7400 HARDESON RD SUNBELT RENTALS 2025-07-18

:49 A NI IBC 2018 Pier Design referencing ACI 318-14 6:as AM Version Date:November 23,2020 By: SDP Reviewed by TMD 8/8 JOB TITLE:Everett WA Sunbelt Wash Bay JOB#: 21114 ENGINEERS Column:Typical DESIGNER: NGW Pier Caoacitieg Concrete compressive slrengt r,: 3,000 psi Pier Width 17.0 in Pier Length(not including foundation wall) 24.0 in Tie Properliea Vertical ha crooert' Corner Bars 4 Clear cover to ties 2 #1 5 Ibar Extra Bars at Right&Left 1 f,A: 60,000 psi A, 0.31 in'/bar Extra Bars at Top&Bottom 1 # 3 ties Reber fro 60,000 'psi Total Bars at Right&Left 3 #of tie legs: 2 legs Total Bars at Top&Bottom 3 Av: 0.22 in'/tie Counting all legs Total#of Vertical Bars 8 Pier Tension-Anchor Bolts Confined for Tension NOTE:The calculation for the concrete anchor capacities are based on 1)Tension pullout,2)Shear pryout.The breakout strength in tension and shear and side face blowout are omitted because the Pier Reinforcement to Resist Tension Breakout(17.4.2.9) vertical reinforcement is used to confine this failure cone Distance from A.B.to Reber(B): 2 in Cover above vert.reinf(A): 2 in c: 3 _ -'ih., _ TN Rebar Diameter: 0.625 in Id,, w: 21.36 in Reinforcing Data a 4 le,: 4.00 in -t i I "„ .35` 0.75'Fy of Reber @l„-f,: 8.43 ksi d•e iie 1 1 I Total#of vertical bars required: 1 s n 3 Total#of vertical bars used: 1 Placed symmetrically aro,md A Ft Embedment of standard hook: 6.0 in Ancrar',enforcement NOTE:Assumes that vertical reinforcement layout is symmetrical around anchor bolt pattern S 0 +.. - Paced symmetecaly Sevrron A.A pier Tension pier Compression T„: 2.0 kips Max compressive force P„ 8.7 k yT„: 133.9 kips Concrete Compression Capacity(not counting go.,. 541 0 I. T,fyT„: 0.01 Compression Stress Ratio P„lyP 0.02 Embedment of standard hook: 6.0 in peer Sheaf X-Direction 7-Dir', Pier Bending X-Direction Z-Direction Required strength Net Vs: 0.9 kips 2.2 kips Top of pier to top of footing ht: 24.0 in 24.0 in Effective shear depth d: 14.3 in 21.3 in Pier bending moment M„: 21.6 kin 53.0 kin Lightweight Concrete Factor to 1.0 Area of Flexural Steel A,: 0.93 in2 0.93 in2 Maximum Tensile Force N„: -2.0 kips -2.0 kips Effective Area of Flexural Steel A...,,: 0.92 In` 0.92 Concrete shear strength (22.5.5.1) V. 26.6 kips 55.9 kips a: 1.27 in 0.90 in Required shear strength of steel yv,Req: 0.0 kips 0.0 kips Design Flexural Capacity OM,: 676.8 kin 686.0 k in Maximum spacing of ties for strength 18 in 18 in Bending stress ratio M„/yM,: 0.03 r>Ic 0.08 ,lt 4(Jrc)b,,,d: 53.3 kips 112.1 kips Maximum spacing of ties(Table 10.7.6.5.2) 24 in 17 in Embedment of std hook for bending 6.0 in I 6.0 lin Maximum spacing of ties(25.7.2.1) 10 in 10 in Embedment of std hook for tension 6 in Maximum tie spacing s< 10.0 in Required Vertical Bar Hook Embement 6.0 in pier Reinforcement Ratio A,: 2.5 4,7 A,min: 1.1 ins A,max: 32.6 in ?k