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HomeMy WebLinkAboutFOUNDATION CALCS - 16-00662 - Gravity FactorySeptember 27, 2016 Re: Chief Order No. Description: Builders Name: Building Owners Name: Jobsite City, State: To Whom It May Concern: B3013679 150'-0" x 160'-0" x 38'-0" Ironman Enterprises, LLC Gravity Factory Rexburg, ID CHIEFBUILDINGS P.O. Box 2078 300 Oanopy Sl, Ste 200 1827 S. North Road Lincoln, NE 68508 Grand Island, NE 68802-2078 Phone (402) 323-6600 Phone (308) 389-7200 FAX (308) 389-7370 Please accept this letter as certification that the Chief components, produced for the above described project to be furnished to Ironman Enterprises, LLC, for Gravity Factory, Rexburg, ID, have been designed for the following criteria as specified by Purchaser in the order documents: IBC Risk Category II Roof Live Load 35 psf (Tributary Area Reduction Not Allowed) Collateral Load 5 pat Ground Snow Load (P.) 50 psf Exposure Factor (C.) 1.0 Thermal Factor(G) 1.0 Importance Factor (1) 1.0 Flat Roof Snow Load (Pr) 35 psf Building Enclosure Enclosed Ultimate Design Wind Speed(VD) 115 mph (GCpi t 0.18) Nominal Design Wind Speed(V-) 89.1 mph Exposure Category C Wind Pressure (q) 29.60 psf Other Loads: Mezzanine Loads: Seismic Response Coefficient (C.) Dead Load = 30 psi Spectral Response Parameter Short Period (SDs) Live Load = 100 psf Spectral Response Parameter 1 s Period (SDI) Collateral Load = 5 psf Analysts Procedure Partition Load = 5 psf Base Shear Seismic Spectral Response Short Periods (S.) 63.5 Spectral Response 1 s Period (S,) 19.6% Seismic Importance Factor 1.0 Design Category D Site Class D Seismic Resisting System Longitudinal Direction (Walls) Ord. Steel Conc. Braced Frame (R=3.25) Lateral Direction (Walls) Ord. Steel Conc. Braced Frame (R=3.25) Lateral Direction (Frames) Ord. Steel Moment Frame (R=3.25) Seismic Response Coefficient (C.) 0.168 Spectral Response Parameter Short Period (SDs) 0.547 Spectral Response Parameter 1 s Period (SDI) 0.263 Analysts Procedure ELF Base Shear 113000 tbs. and applied in accordance with the IBC 2012 Building Code. The design of Chief structural steel components is in accordance with the provisions of the NASPEC 2007 AISI Standard and the 14th Edition of AISC. These Chief components as supplied, when properly erected as furnished, on an adequate foundation, will meet the loading requirements supplied to Chief by Purchaser in accordance with good engineering practices. This certification does not cover field modifications nor does it cover materials furnished by someone other than Chief Industries, Inc.; nor the connection between Chief components and those manufactured or supplied by someone other than Chief Industries, Inc. Chief design and detailing facilities: Grand Island, NE and Lincoln, NE. Chief Fabrication facilities: Grand Island, NE and Rensselaer, IN.,,%ONAL FN Sincerely, �G1STE Dustin Cole, P.E., S.E. e-SIGNed by Dustin C ole Director ��NLP on Sep 27, 2016 Industries,Cho lnc.Engineering s Divis DC/m � FOUNDATION CALCULATIONS 150'x150' Metal Building MVE #160773 GRAVITY FACTORY Rexburg, Idah© Metal Building Supplied By: CHIEF BUILDINGS P.O. Box 2078 Grand Island, NE 68802-2078 Contractor: IRONMAN ENTERPRISES, LLC Foundation Design by: 345 MOUNTAIN VIEW ENGINEERING, INC. North Main Brigham City Utah 84302 Phone (435) 734-9700 Fax (435) 734-9579 9 pages of Calculations MOUNTAIN VIEW Page: 1 ENGINEERING INC, Job: MVE#1607731RONMAN ENTERPRISES, LLC Date: 09/29116 348 North Main Brigham City Utah 84392 Subject: GRAVITY FACTORY By: JVL Phan. (435) 734-9700 Fax (435) 734.9519 Building Descr: 150'x160' Metal Building Location: Rexburg, Idaho DESIGN CRITERIA: Ground Snow Load 50 psf Mezzanine Dead Load 30 psf Roof Snow Load 35 psf Mezzanine Live Load 100 psf Roof Live Load 35 psf Roof Collateral Load 5 psf Code: 2012 IBC SOS 0.547 Seismic Design Category D Site Class p Other Loads: Soil Bearing 1500 psf (assumed) Frost Depth 36 inches Notes: Reactions per CHIEF BUILDINGS drawings. Concrete and Reinforcement: Wind Speed 115 mph Exposure C Importance Factor 1 Concrete Strength 3000 P.S.I. for Foundations 3500 P.S.I. for Slabs 2500 P.S.I. Used for design, no special inspection required. Rebar - ASTM A615 grade 60 MOUNTAIN VIEW Page: 2 ENGINEERING INC, Job' MVENIG07731RONMANENTERPRISE9 LLC Date: 09/29116 346 North Maln Bdphom City Utah 848E3 Subject: GRAVITY FACTORY By: JVL Phone (436) 734.9700 Fax (436) 734-9610 Description: 150'x160' Metal Building Location: Rexburg, Idaho PD.L = 96.1 kips FH = 7.7 kips Uplift = 53.6 kips Check Soil Bearing Allowable Pressure = 1500 psf B req'd = 8.0o ft Horizontal Force Use rebar hairpins to resist horizontal force. Sidewall Footings (Lines B - G / Grid 1) As req'd = 0.19 int L req'd = 4.9 ft - reinf. slab (64 MAMA min.) L req'd = 7.7 ft -unreinforced slab Unlift Design uplift= 53.6 kips Slab Thickness = 4 inches Depth to tap of Fig. = 36 Inches 08 Conc. to CL Footing = 15.5 inches Length of Wail for Uplift = 20 feet Wali Thickness= 8 inches PD.L = 42.8 kips FH = 9.8 kips Uplift = 26.9 kips Check Soil Bearing Allowable Pressure = 1500 psf B req'd = 5.34 ft Horizontal Force Use rebar hairpins to resist horizontal force. Use 8.5 fl? x 24 inch deep footing reinforced with (9) #5 bars each way. q = 1330 psf OK Use # 5 hairpin w/ 10 foot legs. Weight of Footing and Soil = 40.94 kips Weight of Concrete Slab = 6.92 kips Weight of Foundation Wall & Ftg. = 6.85 kips Total= 54.71 kips Sidewall Footings (Lines B - G / Grid 4) As req'd = 0.24 int L req'd = 6.2 ft - reinf. slab (6x6 W1.4xW1.4 min.) L req'd = 9.8 ft - unreinforced slab Uplift Design uplift= 26.9 kips Slab Thickness = 4 inches Depth to top of Ftg. = 36 inches OS Conc. to CL Footing = 15.5 inches Length of Wall for Uplift = 20 feet Wall Thickness = 8 Inches Factor of Safety = 1.02 > 1.0 OK Use 6.0 fl? x 16 inch deep footing reinforced with (7) #5 bars each way. q = 1189 psf OK Use # 5 hairpin w/ 10 foot le s. Weight of Footing and Soil = 16.80 kips Weight of Concrete Slab = 4.98 kips Weight of Foundation Wall & Ftg. = 7.27 kips Total = 29.04 kips Factor of Safety= 1.08 > 1.0 OK MOUNTAIN VIEW Page: 3 ENGINEERING INC. Job: MVE t11807731RONMAN ENTERPRISES, LLC Date: 09/29/16 345 N-th M.1n Mph— City UtOh 9450'1 Subject: GRAVITY FACTORY By: JVL Ph.— (435) 734.9700 POO (430) 794.0510 Description: 160'x160' Metal Building Location: Rexburg, Idaho Interior Footings (Lines B - G / Grids 2 & 3) PD+L = 59.2 kips Uplift= 18.6 kips Check Soil Bearing Allowable Pressure= 1600 psf Use 7.0 ft2 x 16 inch deep footing B req'd = 6.28 ft reinforced with (7) #5 bars each way. q = 1208 psf OK Uplift Design uplift= 18.6 kips Weight of Footing and Soil = 11.43 kips Slab Thickness = 4 inches Weight of Concrete Slab= 8.43 kips Thickness Above Fig.= 6 inches 19.86 kips Factor of Safety = 1.07 > 1.0 OK Interior Footings (Lines B - G / Grid 1.M) PD+L = 54.0 kips Uplift = 0.0 kips Check Soil Bearing Allowable Pressure= 1500 psf Use 6.0 ft2 x 16 inch deep footing B req'd = 6.00 ft reinforced with (7) #5 bars each way. q = 1500 psf OK Uulift Design uplift = 0.0 kips Weight of Footing and Soil= 8.40 kips Slab Thickness = 4 inches Weight of Concrete Slab= 6.05 kips Thickness Above Fig.= 4 inches 14.45 kips Factor of Safety = " MOUNTAIN VIEW Page: 4 ENGINEERING, INC, Job:_ MVE#1607731RONMANENTERPRISES, LLC Date: 09/29/16 �4h Nath Moll, "041,.." City Utnh 04302 Subject: GRAVITY FACTORY By: JVL N11M10 (430) r34.0100 NX (430) 134.9019 0.64 Description: 160'x160' Metal Building Weight of Cont. Footing & Wall = Location: Rexburg, Idaho kips Weight of Soil Above Footing = Endwall Footings (Lines A & H I Grids 2, 2.5, 3, & 3.5) Po+r_ = 16.2 kips 18.98 FN ■ 0.8 kips Uplift= 5.3 kips Chock Soil BenHng Use 4.5 fl? x 12 inch deep footing Allowable Pressure= 1500 psf reinforced with (6) #4 bars each way. B req'd = 3.18 it q = 751 psf OK Horizontal Force Use rebar hairpins to resist horizontal force. Stem Wail Height = 12 inches As req'd = 0.16 int Depth to center = 14 inches L req'd = 4.3 ft - reinf. slab (6x6 W1.4xW1.4 min.) OTM = 95.2 in -kips L mq'd = 6.8 ft - unreinforced slab Fig DL = 3.04 kips P total = 18.24 kips ecc= 5.2 inches Use # 5 hairpin with 8 foot legs. Offset footing 0 inches. Recheck Soil Bearing with Offset Moment Ann = 1.1667 ft P (total) = 18.88 kips Overturning Moment= 7.9333 kip*ft Eccentricity= 5.0 inches Footing Offset = 0 inches Eccentricity with Offset = 5.0 inches Resisting Moment= 0 kip*ft B/6 = 9 inches OK Recheck Bearing Pressure, q (max.) = 1455 psf OK U11 Design uplift = 5.3 kips Slab Thickness = 4 inches Top of Slab to Top of Footing = 36 inches OS Cone. to CL Footing = 7.5 inches Pier Width = 12 inches Pier Depth = 14 inches Length of Wall Used for Uplift = 20 feet Wall Thickness = 8 inches Cont. Footing Width = 16 inches Cont. Footing Depth = 8 Inches Height of Soil above Footing = 36 inches For Pier Design Nu = 24 kips Weight of Footing = 3.04 kips Weight of Concrete Slab = 1.43 kips Weight of Pier = 0.64 kips Weight of Cont. Footing & Wall = 9,0 kips Weight of Soil Above Footing = 4.84 kips 18.98 kips Mu = 13 ft -kips **Seo pier calculation on page 5. Vu = 11 kips Factor of Safety = 3.58 > 1.0 OK MOUNTAIN VIEW Page; 5 ENGINEERING, INC. Job: MVE#1607731RONMANENTERPRISES, LLC Date; 09/29/16 548 North Main Brigh.m City Uteh 84002 Subject: GRAVITY FACTORY By: JVL Phone (438) 734.8700 Fax (430) 734.8810 Doscription: 150'x160' Metal Building Location: Rexburg, Idaho Concrete Column Analysis (ACI 318) For X -Axis Flexure with Axial Compression or Tension Load Assuming "Short", Non -Slender Member with Symmetric Reinforcing Input Column Geometry f,'= . 2500psi Bar Size = 5 Total # of Bars 8 b fy = 60 ksi # of Bars b Face 3 Tie Size = 3 d'= 2 375 in # of Bars h Face 3 be: 12. in h = 16 :in Placement of Reinforcement Steel _ '.0.65. d A 4 Loading Edge Layer (dO 13.63 0.93 X h P,= 24:3= kips Interor Layer (d2) d 8.00 0.62 M� 127.`ki -ft InterorLa Layer (d P Y 3) 0.00 O.OD s V. 10 9 kips Edge Layer (d4) 2.38 0.93 eta Y X-AXIS INTERACTION DIAGRAM Typical Member Section 400 .^^• LinitaonateaenonDlagarn M Design Loads Max. Allowable Axlal Load (k) 300 200 _. .. y _ C 100 -e 0 100 -200 0 20 40 60 80 100 ifiMnx (k -ft) DESIGN LOADS FALL WITHIN THE LIMITS OF THE INTERACTION DIAGRAM, THEREFORE, USE (8) # 5 VERTICAL BARS IN COLUMN. Shear Design OV, = 13.039 iliV,/2 = 6.5196 V„ > �VJ2 If V„ < OVJ2 then Vertical Spacing of ties If V„ > #J2 then vertical spacing of ties shall not exceed the least of:shall not exceed the least of: 16 x (longitudal bar diameters) = 10 in s max = A„fy/(0.75V(fc' )b) = 29.333 in 48 x (tie bar diameter) = 18 in s max = A fy/(Sob) = 22 in Least dimension of column = 12 in s max = d/2!5 24 in = 6.8125 in USE # 3 TIES AT 6.00 INCHES ON CENTER WITH (3) IN THE TOP FIVE INCHES OF PIER. MOUNTAIN VIEW Page: 6 ENGINEERING INC. Job: MVE#1607731RONMAN ENTERPRISES, LLC Date: 09/29116 348 North Mal. Brigham clry Ut.h 84302 Subject: GRAVITY FACTORY By: JVL Phma (435) 734.9700 Fax (435) 734.8519 Description: 150'x160' Metal Building Location: Rexburg, Idaho Corner Footings (Lines A & H / Grid 1) Pots = 71.6 kips FH = 36.2 kips Use 11 ft. x 11 ft. x 30 inch deep footing Uplift= 55.9 kips Horizontal Force Use rebar tension ties across the building to resist horizontal force at the column base. Top of Pier to Center of Ties = 18 in Number of Ties = 6 ties Tensile Strength of Reber = 24 ksi Tie Size = 45 rebar Area Required = 1.508 in12 Use (6) #5 tension ties. Weights Passive Soil Resistance Weight of Pier = 2.32 kips Wall Length for Passive Res. = 2 ft Welght of Soil Above Footing = 32.90 kips Fig. Width for Passive Res. = 11 ft Weight of Spot Footing = 43.86 kips Passive Earth Pressure = 200 psf/ft Weight of Continuous Wall = 0.00 kips Passive Res. (Spot Footing) = 23.38 kips Weight of Continuous Fig. = 0.00 kips Passive Res. (Wall & Pier) = 0.60 kips Passive Res. (Cont. Fig.) = 0.00 kips Use Passive Res. to Resist Moment? NO Total Passive Resistance = 23.98 kips Check Soil Bearing Allowable Bearing Pressure = 1500 psf Moment Arm = 1.5 ft Top of Wall to Grade = 12 In P (total) = 151 kips OS Conc. to CL A.R. = 0 in Overturning Moment = 54.3 kip*ft Pier Width = 24 in OTM Eccentricity = 4.3 inches Pier Depth (wall included) = 24 in Footing Offset = 0 inches Pier Height = 48 in Offset Resisting Moment = 0.00 kip*ft Wall Thickness = 8 in Passive Resisting Moment= 0.00 kip*ft Wall Height= 46 in Net Eccentricity = 4.3 inches Footing Width = 16 in B/6 = 22 inches OK Footing Depth = 8 in Recheck Bearing Pressure, q (max.) = 1490 psf OK Offset footing 0 inches. Uplift Weight of Footing and Pier = 46.18 kips Wall Length used for Uplift = 11 ft Weight of Soil Above Footing = 32.90 kips Cont. Fig. Length for Uplift = 11.0 ft Weight of Cont. Wall & Footing = 3.48 kips Total = 82.56 kips Factor of Safety = 1.48 > 1.0 OK Check Footing Flexure (Reinforcing in Direction of Horizontal Force) q (min.) = 1001 psf Rebar d'= 3.5 in OS Footing Edge from Wall = 5.500 ft Rebar d = 26.5 in q (at face of wall) = 1245 psi Rebar fy = 60000 psi Moment in Footing (Mu, ULT) = 267.58 k*ft Concrete fc = 2500 psi As (req'd by calc.) = 2.258 in^2 ACI 7.12 As (min) = 7.128 in^2 Opposite Direction Reinforcing Min. Steel Ratio = 0.0018 Use (11) #6 bars each way at bottom of footing As per ACI 7.12 and use (11) #5 bars each way at top of footing. Check Footing Shear For Pier Design Nu = 115 kips Shear in Footing (Vu, ULT) = 97.30 kips **See pier calculation Mu = 87 kip*ft Required Thickness = 13.33 in OK on page 7. Vu = 58 kips N3MOUNTAIN VIEW Page: 7 ENGINEERING, INC. Job: MVE#1607731RONMAN ENTERPRISES, LLC Date: 09/29/16 45 North Main Brigham City Uloh 84302 Subject: GRAVITY FACTORY By: JVL Phone (435) 734.9700 Fax[ (435) 734-9619 Description: 1501x160' Metal Building Location: Rexburg, Idaho Concrete Column Analysis (ACI 318) For X -Axis Flexure with Axial Compression or Tension Load Assuming "Short", Non -Slender Member with Symmetric Reinforcing Input Column Geometry fa' = ZSOO psi Bar Size = 5 Total # of Bars 12 fy 60 , ksi # of Bars b Face 4 Tie Size = 4 d' 2.315 in # of Bars h Face 4 b= A in 800 .--Max.AllombleAx1al Load(k) h = '2U In Placement of Reinforcement Steel _ 0.65 d 600 Loading Edge Layer(dj) 17.63 1.24 P.. 114c6. kips Interor Layer (d2) 12.54 0.62 M. 86.9 kip -ft Interior Layer (d3) 7.46 0.62 Vux 57:9, kips Edge Layer (d4) 2.38 1.24 X-AXIS INTERACTION DIAGRAM 1000 •..... Limits d hterftg Diagram 800 .--Max.AllombleAx1al Load(k) 600 — -- -- -;400 $200 -200 .. -400 0 50 100 150 200 250 300 �Mnx (k -ft) ` r ;0'. In dl AL Y Tvaical Member Section DESIGN LOADS FALL WITHIN THE LIMITS OF THE INTERACTION DIAGRAM, THEREFORE, USE (12) It 5 VERTICAL BARS IN COLUMN. Shear Design K= 35.511 �V J2 = 17.755 V„ > #, If V„ > OVJ2 then vertical spacing of ties If VD > OVA then vertical spacing of ties 4*(fc)A0.5*b*d = 63.5 kips shall not exceed the least of: shall not exceed. the least of: Vs= 22.4 kips $ max = Axf7/(0.75V(fc- )b) = 26.667 in s max = 14.157 s max = A,fy/(50b) = 20 in s max = 8.8125 if Vs <= 04*(fC)A0.5*b*d, s = d/2 <=24 s max = d/2:5 24 in = 8.8125 In s max = 4.4063 if Vs > �4*(rc)10.5*b*d, s = d/4 <=12 USER 4 TIES AT 8.00 INCHES ON CENTER WITH (3) IN THE TOP FIVE INCHES OF PIER. MOUNTAIN VIEW q (min.) = Page: 8 ENGINEERING, INC.Job: MVE#1607731RONMAN ENTERPRISES, LLC Date: 09129/16 746 North Mein Brigham city Utah 84702 Subject: GRAVITY FACTORY q (at face of wall) = By. JVL Phono (436) 734-8700 Fox (475) 7744519 14 #5 bars Moment in Footing (Mu, ULT) = 35.80 k*ft Concrete fc= 2500 psi Description: 160'x160' Metal Building As (req'd by calc.) = 0.389 inA2 ACI 7.12 As (min) = 4.147 inA2 Location: Rexburg, Idaho Options 21 #4 bars Corner Footings Min. Steel Ratio = 0.0018 14 #5 bars (Lines A & H / Grid 4) bottom of footing As per ACI 7.12 PD.L = 29.8 kips and use (8) #5 bars each way at top of footing. Check Footing Shear For Pier Design Fri = 18.7 kips Shear in Footing (Vu, ULT) = Use 8.0 ft. x 8.0 ft. x 24 inch deep footing Uplift= 27.2 kips Required Thickness = 7.01 in OK on page 9. Vu = 30 kips Horizontal Force Use rebar tenslon ties across the building to resist horizontal force at the column base. Top of Pier to Center of Ties = 18 in Number of Ties = 4 ties Tensile Strength of Reber = 24 ksi Tie Size = #5 rebar Area Required = 0,779 inA2 Use (4) #5 tension ties. Weights Passive Soil Resistance Weight of Pier = 1.21 kips Wall Length for Passive Res. = 1.6667 ft Weight of Soil Above Footing = 11.18 kips Fig. Width for Passive Res. = 8 ft Weight of Spot Footing = 18.56 kips Passive Earth Pressure = 200 psf/ft Weight of Continuous Wall = 0.00 kips Passive Res. (Spot Footing) = 9.6D kips Weight of Continuous Ftg. = 0.00 kips Passive Res. (Wall & Pier) = 0.33 kips Passive Res. (Cont. Fig.) = 0.00 kips Use Passive Res, to Resist Moment? NO Total Passive Resistance = 9.93 kips Check Soil Bearing Allowable Bearing Pressure = 1500 psf Moment Arm = 1.5 ft Top of Wali to Grade = 12 in P (total) = 49.57 kips OS Conic. to CL AR. = 14 in Overturning Moment = 28.05 kip*ft Pier Width = 20 in OTM Eccentricity = 6.8 inches Pier Depth (wall included) = 20 in Footing Offset = 0 inches Pier Height = 36 in Offset Resisting Moment= 0.00 kip*ft Wall Thickness = 8 in Passive Resisting Moment= 0.00 kip*ft Wall Height= 48 in Net Eccentricity = 6.8 inches Footing Width = 16 in B/6 = 16 inches OK Footing Depth = 8 in Recheck Bearing Pressure, q (max.) = 1103 psf OK Offset footing 0 inches. Uplift Weight of Footing and Pier= 19.77 kips Wall Length used for Uplift= 8 ft Weight of Soil Above Footing = 11.18 kips Cont. Fig. Length for Uplift = 8.0 ft Weight of Cont. Wall & Footing = 2.45 kips Total = 33.40 kips Factor of Safety = 1.23 > 1.0 OK Check Footing Flexure (Reinforcing in Direction of Horizontal Force) q (min.) = 446 psf Rebar d'= 3.5 in Options OS Footing Edge from Wall = 2.833 ft Rebar d = 20.5 in 21 #4 bars q (at face of wall) = 870 psf Rebar fy = 6000D psi 14 #5 bars Moment in Footing (Mu, ULT) = 35.80 k*ft Concrete fc= 2500 psi 10 #6 bars As (req'd by calc.) = 0.389 inA2 ACI 7.12 As (min) = 4.147 inA2 Opposite Direction Reinforcing Options 21 #4 bars Min. Steel Ratio = 0.0018 14 #5 bars Use (8) #5 bars each way at bottom of footing As per ACI 7.12 10 #6 bars and use (8) #5 bars each way at top of footing. Check Footing Shear For Pier Design Nu = 48 kips Shear in Footing (Vu, ULT) = 25.27 kips **See pier calculation Mu = 45 kip*ft Required Thickness = 7.01 in OK on page 9. Vu = 30 kips MOUNTAIN VIEW Page: 9 ENGINEERING, INC. Job: MVE#1607731RONMANENTERPRISES, LLC Date: 09/29/16 348 North Mal. Brigham Clty Utah 84302 Subject: GRAVITY FACTORY By: JVL Ph_0 (435) 734-0700 Fax (436) 734.9610 Description: 150'x160' Metal Building Location: Rexburg, Idaho Concrete Column Analysis (ACI 318) For X -Axis Flexure with Axial Compression or Tension Load Assuming "Short", Non -Slender Member with Symmetric Reinforcing Input Column Geometry f,'= 2500, psi Bar Size = 5 Total # of Bars 12 b f, = 60. ksi # of Bars b Face 4 Tie Size = 4 d' = 2.375. in # of Bars h Face 4r jf r?+� b= 20• in h= 20. .in Placement of Reinforcement Steel d A. Loading Edge Layer (di) 17.63 1.24 P.K 47.7 ' kips Interor Layer (d2) 12.54 0.62 Mu. 40. kip -ft Interor Layer (d3) 7.46 0.62 Va. =1 29:9: kips Edge Layer 04) 2.38 1.24 X-AXIS INTERACTION DIAGRAM Shear Design �V, = 28.013 �Vt/2 = 14.007 Va > Vt U.- 010 fa'fx�l T�— 1"140 t os s X (i z"tit a R ) h r• r sof di Y Typical Member Section DESIGN LOADS FALL WITHIN THE LIMITS OF THE INTERACTION DIAGRAM, THEREFORE, USE (12) If 5 VERTICAL BARS IN COLUMN. If V„ > �V,/2 then vertical spacing of ties If V„ > #, then vertical spacing of ties 4*(fc)A0.5*b*d = 52.9 kips shall not exceed the least of: shall not exceed the least of: Vs = 1.9 kips s max = A fy/(0.75d(f,1 )b) = 32 in s max = 166.38 6 max = Avfy/(Sob) = 24 in s max = 8.8125 if Vs — 04*(fc)A0.5*b*d, s = d/2 4=24 S Max = d/2:; 24 in = 8.8125 in s max = 4.4063 if Vs > 04*(f c)A0.5*b*d, s = d/4 -12 USE # 4 TIES AT 8.00 INCHES ON CENTER WITH (3) IN THE TOP FIVE INCHES OF PIER,