69.4 in As req'd/As actual 1.00 Confinement Satisfied? Yes Compression Development... Bar Clearance Satisfied? Yes Basic Before Adjustments 16.0 in I Hooked Development.... Final after adjustments 16.0 in Factor for Cover&Confinement 1 Basic Before Adjustments 21.3 in As req'd/As actual 1.00 Final after adjustment 21.3 in Epoxy Coated? No I Lightweight Concrete? No Splice Lengths.... Class A Splice 69.4 in I Class B Splice 90.18 in Compression Splice 33.8 in I I I I Al!structure Engineering Project Title: Kennewick Comfort Suites 16154 SW Upper Boones Ferry Rd Engineer: KTH Project ID: 17052.00 Portland,OR Project Descr: . 503 620 4314 www.allstructure.com I T'-inted-.f_:0E0 2017.3 232m File=S:1Projects12016116303:00 Tigard Hampton Inn&Suites103 Calculations\porte cochere.ec8 Rebar Development ENERCALC,INC.1983-2017,Burld10.17829,Ver.6.17.8.31 L:tc.#}KW-06007478 licensee.:ALLSTRUCTURE ENGINEERING INC. I Description: 4 KSI CONCRETE Bar ID 15:4 ksi#10 Bar Size # 10 Rebar Area 1.270 inA2 I fc 4.0 ksi Fy 60.0 ksi ACI 318-14 ACI 318-14 ACI 318-14 ACI 318-14 ACI 318-14 ACI 3, Straight DevelopmentI Reinf.Location Facto! y, t 1.0 Tension Development. Coating Factor kV e 1 Basic Before Adjustments 59.3 in Lightweight Factor X 1 Final after adjustments 59.3 in I As req'd I As actual 1.00 Confinement Satisfied? Yes Compression Development... Bar Clearance Satisfied? Yes Basic Before Adjustments 23.7 in Hooked Development.... Final after adjustments 23.7 in I Factor for Cover&Confinement 1 Basic Before Adjustments 23.7 in As req'd/As actual 1.00 Final after adjustment 23.7 in Epoxy Coated? No Lightweight Concrete? NoI Splice Lengths.... Class A Splice 59.3 in Class B Splice 77.08 in Compression Splice 37.5 in I I I I I I I I I I I Allstructure Engineering Project Title: Kennewick Comfort Suites 16154 SW Upper Boones Ferry Rd Engineer: KTH Project ID: 17052.00 Portland,OR Project Descr: 503 620 4314 Iwww.allstructure.com Rebar Development File=S:1Prolects12016116303,00 Tigard Hampton Inn&Suites\03Caiculationslportecochere.ec6 ENERCALC,INC.1983-2017,Build 10.17.8.29,Ver:6.17.8.31 I Lie.#:KW-06007476 Licensee Description: 6 KSI CONCRETE : �� . . � Bar ID 1 : 6 ksi#3 I Bar Size # 3 Rebar Area 0.110 inA2 fc 6.0ksi Fy 60.0 ksi ACI 318-14 I Straight Development Reinf.Location Factor yr t 1.0 Tension Development.. Coating Factor yt e 1 Basic Before Adjustments 11.6 in I Lightweight Factor1 Final after adjustments 12.0 in As req'd/As actual 1.00 Confinement Satisfied? Yes Compression Development... Bar Clearance Satisfied? Yes Basic Before Adjustments 6.8 in I Hooked Development.... Final after adjustments 8.0 in Factor for Cover&Confinement 1 Basic Before Adjustments 5.8 in As req'd I As actual 1.00 Final after adjustment 6.0 in Epoxy Coated? No ILightweight Concrete? No Splice Lengths.... Class A Splice 12.0 in I Class B Splice 15.11 in Compression Splice 12.0 in Bar ID 2:6 ksi#3 Top Bar I Bar Size # 3 Rebar Area 0.110 inA2 fc 6.O ksi Fy 60.0 ksi ACI 318-14 ACI 318-14 I Straight Development Reinf.Location Factor w t 1.3 Tension Development.. Coating Factor yt e 1 Basic Before Adjustments 11.6 in I Lightweight Factor1 Final after adjustments 15.1 in As req'd/As actual 1.00 Confinement Satisfied? Yes Compression Development... Bar Clearance Satisfied? Yes Basic Before Adjustments 5.1 in I Hooked Development.... Final after adjustments 8.0 in Factor for Cover&Confinement 1 Basic Before Adjustments 5.8 in As req'd/As actual 1.00 Final after adjustment 6.0 in I Epoxy Coated? No Lightweight Concrete? No Splice Lengths.... Class A Splice 15.1 in I Class B Splice 19.64 in Compression Splice 12.0 in I I I I Allstructure Engineering Project Title: Kennewick Comfort Suites 16154 SW Upper Boones Ferry Rd Engineer: KTH Project ID: 17052.00 Portland,OR Project Descr: 503 620 4314 www.allstructure.com I ra=nted:6SEP ~117.304re1 File=S:1Projects12016116303.00'Tigard Hampton Inn&Suites\03 Calculations\porte ere.ec6 Rebar Development ENERCALC,INC 1983-2017 Build-10:17.829,Ver:6.17.8.31 Lac,#:KW-06007476 Licensee:ALLSTRUCTIIRE ENGINEERING INC. I Description: 6 KSI CONCRETE Bar ID 3 :6 ksi#4 Bar Size # 4 Rebar Area 0.200 inA2 I fc 6.0 ksi Fy 60.0 ksi ACI 318-14 ACI 318-14 ACI 318-14 Straight DevelopmentI Reinf.Location Facto! yr t 1.0 Tension Development. Coating Factor yt e 1 Basic Before Adjustments 15.5 in Lightweight Factor X 1 Final after adjustments 15.5 in I As req'd/As actual 1.00 Confinement Satisfied? Yes Compression Development... Bar Clearance Satisfied? Yes Basic Before Adjustments 6.8 in Hooked Development.... Final after adjustments 8.0 in I Factor for Cover&Confinement 1 Basic Before Adjustments 7.7 in As req'd/As actual 1.00 Final after adjustment 7.7 in Epoxy Coated? No Lightweight Concrete? NoI Splice Lengths.... Class A Splice 15.5 in Class B Splice 20.14 inI Compression Splice 15.0 in Bar ID 4:6 ksi#4 Top Bar Bar Size # 4 Rebar Area 0.200 inA2 I fc 6.0 ksi Fy 60.0 ksi ACI 318-14 ACI 318-14 ACI 318-14 ACI 318-14 Straight DevelopmentI Reinf.Location Facto! yf t 1.3 Tension Development. Coating Factor W e 1 Basic Before Adjustments 15.5 in Lightweight Factor X 1 Final after adjustments 20.1 in 1 As req'd/As actual 1.00 Confinement Satisfied? Yes Compression Development... Bar Clearance Satisfied? Yes Basic Before Adjustments 6.8 in Hooked Development.... Final after adjustments 8.0 in I Factor for Cover&Confinement 1 Basic Before Adjustments 7.7 in As req'd/As actual 1.00 Final after adjustment 7.7 in Epoxy Coated? No Lightweight Concrete? NoI Splice Lengths.... Class A Splice 20.1 in Class B Splice 26.18 inI Compression Splice 15.0 in I I I I Allstructure Engineering Project Title: Kennewick Comfort Suites I 16154 SW Upper Boones Ferry Rd Engineer: KTH Project ID: 17052.00 Portland,OR Project Descr: 503 620 4314 Iwww.allstructure.com Rebar Development File=S\Projectsl2016116303.00 Tigard Hampton Inn&Suites103 Calculations\pone cochere ec6 ENERCALC,INC.1983-2017,Build:10.17.8.29,Ver:6.17.8.31 o:F,-.i t,.-.. °1.141F+11fiat54[1(:t44iLLVl4*aliL h[ Description: 6 KSI CONCRETE Bar ID 5 : 6 ksi#5 I Bar Size # 5 Rebar Area 0.310 in^2 fc 6.O ksi Fy 60.0 ksi AC1 318-14 ACI 318-14 ACI 318-14 ACI 318-14 ACI 318-14 I Straight Development Reinf.Location Factor y, t 1.0 Tension Development.. Coating Factor Ni e 1 Basic Before Adjustments 19.4 in I Lightweight Factor1 Final after adjustments 19.4 in As req'd/As actual 1.00 Confinement Satisfied? Yes Compression Development... Bar Clearance Satisfied? Yes Basic Before Adjustments 8.4 in I Hooked Development.... Final after adjustments 8.4 in Factor for Cover&Confinement 1 Basic Before Adjustments 9.7 in As req'd I As actual 1.00 Final after adjustment 9.7 in Epoxy Coated? No ILightweight Concrete? No Splice Lengths.... Class A Splice 194 in I Class B Splice 25.17 in Compression Splice 18.8 in Bar ID 6: 6 ksi#5 Top Bar I Bar Size # 5 Rebar Area 0.310 in^2 fc 6.0 ksi Fy 60.0 ksi ACI 318-14 ACI 318-14 ACI 318-14 ACI 318-14 ACI 318-14 ACI 3' I Straight Development. Reinf.Location Factor w t 1.3 Tension Development.. Coating Factor NI e 1 Basic Before Adjustments 19.4 in I Lightweight Factor1 Final after adjustments 25.2 in As req'd/As actual 1.00 Confinement Satisfied? Yes Compression Development.. Bar Clearance Satisfied? Yes Basic Before Adjustments 8.4 in I Hooked Development.... Final after adjustments 8.4 in Factor for Cover&Confinement 1 Basic Before Adjustments 9.7 in As req'd/As actual 1.00 Final after adjustment 9.7 in I Epoxy Coated? No Lightweight Concrete? No Splice Lengths.... Class A Splice 25.2 in I Class B Splice 32.73 in Compression Splice 18.8 in I I I I Allstructure Engineering Project Title: Kennewick Comfort Suites 16154 SW Upper Boones Ferry Rd Engineer: KTH Project ID: 17052.00 Portland,OR Project Descr: 503 620 4314 www.allstructure.com I P nt d:6 SEP 2;17 3-r4PFrt File=SAProjects\2016\16303.00 T1 rd Hampton Inn&Suites\03 Calculations rte cochere.ec6 Rebalr@V@lOptllBitt ENERCALC,INC.1983-2017,Buiid:10.17.8.29,Ver:6.17.8.31 ,Ic.#:KW-06007476 Licensee:ALLSTRUCTURE`^ENGINEERING INC. I Description: 6 KSI CONCRETE Bar ID 7 :6 ksi#6 Bar Size # 6 Rebar Area 0.440 inA2 fc 6.0 ksi Fy 60.0 ksi ACI 318-14 ACI 318-14 ACI 318-14 ACI 318-14 ACI 318-14 ACI 3 Straight Development I Development. Reinf.Location Facto! iv t 1.0 Tension Develo P Coating Factor tit e 1 Basic Before Adjustments 23.2 in Lightweight Factor a, 1 Final after adjustments 23.2 in I As req'd I As actual 1.00 Confinement Satisfied? Yes Compression Development... Bar Clearance Satisfied? Yes Basic Before Adjustments 10.1 in Hooked Development.... Final after adjustments 10.1 in I Factor for Cover&Confinement 1 Basic Before Adjustments 11.6 in As req'd/As actual 1.00 Final after adjustment 11.6 in Epoxy Coated? No Lightweight Concrete? NoI Splice Lengths.... Class A Splice 23.2 in Class B Splice 30.21 inI Compression Splice 22.5 in Bar ID 8: 6 ksi#6 Top Bar Bar Size # 6 Rebar Area 0.440 inA2 I fc 6.0 ksi Fy 60.0 ksi ACI 318-14 ACI 318-14 AC1 318-14 ACI 318-14 ACI 318-14 ACI 3' Straight DevelopmentI Reinf.Location Facto! w t 1.3 Tension Development.. Coating Factor W e 1 Basic Before Adjustments 23.2 in Lightweight Factor k 1 Final after adjustments 30.2 in 1 As req'd/As actual 1.00 Confinement Satisfied? Yes Compression Development... Bar Clearance Satisfied? Yes Basic Before Adjustments 10.1 in Hooked Development.... Final after adjustments 10.1 in I Factor for Cover&Confinement 1 Basic Before Adjustments 11.6 in As req'd/As actual 1.00 Final after adjustment 11.6 in Epoxy Coated? No Lightweight Concrete? NoI Splice Lengths.... Class A Splice 30.2 in Class B Splice 39.27 inI Compression Splice 22.5 in I I I I Allstructure Engineering Project Title: Kennewick Comfort Suites I 16154 SW Upper Boones Ferry Rd Engineer: KTH Project ID: 17052.00 Portland,OR Project Descr: 503 620 4314 www.allstructure.com I Printed f,SE ...'7.3:u='.}i,? Rebar @V@�OptYl@11t File=S:\Projects12016116303.00 Tigard Hampton Inn&Suites\03 Caiculations\porte cochere.ec6 ENERCALC,INC.1983-2017,Build:10.17.8.29,Ver:6.17.8.31 I tic.ft:KW-0+6007476 Licensee:ALLSTRUCTURE ENGINEERING INC. Description: 6 KSI CONCRETE Bar ID 9 : 6 ksi#7 I Bar Size # 7 Rebar Area 0.600 inA2 fc 6.0 ksi Fy 60.0 ksi ACI 318-14 ACI 318-14 ACI 318-14 ACI 318-14 ACI 318-14 ACI 3' I Straight Development Reinf.Location Facto' yi t 1.0 Tension Development. Coating Factor kt e 1 Basic Before Adjustments 33.9 in • Lightweight Factor1 Final after adjustments 33.9 in As req'd/As actual 1.00 Confinement Satisfied? Yes Compression Development... Bar Clearance Satisfied? Yes Basic Before Adjustments 11.8 in IHooked Development.... Final after adjustments 1 L8 in Factor for Cover&Confinement 1 Basic Before Adjustments 13.6 in As req'd/As actual 1.00 Final after adjustment 13.6 in Epoxy Coated? No ILightweight Concrete? No Splice Lengths.... Class A Splice 33.9 in I Class B Splice 44.06 in Compression Splice 26.3 in Bar ID 10 :6 ksi#7 Top Bar I Bar Size # 7 Rebar Area 0.600 inA2 fc 6.O ksi Fy 60.0 ksi ACI 318-14 ACI 318-14 ACI 318-14 ACI 318-14 ACI 318-14 ACI 3' I Straight Development Reinf.Location Facto' yt t 1.3 Tension Development. Coating Factor W e 1 Basic Before Adjustments 33.9 in Lightweight Factor1 Final after adjustments 44.1 in As req'd/As actual 1.00 Confinement Satisfied? Yes Compression Development... Bar Clearance Satisfied? Yes Basic Before Adjustments 11.8 in IHooked Development.... Final after adjustments 11.8 in Factor for Cover&Confinement 1 Basic Before Adjustments 13.6 in As req'd/As actual 1.00 Final after adjustment 13.6 in I Epoxy Coated? No Lightweight Concrete? No Splice Lengths.... Class A Splice 44.1 in Class B Splice 57.27 in Compression Splice 26.3 in I I I Allstructure Engineering Project Title: Kennewick Comfort Suites 16154 SW Upper Boones Ferry Rd Engineer: KTH Project ID: 17052.00 III Portland,OR Project Descr: 503 620 4314 www.allstructure.com f,nted:6 SEP< `7 304P'.4 Rebar DeV@i tYlt3gt File=S:\Proiectsl2016116303.00 Tigard Hampton Inn&Suites\03 Caladationslporte cochere.ec6 p ENERCALC,INC.1983-2017,Build:10.17:8.29,Ver:6.17.8.31 Li :KW-06007476 licensee:ALLSTRUCTURE ENGINEERING INC. Description: 6 KSI CONCRETE Bar ID 11 : 6 ksi#8 Bar Size # 8 Rebar Area 0.790 inA2 I fc 6.0 ksi Fy 60.0 ksi ACI 318-14 ACI 318-14 ACI 318-14 ACI 318-14 ACI 318-14 ACI 3' Straight Development Reinf.Location Factor yJ t 1.0P Tension Development. Coating Factor i e 1 Basic Before Adjustments 38.7 in Lightweight Factor a, 1 Final after adjustments 38.7 in As req'd/As actual 1.00 Confinement Satisfied? Yes Compression Development... Bar Clearance Satisfied? Yes Basic Before Adjustments 13.5 in Hooked Development.... Final after adjustments 13.5 in Factor for Cover&Confinement 1 Basic Before Adjustments 15.5 in As req'd I As actual 1.00 Final after adjustment 15.5 in Epoxy Coated? No Lightweight Concrete? No Splice Lengths.... Class A Splice 38.7 in Class B Splice 50.35 in111 Compression Splice 30.0 in Bar ID 12 : 6 ksi#8 Top Bar Bar Size # 8 Rebar Area 0.790 inA2 fc 6.0 ksi Fy 60.0 ksi ACI 318-14 ACI 318-14 ACI 318-14 ACI 318-14 ACI 318-14 ACI 3. Straight Development Reinf.Location Factor tit { 1.3 Tension Development. Coating Factor W e 1 Basic Before Adjustments 38.7 in Lightweight Factor X 1 Final after adjustments 50.3 in As req'd I As actual 1.00 Confinement Satisfied? Yes Compression Development... Bar Clearance Satisfied? Yes Basic Before Adjustments 13.5 in Hooked Development.... Final after adjustments 13.5 in Factor for Cover&Confinement 1 Basic Before Adjustments 15.5 in As req'd/As actual 1.00 Final after adjustment 15.5 in Epoxy Coated? No Lightweight Concrete? No Splice Lengths.... Class A Splice 50.3 in Class B Splice 65.45 in Compression Splice 30.0 in I I I I I Allstructure Engineering 16154 SW Upper Boones Ferry Rd Project Title: Kennewick Comfort Suites Engineer: KTH Project ID: 17052.00 Portland,OR Project Descr: 503 620 4314 www.allstructure.com I • Reber DevelopmentFile=S:\Projects12016116303.00 Tigard Hampton Inn&Suites103 Calculations\porte cochere.ec6 ENERCALC,INC.1983-2017,Build:10.17.8.29,Ver:6.17.8.31 I LiC,#`1.KW.418007.476 .. Licensee ALLSTRUCTURE ENGINEERINGINC. Description: 6 KSI CONCRETE Bar ID 13 : 6 ksi#9 IBar Size # 9 Rebar Area 1.000'1.02fc 6.Oksi Fy 60.0 ksi ACI 318-14 ACI 318-14 ACI 318-14 ACI 318-14 ACt 318-14 ACI 3• I Straight Development Reinf.Location Facto! yr t 1.0 Tension Development. , Coating Factor yt e 1 Basic Before Adjustments 43.6 in 111 Lightweight Factor a 1 Final after adjustments 43.6 in As req'd/As actual 1.00 Confinement Satisfied? Yes Compression Development... Bar Clearance Satisfied? Yes Basic Before Adjustments 15.2 in I Hooked Development.... Final after adjustments 15.2 in Factor for Cover&Confinement 1 Basic Before Adjustments 17.4 in As req'd/As actual 1.00 Final after adjustment 17.4 in Epoxy Coated? No ILightweight Concrete? No Splice Lengths.... Class A Splice 43.6 in Il Class B Splice 56.64 in Compression Splice 33.8 in Bar ID 14: 6 ksi#9 Top Bar I Bar Size # 9 Rebar Area 1.000 inA2 fc 6.0 ksi Fy 60.0 ksi ACI 318-14 ACI 318-14 ACI 318-14 ACI 318-14 ACI 318-14 ACt 3* I Straight Development Reinf.Location Facto! w t 1.3 Tension Development. Coating Factor %it e 1 Basic Before Adjustments 43.6 in 111 Lightweight Factor1 Final after adjustments 56.6 in As req'd/As actual 1.00 Confinement Satisfied? Yes Compression Development... Bar Clearance Satisfied? Yes Basic Before Adjustments 15.2 in IHooked Development.... Final after adjustments 15.2 in Factor for Cover&Confinement 1 Basic Before Adjustments 17.4 in As req'd/As actual 1.00 Final after adjustment 17.4 in I Epoxy Coated? No Lightweight Concrete? No Splice Lengths.... Class A Splice 56.6 in Class B Splice 73.64 in Compression Splice 33.8 in I I I I Allstructure Engineering Project Title: Kennewick Comfort Suites 16154 SW Upper Boones Ferry Rd Engineer: KTH Project ID: 17052.00 Portland,OR • Project Descr: 503 620 4314 www.allstructure.com I i-:r'„^{ 6SEP 2 .3:04Pka, • File=S:\Projects12016116303.00 Tigard Hampton Inn&Suites\03 Calculationslporte cochere.ec6 Rebar Development ENERCALC,INC.1983-2017,Build 1017.8.29,Ver:6.17.8.31 I.ic.#:KW 06007.47'#; : Licensee:ALLSTRUCT'LURE ENGINEERING INC. I Description: 6 KSI CONCRETE Bar ID 15 : 6 ksi#10 Bar Size # 10 Rebar Area 1.270 inA2 I fc 6.0 ksi Fy 60.0 ksi ACI 318-14 ACI 318-14 ACI 318-14 ACI 318-14 ACI 318-14 ACI 3' Straight Development Development. Reinf.Location Factor y, t 1.0 Tension Develo p Coating Factor yt e 1 Basic Before Adjustments 48.4 in Lightweight Factor X, 1 Final after adjustments 48.4 in I As req'd t As actual 1.00 Confinement Satisfied? Yes Compression Development... Bar Clearance Satisfied? Yes Basic Before Adjustments 22.5 in Hooked Development.... Final after adjustments 22.5 in I Factor for Cover&Confinement 1 Basic Before Adjustments 19.4 in As req'd/As actual 1.00 Final after adjustment 19.4 in Epoxy Coated? No Lightweight Concrete? No Splice Lengths.... Class A Splice 48.4 in Class B Splice 62.94 in Compression Splice 37.5 in I 1 I 1 t 1 I I I I i 1 I I I I I RETAINING WALLS I I1 I i k I I.I f 1 f.L I Ia I A ALLSTRUCTURE Tigard Hampton Inn BY KH DATE Engineering LLC CHK BY _ DATE 7140 SW Fir Loop, Suite 231 JOB NO 16305.00 .. ._� ......... v: 503.620.4314 • f: 503.620.4304 SHEET OF I III4' DYNAMIC AT PROPERTY LINE RetainPro(c)1987-2016, Build 11.16.11.12 I License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:ALLSTRUCTURE ENGINEERING LLC Criteria I Soil Data Retained Height = 4.00 ft Allow Soil Bearing = 3,333.0 psf 1 Wall height above soil = 10.50 ft Slope Behind Wall = 0.00 Equivalent Fluid Pressure Method Active Heel Pressure = 40.0 psf/ft Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 psf/ft 1 Water height over heel = 0.0 ft Soil Density,Heel = 129.00 pcf Soil Density,Toe 129.00 pcf I FootingllSoil Friction = 0.350 Soil height to ignore �1 ifor passive pressure = 12.00 in F � � Surcharge Loads ` L,Lateral Load Applied to Stem 1 Adjacent Footing Load IIISurcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs NOT Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 12.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in NOT Used for Sliding&Overturning Wall to Ft CL Dist = 12.00 ft Axial Load Applied to Stem Load Type (Service Level) Footing Type Line Load Base Above/Below Soil 0.0 ft Axial Dead Load = 2,164.0 lbs Wind on Exposed Stem == Wind(W) 9 0.0 psf at Back of Wall = Axial Live Load = 0.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 3.0 in Earth Pressure Seismic Load 0 Method :Uniform Uniform Seismic Force = 33.000 Multiplier Used = 6.000 Total Seismic Force = 181.500 (Multiplier used on soil density) Design Summary 11 Stem Construction r Bottom l Stem OK ' Wall Stability Ratios - Design Height Above Ftc ft= 0.00 OverturningWall Material Above"Ht" = Concrete Slab Resists All Sliding"!8 OK Design Method = LRFD Thickness = 12.00 Total Bearing Load = 5,522 lbs Rebar Size = # 6 II ...resultant ecc. = 2.12 in Rebar Spacing Soil Pressure @ Toe = 2,253 psf OK Rebar Placed at Edge Design Data Soil Pressure @ Heel = 1,145 psf OK fb/FB+fa/Fa = 0.128 Allowable = 3,333 psf Total Force @Section Soil Pressure Less Than Allowable Service Level lbs= ACI Factored @ Toe = 3,154 psf ACI Factored @ Heel = 1,603 psf Strength Level lbs= 644.0 I Footing Shear @ Toe = 0.7 psi OK Moment....Level ft#= Footing Shear @ Heel 4.8 psi OK Service Level Allowable = 75.0 psi Strength Level ft-#= 1,595.9 Sliding Calcs Moment Allowable = 12,419.4 I Lateral Sliding Force = 732.1 lbs Service Level psi= Strength Level psi= 5.6 Shear Allowable psi= 94.9 I Anet(Masonry) in2= Rebar Depth 'd' in= 9.63 Masonry Data fm psi= Fs psi= Solid Grouting Vertical component of active lateral soil pressure IS Modular Ratio'n' = NOT considered in the calculation of soil bearing Wall Weight psf= 140.0 Load Factors Short Term Factor Building Code IBC 2012,ACI Equiv.Solid Thick. Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth,H 1.600 Concrete Data Wind,W 1.000 fc psi= 4,000.0 Seismic,E 1.000 FY psi= 60,000.0 I I RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 I License To:ALLSTRUCTURE ENGINEERING LLC Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.0381 in2/ft (4/3)*As: 0.0508 in2/ft Min Stem T&S Reinf Area 4.176 in2 200bd/fy:200(12)(9.625)/60000: 0.385 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.288 in2/ft 0.0018bh:0.0018(12)(12): 0.2592 in2/ft Horizontal Reinforcing Options: 111One layer of: Two layers of: Required Area: 0.2592 in2/ft #4@ 8.33 in #4@ 16.67 in Provided Area: 0.2933 in2/ft #5@ 12.92 in #5@ 25.83 in Maximum Area: 2.0862 in2/ft #6@ 18.33 in #6@ 36.67 in Footing Dimensions &Strengths 1 L Footing Design Results Toe Width = 1.25 ft Toe Heel Heel Width = 2.00 Factored Pressure = 3,154 1,603 psf Total Footing Width = 3.25 Mu':Upward = 2,309 0 ft-# Footing Thickness = 18.00 in Mu':Downward = 271 445 ft-# Mu: Design = 2,038 445 ft-# Key Width = 0.00 in Actual 1-Way Shear = 0.66 4.78 psi IIIKey Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 2.00 ft Toe Reinforcing = #6 @ 18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #6 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm= 3.00 in Toe: Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Heel:Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Key: No key defined I Min footing T&S reinf Area 1.26 in2 Min footing T&S reinf Area per foot 0.39 in2 /ft If one layer of horizontal bars: If two layers of horizontal bars: I #4@ 6.17 in #4@ 12.35 in #5@ 9.57 in #5@ 19.14 in #6@ 13.58 in #6@ 27.16 in Summary of Overturning & Resisting Forces&Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 605.0 1.83 1,109.2 Soil Over Heel = 516.0 2.75 1,419.0III Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 2,164.0 1.50 3,246.0 Load @ Stem Above Soil = *Axial Live Load on Stem = Seismic Earth Load = 127.1 2.75 349.4 Soil Over Toe = 80.6 0.63 50.4 = Surcharge Over,Toe = Total 732.1 O.T.M. 1,458.6 Stem Weight(s) = 2,030.0 1.75 3,552.5 Earth @ Stem Transitions= = = Footing Weight = 731.3 1.63 1,188.3 Resisting/Overturning Ratio = 6.48 Key Weight = 2.00 Vertical Loads used for Soil Pressure= 5,521.9 lbs Vert.Component = Total= 5,521.9 lbs R.M.= 9,456.2 If seismic is included,the OTM and sliding ratios *Axial live load NOT included in total displayed,or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. I I I RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318 11,AC1 530 11 License To:ALLSTRUCTURE ENGINEERING LLC Tilt I Horizontal Deflection at Top of Wall due to settlement of soil I (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 150.0 pci I Horizontal Defl @ Top of Wall(approximate only) 0.465 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. I I I I I I I i 1 I I I I I 4'STATIC AT PROPERTY LINE I RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:ALLSTRUCTURE ENGINEERING LLCI Criteria I Soil Data I 1 Retained Height = 4.00 ft Allow Soil Bearing = 2,500.0 psf Wall height above soil = 10.50 ft Equivalent Fluid Pressure Method I Active Heel Pressure 40.0 psf/ft Slope Behind Wall = 0.00 = Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 129.00 pcf I Soil Density,Toe = 129.00 pcf FootingllSoil Friction = 0.350 . Soil height to ignore for passive pressure = 12.00 in I Surcharge Loads 0 _Lateral Load Applied to Stem I Adjacent Footing Load I Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 3,000.0 lbs I NOT Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 10.00 ft Surcharge Over Toe = 40.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in NOT Used for Sliding&Overturning Wall to Ftg CL Dist = 13.00 ft Load Type = Wind(W) I Axial Load Applied to Stem ` (Service Level) Footing Type Line Load Base Above/Below Soil = -1.0 ft Axial Dead Load = 2,164.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 375.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 3.0 in I Design Summary I L,Stem Construction 0 Bottom Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 7.15 OK Wall Material Above"Ht" = Concrete I Slab Resists All Sliding! Design Method = LRFD Thickness = 12.00 Total Bearing Load = 5,987 lbs Rebar Size = # 6 ...resultant ecc. = 1.79 in Rebar Spacing = 18.00 Soil Pressure Toe 2,402psf OK Rebar Placed at = Edge @ = I Design Data Soil Pressure @ Heel = 1,283 psf OK fb/FB+fa/Fa = 0.132 Allowable = 2,500 psf Total Force @ Section Soil Pressure Less Than Allowable Service Level lbs= I ACI Factored @ Toe = 3,362 psf ACI Factored @ Heel = 1,796 psf Strength Level lbs= 594.7 Footing Shear @ Toe = 0.7 psi OK Moment....Level Service Level ft-#= Footing Shear @ Heel = 5.1 psi OK Strength Level ft-#= 1,641.3 I Allowable = 75.0 psi Sliding Calcs Moment Allowable = 12,419.4 Lateral Sliding Force = 716.1 lbs Service Level psi= Strength Level psi= 5.11 Shear Allowable psi= 94.9 Anet(Masonry) in2= Rebar Depth 'd' in= 9.63 1 Masonry Data fm psi= Fs psi= Solid Grouting = I Vertical component of active lateral soil pressure IS Modular Ratio'n' = NOT considered in the calculation of soil bearing Wall Weight psf= 140.0 Load Factors Short Term Factor = Building Code IBC 2012,ACI Equiv.Solid Thick. = I Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth,H 1.600 Concrete Data Wind,W 1.000 fc psi= 4,000.0 I Seismic,E 1.000 Fy psi= 60,000.0 I I I RetainPro(c) License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 1987-2016, Build 11.16.11.12 I License To:ALLSTRUCTURE ENGINEERING LLC Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing I As(based on applied moment): 0.0392 in2/ft (413)*As: 0.0523 in2/ft Min Stem T&S Reinf Area 4.176 in2 200bd/fy:200(12)(9.625)/60000: 0.385 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.288 in2/ft I 0.0018bh:0.0018(12)(12): 0.2592 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.2592 in2/ft #4@ 8.33 in #4@ 16.67 in Provided Area: 0.2933 in2/ft #5@ 12.92 in #5@ 25.83 in ' Maximum Area: 2.08i2 in2/ft Footing Dimensions &Strengths Footing Design#6@ Results18.33in #6@ 36.67 in IToe Width = 1.25 ft = Toe Heel Heel Width 2.00 Factored Pressure 3,362 1,796 psf Total Footing Width 3.25 Mu':Upward2,470 0 ft-# Footing Thickness = 18.00 in Mu':Downward = 321 477 ft-# Mu: Design = 2,149 477 ft-# I Key Width Key Depth = = 0.00 in Actual 1-Way Shear 0.70 5.12 psi 0.00 in Allow 1-Way Shear 75.00 75.00 psi Key Distance from Toe 0.00 ft Toe Reinforcing = #6 @ 18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #6 @ 18.00 in I Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% 0.0018 Other Acceptable Sizes&Spacings Cover @Top 2.00 @ Btm= 3.00 in Toe: Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Heel:Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm I Key: No key defined Min footing T&S reinf Area 1.26 in2 Min footing T&S reinf Area per foot 0.39 in2 fit I . If one layer of horizontal bars: If two layers of horizontal bars: #4@ 6.17 in #4©12.35 in #5@ 9.57 in #5@ 19.14 in #6@ 13.58 in #6@ 27.16 in I Summary of Overturning & Resisting Forces &Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# I', I Heel Active Pressure = 605.0 1.83 1,109.2 Soil Over Heel 516.0 2.75 1,419.0 Surcharge over Heel 68.2 2.75 187.6 Sloped Soil Over Heel Surcharge Over Toe = Surcharge Over Heel = IAdjacent Footing Load = 42.9 0.60 25.9 Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 2,164.0 1.50 3,246.0 Load @Stem Above Soil = *Axial Live Load on Stem = 375.0 1.50 562.5 = Soil Over Toe = 80.6 0.63 50.4 ' Surcharge Over Toe = Total 716.1 O.T.M. 1,322.6 Stem Weight(s) = 2,030.0 1.75 3,552.5 Earth @ Stem Transitions= Footing Weight = 731.3 1.63 1,188.3 I Resisting/Overturning Ratio = 7.15 Key Weight = Vertical Loads used for Soil Pressure= 5,986.9 lbs Vert.Component Total= 5,521.9 lbs R.M.= 9,456.2 *Axial live load NOT included in total displayed,or used for overturning ' resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. I Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. 1 I RetainPro(c)1987-2016, Build 11.16.1112 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:ALLSTRUCTURE ENGINEERING LLC [Tilt ' Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 150.0 pci Horizontal Defl @ Top of Wall(approximate only) 0.496 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. 1 r t I i 1 I I6' DYNAMIC AT PROPERTY LINE RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:ALLSTRUCTURE ENGINEERING LLC Criteria r Soil Data p Retained Height = 6.00 ft Allow Soil Bearing = 3,333.0 psf I Wall height above soil 8.50 ft Equivalent Fluid Pressure Method Active Heel Pressure = 40.0 psf/ft Slope Behind Wall = 0.00 Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 psf/ft l j I Water height over heel = 0.0 ft Soil Density,Heel129.00 pcf .lir''''''' e.x,= Soil Density,Toe 129.00 pcf FootingllSoil Friction = 0.350 Soil height to ignore 1 for passive pressure = 12.00 in Surcharge Loads ` Lateral Load Applied to Stem ` Adjacent Footing Load I Surcharge Over Heel = 0.0 psf Lateral Load 0.0#/ft Adjacent Footing Load 0.0 lbs NOT Used To Resist Sliding&Overturning Height to Top 0.00 ft Footing Width 12.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in NOT Used for Sliding&Overturning Wall to Ft CL Dist = 12.00 ft Load Type = Wind(W) 9 I Axial Load Applied to Stem (Service Level) Footing Type = Line Load Base Above/Below Soil 0.0 ft Axial Dead Load = 2,164.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 0.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 3.0 in LEarth Pressure Seismic Load 1 Method :Uniform Uniform Seismic Force = 45.000 Multiplier Used = 6.000 Total Seismic Force = 337.500 (Multiplier used on soil density) Design Summary I Stem Construction I Bottom -' Stem OK Wall Stability Ratios = Design Height Above Ftc ft= 0.00 Overturning3.54 OK Wall Material Above"Ht" = Concrete Slab Resists All Sliding! Design Method LRFD Thickness = 12.00 Total Bearing Load = 5,925 lbs Rebar Size = # 6 I ...resultant ecc. = 3.47 in Rebar Spacing Soil Pressure©Toe = 2,312 psf OK Rebar Placed at Edge Design Data Soil Pressure©Heel = 848 psf OK Allowable = 3,333 psf fb/FB+fa/Fa - - 0.303 Soil Pressure Less Than Allowable Service Level lbs= ACI Factored @ Toe = 3,236 psf Total Force @ Section ACI Factored©Heel = 1,187 psf Strength Level lbs= 1,422.0 Moment....Actual I Footing Shear©Toe = 8.5 psi OK Service Level ft-#= ft-#= 3,763.2 Footing Shear©Heel 6.4 psi OK Strength Level Allowable = 75.0 psi Sliding Calcs Moment Allowable = 12,419.4 I Lateral Sliding Force = 1,361.3 lbs Service Level psi= Strength Level psi= 12.3 Shear Allowable psi= 94.9 I Anet(Masonry) in2= Rebar Depth 'd' in= 9.63 Masonry Data fm psi= • I Fs psi= Solid Grouting Vertical component of active lateral soil pressure IS Modular Ratio'n' = NOT considered in the calculation of soil bearing Wall Weight psf= 140.0 I Load Factors Short Term Factor Building Code IBC 2012,ACI Equiv.Solid Thick. Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD ' Earth,H 1.600 Concrete Data Wind,W 1.000 fc psi= 4,000.0 Seismic,E 1.000 Fy psi= 60,000.0 I I RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 I License To:ALLSTRUCTURE ENGINEERING LLC Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.0899 in2/ftI (4/3)*As: 0.1198 in2/ft Min Stem T&S Reinf Area 4.176 in2 200bd/fy:200(12)(9.625)/60000: 0.385 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.288 in2/ft 0.0018bh:0.0018(12)(12): 0.2592 in2/ft Horizontal Reinforcing Options: I One layer of: Two layers of: Required Area: 0.2592 in2/ft #4@ 8.33 in #4@ 16.67 in Provided Area: 0.2933 in2/ft #5@ 12.92 in #5@ 25.83 in Maximum Area: 2.0862 in2/ft #6@ 18.33 in #6@ 36.67 in I Footing Dimensions &Strengths M Footing Design Results Toe Width = 1.75 ft Toe Heel Heel Width = 2.00 Factored Pressure = 3,236 1,187 psf Total Footing Width = 3.75 Mu':Upward = 4,468 0 ft-# Footing Thickness = 18.00 in Mu':Downward = 532 599 ft-# Mu: Design = 3,936 599 ft-# Key Width = 0.00 in Actual 1-Way Shear = 8.45 6.45 psi I Key Depth = 0.00 in Allow 1-Way Shear = 75;00 75.00 psi Key Distance from Toe = 2.00 ft Toe Reinforcing = #6 @ 18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #6 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd I Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: #4@ 6.17 in,#5@ 9.57 in,#6@ 13.58 in,#7@ 18.52 in,#8@ 24.38 in,#9@ 30. Heel:Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Key: No key defined Min footing T&S reinf Area 1.46 in2 Min footing T&S reinf Area per foot 0.39 in2 ft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 6.17 in #4@ 12.35 inI #5© 9.57 in #5@ 19.14 in #6@ 13.58 in #6@ 27.16 in Summary of Overturning & Resisting Forces &Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,125.0 2.50 2,812.5 Soil Over Heel = 774.0 3.25 2,515.5 I Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = I Added Lateral Load = Axial Dead Load on Stem= 2,164.0 2.00 4,328.0 Load @ Stem Above Soil = *Axial Live Load on Stem = Seismic Earth Load = 236.3 3.75 885.9 Soil Over Toe = 112.9 0.88 98.8 = Surcharge Over Toe = I Total 1,361.3 O.T.M. 3,698.4 Stem Weight(s) = 2,030.0 2.25 4,567.5 Earth @ Stem Transitions= = Footing Weight = 843.8 1.88 1,582.0 Resisting/Overturning Ratio = 3.54 Key Weight = 2.00 I Vertical Loads used for Soil Pressure= 5,924.6 lbs Vert.Component = Total= 5,924.6 lbs R.M.= 13,091.8 If seismic is included,the OTM and sliding ratios' *Axial live load NOT included in total displayed,or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance,but is included for soil pressure calculation. I Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in I the calculation of Overturning Resistance. I I I RetainPro(c)1987-2016, Build 11.16.11.12 ILicense:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:ALLSTRUCTURE ENGINEERING LLC Tilt I y Horizontal Deflection at Top of Wall due to settlement of soil 1 (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 150.0 pci I Horizontal Defl @ Top of Wall(approximate only) 0.414 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. I I I I I I I I I I I I I I I 6'STATIC AT PROPERTY LINE I RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 111License To:ALLSTRUCTURE ENGINEERING LLC Criteria I Soil Data I i Retained Height = 6.00 ft Allow Soil Bearing = 2,500.0 psf Wall height above soil = 8.50 ft Equivalent Fluid Pressure Method Active Active Heel Pressure 40.0 psf/ft Slope Behind Wall = 0.00 = Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 129.00 pcf j v: I Soil Density,Toe = 129.00 pcf I FootingllSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in rte. .„„ I Surcharge Loads I Lateral Load Applied to Stem ` Adjacent Footing Load r Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 3,000.0 lbs I NOT Used To Resist Sliding&Overturning .,.Height to Top = 0.00 ft Footing Width = 10.00 ft Surcharge Over Toe = 40.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in NOT Used for Sliding&Overturning Wall to Ftg CL Dist = 13.00 ft Load Type = Wind(W) Axial Load Applied to Stem (Service Level) Footing Type Line Load Base Above/Below Soil = 1.0 ft Axial Dead Load = 2,164.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 375.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 3.0 in Design Summary I Stem Construction I Bottom I Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 3.82 OK Wall Material Above"Ht" = Concrete I Slab Resists All Sliding! Design Method = LRFD Thickness = 12.00 Total Bearing Load = 6,410 lbs Rebar Size = # 6 ...resultant ecc. = 2.82 in Rebar Spacing = 18.00 Soil Pressure Toe 2,353 psf OK Rebar Placed at = Edge @ = p I Design Data Soil Pressure @ Heel = 1,066 psf OK fb/FB+fa/Fa = 0.286 Allowable = 2,500 psf Total Force @ Section Soil Pressure Less Than Allowable I ACI Factored @ Toe = 3,294 psf Service Level lbs= ACI Factored @ Heel = 1,492 psf Strength Level lbs= 1,389.2 • Footing Shear @ Toe = 8.5 psi OK Actual Service Level Moment....Level Footing Shear @ Heel = 6.8 psi OK ft-#= Allowable = 75.0 psi Strength Level ft-#= 3,547.9 I Sliding Calcs Moment Allowable = 12,419.4 Lateral Sliding Force = 1,442.5 lbs Service Level psi= 1 Strength Level psi= 12.0 Shear Allowable psi= 94.9 Anet(Masonry) in2= Rebar Depth 'd' in= 9.63 I Masonry Data fm psi= Fs psi= Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ratio'n' = I NOT considered in the calculation of soil bearing Wall Weight psf= 140.0 Load Factors Short Term Factor = Building Code IBC 2012,ACI Equiv.Solid Thick. = I Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASO Earth,H 1.600 Concrete Data Wind,W 1.000 fc psi= 4,000.0 I Seismic,E 1.000 Fy psi= 60,000.0 I I RetainPro(c)1987-2016, Build 11.16.11.12 I License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:ALLSTRUCTURE ENGINEERING LLC Concrete Stem Rebar Area Details IBottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.0847 in2/ft (4!3)*As: 0.113 in2/ft Min Stem T&S Reinf Area 4.176 in2 200bd/fy:200(12)(9.625)/60000: 0.385 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.288 in2/ft I 0.0018bh:0.0018(12)(12): 0.2592 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.2592 in2/ft #4@ 8.33 in #4@ 16.67 in Provided Area: 0.2933 in2/ft #5©12.92 in #5@ 25.83 in IMaximum Area: 2.0862 in2/ft .33 Footing Dimensions &Strengths Footing Design #6@ Results18in #6@ 36.67 in Toe Width = 1.75 ftToe Heel Heel Width 2.00 3.75 Factored Pressure _ 3,294 1,492 psf Total Footing Width Mu':Upward 4,615 0 ft-# Footing Thickness = 18.00 in Mu':Downward = 630 631 ft-# Mu: Design = 3,985 631 ft-# Key Width in Actual 1-Way Shear 8.49 6.79 psi Key Depth 0.00 in Allow 1-Way Shear 75.00 75.00 psi Key Distance from Toe 0.00 ft Toe Reinforcing = #6 @ 18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #6 @ 18.00 in I Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: #4@ 6.17 in,#5@ 9.57 in,#6©13.58 in,#7@ 18.52 in,#8@ 24.38 in,#9@ 30. Heel:Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm I Key: No key defined Min footing T&S reinf Area 1.46 in2 Min footing T&S reinf Area per foot 0.39 in2 /ft I If one layer of horizontal bars: If two layers of horizontal bars: #4@ 6.17 in #4@ 12.35 in #5@ 9.57 in #5©19.14 in #6@ 13.58 in #6@ 27.16 in Summary of Overturning & Resisting Forces &Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# IHeel Active Pressure = 1,125.0 2.50 2,812.5 Soil Over Heel 774.0 3.25 2,515.5 Surcharge over Heel 93.0 3.75 348.8 Sloped Soil Over Heel Surcharge Over Toe = Surcharge Over Heel = I Adjacent Footing Load = 224.5 1.20 268.6 Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 2,164.0 2.00 4,328.0 Load©Stem Above Soil = *Axial Live Load on Stem = 375.0 2.00 750.0 = Soil Over Toe = 112.9 0.88 98.8 I Surcharge Over Toe = Total 1,442.5 O.T.M. 3,430.0 Stem Weight(s) 2,030.0 2.25 4,567.5 Earth @ Stem Transitions= = Footing Weight = 843.8 1.88 1,582.0 IResisting/Overturning Ratio = 3.82 Key Weight = Vertical Loads used for Soil Pressure= 6,409.6 lbs Vert.Component Total= 5,924.6 lbs R.M.= 13,091.8 *Axial live load NOT included in total displayed,or used for overturning I resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. I Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. 1 1 RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:ALLSTRUCTURE ENGINEERING LLC Tilt ' Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) , Soil Spring Reaction Modulus 150.0 pci Horizontal Defl @ Top of Wall(approximate only) 0.421 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. I I 1 1 1 I • 1 1 1 1 1 I I 8' DYNAMIC AT PROPERTY LINE RetainPro(c)1987-2016, Build 11.16.11.12 I License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:ALLSTRUCTURE ENGINEERING LLC Criteria I Soil Data I Retained Height = 8.00 ft Allow Soil Bearing = 3,333.0 psf # Wall height above soil = 6.50 ft Equivalent Fluid Pressure Method Active Heel Pressure 40.0 psf/ft Slope Behind Wall 0.00 = 3 Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel129.00 pcf Soil Density,Toe = = 129.00 pcf FootingllSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in 400:4,. Surcharge Loads I Lateral Load Applied to Stem 0 Adjacent Footing Loadil Surcharge Over Heel = 0.0 psf Lateral Load 0.0#/ft Adjacent Footing Load 0.0 lbs NOT Used To Resist Sliding&Overturning Height to Top 0.00 ft Footing Width 12.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in NOT Used for Sliding&Overturning Wall to Ft CL Dist = 12.00 ft I Load Type = Wind(W) g Axial Load Applied to Stem ` (Service Level) Footing Type Line Load Base Above/Below Soil 0.0 ft Axial Dead Load = 2,164.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 0.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 3.0 in IEarth Pressure Seismic Load 0 Method :Uniform Uniform Seismic Force = 57.000 Multiplier Used = 6.000 Total Seismic Force = 541.500 (Multiplier used on soil density) Design Summary I Stem Construction I Bottom Stem OK I Wall Stability Ratios - Design Height Above Ftc ft= 0.00 Overturning Wall Material Above"HI' = Concrete Slab Resists All Sliding!2.48 OK Design Method = LRFD Thickness = 12.00 Total Bearing Load = 6,400 lbs Rebar Size = # 6 ...resultant ecc. 6.13 in Rebar Spacing 12.00 Soil Pressure @Toe = 2,390 psf OK Rebar Placed at Edge Design Data Soil Pressure @ Heel = 454 psf OK fb/FB+fa/Fa = 0.431 Allowable = 3,333 psf Total Force @Section Soil Pressure Less Than Allowable ACI Factored @Toe 3,346 psf Service Level lbs= ACI Factored @ Heel = 636 psf Strength Level lbs= 2,504.0 I Footing Shear @ Toe = 19.2 psi OK Moment.... Actual Footing Shear @ Heel = 3.1 psi OK Level Service Level ft-#= Allowable - 75.0 psi Strength Level ft-#= 7,934.5 Sliding Calcs Moment Allowable = 18,415.0 1 Lateral Sliding Force = 2,184.1 lbs Service Level psi= Strength Level psi= 21.7 Shear Allowable psi= 94.9 I Anet(Masonry) in2= Rebar Depth 'd' in= 9.63 Masonry Data fm psi= Fs psi= Solid Grouting Vertical component of active lateral soil pressure IS Modular Ratio'n' = NOT considered in the calculation of soil bearing Wall Weight psf= 140.0 Load Factors Short Term Factor Building Code IBC 2012,ACI Equiv.Solid Thick. Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth,H 1.600 Concrete Data Wind,W 1.000 fc psi= 4,000.0 Seismic,E 1.000 FY psi= 60,000.0 I I RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 I License To:ALLSTRUCTURE ENGINEERING LLC Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.1895 in2/ft (4/3)*As: 0.2526 in2/ft Min Stem T&S Reinf Area 4.176 in2 200bd/fy:200(12)(9.625)/60000: 0.385 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.288 in2/ft 0.0018bh:0.0018(12)(12): 0.2592 in2/ft Horizontal Reinforcing Options: I One layer of: Two layers of: Required Area: 0.2592 in2/ft #4@ 8.33 in #4@ 16.67 in . Provided Area: 0.44 in2/ft #5©12.92 in #5@ 25.83 in Maximum Area: 2.0862 in2/ft #6@ 18.33 in #6@ 36.67 in I Footing Dimensions &Strengths M Lp, Footing Design ResultsII Toe Width = 2.50 ft Toe Heel I Heel Width = 2.00 Factored Pressure = 3,346 636 psf Total Footing Width = 4.50 Mu':Upward = 8,889 418 ft-# Footing Thickness = 18.00 in Mu':Downward = 1,086 754 ft-# Mu: Design = 7,803 336 ft-# Key Width = 0.00 in Actual 1-Way Shear = 19.18 3.07 psi I Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 2.00 ft Toe Reinforcing = #6 @ 12.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #6 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd I Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm= 3.00 in Toe: #4©6.17 in,#5@ 9.57 in,#6@ 13.58 in,#7@ 18.52 in,#8@ 24.38 in,#9@ 30. Heel:Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Key: No key defined I Min footing T&S reinf Area 1.75 in2 Min footing T&S reinf Area per foot 0.39 in2 /ft If one layer of horizontal bars: If two layers of horizontal bars: I #4@ 6.17 in #4@ 12.35 in #5@ 9.57 in #5@ 19.14 in #6@ 13.58 in #6@ 27.16 in Summary of Overturning & Resisting Forces &Moments I I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft4 lbs ft ft-# Heel Active Pressure = 1,805.0 3.17 5,715.8 Soil Over Heel = 1,032.0 4.00 ' 4,128.0 I Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = I Added Lateral Load = Axial Dead Load on Stem= 2,164.0 2.75 5,951.0 Load @ Stem Above Soil = *Axial Live Load on Stem = Seismic Earth Load = 379.1 4.75 1,800.5 Soil Over Toe = 161.3 1.25 201.6 = Surcharge Over Toe = Total 2,184.1 O.T.M. 7,516.3 Stem Weight(s) = 2,030.0 3.00 6,090.0 Earth @ Stem Transitions= = = Footing Weighs = 1,012.5 2.25 2,278.1 Resisting/Overturning Ratio = 2.48 Key Weight = 2.00 I Vertical Loads used for Soil Pressure= 6,399.8 lbs Vert.Component = Total= 6,399.8 lbs R.M.= 18,648.7 If seismic is included,the OTM and sliding ratios *Axial live load NOT included in total displayed,or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance,but is included for soil pressure calculation. I Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in I the calculation of Overturning Resistance. I I 1 RetainPro(c)1987-2016, Build 11.16.11.12 ILicense:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:ALLSTRUCTURE ENGINEERING LLC L Tilt I Horizontal Deflection at Top of Wall due to settlement of soil I (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 150.0 pci I Horizontal Defl @ Top of Wall(approximate only) 0.357 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. I I I I I I I I I I 1 1 I I I I 8'STATIC AT PROPERTY LINE I RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 I License To:ALLSTRUCTURE ENGINEERING LLC Criteria I Soil Data = 2,500.0psf Allow Soil Bearing Retained Height = 8.00 ft Equivalent Fluid Pressure Method i Wall height above soil = 6.50 ft Active Heel Pressure = 40.0 psf/ftI Slope Behind Wall = 0.00 = 1 Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 psf/ft ', Water height over heel = 0.0 ft Soil Density,Heel = 129.00 pcf j I Soil Density,Toe = 129.00 pcf FootingllSoil Friction = 0.350 Soil height to ignore l`-, for passive pressure = 12.00 in I E Surcharge Loads 0 Lateral Load Applied to Stem I Adjacent Footing Load Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#fft Adjacent Footing Load = 3,000.0 lbs NOT Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 10.00 ft Surcharge Over Toe = 40.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in NOT Used for Sliding&Overturning Wall to Ftg CL Dist = 13.00 ft Load Type = Wind(W) Axial Load Applied to Stem (Service Level) Footing Type Line Load Base Above/Below Soil = -1.0 ft Axial Dead Load = 2,164.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 375.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 3.0 in Design Summary I Stem Construction I Bottom I Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 2.56 OK Wall Material Above"Ht" = Concrete Slab Resists All Sliding! Design Method = LRFD Thickness = 12.00 Total Bearing Load = 6,915 lbs Rebar Size = # 6 ...resultant ecc. = 5.15 in Rebar Spacing = 12.00 Rebar Placed at = EdgeI Soil Pressure @ Toe = 2,416 psf OK Design Data Soil Pressure @ Heel = 657 psf OK fb/FB+fa/Fa = 0.409 Allowable = 2,500 psf Total Force @ Section Soil Pressure Less Than Allowable ACI Factored @ Toe = 3,382 psf Service Level lbs= I ACI Factored @ Heel = 920 psf Strength Level lbs= 2,672.6 Footing Shear @ Toe = 19.2 psi OK Moment....Actual Level Service Level ft-#= Footing Shear @ Heel = 2.0 psi OK I Sliding Calcs Allowable = 75.0 psi Strength Level ft-#= 7,531.5 Moment Allowable = 18,415.0 Lateral Sliding Force = 2,449.2 lbs Service Level psi= Strength Level psi= 23.1 Shear Allowable psi= 94.9 Anet(Masonry) in2= Rebar Depth 'd' in= 9.63 I Masonry Data fin psi= Fs psi= Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ratio'n' = I NOT considered in the calculation of soil bearing Wall Weight psf= 140.0 Load Factors Short Term Factor = Building Code IBC 2012,ACI Equiv.Solid Thick. = Dead Load 1.200 Masonry Block Type = Medium WeightI Live Load 1.600 Masonry Design Method = ASD Earth,H 1.600 Concrete Data Wind,W 1.000 fc psi= 4,000.0 Seismic,E 1.000 Fy psi= 60,000.0I I I I RetainPro(c)1987-2016, Build 11.16.11.12 I License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:ALLSTRUCTURE ENGINEERING LLC Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing IAs(based on applied moment): 0.1798 in2/ft (413)*As: 0.2398 in2/ft Min Stem T&S Reinf Area 4.176 in2 200bd/fy:200(12)(9.625)/60000: 0.385 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.288 in2/ft I 0.0018bh:0.0018(12)(12): 0.2592 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.2592 in2/ft #4@ 8.33 in #4@ 16.67 in Provided Area: 0.44 in2/ft #5@ 12.92 in #5@ 25.83 in Maximum Area:I 2.0862 in2/ft #6@ 18.33 in #6@ 36.67 in Footing Dimensions &Strengths Footing Design Results Toe Width = 2.50 ft l Toe Heel Heel Width2.00 Factored Pressure = 3,382 920 psf Total Footing Width = = 4.50 Mu':Upward = 9,145 551 ft-# Footing Thickness = 18.00 in Mu':Downward = 1,286 786 ft-# Mu: Design = 7,859 235 ft-# I Key Width Key Depth = = 0.00 in Actual 1-Way Shear 19.24 2.04 psi 0.00 in Allow 1-Way Shear 75.00 75.00 psi Key Distance from Toe 0.00 ft Toe Reinforcing = #6 @ 12.00 in Pc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #6 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As°I° 0.0018 Other Acceptable Sizes&Spacings Cover @Top 2.00 @ Btm.= 3.00 in Toe: #4@ 6.17 in,#5@ 9.57 in,#6@ 13.58 in,#7@ 18.52 in,#8@ 24.38 in,#9@ 30. Heel:Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm I Key: No key defined Min footing T&S reinf Area 1.75 in2 Min footing T&S reinf Area per foot 0.39 in2 ,ft I If one layer of horizontal bars: If two layers of horizontal bars: #4@ 6.17 in #4@ 12.35 in #5@ 9.57 in #5@ 19.14 in #6@ 13.58 in #6@ 27.16 in I7 Summary of Overturning & Resisting Forces &Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# IHeel Active Pressure = 1,805.0 3.17 5,715.8 Soil Over Heel 1,032.0 4.00 4,128.0 Surcharge over Heel 117.8 4.75 559.7 Sloped Soil Over Heel Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = 526.3 1.91 1,005.3 Adjacent Footing Load = IAdded Lateral Load Axial Dead Load on Stem= 2,164.0 2.75 5,951.0 Load @Stem Above Soil= *Axial Live Load on Stem = 375.0 2.75 1,031.3 = Soil Over Toe = 161.3 1.25 201.6 Surcharge Over Toe = I Total 2,449.2 O.T.M. 7 280.8 Stem Weight(s) = 2,030.0 3.00 6,090.0 Earth @ Stem Transitions= = Footing Weight = 1,012.5 2.25 2,278.1 I Resisting/Overturning Ratio = 2.56 Key Weight Vertical Loads used for Soil Pressure= 6,914.8 lbs Vert.Component Total= 6,399.8 lbs R.M.= 18,648.7 *Axial live load NOT included in total displayed,or used for overturning I resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. I Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. I 1 Retainer:(c)1987-2016, Build 11.16.11.12 License:KW-06057604Cantilevered RetainingWall Code: IBC 2012,ACI 318-11,ACI 530-11 License Too:ALLLLSTRUCTURE ENGINEERING LLC Tilt ' Horizontal Deflection at To of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 150.0 pci Horizontal Defl @ Top of Wall(approximate only) 0.360 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. I • • I I I I 1 I I 1 I • 1 1 1 I I10' DYNAMIC AT PROPERTY LINE RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:ALLSTRUCTURE ENGINEERING LLC Criteria I Soil Data I fl Retained Height = 10.00 ft Allow Soil Bearing = 3,333.0 psf 1 Il Wall height above soil = 4.50 ft Equivalent Fluid Pressure Method I,. Active Heel Pressure 40.0 psf/ft i F ` Slope Behind Wall 0.00 = Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 129.00 pcf Soil Density,Toe = 129.00 pcf FootingllSoil Friction = 0.350 "( I Soil height to ignore i ifor passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem 0 Adjacent Footing Load I Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs NOT Used To Resist Sliding&Overturning ...Height to Top0.00 ft Footing Width = 12.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in NOT Used for Sliding&Overturning Wall to Ft CL Dist = 12.00 ft Load Type = Wind(W) g Axial Load Applied to Stem (Service Level) Footing Type Line Load Base Above/Below Soil 0.0 ft Axial Dead Load = 2,164.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 0.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 3.0 in IEarth Pressure Seismic Load r Method :Uniform Uniform Seismic Force = 69.000 Multiplier Used = 6.000 Total Seismic Force = 793.500 Il (Multiplier used on soil density) Design Summary a Stem Construction I Bottom Stem OK Wall Stability Ratios = Design Height Above Ftc ft= 0.00 Overturning2.12 OK Wall Material Above"Ht" = Concrete Slab Resists All Sliding! Design Method = LRFD Thickness = 12.00 Total Bearing Load = 7,020 lbs Rebar Size = # 6 ...resultant ecc. = 9.04 in Rebar Spacing 12.00 Soil Pressure @ Toe = 2,180 psf OK Rebar Placed at Edge Design Data Soil Pressure @ Heel = 262 psf OK fb/FB+fa/Fa = 0.802 I Allowable = 3,333 psf Total Force @Section Soil Pressure Less Than Allowable Service Level lbs= ACI Factored @ Toe 3,052 psf ACI Factored @ Heel = 366 psf Strength Level lbs= 3,890.0 Footing Shear @ Toe = 30.5 psi OK Moment....Actual = Service Level ft-if_ ft-#= 14,765.9 Footing Shear @ Heel 6.5 psi OK Strength Level Allowable = 75.0 psi Sliding Calcs Moment Allowable = 18,415.0 Lateral Sliding Force = 3,200.5 lbs Service Level psi= Strength Level psi= 33.7 Shear Allowable psi= 94.9 I Anet(Masonry) in2= Rebar Depth 'd' in= 9.63 Masonry Data fm psi= Fs psi= Solid Grouting Vertical component of active lateral soil pressure IS Modular Ratio'n' = NOT considered in the calculation of soil bearing Wall Weight psf= 140.0 I Load Factors Short Term Factor = Building Code IBC 2012,ACI Equiv.Solid Thick. Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD I Earth,H 1.600 Concrete Data Wind,W 1.000 fc psi= 4,000.0 Seismic,E 1.000 FY psi= 60,000.0 I I RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:ALLSTRUCTURE ENGINEERING LLC I Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.3526 in2/ftI (4/3)*As: 0.4701 in2/ft Min Stem T&S Reinf Area 4.176 in2 200bd/fy:200(12)(9.625)/60000: 0.385 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.288 in2/ft 0.0018bh:0.0018(12)(12): 0.2592 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: I Required Area: 0.385 in2/ft #4@ 8.33 in #4@ 16.67 in Provided Area: 0.44 in2/ft #5©12.92 in #5@ 25.83 in Maximum Area: 2.0862 in2/ft #6@ 18.33 in #6@ 36.67 in I Footing Dimensions &Strengths 1 Footing Design Results Toe Width = 3.75 ft Toe Heel Heel Width = 2.00 Factored Pressure = 3,052 366 psfI Total Footing Width = 5.75 Mu':Upward = 17,354 261 ft-# Footing Thickness = 18.00 in Mu':Downward = 2,443 909 ft-# Mu: Design = 14,911 648 ft-# Key Width = 0.00 in Actual 1-Way Shear = 30.46 6.55 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psiI Key Distance from Toe = 2.00 ftToe Reinforcing = #6 @ 12.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #6 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018I Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: #4@ 6.17 in,#5@ 9.57 in,#6@ 13.58 in,#7@ 18.52 in,#8@ 24.38 in,#9@ 30. Heel:Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Key: No key defined I Min footing T&S reinf Area 2.24 in2 Min footing T&S reinf Area per foot 0.39 in2 ,ft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 6.17 in #4@ 12.35 inI #5© 9.57 in- #5@ 19.14 in #6@ 13.58 in #6@ 27.16 in Summary of Overturning & Resisting Forces &Moments I I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 2,645.0 3.83 10,139.2 Soil Over Heel = 1,290.0 5.25 6,772.5 I Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 2,164.0 4.00 8,656.01 Load @ Stem Above Soil = *Axial Live Load on Stem = Seismic Earth Load = 555.5 5.75 3,193.8 Soil Over Toe = 241.9 1.88 453.5 = Surcharge Over Toe = Total 3,200.5 O.T.M. 13,333.0 Stem Weight(s) = 2,030.0 4.25 8,627.5 Earth @ Stem Transitions= = = Footing Weighi = 1,293.8 2.88 3,719.5 Resisting/Overturning Ratio = 2.12 Key Weight = 2.00 I Vertical Loads used for Soil Pressure= 7,019.6 lbs Vert.Component Total= 7,019.6 lbs R.M.= 28,229.0 If seismic is included,the OTM and sliding ratios *Axial live load NOT included in total displayed,or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. I I I RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 ILicense To:ALLSTRUCTURE ENGINEERING LLC TiltI Horizontal Deflection at Top of Wall due to settlement of soil I (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 150.0 pci I • Horizontal Defl @ Top of Wall(approximate only) 0.255 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. I, I I I, I I I I I I 1 1 I I I 10' STATIC AT PROPERTY LINE I RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:ALLSTRUCTURE ENGINEERING LLC 1 Criteria I Soil Data Retained Height = 10.00 ft Allow Soil Bearing = 2,500.0 psf WallEquivalent Fluid Pressure Method height above soil = 4.50 ft I Active Heel Pressure = 40.0 psf/ft Slope Behind Wall = 0.00 = Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 psf/ft I Water height over heel = 0.0 ft Soil Density,Heel = 129.00 pcf I Soil Density,Toe = 129.00 pcf I FootingllSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in „ , = 1 I a Surcharge Loads 1 _Lateral Load Applied to Stem I Adjacent Footing Load I Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 3,000.0 lbs NOT Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 10.00 ft Surcharge Over Toe = 40.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in NOT Used for Sliding&Overturning Wall to Ftg CL Dist = 13.00 ft Load Type = Wind(W) Axial Load Applied to Stem ... (Service Level) Footing Type Line Load Base Above/Below Soil = 1 A ft Axial Dead Load = 2,164.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 375.0 lbs (Service Level) Poisson's Ratio = 0.300 " Axial Load Eccentricity = 3.0 in Design Summary I Stem Construction 0 Bottom I Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 2.11 OK Wall Material Above"Ht" = Concrete Slab Resists All Sliding! Design Method = LRFD Thickness = 12.00 Total Bearing Load = 7,585 lbs Rebar Size = # 6 ...resultant ecc. = 7.99 in Rebar Spacing = 12.00 Soil Pressure Toe 2,236psf OK Rebar Placed at = EdgeI @ = Design Data Soil Pressure @ Heel = 402 psf OK fb/FB+fa/Fa = 0.789 Allowable = 2,500 psf Total Force @ Section Soil Pressure Less Than Allowable ACI Factored @ Toe = 3,131 psf Service Level lbs= I ACI Factored @ Heel = 563 psf Strength Level lbs= 4,379.7 Footing Shear @ Toe = 31.1 psi OK Moment....Level Footing Shear @ Heel = 5.9 psi OK IL Service Level ft#_ Allowable = 75.0 psi Strength Level ft-#= 14,522.5 Sliding Calcs Moment Allowable = 18,415.0 111 Lateral Sliding Force = 3,675.4 lbs Service Level psi= Strength Level psi= 37.91 Shear Allowable psi= 94.9 Anet(Masonry) in2= Rebar Depth 'd' in= 9.63 Masonry Data I fm psi= Fs psi= Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ratio'n' I NOT considered in the calculation of soil bearing Wall Weight psf= 140.0 Load Factors Short Term Factor = Building Code IBC 2012,ACI Equiv.Solid Thick. = Dead Load 1.200 Masonry Block Type = Medium WeightI Live Load 1.600 Masonry Design Method = ASD Earth,H 1.600 Concrete Data Wind,W 1.000 fc psi= 4,000.0 Seismic,E 1.000 Fy psi= 60,000.01 I I I RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI'530-11 License To:ALLSTRUCTURE ENGINEERING LLC I Concrete Stem Rebar Area Details IBottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.3468 in2/ft (4/3}*As: 0.4624 in2/ft Min Stem T&S Reinf Area 4.176 in2 200bd/fy:200(12)(9.625)/60000: 0.385 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.288 in2/ft I 0.0018bh:0.0018(12)(12): 0.2592 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.385 in2/ft #4@ 8.33 in #4@ 16.67 in Provided Area: 0.44 in2/ft #5@ 12.92 in #5@ 25.83 in I Maximum Area: 2.08i2 in2/ft #6@ Footing Dimensions &Strengths Footing Design Results18.33in #6@ 36.67 in III Toe Width = 3.75 ft Toe Heel I Heel Width2.00 Factored Pressure 3,131 563 psf Total Footing Width 5.75 Mu':Upward = 18,087 356 ft-# Footing Thickness = 18.00 in Mu':Downward = 2,893 941 ft-# Mu: Design = 15,194 585 ft-# I Key Width Key Depth = = 0.00 in Actual 1-Way Shear 31.05 5.89 psi 0.00 in Allow 1-Way Shear 75.00 75.00 psi Key Distance from Toe 0.00 ft Toe Reinforcing = #6 @ 12.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #6 @ 18.00 in 1 Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As°l0 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: #4@ 6.17 in,#5@ 9.57 in,#6@ 13.58 in,#7@ 18.52 in,#8@ 24.38 in,#9@ 30. • Heel:Not req'd:Mu<phi*5*Iambda*sqrt(fc)*Sm I Key: No key defined Min footing T&S reinf Area 2.24 in2 Min footing T&S reinf Area per foot 0.39 in2 fit If one layer of horizontal bars: If two layers of horizontal bars: I #4@ 6.17 in #4@ 12.35 in #5@ 9.57 in #5@ 19.14 in #6@ 13.58 in #6@ 27.16 in I Summary of Overturning & Resisting Forces &Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# IIIHeel Active Pressure = 2,645.0 3.83 10,139.2 Soil Over Heel 1,290.0 5.25 6,772.5 Surcharge over Heel 142.6 5.75 820.2 Sloped Soil Over Heel Surcharge Over Toe = Surcharge Over Heel = IAdjacent Footing Load = 887.8 2.72 2,414.6 Adjacent Footing Load = Added Lateral Load Axial Dead Load on Stem= 2,164.0 4.00 8,656.0 Load @ Stem Above Soil = *Axial Live Load on Stem = 375.0 4.00 1,500.0 = Soil Over Toe = 241.9 1.88 453.5 Surcharge Over Toe = Total 3,675.4 O.T.M. 13,373.9 Stem Weight(s) 2,030.0 4.25 8,627.5 Earth @ Stem Transitions= = Footing Weight = 1,293.8 2.88 3,719.5 Resisting/Overturning Ratio = 2.11 Key Weight = Vertical Loads used for Soil Pressure= 7,584.6 lbs Vert.Component = Total= 7,019.6 lbs R.M.= 28,229.0 *Axial live load NOT included in total displayed,or used for overturning I resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. I Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. I I RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,AC1 530-11 License To:ALLSTRUCTURE ENGINEERING LLC Tilt ti Horizontal Deflection at To of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 150.0 pci Horizontal Defl @ Top of Wall(approximate only) 0.261 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. I 1 I 1 1 I I I 1 I I I 1 I I I12' DYNAMIC AT PROPERTY LINE RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 I License To:ALLSTRUCTURE ENGINEERING LLC Criteria I Soil Data Retained Height = 12.00 ft Allow Soil Bearing = 3,333.0 psf Wall height above soil = 2.50 ft Slope Behind Wall = 0.00 Equivalent Fluid Pressure Method Active Heel Pressure = 40.0 psf/ft Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 psf/ft I Water height over heel = 0.0 ft Soil Density,Heel = 129.00 pcf Soil Density,Toe 129.00 pcf FootingllSoil Friction = 0.350 ' Soil height to ignore ifor passive pressure = 12.00 in , Surcharge Loads Lateral Load Applied to Stem I Adjacent Footing Load I Surcharge Over Heel = 0.0 psf Lateral Load0.0#/ft Adjacent Footing Load 0.0 lbs NOT Used To Resist Sliding&Overturning Height to Top 0.00 ft Footing Width 12.00 ft Surcharge Over Toe = 0.0 Height to Bottom = 0.00 ft Eccentricity = 0.00 in NOT Used for Sliding&Overturning Wall to Ft CL Dist = 12.00 ft Load Type = Wind(W) g Axial Load Applied to Stem ` (Service Level) Footing Type Line Load Base Above/Below Soil 0.0 ft Axial Dead Load = 2,164.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 0.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 3.0 in I [Earth Pressure Seismic Load 0 Method :Uniform Uniform Seismic Force = 81.000 IMultiplier Used = 6.000 Total Seismic Force = 1,093.500 (Multiplier used on soil density) Design Summary I Stem Construction I Bottom Stem OK Wall Stability RatiosDesign Height Above Ftc ft= 0.00 _ Overturning 1.80 OK Wall Material Above"Hr = Concrete Slab Resists All Sliding I Design Method = LRFD Thickness = 12.00 Total Bearing Load = 7,640 lbs Rebar Size = # 7 I ...resultant ecc. = 14.77 in Rebar Spacing 11.00 Soil Pressure @ Toe = 2,244 psf OK Rebar Placed at Edge Soil Pressure @ Heel = 0 psf OK Design Data fb/FB+fa/Fa = 0.932 I Allowable = 3,333 psf Total Force @ Section Soil Pressure Less Than Allowable Service Level lbs= ACI Factored @ Toe 3,142 psf ACI Factored @ Heel = 0 psf Strength Level lbs= 5,580.0 Footing Shear @ Toe = 41.3 psi OK Moment....Actual FootingShear Heel Service Level ft-#_ @ = 10.6 psi OK Strength Level ft-#= 24,913.2 Allowable = 75.0 psi Sliding Calcs Moment Allowable = 26,744.1 I Lateral Sliding Force = 4,410.5 lbs Service Level psi= Strength Level psi= 48.6 Shear Allowable psi= 94.9 I Anet(Masonry) in2= Rebar Depth 'd' in= 9.56 Masonry Data fm psi= Fs psi= Solid Grouting Vertical component of active lateral soil pressure IS Modular Ratio'n' = NOT considered in the calculation of soil bearing Wall Weight psf= 140.0 I Load Factors Short Term Factor = Building Code IBC 2012,ACI Equiv.Solid Thick. Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD I Earth,H 1.600 Concrete Data Wind,W 1.000 fc psi= 4,000.0 Seismic,E 1.000 FY psi= 60,000.0 I I Retaier:(c)1987-2016, Build 11.16.11.12 License:To: Cantilevered RetainingWall Code: IBC 2012,ACI 318-11,ACI 530-11 ALLSTRUCTURE 57604 License To AENGINEERING LLC I Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing I As(based on applied moment): 0.5989 in2/ft (4/3)*As: 0.7986 in2/ft Min Stem T&S Reinf Area 4.176 in2 200bd/fy:200(12)(9.5625)/60000: 0.3825 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.288 in2/ft 0.0018bh:0.0018(12)(12): 0.2592 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: I Required Area: 0.5989 in2/ft #4@ 8.33 in #4@ 16.67 in Provided Area: 0.6545 in2/ft #5@ 12.92 in #5@ 25.83 in Maximum Area: 2.0727 in2/ft #6@ 18.33 in #6@ 36.67 inI Footing Dimensions &Strengths I Footing Design Results Toe Width = 5.00 ft Toe Heel Heel Width = 2.00 Factored Pressure = 3,142 0 psf I Total Footing Width = 7.00 Mu':Upward = 29,659 41 ft-# Footing Thickness = 18.00 in Mu':Downward = 4,343 1,064 ft-# Mu: Design = 25,316 1,023ft-# Key Width = 0.00 in Actual 1-Way Shear = 41.27 10.63 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psiI Key Distance from Toe = 2.00 ftToe Reinforcing = #7 @ 11.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #6 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: #4@ 4.54 in,#5©7.03 in,#6@ 9.98 in,#7@ 13.61 in,#8@ 17.92 in,#9@ 22.6 Heel:Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Key: No key defined I Min footing T&S reinf Area 2.72 in2 Min footing T&S reinf Area per foot 0.39 in2 fit If one layer of horizontal bars: If two layers of horizontal bars: #4@ 6.17 in #4@ 12.35 inI #5© 9.57 in #5@ 19.14 in #6@ 13.58 in #6@ 27.16 in Summary of Overturning &Resisting Forces &Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 3,645.0 4.50 16,402.5 Soil Over Heel = 1,548.0 6.50 10,062.0111 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 2,164.0 5.25 11,361.0 Load @ Stem Above Soil = *Axial Live Load on Stem = Seismic Earth Load = 765.5 6.75 5,166.8 Soil Over Toe = 322.5 2.50 806.3 = Surcharge Over Toe = Total 4,410.5 O.T.M. 21,569.3 Stem Weight(s) = 2,030.0 5.50 11,165.0 Earth @ Stem Transitions= = = Footing Weight = 1,575.0 3.50 5,512.5 Resisting/Overturning Ratio = 1.80 Key Weight = 2.00 I Vertical Loads used for Soil Pressure= 7,639.5 lbs Vert.Component = Total= 7,639.5 lbs R.M.= 38,906.8 If seismic is included,the OTM and sliding ratios *Axial live load NOT included in total displayed,or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. I I I RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 I License To:ALLSTRUCTURE ENGINEERING LLC LTilt I Horizontal Deflection at Top of Wall due to settlement of soil I (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 150.0 pci I Horizontal Defl @ Top of Wall(approximate only) 0.215 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. I I I I I I I I I II I I 1 I 12'STATIC AT PROPERTY LINE I Retainer:( 1987-2016, Build 11.16.11.12 License:TCantilevered RetainingWall Code: IBC 2012,ACI 318-11,AC1 530-11 W 7604 License Too:ALLSTRUCTURE ENGINEERING LLC Criteria I Soil Data I11 Retained Height = 12.00 ft Allow Soil Bearing = 2,500.0 psf Wall height above soil = 2.50 ft Equivalent Fluid Pressure Method Active Heel Pressure = 40.0 psf/ft Slope Behind Wall = 0.00 = I Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 129.00 pcf Soil Density,Toe = 129.00 pcf I FootingllSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in . +l Surcharge Loads Lateral Load Applied to Stem ` Adjacent Footing Load Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 3,000.0 lbs NOT Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 10.00 ft Surcharge Over Toe = 40.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in NOT Used for Sliding&Overturning Wall to Ftg CL Dist = 13.00 ft Load Type = Wind(W) Axial Load Applied to Stem g (Service Level) Footing Type Line Load Base Above/Below Soil = -1.0 ft Axial Dead Load = 2,164.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall 11 Axial Live Load = 375.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 3.0 in Design Summary ill Stem Construction 0 I Bsttom OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 1.76 OK Wall Material Above"Ht" = Concrete Slab Resists All Sliding I Design Method = LRFD Thickness = 12.00 Total Bearing Load = 8,255 lbs Rebar Size = # 7 ...resultant ecc. = 13.73 in Rebar Spacing = 11.00 Soil Pressure Toe 2,336psf OK Rebar Placed at = Edge @ = I Design Data Soil Pressure @ Heel = 22 psf OK fb/FB+fa/Fa = 0.945 Allowable = 2,500 psf Total Force @ Section Soil Pressure Less Than Allowable Service Level lbs= ACI Factored @ Toe = 3,270 psf 1 ACI Factored @ Heel = 31 psf Strength Level lbs= 6,416.7 Footing Shear @ Toe = 42.6 psi OK Mom .Actual Footing Shear @ Heel = 10.4 psi OK Serrvivice ceLevel ft-#= Allowable = 75.0 psi Strength Level ft-#= 25,271.91 Sliding Calcs Moment Allowable = 26,744.1 Lateral Sliding Force = 5,074.4 lbs Service Level psi= Strength Level psi= 55.91 Shear Allowable psi= 94.9 Anet(Masonry) in2= Rebar Depth 'd' in= 9.56 Masonry Data I fm psi= Fs psi= Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ratio'n' = NOT considered in the calculation of soil bearing Wall Weight psf= 140.0 Load Factors Short Term Factor = Building Code IBC 2012,ACI Equiv.Solid Thick. = Dead Load 1.200 Masonry Block Type = Medium WeightI Live Load 1.600 Masonry Design Method = ASD Earth,H 1.600 Concrete Data Wind,W 1.000 fc psi= 4,000.0 Seismic,E 1.000 Fy psi= 60,000.01 I I I RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 ILicense To:ALLSTRUCTURE ENGINEERING LLC Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.6075 in2/ft (4!3)*As: 0.8101 in2/ft Min Stem T&S Reinf Area 4.176 in2 200bd/fy:200(12)(9.5625)/60000: 0.3825 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.288 in2/ft I 0.0018bh:0.0018(12)(12): 0.2592 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.6075 in2/ft #4@ 8.33 in #4@ 16.67 in Provided Area: 0.6545 in2/ft #5©12.92 in #5@ 25.83 in Maximum Area:I 2.0727 in2/ft #6@ 18.33 in #6@ 36.67 in Footing Dimensions &Strengths Footing Design Results Toe Width = 5.00 ft Toe Heel Heel Width2.00 Factored Pressure = 3,270 31 psf Total Footing Width = = 7.00 Mu':Upward = 31,240 93 ft-# Footing Thickness = 18.00 in Mu':Downward = 5,143 1,096 ft-# Mu: Design = 26,098 1,003 ft-# I Key Width Key Depth = = 0.00 in Actual 1-Way Shear 42.62 10.37 psi 0.00 in Allow 1-Way Shear 75.00 75.00 psi Key Distance from Toe 0.00 ft Toe Reinforcing = #7 @ 11.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #6 @ 18.00 in I Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm= 3.00 in Toe: #4@ 4.40 in,#5@ 6.82 in,#6©9.68 in,#7@ 13.20 in,#8@ 17.39 in,#9@ 22.0 Heel:Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm I Key: No key defined Min footing T&S reinf Area 2.72 in2 Min footing T&S reinf Area per foot 0.39 in2 /ft If one layer of horizontal bars: If two layers of horizontal bars: I #4@ 6.17 in #4@ 12.35 in #5@ 9.57 in #5@ 19.14 in #6@ 13.58 in #6©27.16 in I Summary of Overturning & Resisting Forces &Moments a OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# IHeel Active Pressure = . 3,645.0 4.50 16,402.5 Soil Over Heel 1,548.0 6.50 10,062.0 Surcharge over Heel 167.4 6.75 1,130.2 Sloped Soil Over Heel Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = 1,261.9 3.62 4,565.5 Adjacent Footing Load = I Added Lateral Load Axial Dead Load on Stem= 2,164.0 5.25 11,361.0 Load @ Stem Above Soil= *Axial Live Load on Stem = 375.0 5.25 1,968.8 = . Soil Over Toe = 322.5 2.50 806.3 I Surcharge Over Toe = Total 5,074.4 O.T.M. 22,098.2 Stem Weight(s) 2,030.0 5.50 11,165.0 Earth©Stem Transitions= = = Footing Weight = 1,575.0 3.50 5,512.5 I Resisting/Overturning Ratio = 1.76 Key Weight = Vertical Loads used for Soil Pressure= 8,254.5 lbs Vert.Component Total= 7,639.5 lbs R.M.= 38,906.8 *Axial live load NOT included in total displayed,or used for overturning I resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. I Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. I I I RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:ALLSTRUCTURE ENGINEERING LLC [Tilt ' • Horizontal Deflection at To of Wall due to settlement of soil (Deflection due to wall bending not considered) , Soil Spring Reaction Modulus 150.0 pci Horizontal Defl @ Top of Wall(approximate only) 0.224 in 111 The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. I I i I I t I I I I I I 1 I I14' DYNAMIC AT PROPERTY LINE RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:ALLSTRUCTURE ENGINEERING LLC Criteria I Soil Data I 1 Retained Height = 14.00 ft Allow Soil Bearing = 3,333.0 psf Equivalent Fluid Pressure Method Wall height above soil 0.50 ft Active Heel Pressure = 40.0 psf/ft I Slope Behind Wall 0.00 = , Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 psf/ft I Water height over heel = 0.0 ft Soil Density,Heel129.00 pcf Soil Density,Toe = = 129.00 pcf ,;r FootingllSoil Friction = 0.350 i, # Soil height to ignore I`'t ifor passive pressure = 12.00 in Surcharge Loads ` Lateral Load Applied to Stem I Adjacent Footing Load r i Surcharge Over Heel = 0.0 psf Lateral Load 0.0#/ft Adjacent Footing Load 0.0 lbs NOT Used To Resist Sliding&Overturning Height to Top 0.00 ft Footing Width 12.00 ft Surcharge Over Toe = 0.0 Height to Bottom = 0.00 ft Eccentricity = 0.00 in NOT Used for Sliding&Overturning Wall to Ft CL Dist = 12.00 ft Load Type = Wind(W) y - Line Load Axial Load Applied to Stem Footing Type pp (Service Level) Base Above/Below Soil Axial Dead Load = 2,164.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall 0.0 ft Axial Live Load = 0.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 3.0 in iEarth Pressure Seismic Load r Method :Uniform Uniform Seismic Force = 93.000 Multiplier Used = 6.000 Total Seismic Force = 1,441.500 (Multiplier used on soil density) Design Summary aStem Construction 1 Bottom Stem OK Wall Stability Ratios _ Design Height Above Ftc ft= 0.00 Overturning 1.74 OK Wall Material Above"Ht" = Concrete Slab Resists All Sliding! Design Method = LRFD Thickness = 12.00 Total Bearing Load = 8,477 lbs Rebar Size = # 7 ...resultant ecc. = 19.58 in Rebar Spacing 6.00 Soil Pressure @Toe = 1,970 psf OK Rebar Placed at Edge Soil Pressure @ Heel = 0 psf OK Design Data Allowable = 3,333 fb/FB+fa/Fa = 0.833 psf Soil Pressure Less Than Allowable_ Service Level lbs= ACI Factored @ Toe 2,758 psf Total Force @ Section ACI Factored @ Heel = 0 psf Strength Level lbs= 7,574.0 = 39,032.5 Footing Shear @ Toe = 48.5 psi OK Moment....Actual = Service Level ft-#= Footing Shear @Heel 12.8 psi OK Strength Level ft-# Allowable 75.0 psi Sliding Calcs Moment Allowable = 46,858.5 1 Lateral Sliding Force = 5,814.1 lbs Service Level psi= Strength Level psi= 66.0 Shear Allowable psi= 94.9 Anet(Masonry) in2= Rebar Depth 'd' in= 9.56 Masonry Data fm psi= Fs psi= Solid Grouting Vertical component of active lateral soil pressure IS Modular Ratio'n' NOT considered in the calculation of soil bearing Wall Weight psf= 140.0 Load Factors Short Term Factor Building Code IBC 2012,ACI Equiv.Solid Thick. Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth,H 1.600 Concrete Data Wind,W 1.000 fc psi= 4,000.0 Seismic,E 1.000 FY psi= 60,000.0 I I RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:ALLSTRUCTURE ENGINEERING LLC Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.9384 in2/ft (4/3)*As: 1.2511 in2/ft Min Stem T&S Reinf Area 4.176 in2 200bd/fy:200(12)(9.5625)/60000: 0.3825 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.288 in2/ft 0.0018bh:0.0018(12)(12): 0.2592 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.9384 in2/ft #4@ 8.33 in #4@ 16.67 in Provided Area: 1.2 in2/ft #5@ 12.92 in #5@ 25.83 in Maximum Area: 2.0727 in2/ft #6@ 18.33 in #6@ 36.67 in Footing Dimensions &Strengths r [ Footing Design Results Toe Width = 7.00 ft Toe Heel Heel Width = 2.00 Factored Pressure = 2,758 0 psf Total Footing Width = 9.00 Mu':Upward = 49,254 12 ft-# Footing Thickness = 18.00 in Mu':Downward = 8,511 1,219 ft-# Mu: Design = 40,743 1,207 ft-# Key Width = 0.00 in Actual 1-Way Shear = 48.49 12.79 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 2.00 ft Toe Reinforcing = #7 @ 6.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #6 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: #4@ 3.76 in,#5@ 5.83 in,#6@ 8.27 in,#7@ 11.28 in,#8@ 14.85 in,#9@ 18.8 Heel:Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Key: No key defined Min footing T&S reinf Area 3.50 in2 Min footing T&S reinf Area per foot 0.39 in2 /Ft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 6.17 in #4@ 12.35 in #5@ 9.57 in #5@ 19.14 in #6@ 13.58 in #6©27.16 in Summary of Overturning & Resisting Forces &Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 4,805.0 5.17 24,825.8 Soil Over Heel = 1,806.0 8.50 15,351.0 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 2,164.0 7.25 15,689.0 Load @ Stem Above Soil = *Axial Live Load on Stem = Seismic Earth Load = 1,009.1 7.75 7,820.1 Soil Over Toe = 451.5 3.50 1,580.3 = Surcharge Over Toe = Total 5,814.1 O.T.M. 32,646.0 Stem Weight(s) = 2,030.0 7.50 15,225.0 Earth @ Stem Transitions= = = Footing Weight = 2,025.0 4.50 9,112.5 Resisting/Overturning Ratio = 1.74 Key Weight = 2.00 Vertical Loads used for Soil Pressure= 8,476.5 lbs Vert.Component = Total= 8,476.5 lbs R.M.= 56,957.8 If seismic is included,the OTM and sliding ratios *Axial live load NOT included in total displayed,or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance,but is included for soil pressure calculation. I Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. I I I RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 I License To:ALLSTRUCTURE ENGINEERING LLC Tilt I Horizontal Deflection at ToD of Wall due to settlement of soil 1 (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 150.0 pci I Horizontal Defl @ Top of Wall(approximate only) 0.147 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. I I I I I I I I I I 1 I I I I\ I 14' STATIC AT PROPERTY LINE I RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:ALLSTRUCTURE ENGINEERING LLC I Criteria I Soil Data I Retained Height = 14.00 ft Allow Soil Bearing = 2,500.0 psf Equivalent Fluid Pressure Method Wall height above soil = 0.50 ft Active Heel Pressure = 40.0 psf/ft Slope Behind Wall = 0.00 = Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 129.00 pcf ' Soil Density,Toe = 129.00 pcf FootingllSoil Friction = 0.350 l Soil height to ignore for passive pressure = 12.00 in _ . .( Surcharge Loads I Lateral Load Applied to Stem ` Adjacent Footing Load Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 3,000.0 lbs NOT Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 10.00 ft Surcharge Over Toe = 40.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in NOT Used for Sliding&Overturning Wall to Ftg CL Dist = 13.00 ft Load Type = Wind(W) Axial Load Applied to Stem ii (Service Level) Footing Type Line Load Base Above/Below Soil = -1.0 ft Axial Dead Load = 2,164.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 375.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 3.0 in Design Summary I Stem Construction 0 Bottom I Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 1.69 OK Wall Material Above"Ht" = Concrete Slab Resists All Sliding! Design Method = LRFD Thickness = 12.00 Total Bearing Load = 9,172 lbs Rebar Size = # 7 ...resultant ecc. = 18.50 in Rebar Spacing = 6.00 Soil Pressure Toe = 2,067psf OK RebarD Data at = Edge I °O Design Data Soil Pressure @ Heel = 0 psf OK fb/FB+fa/Fa = 0.861 Allowable = 2,500 psf Total Force @ Section Soil Pressure Less Than Allowable Service Level lbs= ACI Factored @ Toe = 2,893 psf1 ACI Factored @ Heel = 0 psf , Strength Level lbs= 8,715.8 Footing Shear @ Toe = 50.3 psi OK Moment. al Level Servicce Level ft-#= Footing Shear @ Heel = 12.8 psi OK Strength Level ft-#= 40,364.7 1 Allowable = 75.0 psi Sliding Calcs Moment Allowable = 46,858.5 Lateral Sliding Force = 6,617.2 lbs Service Level psi= Strength Level psi= 76.0I Shear Allowable psi= 94.9 Anet(Masonry) in2= Rebar Depth 'd' in= 9.56 Masonry DataI fm psi= Fs psi= Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ratio'n' = 1 NOT considered in the calculation of soil bearing Wall Weight psf= 140.0 Load Factors Short Term Factor = Building Code IBC 2012,ACI Equiv.Solid Thick. = Dead Load 1.200 Masonry Block Type = Medium WeightI Live Load 1.600 Masonry Design Method = ASD Earth,H 1.600 Concrete Data Wind,W 1.000 fc psi= 4,000.0 Seismic,E 1.000 Fy psi= 60,000.01 I 1 I I RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:ALLSTRUCTURE ENGINEERING LLC I Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing I As(based on applied moment): 0.9704 in2/ft (413)*As: 1.2938 in2/ft Min Stem T&S Reinf Area 4.176 in2 200bd/fy:200(12)(9.5625)/60000: 0.3825 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.288 in2/ft I 0.0018bh:0.0018(12)(12): 0.2592 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.9704 in2/ft #4@ 8.33 in #4@ 16.67 in Provided Area: 1.2 in2/ft #5@ 12.92 in #5@ 25.83 in Maximum Area: 2.0727 in2/ft #6@ 18.33 in #6©36.67 in Footing Dimensions &Strengths Footing Design Results Toe Width = 7.00 ft Toe Heel Heel Width2.00 Factored Pressure = 2,893 0 psf Total Footing Width = = 9.00 Mu':Upward = 52,251 36 ft-# Footing Thickness = 18.00 in Mu':Downward = 10,079 1,251 ft-# Mu: Design = 42,172 1,214 ft-# 1 Key Width Key Depth 0.00 in Actual 1-Way Shear = 50.33 12.78 psi 0.00 in Allow 1-Way Shear 75.00 75.00 psi Key Distance from Toe0.00 ft Toe Reinforcing = #7 @ 6.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #6 @ 18.00 in I Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% 0.0018 Other Acceptable Sizes&Spacings Cover @Top 2.00 @ Btm.= 3.00 in Toe: #4@ 3.63 in,#5@ 5.63 in,#6©7.99 in,#7@ 10.90 in,#8@ 14.35 in,#9@ 18.1 Heel:Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm I Key: No key defined Min footing T&S reinf Area 3.50 in2 Min footing T&S reinf Area per foot 0.39 in2 ift If one layer of horizontal bars: If two layers of horizontal bars: I #4@ 6.17 in #4@ 12.35 in #5© 9.57 in #5@ 19.14 in #6©13.58 in #6@ 27.16 in I Summary of Overturning & Resisting Forces &Moments a OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# IHeel Active Pressure = 4,805.0 5.17 24,825.8 Soil Over Heel 1,806.0 8.50 15,351.0 Surcharge over Heel 192.2 7.75 1,489.9 Sloped Soil Over Heel Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = 1,619.9 4.60 7,452.7 Adjacent Footing Load = IAdded Lateral Load Axial Dead Load on Stem= 2,164.0 7.25 15,689.0 Load©Stem Above Soil= *Axial Live Load on Stem = 375.0 7.25 2,718.8 = Soil Over Toe = 451.5 3.50 1,580.3 I Surcharge Over Toe = Total 6,617.2 O.T.M. 33,768.5 Stem Weight(s) 2,030.0 7.50 15,225.0 Earth @ Stem Transitions= = = Footing Weighs = 2,025.0 4.50 9,112.5 I Resisting/Overturning Ratio = 1.69 Key Weight = Vertical Loads used for Soil Pressure= 9,171.5 lbs Vert.Component Total= 8,476.5 lbs R.M.= 56,957.8 *Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. I Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in I the calculation of Overturning Resistance. I 1 I RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:ALLSTRUCTURE ENGINEERING LLC Tilt 1 Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 150.0 pci Horizontal Defl @ Top of Wall(approximate only) 0.154 in 111 The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. I 1 1 I I I 1 I • 1 I 1 I 1 I I I4' DYNAMIC AT BASEMENT RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:ALLSTRUCTURE ENGINEERING LLC Criteria I Soil Data I -1 Retained Height = 4.00 ft Allow Soil Bearing = 3,333.0 psf I Equivalent Fluid Pressure Method Wall height above soil 10.50 ft Active Heel Pressure 40.0 psf/ft Slope Behind Wall 0.00 = Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 psf/ft I Water height over heel = 0.0 ft Soil Density,Heel = 129.00 pcf . Soil Density,Toe 129.00 pcf 1 FootinglISoil Friction = 0.350 1 Soil height to ignore Ifor passive pressure = 12.00 in _Surcharge Loads 11Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf = = g P Lateral Load = 0.0#/ft Adjacent Footing Load _ 0.0 lbs NOT Used To Resist Sliding&Overturning Height to Top0.00 ft Footing Width 12.00 ft Surcharge Over Toe = 0.0 Height to Bottom = 0.00 ft Eccentricity = 0.00 in NOT Used for Sliding&Overturning Wall to Ft CL Dist = 12.00 ft Load Type = Wind(W) g = Axial Load Applied to Stem ` (Service Level) Footing Type Line Load Base Above/Below Soil 0.0 ft Axial Dead Load = 2,164.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 0.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 3.0 in 1 _Earth Pressure Seismic Load Method :Uniform Uniform Seismic Force = 33.000 Multiplier Used = 6.000 Total Seismic Force = 181.500 I (Multiplier used on soil density) Design Summary I Stem Construction r Bottom Stem OK Wall Stability RatiosDesign Height Above Ftc ft= 0.00 - Overturning 5.72 OK Wall Material Above"Ht" = Concrete Slab Resists All Sliding I Design Method = LRFD Thickness = 12.00 Total Bearing Load = 5,151 lbs Rebar Size = # 6 ...resultant ecc. = 0.46 in Rebar Spacing 18.00 Soil Pressure @ Toe = 2,030 psf OK Rebar Placed at Edge Design Data Soil Pressure @ Heel = 1,717 psf OK fb/FB+fa/Fa = 0.128 I Allowable = 3,333 psf Total Force @Section Soil Pressure Less Than Allowable Service Level lbs= ACI Factored @ Toe 2,841 psf ACI Factored @ Heel = 2,404 psf Strength Level lbs= 644.0 Footing Shear @ Toe = 0.6 psi OK Moment....Actual Footing Shear @ Heel = 2.4 psi OK Service Level ft-#= Allowable 75.0 psi Strength Level ft-#= 1,595.9 Sliding Calcs Moment Allowable = 12,419.4 Lateral Sliding Force = 732.1 lbs Service Level psi= Strength Level psi= 5.6 Shear Allowable psi= 94.9 111 Anet(Masonry) in2= Rebar Depth 'd' in= 9.63 Masonry Data fm psi= Fs psi= Solid Grouting Vertical component of active lateral soil pressure IS Modular Ratio'n' = NOT considered in the calculation of soil bearing Wall Weight psf= 140.0 Load Factors Short Term Factor = Building Code IBC 2012,ACI Equiv.Solid Thick. Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD I Earth,H 1.600 Concrete Data Wind,W 1.000 fc psi= 4,000.0 Seismic,E 1.000 FY psi= 60,000.0 I II RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:ALLSTRUCTURE ENGINEERING LLC I Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.0381 in2/ftI (4/3)*As: 0.0508 in2/ft Min Stem T&S Reinf Area 4.176 in2 200bd/fy:200(12)(9.625)/60000: 0.385 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.288 in2/ft 0.0018bh:0.0018(12)(12): 0.2592 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of I Required Area: 0.2592 in2/ft #4@ 8.33 in #4@ 16.67 in Provided Area: 0.2933 in2/ft #5@ 12.92 in #5@ 25.83 in Maximum Area: 2.0862 in2/ft #6@ 18.33 in #6@ 36.67 in I Footing Dimensions &Strengths I Footing Design Results Toe Width = 1.25 ft Toe Heel Heel Width = 1.50 Factored Pressure = 2,841 2,404 psf Total Footing Width = 2.75 Mu':Upward = 2,168 0 ft-# Footing Thickness = 18.00 in Mu':Downward = 271 111 ft-# Mu: Design = 1,897 111 ft-# Key Width = 0.00 in Actual 1-Way Shear = 0.59 2.39 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 2.00 ftI Toe Reinforcing = #6 @ 18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #6 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018I Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: #4@ 6.17 in,#5@ 9.57 in,#6@ 13.58 in,#7@ 18.52 in,#8@ 24.38 in,#9@ 30. Heel:Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Key: No key defined I Min footing T&S reinf Area 1.07 in2 Min footing T&S reinf Area per foot 0.39 in2 /ft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 6.17 in #4@ 12.35 inI #5@ 9.57 in #5@ 19.14 in #6@ 13.58 in #6@ 27.16 in Summary of Overturning & Resisting Forces&Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 605.0 1.83 1,109.2 Soil Over Heel = 258.0 2.50 645.0 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 2,164.0 1.50 3,246.0 Load @ Stem Above Soil = *Axial Live Load on Stem = Seismic Earth Load = 127.1 2.75 349.4 Soil Over Toe = 80.6 0.63 50.4 = Surcharge Over Toe = Total 732.1 O.T.M. 1,458.6 Stem Weight(s) = 2,030.0 1.75 3,552.5 Earth @ Stem Transitions= = = Footing Weight = 618.8 1.38 850.8 Resisting/Overturning Ratio = 5.72 Key Weight = 2.00 I Vertical Loads used for Soil Pressure= 5,151.4 lbs Vert.Component = Total= 5,151.4 lbs R.M.= 8,344.7 If seismic is included,the OTM and sliding ratios *Axial live load NOT included in total displayed,or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. II I I RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,AC1 530-11 I License To:ALLSTRUCTURE ENGINEERING LLC Tilt I Horizontal Deflection at Top of Wall due to settlement of soil I (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 150.0 pci I Horizontal Defl©Top of Wall(approximate only) 0.495 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. I I I I I I I I I I I I 1 1 I 4' STATIC AT BASEMENT I RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:ALLSTRUCTURE ENGINEERING LLC I Criteria II Soil Data Allow Soil Bearing = 2,500.0 psf Retained Height = 4.00 ft Wall height above soil = 10.50 ft Equivalent Fluid Pressure Method Active Heel Pressure = 40.0 psf/ft Slope Behind Wall = 0.00 = j r Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 psf/ft I ii. Water height over heel = 0.0 ft Soil Density,Heel = 129.00 pcf Soil Density,Toe = 129.00 pcf FootingllSoil Friction = 0.350 u Soil height to ignore for passive pressure = 12.00 in _ � I Surcharge Loads r Lateral Load Applied to Stem I Adjacent Footing Load Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 3,000.0 lbs NOT Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 10.00 ft Surcharge Over Toe = 40.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in NOT Used for Sliding&Overturning Wall to Ftg CL Dist = 13.00 ft Load Type = Wind(W) Axial Load Applied to Stem ` (Service Level) Footing Type Line Load Base Above/Below Soil = -1.0 ft Axial Dead Load = 2,164.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 375.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 3.0 in Design Summary 0 Stem Construction 0 Bottom I Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 6.31 OK Wall Material Above"Ht" = Concrete Slab Resists All Sliding! Design Method = LRFDI Thickness = 12.00 Total Bearing Load = 5,596 lbs Rebar Size = # 6 ...resultant ecc. = 0.26 in Rebar Spacing = 18.00 Toe = 2,133 psf OK Rebar Placed at = Edge1 Soil Pressure @ p Design Data Soil Pressure @ Heel = 1,937 psf OK fb/FB+fa/Fa = 0.132 Allowable = 2,500 psf Total Force @ Section Soil Pressure Less Than Allowable Service Level lbs= ACI Factored @ Toe = 2,986 psf ACI Factored @ Heel = 2,712 psf Strength Level lbs= 594.7 Footing Shear @ Toe = 0.6 psi OK Moment....Actual Service Level ft-#= Footing Shear @ Heel = 2.6 psi OK Allowable = 75.0 psi Strength Level ft-#= 1,641.31 Sliding Calcs Moment Allowable = 12,419.4 Lateral Sliding Force = 716.1 lbs Service Level psi= Strength Level psi= 5.11 Shear Allowable psi= 94.9 Anet(Masonry) in2= Rebar Depth 'd' in= 9.63 Masonry Data I fm psi= Fs psi= Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ratio'n' = 1 NOT considered in the calculation of soil bearing Wall Weight psf= 140.0 Load Factors Short Term Factor = Building Code IBC 2012,ACI Equiv.Solid Thick. = Dead Load 1.200 Masonry Block Type = Medium WeightII Live Load 1.600 Masonry Design Method = ASD Earth,H 1.600 Concrete Data Wind,W 1.000 fc psi= 4,000.0 Seismic,E 1.000 Fy psi= 60,000.01 I I I RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 ILicense To:ALLSTRUCTURE ENGINEERING LLC Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing I As(based on applied moment): 0.0392 in2/ft (4/3)*As: 0.0523 in2/ft Min Stem T&S Reinf Area 4.176 in2 200bd/fy:200(12)(9.625)/60000: 0.385 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.288 in2/ft I 0.0018bh:0.0018(12)(12): 0.2592 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.2592 in2/ft #4@ 8.33 in #4@ 16.67 in Provided Area: 0.2933 in2/ft #5@ 12.92 in #5@ 25.83 in I Maximum Area: 2.08i2 in2/ft .33 Footing Dimensions &Strengths Footing Design #6@ Results18in #6@ 36.67 in Toe Width = 1.25 ft Toe Heel I Heel Width Factored Pressure = 2,986 2,712 psf Total Footing Width 2.75 Mu':Upward 2,300 0 ft-# Footing Thickness = 18.00 in Mu':Downward = 321 119 ft-# Mu: Design = 1,979 119 ft-# I Key Width Key Depth = = 0.00 in Actual 1-Way Shear 0.61 2.56 psi 0.00 in Allow 1-Way Shear 75.00 75.00 psi Key Distance from Toe 0.00 ft Toe Reinforcing = #6 @ 18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #6 @ 18.00 in I Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: #4©6.17 in,#5©9.57 in,#6©13.58 in,#7@ 18.52 in,#8@ 24.38 in,#9@ 30. Heel:Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm I Key: No key defined Min footing T&S reinf Area 1.07 in2 Min footing T&S reinf Area per foot 0.39 in2 tit If one layer of horizontal bars: If two layers of horizontal bars: I #4@ 6.17 in #4@ 12.35 in #5@ 9.57 in #5@ 19.14 in #6@ 13.58 in #6@ 27.16 in I Summary of Overturning & Resisting Forces &Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# I Heel Active Pressure = 605.0 1.83 1,109.2 Soil Over Heel 258.0 2.50 645.0 Surcharge over Heel 68.2 2.75 187.6 Sloped Soil Over Heel Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = 42.9 0.60 25.9 Adjacent Footing Load = IAdded Lateral Load = Axial Dead Load on Stem= 2,164.0 1.50 3,246.0 Load @ Stem Above Soil= *Axial Live Load on Stem = 375.0 1.50 562.5 = Soil Over Toe = 80.6 0.63 50.4 I Surcharge Over Toe = Total 716.1 O.T.M. 1,322.6 Stem Weight(s) 2,030.0 1.75 3,552.5 Earth @ Stem Transitions= _ = Footing Weighs = 618.8 1.38 850.8 I Resisting/Overturning Ratio = 6.31 Key Weight = Vertical Loads used for Soil Pressure= 5,596.4 lbs Vert.Component Total= 5,151.4 lbs R.M.= 8,344.7 *Axial live load NOT included in total displayed,or used for overturning 111 resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. 1 Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. I 1 RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:ALLSTRUCTURE ENGINEERING LLC Tilt ' Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) I Soil Spring Reaction Modulus 150.0 pci Horizontal Defl @ Top of Wall(approximate only) 0.521 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. I I I 1 I t I 1 I I 1 I i I 1 6' DYNAMIC AT BASEMENT RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:ALLSTRUCTURE ENGINEERING LLC Criteria 1 Soil Data I -i Retained Height = 6.00 ft Allow Soil Bearing = 3,333.0 psf = Equivalent Fluid Pressure Method= Wall height above soil 8.50 ft Active Heel Pressure 40.0 psf/ft Slope Behind Wall 0.00 = Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 psf/ft ' Water height over heel = 0.0 ft Soil Density,Heel129.00 pcf Soil Density,Toe 129.00 pcf ' FootinglISoil Friction = 0.350 Soil height to ignore I for passive pressure = 12.00 in �,I Surcharge Loads Lateral Load Applied to Stem ` Adjacent Footing Load I Surcharge Over Heel = 0.0 psf Lateral Load 0.0#/ft Adjacent Footing Load 0.0 lbs NOT Used To Resist Sliding&Overturning Height to Top 0.00 ft Footing Width 12.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in NOT Used for Sliding&Overturning Wall to Ft CL Dist = 12.00 ft Applied to Stem (Service Level) Footing Type Load Type = Wind(W) = Line Load Axial Load Base Above/Below Soil Axial Dead Load = 2,164.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall 0.0 ft Axial Live Load = 0.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 3.0 in IEarth Pressure Seismic Load r Method :Uniform Uniform Seismic Force = 45.000 Multiplier Used = 6.000 Total Seismic Force = 337.500 I (Multiplier used on soil density) Design Summary I Stem Construction I Bottom Stem OK I Wall Stability Ratios - Design Height Above Ftc ft= 0.00 Overturning 3.54 OK Wall Material Above"Ht" = Concrete Slab Resists All Sliding3.!54 Design Method = LRFD Thickness = 12.00 Total Bearing Load = 5,925 lbs Rebar Size = # 6 ...resultant ecc. = 3.47 in Rebar Spacing 18.00 Soil Pressure @ Toe = 2,312 psf OK Rebarata at D Edge Soil Pressure @ Heel = 848 psf OK Design Data Allowable = 3,333 psf fb/FB+fa/Fa = 0.303 Soil Pressure Less Than Allowable= Total Force @Section Service Level lbs= ACI Factored @ Toe3,236 psf Strength Level lbs= 1,422.0 ACI Factored @ Heel = 1,187 psf g Footing Shear @ Toe = 8.5 psi OK Moment....Actual = Service Level ft-#= ft-#= 3,763.2 Footing Shear @ Heel 6.4 psi OK Strength Level Allowable 75.0 psi Sliding Calcs Moment Allowable = 12,419.4 Lateral Sliding Force = 1,361.3 lbs Service Level psi= Strength Level psi= 12.3 Shear Allowable psi= 94.9 ' Anet(Masonry) in2= Rebar Depth 'd' in= 9.63 Masonry Data fm psi= Fs psi= Solid Grouting Vertical component of active lateral soil pressure IS Modular Ratio'n' NOT considered in the calculation of soil bearing Wall Weight psf= 140.0 ' Load Factors Short Term Factor = Building Code IBC 2012,ACI Equiv.Solid Thick. Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD ' Earth,H 1.600 Concrete Data Wind,W 1.000 fc psi= 4,000.0 Seismic,E 1.000 FY psi= 60,000.0 I I RetainPro(c)1987-2016, Build 11.16.1112 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:ALLSTRUCTURE ENGINEERING LLC I Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.0899 in2/ftI (4/3)*As: 0.1198 in2/ft Min Stem T&S Reinf Area 4.176 in2 200bd/fy:200(12)(9.625)/60000: 0.385 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.288 in2/ft 0.0018bh:0.0018(12)(12): 0.2592 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: I Required Area: 0.2592 in2/ft #40 8.33 in #40 16.67 in Provided Area: 0.2933 in2/ft #50 12.92 in #50 25.83 in Maximum Area: 2.0862 in2/ft #60 18.33 in #60 36.67 in I Footing Dimensions &Strengths 1 Footing Design ResultsIII Toe Width = 1.75 ft Toe Heel Heel Width = 2.00 Factored Pressure = 3,236 1,187 psf Total Footing Width = 3.75 Mu':Upward = 4,468 0 ft-# II Footing Thickness = 18.00 in Mu':Downward = 532 599 ft-# Mu: Design = 3,936 599 ft-# Key Width = 0.00 in Actual 1-Way Shear = 8.45 6.45 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psiI Key Distance from Toe = 2.00 ft Toe Reinforcing = #6 0 18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #6 0 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018I Other Acceptable Sizes&Spacings Cover 0 Top 2.00 @ Btm= 3.00 in Toe: #40 6.17 in,#50 9.57 in,#60 13.58 in,#70 18.52 in,#80 24.38 in,#9@ 30. Heel:Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Key: No key defined I Min footing T&S reinf Area 1.46 in2 Min footing T&S reinf Area per foot 0.39 in2 /ft If one layer of horizontal bars: If two layers of horizontal bars: #40 6.17 in #40 12.35 in #50 9.57 in #50 19.14 in #60 13.58 in #60 27.16 in Summary of Overturning & Resisting Forces &Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,125.0 2.50 2,812.5 Soil Over Heel = 774.0 3.25 2,515.5 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 2,164.0 2.00 4,328.0III Load 0 Stem Above Soil = *Axial Live Load on Stem = Seismic Earth Load = 236.3 3.75 885.9 Soil Over Toe = 112.9 0.88 98.8 = Surcharge Over Toe = Total 1,361.3 O.T.M. 3,698.4 Stem Weight(s) = 2,030.0 2.25 4,567.5 Earth 0 Stem Transitions= = = Footing Weight = 843.8 1.88 1,582.0 Resisting/Overturning Ratio = 3.54 Key Weight = 2.00 I Vertical Loads used for Soil Pressure= 5,924.6 lbs Vert.Component = Total= 5,924.6 lbs R.M.= 13,091.8 If seismic is included,the OTM and sliding ratios *Axial live load NOT included in total displayed,or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. I I I ' I RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 ILicense To:ALLSTRUCTURE ENGINEERING LLC LTilt 1 Horizontal Deflection at Top of Wall due to settlement of soil 1 (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 150.0 pci I Horizontal Defl @ Top of Wall(approximate only) 0.414 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. I I I I I I I I I I I I I 1 . I 6'STATIC AT BASEMENT I RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 I License To:ALLSTRUCTURE ENGINEERING LLC Criteria I Soil Data I Retained Height = 6.00 ft Allow Soil Bearing = 2,500.0 psf 4 Equivalent Fluid Pressure Method I Wall height above soil = 8.50 ft Active Heel Pressure = 40.0 psf/ft i Slope Behind Wall = 0.00 = Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 129.00 pcf ,-- I Soil Density,Toe = 129.00 pcf 1 FootingllSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in I .E.,, Surcharge Loads 1 Lateral Load Applied to Stem ` Adjacent Footing Load _ Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 3,000.0 lbs NOT Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 10.00 ft Surcharge Over Toe = 40.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in NOT Used for Sliding&Overturning Load Type = Wind(W) Wall to Ftg CL Dist = 13.00 ft Axial Load Applied to Stem (Service Level) Footing Type Line Load Base Above/Below Soil = -1.0 ft Axial Dead Load = 2,164.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 375.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 3.0 in Design Summary 0 Stem Construction 0 Bottom I Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 3.82 OK Wall Material Above"He = Concrete Slab Resists All Sliding! Design Method = LRFDI Thickness = 12.00 Total Bearing Load = 6,410 lbs Rebar Size = # 6 ...resultant ecc. = 2.82 in Rebar Spacing = 18.00 Toe = 2,353psf OK Rebar Placed at = Edge Soil Pressure @ I Design Data Soil Pressure @ Heel = 1,066 psf OK fb/FB+fa/Fa = 0.286 Allowable = 2,500 psf Total Force @ Section Soil Pressure Less Than Allowable Service Level lbs= ACI Factored @ Toe = 3,294 psf ACI Factored @ Heel = 1,492 psf Strength Level lbs= 1,389.2 Footing Shear @ Toe = 8.5 psi OK Moment....Leve Service Levell ft-#= Footing Shear @ Heel = 6.8 psi OK Strength Level ft-#= 3,547.9 1 Allowable = 75.0 psi Sliding Calcs Moment Allowable = 12,419.4 Lateral Sliding Force = 1,442.5 lbs Service Level psi= Strength Level psi= 12.01 Shear Allowable psi= 94.9 Anet(Masonry) in2= Rebar Depth 'd' in= 9.63 Masonry Data I fm psi= Fs psi= Solid Grouting = I Vertical component of active lateral soil pressure IS Modular Ratio'n' = NOT considered in the calculation of soil bearing Wall Weight psf= 140.0 Load Factors Short Term Factor = Building Code IBC 2012,ACI Equiv.Solid Thick. = Dead Load 1.200 Masonry Block Type = Medium WeightI Live Load 1.600 Masonry Design Method = ASD Earth,H 1.600 Concrete Data Wind,W 1.000 fc psi= 4,000.0 1 Seismic,E 1.000 Fy psi= 60,000.0 . I I I RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 ILicense To:ALLSTRUCTURE ENGINEERING LLC Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.0847 in2/ft (413)*As: 0.113 in2/ft Min Stem T&S Reinf Area 4.176 in2 200bd/fy:200(12)(9.625)/60000: 0.385 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.288 in2/ft I 0.0018bh:0.0018(12)(12): 0.2592 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.2592 in2/ft #4@ 8.33 in #4@ 16.67 in Provided Area: 0.2933 in2/ft #5@ 12.92 in #5@ 25.83 in I Maximum Area: 2.0862 in2/ft .33 Footing Dimensions &Strengths 1612 Footing Design #6@ Results18in #6@ 36.67 in III Toe Width = 1.75 ft Toe Heel I Heel Width Factored Pressure = 3,294 1,492 psf Total Footing Width 3.75 Mu':Upward = 4,615 0 ft-# Footing Thickness = 18.00 in Mu':Downward = 630 631 ft-# Mu: Design = 3,985 631 ft-# Key Width = 0.00 in Actual 1-Way Shear 8.49 6.79 psi Key Depth 0.00 in Allow 1-Way Shear 75.00 75.00 psi Key Distance from Toe 0.00 ft Toe Reinforcing = #6 @ 18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #6 @ 18.00 in I Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: #4@ 6.17 in,#5@ 9.57 in,#6@ 13.58 in,#7@ 18.52 in,#8@ 24.38 in,#9@ 30. Heel:Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm I Key: No key defined Min footing T&S reinf Area 1.46 in2 Min footing T&S reinf Area per foot 0.39 in2 /ft If one layer of horizontal bars: If two layers of horizontal bars: I #4© 6.17 in #4@ 12.35 in #5@ 9.57 in #5@ 19.14 in #6@ 13.58 in #6@ 27.16 in I Summary of Overturning & Resisting Forces &Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# IHeel Active Pressure = 1,125.0 2.50 2,812.5 Soil Over Heel 774.0 3.25 2,515.5 Surcharge over Heel 93.0 3.75 348.8 Sloped Soil Over Heel Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = 224.5 1.20 268.6 Adjacent Footing Load = IAdded Lateral Load = Axial Dead Load on Stem= 2,164.0 2.00 4,328.0 Load @Stem Above Soil = *Axial Live Load on Stem = 375.0 2.00 750.0 = Soil Over Toe = 112.9 0.88 98.8 Surcharge Over Toe = Total 1,442.5 O.T.M. 3,430.0 Stem Weight(s) 2,030.0 2.25 4,567.5 Earth @ Stem Transitions= _ = Footing Weight = 843.8 1.88 1,582.0 I Resisting/Overturning Ratio = 3.82 Key Weight = Vertical Loads used for Soil Pressure= 6,409.6 lbs Vert.Component Total= 5,924.6 lbs R.M.= 13,091.8 *Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. I Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. I I RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:ALLSTRUCTURE ENGINEERING LLC Tilt I Horizontal Deflection at To of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 150.0 pci Horizontal Defl @ Top of Wall(approximate only) 0.421 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. t 1 I I I t t 1 I I 1 i t 1 I 8' DYNAMIC AT BASEMENT RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 I License To:ALLSTRUCTURE ENGINEERING LLC Criteria , r Soil Data M [1 Retained Height = 8.00 ft Allow Soil Bearing = 3,333.0 psf 1 Wall height above soil = 6.50 ft Slope Behind Wall = 0.00 Equivalent Fluid Pressure Method Active Heel Pressure = 40.0 psf/ft II - Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 psf/ft Il Water height over heel = 0.0 ft Soil Density,Heel129.00 pcf Soil Density,Toe 129.00 pcf '„l FootingIISoil Friction = 0.350 Soil height to ignore ( ' 1 for passive pressure = 12.00 in E,4000000.20, s t ♦ * Surcharge Loads Lateral Load Applied to Stem 0 Adjacent Footing Load I Surcharge Over Heel = 0.0 psf Lateral Load 0.0#/ft Adjacent Footing Load 0.0 lbs NOT Used To Resist Sliding&Overturning Height to Top 0.00 ft Footing Width 12.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in NOT Used for Sliding&Overturning Wall to Ftg CL Dist = 12.00 ft Load Type = Wind(W) Axial Load Applied to Stem (Service Level) Footing Type = Line Load Base Above/Below Soil 0.0 ft Axial Dead Load = 2,164.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 0.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 3.0 in 1 Earth Pressure Seismic Load 0 Method :Uniform Uniform Seismic Force = 57.000 Multiplier Used = 6.000 Total Seismic Force = 541.500 I (Multiplier used on soil density) Design Summary I Stem Construction Bottom Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 I Overturning = Slab Resists All Sliding 2.48i OK Wall Material Above"Ht" = Concrete Design Method LRFD Thickness = 12.00 Total Bearing Load = 6,400 lbs Rebar Size = # 6 ...resultant ecc. 6.13 in Rebar Spacing 12.00 Soil Pressure @ Toe = 2,390 psf OK Rebar laaed at DEdge Soil Pressure @ Heel = 454 psf OK fb/FBDesign Data Allowable = 3,333 Total+Force = 0.431 psf Total @ Section Soil Pressure Less Than Allowable ' Service Level lbs= ACI Factored @ Toe = 3,346 psf ACI Factored @ Heel = 636 psf Strength Level lbs= 2,504.0 Footing Shear @ Toe = 19.2 psi OK Moment....Actual I - Service Level ft-#= Footing Shear @ Heel 3.1 psi OK Strength Level ft-#= 7,934.5 Allowable 75.0 psi Sliding Calcs Moment Allowable = 18,415.0 111 Lateral Sliding Force = 2,184.1 lbs Service Level psi= Strength Level psi= 21.7 Shear Allowable psi= 94.9 i Anet(Masonry) in2= Rebar Depth 'd' in= 9.63 Masonry Data fm psi= Fs psi= Solid Grouting Vertical component of active lateral soil pressure IS Modular Ratio'n' NOT considered in the calculation of soil bearing Wall Weight psf= 140.0 Load Factors Short Term Factor = Building Code IBC 2012,ACI Equiv.Solid Thick. Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth,H 1.600 Concrete Data Wind,W 1.000 f'c psi= 4,000.0 Seismic,E 1.000 Fy psi= 60,000.0 I I RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:ALLSTRUCTURE ENGINEERING LLC I Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.1895 in2/ftI (4/3)*As: 0.2526 in2/ft Min Stem T&S Reinf Area 4.176 in2 200bd/fy:200(12)(9.625)/60000: 0.385 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.288 in2/ft 0.0018bh:0.0018(12)(12): 0.2592 in2/ft Horizontal Reinforcing Options: I One layer of: Two layers of: Required Area: 0.2592 in2/ft #4@ 8.33 in #4@ 16.67 in Provided Area: 0.44 in2/ft #5@ 12.92 in #5@ 25.83 in Maximum Area: 2.0862 in2/ft #6©18.33 in #6@ 36.67 in I Footing Dimensions &Strengths r Footing Design Results Toe Width = 2.50 ft Toe Heel Heel Width = 2.00 Factored Pressure = 3,346 636 psf Total Footing Width = 4.50 Mu':Upward = 8,889 418 ft-# Footing Thickness = 18.00 in Mu':Downward = 1,086 754 ft-# Mu: Design = 7,803 336 ft-# Key Width = 0.00 in Actual 1-Way Shear = 19.18 3.07 psi I Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 2.00 ft Toe Reinforcing = #6 @ 12.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #6 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As°A) = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: #4©6.17 in,#5@ 9.57 in,#6@ 13.58 in,#7@ 18.52 in,#8@ 24.38 in,#9@ 30. Heel:Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Key: No key defined Min footing T&S reinf Area 1.75 in2 Min footing T&S reinf Area per foot 0.39 in2 fit If one layer of horizontal bars: If two layers of horizontal bars: #4@ 6.17 in #4@ 12.35 in111 #5@ 9.57 in #5@ 19.14 in #6@ 13.58 in #6@ 27.16 in Summary of Overturning & Resisting Forces &Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,805.0 3.17 5,715.8 Soil Over Heel = 1,032.0 4.00 4,128.0 I Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = I Added Lateral Load = Axial Dead Load on Stem= 2,164.0 2.75 5,951.0 Load @ Stem Above Soil = *Axial Live Load on Stem = Seismic Earth Load = 379.1 4.75 1,800.5 Soil Over Toe = 161.3 1.25 201.6 = Surcharge Over Toe = Total 2,184.1 O.T.M. 7,516.3 Stem Weight(s) = 2,030.0 3.00 6,090.0 Earth©Stem Transitions= = = Footing Weight = 1,012.5 2.25 2,278.1 Resisting/Overturning Ratio = 2.48 Key Weight = 2.00 Vertical Loads used for Soil Pressure= 6,399.8 lbs Vert.Component = I Total= 6,399.8 lbs R.M.= 18,648.7 If seismic is included,the OTM and sliding ratios *Axial live load NOT included in total displayed,or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance,but is included for soil pressure calculation. I Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in I the calculation of Overturning Resistance. I I 1 RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,AC1 530-11 I License To:ALLSTRUCTURE ENGINEERING LLC Tilt I Horizontal Deflection at Top of Wall due to settlement of soil I (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 150.0 pci I Horizontal Defl c Top of Wall(approximate only) 0.357 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. I I I I I I I I I 1 I I I I I 8'STATIC AT BASEMENT I RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:ALLSTRUCTURE ENGINEERING LLC I Criteria I Soil Data Retained Height = 8.00 ft Allow Soil Bearing = 2,500.0 psf Wall height above soil = 6.50 ft Equivalent Fluid Pressure Method I Active Heel Pressure = 40.0 psf/ft Slope Behind Wall = 0.00 = Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 129.00 pcf I Soil Density,Toe = 129.00 pcf FootingllSoil Friction = 0.350 i 1 Soil height to ignore for passive pressure = 12.00 in I Surcharge Loads I Lateral Load Applied to Stem i Adjacent Footing Load Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 3,000.0 lbs NOT Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 10.00 ft Surcharge Over Toe = 40.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in NOT Used for Sliding&Overturning Wall to Ftg CL Dist = 13.00 ft L Load Type = Wind(W) Axial Load Applied to Stem Footing Type Line Load Pp (Service Level) Base Above/Below Soil Axial Dead Load = 2,164.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = -1.0 ft Axial Live Load = 375.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 3.0 in Design Summary I Stem Construction 0 Bottom I Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 2.56 OK Wall Material Above"Ht" = Concrete Slab Resists All Sliding! Design Method = LRFD I Thickness = 12.00 Total Bearing Load = 6,915 lbs Rebar Size = # 6 ...resultant ecc. = 5.15 in Rebar Spacing = 12.00 Soil Pressure @ Toe = 2,416 psf OK Rebar Placed at = EdgeI Soil Pressure @Heel = 657 psf OK Design Data 2,500 p fb/FB+fa/Fa 0.409 Allowable = sf Total Force @ Section Soil Pressure Less Than Allowable ACI Factored @ Toe = 3,382 psf Service Level lbs= 1 ACI Factored @ Heel = 920 psf Strength Level lbs= 2,672.6 Moment....Actual Footing Shear @ Toe = 19.2 psi OK Service Level ft-#= Footing Shear @ Heel = 2.0 psi OK Strength Level ft-#= 7,531.5 I Allowable = 75.0 psi Sliding Calcs Moment Allowable = 18,415.0 Lateral Sliding Force = 2,449.2 lbs Service Level psi= Strength Level psi= 23.11 Shear Allowable psi= 94.9 Anet(Masonry) in2= Rebar Depth 'd' in= 9.63 Masonry DataI fm psi= Fs psi= Solid Grouting = I Vertical component of active lateral soil pressure IS Modular Ratio'n' = NOT considered in the calculation of soil bearing Wall Weight psf= 140.0 Load Factors Short Term Factor = Building Code IBC 2012,ACI Equiv.Solid Thick. = I Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth,H 1.600 Concrete Data Wind,W 1.000 fc psi= 4,000.0 I Seismic,E 1.000 Fy psi= 60,000.0 I I I RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:ALLSTRUCTURE ENGINEERING LLC Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing I As(based on applied moment): 0.1798 in2/ft (4/3)*As: 0.2398 in2/ft Min Stem T&S Reinf Area 4.176 in2 200bd/fy:200(12)(9.625)/60000: 0.385 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.288 in2/ft I 0.0018bh:0.0018(12)(12): 0.2592 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.2592 in2/ft #4@ 8.33 in #4@ 16.67 in Provided Area: 0.44 in2/ft #5@ 12.92 in #5@ 25.83 in I Maximum Area: 2.0862 in2/ft #6@ 18.33 in #6@ 36.67 in Footing Dimensions &Strengths M L Footing Design Results Toe Width = 2.50 ft Toe Heel Heel Width2.00 Factored Pressure = 3,382 920 psf Total Footing Width = = 4.50 Mu':Upward = 9,145 551 ft-# Footing Thickness = 18.00 in Mu':Downward = 1,286 786 ft-# Mu: Design = 7,859 235 ft-# Key Width = 0.00 in Actual 1-Way Shear = 19.24 2.04 psi Key Depth 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe 0.00 ft Toe Reinforcing = #6 @ 12.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #6 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: #4@ 6.17 in,#5@ 9.57 in,#6@ 13.58 in,#7@ 18.52 in,#8@ 24.38 in,#9@ 30. Heel:Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Key: No key defined Min footing T&S reinf Area 1.75 in2 Min footing T&S reinf Area per foot 0.39 in2 /ft If one layer of horizontal bars: If two layers of horizontal bars: I #4@ 6.17 in #4@ 12.35 in #5@ 9.57 in #5@ 19.14 in #6@ 13.58 in #6@ 27.16 in I L1Summary of Overturning & Resisting Forces &Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# I Heel Active Pressure = 1,805.0 3.17 5,715.8 Soil Over Heel 1,032.0 4.00 4,128.0 Surcharge over Heel 117.8 4.75 559.7 Sloped Soil Over Heel Surcharge Over Toe = Surcharge Over Heel = I Adjacent Footing Load = 526.3 1.91 1,005.3 Adjacent Footing Load = Added Lateral Load Axial Dead Load on Stem= 2,164.0 2.75 5,951.0 Load @ Stem Above Soil = *Axial Live Load on Stem = 375.0 2.75 1,031.3 = Soil Over Toe = 161.3 1.25 201.6 I Surcharge Over Toe = Total 2,449.2 O.T.M. 7,280.8 Stem Weight(s) 2,030.0 3.00 6,090.0 Earth @ Stem Transitions= = = Footing Weighi = 1,012.5 2.25 2,278.1 I Resisting/Overturning Ratio = 2.56 Key Weight Vertical Loads used for Soil Pressure= 6,914.8 lbs Vert.Component Total= 6,399.8 lbs R.M.= 18,648.7 *Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. I Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. I . 1 1 RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:ALLSTRUCTURE ENGINEERING LLC Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 150.0 pci Horizontal Defl @ Top of Wall(approximate only) 0.360 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. 1 1 1 1 i 1 1 1 1 1 1 1 i 1 I 10' DYNAMIC AT BASEMENT RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:ALLSTRUCTURE ENGINEERING LLC Criteria ` Soil Data Retained Height = 10.00 ft i Allow Soil Bearing = 3,333.0 psf = Equivalent Fluid Pressure Method Wall height above soil 4.50 ft # Active Heel Pressure 40.0 psf/ft Slope Behind Wall 0.00 = t Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 psf/ft i I Water height over heel = 0.0 ft Soil Density,Heel129.00 pcf Soil Density,Toe = = 129.00 pcf FootingllSoil Friction = 0.350 Soil height to ignore 1 for passive pressure = 12.00 in e ,,, Surcharge Loads ` Lateral Load Applied to Stem ` Adjacent Footing Load I Surcharge Over Heel = 0.0 psf Lateral Load 0.0#!ft Adjacent Footing Load 0.0 lbs NOT Used To Resist Sliding&Overturning ...Height to Top 0.00 ft Footing Width 12.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in NOT Used for Sliding&Overturning Wall to Ftg CL Dist = 12.00 ft Load Type = Wind(W) = Axial Load Applied to Stem ` (Service Level) Footing Type Line Load i Base Above/Below Soil 0.0 ft Axial Dead Load = 2,164.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 0.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 3.0 in IIEarth Pressure Seismic Load 0 Method :Uniform Uniform Seismic Force = 69.000 Multiplier Used = 6.000 Total Seismic Force = 793.500 111 (Multiplier used on soil density) Design Summary a Stem Construction I Bottom Stem OK I Wall Stability Ratios - Design Height Above Ftc ft= 0.00 Overturning Wall Material Above"Ht" = Concrete Slab Resists All Sliding!2.12 OK Design Method = LRFD Thickness = 12.00 Total Bearing Load = 7,020 lbs Rebar Size = # 6 I ..resultant ecc. = 9.04 in Rebar Spacing 12.00 Soil Pressure @Toe = 2,180 psf OK Rebar aed at D Edge Soil Pressure @ Heel = 262 psf OK Design Datta Allowable = 3,333 psf fb/FB+fa/Fa = 0.802 Soil Pressure Less Than Allowable Service Level lbs= ACI Factored @ Toe = 3,052 psf Total Force @Section ACI Factored @ Heel = 366 psf Strength Level lbs= 3,890.0 Footing Shear @ Toe = 30.5 psi OK Moment....Actual U = Service Level ft Allowable ft-#= 14,765.9 Footing Shear @ Heel 6.5 psi OK Strength Level Allowable 75.0 psi Sliding Calcs Moment Allowable = 18,415.0 I Lateral Sliding Force = 3,200.5 lbs Service Level psi= Strength Level psi= 33.7 Shear Allowable psi= 94.9 ' Anet(Masonry) in2= Rebar Depth 'd' in= 9.63 Masonry Data fm psi= Fs psi= Solid Grouting Vertical component of active lateral soil pressure IS Modular.Ratio'n' NOT considered in the calculation of soil bearing Wall Weight psf= 140.0 Load Factors Short Term Factor Building Code IBC 2012,ACI Equiv.Solid Thick. Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD I Earth,H 1.600 Concrete Data Wind,W 1.000 fc psi= 4,000.0 Seismic,E 1.000 Fy psi= 60,000.0 I I RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:ALLSTRUCTURE ENGINEERING LLC I Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.3526 in2/ft (4/3)*As: 0.4701 in2/ft Min Stem T&S Reinf Area 4.176 in2 200bd/fy:200(12)(9.625)/60000: 0.385 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.288 in2/ft 0.0018bh:0.0018(12)(12): 0.2592 in2/ft Horizontal Reinforcing Options: I One layer of: Two layers of: Required Area: 0.385 in2/ft #4@ 8.33 in #4@ 16.67 in Provided Area: 0.44 in2/ft #5@ 12.92 in #5@ 25.83 in Maximum Area: 2.0862 in2/ft #6@ 18.33 in #6@ 36.67 in II Footing Dimensions &Strengths I Footing Design Results Toe Width = 3.75 ft Toe Heel Heel Width = 2.00 Factored Pressure = 3,052 366 psf Total Footing Width = 5.75 Mu':Upward = 17,354 261 ft-# Footing Thickness = 18.00 in Mu':Downward = 2,443 909 ft-# Mu: Design = 14,911 648 ft-# Key Width = 0.00 in Actual 1-Way Shear = 30.46 6.55 psi 111Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 2.00 ft Toe Reinforcing = #6 @ 12.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #6 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd I Min.As°I° = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: #4@ 6.17 in,#5@ 9.57 in,#6©13.58 in,#7@ 18.52 in,#8@ 24.38 in,#9@ 30. Heel:Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Key: No key defined Min footing T&S reinf Area 2.24 in2 Min footing T&S reinf Area per foot 0.39 in2 At If one layer of horizontal bars: If two layers of horizontal bars: #4@ 6.17 in #4@ 12.35 in #5@ 9.57 in #5@ 19.14 in #6@ 13.58 in #6@ 27.16 in Summary of Overturning & Resisting Forces&Moments I I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 2,645.0 3.83 10,139.2 Soil Over Heel = 1,290.0 5.25 6,772.5 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = I Added Lateral Load = Axial Dead Load on Stem= 2,164.0 4.00 8,656.0 Load @ Stem Above Soil = - *Axial Live Load on Stem = Seismic Earth Load = 555.5 5.75 3,193.8 Soil Over Toe = 241.9 1.88 453.5 = Surcharge Over Toe = I Total 3,200.5 O.T.M. 13,333.0 Stem Weight(s) = 2,030.0 4.25 8,627.5 Earth @ Stem Transitions= _ = Footing Weighs = 1,293.8 2.88 3,719.5 Resisting/Overturning Ratio = 2.12 Key Weight = 2.00 I Vertical Loads used for Soil Pressure= 7,019.6 lbs Vert.Component = Total= 7,019.6 lbs R.M.= 28,229.0 If seismic is included,the OTM and sliding ratios *Axial live load NOT included in total displayed,or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. I I RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 I License To:ALLSTRUCTURE ENGINEERING LLC Tilt I Horizontal Deflection at To of Wall due to settlement of soil I (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 150.0 pci I Horizontal Defl @ Top of Wall(approximate only) 0.255 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. I I I I I I I I I I I 10' STATIC AT BASEMENT 1111 I RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:ALLSTRUCTURE ENGINEERING LLC I Criteria 1 Soil Data Retained Height = 10.00 ft Allow Soil Bearing = 2,500.0 psf Wall height above soil = 4.50 ft Equivalent Fluid Pressure Method I Active Heel Pressure = 40.0 psf/ft , . ` Slope Behind Wall = 0.00 = Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 129.00 pcf Soil Density,Toe = 129.00 pcf FootingljSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in � I''''' vND Surcharge Loads Lateral Load Applied to Stem 0 Adjacent Footing Load U Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 3,000.0 lbs I NOT Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 10.00 ft Surcharge Over Toe = 40.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in NOT Used for Sliding&Overturning Wall to Ftg CL Dist = 13.00 ft Load Type = Wind(W) I Axial Load Applied to Stem (Service Level) Footing Type Line Load Base Above/Below Soil _ 1.0 ft Axial Dead Load = 2,164.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 375.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 3.0 in Design Summary i Stem Construction 0 Bottom I Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 2.11 OK Wall Material Above"Ht" = Concrete Slab Resists All Sliding! Design Method = LRFD Thickness = 12.00 II111 Total Bearing Load = 7,585 lbs Rebar Size = # 6 ...resultant ecc. = 7.99 in Rebar Spacing = 12.00 Soil Pressure @ Toe = 2,236 psf OK Rebar Placed at = EdgeI Soil Pressure @Heel = 402 psf OK Design Data 2,500 fb/FB+fa/Fa 0.789 Allowable = psf Total Force @ Section Soil Pressure Less Than Allowable ACI Factored @ Toe = 3,131 psf Service Level lbs= I ACI Factored @ Neel = 563 psf Strength Level lbs= 4,379.7 Footing Shear @ Toe = 31.1 psi OK Moment....Actual Service Level ft-#= Footing Shear @ Heel = 5.9 psi OK Strength Level ft-#= 14,522.5 I Allowable = 75.0 psi Sliding Calcs Moment Allowable = 18,415.0 Lateral Sliding Force = 3,675.4 lbs Service Level psi= I Strength Level psi= 37.9 Shear Allowable psi= 94.9 Anet(Masonry) in2= Rebar Depth 'd' in= 9.63 I Masonry Data fm psi= Fs psi= Solid Grouting = I Vertical component of active lateral soil pressure IS Modular Ratio'n' = NOT considered in the calculation of soil bearing Wall Weight psf= 140.0 Load Factors Short Term Factor = Building Code IBC 2012,ACI Equiv.Solid Thick. = I Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth,H 1.600 Concrete Data Wind,W 1.000 fc psi= 4,000.0 I Seismic,E 1.000 Fy psi= 60,000.0 I I RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:ALLSTRUCTURE ENGINEERING LLC I Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing I As(based on applied moment): 0.3468 int/ft (413)*As: 0.4624 in2/ft Min Stem T&S Reinf Area 4.176 in2 200bd/fy:200(12)(9.625)/60000: 0.385 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.288 in2/ft I 0.0018bh:0.0018(12)(12): 0.2592 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.385 in2/ft #4@ 8.33 in #4@ 16.67 in Provided Area: 0.44 in2/ft #5@ 12.92 in #5@ 25.83 in I Maximum Area: 2.08i2 in2/ft Footing Dimensions &Strengths Footing Design#6@ Results18.33in #6©36.67 in M Toe Width = 3.75 ft - Toe Heel I Heel Width 2.00 Factored Pressure 3,131 563 psf Total Footing Width 5.75 Mu':Upward 18,087 356 ft-# Footing Thickness = 18.00 in Mu':Downward = 2,893 941 ft-# Mu: Design = 15,194 585 ft-# 1 Key Width Key Depth = = 0.00 in Actual 1-Way Shear = 31.05 5.89 psi 0.00 in Allow 1-Way Shear 75.00 75.00 psi Key Distance from Toe 0.00 ft Toe Reinforcing = #6©12.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #6 @ 18.00 in I Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: #4@ 6.17 in,#5@ 9.57 in,#6©13.58 in,#7@ 18.52 in,#8©24.38 in,#9@ 30. Heel:Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Key: No key defined I Min footing T&S reinf Area 2.24 in2 Min footing T&S reinf Area per foot 0.39 in2 ,ft I If one layer of horizontal bars: If two layers of horizontal bars: #4@ 6.17 in #4@ 12.35 in #5@ 9.57 in #5@ 19.14 in #6@ 13.58 in #6@ 27.16 in I Summary of Overturning & Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# I Heel Active Pressure = 2,645.0 3.83 10,139.2 Soil Over Heel 1,290.0 5.25 6,772.5 Surcharge over Heel 142.6 5.75 820.2 Sloped Soil Over Heel Surcharge Over Toe = Surcharge Over Heel = I Adjacent Footing Load = 887.8 2.72 2,414.6 Adjacent Footing Load = Added Lateral Load Axial Dead Load on Stem= 2,164.0 4.00 8,656.0 Load @ Stem Above Soil = *Axial Live Load on Stem = 375.0 4.00 1,500.0 = Soil Over Toe = 241.9 1.88 453.5 I Surcharge Over Toe = Total 3,675.4 O.T.M. 13,373.9 Stem Weight(s) 2,030.0 4.25 8,627.5 Earth @ Stem Transitions= = = Footing Weight = 1,293.8 2.88 3,719.5 I Resisting/Overturning Ratio = 2.11 Key Weight = Vertical Loads used for Soil Pressure= 7,584.6 lbs Vert.Component Total= 7,019.6 lbs R.M.= 28,229.0 *Axial live load NOT included in total displayed,or used for overturning I resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. I Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. 1 1 RetainPro(c)1967-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,AC1 530-11 License To:ALLSTRUCTURE ENGINEERING LLC LTilt 1 Horizontal Deflection at Top of Wall due to settlement of soil I(Deflection due to wall bending not considered) Soil Spring Reaction Modulus 150.0 pci Horizontal Defl @ Top of Wall(approximate only) 0.261 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. I t 1 1 1 1 1 1 1 1 1 I I 12' DYNAMIC AT BASEMENT RetainPro(c)1987-2016, Build 11.16.11.12 I License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:ALLSTRUCTURE ENGINEERING LLC Criteria I Soil Data I r--=_ Retained Height = 12.00 ft Allow Soil Bearing = 3,333.0 psf Equivalent Fluid Pressure Method Wall height above soil = 2. 50 ft Active Heel Pressure = 40.0 psf/ft r,j Slope Behind Wall 0.00 = Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 psf/ft I Water height over heel = 0.0 ft Soil Density,Heel129.00 pcf Soil Density,Toe 129.00 pcf FootingllSoil Friction = 0.350 Soil height to ignore I for passive pressure = 12.00 in ,,10000,x0.14.. Surcharge Loads Lateral Load Applied to Stem 0 Adjacent Footing LoadII Surcharge Over Heel = 0.0 psf = = g p Lateral Load = 0.0#/ft Adjacent Footing Load _ 0.0 lbs NOT Used To Resist Sliding&Overturning Height to Top0.00 ft Footing Width 12.00 ft Surcharge Over Toe = 0.0 Height to Bottom = 0.00 ft Eccentricity = 0.00 in NOT Used for Sliding&Overturning Wall to Ft CL Dist = 12.00 ft Load Type = Wind(W) I 9 = Axial Load Applied to Stem (Service Level) Footing Type Line Load Base Above/Below Soil 0.0 ft Axial Dead Load = 2,164.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 0.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 3.0 in IEarth Pressure Seismic Load r Method :Uniform Uniform Seismic Force = 81.000 Multiplier Used = 6.000 Total Seismic Force = 1,093.500 (Multiplier used on soil density) Design Summary I Stem Construction I Bottom Stem OK Wall Stability RatiosDesign Height Above Ftc ft= 0.00 _ Overturning 1.80 OK Wall Material Above"Ht' = Concrete Slab Resists All Sliding 1 Design Method = LRFD Thickness = 12.00 Total Bearing Load = 7,640 lbs Rebar Size = # 7 ...resultant ecc. = 14.77 in Rebar Spacing = 11.00 Soil Pressure @ Toe = 2,244 psf OK Design DRebar D taed at Edge ata Soil Pressure @ Heel = 0 psf OK fbIFB+fa/Fa = 0.932 IAllowable = 3,333 psf Total Force @Section Soil Pressure Less Than Allowable Service Level lbs= ACI Factored @ Toe 3,142 psf ACI Factored @ Heel = 0 psf Strength Level lbs= 5,580.0 Footing Shear @Toe = 41.3 psi OK Moment....Actual I FootingShear Heel Service Level ft#_ @ 10.6 psi OK Strength Level ft-#= 24,913.2 Allowable 75.0 psi Sliding Calcs Moment Allowable = 26,744.1 I Lateral Sliding Force = 4,410.5 lbs Service Level psi= Strength Level psi= 48.6 Shear Allowable psi= 94.9 I Anet(Masonry) in2= Rebar Depth 'd' in= 9.56 Masonry Data fm psi= Fs psi= Solid Grouting Vertical component of active lateral soil pressure IS Modular Ratio'n' NOT considered in the calculation of soil bearing Wall Weight psf= 140.0 I Load Factors Short Term Factor Building Code IBC 2012,ACI Equiv.Solid Thick. Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD I Earth,H 1.600 Concrete Data Wind,W 1.000 fc psi= 4,000.0 Seismic,E 1.000 FY psi= 60,000.0 I I RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 I License To:ALLSTRUCTURE ENGINEERING LLC Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.5989 in2/ft (4/3)*As: 0.7986 in2/ft Min Stem T&S Reinf Area 4.176 in2 200bd/fy:200(12)(9.5625)/60000: 0.3825 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.288 in2/ft 0.0018bh:0.0018(12)(12): 0.2592 in2/ft Horizontal Reinforcing Options: I One layer of: Two layers of: Required Area: 0.5989 in2/ft #4@ 8.33 in #4@ 16.67 in Provided Area: 0.6545 in2/ft #5©12.92 in #5@ 25.83 in Maximum Area: 2.0727 in2/ft #6@ 18.33 in #6@ 36.67 in I Footing Dimensions &Strengths I Footing Design Results Toe Width = 5.00 ft Toe Heel Heel Width = 2.00 Factored Pressure = 3,142 0 psf Total Footing Width = 7.00 Mu':Upward = 29,659 41 ft-# Footing Thickness = 18.00 in Mu':Downward = 4,343 1,064 ft-# Mu: Design = 25,316 1,023 ft-# Key Width = 0.00 in Actual 1-Way Shear = 41.27 10.63 psi I Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 2.00 ft Toe Reinforcing = #7 @ 12.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #6 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd I Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: #4@ 4.54 in,#5@ 7.03 in,#6@ 9.98 in,#7@ 13.61 in,#8@ 17.92 in,#9@ 22.6 Heel:Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Key: No key defined I Min footing T&S reinf Area 2.72 in2 Min footing T&S reinf Area per foot 0.39 in2 /ft If one layer of horizontal bars: If two layers of horizontal bars: ' #4@ 6.17 in #4@ 12.35 in #5@ 9.57 in #5@ 19.14 in #6@ 13.58 in #6@ 27.16 in Summary of Overturning & Resisting Forces &Moments I I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = ' 3,645.0 4.50 16,402.5 Soil Over Heel = 1,548.0 6.50 10,062.0 I Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = I Added Lateral Load = Axial Dead Load on Stem= 2,164.0 5.25 11,361.0 Load @ Stem Above Soil = *Axial Live Load on Stem = Seismic Earth Load = 765.5 6.75 5,166.8 Soil Over Toe = 322.5 2.50 806.3 = Surcharge Over Toe = I Total 4,410.5 O.T.M. 21,569.3 Stem Weight(s) = 2,030.0 5.50 11,165.0 Earth @ Stem Transitions= = = Footing Weighs = 1,575.0 3.50 5,512.5 Resisting/Overturning Ratio = 1.80 Key Weight = 2.00 I Vertical Loads used for Soil Pressure= 7,639.5 lbs Vert.Component = Total= 7,639.5 lbs R.M.= 38,906.8 If seismic is included,the OTM and sliding ratios *Axial live load NOT included in total displayed,or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance,but is included for soil pressure calculation. I Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in I the calculation of Overturning Resistance. 1 I I RetainPro(c) License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 1987-2016, Build 11.16.11.12 I License To:ALLSTRUCTURE ENGINEERING LLC Tilt I Horizontal Deflection at Top of Wall due to settlement of soil I (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 150.0 pci I Horizontal Defl @ Top of Wall(approximate only) 0.215 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. I I I I I I I I I I I I I I I 12'STATIC AT BASEMENT I RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:ALLSTRUCTURE ENGINEERING LLC Criteria I Soil Data I Retained Height = 12.00 ft Allow Soil Bearing = 2,500.0 psf H Equivalent Fluid Pressure Method Wall height above soil = 2.50 ft Active Heel Pressure = 40.0 psf/ft Slope Behind Wall = 0.00 = Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 129.00 pcf I Soil Density,Toe = 129.00 pcf FootingllSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in I Surcharge Loads I _Lateral Load Applied to Stem 0 Adjacent Footing Load Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 3,000.0 lbs NOT Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 10.00 ft Surcharge Over Toe = 40.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in NOT Used for Sliding&Overturning Wall to Ftg CL Dist = 13.00 ft Load Type = Wind(W) Axial Load Applied to Stem (Service Level) Footing Type Line Load Base Above/Below Soil = -1.0 ft I Axial Dead Load = 2,164.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 375.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 3.0 in Design Summary I Stem Construction r Bottom I Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 1.76 OK Wall Material Above"Ht" = Concrete Slab Resists All Sliding! Design Method = LRFD Thickness = 12.00 Total Bearing Load = 8,255 lbs Rebar Size = # 7 ...resultant ecc. = 13.73 in Rebar Spacing = 11.00 Soil Pressure 2,336psf OK Rebar Placed at = EdgeI @ Toe = Design Data Soil Pressure @ Heel = 22 psf OK fb/FB+fa/Fa = 0.945 Allowable = 2,500 psf Total Force @ Section Soil Pressure Less Than Allowable ACI Factored @ Toe = 3,270 psf Service Level lbs= 1 ACI Factored @ Heel = 31 psf Strength Level lbs= 6,416.7 Footing Shear @ Toe = 42.6 psi OK Mom .Actual Footing Shear @ Heel = 10.4 psi OK Serrvice viceLevel ft-#= Allowable = 75.0 psi Strength Level ft-#= 25,271.9 I Sliding Calcs Moment Allowable = 26,744.1 Lateral Sliding Force = 5,074.4 lbs Service Level psi= I Strength Level psi= 55.9 Shear.....Allowable psi= 94.9 Anet(Masonry) in2= Rebar Depth 'd' in= 9.56 I Masonry Data fm psi= Fs psi= Solid Grouting = 1 Vertical component of active lateral soil pressure IS Modular Ratio'n' = NOT considered in the calculation of soil bearing Wall Weight psf= 140.0 Load Factors Short Term Factor = Building Code IBC 2012,ACI Equiv.Solid Thick. = I Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth,H 1.600 Concrete Data Wind,W 1.000 fc psi= 4,000.0 I Seismic,E 1.000 Fy psi= 60,000.0 I I RetainPro(c) License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 1987-2016, Build 11.16.11.12 I License To:ALLSTRUCTURE ENGINEERING LLC Concrete Stem Rebar Area Details IBottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.6075 in2/ft (413)*As: 0.8101 in2/ft Min Stem T&S Reinf Area 4.176 in2 200bd/fy:200(12)(9.5625)/60000: 0.3825 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.288 in2/ft I 0.0018bh:0.0018(12)(12): 0.2592 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.6075 in2/ft #4@ 8.33 in #4@ 16.67 in Provided Area: 0.6545 in2/ft #5@ 12.92 in #5@ 25.83 in Maximum Area: 2.0727 in2/ft #6@ 18.33 in #6@ 36.67 in Footing Dimensions &Strengths Footing Design Results Toe Width = 5.00 ft = Toe Heel I Heel Width 2.00 Factored Pressure 3,270 31 psf Total Footing Width 7.00 Mu':Upward31,240 93 ft-# Footing Thickness = 18.00 in Mu':Downward = 5,143 1,096 ft-# Mu: Design26,098 1,00310.37 ft-#psi I Key Width 0.00 in Actual 1-Way Shear 42.62 Key Depth 0.00 in =Allow 1-Way Shear 75.00 75.00 psi Key Distance from Toe 0.00 ft Toe Reinforcing = #7 @ 11.00 in Pc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #6 @ 18.00 in I Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: #4@ 4.40 in,#5@ 6.82 in,#6@ 9.68 in,#7@ 13.20 in,#8@ 17.39 in,#9@ 22.0 Heel:Not req'd:Mu<phi*5*lambda*sgrt(f c)*Sm I Key: No key defined Min footing T&S reinf Area 2.72 in2 Min footing T&S reinf Area per foot 0.39 in2 ,ft I If one layer of horizontal bars: If two layers of horizontal bars: #4@ 6.17 in #4@ 12.35 in #5@ 9.57 in #5@ 19.14 in #6@ 13.58 in #6@ 27.16 in I Summary of Overturning & Resisting Forces &Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# IHeel Active Pressure = 3,645.0 4.50 16,402.5 Soil Over Heel 1,548.0 6.50 10,062.0 Surcharge over Heel 167.4 6.75 1,130.2 Sloped Soil Over Heel Surcharge Over Toe = Surcharge Over Heel = IAdjacent Footing Load = 1,261.9 3.62 4,565.5 Adjacent Footing Load = Added Lateral Load Axial Dead Load on Stem= 2,164.0 5.25 11,361.0 Load @ Stem Above Soil = *Axial Live Load on Stem = 375.0 5.25 1,968.8 Soil Over Toe = 322.5 2.50 806.3 I Surcharge Over Toe = Total 5,074.4 O.T.M. 22 098.2 Stem Weight(s) = 2,030.0 5.50 11,165.0 Earth @ Stem Transitions= _ = Footing Weight = 1,575.0 3.50 5,512.5 Resisting/Overturning Ratio = 1.76 Key Weight = Vertical Loads used for Soil Pressure= 8,254.5 lbs Vert.Component Total= 7,639.5 lbs R.M.= 38,906.8 *Axial live load NOT included in total displayed,or used for overturning I Vertical component of active lateral soil pressure IS NOT considered in resistance,but is included for soil pressure calculation. the calculation of Sliding Resistance. I Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. 1 1 RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:ALLSTRUCTURE ENGINEERING LLC Tilt 1 Horizontal Deflection at Too of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 150.0 pci Horizontal Defl @ Top of Wall(approximate only) 0.224 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. I 1 1 1 1 I • I 1 1 i 1 1 1 I I14' DYNAMIC AT BASEMENT RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:ALLSTRUCTURE ENGINEERING LLC Criteria I Soil Data I ir---- Retained Height = 14.00 ft Allow Soil Bearing = 3,333.0 psf ; I Wall height above soil = 0.50 ft Slope Behind Wall 0.00 Equivalent Fluid Pressure Method Active Heel Pressure 40.0 psf/ft , Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 psf/ft I Water height over heel = 0.0 ft Soil Density,Heel = 129.00 pcf Soil Density,Toe 129.00 pcf FootingllSoil Friction = 0.350 Soil height to ignore I- Ifor passive pressure = 12.00 in -- . , -'-4 Surcharge Loads 1 Lateral Load Applied to Stem 1 Adjacent Footing Load I Surcharge Over Heel = 0.0 psf Lateral Load 0.0#Jft Adjacent Footing Load 0.0 lbs NOT Used To Resist Sliding&Overturning Height to Top 0.00 ft Footing Width 12.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in NOT Used for Sliding&Overturning 9 Wall to Ft CL Dist = 12.00 ft Axial Load App lied to Stem Load Type = Wind(W) Footing Type Line Load (Service Level) Base Above/Below Soil = Axial Dead Load = 2,164.0 lbs Wind on Exposed Stem 0.0 psf at Back of Wall 0.0 ft Axial Live Load = 0.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 3.0 in Earth Pressure Seismic Load 0 Method :Uniform Uniform Seismic Force = 93.000 Multiplier Used = 6.000 Total Seismic Force = 1,441.500 (Multiplier used on soil density) Design Summary I Stem Construction I Bottom Stem OK 1 Wall Stability Ratios _ Design Height Above Ftc ft 0.00 Overturning 1.75 OK Wall Material Above"Ht" = Concrete Slab Resists All Sliding I Design Method = LRFD Thickness = 12.00 Total Bearing Load = 9,203 lbs Rebar Size = # 7 ..resultant ecc. = 19.24 in Rebar Spacing Soil Pressure @Toe = 2,318 psf OK Rebar Placed at Edge Design Data Soil Pressure @ Heel = 0 psf OK fb/FB+fa/Fa = 0.958 IAllowable = 3,333 psf Total Force @Section Soil Pressure Less Than Allowable Service Level lbs= ACI Factored @ Toe 3,245 psf ACI Factored @ Heel 0 psf Strength Level lbs= 7,574.0 Moment....Actual I Footing Shear @ Toe = 52.1 psi OK Service Level ft-# Footing Shear @Heel18.7 psi OK Strength Level ft#= 39,032.5 Allowable = 75.0 psi Sliding Calcs Moment Allowable = 40,749.6 I Lateral Sliding Force = 5,814.1 lbs Service Level psi= Strength Level psi= 66.0 Shear Allowable psi= 94.9 I Anet(Masonry) in2= Rebar Depth 'd' in= 9.56 Masonry Data fm psi= I Fs psi= Solid Grouting Vertical component of active lateral soil pressure IS Modular Ratio'n' = NOT considered in the calculation of soil bearing Wall Weight psf= 140.0 I Load Factors Short Term Factor = Building Code IBC 2012,ACI Equiv.Solid Thick. Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth,H 1.600 Concrete Data Wind,W 1.000 fc psi= 4,000.0 Seismic,E 1.000 Fy psi= 60,000.0 I I RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:ALLSTRUCTURE ENGINEERING LLC Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.9384 in2/ft (4/3)*As: 1.2511 in2/ft Min Stem T&S Reinf Area 4.176 in2 200bd/fy:200(12)(9.5625)/60000: 0.3825 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.288 in2/ft 0.0018bh:0.0018(12)(12): 0.2592 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.9384 in2/ft #4@ 8.33 in #4@ 16.67 in Provided Area: 1.0286 in2/ft #5@ 12.92 in #5@ 25.83 in Maximum Area : 2.0727 in2/ft #6@ 18.33 in #6@ 36.67 in Footing Dimensions &Strengths 1 L, Footing Design ResultsIII Toe Width = 6.00 ft Toe Heel Heel Width = 2.50 Factored Pressure = 3,245 0 psf Total Footing Width = 8.50 Mu':Upward = 43,698 57 ft-# Footing Thickness = 18.00 in Mu':Downward = 6,253 2,742 ft-# Mu: Design = 37,445 2,685 ft-# Key Width = 0.00 in Actual 1-Way Shear = 52.12 18.68 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 2.00 ftToe Reinforcing = #7 @ 7.00 in fc = 2,500 psi Fy =' 60,000 psi Heel Reinforcing = #6 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018I Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm: 3.00 in Toe: #4@ 4.09 in,#5@ 6.34 in,#6@ 9.00 in,#7@ 12.27 in,#8@ 16.16 in,#9@ 20.4 Heel:Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Key: No key defined Min footing T&S reinf Area 3.30 in2 Min footing T&S reinf Area per foot 0.39 in2 /ft If one layer of horizontal bars: If two layers of horizontal bars: #4© 6.17 in #4@ 12.35 in #5@ 9.57 in #5@ 19.14 in #6@ 13.58 in #6©27.16 in Summary of Overturning & Resisting Forces & Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 4,805.0 5.17 24,825.8 Soil Over Heel = 2,709.0 7.75 20,994.8 I Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 2,164.0 6.25 13,525.0 Load @ Stem Above Soil = *Axial Live Load on Stem = Seismic Earth Load = 1,009.1 7.75 7,820.1 Soil Over Toe = 387.0 3.00 1,161.0 = Surcharge.Over Toe = Total 5,814.1 O.T.M. 32,646.0 Stem Weight(s) = 2,030.0 6.50 13,195.0 Earth @ Stem Transitions= = = Footing Weight = 1,912.5 4.25 8,128.1 Resisting/Overturning Ratio = 1.75 Key Weight = 2.00 Vertical Loads used for Soil Pressure= 9,202.5 lbs Vert.Component = Total= 9,202.5 lbs R.M.= 57,003.9 If seismic is included,the OTM and sliding ratios *Axial live load NOT included in total displayed,or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calbulation of Overturning Resistance. I I RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 I License To:ALLSTRUCTURE ENGINEERING LLC Tilt I y Horizontal Deflection at Top of Wall due to settlement of soil I (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 150.0 pci Horizontal Defl©Top of Wall(approximate only) 0.183 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. I I I I I I I I I I I I I I I 14' STATIC AT BASEMENT 1 RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:ALLSTRUCTURE ENGINEERING LLC I Criteria I _Soil Data I Retained Height = 14.00 ft Allow Soil Bearing = 2,500.0 psf WallEquivalent Fluid Pressure Method height above soil = 0.50 ft I Active Heel Pressure = 40.0 psf/ft Slope Behind Wall = 0.00 = Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 129.00 pcf R` , Soil Density,Toe = 129.00 pcf I FootingllSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in I 4 -it--•M IfN Surcharge Loads 0 _Lateral Load Applied to Stem ` Adjacent Footing Load Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 3,000.0 lbs NOT Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 10.00 ft Surcharge Over Toe = 40.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in NOT Used for Sliding&Overturning Wall to Ftg CL Dist = 13.00 ft Load Type = Wind(W) Axial Load Applied to Stem (Service Level) Footing Type Line Load Base Above/Below Soil = 1.0 ft Axial Dead Load = 2,164.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 375.0 lbs (Service Level) Axial Load Eccentricity = 3.0 in Poisson's Ratio = 0.300 Design Summary 0 Stem Construction 1 Bottom 1 Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 1.69 OK Wall Material Above"Ht" = Concrete Slab Resists All Sliding I Design Method = LRFD Thickness = 12.00 Total Bearing Load = 9,878 lbs Rebar Size = # 7 ...resultant ecc. = 18.60 in Rebar Spacing = 7.00 Soil Pressure @ Toe = 2,439 psf OK Rebar Placed at = EdgeI Soil Pressure @ Heel = 0 psf OK Design Data fb/FB+fa/Fa = 0.991 Allowable = 2,500 psf Total Force @ Section Soil Pressure Less Than Allowable ACI Factored @ Toe = 3,414 psf Service Level lbs= I ACI Factored @ Heel = 0 psf Strength Level lbs= 8,715.8 Actual Footing Shear @ Toe = 54.2 psi OK Mom Service.Level Footing Shear @ Heel = 18.8 psi OK Levelel ft-#= Allowable = 75.0 psi Strength ft#= 40,364.7 Sliding Calcs Moment Allowable = 40,749.6 Lateral Sliding Force = 6,617.2 lbs Service Level psi= Strength Level psi= 76.01 Shear Allowable psi= 94.9 ' Anet(Masonry) in2= Rebar Depth 'd' in= 9.56 1 Masonry Data fm psi= Fs psi= Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ratio'n' = I NOT considered in the calculation of soil bearing Wall Weight psf= 140.0 Load Factors Short Term Factor = Building Code IBC 2012,ACI Equiv.Solid Thick. = I Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth,H 1.600 Concrete Data Wind,W 1.000 fc psi= 4,000.0 Seismic,E 1.000 Fy psi= 60,000.01 I I I RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:ALLSTRUCTURE ENGINEERING LLC Concrete Stem Rebar Area Details IBottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.9704 in2/ft (4/3)*As: 1.2938 in2/ft Min Stem T&S Reinf Area 4.176 in2 200bd/fy:200(12)(9.5625)/60000: 0.3825 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.288 in2/ft I 0.0018bh:0.0018(12)(12): 0.2592 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.9704 in2/ft #4@ 8.33 in #4@ 16.67 in Provided Area: 1.0286 in2/ft #5@ 12.92 in #5@ 25.83 in I Maximum Area: 2.0727 in2/ft #6@ Footing Dimensions &Strengths Footing Design Results18.33in #6@ 36.67 in l 1 Toe Width = 6.00 ft Toe Heel I Heel Width2.50 Factored Pressure = 3,414 0 psf Total Footing Width = = 8.50 Mu':Upward = 46,283 94 ft-# Footing Thickness = 18.00 in Mu':Downward = 7,405 2,814 ft-# Mu: Design = 38,878 2,720 ft-# I Key Width in Actual 1-Way Shear 54.17 18.80 psi Key Depth 0.00 in Allow 1-Way Shear 75.00 75.00 psi Key Distance from Toe 0.00 ft Toe Reinforcing = #7 @ 7.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #6 @ 18.00 in I Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: #4@ 3.94 in,#5@ 6.11 in,#6@ 8.67 in,#7@ 11.82 in,#8@ 15.56 in,#9@ 19.7 Heel:Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm I Key: No key defined Min footing T&S reinf Area 3.30 in2 Min footing T&S reinf Area per foot 0.39 in2 fit If one layer of horizontal bars: If two layers of horizontal bars: I #4@ 6.17 in #4@ 12.35 in #5@ 9.57 in #5@ 19.14 in #6@ 13.58 in #6@ 27.16 in I Summary of Overturning & Resisting Forces &Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# IHeel Active Pressure = 4,805.0 5.17 24,825.8 Soil Over Heel 2,709.0 7.75 20,994.8 Surcharge over Heel = 192.2 7.75 1,489.9 Sloped Soil Over Heel Surcharge Over Toe = Surcharge Over Heel = IAdjacent Footing Load = 1,619.9 4.60 7,452.7 Adjacent Footing Load = Added Lateral Load Axial Dead Load on Stem= 2,164.0 6.25 13,525.0 Load @Stem Above Soil = *Axial Live Load on Stem = 375.0 6.25 2,343.8 = Soil Over Toe = 387.0 3.00 1,161.0 I Surcharge Over Toe = Total 6,617.2 O.T.M. 33,768.5 Stem Weight(s) 2,030.0 6.50 13,195.0 Earth @ Stem Transitions= _ = Footing Weight = 1,912.5 4.25 8,128.1 I Resisting/Overturning Ratio = 1.69 Key Weight = Vertical Loads used for Soil Pressure= 9,877.5 lbs Vert.Component Total= 9,202.5 lbs R.M.= 57,003.9 *Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. • Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. I Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. I I RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:ALLSTRUCTURE ENGINEERING LLC Tilt t Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 150.0 pci Horizontal Defl @ Top of Wall(approximate only) 0.193 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. I I I I I I I I F 1 1 1 1 I I I10' DYNAMIC AT PARKING RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:ALLSTRUCTURE ENGINEERING LLC Criteria I Soil Data r0 Retained Height = 10.00 ft Allow Soil Bearing = 3,333.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Active Heel Pressure = 40.0 psf/ft Slope Behind Wall 0.00 = E Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 psf/ft I Water height over heel = 0.0 ft Soil Density,Heel129.00 pcf € Soil Density,Toe 129.00 pcf FootingllSoil Friction = 0.350 Soil height to ignore 111 for passive pressure = 12.00 in -rte ' Surcharge Loads Lateral Load Applied to Stem I Adjacent Footing Load i Surcharge Over Heel = 0.0 psf Lateral Load 0.0#/ft Adjacent Footing Load 0.0 lbs NOT Used To Resist Sliding&Overturning Height to Top 0.00 ft Footing Width = 12.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in NOT Used for Sliding&Overturning Wall to Ftg CL Dist = 12.00 ft to Stem - (Service Level) Footing Type Load Type = Wind(W) = Line Load Axial Load Applied `® Base Above/Below Soil Axial Dead Load 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall 0.0 ft Axial Live Load = 0.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 3.0 in IEarth Pressure Seismic Load Method :Uniform Uniform Seismic Force = 69.000 Multiplier Used = 6.000 Total Seismic Force = 793.500 (Multiplier used on soil density) Design Summary I Stem Construction I Bottom Stem OK Wall Stability Ratios = Design Height Above Ftc ft= 0.00 Overturning1.96 OK Wall Material Above"Ht" = Concrete Slab Resists All Sliding! Design Method = LRFD Thickness = 12.00 Total Bearing Load = 6,515 lbs Rebar Size = # 6 ...resultant ecc. = 14.00 in Rebar Spacing Soil Pressure @ Toe = 2,218 psf OK Design Rebar DPlaaed at Edge Data Soil Pressure @ Heel = 0 psf OK fb/FB+fa/Fa = 0.767 I Allowable = 3,333 psf Total Force @Section Soil Pressure Less Than Allowable Service Level lbs= ACI Factored @ Toe 3,105 psf ACI Factored @ Heel = 0 psf Strength Level lbs= 3,890.0 Moment....Actual 1 Footing Shear @ Toe = 17.7 psi OK Service Level ft#= Footing Shear @ Heel 18.9 psi OK Strength Level ft-#= 14,116.7 Allowable 75.0 psi Sliding Calcs Moment.....Allowable = 18,415.0 1 Lateral Sliding Force = 3,200.5 lbs Service Level psi= Strength Level psi= 33.7 Shear Allowable psi= 94.9 I Anet(Masonry) in2= Rebar Depth 'd' in= 9.63 Masonry Data fm psi= Fs psi= Solid Grouting Vertical component of active lateral soil pressure IS Modular Ratio'n' NOT considered in the calculation of soil bearing Wall Weight psf= 140.0 I Load Factors Short Term Factor = Building Code IBC 2012,ACI Equiv.Solid Thick. Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth,H 1.600 Concrete Data Wind,W 1.000 fc psi= 4,000.0 Seismic,E 1.000 Fy psi= 60,000.0 I I RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:ALLSTRUCTURE ENGINEERING LLC Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.3371 in2/ft (4/3)*As: 0.4495 in2/ft Min Stem T&S Reinf Area 2.880 in2 200bd/fy:200(12)(9.625)/60000: 0.385 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.288 in2/ft 0.0018bh:0.0018(12)(12): 0.2592 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.385 in2/ft #4@ 8.33 in #4©16.67 in Provided Area: 0.44 in2/ft #5@ 12.92 in #5@ 25.83 in Maximum Area: 2.0862 in2/ft #6@ 18.33 in #6©36.67 in Footing Dimensions &Strengths I Footing Design ResultsIII Toe Width = 2.50 ft Toe Heel Heel Width = 3.75 Factored Pressure = 3,105 0 psf Total Footing Width = 6.25 Mu':Upward = 8,328 1,179 ft-# Footing Thickness = 18.00 in Mu':Downward = 1,086 6,874 ft-# Mu: Design = 7,242 5,695 ft-# Key Width = 0.00 in Actual 1-Way Shear = 17.75 18.87 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 2.00 ftToe Reinforcing = #6 @ 12.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #6 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd ' Min.As% = 0.0018 Other Acceptable.Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: #4@ 6.17 in,#5@ 9.57 in,#6@ 13.58 in,#7@ 18.52 in,#8@ 24.38 in,#9©30. Heel:Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Key: No key defined Min footing T&S reinf Area 2.43 in2 Min footing T&S reinf Area per foot 0.39 in2 /ft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 6.17 in #4@ 12.35 in #5@ 9.57 in #5@ 19.14 in #6@ 13.58 in #6@ 27.16 in Summary of Overturning & Resisting Forces &Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ftp# lbs ft ft-# Heel Active Pressure = 2,645.0 3.83 10,139.2 Soil Over Heel = 3,547.5 4.88 17,294.1 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = I Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil = *Axial Live Load on Stem = Seismic Earth Load = 555.5 5.75 3,193.8 Soil Over Toe = 161.3 1.25 201.6 = Surcharge Over Toe = Total 3,200.5 O.T.M. 13,333.0 Stem Weight(s) = 1,400.0 3.00 4,200.0 Earth @ Stem Transitions= = Footing Weight = 1,406.3 3.13 4,394.5 Resisting/Overturning Ratio = 1.96 Key Weight = 2.00 Vertical Loads used for Soil Pressure= 6,515.0 lbs Vert.Component = Total= 6,515.0 lbs R.M.= 26,090.2 If seismic is included,the OTM and sliding ratios *Axial live load NOT included in total displayed,or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. I I , I RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 I License To:ALLSTRUCTURE ENGINEERING LLC Tilt I Horizontal Deflection at Top of Wall due to settlement of soil I (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 150.0 pci 1 Horizontal Defl @ Top of Wall(approximate only) 0.164 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. I 1 I . I I I I I I 1 I I I I 10'STATIC AT PARKING I RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,AC1 530-11 License To:ALLSTRUCTURE ENGINEERING LLC I Criteria I Soil Data Retained Height 10.00 ft Allow Soil Bearing = 2,500.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method I I Active Heel Pressure = 40.0 psf/ft Slope Behind Wall = 0.00 = Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 psf/ft I Water height over heel = 0.0 ft Soil Density,Heel = 129.00 pcf I Soil Density,Toe = 129.00 pcf i I FootingllSoil Friction = 0.350 i Soil height to ignore for passive pressure = 12.00 in [ - 0 .� I Surcharge Loads ` Lateral Load Applied to Stem ` Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 3,000.0 lbs NOT Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 10.00 ft Surcharge Over Toe = 40.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in NOT Used for Sliding&Overturning Wall to Ftg CL Dist = 5.00 ft Load Type = Wind(W) Axial Load Applied to Stem Footing Type Line Load PP (Service Level) Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = -1.0 ft Axial Live Load = 0.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 3.0 in Design Summary I Stem Construction I Bottom I Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 1.92 OK Wall Material Above"Ht" = Concrete Slab Resists All Sliding! Design Method = LRFD I Thickness = 12.00 Total Bearing Load = 7,100 lbs Rebar Size = # 6 ...resultant ecc. = 14.25 in Rebar Spacing = 12.00 Soil Pressure @ Toe = 2,443 psf OK Rebar Placed at = EdgeI Soil Pressure @ Heel = 0 psf OK Design Data Allowablefb/FB+fa/Fa - 0.864 = 2,500 psf Total Force @ Section Soil Pressure Less Than Allowable ACI Factored @ Toe = 3,420 psf Service Level lbs= ACI Factored @ Heel = 0 psf Strength Level lbs= 4,586.2 Footing Shear @ Toe = 19.3 psi OK Moment....Actual Service Level ft-#= Footing Shear @ Heel = 18.4 psi OK Strength Level ft-#= 15,917.0 1 Allowable = 75.0 psi Sliding Calcs Moment Allowable = 18,415.0 Lateral Sliding Force = 3,642.7 lbs Service Level psi= Strength Level psi= 39.7I Shear Allowable psi= 94.9 Anet(Masonry) in2= Rebar Depth 'd' in= 9.63 1 Masonry Data fm psi= Fs psi= Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ratio'n' = NOT considered in the calculation of soil bearing I Wall Weight psf= 140.0 Load Factors Short Term Factor = Building Code IBC 2012,ACI Equiv.Solid Thick. = I Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth,H 1.600 Concrete Data Wind,W 1.000 fc psi= 4,000.0 Seismic,E 1.000 Fy psi= 60,000.01 I I I RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:ALLSTRUCTURE ENGINEERING LLC Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.3801 in2/ft (4!3)*As: 0.5068 in2/ft Min Stem T&S Reinf Area 2.880 in2 200bd/fy:200(12)(9.625)/60000: 0.385 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.288 in2/ft I 0.0018bh:0.0018(12)(12): 0.2592 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.385 in2/ft #4@ 8.33 in #4@ 16.67 in Provided Area: 0.44 in2/ft #5@ 12.92 in #5@ 25.83 in I Maximum Area: 2.0862 in2/ft #6@ Footing Dimensions &Strengths 1612 Footing Design Results18.33in #6@ 36.67 in Toe Width = 2.50 ft - Toe Heel Heel Width 3.75 Factored Pressure 3,420 0 psf Total Footing Width 6.25 Mu':Upward 9,156 1,213 ft-# Footing Thickness = 18.00 in Mu':Downward = 1,286 6,874 ft-# Mu: Design = 7,870 5,661 ft-# I Key Width Key Depth = = 0.00 in Actual 1-Way Shear 19.32 18.42 psi 0.00 in Allow 1-Way Shear 75.00 75.00 psi Key Distance from Toe 0.00 ft Toe Reinforcing = #6 @ 12.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #6 @ 18.00 in I Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% 0.0018 Other Acceptable Sizes&Spacings Cover @Top 2.00 @ Btm= 3.00 in Toe: #4@ 6.17 in,#5@ 9.57 in,#6@ 13.58 in,#7@ 18.52 in,#8©24.38 in,#9@ 30. Heel:Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm I Key: No key defined Min footing T&S reinf Area 2.43 in2 Min footing T&S reinf Area per foot 0.39 in2 At I If one layer of horizontal bars: If two layers of horizontal bars: #4@ 6.17 in #4@ 12.35 in #5@ 9.57 in #5@ 19.14 in #6@ 13.58 in #6@ 27.16 in Summary of Overturning & Resisting Forces &Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 2,645.0 3.83 10,139.2 Soil Over Heel = 3,547.5 4.88 17,294.1 Surcharge over Heel = Sloped Soil Over Heel Surcharge Over Toe = Surcharge Over Heel = IAdjacent Footing Load = 997.7 4.69 4,683.8 Adjacent Footing Load = 485.3 4.88 2,365.8 Added Lateral Load Axial Dead Load on Stem= Load @Stem Above Soil = *Axial Live Load on Stem = = Soil Over Toe = 161.3 1.25 201.6 I Surcharge Over Toe = Total 3,642.7 O.T.M. 14,822.9 Stem Weight(s) = 1,400.0 3.00 4,200.0 Earth @ Stem Transitions= = = Footing Weight = 1,406.3 3.13 4,394.5 I Resisting/Overturning Ratio = 1.92 Key Weight = Vertical Loads used for Soil Pressure= 7,100.3 lbs Vert.Component Total= 7,000.3 lbs R.M.= 28,456.0 *Axial live load NOT included in total displayed,or used for overturning I resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. I Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. 1 I I RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:ALLSTRUCTURE ENGINEERING LLC Tilt ' Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) I Soil Spring Reaction Modulus 150.0 pci Horizontal Defl @ Top of Wall(approximate only) 0.181 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. I I I I 1 I I 1 I I I 1 I 1 I I12' DYNAMIC AT PARKING RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:ALLSTRUCTURE ENGINEERING LLC Criteria I Soil Data I � - Retained Height = 12.00 ft Allow Soil Bearing = 3,333.0 psf ' I Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Active Heel Pressure 40.0 psf/ft Slope Behind Wall 0.00 = Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 psf/ft I Water height over heel = 0.0 ft Soil Density,Heel129.00 pcf Soil Density,Toe 129.00 pcf FootingllSoil Friction = 0.350 Soil height to ignore j for passive pressure = 12.00 in _`� Surcharge Loads r Lateral Load Applied to Stem I Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs NOT Used To Resist Sliding&Overturning Height to Top = 0.00 ft Footing Width = 12.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in NOT Used for Sliding&Overturning Wall to Ft CL Dist = 12.00 ft Load Type = Wind(W) = Axial Load Applied to Stem ` (Service Level) Footing Type Line Load Base Above/Below Soil 0.0 ft Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 0.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 3.0 in Earth Pressure Seismic Load Method :Uniform Uniform Seismic Force = 81.000 Multiplier Used = 6.000 Total Seismic Force = 1,093.500 (Multiplier used on soil density) Design Summary I Stem Construction I Bottom Stem OK Wall Stability Ratios _ Design Height Above Ftc ft 0.00 Overturning 1.92 OK Wall Material Above"Ht" = Concrete Slab Resists All Sliding! Design Method = LRFD Thickness = 12.00 Total Bearing Load = 8,237 lbs Rebar Size = # 7 ...resultant ecc. = 16.25 in Rebar Spacing Soil Pressure @ Toe = 2,292 psf OK Rebar Placed at Edge Design Data Soil Pressure @ Heel = 0 psf OK = I Allowable = 3,333 psf fb/FB+fa/Fa 0.907 Soil Pressure Less Than Allowable Service Level lbs= ACI Factored @ Toe Total Force @Section 3,208 psf th Level lbs= 5,580.0 Strength ACI Factored @ Heel = 0 psf 9 Footing Shear @ Toe = 30.6 psi OK Moment....Actual = Service Level ft-#= ft-#= 24,264.0 Footing Shear @ Heel 25.6 psi OK Strength Level Allowable = 75.0 psi Sliding Calcs Moment Allowable = 26,744.1 i Lateral Sliding Force = 4,410.5 lbs Service Level psi= Strength Level psi= 48.6 Shear Allowable psi= 94.9 I Anet(Masonry) in2= Rebar Depth 'd' in= 9.56 Masonry Data • fm psi= Fs psi= Solid Grouting Vertical component of active lateral soil pressure IS Modular Ratio'n' = NOT considered in the calculation of soil bearing Wall Weight psf= 140.0 Load Factors Short Term Factor = Building Code IBC 2012,ACI Equiv.Solid Thick. Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD I Earth,H 1.600 Concrete Data Wind,W 1.000 fc psi= 4,000.0 Seismic,E 1.000 Fy psi= 60,000.0 I I RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:ALLSTRUCTURE ENGINEERING LLC Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.5833 in2/ft (4/3)*As: 0.7778 in2/ft Min Stem T&S Reinf Area 3.456 in2 200bd/fy:200(12)(9.5625)/60000: 0.3825 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.288 in2/ft 0.0018bh:0.0018(12)(12): 0.2592 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.5833 in2/ft #4@ 8.33 in #4@ 16.67 in Provided Area: 0.6545 in2/ft #5@ 12.92 in #5@ 25.83 in Maximum Area: 2.0727 in2/ft #6©18.33 in #6@ 36.67 in Footing Dimensions &Strengths I L, Footing Design Results Toe Width = 3.50 ft Toe Heel Heel Width = 4.00 Factored Pressure = 3,208 0 psf Total Footing Width = 7.50 Mu':Upward = 16,463 1,446 ft-# Footing Thickness = 18.00 in Mu':Downward = 2,128 9,574 ft-# Mu: Design = 14,335 8,129 ft-# Key Width = 0.00 in Actual 1-Way Shear = 30.61 25.64 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 2.00 ftToe Reinforcing = #7 @ 11.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #7 @ 11.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018I Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm= 3.00 in Toe: #4@ 6.17 in,#5©9.57 in,#6@ 13.58 in,#7©18.52 in,#8@ 24.38 in,#9@ 30. Heel:#4@ 6.17 in,#5@ 9.57 in,#6@ 13.58 in,#7©18.52 in,#8@ 24.38 in,#9@ 30. Key: No key defined Min footing T&S reinf Area 2.92 in2 Min footing T&S reinf Area per foot 0.39 in2 fit If one layer of horizontal bars: If two layers of horizontal bars: #4@ 6.17 in #4©12.35 in #5@ 9.57 in #5@ 19.14 in #6@ 13.58 in #6©27.16 in Summary of Overturning & Resisting Forces &Moments I II OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 3,645.0 4.50 16,402.5 Soil Over Heel = 4,644.0 6.00 27,864.0 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load©Stem Above Soil = *Axial Live Load on Stem = Seismic Earth Load = 765.5 6.75 5,166.8 Soil Over Toe = 225.8 1.75 395.1 = Surcharge Over Toe = Total 4,410.5 O.T.M. 21,569.3 Stem Weight(s) = 1,680.0 4.00 6,720.0 Earth @ Stem Transitions= = = Footing Weighs = 1,687.5 3.75 6,328.1 Resisting/Overturning Ratio = 1.92 Key Weight = 2.00 i Vertical Loads used for Soil Pressure= 8,237.3 lbs Vert.Component = Total= 8,237.3 lbs R.M.= 41,307.2 If seismic is included,the OTM and sliding ratios *Axial live load NOT included in total displayed,or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. I 1 I RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 ILicense To:ALLSTRUCTURE ENGINEERING LLC Tilt I Horizontal Deflection at Top of Wall due to settlement of soil I (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 150.0 pci I Horizontal Defl @ Top of Wall(approximate only) 0.170 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. I I 1 I I 1 I I I I I I I I I 12' STATIC AT PARKING I RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 I License To:ALLSTRUCTURE ENGINEERING LLC Criteria 1 Soil Data I I,, Retained Height = 12.00 ft Allow Soil Bearing = 2,500.0 psf i ' WallEquivalent Fluid Pressure Method height above soil = 0.00 ft Active Heel Pressure = 40.0 psf/ft Slope Behind Wall = 0.00 = Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 129.00 pcf I Soil Density,Toe = 129.00 pcf ' '} FootingllSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in I kri Surcharge Loads 0 _Lateral Load Applied to Stem 0 Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 3,000.0 lbs NOT Used To Resist Sliding&OverturningHeight to Top = 0.00 ft Footing Width = 10.00 ft Surcharge Over Toe = 40.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in NOT Used for Sliding&Overturning Wall to Ftg CL Dist = 5.00 ft Load Type = Wind(W) Axial Load Applied to Stem ` (Service Level) Footing Type Line Load Base Above/Below Soil = -1.0 ft Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 0.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 3.0 in Design Summary I Stem Construction 1 Bottom I Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 1.90 OK Wall Material Above"Ht" = Concrete Slab Resists All Sliding! Design Method = LRFD Thickness = 12.00 Total Bearing Load = 8,851 lbs Rebar Size = # 7 ...resultant ecc. = 16.30 in Rebar Spacing = 11.00 Soil Pressure @ Toe = 2,467 psf OK Rebar Placed at = EdgeI Soil Pressure @ Heel = 0 psf OK Design Data fb/FB+fa/Fa 1.000 Allowable = 2,500 psf Total Force @ Section Soil Pressure Less Than Allowable ACI Factored @ Toe = 3,454 psf Service Level lbs= 1 ACI Factored @ Heel = 0 psf Strength Level lbs= 6,265.5 Footing Shear @ Toe = 32.5 psi OK Moment a Levelal e Service ft-#= Footing Shear @ Heel = 25.1 psi OK Strength Level ft-#= 26,740.9 Allowable = 75.0 psi Sliding Calcs Moment Allowable = 26,744.1 Lateral Sliding Force = 4,780.4 lbs Service Level psi= Strength Level psi= 54.6I Shear Allowable psi= 94.9 Anet(Masonry) in2= Rebar Depth 'd' in= 9.56 Masonry Data I fm psi= Fs psi= Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ratio'n' = I NOT considered in the calculation of soil bearing Wall Weight psf= 140.0 Load Factors Short Term Factor = Building Code IBC 2012,ACI Equiv.Solid Thick. = I Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth,H 1.600 Concrete Data Wind,W 1.000 fc psi= 4,000.0 Seismic,E 1.000 Fy psi= 60,000.01 I I I RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:ALLSTRUCTURE ENGINEERING LLC I Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing I As(based on applied moment): 0.6429 in2/ft (4/3)*As: 0.8571 in2/ft Min Stem T&S Reinf Area 3.456 in2 200bd/fy:200(12)(9.5625)/60000: 0.3825 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.288 in2/ft I 0.0018bh:0.0018(12)(12): 0.2592 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.6429 in2/ft #4@ 8.33 in #4@ 16.67 in Provided Area: 0.6545 in2/ft #5@ 12.92 in #5@ 25.83 in I Maximum Area: 2.0727 in2/ft .33 in Footing Dimensions &Strengths 1217 Footing Desi gn#6@ Results #6@ 36.67 in Toe Width = 3.50 ft Toe Heel Heel Width = 4.00 Factored Pressure = 3,454 0 psf Total Footing Width = 7.50 Mu':Upward = 17,715 1,536 ft-# Footing Thickness = 18.00 in Mu':Downward = 2,520 9,574 ft-# Mu: Design = 15,195 8,038 ft-# I Key Width Key Depth 0.00 in Actual 1-Way Shear 32.47 25.05 psi 0.00 in Allow 1-Way Shear 75.00 75.00 psi Key Distance from Toe0.00 ft Toe Reinforcing = #7 @ 11.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #7 @ 11.00 in I Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: #4@ 6.17 in,#5@ 9.57 in,#6@ 13.58 in,#7@ 18.52 in,#8@ 24.38 in,#9©30. Heel:#4@ 6.17 in,#5@ 9.57 in,#6@ 13.58 in,#7© 18.52 in,#8@ 24.38 in,#9@ 30. I Key: No key defined Min footing T&S reinf Area 2.92 in2 Min footing T&S reinf Area per foot 0.39 in2 ,ft If one layer of horizontal bars: If two layers of horizontal bars: I #4@ 6.17 in #4@ 12.35 in #5© 9.57 in #5@ 19.14 in #6@ 13.58 in #6@ 27.16 in I LSummary of Overturning & Resisting Forces &Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 3,645.0 4.50 16,402.5 Soil Over Heel = 4,644.0 6.00 27,864.0 Surcharge over Heel Sloped Soil Over Heel Surcharge Over Toe = Surcharge Over Heel = I Adjacent Footing Load = 1,135.4 6.01 6,822.1 Adjacent Footing Load = 473.7 6.00 2,842.1 Added Lateral Load Axial Dead Load on Stem= Load @ Stem Above Soil = *Axial Live Load on Stem = = Soil Over Toe = 225.8 1.75 395.1 I Surcharge Over Toe = Total 4,780.4 O.T.M. 23,224.6 Stem Weight(s) 1,680.0 4.00 6,720.0 Earth @ Stem Transitions= _ = Footing Weight = 1,687.5 3.75 6,328.1 I Resisting/Overturning Ratio = 1.90 Key Weight = Vertical Loads used for Soil Pressure= 8,850.9 lbs Vert.Component Total= 8,710.9 lbs R.M.= 44,149.3 *Axial live load NOT included in total displayed,or used for overturning 1 resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. I Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. I 1 I RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:ALLSTRUCTURE ENGINEERING LLC LTilt ' Horizontal Deflection at To of Wall due to settlement of soil (Deflection due to wall bending not considered) ' Soil Spring Reaction Modulus 150.0 pci Horizontal Defl @ Top of Wall(approximate only) 0.183 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. I I I I I 1 I I I I I 4' DYNAMIC SITE WALL RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 I License To:ALLSTRUCTURE ENGINEERING LLC Criteria I Soil Data I Allow Soil Bearing = 2,500.0psf ' Retained Height = 4.00 ft x.,�m.-,0.,, ' Wall height above soil = 1.00 ft Equivalent Fluid Pressure Method i ,` = Active Heel Pressure = 32.0 psf/ft Slope Behind Wall0.00 = Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 psf/ft 111 Water height over heel = 0.0 ft Soil Density,Heel129.00 pcf i Soil Density,Toe 129.00 pcf I FootingllSoil Friction = 0.3508 Soil height to ignore i i for passive pressure = 12.00 in 1111, # • Surcharge Loads I Lateral Load Applied to Stem I Adjacent Footing Load ' Surcharge Over Heel = 0.0 psf Lateral Load 0.0#/ft Adjacent Footing Load 0.0 lbs NOT Used To Resist Sliding&Overturning Height to Top 0.00 ft Footing Width 0.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in NOT Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft I = Load Type = Wind(W) = Axial Load A lied to Stem ` Footing Type Line Load PP (Service level) Base Above/Below Soil Axial Dead Load0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall 0.0 ft Axial Live Load = 0.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in IEarth Pressure Seismic Load 1 Method :Uniform Uniform Seismic Force = 33.000 Multiplier Used = 6.000 Total Seismic Force = 181.500 I (Multiplier used on soil density) Design Summary IStem Construction I Bottom Stem OK Wall Stability Ratios - Design Height Above Ftc ft= 0.00 Overturning 2.40 OK Wall Material Above"Ht" = Concrete Sliding 1.72 OK Design Method LRFD Thickness = 12.00 Total Bearing Load = 1,933 lbs Rebar Size = # 6 ...resultant ecc. 5.76 in Rebar Spacing Soil Pressure @ Toe = 1,439 psf OK Rebar Placed at Edge D Soil Pressure @ Heel = 0 psf OK Design Data ' Allowable = 2,500 psf fb/FB+fa/Fa = 0.066 AC Soil Pressure Less Than Allowable Total Force @SectionI Factored @ Toe = 2,015 psf Service Level lbs= ACI Factored @ Heel = 0 psf Strength Level lbs= 541.6 Footing Shear @ Toe = 1.0 psi OK Moment....Actual I Service Level ft-#= ft-#= 810.1 Footing Shear @ Heel 3.0 psi OK Strength Level Allowable = 75.0 psi Sliding Calcs Moment Allowable = 12,248.1 ' Lateral Sliding Force = 611.1 lbs less 100%Passive Force= 375.0 lbs Service Level psi= less 100%Friction Force = 676.6 lbs Strength Level psi= 4.7 Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 75.0 I ....for 1.5 Stability = 0.0 lbs OK Anet(Masonry) int= Rebar Depth 'd' in= 9.63 Masonry Data fm psi= I Fs psi= Solid Grouting Vertical component of active lateral soil pressure IS Modular Ratio'n' NOT considered in the calculation of soil bearing Wall Weight psf= 150.0 I Load Factors Short Term Factor = Building Code IBC 2012,ACI Equiv.Solid Thick. Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD I Earth,H 1.600 Concrete Data Wind,W 1.000 fc psi= 2,500.0 Seismic,E 1.000 Fy psi= 60,000.0 I I RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:ALLSTRUCTURE ENGINEERING LLC I Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing I As(based on applied moment): 0.0193 in2/ft (4/3)*As: 0.0258 in2/ft Min Stem T&S Reinf Area 1.440 in2 200bd/fy:200(12)(9.625)/60000: 0.385 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.288 in2/ft 0.0018bh:0.0018(12)(12): 0.2592 in2/ft Horizontal Reinforcing Options: I One layer of: Two layers of: Required Area: 0.2592 in2/ft #4@ 8.33 in #4@ 16.67 in Provided Area: 0.2933 in2/ft #5@ 12.92 in #5@ 25.83 in Maximum Area: 1.3039 in2/ft #6@ 18.33 in #6@ 36.67 in I Footing Dimensions &Strengths I Lk Footing Design Results111 Toe Width = 0.75 ft Toe Heel Heel Width = 2.00 Factored Pressure = 2,015 0 psf I Total Footing Width = 2.75 Mu':Upward = 514 103 ft-# Footing Thickness = 18.00 in Mu':Downward = 98 445 ft-# Mu: Design = 416 342 ft-# Key Width = 0.00 in Actual 1-Way Shear = 0.98 3.01 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psiI Key Distance from Toe = 0.00 ft Toe Reinforcing = #5 @ 18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&SpacingsI Cover @ Top 2.00 @ Btm.= 3.00 in Toe: #4@ 6.17 in,#5@ 9.57 in,#6@ 13.58 in,#7@ 18.52 in,#8@ 24.38 in,#9@ 30. Heel:Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Key: No key defined I Min footing T&S reinf Area 1.07 in2 Min footing T&S reinf Area per foot 0.39 in2 ift If one layer of horizontal bars: If two layers of horizontal bars: 1 #4@ 6.17 in #4@ 12.35 in #5@ 9.57 in #5@ 19.14 in #6@ 13.58 in #6©27.16 in Summary of Overturning & Resisting Forces &Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft • ft-# Heel Active Pressure = 484.0 1.83 887.3 Soil Over Heel = 516.0 2.25 1,161.0 I Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = I Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil = *Axial Live Load on Stem = Seismic Earth Load = 127.1 2.75 349.4 Soil Over Toe = 48.4 0.38 18.1 = Surcharge Over Toe = Total 611.1 O.T.M. 1,236.7 Stem Weight(s) = 750.0 1.25 937.5 Earth @ Stem Transitions= _ = Footing Weight = 618.8 1.38 850.8 Resisting/Overturning Ratio = 2.40 Key Weight = I Vertical Loads used for Soil Pressure= 1,933.1 lbs Vert.Component = Total= 1,933.1 lbs R.M.= 2,967.4 If seismic is included,the OTM and sliding ratios *Axial live load NOT included in total displayed,or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in I the calculation of Overturning Resistance. I I I RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318 11,ACI 530 11 I License To:ALLSTRUCTURE ENGINEERING LLC Tilt I Horizontal Deflection at Top of Wall due to settlement of soil I (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci I Horizontal Defl @ Top of Wall(approximate only) 0.073 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. I 1 I I I I I 1 1 I I I I 1 I 4'STATIC SITE WALL I RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:ALLSTRUCTURE ENGINEERING LLC I Criteria a Soil Data [� 1 Retained Height = 4.00 ft Allow Soil Bearing = 2,500.0 psf ' Wall height above soil = 1.00 ft Equivalent Fluid Pressure Method II.� I Active Heel Pressure = 32.0 psf/ft Slope Behind Wall = 0.00 = Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 129.00 pcf I Soil Density,Toe = 129.00 pcf FootingllSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads I Lateral Load Applied to Stem I Adjacent Footing Loadill Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 40.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Load Type = Wind(W) Axial Load Applied to Stem t (Service Level) Footing Type Line Load Base Above/Below Soil = 0.0 ft Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 0.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary 0 L,Stem Construction 1 Bottom I Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 2.96 OK Wall Material Above"Ht" = Concrete Sliding = 2.31 OK Design Method = LRFD I Thickness = 12.00 Total Bearing Load = 2,003 lbs Rebar Size = # 6 ...resultant ecc. = 4.33 in Rebar Spacing = 18.00 Soil Pressure @ Toe = 1,302 psf OK Rebar ataed at = Edge I Design Data Soil Pressure @Heel = 155 psf OK Allowablefb/FB+fa/Fa 0.055 = 2,500 psf Total Force @ Section Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,823 psf Service Level lbs= ACI Factored @ Heel = 217 psf Strength Level lbs= 473.1 Moment....Actual Footing Shear @ Toe = 1.2 psi OK Service Level ft-#= Footing Shear©Heel = 2.4 psi OK Strength Level ft-#= 673.1 1 Allowable = 75.0 psi Sliding Calcs Moment Allowable = 12,248.1 Lateral Sliding Force = 538.6 lbs less 100%Passive Force= - 542.1 lbs Service Level psi= less 100%Friction Force = - 701.1 lbs Strength Level psi= 4.11 Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 75.0 ....for 1.5 Stability = 0.0 lbs OK Anet(Masonry) in2= Rebar Depth 'd' in= 9.63 Masonry DataI fm psi= Fs psi= Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ratio'n' = I NOT considered in the calculation of soil bearing Wall Weight psf= 150.0 Load Factors Short Term Factor = Building Code IBC 2012,ACI Equiv.Solid Thick. = Dead Load 1.200 Masonry Block Type = Medium WeightI Live Load 1.600 Masonry Design Method = ASD Earth,H 1.600 Concrete Data Wind,W 1.000 fc psi= 2,500.0 Seismic,E 1.000 Fy psi= 60,000.01 I I RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:ALLSTRUCTURE ENGINEERING LLC I Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing I As(based on applied moment): 0.0161 in2/ft (4/3)*As: 0.0214 in2/ft Min Stem T&S Reinf Area 1.440 in2 200bd/fy:200(12)(9.625)/60000: 0.385 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.288 in2/ft 0.0018bh:0.0018(12)(12): 0.2592 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.2592 in2/ft #4@ 8.33 in #4@ 16.67 in Provided Area: 0.2933 in2/ft #5@ 12.92 in #5@ 25.83 in I Maximum Area: 1.3039 in2/ft #6@ Footing Dimensions &Strengths Footing Design Results18.33in #6@ 36.67 in Toe Width = 0.75 ft = Toe Heel Heel Width 2.00 Factored Pressure 1,823 217 psf Total Footing Width 2.75 Mu':Upward472 206 ft-# Footing Thickness = 18.00 in Mu':Downward = 116 477 ft-# Mu: Design = 356 271 ft-# I Key Width Key Depth = = 0.00 in Actual 1-Way Shear 1.15= .39 psi 0.00 in Allow 1-Way Shear 75.00 75.00 psi Key Distance from Toe 0.00 ft Toe Reinforcing = #5 @ 18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: #4@ 6.17 in,#5@ 9.57 in,#6©13.58 in,#7@ 18.52 in,#8@ 24.38 in,#9@ 30. Heel:Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm I Key: No key defined Min footing T&S reinf Area 1.07 in2 Min footing T&S reinf Area per foot 0.39 in2 /ft I If one layer of horizontal bars: If two layers of horizontal bars: #4@ 6.17 in #4@ 12.35 in #5@ 9.57 in #5@ 19.14 in #6@ 13.58 in #6@ 27.16 in I Summary of Overturning & Resisting Forces &Moments OVERTURNING - RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# I Heel Active Pressure = 484.0 1.83 887.3 Soil Over Heel 516.0 2.25 1,161.0 Surcharge over Heel 54.6 2.75 150.1 Sloped Soil Over Heel Surcharge Over Toe = Surcharge Over Heel = 40.0 2.25 90.0 Adjacent Footing Load = Adjacent Footing Load = IAdded Lateral Load Axial Dead Load on Stem= Load @Stem Above Soil= *Axial Live Load on Stem = = Soil Over Toe = 48.4 0.38 18.1 Surcharge Over Toe 30.0 0.38 11.3 Total 538.6 O.T.M. 1,037.4 Stem Weight(s) = 750.0 1.25 937.5 Earth @ Stem Transitions= = = Footing Weight = 618.8 1.38 850.8 I Resisting/Overturning Ratio = 2.96 Key Weight = Vertical Loads used for Soil Pressure= 2,003.1 lbs Vert.Component Total= 2,003.1 lbs R.M.= 3,068.7 *Axial live load NOT included in total displayed,or used for overturning I resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. 1 1 i RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:ALLSTRUCTURE ENGINEERING LLC Tilt 1 Horizontal Deflection at To of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall(approximate only) 0.066 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. I • 1 1 ', I 1 1 i i 1 I i 1 1 I I 6' DYNAMIC SITE WALL RetainPro(c)1987-2016, Build 11.16.11.12 I License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,AC1 530-11 License To:ALLSTRUCTURE ENGINEERING LLC Criteria I Soil Data 1 Retained Height = 6.00 ft Allow Soil Bearing = 3,333.0 psf ''' ' Wall height above soil = 1.00 ft Slope Behind WallEquivalent Fluid Pressure Method = 0.00 Active Heel Pressure = 32.0 psf/ft Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 psf/ft ' Water height over heel = 0.0 ft Soil Density,Heel129.00 pcf Soil Density,Toe 129.00 pcf FootingliSoil Friction = 0.350 Soil height to ignore .r;, ,, ,,,,_ I for passive pressure = 12.00 in I (a• • Surcharge Loads ` Lateral Load Applied to Stem I Adjacent Footing Load 111 Surcharge Over Heel = 0.0 psf Lateral Load 0.0#/ft Adjacent Footing Load = 0.0 lbs NOT Used To Resist Sliding&Overturning Height to Top 0.00 ft Footing Width 0.00 ft Surcharge Over Toe = 0.0 ,...Height to Bottom = 0.00 ft Eccentricity = 0.00 in NOT Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Base Above/Below Soil Load Type = Wind(W) - Axial Load Applied to Stem0.0 ft y (Service Level) Footing Type Line Load Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 0.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in 1 Earth Pressure Seismic Load ill Method :Uniform Uniform Seismic Force = 45.000 Multiplier Used = 6.000 Total Seismic Force = 337.500 (Multiplier used on soil density) Design Summary 11 Stem Construction 1 Bottom Stem OK ' Wall Stability Ratios - Design Height Above Ftc ft= 0.00 Overturning 1.97 OK Wall Material Above"Ht" = Coperete Sliding 1.27 Ratio<1.5! Design Method LRFD Thickness = 12.00 ITotal Bearing Load = 3,063 lbs Rebar Size = # 6 ...resultant ecc. 9.08 in Rebar Spacing 18.00 Soil Pressure @ Toe = 2,056 psf OK Rebaraed at Edge D Soil Pressure @ Heel = 0 psf OK Design Datta ' Allowable = 3,333 psf fb/FB+ 0.217 AC Soil Pressure Less Than Allowable Total Forcerce @ Section = I Factored @Toe = 2,878 psf Service Level lbs= ACI Factored @ Heel = 0 psf Strength Level lbs= 1,191.6 Footing Shear @ Toe = 0.4 psi OK Moment....Actual I = Service Level ft-#= ft-#= 2,653.2 Footing Shear @ Heel 7.2 psi OK Strength Level Allowable = 75.0 psi Sliding Calcs Moment.....Allowable = 12,248.1 ' Lateral Sliding Force = 1,136.3 lbs less 100%Passive Force= 375.0 lbsService Level psi= less 100%Friction Force = - 1,072.1 lbs Strength Level psi= 10.3 Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 75.0 I ....for 1.5 Stability = 257.3 lbs NG Anet(Masonry) in2= Rebar Depth 'd' in= 9.63 Masonry Data fm psi= Fs psi= Solid Grouting Vertical component of active lateral soil pressure IS Modular Ratio'n' NOT considered in the calculation of soil bearing Wall Weight psf= 150.0 ' Load Factors Short Term Factor = Building Code IBC 2012,ACI Equiv.Solid Thick. Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth,H 1.600 Concrete Data Wind,W 1.000 fc psi= 2,500.0 Seismic,E 1.000 Fy psi= 60,000.0 I I RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,AC1 530-11 License To:ALLSTRUCTURE ENGINEERING LLC I Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing I As(based on applied moment): 0.0634 in2/ft (4/3)*As: 0.0845 in2/ft Min Stem T&S Reinf Area 2.016 in2 200bd/fy:200(12)(9.625)/60000: 0.385 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.288 in2/ft 0.0018bh:0.0018(12)(12): 0.2592 in2/ft Horizontal Reinforcing Options: I One layer of: Two layers of: Required Area: 0.2592 in2/ft #4@ 8.33 in #4@ 16.67 in Provided Area: 0.2933 in2/ft #5@ 12.92 in #5@ 25.83 in Maximum Area: 1.3039 in2/ft #6@ 18.33 in #6@ 36.67 in I Footing Dimensions &Strengths I Footing Design Results Toe Width = 1.00 ft Toe Heel I Heel Width = 2.50 Factored Pressure = 2,878 0 psf Total Footing Width = 3.50 Mu':Upward = 1,278 151 ft-# Footing Thickness = 18.00 in Mu':Downward = 174 1,349 ft-# Mu: Design = 1,104 1,197 ft-# Key Width = 0.00 in Actual 1-Way Shear = 0.45 7.18 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #5 @ 18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: #4@ 6.17 in,#5@ 9.57 in,#6@ 13.58 in,#7@ 18.52 in,#8@ 24.38 in,#9@ 30. Heel:Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Key: No key defined Min footing T&S reinf Area 1.36 in2 Min footing T&S reinf Area per foot 0.39 in2 /ft If one layer of horizontal bars: If two layers of horizontal bars: III#4@ 6.17 in #4@ 12.35 in #5@ 9.57 in #5@ 19.14 in #6@ 13.58 in #6@ 27.16 in Summary of Overturning & Resisting Forces & Moments M I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ftp# lbs ft ft-# Heel Active Pressure = 900.0 2.50 2,250.0 Soil Over Heel = 1,161.0 2.75 3,192.8 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= II Load @ Stem Above Soil = *Axial Live Load on Stem = Seismic Earth Load = 236.3 3.75 885.9 Soil Over Toe = 64.5 0.50 32.3 = Surcharge Over Toe = I Total 1,136.3 O.T.M. 3,135.9 Stem Weight(s) = 1,050.0 1.50 1,575.0 Earth @ Stem Transitions= = = Footing Weight = 787.5 1.75 1,378.1 Resisting/Overturning Ratio = 1.97 Key Weight = I Vertical Loads used for Soil Pressure= 3,063.0 lbs Vert.Component = Total= 3,063.0 lbs R.M.= 6,178.1 If seismic is included,the OTM and sliding ratios *Axial live load NOT included in total displayed,or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in I the calculation of Overturning Resistance. I I I RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,AC1 530-11 License To:ALLSTRUCTURE ENGINEERING LLC I L,Tilt I Horizontal Deflection at Top of Wall due to settlement of soil I (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall(approximate only) 0.114 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. I I I I I I I 111 I I I I 6'STATIC SITE WALL RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,AC1 530-11 I License To:ALLSTRUCTURE ENGINEERING LLC Criteria Soil Data Retained Height = 6.00 ft Allow Soil Bearing = 2,500.0 psf =**" Wall height above soil = 1.00 ft Equivalent Fluid Pressure Method IIIActive Heel Pressure = 32.0 psf/ft Slope Behind Wall = 0.00 = Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 psf/ft I 1 Water height over heel = 0.0 ft Soil Density,Heel = 129.00 pcf I I Soil Density,Toe = 129.00 pcf € FootingllSoil Friction = 0.350 Soil height to ignore ` for passive pressure = 12.00 in ; ..... ',_. I.. 4 Surcharge Loads 0 Lateral Load Applied to Stem ` Adjacent Footing Load Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs I Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 40.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Load Type = Wind(W) I Axial Load Applied to Stem Footing Type Line Load Pp (Service Level) Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in I Design Summary II , Stem Construction I Bottom Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 2.52 OK Wall Material Above"Ht" = Concrete I Sliding = 1.69 OK Design Method = LRFD Thickness = 12.00 Total Bearing Load = 3,163 lbs Rebar Size = # 5 ...resultant ecc. = 6.45 in Rebar Spacing = 14.00 Soil Pressure @ Toe = 1,737 psf OK Rebar Placed at = Edge I Soil Pressure©Heel = 70 psf OK Design Data fb1FB+fa/Fa = 0.180 Allowable = 2,500 psf Total Force @ Section Soil Pressure Less Than Allowable I ACI Factored @ Toe = 2,432 psf Service Level lbs= ACI Factored @ Heel = 99 psf Strength Level lbs= 1,016.9 Footing Shear @ Toe = 0.5 psi OK Moment....Actual Service Level ft-#= I Footing Shear @ Heel = 5.4 psi OK Allowable = 75.0 psi Strength Level ft-#= 2,129.0 Sliding Calcs Moment Allowable = 11,806.4 Lateral Sliding Force = 974.4 lbs less 100%Passive Force= - 542.1 lbs Service Level psi= I less 100%Friction Force = - 1,107.1 lbs Strength Level psi= 8.3 Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 75.0 ....for 1.5 Stability = 0.0 lbs OK Anet(Masonry) in2= Rebar Depth 'd' in= 10.19 I Masonry Data fm psi= Fs psi= Solid Grouting = I Vertical component of active lateral soil pressure IS Modular Ratio'n' _ NOT considered in the calculation of soil bearing Wall Weight psf= 150.0 Load Factors Short Term Factor = Building Code IBC 2012,ACI Equiv.Solid Thick. = I Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth,H 1.600 Concrete Data Wind,W 1.000 fc psi= 2,500.0 111Seismic,E 1.000 Fy psi= 60,000.0 I I I RetainPro(c) License:Kw-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 1987-2016, Build 11.16.11.12 I License To:ALLSTRUCTURE ENGINEERING LLC Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing I As(based on applied moment): 0.0479 in2/ft (413)*As: 0.0639 in2/ft Min Stem T&S Reinf Area 2.016 in2 200bd/fy:200(12)(10.1875)/60000: 0.4075 in2/ft. Min Stem T&S Reinf Area per ft of stem Height:0.288 in2/ft I 0.0018bh:0.0018(12)(12): 0.2592 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.2592 in2/ft #4@ 8.33 in #4@ 16.67 in Provided Area: 0.2657 in2/ft #5@ 12.92 in #5@ 25.83 in I Maximum Area: 1.3801 in2/ft #6@ 18.33 in #6@ 36.67 in Footing Dimensions &Strengths M Footing Design Results M Toe Width = 1.00 ft Toe Heel I Heel Width2.50 Factored Pressure 2,432 99 psf Total Footing Width 3.50 Mu':Upward = 1,105 486 ft-# Footing Thickness = 18.00 in Mu':Downward = 206 1,421 ft-# Mu: Design = 899 935 ft-# 1 Key Width Key Depth = = 0.00 in Actual 1-Way Shear = 0.52 5.36 psi 0.00 in Allow 1-Way Shear 75.00 75.00 psi Key Distance from Toe 0.00 ft Toe Reinforcing = #5 @ 14.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 18.00 in I Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: #4@ 6.17 in,#5@ 9.57 in,#6@ 13.58 in,#7@ 18.52 in,#8@ 24.38 in,#9@ 30. Heel:Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm I Key: No key defined Min footing T&S reinf Area 1.36 in2 Min footing T&S reinf Area per foot 0.39 in2 tft If one layer of horizontal bars: If two layers of horizontal bars: I #4@ 6.17 in #4@ 12.35 in #5@ 9.57 in #5@ 19.14 in #6@ 13.58 in #6@ 27.16 in I Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# I Heel Active Pressure = 900.0 2.50 2,250.0 Soil Over Heel 1,161.0 2.75 3,192.8 Surcharge over Heel 74.4 3.75 279.1 Sloped Soil Over Heel Surcharge Over Toe = Surcharge Over Heel = 60.0 2.75 165.0 IAdjacent Footing Load = Adjacent Footing Load = Added Lateral Load Axial Dead Load on Stem= Load @ Stem Above Soil = *Axial Live Load on Stem = = Soil Over Toe = 64.5 0.50 32.3 I Total 974.4 O.T.M. 2,529.1 Surcharge Over Toe = 40.0 0.50 20.0 Stem Weight(s) 1,050.0 1.50 1,575.0 Earth @ Stem Transitions= _ = Footing Weighs = 787.5 1.75 1,378.1 ' Resisting/Overturning Ratio = 2.52 Key Weight = Vertical Loads used for Soil Pressure= 3,163.0 lbs Vert.Component Total= 3,163.0 lbs R.M.= 6,363.1 *Axial live load NOT included in total displayed,or used for overturning ' resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. I Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. 1 1 RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:ALLSTRUCTURE ENGINEERING LLC Tilt 1 Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) 1 Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall(approximate only) 0.096 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. 1 1 1 1 1 . 1 1 1 1 1 1 I I 8' DYNAMIC SITE WALL RetainPro(c)1987-2016, Build 11.16.11.12 I License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:ALLSTRUCTURE ENGINEERING LLC Criteria r Soil Data I Retained Height = 8.00 ft Allow Soil Bearing = 3,333.0 psf 111 Wall height above soil = 1.00 ft Slope Behind Wall = 0.00 Equivalent Fluid Pressure Method Active Heel Pressure = 32.0 psf/ft Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 psf/ft I Water height over heel = 0.0 ft Soil Density,Heel129.00 pcf Soil Density,Toe 129.00 pcf FootingllSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in i I• + • • Surcharge Loads I Lateral Load Applied to Stem I Adjacent Footing Load I Surcharge Over Heel = 0.0 psf Lateral Load 0.0#/ft Adjacent Footing Load 0.0 lbs NOT Used To Resist Sliding&Overturning Height to Top 0.00 ft Footing Width 0.00 ft Surcharge Over Toe = 0.0 Height to Bottom = 0.00 ft Eccentricity = 0.00 in NOT Used for Sliding&Overturning Wall to Ft CL Dist = 0.00 ft I Load Type = Wind(W) 9 Axial Load Applied to Stem hiLoad Level) Footing Type Base Above/Below Soil Line Load Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in IEarth Pressure Seismic Load 11 Method :Uniform Uniform Seismic Force = 57.000 Multiplier Used = 6.000 Total Seismic Force = 541.500 1 (Multiplier used on soil density) Design Summary I Stem Construction Bottom l Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 2.19 OK 1.18 Ratio<1.5! Wall Material Above"Ht" = Concrete Sliding Design Method LRFD Thickness = 12.00 I Total Bearing Load = 5,079 lbs Rebar Size # 6 =.resultant ecc. 10.53 in Rebar Spacing 18.00 Soil Pressure @ Toe = 2,261 psf OK Rebar Placed at Design Data Edge Soil Pressure @ Heel = 0 psf OK fb/FB+fa/Fa = 0.506 I Allowable 3,333 psf Total Force @ Section Soil Pressure Less Than Allowable Service Level lbs= ACI Factored @ Toe = 3,165 psf ACI Factored @ Heel = 0 psf Strength Level lbs= 2,094.4 Footing Shear @Toe = 0.7 psi OK Moment....Actual I Footing Shear @ Heel = 10.7 psi OK Service Level ft-#= Allowable 75.0 psi Strength Level ft-#= 6,193.1 Sliding Calcs Moment Allowable = 12,248.1 I Lateral Sliding Force = 1,823.1 lbs less 100%Passive Force = 375.0 lbs Service Level psi= less 100%Friction Force = - 1,777.8 lbs Strength Level psi= 18.1 Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 75.0 I ....for 1.5 Stability = 581.8 lbs NG Anet(Masonry) in2= Rebar Depth 'd' in= 9.63 Masonry Data fm psi= I Fs psi= Solid Grouting Vertical component of active lateral soil pressure IS Modular Ratio'n' = NOT considered in the calculation of soil bearing Wall Weight psf= 150.0 Load Factors Short Term Factor = Building Code IBC 2012,ACI Equiv.Solid Thick. Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD 11 Earth,H 1.600 Concrete Data Wind,W 1.000 fc psi= 2,500.0 Seismic,E 1.000 FY psi= 60,000.0 I I RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604• Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,AC1 530-11 I License To:ALLSTRUCTURE ENGINEERING LLC Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing I As(based on applied moment): 0.1479 in2/ft (4/3)*As: 0.1972 in2/ft Min Stem T&S Reinf Area 2.592 in2 200bd/fy:200(12)(9.625)/60000: 0.385 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.288 in2/ft 0.0018bh:0.0018(12)(12): 0.2592 in2/ft Horizontal Reinforcing Options: I One layer of: Two layers of: Required Area: 0.2592 in2/ft #4© 8.33 in #4@ 16.67 in Provided Area: 0.2933 in2/ft #5@ 12.92 in #5@ 25.83 in Maximum Area: 1.3039 in2/ft #6@ 18.33 in #6@ 36.67 in I Footing Dimensions &Strengths r Footing Design Results Toe Width = 1.25 ft Toe Heel I Heel Width = 3.50 Factored Pressure = 3,165 0 psf Total Footing Width = 4.75 Mu':Upward = 2,243 1,326 ft-# Footing Thickness = 18.00 in Mu':Downward = 271 4,714 ft-# Mu: Design = 1,972 3,388 ft-# Key Width = 0.00 in Actual 1-Way Shear = 0.67 10.74 psi I Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #6 @ 18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd I Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm= 3.00 in Toe: #4@ 6.17 in,#5@ 9.57 in,#6@ 13.58 in,#7@ 18.52 in,#8@ 24.38 in,#9@ 30. Heel:Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Key: No key defined I Min footing T&S reinf Area 1.85 in2 Min footing T&S reinf Area per foot 0.39 in2 /ft If one layer of horizontal bars: If two layers of horizontal bars: I #4@ 6.17 in #4@ 12.35 in #5@ 9.57 in #5@ 19.14 in #6@ 13.58 in #6@ 27.16 in Summary of Overturning & Resisting Forces &MomentsI I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,444.0 3.17 4,572.7 Soil Over Heel = 2,580.0 3.50 9,030.0 I Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = I Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= *Axial Live Load on Stem = Seismic Earth Load = 379.1 4.75 1,800.5 Soil Over Toe = 80.6 0.63 50.4 = Surcharge Over Toe = Total 1,823.1 O.T.M. 6,373.2 Stem Weight(s) = 1,350.0 1.75 2,362.5 Earth @ Stem Transitions= = = Footing Weight = 1,068.8 2.38 2,538.3 Resisting/Overturning Ratio = 2.19 Key Weight = I Vertical Loads used for Soil Pressure= 5,079.4 lbs Vert.Component = Total= 5,079.4 lbs R.M.= 13,981.2 If seismic is included,the OTM and sliding ratios *Axial live load NOT included in total displayed,or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance,but is included for soil pressure calculation. I Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. I I RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 I License To:ALLSTRUCTURE ENGINEERING LLC Tilt I Horizontal Deflection at Top of Wall due to settlement of soil I (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci I Horizontal Defl @ Top of Wall(approximate only) 0.119 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. I I I I I I I I I I 8' STATIC SITE WALL I RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:ALLSTRUCTURE ENGINEERING LLC I Criteria M Soil Data Retained Height = 8.00 ft Allow Soil Bearing = 2,500.0 psf j Wall height above soil = 1.00 ft Equivalent Fluid Pressure Method 1 1I Active Heel Pressure = 32.0 psf/ft Slope Behind Wall = 0.00 = Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 psf/ft . Water height over heel = 0.0 ft Soil Density,Heel = 129.00 pcf I Soil Density,Toe = 129.00 pcf FootingllSoil Friction = 0.350 Soil height to ignore Mai for passive pressure = 12.00 in 1 1 Is • s _Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs I Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 40.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Load Type = Wind(W) I Axial Load Applied to Stem iiLoad Level) Footing Type Line Load Base Above/Below Soil = 0.0 ft Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 0.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary i Stem Construction 0 Bottom I Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 2.86 OK Wall Material Above"Ht" = Concrete Sliding = 1.54 OK Design Method = LRFD I Thickness = 12.00 Total Bearing Load = 5,229 lbs Rebar Size = # 6 ...resultant ecc. = 7.06 in Rebar Spacing = 18.00 Rebar Placed at = Edge I Soil Pressure @ Toe = 1,919 psf OK Design Data Soil Pressure @ Heel = 282 psf OK fb/FB+fa/Fa = 0.398 Allowable = 2,500 psf Total Force @ Section Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,687 psf Service Level lbs= I ACI Factored @ Heel = 395 psf Strength Level lbs= 1,765.4 Footing Shear @ Toe = 0.5 psi OK Moment....Actual Service Level ft-#= I Footing Shear @ Heel = 7.7 psi OK Strength Level ft-#= 4,877.1 Allowable = 75.0 psi Sliding Calcs Moment Allowable = 12,248.1 Lateral Sliding Force = 1,538.3 lbs less 100%Passive Force= - 542.1 lbs Service Level psi= I less 100%Friction Force = - 1,830.3 lbs Strength Level psi= 15.3 Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 75.0 ....for 1.5 Stability = 0.0 lbs OK Anet(Masonry) in2= Rebar Depth 'd' in= 9.63 I Masonry Data fm psi= Fs psi= Solid Grouting = I Vertical component of active lateral soil pressure IS Modular Ratio'n' = NOT considered in the calculation of soil bearing Wall Weight psf= 150.0 Load Factors Short Term Factor = Building Code IBC 2012,ACI Equiv.Solid Thick. = I Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth,H 1.600 Concrete Data Wind,W 1.000 fc psi= 2,500.0 I Seismic,E 1.000 Fy psi= 60,000.0 I I I RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:ALLSTRUCTURE ENGINEERING LLC Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing I As(based on applied moment): 0.1165 in2/ft (413)*As: 0.1553 in2/ft Min Stem T&S Reinf Area 2.592 in2 200bd/fy:200(12)(9.625)/60000: 0.385 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.288 in2/ft I 0.0018bh:0.0018(12)(12): 0.2592 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.2592 in2/ft #4@ 8.33 in #4@ 16.67 in Provided Area: 0.2933 in2/ft #5@ 12.92 in #5@ 25.83 in I Maximum Area: 1.3039 in2/ft #6@ Footing Dimensions &Strengths M Footing Design Results18.33in #6@ 36.67 in r IToe Width = 1.25 ft = Toe Heel Heel Width 3.50 Factored Pressure 2,687 395 psf Total Footing Width 4.75 Mu':Upward1,942 2,492 ft-# Footing Thickness = 18.00 in Mu':Downward = 321 4,914 ft-# Mu: Design = 1,621 2,422 ft-# I Key Width Key Depth = = 0.00 in Actual 1-Way Shear 0.54 7.71 psi 0.00 in Allow 1-Way Shear 75.00 75.00 psi Key Distance from Toe 0.00 ft Toe Reinforcing = #6 @ 18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 18.00 in I Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: #4@ 6.17 in,#5@ 9.57 in,#6@ 13.58 in,#7@ 18.52 in,#8@ 24.38 in,#9@ 30. Heel:Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm I Key: No key defined Min footing T&S reinf Area 1.85 in2 Min footing T&S reinf Area per foot 0.39 in2 !ft I If one layer of horizontal bars: If two layers of horizontal bars: #4@ 6.17 in #4@ 12.35 in #5@ 9.57 in #5@ 19.14 in #6@ 13.58 in #6@ 27.16 in I Summary of Overturning & Resisting Forces &Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# I Heel Active Pressure = 1,444.0 3.17 4,572.7 Soil Over Heel 2,580.0 3.50 9,030.0 Surcharge over Heel 94.3 4.75 447.8 Sloped Soil Over Heel Surcharge Over Toe = Surcharge Over Heel = 100.0 3.50 350.0 I Adjacent Footing Load Adjacent Footing Load = Added Lateral Load Axial Dead Load on Stem= Load @ Stem Above Soil= *Axial Live Load on Stem = = Soil Over Toe = 80.6 0.63 50.4 I Surcharge Over Toe 50.0 0.63 31.3 Total 1,538.3 O.T.M. 5,020.4 Stem Weight(s) 1,350.0 1.75 2,362.5 Earth @ Stem Transitions= _ = Footing Weight = 1,068.8 2.38 2,538.3 I Resisting/Overturning Ratio = 2.86 Key Weight = Vertical Loads used for Soil Pressure= 5,229.4 lbs Vert.Component = Total= 5,229.4 lbs R.M.= 14,362.4 *Axial live load NOT included in total displayed,or used for overturning I resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. I Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. 1 RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:ALLSTRUCTURE ENGINEERING LLC LTilt 1 Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall(approximate only) 0.101 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. 1 I 1 1 1 1 1 1 1 1 1 I I 10' DYNAMIC SITE WALL RetainPro(c)1987-2016, Build 11.16.11.12 I License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:ALLSTRUCTURE ENGINEERING LLC Criteria 1 __ oil Data I Retained Height = 10.00 ft Allow Soil Bearing = 3,333.0 psf I Wall height above soil = 1.00 ft Slope Behind Wall = 0.00 Equivalent Fluid Pressure Method Active Heel Pressure = 32.0 psf/ft i Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 psf/ft ) 1 Water height over heel = 0.0 ft Soil Density,Heel = 129.00 pcf ' Soil Density,Toe 129.00 pcf FootingljSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem ` Adjacent Footing Load I Surcharge Over Heel = 0.0 psf Lateral Load 0.0#/ft Adjacent Footing Load 0.0 lbs NOT Used To Resist Sliding&Overturning Height to Top 0.00 ft Footing Width 0.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in NOT Used for Sliding&Overturning Wall to Ft CL Dist = 0.00 ft I Load Type = Wind(W) g = Line Load Axial Load Applied to Stem (Service Level) Footing Type Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall 0.0 ft Axial Live Load = 0.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in IEarth Pressure Seismic Load 0 Method :Uniform Uniform Seismic Force = 69.000 Multiplier Used = 6.000 Total Seismic Force = 793.500 (Multiplier used on soil density) Design Summary I Stem Construction r Bottom Stem OK IWall Stability Ratios - Design Height Above Ftc ft= 0.00 Overturning 2.56 OK Wall Material Above"Ht" = Concrete Sliding 1.19 Ratio<1.5! Design Method LRFD Thickness = 12.00 Total Bearing Load = 7,991 lbs Rebar Size = # 6 ...resultant ecc. = 11.03 in Rebar Spacing 12.00 Soil Pressure @ Toe = 2,407 psf OK Rebar at at D Edge Soil Pressure @ Heel = 150 psf OK Design Data Allowable = 3,333 psf fb/FB+fa/Fa = 0.665 Soil Pressure Less Than Allowable Service Level lbs= ACI Factored @ Toe Total Force @ Section 3,369 psf g Stren th Level lbs= 3,250.0 ACI Factored @ Heel = 211 psf Footing Shear @ Toe = 4.9 psi OK Moment....Actual I = Service Level ft-#= ft-#= 11,983.3 Footing Shear @Heel 13.3 psi OK Strength Level Allowable 75.0 psi Sliding Calcs Moment Allowable = 18,029.5 Lateral Sliding Force = 2,671.5 lbs less 100%Passive Force= 375.0 lbs Service Level psi= less 100%Friction Force = - 2,796.7 lbs Strength Level psi= 28.1 Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 75.0 I ....for 1.5 Stability = 835.5 lbs NG Anet(Masonry) in2= Rebar Depth 'd' in= 9.63 Masonry Data fm psi= I Fs psi= Solid Grouting Vertical component of active lateral soil pressure IS Modular Ratio'n' NOT considered in the calculation of soil bearing Wall Weight psf= 150.0 I Load Factors Short Term Factor Building Code IBC 2012,ACI Equiv.Solid Thick. Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD I Earth,H 1.600 Concrete Data Wind,W 1.000 fc psi= 2,500.0 Seismic,E 1.000 FY psi= 60,000.0 I I RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 I License To:ALLSTRUCTURE ENGINEERING LLC Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing I As(based on applied moment): 0.2861 in2/ft (4/3)*As: 0.3815 in2/ft Min Stem T&S Reinf Area 3.168 in2 200bd/fy:200(12)(9.625)/60000: 0.385 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.288 in2/ft 0.0018bh:0.0018(12)(12): 0.2592 in2/ft Horizontal Reinforcing Options: I One layer of: Two layers of: Required Area: 0.3815 in2/ft #4@ 8.33 in #4@ 16.67 in Provided Area: 0.44 in2/ft #5@ 12.92 in #5@ 25.83 in Maximum Area: 1.3039 in2/ft #6©18.33 in #6@ 36.67 in I Footing Dimensions &Strengths 1 Footing Design Results 0 Toe Width = 1.50 ft Toe Heel Heel Width = 4.75 Factored Pressure = 3,369 211 psf J Total Footing Width = 6.25 Mu':Upward = 3,506 5,922 ft-# Footing Thickness = 18.00 in Mu':Downward = 391 12,783 ft-# Mu: Design = 3,115 6,861 ft-# Key Width = 0.00 in Actual 1-Way Shear = 4.90 13.30 psi I Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #6 @ 12.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #6 @ 13.58 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd I Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: #4©6.17 in,#5@ 9.57 in,#6@ 13.58 in,#7@ 18.52 in,#8@ 24.38 in,#9@ 30. Heel:#4@ 6.17 in,#5©9.57 in,#6@ 13.58 in,#7@ 18.52 in,#8@ 24.38 in,#9@ 30. Key: No key defined 1 Min footing T&S reinf Area 2.43 in2 Min footing T&S reinf Area per foot 0.39 in2 rft If one layer of horizontal bars: If two layers of horizontal bars: i #4@ 6.17 in #4@ 12.35 in #5@ 9.57 in #5@ 19.14 in #6@ 13.58 in #6@ 27.16 in Summary of Overturning & Resisting Forces &Moments I OVERTURNING • RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 2,116.0 3.83 8,111.3 Soil Over Heel = 4,837.5 4.38 21,164.1 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = I Added Lateral Load = Axial Dead Load on Stem Load @ Stem Above Soil = *Axial Live Load on Stem = Seismic Earth Load = 555.5 5.75 3,193.8 Soil Over Toe = 96.8 0.75 72.6 = Surcharge Over Toe = I Total 2,671.5 O.T.M. 11,305.2 Stem Weight(s) = 1,650.0 2.00 3,300.0 Earth @ Stem Transitions= = = Footing Weight = 1,406.3 3.13 4,394.5 Resisting/Overturning Ratio = 2.56 Key Weight = I Vertical Loads used for Soil Pressure= 7,990.5 lbs Vert.Component Total= 7,990.5 lbs R.M.= 28,931.2 If seismic is included,the OTM and sliding ratios *Axial live load NOT included in total displayed,or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance,but is included for soil pressure calculation. I Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in I the calculation of Overturning Resistance. I I I RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 I License To:ALLSTRUCTURE ENGINEERING LLC Tilt I Horizontal Deflection at Top of Wall due to settlement of soil I (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci I Horizontal Defl @ Top of Wall(approximate only) 0.118 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. I I I I I I I I I I I I I I I 10'STATIC SITE WALL I RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:ALLSTRUCTURE ENGINEERING LLC I Criteria I Soil Data Retained Height = 10.00 ft Allow Soil Bearing = 2,500.0 psf Equivalent Fluid Pressure Method Wall height above soil = 1.00 ft Active Heel Pressure = 32.0 psf/ft t Slope Behind Wall = 0.00 = Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 psf/ft I Water height over heel = 0.0 ft Soil Density,Heel = 129.00 pcf Soil Density,Toe = 129.00 pcf FootingllSoil Friction = 0.350 Soil height to ignore 11 for passive pressure = 12.00 in ... Surcharge Loads r Lateral Load Applied to Stem 0 Adjacent Footing Load Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 40.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Load Type = Wind(W) Axial Load Applied to Stem (Service Level) Footing Type Line Load I Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary 0 Stem Construction 0 Bottom I Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 3.38 OK Wall Material Above"Ht" = Concrete Sliding = 1.53 OK Design Method = LRFD Thickness = 12.00 Total Bearing Load = 8,201 lbs Rebar Size = # 6 ...resultant ecc. = 6.97 in Rebar Spacing = 12.00 Soil Pressure©Toe = 2,043 psf OK Design Data Plaaed at = Edge I a Soil Pressure @ Heel = 581 psf OK fb/FB+fa/Fa = 0.517 Allowable = 2,500 psf Total Force©Section Soil Pressure Less Than Allowable I ACI Factored @ Toe = 2,861 psf Service Level lbs= ACI Factored©Heel = 813 psf Strength Level lbs= 2,718.8 Footing Shear @ Toe = 4.0 psi OK Moment....Actual Level ft-# Footing Shear @ Heel = 9.2 psi OK Service Allowable = 75.0 psi Strength Level ft-#= 9,327.1 = Sliding Calcs Moment Allowable = 18,029.5 Lateral Sliding Force = 2,230.1 lbs less 100%Passive Force= - 542.1 lbs Service Level psi= less 100%Friction Force = - 2,870.2 lbs Strength Level psi= 23.5 Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 75.0 ....for 1.5 Stability = 0.0 lbs OK Anet(Masonry) in2= Rebar Depth 'd' in= 9.63 I Masonry Data fm psi= Fs psi= Solid Grouting = I Vertical component of active lateral soil pressure IS Modular Ratio'n' = NOT considered in the calculation of soil bearing Wall Weight psf= 150.0 Load Factors Short Term Factor = Building Code IBC 2012,ACI Equiv.Solid Thick. = I Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth,H 1.600 Concrete Data Wind,W 1.000 fc psi= 2,500.0 Seismic,E 1.000 Fy psi= 60,000.0 I I RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:ALLSTRUCTURE ENGINEERING LLC Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing I As(based on applied moment): 0.2227 in2/ft (413)*As: 0.297 in2/ft Min Stem T&S Reinf Area 3.168 in2 200bd/fy:200(12)(9.625)/60000: 0.385 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.288 in2/ft I 0.0018bh:0.0018(12)(12): 0.2592 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.297 in2/ft #4@ 8.33 in #4@ 16.67 in Provided Area: 0.44 in2/ft #5@ 12.92 in #5@ 25.83 in I Maximum Area: 1.3039 in2/ft #6@ 18.33 in #6@ 36.67 in Footing Dimensions &Strengths M Lk Footing Design Results M Toe Width = 1.50 ft Toe Heel Heel Width4.75 Factored Pressure = 2,861 813 psf Total Footing Width = = 6.25 Mu':Upward = 3,034 8,596 ft-# Footing Thickness = 18.00 in Mu':Downward = 463 13,233 ft-# Mu: Design = 2,571 4,637 ft-# I Key Width Key Depth = = 0.00 in Actual 1-Way Shear 3.98 9.17 psi 0.00 in Allow 1-Way Shear 75.00 75.00 psi Key Distance from Toe 0.00 ft Toe Reinforcing = #6 @ 12.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 18.00 in 1 Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% 0.0018 Other Acceptable Sizes&Spacings Cover @Top 2.00 @ Btm.= 3.00 in Toe: #4@ 6.17 in,#5@ 9.57 in,#6©13.58 in,#7@ 18.52 in,#8@ 24.38 in,#9@ 30. Heel:Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm I Key: No key defined Min footing T&S reinf Area 2.43 in2 Min footing T&S reinf Area per foot 0.39 in2 fit If one layer of horizontal bars: If two layers of horizontal bars: I #4@ 6.17 in #4@ 12.35 in #5@ 9.57 in #5@ 19.14 in #6©13.58 in #6@ 27.16 in I Summary of Overturning & Resisting Forces &Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 2,116.0 3.83I 8,111.3 Soil Over Heel = 4,837.5 4.38 21,164.1 Surcharge over Heel = 114.1 5.75 656.1 Sloped Soil Over Heel Surcharge Over Toe = Surcharge Over Heel = 150.0 4.38 656.3 Adjacent Footing Load = Adjacent Footing Load = I Added Lateral Load Axial Dead Load on Stem= Load @ Stem Above Soil= *Axial Live Load on Stem = = Soil Over Toe = 96.8 0.75 72.6 I Surcharge Over Toe 60.0 0.75 45.0 Total 2,230.1 O.T.M. 8,767.5 Stem Weight(s) 1,650.0 2.00 3,300.0 Earth @ Stem Transitions= _ = Footing Weight = 1,406.3 3.13 4,394.5 I Resisting/Overturning Ratio = 3.38 Key Weight = Vertical Loads used for Soil Pressure= 8,200.5 lbs Vert.Component Total= 8,200.5 lbs R.M.= 29,632.4 *Axial live load NOT included in total displayed,or used for overturning I resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. I Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. I 1 1 RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:ALLSTRUCTURE ENGINEERING LLC Tilt ' Horizontal Deflection at To of Wall due to settlement of soil (Deflection due to wall bending not considered) I Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall(approximate only) 0.100 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. 1 1 I • • 1 I I f I I 1 1 1 I 1 • I 1 12' DYNAMIC SITE WALL RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:ALLSTRUCTURE ENGINEERING LLC Criteria 1 Soil Data I r Retained Height = 12.00 ft Allow Soil Bearing = 3,333.0 psf ' Wall height above soil = 1.00 ft Equivalent Fluid Pressure Method = Active Heel Pressure = 32.0 psf/ft 1- Slope Behind Wall0.00 = Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 psf/ft '' I Water height over heel = 0.0 ft Soil Density,Heel129.00 pcf Soil Density,Toe 129.00 pcf I FootingllSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads 1 Lateral Load Applied to Stem ` Adjacent Footing Load 1 I Surcharge Over Heel = 0.0 psf Lateral Load 0.0#/ft Adjacent Footing Load 0.0 lbs NOT Used To Resist Sliding&Overturning Height to Top 0.00 ft Footing Width 0.00 ft Surcharge Over Toe = 0.0 Height to Bottom = 0.00 ft Eccentricity = 0.00 in NOT Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Load Type = Wind(W) I Axial Load Applied to Stem (Service Level) Footing Type = Line Load Base Above/Below Soil 0.0 ft Axial Dead Load 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 0.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in 1 Earth Pressure Seismic Load r Method :Uniform Uniform Seismic Force = 81.000 Multiplier Used = 6.000 Total Seismic Force = 1,093.500 (Multiplier used on soil density) Design Summary 0 Stem Construction Bottom -' Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 2.80 OK Wall Material Above"Ht" Concrete Sliding1.16 Ratio<1.5! Design Method LRFD Thickness = 12.00 Total Bearing Load = 11,176 lbs Rebar Size = # 6 ..resultant ecc. 11.07 in Rebar Spacing 10.00 Soil Pressure @ Toe = 2,472 psf OK Rebar Placed at Ed Soil Pressure @ Heel = 412 psf OK e Design Data fb/FB+fa/Fa = - 0.962 I Allowable = 3,333 psf Total Force @ Section Soil Pressure Less Than Allowable ACI Factored @Toe 3,461 psf Service Level lbs= ACI Factored @ Heel = 577 psf Strength Level lbs= 4,658.4 Moment....Actual I Footing Shear @ Toe = 13.4 psi OK Service Level ft#= Footing Shear @ Heel 17.0 psi OK Strength Level ft-#= 20,577.6 Allowable 75.0 psi Sliding Calcs Moment Allowable = 21,388.7 Lateral Sliding Force = 3,681.5 lbs - less 100%Passive Force= 375.0 lbs Service Level psi= less 100%Friction Force = - 3,911.5 lbs Strength Level psi= 40.3 Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 75.0 I ....for 1.5 Stability = 1,235.7 lbs NG Anet(Masonry) int= Rebar Depth 'd' in= 9.63 Masonry Data fm psi= Fs psi= Solid Grouting Vertical component of active lateral soil pressure IS Modular Ratio'n' NOT considered in the calculation of soil bearing Wall Weight psf= 150.0 I Load Factors Short Term Factor = Building Code IBC 2012,ACI Equiv.Solid Thick. Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD 1 Earth,H 1.600 Concrete Data Wind,W 1.000 fc psi= 2,500.0 Seismic,E 1.000 Fy psi= 60,000.0 1 I RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:ALLSTRUCTURE ENGINEERING LLC Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing I As(based on applied moment): 0.4914 in2/ft (4/3)*As: 0.6552 in2/ft Min Stem T&S Reinf Area 3.744 in2 200bd/fy:200(12)(9.625)/60000: 0.385 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.288 in2/ft 0.0018bh:0.0018(12)(12): 0.2592 in2/ft Horizontal Reinforcing Options: I One layer of: Two layers of: Required Area: 0.4914 in2/ft #4@ 8.33 in #4©16.67 in Provided Area: 0.528 in2/ft #5@ 12.92 in #5©25.83 in Maximum Area: 1.3039 in2/ft #6@ 18.33 in #6@ 36.67 in Footing Dimensions &Strengths I Footing Design Results Toe Width = 2.00 ft Toe Heel Heel Width = 5.75 Factored Pressure = 3,461 577 psf Total Footing Width = 7.75 Mu':Upward = 6,426 13,154 ft-# Footing Thickness = 18.00 in Mu':Downward = 695 24,002 ft-# Mu: Design = 5,731 10,848 ft-# Key Width = 0.00 in Actual 1-Way Shear = 13.38 17.03 psi I Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #6 @ 10.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #6 @ 13.58 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm= 3.00 in Toe: #4@ 6.17 in,#5@ 9.57 in,#6@ 13.58 in,#7@ 18.52 in,#8@ 24.38 in,#9@ 30. Heel:#4@ 6.17 in,#5©9.57 in,#6@ 13.58 in,#7@ 18.52 in,#8@ 24.38 in,#9@ 30. Key: No key defined Min footing T&S reinf Area 3.01 in2 Min footing T&S reinf Area per foot 0.39 in2 /ft If one layer of horizontal bars: If two layers of horizontal bars: #4© 6.17 in #4@ 12.35 in #5@ 9.57 in #5@ 19.14 in #6@ 13.58 in #6@ 27.16 in Summary of Overturning &Resisting Forces &Moments l OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 2,916.0 4.50 13,122.0 Soil Over Heel = 7,353.0 5.38 39,522.4 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil = *Axial Live Load on Stem = Seismic Earth Load = 765.5 6.75 5,166.8 Soil Over Toe = 129.0 1.00 129.0 = Surcharge Over Toe = Total 3,681.5 O.T.M. 182gg_g Stem Weight(s) = 1,950.0 2.50 4,875.0 Earth @ Stem Transitions= = = Footing Weight = 1,743.8 3.88 6,757.0 Resisting/Overturning Ratio = 2.80 Key Weight = Vertical Loads used for Soil Pressure= 11,175.8 lbs Vert.Component = Total= 11,175.8 lbs R.M.= 51,283.4 If seismic is included,the OTM and sliding ratios *Axial live load NOT included in total displayed,or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in I the calculation of Overtuming Resistance. I I I RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 I License To:ALLSTRUCTURE ENGINEERING LLC Tilt I Horizontal Deflection at Top of Wall due to settlement of soil 1 (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci 1 Horizontal Defl @ Top of Wall(approximate only) 0.115 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. I I I I 1 I I I I I I I I I • I 1Z STATIC SITE WALL I RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:ALLSTRUCTURE ENGINEERING LLC I Criteria 1 Soil Data Retained Height = 12.00 ft Allow Soil Bearing = 2,500.0 psf Wall height above soil = 1.00 ft Equivalent Fluid Pressure Method Active Heel Pressure = 32.0 psf/ft I Slope Behind Wall = 0.00 = ) Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 psf/ft 1 Water height over heel = 0.0 ft Soil Density,Heel = 129.00 pcf I Soil Density,Toe = 129.00 pcf FootingllSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in .\,...._______ Surcharge Loads I Lateral Load Applied to Stem ` Adjacent Footing Load I Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 40.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Load Type = Wind(W) Axial Load Applied to Stem Footing Type Line Load pp (Service Level) Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary t Stem Construction Bottom I Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 3.65 OK Wall Material Above"Ht" = Concrete Sliding = 1.51 OK Design Method = LRFD I Thickness = 12.00 Total Bearing Load = 11,640 lbs Rebar Size = # 6 ...resultant ecc. = 6.71 in Rebar Spacing = 10.00 Soil Pressure @ Toe = 2,152 psf OK Rebar Placed at = Edge I Soil Pressure @ Heel = 852 psf OK Design Data fb/FB+fa/Fa = 0.743 Allowable = 2,500 psf Total Force @ Section Soil Pressure Less Than Allowable ACI Factored @ Toe = 3,013 psf Service Level lbs= I ACI Factored @ Heel = 1,192 psf Strength Level lbs= 3,876.9 Footing Shear @ Toe = 7.8 psi OK Moment....Actual Service Level ft-#= Footing Shear @ Heel = 10.7 psi OK Strength Level ft-#= 15,888.7 Allowable = 75.0 psi Sliding Calcs Moment Allowable = 21,388.7 Lateral Sliding Force = 3,124.1 lbs less 100%Passive Force= - 641.8 lbs Service Level psi= less 100%Friction Force = - 4,073.8 lbs Strength Level psi= 33.6I Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 75.0 ....for 1.5 Stability = 0.0 lbs OK Anet(Masonry) in2= Rebar Depth 'd' in= 9.63 Masonry DataI fm psi= Fs psi= Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ratio'n' = NOT considered in the calculation of soil bearing I Wall Weight psf= 150.0 Load Factors Short Term Factor = Building Code IBC 2012,ACI Equiv.Solid Thick. = Dead Load 1.200 Masonry Block Type = Medium WeightI Live Load 1.600 Masonry Design Method = ASD Earth,H 1.600 Concrete Data Wind,W 1.000 fc psi= 2,500.0 1 Seismic,E 1.000 Fy psi= 60,000.0 I I -1 RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:ALLSTRUCTURE ENGINEERING LLC I Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing I As(based on applied moment): 0.3794 in2/ft (413)*As: 0.5059 in2/ft Min Stem T&S Reinf Area 3.744 in2 200bd/fy:200(12)(9.625)/60000: 0.385 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.288 in2/ft I 0.0018bh:0.0018(12)(12): 0.2592 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.385 in2/ft #4@ 8.33 in #4@ 16.67 in Provided Area: 0.528 in2/ft #5@ 12.92 in #5@ 25.83 in I Maximum Area: 1.3039 in2/ft #6@ 18.33 in #6@ 36.67 in Footing Dimensions &Strengths M Footing Design Results r Toe Width = 2.00 ft Toe Heel Heel Width Factored Pressure = 3,013 1,192 psf Total Footing Width 7.75 Mu':Upward 5,712 17,647 ft-# Footing Thickness = 20.00 in Mu':Downward = 883 25,062 ft-# Mu: Design = 4,830 7,415 ft-# Key Width 0.00 in Actual 1-Way Shear = 7.80 10.66 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #6 @ 10.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 18.00 in I Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @Top 2.00 @ Btm= 3.00 in Toe: #4@ 5.56 in,#5@ 8.61 in,#6@ 12.22 in,#7@ 16.67 in,#8@ 21.94 in,#9@ 27. Heel:Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm I Key: No key defined Min footing T&S reinf Area 3.35 in2 Min footing T&S reinf Area per foot 0.43 in2 /ft If one layer of horizontal bars: If two layers of horizontal bars: I #4@ 5.56 in #4@ 11.11 in #5@ 8.61 in #5@ 17.22 in #6@ 12.22 in #6@ 24.44 in I Summary of Overturning & Resisting Forces &Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 2,988.4 4.56 - 13,614.0I Soil Over Heel = 7,353.0 5.38 39,522.4 Surcharge over Heel 135.6 6.83 926.6 Sloped Soil Over Heel Surcharge Over Toe = Surcharge Over Heel = 190.0 5.38 1,021.3 I Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil = *Axial Live Load on Stem = = Soil Over Toe = 129.0 1.00 129.0 ' Surcharge Over Toe 80.0 1.00 80.0 Total 3,124.1 O.T.M. 14,540.7 Stem Weight(s) = 1,950.0 2.50 4,875.0 Earth @ Stem Transitions= _ = Footing Weight = 1,937.5 3.88 7,507.8 I Resisting/Overturning Ratio = 3.65 Key Weight = Vertical Loads used for Soil Pressure= 11,639.5 lbs Vert.Component Total= 11,639.5 lbs R.M.= 53,135.4 *Axial live load NOT included in total displayed,or used for overturning I resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. I Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. 1 1 RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:ALLSTRUCTURE ENGINEERING LLC Tilt ' Horizontal Deflection at To of Wall due to settlement of soil (Deflection due to wall bending not considered) 1 Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall(approximate only) 0.100 in The above calculation is not valid if the heel soij bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. 1 • 1 1 1 i 1 1 1 1 1 1 1 1 1 I 1 14' DYNAMIC SITE WALL RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,AC1 530-11 I License To:ALLSTRUCTURE ENGINEERING LLC Criteria I Soil Data I Retained Height = 14.00 ft Allow Soil Bearing = 3,333.0 psf 1 Wall height above soil = 1.00 ft Equivalent Fluid Pressure Method Active Heel Pressure 32.0 psf/ft Slope Behind Wall 0.00 = I Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 psf/ft 1 ;1 1 Water height over heel = 0.0 ft Soil Density,Heel129.00 pcf Soil Density,Toe = = 129.00 pcf I FootingllSoil Friction = 0.350 Soil height to ignore 111 for passive pressure = 12.00 in 7 Surcharge Loads r Lateral Load Applied to Stem ` Adjacent Footing Load 1 Surcharge Over Heel = 0.0 psf Lateral Load 0.0#/ft Adjacent Footing Load 0.0 lbs NOT Used To Resist Sliding&Overturning Height to Top 0.00 ft Footing Width 0.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in NOT Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft 1 - Load Type = Wind(W) Type = Line Load 0.0 ft Axial Load Applied to Stem (Service Level) Footing Yp Base Above/Below Soil Axial Dead Load 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 0.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in 1 Earth Pressure Seismic Load 1 Method :Uniform Uniform Seismic Force = 93.000 ' Multiplier Used = 6.000 Total Seismic Force = 1,441.500 (Multiplier used on soil density) Design Summary I Stem Construction I Bottom Stem OK II Wall Stability Ratios - Design Height Above Ftc ft= 0.00 Overturning 3.05 OK Wall Material Above"He = Concrete Sliding 1.21 Ratio<1.5! Design Method LRFD Thickness = 12.00 Total Bearing Load = 15,748 lbs Rebar Size = # 6 1 ...resultant ecc. = 12.19 in Rebar Spacing 6.00 Soil Pressure @ Toe = 2,824 psf OK Rebar Plaaed at Edge Design Data Soil Pressure @ Heel = 581 psf OK fb/FB+fa/Fa = 0.957 Allowable = 3,333 psf Total Force @ Section Soil Pressure Less Than Allowable Service Level lbs= ACI Factored @ Toe = 3,954 psf ACI Factored @ Heel = 813 psf Strength Level lbs= 6,319.6 Footing Shear @ Toe = 15.7 psi OK Moment....Actual I = Service Level ft-#= ft Footing Shear @Heel 18.9 psi OK Strength Level -#= 32,529.5 Allowable = 75.0 psi Sliding Calcs Moment Allowable = 34,002.9 1 Lateral Sliding Force = 4,853.1 lbs less 100%Passive Force= 375.0 lbs Service Level psi= less 100%Friction Force= - 5,511.7 lbs Strength Level psi= 54.7 Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 75.0 1 ....for 1.5 Stability = 1,392.9 lbs NG Anet(Masonry) in2= Rebar Depth 'd' in= 9.63 Masonry Data fm psi= I Fs psi= Solid Grouting Vertical component of active lateral soil pressure IS Modular Ratio'n' NOT considered in the calculation of soil bearing Wall Weight psf= 150.0 1 Load Factors Short Term Factor Building Code IBC 2012,ACI Equiv.Solid Thick. Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD 1 Earth,H 1.600 Concrete Data Wind,W 1.000 fc psi= 2,500.0 Seismic,E 1.000 FY psi= 60,000.0 I I RetainPro(c)1987-2016, Build 11.16.1112 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,AC1 530-11 I License To:ALLSTRUCTURE ENGINEERING LLC Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.7768 in2/ft (4/3)*As: 1.0357 in2/ft Min Stem T&S Reinf Area 4.320 in2 200bd/fy:200(12)(9.625)/60000: 0.385 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.288 in2/ft 0.0018bh:0.0018(12)(12): 0.2592 in2/ft Horizontal Reinforcing Options: I One layer of: Two layers of: Required Area: 0.7768 in2/ft #4@ 8.33 in #4@ 16.67 in Provided Area: 0.88 in2/ft #5©12.92 in #5©25.83 in Maximum Area: 1.3039 in2/ft #6@ 18.33 in #6@ 36.67 in I Footing Dimensions &Strengths I Footing Design Results M Toe Width = 2.00 ft Toe Heel Heel Width = 7.25 Factored Pressure = 3,954 813 psf Total Footing Width = 9.25 Mu':Upward = 7,455 29,693 ft-# Footing Thickness = 18.00 in Mu':Downward = 695 47,602 ft-# Mu: Design = 6,761 17,908 ft-# Key Width = 0.00 in Actual 1-Way Shear = 15.68 18.92 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ftToe Reinforcing = #6 @ 6.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #6 @ 13.58 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As°I° = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm= 3.00 in Toe: #4@ 6.17 in,#5@ 9.57 in,#6@ 13.58 in,#7@ 18.52 in,#8@ 24.38 in,#9@ 30. Heel:#4@ 6.17 in,#5@ 9.57 in,#6@ 13.58 in,#7@ 18.52 in,#8@ 24.38 in,#9@ 30. Key: No key defined I Min footing T&S reinf Area 3.60 in2 Min footing T&S reinf Area per foot 0.39 in2 /ft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 6.17 in #4@ 12.35 in #5@ 9.57 in #5@ 19.14 in #6@ 13.58 in #6@ 27.16 in Summary of Overturning & Resisting Forces &Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ftp# lbs ft ft-# Heel Active Pressure = 3,844.0 5.17 19,860.7 Soil Over Heel = 11,287.5 6.13 69,135.9 I Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = I Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil = *Axial Live Load on Stem Seismic Earth Load = 1,009.1 7.75 7,820.1 Soil Over Toe = 129.0 1.00 129.0 = Surcharge Over Toe = Total 4,853.1 O.T.M. 27,680.8 Stem Weight(s) = 2,250.0 2.50 5,625.0 Earth @ Stem Transitions= = = Footing Weight = 2,081.3 4.63 9,625.8 Resisting/Overturning Ratio = 3.05 Key Weight = Vertical Loads used for Soil Pressure= 15,747.8 lbs Vert.Component = Total= 15,747.8 lbs R.M.= 84,515.7 If seismic is included,the OTM and sliding ratios *Axial live load NOT included in total displayed,or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. I I 1 RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,AC1 530-11 I License To:ALLSTRUCTURE ENGINEERING LLC Tilt I Horizontal Deflection at Top of Wall due to settlement of soil I (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci I Horizontal Defl @ Top of Wall(approximate only) 0.127 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. I I 1 I 1 I I I I I I 1 I I 14' STATIC SITE WALL I RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:ALLSTRUCTURE ENGINEERING LLC I Criteria 1 Soil Data Retained Height = 14.00 ft Allow Soil Bearing = 2,500.0 psf 1 Wall height above soil = 1.00 ft Equivalent Fluid Pressure Method1 Active Heel Pressure = 32.0 psf/ft Slope Behind Wall = 0.00 = Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 129.00 pcf I Soil Density,Toe = 129.00 pcf FootingllSoil Friction = 0.350 i Soil height to ignore for passive pressure = 12.00 in I _, Surcharge Loads Lateral Load Applied to Stem ` Adjacent Footing Load Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#ift Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 40.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Load Type = Wind(W) Axial Load Applied to Stem ` (Service Level) Footing Type Line Load I Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary 0 Stem Construction r Bottom I Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 4.01 OK Wall Material Above"Ht" = Concrete I Sliding = 1.56 OK Design Method = LRFD Thickness = 12.00 Total Bearing Load = 16,309 lbs Rebar Size = # 6 ...resultant ecc. = 7.33 in Rebar Spacing = 6.00 Soil PressureToe = 2,461psf OK Rebar DataPlacat = Edge I @ Design Data Soil Pressure @ Heel = 1,065 psf OK fb/FB+fa/Fa = 0.734 Allowable = 2,500 psf Total Force @ Section Soil Pressure Less Than Allowable Service Level lbs= 1 ACI Factored @ Toe = 3,446 psf ACI Factored @ Heel = 1,491 psf Strength Level lbs= 5,239.9 Footing Shear @ Toe = 9.2 psi OK Mom e Levelal e Serrvivicce ft-#= Footing Shear @ Heel = 11.3 psi OK Strength Level ft-#= 24,971.3 1 Allowable = 75.0 psi Sliding Calcs Moment Allowable = 34,002.9 Lateral Sliding Force = 4,082.6 lbs less 100%Passive Force= - 641.8 lbs Service Level psi= less 100%Friction Force = - 5,708.2 lbs Strength Level psi= 45.41 Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 75.0 ....for 1.5 Stability = 0.0 lbs OK Anet(Masonry) in2= Rebar Depth 'd' in= 9.63 Masonry Data I fm psi= Fs psi= Solid Grouting = I Vertical component of active lateral soil pressure IS Modular Ratio'n' = NOT considered in the calculation of soil bearing Wall Weight psf= 150.0 Load Factors Short Term Factor = Building Code IBC 2012,ACI Equiv.Solid Thick. = I Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth,H 1.600 Concrete Data Wind,W 1.000 fc psi= 2,500.0 I Seismic,E 1.000 Fy psi= 60,000.0 I 1 RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:ALLSTRUCTURE ENGINEERING LLC Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing I As(based on applied moment): 0.5963 in2/ft (4/3)*As: 0.795 in2/ft Min Stem T&S Reinf Area 4.320 in2 200bd/fy:200(12)(9.625)/60000: 0.385 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.288 in2/ft I 0.0018bh:0.0018(12)(12): 0.2592 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.5963 in2/ft #4@ 8.33 in #4@ 16.67 in Provided Area: 0.88 in2/ft #5@ 12.92 in #5@ 25.83 in I Maximum Area: 1.3039 in2/ft .33 Footing Dimensions &Strengths309 Footing Design #6@ Results18in #6@ 36.67 in Toe Width = 2.00 ft Toe Heel I Heel Width Factored Pressure = 3,446 1,491 psf Total Footing Width 9.25 Mu':Upward 6,610 37,717 ft-# Footing Thickness = 20.00 in Mu':Downward = 883 49,438 ft-# Mu: Design = 5,727 11,721 ft-# II Key Width Key Depth = = 0.00 in Actual 1-Way Shear 9.19 11.31 psi 0.00 in Allow 1-Way Shear 75.00 75.00 psi Key Distance from Toe 0.00 ft Toe Reinforcing = #6 @ 6.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #6 @ 12.22 in I Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: #4@ 5.56 in,#5@ 8.61 in,#6@ 12.22 in,#7@ 16.67 in,#8@ 21.94 in,#9@ 27. Heel:#4@ 5.56 in,#5@ 8.61 in,#6@ 12.22 in,#7@ 16.67 in,#8@ 21.94 in,#9@ 27. I Key: No key defined Min footing T&S reinf Area 4.00 in2 Min footing T&S reinf Area per foot 0.43 in2 ift If one layer of horizontal bars: If two layers of horizontal bars: I #4@ 5.56 in #4@ 11.11 in #5@ 8.61 in #5@ 17.22 in #6@ 12.22 in #6@ 24.44 in I [Summary of Overturning & Resisting Forces &Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ftp# lbs ft ft-# IHeel Active Pressure = 3,927.1 5.22 20,508.2 Soil Over Heel 11,287.5 6.13 69,135.9 Surcharge over Heel = 155.5 7.83 1,217.7 Sloped Soil Over Heel Surcharge Over Toe = Surcharge Over Heel = 250.0 6.13 1,531.3 Adjacent Footing Load = Adjacent Footing Load = IAdded Lateral Load Axial Dead Load on Stem= Load @ Stem Above Soil = *Axial Live Load on Stem = = Soil Over Toe = 129.0 1.00 129.0 I Surcharge Over Toe 80.0 1.00 80.0 Total 4,082.6 O.T.M. 21,726.0 Stem Weight(s) 2,250.0 2.50 5,625.0 Earth @ Stem Transitions= _ = Footing Weight = 2,312.5 4.63 10,695.3 I Resisting/Overturning Ratio = 4.01 Key Weight = Vertical Loads used for Soil Pressure= 16,309.0 lbs Vert.Component Total= 16,309.0 lbs R.M.= 87,196.5 *Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. I Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. 1 I RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06057604 Cantilevered Retaining Wall Code: IBC 2012,AC1 318-11,ACI 530-11 License To:ALLSTRUCTURE ENGINEERING LLC Tilt 1 Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall(approximate only) 0.111 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. 1 1 i 1 1 I 1 1 1 i 1 i� I I I I I I COLUMNS AND FOOTINGS 1 I 1 S I 12 1 I i II ` I I 11- 1 IAsr A L L S T R U C T U R E Tigard Hampton Inn a BY KH DATE Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231 JOB NO 16305 00 v: 503.620.4314 • f: 503.620.4304 SHEET OF 1 Co a�c_ct c Go v u. I act =- In._ (z '-V =-7 11"9. 7,0" ('S), lie%ts 1 •fi4rAV-Ies SIS ��` ( H t,ftP>j i N Roux u mah" (P ,:fx 4 ( 38(,QFO 1 I 1 1 1 1 I As ALLSTRUCTURE BY DATE Engineering LLC ' CHK BY DATE 7140 SW Fir Loop, Suite 231 JOB NO Tigard,Oregon 97223 v: 503.620.4314 • f:503.620.4304 SHEET OF www.a l l stru ctu re.co m ' Allstructure Engineering Project Title: Tigard HI 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 www.allstructure.com I ted 5 SE110 2012 ;..,4,,.,1 Concrete Column File=S:\Proiects\2016116303.00 Tigard Hampton Inn&Suites\03Calculationslfootings andcolumns.ec6 ENERCAIC,INC.1983-2017,Build:10.17.8.29,Ver:6.17.8.31 I LiC.#t -0600 476 censee: _ -'E 1• * 5 - 14 Description: CC1 Code References I Calculations per ACI 318-14, IBC 2015,CBC 2016,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information ill fc:Concrete 28 day strength = 4.0 ksi Overall Column Height = 12.50 ft E= 3,605.0 ksi End Fixity Top& Bottom Pinned Density = 150.0 pcf Brace condition for deflection(buckling)along columns: I Q = 0.850 = X-X(width)axis: fy Main Rebar 60.0 ksi Unbraced Length for X-X Axis buckling=12.50 ft,K=0.65 E Main Rebar 29,000.0 ksi Y-Y(depth)axis: Allow.Reinforcing Limits ASTM A615Bars Used Unbraced Length for X-X Axis buckling=12.50 ft,K=0.65 I Min.Reinf. 1.0% Max.Reinf. 8.0 Column Cross Section Column Dimensions: 14.0in high x 20.0in Wide,Column Edge to Rebar Edge Cover=2.0in •« I.. •., I Column Reinforcing: 4-#6 bars @ corners„ 1.0-#6 bars top& bottom between corner bars, 1.0-#6 bars left&right between corner bars 1 Applied Loads Entered loads are factored per load combinations specified by user. I Column self weight included:3,645.83 lbs*Dead Load Factor AXIAL LOADS... MAX LOAD:Axial Load at 12.50 ft above base,Xecc=4.0in,Yecc=3.0in,D=130.0,L=130.0 k I DESIGN SUMMARY Load Combination +1.20D+0.50Lr+1.60L+1.60H Maximum SERVICE Load Reactions.. Location of max.above base 12.416 ft Top along Y-Y 6.933 k Bottom along Y-Y 6.933 k Maximum Stress Ratio 0.970: 1 Top along X-X 5.20 k Bottom along X-X 5.20 k I Ratio=(Pu^2+Mu^2)^.5I(PhiPn"2+PhiMn^2)^.5 Pu= 368.375 k cp *Pn= 380.234 k Mu-x= -90.389 k-ft (p *Mn-x= -40.833 k-ft Maximum SERVICE Load Deflections... Along Y-Y -0.03444 in at 7.299 ft above base IMu-y= 120.519 k-ft (P*Mn-y= 149.552 k ft for load combination: D Only Mu Angle= 53.0 deg Along X-X 0.02250in at 7.299ft above base Mu at Angle= 150.649 k-ft cpMn at Angle= 155.275 k-ft for load combination:D Only I Pn&Mn values located at Pu-Mu vector intersection with capacity curve � Column Capacities... P Q General Section Information. = 0.650 =0.850 0 = 0.80 Pnmax:Nominal Max.Compressive Axial Capacity 1,151.23 k p %Reinforcing 1.257 % Rebar%Ok Pnmin:Nominal Min.Tension Axial Capacity k Reinforcing Area 3.520 in^2 I 9Pn,max:Usable Compressive Axial Capacity 598.64 k Concrete Area 280.0 in"2 ( Pn,min:Usable Tension Axial Capacity k Governing Load Combination Results ' Governing Factored Moment Dist.from Axial Load Bending Analysis k-ft Load Combination k * Utilization * X-X Y-Y base ft Pu op Pn 6 x gx*Mux 5y by Muy Alpha (deg) 8 Mu rp Mn Ratio +1.40D+1.60H Actual Actual 12.42 187.10 383.79 1.000 -45.19 1.000 60.26 53.000 75,32 154.78 0.487 +1.20D+0.50Lr+1.60L+1.60H Actual Actual 12.42 368.38 380.23 1.000 -90.39 1.000 120.52 53.000 150.65 155.28 0.970 +1.200+1.60L+0.505+1.60H Actual Actual 12.42 368.38 380.23 1.000 -90.39 1.000 120.52 53.000 150.65 155.28 0.970 Allstructure Engineering Project Title: Tigard HI I 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 www.allstructure.com Pr,ptal ^SEP 22'M Concrete Column File=S:Projects\2016\16303.00 Tigard Hampton Inn&Suites103 Calculationsifootings and columns.ec6 ENERCALC,INC 1983-2017,Build:10.17.8.29,Ver:6.17.8.31 UC.#;1 KW-06007476 Licensee:ALI...STRUCTURE.ENGINEERINGINC. 1 Description: CC1 Governing Load Combination Results .._ Governing Factored Moment Dist.from Axial Load Bending Analysis k-ft Load Combination k Utilization * X-X Y-Y base ft Pu (pPn g x gx`Mux g y gy Muy Alpha (deg} g Mu (p Mn Ratio +1.20D+1.60Lr+0.50L+1.60H Actual Actual 12.42 225.38 380.23 1.000 -54.88 1.000 73.17 53.000 91.47 155.28 0.589 I+1.20D+1.60Lr+0.50W+1.60H Actual Actual 12.42 160.38 383.79 1.000 -38.74 1.000 51.65 53.000 64.56 154.78 0.417 +1.20D+0.50L+1.60S+1.60H Actual Actual 12.42 225.38 380.23 1.000 -54.88 1.000 73.17 53.000 91.47 155.28 0.589 +1.20D+1.60S+0.50W+1.60H Actual Actual 12.42 160.38 383.79 1.000 -38.74 1.000 51.65 53.000 64.56 154.78 0.417 +1.20D+0.50Lr+0.50L+W+1.60H Actual Actual 12.42 225.38 380.23 1.000 -54.88 1.000 73.17 53.000 91:47 155.28 0.589 , +1.20D+0.50L+0.50S+W+1.60H Actual Actual 12.42 225.38 380.23 1.000 -54.88 1.000 73.17 53.000 91.47 155.28 0.589 +1.20D+0.50L+0.205+E+1.60H Actual Actual 12.42 225.38 380.23 1.000 -54.88 1.000 73.17 53.000 91.47 155.28 0.589 +0.90D+W+0.90H Actual Actual 12.42 120.28 383.79 1.000 -29.05 1.000 38.74 53.000 48.42 154.78 0.313 +0.90D+E+0.90H Actual Actual 12.42 120.28 38379 1.000 -29.05 1.000 38.74 53.000 48.42 154.78 0.313 1 Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base ©Top +D+H 3.467 3.467 2.600 2.600 133.646 111 +D+L+H 6.933 6.933 5.200 5.200 263.646 +D+Lr+H 3.467 3.467 2.600 2.600 133.646 +D+S+H 3.467 3.467 2.600 2.600 133.646 +D+0.750Lr+0.750L+H 6.067 6.067 4.550 4.550 231.146 +D+0.750L+0.7505+H 6.067 6.067 4.550 4.550 231.146 +D+0.60W+H 3.467 3.467 2.600 2.600 133.646 +D+0.70E+H 3.467 3.467 2.600 2.600 133.646 +D+0.750Lr+0.750L+0.450W+H 6.067 6.067 4.550 4.550 231.146 111+D+0.750L+0.7505+0.450W+H 6.067 6.067 4.550 4.550 231.146 +D+0.750L+0.750S+0.5250E+H 6.067 6.067 4.550 4.550 231.146 +0.60D+0.60W+0.60H 2.080 2.080 1.560 1.560 80.188 +0.60D+0.70E+0.60H 2.080 2.080 1.560 1.560 80.188 I D Only 3.467 3.467 2.600 2.600 133.646 Lr Only L Only 3.467 3.467 2.600 2.600 130.000 S Only W Only E Only H Only +D+H 3.467 3.467 2.600 2.600 133.646 +D+L+H 6.933 6.933 5.200 5.200 263.646 +D+Lr+H 3.467 3.467 2.600 2.600 133.646 +D+S+H 3.467 3.467 2.600 2.600 133.646 +D+0.750Lr+0.750L+H 6.067 6.067 4.550 4.550 231.146 I+D+0.750L+0.7505+H 6.067 6.067 4.550 4.550 231.146 +D+0.60W+H 3.467 3.467 2.600 2.600 133.646 +D+0.70E+H 3.467 3.467 2.600 2.600 133.646 +D+0.750Lr+0.750L+0.450W+H 6.067 6.067 4.550 4.550 231.146 I +D+0.750L+0.750S+0.450W+H 6.067 6.067 4.550 4.550 231.146 Maximum Moment Reactions Note:Only non-zero reactions are listed. Moment About X-X Axis Moment About Y-Y Axis Load Combination @ Base @ Top @ Base @ Top +D+H k-ft k-ft +D+L+H k-ft k-ft +D+Lr+H k-ft k-ft +D+S+H k-ft k-ft +D+0.750Lr+0.750L+H k-ft k-ft +D+0.750L+0.7505+H k-ft k-ft +D+0.60W+H k-ft k-ft +D+0.70E+H k-ft k-ft +D+0.750Lr+0.750L+0.450W+H k-ft k-ft I +D+0.750L+0.7505+0.450W+H k-ft k-ft +D+0.750L+0.750S+0.5250E+H k-ft k-ft I I Allstructure Engineering Project Tile: Tigard HI 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 I www.allstructure.com Pnnted5 SEP 2e17.2:22` Fr Concrete Column File=S;Projects\2016\16303.00Tgard Hampton Inn BSuites103Caiculationsifootingsand columns.ec6 ENERCALC,INC.1983-2017,Budd:10.17.8.29,Ver:6.17.8.31 I Lie.,#:KVV-06007476 Licensee+see:ALLSTRUCTURE ENGINEERING NC. Description: CC1 Maximum Moment Reactions' Note:Only non-zero reactions are listed. I Moment About X-X Axis Moment About Y-Y Axis Load Combination @Base @ Top @ Base @ Top +0.60D+0.60W+0.60H k-ft k-ft +0.60D+0.70E+0.60H k-ft k-ft D Only k-ft k-ft Lr Only k-ft k-ft L Only k-ft k-ft S Only k-ft k-ft I W Only k-ft k-ft E Only k-ft k-ft H Only k-ft k-ft +D+H k-ft k-ft +D+L+H k-ft k-ft I +D+Lr+H k-ft k-ft +D+S+H k-ft k-ft +D+0.750Lr+0.750L+H k-ft k-ft +D+0.750L+0.750S+H k-ft k-ft I +D+0.60W+H k-ft k-ft +D+0.70E+H k-ft k-ft +D+0.750Lr+0.750L+0.450W+H k-ft k-ft +D+0.750L+0.750S+0.450W+H k-ft k-ft I Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0225 in 7.299 ft -0.034 in 7.299 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft I L Only 0.0225 in 7.299 ft -0.034 in 7.299 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft I H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Sketches 200e IL 1 . �, ' .,, i. II G , , c . x c c c Interaction Diagrams I I Allstructure Engineering Project Title: Tigard HI 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 www.allstructure.com I PrPted 5°(P 2:',17 2 CPM File=SAProjects 12016 116303.00 Tigard Hampton Inn&Suites103 Calculations\footings and columns.ec6 Concrete Column , ENERCALC INC.1983-2017,Build:10.17.8.29,Ver:6.17.8.31 Lit..#:KVIt46007476 Licensee:ALLSTRUC11.IRE ENGINEERING INC, 1 Description: CC1 Concrete Column P-M Interaction Diagram Concrete Column 6-M interaction Diagram 675 0 I 675 0 5075 607.5 ...,,,, ', 540.0_ 540.0 ' I 4725 4725 \ , , - 405 0 405 0 , 337.5 'O i. 337 5 • . . .. 270.0 270.0 202.5 , 202.5 I ,- 135.0 135.0 . 1 67.5 67.5 I ....---' 05• 177 35.4 532 70.9 806 1063 1240 141.9 5595 5772 177 35.4 532 70.9 900 166.3 124.0 1419 5595 117.2 Concrete Column P-M interactton Diagram Concrete Column P-M intemotton Diagram I 6„0 675.0 607 5 607 5 I 540.0 540.0 ...,, 472 5 \ 472 5 N II 4050_ 405 0 337 5 \ 5 337.5 a , • a 270.0 270.0 ' I 2525 202.5 . . 135.0 • 135.0 ' 67.5 67 5 '... 0 0 177 25.4 532 709 885 5003 1249 1498 1905 1972 III I 11- I I I I Allstructure Engineering Project Title: Tigard HI 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 I www.allstructure.com rng-5 SEP 2317 2 23P Concrete C O(U 111 n File=S:1Projects12016116303.00 Tigard Hampton Inn&Suites103 Calculationstfootings and columns.ec6 ENERCALC,INC.1983-2017,Build:10.17.8.29,Ver:6.17.8.31 ILie.#:K-06007.476;: Licensee: . • 1- 1 1 Description: CC1 Concrete Column P-M interaction Diagram Concrete Column P-M Interaction Diagram 6750 i Phi'Mn e Alpha (k-ft) 6750 Phi'Mn a Alpha Ik-ft) .,I. 607.5 - 607 5I -� 540.0 5400 I.... _... ,. 472.5 , 4725 ' \\ I 405.0 :::: 337.5 a E. a 270.0 270.0 I c 202.5 202 5 135.0 _ 135.0 67.5 871 0'0 _-17:7 354___-- 53.2 ---70.9 885__-- 196,3 --1240 141:5-- 159.5 _-'-/77.2 01.0" 177 -- 35.4 _-53.2 70.9 " 08.0 "'""1982 1240 141.8""""'119.5 """177:2 Concrete Column P.M interaction Diagram Concrete Column P.M Interaction Diagram PN'Mn a Alpha(k-8) Phi'Mn a Alpha (5-5) 675.0 675.0 I607.5 6075 _ - 540.0 : \\.. 540.0 472.5 \ 4725 \ 405.0 405.0 I 337.5 a. a. :::: 2700 202.5 i 202.5 t 35.0 „ 135.0 67.5 67.5 00 177 154__-- 532 -""--709 886""' -1083""""'1240 141:8'/ 1545_""'-177.20.5 177 ':--354 53:2 759 --- 886 -1063 1234 145.8� -1595 1772 I I I I I Allstructure Engineering Project Title: Tigard HI 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 www.allstructure.com I,rpt -5SEP 2`�2 2'2.PMS Concrete Column File=S:\Pioiects12016\16303.00 Tigard Hampton Inn&Suites\03 Calm at ons\footings and columns.ec6 ENERCALC,INC.1983-2017,Batld:10.17.8.29,Ver:6.17.8.31 Lie #:KW~�0 4 3'` ict5 : ` 1" 1 < 1 Description: CC1 Concrete Column P-M interaction Diagram Commie Column P-M interaction Diagram 675.0 1 PN'Mn AIPt+a (k 8) 675 0 051 Mo AIPha (k-1t) I 607.5— 6075--,. 540.0 5400 �\ 4725 �. 472.5_: 405.0Z 405 0 . 337.5. :' It 337 5It t 270.0 ' 270 0 I202.5 \..... 202 5 , 135.0 135.0 r 67.5I Concrete Column P M interaction Diagram .- Concrete Column P-M Interaction Diagram I PM'Mn Alpha (k-8) Phi'Mn Alpha (k-8} 675.0 675.0 607.5. i.i iiiii I 607 5 540.0 "\ 540.0 ~ \ alas_ ons I 405.0_ �, 4050 337.5 337 5 c El 270.0 2700 202.5 \..... 202.5 1 135.0 135.0 ;i 67.5 67.5 00 17:7- 354__--532 _-709 886_-- 1063 9240 141.8 1595 ---177.2 0.0 177'_"""'364 """53'2 709 ""' 886 1083 1245 141.8 1595 --1772 I I I I iiAllstructure Engineering Project Title: Tigard HI 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 Iwww.allstructure.com Concrete Column File=S:\Projects12016116303.00 Tigard Hampton Inn&Suites\03 Calculations\footings and columns.ec6 ENERCALC,INC.1983-2017,Build:10.17.8.29,Ver:6.17.8.31 I Lit.#:KW-06007476 licensee ALLSTRUCTURE.ENGINEERING INC. Description: CC2 Code References I Calculations per ACI 318-14, IBC 2015,CBC 2016,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information I fc:Concrete 28 day strength = 4.0 ksi Overall Column Height = 12.50 ft E= 3,605.0 ksi End Fixity Top& Bottom Pinned Density = 150.0 pcf Brace condition for deflection(buckling)along columns: I Q _ 0.850 = X-X(width)axis: fy Main Rebar 60.0 ksi Unbraced Length for X-X Axis buckling=12.50 ft,K=0.65 E Main Rebar 29,000.0 ksi Y-Y(depth)axis: Allow.Reinforcing Limits ASTM A615Bars Used Unbraced Length for X-X Axis buckling=12.50 ft,K=0.65 I Min.Reinf. = 1.0% Max.Reinf. 8.0 Column Cross Section Column Dimensions: 16.0in high x 30.0in Wide,Column Edge to x°" I Rebar Edge Cover=2.0in I Column Reinforcing: 4-#7 bars @corners„2-#7 bars top& bottom between corner bars,1.0-#7 bars 'f. "' •-. left&right between corner bars Applied Loads Entered loads are factored per load combinations specified by user. I Column self weight included:6,250.0 lbs*Dead Load Factor AXIAL LOADS... MAX LOAD:Axial Load at 12.50 ft above base,Xecc=6.0in,Yecc=3.0in,D=255.0,L=255.0 k I DESIGN SUMMARY Load Combination +1.20D+0.50Lr+1.60L+1.60H Maximum SERVICE Load Reactions.. Location of max.above base 12.416 ft Top along Y-Y 20.40 k Bottom along Y-Y 20.40 k Maximum Stress Ratio 0.985: 1 Top along X-X 10.20 k Bottom along X-X 10.20 k I Ratio=(Pu^2+Mu^2)".5I(PhiPn^2+PhiMn^2)^.5 Pu= 721.50 k cp *Pn= 736.89 k Mu-x= -177.302 k-ft (f) *Mn-x= -42.257 k-ft Maximum SERVICE Load Deflections... Along Y-Y -0.03017 in at 7.299 ft above base Mu-y= 354.604 k-ft (P*Mn-y= 399.158 k-ft for load combination: D Only Mu Angle= 63.0 deg Along X-X 0.01716in at 7.299 ft above base Mu at Angle= 396.459 k-ft cpMn at Angle= 402.440 k-ft for load combination:D Only Pn&Mn values located at Pu-Mu vector intersection with capacity curve Column Capacities... General Section Information.cp = 0.650 Q =0.850 0 = 0.80 Pnmax:Nominal Max.Compressive Axial Capacity 1,971.60 k p %Reinforcing 1.250 °/0 Rebar%Ok Pnmin:Nominal Min.Tension Axial Capacity k Reinforcing Area 6.0 in^2 I tp Pn,max:Usable Compressive Axial Capacity 1,025.23 k Concrete Area 480.0 102<p Pn,min:Usable Tension Axial Capacity k Governing Load Combination Results Governing FactoredMoment Dist.from Axial Load Bending Analysis k-ft Load Combination k Utilization X-X Y-Y ! base ft Pu cp *Pn 8x 8x*Mux 6y 6y*Muy Alpha (deg) 8 Mu cp Mn Ratio I +1.40D+1.60H Actual Actual 12.42 365.75 742.91 1.000 -88.65 1.000 177.30 63.000 198.23 400.32 0.495 +1.20D+0.501r+1.60L+1.60H Actual Actual 12.42 721.50 736.89 1.000 -177.30 1.000 354.60 63.000 396.46 402.44 0.985 +1.20D+1.60L+0.50S+1.60H Actual Actual 12.42 721.50 736.89 1.000 -177.30 1.000 354.60 63.000 396.46 402.44 0.985 Allstructure Engineering Project Title: Tigard HI 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 www.allstructure.com I rted5 SEP 2C12 2 15E4,1 Concrete CiQ�U lTi ri File=S:\Projects\2016\16303.00 Tigard Hampton Inn&Suites103 Calculations\footings and columns ec6 fNERCAI-C,INC.1983-2017,Build:10.17.8.29,Ver:6.17.8.31 jLie.#;:KW-06007476 Licensee.ns :ALLSTRUCIURE ENGINEERING INC.:' Description: CC2I Governing Load Combination Results Governing Factored Moment Dist.from Axial Load Bending Analysis k-ft Load Combination k Utilization * X-X Y-Y base ft Pu cp Pn S x 5x'Mux b y 3y Muy Alpha (deg) S Mu tp Mn Ratio +1.20D+1.60Lr+0.50L+1.60H Actual Actual 12.42 441.00 736.89 1.000 -107.65 1.000 215.30 63.000 240.71 402.44 0.598 +1.20D+1.60Lr+0.50W+1.60H Actual Actual 12.42 313.50 742.91 1.000 -75.99 1.000 151.97 63.000 169.91 400.32 0.424 I +1.20D+0.50L+1.605+1.60H Actual Actual 12.42 441.00 736.89 1.000 -107.65 1.000 215.30 63.000 240.71 402.44 0.598 +1.20D+1.60S+0.50W+1.60H Actual Actual 12.42 313.50 742.91 1.000 -75.99 1.000 151.97 63.000 169.91 400.32 0.424 +1.20D+0.50Lr+0.50L+W+1.60H Actual Actual 12.42 441.00 736.89 1.000 -107.65 1.000 215.30 63.000 240.71 402.44 0.598 +1.20D+0.50L+0.50S+W+1.60H Actual Actual 12.42 441.00 736.89 1.000 -107.65 1.000 215.30 63.000 240.71 402.44 0.598 1 +1.200+0.50L+0.20S+E+1.60H Actual Actual 12.42 441.00 736.89 1.000 -107.65 1.000 215.30 63.000 240.71 402.44 0.598 +0.90D+W+0.90H Actual Actual 12.42 235.13 742.91 1.000 -56.99 1.000 113.98 63.000 127.43 400.32 0.318 +0.90D+E+0.90H Actual Actual 12.42 235.13 742.91 1.000 -56.99 1.000 113.98 63.000 127.43 400.32 0.318 1 Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+H 10.200 10.200 5.100 5.100 261.250 I +D+L+H 20.400 20.400 10.200 10.200 516.250 +D+Lr+H 10.200 10.200 5.100 5.100 261.250 +D+S+H 10.200 10.200 5.100 5.100 261.250 I+D+0.750Lr+0.750L+H 17.850 17.850 8.925 8.925 452.500 +D+0.750L+0.750S+H 17.850 17.850 8.925 8.925 452.500 +D+0.60W+H 10.200 10.200 5.100 5.100 261.250 +D+0.70E+H 10.200 10.200 5.100 5.100 261.250 +D+0.750Lr+0.750L+0.450W+H 17.850 17.850 8.925 8.925 452.500 +D+0.750L+0.750S+0.450W+H 17.850 17.850 8.925 8.925 452.500 +D+0.750L+0.750S+0.5250E+H 17.850 17.850 8.925 8.925 452.500 +0.60D+0.60W+0.60H 6.120 6.120 3.060 3.060 156.750 +0.60D+0.70E+0.60H 6.120 6.120 3.060 3.060 156.750 I D Only 10.200 10.200 5.100 5.100 261.250 Lr Only L Only 10.200 10.200 5.100 5.100 255.000 S Only I W Only E Only H Only +D+H 10.200 10.200 5.100 5.100 261.250 +D+L+H 20.400 20.400 10.200 10.200 516.250 +D+Lr+H 10.200 10.200 5.100 5.100 261.250 +D+S+H 10.200 . 10.200 5.100 5.100 261.250 +D+0.750Lr+0.750L+H 17.850 17.850 8.925 8.925 452.500 +D+0.750L+0.7505+H 17.850 17.850 8.925 8.925 452.500111 +D+0.60W+H 10.200 10.200 5.100 5.100 261.250 +D+0.70E+H 10.200 10.200 5.100 5.100 261.250 +D+0.750Lr+0.750L+0.450W+H 17.850 17.850 8.925 8.925 452.500 +D+0.750L+0.750S+0.450W+H 17.850 17.850 8.925 8.925 452.500 111 Maximum Moment Reactions Note:Only non-zero reactions are listed. Moment About X-X Axis Moment About Y-Y Axis Load Combination @ Base @ Top @ Base @ Top I +D+H k-ft k-ft +D+L+H k-ft k-ft +D+Lr+H k-ft k-ft +D+S+H k-ft k-ft +D+0.750Lr+0.750L+H k-ft k-ft +D+0.750L+0.750S+H k-ft k-ft 111 +D+0.60W+H k-ft k-ft +D+0.70E+H k-ft k-ft +D+0.750Lr+0.750L+0.450W+H k-ft k-ft I +D+0.750L+0.750S+0.450W+H k-ft k-ft +D+0.750L+0.750S+0.5250E+H k-ft k-ft I Allstructure Engineering Project Title: Tigard HI I 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 I www.allstructure.com tl:5 SEP 22;17.2:5.aPM Concrete Column File=S:\Projects\2016\16303.00 Tigard Hampton Inn BSuites103Calculations\footingsand columnsec6 ENERCALC,INC.1983-2017,Build:1017.8.29,Ver:6.17.8.31 I U :tai-0600747 .,. Licensee;AL#:STRLfC'I11RE'tyNG1IdEERtt+fG INC, Description: CC2 Maximum Moment Reactions Note:Only non-zero reactions are listed. I Moment About X-X Axis Moment About Y-Y Axis Load Combination @ Base @ Top ©Base @ Top +0.60D+0.60W+0.60H k-ft k-ft +0 60D+0.70E+0.60H k-ft k-ft I D Only k-ft k-ft Lr Only k-ft k-ft L Only k-ft k-ft S Only k-ft k-ft W Only k-ft k-ft E Only k-ft k-ft H Only k-ft k-ft +D+H k-ft k-ft +D+L+H k-ft k-ft I +D+Lr+H k-ft k-ft +D+S+H k-ft k-ft +D+0.750Lr+0.750L+H k-ft k-ft +D+0.750L+0.750S+H k-ft k-ft +D+0.60W+H k-ft k-ft I +D+0.70E+H k-ft k-ft +D+0.750Lr+0.750L+0.450W+H k-ft k-ft +D+0.750L+0.750S+0.450W+H k-ft k-ft Maximum Deflections for Load Combinations I Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0172 in 7.299 ft -0.030 in 7.299 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft I L Only 0.0172 in 7.299 ft -0.030 in 7.299 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft ISketches I •. 0, • • 40 AWY x L .' y �7 ___. �sr K I V IInteraction Diagrams I I I Allstructure Engineering Project Title: Tigard HI I 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 www.allstructure.com I File=SAP 'ects12016116303.00 Tigard Hampton Inn&Suitesl03 Calculations\footings and columns ec6 Concrete Column ENERCALC,INC.1983-2017,Bu(ld 10.17.8.29,Ver:6.17.8.31 Lig.#:KW-06007476 Licensee:ALL TRUC1 U E ENGINEERING INC. Description: CC2 I concrete Column P.M nrtemohon Diagram concrete Co rmm PAA Interaction Diagram Ph,"(An QAlpha (k-h) Ph,`Mn @ Alpha (k-fl) I 1.125.0 1 1250 1.012.5 .. 1.0125 1 900.0 900 0 757.5 ` 675 0 675 0 1 _ I 562.5 '., a`. 562.5 an `a a 450 0 450.0 ::-' 337.5 - z 337 6 \ 225.0 225 0 % I112.5 1)2.5_;.. ._ ' 00 _-53.2 106.3__-- 159.5-"''2126 2658"- 3189 -'372.1 --4252 4784 ---531-.5 00 532"" 1063__---159.5 -21262659""-316.9-"372.1-- 4252""4784 --"531.5 .s. Concrete Column P-M Iotaracrron Diagra i .,n Concrete Column P-M rntoractron Diagram I Ph'Mn06Alpha (k h) Phi'Mn 06 Alpha (k-6) 1.125.0 1 125 0 5012.5_. 10125 900.0 \.. 900.0 i \ 787.5 787 5 ',.. 675.0-. _... �`.. _.... 6750 . _.. v 562.5 E 562 5 n. I 337.5 .\ 337 5 } �. 225.0 2250 . . -' 1125 T'j 00 --53'2 1053 1595 212E 285'8-- 319.9 '372.1 -425.2 4784--_--531'.5 0 0 532 _:- 106.3 """1555 2128 2658 -3195 3721'/425.2 ---4794 ""531'.5 I I I I I I Al!structure Engineering Project Title: Tigard HI 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 I www.allstructure.com rted-5Sr20'7.253&„k1 Concrete Column File=S:\Projects\2016116303.00 Tigard Hampton Inn&Suites 03 Caiculations footings and columns.ec6 ENERCALC,INC.1983-2017,Build:10.17.8.29,Ver:6.17:8.31 ' :KW-06007476 LiCeilSee.AL.Lts'F'Rt1CftlFtENGINEERING INC. Description: CC2 Concrete Colwnn P-M Interaction Diagram Concrete Column P-M Interaction Diagram 1,125 0Alpha Ph'Mn a Alpha Ikft)... 1.1250 PP k8 ( ) 1,0125 .�\ 1.012.5 9I 60 \ \.... 9000, 787 5 { -�\ 787.5 I 675 0 :::: 562 5 4 _. ; a 450 0 \ d 450.0 337 5 3375 225 0 2250 112.5 1125 -- 5 0 --532 106:3_- 109.5-_--2126 2554 31-69 372.1 --425.2 4784----531.5 0-0 53:7_-- 1083"-_-1595 -212.5 2658""_--318.9` 43;2., -4'2,2- ''''4754__---5315 I u Concrete Column P-M iniemGion Diagram b a+ Concrera Column P-M!nlerection Diagram Ph`Mn{e Alpha 1k-fl) Phi'Mn(t Alpha 1k-ft) 1.125.0 1.1250 1.012.5 ... 7,012 5 96.0 9000 :... �I .... 787.5 7875 6754 8750�. 3 582.5 562 5 { 060.0 � 450 0 � 337.5j. 337 5 225.0 2250 112.5 „.. 1125 .-�". I7. O { 00 532 1083_ 1585 ---2128 265:8-- 318.4 -3721 425:7 4784_---531:5 0:0 632"---1083 "1885 2128'- 2658"-"3189 372:1 425.2 _-478# 531-.5 I I I I Allstructure Engineering Project Title: Tigard HI 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 www.allstructure.com I Printed 517 21eFC, File=S:1Projects12016116303.00 Tigard Hampton Inn&Suites103 Calculationstfoohngs and columns ec6 Concrete Column ENERCALC,INC 1983-2017,Build.10.17829,Ver.fi17.8.31 tic.#:KW-06007476< . Licensee:ALLSTRUCTLIRE ENGINEERING INC. Description: CC2 ' Concrete C Iumn Pal SNe cGan D agram C ere Colum P41 uiteracti0n Diagram Ph'Ma 58 Alpha 0h-It7 Phi'M 42 Alpha 0,41) I 1.125.0 250 0125 01zs 900 0 900.0._.... 7875 ''. 7875 { \ 675.0 675 0 562.5 562 5 a E 450.0 450.0 , I3375 . 337 5 225.0 .'.. 2250 :, 112.5, .-' 1125—j 25 '53:2 106:3__-' 589.5__---2126 2659-- 318.9'' 372.1 --425.2 476.4--"531.5 0D 53.2__-- 1063 """159.5 --'212'.6"' 2658---'318.9- 372.1- 425.2-----4784 ---531:5 C ncrete Column P M roteraclion D agram C c-ere Column P-M Inleraotion Diagram Phl"Mn®Alpha (k-8) Phi'Mo AIprr4 (k-H7 1,125.0 11250 .... ' i HOOD \ 9000 { \. 767.5 7975 �.�. _..-.. .., ' i 675,0 : .... .... 6750- ........ ..... _... '• . 562.5 .• . E. 562 5 E E 450D 4500 337.5 ,.. 337 5 `t I225.0 : 225 0 1125 1 O.Q 5}2 i563"' 1595 _..2129 265:6- 318.9 :x..3721 425:2 4784_....531'.5 0'Q 532:... '083 -1595 2128' 2656-.-.._.319.9 _372:1 425.2-....4784 -531:5 I I I I I I Allstructure Engineering Project Title: Tigard HI 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 I www.allstructure.com pat: SstPzo`=.7 ss . Concrete Column File=S:Projects\2016\16303.00 Tigard Hampton Inn&Suites\03 Calculations\footings and columns.ec6 ENERCALC,INC.1983-2017,Build:10.17.8.29,Ver:6.17.8.31 ' Lk :KW 07476 Licensee:ALLSTRUCTURE ENGINEERING INC. Description: CC3 Code References I Calculations per ACI 318-14, IBC 2015,CBC 2016,ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information I fc:Concrete 28 day strength = 4.0 ksi Overall Column Height = 12.50 ft E= = 3,605.0 ksi End Fixity Top& Bottom Pinned Density = 150.0 pcf Brace condition for deflection(buckling)along columns: 0.850 I R = X-X(width)axis fy-Main Rebar60.0 ksi Unbraced Length for X-X Axis buckling=12.50 ft,K=0.65 E-Main Rebar = 29,000.0 ksi Y-Y(depth)axis: Allow.Reinforcing Limits ASTMA615Bars Used Unbraced Length for X-X Axis buckling=12.50 ft,K=0.65 I Min.Reinf. = 1.0% Max.Reinf. 8.0% Column Cross Section I Column Dimensions: 16.0in high x 36.0in Wide,Column Edge toMC m Rebar Edge Cover=2.0in I Column Reinforcing 4-#7 bars @ corners„2.0-#7 bars top& - , __ •, .:..: . ,: bottom between corner bars, 1.0-#7 bars left&right between corner bars Applied Loads Entered loads are factored per load combinations specified by user. I Column self weight included:7,500.0 lbs*Dead Load Factor AXIAL LOADS... MAX LOAD:Axial Load at 12.50 ft above base,Xecc=6.0in,Yecc=3.0in,D=335.0,L=335.0 k I DESIGN SUMMARY Load Combination +1.20D+0.50Lr+1.60L+1.60H Maximum SERVICE Load Reactions.. Location of max.above base 12.416 ft Top along Y-Y 26.80 k Bottom along Y-Y 26.80 k Maximum Stress Ratio 0.995: 1 Top along X-X 13.40 k Bottom along X-X 13.40 k I Ratio=(Pu"2+Mu^2)^.5/(PhiPn^2+PhiMn^2)^.5 Pu= 947.0 k tp*Pn= 955.97 k Maximum SERVICE Load Deflections... Mux= -232.926 k-ft tP *Mn-x= -39.628 k-ft Along Y-Y -0.03303 in at 7.299 ft above base IMu-y= 465.852 k-ft tP*Mn-y= 520.04 k-ft for load combination: D Only Mu Angle= 63.0 deg Along X-X 0.01305in at 7.299 ft above base Mu at Angle= 520.84 k-ft (pMn at Angle= 523.49 k-ft for load combination:D Only I Pn&Mn values located at Pu-Mu vector intersection with capacity curve Column Capacities... General Section Information.(p = 0.650 0 =0.850 0 = 0.80 Pnmax:Nominal Max.Compressive Axial Capacity 2,298.0 k p %Reinforcing 1.042 % Rebar%Ok Pnmin:Nominal Min.Tension Axial Capacity k Reinforcing Area 6.0 inA2 I tp Pn,max:Usable Compressive Axial Capacity 1,194.96 k Concrete Area 576.0 in^2 yPn,min:Usable Tension Axial Capacity k Governing Load Combination Results IGoverning Factored Moment Dist.from Axial Load Bending Analysis k-ft Load Combination k Utilization X-X Y-Y base ft Pu tp *Pn 6 x 8x*Mux g y 6y*Muy Alpha (deg) g Mu tp Mn Ratio I +1.400+1.60H Actual Actual 12.42 479.50 962.81 1.000 -116.46 1.000 232.93 63.000 260.42 519.57 0.501 +1.20D+0.50Lr+1.60L+1.60H Actual Actual 12.42 947.00 955.97 1.000 -232.93 1.000 465.85 63.000 520.84 523.49 0.995 +1.20D+1.60L+0.50S+1.60H Actual Actual 12.42 947.00 955.97 1.000 -232.93 1.000 465.85 63.000 520.84 523.49 0.995 I Allstructure Engineering Project Title: Tigard HI I 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 www.allstructure.com I 42.e4; 5 SEP 22/2/ 224PM Concrete Column File=S:\Prajects12016\16303.00 Tigard Hampton Inn&Suites\03 Calculationstfootings and columns.ec6 ENERCALC,INC.1983-2017,Build:10.17.8.29,Ver:6.17.8.31 Ue. KW-0600T476 ?. Licensee:ALLSTRUCTURE ENGIN ERIN INC.' Description: CC3 I Governing Load Combination Results .._ Governing Factored .Moment Dst.from Axial Load Bending Analysis k-ft Utilization Load Combination X-X Y-Y ! base ft Puk cp *Pn 8 x 8x*Mux 8Y 8y*Muy Alpha (deg) 8 Mu (On Ratio +1.200+1.60Lr+0.50L+1.60H Actual Actual 1242 578.50 955.97 1.000 -141.42 1.000 282.84 63.000 316.22 523.49 0.604 I +1.20D+1.60Lr+0.50W+1.60H Actual Actual 12.42 411.00 962.81 1.000 -99.83 1.000 199.65 63.000 223.22 519.57 0.430 +120D+0.50L+1.60S+1.60H Actual Actual 12.42 578.50 955.97 1.000 -141.42 1.000 282.84 63.000 316.22 523.49 0.604 +1.20D+1.605+0.50W+1.60H Actual Actual 12.42 411.00 962.81 1.000 -99.83 1.000 199.65 63.000 223.22 519.57 0.430 +1.20D+0.50Lr+0.50L+W+1.60H Actual Actual 12.42 578.50 955.97 1.000 -141.42 1.000 282.84 63.000 316.22 523.49 0.604 I +120D+0.50L+0.505+W+1.60H Actual Actual 12.42 578.50 955.97 1.000 -141.42 1.000 282.84 63.000 31622 523.49 0.604 +1.20D+0.50L+0.20S+E+1.60H Actual Actual 12.42 578.50 955.97 1.000 -141.42 1.000 282.84 63.000 316.22 523.49 0.604 +0.90D+W+0.90H Actual Actual 12.42 308.25 962.81 1.000 -74.87 1.000 149.74 63.000 167.41 519.57 0.322 +0.90D+E+0.90H Actual Actual 12.42 308.25 962.81 1.000 -74.87 1.000 149.74 63.000 167.41 519.57 0.322 I Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+H 13.400 13.400 6.700 6.700 342.500 I +D+L+H 26.800 26.800 13.400 13.400 677.500 +D+Lr+H 13.400 13.400 6.700 6.700 342.500 +D+S+H 13.400 13.400 6.700 6.700 342.500 I +D+0.750Lr+0.750L+H 23.450 23.450 11.725 11.725 593.750 +D+0.750L+0.750S+H 23.450 23.450 11.725 11.725 593.750 +D+0.60W+H 13.400 13.400 6.700 6.700 342.500 +D+0.70E+H 13.400 13.400 6.700 6.700 342.500 +D+0.750Lr+0.750L+0.450W+H 23.450 23.450 11.725 11.725 593.750 I+D+0.750L+0.750S+0.450W+H 23.450 23.450 11.725 11.725 593.750 +D+0.750L+0.750S+0.5250E+H 23.450 23.450 11.725 11.725 593.750 +0.60D+0.60W+0.60H 8.040 8.040 4.020 4.020 205.500 +0.600+0.70E+0.60H 8.040 8.040 4.020 4.020 205.500 I D Only 13.400 13.400 6.700 6.700 342.500 Lr Only L Only 13.400 13.400 6.700 6.700 335.000 S Only ' W Only E Only H Only +D+H 13.400 13.400 6.700 6.700 342.500 I +D+L+H 26.800 26.800 13.400 13.400 677.500 +D+Lr+H 13.400 13.400 6.700 6.700 342.500 +D+S+H 13.400 13.400 6.700 6.700 342.500 +D+0.750Lr+0.750L+H 23.450 23.450 11.725 11.725 593.750 I +D+0.750L+0.7505+H 23.450 23.450 11.725 11.725 593.750 +D+0.60W+H 13.400 13.400 6.700 6.700 342.500 +D+0.70E+H 13.400 13.400 6.700 6.700 342.500 +D+0.750Lr+0.750L+0.450W+H 23.450 23.450 11.725 11.725 593.750 I +D+0.750L+0.750S+0.450W+H 23.450 23.450 11.725 11.725 593.750 Maximum Moment Reactions Note:Only non-zero reactions are listed. Moment About X-X Axis Moment About Y-Y Axis Load Combination @ Base @ Top @ Base @ Top +D+H k-ft k-ft +D+L+H k-ft k-ft +D+Lr+H k-ft k-ft +D+S+H k-ft k-ft I+D+0.750Lr+0.750L+H k-ft k-ft +D+0.750L+0.7505+H k-ft k-ft +D+0.60W+H k-ft k-ft +D+0.70E+H k-ft k-ft +D+0.750Lr+0.750L+0.450W+H k-ft k-ft I +D+0.750L+0.750S+0.450W+H k-ft k-ft +D+0.750L+0.7505+0.5250E+H k-ft k-ft I Allstructure Engineering Project Title: Tigard HI 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 I www.allstructure.com Prsnte4:. P 2017.2 224P`.i Concrete Column File=S:\Projects\2016\16303.00 Tigard Hampton Inn&Suites\03 Calculations\footings and columns.ec6 ENERCALC,INC.1983-2017,Build:10.17.8.29,Ver:6.17.B.31 I Lit.#:KW-06007476 `' Licensee:ALLSTRUCTURE ENGINEERING INC. Description: CC3 Maximum Moment Reactions Note:Only non-zero reactions are listed. I Moment About X-X Ates Moment About Y-Y Axis Load Combination @Base @ Top @ Base @ Top +0.60D+0.60W+0.60H k-ft k-ft +0.60D+0.70E+0.60H k-ft k-ft D Only k-ft k-ft Lr Only k-ft k-ft L Only k-ft k-ft S Only k-ft k-ft I W Only k-ft k-ft E Only k-ft k-ft H Only k-ft k-ft +D+H k-ft k-ft +D+L+H k-ft k-ft I +D+Lr+H k-ft k-ft +D+S+H k-ft k-ft +D+0.750Lr+0.750L+H k-ft k-ft +D+0.750L+0.750S+H k-ft k-ft I +D+0.60W+H k-ft k-ft +D+0.70E+H k-ft k-ft +D+0.750Lr+0.750L+0.450W+H k-ft k-ft +D+0.750L+0.7505+0.450W+H k-ft k-ft Maximum Deflections for Load Combinations I Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0130 in 7.299 ft -0.033 in 7.299 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft IL Only 0.0130 in 7.299 ft -0.033 in 7.299 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft IH Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Sketches 98.0 mII ilk Interaction Diagrams �.ry I Allstructure Engineering Project Title: Tigard HI I 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 www.allstructure.com I N..rt1d 5 SEP 2:;17.2:2:tcM Concrete �it?�U 111tt File=S:\Projects12016\16303.00 Tigard Hampton Inn&Suites\03 Calculationslfootings and columns.ec6 ENERCALC,INC.1983-2017,Build:10.17.8.29,Ver:6.17.8.31 IJc. :KW-06007476 Li ns e;ALL TRUCT RE ENGINEERING NC. Description: CC3 Concrete C mn P-M Interaction Diagram C crete Colum P M terachon Diagram Ph Mn a Alpha (k-fl) 13000 Ph,`M 5t Alpha (kat) I 1300.0 1.040.0 � 10300�._. .._ 91009100 ): , 780.0 780 0 t i 4 4 650,0 x E. 650.0 i a. 520.0520 0 \ - 390.0 390.0 2600260 0 - 130.0_, .-- 1300_.: _ - 00 _-75;9 1578'" -227.7__---303.6 3795"`.455.4-_--531.3 607.2-' 6831__--'759.0 02 759-__---1528--"'2277 -303:8_-- 3785 -455.4 531.3- 6072 6831 _---759.0 I4.. Concre?a Column P-M Interaction Diagram m tea.K Concrete Column?-rd Inleraclion Diagram Phi'Mn 0 Alpha 16-9) Ph1'Mn®Alpha 16-9) 1 300.0 13000 1.1700 .::.. I, 1.0400 1,0400 ...... 1 910.0 `� 910 0 ` 780.0 .2 6500 . \ E. 6500 a 520 0 V \ 520 0 ! 390.0 ' 390 0 260.0 ' 280 0 1 130.0 ; 1300 x �! 00 --759 1518_-- 2277___-3038 379:5- 455.4/��53t.3 6072 8831---"7590 0'0' 759__ 101.8 '2277 3035- 3795 '4554 5313- 607.2 '-8831 --753.0 I , I I ' Allstructure Engineering Project Title: Tigard HI 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 I www.allstructure.com P rto0::?SE 2 24P Concrete CiO�U1111� File=S:\Projects\2016\16303.00 Tigard Hampton Inn&Suites\03 Calculations\footingsand columns.ec6 ENERCALC,INC.1983-2017,Build:10.17.8.29,Ver:6.17.8.31 • ... A{ s..i t74 •s =1R11-1IE. 1 1 i ZEE31a .dla t C Description: CC3 Concrete Column P.M Interaction Diagram Concrete Column P.M Interaction Diagram I .300.0 Ph'Mn a Alpha (k-h) 1.3000 '.. Ph;`Mn5Alpha ...(k t( . 1,170.0 ___.._. __ 1.1700 .___ .... 10400�.. ..... \�� 1.040.0 � 910.0..... 9100 780.0 760 0 650.0 a` 650 0 a. 520.0 \,.� 5200 ... \� 390.0 t 390 0 260.0 i 260 0 130.0_. II '.5:9 151'3 -- 227.7""""3036 _3783"""450.4__---531.3 ---6072' 6831 ---759:0 0. i gy 9 --. - '0 TSB_.. 1018....2279 ._.303:6.... 3795_.`355.4 531.3 6072___.6831......738.0 I qx a Concrete Column P-M lnteraclmn Diagram Y d � C .e±e Column P-M Interaction Diagram Phi'Mn 5 Alpha (6.61 Phi'Mn 8$Alpha (k-ft) 1.300.0 ... 1.300.0 I1:170.0_ ._. 11 170 0 ,_ ..,... 1040.01,040 0 \ I910.0 910D_ \ 780.0_ `'. 780 0 SZ a6500 .. I 650.D a` rd 520.0 \� 5200 a 390.0 I 260.0 '+ 260.0 , ' 130.0 .�' 00 759 1318-- 2277 ----3038 3795-- `453.4 ----5313 807:2 8831--_-?530 0'0 759 -- 1418 _-2277 3038-- 3795 4534 5313 807.2_---'8831 "-7596 Allstructure Engineering Project Title: Tigard HI I 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 www.allstructure.com I p ec:2 SEP 2017.2:2-3P,",9 Concrete C i U 01111 File=S:\Projects12016\16303.00 Tigard Hampton Inn&Suites103 Cakulations\footings and columns.ec6 ENERCALC,INC.1983-2017,Build:10.17.8.29,Ver:6.17.8.31 Lk.#.:KVV 6OG74 s... Licensee ALLSTRUCTURE ENGINEERING INC. Description: CC3 ' Concrete Column P-M IMeractton Diagram Concrete Column P-M Interaction Diagram Phr'Mn(�Alpha (k Bi Pht'Mn Alpha (k-6) I +,300.0 +3000 1.170.0 .. ..... 1.170 0 .._ ___._ _.. 1.040.0 \ 1,040.0 .. ... 9(0.0 9100 780.0 780 0 } 650.0 0 i. 650 0 - c 520.0e. 0 L. \. 520.0 \' 390.0 390 0 2600 260.0 130.0 1300-,.... .• 00 ""768 051.8-----227.7---3036 3795- 4564'""'8313 --8072-- 683.1""""739,0 00- 75.9__---1518_---227.7 "303.8_-- 3799 `4554 """831.3-- 6072__---8831 --759.0 ,, �,Concrete Column P-M.nteraction Diagram Concrete Column P-M interaction Diagram I Phr�Mn Alpha (k-0) P5�Mn5Aipha (k-fl) 1,300.0 1.3000 1.170.0 �.` _., 11700 _. .. _.... _ ..... 1.040.0 , 1,040.0 910.0 9100 ' `.... .. 780.0 780.0 . 650 0 .. . E a 520.0 520 0 I 390.0 390.0 I 260.0 = `i 2600 1 130.0 1 ..-'',J 130.0 00 759' 1818 --2271 9036 3745_-- 458A -'5313 _E012-- 4393 '789.0 00" 769 ---1918 2277 3036 3790 `4554 5311-- 807.2 '0831 7590 I I I I I I r..1 Io'x (�' f- `� zoo ci(zs (241Lit_cb) I 1� t3 r4 w,Rk : dips (� �3� �-6" u� (-10,0-G e'w-rs,)t 1 x-—) 1 1 I I 1 1 I ,ts ALLSTRUCTURE BY DATE Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231 JOB NO Tigard, Oregon 97223 v: 503.620.4314 • f: 503.620.4304 SHEET OF www.alistructure.com Allstructure Engineering Project Title: Tigard HI I 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 www.allstructure.com I Printed 5 SEP 2017 2 32PM Gene! Footing File=S:1Projects12016\16303.00 Tigard Hampton Inn&Suites103 Calculaationsltootmgs and columns.ec i ENERCALC,INC.1983 2017,Bu id:10.17.829,Ver.6.17.$.31 Lic. t KW-06007476 Licensee:ALLSTRUCTURE ENGINEERING INC. Description: 10'x10'ftgI Code References Calculations per ACI 318-14, IBC 2015,CBC 2016,ASCE 7-10 1 Load Combinations Used :ASCE 7-05 General Information Material Properties Soil Design Values I fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.02 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.350 I ( Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 1.50 ft Min Steel%Bending Reinf. = Allow press.increase per foot of depth = 0.0 ksf I Min Allow%Temp Reinf. = 0.00180 when footing base is below = 0.0 ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth I Use ftg wt for stability,moments&shears Yes - 0.0 ksf Add Pedestal Wt for Soil Pressure No when max.length or width is greater than - - 0.0 ft Use Pedestal wt for stability,mom&shear : No Dimensions I Width parallel to X-X Axis = 10 ft Length parallel to Z-Z Axis = 10.0 ft Footing Thickness = 24.0 inI� qk \ w . Pedestal dimensions... , , RI px:parallel to X-X Axis = 0.0 in `.1 o pz:parallel to Z-Z Axis = 0.0 in Height - 0.0 in Rebar at Centerottom line footing of Concrete... 3.0 in r�* 2 .. f ....... .. ...........n f:as .§�.� �..... 1 Reinforcing zI Bars parallel to X-X Axis Number of Bars = 14 Reinforcing Bar Size = # 6 I Bars parallel to Z-Z Axis Number of Bars = 14 Reinforcing Bar Size = # 6 � -2* Bandwidth Distribution Check (ACI 15.4.4.2) I " "� Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a I Applied Loads D Lr L S W E H P:Column Load = 105.0 0.0 105.0 0.0 0.0 0.0 0.0 k I OB:Overburden = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ksf M-xx = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft M-zz = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft V-x = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k I V-z = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k I Allstructure Engineering Project Title: Tigard HI I 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 I www.allstructure.com Printed.5 SEP 2017 2:32Pt 1 Genera' Footing File=S:1Projects\2016t16303.00 Tigard Hampton Inn&Suites\03 Calculationstfootings and columns.ec6 ENERCALC,INC,1983-2017,Build:10.17.8.29,Ver.6.17.8.31 I Lic.#:KW-06007476 Licensee:ALLSTRUCTURE ENGINEERING INC. Description: 10'x10'ftg DESIGN SUMMARY Design OK I Min.Ratio ItApplied Capacity Governing Load Combination PASS 0.9560 Soil Bearing 2.390 ksf 2.50 ksf +D+L+H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning I PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding X X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift IPASS 0.650 Z Flexure(+X) 36.750 k-ft/ft 56.538 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.650 Z Flexure(-X) 36.750 k-ft/ft 56.538 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.650 X Flexure(+Z) 36.750 k-ft/ft 56.538 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.650 X Flexure(-Z) 36.750 k-ft/ft 56.538 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.4733 1-way Shear(+X) 38.889 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.4733 1-way Shear(X) 38.889 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.4733 1-way Shear(+Z) 38.889 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H I PASS 0.4733 1-way Shear(Z) 38.889 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.9861 2-way Punching 162.037 psi 164.317 psi +1.20D+0.50Lr+1.60L+1.60H I I I I I 1 I I I . Allstructure Engineering Project Title: Tigard HI I 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 www.allstructure.com I Printed 5 SEP 2 7 2 44PM General FootingEtle=S:1Proi�s12016116303.00 Tigard Hampton Inn&Suites103calcutations'footmgsandcolumnsec6 ENERCAI C,INC.1983-2017,Build:10.17.8.29,Ver:6.17.8.31 Lic.1#:KW-06007476 Licensee:ALLSTRUCTURE ENGINEERING INC. I Description: 13'x13'ftg Code References Calculations per ACI 318-14, IBC 2015, CBC 2016,ASCE 7-10 I Load Combinations Used :ASCE 7-05 General Information Material Properties Soil Design Values I fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.02 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.350 I<p Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 1.50 ft Min Steel%Bending Reinf. = Allow press.increase per foot of depth = 0.0 ksf I Min Allow%Temp Reinf. = 0.00180 when footing base is below = 0.0 ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth = 0.0 ksf I Use fig wt for stability,moments&shears : Yes Add Pedestal Wt for Soil Pressure No when max.length or width is greater than 0.0 ft Use Pedestal wt for stability,mom&shear : No Dimensions I Width parallel to X-X Axis = 13 ft Length parallel to Z-Z Axis = 13.0 ft Footing Thickness = 30.0 I in ate \ tts--' '‘*' I Pedestal dimensions... v, owe; ` e cti px:parallel to X-X Axis = 0.0 in `,, r � pz:parallel to Z-Z Axis = 0.0 in 4- '',,,-.r-*,, - Height = 0.0 in I � �` Rebar Centerline to Edge of Concrete... z'„ -*. ,, at Bottom of footing = 3.0 in �' ��; Reinforcing I Bars parallel to X-X Axis Number of Bars = 20 Reinforcing Bar Size = # 6 1 Bars parallel to Z-Z Axis Number of Bars = 20 Reinforcing Bar Size = # 6 Bandwidth Distribution Check (ACI 15.4.4.2) " I Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a I Applied Loads D Lr L S W E H P:Column Load = 175.0 0.0 175.0 0.0 0.0 0.0 0.0 k I OB:Overburden = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ksf M-xx = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft M-zz = 0.0 0.0 0.00.0 0.0 0.0 0.0 k-ft V-x = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k V-z = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k IAllstructure Engineering Project Title: Tigard HI 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 www.allstructure.com I Printed 5 SEP 2017 2 44PM General Footing File=S:\Projects\2016\16303.00 Tigard Hampton Inn&Suites103 Calculations\footings and columns.ec6 ENERCALC,INC.1983-2017,Butfd:10.17:8.29,Ver.6.17 8.31 ILie.#:KW-08007476 Licensee:ALLSTRLICTURE ENGINEERING INC. Description: 13'x13'ftg DESIGN SUMMARY Design OK I Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9736 Soil Bearing 2.434 ksf 2.50 ksf +D+L+H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning I PASS n/a Overturning-Z-Z Sliding 0.0 k-ft 0.0 k-ft No Overturning PASS n/a X X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift IPASS 0.7635 Z Flexure(+X) 61.250 k-ft/ft 80.225 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.7635 Z Flexure(-X) 61.250 k-ft/ft 80.225 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.7635 X Flexure(+Z) 61.250 k-ft/ft 80.225 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H ' PASS 0.7635 X Flexure(-Z) 61.250 k-ft/ft 80.225 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.4720 1-way Shear(+X) 38.778 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.4720 1-way Shear(X) 38.778 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.4720 1-way Shear(+Z) 38.778 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H I PASS 0.4720 1-way Shear(Z) 2-way Punching 38.778 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.9942 163.371 psi 164.317 psi +1.20D+0.50Lr+1.60L+1.60H I I I I I 1 I