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HomeMy WebLinkAboutFoundation CalculationsFOU N DATION CALCU LATIONS 4A'x62'Metal Building MVE #25-4272 WENDY GABICA New Castle, Colorado \ $ Jtt[ (N S. N Metal Building Supplied By: GREAT WESTERN BUILDINGS 3033 S. Parker Rd 12 Floor Aurora, CO 80014 Foundation Design by: MOUNTAIN VIEW ENGINEERING, INC. 345 No. Moh, Sufte A. &lghom Ctty, Utoh 841102 Fhone (€r) 7u-{r09. Fox (+Jg) 7JiF9s1$ MAR28 2025 I pages of Calculations iNOUNTAIN VIEW ENGINEERING, lltlG. 54lt No. Moh, $tlte A . &lghci Cltt, Utoh 8{.112 Ptme (43t) 7*-97c'J. Fax (,r53) 73/Fgn19 Job: MVE*264272GREATUVESTERH BUILDINGS Subject:WENDY GABICA DFSIGN CRJTERIA: Page: Date:3t28n025 1 By: DL Ground Snow Load Roof Snow Load Roof Live Load Roof Collateral Load Gode:2A21 BC Sos Seismic Design Category Site Class Other Loads: Soil Bearing Frost Depth 60 psf 60.. psf 20 psf 1 psf 1500 psf(assumed) 36 inches Wind Speed 115 .mph,Exposure A lmportance Factor 1.0 .0.354T D Notes: Reactions per GREAT WESTERN BUILDINGS drawings. C onorete, a nd Rei nfoieeJnent; Concrete Strength 3000 P.S.l. for Foundations 3500 P.S.i" for Slabs 2500 P.S.l. Used for design, no speciaf inspection required. Rebar - ASTM A615 grade 60 MOUNTAIN VIEW ENGINEERING, INC. t/f,t No, iloh. $lte A . &Qhcn GIIX, lftdr 0{it02 Phons (+:t!t) 7*-97w ' For (+rs) 7JF!t519 Job: iIrVE#26{t272 GREATWESTERH BUILDINGS Page:_3_ Date: 312812Q23 Sublect UYENDY GAPICA By: D[- $idewa_l! Footinqg (Lines 3&4IGridsA&C) Po*. =_!!_ kip. Fn - 10.2 kips Uplift= 4.1. kips Cheak Soll Bcaring Allowable Pressure = 1500 psf B reqU = 3.87 ft Horizontal Force Use rebar hairpins to resist horizontal torce" uplit As reqd = 4.28 inZ L req'd = 6.4 ft - reinf. slab (6x6 W1.4xW1.4 min.) L req'd = t0 ft - unreinforced slab Use 4.0 ff x 12 inch deep footing _ rei!{qrced with (6t M bars each way. q = 140,6 psf OK Use# 5 halmind I footleos. Design uplift = 4.1 Slab Thickness = 6 Depth to top of Ftg. = 30 O$ Conc. to CL Footing = 6 Length of Wall for Uplift = 10 WallThickness = B kips inches inches inches feet inches Weight of Footing and $oil = 6.90 kips Weight of Concrete Slab = 2.70 kips Weight of FoundationJVatf = _Jf! tcips Total= 11.10 kips Factorof Safety = 2.71 > {.0 OK MOUNTAIN VIEW ENGINEERING, INC. PD*L = 25.6 kips Fr+ = 1.9 klps Uplift = 4.1 kips Check Soil Bearins Allowable Pressure = 1500 psf B req'd = 4.13 tt Horizontel Forcc Use rebar hairpins to resist horizontal force. As regd = 0.05 in2 L req'd = 1.2 ft - reinf. slab (6x6 W1.4xW1.4 min.) L req'd = 1.9 fi - unreinforced slab Uplift Job: MVE#25{2T2GREATWESTERNBUILDINGS Use 4.5 # x 12 inch deep footing reinforced with (6) #4 bars each way. q = 1264 psf OK Use # 4 hairpin wl 4 foot legs. Weight of Footing and Soil= 8.68 kips Weight of Concrete Slab = 2.92 kips Weight of Foundation]Vat! = _jf! kips Total= 13.25 kips Factor of $afety - 3.23 > t.0 OK Endwall Footinq (LineStGridB} Use 3.0 ff x 12 inch deep footing rqinforced with (4', #4 bars each way q= 1289 psf OK Use# 4 hairpinM 4 footlegs. Page: _-_9_ Date: 3l2Bl2O25 J45 ilo. goh, Srltc A . Blghm Cfty utott 8,*m Phdro (,+35) Tt+-97w. Fox (,+si) 73Fs519 Subject , WENDY GABICA By: DL Endwall Footinq (Line2/GridB! Design uplift = 4.1 Slab Thickness = 6 Depth to top of Ftg. = 30 OS Conc. to CL Footing = 4 Length of Wallfor Uplift = 10 Thickened Edge Width = I Thickened Edge Depth = 36 kips inches inches inches feet inches Inches Ps+r- = 11.6 kips F* = -T-kip* Uplift = 2.3 kips Check Soil Bearins Altowable Pressure = 1500 pst B req'd = 2.78 tt Horizontel Forcc Use rebar hairpins to resist horizontalforce. As req'd = 0.04 in2 L req'd = 0.9 ft - reinf. slab (6x6 W1.4xW1.4 min.) L reg'd = {.6 ft - unreinforced slab Uplift Design uPlift = Slab Thickness = Depth to top of Ftg. = OS Conc. to CL Footing = Length of Wallfor Uplift = Thickened Edge Wkith = Thtckened Edge Depth = 2.3 kips 6 inches 30 inches 4 inches 10 feet8 inches 36 inches Weight of Footing and Soll = Weight of Concrete Slab = Weight of Foundation Wall = Total= 3.88 2.41 2.10 7.99 kips kips kips kips Factor of $afety = t.47 > 1.0 OK Sidewall Go{ner Footinqs (Line 2l Gtids A & CI Po*r =-199-kips Fs = 1.0 kips Uplift = 1.7 kips Chcok Soil Bearinq Allowable Pressure = 1500 psf B req'd * 2.7O ft Horizonhl.Forcc Horizontal forces will be resisted by the foundation walls adjacentto the column. Page: 4 Date: 312812Q25 By: Use 3.0 d x 12 inch deep footing reinforced with (4', # bars each wav. q a 1211 psf OK i,IOUNTAIH VIEW ENGINEERING, INC. 3{5 lrlo. lloh, $lte A . ebhdt c|ty, tttdt 8,Nn2 Fhme (+u) 731-97w. ror (+:t5) 7J+-s819 Job: MVE #25-{1272 GREATVUESTERN BUILDINGS Subject:WENDY GAEICA DL l,.lp_ltft Design uPlift = Slab Thickness = DePth to toP of Ftg. = (EW) OS Conc. to CL Footing = (SW) OS Conc. to CL Footing = Length of Wall for UPlift = WallThickness = Uplift Design uPlift = Slab Thickness = DePth to toP of Ftg. = (EW) OS Conc. to CL Footing = ($W) OS Conc. to CL Footing = Length of Wall for Uplift = WatlThickness = {.7 kips6 inches 30 inches 4 inches6 inches 10 feet I inches Weight of Footing and Soil = 3.90 kips Weight of Concrete Slab = 1.15 kips Weight of Foundation Wall = 1.75 kips Total= 6.80 kips Sidewal I Corner Fogtinqs {Line5/GridsAAC} PD*L = 5.3 kips - Fs = 1.1 kips uptin = -E- fip. Ghcck Soil BeadnE Allowable Pressure = 1500 psf B reqd = 1.88 fr HorizontalForcc Horizontalforces will be resisted by the foundation walls adjacent to the colunrnr. Factor of Safety = 4.00 > {.0 OK Use 2.0 d x 12 inch deep fooiing reinforced with (3) ti4 bars each way. q = 1t28 psf OK 0.8 o 30 4 6 10 B kips inches inches inches inches feet inches Weight of Footing and Soil = Weight of Concrete Slab = Weight of Foundation Wall = Total= 1.75 0.88 2.00 4"63 kips kips kips kips Factor of Safety = 5.78 > 1.0 OK MOUNTAIN VIEW ENGINEERING, INC. 34ti Na lroh, $rfte A . &lghm Clty, Utoh 8{Jll}2 Phono (,Ht5) T*-97fp. For (aJs) 7tF9519 PD*L = _]3.6_ kiP" Fx = 1.1 kips Upllft - 2.0 ktps Check S6ll BcarinE MomentArm = P (total) = Overturning Moment = OTM EccentricitY = Footing Offset = Offset Resisting Moment = Passive Resisting Moment = Net Eccentrlcity =816= 7 inches OK Bearlng Prcssurc, q (max,; = $lidinq Rgsistance Coefficient of Friction = Weight of Pier = Weight of SoilAbove Footing = Weight of Spot Footing = Weight of Continuous Wall = Weight of Continuous Ftg. = $liding Resistrance from Footing & Pier = Slidlng Resistrance from Soil above Ftg. = Sliding Resistance fom Vertical Load = $liding Resistance fom Wall& Ftg. = Uplift Weight of Footing and Pier = Weight of SoilAbove Footing = Weight of Cont. Wall& Footing = Total= Job: MVE#25{T2T2GREATWESTERNBUILDINGS Page:__-L Date: 3l2Bl2O25 Subject WENDY GABICA BY: DL Lean;to F.ootina (Line 'l I Grid B) Use 3.5 ft.x 3.5 ft.x 12 inchdeepfooting 3.5 12.60 3.85 3.7 0 0.00 1.05 2.7 tt kips kip"ft inches inches kip*ft kip*ft lnches 1500 psf 3in 6int2 in 12 in30 in 0in 0in 0in0 in, Allowable Bearfng Pressure = Top otWallto Grade = OS Conc. to CLA.R. = PierWidth = Pier Depth (wall included) = Pier Height = WallThickness = WallHeight = Footing Width = Footing Depth = Offset 0i Wall Length for $liding = Wall Length for Passive Res. = Ftg. Width for Sliding/Passive = Passive Earth Pressure = Passlve Res. (Spot Footing) = Passlve Res. (Wall& Pier) = Passive Res. (ConL Ftg.) = Total Passivc Resistancc = Total Sliding Resistencc = Factor of Safcty = M2A psf OK nches o.25 0.3G 2.53 1.78 0.00 0.00 0.53 0.63 3.15 0.00 kips kips kips kips kips kips kips kips kips 1 1 3.5 200 1.93 4.23 0.00 2.18 4.92 5.88 ft ft ft psf/ft kips kips ktps kips kips > 1.0 OK 2.14 2.53 0.00 4.67 ft fi 1 3.5 2.U kips kips kips kips WallLength used for Uplift = Cont. Ftg, Length for Uplift = Faabr of $afcty = 3.5 in 8.5 in 60000 psi 2500 psi 4.807 in^2 Optlons 5 l*4bars 3 #5 bars3 ffi bars > {.0 0K Chect, Footins Flexure (Reinforainq in Dircation of Horizontal Forcg} Q (min') = 637 PSf Rebar d' = OS Footing Edge from Wall = 1.250 ft Rebar d = q (at face of walt) = fi4$ psf Rebar fi7 = Moment in Footing (Mu, ULT) = 4.97 k-ft Concrete fc = As (req'd by calc.; = 0.130 in^2 ACl7,12As (min) = Opposite Direction Reinforcinq Min. Steel Ratio = 0.0018 As per ACl7.12 Chcok Fogtinc She.ar $hear in Footing {Vu, ULT} = Required Thickness = Options 5 #4 bars 3 #5 bars 3 #6 bars Use (5) and use #4 bars in direction of horizontalforce(5) #4 bars in the opposite direction, 7.95 6.A2 kips in For Pier Desis!Nu= 2A Mu= 4 Vu= 2 kips **$cc pier oalculation kip*ft on page 5. kips OK MOUNTAIIII VIEW ENGINEERING, INC. 3.t5 N& Hotr. S{te A . erytar Clty, lJtdr 8#nz Phil. (.r:E) 7J.l-97fi' ' ror (,r55) 731-#15 Job: lltrIEF264.272 GREATWESTERN BUILDINGS Page: 6 Date: 312812025 Subject WENDY GABICA By: DL Concrete Column Analysis (ACl 3181 For X-Axis Flexure with Axial Compression or Tension Load Assuming "Short", Non-Slender Member with Symmetric Reinforcing lnout f"'- 2500 fr= 60 d'= 2.375[= tz [= L2 0 = a.Gg Loading Pu" = 2A.2 M*o 4.4 V* = 1.8 Column Geometrv Bar Size = 4 #ofBars b Face 2 # ofBars h Face 2 Total# of Bars Tie Size = psi ksi in in in kips kipft kips Plac€ment of Reinforcement Steel di A.r Edge Layer (d1) 9.63 O.4O lnterior Layer {dz} 0.00 0.00 lnterior Layer (d3) O.00 o.o0 Edge Layer (d+) 2.38 O.4A x-Axrs INTERACTION plAGRAlt[ l-b -l o a -.x di a a a Tvpiqal MemberSection DESIGN TOADS FALLWITTIIN THE IIMITS OF THE INTERACT|oN DIAGRAM, THEREFORE, UsE (41 f 4 VERTICAL BARS IN COLUMNI. 4 3 .T o o I i ? I I i I i l-r h o ?i Lj Y $lrearDesien 0V"= g.zoeg +vJz= 4.au4 Vu<0Vel2 Vertical spacing of ties shell not exoeed thc least of: 16 x (longitudal bar diameters) = 8.00 in 48 x {tie bar diameter) = 18.00 in Leastdimension of column = 12.00 in . r. r I LimilS Of lr*eraction Diagtarn E D6ign Loads - - Max. Allowable Axisl l-oad {k} 2A (k-ft} 250 2AA t50 9rooxc bso 0 -50 100 30 4A010 {Mnx ttraaaaaaaa-, Ll"?...'r.- aat"ttt"ttttl aa"" tt" t "l usE f 3 T|ES AT 8"00 TNCHES ON CENTER WlrH (31 rN Tl{ETOp F|VE TNCHES OF P|ER. MOUNTAIN VIEW ENGINEERING, INC. 545 tlo. ilah, $rlte A . &lghan Clty. Utah 84302 Fhone ({15) 73+-glffJ ' ror (aJs} 7}F!t519 Job: ltVEN26{.272GREATWESTERNBUILDINGS Page: - 7 Date:@ Subiect WENDY GABICA By: DL Lean-to Corner Footinqs (Line{lGridsA&C} DID+L- E-rH-0.5 kips kips 5.2 Uplift = 0.8 kips Chec,k Soil Ecarinq Momentflsn = P (total) = Overturning Moment = OTM Eccentricity = Footing Offset = Offset Resisting Moment = Passive Resisting Moment = Net Eccentricity =8/6- 5 inches gK Bearing Pressurc, e {max") = Slidlng Bcsistance Coefficient of Friction = Weight of Pier = Weight of Soil Above Footing = Weight of Spot Footing = Weight of Continuous Wall = Weight of Continuous Ftg. = $liding Resistance from Footing & Pier = Sliding Resistance from Soilabove Ftg" = Sliding Resistance from VerticalLoad = Sliding Resistance from Wall& Ftg. = Uplift Weight of Footing and Pier = Weight of Soil Above Footing = Weight of Cont. Wall & Footing = Total= Use 2.5 ft.x 2.5 ft.x 12 inch deepfootinq Allowable Bearing Pressure = Top of Wallto Grade = OS Conc. to CL A.R. = PierWidth = Pier Depth (wall included) = Pier Helght = WallThickness = WaltHeight = Footing Width = Footing Depth = Offset footins 0 inches. psf5001 3.5 6.47 1.75 3.2 0 0.00 0.87 1.6 ft kips kip*ft inches inches kip-ft kip*ft inches kips kips kips kips kips kips kips kips kips 3in 6in 12 in12 in30 in0in 0in0in0in 1373 psf OK 0.25 0.36 1.18 0.91 0.00 0.00 432 0.30 1.30 0.00 Wall Length for Sliding = Wall Length for Passive Res. = Ftg. Width for Sliding/Passive = Passive Earth Pressure = Passive Res. (Spot Footing) = Passive Res. (Wall& Pier) = Passive Res, (ConL Ftg-) = Total Passive Rcsistance = Total Sliding Resistancc = Faotor of Sefcty = Watl Length used for Uplift = Cont. Ftg, Length for Uplift = Factor of Safcty = 3.5 in 8.5 in 60000 psi 2500 psi 0.648 in^2 1 1 2.5 2AO 1.38 0.23 0.00 1.60 1.91 7.03 ft ft ft psf/ft kips kips kips kips kips > 1.0 0K 1.27 1.18 0.00 -F kips kips kips kips 1 2.5 3.06 ft fr 1.0 0K Cheok Footins Flexurc (Reinforcinq in Direction of Horizontal Forcel Q (min.; = 697 Psf Rebar d'= OS Footing Edge from Wall = 0.750 ft Rebar d = q (at face of wall) = fi7| psf Rebar fy = Moment in Footing (Mu, ULT) = 1.27 k"ft Concrete fc = As (req'd by calc.; = 0.033 in^2 ACl7.12As (min) = Oooosite Dircction Rcinforcinc Options4 #4 bars 3 #5 bars2 ffi bars Min. SteelRatio = 0.0018 As per ACa7.12 Check Footins Shcar Shear in Footing (Vu, ULT) = Required Thickness = Options 4 #4 bars S #5 bars2 #6 bars Use (4)#4 bars in direction of horizontalforce and use G\ #4 bars in the opposite direction. 3.38 5.00 kips in For Pier DesisnNu= 8Mu= 2Vu= 1 **Sec plcr calculatlon on pagc 8. kips kip*ft kips OK MOUNTAIN VIEW ENGINEERING, IJIIC. 345 Ho. tdh, $rltc t . eqh'll clty, utdr 8{in2 ptrms (a!5) '131-97w. Fox (,iJs) 7JF951s Job: MVE tr25-0272 GREAT WESTERH,BUILDINGS Page:_J!- Date: 312812A25 Subiect WENDY GABICA.By: Dl- Conrete Column Analysis (ACI 318} For X-Axis Flexure with Axial Cornpression or Tension Load Assuming "Short", Non-Slender Member with Symmetric Reinforcing lnout 1r -tc - t- d'-- $= [= 0= I,Oadlne Pu" = Mu,. = V*= I ; + o 4 3 25ffi Psi 60 ksi 2.775 in tZ in tZ in 0.65 Column Geometr.v Bar Size = 4 #ofBars b Face 2 #ofBars h Face 2 Total# of Bars Tie Size = t-b -l'l 1o O \? ; iY: a 8.3 kips 2.A kipft 0.8 kips Placement of Reinforcement Steel 44" Edge Layer (dr) 9.63 o.4o lntefior Layer (d2l 0.00 O.O0 lntedor Layer (d3) 0.00 0.00 Edge Layer {d4) 2.38 0.4O X-A)Os INTERACTION DIAGRAM a _.x di a a o Tvoical Member Section DESIGN LOADS FA[t WITHIN THE UMITS oF THE INTERACflON DIAGRAM, THEREFORE, USE (4) # 4 VERTICAL BARS IN COTUMN. l I I I t ! II t t h L shearDesien 0%= 8'9124 +vJz= 4.4564 VucQVc/2 Vertical spacing of tics shall not excecd thc least of: tO x (tongitudal bar diameters) = 8.00 in 4B x (tie bar diameter) = 18-00 in Least dimension of column = 12.40 in 250 200 1s0 Srro . t t . t I timlts of lnteraction Dlagram EI Desitn LGds - - Max. Allowable Adal Load (kl xC A.'+50 0 -50 100 llralooaaler- 3".-.-t.- altttttt""tt' attt'tt"t"" 0 10 20 30 40 $Mnx (k-ft) USE # 3 TIES AT 8.OO tNcHES ON CENTER W|TH [3] IN T]tETOP FIVE INCHESOF PIER.