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Home My WebLink AboutStructural Calculations'El {}l.i w¡ L.¿Il.;.,¿\¡¿r ,il . . ¡; C..r.i rr s¡.r I 1 i ¡r¡; iirøi rr cr:rs T'1 l\'¡it .\l-; ¡¡ ,ì' lirrlrt .\1.\ll.l)ìr,:'l:.i. ) li.!.r l¡ilr', i,.\():.;1,\, { {} .{t-¡t¡i 'J,-i !. !:: .'i,'';;!) r..r rr.¡*ii:,' ratf t.i. {¡!)r STRUCTU RAL CALCULATIONS cLt ên-,n, L 4"r, /-nrr:\tNtt PROJ S-,* Prx,,sm,,ree LOCATION Lo, b * -fnu N,rC*luLL Ce.'.Ët< Þeo¡&c:t N *n*r lgLÌ>17L o!À Co: Ow uøZ Êsll't C-unxç - *Jn- Aazt Lucille L. ' Hunter, P.E. Digitally signed by .Lucille L. Hunter, P.E. Date: 2021 .01.28 12:09:'17 -07'00' ATTENIJ,O}I: This engineer is not responsible for on site inspect¡on to assure compliance with the materials or workmansh¡p specified herein. This engineer is not responsible for any changes in the plans or specifications unless approval is authorized in writing by this engineer. Workmanship is to be of the highest quality and in all cases to follow accepted construction practice, the lnternational Buildlng Code, and local building department standards. Please review all plans and specifications prior to construction. / JOB oÒ1 A ODISEA LLC engineering planning W ITN. design ox",1c:r 2oZÐ ii: (, 51"{,a ,37Ò Z.? Ò 'Tlls tþlrre$sLt*e N o, I Ca.e Þ**.'* 1- rr ¿sL \ Aou*r,l ,(^ 5 J.- C,Þf:> -4Ò rcf , Úo*l,a ,¿¡ //5 u,tN 'L Yu,r , Çxe ß/)<e , :bs- u' 335 ñ,o*r-,.Þ¿-ry,*-i , frfl -257,]C, ¡4 rr, hr:lzu ++ù ¿r) * / z.ø pLr olq D*'tr €- Er/Ò* ff= l4B * tÒb Y*" eC I ô*n t zq "o-l.\\ 4 n- , t, {^ *#0) &l,o) : 8ö €tr btf.rr g- &úot lr= 2ul7r /0b ?/sr 8tt /srx".* & /b" ó"t,\ I tr, uT- (z*+./0) ('^l*\ * to Ptr JJo¿f'rr {?= bsa+ U-'25ù xtÒb "/n- g{l lrxxs a tZ*a,r"} fr-, ü,J= (r*^-+ *o) (.) * lz* pLf A= ZttÒ lff' Ç r /üb L #,r *2../or*¿aZ4 0.r"Þ tr*¡-' lzÐ R-F , ttt'l ==¿&'tr/O\) l tß,s,l A x/Ðt2DSW*z/*f c*Z 97 0.527 .9540 * 1ù(/rùlìí.oDISl1,{NËT.C 1428 ¿< Re ODISEA LLL erigirieering planning design {^ï* (zo*, o}(s} = /BÒ pLF [2: lo36oÈ W* /SS * /Òb*- /xs #z > /uu+ qt(s)=3oo p6 * tzü# ff'bq x /Dt' 1¿r #¿ìb J-25 ry , Õ= /ro* "ù(,"): o,rÒ ',*t ìì ô4 i! {e, :i i; q X 4--tT l *. ì ¡ 1,/4 'rr {2 * t¡) 7s ÒtÉ tr=5s8s x /Dç 8" çvL 6Ê- .51ø" x Zl" 6Lß cre tp/r+'x 117r"6r-ß) j * ß w / bT *1,o+'*ù('r/-) * fov pçf ¡4* S+o&'ft €- ûobt' S:2,o x lÒb /¿tlz/8" æt 6æs a /*" ,-r.\ j.S"S ff, bî* (o++o\k)* ?TD p(f lÅ=- &,Zf¿f 're û.* 5tZS.'!u ff*&q€?* lob ( {rl\ ls/*t" x /*'" LvL > 't'/ :&\--) ; I ì : I t ^,1 i ¡'Tt!,t t l I :l¡f,Yblj \ l:'ìtilit: ri ia J**x* /â n / ú'(tnt'4o) (''1,*\ * tl fr'r (s.ú ,+eour:\ /1 ll v/&" g€ I 6rsoÒ a lb " a.¿Þ L t3 17,t^r = úò /,s) = vq *þ.rT p: I?SSTà ( () 7âÕ rLf U* 3Z x lÐb *+ :" \\þ ¿) J Á*\ 'J'4s ,trL" ¡Q't1z\ <( /.*ånß8¿F *r v{ "# */ tr / 81428 97 0,527.954A * \frøw.oDIsaANIlT.COM @ WoodWorks* $o¡ftYÁff f¿t¡ l?ôot? ðfstciY CO'¿PANY Odl$¡, LLC P.O. Box 1809 tuonla. CO 8142E (970) 527-9510 Jan. 28, 2021 '10i30 PROJÉCT Hrd w PL:R1.wb ì Derlgn Check Galculatlon Shêot Woodworl€ sl.€r 2010 (Utdslr 1) Loads: Locatton lE 340.0 5175 l¡1vo Dêãd û.4e lllsxlmum Rêtctlons (lbr), Bearlng Capacltlos {lbs) and Bearlng Longths (ln} t ?.5.?5' 1006 399¡ 836 444 1405526C 1.00 0.50 h2r.16 1.16r.00 1.00 1.13 l4 05 2419 çb cb cb 8ê¡rIng¡ cÀpãclty ¡e¡m ún suppo!t ¡.oåd Þèådtivê Tètal, 9uppo¡t 8eañguppórt trê¡gth Mln r.qrd r.0c t.5ð l2 4.35 4.3¡ 1.0c ¡,0c Ì.14 625 520C 9151 Lumber ñ-ply, Hom-Flr, No.z, 2¡8, z-ply (3"r7-1r4") Süpporlsi Alt - Ilmb€ts&t atsm, D Flr.L No 2 lolol len!ilh: ?.5,75'; Clôat spånl 2'-0.26'i Volumâ ¡ 0.4 ú.ñ. Laloml ilppodi top - ât supports, bottom r al eppo,ts: fhlr sctlo¡ PAaaEo th¡ da¡lon codo chrcl. Analyðli vs. Allowable Stros8 and Dêtlðctlon NDE ¡O1t: as por NDs 3,¡.3.1 914 Ll36û0.08 prl 1n 1LtblFb I Þ2 0. 0, 0. Bendlhg (+) lrvè oôfrrn fb - 650 0.00 s < &/99,ô-ó! r < ¿/999 Addltlonal Data: c1 cô 1.00 LCt 1 2 2 FÀC?OAS:rv' tÞ'1 rcÞ' F/E (p'Il 150 CD cM cr1,00 r.001.00 1.001,00 1,00r.00 r, û01.00 t,00 CL CF cfu cç:.1 1.')0 ¡.r)0 1,0Ò t,00 1.00 850 405 r.00 0.90 0.996 1,200 r,00 ¡.00 1.00 r,.00 1.00 1.00E' 1,3 nlllioôfrtnr 0.4? ñi¡ltân CRtÎICAL LOAO COMBINA.rIONS:Sh.ã! ! !C *2 - D+L ¡endl¡g(+)t lC 11 - D ôhf,Y Ðêfl.êctlon! ¡¡C 12 - D+L l!lvé|rc S2 - Þil, {totå}l¡eå!1n9 ! Supporc I - LC $¿ *D+L supto!!2-LCf2*D+L D=deâd !-llvê 3i¡nou l¿.*tnd ¡-{4åct lt'¡oof 11v. ,c-cêûc€n¿!å!èd E-'åtuhgr¡¡Le Àìtr rcr. !.¿ ¡!!r4d lÞ Èh. ^nå¡ysl. ouÈpuÈ f,oâd co*1nå¡1onrr À3D ßàslc l¡åñ NÇE i'\6 2.4 / lÞc ¿010 1605.3.2 CALCULAIIONS¡v @¡ - 51?1, v d6sign' . 1116 ¡bs¡ H(+l - l12t 1b5-fl îT - 6L.92ê06 ¡b-In"¿/p1yäitvc,i acfl¿ceton Ls d;ê-tq á1¡ nôn-dead loâdâ {IJvê. rl¡d/ tnoÍ--) Totål dðilêctLo¡ - 1,5 d!âd r '¡i,venLåtoral stâblllty{+J: Lu È 2'-3'O0" ¡6 * lr-?.ó3" RA r 6.?' b ¡full nåù6r widch 8.d NOS Oðslon Suppl€m€nt. not oxæøÍno ¡l ùmtr lhc deplh and lhst oEc¡ ply ls ðguslly loPl$dod. WhÊm @ lrVoodWorks* sôrrf*Átf tó* wð{)ù tflró¡v coilpAt{Y Odlsa, tIC P.O, Êox 1809 Paonls. CO 8142E/ 1870) 52?-9540 ( Jrn.28.2021 1050 ( PROJECl z\ Dårlgn Chac¡( Calculstlön 3¡sãi:-**-\-**-*---l ,/O L Woodwor*! Slzor 2010 luodÊto 1ì Z :::f_\ Loads: Loåd lDl!t¡Ibuilonl Pac-I ¡,...Type bcôtton l!t,Íagôltud! stå¡t End rl p l!vê D¡åd Ir.t¡, u¡l l¡otnc ô-36 340,0 51?5 Maxlmum Roqctlonú (lb¡), Bearlng Cap|cltlês (1b8, and Boarlng Longths (ln) :.-*. 1004 3904 81r {04 139{5215 0, ¡1 l2 0,50, 0.50* 1,00 1,00 1.0? 625 ¡?19 1ô16 cb Deåd Llvè Suppo!! tèngth Mtn rcgrd cb cb hln ï2 ,52 .00 ,00 ,01 52 15 55?0 1.00 0.94 Tlmbðr€oft, D,Flr-L (Nl, No,2, 618 (5.112tfi.1121 Srppqrls: All - Tlnbôt-$i BÞrm, O.Fh-L No.2 Totol lsngt¡: 214,0í'¡ Clrâr span; 2!t.gg'i Volumô 3 0,7 q.fl.ì Posi orllmbo¡ LatoÉl suppoii lop ' tl spporls, bottom ! ât EupporB; fhlr ilcllon PA8SE3 Ùr dstlgn cod. cnocl. vg, Allowablo Stres6 and Dofloctlon urrIg NDs 20lr : å6 Þêr Xtg 4,3, 1 Prl ' - 0,51Aendlng (+l l,lvê D.fl rn neEltgtbtên ð1 -. i/qAq 432 Addltlonal Datå; rÀcroRs: r/E{F31) cD cM crFer 1?O 0.90 1,00 I.00r¡,+ 125 0.90 1.00 1.00tcp' 625 - t,00 1,0ÔE¡ 1.3 dlllon I.00 I.00 CRITICAL IOAD COMBINAlIONS:3hoà! ¡LC{1 -bonty þ.nding{+}r Lc ff - D onlyDèllecttoñl tc 12 - DIL ü,ivê)Lc t2 - D+l {coral} ct t.0q0 : cr t.ioo cfu c¡Cfi.!cì cn t¡cll L ; 1 ,00 1.00 1,t0 l.')ól. D0 1.00 1,00 1,00 1.00 x.00 8eârlnq, SuÞÞolt 1 - LC t2 *Þ+L suÞÞolr2-lc*2-D+l D-daad !-tivs 9;rÀð* {-a1¡d ¡¡¡dprct ¿ù-¡oot llv€ lc-êênèêht¡åeod ê-4ôtthq!âk.ÀIl [c's dro ll.ted 1n thê bðty.tr outpuÈ ,ôâd conblû¡tlon3r AsD !âelc fi;m NcE 1'!6 2,4 / IBc 2018 1605.3.2 CALOULATIONSiv m.r - 4?94r v dêslgn¡ . le22 tbg, ü{i} - 1426 }bt-ft E¡ - 251.36ê05 Lb-lnÀt "Llvêr' dôflGctton 1! duc to â!t no¡-doad .Ioads lltve¡ slnd' ûndl-) fot¡¡ dóllectfo¡ - X,5 dêâd + "Ilvê" Deelgn Notss: ,t. Wmiwo*s anâlyls trd d€slgn 8p h aedånæ vrllb tfis lcc lilomattonal Bulldlr$ Code (lBC 20i6), thc N¡llonol Cþgbn Spodføllon (NDE 201Ð. ¡¡d NOS Þoslgn Supdom€nt' 2, Ploss verlfylh.l lhedolâuhdà0odlon lhnlts are 8ppþgrlatc lor yourappllqllon ã. s¡m lum¡oi¡on¿¡m mômbeßshalÌ bikt€Ellv suógotlod s@rdlns lo lho povlsloËof NOgClqult4.4.1. Þ^, ¡i ODISEA LLC engineering planning design /rs) + {qù* (øù + {2.,ù- //s,Ò fr,t tJ r å "ô */t-1+å5 (c;,'tT S htil fæ- GT- 6 T'HIRD S'r',ReFir. / p"{oNIÂ / eo / 87428 97 0.527.9540 * !ürù(/\ø.oÞIstìANF,l"COM Date:- i::ì ¡1 :. 1 ð) i 6 ì 'tI ODISEA LLC engineering planning design Datel- I òærav "ffi,({ð Lo*a (rtt)%,Ø r /ù" -/z* Qt.suaT- :l tlì!'gi,r;: :?- iìl¿¿\' +Jii '{ri il 7,(J 7,a û5 ¿1. o t+.0 3,o t7,Ò 6,5 7ú,-ô /45 ),/ s 6.o a.5 -1 f'/'J tß,5 v.o 4o ßq l07 ?35 273 lsb 5Õt /bp ll;tQ /v \-) (' It (, {t (! 3¿& b It {, b (t (o >k {ùl+* ta b\r48 /, lz>/qg (, {z)/qe(? Ãlq* G (z\/+ß z&)/ebnf *"?,;'/# h\/olrn-,**/t åt r-t rE* h) /+z þ\l+a tz\/+6 (z\/+a (ù/+ø ônTþffi *h,o (ù/q* w/ts tN+a ,\I' b IV (ù/+* -A TUii,-; ð5rlrÌ b ty v :/i1 CI vq î 2-v2 lt I lZ{-ç 9t3 lÕb r)Yt) -tl* ri *l , :1 ()',tii b3a 6 TI-rIRD S'lRË,E'r. / P..\oNt¡ / co / 81428 97 a.s27.9540 * wlí!í.oÞISËAND"I'.COÀ{ hr.ùlî"{*5t3A r L-/ i AIC Hazards by Location ClîC Hazards by Location sð{s} 0.s0 0.40 0.30 0.20 0.10 0.00 Search lnformation Coordlnates: 39.566, -107.37 Elevaüon: 5790ft Tlmeetamp: 2O20-Cß-22'123:46:34.6417 Hs¿ård fYpe: Seismic Fefsroncê ASCET-10 Þocumenl: Blsk Cåtsgon: ll Slte Glase: D MCER Horieontal Response Spectrum https://hazards.atcouncil.orgy'#iseismic ?1at=39.56ó&lng=- 107.3?0&.. 5790 ft w Åror V¡il t?4\ Þ¡{l¿ *.''i' q!whiÌe Rivêr &e:*çf*Sriçnm¡rr5,,.1.o4¡ Vrlìlge¡r¡"0 . R@ori å msp sror Design Horizontal Response Spectrum Sa{s} 0.30 0.2s 0.20 0,1s 0.10 0.05 0.00 0.0 1.0 2.A 3.0 4.O 5.0 Perlod {s) û.0 1.0 2.A 3.0 4.0 5.0 Period (s} Basic Parameters \/* [n , s^> tr = t, Òr!Òs ril:" /,4rt I Vê** * 1t.tç0s\ &o't */s)Deecrlpllon MCËn ground motion (period=0.2s) MGËs ground motion (period=l.0s) Site-modified sp€ctral acceleratlon vâlue Site-modified spactral acceleralion value Numeric seismic d€sign valuo â1 0.2s SA Numeric se¡smic design value at 1.0s SA Ð- / n-K * {ç,s Deôcrlptlon Seismic design cât€gory git€ añplif¡Galion iactor at 0.2s Sitê amplit¡catlon factor at 1.0s Coefficient of risk (0.2s) Coefficient of risk {1.Osi Nemê $s S1 sus s¡¡r sos Velue a327 0.082 0.503 0.1s8 0.335 \/o*r, æat:-_/ cryï1* ì)* ls¿{,r ¿ C Br1S¿ *ilJüdä V *. (t, tz\ûzn"\ * ( o, +t) ( t"ss) * /o, r+ t\ (q z r\ =" 33æ Lß5 -+ / t" {* / LBa Pr'{e l>¡ Ê¿:¿rr ¿x¡ 1ø*u'' L" "{ di /,t3 W V**r* |o.or7r,s) f,ù z t.4l €rsr sor 0.132f -Additicnal lnformation Valuê SÐC Êiâ Fv cRs CFìl 'f .538 2.4 0.884 0.904 1of 2 ¿ L./¡o¡¿: (-**-re*,'e \ 9122/20,5:46 PM AT{l Hazards by Location https://hazards.atcouncil.org/#/seismic?lat=39.5ó6&lng=- 1 07.370&... PGA Fpc¡ PGAy T¡ SsBT SsUH SsD SlRT SlUH s'tD PGAd 0.196 1.408 a.276 4 4327 0.37 <A 0.0s2 0.091 0.6 0.5 MCËe peak ground acceleralion Sile ampliiication faclor at PGA Sile modifiad peak ground ãccelêration Long-period trånsition period (s) Probabilistic risk-targêt€d ground motion (0.2s) Factorêd uniform-hazard epeclrâl acceleration {270 probability of exceedance ¡n 50 years) Fåctorêd d€têrmin¡stic âccêlerât¡on valu€ (0.2s) Probåb¡l¡stic risk-targêtêd ground motion (1.0s) Factored uniform-haza¡d spectral accel€ration {2% probability ol exceedance in 50 years) Factorêd determinislie accêletâtion value {1.0s} Factorêd dêtêrm¡nist¡c åccelêratioñ valuê {PGA) The results indicated here DO NÕT têflect any stata or local amendments ta the values or any dalinaatian linss nade duúng tha bu¡lding cade adoption process. Use¡s såould c anfim any output obtained from this tool wíth tha lacal Authority Having Jurísdíclion befon proceeding with desþn. Disclaimer HazardloadsareprovidedbytheU.S,GeologicalSurvey@ Wh¡le ihê information presented on this website is believed io be correcl, ATC and ils sponsors and contribütúrs âssume no responsib¡l¡ty or liab¡l¡ty tor ils accuraoy. The malèrial present€d in thê report should nol be usêd or relied upon for any spêcific applicalion wilhout oompetent examination and verification oi ¡ts âocuracy, suitability and applicâbility by €ngineers or other licensed professionals. ATC does not ¡ntend that the use of th¡s information r€plac€ th€ sound iudgment of such compelenl profossionals, having êxpêr¡ence ãnd knowledg€ in the fiâld of practiGe, nol to substitute lor the standard of cârê required of such professionals in intêrpreting ând applying the fesults of the rêport providsd by this w6bslte' Us6rs of the information from this website assume all liability åris¡ng from sucl¡ use. Usê of lhe oLrtput of this website does not imply approval by lhe governing bu¡ldirìg cÕd€ bodies responsible for building code approval ând int€rpr€tation for the building site described by latitude/longitude location in the r€port. 2 r¡|2 9/2?/20.5:46 PÌvI ASCE 7-10 MWFRS Wind Lgads: Chapter 28, Part 2 mptions: Enclosed simple diaphragm low-rise buildings having flat, gable, or hip roof nd Load Parameters from Ch. 26: Basic wind speed, V Ultimate design wind speed, V Exposure Category opogra phic Factor, Kzt Building Geometry: Roof Pitch Roof Angle - exact Angle - round Eave Height (parallelto ridge) (perpendicular to ridge) n Roof Height - exact n Roof Height - round Load Calculations from Ch. 28,Part2: Factor for Building ht and Exposure, À 26.6 3û.0 0 45 35 L3.4 l.,") 7.O L Wall End Zone A 23,6 23,6 :t2 Degrees Degrees Ft. Fr. Ft. Ft. Fr. Fr. 115 MPH ß L Sec. 26.5 Sec.26.7 Sec.26.8 Wall lnterior Zone c 18.8 18.8 e rizontal Net Pressures, ps30 Net Roof End Zone B 16.1 16.1 Roof lnteriorTone D 12.9 12.9 SoilDataCriteria a Odisea LLC PO Box 1809 Paonia, CO 81428 (970) 527-9s40 odiseanet.com This Wall in F¡le: X12020\20072 - GLA Smith\Calcs\smíth L¡cense : License Project Name/Number : smith rtg wal Title Smith Cant Rtg Wall at Garage_4ft Dsgnr: LLH Descr¡ption.... Smith Gant Rtg Wall at Garage_4ft 375.0 psflft 110.00 pcf 110.00 pcf 0.400 12.00 in walls.RPX cantilevered Retaining wall code: tBC 2o'ls,Act 318-'14,Act 530-13 Allow Soil Bearing = 1,500.0 psf Equ¡valent Fluid Pressure Method Active Heel Pressure = 50.0 psf/ft Passive Pressure Soil Density, Heel Soil Density, Toe FootingllSoil Friction Soil height to ignore for passive pressure Lateral Load ...Height to ...Height to Load Type Wind on Exposed Stem =(Service Level) = 0.0 #/ft= 0.00 ft= 0.00 ft = wind (w) (Service Level) 0.0 psf Footing W¡dth Eccentricity Wall to Ftg CL D¡st Footing Type Base Above/Below So¡l at Back of Wall Po¡sson's Ratio Page : '1 Date: 26 OCT 2020 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 Retained Height Wall height above soil Slope Beh¡nd Wall Height of Soil over Toe Water height over heel Total Bearing Load ...resultant ecc. 4.00 ft 0.67 ft 0.00 24.00 in 0.0 ft Used Resist Sliding = 40.0 psf & Overturning Surcharge Over Toe = 42.0 psf Used for Sliding & Overturning Axial Dead Load Axial Live Load Axial Load Eccentricity = Design Summary Wall Stability Ratios Overturning Sliding Top Bottom 330.0 lbs 480.0 lbs 0.0 ¡n Soil Pressure @ Toe = 1,310 psf OK Soil Pressure @ Heel = 370 psf OK Allowabte = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,834 psf ACI Factored @ Heel = 518 psf Footing Shear @ Toe = 8.2 psi OK Footing Shear @ Hee = 0.5 ps¡ OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force = 715.9 lbs less 100% Passive Force = - 1 ,956.9 lbs less 100% Friction Force = - 816.0 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 Stability = 0.0 lbs OK Vertical component of active lateral soil pressure lS NOT considered in the calculation of soil bearing Load Factors- Bu¡ld¡ng Code IBC 2015,4C1 Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Se¡smic, E 1.000 2nd Bottom Design Height Above Ftg Wall Material Above "Ht" Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at ûesrgn Dara fb/FB + falFa = 0.001 0.196 Total Force @ Section Service Level lbs = Strength Level lbs = 37.4 756.4 Moment....Actual Service Level ft-#= Strength Level tl-#= 10.5 1,086.1 Moment.....Allowable ft-#= 5,470.9 5,527.6 Shear.....Actual Service Level Psi = Strength Level psi = O.S 10.2 Shear.....Allowable psi = 67.1 75.O Anet (Masonry) 'nt = Rebar Depth 'd' in = 6.19 6.19 Masonry Data fm Fs Solid Grouting Modular Ratio'n' Wall Weight Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method = Medium Weight Concrete Data fc Fy 2,520 lbs 3.36 in Stem OK= 3.33 = Concrete = LRFD = 8.00= # 5 = 18.00 = Edge Stem OK 0.00 Concrete LRFD 8.00#5 18.00 Edge ft 2.73 3.87 OK OK LRFD psi -- Psi = Psf =100.0 100.0 = ASD psi = 2,000.0 psi = 60,000.0 2,500.0 60,000.0 Su Loads Lateral Load Applied to Stem Adjacent Footing Load AxialLoad ied to Stem Stem Construct¡on Odisea LLC PO Box 1809 Paonia, CO 8{428 (970) 527-9540 odiseanêt.com Th¡s Wall in File: X12020\20072 - Licênse : Licensê To LLC 2nd Stem As (based on applied moment) : (4/3) - As : 200bd/fy : 200 (1 2) (6.1 87 5Y60000 0.0018bh : 0.0018(12X8) : Required Area Provided Area Maximum Area Project Name/Number: smith rtg wal T¡tle Smitþ Gant Rtg Wall at Garage-4ft Dsgnr: LLH Description.... Smith Cant Rtg Wall at Garage_4ft Page: 2 Date: 26 OCI 2020 ith\Calcs\smith walls.RPX cantilevered Retaining wall code: tBC 20'15,Act 318-14,4cr530-13 Vertical Reinforcing 0.0004 in2fft 0.0005 in2lft 0.2475in2|ft 0.1728in2|ft 0.1728 in2ftl 0.2067 in2lÍl 0.6706 in2fft Horizontal Reinforcing Min Stem T&S Reinf Area 0.257 in2 Min Stem T&S Reinf Area per ft of stem Height : 0192 in2lft Horizontal Re¡nforc¡ng Options : One layer of : Two layers of : #4@ 12.50in #4@ 25.00 in #5@ 19.38 in #5@ 38.75 in #6@ 27.50 in #6@ 55.00 in Concrete Stem Rebar Area Details Bottom Stem As (based on applied moment) : (4/3) . As : 20obd lly : 200 (1 2) (6.1 87 5Y60000 0.0018bh : 0.0018(12)(8) : Required Area Provided Area Maximum Area Toe Width Heel Width Total Footing Width Footing Thickness KeyWidth Key Depth Key Distance from Toe fc = 2,500psi Fy = 60,000psi Footing Concrete Density = 150.00 pcf Min.As% = 0.0018 Cover @ Top 2.0O @ Btm= 3.00 in Horizontal Reinforcing Min Stem T&S Reinf Area 0.639 in2 Min Stem T&S Reinf Area per ft of stem Height : 0j92 in2lft Hor¡zontal Reinforcing Options : One layer of : Two layers of : #4@ 12.50 in #4@ 25.00 in #5@ 19.38 in #5@ 38.75 in #6@ 27.50 in #6@ 55.00 in Footing Design Results Vertical Reinforcing 0.0411 inzlft 0.0548 in2fft 0.2475 in2lft 0.1728 in2lft O.1728 in2lft 0.2067 in2lft 0.8382ín21ft = 1.50 ft= 1.50= 3O0 = 12.00 in 0.00 in 0.00 in 0.00 ft Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear ToeReinforcing = #5 Heel Reinforcing = #5 Toe 1,834 21,795 6,901 1,241 8.23 75.00 Heel 518 psf 222 ft-# 268 ft-# 46 ft-# 0.52 psi 75.00 psi @ @ 11.86 in 14.35 in KeY Reinforcing = None Spec'd Footing Torsion, Tu = 0.00 ftlbs Footing Allow. Torsion, phi Tu = 0.00 ftlbs lf torsion exceeds allowable, províde supplemental design for footing torsion. Other Acceptable Sizes & Spacings -loe: #4@9.25in,#5@ 14.35 in, #6@20.37 in,#7@27.77 in, Heel:#4@ 9.25 in, #5@ 14.35 in, #6@20.37 in,#7@27.77 in, Key: No key defined #8@ 36.57 in, #9@ 46 #8@ 36.57 in, #9@ 46 Min footing T&S reinf Area Min footing T&S reinf Area per foot lf one layer of horizontal bars: ll4@ 9.26in #5@ 14.35in #6@20.37 in 0.78 in20.26 in2 rtl lf two layers of horizontal bars: tt4@ 18.52in #5@ 28.70 in #6@ 40.74in Footi Data Od¡sea LLC PO Box 1809 Paonia, CO 8{428 (970) 527-9540 od¡seanet,com This Wall in File: X12020\20072 - GLA Smith\Calcs\smith walls.RPX RNING.. Project Name/Number: smith rtg wal Title Smitþ Gant Rtg Wall at Garage-4ft Dsgnr: LLH Description.... Smith Cant Rtg Wall at Garage_4ft Force Date Page : 26 oCT 3 2020 cantilevered Retaining wall code; IBC 2o15,Acl 318-14,4c1530-13 Item Force Distance ft Moment ft-# Distance ft Moment ft-#lbslbs HL Act Pres (ab water tbl) HL Act Pres (be water tbl) Hydrostatic Force Buoyant Force Surcharge over Heel Surcharge Over Toe Adjacent Foot¡ng Load = Added Lateral Load = Load @ Stem Above Soil = 90.9 2.50 Total 715.9 0.ï.M Rês¡sting/Overturnin g Ratio Vertical Loads used for Soil Pressure = 625.0 1.67 1,041.7 227.3 't,268.9 = 2.73 2,520.0 lbs Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) Watre Table Sloped Soil Over Hee Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Slem= * Axial Live Load on Stem = Soil Over Toe Surcharge Over Toe = Stem Weight(s) = Earth @ Stem Transitions = Footing Weighl Key Weight Vert. Component 366.7 33.3 810.0 480.0 330.0 63.0 467.0 450.0 2.58 2.58 2.58 1.83 1.83 0.75 0.75 1.83 1.50 947.2 947.2 86.1 605.0 880.0 247.5 47.3 856.2 675.0 Total = 2,040.0 lbs R.M.= 3,464.3 * 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 lS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure lS NOT considered in the calculation of Overturning Resistance. Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bend¡ng not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.057 in The above calculation is not valid if the heql.soil bearing pre*ssure exceed.q that of the toe. because the.yy.all would ihen.tend to rotate intQ the retaineq soil. of &Forces & Moments T¡It Odisea LLC PO Box 1809 Paonia, CO 81428 (970) 527-9540 odiseanet.com Project Name/Number : smith rtg wal Title Smith Cant Rtg Wall at Garage_4ft Dsgnr: LLH Description.... Smith Cant Rtg Wall at Garage_4ft Page: 4 Date: 26 OCT 2020 3-0' S'ur/ #5 @ 18* I's¡l #5 @ 18" ?-9" #5@11.86in @ To* #5@14..35" @ Heel 1'-6"1'-6* 4'-8" 3'4* 4',-0* 3" ï2' Odisea LLC PO Box 1809 Paonia, CO 81428 (970) 527-9540 odiseanet.com This Wall in File: X12020\20072 - GlA_Smith\Calcs\smith rtg walls.RPX Project Name/Number : sm¡th rtg wal Title Smith Cant Rtg Wall at Garage-6ft Dsgnr: LLH Description.... Smith Gant Rtg Wall at Garage_Gft Page: 1 Date: 26 OCI 2020 SoilDataCriteria Ket¿lrnPro (c, 1uöt-2u19, License: KW-06064872 L¡cense To : ODISEA ttuilo tl.zu,uJ.J'l Cantilevered Retaining Wall Code: IBC 2015,AC1 3'18-14,ACl 530-13 Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Water height over heel Surcharge Over Used To Resist Surcharge Over Used for Sliding Sliding & OverturningToe = 42.0 psf & Overturning Allow Soil Bearing Equivalent Fluid Pressure Active Heel Pressure Passive Pressure Soil Density, Heel Soil Density, Toe FootingllSoil Friction Soil height to ignore for passive pressure Lateral Load ...Height to Top ...Height to Bottom Load Type Wind on Exposed Stem =(Service Level) = 1,500.0 psf Method= 50.0 psf/ft 375.0 psf/ft 110.00 pcf 110.00 pcf 0.400 12.00 ¡n = 0.0 #ift = 0.00 ft = 0.00 ft = Wind (W) (Service Level) 0.0 psf Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 6.00 ft 0.67 ft 0.00 24.0Oin 0.0 ft = 40.0 Adjacent Footing Load 0.00 ft 0.00 in 0.00 ft Line Load Axial Dead Load Axial Live Load = Axial Load Eccentricity = Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. Building Code Dead Load Live Load Earth, H Wind, W Seismic, E 330.0 lbs 480.0 lbs 0.0 in 0.0 ft 0.300 Design Summary So¡l Pressure @ Toe = 1,444 psf OK Soil Pressure @ Heel = 214 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,022 psf ACI Factored @ Heel = 299 psf Footing Shear @ Toe = 18.2 psi OK Footing Shear @ Heel = 4,1 psi OK Allowable = 75.0 psi Slid¡ng Calcs Lateral Sliding Force = 1,352.3 lbs less '100% Pass¡ve Force = - 1,956.9 lbs less 100o/o Fr¡ct¡on Force = - 1,134.1 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 Stability = 0.0 lbs OK Vertical component of active lateral soil pressure lS NOT considered ¡n the calculation of so¡l bearing Load 3rd 2nd Bottom Des¡gn Height Above Ftg Wall Material Above "Ht" Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at ûesrgn ûara IbIFB + falFa = 0.001 0.066 0.615 Total Force @ Section Service Level lbs = Strength Level lbs = 37 .4 362.8 1,614.5 Moment....Actual Service Level fl-#= Strength Level ft-#= 10.5 357.5 3,403.6 Moment.....Allowable ft-# = 5,470.9 5,470.9 5,527.6 Shear.....Actual Service Level psi = Strength Level psi = 0.5 4.9 21 .7 Shear.....Allowable psi = 67.1 67.1 75.0 Anet (Masonry) in2= Rebar Depth 'd' in = 6. I I 6.1 I 6.19 Masonry Data fm FS Sol¡d Grouting Modular Ratio'n' Wall We¡ght Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy 2.10 0K 2.29 0K Stem OK= 5.33 = Concrete = LRFD = 8.00 =$5= 18.00 = Edge Stem OK 3.33 Concrete LRFD 8.00#5 18.00 Edge Stem OK 0.00 Concrete LRFD 8.00#5 18.00 Edge ft 3,3l5lbs 5.94 in PSi = Psi = Psf =100.0 100.0 100.0 tBc 2015,4C1 1.200 1.600 1.600 1.000 1.000 = Medium Weight = ASD psi psi 2,000.0 60,000.0 2,000.0 2,500.0 60,000.0 60,000.0 Surcha Loads Lateral Load Applied to Stem AxialLoad ied to Stem Stem Construct¡on Project Name/Number : smith rtg wal Odisêa LLC Title Smith Cant Rtg wall at Garage-Gft Page: 2 pO Box 1809 Dsgnr: LLH Date: 26 OCT 2020 Paonia, CO 81428 DescriPtion"" (970) 527-9540 sm¡th cant Rtg wall at Garage-Gft odiseanet.com This Wall in File: X12020tú0072 - GlA_Smith\Calcs\smith rtg walls.RPX Reta¡nPro(c)1s87-201s' Buildll'20'03'31 Gantilevered Retaining Wall code: IBC 201s,Acl 3lB-14,Acl s3o-13L¡censê : KW-06064872 License To : ODISEA LLC Horizontal Reinforcing3rd Stem As (based on applied moment) : (4/3) . As : 200bdtty : 200(1 2)(6.1 87 5y60000 0.0018bh : 0.0018(12)(8) : Required Area Provided Area Maximum Area Vertical Re¡nforcing 0.0004 in2lft 0.0005 ¡n2lft 0.2475in21Íl O.1728 in2lft 0.1728in2|ft 0.2067 in2lft 0.6706 in2lft Min Stem T&S Reinf Area 0.257 in2 Min Stem T&S Reinf Area per ft of stem He¡ght : 0.192 in2lft Hor¡zontal Reinforcing Options : One layer of : Two layers of : lu@ 12.50 in tA@25.00 in #5@ 19.38 ¡n #5@ 38.75 in #6@ 27.50 in #6@ 55.00 in Concrete Stem Rebar Area Details 2nd Stem As (based on applied moment) : (4/3) - As : 200bd/fy : 200(1 2)(6.'t 87 5Y60000 0.0018bh : 0.0018(12)(B) : Required Area Provided Area Maximum Area Vert¡cal Reinforcing 0.0135 in2lft 0.018 in2lft O.2475in2ft| O.1728in2|ft 0.1728in2|ft 0.2067 in2lft 0.6706 in2fft Horizontal Reinforcing Min Stem T&S Reinf Area 0.384 in2 M¡n Stem T&S Reinf Area per ft of stem Height : 0.192in2|ft Horizontal Reinforcing Options : One layer of : Two layers of : #4@ 12.50in #4@25.00in #5@ 19.38 in #5@ 38.75 in #6@ 27.50 in #6@ 55.00 in Bottom Stem As (based on applied moment) : (4/3) " As : 20obd/fy : 200 (1 2)(6.1 87 5y60000 0.0018bh : 0.0018(12X8) : Required Area Provided Area Maximum Area Vertical Reinforcing 0.1289 in2lft O.1718in2|ft 0.2475in2|ft O.1728 in2ftt 0.1728in2|ft 0.2067 in2ftl 0.8382 in2lft Horizontal Reinforcing Min Stem T&S Reinf Area 0.639 in2 Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2lft Horizontal Reinforcing Options : One layer of : Two layers of : It4@ 12.50 in lt4@ 25.00 in #5@ 19.38 in #5@ 38.75 in #6@ 27.50 in #6@ 55.00 in Toe Heel Factored Pressure = 2,022 299 psf Mu' : Upward = 62,355 145 ft-# Mu' : Downward = 19,170 360 ft-# Mu: Design = 3,599 214ft-# Actual 1-Way Shear = 18.21 4.08 psi Allow 1-Way Shear = 75.00 75.00 psi ToeRe¡nforcing = #5@ 11.86¡n Heel Reinforcin #5@ 14.35 in KeY Reinforcing = None Spec'd Footing Torsion, Tu = 0.00 ft-lbs Footing Allow. Torsion, phi Tu = 0.00 ft-lbs lf torsion exceeds allowable, provide supplemental design for footing torsion, Other Acceptable Sizes & Spacings -loe: #4@9.25in,#s@ 14.35 in, #6@20.37 in,#7@27.77 in, #8@ 36.57 in, #9@46 Heel: #4@ 9.25 in, #5@ 14.35 in, #6@20.37 in,#7@27.77 in, #8@ 36.57 in, #9@ 46 Key: No key defined Toe Width Heel Width Total Footing Width Foot¡ng Thickness Key Width Key Depth Key Distance from Toe fc = 2,500 Footing Concrete Min. As % Cover @ Top = 2,50 ft= 1.50= 4.00 = 12.00 in = 0.00 in= 0.00 in = 0.00 ft psi Fy = DensitY = 60,000 ps¡ 1 50.00 pcf = 0.00182.00 @ Btm= 3.00 in Min footing T&S reinf Area Min foot¡ng T&S reinf Area per foot lf one layer of horizontal bars: #4@ 9.26in #5@ 14.35 in #6@20.37 in 1.04 inz0.26 tnz n lf two layers of horizontal bars: 1+4@ 18.52 in #5@ 28.70 in #6@ 40.74in Footing Data Footing Design Results Odisea LLC PO Box 1809 Paon¡a, CO 81428 (970) 527-9540 odiseanet.com This Wall in File: X12020\20072 - GLA Smith\Calcs\smith rtg walls.RPX Force Distance Moment Item Project Name/Number: smith rtg wal Title Smith Cant Rtg Wall at Garage-Gft Dsgnr: LLH Description.... Sm¡th Cant Rtg Wall at Garage_oft Page: 3 Date: 26 OCI 2020 Gantilevered Retaining wall code: tBC 201s,Act 318-14,ACt530-13 .....REStSTtNG.....Force DÍstance Moment tt-#ftlbsft-#ftlbs HL Act Pres (ab water tbl) HL Act Pres (be water tbl) Hydrostatic Force Buoyant Force = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil = 1,225.0 2.33 2,858.3 127.3 3.50 445.5 3,303.8 = 2.10 3,315.3 rbs Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) Watre Table Sloped Soil Over Hee Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem= * Axial Live Load on Stem = 550.0 33.3 810.0 480.0 550.0 105.0 667.0 600.0 3.58 3.58 3.58 2.83 2.83 1.25 1.25 2.83 2.00 1,970.8 1,970.8 119.4 935.0 1,360.0 687.5 131 .3 1,889.8 1,200.0Total1,352.3 o.T.M Resisting/Overtu rnin g Ratio Vertical Loads used for Soil Pressure = Soil Over Toe Surcharge Over Toe Stem Weight(s) Earth @ Stem Transitions Foot¡ng Weighl Key Weight Vert. Component Total = 2,835.3 lbs R.M.= 6,933.9 * Axial live load NOT ¡ncluded in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure lS NOT considered in the calculat¡on of Sliding Resistance. Vertical component of active lateral soil pressure lS NOT considered in the calculation of Overturning Resistance. 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) 0.067 in Th*e..abov*e cåJcula:tion is not valid :t the .þeel soil bearilg pressUrg exceeds that of the toe. becquse the wall "wauld- then tend to rolale ¡nto the retained soil. Su of & Resistin Forces & Moments T¡It Odisea LLC PO Box 1809 Paon¡a, CO 81428 (970) 527-e540 od¡seanet.com Project Name/Number: smith rtg wal Title Smith Cant Rtg Wall at Garage-6ft Dsgnr: LLH Descriptlon.... Smith Cant Rtg Wall at Garage_Gft Date Page: 4 260Cï 2020 o o î-t" o a g*w/#5@18" 8" wl #5 @ 18" 8"wl#5 @ 18" ?*t" #5@11.8$in @ To* #5@14 35" @ Heel g'-8" 3'.-4* g*0" J r 2 ¿-þ 1'-6" 4'-8- SoilDataCriteria Odisea LLG PO Box 1809 Paonia, CO 81428 (970) 527-9540 odiseanet.com This Wall in File: x:\2020\20072 - L¡cense : License LLC Retained Height Wall height above soil = Slope Behind Wall = Height of Soil over Toe Water height over heel Allow Soil Bear¡ng Equivalent FIuid Pressure Active Heel Pressure Project Name/Number : smith rtg wal Titte Gant.Rtg Wall at Garage Dsgnr: LLH Description.... Smith Gant Rtg Wall at Garage_8ft = 1,500.0 psf Method= 50.0 psf/fr 375.0 psflft 110.00 pcf 110.00 pcf 0.400 12.00 in Page: 1 Date: 26 OCf 2020 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 rtg walls.RPX Gantilevered Retaining wall code: tBC 2o1s,Act 318-14,ACt530-13 Heel 8.00 ft 0.67 ft 0.00 24.00in 0.0 ft 40.0 Passive Pressure Soil Density, Heel Soil Density, Toe Footingl lSoil Friction Soil height to ignore for passive pressure Lateral Load ...Height to Top ...Height to Bottom Load Type W¡nd on Exposed Stem =(Service Level) = 0.0 #/ft= 0.00 ft= 0.00 ft = Wind (W) (Serv¡ce Level) 0.0 psf Footing Width Eccentricity Wall to Ftg CL D¡st Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio Surcharge Over Used To Resist Sliding & Overturning Surcharge Over Toe = 42.0 psf Used for Slid¡ng & Overturning Áù(ial Dead Load Axial Live Load Axial Load Eccentricity = Desiqn Summary 3rd 2nd Bottom Design Height Above Ft! ft Wall Material Above "Ht" Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at Desrgn Dara fblFB + lalFa = 0.065 0.306 0.955 Total Force @ Section Service Level lbs = Strength Level lbs = 362.8 1,008.2 2,792.7 Moment....Actual Service Level ft-#= Strength Level ft-# = 357.5 1,675.2 7,757.6 Moment.....Allowable ÍI-#= 5,470.9 5,470.9 8,121.3 Shear....,Actual Service Level Psi = Strength Level psi = 4.9 13.6 37.6 Shear.....Allowable ps¡ = 67 .1 67.1 75.0 Anet (Masonry) in2= Rebar Depth 'd' in = 6.19 6.19 6.19 Masonry Data 330.0 lbs 480.0 lbs 0.0 in Wall Stabitity Ratios Overturning Sliding Total Bearing Load ...resultant ecc. ACI Factored @ Toe = ACI Factored @ Heel Foot¡ng Shear @ Toe Footing Shear @ Hee' Allowable Sliding Calcs Lateral Sliding Force less 100o/o Pass¡ve Force = less 100% Friction Force = Added Force Req'd ....for 1.5 StabilitY = 1.97 0K'1.60 0K 4,317 rbs 8.77 in 1,974 psf 223 psf 27.5 psi OK 6.9 psi OK 75.0 psi 2,188.6 lbs 1,956.9 rbs 1,534.7 lbs 00lbs OK 0.0 lbs OK Stem OK= 5.33 = Concrete = LRFD = 8.00= # 5 = 18.00 = Edge Stem OK 3.33 Concrete LRFD 8.00#5 18.00 Edge Stem OK 0.00 Concrete LRFD 8.00#5 12.00 Edge Soil Pressure @ Toe = 1,410 psf OK Soil Pressure @ Heel = 159 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable Vertical component of active lateral soil pressure lS NOT considered in the calculation of soil bearing Load Factors- Build¡ng Code IBC 20l5,ACl Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E L000 fm Fs Solid Grouting Modular Ratio'n' Wall Weight Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method 100.0 100.0 100.0 Psi = Psi = = Psf = = Medium Weight = ASD Goncrete Data fc Fy = 2,000.0 2,000.0 = 60,000.0 60,000.0 pst psi 2,500.0 60,000.0 e LoadsSurch Lateral Load Applied to Stem Footin Load AxialLoad ed to Stem Stem Construct¡on Odisea LLC PO Box 1809 Paonia, cO 81428 (970) 527-9540 3rd Stem As (based on appl¡ed moment) : (4/3) " As : 200bd/fy : 200(1 2) (6. 1 87 5Y60000 0.0018bh : 0.0018(l2XB) : Required Area Provided Area : Maximum Area Project Name/Number: sm¡th rtg wal Title Cant.Rtg Wall at Garage Dsgnr: LLH Description.... Smith Gant Rtg Wall at Garage_8ft Date Page : 26 oCT 2 2020 od¡seanet.com This Wall in File: x:\2020\20072 - gla_smith\calcs\smith rtg walls.RPx License: KW-06064s22 Cantilevered Retaining Wall Code: IBC 2O15,AC| 318-14,ACl 530-'13 License To : ODISEA LLC Vert¡cal Reinforcing 0.0135 in2lft 0.018 in2lft 0.2475 inzlft 0.1728in2|ft 0.1728in21Ít O.2067 in2lft 0.6706 in2lft Horizontal Reinforcing Min Stem T&S Reinf Area 0.641 in2 Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2lft Horizontal Reinforcing Options : One layer of : Two layers of : tl4@ 12.50 in lU@ 25.00 in #5@ 19.38 in #5@ 38.75 ¡n #6@ 27 .50 in #6@ 55.00 in Concrete Stem Rebar Area Details 2nd Stem As (based on applied moment) : (4/3) - As : 20Obd/fy : 200 (1 2) (6. 1 87 5y60000 0.0018bh : 0.0018(12)(8) : Required Area Provided Area : Maximum Area Vertical Reinforcing 0.0634 in2lft 0.0846 in2lft 0.2475 in2lft 0.1728 in2lft 0.1728 in2lft 0.2067 in2lÍt 0.6706 in2lft Horizontal Reinforcing Min Stem T&S Reinf Area 0.384 in2 Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2lft Horizontal Re¡nforcing Options : One layer of : Two layers of : tt4@ 12.50 in lt4@ 25.00 in #5@ 19.38 in #5@ 38.75 in #6@ 27.50 in #6@ 55.00 in Bottom Stem As (based on appl¡ed moment) : (4/3) . As : 200bdtÍy : 200(1 2)(6.1 87 5y60000 0.0018bh : 0.0018(12)(8) : Required Area Provided Area : Maximum Area Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth = Key Distance from Toe Vert¡cal Reinforcing O.2937 in2lft 0.3917 in2lft 0.2475in2|ft O.1728 in2lft 0.2937 in2lft O.31 in2lfi O.B3B2in2lft Horizontal Reinforcing ft Min Stem T&S Reinf Area 0.639 in2 Min Stem T&S Reinf Area per ft of stem Height : 0192in2ltl Horizontal Reinforcing Opt¡ons : One layer of : Two layers of : #4@ 12.50 in tl4@ 25.00 in #5@ 19.38 ¡n #5@ 38.75 in #6@ 27 .50 in #6@ 55.00 in ï_æ Heel Factored Pressure = 1,974 223 psf Mu' : Upward = 148,786 108 ft-# Mu' : Downward = 49,075 451 ft-# Mu: Design = 8,309 343ft-# Actual 1-Way Shear = 27.47 6.90 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcin #5@ 11.86 in Heel Reinforcin #5@ 14.35 in KeY Reinforcing = None Spec'd Footing Torsion, Tu = 0.00 ft-lbs Footing Allow. Torsion, phi Tu = 0.00 ft-lbs lf torsion exceeds allowable, provide supplemental design for foot¡ng torsíon. Other Acceptable Sizes & Spacings 1 oe #4@ 7 .97 in, #5@ 1 2.36 in, #6@ 17 .54 in, #7 @ 23.92 in, #B@ 31.50 in, #9@ 39 Heel: #4@ 9.25in,#S@ 14.35 in, #6@20.37 in,#7@27.77 in, #B@ 36.57 in, #9@ 46 Key: No key defined Min footing T&S re¡nf Area 'l .43 in2 M¡n footing T&S re¡nf Area per foot 0.26 in2 ñ lf one layer of hor¡zontal bars: lf two layers of horizontal bars: #4@ 9.26in #4@ 18.52in #5@ 14.35 in #5@ 28.70 in #6@ 20.37 in #6@ 40.74 in 1.50 5.50 12.00 in 0.00 in 0.00 in 0.00 ft fc = 2,500psi Fy = 60,000psi Footing Concrete Density = 150.00 pcf Min.As% = 0.0018 Cover @ Top 2.00 @ Btm.= 3.00 in Data Footing Design Results Project Name/Number: smith rtg wal Odisea LLC Title Cant.Rtg Wall at Garage Page : 3 pO Box lB09 Dsgnr: LLH Date: 26 OCT 2020 paonia, CO 9142g Description.... (970) 527-9540 Smith Cant Rtg Wall at Garagê-8ft odiseanet.com This Wall in File: x:\2020\20072 - gla_smith\calcs\smith rtg walls.RPX Reta¡nPro (c) 1987-2019, Bu¡ld 11.20.03.31 License: xvü-osos¿ezz Gantilevered Retaining Wall Code: IBC 2O15,AC| 318-14,ACl 530-13 License To : ODISEA LLC Su of Overturni &Forces & Moments .....OVERTURNING.....Force Distance Momentlbs ft ft-# 2,025.0 3.00 6,075.0 163.6 4.50 736.4 2,188.6 O.T.M. = 6,811.4 = 1.97 4,316.7 tbs .....REStSTtNG.....Force Distance Moment Item 1t-#frlbs HL Act Pres (ab water tbl) HL Act Pres (be water tbl) Hydrostatic Force Buoyant Force Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load Load @ Stem Above Soil = Total Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) Watre Table Sloped Soil Over Hee Surcharge Over Heel Adjacent Footing Load = Axial Dead Load on Stem= * Axial Live Load on Stem = Soil Over Toe Surcharge Over Toe Stem We¡ght(s) = Earth @ Stem Transitions = Foot¡ng We¡ghl Key Weight Vert. Componenl 733.3 33.3 810.0 480.0 880.0 168.0 867.0 825.0 5.08 5.08 5.08 4.33 4.33 2.00 2.00 4.33 2.75 3,727.8 3,727.8 169.4 2,268.8 1,430.0 2,080.0 1,760.0 336.0 3,757.0 Resisting/Overturnin g Ratio Vertical Loads used for Soil Pressure =Total = 3,836.7 lbs R.M.= 13,449.0* Axial live load NOT included ¡n total displayed, or used for overturning resistance, but is included for soil pressureí caÍculation. Vertical component of active lateral soil pressure lS NOT considered in the calculation of Sliding Resistance. Vertical component of act¡ve lateral soil pressure lS NOT considered in the calculation of Overturn¡ng Resistance. Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring React¡on Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.062 in The above calculation is not valid it the hegl sqi!.þearing pressure exceeds that of the toe. because thg,u,all would ihen tend to rolale*into thq"re:e.ined soil. T¡It Odisea LLG PO Box 1809 Paonia, CO 81428 (970) 527-e540 odiseanet.com This Wall in File: x:\2020\20072 - gla_smith\calcs\smith rtg walls.RPX Project Name/Number: smith rtg wal Title Gant'Rtg Wall at Garage Dsgnr: LLH Description.... Sm¡th Cant Rtg Wall at Garage_8ft Date: Page : 26 oCT 4 2020 l,ro License : License cantilevered Retaining wall code: tBC 2o1s,Act 318-14,Act530-13 LLC a a 3'-4" a z-ü" I * a t 5',-$' S" w1#5 @ '18" 8" w/#5 @ 18- 8" a¡l #5 @ 12" 7 -8" s5@11-88tn @ Tce #5@14.35" @ H*el 8'-8" J -¿l 8"-û" z" J 4',-0"1--6* SoilDataGriteria a a-.-t . Odisea LLC PO Box 1809 Paonia, CO 81428 (970) 527-9540 od¡seanet.com This Wall in File: x:\2020\20072 - gla_smith\calcs\smith walls.RPX LLG Project Name/Number : smith rtg wal Title Smith Cant Rtg Wall at Basement-4ft Dsgnr: LLH Description.... Smith Cant Rtg wall at Basement_4ft 375.0 psflft 1 10.00 pcf 110.00 pcf 0.400 12.00 in Date: Page : 26 oCT ,| 2020 cantileveredRetainingwall code:tBC2o15,Act318-14,Ac1530-13 Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 50.0 psf/ft Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Water height over heel Total Bear¡ng Load ...resultant ecc. Soil Pressure @ Toe Soil Pressure @ Heel Allowable Soil Pressure Less ACI Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable Sliding Galcs Lateral Sliding Force 2,368 lbs 3.42 in = 1,397 psf = 325 psf = 1,500 psf Than Allowable = 1,956 psf = 456 psf = 7.8 psi = 0.7 psi = 75.0 psi = 715.9 lbs 4.00 ft 0.67 ft 0.00 6.00 in 0.0 ft Passive Pressure Soil Density, Heel Soil Density, Toe FootingllSoil Friction Soil height to ignore for passive pressure Lateral Load ...Height to Top ...Height to Bottom Load Type Wind on Exposed Stem =(Service Level) Adjacent Footing Load Used Resist Sliding = 40.0 psf & Overturning Surcharge Over Toe = 40.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = Axial Live Load Axial Load Eccentricity = Design Summary Wall Stability Rat¡osOverturning = 2.24 OK Slab Resists All Sliding ! = 0.0 #/ft= 0.00 ft= 0.00 ft = wind (w) (Service Level) 0.0 psf Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 0.00 ft 0.00 in 0.00 ft Line Load 330.0 lbs 640.0 lbs 0.0 in 0.0 ft 0.300 Vertical component of active lateral soil pressure lS NOT considered in the calculation of soil bearing Load Factors- Building Code IBC 20l5,ACl Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 2nd Bottom Design Height Above Ftç ft Wall Material Above "Ht" Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at Desrgn Dara fblFB + ÍalFa = 0.001 0.196 Total Force @ Section Service Level lbs = Strength Level lbs = 37.4 756.4 Moment....Actual Service Level ft-#= Strength Level ft-#= 10.5 1,086.1 Moment.....Allowable ft-#= 5.470.9 5,527.6 Shear..,..Actual Service Level Psi = Strength Level psi = O.S 10.2 Shear.....Allowable psi = 67.1 75.0 Anet (Masonry) 'n, = Rebar Depth 'd' ¡n = 6.19 6.19 Masonry Data fm Fs Solid Grouting Modular Ratio'n' Wall Weight Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method psf = 100.0 100.0 Concrete Data fc Fy Stem OK= 3.33 = Concrete = LRFD = 8.00= # 5 = 18.00 = Edge Stem OK 0.00 Concrete LRFD 8.00#5 18.00 Edge LRFD OK OK OK OK Psl = Psi = ] n¡ed¡um weight = ASD psi = 2,000.0 psi = 60,000.0 2,500.0 60,000.0 Surcharge Loads Lateral Load Applied to Stem Stem Gonstruct¡on Odisea LLC PO Box 1809 Paonia, CO 81428 (970) 527-9540 od¡seanet.com This Wall in File: x:\2020\20072 - 2nd Stem As (based on applied moment) : (4/3) " As : 20obd/fy : 200 (1 2) (6.1 87 5y60000 0.0018bh : 0.0018(12X8) : Required Area Provided Area I Max¡mum Area Project Name/Number: smith rtg wal Title Smith Cant Rtg Wall at Basement_4ft Dsgnr: LLH Descr¡pt¡on.... Smith Gant Rtg Wall at Basement_4ft Date: Page : 26 oCT 2 2020 rtg walls.RPX GantileveredRetainingwall code:tBC2o15,ACt3'18-14,Act530-'13 Vertical Reinforcing 0.0004 in2fft 0.0005 in2ft 0.2475 in2lft 0.1728in2|ft O.'1728in2|ft 0.2067 in2lÍl 0.6706 in2lfi Horizontal Reinforcing Min Stem T&S Reinf Area 0.257 in2 Min Stem T&S Reinf Area per ft of stem Height : 0.192in2|ft Horizontal Reinforcing Options : One layer of : Two layers of : #4@ 12.50in l+4@25.0Oin #5@ 19.38 in #5@ 38.75 in #6@ 27.50 in #6@ 55.00 in Goncrete Stem Rebar Area Details Bottom Stem As (based on applied moment) : (4/3) - As : 200bd/fy : 200 (1 2) (6. 1 87 5y60000 0.0018bh : 0.0018(12)(8) : Required Area Provided Area : Maximum Area Toe Width = Heel Width Total Footing Width Footing Thickness = Key Width = Key Depth = Key Distance from Toe = Vertical Reinforc¡ng 0.0411 in2ltl 0.0548 in2lft 0.2475 in2lft 0.1728 in2lft O.1728in2|ft 0.2067 in2lft 0.8382in2|ft 1.50 275 12.00 in 0.00 in 0.00 in 0.00 ft Heel 456 psf 211 ft-# 268 ft-# 57 ft-# 0.65 psi 75.00 psi ft Horizontal Reinforcing Min Stem T&S Reinf Area 0.639 in2 Min Stem T&S Re¡nf Area per ft of stem Height : 0.192 in2fiI Horizontal Reinforcing Options : One layer of : Two layers of : #4@ 12.50 in #4@ 25.00 in #5@ 19.38 in #5@ 38.75 ¡n #6@27.50 in #6@ 55.00 ¡n Toe Factored Pressure = 1,956Mu':Upward = 16,204 Mu':Downward = 2,906 Mu: Design = 1,108 Actual 1-Way Shear = 7 .84 Allow l-Way Shear = 75.00 ToeReinforcing = #5@ 11.86in Heel Reinforcing = #5@14.35in KeY Reinforcing = None Spec'd Footing Torsion, Tu = Footing Allow. Torsion, phi Tu lf torsion exceeds allowable, prov¡de supplemental design for footing torsion. Other Acceptable Sizes & Spacings T oe: ll4@ 9.25 in, #5@ I 4.35 in, #6@ 20.37 in, #7 @ 27 .77 in, #8@ 36.57 in, #9@ 46 Heel: #4@ 9.25in,#5@ 14.35 in, #6@20.37 in,#7@27.77 in, #8@ 36.57 in, #9@ 46 Key: No key defined M¡n footing T&S reinf Area 0.71 in2 Min footing T&S reinf Area per foot 0.26 in2 tnl lf one layer of horizontal bars: lf two layers of horizontal bars: #4@ 9.26in l+4@ 18.52in #5@ 14.35 in #5@28.70in #6@ 20.37 in #6@ 40.74 in fc = 2,500psi Fy = 60,000psi Footing Concrete Dens¡ty = 150.00 pcf Min.As% = 0.0018 Cover @ Top 2.00 @ Btm= 3.00 in 0.00 ft-lbs 0.00 ft-lbs Footing Data Footing Design Results Odisea LLC PO Box 1809 Paon¡a, CO 81428 (970) 527-9540 od¡seanet.com This Wall in File: x:\2020\20072 - Item Project Name/Number : smith rtg wal Title Smith Gant Rtg Wall at Basement_4ft Dsgnr: LLH Description.... Sm¡th Cant Rtg Wall at Basement_4ft Date Page : 26 oCT 3 2020 rtg walls.RPX cantilevered Retaining wall code: tBC 2o15,Act 318-14,Act530-13 Force Distance Moment Force D¡stance Moment Ít-#ftlbsft-#ftlbs HL Act Pres (ab water tbl) HL Act Pres (be water tbl) Hydrostatic Force Buoyant Force = Surcharge over Heel = Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil = 625.0 1.67 't,041.7 90.9 2.50 227.3 715.9 O.T.M. = 1,268.9 = 2.24 2,368.3 lbs Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) Watre Table Sloped Soil Over Hee Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem= * Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe Stem Weight(s) = Earth @ Stem Transitions= Footing Weighl Key Weight Vert. Component 366.7 33.3 970.0 640.0 68.8 50.0 467.0 2.33 2.33 2.33 1.58 1.58 0.63 0.63 1.58 855.6 855.6 77.8 522.5 1 ,013.3 43.0 31 .3 739.4 567.24',t2.5 1.38Total Resisting/Overturning Ratio Vertical Loads used for Soil Pressure =Total = I,728.3 lbs R.M.= 2,836.7. Ax¡al live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressuré caículation. Vertical component of active lateral soil pressure lS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure lS NOT considered in the calculation of Overturning Resistance. 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) 0.066 in The above calculation-is nqt valid if the heel soil bearing prgs$ure exceeds thal of the toe. because the wall woul*d thgJ."tend to rotate inlo the retained spjl, Sum of Ove & Resistin Forces & Moments T¡It Project Name/Number: sm¡th rtg wal Odisea LLG T¡tle Sm¡th Cant Rtg WaU at Basement_4ft Page : 4 pO Box 1809 Dsgnr: LLH Date: 26 OCT 2020 Paonia, CO 81428 Description.... (970) 527-9540 Smith Gant Rtg Wall at Basement-4ft odiseanet.com This Wall in File: x:\2020\20072 - gla_smith\calcs\smith rtg walls.RPX Reta¡nPro (c) 1987-2019, Build 11.20.03.31 License: KW-06064q22 Gantilevered Retaining Wall Code: IBC 2O15,AC¡ 318-14,ACl 530-'13 Licênse To : ODISEA LLC I'rv/ #5 @ I8" ãrto t" vnl #5 @ 18* 4-8" {{* 3'4" D Tz' #5S11.8ãin @ Tce J 1'-3'1'-6" #5@1¡1.35" @ Heal r-9" Project Name/Number : sm¡th rtg wal Odisea LLG Title Smith Gant Rtg Wall at Basement_oft Page : I PO Box 1809 Dsgnr: LLH Date: 26 OCT 2020 Paonia, CO 81428 DescriPtion.... (970) 527-9540 sm¡th cant Rtg wall at Basemen(-6ft odiseanet.com This Wall in File: x:\2020\20072 - gla_smith\calcs\smith rtg walls.RPX Retâ¡nPro (cl 1987-2019, Build 11.20.03.31 L¡cense : XW¡qOe¿qZZ' License To : ODISEA LLC Retained He¡ght Wall height above soil Slope Behind Wall Height of Soil over Toe Water height over heel Axial Dead Load = Axial Live Load = Axial Load Eccentricity = Total Bearing Load ...resultant ecc. ACI Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable Sliding Calcs Lateral Sliding Force Allow Soil Bear¡ng = 1,500.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 50.0 psf/ft 6.00 ft 0.67 ft 0.00 6.00 in 0.0 ft 330.0 lbs 640.0 lbs 0.0 in Passive Pressure Soil Dens¡ty, Heel Soil Density, Toe FootingllSoil Friction Soil height to ignore for passive pressure Lateral Load ...Height to Top ...Height to Bottom Load Type Wind on Exposed Stem =(Service Level) 12.00 in = 0.0 #/ft= 0.00 ft= 0.00 ft = w¡nd (w) (Service Level) 0.0 psf Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 375.0 psflfr 110.00 pcf 110.00 pcf 0.400 Adjacent Footing Load Surcharge Over Heel = 40.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 40.0 psf Used for Sliding & Overlurning 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 Design Summary Wall Stability RatiosOverturning = 1.76 OK Slab Resists All Sliding ! 3rd 2nd Bottom Design Height Above Ftç Wall Material Above "Ht" Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at Desrgn üara fb/FB + falFa = 0.001 0.065 0.615 Total Force @ Section Service Level lbs = Strength Level lbs = 37.4 362.8 1,614.5 Moment....Actual Service Level ft-#= Strength Level ft-# = 10.5 357.5 3,403.6 Moment.....Allowable ft-#= 5,470.9 5,470.5 5,527.6 Shear.,...Actual Service Level ps¡ = Strength Level psi = 0.5 4.9 2,1.7 Shear.....Allowable psi = 67.1 67.1 75.0 Anet (Masonry) in2= Rebar Depth 'd' in = 6.19 6.19 6.19 Masonry Data fm Fs Solid Grouting Modular Rat¡o'n' Wall Weight Short Term Factor Equiv. Sol¡d Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy 2,500.0 ft= = Stem OK 5.33 Concrete LRFD 8.00#5 18.00 Edge Stem OK 3.33 Concrete LRFD 8.00#5 18.00 Edge Stem OK 0.00 Concrete LRFD 8.00#5 18.00 Edge Soil Pressure @ Toe = 1,419 psf OK Soil Pressure @ Heel = 179 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable 2,997 rbs 5.82 in 1,987 psf 250 psf 19.6 psi OK 4.3 psi OK 75.0 psi 1,352.3 tbs Vertical component of active lateral soil pressure lS NOT considered in the calculation of soil bearing Load Factors- Building Code IBC 20l5,ACl Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 Psi = Psi = Psf =100.0 100.0 100.0 = Medium Weight = ASD psi psi = 2,000.0 = 60,000.0 2,000.0 60,000.0 Criteria Soil Data Surcharge Loads Lateral Load Applied to Stem Axial Load Applied to Stem Stem Construct¡on 60.000.0 Od¡sea LLC PO Box 1809 Paonia, CO 81428 (970) 527-9540 odiseanet.com This Wall in File: x:\2020\20072 - 3rd Stem As (based on applied moment) : (4/3) - As : 200bdtÍy : 200(12)(6.1a7 5y60000 0.0018bh : 0.0018(12)(8) : Required Area Provided Area : Maximum Area Project Name/Number: sm¡th rtg wal Title Smith Cant Rtg Wa¡l at Basement_oft Dsgnr: LLH Description.... Smith Cant Rtg Wall at Basement_Gft Date: Page : 26 oCT 2 2020 walls.RPX cantilevered Retaining wall code: tBC 2015,Act 318-14,Act 530-13 Vertical Reinforcing 0.0004 in2lft 0.0005 in2lft 0.2475 in2lft O.1728 in2lÍt O.1728 in2lft 0.2067 in2lfl O.6706 in2fil Horizontal Reinforcing Min Stem T&S Reinf Area 0.257 in2 Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2lft Horizontal Reinforcing Options : One layer of : Two layers of : ll4@ 12.50in lt4@25.Q0in #5@ 19.38 in #5@ 38.75 in #6@ 27 .50 in #6@ 55.00 in Concrete Stem Rebar Area Details 2nd Stem As (based on applied moment) : (4/3) " As : 200bd fty : 200(1 2)(6.1 87 5y60000 0.0018bh : 0.0018(12)(8) : Required Area Provided Area : Maximum Area Vertical Reinforcing 0.0135 in2fft 0.018 in2lft 0.2475in2|ft 2:!_j_l!1i:=== 0.1728 in2lft 0.2067 in2lft 0.6706 in2lft Horizontal Reinforcing M¡n Stem T&S Reinf Area 0.384 in2 Min Stem T&S Reinf Area per ft of stem Height : 0.192 inzlft Horizontal Reinforcing Options : One layer of : Two layers of : t*4@ 12.50in ti4@25.00in #5@ 19.38 in #5@ 38.75 in #6@27.50in #6@ 55.00 in Bottom Stem As (based on applied moment) : (4/3) . As : 2o0bd fty : 200 (1 2) (6.1 87 5y60000 0.0018bh : 0.0018(12)(8) : Requ¡red Area Provided Area Max¡mum Area Vertical Reinforcing 0.1289 in2lft 0.17'18 in2ltl 0.2475 in2lÍt 0j728 in2lft 0.1728 in2lft 0.2067 in2lft 0.8382in2|ft Horizontal Reinforcing Min Stem T&S Reinf Area 0.639 in2 Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2lft Horizontal Reinforcing Options : One layer of : Two layers of : #4@ 12.50 in tt4@ 25.00 in #5@ 19.38 in #5@ 38.75 in #6@ 27 .50 in #6@ 55.00 in IgC Heel Factored Pressure = 1,987 250 psf Mu' : Upward = 49,809 132 ft-# Mu' : Downward = 9,416 360 ft-# Mu: Design = 3,366 228ft-# Actual 1-Way Shear = 19.62 4.33 ps¡ Allow 1-Way Shear = 75.00 75.00 ps¡ ToeReinforcing = #5@ 11.86in Heel Reinforcin #5@ 14.35 in KeY Reinforcing = None Spec'd Footing Torsion, Tu = 0.00 ft-lbs Foot¡ng Allow. Torsion, phi Tu = 0.00 ft-lbs lf torsion exceeds allowable, prov¡de supplemental design for foot¡ng torsion. Other Acceptable Sizes & Spacings Toe: tt4@ 9.25 in, #5@ 14.35 in, #6@20.37 in,#7@27.77 in, #B@ 36.57 in, #9@ 46 Heel: #4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #B@ 36.57 in, #9@ 46 Key: No key defined Min footing T&S reinf Area 0.97 in2 Min footing T&S reinf Area per foot 0.26 in2 rtt lf one layer of horizontal bars: lf two layers of horizontal bars: #4@ 9.26in #4@ 19.52in #5@ 14.35 in #5@28.70in #6@20.37 in #6@ 40.74in Toe W¡dth Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key D¡stance from Toe fc = 2,500 Footing Concrete Min. As % Cover @ Top = 2.25ft = 1.50 = 3.75 = 12.00 in = 0.00 in = 0.00 in = 0.00 ft psi Fy = Density = 60,000 psi 150.00 pcf 0.00182.00 @ Btm= 3.00 in Footing Data Footing Design Results Odisea LLC PO Box {809 Paonia, CO 81428 (970) 527-9540 odiseanet.com This Wall in File: x:\2020\20072 - gla_smith\calcs\smith rtg walls.RPX Project Name/Number: smith rtg wal Title Sm¡th Cant Rtg Wall at Basement_Gft Dsgnr: LLH Description.... Smith Cant Rtg Wall at Basement_Gft Page : Date: 26 OCT 3 2020 RetainPro (c) 1987-2019, Build 11.20.03.31 L¡cênse: KW-06064872 Licênse To : ODISEA LLC GantileveredRetainingwall code:tBC2015,Act318-14,Act530-13 Sum of & Resistin Forces & Moments Item HL Act Pres (ab water tbl) HL Act Pres (be water tbl) Hydrostatic Force Buoyant Force Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil = Forco D¡stance Moment 1,225.0 2.33 2,858.3 127.3 3.50 445.5 O.T.M. = 3,303.8 = '1.76 2,996.6 lbs Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) Watre Table Sloped Soil Over Hee Surcharge Over Heel Adjacent Footing Load = Axial Dead Load on Stem= * Axial Live Load on Stem = So¡l Over Toe Surcharge Over Toe Stem Weight(s) = Earth @ Stem Trans¡tions= Footing Weighl Key Weight Vert. Component = ft-#lbsft-#ftlbs Force Distance ft Moment 550.0 33.3 970.0 640.0 123.8 90.0 667.0 562.5 3.33 3.33 3.33 2.58 2.58 1.13 1.13 2.58 1.88 1,833.3 1,833.3 11't.1 852.5 1,653.3 't39.2 101 .3 1,723.1 1,054.7Total = 1,352.3 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure =Total = 2,356.6 lbs R.M.= 5,815.2. Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressuré caÍculation. Vert¡cal component of active lateral soil pressure lS NOT considered in the calculat¡on of Sliding Resistance. Vertical component of active lateral so¡l pressure lS NOT considered in the calculation of Overturning Resistance. Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring React¡on Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.070 in The, abQvq"calculation is not valid if the heel soil bealing pressure exceedsJhat ol the toe. þecausg- the Wail.would then tend to rotate into the retained soil. Titt Odisea LLC PO Box 1809 Paon¡a, CO 81428 (e70) 527-9s40 odiseanet.com This Wall in File: x:\2020\20072 - gla_smith\calcs\smith rtg walls.RPx Project Name/Number : smith rtg wal T¡tle Smith Cant Rtg Wall at Basement_Gft Dsgnr: LLH Descr¡ption.... Smith Cant Rtg Wall at Basement_Gft Date: Page : 26 oCT 4 2020 Reta¡nPro (c) 1987-2019, Build 11.20.03.31 License : KW-06064872 License To : ODISEA LLC cantileveredRetainingwall code:tBC201s,Act318-14,Act530-13 t + z,t* I a a 3'-9" 8'r¡r/ #5 @ 18- 8" ru/#5 @ 18" 8"w/#5@18" #5@11.86in @ Tc* #5@14.35" @ Heol 6"-8' 34" 6',-0' ï 2- z-3 '1"s" Project Name/Number : smith rtg wal Odisea LLC Title Smith Cant Rtg Wall at Basement_8ft Page : 1 PO Box 1809 Dsgnr: LLH Date: 26 OCI 2020 paonía, CO g1428 Description.... (970) 527-9540 smith cant Rtg wall at Basement_8ft odiseanet.com This Wall in File: x:\2020\20072 - gla_smith\calcs\smith rtg walls.RPX Reta¡nPro (c) 1987-2019, Build 11.20.03.31 license: Kvú-oqo!4922 :- "- *"' Cantilevered Retaining Wall Code: IBC 2O1s,ACl 318-14,ACl 530-13License To : ODISEA LLG Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Water height over heel Axial Dead Load = Axial Live Load =Axial Load Eccentr¡city = Total Bearing Load ...resultant ecc Allow So¡l Bearing Equivalent Fluid Pressure Active Heel Pressure Passive Pressure Soil Density, Heel Soil Density, Toe FootingllSoil Friction Soil height to ignore for passive pressure Lateral Load ...Height to Top ...Height to Bottom Load Type Wind on Exposed Stem =(Service Level) = 1,500.0 psf Method= 50.0 psf/ft 375.0 psf/fl 1 10.00 pcf 1 10.00 pcf 0.400 12.00 in = 0.0 #/ft= 0.00 ft = 0.00 ft = Wind (W) (Service Level) 0.0 psf Foot¡ng Width Eccenhicity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 8.00 ft 0.67 ft 0.00 6.00 in 0.0 fr 330.0 lbs 640.0 lbs 0.0 in Surcharge Loads Surcharge Over Heel = 40.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 40.0 psf Used for Sliding & Overturning Axial Load Applied to Stem 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 Wall Stability RatiosOverturning = 1.55 OK Slab Res¡sts AII Sliding ! Soil Pressure @ Toe Soil Pressure @ Heel Allowable = Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,045 psf ACI Factored @ Heel = 19 psf Foot¡ng Shear @ Toe = 31 .4 psi OK Footing Shear @ Heel = 8.1 psi OK Allowable = 75.0 psi Sliding Galcs Lateral Sliding Force = 2,188.6 lbs Vertical component of active lateral soil pressure lS NOT considered in the calculation of soil bear¡ng Load Factors- Building Code IBC 20l5,ACl Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Se¡smic, E 1.000 3rd 2nd Bottom Design Height Above Ftç ft Wall Material Above "Ht" Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at eee,v,, eqrq fblF$ + falFa = 0.065 0.306 0.955 Total Force @ Section Service Level lbs = Strength Level lbs = 362.8 1,008.2 2,792.7 Moment....Actual Service Level ft-# = Strength Level ft-#= 357.5 1,675.2 7,757.6 Moment.....Alowable ff-#= 5,470.9 5,470.9 8,121 .3 Shear.....Actual Service Level psi = Strength Level psi = 4.9 13.6 37.6 Shear.....Allowable psi = 67j 67.1 75.0 Anet (Masonry) in2= Rebar Depth 'd' in = 6.19 6.1 I 6.19 Masonry Data fm Fs Solid Grouting Modular Ratio'n' Wall We¡ght Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy 3,686 lbs 9.81 ¡n Stem OK= 5.33 = Concrete = LRFD = 8.00= # 5= 18.00 = Edge Stem OK 3.33 Concrete LRFD 8.00#5 18.00 Edge Stem OK 0.00 Concrete LRFD 8.00#5 12.00 Edge ,461 psf OK 14 psf OK ,500 psf Psi = Psi = Psf =100.0 t 00.0 100.0 = Medium We¡ght = ASD 2,000.0 2,000.0 60,000.0 60,000.0 2,500.0 60,000.0 Griteria Soil Data Lateral Load Applied to Stem Footi Load Desiqn Summary Stem Construct¡on PSI = Psi = Od¡sea LLC PO Box 1809 Paonia, CO 81428 (970) 527-9540 od¡seanet.com This Wall in File: x:\2020\20072 - gla_smith\calcs\smith Project Name/Number: smith rtg wal Title Smith Cant Rtg Wall at Basêment-8ft Dsgnr: LLH Descr¡ption.... Smith Gant Rtg Wall at Basement_8ft Page:2 Date: 26 OCT 2020 walls.RPX Gantilevered Retaining wall code: tBC 201s,Act 318-14,Act530-13 3rd Stem As (based on applied moment) : (4/3) - As : 20obd/fy : 200 (1 2) (6.1 87 5y60000 0.0018bh : 0.0018(12)(B) : Required Area Provided Area : Maximum Area Vertical Reinforcing 0.0135 in2lft 0.018 in2lft 0.2475 in2lÍl 0j728 in2lft O.1728in2|ft 0.2067 in2lft 0.6706 in2lft Horizontal Reinforcing Min Stem T&S Reinf Area 0.641 in2 Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2lft Horizontal Reinforcing Options : One layer of : Two layers of : tÍ4@ 12.50 in tt4@ 25.00 in #5@ 19.38 in #5@ 38.75 in #6@ 27 .50 in #6@ 55.00 in Concrete Stem Rebar Area Details 2nd Stem As (based on applied moment) : (4/3) - As : 200bd tfy : 200 (1 2) (6.1 87 5y60000 0.0018bh : 0.001 8(12)(8) : Required Area Provided Area Maximum Area Vertical Reinforcing 0.0634 in2lft 0.0846 in2lft 0.2475 in2lÍl 0.1728 inzlft O.1728 in2lfl 0.2067 inzlft 0.6706 in2lft Hor¡zontal Reinforcing M¡n Stem T&S Reinf Area 0.384 in2 Min Stem T&S Re¡nf Area per ft of stem Height : 0.192 in2lft Horizontal Reinforcing Options : One layer of : Two layers of : #4@ 12.50 in tl4@25.00 in #5@ 19.38 in #5@ 38.75 in #6@ 27.50 in #6@ 55.00 in Bottom Stem As (based on applied moment) : (4/3) . As : 200bdtty : 200(1 2)(6.1 87 5y60000 0.00lBbh : 0.0018(r2)(8) : Required Area Provided Area : Maximum Area Vert¡cal Reinforcing 0.2937 inzlft 0.3917 in2lft 0.2475 in2lft 0.1728 in2lft 0.2937 in2lÍl 0.31 in2fft O.8382in21Íl Horizontal Reinforcing Min Stem T&S Reinf Area 0.639 in2 Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2lft Horizontal Reinforcing Options : One layer of : Two layers of : #4@ 12.50in #4@25.00in #5@ 19.38 in #5@ 38.75 in #6@ 27.50 in #6@ 55.00 ¡n Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe = 3.50 ft= 1.50= 5¡0 = 12.00 in Heel 19 psf 46 ft-# 451 ft-# 406 fr-# 8.13 psi 75.00 psi 0.00 in 0.00 in 0.00 fr Toe Factored Pressure = 2,O45Mu':Upward = 115,562 Mu':Downward = 22,785 Mu: Design = 7,731 Actual 1-Way Shear = 31 .40 Allow 1-Way Shear = 75.00 ToeReinforcing = #5@ ll.86in Heel Reinforcing = #5@14.35in KeY Reinforcing = None Spec'd Footing Torsion, Tu Footing Allow. Torsion, phi Tu Min footing T&S reinf Area Min footing T&S reinf Area per foot lf one layer of hor¡zontal bars: #4@ 9.26in #5@ 14.35 in #6@20.37 in 0.00 ft-lbs 0.00 ftlbs 1.30 in20.26 in2 ¡fl lf two layers of horizontal bars: #4@ 18.52in #5@ 28.70 in #6@ 40.74in fc = 2,500psi Fy = 60,000psi Footing Concrete Density = 150.00pcf Min.As% = 0.0018 Cover @ Top 2.00 @ Btm= 3.00 in lf torsion exceeds allowable, prov¡de supplemental design for footing torsion. Other Acceptable Sizes & Spacings roe: tt4@8.57 in,#5@ 13.28 in, #6@ 18.85 in,#7@25.71 tn, #8@ 33.85 in,#9@42 Heel: #4@ 9.25 in, #5@ 14.35 in, #6@20.37 in,#7@27.77 in, #8@ 36.57 in, #9@ 46 Key: No key defined Footing Data Footing Design Results Od¡sea LLC PO Box 1809 Paonia, CO 81428 (970) 527-9540 odiseanet.com This Wall in File: x:\2020\20072 - Project Name/Number : smith rtg wal Title Smitþ Cant Rtg Wall at Basement-8ft Dsgnr: LLH Description.... Sm¡th Cant Rtg Wal¡ at Basement_8ft Date: Page : 26 oCT 3 2020 Liconse: L¡cense walls.RPX cantilevered Retaining wall code: tBC 2o15,Act 318-14,Act530-13 LLC Su of Overturn & Resisti Forces & Moments Item .....ovERTURNlNG.....Force Distance Momentlbs ft ft-# 2,025.0 3.00 6,075.0 163.6 4.50 736.4 2,188.6 O.T.M. = 6,811.4 = 1.55 3,686.2 lbs .....REStSTtNG.....Force Distance Momentlbs ft ft-# HL Act Pres (ab water tbl) HL Act Pres (be water tbl) Hydrostatic Force Buoyant Force Surcharge over Heel Surcharge Over Toe Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) Watre Table Sloped Soil Over Hee Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem= . Ax¡al Live Load on Stem = Soil Over Toe Surcharge Over Toe = Stem Weight(s) = Earth @ Stem Trans¡tions= Footing Weighl = Key Weight Vert. Component 750.0 2.50 733.3 33.3 970.0 640.0 192.5 140.O 867.0 4.58 4.58 4.58 3.83 3.83 1.75 1.75 3.83 3,361.1 3,361.1 152.8 I,265.0 2,453.3 336.9 245.0 3,323.5 1,875.0 Resisting/Overturnin g Rat¡o Vert¡cal Loads used for Soil Pressure =Total = 3,046.2 lbs R.M.= 10,559.3 * 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 lS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure lS NOT considered in the calculation of Overturning Resistance. 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) 0.070 in The abov-e -c"alculation is not valid if the heel so¡l bearing pressure exceeds that of the toe. because the kv.jlll would then tend tq,Iotate into the retained soil. T¡It Project Name/Number : sm¡th rtg wal Od¡sea LLC Title Smith Cant Rtg Wall at Basement_8ft Page : 4 PO Box 1809 Dsgnr: LLH Date: 26 OCI 2020 Paonia, CO 81428 DescriPtion.... (970) 527-9540 sm¡th cant Rtg wall at Basement-8ft odiseanet-com Th¡s Wall in File: x:\2020\20072 - gla_smith\calcs\smith rtg walls.RPX RetainPro (c) 1987-2019, Bu¡ld 11.20.03.31 License: Kvú'-oeos¡azz Cantilevered Retaining Wall Code: IBC 2015,4C1 318-14,ACt 530-13 Licensê To : ODISEA LLG 8" vv/ #5 @ 18" s",l¡{,/*5@18" 8"-8" 8-0* I'w/ #5 @ 12" 3',{" 2 #5@11.8ãin Restrs @ Toe #5@14_35" @ Heel 3' T-S"|-Û t t 3"-4' + z-8" t 5'-û- Cur x¡ r I rltrr[Ët ?uf n*rtrr* JlAs of filaruf* 10, U{lä1f '300.090"000"003r . 6{lt:--:1&lSft¡d"". e¡le Ësrcsipf0.tüü.tü0.t0ü"t00.ütü.üü-gg.g70,00n.n0ü.üü0.rt0"000.00ü.t0ü.üü0.00ü,000.00ÞY¡rüany RFV0,000"00@ryt¡îckhoo,ks-Js*'!-i -:il,li, il l' : l:r i. - .,,' : . ti: .i:.l :- ii,'lit -: - :n'-t:'.1..i-":PlusL -,:tt"* I i- ìt- :l ['',:ri-:iitj -:¡:, ; ¡,;i,..-1.-_ : ìr : _-8.Desktop Pro-riL,-,- - ,