Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
18410 63RD AVE NE_BLD3285_2026
SAFEbu lit' Plan Review By SAFEhuilt PLAN REVIEW COMMENTS NeTI O DATE: 8/10/2020 TO: CASTING OPERATION/SHELL FROM: Lou Tyler -PHONE: 360-733-7318 PHONE: 206-503-5948 EMAIL: kevinrPgeotest.com EMAIL: Ityler@safebuilt.com PERMIT#: BLD 3285 OCCUPANCY GROUP: F-1, B PROJECT: CASTING OPERATION/SHELL TYPE OF CONSTRUCTION: II-B ADDRESS: 6108 188TH STREET NW NUMBER OF STORIES: 1 SAFEbuilt Inc. has reviewed the above project documents for conformance to the provisions of the 2015 International Building Code, Uniform Plumbing Code, International Fuel Gas Code, International Mechanical Code and International Energy Conservation Code as adopted and amended by the State of Washington and the City of Arlington. The permit referenced above is recommended for release of the reviewed construction documents for this project. All outstanding comments have been addressed in an adequate fashion and no comments remain. Please do not hesitate to contact me if any assistance is needed with this process. Sincerely, L_o-w Ty Lew Senior Plans Examiner 1621 114th Ave SE, Ste 219 Bellevue, WA 98004 Ityler(@safebuilt.com ICE �D � NELSON Seattle,Washington 7/22/2020 SAFEbuilt ` 1621 114tt'Ave SE, Ste 219 Bellevue,WA.98004 Re: Casting Operations Permit#: BLD3286 Dear Ms.Green: This letter is written in response to the comment letter dated 7/15/2020. Responses are as follows: OCCUPANCY CLASSIFICATION: 1. Can you provide an explanation as to what type of manufacturing is going to occur,so I can make sure the correct occupancy classification was chosen? RESPONSE: The tenant produces precision metal components by the investment casting process.The perform post-cast processes such as heat treatment, welding, machining, non-destructive testing and assembly. The parts they manufacture are primarily for aerospace applications. FOUNDATION: 1. Geotech report specifies an allowed bearing pressure of 2500.The structural calculations call out a bearing pressure of 3000. RESPONSE: Please see comment response letter provided by AHBL. 2. Footing 5.5 is not on the footing schedule or included in structural calculations. RESPONSE: Please see comment response letter provided by AHBL. 3. The structural calculations call out(2) layers of 45 rebar at 3"o.c.for some of the wall panels. It is unclear on the plans where this occurs. RESPONSE: Please see comment response letter provided by AHBL. Received J U L 2 4 2020 FLOOR PLAN: �,p 37�5 WWW.NELS0NW0RLDWIDE.00M i0_2) L July 21, 2020 City of Arlington Civil Engineers 238 N Olympic Avenue Arlington, WA 98223 Structural Engineers Project: Arlington Casting Operations, AHBL No. 2200333.20 Subject: Response to SAFEbuilt Comments dated July 15, 2020 Permit No. BLD3285 Landscape Architects Dear Staff: Conuntuiity Planners This letter is in response to only the "Foundation"and "Roof Framing"comments from the SAFEbuilt comment letter dated July 15, 2020, regarding the above referenced project. The Land Swveyors comments are included below(verbatim)for your reference. Our responses are shown in bold after each comment. Neighbors Foundation 1 Geotech report specifies and allowed bearing pressure of 2500. The structural calculations call out a bearing pressure of 3000. Response: Geotech calls for 4000psf bearing on Native and 2500psf bearing on Structural Fill. Original calculations used 3000psf bearing to match a preliminary soils memo. Because of grading, all footings will land on Native material. Structural Note 2.1/S0.1 was updated with the correct information and the note on the footing schedule has been updated to indicate the same on S1.0. Note that footings were sized and designed for 3000psf,which is conservative for the final Native capacity. 2. Footing 5.5 is not on footing schedule or included in structural calculations. Response: F5.5 footing has been added to the schedule and calculation has been added to the calculation addendum included. 3. The structural calculations call out(2) layers of#5 rebar at 3"o.c. for some of the wall panels. It is unclear on the plans where this occurs. Response: Structural calculations for panels have a box labeled "Panel Type," which is the actual panel number indicated on the plans. The first calculation on page 61 of the calculations shows#5 at 3" oc, which correlates to the 2'-6" pier on TA C 0 All A Panel 1. Note that this is actually a reference, as the number is taking 30"/10 bars to give the 3" oc number.When the panel is poured, the spacing will be slightly 2215 North 30th Street wider because the bars have reduced clearance on the ends. Su0e300 Received Tacoma,WA 98403-3350 253.383.2422 TEL JUL 2 4 2020 www.ahbl.com City of Arlington July 21,2020 2200333.20 Page 2 of 2 -M ip Roof Framing 1. Structural calculations for the exterior canopies not provided. Response: Calculations for the canopies have been included in the calculation addendum. If you have any questions, please call me at(253) 383-2422. Sincerely, Larry A. Higgins, PE Senior Engineer LAH/Isk c: Daniel Booth -AHBL Bryan Ploetz-Sierra Todd Schutz- Nelson Q:\2020\2200333\WORDPROC\Letters\20200721 Ur(Resp-Arlington-Rev 1)2200333.20.docx ©© O Structural Calculation Addendum 1 For ■ Casting Operations Arlington, WA Project # 2200333.20 Project Principal Danial L. Booth PE SE Sr. Engineer Larry A. Higgins PE Design Criteria Design Codes and Standards Codes and Standards: Structural design and construction shall be in accordance with the applicable sections of the following codes and standards as adopted and amended by the local building authority: International Building Code, 2015 Edition. Structural Design Criteria: Live Load Criteria: L Roof(Min Blanket Snow) 25 psf q N of WAS4V Slab on Grade 250 psf Wind Load Criteria: Ultimate Wind Speed 110 mph Risk Category II +��GCTIrnAL Wind Exposure B SSIONAL � Topographic Factor 1.0 0712112020 Seismic Criteria: Risk Category II Seismic Importance Factor 1.0 SS = 1.067 S1 = 0.415 Sds = 0.763 Shc = 0.439 Site Class = D Seismic Design Category = D Response Modification Coeff. (R): 5 Seismic Response Coeff. (Cs): 0.153 t=received Soil Criteria: Based on Geotechnical Engineering Report by: Terra and Associates, dated June 2020. Allowable Soil Bearing Capacity: 4000 psf on Native; allow 33% increase for loads from wind or seismic origin. Active Earth Pressure = 35pcf/55pcf(un-restrained/restrained) Seismic Earth Pressure = 8H Friction Coefficient = 0.35 (sf=1.5) Passive Pressure = 300 pcf(sf=1.5) Project Description The project consists of a pretty standard concrete tilt warehouse/factory building using a metal roof. Standard concrete tilt exterior wall panels, steel columns open web steel joists and joist girders. This portion is for the general shell of the building except that a 16' deep pit will be installed prior to pouring slabs. The pit is a requirement for a specialized piece of equipment that will be installed during the TI. The addendum adds calculation for footing F5.5, and calculations for the entrance canopy and eyebrows. Project t✓G ■ 1 __ Project No. 2Z Op 3 �(� __ ❑ Page of r Subject _ _ Phone_ _ ❑ Calculations ❑With/To — Fax#— Fax ❑ Memorandum M- Hj B] L_J' Address #Faxed Pages — El Meeting Minutes Date �—Z 1'2a zV By L (r[�I+ls _ ❑ Telephone Memo Civil Engineers j Structural Engineers 0. I (O*bLandscapeArchitects Community Planners -/3 r.2 Land Surveyors 1�sNskon, Top �LT = 4339 Z= CDw4�►6A 395�T�rv�+ �GF ��Pi 17•s _ s 9 r D:: W J'Lb S God 3`a cjs Mt to pie Bl' IAV, Lo�j a ur�� S;aft 9 0441 Q� INS c `UN . If this does not meet with your understanding,please contact us in writing within seven days. THANK YOU Project Title: Arlington -Casting Operations Engineer: Larry Higgins PE Project ID: 2200333.20 Project Descr: Steel Beam software 0 File:2200333_FLOYD.ec6 9ENERCALC INC1983-2020,Build:12.20.5.31 KW-06001735 AHBL,INC SEA DESCRIPTION: Canopy main Member CODE REFERENCES Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC 2018 _ Material Properties Analysis Method: Allowable Strength Design Fy: Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(0.01)�S(0.05) a • i �y MC10x25 rip Span=22.0 ft rTIT�+ Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weiqht calculated and added to loading Uniform Load: D=0.0050, S=0.0250 ksf, Tributary Width=2.0 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.079: 1 Maximum Shear Stress Ratio= 0.014 : 1 Section used for this span MC10x25 Section used for this span MC10x25 Ma:Applied 5.143 k-ft Va:Applied 0.9350 k Mn/Omega:Allowable 65.369 k-ft Vn/Omega:Allowable 68.263 k Load Combination +D+S Load Combination +D+S Location of maximum on span 11.000ft Location of maximum on span 0.000 ft Span#where maximum occurs Span# 1 Span#where maximum occurs Span# 1 Maximum Deflection Max Downward Transient Deflection 0.083 in Ratio= 3,181 >=360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.141 in Ratio= 1871 >=240. Max Upward Total Deflection 0.000 in Ratio= 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsqn.L= 22.00 ft 1 0.032 0.006 2.12 2.12 109.17 65.37 1.00 1.00 0,39 114.00 68.26 +D+S Dsqn.L= 22.00 ft 1 0.079 0.014 5.14 5.14 109.17 65.37 1.00 1.00 0.94 114.00 68.26 +D+0.750S Dsqn.L= 22.00 ft 1 0.067 0.012 4.39 4.39 109.17 65.37 1.00 1.00 0.80 114.00 68.26 +0.60D Dsqn.L= 22.00 ft 1 0.019 0.003 1.27 1.27 109.17 65.37 1.00 1.00 0.23 114.00 68.26 Overall Maximum Deflections Load Combination Span Max.""Deft Location in Span Load Combination Max."+"Deft Location in Span +D+S 1 0.1411 11.063 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.935 0.935 Overall MINimum 0.231 0.231 D Only 0.385 0.385 +D+S 0.935 0.935 +D+0.750S 0.798 0.798 +0.60D 0.231 0.231 S Only 0.550 0.550 Project Title: Arlington -Casting Operations Engineer: Larry Higgins PE Project ID: 2200333.20 Project Descr: -- File:2200333_FLOYD.ec6 Steel Beam software topynght ENERCALC.INC 1983-2020,B06:12.20.5.31 DESCRIPTION: 05 CODE REFERENCES Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 36.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(O U31) D(0.01),S(0.05) e e a )b (sE MC10x25 A MC10x25 1 MC10x25 Span=3.40 ft Span=22.0 ft Span=6.40 ft fL" Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weiqht calculated and added to loading Load for Span Number 2 Uniform Load: D=0.0050, S=0.0250 ksf, Tributary Width=2.0 ft Uniform Load: D=0.0310 k/ft, Tributary Width=1.0 ft,(MC10x25+C4) DESIGN SUMMARY Design Maximum Bending Stress Ratio = 0.142: 1 Maximum Shear Stress Ratio= 0.026 : 1 Section used for this span MC10x25 Section used for this span MC10x25 Ma:Applied 6.691 k-ft Va:Applied 1.293 k Mn/Omega:Allowable 47.066 k-ft Vn/Omega:Allowable 49.150 k Load Combination +D+S Load Combination +D+S Location of maximum on span 10.853ft Location of maximum on span 22,000 ft Span#where maximum occurs Span#2 Span#where maximum occurs Span#2 Maximum Deflection Max Downward Transient Deflection 0.083 in Ratio= 3,161 >=360 Max Upward Transient Deflection -0.041 in Ratio= 1,997 >=360 Max Downward Total Deflection 0.183 in Ratio= 1444 >=240. Max Upward Total Deflection -0.089 in Ratio= 915 >=240. Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn.L= 3.40 It 1 0.003 0.014 -0.14 0.14 78.60 47.07 1.00 1.00 0.71 82.08 49.15 Dsgn.L= 22.00 ft 2 0.078 0.015 3.67 -0.51 3.67 78.60 47.07 1.00 1.00 0.74 82.08 49.15 Dsgn.L= 6.40 ft 3 0.011 0.003 -0.51 0.51 78.60 47.07 1.00 1.00 0.16 82.08 49.15 +D+S Dsgn.L= 3.40 ft 1 0.003 0.026 -0.14 0.14 78.60 47.07 1.00 1.00 1.29 82.08 49.15 82.08 49.15 Dsqn.L= 22.00 ft 2 0.142 0.026 6.69 -0.51 6.69 78.60 47.07 1.00 1.00 1.2 Dsgn.L= 6.40 It 3 0.011 0.003 -0.51 0.51 78.60 47.07 1.00 1.00 0.16 82.08 49.15 +D+0.750S Dsgn.L= 3.40 ft 1 0.003 0.023 -0.14 0.14 78.60 47.07 1.00 1.00 1.12 82.08 49.15 Dsgn,L= 22,101 2 1,126 0,024 5,93 -1,11 1,13 71,60 47,01 1,00 1.01 1,11 12.08 11,15 Dsqn.L= 6.40 ft 3 0.011 0.003 -0.51 0.51 78.60 47.07 1.00 1.00 0.16 82.08 49.15 +0.60D Dsqn.L= 3.40 ft 1 0.002 0.009 -0.09 0.09 78.60 47.07 1.00 1.00 0.43 82.08 49.15 Dsqn.L= 22.00 ft 2 0.047 0.009 2.20 -0.31 2.20 78.60 47.07 1.00 1.00 0.45 82.08 49.15 Dsqn.L= 6.40 ft 3 0.007 0.002 -0.31 0.31 78.60 47.07 1.00 1.00 0.10 82.08 49.15 Project Title: Arlington -Casting Operations Engineer: Larry Higgins PE Project ID: 2200333.20 Project Descr: File:2200333_FLOYD.ec6 Steel Beam Solimie cop i ht ENERCALC,INC.1903-2020,BuOda2.20.5.31 -- DESCRIPTION: 05 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span 1 0,0000 0.000 +D+S -0.0892 0.000 +D+S 2 0.1828 11.000 0.0000 0.000 3 0.0000 11.000 +D+S -0.1607 6.400 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 p Overall MAXimum 1.344 1.453 Overall MINimum 0.477 0.542 D Only 0.794 0.903 +D+S 1.344 1.453 +D+0.750S 1.207 1.315 +0.60D 0.477 0,542 S Only 0.550 0.550 Project Title: Arlington-Casting Operations Engineer: Larry Higgins PE Project ID: 2200333.20 Project Descr: File.2200333_FL5Yu.eca General Footing Software cooM ENERCALC,INC.1983.2020.Build:12.20.5.31 KW-06001735 AHBIL,INC SEA, DESCRIPTION: F5.5 Code References Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength 3.0 ksi Allowable Soil Bearing = 3.0 ksf fy:Rebar Yield 60.0 ksi Increase Bearing By Footing Weight = Yes Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 (p Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Setting; Footing base depth below soil surface = ft Min Steel% Bending Reinf. = Allow press.increase Per foot of depth - ksf Min Allow%Temp Reinf. = 0.00180 when footing base Is below = ft Min.Overturning Safety Factor = 1.0 : 1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears Yes = ksf Add Pedestal Wt for Soil Pressure No when max.length or width is greater than - ft Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 5.5 ft Length parallel to Z-Z Axis - 5.50 ft z Footing Thickness = 13.0 in I I i Pedestal dimensions... x I px:parallel to X-X Axis = 11.0 in pz:parallel to Z-Z Axis = 9.0 in Height - in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in I— '� w Reinforcing Bars parallel to X-X Axis Number of Bars = 6 Reinforcing Bar Size # 5 Bars parallel to Z-Z Axis Number of Bars = 6 Reinforcing Bar Size = # 5 Bandwidth Distribution Check (ACI 15.4.4.2) • Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load - 44.60 46.150 k OB:Overburden = ksf M-xx - k-ft M-zz - k-ft V-x = k V-z - k Project Title: Arlington-Casting Operations Engineer: Larry Higgins PE Project ID: 2200333.20 Project Descr: File:2200333_FLOYD.ec6 General Footing Software cupyrlgdl ENERCALC.INC.1983-2020.Build:12.2U.31 KW-06001735 418L.-INC SEA DESCRIPTION: F5.5 DESIGN SUMMARY Design • Min.Ratio Item Applied Capacity Governing Load Combination PASS 1.0 Soil Bearing 3.157 ksf 3,157 ksf +D+S about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.7513 Z Flexure(+X) 11.055 k-ft/ft 14.714 k-ft/ft +1.20D+1.60S PASS 0.7513 Z Flexure(-X) 11.055 k-ft/ft 14.714 k-ft/ft +1.20D+1.60S PASS 0.8070 X Flexure(+Z) 11.874 k-ft/ft 14.714 k-ft/ft +1.20D+1.60S PASS 0.8070 X Flexure(-Z) 11.874 k-f/ft 14.714 k-ft/ft +1.20D+1.60S PASS 0.6342 1-way Shear(+X) 52.102 psi 82.158 psi +1.20D+1.60S PASS 0.6342 1-way Shear(-X) 52.102 psi 82.158 psi +1.20D+1.60S PASS 0.6577 1-way Shear(+Z) 54.032 psi 82.158 psi +1.20D+1.60S PASS 0.6577 1-way Shear(-Z) 54.032 psi 82,158 psi +1.20D+1.60S PASS 0.8821 2-way Punching 144.936 psi 164.317 psi +1.20D+1.60S Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual/Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,D Only 3.157 n/a 0.0 1.631 1.631 n/a n/a 0.517 X-X,+D+S 3.157 n/a 0.0 3.157 3.157 nla n/a 1.000 X-X,+D+0.750S 3.157 n/a 0.0 2.776 2,776 n/a n/a 0.879 X-X,+0.60D 3.157 n/a 0.0 0.9789 0.9789 n/a n/a 0.310 Z-Z, D Only 3.157 0.0 n/a n/a n/a 1,631 1.631 0.517 Z-Z,+D+S 3.157 0.0 n/a n/a n/a 3,157 3.157 1.000 Z-Z,+D+0.750S 3.157 0.0 n/a n/a n/a 2.776 2.776 0.879 Z-Z,+0.601) 3.157 0.0 n/a n/a n/a 0.9789 0.9789 0.310 Overturning Stability _ Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gvrn.As Actual As Phi'Mn Status k-ft Surface in'2 in'2 in"2 k-ft X-X,+1.40D 5.821 +Z Bottom 0.2808 Min Temp% 0.3382 14.714 OK X-X,+1.40D 5.821 -Z Bottom 0.2808 Min Temp% 0.3382 14.714 OK X-X,+1.20D 4.990 +Z Bottom 0.2808 Min Temp% 0.3382 14,714 OK X-X,+1.20D 4.990 -Z Bottom 0.2808 Min Temp% 0.3382 14.714 OK X-X,+1.20D+0.50S 7.141 +Z Bottom 0.2808 Min Temp% 0.3382 14,714 OK X-X,+1.20D+0.50S 7.141 -Z Bottom 0.2808 Min Temp% 0.3382 14,714 OK X-X,+1.20D+1.60S 11.874 +Z Bottom 0.2808 Min Temp% 0.3382 14.714 OK X-X,+1.20D+1.60S 11.874 -Z Bottom 0.2808 Min Temp% 0.3382 14.714 OK X-X,+1.20D+0.20S 5.850 +Z Bottom 0.2808 Min Temp% 0.3382 14.714 OK X-X,+1.20D+0.20S 5.850 -Z Bottom 0.2808 Min Temp% 0.3382 14.714 OK X-X,+0.90D 3.742 +Z Bottom 0.2808 Min Temp% 0.3382 14.714 OK X-X,+0.90D 3.742 -Z Bottom 0.2808 Min Temp% 0.3382 14.714 OK Z-Z,+1.40D 5.420 -X Bottom 0.2808 Min Temp% 0.3382 14.714 OK Z-Z,+1.40D 5.420 +X Bottom 0.2808 Min Temp% 0.3382 14,714 OK Z-Z,+1.20D 4.646 -X Bottom 0.2808 Min Temp% 0.3382 14,714 OK Z-Z,+1.20D 4.646 +X Bottom 0.2808 Min Temp% 0.3382 14.714 OK Project Title: Arlington -Casting Operations Engineer: Larry Higgins PE A. Project ID: 2200333.20 Project Descr: File:2200333_FLOYD.ec6 General Footing Softwarecopyngh(ENER(.AIC.INC.1983.2020,Buld:1210.5.31 KW-06001735 AHBL,INC SEA DESCRIPTION: F5.5 Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Surface in^2 in^2 in^2 k-ft Z-Z,+1.20D+0.50S 6.648 -X Bottom 0.2808 Min Temp% 0.3382 14.714 OK Z-Z,+1.20D+0.50S 6.648 +X Bottom 0.2808 Min Temp% 0.3382 14,714 OK Z-Z,+1.20D+1.605 11.055 -X Bottom 0,2808 Min Temp% 0.3382 14.714 OK Z-Z,+1.20D+1.60S 11.055 +X Bottom 0.2808 Min Temp% 0.3382 14.714 OK Z-Z,+1.20D+0.20S 5.447 -X Bottom 0.2808 Min Temp% 0.3382 14,714 OK Z-Z, +1.20D+0.20S 5.447 +X Bottom 0.2808 Min Temp% 0.3382 14.714 OK Z-Z,+0.90D 3.484 -X Bottom 0,2808 Min Temp% 0,3382 14.714 OK Z-Z,+0.90D 3.484 +X Bottom 0.2808 Min Temp% 0.3382 14.714 OK One Way Shear Load Combination... Vu @-X Vu(2-D+X Vu @-Z Vu C-)+Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D 25.54 psi 25.54 psi 26.49 psi 26.49 psi 26.49 psi 82.16 psi 0.32 OK +1.201D 21.90 psi 21.90 psi 22.71 psi 22.71 psi 22.71 psi 82.16 psi 0.28 OK +1.20D+0.50S 31.33 psi 31.33 psi 32.50 psi 32.50 psi 32.50 psi 82.16 psi 0.40 OK +1.20D+1.60S 52.10 psi 52.10 psi 54.03 psi 54.03 psi 54.03 psi 82.16 psi 0.66 OK +1.20D+0.20S 25.67 psi 25.67 psi 26.62 psi 26.62 psi 26.62 psi 82.16 psi 0.32 OK +0.90D 16.42 psi 16.42 psi 17.03 psi 17.03 psi 17.03 psi 82.16 psi 0.21 OK Two-Way"Punching"Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.40D 71.06 psi 164.32psi 0.4324 OK +1.201D 60.91 psi 164.32psi 0.3707 OK +1.20D+0.50S 87.17 psi 164.32osi 0.5305 OK +1.20D+1.605 144.94 psi 164.32osi 0.8821 OK +1.20D+0.20S 71.41 psi 164.32psi 0,4346 OK +0.901) 45.68 psi 164.32psi 0.278 OK CITY OF ARLINGTON 18204 59th Avenue NE,Arlington,WA 98223 INSPECTIONS:360-403-3417-Permit Center: 360-403-3551 BUILDING PERMIT 6108 188th Street NE,Bldg.C Permit#:3285 Permit Expiration Date: 12/28/2020 Parcel#: 3 1052200 101000 Valuation:6730799.36 OWNER APPLICANT CONTRACTOR SMARTCAP 188TH STREET Nelson Worldwide SIERRA CONSTRUCTION CO DEVELOPMENT QQZB LLC 8201 164TH AVE NE,SUITE 110 1200 Fifth Ave,Suite 1300 14800 NE North Woodinville Way REDMOND,WA 98052 Seattle,WA 98101 Woodinville, WA 98072 206-408-8645 425-847-5200 LIC:SIERRCC145N8 EXP:03/31/2022 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR LIC#: EXP: LIC#: EXP: JOB-DESCRIPTION PERMIT TYPE: Commercial New CODE YEAR: 2015 STORIES: 1 CONST.TYPE: II-B DWELLING UNITS: OCC GROUP: F-1 BUILDINGS: I OCC LOAD: PERMIT APPROVAL The issuance or granting of this permit shalt not be construed to be a permit for,or approval of,any violation of this Code or any other ordinance or order of the City,of any state or federal law,or of any order,proclamation,guidance advice or decision of the Governor of this State.To the extent the issuance or granting of this permit is interpreted to allow construction activity during any period of time when such construction is prohibited or restricted by any state or federal law,or order,proclamation,guidance advice or decision of the Governor of this State,this permit shall not authorize such work and shall not be valid.The building official is authorized to prevent occupancy or use of a structure where in violation of this Code,any other City ordinances of this jurisdiction or any other ordinance or executive order of the City,or of any state or federal law,or of any order,proclamation, guidance advice or decision of the Governor.The building official is authorized to suspend or revoke this permit if it is determined to be issued in error or on the basis of incorrect,inaccurate or incomplete information,or in violation of any City ordinance,regulation or order,state or federal law,or any order,proclamation,guidance or decision of the Governor. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY,NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBC.I 10/IRC110. SALES TAX NOTICE: Sales tax relating to construction and construction materials in the City of Arlington must be reported on your sales /tax return form and coded City of Arlington#3101. MATT FRAUSE / f 8l14/2020 Signature Print Name Date Released Date CONDITIONS Z�ti`Y oAl City of Arlington ILEVU► M OO 1� VFj9UM�WTTV-11 • Development Services �'PLrNGtO 238 N. Olympic • Arlington, WA 98223 DATE J O. ❑Administration ❑Building ❑ 102-0 _ •1o�Engineering gTTENT J ❑Planning ❑Utilities TO RE: l^ nn N WOW" WE ARE SENDING YOU ❑ Attached ❑ Under separate cover via the following items: ❑ Shop drawings ❑ Prints ❑ Plans ❑ Samples ❑ Specifications ❑ Copy of letter ❑ Change order ❑ COPIES DATE NO. DESCRIPTION TAL� THESE ARE TRANSMITTED as checked below: ❑ For approval ❑ Approved as submitted ❑ Resubmit copies for approval ❑ For your use ❑ Approved as noted ❑ Submit copies for distribution ❑ As requested ❑ Returned for corrections ❑ Return corrected prints ❑ For review and comment ❑ FORBIDS DUE 19 ❑ PRINTS RETURNED AFTER LOAN TO US REMARKS COPY TO SIGNED: If enclosures are not as noted,kindly notify us at once. U,14e Clty of ArlingtonDevelopment Services 238 N. Olympic • Arlington, WA 98223 DATE I!)H NO ®Administration ®Buildin ®En ineerin 1 1.� g g g ATTENTION ®Planning ®Utilities TO RE: LJ WE ARE SENDING YOU ❑ Attached ❑ Under separate cover via the following items: ❑ Shop drawings ❑ Prints ❑ Plans ❑ Samples ❑ Specifications ❑ Copy of letter ❑ Change order ❑ COPIES DATE NO. DESCRIPTION �s U•Z�.Zi� I 1 THESE ARE TRANSMITTED as checked below: ❑ For approval ❑ Approved as submitted ❑ Resubmit copies for approval ❑ For your use ❑ Approved as noted ❑ Submit copies for distribution ❑ As requested ❑ Returned for corrections ❑ Return corrected prints ❑ For review and comment ❑ ❑ FOR BIDS DUE 19 ❑ PRINTS RETURNED AFTER LOAN TO US REMARKS � -02, COPY TO _ SIGNED: It enclosures are not as noted, esrndly notify us at once. City of Arlington ILETTV n OO GF Development Services 7 ZNc,'SOZ 238 N. Olympic • Arlington, WA 98223 DATE JOG NO. ®Administration ❑ g Buildin ❑ g g En ineerin 10•1' �2 C7 ATTENTION "' ❑Planning ❑Utilities TO RE: l WE ARE SENDING YOU ❑ Attached ❑ Under separate cover via the following items: ❑ Shop drawings ❑ Prints ❑ Plans ❑ Samples ❑ Specifications ❑ Copy of letter ❑ Change order ❑ COPIES DATE NO. DESCRIPTION 2 � I THESE ARE TRANSMITTED as checked below: ❑ For approval ❑ Approved as submitted ❑ Resubmit copies for approval ❑ For your use ❑ Approved as noted ❑ Submit copies for distribution ❑ As requested ❑ Returned for corrections ❑ Return corrected prints ❑ For review and comment ❑ ❑ FORBIDS DUE 19 ❑ PRINTS RETURNED AFTER LOAN TO US REMARKS COPY TO SIGNED: If enclosures are not as noted,kindly notlfv us at once. GtT Y oA City of Arlington IUEU U IM� W 4U s1 H1Q3 1 0 U Uzi\1 • Development Services 9���NGK0� 238 N. Olympic • Arlington, WA 98223 DATE JO NO ®Administration ❑Building ®Engineering ATTENTION ❑Planning ®Utilities TO RE: VI �6 WE ARE SENDING YOU ❑ Attached ❑ Under separate cover via the following items: ❑ Shop drawings ❑ Prints ❑ Plans ❑ Samples ❑ Specifications ❑ Copy of letter ❑ Change order ❑ COPIES DATE NO. DESCRIPTION 2 THESE ARE TRANSMITTED as checked below: ❑ For approval ❑ Approved as submitted ❑ Resubmit copies for approval ❑ For your use ❑ Approved as noted ❑ Submit copies for distribution ❑ As requested ❑ Returned for corrections ❑ Return corrected prints ❑ For review and comment ❑ ❑ FORBIDS DUE 19 ❑ PRINTS RETURNED AFTER LOAN TO US REMARKS COPY TO SIGNED: 3f enclosures are not as noted,kindly notify us at once. G�TY 04 City of Arlington ILIFffumn OO 7 • Development Services 9�trNG�O 238 N. Olympic *Arlington, WA 98223 DATE IOR NO. ®Administration ❑Building ❑Engineering ATTENTION ❑Planning ❑Utilities TO RE: 7 y`c.i✓y` WE ARE SENDING YOU ❑ Attached ❑ Under separate cover via the following items: ❑ Shop drawings ❑ Prints ❑ Plans ❑ Samples ❑ Specifications ❑ Copy of letter ❑ Change order ❑ COPIES DATE NO. DESCRIPTION THESE ARE TRANSMITTED as checked below: ❑ For approval ❑ Approved as submitted ❑ Resubmit copies for approval ❑ For your use ❑ Approved as noted ❑ Submit copies for distribution ❑ As requested ❑ Returned for corrections ❑ Return corrected prints ❑ For review and comment ❑ ❑ FORBIDS DUE 19 ❑ PRINTS RETURNED AFTER LOAN TO US REMARKS COPY TO SIGNED: If enclosures are not as noted,kindly notify us at once. city ot Arlington • Development Services 9�lxNG'�o� 238 N. Olympic • Arlington, WA 98223 DATE JOB O. I� ®Administration ❑Building DEngineering ATTENTION ❑Planning ❑Utilities TO RE: V1lE ARE SENDING YOU ❑ Attached ❑ Under separate cover via the following items: ❑ Shop drawings ❑ Prints ❑ Plans ❑ Samples ❑ Specifications ❑ Copy of letter ❑ Change order ❑ COPIES DATE NO. DESCRIPTION THESE ARE TRANSMITTED as checked below: ❑ For approval ❑ Approved as submitted ❑ Resubmit copies for approval ❑ For your use ❑ Approved as noted ❑ Submit copies for distribution ❑ As requested ❑ Returned for corrections ❑ Return corrected prints ❑ For review and comment ❑ ❑ FORBIDS DUE 19 ❑ PRINTS RETURNED AFTER LOAN TO US REMARKS COPY TO SIGNED: if enciosures are not as mated kindly notjfv us at once. City of Arlington 0.19VU19n OO [F 4 n s H123 0UU11 • Development Services _e�l �0 238 N. Olympic • Arlington, WA 98223 DATE Mpg ry0, ❑Administration ❑Buildin ❑En ineerin g g g ATTENTION ❑Planning ❑Utilities TO RE: ", t,_ •mil WE ARE SENDING YOU ❑ Attached ❑ Under separate cover via the following items: ❑ Shop drawings ❑ Prints ❑ Plans ❑ Samples ❑ Specifications ❑ Copy of letter ❑ Change order ❑ COPIES DATE NO. DESCRIPTION 2 � 1 t 2 THESE ARE TRANSMITTED as checked below: ❑ For approval ❑ Approved as submitted ❑ Resubmit copies for approval ❑ For your use ❑ Approved as noted ❑ Submit copies for distribution ❑ As requested ❑ Returned for corrections ❑ Return corrected prints ❑ For review and comment O ❑ FORBIDS DUE 19 ❑ PRINTS RETURNED AFTER LOAN TO US REMARKS COPY TO SIGNED: ._ If enclosures are not as noted,kindly notify us at once. GttY OA City ®f Arlington ������ OLD 6 LIV�LIIJIJ���Lti1L� • Development Services 9�l�N _.io 238 N. Olympic • Arlington, WA 98223 DATE JOB ❑Administration ®Buildin OEn ineerin Z�ZUS g g g ATTENTION ❑Planning ❑Utilities TO RE: S WE ARE SENDING YOU ❑ Attached ❑ Under separate cover via the following items: ❑ Shop drawings ❑ Prints ❑ Plans ❑ Samples ❑ Specifications ❑ Copy of letter ❑ Change order ❑ COPIES DATE NO. DESCRIPTION �i THESE ARE TRANSMITTED as checked below: ❑ For approval ❑ Approved as submitted ❑ Resubmit copies for approval ❑ For your use ❑ Approved as noted ❑ Submit copies for distribution ❑ As requested ❑ Returned for corrections ❑ Return corrected prints ❑ For review and comment ❑ ❑ FORBIDS DUE 19 ❑ PRINTS RETURNED AFTER LOAN TO US REMARKS � -Zd2 w COPY TO SIGNED: If enclosures are not as noted,kindly notify us at once. v 4 City of Arlington [LI 1 UR • Development Services 7 114G�0 238 N. Olympic • Arlington, WA 98223 DATE JOB NO. ❑Administration ❑ g Buildin ❑E g ng ineerin �w (p ❑Planning OUrilities ATTENTION TO RE: WE ARE SENDING YOU ❑ Attached ❑ Under separate cover via the following items: ❑ Shop drawings ❑ Prints ❑ Plans ❑ Samples ❑ Specifications ❑ Copy of letter ❑ Change order ❑ COPIES DATE NO. DESCRIPTION -7, i�l THESE ARE TRANSMITTED as checked below: ❑ For approval ❑ Approved as submitted ❑ Resubmit copies for approval ❑ For your use ❑ Approved as noted ❑ Submit copies for distribution ❑ As requested ❑ Returned for corrections ❑ Return corrected prints ❑ For review and comment ❑ FORBIDS DUE 19 ❑ PRINTS RETURNED AFTER LOAN TO US REMARKS COPY TO SIGNED: If enclosures are not as nn►ed_frinenl a , �11 7", CITY OF ARLINGTON 18204 59th Avenue NE,Arlington,WA 98223 INSPECTIONS: 360-403-3417-Permit Center:360-403-3551 BUILDING PERMIT 6108 188TH STREET NE Permit#:3472 Pen-nit Expiration Date:04/05/2021 Parcel#: 31052200 10 1 000 Valuation: 1620000.00 OWNER APPLICANT CONTRACTOR CASTING OPERATIONS LLC ACCOES ACCO ENGINEERED SYSTEMS 21218 76TH AVE S 5300 Denver Ave S 5300 Denver Ave S KENT, WA 98032 Seattle, WA 98108 Seattle,WA 98108 206-636-4187 206-787-8500 LIC:ACCOESI971DU EXP:10/17/2021 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Commercial Mechanical CODE YEAR: 2015 STORIES: 1 CONST.TYPE: DWELLING UNITS: OCC GROUP: BUILDINGS: l OCC LOAD: PERMIT APPROVAL The issuance or granting of this permit shall not be construed to be a permit for,or approval of,any violation of this Code or any other ordinance or order of the City,of any state or federal law,or of any order,proclamation,guidance advice or decision of the Governor of this State.To the extent the issuance or granting of this permit is interpreted to allow construction activity during any period of time when such construction is prohibited or restricted by any state or federal law,or order,proclamation,guidance advice or decision of the Governor of this State,this permit shall not authorize such work and shall not be valid.The building official is authorized to prevent occupancy or use of a structure where in violation of this Code,any other City ordinances of this jurisdiction or any other ordinance or executive order of the City,or of any state or federal law,or of any order,proclamation, guidance advice or decision of the Governor.The building official is authorized to suspend or revoke this pen-nit if it is determined to be issued in error or on the basis of incorrect,inaccurate or incomplete information, or in violation of any City ordinance,regulation or order,state or federal law,or any order,proclamation,guidance or decision of the Governor. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY;NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBCI10/IRC1 10. SALES TAX NOTICE: Sales tax relating to constriction and construction materials in the City of Arlington must be reported on your sales tax return form and oded City of Arlington#3101. r Signatt re Print Narne Da Rele ed By Date CONDITIONS ADHERE TO APPROVED PLANS.APPROVED PLANS SHALL BE ONSITE FOR CONSTRUCTION AND INSPECT[ONS. CALL FOR INSPECTIONS. Permit#: 3472 Permit Date: 10/07/20 Project Name: Casting Operations Company/Applicant Name: ACCOES Company/Applicant Address: 5300 Denver Ave S City, State, Zip: Seattle, WA 98108 Contact: Russel Davies Phone: 206-636-4187 Email: rdavies@accoes.com Permit Type: Commercial Mechanical Valuation: 1620000.00 Square Feet: 78880 Number of Stories: 1 Type of Construction: 11B Occupancy Type: F-1; Factory Mod. Hazard Scope of Work: Mechanical for office/manufacturing MIC/Opportunity Zone: MIC Permit Issued: Permit Expires: 04/05/2021 DNU: Status: IN PROCESS Assigned To: Kristin Foster Property Parcel# Address Legal Description Owner Name Owner Phone Zoning PAR C CITY ARL BLA 399 Other 31052200t01000 6108 188TH STREET NE FILE NO PLN-587 REC CASTING Miscellaneous AFN 201909245004 BEING OPERATIONS LLC Manufacturing NEC PTN NW 1/4 NE1/4 SD SEC Contractors Contractor Primary Contact Phone Address Contractor Type License License# ACCO ENGINEERED Phillip Cole 206-787-8500 5300 Denver Ave CONTRACTOR Labor&Industries ACCOES1971 DU SYSTEMS S Fees Fee Description Notes Amount Air Handling Unit $60.00 Ductwork/Dryer Duct $300.00 Exhaust/VentsNent Fans $150.00 Forced Air Heat fee per Btu $25.00 Heat Pump/Heat Exchangers $100.00 Mechanical Base Permit Fee $25.00 Mechanical Misc. Not otherwise specified 52 Diffusers 1 Misc. $795.00 Package Units fee per Btu $250.00 Refrigeration Units fee per Btu $100.00 Unit Heaters fee per Btu $100.00 Building Plan Review Fee Table 4-2 $75.00 Mechanical Commercial Plan Review Table 4-8;65%permit fee $7,709.35 Total $9.689.35 Notes Date Note Created By: 1 0/2 712 0 2 0 Emailed the permit to SAFEbuilt to sign. Kristin Foster 10/07/2020 Emailed SAFEbuilt that the submittal is ready to be picked up. Kristin Foster Uploaded Files Date File Name 10/07/2020 7483109-3472 Casting Operation MIR 1 Sheet.pdf 10/07/2020 7483108-3472 Casting Operations M 1.01 A& B Shccts.pdf 10/07/2020 7483107-3472 Casting Operations M flan Set.pdf 10/07/2020 7483011-3472 Ahplieation.pol u�� ,x�Y ot Arlington ©7 � A HQ3W0V�ca. Development Sr rPZrNG,lJ 238 N. Olympic • Ailingtuxi, WA 98223 DATE JOB NO. ®Administration ❑Buildin ❑En ineenn ��'�'� g g ATTENTION ❑Planning ❑Utilities TO RE: �k141 WE ARE SENDING YOU ❑ Attached ❑ Under separate cover via the following items: ❑ Shop drawings ❑ Prints ❑ Plans ❑ Samples ❑ Specifications ❑ Copy of letter ❑ Change order ❑ COPIES DATE NO. DESCRIPTION THESE ARE TRANSMITTED as checked below: ❑ For approval ❑ Approved as submitted ❑ Resubmit copies for approval ❑ For your use ❑ Approved as noted ❑ Submit copies for distribution ❑ As requested ❑ Returned for corrections ❑ Return corrected prints ❑ For review and comment ❑ ❑ FORBIDS DUE 19 ❑ PRINTS RETURNED AFTER LOAN TO US REMARKS COPY TO SIGNED: it enc®os,uras are rs®Y as rr®fed, kindly notI ,Sus at orates s COMME C114 L MECU4 city oAPPLICAT1 1 This application is for new,addition,alters•-4sF� 11120459th must be accompanied by ELETRONIC F11 o r ) AveNE�Ariz no 1i yq 9 l�,&Evonorn and/or information outlined in the MECH� S �n do,2rnsclranica)i 8223. ne(36 2�jCA 0 ) ETS nstallation a nd new Type of Permit: (3 New Installation 4 L SUBMI 1111 TTAL REQUIR IV TNUCT)Ory D or altered 6108 188th ST N E — ddi(7On Ev TS'fappQcable, Sand� Property Address: B V S ii ❑ Altera bon Lot#: - Parcel lD No.: 3105220 p jL (::0 ss Park ❑ Replaced ❑ Gas DO project Valuation. $1620000. 00 Project Description: Tenant Alteration: N e W �� - preferred Contact: -~ - ►ce Owner 0 Conti Owner Name: Sierra Construction Space w7eX�stin9 �reh°u5e/S hop space. First in thi; 71 Email Address: mfrause@ sierra ind_co� Mailing Address: 14800 NE North - Home No.: Qi ty' VV00cf.. ille Cell No.: 42-5-3 5200 Contractor Name: AC C OE S State: Wq rdavies -- Zip: 9807-4 Email Address: �° accoes.corn Otrice Mailing Address: 5300 Denver Ave S o - - --- d tY: Cell No.: L&I Contractor License Number: ACC O E S 1971 D V _eattle 206,636.4187 --- State: WA • New gas piping requires a pressure test tioopiration Zip: 98108 king to Date; 10/17/2021 • Sediment traps(drips)are required on all gas lines a�3'appliance • Gas lines are required to be supported/sacttr,ecl • Proper Combustion air and venting requi r e d forger GS,Sec IF • A shut-off valve is required within 6 feet c3f all - all appliances 415 appliances races Gas Piping Specification and complete Schematic PAGE 3 Proposed Piping Material: CSST Q1 Black steel ❑Brass NotApplicable Proposed Piping Size: Qj ij,. ®Galva ❑Other 5�8„ Inlet Pressure: 5 P S I G �rrized SteelPressure Dr raj.. I hereby certify that the above information is correct and il PSIG 1,. �l lr6 2 2 the above describedproperty will be in accordance with Drat the co Specific Gra GJt»�e�adc the)aw nstructIon vity: 0.6 s'rWes an °n,and the occ W Russ pa -es dr'egrilatiorr of the upancy and t use signature - ro P nt a Oc Srateofwasly gton°f � rn Mlz,, tober 05 2020 U ONLY PERMIT t# Date RE1/2,2020 ACCEPTED gY. F'Ce I vC DATE ST UWP Page 1 of3 PRESSURE PIPING SCHEMATIC COMPLETE FOR GAS PIPING ONLY SCHEMATIC IS TO SCALE ❑ SCHEMATIC NOT TO SCALE Show Pipe Size(s) and Length(s) from meter to all appliances NOTE:Any interior pressure regulators must be indicated REV2.2020 Page 3 of3 �-3ti�a� City of Arlington Development I -Yices �Ptwo�0 �238 N. Olympic • Arlington, WA 98223 DATE JOB NO. ®Administration ❑Building ®Engineering ATTENTION ❑Planning ❑Utilities TO RE: WE ARE SENDING YOU ❑ Attached ❑ Under separate cover via the following items: ❑ Shop drawings ❑ Prints ❑ Plans ❑ Samples ❑ Specifications ❑ Copy of letter ❑ Change order ❑ COPIES ( 1DATE NO. DESCRIPTION THESE ARE TRANSMITTED as checked below: ❑ For approval ❑ Approved as submitted ❑ Resubmit copies for approval ❑ For your use ❑ Approved as noted ❑ Submit copies for distribution ❑ As requested ❑ Returned for corrections ❑ Return corrected prints ❑ For review and comment ❑ ❑ FORBIDS DUE 19 ❑ PRINTS RETURNED AFTER LOAN TO US REMARKS COPY TO SIGNED: If anc§osures Ares not as noted,AdndlV notihl us at:once. SAFEbur ItelFFICE caF , Plan Review PLUMBING RE\!S S ,ON P y SAFEbuil} DATE: 9/15/2020 LAN REVIEW APPROVAL TO: CASTING OPERATION/SHEL L PHONE: 360-733-7318 FROM: EMAIL: kevinr@geotest.com PHONE: fOtj rY3- 206-503- EMAIL: 5948 PERMIT#: BLD 3286 /'Y/er@safebuitt.com PROJECT: CASTING OPERATION/SHELL ()CCUP,4NCY ADDRESS: 6108 188T" STREET NW TYPE OF GROUP; F 1 B CONSTRUCTION: II NUMBER OF STORIES; -B 1 SAFEbuilt Inc. has reviewed the above project docUrn Building Code, Uniform Plumbing Code, Intern atlonaI " nts for conforma Energy Conservation Code as adopted and ame riled by thel Gas State Co de, International t le Mechrons of the 2015 Intern ashington and anical Code and a The permit referenced above is recommended for rel., the Cit Interna outstanding comments have been addressed i" a rl a ci se Of the re vie Y of Arlington eq Uate fashion and construction documents Please do not hesitate to contact me if any ass-sta he nd no cornrnents remain f project, e is or this r1eeded with this process. Sincerely, Law ry I.er Senior Plans Examiner 1621 114t"Ave SE, Ste 219 Bellevue, WA 98004 Itylei-(@safebuilt.com i CITY OF ARLINGTON 18204 59th Avenue NE,Arlington,WA 98223 INSPECTIONS:360-403-3417-Permit Center:360-403-3551 BUILDING PERMIT Permit#:3286 6108 188th Street NE Permit Expiration Date: 12/28/2020 Parcel#: 3 1052200 10 1000 Valuation: 3898139.00 OWNER APPLICANT CONTRACTOR Casting Operations,LLC Nelson Worldwide ACCO ENGINEERED SYSTEMS 21218 76th Ave S. Kent,WA 98032 1200 Fifth Ave, Suite 1300 835 N CENTRAL AVE SUITE 132 Seattle,WA 98101 KENT,WA 98032 253.854.8444 MECHANICAL CONTRACTOR LIC:ACCOESI971DU EXP: 10/17/2021 PLUMBING CONTRACTOR LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Plumbing CODE YEAR: 2015 STORI CONST.TYPE: DWEI OCC GROUP: BUILI OCC LOAD: APPROVAL The is: be a permit for,or approval of,any violation of this Code or any other c 3 A or of any order,proclamation, guidance advice or decision of the Gover this pen-nit is interpreted to allow construction activity during any period d by any state or federal law,or order,proclamation,guidance advice ' II not authorize such work and shall not be valid.The building official P where in violation of this Code,any other City ordinances of this jurisdi ty, or of any state or federal law,or of any order, proclamation, guidai ;ial is authorized to suspend or revoke this permit if it is deterr ''�r iccurate or incomplete information,or in violation of any City ordin, � i(�C1� r,proclamation,guidance or decision of the Governor. I AGI ?GULATING CONSTRUCTION AND IN DOING THE WORK AUTI iYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF V6 �ISATION INSURANCE AND RCW 18.27. THIS 3Y THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID, IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBC 1 I 0/IRC 110. SALES TAX NOTICE: Sales tax relating to construction and construction materials in the City of Arlington must be reported on your sales tax return form and coded City of Arlington#3101. MATT FRAUSE a/,7/2020 Signature Print Name Date Released Blu Date CONDITIONS osTy City of Arlin on [�G�u OO [ 4 �]@ i7OU�LafL • Development Sees NG�0 238 N. Olympic • Arlington,WA 98223 DATE ro ❑Administration DBuilding ❑En ineering ATTENTION ❑Planning ❑Utilities TO RE! WE ARE SENDING YOU ❑ Attached ❑ Under separate cover via the following items: ❑ Shop drawings ❑ Prints ❑ Plans ❑ Samples ❑ Specifications ❑ Copy of letter ❑ Change order COPIES DATE NO. I DESCRIPTION T f I THESE ARE TRANSMITTED as checked below: ❑ For approval ❑ Approved as submitted ❑ Resubmit copies for approval ❑ For your use ❑ Approved as noted ❑ Submit copies for distribution ❑ As requested ❑ Returned for corrections ❑ Return corrected prints ❑ For review and comment ❑ ❑ FORBIDS DUE 19 ❑ PRINTS RETURNED AFTER LOAN TO US REMARKS 11DY TO SIGNED: If enclosures are not as noted,kindly notify vs at once. Permit#: 3286 Permit Date: 07/01/20 Project Name: Casting Operations Site Address: 6108 188th Street NE Company/Applicant Name: Nelson Worldwide Company/Applicant Address: 1200 Fifth Ave, Suite 1300 City, State, Zip: Seattle, WA 98101 Contact: Matt Frause Phone: Email: mfrause@sierraind.com Permit Type: Plumbing Valuation: 3898139.00 Square Feet: 78880 Number of Stories: 1 Type of Construction: 11B Occupancy Type: F-1; Factory Mod. Hazard Scope of Work: Underground plumbing for a new manufacturing building MIC/Opportunity Zone: Permit Issued: Permit Expires: 12/28/2020 DNU: Status: IN PROCESS Property Parcel# Address Legal Description Owner Name Owner Phone Zoning SMARTCAP 188TH 399 Other 31052200101000 6108 188th Street NE STREET MiscellaneousMiscellaneous QQZB LLC Manufacturing NEC Contractors Contractor Primary Contact Phone Address Contractor Type License License# ACCO ENGINEERED John Aversano 253.854.8444 835 N CENTRAL CONTRACTOR Labor& ACCOES1971 DU SYSTEMS AVE SUITE 132 industries Plan Reviews Date Review Type Description Assigned To Review Status 07/01/2020 Commercial Plumbing Building in Review 07/01/2020 Commercial Plumbing No comments, PW Admin Rev Approved 07/01/2020 Commercial Plumbing PW-Sew-Rev In Review 07l01/2020 Commercial Plumbing Need to show domestic water plumbing schematic and PW-Wat-Rev Approved with supply POC Conditions Fees Fee Description Notes Amount Processing/Technology Fee $25.00 Building Main Waste $25.00 Floor Drain/Laundry Tray $165.00 Plumbing Base Permit Fee $25.00 Plumbing Commercial Plan Review Table 4-6;65%of permit fee $1,082.86 Total $11,326 Names Date Note Created By: 07/20/2020 Emailed SAFEbuilt the permit for signature. Kristin Foster 07/20/2020 Per conversation with Matt Frause from Sierra Construction,this is for sewer only. Kristin Foster Emailed SAFEbuilt to verify fees as there is a mechanical plan review fee included in the fee 07/20/2020 Kristin Foster break-down provided. 07/20/2020 Don't issue until building and civil have been issued. Kristin Foster 07/15/2020 Received approval letter from SAFEbuilt.The plans are being returned for issuance. Kristin Foster 07/01/2020 Emailed SAFEbuilt that the submittal is ready to be picked up. Kristin Foster Uploaded Files Date File Name 07/01/2020 6916129-3286 Plans.pdf 07/01/2020 6916113-3280 Application.pdf COMMERCIAL PLUMBING APPLICATION a Community&Economic Development City of Arlington•18204 59th Ave NE•Arlington,WA 98223• Phone(360)403-3551 WHEN is a PLUMBING PERMIT REQUIRED? The City of Arlington requires a plumbing permit before a plumbing system or fixture is installed, altered, or remodeled. This includes commercial, tenant improvements, multi-family buildings, roof drains, and overflows, medical gas systems, commercial kitchens, grease traps and interceptors, sumps and cross connection backdlow devices. The City of Arlington does not require a permit to stop leaks or clear stoppages,unless the piping is repaired,altered or replaced. SUBMIT ELECTRONIC FILES AND TWO (2) COPIES OF THE FOLLOWING FOR PLAN REVIEW: lid Plumbing plans or drawings. (Minimum plan size is 18"X 24"scale,'/"scale for details.) ❑ Fixture specifications and equipment(cut sheets)with locations. ❑ Location and type of all backflow assemblies for each fixture. IN ADDITION TO ABOVE,SUBMIT TWO(2) COPIES OF THE FOLLOWING,IF APPLICABLE TO YOUR PROJECT: ❑ Calculations for Grease Interceptor. ❑ Pipe size and location of sanitary and potable water systems. ❑ Riser diagram of waste,vent,and rainwater systems,including sizes. ❑ Medical gas piping riser diagram,type of gas,storage room and size of piping. Type of Permit: 0 New Installation ❑ Addition/Alteration/Repair Industrial 6108 188th St 120,000 Property Address: Project Valuation: Lot#: Parcel ID No.: Preferred Contact: O Owner 7Contractor Project Description: Installation of underground sanitary sewer Owner Name: Sierra Construction Office No.: Email Address: mfrause@sierraind.com Cell No.: Mailing Address: 14800 N E North City: Woodinville State: WA Zip: 98072 Contractor Name: ACCO Engineered Systems Office No.: 206-787-8500 Email Address: scamis@accoes.com Cell No.: Mailing Address. 5300 Denver Ave S City: Seattle State: WA Zip: 98108 L&I Contractor License Number: ACCOESi941DU Expiration Date: 10/17/2021 REV1.2020 Pagel of3 PROPOSED BUILDING USE New ❑ Restaurant ❑ Automotive Based ❑ Addition/Alteration ❑ Office ❑ Machine Shop 43 Industrial ❑ Medical ❑ Other: CROSS CONNECTION Please check all appliances that are proposed or permanently connected to the water supply. ❑ Ice Machine ❑ Dialysis Equip. ❑ Air washers ❑ Coffee Urn/Espresso ❑ Hydrotherapy Equip. ❑ Stearn Generators ❑ Carbonated Bev. ❑ Dental Equip. ❑ Dye Vats ❑ Fume Hoods ❑ Laboratory Equip. ❑ Pressure Washers ❑ Degreasers ❑ Autoclave/Sterilizers ❑ Cooling Towers ❑ Hot Tub/Spa ❑ Decorative Fountain ❑ Fire Sprinkler ❑ Aquarium ❑ Swimming Pools ❑ Sprinkler w/chemicals ❑ Lawn Irrigation ❑ Well on property ❑ Other: WASTEWATER DISCHARGE Does the plumbing system currently have a grease interceptor? ❑ Yes No ❑ Don't Know Does the plumbing system currently have an oil/water ❑ Yes fO No ❑ Don't Know separator? Is water used in the business process (washing,rinsing, ❑ Yes ❑ No ❑ Don't Know cooling)? Does your business require a NPDES permit? ❑ Yes 40 No ❑ Don't Know I hereby certify that the above information is correct and that the construction on,and the occupancy and the use of the above-described property will be in accordance with the laws,rules and regulation of the State of Washington. aSassatez,oa feev Sondra Camis 6/24/2020 Signature Print Name Date FOR S-rpFF USE ONLY Received JUL L 5 2020 PERMIT# ACCEPTED BY: DATE STAMP REV1.2020 Page 3 of3 Some L&I regional offices are now open on a limited basis by appointment only,for services that cannot be provided over the phone or online. Masks are required for in-person appointments. Call the office near you .(nttr,s:irini.wa 9ov a9encyicontacvnorrice4ocations).for assistance,or call 360-902-5800 from 8 a.m.to 5 p.m. weekdays (except state holidays). k"A )nc,r&lndu,i,�es(httpS'Ulni w1.900 ACCO ENGINEERED SYSTEMS INC Owner or tradesperson MARRS,JEFFREY R 888 East Walnut Street Principals PASADENA,CA 91101 MARRS,JEFFREY R,PRESIDENT 818-2"-6571 ■ OSIER,ROBERT,SECRETARY ■ PETERSEN,JOHN GORDON,TREASURER ■ KESSLER,ROBERTA A,SECRETARY (End:02/09/2018) ■ AVERSANO,JOHN PAUL,PRESIDENT (End:07/17/2017) ■ NARBONNE,PETER HENRY,VICE PRESIDENT (End:07/17/2017) ■ HANSEN,JOHN WALTER,VICE PRESIDENT (End:07/17/2017) ■ MCNAMARA,WILLIAM B,VICE PRESIDENT (End:09/01/2004) ■ VLICK,ROBERT P,VICE PRESIDENT (End: 10/17/2011) ■ RICHTER,CHARLES K,VICE PRESIDENT (End:10/17/2011) WESTPHAL,KENNETH B,VICE PRESIDENT (End: 10/17/2011) ■ YATES,RICHARD D,VICE PRESIDENT (End: 10/17/2011) GOODMAN,MILTON L,VICE PRESIDENT (End:10/17/2011) SMITH,STEVEN J,VICE PRESIDENT (End: 10/17/2011) + KRASSENSKY,RONALD,VICE PRESIDENT (End: 10/17/2011) ■ HAMMOND,ROBERT T,VICE PRESIDENT (End:10/17/2011) MARRS,JEFFREY R,VICE PRESIDENT (End: 10/17/2011) LUDOLPH,DOUGLAS E,VICE PRESIDENT (End: 10/17/2011) BROWN, ROBERT A,TREASURER (End: 10/17/2011) + BOYSEN,THOMAS C,SECRETARY (End: 11/06/2006) WA UBI No Business type 601 003 669 Corporation License Verify the contractor's active registration/license/certification(depending on trade)and any past violations. Construction Contractor Active Meets current requirements. License specialties GENERAL License no. ACCOESI971 DU Effective—expiration 03/31/2003-10/17/2021 Bond FIDELITY&DEPOSIT CO OF MD $12,000.00 Bond account no. 08030409 Received by L&I Effective date 10/02/2001 10/01/2001 Expiration date Until Canceled Insurance Arch Insurance Co $2.000,000.00 Policy no 71 PKG8949202 Received by L&I Effective date 10/03/2019 10/01/2019 Expiration date 10101/2020 Insurance history Savings No savings accounts during the previous 6 year period. Lawsuits against the bond or savings No lawsuits against the bond or savings accounts during the previous 6 year period. L&I Tax debts No L&I tax debts are recorded for this contractor license during the previous 6 year period,but some debts may be recorded by other agencies. License Violations No license violations during the previous 6 year period. Certifications & Endorsements OMWBE Certifications No active certifications exist for this business. Apprentice Training Agent Registered training agent.Check their eligible programs and occupations. Workers' Comp Do you know if the business has employees?If so,verify the business is up-to-date on workers'comp premiums. L&I Account ID Account is current. 386,261-00 Doing business as ACCO ENGINEERED SYSTEMS INC Estimated workers reported Quarter 1 of Year 2020"Greater than 100 Workers" L&I account contact T4/MICHELE GARRETT(360)902-4875-Email:GAMI235@lni.wa.gov Public Works Requirements Verify the contractor is eligible to perform work on public works projects. Required Training—Effoctive,July 1,2019 Exempt from this requirement. Contractor Strikes j No sEtlkes have been issued against this contra Contractors not allowed to bid No debarments have been Issued against this contractor. Workplace Safety & Health Check for any past safety and health violations found on jobsites this business was responsible for Inspection results date 04/02/2015 Violations Inspection no. 317935599 Location 21005 64th St S Kent,WA 98032 SAFEbuilt.WA City of Arlington Building&Safety Fee Schedule-per Resolution#2020-001 Mechanical,&Plumbing Permit Fees PERMIT#&PROJECT NAME: BLD 3286-Sierra Const.Underground Plumb.188th St PLANS REVIEWED BY&DATE COMPLETED: Amber Green 7/15/2020 VALUATION: $120,000.00 MECHANICAL PERMIT FEES -Table 4-7 MECHANICAL PERMIT FEES(PER UNIT) COMMERCIAL MECHANICAL PERMITS ARE REQUIRED TO SUBMIT LINE DRAWINGS.A PLAN REVIEW FEE OF 65% PER TABLE 4-8 FOR MECHANICAL PERMITS WILL BE ASSESSED AT TIME OF SUBMITTAL. INCLUDES TWO (2) INSPECTIONS WITH PERMIT. RESIDENTIAL MECHANICAL PERMITS WILL BE ASSESSED WITH A BASE FEE, UNIT FEE,AND INSPECTION FEE. ITEM QTY VALUE PER TOTAL FIXTURE ADDITIONAL PLAN REVIEW FEES $75.00 $0.00 AIR COND. UNIT<_100Btu/h $15.00 $0.00 AIR COND. UNIT>100Btu/h $25.00 $0.00 AIR COND. UNIT>500Btu/h $50.00 $0.00 AIR HANDLING UNITS $15.00 $0.00 BASE MECHANICAL FEE $25.00 $0.00 BOILER<100Btu/H >3hp $15.00 $0.00 BOILER>1 million Btu/H >500hp $25.00 $0.00 BOILER>1.5 million Btu/H >50hp $50.00 $0.00 BOILER<100Btu/H 3-15hp $15.00 $0.00 BOILER<500Btu/H 15-30hp $25.00 $0.00 COMMERCIAL HOODS-TYPE 1 $25.00 $0.00 COMMERCIAL HOODS-TYPE 11 $50.00 $0.00 DIFFUSERS $15.00 $0.00 DRYER DUCTING $15.00 $0.00 DUCTWORK(DRAWINGS REQUIRED) $25.00 $0.00 EVAPORATIVE COOLERS $15.00 $0.00 EXHAUST/VENTILATION FANS $15.00 $0.00 FIREPLACE/INSERT/STOVE $15.00 $0.00 FORCED AIR HEAT 5100 Btu/h $15.00 $0.00 FORCED AIR HEAT>100 Btu/h $25.00 $0.00 GAS CLOTHES DRYER $15.00 $0.00 GAS FIRED AC<_1006tu/h $15.00 $0.00 GAS FIRED AC>100Btu/h $25.00 $0.00 GAS FIRED AC>50013tu/h $50.00 $0.00 GAS PIPING <_5 units $15.00 $0.00 GAS PIPING >5 units (PLUS>5 units) $2.00 $0.00 HEAT EXCHANGERS $15.00 $0.00 HEAT PUMP-CONDENSING UNIT $25.00 $0.00 HOT WATER HEAT COILS $15.00 $0.00 Page 1 of 4 SAFEbuilt.WA PLUMBING PERMIT FEES(PER UNIT)continued KITCHEN SINK& DISPOSAL $15.00 $0.00 LAUNDRY TRAY $15.00 $0.00 LAVATORY $15.00 $0.00 IVIED GAS PIPING:5 5 INLETS/OUTLETS $60.00 $0.00 MED GAS PIPING>5 INLETS/OUTLETS(PLUS>_5 $5.00 $0.00 IN LETS/OUTLETS) MISCELLANEOUS-REGULATED BY PLUMBING CODE, NOT $15.00 $0.00 OTHERWISE SPECIFIED PRETREATMENT INTERCEPTOR $15.00 $0.00 RE-INSPECTION FEE (ALL) $75.00 $0.00 ROOF DRAINS $15.00 $0.00 SHOWER(ONLY) $15.00 $0.00 SINK(BAR,SERVICE, ETC.) $15.00 $0.00 TOILETS $15.00 $0.00 URINAL $15.00 $0.00 VACUUM BREAKERS $25.00 $0.00 WATER HEATER $25.00 $0.00 WATER HEATER-TANKLESS $25.00 $0.00 UNITS: TOTAL PLUMBING PERMIT FEE: $215.00 BUILDING PERMIT FEES -Table 4-1 TOTAL VALUATION 2020 FEE FEE CALCULATION $1.00-$500.00 $34.00 0.00-500.00 $501.00-$2,000.00 $34.00 FOR THE FIRST 500.00 PLUS FOR EACH ADDITIONAL 100.00 $2,001.00-$25,000.00 $102.55 FOR THE FIRST 2,000.00 $21.03 FOR EACH ADD. 1,000.00 $25,001.00-$50,000.00 $586.24 FOR THE FIRST 25,000.00 $15.24 FOR EACH ADD. 1,000.00 $50,001.00-$100,000.00 $967.24 FOR THE FIRST 50,000.00 $10.61 FOR EACH ADD. 1,000.00 $100,001.00-$500,000.00 $1,497.74 FOR THE FIRST 100,000.00 $8.41 FOR EACH ADD. 1,000.00 $500,001.00-$1,000,000.00 $4,861.74 FOR THE FIRST 500,000.00 $7.19 FOR EACH ADD. 1,000.00 $1,000,001.00 AND UP $8,456.74 FOR THE FIRST 1,000,000.00 $5.49 FOR EACH ADD. 1,000.00 BLDG PERMIT FEE:VALUATION FORMULA ON NEXT PAGE Page 3 of 4 e�- ��c COMMERCIAL APPLICATION PERMIT SUBMITTAL 'I Department of Community& Economic Development City of Arlington• 18204 59th Ave NE - Arlington, WA 98223- Phone(360) 403-3551 The following minimum Information Is required for your Commercial/Multi-Family Building Permit Application. Mark each box to designate that the Information has been provided. Please submit this checklist as part of your submittal documents. Incomplete applications will delay the review. X❑ One (1) City of Arlington Commercial/Multi-Family Permit Application (One (1) permit application per building or structure is required) One (1) City of Arlington Commercial/Multi-Family Submittal Requirements Form l Two (2) Architectural Drawings ❑X Two (2) Structural Drawings l Two (2) Structural Calculations 0 One (1) Project Specification Manuals (if applicable) l One (1) NREC Code Compliance Forms One (1) Special Inspection Requirements Forms One (1) Occupant's Statement of Intended Use Form This is a cold dark shell and and and their are is no occupant intended as part of this submittal.A future T.I. permit will be submitted at which point this statement will be provided. Drawings shall be BOUND SEPARATELY BY TYPE, architectural, structural and landscape, and then ROLLED TOGETHER IN COMPLETE SETS> An Intake appointment Is required for all new Commercial or Multi-Family Building Permit Applications. To schedule an appointment please contact the City of Arlington Permit Center at(360)403 3551 or by emall to ced@arlingtonwa.gov. I acknowledge that all items designated above are Included as part of this application. REV 11/2019 Page 1 of 9 COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington• 18204 59th Ave NE • Arlington, WA 98223• Phone(360) 403-3551 A. FEES DUE AT TIME OF PERMIT ISSUANCE B. CODES The City of Arlington currently enforces the following. International Codes 1. 2015 International Building Code(IBC) 2. 2015 International Residential Code (IRC) 3. 2015 International Mechanical Code(IMC) 4. 2015 International Fuel Gas Code(IFGC) 5. 2015 International Fire Code(IFC) 6. 2015 Uniform Plumbing Code (UPC) 7. 2015 International Property Maintenance Code(IPMC) 8. 2015 International Existing Property Code (IEBC) 9. 2015 Washington State Energy Code (WESC) 10. 2017 Accessible&Usable Buildings and Facilities(ICC/A117.1) Washington State Amendments 1. WAC 51-50 Washington State Building Code 2. WAC 51-51 Washington State Residential Code 3. WAC 51-52 Washington State Mechanical Code 4. WAC 51-54 Washington State Fire Code 5. WAC 51-56&51-57 Washington State Plumbing Code and Standards 6. WAC 51-11 Washington State Energy Code 7. WAC 296-46B Electrical Safety Standards,Administration, and Installation C. CITY OF ARLINGTON DESIGN REQUIREMENTS Design Wind Speed: 110 miles per hour(Exposure B) Ground Snow Load: 25 pounds per square foot Seismic Zone: D1 Rainfall: 2 inches per hour for roof drainage design. Frost Line Depth: 18 inches Soil Bearing Capacity: 1,500 psf unless a Geo-Technical Report is provided. (IBC Table 1804.2& IRC R401.4.1) D. PLANS AND DRAWINGS Submit two(2) complete sets of drawings and plans. Drawings and plans must be submitted on minimum 18"X 24", or maximum 30"X 42"paper.All sheets are to be the same size and sequentially labeled. Plans are required to be clearly legible,with scaled dimensions, in indelible ink, blue line,or other professional media. Plans will not be accepted that are marked preliminary or not for construction,that have red lines,cut and paste details or those that have been altered after the design professional has signed the plans. Please Note:A separate submittal of plans is required for each building or structure. REV 11/2019 Page 2 of 9 COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington• 18204 59th Ave NE• Arlington, WA 98223• Phone(360) 403-3551 DETAILED SUBMITTAL REQUIREMENTS Mark each box to designate that the information has been provided. Please submit this checklist as part of your submittal documents A. x❑ SITE PLAN -REQUIRED WITH ALL SUBMITTALS (May be included as part of the Architectural Drawing cover Sheet) 1. Drawing shall be prepared at scale not to exceed 1"=20 feet. 2. Show building outline and all exterior improvements. 3. Provide property legal description and show property lines. 4. Provide dimensions from the property lines to a minimum of two building corners (or two identifiable locations for irregular plan shapes). 5. Show building setbacks, easements and street access locations. 6. Indicate North direction. 7. Indicate finish floor elevation for the first level. 8. Provide topographical map of the existing grades and the proposed finished grades with maximum five feet elevation contour lines. 9. Show the location of all existing underground utilities,including water,sewer, gas and electrical. 10. Flood hazard areas,floodways,and design flood elevations as applicable. B. FX� ARCHITECTURAL DRAWINGS 1. ® Cover Sheet a) Building Information 1. Specify model code information. 2. Construction Type. 3. Number of stories and total height in feet. 4. Building square footage(per floor and total) 5. IBC Occupancy Type(show all types by floor and total). 6. Mixed-use ratio(if applicable) 7. Occupant load calculation (show by occupancy type and total) 8. List work to be performed under this permit b) Design Team Information 1. Design Professional in Responsible Charge 2. Architects 3. Structural Engineers 4. Owner 5. Developer 6. Any other Design Team Members 2. ® Floor Plan a) Plan view 1/8"minimum scale. Details a minimum %.-inch scale. b) Plans must show the entire tenant space. c) Specify the use of each room/area. d) Provide an occupant load calculation on the floor plan. (on every floor,in all rooms and spaces) e) Show ALL exits on the plans;include new,existing or eliminated. f) Show Barrier-Free information on the drawings. g) Show the location of all permanent rooms,walls and shafts. h) Note the uses in the adjacent tenant spaces,if applicable. i) Provide a door and door hardware schedule. REV 11/2019 Page 3 of 9 COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington• 18204 59th Ave NE• Arlington, WA 98223• Phone (360) 403-3551 j) Show the location of all new walls, doors,windows, etc. k) Provide details and assembly numbers for any fire resistive assemblies. 1) Indicate on the plans all rated walls,doors, windows and penetrations. m) Provide a legend that distinguishes existing walls,walls to be removed and new walls. 3. Reflected Ceiling Plan This is a cold dark shell and and RCP would not show much information. An RCP will be included in the T.I. permit drawings submitted at a future date. a) Plan view 1/8"minimum scale. Details a minimum %-inch scale. b) Provide ceiling construction details. c) Provide suspended ceiling details complying with IBC 803.9.1.1. Show seismic bracing details. d) Show the location of all emergency lighting and exit signage. e) Detail the seismic bracing of the fixtures. f) Include a lighting fixture schedule. 4. ® Framing Plan a) Specify the size,spacing, span and wood species or metal gage for all stud walls. b) Indicate all wall, beam and floor connections. c) Detail the seismic bracing for all walls. d) Include a stair section showing rise,run,landings, headroom,handrail and guardrail dimensions. 5 PQ Storage Racks(if applicable) a) Structural calculations are required for seismic bracing of storage racks eight feet or greater in height. b) Eight feet or less,show a positive connection to floor or walls. NOTE:High pile storage shall meet the requirements of current International Building and Fire Codes. C. © SPECIAL INSPECTION 1. Where special inspection is required by IBC 1704,the registered design professional in responsible charge shall prepare a special inspection program that will be submitted to the City of Arlington and approved prior to issuance of the building permit to comply with IBC 106.1. D. xl WASHINGTON STATE ENERGY CODE 1.One(1)completed Washington State Non-Residential Energy Code Envelope Summary forms. E. OCCUPANT'S STATEMENT OF INTENDED USE 1. The Occupant's Statement of Intended Use form shall be completely filled out and may require the submittal of a Hazardous Materials inventory Statement(HMIS). Contact the Arlington REV 11/2019 Page 4 of 9 COMMERCIAL APPLICATION �00r �- PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington• 18204 59th Ave NE• Arlington, WA 98223• Phone(360) 403-3551 The building permit does not include any mechanical, electrical, plumbing or fire sprinkler/alarm work. These permits are Issued separately.Mechanical,electrical, plumbing, or fire sprinkler/alarm permits require a separate permit application and may also require separate plan review. Please note that any tenant improvement work in a space that involves food handling or preparation requires Snohomish County Health District approval before the permit can be Issued. You must provide the Permit Center a copy of the approval letter or the approved plans. Contact the Snohomish County Health District at (425) 339-5250 with any questions or for more information. An intake appointment is required for all large Tenant Improvement Building Permit Applications. To determine if your project requires an intake appointment,to schedule an appointment or to ensure that you have the most current information, please contact the City of Arlington Permit Center at(360)403-3551 or by email to ced@arlingtonwa.gov. Incomplete applications will not be accepted. I acknowledge that all items designated as submittal requirements must accompany my Building Permit Application to be considered a complete submittal. REV 1 V2019 Page 5 of 9 COMMERCIAL APPLICATION PERMIT SUBMITTAL y�LING � Department of Community& Economic Development City of Arlington• 18204 59th Ave NE• Arlington, WA 98223 • Phone(360) 403-3551 THIS APPLICATION TO BE USED FOR NEW COMMERCIAL STRUCTURES AND RESIDENTIAL DWELLINGS NOT REGULATED UNDER THE 1RC. THIS APPLICATION MUST BE ACCOMPANIED BY A COMMERCIAL APPLICATION SUBMITTAL CHECKLIST AND AN OCCUPANT'S STATEMENT OF INTENDED USE. Name of Project: Casting Operations Valuation: $3,898,139 00 Project Address: 6108 188th Street NW SEC 22 TM 31 RGE 05RT•4A1 TH PTN E112 NW114 NE114 DAF BAAP ON W LN SD SUB WH IS 20FT N OF SW COR SD SUB TH E PLT N LN SD SUB 660FT M/L TAP ON E LN SD SUB Parcel I D#: 31052200101000 Legal Description W1i IS-2-OFT N OF SE COR SD SUB TH N PLT W LN SO SUB 41OFTWL TO S LN OF N 69OFT BV PLT N LN So SUB&ALG S LN OF N 89DFT SO SUB36OFT NUL TA-PM&T E OF W LN SD SUB TH S PLT W LN SO SUB 167FT M/L TAP 1057FTS OF N LN SD SUB TH W PLT N LN SD SUB 30OFT TO W LN SD SUB TH S ALG SO W LN 243FT M/L TO POB Owner: Casting Operation LLC c/o Sierra Construction Company Inc. Phone Number: 425-487-5200 Address: 14800 NE North Woodinville Way City: Woodinville State: WA Zip Code: 98072 Engineer: AHBL c/o: Larry Higgins Phone Number: 253-284-0248 Cell Phone: N/A E-mail Ihigginc ahbl com Address: 2215 North 30th Street City: Tacoma State: WA Zip Code_ 98403 General Contractor: Sierra Construction Company Inc c/o: Bryan Ploetz Phone Number: 425-487-5200 Cell Phone: N/A E-mail: bryanp@sierraind.com Address: 14800 NE North Woodinville Way City: Woodinville State: WA Zip Code: 98072 Contractor's License Number: CC SIERRCC145N8 Expiration: 3/31/2022 Contact Person: Nelson Worldwide c/o:Todd Schutz Phone Number: 206-408-8645 Cell Phone: N/A E-mail: tschutz@nelsonww com Address: 12no Fifth AyP Suite 130n City: Seattle State: wA Zip Code: 981ol CONSTRUCTION OF A NEW COLD DARK BUILDING SHELL AND ASSOCIATED SITE WORK A FUTURE TENANT IMPROVEMENT WILL BE PROVIDED IN A Proposed Scope of Work:SF PARATF FI ITI IRF PFRMIT SUBMITTAL REV 11/2019 Page 6 of 9 COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington• 18204 59th Ave NE• Arlington, WA 98223• Phone(360) 403-3551 Project Name/Tenant Casting Operations Site Address 6108 188th Street NW Bldg/Unit/Suite IBC Construction Type IIB IBC Occupancy Type F-1 and B (Accessory) CONSTRUCTION OF A NEW COLD DARK Description of Use SEPARATE FUTURE PERMIT GUBMJTTAL BUILDING SHELL AND ASSOCIATED SITE WORK A FUTURE TENANT IMPROVEMENT WILL BE PROVIDED IN A Building Square Footage 78,880 Number of Stories 1 Square Footage Per Floor 78.880 Will there be any Installation, modification or removal of the following? (Check all that apply) ❑x Automatic fire extinguishing systems ❑ Compressed gas systems 0 Fire alarm and detection systems ❑ Fire pumps ❑ Flammable and combustible liquids (tanks, piping etc...) ❑ Hazardous materials ❑ High piled/rack storage ❑ Industrial ovens/furnace ❑ Private fire hydrants ❑ Spraying or dipping operations ❑ Standpipe systems ❑ Temporary membrane structure,tents (>200sq ft)or canopies (>400 sq ft) Provide details on any of the above checked items: Installation,changes,modifications or removal of any of the above may require additional submittals, Information, or permits during the plan review or construction process. Statement of Special Inspection REV 11/2019 Page 7 of 9 c�`' COMMERCIAL APPLICATION lfNcy�o PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington• 18204 59th Ave NE" Arlington, WA 98223• Phone(360) 403-3551 Name of Project: Casting Operations Project Address: 6108 188th Street NW Special Inspection Firm: Geotest Services Inc. Address: 20527 67th Ave. NE,Arlington, WA. 98223 Contact Person: Kevin Richardson Phone: 360-733-7318 Email: kevinr@geotest.com Special Inspection Firm Special Inspectors: The Special inspection Firm of Geotest Services Inc. will perform special inspection for the following types of work(separate forms must be submitted if more than one firm is to be employed). (X) Reinforced Concrete (X) Bolting in Concrete ( ) Pre-stressed Concrete ( ) Shotcrete ( ) Structural Masonry (X) Structural Steel and Welding (X) High-Strength Bolting ( ) Spray-Applied Fireproofing ( ) Smoke-Control Systems ( ) Other Specify: All individual inspectors to be employed on this project will be WABO certified for the type of inspection they are to perform. If inspection is for work that is not covered by the WABO categories,a detailed resume of the inspector and firm must be submitted.The resume must show the inspector and firm are qualified to perform the work and testing required by the project design and specifications. The work shall be inspected for conformance with the plans and specifications approved by the City. Revisions and addenda sheets will not be used for inspection unless approved by the City.The special inspector shall report to the City revisions that are not approved. A daily record will be maintained on site itemizing the inspections performed,for the review of all parties.Any nonconforming items shall be brought to the immediate attention of the contractor for resolution.A weekly shall be submitted to the City;detailing the inspections and testing performed, listing any nonconforming items and resolution of nonconforming items. Unresolved nonconforming items will be detailed on a discrepancy report and presented to the building department. A final report shall be submitted to the Building Division prior to the Certificate of Occupancy being issued. This report will indicate that inspection and testing was completed in conformance with the approved plans,specifications and approved revisions and addenda. Any unresolved discrepancies must be detailed in the final report. The special inspector and special inspection firm serve in the role as"deputy"City of Arlington inspectors and as such are responsible to the City of Arlington Building Division in the performance of the required work. Contractor: The contractor shall provide the special inspector or agency adequate notification of work requiring inspection. The City approved plans and specifications must be made available, at the job site for the use of the special inspector and the City Inspector. The contractor shall maintain all daily inspections reports, on site,for review. REV 11/2019 Page 8 of 9 COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington• 18204 59th Ave NE• Arlington,WA 98223• Phone(360) 403-3551 The special inspection functions are considered to be in addition to the normal inspections performed by the City and the contractor is responsible for contacting the City to schedule regular inspections. No concrete shall be poured or other work covered until approved by the City Inspector. Building Division: The Building Division shall review any revisions and addenda.Approved copies will be given to the contractor to maintain as part of the approved plan set. The City Inspector will monitor the special inspection functions for compliance with the agreement and the approved plans. The City Inspector shall be responsible for approving various stages of construction to be covered and work to proceed. Design Professionals: The architect and engineer will clearly indicate on the plans and specifications for the specific types of special inspection required. and shall include a schedule for inspection and testing. The architect and engineer will coordinate their revisions and addenda process in such a way as to insure all required City approvals are obtained, prior to work shown on the revisions being performed. Owner: The project owner, or the architect or engineer acting as the owners agent, shall employ the special inspector or agency. ENFORCEMENT: A failure of the special inspector or firm to perform in keeping the requirements of the IBC,the approved plans and this document may void this agreement and the Building Officials approval of the special inspector. In such case a new special inspector and/or firm would need to be proposed for approval. A failure of the design and/or construction parties to perform in accordance with this agreement may result in a STOP WORK notice being posted on the project, until nonconforming items have been resolved. ACKNOWLEDGEMENTS I have read and agree to comply with the terms and conditions of this agreement. Owner - _ Date: __/25/20 r I hereby certify that the above information is correct and that the construction on, and the occupancy and the use of the above-described property will be in accordance with the laws, rules and regulation of the State of Washington. Applicants Signature Todd Schutz 6/25/20 Print Applicants Name Date FOR STAFF USE ONLY Received 2✓ � I5 2020 Permit# Acce ed By Amount Received Receipt# ate Received REV 11/2019 Page 9 of 9 Some L&I regional offices are now open on a limited basis by appointment only,for services that cannot be provided over the phone or online. Masks are required for in-person appointments. Call the office near you (http�/Q �,gov agency[�ontact/office-locations),for assistance,or call 360-902-5800 from 8 a.m.to 5 p.m. weekdays(except state holidays). OVYashingmn S�al-pyYY�M Labor&Industries(https://Ini.wa.gov). SIERRA CONSTRUCTION CO INC Owner or tradesperson_ 14800 NE North Woodinville Way Principals WOODINVILLE,WA 98072 BASNAW,RICHARD L,PRESIDENT 425-487-5200 KING County ■ ADLER,NANCY,SECRETARY ■ MILLER,JOHN W,MEMBER ■ COLLINS,ROGER D,PRESIDENT (End:04/27/2009) ■ COLLINS,KIMBERLY J,SECRETARY (End:04/27/2009) Doing business as SIERRA CONSTRUCTION CO INC WA UBI No. Business type 600 634 891 Corporation Governing persons ROGER D COLLINS RICK BASNAW; NANCY ADLER; License Verify the contractor's active registration/license/certification(depending on trade)and any past violations. _Construction Contractor Active Meets current requirements. License specialties GENERAL License no. SIERRCC145N8 Effective—expiration 08/28/1986--03/31/2022 Bond Safeco Ins Co of America $12,000.00 Bond account no. 69s012754 Received by L&I Effective date 05/07/2012 04/20/2012 Expiration date Until Canceled Insurance Alaska National Insurance Co $1,000,000.00 Policy no. 20C LY 11741 Received by L&I Effective date 03/30/2020 03/31/2020 Expiration date 03/31/2021 Insurance history Savings No.11 savings accounts during the previous 6 year period. Lawsuits against the bond or savings No lawsuits against the bond or savings accounts during the previous 6 year period. L&I Tax debts No L&I tax debts are recorded for this contractor license during the previous 6 year period,but some debts may be recorded by other agencies. License Violations No license violations during the previous 6 year period. Certifications & Endorsements OMWBE Certifications No active certifications exist for this business. Apprentice Trainin11 g Agent Registered training agent.Check their eligible programs and occupations. Workers' Comp Do you know if the business has employees?If so,verify the business is up-to-date on workers'comp premiums. L&I Account ID Account is current. 511,665±. Doing business as SIERRA CONSTRUCTION CO INC Estimated workers reported Quarter 1 of Year 2020"Greater than 100 Workers" L&I account contact TO/KARLA BOWMAN(360)902-5535-Email:BOWK235@lni.wa.gov Public Works Requirements Verify the contractor is eligible to perform work on public works projects. Required Training—Effective Julx.1;2019 Exempt from this requirement. Contractor Strikes No strikes have been issued against this contractor. Contractors not allowed to bid No debarments have been issued against this contractor. Workplace Safety& Health Check for any past safety and health violations found on jobsites this business was responsible for. Inspection results date 05/28/2020 No violations Inspection no. 317958533 Location 5501 Lakeview Drive Kirkland,WA 98033 Inspection results date 04/28/2020 No violations Inspection no. 317958028 Location 5501 Lakeview Drive Kirkland,WA 98033 Inspection results date 02/21/2020 under appeal.The results of the inspection ar'—� Inspection nb. being challenged. 317957911 Date of appeal Location 02/27/2020 2002 36th st nw Gig Harbor,WA 98335 Inspection results date 11 12 6/2 01 9 Violations Inspection no. 317956178 Location 7601 159th Place NE Redmond,WA 98052 Inspection results date 10/09/2019 No violations Inspection no. 317956029 Location 1019 S 351st St Federal Way,WA 98003 Inspection results date 07/17/2019 No violations Inspection no. 317955039 Location 6004 244th Street SW Mountlake Terrace,WA 98043 Inspection results date 03/22/2019 Violations Inspection no. 317952849 Location 6004 237th Street SW Mountlake Terrace,WA 98043 Inspection results date 09/10/2018 No violations Inspection no. 317950566 Location 7601 159th PI NE Redmond,WA 98052 Inspection results date 04/03/2018 No violations Inspection no. 317948580 Location 6050 Marginal Way South Seattle,WA 98108 Inspection results date 05/12/2017 No violations Inspection no. 317943593 Location 733 E 11th Street Tacoma,WA 98421 Inspection results date 05/09/2017 No violations Inspection no. 317944815 Location Company Inc Tacoma,WA 98424 Inspection results date 04/25/2017 No violations Inspection no 317944683 LocatlUll 18420 102nd Ave NE Bothell,WA 98011 Inspection results date 04/07/2017 No violations Inspection no. 317944478 Location 102NGst Tacoma,WA 98407 Inspection results date 03/01/2017 No violations Inspection no. 317943893 Location 13280 Linden Ave N Seattle.WA 98133 Inspection results date 02/06/2017 No violations Inspection no 317942976 Location 2161 211th St S Des Moines.WA 98198 Inspection results date 04/14/2016 No violations Inspection no. 317940108 Location 173 Middle Waitsburg Rd Walla Walla,WA 99362 Inspection results date 0 7/1 412 01 5 Violations Inspection no. 317936477 Location 443 Ramsay Way Kent,WA 98032 Inspection results date 05/06/2015 , No violations Inspection no. 317936164 Location 443 Ramsay Way Kent,WA 98032 Inspection results date 04/02/2015 Violations Inspection no. 317935594 Location 21005 64th St.S. Kent,WA 98032 Inspection results date 02/11/2015 No violations Inspection no. 317935010 Location 21005-64th Ave So. Kent,WA 98032 Inspection results date 12/24/2014 No violations Inspection no. 317614865 Location 21005 64th Ave S Kent,WA 98072 " °4 City of Arline-,-on 119VURC`' ZIP` 4 D n MWEUUL 1L • Development Serv.,es 9�L1l4G10 238 N. Olympic • Arlington, WA 98223 DATE JOB N . OAdministration ❑Building ❑Engineering ATTENTION ❑Planning ❑Utilities TO RE: S WE ARE SENDING YOU ❑ Attached ❑ Under separate cover via the following items: ❑ Shop drawings ❑ Prints ❑ Plans ❑ Samples ❑ Specifications ❑ Copy of letter ❑ Change order ❑ COPIES DATE NO. DESCRIPTION THESE ARE TRANSMITTED as checked below: ❑ For approval ❑ Approved as submitted ❑ Resubmit copies for approval ❑ For your use ❑ Approved as noted ❑ Submit copies for distribution ❑ As requested ❑ Returned for corrections ❑ Return corrected prints ❑ For review and comment ❑ ❑ FORBIDS DUE 19 ❑ PRINTS RETURNED AFTER LOAN TO US REMARKS UV COPY TO SIGNED: if enclosures are not as noted,kindly notify us at once. o;T%CE colpelA Plan Review �1 By SAF Ebuilt GEOTECHNICAL REPORT Casting Operations 6200 — 188th Street NE Arlington, Washington Project No. T-8353 �1 J . Terra Associates Inc. A E'�A Prepared for: J Sierra Construction Company, Inc. Woodinville, Washington J June 22, 2020 Received JUN 2 5 2020 J r� � _ ,� Y � I TERRA ASSOCIATES, Inc. Consultants in Geotechnical Engineering, Geology and Environmental Earth Sciences l f1 June 22, 2020 r Project No. T-8353 Mr. Bryan Ploetz Sierra Construction Company,Inc. 14800 NE North Woodinville Way Woodinville, Washington 98072 I Subject: Geotechnical Report Casting Operations 6200— 188th Street NE Arlington, Washington Reference: Geotechnical Engineer Report,New SMARTCAP Manufacturing Buildings, prepared by Geotest, dated February 13, 2019 1 Dear Mr. Ploetz: As requested, we have conducted a geotechnical engineering study for the subject project. The attached report resents our findings and recommendations for the eotechnical aspects of project design and construction. P g g P P J g The soil conditions at the site generally consisted of approximately zero to six inches of topsoil overlying two feet of medium dense sandy silt overlying medium dense sand to the tennination of the test pits. The upper soil conditions noted in the CPTs are generally consistent with the soils observed in the test pits. CPT data indicates the medium dense sands extend 10 to 12 feet below current site grades before becoming very dense. The CPTs were terminated at refusal 10 to 12 feet below current site grades. GeoTest was able to push a CPT 40 feet below-grade. The results of their CPT and test pits are generally consistent with the soil conditions observed for this report. In our opinion,the soil conditions we observed at the site will be suitable for support of the proposed development, provided the recommendations presented in this report are incorporated into project design and construction. 12220 113th Avenue NE, Ste. 130, Kirkland, Washington 98034 Phone (425) 821-7777 • Fax (425)821-4334 Mr. Bryan Ploetz June 22, 2020 We trust the information presented in this report is sufficient for your current needs. If you have any questions or require additional information,please call. Sincerely yours, TERRA ASSOCIA ES,INC. L St 6-22-2020 O' Pr tam INti °G'NAL. E�E cc% Project No. T-8353 Page No. 2 TABLE OF CONTENTS Page No. 1.0 Project Description........................................................................................................... 1 2.0 Scope of Work . .1 3.0 Site Conditions.................................................................................................................2 3.1 I Surface ce...........................................................................................................2 3.2 Subsurface. '- 3.3 Groundwater.......................................................................................................3 3.4 Geologic Hazards... ..........................................................................................3 3.4.1 Seismic Hazard Areas...............................................................................3 4.0 Discussion and Recommendations...................................................................................4 4.1 General................................................................................................................4 4.2 Site Preparation and Grading. .4 4.3 Excavations.........................................................................................................5 4.4 Foundation Support.............................................................................................5 4.5 Floor Slab-on-Grade...........................................................................................6 4.6 Lateral Earth Pressures on Lower-Level Walls ..................................................6 4.7 Infiltration Feasibility.........................................................................................7 l4. Drainage..............................................................................................................8 I 4.9 Utilities. . 4.10 Pavement.............................................................................................................8 J 5.0 Additional Services..........::...................................................... .......................................9 6.0 Limitations. .9 iFicures VicinityMap.........................................................................................................................Figure 1 I Exploration Location Plan......................................................................................:..............Figure 2 Typical Wall Drainage Detail .Figure 3 Appendices Field Exploration and Laboratory Testing.......................................................................Appendix A Test Pit Logs by Others....................................................................................................Appendix B 1 Liquefy Pro Output................................ Appendix C InfiltrationOutput............................................................................................................Appendix D J _1 J _1 J 1 I I I I I Geotechnical Report Casting Operations 6200 — 188th Street NE _ Arlington, Washington 1.0 PROJECT DESCRIPTION —� The project consists of developing the site with an industrial building along with infiltration trenches and associated access and utilities. Based on the plans prepared by Nelson Architecture, Inc., dated June 10, 2020, the 78,880 square-foot industrial building will be located in the eastern portion of the site with parking on the north, south, and west sides. The Civil Plans prepared by TerraVista NW Consulting Engineers show the infiltration trenches will be located under the parking along the north drive lane,under the western drive lane, and four within the truck areas in the southern portion of the site. Grading for the site is expected to be minimal with cuts and fills from one to three feet. The infiltration trenches will extend four- and one-half feet below the pavement grade. IWe would expect the structure will be constructed using precast concrete tilt-up wall panels,with interior isolated columns supporting the roof framing. The floor slab will be constructed at grade with dock high loading. Structural loading is expected to be relatively light with isolated building columns carrying 100 to 150 kips and continuous bearing walls carrying 4 to 6 kips per foot. Product loading on the floor slab is not expected to exceed 350 pounds per square foot. lThe recommendations in the following sections of this report are based on the design discussed above. If actual features vary or changes are made, we should review the plans in order to modify our recommendations, as E required. We should review final design drawings and specifications to verify that our recommendations have been properly interpreted and incorporated into the project design. 2.0 SCOPE OF WORK Our work was completed in accordance with our authorized proposal,dated May 14, 2020. Accordingly,on May 26, 2020, we observed soil and groundwater conditions by excavating 4 test pits to maximum depths of - approximately 12 feet below existing site grades, using a track-mounted excavator. On June 8, 2020, InSitu Engineering under Terra's direction completed 2 Cone Penetration Tests(CPTs)to depths of 10 feet below current site grades. Using this data along with existing subsurface data and laboratory testing, we performed analyses to develop geotechnical recommendations for project design and construction. Specifically,this report addresses the following: • Soil and groundwater conditions. • Geologic Hazards per the City of Arlington Municipal Code. • Site preparation and grading. • Excavations • Foundations _1 June 22,2020 Project No. T-8353 • Floor slabs. • Lateral earth pressures for wall design. • Drainage. • Infiltration feasibility. • Utilities • Pavements It should be noted that recommendations outlined in this report regarding drainage are associated with soil strength, design earth pressures, erosion, and stability. Dcsign and performance issues with respect to moisture as it relates to the structure environment are beyond Terra Associates' purview. A building envelope specialist or contractor should be consulted to address these issues, as needed. 3.0 SITE CONDITIONS 3.1 Surface The specific project site consists of a single tax parcel, totaling approximately 6 acres located at 6200 — 188th Street NE in Arlington, Washington. The approximate site location is shown on Figure 1. The site is currently undeveloped and recently cleared for construction with small stockpiles scattered throughout the site. The site was formerly used for agricultural purposes on the west half and was heavily forested on the east half of the site. Site topography is generally flat with minimal indication of sloping. The site is surrounded by a trailer park to the north, a park to the west, an agricultural field to the south, and an industrial development to the east. 3.2 Subsurface In general, the soil conditions at the site consisted of approximately zero to six inches of topsoil overlying two feet of medium dense sandy silt overlying medium dense sand to the termination of the test pits. The upper soil conditions noted in the CPTs are generally consistent with the soils observed in the test pits. CPT data indicates the medium dense sands extend 10 to 12 feet below current site grades before becoming very dense. The CPTs were terminated at refusal 10 to 12 feet below current site grades. GeoTest was able to push a CPT 40 feet below-grade. The soils noted in their CPT and Test Pit Logs are generally consistent with the soil conditions observed for this report. The Geologic Map of the Arlington West 7.5 Minute Quadrangle, Snohomish County, Washington, by James P. Minard (1985) shows the site soils mapped as Marysville Sand Member (Qvrm). The soils observed in the test pits are generally consistent with this mapping. Page No. 2 June 22, 2020 ll Project No. T-8353 i The preceding discussion is intended to be a general review of the soil conditions encountered. For more detailed ldescriptions, please refer to the Test Pit Logs and CPT Output in Appendix A. The test pit logs and CPT output by others is in Appendix B. The approximate location of the test pits and CPTs is shown on Figure 2. 1 3.3 Groundwater No groundwater seepage was observed in the test pits; however, the soils were noted to have a slight increase in Jmoisture with depth. Upon completion of the test pits,tools used to measure thicknesses at depths were noticeably wet after measurements were taken. I 3.4 Geologic Hazards We evaluated current site conditions for the presence of geologic hazards as designated by the Arlington Municipal Code (AMC). Chapter 20.93.600(a) of the AMC defines geologically hazardous areas as areas susceptible to erosion, sliding, earthquakes, liquefaction, or other geological events. Site conditions do not meet the criteria defining erosion hazards or landslide/steep slope hazards given in the AMC. In our opinion,the site conditions are not susceptible to these geologic hazards. 3.4.1 Seismic Hazard Areas Seismic hazard areas in Arlington as defined by Chapter 20.93.600(b)(4) of the AMC are described as including l "...areas subject to severe risk of earthquake damage as a result of seismic induced settlement, shaking, slope failure or soil liquefaction. These conditions occur in areas underlain by cohesion less soils of low density usually in association with a shallow groundwater table." Liquefaction is a phenomenon where there is a reduction or complete loss of soil strength due to an increase in I water pressure induced by vibrations. Liquefaction mainly affects geologically recent deposits of fine-grained Jsands underlying the groundwater table. Soils of this nature derive their strength from intergranular friction. The generated water pressure or pore pressure essentially separates the soil grains and eliminates this intergranular friction;thus, eliminating the soil's strength. We completed a liquefaction analysis using the computer program LiquefyPro published by CivilTech Corporation. The analysis was completed using a ground acceleration value of 0.52g, which is the ASCE 7-16 site-modified peak ground acceleration value (PGAM). The results of the liquefaction analysis are attached in Appendix C. The results of our analysis indicate soil liquefaction could occur during the design earthquake event. Analysis 1 indicates that liquefaction of the sand layers could result in total settlements between zero inches and one-half inches, half of which could be differential. Accordingly,per the seismic hazard area criteria given above, it is our opinion that in Arlington,unusual seismic hazard areas do not exist at the site, and design in accordance with local building codes for determining seismic forces would adequately mitigate life safety impacts associated with ground shaking. Page No. 3 June 22, 2020 Project No. T-8353 4.0 DISCUSSION AND RECOMMENDATIONS 4.1 General Based on our study, there are no geotechnical considerations that would preclude development of the site, as currently planned. The building can be supported on conventional spread footings bearing on competent inorganic native soils or on structural fill placed and compacted above the native soils. Pavement and floor slabs can be similarly supported. Some of the near-surface silty sands at the site contain a sufficient amount of fines(silt- and clay-sized particles) that will make them difficult to compact as structural fill when too wet. Accordingly, the ability to use the soils from site excavations as structural fill will depend on their moisture content and the prevailing weather conditions at the time of construction. If grading activities will take place during the winter season, the owner should be prepared to import free-draining granular material for use as structural fill and backfill. The following sections provide detailed recommendations regarding the preceding issues and other geotechnical design and construction considerations. These recommendations should be incorporated into the final design drawings and construction specifications. 4.2 Site Preparation and Grading To prepare the site for construction, all vegetation and organic surface soils should be stripped and removed from below the building lots and roadway areas. Minimal stripping is expected to remove any remaining organic surficial soils. Soil containing organic material will not be suitable for use as structural fill but may be used for limited depths in nonstructural areas. Once stripping operations are complete, cut and fill operations can be initiated to establish desired grades. Prior to placing fill, all exposed bearing surfaces should be observed by a representative of Terra Associates, Inc. to verify soil conditions are as expected and suitable for support of building foundations and pavement elements or placement of structural fill. Our representative may request proofrolling the exposed surface with a heavy rubber- tired vehicle to determine if any isolated soft and yielding areas are present. -lf unsuitable yielding areas are observed,they should be cut to firm bearing soil and filled to grade with structural fill. If depth of excavation to remove unstable soils is excessive,use of geotextile fabric such as Mirafi 50OX or equivalent in conjunction with structural fill can be considered in order to limit the depth of removal. Our experience has shown that, in general, a minimum of 18 inches of a clean, granular structural fill placed and compacted over the geotextile fabric should establish a stable bearing surface. Our study indicates that much of the near-surface soils consist of silt and silty sand containing a sufficient percentage of fines (silt and clay size particles)to make them difficult to compact as structural fill if they are too wet or too dry. Accordingly,the ability to use these native soils from site excavations as structural fill will depend on their moisture content and the prevailing weather conditions when site grading activities take place. The use of the silt soils as structural fill would likely require extensive efforts to properly moisture condition the soil to facilitate proper compaction. Page No. 4 June 22,2020 Project No. T-8353 If importing material is required, we recommend importing a granular soil that meets the following grading I requirements: U.S. Sieve Size Percent Passing l 6 inches 100 No. 4 75 maximum No. 200 5 maximum* * Based on the 3/4-inch fraction. Prior to use, Terra Associates, Inc. should examine and test all materials imported to the site for use as structural fill. I Structural fill should be placed in uniform loose layers not exceeding 12 inches and compacted to a minimum of 95 percent of the soil's maximum dry density, as determined by American Society for Testing and Materials (ASTM) Test Designation D-698 (Standard Proctor). The moisture content of the soil at the time of compaction should be within two percent of its optimum, as determined by this ASTM standard. In nonstructural areas, the degree of compaction can be reduced to 90 percent. 4.3 Excavations All excavations at the site associated with confined spaces, such as utility trenches, must be completed in 1 accordance with local, state, or federal requirements. Based on current Washington Industrial Safety and Health 1 Act(WISHA)regulations,the soils observed at the site would be classified as Type C soil. 1 Accordingly, for temporary excavations of less than 20 feet in depth, the side slopes in Type C soils should be laid back at a slope inclination of 1.5:1 (Horizontal:Vertical) or flatter from the toe to the crest of the slope. All temporary exposed slopes on excavations that will remain open for an extended time period should be covered I with a durable reinforced plastic membrane during construction to prevent slope raveling and rutting during 1 periods of precipitation. Groundwater seepage is expected to be at least ten feet below current site grades. For excavations that extend deeper than ten feet significant groundwater seepage may be encountered. Prior to any deep excavations, a deep test pit should be completed to ensure groundwater will not impact the excavation. This information is provided solely for the benefit of the owner and other design consultants and should not be construed to imply that Terra Associates, Inc. assumes responsibility for job site safety. It is understood that job site safety is the sole responsibility of the project contractor. v l4.4 Foundation Support _1 The building may be supported on conventional spread footing foundations bearing on competent native soils or on structural fills placed above competent native soils. Foundation subgrade should be prepared as recommended in Section 4.2 of this report. Perimeter foundations exposed to the weather should be at a minimum depth of 18 inches below final exterior grades. Interior foundations can be constructed at any convenient depth below the floor slab. Page No. 5 June 22, 2020 Project No. T-8353 We recommend designing foundations supported on competent soils for a net allowable bearing capacity of 2,500 pounds per square foot(psf). For foundations that will extend below the upper silt soils and bear directly on the dense native sand soils, a net allowable bearing capacity of 4,000 psf can be used. For short-term loads, such as wind and seismic,a one-third increase in this allowable capacity can be used. With the anticipated building loads and this bearing stress applied to the soil, we estimate total foundation settlement would not exceed one-inch. For designing foundations to resist lateral loads, a base friction coefficient of 0.35 can be used. Passive earth pressures acting on the side of the footing can also be considered. We recommend calculating this lateral resistance using an equivalent fluid weight of 300 pounds per cubic foot(pcf). We recommend not including the upper 12 inches of soil in this computation because it can be affected by weather or disturbed by future grading activity. This value assumes the foundation will be constructed neat against competent native soil or backfilled with structural fill as described in Section 4.2 of this report. The values recommended include a safety factor of 1.5. 4.5 Floor Slab-on-Grade Slab-on-grade floors may be supported on competent, undisturbed, bearing surfaces consisting of the native medium dense to very dense soils. Immediately below the floor slab, we recommend placing a four-inch thick capillary break layer composed of clean, coarse sand or fine gravel that has less than three percent passing the No. 200 sieve. This material will reduce the potential for upward capillary movement of water through the underlying soil and subsequent wetting of the floor slab. Installation of a capillary break layer will not be necessary where the floor subgrade is composed of the clean native sand and gravel or structural fill comprised of the clean sand and gravel. A representative of Terra Associates, Inc. should observe the subgrade at the time of construction to verify this condition and determine if an imported capillary break layer is required. The capillary break layer will not prevent moisture intrusion through the slab caused by water vapor transmission. Where moisture by vapor transmission is undesirable, such as covered floor areas, a common practice is to place a durable plastic membrane on the capillary break layer and then cover the membrane with a layer of clean sand or-fine gravel-to protect it from damage_during_construction,-and to aid in uniform curing of the-concrete slab—It should be noted that if the sand or gravel layer overlying the membrane is saturated prior to pouring the slab, it will not be effective in assisting uniform curing of the slab and can actually serve as a water supply for moisture bleeding through the slab,potentially affecting floor coverings. Therefore, in our opinion,covering the membrane with a layer of sand or gravel should be avoided if floor slab construction occurs during the wet winter months and the layer cannot be effectively drained. We recommend floor designers and contractors refer to the most recent version of the American Concrete Institute (ACI) Manual of Concrete Practice, for further information regarding vapor barrier installation below slab-on-grade floors. 4.6 Lateral Earth Pressures on Lower-Level Walls The magnitude of earth pressure development on retaining walls will partly depend on the quality of the wall backfill. We recommend placing and compacting wall backfill as structural fill as described in Section 4.2 of this report. To guard against hydrostatic pressure development, drainage must be installed behind the wall. A typical wall drainage detail is shown on Figure 3. Page No. 6 June 22, 2020 Project No. T-8353 With wall backfill placed and compacted as recommended, and drainage properly installed, we recommend designing unrestrained walls for an active earth pressure equivalent to a fluid weighing 35 pounds per cubic foot (pcf). For restrained walls, an additional uniform load of 100 psf should be added to the 35 pcf. To account for typical traffic surcharge loading, the walls can be designed for an additional imaginary height of two feet(two- foot soil surcharge). For evaluation of wall performance under seismic loading, a uniform pressure equivalent to 8H psf, where H is the height of the below-grade portion of the wall should be applied in addition to the static lateral earth pressure. These values assume a horizontal backfill condition and that no other surcharge loading, sloping embankments,or adjacent buildings will act on the wall. If such conditions exist,then the imposed loading must be included in the wall design. Friction at the base of foundations and passive earth pressure will provide resistance to these lateral loads. Values for these parameters are provided in Section 4.4 of this report. 4.7 Infiltration Feasibility The civil plans for the project indicate the site stormwater will be collected and directed to one of five infiltration facilities located in the north, south, and western portions of the site. The trench will extend approximately four- and one-half feet below the pavement subgrade and is shown with geotextile fabric around the entire facility. We recommend the geotextile fabric not be placed on the bottom of the facilities. Based on our observations, the outwash sands observed approximately two feet below current site grades would = support using infiltration to control the project stormwater. Based on the civil plans, the proposed infiltration trenches extend deep enough into the native sand soils. 1 We used Soil Grain Size Analysis Method as outlined in Volume III Section 3.3.6 of the 2014 Washington State Department of Ecology Stormwater Management Manual for Western Washington, to detennine a preliminary long-term design infiltration rate. This method correlates the saturated hydraulic conductivity with the D10,D60, and D90 particle sizes detennined from gradation testing of the soils in accordance with ASTM Test Designation D-422. The D 10 particle size represents the grain size below which ten percent of the soil is smaller in size. The D60 particle size represents the grain size below which 60 percent of the soil is smaller in size. The D90 particle size represents the grain size below which 90 percent of the soil is smaller in size. The particle sizes are put in the Massman formula to determine the saturated hydraulic conductivity. Gradation curves from laboratory testing on the soils are attached in Appendix A. Based on the results of the testing, a long-term design infiltration rate of �+ six inches per hour can be used. The results are attached in Appendix D. J The permeability of the native outwash soils will be significantly impacted by the intrusion of soil fines(silt-and J clay-sized particles). A relatively minor amount of soil fines can reduce the permeability of the formation by a factor of ten. The greatest exposure to soil fines contamination will occur during mass grading and construction. Therefore, we recommend that the Temporary Erosion and Sedimentation Control (TESC) plans route Jconstruction stormwater to a location other than the permanent infiltration facility. 4.8 Drainage ISurface j Final exterior grades should promote free and positive drainage away from the site at all times. Water must not `I be allowed to pond or collect adjacent to foundations or within the immediate building areas. We recommend J providing a positive drainage gradient away from the building perimeters. If this gradient cannot be provided, surface water should be collected adjacent to the structures and disposed to appropriate storm facilities. J Page No. 7 J June 22, 2020 Project No. T-8353 Subsurface Installation of perimeter foundation drains will not be required where site pavements extend to the building perimeters and positive drainage away from the building is provided. Where landscaping is placed adjacent the buildings, we recommend installing a continuous drain along the outside lower edge of the perimeter building foundations. The drains can be laid to grade at an invert elevation equivalent to the bottom of footing grade. The drains can consist of four-inch diameter perforated PVC pipe that is enveloped in washed pea gravel-sized drainage aggregate. The aggregate should extend six inches above and to the sides of the pipe. Roof and foundation drains should be tightlined separately to the storm drains. All drains should be provided with cleanouts at easily accessible locations. Where the clean sand soils are present at the building subgrade, considering the well-drained nature of the site soils, provided the finish floor grade is at or above the adjacent exterior grade and positive drainage away from the structure is maintained, in our opinion, perimeter foundation drains would not be required. 4.9 Utilities Utility pipes should be bedded and backfilled in accordance with American Public Works Association (APWA) or the local jurisdiction's specifications. As a minimum, trench backfill should be placed and compacted as structural fill, as described in Section 4.2 of this report. As noted,depending on the soil moisture when excavated most inorganic native soils on the site should be suitable for use as backfill material during most weather conditions. 4.10 Pavement Pavements should be constructed on subgrades prepared as recommended in Section 4.2 of this report. Regardless of the degree of relative compaction achieved,the subgrade must be firm and relatively unyielding before paving. Proofrolling the subgrade with heavy construction equipment should be completed to verify this condition. The pavement design section is dependent upon the supporting capability of the subgrade soils and the traffic conditions to which it will be subjected. We expect traffic at the facility will consist of cars and light trucks,along with heavy traffic in the form of semi-trucks. For design considerations,we have assumed traffic in parking and in car/light truck access pavement areas can be represented by an 18-kip Equivalent Single Axle Loading(ESAL) of 50,000 over a 20-year design life. For heavy traffic pavement areas, we have assumed an ESAL of 300,000 would be representative of the expected loading. These ESALs represent loading approximately equivalent to 3 and 18, loaded(80,000 pound GVW)tractor-trailer rigs traversing the pavement daily in each area, respectively. With a stable subgrade prepared as recommended for the design ESAL values, we recommend the following pavement sections: Light Traffic/Car Access: • Two inches of hot mix asphalt(HMA)over four inches of crushed rock • Full depth HMA—3.5 inches Page No. 8 June 22, 2020 Project No. T-8353 Heavy Traffic/Truck Access: • Three inches of HMA over six inches of crushed rock • Full depth HMA—5 inches For exterior Portland cement concrete(PCC)pavement, we recommend the following: ] • 6 inches of PCC over two inches of crushed surfacing top course -1 o 28-day compressive strength—4,000 psi Io Control joints spaced at a maximum of 15 feet IThe paving materials used should conform to the Washington State Department of Transportation (WSDOT) specifications for ''/2-inch class HMA, PCC, and CRB. �] Long-term pavement performance will depend on surface drainage. A poorly-drained pavement section will be subject to premature failure resulting from surface water infiltrating the subgrade soils and reducing their supporting capability. For optimum performance, we recommend surface drainage gradients of at least two percent. Some degree of longitudinal and transverse cracking of the pavement surface should be expected over time. Regular maintenance should be planned to seal cracks as they occur. 1 5.0 ADDITIONAL SERVICES Terra Associates,Inc. should review the final design drawings and specifications in order to verify that earthwork and foundation recommendations have been properly interpreted and implemented in project design. We should l also provide geotechnical service during construction to observe compliance with our design concepts, J specifications, and recommendations. This will allow for design changes if subsurface conditions differ from those anticipated prior to the start of construction. J 6.0 LIMITATIONS JWe prepared this report in accordance with generally accepted geotechnical engineering practices. No other warranty, expressed or implied, is made. This report is the copyrighted property of Terra Associates, Inc. and is intended for specific application to the Casting Operations project in Arlington, Washington. This report is for the exclusive use of Sierra Construction Company,Inc., and their authorized representatives. - The analyses and recommendations present in this report are based on data obtained from the subsurface explorations completed on-site. Variations in soil conditions can occur, the nature and extent of which may not . become evident until construction. If variations appear evident, Terra Associates, Inc. should be requested to reevaluate the recommendations in this report prior to proceeding with construction. J Page No. 9 J I I � q '4 19]`tf►St NE a M s 1g5th`�t�1k y Zy t( 11 D r� 192nd-St NE b L 15 191st`P)NE z `' 2 �l 185th PII ME T88th 5'-NE !r1217t^�in) y Part' SITE .� r le p G e coAh Loop •ri 2S'l � -r ay o 3 � J Mt+ri�l • c au Otw we Ln _ �f y ?;n R 0 1000 2000 APP_fMVATE SCALE IN FEET ®2020 Microsoft Corporatigr HERE Or b fly REFERENCE: https://www.bing.com/maps ACCESSED 6/8/2020 Terra VICINITY MAP CASTING OPERATIONS Associates, Inc. ARLINGTON, WASHINGTON Consultants in Geotechnical Engineering Geology and Environmental Earth Sciences Proj.No. T-8353 Date:JUNE 2020 Figure 1 a � ;. r I ■ 12" MINIMUM 3/4" --------- MINUS WASHED GRAVEL SLOPE TO DRAIN COMPACTED STRUCTURAL FILL SEE NOTE — EXCAVATED SLOPE (SEE REPORT TEXT FOR APPROPRIATE 6"(MIN.) INCLINATIONS) _ 1 12" OVER PIPE 3" BELOW PIPE 4" DIAMETER PERFORATED PVC PIPE NOT TO SCALE NOTE: MIRADRAIN G100N PREFABRICATED DRAINAGE PANELS OR SIMILAR PRODUCT CAN BE SUBSTITUTED FOR THE 12-INCH WIDE GRAVEL DRAIN BEHIND WALL. DRAINAGE PANELS SHOULD EXTEND A MINIMUM OF SIX INCHES INTO 12-INCH THICK DRAINAGE GRAVEL LAYER OVER PERFORATED DRAIN PIPE. Terra TYPICAL WALL DRAINAGE DETAIL Inc. CASTING OPERATIONS Associates, � ARLINGTON, WASHINGTON consultants in Geotechnical Engineering Geology and Environmental Earth Sciences Proj.No. T-8353 Date:JUNE 2020 Figure 3 i i - - - - - - - i i APPENDIX A FIELD EXPLORATION AND LABORATORY TESTING Casting Operations Arlington,Washington On May 26, 2020, we completed our site exploration by observing soil and groundwater conditions at 4 test pits. The test pits were excavated using a track-mounted excavator to a maximum depth of about 12 feet below existing site grades. Test pit locations were determined in the field by measurements from existing site features. In two of the test pits,upon completion,a two-inch diameter slotted PVC pipe was inserted into the ground and then backfilled F� for future groundwater monitoring. The approximate location of the test pits is shown on the attached Exploration Location Plan,Figure 2. The Test Pit Logs are attached as Figures A-2 through A-5. I A geotechnical engineer from our office conducted the field exploration. Our representative classified the soil conditions encountered, maintained a log of the test pit, obtained representative soil samples, and recorded water levels observed during excavation. All soil samples were visually classified in accordance with the Unified Soil Classification System(USCS)described on Figure A-1. Representative soil samples obtained from the test pits were placed in closed containers and taken to our laboratory for further examination and testing. The moisture content of each sample was measured and is reported on the individual Test Pit Logs. Grain size analyses were performed on selected samples. The results of the grain size analyses are shown on Figures A-6 and A-7. InSitu Engineering,under subcontract with Terra Associates,Inc.conducted two electric CPTs at locations selected I by Terra Associates, Inc.,which are shown on Figure 2. The CPTs were advanced to a depth of 10 to 12 feet below J the surface. The CPT is an instrumented approximately 1'/z-inch diameter cone that is pushed into the ground at a constant rate. During advancement,continuous measurements are made of the resistance to penetration of the cone and the friction of the outer surface of a sleeve. The cone is also equipped with a porous filter and a pressure 1 transducer for measuring groundwater or pore water pressure generated. Measurements of tip and sleeve frictional resistance, pore pressure, and interpreted soil conditions are summarized in graphical form on the attached CPT Logs. J J J Project No. T-8353 S - - � I MAJOR DIVISIONS LETTER TYPICAL DESCRIPTION SYMBOL Clean GW Well-graded gravels, gravel-sand mixtures, little or no fines. Gravels (less GRAVELS than 5% J More than 50% fines) GP Poorly-graded gravels, gravel-sand mixtures, little or no fines 9 N of coarse fraction Cn To is larger than No. GM Silty gravels, gravel-sand-silt mixtures, non-plastic fines. o `m > 4 sieveLU Gravels with z . ,'o fines E o GC Clayey gravels, gravel-sand-clay mixtures, plastic fines. o N O LO o Clean Sands SW Well-graded sands, sands with gravel, little or no fines vWj Z SANDS (less than Qc More than 50% 5%fines) SP Poorly-graded sands, sands with gravel, little or no fines. vo of coarse fraction 2 is smaller than Sands with SM Silty sands, sand-silt mixtures, non-plastic fines. No. 4 sieve fines SC Clayey sands, sand-clay mixtures, plastic fines. ML Inorganic silts, rock flour, clayey silts with slight plasticity. c .N SILTS AND CLAYS o CL Inorganic clays of low to medium plasticity. (Lean clay) p .To a) Liquid Limit is less than 50/o 0 c}a .En OL Organic silts and organic clays of low plasticity. LLJ Z Eo o N MH Inorganic silts, elastic. � o O Z SILTS AND CLAYS W o CH Inorganic clays of high plasticity. (Fat clay) Z U Liquid Limit is greater than 50/o m � O OH Organic clays of high plasticity2.1 HIGHLY ORGANIC SOILS PT Peat. DEFINITION OF TERMS AND SYMBOLS Standard Penetration 2"OUTSIDE DIAMETER SPILT SPOON SAMPLER W Density Resistance in Blows/Foot Z 2.4" INSIDE DIAMETER RING SAMPLER OR O Very Loose 0-4 SHELBY TUBE SAMPLER rn Loose 4-10 2 Medium Dense 10-30 i WATER LEVEL(Date) O Dense 30-50 V Very Dense >50 Tr TORVANE READINGS, tsf Standard Penetration Pp PENETROMETER READING,tsf W Consistancy Resistance in Blows/Foot � DD DRY DENSITY, pounds per cubic foot Very= Soft Soft 0--� LL LIQUID LIMIT, percent O Medium Stiff 4-8 V Stiff 8-16 PI PLASTIC INDEX Very Stiff 16-32 Hard >32 N STANDARD PENETRATION, blows per foot Terra UNIFIED SOIL CLASSIFICATION SYSTEM CASTING OPERATIONS Associates, Inc. ARLINGTON, WASHINGTON Consultants in Geotechnical Engineering Geology and Pro No. T-8353 Date:JUNE 2020 Fi ure A-1 Environmental Earth Sciences �• g LOG OF TEST PIT NO. TP-1 FIGURE A-2 PROJECT NAME:Casting Operations PROJ. NO: T-8353 LOGGED BY:SLK LOCATION:Arlington,Washington _ SURFACE CONDITIONS: Bare APPROX. ELEV: N/A DATE LOGGED:May 26, 2020 DEPTH TO GROUNDWATER: N/A DEPTH TO CAVING: N/A Z Consistency/ m Description a CL E Relative Density a) m 0 cn - 0 Brown/red sandy SILT, fine sand, moist, trace gravel. (ML) 1 2 1 100 3 - - -------- Gray SAND, medium to coarse sand, moist, trace silt and cobbles. (SP) 4 5 2 3.6 6 Medium Dense 7 8 3 6.8 S 10 4 3.6 11 12 5 3.6 Test pit terminated at approximately 12 feet. No groundwdater seepage observed. 13 No caving. 14 15 Terra NOTE:This subsurface information pertains only to this test pit location and should not be . Associates, Inc. interpreted as being indicative of other locations at the site. Consultants in Geotechnical Engineering Geology and Environmental Earth Sciences LOG OF TEST PIT NO. TP-2 FIGURE A-3 PROJECT NAME:Casting Operations PROJ. NO: T-8353 LOGGED BY:SLK ^1 LOCATION:Arlington,Washington SURFACE CONDITIONS: Bare APPROX. ELEV: N/A ] DATE LOGGED:May 26, 2020 DEPTH TO GROUNDWATER: N/A DEPTH TO CAVING: N/A o aZi Consistency/ : L Q Description Relative Density 3: a E a� m o U 0 (6 inches TOPSOIL) 1 Brown/red sandy SILT, fine sand, moist, trace gravel. (ML) 2 1 --------------------- - ----- - - - -- ---- -- -- -- ----------------- - ----- --- 14.4 Gray SAND, medium to coarse sand, moist, trace silt and cobbles. (SP) 3 2 4.4 4- 5- 6 Medium Dense 1 _] s `I g 3 5.1 _] 10 11 12 4 5.1 Test pit terminated at approximately 12 feet. J No groundwdater seepage observed. 13— No caving. 14 15 Terra NOTE:This subsurface information pertains only to this test pit location and should not be Associates, Inc. interpreted as being indicative of other locations at the site. Consultants in Geotechnical Engineering Geology and Environmenta Earth Sciences LOG OF TEST PIT NO. TP-3 FIGURE A-4 PROJECT NAME:Casting Operations PROJ. NO: T-8353 LOGGED BY:SLK LOCATION:Arlington,Washington SURFACE CONDITIONS: Bare APPROX. ELEV: N/A DATE LOGGED:Mav 26 2020 DEPTH TO GROUNDWATER: N/A DEPTH TO CAVING: N/A Z Consistency/ o aD Description Clcn Relative Density 0 Brown/red sandy SILT, fine sand, moist, trace gravel. (ML) 1- -- - - - 7.0 2 Gray SAND, medium to coarse sand, moist, trace silt and cobbles. (SP) 3- 4- 5— Medium Dense 6 7 9 10 11 2 4.4 Test pit terminated at approximately 11 feet. No groundwdater seepage observed. 12 No caving. 13 14 15— z. Terra NOTE:This subsurface information pertains only to this test pit location and should not be Associates Inc. interpreted as being indicative of other locations at the site. 7 p 9 Consultants in Geotechnical Engineering Geology and Environmental Earth Sciences 1 LOG OF TEST PIT NO. TP-4 FIGURE A-5 PROJECT NAME:Casting Operations PROJ. NO: T-8353 LOGGED BY:SLK LOCATION:Arlington,Washington SURFACE CONDITIONS: Light Grass APPROX. ELEV: N/A DATE LOGGED:May 26,2020 DEPTH TO GROUNDWATER: N/A DEPTH TO CAVING: N/A 6 iz Z Consistency/ o � n Description Relative Density a E a) M o u7 IO (6 inches TOPSOIL) 1 1 Brown/red sandy SILT, fine sand, moist, trace gravel. (ML) Medium Dense 16.9 2 Gray SAND with gravel, medium to coarse sand, fine to coarse gravel, moist, trace cobbles. (SP) 1 3 2 3.7 1 4- 5- 6— Medium Dense 7 to Dense 1 8 9 3 3.4 10 I 11 4 44 12 Test pit terminated at approximately 11.5 feet. No groundwdater seepage observed. J No caving. 13 14 15 I Terra NOTE:This subsurface information pertains only to this test pit location and should not be Associates, Inc . interpreted as being indicative of other locations at the site Consultants in Geotechnical Engineering Geology and Environmental Earth Sciences Particle Size Distribution Report _ o00 C C C C C C V V (00 N �p M N \ \ M # # # # # # # # 100 r I I I I I I I I I I I I I I I I I 1 1 1I 1 1 90 I � I I I I I I I I I I I I I I 1 H HI I I I I I I I I I I I I 80 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 70 I I I I I I I I I I I I I I 1 I I I I I I I I I I I I w 60 I I I I I I I I I I I I I I Z I I I I I I I I I I I I I I I I I I I I I I I I I I Z 50 I I ! I I I ! I I I I w I 1 I I I I I I I I I I I a 40 1 1 1 1 1 1 1 I 1 1 1 1 1 I I I I I I I I I I I I I 30 ! I I I I I I I I I I I I I I I I I I I I 11 1 1 T 20 I I I I I I I I I I I I I I I I I I I I I I I I I 10 I I I I I I I I I I I I 1 I I I I I I I I I I I 0 100 10 1 0.1 0.01 0.001 GRAIN SIZE - mm. of+3., F- %Gravel %Sand %Fines Coarse Fine Coarsel Medium Fine Silt Clay 01 0.0 4.9 24.0 11.9 42.9 14.8 1.5 0 0.0 8.5 38.5 20.8 23.4 7.7 1.1 Al0.0 0.0 1.3 3.2 27.4 42.2 25.9 LL PL D DAn D D D4= Din C C11 0 10.9222 2.1025 1.2494 0.6463 0.4045 0.3195 0.62 6.58 ❑ 14.4681 6.1432 4.2293 1.8176 0.8500 0.5130 1.05 11.98 0 0.7314 1 0.3433 0.2591 0.0965 Material Description USCS AASHTO o Poorly graded SAND with gravel SP ❑ Poorly graded SAND with gravel SP o Silty SAND SM Project No. T-8353 Client: Sierra Construction Co Remarks: Project: Casting Operations oTested on June 9,2020 Arlington,Washington ❑Tested on June 9,2020 o Location: Test Pit TP-1 Depth: -5 feet Sample Number: 2 oTested on June 9,2020 ❑ Location: Test Pit TP-1 Depth: -10.5 feet Sample Number: 4 A Location: Test Pit TP-2 Depth: -2 feet Sample Number: 1 Terra Associates, Inc. Kirkland WA Figure A-6 Tested By: -FQ Particle Size Distribution Report C C O O O C C C C C .' f0 m N 100 I I I I I I I I I I I I I I I I I I I I I I I I I I I 90 I I I I I I I I I I I I I 80 I I I I I I I I I I I I I I f I l i I I I I I I I I I I I I I I I I I I I 70 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I w s0 I I I I I I I I I I I I I Z I I I I I I I I I I I I I I I I I I I I I I I Z 50 I I I I I I I I I I w I I I I I I I I I I I 40 I I I I I I I I I I I I I I I I I I I I I I I I I I I 30 I ( I I I I I I I I I I I I I I I I I I I I I I I I I 20--- TNI I I I I I I I I I I I I I I I I I I 10 I I I I I I I I I I I I I I I I I I I I I I I I I 0 100 10 1 0.1 0.01 0.001 GRAIN SIZE mm %+3" %Gravel %Sand %Fines Coarse Fine Coarsel Medium Fine Silt Clay 0 0.0 2.2 20.0 9.2 47.0 20.7 0.9 11 0.0 28.4 36.8 6.5 19.4 8.7 0.2 i LL PL DgS D60 DSn D D D10 C C11 J o 8.1897 1.2269 0.8647 0.5261 0.3476 0.2863 0.79 4.28 ❑ 26.3886 14.3261 10.8595 2.5211 0.6233 0.4542 0.98 31.54 _J Material Description USCS AASHTO o Poorly graded SAND with gravel SP ❑ Poorly graded GRAVEL with sand GP Project No. T-8353 Client: Sierra Construction Co Remarks: 1 Project: Casting Operations oTested on June 9,2020 Arlington,Washington ❑Tested on June 9,2020 o Location: Test Pit TP-3 Depth: -11 feet Sample Number: 2 ❑ Location: Test Pit TP-4 Depth: -9 feet Sample Number: 3 Terra Associates, Inc. Kirkland WA Figure A-7 Tested By: FQ CPTu-01 CPT CONTRACTOR: In Situ Engineering OPERATOR:OKBAY CUSTOMER:Terra Associates Inc CONE ID:DDG1369 LOCATION:Arlington TEST DATE:6/8/2020 9:30:38 AM JOB NUMBER:T-8353 PREDRILL:0 ft COMMENT:Project Floyd BACKFILL:Bentonite Chips If COMMENT: SURFACE PATCH:None Tip COR Sleeve Stress F.Ratio Pore Pressure SBT FR SPT (tsf) (tsf) N (psi) (RC 1983) (blows/ft) 0 450 0 5 0 4 5 5 0 12 0 80 0 - -T�- - 1 1 1 1 1 '� ''1 1 1 1 it 1 1 i i li I 1 1 I 1 I I 1 1 1 1 1 I l 1 1 I I I 1 I 1 1 2 -I-- --i-H --1----+- -_------1-_ J-Ar----- t•`.-1- _� ---_�--1-4 1� I I I •\ I I I I"��_I \_ 1 / 1 1 I I I I _ 1 1 I I 'j� 1 i 1 1 _- 1 1 1 I � I I 11•-1 1 1�I I 1 f I 1 I I 1 I 1 1 1 1 I I I 1 6 1 1-1-- 1- t --- - ' - 1 1 ' "1 --i -I- t 1" 1 I ,1 1 1 A' 1 1 1� 1 1 1 I I 1 l i 1 1 •�) 1 1 1' 1 I I 1 1 1 I I I ', 1'•,1 1 1-'� 1 1 1 1 1 1 1 Depth (ft) I 1 1! I 1. '1 8 - ) 1 ---- -I -----1-- r 1 -I - 1 ----- 1 1 i-I-I T 1-I l� l-- I .J--I I I I 1-� -1-r 1 1 1 1 1 1 L 1 1 I I 1 1 1 I 1 1 I I I I I 1 1 10 -rt--I-,_ .. T'-1-`I-'-- - ---' -I- - '17 TiI 12 I I 1 I 1 I 1 I 1 1 I I I I 1 I I I I I 1 1 11 I I I I I I I I I I I I I I 1 1 I 1 1 1 1 I 1 1 1 I I 1 I I I I I 1 I 1 1 1 I 1 1 I I I I I I I I I I 1 1 I 1 1 1 I 1 1 I 1 I I I I 1 i I I I I 1 1 I 1 1 1 I 1 1 I I 1 I I I I I I I I I 1 1 14 1 �l TOTAL DEPTH: 10.663 ft ® 1 sensitive fine grained E4 silty clay to clay 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material E 5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained(*) ( '3 clay 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand(*) *SBT/SPT CORRELATION: UBC-1983 CPTu-01 A CPT CONTRACTOR:In Situ Engineering OPERATOR:OKBAY CUSTOMER:Terra Associates Inc CONE ID:DDG1369 LOCATION:Arlington TEST DATE: 5/8/2020 9:46:07 AM JOB NUMBER:T-8353 PREDRILL:0 ft COMMENT:Project Floyd BACKFILL:Bentonite Chips COMMENT: SURFACE PATCH: None Tip COR Sleeve Stress F.Ratio Pore Pressure SBT FR SPT (tsf) (tsf) N (psi) (RC 1983) (blows/ft) 0 450 0 5 0 4 -5 5 0 12 0 80 o -TI--FTTI F I iTT " i I I I ' 1 I i i 1 1 1 I 1 1 1 L- I 1 , I 1 1 1 1 1 • , 1 1 1 WNW I 1 I l I I 1 1 1 I 1 I I 1 1 I 1 1 1 1 1 1 1 I I 1 1 1 I I 1 1 2 1 r—JI 1 1' 1 4 — - a=-'- - - -- 1 -'---- - �- -I---L I 1 1 1 1 1 1 I 1 1 1 1 1 1 1 Depth (ft) 8 ---'- - -i 1 i --1 -- - - -- - ----'-- 1 1 -i- -i- ' ---- 1 1 I 1 I 1 1 I I I i 1`1 t'1�1 1• 1',1 1 I 1 ' 1 1 �1 1 1 1 .' 1 I 1,Q /:1.1 1•� 1.1.' J 1 I i l l �..1 1 1 1 I i 1',i'1y l•t�,y 1+'1 I J I I � ; 1 1 11 i i 1 1 �,INI 1 f i'• 1 I 1 i -I- 11 -� -- I i 1 r l I'.t .'1_I�.1 10 - - - --�-r ' I 1 I 1 ! � 1 1 �1 i 1�` 1;•1 n(:tri 1 � I I ' I I t I1 1 1 1 1,;1 I (I rl 11 1 I 1 ,1 ' 1 11 , i ��III{ �,.1 :'1 t,j•.1 � 1 I I 1 1 / 1 I.,1 I 1►7'1{I i''1 h'1.:' , 11 1 I �1 I I I i -C. I I I 1' I i ' 1 1•.'1''.'ll_f'1„1 i 1 12 --'-- I I t I i ( 1 I I I 1 1 •'f�' I 1'1 I I I I I 14, 14 TOTAL DEPTH: 13.451 ft I 1 sensitive fine grained 04 silty clay to clay 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material E5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained(*) 03 clay ■6 sandy silt to clayey silt 9 sand 12 sand to clayey sand( ) "SBT/SPT CORRELATION: UBC-1983 CPTu-01 B CPT CONTRACTOR: In Situ Engineering OPERATOR:OKBAY ter; CUSTOMER:Terra Associates Inc CONE ID:DDG1369 LOCATION:Arlington TEST DATE:6/8/2020 10:06:10 AM JOB NUMBER:T-8353 PREDRILL:0 ft COMMENT:Project Floyd BACKFILL: Bentonite Chips COMMENT: SURFACE PATCH:None Tip COR Sleeve Stress F Ratio Pore Pressure SBT FR SPT (tsf) (tsf) N (psi) (RC 1983) (blows/ft) 0 450 0 5 0 4 -5 5 0 12 0 80 1 1 1 I : 1 1 11 1 1 I I I 1 1 1 1 1 1 1 I 1 I 1 •'1 1 1 I 1 1 1 I 1 "1 I 1 I 2 ---- -1-L+ --1------ ---- --1-- 1--1-'--+' w t l.,+-1 H - ------ 1- 4 - -'--L1_I-L --1 '------ ------ - ---`- 1 I 1_.•� 1 1 I I�' 1 1 t l 1 1 1 -i 1 1 1 1 11 1 I 1 1 I 1 1✓' 1 � �!�lr.+T .(. I 1 1 Depth (ft) 1 I r I'� 1 1 - - 1 I•1'� 1 1 li I 8 I r .li-I - 1 ` 1 - - --- - 1 1 '-I-- -- - -----,--I- I 1• `I Z 1 1--� -� F I I 1 1 I I 1 i I I I 11 I I ll I I I i 1 1 I I 1 I I I I 11 1 I AI I I 1 I 1 1 I 1 1 I I 1 1 1 I il I I I I I '•�I I 1 i� I I 1 -1 r � I I I 10 I I 1 1 1 I I I 1 1 I I I I I I I 1 I 12 -1--4--1- 1--r------ I 1 1 1 1 1 I I I I I I 1 I I 11 I I 1 1 1 1 I I 1 1 I I I I I 1 I I 1 I I 1 1 1 1 1 I 1 1 1 1 I I I I I 1 I 14 TOTAL DEPTH: 10.335 ft 1 sensitive fine grained 04 silty clay to clay 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material 0 5 clayey sift to silty clay 8 sand to silty sand 11 very stiff fine grained(*) 3 clay 14 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand(*) *SBT/SPT CORRELATION UBC-1983 C PTu-02 CPT CONTRACTOR: In Situ Engineering OPERATOR:OKBAY CUSTOMER:Terra Associates Inc CONE ID: DDG1369 LOCATION:Arlington TEST DATE:6/8/2020 8:52:21 AM JOB NUMBER:T-8353 PREDRILL:0 ft COMMENT:Project Floyd BACKFILL: Bentonite Chips 1 COMMENT: SURFACE PATCH: None Tip COR Sleeve Stress F.Ratio Pore Pressure SBT FR SPT (tsf) (tsf) M (psi) (RC 1983) (blows/ft) 0 0 450 0 5 0 4 -5 5 0 12 0 80 IL 1 1 I 1 1 1 I I I I I • 1 1 1 1 I I I I I I 1 I 1 1 1 I I 1 1 1 1 1 I i I I I oil 1 1 I 1 1 1 1 !! 1 1 I I I I 1 1 1 1 I I 1 I I 1 I 4 ______ L1_ I i I 1 1 1 1 1 1 I I I I 1 I 1 1 I 1 I I I Il 1 6 I 1 I 1 I 1 I I 1 1 I 1 I I 1 I I 1 1 I I I 1 I 1 I I I ! 1 1 Depth 1 1 1 1 I I I 1 1 1 1 1 8 -- 1 11 I - i-------' - - - - - --i-- - -----i T - �.i li , fll -i -- I t— I -r--r:- i 1 � II rr-n-,71-I_ r�- I 1 1 1 1 1 --T- ---- 1- 1 I I I 1 1 I I I 1 1 1 I I I 1 1 1 1 I I I I 1 1 I 1 I I I I I I I 1 1 1 I -1-- -�.77-I-- —r, I 1 i I I I I I I I I I I I I I I C I I I 1 1 1 I 1 1 1 1 I I ! I I I 1 I I I I I 1 1 1 I I I I I I I I 1 1 I I I I 1 1 1 I I I I I I I I I I 1 I ! I t 1 1 I I I I I I I I 12 -I- -I-~- --1-- ---- - --- -I-- -I---F++ Hr-I----�- -- -- --H I 1 ! 1 1 I I 1 I I 1 I I I I I 14 TOTAL DEPTH:9.350 ft 1 sensitive fine grained 04 silty Gay to clay 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material 5 clayey silt to silty Gay 8 sand to silty sand 11 very stiff fine grained(') 3 clay 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand(*) 'SBT/SPT CORRELATION: UBC-1983 i CPTu-02 A CPT CONTRACTOR:In Situ Engineering OPERATOR:OKBAY CUSTOMER:Terra Associates Inc CONE ID: DDG1369 LOCATION:Arlington TEST DATE:6/8/2020 9:10:52 AM JOB NUMBER:T-8353 PREDRILL:0 ft COMMENT:Project Floyd BACKFILL:Bentonite Chips COMMENT: SURFACE PATCH: None Tip COR Sleeve Stress F.Ratio Pore Pressure SBT FR SPT (tsfl (tsfl N (psi) (RC 1983) (blows/ft) 0 0 450 0 5 0 4 -5 5 0 12 0 80 I 1 1 1 11 1 1 I I 1 it 1 1 1 1 1 1 I I 1 I I l l 1 1 1 ! 1 1 I I 1`I I I I ' 1 I 1 1 1 1 � 1 •'I r 1 1 I I 1 I I 1 j 1 1 1 1 1 1 I I I I 4 '�-'--' --- - --'---- - ---1-- 1 -'----:1 J _ 1 --I-L 1 1 I I 1 I I 1 1 1 1 1 I I I 1 1 1 1 I 1 1 I 1 1 1 1 1 1 1 I I I 1 1 Depth (ft) 1 1 '�I 1 1 1 1 _ �I 8 471-1-II ------ 1 ------ r I 1 I I 1 Ij 1 / 1 1 11 I I I 1 1 1 1 1 I 1 1 1 11 1 1 1 10 I--r r7-I-r- -t--I------ -------1-- I 1 1 1 1 1 1 I I I I 1 I I 1 1 1 I I I 1 1 1 1 1 1 1 1 1 I I I 1 1 1 1 I I I 1 1 1 1 1 1 1 1 1 1 I I I I I I I I I 1 1 1 1 1 1 I I I I 1 I 1 1 I I I I 1 1 1 1 1 1 1 1 I 1 I 1 1 1 I I 1 1 1 1 1 1 I I 1 1 1 1 1 1 I I II 1 1 1 1 1 1 1 1 1 1 I 1 1 1 I I I 1 1 1 1 I I I 1 1 1 1 I 1 I I I I I I I I I 1 1 1 I I 1 1 1 1 I I 1 1 1 1 I I r 12 ___1__F..-I-1-- --1--I_-`- - -----I-- a+-I---r r+ -/•+I-I-.--/-1 -,- - +-- -I-H I 1 1 1 1 1 I I 1 1 1 1 1 1 1 1 1 I I I 14 TOTAL DEPTH:9.843 ft lid 1 sensitive fine grained 04 silty clay to clay 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material ■5 clayey silt to silty clay 8 sand to silty sand '1 11 very stiff fine grained(*) 3 clay 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand(*) *SBT/SPT CORRELATION:UBC-1983 APPENDIX B-TEST PIT LOGS BY OTHERS ,��. �� 1 I TP-1 SAMPLE DATA SOIL PROFILE _ GROUNDWATER a c Excavation Method: Tracked Excavator T E z m o t 6> Ground Elevation(ft): —137(Google Earth) ,0 a � Gillen Construction/Noah Griffin n W e E m 0 o rn a rn 0 � � 0 T SM/ Loose,dark brown,moist,silty,gravellyQO 2= d SAND with organics and rootlets(topsoil) Groundwater not encountered. O Loose,orange/brown,moist,silty,SAND 3= d 0.0 GW/ (Weathered Recessional Outwash)variable a O o GP gravel content a W=5 0 O Dense,grey,moist,poorly graded GRAVEL 5 4 Z d GS o 0 with sand(Recessional Outwash) 00 00 00 o to 00 Z _ o � o0 P � 6O z - _ 1 Test Pit Completed 01/16/19 °J° 1 5 Total Depth of Test Pit=13.0 ft. 4 TP-2 a SAMPLE DATA SOIL PROFILE GROUNDWATER �, Excavation Method: Tracked Excavator z z Z ;g rn —137(Google Earth) m o Ground Elevation(ft): a c E L) Excavated By. Gillen Construction/Noah Griffin a) I0 coca W t- C w 0 SM/ Loose,dark brown,moist,silty,gravelly, w W=18 OL SAND with anics and rootlets(Topsoil) 6= d Groundwater not encountered. GS SM Loose,orange/brown,moist,silty,SAND 7= d W=4 O O GW/ (Weathered Recessional Outwash)variable o GS o 0 GP gravel content 5 0.0. 0 Dense,grey,moist,poorly graded GRAVEL N with sand(Recessional Outwash) 0 O 0° W 0 0. O 0 O a 10 0 0 0 0. Test Pit Completed 01/16/19 0 Total Depth of Test Pit=11.0 ft. U 15 O X m C Notes: 1. 5tratigraphic contacts are based on field interpretations and are approximate. $ 2. Reference to the text of this report is necessary for a proper understanding of subsurface conditions. N 3. Refer to"Soil Classification System and Key'figure for explanation of graphics and symbols. 0 SMARTCAP Manufacturing Figure OeoTeST Buildings Log of Test Pits 5 Arlington,WA 98223 TP-3 SAMPLE DATA SOIL PROFILE GROUNDWATER ° Tracked Excavator Excavation Method: F Z U rn Ground Elevation(ft): -137(Google Earth) Z U E c E m Excavated By-. Gillen Construction/Noah Griffin co 0 0 u)uS 0 H C� � t 0 Sful/ Loose,dark brown,moist,silty,gravelly, OL SAND with organics and rootlets(Topsoil) Groundwater not encountered. SA't Loose,orange/brown,moist,silty,SAND o° GW/ (Weathered Recessional Outwash)variable a O o GP gravel content c� _J] a 5 p o Dense,grey,moist,poorly graded GRAVEL F o o with sand(Recessional Outwash) 00 00 °O °0 00 10 00 O o0 o0 8 S Test Pit Completed 01/16/19 m 15 Total Depth of Test Pit=13.0 ft, J 3 0 z TP-4 SAMPLE DATA SOIL PROFILE GROUNDWATER IL U E a Excavation Method: Tracked Excavator m (n -137(Google Earth) O Z Cl) Ground Elevation(ft): a s _ E o m 0 Excavated g7 (3illen Gonslruction/Noah Griffin a p (A 06 0) H C9 D — �' —0 —SW Loose,dark brown,moist,silty,gravelly, OL SAND with organics and rootlets(Topsoiq J 9= d SM Loose,orange/brown,moist,silty.SAND Groundwater not encountered. _ 10� d O° GW/ (Weathered Recessional Outwash)variable 0 00 GP gravel content tu 0, Dense,grey,moist,poorly graded GRAVEL 5 o O with sand(Recessional Outwash) R 00 H 0 p. 0 0'O. w p 0 - O O �QdS 10 0 0 3 0.0 - O.. O w Test Pit Completed 01/16/19 Total Depth of Test Pit=12.0 ft. I 15 O rr X m iA Notes: 1. Stratigraphic contacts are based on field Interpretations and are approximate. 8 2. Reference to the text of this report is necessary for a proper understanding of subsurface conditions. N 3. Refer to"Soil Classification System and Key'figure for explanation of graphics and symbols. r` SMARTCAP Manufacturing Figure OeoTe5T Buildings Log of Test Pits 6 Arlington,WA 98223 l TP-6 SAMPLE DATA SOIL PROFILE GROUNDWATER 1 E E Excavation Method: Tracked Excavator >% E ) rn Ground Elevation(ft): —137(Google Earth) Io c I- M jExcavated gy. Gillen Construction/Noah Griffin 0SiW Loose,dark brown,moist,silty,gravelly, FOL SAND with organics and rootlets(Topsoiq Groundwater not encountered. w 40, SM Loose,orange/brown,moist,silty,SAND ~ 0 o GW/ (Weathered Recessional Outwash)variable CL o o GP gravel content 0. o 0 Dense,grey,moist,poorly graded GRAVEL F5 00 0 with sand(Recessional Outwash) q 0- 0 y 00. 00 00 ,0 cl 00 00 c7 - 0 Z 0 lm Test Pit Completed 01/16/19 J 15 Total Depth of Test Pit=13.0 ft. 3 z z TP-6 a SAMPLE DATA SOIL PROFILE GROUNDWATER Tracked Excavator E n E a Excavation Method: z Z 1° ,~, ) to Ground Elevation(ft): —137(Google Earth) EE E o co U Excavates Gillen Construction/Noah Griffin CD 0 ZE sw Loose,dark brown,moist,silty,gravelly, w OL SAND with organics and rootlets(T soip Groundwater not encountered. Loose,orange/brovm,moist,silty,SAND 5 0 GW/ (Weathered Recessional Outwash)variable o o GP gravel content 5 p'0 Dense,grey,moist,poorly graded GRAVEL 0 O with sand(Recessional Outwash) '0 0 � 000 W 00 0 o 00 10 0.0 O 0'0. w o no L w Test Pit Completed 01/16/19 o 5 Total Depth of Test Pit=13.0 ft. 4z 9 X ai C Notes: 1. SVatigraphic contacts are based on field Interpretations and are approximate. 8 2. Reference to the text of this report is necessary for a proper understanding of subsurface conditions. N 3. Refer to"Soil Classification System and Key'figure for explanation of graphics and symbols. `a SMARTCAP Manufacturing Figure OeoTe5T Buildings Log of Test Pits 7Arlington,WA 98223 TP-7 SAMPLE DATA SOIL PROFILE GROUNDWATER E Excavation Method: . Tracked Excavator 8; 2 Ground Elevation(ft): 137(Google Earth) 0 0 ? � �BY: Gillen Construction/Noah Griffin CD Ca in 0 0 -TT-t a isov Loose,dark brown,moist,silty,gravelly. SAND with organics and rootlets(Topsoil) Groundwater not encountered. uii 12:a. d �S 2 0 o Loose,orange/brown,moist,silty,SAND W=3 0 0 GWI (Weathered Recessional Outwash)variable 13 Z d GS 00 GP gravel content 5 0 0 Dense,grey,moist,poorly graded GRAVEL 0 0 with sand(Recessional Outwash) 00 0 00 0° 0 o F 10 00 z o r7 0 0 0 Test Pit Completed 01/16/19 m 15 Total Depth of Test Pit=13.0 ft. 3 r 0 z m TP-8 SAMPLE DATA SOIL PROFILE GROUNDWATER U ;0E Excavation Method: Tracked Excavator o Z 2 ~ N Ground Elevation(ft): —137 Goole a E a E U Excavated BY: Gillen Construction/Noah Griffin w 0 -d t d SMi Loose,dark brown,moist,silty,gravelly, OL SAND With organics and rootlets(Topsoil) W=12 LU d Groundwater not encountered. 15 Z GS SM Loose,orange/brown,moist,silty,SAND W=4 p GWi (Weathered Recessional Outwash)variable o i6Z d GS 0 q GP gravel content 5 0 0 Dense,grey,muisl,Ix"ly yidded GRAVEL o with sand(Recessional Outwash) q° oa `? 17= d GS6 0 0 0 0 0 10 00 00 0 0 Test Pit Completed 01/16/19 Total Depth of Test Pit=12.0 ft. 15 0 X a C Notes: 1. Stratigraphic contacts are based on field interpretations and are approximate. 2. Reference to the text of this report is necessary for a proper understanding ol subsurface conditions. N 3. Refer to"Soil Classification System and Key'figure for explanation of graphics and symbols. SMARTCAP Manufacturing Figure GeoTG'ST Buildings Log of Test Pits 8 Arlington,WA 98223 TP-9 SAMPLE DATA SOIL PROFILE GROUNDWATER E n E Tracked Excavator Excavation Method: Z ��, 6 4 rn Ground Elevation(ft): —137(Google Earth) a E c E E U ExcavatedW. Gillen Construction/Noah Griffin co co 05 � c9 _ o _ 0 -T a SfuV Loose,dark brown,moist,silty,gravelly, a OL SAND with organics and rootlets(Topsoil) 19 Z d Groundwater not encountered. Loose,orange/brown,moist,silty,SAND p 0 GW/ (Weathered Recessional Outwash)variable a' 20= d 0 0 GP gravel content a 5 0 0 Dense,grey,moist,poorly graded GRAVEL 0 o with sand(Recessional Outwash) 0 a: 0 00 N 00 00 F 10 �00 Z 00 O O 0 o Test Pit Completed 01/16/19 Total Depth of Test Pit=12.0 ft. m 15 ca g (L' H O 2 TP-10 SAMPLE DATA SOIL PROFILE GROUNDWATER U Excavation Method: Tracked Excavator z i Z m ~ rA Ground Elevation(ft): —137(Google Earth) a a E f E o a U Excavated Gillen Construction/Noah Griffin W 0 a SMI Loose,dark brown,moist,silly,gravelly, w OL SAND with organics and rootlets(Topsoip J P2= d W=12 SM Loose,orange/brown,moist,silty.SAND Groundwater not encountered, GS (Weathered Recessional Outwash)variable LL 6 23= d W=4 0 GW/ gravel content = 5 GS o O GP Dense,grey,moist.poorly graded GRAVEL 0 o with sand(Recessional Outwash) o O O 00 O - 00 — O 10 00 ggg a0 0 w r;; Test Pit Completed 01/16/19 Total Depth of Test Pit=12.0 ft, 15 0 X to Notes: 1. Stratigraphic contacts are based on field interpretations and are approximate. S 2. Reference to the text of this report is necessary for a proper understanding of subsurface conditions. N 3. Refer to'Soil Classification System and Key'figure for explanation of graphics and symbols. C4 v SMARTCAP Manufacturing Figure OeoTe5T Buildings Log of Test Pits 9 Arlington,WA 98223 TP-15 SAMPLE DATA SOIL PROFILE GROUNDWATER S a c Excavation Method: _Tracked Excavator E E E Z c0 to Ground Elevation(ft): -137(Google Earth) aE E cao 0 Excavated%r. Gillen Construction/Noah Griffin o 0 rn cD In H 0 0 SIW Loose,dark brown,moist,silly,gravelly, OL SAND with organics and rootlets(Topsoil) Groundwater not encountered. ff w SM Loose,orange/brown,moist,silty,SAND ~ p GW/ (Weathered Recessional Outwash)variable CL o o GP gravel content a p 0 Dense,grey,moist,poorly graded GRAVEL 5 0 0 with sand(Recessional Outwash) p0 w OO O 00 10 0 Test Pit Completed 01/16/19 Total Depth of Test Pit=10 0 ft. 0 _J 15 D 0 z TP-16 SAMPLE DATA SOIL PROFILE GROUNDWATER a - U - F E Excavation Method: Tracked Excavator z Z a `-° (n g Ground Elevation(ft): -137(Google Earth) a E E c E m U Excavated w. Gillen Construction/Noah Griffin o in cr W (9 D 0 SIW Loose.dark brown,moist,silty,gravelly, OL SAND with organics and rootlets(Topsoil) Groundwater not encountered. J SM Loose,orangelbrown.moist,silty,SAND 00 GW/ (Weathered Recessional Outwash)variable 0 0 o GP ravel content w 0 O Dense,grey,moist,poorly graded GRAVEL - 5 o O with sand(Recessional Outwash) 00 o v 00 w p O �O 10 O O O w Test Pit Completed 01/16/19 0 Total Depth of Test Pit=11.0 ft. v, U I 15 0 rr X rn W Notes: 1. Stratigraphic contacts are based on field interpretations and are appro>amale. 8 2. Reference to the text of this report is necessary for a proper understanding of subsurface conditions. N 3. Refer to"Soil Classification System and Key'figure for explanation of graphics and symbols. SMARTCAP Manufacturing Figure C�G'OTG'ST Buildings Log of Test Pits 12 Arlington,WA 98223 CPT 03A CPT CONTRACTOR:In Situ Engineering OPERATOR:okbay CUSTOMER:GeoTest Services CONE ID:DDG1263 LOCATION:Arlington PREDRILL:N/A JOB NUMBER:19-0009 BACKFILL:20%Bentonite Grout TEST DATE:1/16/2019 10:09:44AM SURFACE PATCH:Bentonite Chips j Tip CDR F.Ratio Pore Pressure SBT FR SPT f (tsf) (%) (psi) (RC 1983) (blowslft) 0 450 0 4 •6 14 0 12 0 80 I I I 1 5 -r -�- I1 I 1 I 1 11 1 I 10 1 11'f H i l l 15 - 1 1 ; I 1 I •� I � I r � i r , , � 20 - , Depth ; 25 - y_L. I - 1 ♦ - -- r- - _ -I-F .1 -- ' I I , r � � 1 1 I 1 1 1 1 � � ' • I I r 30 1 I I I i I I I r 1 1 1 1 I i I I I I I I I I I 35 -T- T-I- -r- -I-1-rrr-140 1 1 1 - I I • �, 1 r I 1 1 1 I 1 I 1 I I 1 1 I 45 — — TOTAL DEPTH:40.354 ft 1 sensitive fine grained ®4 silty day to day 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material ®5 clayey silt to silty day 8 sand to silty sand 11 very stiff fine grained(*) 3 day 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand(*) *SBT/SPT CORRELATION:UBC-1983 APPENDIX C-LIQUEFY PRO OUTPUT I 1 LIQUEFACTION ANALYSIS Castings Operations Hole No.=CPT-1A Water Depth=0 ft Magnitude=7 Acceleration=0.52g 1 Shear Stress Ratio Factor of Safety Settlement Soil Description I (ft) 0 1 0 1 5 0(in.) 1 0 - 1 1 1 T I1177 2 a: 4 0 _1 I .a; 6 ,'0 8� 8 0 10 ~' �� •a a a. 12 ; Ul fs1=1 S=0.00 in. _ CRR CSR fs1— Saturated Shaded Zone has Liquefaction Potential Unsaturat. a 14 g CivilTech Corporation CPT-1A Plate A-1 LIQUEFACTION ANALYSIS Castings Operations Hole No.=CPT-2 Water Depth=0 ft Magnitude=7 Acceleration=0.52g Shear Stress Ratio Factor of Safety Settlement Soil Description (R)0 0 1 0 1 5 0(in.) 1 2 4 1 s 8 fs1=1 S=0.04 in. CRR CSR fs1 Saturated — Shaded Zone has Liquefaction Potential Unsaturat. 10 :z u m 12 LU O t .t! U e 14 Q J CivilTech Corporation CPT-2 Plate A-1 APPENDIX D-INFILRATION OUTPUT i O v r` v M 11 N Iv CD 7 d w Tl CD o w 4- co O - - -- O - N O Na) _ a VJ (O o C t/ M > N O c r M - I co w O O >O ^ it O a° _ m W `r T N ccoo O U- L d O LO M M 0 e O U I ( ~ O N O w C uni N N M LL {J M M O r O O U -• a' OD N 000 00 o W N N O N ~ C) 00 * (14 U FY) cu NMLL �- O M M 00 OMD i j + a) N a) N J 0- 0 O N r M IIc H O O O ¢ O rn04 tN/) d? v Y II O) N w '� -- - - — O O O I� M r O � N 1 W It O N IT O N � M V N coo O Cl) O O N O N N CN O CC)O M O) O N p jI ~ O N O O N .E O O LOZ C > I ? > d cB I cu U _ w a) p U �v �- > 7 E ; Y CD o d F (O T N C U L a v v 4 U � � C N U) 0 0 > o ° L ¢ o C: rn Q .E = Y >' U w f0 /1 N r r-. L M c0 * L a) S o C _ E E E °) m a) o a o a d y 90�11 a) >v_ L) o > H d rn .J L •c N III d = w L m N O) c v Y O g C C 9`o a Y +� g o o n � II 03 � � O > N ... c w � 0000v= a ¢ Hvv � Y ooaa ¢ UY ww LLUUU I I II I � � � l 7 1 7 1 1 7 7 7 J J J J J } I 1 I ri .•. .._� •; "��_ti�R4 _ 1 ,�� �}. Z ain6id OZOZ 3Nflf alga £5£8-1 'ON fad seoualoS 4PEE]leluawualnu3 pue (6WZ NVr 1S31030)NOUV001 lld 1S3131VINIX08ddd� 6uuaeul6u3 lealuLpa1oa0 ul s)uelinsuo0 NOlJNIHS`dM `NOlJNl�2i`d •oUl SajeioOSS1p/ S3s'NOS13N 1�8 4341�02id NHId 311S�3�N321333b SNOI-LV'd3d0 JNIlS`d0 NOliVOOl 1S31 NOliVb13N3d 3NOO 31vAlxo8ddv � 39 iOd2m NHS GNV AIN O 2i0 NJIS34 i�03 03Sf1 38 lON alf10HS aN`d�llNO 30N32i3d3a NVId NOliVO01 N011`d J01dX3 �JJa,j, 2iO3(13GN31Nl SI ll '31VAIXO'dddV MIV SNOISN3A1a N0Il`d001 lld 1S31 31VINIXO2IddV (INV SNOUVOM 1Td 'OLVIN3HOS SI N`dld 311S SIHl :aN3031 :31ON 4 N011V001 32100 31VINIX d, � o, ;�' c I 1333 NI 3-IVOS 31VAIXMJddV ' 'dA1 1NM10AH 3tlld i � m 31V9 9NMNIMS I I ion M 09 0 q II 31V09NI0I1S 3aOS0l]N3 HSVa1 4 6-di II I ll3M H] I l-dl £-di Z-dl I I � I I P-.ez Z-ldO II i 5 L-dl ,I 4 I I NOIlb'9IM II ON 'SS"E)3AI-LVN I (I'dVk'dO 3dV I� NOISNVdX3 :imn i f13 i g NOUVX3 ' �s 088,8L 6-di 9-di b-d I M0a P0,02 E)NIciiina Z-di �I O £-dl I I I 30I330 � au'3anix[d 1I1�»n I (163103 J)H£ idO 031(331NOOw 310d ZXSa VINOHln II ' I 31VI)ONIOI Is 33N3a ALafU3s N313WR13d— II 6-1d0 o \ LAJ R waodsNVa1$- CD I Z 3SdHd ,.�L-dl avd b-dl 4 q g (INV V0lVV3N39:)IM313 13SdHd I g I � 01 T O� fV — — — — — — — — — — — — — — — — — g I , , s P—,9£ �,i P—Oro A—•9 A—,Bl A—AF A—d P_9Z A—.ZZ P—•1l P_,06_ — -- A—•S>�-' ""IA0 A—•ObF O O E't (Dee T£ 5E SO 56 Cb 0 0 O NOI1JfRI1SN05 I N2nl'n r:3rWUA l 1 0 W tcr Cotwr Plan Review By SAFEbuilt Structural Calculations r� PREPARED FOR: Sierra Construction 14800 NE North Woodinville Way Woodinville, WA PROJECT: Casting Operations 2200333.20 PREPARED BY.- Larry Higgins PE Sr. Engineer REVIEWED BY: Danial L. Booth PE SE Principal DATE: JJune 2020 Received JUN, Z 5 2020 -?�Aq w Civil Engineers • Structural Engineers • Landscape Architects • Community Planners 9 Land Surveyors • Neighbors • i i r 1 f I I � 4 .. � f � � � ,. 1 (I .. �I !� we 1 Structural Calculations _ 'LM For GINMEnjo Casting Operations Arlington, WA Project # 2200333.20 Project Principal Danial L. Booth PE SE Sr. Engineer Larry A. Higgins PE 1 Design Criteria Design Codes and Standards Codes and Standards: Structural design and construction shall be in accordance with the 1 applicable sections of the following codes and standards as adopted and amended by the local building authority: International Building Code, 2015 Edition. Structural Design Criteria: Live Load Criteria: Roof(Min Blanket Snow) 25 psf of "AsH�y�O� Slab on Grade 250 psf 1 Wind Load Criteria: Ultimate Wind Speed 110 mph I Risk Category 11 � �0°r�Gcr- N� G`�q� ' Wind Exposure B sS101VAL Topographic Factor 1.0 0612212020 Seismic Criteria: Risk Category II Seismic Importance Factor 1.0 Ss = 1.067 Si = 0.415 Sds = 0.763 Sd1 = 0.439 Site Class = D _ Seismic Design Category = D Response Modification Coeff. (R): 5 Seismic Response Coeff. (Cs): 0.153 . l _1 Soil Criteria: Based on Geotechnical Engineering Report by: Terra and Associates, dated June 2020. Allowable Soil Bearing Capacity: 3000 allow 33% increase for loads from wind or seismic origin. Active Earth Pressure = 35pcf/55pcf(un-restrained/restrained) Seismic Earth Pressure = 8H Friction Coefficient = 0.35 (sf=1.5) Passive Pressure = 300 pcf(sf=1.5) Project Description The project consists of a pretty standard concrete tilt warehouse/factory building using a metal roof. Standard concrete tilt exterior wall panels, steel columns open web steel joists and joist girders. This portion is for the general shell of the building except that a 16' deep pit will be installed prior to pouring slabs. The pit is a requirement for a specialized piece of equipment that will be installed during the TI. U.S. Seismic Design Maps Page 1 of 3 OSHPD 1q 9 <rraY.• ICasting Operations Latitude, Longitude: 48.167984, -122.143747 I QBad Dog Distillery 19, ABW Technologies Q Custom Interiors Octane Toy Box I I Q UTV- Powersports... Atlas o Rental 6 Arlington Community A Food Bank S el Fab Q � Mid-Mountain i Materials m 9 Contech Engineered Solutions � WE Evans Arlington Fire Q Case MarineQ Park Department Go gle Jehovah'Map data©2020 Date 6/4/2020,7:06:49 AM Design Code Reference Document ASCE7-10 Risk Category II )I site Class D-Stiff Soil Type Value Description Ss 1.067 MCER ground motion.(for 0.2 second period) Si 0.415 MCER ground motion.(for 1.Os period) Sans 1.145 Site-modified spectral acceleration value SMi 0.658 Site-modified spectral acceleration value SDs 0.763 Numeric seismic design value at 0.2 second SA SDI 0.439 Numeric seismic design value at 1.0 second SA Type Value Description SDC D Seismic design category Fa 1.073 Site amplification factor at 0.2 second Fv 1.585 Site amplification factor at 1.0 second PGA 0.429 MCEG peak ground acceleration FPGA 1.071 Site amplification factor at PGA PGAM 0.459 Site modified peak ground acceleration TL 6 Long-period transition period in seconds _J SsRT 1.067 Probabilistic risk-targeted ground motion.(0.2 second) SsUH 1.088 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration SsD 1.5 Factored deterministic acceleration value.(0.2 second) S1RT 0.415 Probabilistic risk-targeted ground motion.(1.0 second) S1UH 0.438 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration. S1 D 0.6 Factored deterministic acceleration value.(1.0 second) PGAd 0.5 Factored deterministic acceleration value.(Peak Ground Acceleration) CRs 0.98 Mapped value of the risk coefficient at short periods https:Hseismicmaps.org/ 6/4/2020 U.S. Seismic Design Maps Page 2 of 3 Type Value Description CR1 0.948 Mapped value of the risk coefficient at a period of 1 s https:Hseismicmaps.org/ 6/4/2020 U.S. Seismic Design Maps Page 3 of 3 DISCLAIMER While the information presented on this website is believed to be correct,SEAOC/OSHPD and its sponsors and contributors assume no responsibility or liability for its accuracy.The material presented in this web application should not be used or relied upon for any specific application without competent examination and verification of its accuracy,suitability and applicability by engineers or other licensed professionals.SEAOC/ OSHPD do not intend that the use of this information replace the sound judgment of such competent professionals,having experience and knowledge in the field of practice,nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the seismic data provided by this website.Users of the information from this website assume all liability arising from such use.Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the search results of this website. 1 �I l I _ J J J J J _J _� hftps:Hseismicmaps.org/ 6/4/2020 Company JOB TITLE Casting Operations Address City, State JOB No. 2200333.20 SHEET NO. Phone CALCULATED BY LAH DATE CHECKED BY DATE www.struware.com Code Search Code: International Building Code 2015 Occupancy: Uccupemcy Uroup ! rectory- see arch Risk Category& Importance Factors: Risk Category= I I Wind factor= 1.00 Snow factor= 1.00 Seismic factor= 1.00 Type of Construction: Building Geometry: Roof angle (0) 0.25/12 1.2 deg Building length(L) 340.0 ft Least width (B) 232.0 ft Mean Roof Ht (h) 35.0 ft Parapet ht above grd 40.0 ft Minimum parapet ht 1.0 ft Live Loads: Roof 0 to 200 sf: 20 psf 200 to 600 sf: 24-0.02Area, but not less than 12 psf over 600 sf: 12 psf Floor: Typical Floor N/A Partitions N/A Partitions N/A Partitions N/A Partitions N/A ~� Company JOB TITLE Casting Operations Address City,State JOB No.2200333.20 SHEET NO. Phone CALCULATED BY LAH DATE CHECKED BY DATE Wind Loads : ASCE 7- 10 l Ultimate Wind Speed 110 mph I Nominal Wind Speed 85.2 mph Risk Category II Exposure Category B Enclosure Classif. Enclosed Building Internal pressure +/-0.18 Directionality (Kd) 0.85 Kh case 1 0.732 1 Kh case 2 0.732 IType of roof Gable I Topographic Factor (Kzt) zil V(Z) Topography Flat Speed-up Hill Height (H) 80.0 ft _ _ Half Hill Length(Lh) 100.0 ft Vl z) x(upwind) P. x(downwind) 1 Actual H/Lh 0.80 H/2 Use H/Lh 0.50 f L HJ2 H Modified Lh = 160.0 ft if - From top of crest:x= 50.0 ft Bldg up/down wind? downwind ESCARPMENT H/Lh= 0.50 K, = 0.000 F- x/Lh= 0.31 KZ= 0.792 V(Z) z/Lh= 0.22 K3= 1.000 Z I Speed-up At Mean Roof Ht: V() x(upwind)pwind) x(dowrmnnd) Kzt=(1+KlKzK3)^2= 1.00 i H/2 `• H w Lh 'v H/2 2D RIDGE or3D AXISYMMETRICAL HILL Gust Effect Factor Flexible structure if natural frequency<1 Hz(T>1 second). h= 35.0 ft If building hl13>4 then may be flexible and should be investigated. B= 232.0 ft h/B= 0.15 Rigid structure(low rise bldg) /z(0.6h)= 30.0 ft G = 0.85 Using rigid structure default Rigid Structure Flexible or Dynamically Sensitive Structure e= 0.33 34 icy (r),)= 0.0 Hz t = 320 ft Damping ratio(P)= 0 Zmin= 30 ft /b= 0.45 c= 0.30 /a= 0.25 ' 9a,9v= 3.4 Vz= 70.9 Lz= 310.0 ft Nj = 0.00 Q= 0.80 Hn= 0.000 Iz= 0.30 Rh = 28.282 rl= 0.000 h= 35.0 ft G= 0.81 RB= 28.282 rl= 0.000 RL= 28.282 n= 0.000 9R - 0.000 R = 0.000 Gf = 0.000 I Enclosure Glassification Company JOB TITLE Casting Operations Address City, State JOB No. 2200333.20 SHEET NO. Phone CALCULATED BY LAH DATE CHECKED BY DATE Wind Loads-MWFRS h560'(Low-rise Buildings)except for open buildings Kz=Kh(case 1)= 0.73 Edge Strip (a)= 14.0 ft Base pressure(qh)= 19.3 psf End Zone (2a)= 28.0 ft GCpi= +/-0.18 Zone 2 length = 87.5 ft Wind Pressure Coefficients CASE A CASE B B=12deg Surface GC t w/-GCpi w/+GCpi GC f w/-GCpi w/+GCpi 1 0.40 0.58 0.22 -0.45 -0.27 -0.63 2 -0.69 -0.51 -0.87 -0.69 -0.51 -0.87 3 -0.37 -0.19 -0.55 -0.37 -0.19 -0.55 4 -0.29 -0.11 -0.47 -0.45 -0.27 -0.63 5 0.40 0.58 0.22 6 -0.29 -0.11 -0.47 1 E 0.61 0.79 0.43 -0.48 -0.30 -0.66 2E -1.07 -0.89 -1.25 -1.07 -0.89 -1.25 3E -0.53 -0.35 -0.71 -0.53 -0.35 -0.71 4E -0.43 -0.25 -0.61 -0.48 -0.30 -0.66 5E 0.61 0.79 0.43 6E 1 -0.43 -0.25 -0.61 Ultimate Wind Surface Pressures(psf) 1 11.2 4.2 -5.2 -12.1 2 -9.8 -16.8 -9.8 -16.8 3 -3.7 -10.6 -3.7 -10.6 4 -2.1 -9.1 -5.2 -12.1 5 11.2 4.2 6 -2.1 -9.1 1E 15.2 8.3 -5.8 -12.7 2E -17.2 -24.1 -17.2 -24.1 3E -6.7 -13.7 -6.7 -13.7 4E -4.8 -11.8 -5.8 -12.7 5E 15.2 8.3 6E -4.8 -11.8 Parapet Windward parapet= 30.0 psf (GCpn=+1.5) Windward roof Leeward parapet= -20.0 psf (GCpn=-1.0) overhangs= 13.5 psf (upward)add to windward roof pressure Horizontal MWFRS Simple Diaphragm Pressures(psf) VRND ARD Transverse direction(normal to L) ovERHAnc; M1 ynHDw^RVR00F Leaww Rc Ro:,r• Interior Zone: Wall 13.3 psf 11 l t i ! 1 i t I sTif�r�-f� t Roof -6.2 psf ** VERTICAL End Zone: Wall 20.0 psf 8 Roof -10.4 psf `* 3 Longitudinal direction(parallel to L) - Interior Zone: Wall 13.3 psf TRANSVERSE ELEVATION End Zone: Wall 20.0 psf MHO!1 ! ! t 1 RD OCIF �gwA� F '*NOTE:Total horiz force shall not be less than that determined by neglecting roof forces(except for MWFRS moment frames). VERTICAL The code requires the MWFRS be designed for a min ultimate � force of 16 psf multiplied by the wall area plus an 8 psf force s applied to the vertical projection of the roof. LONGITUDINAL ELEVATION Company JOB TITLE Casting Operations Address 1 City, State JOB No.2200333.20 SHEET NO. Phone CALCULATED BY LAH DATE CHECKED BY DATE l 4 3 ZONTE 2:lessor of 4 i 6. I 0.5Bor25h If 2 is negative /� .4E 3E / -'f •iE :E / CIF lE f/ � lE CASE A \ CASE B a2\�L��DIRECTTO\ I RANGE WLND DIRT[ -\ R.4\GE NOTE:Torsional loads are 25%of zones 1 -6.See code for loading diagram. Exception:One story buildings h<30'and 1 to 2 storybuildings framed with light-frame construction or with flexible diaphragms need not be designed for the torsional load case. ASCE 7-98 & ASCE 7-10 (& later) - MWFRS wind pressure zones I 6� ZONE 2:lessor of >� 0.5 B or 25 h 4 3 If 2 is negative �.' Z 3E I aE \aE ._F N 9 2E J I 5 9 IE MND DIRECTION IE 1CI\D DIRECI;O\ JTransverse Direction Longitudinal Direction J NOTE:Torsional loads are 25%of zones 1 -4.See code for loading diagram. Exception:One story buildings h<30'and 1 to 2 storybuildings framed with light-frame construction or with flexible diaphragms need not be designed for the torsional load case. ASCE 7-02 and ASCE 7-05 - MWFRS wind pressure zones J J J Company JOB TITLE Casting Operations Address City,State JOB NO.2200333 20 SHEET NO. Phone CALCULATED BY LAH DATE CHECKED BY DATE Ultimate Wind Pressures Wind Loads-Components&Cladding : h <_60' Kh(case 1)= 0.73 h= 35.0 ft Base pressure(qh)= 19.3 psf a= 14.0 ft Minimum parapet ht= 1.0 ft GCpi= +/-0.18 Roof Angle(0)= 1.2 deg Type of roof=Gable Roof p+-GCpi Surface Pressure fpsUser Input Area 10 sf 50 sf 100 sf 500 sf 10 sf 50 sf 100 sf 500 sf 25 sf 50 sf Negative Zone 1 .its -1.11 -1. -1.0 -22.7 =1.4 - - L. -21.4 Negative Zone 2 -1.98 -1.49 -1.28 -1.28 -38.2 -28.7 -24.7 -24.7 -32.8 -28.7 Negative Zone 3 -2.98 -1.79 -1.28 -1.28 -57.4 -34.5 -24.7 -24.7 -44.4 -34.5 Positive All Zones 0.48 0.41 0.38 0.38 16.0 16.0 16.0 16.0 16.0 16.0 Overhang Zone 1&2 -1.7 -1.63 -1.6 -1.1 -32.8 -31.4 -30.8 -21.2 -32.0 -31.4 Overhang Zone 3 -2.8 -1.4 -0.8 -0.8 -54.0 -27.0 -16.0 -16.0 -38.6 -27.0 Overhang pressures In 6 table a ve assume an internal!pressure coe is n pl o Overhang soffit pressure equals adj wall pressure(which includes internal pressure of 3.5 psf) Parapet qp= 20.0 psf Surface Pressure ps User input Solid Parapet Pressure 110SI 2U sf 50sl 1100STST 500 s ou s one 4 . 47.0 36.9 Zone 3: 74.1 62.9 48.1 36.9 35.9 34.6 48.1 CASE B: Edge zones 2: -37.9 -35.9 -33.4 -31.5 -29.6 -277 -33.4 Corner zones 3: -43.3 -40.4 -36.6 -33.7 -30.8 -27.0 -36.6 Walls GCp+/-GCpi Surface Pressure(psf) Use Input Area u s s s bUU ST U ST U S LU 5 D sr s Sr Negative Zone 4 u. b .o -z .a -i r. Negative Zone 5 -1.44 -1.12 -1.03 -0.90 -27.8 21.6 19.8 17.3 -27.8 -17.9 Positive Zone 4&5 1.08 0.92 0.87 0.81 20.8 16.8 16.0 20.8 16.0 Note:GCp reduced by 10%due to rool angle-1 U deg. Company JOB TITLE Casting Operations _ Address City,State JOB N0 2200333.20 SHEET NO. Phone CALCULATED BY LAH DATE CHECKED BY DATE Location of C&C Wind Pressure Zones-ASCE 7-10&earlier - 1 1 8 1 tit a ",/ i t 2 I D C17 12 ' 1 (D f 0 4 I I I 1 __ I t DZ Roofs wl 0<_10' Walls h<_60' Gable,Sawtooth and and all walls &all design h<90' Multispan Gable 6<_7 degrees& Monoslope roofs h>60' Monoslope<_3 degrees 3°<0<_10' h<_60'&alt design h<90' h<_60'&alt design h<90' - I».. 1 aF _ 3 1 2 I_ Oi i i i� i i tl 2r I 1 1 2 iDi i� i i �� �� i 3 -2 --- 3D 41 F---2 3 2 M 2 IV I 2 < � 2 Monoslope roofs Multispan Gable& Hip T < 0 <_27' 1 10'<O s 301 Gable 7°<0 5 45° I I h<_60'&alt design h<90' j Sawtooth 10'<0 <_ 45' h<_60'&alt design h<90' a b b b 1 W1 W2 W1 W2 W3 W W Stepped roofs 0<_3° h<-60'&alt design h<90' C. Project No. 3, ❑ Page of Project J _ Calculations Subject Phone ❑ ❑ Fax O WIthITo Fax# • ❑ Memorandum ] L Address #Faxed Pages ❑ Meeting Minutes Date `Ib• Zp2,0 by. L� ❑ Telephone Memo Civil Engineers Structural Engineers r � go S landscape Architects �T'1 V -�E S dl� f�s I �G� J`L•� Community Planners Land Surveyors ,4+b�kar LaN1yT�b Roa *-b a LOAD 380 r csy x 8 (,7G34 ➢ �i I�,xn low � �c )L_ 12P,54 Aa- 'fZ W6164 lQ,4 '4tj,e, LA*D,AX CS,47-* J7f5'r Sp24W361i r, 34 i 33 �G9,9�c 11AA I' -� >u 33g- 173 lo roc If this does not meet with your understanding,please contact us in writing within seven days. THANK YOU. Project _ ____ _ Project No __ ❑ Page of _ Subject s�t ^�� Phone _ _._____ _ ❑ Calculations OR I❑ Fax With/To __ - Fax# OLUUM El Memorandum Address_ _ #Faxed Pages ❑ Meeting Minutes Z�2v Date By L.WA&+6RP"S ❑ Telephone Memo Civil Engineers ►��,� �Es��c = �j22 P'`� IV J 41 Structural Engineers r� � Landscape Architects L ged Community Planners 30 I L Land Surveyors 1 xLIF G9•� ��� b C 232 2 32' 1 ; 3�cMoll,X� I � IF �s� /• Poe Al 100 L Sb "� If this does not meet with your understanding,please contact us in writing within se en days. THANK YOU. 2�I 773 1 OG r 0--- W Protect_�' '� Project No. Z w2{X3-ZU ❑ Page of _ Subjeot SEW& Phone ❑ Calculations Q With/To Fax# [I Fax ❑ Memorandum Address #Faxed Pay sL __ ❑ Meeting Minutes Date �'P 2-y2w By r ❑ Telephone Memo Civil Engineers :5� `� "_3• q ' 1 Structural Engineers Landscape Architects �����,�.� 5� SS.BI°sr 45,3� 2 �. mmunity Planners t� Land Surveyors Fits r ur(o f 7.o�. r 2 . /l.Q 72- & bl, r.G � q /V- 'D W.74 5 �� �r �,• _ : 6 • � � � �� S►'b° Ta 'SSA Jk` 2 *& kqp-w - 25 ul5 36Jq , 13,Ohz J303 3�! �gto5 'Ta If this does not meet with your understanding,please contact us in writing within seven days. THANK YOU Project Project No.— _ ❑ Page of Project 1 S Subject Phone __ ❑ Calculations ❑ Fax Withfro Fax#— -- ❑ Memorandum Address #Faxed Pages _ ❑ Meeting Minutes Date By ❑ Telephone Memo Civil Engineers CQk4lIMStNrr I oR &s,,k a &,-4f4Z) Structural Engineers of I X P d GForE&H {`P-fo" t.$ 9e.Lo"W 0'17POCandscape Architects of 6er55"Arl`'41 Community Planners i `7©O OF Land Surveyors c.duC 14A� �1F��� �bDf� "(o?lt f NT,,J' .43q cr- 000(. 0' c-AQt /m u M+S 4N!FOLw r It c K ASS W>1--5 : t5]z ..F 411 = 6D,),&0' o s -5F IMtr �3'r 'J-ifle y Ohl-5 {�aGrrG. wp"_ sI'd CuV J� If this does not meet with your understanding,please conkl us in writing within seven days. NK YOU. Project_, Project No. ❑ Page_ ,of mil'_ Subject Phone — ❑ Calculations Withrro Fax# ❑ Fax Q El Memorandum Address-- #Faxed Pages ❑ Meeting Minutes Date By _ ❑ Telephone Memo Civil Engineers �1f wcc Lv.+,)jG Structural Engineers SAS OF s`�L2 ON�20'�•��F .�/�Te.N 2$Ul�� p�y� Q�c�4.� Landscape Architects 14 Community Planners Land Surveyors st Gk �2 l�rci•., 3' F � X-034 kf .1 1 265 1Vf �JAVR' - I 8,13Pf 6 07j P SP .. � ,'mC 1 � r byMc,,- 60C II Fox L56 X IJ) )r 2-0 65 PS P 5�3 PSP m L If this does not meet with your understanding,please contact us In writing within seven days. THANK YOU. Project Project No. Z?�3J 3�2 d ❑ Page _of Subject��a_t Fl��l:r1r� _ Phone ❑ Calculations I_ Withlro—_ Fax#— — — ❑ Fax O Address_ _ #Faxed Pages El Memorandum ❑ Meeting Minutes Date----,--- LIP—� 6y--- — ❑ Telephone Memo Civil Engineers Structural Engineers 5 G Landscape Architects Community Planners ��1�CaClc�l ��bj t, Land Surveyors M5r x�7 7 e6L f 3�1s rorap Df"r io/ aAL,6 y k5F �ts5 If this does not meet with your understanding,please contact us in writing within seven days. THANK YOU. 0 o o o o o o o o ° ■ 0 0 0 0 0 0 0 0 0 --1 LL LL LL LL LL LL LL LL LL (u M st �n m n m rn s _ ■/ H m M(�7 C C O O C 0 0 0 0 z 't 0 0 0 0 0 0 0 0 0 J > O W J J J . U L N 0 0 0 0 0 0 0 0 0 W W N 0 0 0 0 0 0 0 0 0 � N F O a w i U m n 0 0 0 0 . . . . . K O O O O O O o 0 0 0 0 LL N J a F Z m N L a 0 0 0 0 0 0 0 0 0 -a. W W ID O O O O O O O O O O im x y o O z Il I! J 00 o O Zm O O O O o 0 0 0 0 j co O O 3 0 0 W Yx N V x D o 0 0 0 0 0 0 0 0 D y N � W LL. m m m m m w m m m M Vx C = x G (n = O O O O O O O O o W M O O O O O O O O O N N x N � LL 0 0 0 0 0 0 0 0 0 E O O a m N OD 0 x co O > Y 0 0 0 0 0 0 0 o o j Y (NO L (6 LL 1+ \ N m N M CL d LL �k m m � ° z = Z LL o 0 0 o o o o 0 o o Q W F- z J W LO 0 0 0 0 0 0 0 0 0 V � m �HN p J LL N m o 0 0 0 0 0 0 o 0 J o LL > O w 0 � -' CO LL m x � o o o 0 0 o o 0 o U_ & n o 2i V J o U) o a o 0 o o 0 o o 0 o 0 LU Q Z \ W - N M a N (O n m m o M V J Q LLI J 5 Ld�y Z d cq Q 0 N W m' 5 0 0 0 0 0 0 0 0 0 g 0 0 0 0 0 0 0 0 0 LL LL LL LL LL LL LL LL LL LL N M R N W r W Ol s 1 Q N O - 0 . . . . . . Z O O O O O O O O O O M >W> 00 W J J J 2 L - W 111 v 0 0 0 0 0 0 0 0 0 H o a W O U V) 0 0 0 0 0 0 0 0 0 0 z Q Z M 0 0 0 0 0 0 0 0 0 . � LL � J F N0 r L 0 0 0 0 0 O O O O R W O o o 0 0 0 0 o 0 O 1 y o O 2 O o O W co N Yx W W i X a o o o o o 0 o o 0 o a - o 3 V) N I W YX N N ♦♦ O O O O O O O O O O (j O y Vim/ N in O LL a a a a a v v v v v V x cc _ v- G (n = o o o o o o o o o LJJ 4006006000 (n x J 0) LL NM 0 0 o o 0 o o o o N a M Q a O N N V) N Y 7 Z Z z QO N K O I . 0 x N Y o o 0 0 o o o o o j „tea., a o � co L LL >1 Y N d d LL 4t oo D m � � = Z w ^ o o o 0 o o 0 o o U) W m LL �j F- ` z J W LL o 0 0 0 0 0 0 0 0 0 O ` W LL a m 0 0 0 0 0 0 0 0 0 > J o O Q a w o e- W w � a mx W 0 0 o 0 0 0 0 o o Z U V r J ~ (n Q H o a 0 o o o o o o o o p Z w \ W N M a N W r W D) O M CnLLJ (M) JQ W J LL i ° ai > °0 ° t LO - w =Z a L .�+ r 9 Q g 0 7 -Q ( O v J a U) ¢ 0 N W m W Project Projed No ❑ Paga of so SubMct Phone ❑ C.alculaDons _ 0 Fax wfth7o-- Fax# ❑ Memorandum • • Address #Faxed Pages- ❑ MNRV Mwas Date By_ ❑Telephone Memo Diaphragm Chord&Splice Designer IT i`��- L ft= 340 D ft= 232 E1 (kips) = 431.9 E2 (kips) = 364.6 Fy, Ksi = 50 1 st Bay 12 L Last Bay 12 340 FT D Width of Splice Plate, in = 2.5 364.6 232 E2 KIPS1 FT splice PL 3/4x2 1/2"x1'-2" 431.9 KIPS E1 Walls Along'L' LRFD LENGTH SPLICE PL Station Load (K) Ag( in^2) T splice(in^2) 5/16" weld LENGTH 10 0.00 0.00 0.00 0.0 2.0 LEDGER ANGLE 25 21.56 0.48 0.19 3.1 5.1 AS=2.44 SI USE 51 40.35 0.90 0.36 5.8 7.8 L3 1/2x3 1/2 x 3/8" ANGLE 77 55.44 1.23 0.49 8.0 10.0 103 66.83 1.49 0.59 9.6 11.6 129 74.52 1.66 0.66 10.7 12.7 155 78.50 1.74 0.70 11.3 13.3 170 79.12 1.76 0.70 11.4 13.4 Walls Along'D' LRFD LENGTH SPLICE PL Station Load (K) Ag( in^2) T splice(in^2) 5/16"weld LENGTH 0 0.00 0.00 0.00 0.0 2.0 40 19.10 0.42 0.17 2.7 4.7 �80 30.24 0.67 0.27 4.3 6.3 120 33.42 0.74 0.30 4.8 6.8 (2)JST LINES EA END OF BUILDING MUST BE GREATER THAN 17k AXIAL LOAD Project Title: Project rloyd -Casting Facility Engineer: Larry Higgins PE i Project ID: 2200333.20 Project Descr: 1 Steel Beam File=Q:k202012200333120_STR\NON_CADICALCs12200333_FLOYD.ec6 Software co0yriaht ENERCALC,INC.1963-2020,BuiId:12.20.2.28. KW-06001735 AHBL, DESCRIPTION: Girder Support BM C/1 -Grid D/1 Sim I CODE REFERENCES Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 I Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(8,7)L(6. )S(16.73) W24x76 rT LTA Span=26.0 ft J r Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weiqht calculated and added to Ioadinq Load(s)for Span Number 1 Point Load: D=8.70, L=6.70, S=16.730 k 9 13.0 It jDESIGN SUMMARY • Maximum Bending Stress Ratio = 0.355: 1 Maximum Shear Stress Ratio= 0.067 : 1 Section used for this span W24x76 Section used for this span W24x76 1 Ma:Applied 177.193 k-ft Va:Applied 14.124 k Mn/Omega:Allowable 499.002 k-ft Vn/Omega:Allowable 210.320 k Load Combination +D+0.750L+0.750S Load Combination +D+0.750L+0.750S Location of maximum on span 13.000ft Location of maximum on span 26.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span# 1 Maximum Deflection Max Downward Transient Deflection 0.175 in Ratio= 1,787>=360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 M I Max Downward Total Deflection 0.287 in Ratio= 1087 >=240. Max Upward Total Deflection 0.000 in Ratio= 0 <240.0 Maximum Forces &Stresses for Load Combinations J Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsqn.L= 26.00 It 1 0.126 0.025 62.97 62.97 833.33 499.00 1.00 1.00 5.34 315.48 210.32 I +D+L Dsqn.L= 26.001[ 1 0.213 0.041 106.52 106.52 833.33 499.00 1.00 1.00 8.69 315.48 210.32 +D+S Dsqn.L= 26.00 It 1 0.344 0.065 171.72 171.72 833.33 499.00 1.00 1.00 13.70 315.48 210.32 +D+0.750L Dsqn.L= 26.00 It 1 0.192 0.037 95.63 95.63 833.33 499.00 1.00 1.00 7.85 315.48 210.32 +D+0.750L+0.750S Dsqn.L= 26.00 ft 1 0.355 0.067 177.19 177.19 833.33 499.00 1.00 1.00 14.12 315.48 210.32 +0.60D Dsqn.L= 26.00 It 1 0.076 0.015 37.78 37.78 833.33 499.00 1.00 1.00 3.20 315.48 210.32 J Overall Maximum Deflections Load Combination Span Max."-"Deft Location in Span Load Combination Max. 4"Defl Location in Span +D+0.750L+0.750S 1 0.2870 13.074 0,0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 14.124 14.124 Overall MINimum 3.203 3.203 D Only 5.338 5.338 Project Title: Project Hoyd -Casting Facility Engineer: Larry Higgins PE Project ID: 22001,33.20 Project Descr: Fie-0:120201220033312D_STR%NON-CADICALC552200333_FLOVD.K6 . Steel Beam Spflwe0opyrlghlENERCALC.lMC.1983.202D Buid:12.20.2.29. DESCRIPTION: Girder Support BM Cl1 -Grid Dl1 Sim Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+L 8.688 8.688 +D+S 13.703 13.703 +D+0.750L 7.851 7.851 +D+0.750L+0.750S 14.124 14.124 +0.601) 3.203 3.203 L Only 3.350 3.350 S Only 8.365 8.365 Project Title: Arlington -Casting Operations Engineer: Larry Higgins PE Project ID: 2200333.20 Project Descr: r I Concrete Beam File-0:%2O2a1220033312b_STMNON_CADICALCst2200333_FLOYD.ec6 . d{ Software copNight ENERCALC,INC.1983.2020,Build:12.20.2.28. DESCRIPTION: Pit Wall Design at bottom CODE REFERENCES Calculations per ACI 318-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: ASCE 7-10 1 Material Properties I f'c 112 4.0 ksi Phi Values Flexure 0.90 fr= Pc "7.50 = 474.342 psi Shear, 0.750 a W Density = 145.0 pcf R = 0.850 k LtWt Factor = 1.0 Elastic Modulus = 3,605.0 ksi Fy-Stirrups 60.0 ksi fy-Main Rebar = 60.0 ksi E-Stirrups = 29,000.0 ksi E-Main Rebar = 29,000.0 ksi Stirrup Bar Size# 3 I Number of Resisting Legs Per Stirrup= 2 L 1.34375 14 1.01625 e 7- ft 15"w x 14" h 1 Cross Section & Reinforcing Details Rectangular Section, Width=15.0 in, Height=14.0 in Span#1 Reinforcing.... 345 at 1.250 in from Bottom,from 0.0 to 10.0 ft in this span 345 at 2.250 in from Top,from 0.0 to 10.0 ft in this span Load for Span Number 1 Uniform Load: L=1.075, H=0.8130 ksf, Tributary Width=1.250 ft 1 DESIGN SUMMARY I- ! • Maximum Bending Stress Ratio = 0.898 : 1 Maximum Deflection Section used for this span Typical Section Max Downward Transient Deflection 0.024 in Ratio= 4909>=360. Mu:Applied 47.20 k-ft Max Upward Transient Deflection 0.000 in Ratio= 0<360.0 1 Mn"Phi:Allowable 52.586 k-ft Max Downward Total Deflection 0.091 in Ratio= 1323>=180, J Location of maximum on span 4.991 ft Max Upward Total Deflection 0.000 in Ratio= 0<180.0 Span#where maximum occurs Span#1 JVertical Reactions Support notation:Far left is#1 Load Combination Support 1 Support 2 Overag MAXimum 11.800 11.800 I Overall MINimum 3.049 3.049 J +D+H 5.081 5.081 +D+L+H 11.800 11.800 +D+Lr+H 5.081 5.081 +D+S+H 5.081 5.081 +D+0.750Lr+0.750L+H 10.120 10.120 +D+0.750L+0.750S+H 10.120 10.120 +D+O.60W+H 5.081 5.081 +D+0.70E+H 5.081 5.081 +D+0.750Lr+0.750L+0.450W+H 10.120 10.120 +D+0.750L+0.750S+0.450W+H 10.120 10.120 +D+0.750L+0.750S+0.5250E+H 10.120 10.120 Project Title: Arlington -Casting Operations Engineer: Larry Higgins PE Project ID: 2200333.20 Project Descr: File-Q:120201220033A20_STRWON CAMCALCs%2200333_FLOYD. Concrete Beam Software coga t ENERCALC,INC 1983-2020,Build:12.20.228 DESCRIPTION: Pit Wall Design at bottom Vertical Reactions Support notation:Far left is#1 Load Combination Support 1 Support 2 +0.60D+0.60W+0.60H 3.049 3.049 +0 6on4 70E+0.60H 3.049 3.049 D Only Lr Only L Only 6.719 6.719 S Only W Only E Only H Only 5.081 5.081 Detailed Shear Information Span Distance V Vu (k) Mu d'Vu/Mu Phi`Vc Comment Phi`Vs Phi`Vn Spacing(in) Load Combination Number (ft) (in) Actual Desion (k-ft) (k) (k) (k) Req'dSuggest +1.20D+1.50L+0.50S+1,60H 1 0.00 12.75 18.88 18.88 0.00 1.00 18.98 PhiVc/2<Vu<= Min 11.4.6.1 40.0 6.4 6.0 +1.20D+1.60L+0.50S+1.60H 1 0.11 12.75 18.47 18.47 2.04 1.00 18.98 PhiVcl2<Vu<= Min 11.4.6.1 40.0 6.4 6.0 +1.20D+1.60L+0.50S+1.60H 1 0.22 12.75 18.05 18.05 4.04 1.00 18.98 PhiVc/2<Vu<= Min 11,4.6.1 40.0 6.4 6.0 +1.20D+1.60L+0.50S+1.60H 1 0.33 12.75 17.64 17.64 5.99 1.00 18.98 PhiVcl2<Vu<= Min 11.4.6.1 40.0 6.4 6.0 +1.20D+1.60L+0.50S+1.60H 1 0.44 12.75 17.23 17.23 7.89 1.00 18.98 PhiVc/2<Vu<= Min 11.4.6.1 40.0 6.4 6.0 +1.20D+1.60L+0.50S+1.60H 1 0.55 12.75 16.82 16.82 9.75 L00 18.98 PhiVc/2<Vu<= Min 11.4.6.1 40.0 6.4 6.0 +1.20D+1.60L+0.50S+1.60H 1 0.66 12.75 16.40 16.40 11.57 1.00 18.98 PhiVc/2<Vu<= Min 11.4.6.1 40.0 6.4 6.0 +1.20D+1.60L+0.50S+1.60H 1 0.77 12.75 15.99 15.99 13.34 1.00 18.98 PhiVc/2<Vu<= Min 11.4.6.1 40.0 6.4 6.0 +1.20D+1.60L+0.50S+1.60H 1 0.87 12.75 15.58 15.58 15.06 1.00 18.98 PhiVc/2<Vu<= Min 11.4.6.1 40.0 6.4 6.0 +1.20D+1.60L+0.50S+1.60H 1 0.98 12.75 15.17 15.17 16.74 0.96 18.91 PhiVc/2<Vu<= Min 11.4.6.1 40.0 6.4 6.0 +1.20D+1.60L+0.50S+1.60H 1 1.09 12.75 14.75 14.75 18.38 0.85 18.72 PhiVc/2<Vu<= Min 11.4.6.1 39.8 6.4 6.0 +1.20D+1.60L+0.50S+1.60H 1 1.20 12.75 14.34 14.34 19.97 0.76 18.57 PhiVc/2<Vu<= Min 11.4.6.1 39.6 6.4 6.0 +1.20D+1.60L+0.50S+1.60H 1 1.31 12.75 13.93 13.93 21.51 0.69 18.44 PhiVc/2<Vu<= Min 11.4.6.1 39.5 6.4 6.0 +1.20D+1.60L+0.50S+1.60H 1 1.42 12.75 13.52 13.52 23.01 0.62 18.32 PhiVc/2<Vu<= Min 11.4.6.1 39.4 6.4 6.0 +1.20D+1.60L+0.50S+1.60H 1 1.53 12.75 13.10 13.10 24.47 0.57 18.23 PhiVcl2<Vu<= Min 11.4.6.1 39.3 6.4 6.0 +1.20D+1.60L+0.50S+1.60H 1 1.64 12.75 12.69 12.69 25.88 0.52 18.14 PhiVc/2<Vu<= Min 11.4.6.1 39.2 6.4 6.0 +1.20D+1.60L+0.50S+1.60H 1 1.75 12.75 12.28 12.28 27.24 0.48 18.07 PhiVc/2<Vu<= Min 11.4.6.1 39.1 6.4 6.0 +1.20D+1.60L+0.50S+1.60H 1 1.86 12.75 11.86 11.86 28.56 0.44 18.ol PhiVc/2<Vu<= Min 11.4.6.1 39.0 6.4 6.0 +1.20D+1.60L+0.50S+1.60H 1 1.97 12.75 11.45 11.45 29.83 0.41 17.95 PhiVc/2<Vu<= Min 11.4.6.1 39.0 6.4 6.0 +1.20D+1.60L+0.50S+1.60H 1 2.08 12.75 11.04 11.04 31.06 0.38 17.89 PhiVc/2<Vu<= Min 11.4.6.1 38.9 6.4 6.0 +1.20D+1.60L+0.50S+1.60H 1 2.19 12.75 10.63 10.63 32.25 0.35 17.85 PhiVc/2<Vu<= Min 11.4.6.1 38.9 6.4 6.0 +1.20D+1.60L+0.50S+1.60H 1 2.30 12.75 10.21 10.21 33.39 0.33 17.80 PhiVc/2<Vu<= Min 11.4.6.1 38.8 6.4 6.0 +1.20D+1.60L+0.50S+1.60H 1 2.40 12.75 9.80 9.80 34.48 0.30 17.76 PhiVc/2<Vu<= Min 11.4.6.1 38.8 6.4 6.0 +1.20D+1.60L+0.50S+1.60H 1 2.51 12.75 9.39 9.39 35.53 0.28 17.73 PhiVc/2<Vu<= Min 11.4.6.1 38.8 6.4 6.0 +1.20D+1.60L+0.50S+1.60H 1 2.62 12.75 8.98 8.98 36.53 0.26 17.69 PhiVc/2<Vu<= Min 11.4.6.1 38.7 6.4 6.0 +1.20D+1.60L+0.50S+1.60H 1 2.73 12.75 8.56 8.56 37.49 0.24 17.66 Vu<PhiVc/2 lot Reqd 11.z 17.7 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.84 12.75 8.15 8.15 38.40 0.23 17.63 Vu<PhiVc/2 lot Reqd 11.2 17.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.95 12.75 7.74 7.74 39.27 0.21 17.60 Vu<PhiVc/2 lot Reqd 11.2 17.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.06 12.75 7.33 7.33 40.10 0.19 17.57 Vu<PhiVc/2 lot Reqd 11.z 17.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.17 12.75 6.91 6.91 40.87 0.18 17.55 Vu<PhiVc/2 lot Reqd 11.z 17.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.28 12.75 6.50 6.50 41.61 0.17 17.53 Vu<PhiVc/2 lot Reqd 11.2 17.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.39 12.75 6.09 6.09 42.29 0.15 17.50 Vu<PhiVc/2 lot Reqd I 17.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.50 12.75 5.67 5.67 42.94 0.14 17.48 Vu<PhiVc/2 lot Reqd 11.z 17.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.61 12.75 5.26 5.26 43.53 0.13 17.46 Vu<PhiVc/2 lot Reqd 11.z 17.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.72 12.75 4.85 4.85 44.09 0.12 17.44 Vu<PhiVc/2 lot Reqd 11.E 17.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.83 12.75 4.44 4.44 44.59 0.11 17.42 Vu<PhiVc/2 lot Reqd 11.E 17.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.93 12.75 4.02 4.02 45.06 0.09 17.40 Vu<PhiVcl2 lot Reqd I 17.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 4.04 12.75 3.61 3.61 45.47 0.08 17.38 Vu<PhiVcl2 lot Reqd 11.z 17.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 4.15 12.75 3.20 3.20 45.85 0.07 17.37 Vu<PhiVc/2 lot Reqd I 17.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 4.26 12.75 2.79 2.79 46.17 0.06 17.35 Vu<PhiVc/2 lot Reqd 11.E 17.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 4.37 12.75 2.37 2.37 46.45 0.05 17.33 Vu<PhiVc/2 lot Reqd 11.z 17.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 4.48 12.75 1.96 1.96 46.69 0.04 17,31 Vu<PhiVcl2 lot Reqd 11.1 17.3 0.0 0.0 +1.20D+1.60L+0,50S+1.60H 1 4.59 12.75 1.55 1.55 46.88 0.04 17.30 Vu<PhiVc/2 lot Reqd 11.2 17.3 0.0 0.0 Project Title: Arlington -Casting Operations Engineer: Larry Higgins PE I Project ID: 2200333.20 Project Descr: �1Concrete Beam File=W202012200333120_STMNON_CADICALCs12200333_FLOYD.ec6 I " Softwarelxrpyt6gMENERCALC,INC 1902020,BuiU:12.20.2.28 f DESCRIPTION: Pit Wall Design at bottom Detailed Shear Information Span Distance V Vu (k) Mu d'Vu/Mu Phi'Vc Comment Phi`Vs Phi'Vn Spacing(in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'd Suggest +1.20D+1.60L+0.50S+1.60H 1 4.70 12.75 1.13 1.13 47.03 0.03 17.28 Vu<PhiVc/2 lot Reqd 11.1 17.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 4.81 12.75 0.72 0.72 47.13 0.02 17.26 Vu<PhiVc/2 lot Reqd 11.2 17.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 4.92 12.75 0.31 0.31 47.19 0.01 17.25 Vu<PhiVc/2 lot Reqd 11.z 17.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 5.03 12.75 -0.10 0.10 47.20 0.00 17.24 Vu<PhiVc/2 lot Reqd 11.1 17.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 5.14 12.75 -0.52 0.52 47.16 0.01 17.26 Vu<PhiVc12 lot Reqd 11.z 17.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 5.25 12.75 -0.93 0.93 47.09 0.02 17.27 Vu<PhiVc/2 lot Reqd 11.' 17.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 5.36 12.75 -1.34 1.34 46.96 0.03 17.29 Vu<PhiVc/2 lot Reqd I 17.3 0.0 H +1.20D+1.60L+0.50S+1.60H 1 5.46 12.75 -1.75 1.75 46.79 0.04 17.31 Vu<PhiVc/2 lot Reqd I 17.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 5.57 12.75 -2.17 2.17 46.58 0.05 17.32 Vu<PhiVc/2 lot Reqd 11.2 17.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 5.68 12.75 -2.58 2.58 46.32 0.06 17.34 Vu<PhiVc/2 lot Reqd 11.2 17.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 5.79 12.75 -2.99 2.99 46.01 0.07 17.36 Vu<PhiVc12 lot Reqd 11.1 17.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 5.90 12.75 -3.40 3.40 45.67 0.08 17.37 Vu<PhiVc/2 lot Reqd 11.1 17.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 6.01 12.75 -3.82 3.82 45.27 0.09 17.39 Vu<PhiVc/2 lot Reqd 11.2 17.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 6.12 12.75 -4.23 4.23 44.83 0.10 17.41 Vu<PhiVc/2 lot Reqd 11.1 17.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 6.23 12.75 -4.64 4.64 44.35 0.11 17.43 Vu<PhiVc12 lot Reqd 11.z 17.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 6.34 12.75 -5.06 5.06 43.82 0.12 17.45 Vu<PhiVc/2 lot Reqd 11.1 17.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 6.45 12.75 -5.47 5.47 43.24 0.13 17.47 Vu<PhiVc/2 lot Reqd 11.z 17.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 6.56 12.75 -5.88 5.88 42.62 0.15 17.49 Vu<PhiVc/2 lot Reqd 11.2 17.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 6.67 12.75 -6.29 6.29 41.96 0.16 17.51 Vu<PhiVc12 lot Reqd 11.z 17.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 6.78 12.75 -6.71 6.71 41.25 0.17 17.54 Vu<PhiVc12 lot Reqd I 17.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 6.89 12.75 -7.12 7.12 40.49 0.19 17.56 Vu<PhiVc/2 lot Reqd I 17.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 6.99 12.75 -7.53 7.53 39.69 0.20 17.59 Vu<PhiVc/2 lot Reqd 11.2 17.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 7.10 12.75 -7.94 7.94 38.84 0.22 17.62 Vu<PhiVc/2 lot Reqd 11.z 17.6 0.0 0.0 1 +1.20D+1.60L+0.50S+1.60H 1 7.21 12.75 -8.36 8.36 37.95 0.23 17.64 Vu<PhiVcl2 lot Reqd 11.E 17.6 0.0 0.0 111 +1.20D+1.60L+0.50S+1.60H 1 7.32 12.75 -8.77 8.77 37.02 0.25 17.68 Vu<PhiVcl2 lot Reqd 11.1 17.7 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 7.43 12.75 -9.18 9.18 36.04 0.27 17.71 PhiVc/2<Vu- Min 11.4.6.1 38.7 6.4 6.0 +1.20D+1.60L+0.50S+1.60H 1 7.54 12.75 -9.59 9.59 35.01 0.29 17.74 PhiVc/2<Vu<= Min 11.4.6.1 38.8 6.4 6.0 _ +1.20D+1.60L+0.50S+1.60H 1 7.65 12.75 -10.01 10.01 33.94 0.31 17.78 PhiVc/2<Vu<= Min 11.4.6.1 38.8 6.4 6.0 +1.20D+1.60L+0.50S+1.60H 1 7.76 12.75 -10.42 10.42 32.82 0.34 17.82 PhiVc12<Vu<= Min 11.4.6.1 38.9 6.4 6.0 +1.20D+1.60L+0.50S+1.60H 1 7.87 12.75 -10.83 10.83 31.66 0.36 17.87 PhiVc12<Vu<= Min 11.4.6.1 38.9 6.4 6.0 +1.20D+1.60L+0.50S+1.60H 1 7.98 12.75 -11.25 11.25 30.45 0.39 17.92 PhiVc/2<Vu<= Min 11.4.6.1 39.0 6.4 6.0 _1 +1.20D+1.60L+0.50S+1.60H 1 8.09 12.75 -11.66 11.66 29.20 0.42 17.98 PhiVc/2<Vu<= Min 11.4.6.1 39.0 6.4 6.0 J +1.20D+1.60L+0.50S+1.60H 1 8.20 12.75 -12.07 12.07 27.91 0.46 18.04 PhiVcl2<Vu<= Min 11.4.6.1 39.1 6.4 6.0 +1.20D+1.60L+0.50S+1.60H 1 8.31 12.75 -12.48 12.48 26.56 0.50 18.11 PhiVc/2<Vu<= Min 11.4.6.1 39.1 6.4 6.0 J +1.20D+1.60L+0.50S+1.60H 1 8.42 12.75 -12.90 12.90 25.18 0.54 18.19 PhiVc/2<Vu<= Min 11.4.6.1 39.2 6.4 6.0 +1.20D+1.60L+0.50S+1.60H 1 8.52 12.75 -13.31 13.31 23.75 0.60 18.27 PhiVc/2<Vu<= Min 11.4.6.1 39.3 6.4 6.0 +1.20D+1.60L+0.50S+1.60H 1 8.63 12.75 -13.72 13.72 22.27 0.65 18.38 PhiVc/2<Vu<= Min 11.4.6.1 39.4 6.4 6.0 +1.20D+1.60L+0.50S+1.60H 1 8.74 12.75 -14.13 14.13 20.75 0.72 18.50 PhiVc/2<Vu<= Min 11.4.6.1 39.5 6.4 6.0 �1 +1.20D+1.60L+0.50S+1.60H 1 8.85 12.75 -14.55 14.55 19.18 0.81 18.64 PhiVc/2<Vu<= Min 11.4.6.1 39.7 6.4 6.0 !j +1.20D+1.60L+0.50S+1.60H 1 8.96 12.75 -14.96 14.96 17.57 0.90 18.81 PhiVc/2<Vu<= Min 11.4.6.1 39.9 6.4 6.0 +1.20D+1.60L+0.50S+1.60H 1 9.07 12.75 -15.37 15.37 15.91 1.00 18.98 PhiVc12<Vu<= Min 11.4.6.1 40.0 6.4 6.0 +1.20D+1.60L+0.50S+1.60H 1 9.18 12.75 -15.78 15.78 14.21 1.00 18.98 PhiVc12<Vu<= Min 11.4.6.1 40.0 6.4 6.0 +1.20D+1.60L+0.50S+1.60H 1 9.29 12.75 -16.20 16.20 12.46 1.00 18.98 PhiVc12<Vu<= Min 11.4.6.1 40.0 6.4 6.0 1 +1.20D+1.60L+0.50S+1.60H 1 9.40 12.75 -16.61 16.61 10.67 1.00 18.98 PhiVc/2<Vu<= Min 11.4.6.1 40.0 6.4 6.0 +1.20D+1.60L+0.50S+1.60H 1 9.51 12.75 -17.02 17.02 8.83 1.00 18.98 PhiVc/2<Vu<= Min 11.4.6.1 40.0 6.4 6.0 +1.20D+1.60L+0.50S+1.60H 1 9.62 12.75 -17.44 17.44 6.95 1.00 18.98 PhiVc/2<Vu<= Min 11.4.6.1 40.0 6.4 6.0 +1.20D+1.60L+0.50S+1.60H 1 9.73 12.75 -17.85 17.85 5.02 1.00 18.98 PhiVc/2<Vu<= Min 11.4.6.1 40.0 6.4 6.0 +1.20D+1.60L+0.50S+1.60H 1 9.84 12.75 -18.26 18.26 3.04 1.00 18.98 PhiVc/2<Vu<= Min 11.4.6.1 40.0 6.4 6.0 +1.20D+1.60L+0.50S+1.60H 1 9.95 12.75 -18.67 18.67 1.03 1.00 18.98 PhiVc12<Vu<= Min 11.4.6.1 40.0 6.4 6.0 Maximum Forces &Stresses for Load Combinations Load Combination Location(fl) Bending Stress Results (k-ft) Segment Span# along Beam Mu:Max Phi`Mnx Stress Ratio MAXimum BENDING Envelope Span#1 1 10.000 47.20 52.59 0.90 , J Project Title: Arlington -Casting Operations Engineer: Larry Higgins PE Project ID: 2200333.20 Project Descr: F-Concrete Beam File=01202(N22003331Z0_STRllJON CAD%CALCst2200333_FLOYD.ec6 . Software copyright ENERCALC,INC.1983.2020.Build:12.20.2.28 KW-06001735 AHBL,INC SEA. DESCRIPTION: Pit Wall Design at bottom Load Combination Location(ft) Bending Stress Results (k-ft) _ Segment Span# along Beam Mu:Max Phi'Mnx Stress Ratio +1.40D+1.60H Span#1 1 10.000 20.32 52.59 0.39 +1.20D+0.50Lr+1.60L+1.60H Span#1 1 10.000 47.20 52.59 0.90 +1.20D+1.60L+0.505+1.60H Span#1 1 10.000 47.20 52.59 0.90 +1.20D+1.60Lr+0.50L+1.60H Span#1 1 10.000 28.72 52.59 0.55 +1.20D+1.60Lr+0.50W+1.60H Span#1 1 10.000 20.32 52.59 0.39 +1.20D+0.50L+1.60S+1.60H Span#1 1 10.000 28.72 52.59 0.55 +1.20D+1.605+0.50W+1.60H Span#1 1 10.000 20.32 52.59 0.39 +1.20D+0.50Lr+0.50L+W+1.60H Span#1 1 10.000 28.72 52.59 0.55 +1.20D+0.50L+0.50S+W+1.60H Span#1 1 10.000 28.72 52.59 0.55 +1.20D+0.50L+0.205+E+1.60H Span#1 1 10.000 28.72 52.59 0.55 +0.90D+W+0.90H Span#1 1 10.000 11.43 52.59 0.22 +0,90D+E+0.90H Span#1 1 10.000 11.43 52.59 0.22 Overall Maximum Deflections Load Combination Span Max.""DO (in) Location in Span (ft) Load Combination Max."+"Deft (in) Location in Span (ft) +D+L+H 1 0.0907 5.000 0.0000 0.000 Project Title: Arlington -Casting Operations Engineer: Larry Higgins PE Project ID: 2200333.20 Project Descr: LcOnCCete Beam Fie=Q,1202012200333120_STRINON_CADICALCs12200333_FL0YD.ec6. Software Copyright ENERCALC,INC.1902020.Build:12.20.2.28. KW-06001735 AHBL,INC SEA DESCRIPTION: Pit Wall Design at-12' I CODE REFERENCES Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties f'C 1/2k 4.0 ksi Phi Values Flexure: 0.90 I fr= f'c 7.50 = 474.342 psi Shear: 0.750 W Density = 145.0 pcf R 1 = 0.850 1 X LtWt Factor = 1.0 Elastic Modulus = 3,605.0 ksi Fy-Stirrups 60.0 ksi fy Main Rebar = 60.0 ksi E-Stirrups = 29,000.0 ksi Stirrup Bar Size# 3 E-Main Rebar = 29,000.0 ksi l Number of Resisting Legs Per Stirrup= 2 ON MO ., ! 1 L(1.49625)114(0.98525) r 1 10.0 ft 21"wx14"h I Cross Section & Reinforcing Details I Rectangular Section, Width=21.0 in, Height=14.0 in Span#1 Reinforcing.... 1 345 at 1.250 in from Bottom,from 0.0 to 10.0 ft in this span 345 at 2.250 in from Top,from 0.0 to 10.0 ft in this span Load for Span Number 1 Uniform Load: L=0.8550, H=0.5630 ksf, Tributary Width=1.750 ft 1 DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.900 : 1 Maximum Deflection Section used for this span Typical Section Max Downward Transient Deflection 0.019 in Ratio= 6172>=360. Mu:Applied 49.630 k-ft Max Upward Transient Deflection 0.000 in Ratio= 0<360.0 Mn"Phi:Allowable 55.115 k-ft Max Downward Total Deflection 0.040 in Ratio= 2996>=180. Location of maximum on span 4.991 ft Max Upward Total Deflection 0.000 In Ratio= 0<180.0 _. Span#where maximum occurs Span#1 Vertical Reactions Support notation:Far left is#1 Load Combination Support 1 Support 2 Overall MAXimum 12.407 12.407 Overall MINimum 2.956 2.956 1 +D+H 4.926 4.926 +D+L+H 12.407 12.407 +D+Lr+H 4.926 4.926 J +D+S+H 4.926 4.926 +D+0.750Lr+0.750L+H 10.537 10.537 +D+0.750L+0.750S+H 10.537 10.537 +D+0.60W+H 4.926 4.926 J +D+0.70E+H 4.926 4.926 +D+0.750Lr+0.750L+0.450W+H 10.537 10.537 +D+0.750L+0.750S+0.450W+H 10.537 10.537 +D+0.750L+0.750S+0.5250E+H 10.537 10.537 Project Title: Arlington-Casting Operations Engineer: Larry Higgins PE Project ID: 2200333.20 Project Descr: File=Q:1202012200333120_S1RINON_CADICALCs12200333_FLOYD.ec6. L Concrete Beam Softwarecopyrighl ENERCALC,INC 1983.2020,Budd:12.20.2.28 KW-06001735 All INC SEA DESCRIPTION: Pit Wall Design at-12' Vertical Reactions Support notation:Far left is#1 Load Combination Support 1 Support 2 +0.60D+0.60W+0.60H 2.956 2,956 +0.60D+0.70E+0.60H 2,956 2.956 D Only Lr Only L Only 7.481 7.481 S Only W Only E Only H Only 4,926 4.926 Detailed Shear Information Span Distance 'd' Vu (k) Mu d'Vu/Mu Phi`Vc Comment Phi'Vs Phi'Vn Spacing(in) Load Combination Number (it) (in) Actual DeStgtt (k-ft) (k) (k) (k) Reqd Suggest +1.20D+1.60L+0.50S+1.60H 1 0.00 12.75 19.85 19.85 0.00 1.00 25.87 PhiVc/2<Vu<= Min 11.4.6.1 46.9 6.4 6.0 +1.20D+1.60L+0.50S+1.60H 1 0.11 12.75 19.42 19.42 2.15 1.00 25.87 PhiVc/2<Vu<= Min 11.4.6.1 46.9 6.4 6.0 +1.20D+1.60L+0.50S+1.60H 1 0.22 12.75 18.98 18.98 4.24 1.00 25.87 PhiVc/2<Vu<= Min 11.4.6.1 46.9 6.4 6.0 +1.20D+1.60L+0.50S+1.60H 1 0.33 12.75 18.55 18.55 6.30 1.00 25.87 PhiVc/2<Vu<= Min 11.4.6.1 46,9 6.4 6.0 +1.20D+1.60L+0.50S+1.60H 1 0.44 12.75 18.12 18.12 8.30 1.00 25.87 PhiVc/2<Vu<= Min 11.4.6.1 46.9 6.4 6.0 +1.20D+1.60L+0.50S+1.60H 1 0.55 12.75 17,68 17,68 10.26 1.00 25.87 PhiVc/2<Vu<= Min 11.4.6.1 46.9 6.4 6.0 +1.20D+1.60L+0.50S+1.60H 1 0.66 12.75 17.25 17.25 12.16 1.00 25.87 PhiVc/2<Vu<= Min 11.4.6.1 46.9 6.4 6.0 +1.20D+1.60L+0.50S+1.60H 1 0.77 12.75 16.81 16.81 14.03 1.00 25.87 PhiVcl2<Vu<= Min 11.4.6.1 46.9 6.4 6.0 +1.20D+1.60L+0.50S+1.60H 1 0.87 12.75 16.38 16.38 15.84 1.00 25.87 PhiVc/2<Vu<= Min 11.4.6.1 46.9 6.4 6.0 +1.20D+1.60L+0.50S+1.60H 1 0.98 12.75 15.95 15.95 17.61 0,96 25.81 PhiVc/2<Vu<= Min 11.4.6.1 46.8 6.4 6.0 +1.20D+1.60L+0.50S+1.60H 1 1.09 12.75 15.51 15.51 19.33 0.85 25.62 PhiVc/2<Vu- Min 11.4.6.1 46.7 6.4 6.0 +1.20D+1.60L+0.50S+1.60H 1 1.20 12.75 15.08 15.08 21.00 0.76 25.46 PhiVc/2<Vu<= Min 11.4.6.1 46.5 6.4 6.0 +1.20D+1.60L+0.50S+1.60H 1 1.31 12.75 14.64 14.64 22.62 0.69 25.33 PhiVcl2<Vu<= Min 11.4.6.1 46.4 6.4 6.0 +1.20D+1.60L+0.50S+1.60H 1 1.42 12.75 14.21 14.21 24.20 0.62 25.22 PhiVcl2<Vu<= Min 11.4.6.1 46.3 6.4 6.0 +1.20D+1.60L+0.50S+1.60H 1 1.53 12.75 13.78 13.78 25.73 0.57 25.12 PhiVc/2<Vu<= Min 11.4.6.1 46.2 6.4 6.0 +1.20D+1.60L+0.50S+1.60H 1 1.64 12.75 13.34 13.34 27.21 0.52 25.04 PhiVc/2<Vu<= Min 11.4.6.1 46.1 6.4 6.0 +1.20D+1.60L+0.50S+1.60H 1 1.75 12.75 12.91 12.91 28.64 0.48 24.97 PhiVc/2<Vu<= Min 11.4.6.1 46.0 6.4 6.0 +1.20D+1.60L+0.50S+1.60H 1 1.86 12.75 12.48 12.48 30.03 0.44 24.90 PhiVc/2<Vu<= Min 11.4.6.1 45.9 6.4 6.0 +1.20D+1.60L+0.50S+1.60H 1 1.97 12.75 12.04 12.04 31.37 0.41 24.84 Vu<PhiVcl2 lot Reqd 11.' 24.8 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.08 12.75 11.61 11.61 32.66 0.38 24.79 Vu<PhiVcl2 lot Reqd 11.z 24.8 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.19 12.75 11.17 11.17 33.91 0.35 24,74 Vu<PhiVc/2 lot Reqd 11.z 24.7 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.30 12.75 10.74 10.74 35.11 0.33 24.70 Vu<PhiVc/2 lot Reqd 11.z 24.7 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.40 12.75 10.31 10.31 36.26 0.30 24.66 Vu<PhiVcl2 lot Reqd 11.z 24.7 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.51 12.75 9.87 9.87 37.36 0.28 24.62 Vu<PhiVcl2 lot Reqd 11.1 24.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.62 12.75 9.44 9.44 38.41 0.26 24.59 Vu<PhiVc/2 lot Reqd 11.z 24.6 0.0 0.0 +1.20D+1,60L+0.50S+1.60H 1 2.73 12.75 9.00 9.00 39.42 0.24 24.55 Vu<PhiVc/2 lot Reqd 11.z 24.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.84 12.75 8.57 8.57 40.38 0.23 24.52 Vu<PhiVcl2 lot Reqd 11.z 24.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.95 12.75 8.14 8.14 41.29 0.21 24.50 Vu<PhiVcl2 lot Reqd 11.2 24.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.06 12.75 7.70 7.70 42.16 0.19 24,47 Vu<PhiVc/2 lot Reqd 11.z 24.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.17 12.75 7.27 7.27 42.98 0.18 24.44 Vu<PhiVc/2 lot Reqd 11.z 24.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.28 12.75 6.83 6.83 43.75 0.17 24.42 Vu<PhiVcl2 lot Reqd 11.' 24.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.39 12.75 6.40 6.40 44.47 0.15 24.40 Vu<PhiVcl2 lot Reqd 11.' 24.4 0.0 0.0 +1.20D+1.60L+0,50S+1.60H 1 3.50 12.75 5.97 5.97 45.15 0.14 24.38 Vu<PhiVc/2 lot Reqd 11.z 24.4 0.0 0.0 +1.20D+1.60L+0,50S+1.60H 1 3.61 12.75 5.53 5.53 45.78 0.13 24,35 Vu<PhiVc/2 lot Reqd 11.z 24.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.72 12.75 5.10 5.10 46.36 0.12 24.33 Vu<PhiVcl2 lot Reqd 11.2 24.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.83 12.75 4.66 4.66 46.89 0.11 24.32 Vu<PhiVcl2 lot Reqd 11.L 24.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.93 12.75 4.23 4.23 47.38 0.09 24.30 Vu<PhiVc/2 lot Reqd 11.z 24.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 4.04 12.75 3.80 3.80 47.81 0.08 24.28 Vu<PhiVc/2 lot Reqd 11.1 24.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 4.15 12.75 3.36 3.36 48.21 0.07 24.26 Vu<PhiVcl2 lot Reqd 11.1 24.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 4.26 12.75 2.93 2.93 48.55 0.06 24.24 Vu<PhiVcl2 lot Reqd 11.2 24.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 4.37 12.75 2.50 2.50 48.85 0.05 24.23 Vu<PhiVcl2 lot Reqd 11.1 24.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 4.48 12.75 2.06 2.06 49.10 0.04 24.21 Vu<PhiVc/2 lot Reqd 11.z 24.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 4.59 12.75 1.63 1.63 49.30 0.04 24.19 Vu<PhiVc/2 lot Reqd 11.1 24.2 0.0 0.0 Project Title: Arlington -Casting Operations Engineer: Larry Higgins PE -� Project ID: 2200333.20 Project Descr: Concrete Beam File=Q:1202M2200333120_STRINON_CAD%CALCs12200333_FLOYD.eCB. Software c to ENERCALC,INC.1983.2020,Buikf:12.20.2.2B , ' DESCRIPTION: Pit Wall Design at-12' I Detailed Shear Information I Span Distance 'd' Vu (k) Mu d`Vu/Mu Phi'Vc Comment Phi'Vs Phi'Vn Spacing(in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'd Suggest 1 +1.20D+1.60L+0.50S+1.60H 1 4.70 12.75 1.19 1.19 49.45 0.03 24.18 Vu<PhiVc/2 lot Reqd 11.' 24.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 4.81 12.75 0.76 0.76 49.56 0.02 24.16 Vu<PhiVc/2 lot Reqd 11.z 24.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 4.92 12.75 0.33 0.33 49.62 0.01 24.14 Vu<PhiVc/2 lot Reqd 11.1 24.1 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 5.03 12.75 -0.11 0.11 49.63 0.00 24.13 Vu<PhiVc/2 lot Reqd I 24.1 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 5.14 12.75 -0.54 0.54 49.59 0.01 24,15 Vu<PhiVc/2 lot Reqd 11., 24.2 0.0 0.0 +1.20D+1.60L+0.50S+1.601-1 1 5.25 12.75 -0.98 0.98 49.51 0.02 24.17 Vu<PhiVcl2 lot Reqd 11.E 24.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 5.36 12.75 -1.41 1.41 49.38 0.03 24.18 Vu<PhiVc/2 lot Reqd 11.z 24.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 5.46 12.75 -1.84 1.84 49.20 0.04 24.20 Vu<PhiVc/2 lot Reqd 11.z 24.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 5.57 12.75 -2.28 2.28 48.98 0.05 24.22 Vu<PhiVc/2 lot Reqd 11., 24.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 5.68 12.75 -2.71 2.71 48.70 0.06 24.23 Vu<PhiVc/2 lot Reqd I 24.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 5.79 12.75 -3.15 3.15 48.38 0.07 24.25 Vu<PhiVc/2 lot Reqd 11./ 24.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 5.90 12.75 -3.58 3.58 48.02 0.08 24.27 Vu<PhiVc/2 lot Reqd I 24.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 6.01 12.75 -4.01 4.01 47.60 0.09 24.29 Vu<PhiVc/2 lot Reqd 11.z 24.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 6.12 12.75 -4.45 4.45 47.14 0.10 24.31 Vu<PhiVc/2 lot Reqd 11., 24.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 6.23 12.75 -4.88 4.88 46.63 0.11 24.32 Vu<PhiVc/2 lot Reqd I 24.3 0.0 0.0 +1.20D+1.601+0.50S+1.60H 1 6,34 12,75 -5.32 5,32 41,07 1,12 24,34 Vu<PhiVc/2 lot Reqd 11.E 24.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 6.45 12.75 -5.75 5.75 45.47 0.13 24.37 Vu<PhiVc/2 lot Reqd 11.z 24.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 6.56 12.75 -6.18 6.18 44.82 0.15 24.39 Vu<PhiVc/2 lot Reqd 11.z 24.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 6.67 12.75 -6.62 6.62 44.12 0.16 24.41 Vu<PhiVc/2 lot Reqd 11., 24.4 0.0 0.0 _ +1.20D+1.60L+0.50S+1.60H 1 6.78 12.75 -7.05 7.05 43.37 0.17 24.43 Vu<PhiVc/2 lot Reqd 11.L 24.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 6.89 12.75 -7.49 7.49 42.57 0.19 24.46 Vu<PhiVc/2 lot Reqd I 24.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 6.99 12,75 -7.92 7.92 41.73 0.20 24.48 Vu<PhiVcl2 lot Reqd 11.z 24.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 7.10 12.75 -8.35 8.35 40.84 0.22 24.51 Vu<PhiVc/2 lot Reqd 11.z 24.5 0.0 0.0 1 +1.20D+1.60L+0.50S+1.60H 1 7.21 12.75 -8.79 8.79 39.91 0.23 24.54 Vu<PhiVc/2 lot Reqd 24.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 7.32 12.75 -9.22 9.22 38.92 0.25 24.57 Vu<PhiVc/2 lot Reqd 11.1 24.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 7.43 12.75 -9.65 9.65 37.89 0.27 24.60 Vu<PhiVc/2 lot Reqd 11.1 24.6 0.0 0.0 +1.20D+1.60L+0.50S+1,60H 1 7.54 12.75 -10,09 10.09 36.81 0.29 24.64 Vu<PhiVc/2 lot Reqd 11.1 24.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 7.65 12.75 -10.52 10.52 35.69 0.31 24.68 Vu<PhiVc/2 lot Reqd 11.z 24.7 0.0 0.0 t +1.20D+1.60L+0.50S+1.60H 1 7.76 12.75 -10.96 10.96 34.51 0.34 24.72 Vu<PhiVcl2 lot Reqd 11.' 24.7 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 7.87 12.75 -11.39 11.39 33.29 0.36 24.76 Vu<PhiVc12 lot Reqd 11., 24.8 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 7.98 12.75 -11.82 11,82 32.02 0.39 24.82 Vu<PhiVc/2 lot Reqd 11.L 24.8 0.0 0.0 _ +1.20D+1.60L+0.50S+1.60H 1 8.09 12.75 -12.26 12.26 30.71 0.42 24.87 Vu<PhiVc/2 lot Reqd 11.1 24.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 8.20 12.75 -12.69 12.69 29.34 0.46 24.93 PhiVc/2<Vu<= Min 11.4.6.1 46.0 6.4 6.0 +1.20D+1.60L+0.50S+1.60H 1 8.31 12.75 -13.13 13.13 27.93 0,50 25.00 PhiVc/2<Vu<= Min 11.4.6.1 46.0 6.4 6.0 +1.20D+1.60L+0.501+1.60H 1 8,42 12,75 -13.56 13,11 26,47 0.54 21,08 PhiVc/2<Vu<= Min 11.1.1.1 46.1 6.4 6.0 +1.20D+1.60L+0.50S+1.60H 1 8.52 12.75 -13.99 13.99 24.97 0.60 25.17 PhiVc/2<Vu<= Min 11.4.6.1 46.2 6.4 6.0 +1.20D+1.60L+0.50S+1.60H 1 8.63 12.75 -14.43 14.43 23.42 0,65 25.27 PhiVc/2<Vu<= Min 11.4.6.1 46.3 6.4 6.0 +1.20D+1.60L+0.50S+1.60H 1 8.74 12.75 -14.86 14.86 21.81 0.72 25.39 PhiVc/2<Vu<= Min 11.4.6.1 46.4 6.4 6.0 h +1.20D+1.60L+0.50S+1.60H 1 8.85 12.75 -15.30 15.30 20.17 0.81 25.54 PhiVc/2<Vu<= Min 11.4.6.1 46.6 6.4 6.0 +1.20D+1.60L+0.50S+1.60H 1 8.96 12.75 -15.73 15.73 18.47 0.90 25.71 PhiVc/2<Vu<= Min 11.4.6.1 46.7 6.4 6.0 +1.20D+1.60L+0.50S+1.60H 1 9.07 12.75 -16.16 16.16 16.73 1.00 25.87 PhiVc/2<Vu<= Min 11.4.6.1 46.9 6.4 6.0 +1.20D+1.60L+0.50S+1.60H 1 9.18 12.75 -16.60 16.60 14.94 1.00 25.87 PhiVc/2<Vu<= Min 11.4.6.1 46.9 6.4 6.0 +1.20D+1.60L+0.50S+1.60H 1 9.29 12.75 -17.03 17.03 13.10 1.00 25.87 PhiVc/2<Vu<= Min 11.4.6.1 46.9 6.4 6.0 +1.20D+1.60L+0.50S+1.60H 1 9.40 12.75 -17.47 17.47 11,22 1.00 25.87 PhiVcl2<Vu<= Min 11.4.6.1 46.9 6.4 6.0 +1.20D+1.60L+0.50S+1.60H 1 9.51 12.75 -17.90 17.90 9.28 1.00 25.87 PhiVcl2<Vu<= Min 11.4.6.1 46.9 6.4 6.0 +1.20D+1.60L+0.50S+1.60H 1 9.62 12.75 -18.33 18.33 7.30 1.00 25.87 PhiVc/2<Vu<= Min 11.4.6.1 46.9 6.4 6.0 J +1.20D+1.60L+0.50S+1.60H 1 9.73 12.75 -18.77 18.77 5.28 1.00 25.87 PhiVc/2<Vu<= Min 11.4.6.1 46.9 6.4 6.0 +1.20D+1.60L+0.50S+1.60H 1 9.84 12.75 -19.20 19.20 3.20 1.00 25.87 PhiVc/2<Vu<= Min 11.4.6.1 46.9 6.4 6.0 +1.20D+1.60L+0.50S+1.60H 1 9.95 12.75 -19.64 19.64 1.08 1.00 25.87 PhiVc/2<Vu<= Min 11.4.6.1 46.9 6.4 6.0 1 Maximum Forces &Stresses for Load Combinations ` Load Combination Location(ft) Bending Stress Results (k-ft) Segment Span# along Beam Mu:Max Phi'Mnx Stress Ratio MAXimum BENDING Envelope Span#1 1 10.000 49.63 55.12 0.90 Project Title: Arlington-Casting Operations Engineer: Larry Higgins PE Project ID: 2200333.20 Project Descr: Concrete Beam File=QA202012200333120_STRWON_CAMCALCs12200333_FLOYD.ec6 Sofnv ire coppdgh[ENERCALC,INC.1902020,BuiId:12.20.2228 KW-06001735 AHOL,INC SEA' DESCRIPTION: Pit Wall Design at-12' Load Combination Location(ft) Bending Stress Results (k-ft) Segment Span# along Beam Mu:Max Phi'Mnx Stress Ratio +1.40D+1.60H Span#1 1 10.000 19.70 55.12 0.36 +1.20D+0.50Lr+1.60L+1,60H Span#1 1 10.000 49.63 55.12 0.90 +1.20D+1.60L+0.50S+1.60H Span#1 1 10.000 49.63 55.12 0.90 +1.20D+1.60Lr+0.50L+1.60H Span#1 1 10.000 29.06 55.12 0.53 +1.20D+1.60Lr+0.50W+1.60H Span#1 1 10.000 19.70 55.12 0.36 +1.20D+0.50L+1.605+1.60H Span#1 1 10.000 29.06 55.12 0.53 +1.20D+1.605+0.50W+1.60H Span#1 1 10.000 19.70 55.12 0.36 +1.20D+0.50Lr+0.50L+W+1.60H Span#1 1 10.000 29.06 55.12 0,53 +1.20D+0.50L+0.50S+W+1.60H Span#1 1 10.000 29.06 55.12 0.53 +1.20D+0.50L+0.20S+E+1.60H Span#1 1 10.000 29.06 55.12 0.53 +0.90D+W+0.90H Span#1 1 10.000 11.08 55.12 0.20 +0.90D+E+0.90H Span#1 1 10.000 11.08 55.12 0.20 Overall Maximum Deflections Load Combination Span Max.""DO (in) Location in Span (ft) Load Combination Max. 4"DO (in) Location in Span (ft) +D+L+H 1 0.0400 5.000 0.0000 0.000 Project Title: Arlington -Casting Operations Engineer: Larry Higgins PE Project ID: 2200333.20 Project Descr: Concrete Beam File=Q:1202012200333120_STRINON_CADICALCs12200333_FLOYD.ec6 Software!Mp lyNty ENERCALC,INC,1983.2020,Build-1 ' DESCRIPTION: Pit Wall Design at-8' I CODE REFERENCES I Calculations per ACI 318-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties f'c 112 4.0 ksi Phi Values Flexure: 090 fr= Fc `7.50 = 474.342 psi Shear: 0.750 yr Density = 145.0 pcf R 1 = 0 850 I k LtWt Factor = 1.0 g Elastic Modulus = 3,605.0 ksi Fy-Stirrups 60.0 ksi fy-Main Rebar = 60.0 ksi E-Stirrups = 29,000.0 ksi 1 E-Main Rebar = 29,000.0 ksi Stirrup Bar Size# 3 I Number of Resisting Legs Per Stirrup= 2 1 L 1.27 H 0.626 1 10.0 ft 24"wx14"h Cross Section & Reinforcing Details J Rectangular Section, Width=24.0 in, Height=14.0 in Span#1 Reinforcing.... 245 at 1.250 in from Bottom,from 0.0 to 10.0 ft in this span 245 at 2.250 in from Top,from 0.0 to 10.0 ft in this span Load for Span Number 1 Uniform Load: L=0.6350, H=0.3130 ksf, Tributary Width=2.0 ft 1 DESIGN SUMMARY • • Maximum Bending Stress Ratio = 0.965 : 1 Maximum Deflection Section used for this span Typical Section Max Downward Transient Deflection 0.014 in Ratio= 8311 >=360. Mu:Applied 37.920 k-ft Max Upward Transient Deflection 0.000 In Ratio= 0<360.0 . Mn*Phi:Allowable 39.306 k-ft Max Downward Total Deflection 0.022 in Ratio= 5566>=180. Location of maximum on span 4.991 Ft Max Upward Total Deflection 0.000 in Ratio= 0<180.0 Span#where maximum occurs Span# 1 Vertical Reactions Support notation:Far left is#1 Load Combination Support 1 Support 2 Overall MAXimum 9.480 9.480 I Overall MINimum 1.878 1.878 .11 +D+H 3.130 3.130 +D+L+H 9.480 9.480 +D+Lr+H 3.130 3.130 I +D+S+H 3.130 3.130 J +D+0.75OLr+0.750L+H 7.893 7.893 +D+0.750L+0.750S+H 7.893 7.893 +D+O.60W+H 3.130 3.130 +D+0.70E+H 3.130 3.130 +D+0.750Lr+0.750L+0.450W+H 7.893 7.893 +D+0.750L+0.750S+0.450W+H 7.893 7.893 +D+0.750L+0.750S+0.5250E+H 7.893 7.893 Project Title: Arlington -Casting Operations Engineer: Larry Higgins PE Project ID: 2200333.20 Project Descr: Concrete Beam File-O.-%M2M2D0333120_STMNON_CAMCALCs12200333_FLOYD,ec6. Software copyright ENERCALC,INC-1983.2020.Buifd:12.20.2.20 Jill KW-06001735 AHBL,INC SEA DESCRIPTION: Pit Wall Design at-8' Vertical Reactions Support notation:Far left is#1 Load Combination Support 1 Support 2 +0.60D+0.60W+0.60H 1.878 1.878 +0 60D+0 70F+0.60H 1.878 1.878 D Only Lr Only L Only 6.350 6.350 S Only W Only E Only H Only 3.130 3.130 Detailed Shear Information Span Distance 'd' Vu (k) Mu d'Vu/Mu Phi'Vc Comment Phi'Vs Phi'Vn Spacing(in) Load Combination Number (ft) (in) Actual Design (0) (k) (k) (k) Reqd Suggest +1,20D+1.6OL+0.50S+1.60H 1 0.00 12.75 15.17 15.17 0.00 1.00 28.74 PhiVc/2<Vu<= Min 11.4.6.1 49.8 6.4 6.0 +1.200+1.60L+0.50S+1.60H 1 0.11 12.75 14.84 14.84 1.64 1.00 28.74 PhiVc/2<Vu<= Min 11.4.6.1 49.8 6.4 6.0 +1.20D+1.60L+0.50S+1.60H 1 0.22 12.75 14.50 14.50 3.24 1.00 28.74 PhiVc/2<Vu<= Min 11.4.6.1 49.8 6.4 6.0 +1.20D+1.60L+0 50S+1.60H 1 0.33 12.75 14.17 14.17 4.81 1.00 28.74 Vu<PhiVc/2 lot Reqd 11.z 28.7 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.44 12.75 13.84 13.84 6.34 1.00 28.74 Vu<PhiVc/2 lot Reqd 11.' 28.7 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.55 12.75 13.51 13.51 7.84 1.00 28.74 Vu<PhiVc/2 lot Reqd 11., 28.7 0.0 0.0 +1.20D+1.60L+0.50S+1,60H 1 0.66 12.75 13.18 13.18 9.29 1.00 28.74 Vu<PhiVc/2 lot Reqd 11.z 28.7 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.77 12.75 12.85 12.85 10.72 1.00 28.74 Vu<PhiVc/2 lot Reqd 11.1 28.7 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.87 12.75 12.52 12.52 12.10 1.00 28.74 Vu<PhiVc/2 lot Reqd 11.2 28.7 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.98 12,75 12.18 12.18 13.45 0.96 28.70 Vu<PhiVc/2 lot Reqd 11.z 28.7 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.09 12.75 11.85 11.85 14.77 0.85 28.57 Vu<PhiVc/2 lot Reqd I 28.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.20 12.75 11.52 11.52 16.04 0.76 28.47 Vu<PhiVc/2 lot Reqd 11.1 28.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.31 12.75 11.19 11.19 17.28 0.69 28.38 Vu<PhiVc/2 lot Reqd I 28.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.42 12.75 10.86 10.86 18.49 0.62 28,30 Vu<PhiVc/2 lot Reqd 11.z 28.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.53 12.75 10.53 10.53 19.66 0.57 28.24 Vu<PhiVc/2 lot Reqd 11.z 28.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.64 12.75 10.19 10.19 20.79 0.52 28.18 Vu<PhiVc/2 lot Reqd 11.' 28.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.75 12.75 9.86 9.86 21.89 0.48 28.13 Vu<PhiVc/2 lot Reqd 11., 28.1 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.86 12.75 9.53 9.53 22.95 0.44 28.09 Vu<PhiVc/2 lot Reqd 11.1 28.1 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.97 12.75 9.20 9.20 23.97 0.41 28.05 Vu<PhiVc/2 lot Reqd 11.z 28.1 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.08 12.75 8.87 8.87 24.96 0.38 28.02 Vu<PhiVc/2 lot Reqd 11.z 28.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.19 12.75 8.54 8.54 25.91 0.35 27.99 Vu<PhiVc/2 lot Reqd I 28.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.30 12.75 8.21 8.21 26.82 0.33 27.96 Vu<PhiVc/2 lot Reqd 11.z 28.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.40 12.75 7.87 7.87 27.70 0.30 27.93 Vu<PhiVc/2 lot Reqd 11.z 27.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.51 12.75 7.54 7.54 28.54 0.28 27.90 Vu<PhiVc/2 lot Reqd 11.E 27.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.62 12.75 7.21 7.21 29.35 0.26 27.88 Vu<PhiVc/2 lot Reqd 11.z 27.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.73 12.75 6.88 6.88 30.12 0.24 27.86 Vu<PhiVc/2 lot Reqd 11.z 27.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.84 12.75 6.55 6.55 30.85 0.23 27.84 Vu<PhiVc/2 lot Reqd 11., 27.8 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.95 12.75 6.22 6.22 31.55 0.21 27.82 Vu<PhiVc/2 lot Reqd 11.' 27.8 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.06 12.75 5.88 5.88 32.21 0.19 27.80 Vu<PhiVc/2 lot Reqd 11.2 27.8 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.17 12.75 5.55 5.55 32.84 0.18 27.79 Vu<PhiVc/2 lot Reqd 11.z 27.8 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.28 12.75 5.22 5.22 33.43 0.17 27.77 Vu<PhiVc/2 lot Reqd 11.1 27.8 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.39 12.75 4.89 4.89 33.98 0.15 27.76 Vu<PhiVc/2 lot Reqd 11.z 27.8 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.50 12.75 4.56 4.56 34.49 0.14 27.74 Vu<PhiVc/2 lot Reqd 11.2 27.7 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.61 12.75 4.23 4.23 34.97 0.13 27.73 Vu<PhiVc/2 lot Reqd 11., 27.7 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.72 12.75 3.90 3.90 35.42 0.12 27.71 Vu<PhiVc/2 lot Reqd 11.z 27.7 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.83 12.75 3.56 3.56 35.83 0.11 27,70 Vu<PhiVc/2 lot Reqd 11.z 27.7 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.93 12.75 3.23 3.23 36.20 0.09 27.69 Vu<PhiVc/2 lot Reqd 11.' 27.7 0.0 0.0 +1,20D+1.60L+0.50S+1.60H 1 4.04 12.75 2.90 2.90 36.53 0.08 27.68 Vu<PhiVc/2 lot Reqd 11.1 27.7 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 4.15 12.75 2.57 2.57 36.83 0.07 27.66 Vu<PhiVc/2 lot Reqd 11.z 27.7 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 4.26 12.75 2.24 2.24 37.09 0.06 27.65 Vu<PhiVc/2 lot Reqd 11.z 27.7 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 4.37 12.75 1.91 1.91 37.32 0.05 27.64 Vu<PhiVc/2 lot Reqd 11.z 27.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 4.48 12.75 1.57 1.57 37.51 0.04 27.63 Vu<PhiVc/2 lot Reqd 11.z 27.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 4.59 12.75 1.24 1.24 37.67 0.04 27.62 Vu<PhiVc/2 lot Reqd 11.' 27.6 0.0 0.0 Project Title: Arlington-Casting Operations Engineer: Larry Higgins PE I Project ID: 2200333.20 Project Descr: Concrete Beam File=0:12D2W20D333120_STRtNON GAtACALC512200333_FLOYD.et6 „ Soitwate copynght ENERCALC,INC. 9B3-2020,Bui[d:12,20.2.28 t . 6001735 AHBL,INC Si DESCRIPTION: Pit Wall Design at-8' I Detailed Shear Information I Span Distance 'd' Vu (k) Mu d'Vu/Mu Phi'Vc Comment Phi`Vs Phi`Vn Spacing(in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'd Suggest _ +1.20D+1.60L+0.50S+1.60H 1 4.70 12.75 0.91 0.91 37.78 0.03 27.61 Vu<PhiVc/2 lot Reqd 11.' 27.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 4.81 12.75 0.58 0.58 37.86 0.02 27.60 Vu<PhiVc/2 lot Reqd 11.2 27.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 4.92 12.75 0.25 0.25 37.91 0.01 27.59 Vu<PhiVc/2 lot Reqd 11.E 27.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 5.03 12.75 -0.08 0.08 37.92 0.00 27.58 Vu<PhiVc/2 lot Reqd 11.z 27.6 0.0 0.0 1 +1.20D+1.60L+0.50S+1.60H 1 5.14 12.75 -0.41 0.41 37.89 0.01 27.59 Vu<PhiVcl2 lot Reqd11.1 27.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 5.25 12.75 -0.75 0.75 37.83 0.02 27.60 Vu<PhiVc/2 lot Reqd 11.z 27.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 5.36 12.75 -1.08 1.08 37.73 0.03 27.61 Vu<PhiVc/2 lot Reqd 11.2 27.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 5.46 12.75 -1.41 1.41 37.59 0.04 27.62 Vu<PhiVc/2 lot Reqd 11.z 27.6 0.0 0.0 - +1.20D+1.60L+0.50S+1.60H 1 5.57 12.75 -1.74 1.74 37.42 0.05 27.64 Vu<PhiVc/2 lot Reqd 11.z 27.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 5.68 12.75 -2.07 2.07 37.21 0.06 27.65 Vu<PhiVc/2 lot Reqd I 27.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 5.79 12.75 -2.40 2.40 36.97 0.07 27.66 Vu<PhiVcl2 lot Reqd I 27.7 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 5.90 12.75 -2.74 2.74 36.69 0.08 27.67 Vu<PhiVc/2 lot Reqd 11.2 27.7 0.0 0.0 l +1.20D+1.60L+0.50S+1.60H 1 6.01 12.75 -3.07 3.07 36.37 0.09 27.68 Vu<PhiVc/2 lot Reqd 11.' 27.7 0.0 0.0 I +1.20D+1.60L+0.50S+1.601-1 1 6.12 12.75 -3.40 3,40 36.02 0.10 27.69 Vu<PhiVc/2 lot Reqd 11.1 27.7 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 6.23 12.75 -3.73 3.73 35.63 0.11 27.71 Vu<PhiVc/2 lot Reqd 1 V 27.7 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 6.34 12.75 -4.06 4.06 35.20 0.12 27.71 Vu<PhiVc/2 lot Reqd 11.z 27.7 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 6.45 12.75 -4.39 4.39 34.74 0.13 27.73 Vu<PhiVc/2 lot Reqd 11.z 27.7 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 6.56 12.75 -4.72 4.72 34.24 0.15 27.75 Vu<PhiVc12 lot Reqd 11.2 27.7 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 6.67 12.75 -5.06 5.06 33.71 0.16 27.76 Vu<PhiVcl2 lot Reqd 11., 27.8 0.0 0.0 I +1.20D+1.60L+0.50S+1.60H 1 6.78 12.75 -5.39 5.39 33.14 0.17 27.78 Vu<PhiVc12 lot Reqd 11.z 27.8 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 6.89 12.75 -5.72 5.72 32.53 0.19 27.80 Vu<PhiVc/2 lot Reqd 11.z 27.8 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 6.99 12.75 -6.05 6.05 31.89 0.20 27.81 Vu<PhiVc/2 lot Reqd 11.z 27.8 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 7.10 12.75 -6.38 6.38 31.21 0.22 27.83 Vu<PhiVc/2 lot Reqd 11.1 27.8 0.0 0.0 1 +1,20D+1.60L+0.50S+1.60H 1 7.21 12.75 -6.71 6.71 30.49 0.23 27.85 Vu<PhiVcl2 lot Reqd 11.2 27.9 0.0 0.0 111 +1.20D+1.60L+0.50S+1.60H 1 7.32 12.75 -7.05 7.05 29.74 0.25 27.87 Vu<PhiVcl2 lot Reqd 11.' 27.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 7.43 12.75 -7.38 7.38 28.95 0.27 27.89 Vu<PhiVc/2 lot Reqd 11.z 27.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 7.54 12.75 -7.71 7.71 28.13 0.29 27.92 Vu<PhiVc/2 lot Reqd 11.E 27.9 0.0 0.0 `I +1.20D+1.60L+0.50S+1.60H 1 7.65 12.75 -8.04 8.04 27.27 0.31 27.94 Vu<PhiVc/2 lot Reqd I 27.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 7.76 12.75 -8.37 8.37 26.37 0.34 27.97 Vu<PhiVc/2 lot Reqd 11.z 28.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 7.87 12.75 -8.70 8.70 25.44 0.36 28.00 Vu<PhiVc/2 lot Reqd 11.z 28.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H t 7.98 12.75 -9.03 9.03 24.47 0.39 28.03 Vu<PhiVc/2 lot Reqd 11.z 28.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 8.09 12.75 -9.37 9.37 23.46 0.42 28.07 Vu<PhiVc/2 lot Reqd I 28.1 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 8.20 12.75 -9.70 9.70 22.42 0.46 28.11 Vu<PhiVc/2 lot Reqd 11.L 28.1 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 8.31 12.75 -10.03 10.03 21.34 0.50 28.16 Vu<PhiVc/2 lot Reqd 11.L 28.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 8.42 12.75 -10.36 10.36 20.23 0.54 28.21 Vu<PhiVc/2 lot Reqd 11.z 28.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 8.52 12.75 -10.69 10.69 19.08 0.60 28.27 Vu<PhiVc12 lot Reqd 11., 28.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 8.63 12.75 -11.02 11.02 17.89 0.65 28.34 Vu<PhiVc12 lot Reqd 11.z 28.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 8.74 12.75 -11.36 11.36 16.67 0.72 28.42 Vu<PhiVc/2 lot Reqd 11.1 28.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 8.85 12.75 -11.69 11.69 15.41 0.81 28.52 Vu<PhiVc/2 lot Reqd 11.z 28.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 8.96 12.75 -12.02 12.02 14.11 0.90 28.63 Vu<PhiVc/2 lot Reqd 11.1 28.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 9.07 12.75 -12.35 12.35 12.78 1.00 28.74 Vu<PhiVc/2 lot Reqd 11.z 28.7 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 9.18 12.75 -12.68 12.68 11.41 1.00 28.74 Vu<PhiVc/2 lot Reqd 11.L 28.7 0.0 0.0 r +1.20D+1.60L+0.50S+1.60H 1 9.29 12.75 -13.01 13.01 10.01 1.00 28.74 Vu<PhiVc/2 lot Reqd 11., 28.7 0.0 0.0 +1,20D+1.60L+0.50S+1.60H 1 9.40 12.75 -13.34 13.34 8.57 1.00 28.74 Vu<PhiVc/2 lot Reqd 11.z 28.7 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 9.51 12.75 -13.68 13.68 7.09 1.00 28.74 Vu<PhiVc/2 lot Reqd 11.z 28.7 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 9.62 12.75 -14.01 14.01 5.58 1.00 28.74 Vu<PhiVc/2 lot Reqd 11.z 28.7 0.0 0.0 i +1.20D+1.60L+0.50S+1.60H 1 9.73 12.75 -14.34 14.34 4.03 1.00 28.74 Vu<PhiVc/2 lot Reqd 11.2 28.7 0.0 0.0 `Jf +1.20D+1.60L+0.50S+1.60H 1 9.84 12.75 -14.67 14.67 2.45 1.00 28.74 PhiVcl2<Vu<= Min 11.4.6.1 49.8 6.4 6.0 +1.20D+1.60L+0.50S+1.60H 1 9.95 12.75 -15.00 15.00 0.82 1.00 28.74 PhiVc/2<Vu<= Min 11.4.6.1 49.8 6.4 6.0 J Maximum Forces &Stresses for Load Combinations Load Combination Location(ft) Bending Stress Results (k-ft) Segment Span# along Beam Mu:Max Phi-Mnx Stress Ratio MAXimum BENDING Envelope 1 Span#1 1 10.000 37.92 39.31 0.96 Project Title: Arlington -Casting Operations Engineer: Larry Higgins PE Project ID: 2200333.20 Project Descr: Concrete Beam File=0:1202012200333120_STRINON CADICALCst2200333_FLOYD.ec6. Software copyright ENERCALC,INC.1983-2020,Build:12.20.2.28 KW-06001735 AHBL,INC SEA! DESCRIPTION: Pit Wall Design at-8' Load Combination Location(ft) Bending_Stress Results (k-ft) Segment Span# along Beam Mu:Max Phi`Mnx Stress Ratio +1.40D+1.60H Span#1 1 10.000 12.52 39.31 0.32 +1.20D+0.50Lr+1.60L+1,60H Span#1 1 10.000 37.92 39.31 0.96 +1.20D+1.60L+0.505+1.60H Span#1 1 10.000 37.92 39.31 0.96 +1.20D+1.60Lr+0.50L+1.60H Span#1 1 10.000 20.46 39.31 0.52 +1.20D+1.60Lr+0.50W+1.60H Span#1 1 10.000 12.52 39.31 0.32 +1.20D+0.50L+1.605+1,60H Span#1 1 10,000 20.46 39.31 0.52 +1,20 D+1.605+0.50W+1.60H Span#1 1 10.000 12.52 39.31 0.32 +1.20D+0.50Lr+0.50L+W+1.60H Span#1 1 10.000 20.46 39.31 0.52 +1.20D+0.50L+0.50S+W+1.60H Span#1 1 10.000 20.46 39.31 0.52 +1.20D+0.50L+0.205+E+1.60H Span#1 1 10.000 20.46 39.31 0.52 +0.90D+W+0.90H Span#1 1 10.000 7.04 39.31 0.18 +0.90D+E+0.90H Span#1 1 10.000 7.04 39.31 0.18 Overall Maximum Deflections Load Combination Span Max.""Defl (in) Location in Span (ft) Load Combination Max."+"Defl (in) Location in Span (It) +D+L+H 1 0.0216 5.000 0.0000 0.000 Project Title: Arlington-Casting Operations Engineer: Larry Higgins PE Project ID: 2200333.20 Project Descr: I General Footing File=Q:1202012200333120_STRkNON_CAD\CALCS12200333_FLOYD.ec6. " g Software copXlgtM ENERCALC,INC.19B3-2020,Build:12.20.2.28. DESCRIPTION: F7.5 Code References Calculations per ACI 318-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 j General Information IMaterial Properties Soil Design Values f'c:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 3.0 ksf fy: Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = Yes Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 tp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings = Footing base depth below soil surface ft Min Steel% Bending Reinf. Allow press.increase per foot of depth ksf Min Allow%Temp Reinf. - 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0:1 1 Min.Sliding Safety Factor = 1.0:1 Increases based on footing plan dimension - Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears Yes ksf Add Pedestal Wt for Soil Pressure No when max.length or width is greater than = ft Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 7.5 ft i Length parallel to Z-Z Axis = 7.50 ft Z Footing Thickness = 16.50 in - - Pedestal dimensions... x px:parallel to X-X Axis = 12.0 in pz:parallel to Z-Z Axis = 12.0 in Height - in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in I r = _ W Reinforcing Bars parallel to X-X Axis Number of Bars = 10 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 10 Reinforcing Bar Size = # 5 : Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a I Applied Loads D Lr L S W E H P:Column Load = 82.750 86.0 k OB:Overburden = ksf J M-xx = k-ft M-zz = k-ft V-x = k V-z = k J Project Title: Arlington-Casting Operations Engineer: Larry Higgins PE Project ID: 2200333.20 Project Descr: File=Q:1202W.20033312o_STM NON_CAD%CALCs12200333_FLOYD.et6. General Footing Software tnENERCALC,INC.1983-2020,Buitd:12.20.2.28. DESCRIPTION: F7.5 DESIGN SUMMARY Design O Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9999 Soil Bearing 3.199 ksf 3.199 ksf +D+S about Z-Z axis PASS nla Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 Wit 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS nla Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.9132 Z Flexure(+X) 22.241 k-ft/ft 24.356 k-ftlft +1.20D+1.605 PASS 0.9132 Z Flexure(X) 22.241 k-ftlft 24.356 k-ft/ft +1.20D+1.60S PASS 0.9132 X Flexure(+Z) 22.241 k-ft/ft 24.356 k-ft/ft +1.20D+1.60S PASS 0.9132 X Flexure(-Z) 22.241 k-ftlft 24.356 k-ft/ft +1.20D+1.605 PASS 0.6645 1-way Shear(+X) 54.594 psi 82.158 psi +1.20D+1.60S PASS 0.6645 1-way Shear(-X) 54.594 psi 82.158 psi +1.20D+1.605 PASS 0.6645 1-way Shear(+Z) 54.594 psi 82.158 psi +1.20D+1.60S PASS 0.6645 1-way Shear(-Z) 54.594 psi 82.158 psi +1.20D+1.605 PASS 0.9649 2-way Punching 158,553 psi 164.317 psi +1.20D+1.605 Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual 1 Allow Load Combination Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,D Only 3.199 n/a 0.0 1.670 1.670 n/a n/a 0.522 X-X,+D+S 3.199 n/a 0.0 3.199 3.199 n/a n/a 1.000 X-X,+D+0.750S 3.199 n/a 0.0 2.817 2.817 n/a n/a 0.881 X-X,+0.60D 3.199 n/a 0.0 1.002 1.002 n/a n/a 0.313 Z-Z,D Only 3.199 0.0 n/a n/a n/a 1.670 1.670 0.522 Z-Z,+D+S 3.199 0.0 n/a n/a nla 3.199 3,199 1.000 Z-Z,+D+0.750S 3.199 0.0 n/a n/a n/a 2.817 2.817 0.881 Z-Z,+0.60D 3.199 0.0 n/a n/a n/a 1.002 1.002 0.313 Overturning Stability Rotation Axis& Load Combination Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning All units k Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gvrn.As Actual As Phi'Mn Status k-ft Surface in^2 in^2 in"2 k-ft X-X,+1.40D 10.876 +Z Bottom 0,3564 Min Temp% 0.4133 24.356 OK X-X,+1.40D 10.876 -Z Bottom 0.3564 Min Temp% 0.4133 24.356 OK X-X,+1.20D 9.323 +Z Bottom 0.3564 Min Temp% 0.4133 24.356 OK X-X,+1.20D 9.323 -Z Bottom 0.3564 Min Temp% 0.4133 24.356 OK X-X,+1.20D+0.505 13.360 +Z Bottom 0.3564 Min Temp% 0.4133 24.356 OK X-X,+1.20D+0.50S 13.360 -Z Bottom 0.3564 Min Temp% 0.4133 24.356 OK X-X,+1.20D+1.605 22.241 +Z Bottom 0.3764 Min for Bendinq 0.4133 24.356 OK X-X,+1.20D+1.605 22.241 -Z Bottom 0.3764 Min for Bendinq 0.4133 24.356 OK X-X,+1.20D+0.205 10.937 +Z Bottom 0.3564 Min Temp% 0.4133 24,356 OK X-X,+1.20D+0.205 10.937 -Z Bottom 0,3564 Min Temp% 0.4133 24.356 OK X-X,+0.90D 6.992 +Z Bottom 0.3564 Min Temp% 0.4133 24.356 OK X-X,+0.90D 6.992 -Z Bottom 0.3564 Min Temp% 0,4133 24.356 OK Z-Z,+1.40D 10.876 -X Bottom 0.3564 Min Temp% 0.4133 24.356 OK Z-Z,+1.40D 10.876 +X Bottom 0.3564 Min Temp% 0.4133 24.356 OK Z-Z,+1.20D 9.323 -X Bottom 0.3564 Min Temp% 0.4133 24.356 OK Z-Z,+1.20D 9.323 +X Bottom 0.3564 Min Temp% 0.4133 24.356 OK 1 Project Title: Arlington -Casting Operations Engineer: Larry Higgins PE -� Project ID: 2200333.20 Project Descr: General Footing File=q:1202012200333120_STRUN_CADICALN2200333_FLOYD.ec6 g Software copyright ENERCALC,INC.1983-2020,Build:12.20.2.26 . KW-06001735 AHBL,INC SEA DESCRIPTION: F7.5 l Footing Flexure I 2' Flexure Axis&Load Combination Mu Side Tension As Req'd G As Actual As Phi* Mn Surface in^2 in in in"2 k-ft Status -1 Z-Z,+1.20D+0.50S 13.360 -X Bottom 0.3564 Min Temp% 0.4133 24.356 OK I Z-Z,+1.20D+0.50S 13.360 +X Bottom 0.3564 Min Temp% 0.4133 24.356 OK Z-Z,+1.20D+1.60S 22.241 -X Bottom 0.3764 Min for Bendinq 0.4133 24.356 OK Z-Z, +1.20D+1.60S 22.241 +X Bottom 0.3764 Min for Bendinq 0.4133 24.356 OK Z-Z, +1.20D+0.20S 10.937 -X Bottom 0.3564 Min Temp% 0.4133 24.356 OK Z-Z,+1.20D+0.20S 10.937 +X Bottom 0.3564 Min Temp% 0.4133 24.356 OK Z-Z,+0.90D 6,992 -X Bottom 0.3564 Min Temp% 0.4133 24.356 OK Z-Z,+0.901) 6,992 +X Bottom 0.3564 Min Temp% 0.4133 24.356 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu 1 Phi`Vn Status +1.40D 26.70 psi 26.70 psi 26.70 psi 26.70 psi 26.70 psi 82.16 psi 0.33 OK +1.20D 22.88 psi 22.88 psi 22.88 psi 22.88 psi 22.88 psi 82.16 psi 0.28 OK +1.20D+0.50S 32.79 psi 32.79 psi 32.79 psi 32.79 psi 32.79 psi 82.16 psi 0.40 OK +1.20D+1.60S 54.59 psi 54.59 psi 54.59 psi 54.59 psi 54.59 psi 82.16 psi 0.66 OK +1.20D+0.20S 26.85 psi 26.85 psi 26.85 psi 26.85 psi 26.85 psi 82.16 psi 0.33 OK +0.901) 17.16 psi 17.16 psi 17.16 psi 17.16 psi 17.16 psi 82.16 psi 0.21 OK Two-Way"Punching"Shear All units k Load Combination... Vu Phi`Vn Vu 1 Phi'Vn Status +1.40D 77.54 psi 164.32psi 0.4719 OK +1.20D 66.46 psi 164.32osi 0.4045 OK +1.20D+0.50S 95.24 psi 164.32osi 0.5796 OK 1 +1.20D+1.60S 158.55 psi 164.32psi 0.9649 OK +1.20D+0.20S 77.97 psi 164.32psi 0.4745 OK +0.90D 49.85 psi 164.32Dsi 0.3033 OK l l .1 1 _I Project Title: Arlington -Casting Operations Engineer: Larry Higgins PE Project ID: 2200333.20 Project Descr: File=Q:1202012200333120_STRINON_CADICALCs12200333_FLOYD.ec6 General Footing Softwareu0pyrighlENERCALC,INC.181t32020.BuiItl:12.20.2.28 KW-06001735 AHBL,INC SEA! DESCRIPTION: F7.0 Code References Calculations per ACI 318-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values f'c:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 3.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = Yes Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. - 0.30 (p Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel% Bending Reinf. = Allow press.increase per fool of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Fig Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears Yes = ksf Add Pedestal Wt for Soil Pressure No when max.length or width is greater than = ft Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 7.0 ft Z Length parallel to Z-Z Axis = 7.0 ft Footing Thickness - 16.0 in ----- - - - - tl Pedestal dimensions... x X px:parallel to X-X Axis = 12.0 in pz:parallel to Z-Z Axis = 12.0 in Height in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in - Reinforcing T - -- Bars parallel to X-X Axis Number of Bars = 8.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 8.0 Reinforcing Bar Size = # 5 Bandwidth Distribution Check (ACI 15.4.4.2) - - - Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 72.0 75.0 k OB:Overburden = ksf M-xx - k-ft M-zz k-ft V-x = k V-z = k Project Title: Arlington-Casting Operations Engineer: Larry Higgins PE Project ID: 2200333.20 Project Descr: General Footing File=O.-M2012200333120_STRWON_CAMCALCS12200333_FLOYO.eoB. 9 Software top�6ghi ENERCALC.INC 1983.2020,BuiItl 12.P0.2.28 . KW-06001735 AHBL,INC SEA DESCRIPTION: F7.0 l DESIGN SUMMARY - • I Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9999 Soil Bearing 3.193 ksf 3.193 ksf +D+S about Z-Z axis 1 PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning I PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.9397 Z Flexure(+X) 18.955 k-ft/ft 20.172 k-ft/ft +1.20D+1.60S PASS 0.9397 Z Flexure(-X) 18.955 k-ft/ft 20.172 k-ft/ft +1.20D+1.60S PASS 0.9397 X Flexure(+Z) 18.955 k-ft/ft 20.172 k-ft/ft +1.20D+1.60S PASS 0.9397 X Flexure(-Z) 18.955 k-ft/ft 20.172 k-ft/ft +1.20D+1.60S PASS 0.6212 1-way Shear(+X) 51.033 psi 82.158 psi +1.20D+1.60S PASS 0.6212 1-way Shear(-X) 51.033 psi 82.158 psi +1.20D+1.60S 1 PASS 0.6212 1-way Shear(+Z) 51.033 psi 82.158 psi +1.20D+1.60S PASS 0.6212 1-way Shear(-Z) 51.033 psi 82.158 psi +1.20D+1.60S PASS 0.8793 2-way Punching 144.480 psi 164.317 psi +1.20D+1.60S Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual/Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,D Only 3.193 n/a 0.0 1.663 1,663 n/a n/a 0,521 X-X,+D+S 3.193 n/a 0.0 3.193 3.193 n/a n/a 1.000 X-X,+D+0.750S 3.193 n/a 0.0 2.811 2.811 n/a n/a 0.880 X-X,+0.60D 3.193 n/a 0.0 0.9976 0.9976 n/a n/a 0.312 Z-Z,D Only 3.193 0.0 n/a n/a n/a 1.663 1.663 0.521 Z-Z,+D+S 3.193 0.0 n/a n/a n/a 3.193 3.193 1.000 Z-Z,+D+0.750S 3.193 0.0 n/a n/a n/a 2.811 2.811 0.880 Z-Z,+0.60D 3.193 0.0 n/a n/a n/a 0.9976 0.9976 0.312 Overturning Stability 1 Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k 1 Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding `I Footing Flexure 1 Flexure Axis&Load Combination Mu Side Tension As Req'd Gvrn.As Actual As Phi`Mn Status k-ft Surface in"2 in^2 in^2 k-tt X-X,+1.40D 9.257 +Z Bottom 0.3456 Min Temp% 0.3543 20.172 OK X-X,+1.40D 9.257 -Z Bottom 0.3456 Min Temp% 0.3543 20.172 OK X-X,+1.201) 7.935 +Z Bottom 0.3456 Min Temp% 0.3543 20,172 OK X-X,+1.201) 7.935 -Z Bottom 0.3456 Min Temp% 0.3543 20.172 OK X-X,+1.20D+0.50S 11.378 +Z Bottom 0.3456 Min Temp% 0.3543 20.172 OK J X-X,+1.20D+0.50S 11,378 -Z Bottom 0.3456 Min Temp% 0.3543 20.172 OK X-X,+1.20D+1.60S 18,955 +Z Bottom 0.3456 Min Temp% 0.3543 20.172 OK X-X,+1.20D+1.60S 18.955 -Z Bottom 0.3456 Min Temp% 0.3543 20.172 OK X-X,+1.20D+0.20S 9.312 +Z Bottom 0.3456 Min Temp% 0.3543 20.172 OK X-X,+1.20D+0.20S 9.312 -Z Bottom 0.3456 Min Temp% 0.3543 20.172 OK X-X,+0.90D 5.951 +Z Bottom 0.3456 Min Temp% 0.3543 20.172 OK X-X,+0.90D 5.951 -Z Bottom 0.3456 Min Temp% 0.3543 20.172 OK Z-Z,+1.40D 9.257 -X Bottom 0.3456 Min Temp% 0.3543 20.172 OK Z-Z,+1.40D 9.257 +X Bottom 0.3456 Min Temp% 0.3543 20.172 OK Z-Z,+1.20D 7.935 -X Bottom 0.3456 Min Temp% 0.3543 20.172 OK Z-Z,+1.20131 7.935 +X Bottom 0.3456 Min Temp% 0.3543 20.172 OK J Project Title: Arlington -Casting Operations Engineer: Larry Higgins PE Project ID: 2200333.20 Project Descr: General Footing File=0:1202M2200333120_STMNON_CAMCALCs12200333_Fl.OYD.ec6. Soltware c ht ENERCALC,INC.1963.202.0,Build:12.20.2.28 KW-06001735 AHBL,INC SEA DESCRIPTION: F7.0 Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gvrn.As Actual As Phi`Mn Status k-tt Surface in^2 in^2 in^2 k-f1 7-7,+1:20D+0.505 11.378 -X Bottom 0,3456 Min Temp% 0.3543 20.172 OK Z-Z,+1.20D+0.505 11.378 +X Bottom 0.3456 Min Temp% 0.3543 20.172 OK Z-Z,+1.20D+1.60S 18.955 -X Bottom 0.3456 Min Temp% 0.3543 20.172 OK Z-Z,+1.20D+1.605 18.955 +X Bottom 0.3456 Min Temp% 0.3543 20.172 OK Z-Z,+1.20D+0.205 9.312 -X Bottom 0.3456 Min Temp% 0.3543 20.172 OK Z-Z,+1.20D+0.20S 9.312 +X Bottom 0.3456 Min Temp% 0.3543 20.172 OK Z-Z,+0.90D 5.951 -X Bottom 0.3456 Min Temp% 0.3543 20,172 OK Z-Z,+0.90D 5.951 +X Bottom 0.3456 Min Temp% 0.3543 20.172 OK One Way Shear Load Combination... Vu @-X Vu 0+X Vu 9-Z Vu g+Z Vu:Max Phi Vn Vu/Phi'Vn Status +1.40D 24.92 psi 24.92 psi 24.92 psi 24.92 psi 24.92 psi 82.16 psi 0.30 OK +1.20D 21.36 psi 21.36 psi 21.36 psi 21.36 psi 21.36 psi 82.16 psi 0.26 OK +1.20D+0.50S 30.64 psi 30.64 psi 30.64 psi 30.64 psi 30.64 psi 82.16 psi 0.37 OK +1.20D+1.605 51.03 psi 51.03 psi 51.03 psi 51.03 psi 51.03 psi 82.16 psi 0.62 OK +1.20D+0.205 25.07 psi 25.07 psi 25.07 psi 25.07 psi 25.07 psi 82.16 psi 0.31 OK +0.90D 16.02 psi 16.02 psi 16.02 psi 16.02 psi 16.02 psi 82.16 psi 0.20 OK Two-Way"Punching"Shear All units k Load Combination... Vu Phi`Vn Vu I Phi'Vn Status +1.40D 70.56 psi 164.32psi 0.4294 OK +1.20D 60.48 psi 164.32psi 0.3681 OK +1.20D+0.505 86.73 psi 164.32psi 0.5278 OK +1.20D+1.60S 144.48 psi 164.32psi 0.8793 OK +1.20D+0.205 70.98 psi 164.32psi 0.432 OK +0.90D 45.36 psi 164.32psi 0.2761 OK Project Title: Arlington -Casting Operations Engineer: Larry Higgins PE I Project ID: 2200333.20 Project Descr: I I Combined Footing File=Q:1202012200333120_STRINON_CAMCALCs12200333_FLOYD,ec6. Software copyright ENERCALC,INC.1983-2020,Build:12.20.2.28. KW-06001735 AFIBL,INC SEA! DESCRIPTION: F6x8 Code References Calculations per ACI 318-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 -l General Information IMaterial Properties Analysis/Design Settings f'c:Concrete 28 day strength 3.0 ksi Calculate footing weight as dead load? No fy:Rebar Yield 60.0 ksi Calculate Pedestal weight as dead load? No 1 Ec:Concrete Elastic Modulus 3,122.0 ksi Min Steel% Bending Reinf(based on'd) I Concrete Density 145.0 pcf Min Allow%Temp Reinf(based on thick) 0.00180 Phi Values Flexure: 0.90 Min.Overturning Safety Factor 1.0:1 Shear: 0.750 Min.Sliding Safety Factor 1.0:1 I Soil Information Allowable Soil Bearing 3.0 ksf Soil Bearing Increase Increase Bearing By Footing Weight No Footing base depth below soil surface ft Increases based on footing Depth.... Soil Passive Sliding Resistance 250.0 pcf Allowable pressure increase per foot ksf k;es en(r y lol 'i armn(t base rhy)ih oil sir,l re'iu/foi- when base of footing is below ft Coefficient of Soil/Concrete Friction 0.30 Increases based on footing Width... Allowable pressure increase per foot ksf when maximum length or width is greater than ft i Maximum Allowed Bearing Pressure 10.0 ksf (A value of zero implies no limit) Adjusted Allowable Soil Bearing 3.0 ksf (Allowable Soil 8earhxg adjusted for fooling weight and depth&width increases as sfxcified by user.) Dimensions & Reinforcing Distance Left of Column#1 3.188 ft Pedestal dimensions... As As Between Columns = 1.625 ft Bars left of Col#1 Count Size# Provided Req'd Distance Right of Column#2 = 3,11111 Col#1 Col#2 Bottom Bars 7.0 5 2.170 2.074 in^2 1 J Total Footing Length = 8.001 ft Sq.Dim. 9.0 9.0 in Top Bars 2.0 5 0.620 0.0 in^2 Height in Bars Btwn Cols Footing Width = 6.0 ft Bottom Bars 7.0 5 2.170 2.154 in^2 Footing Thickness 16.0 in Top Bars 2.0 5 0.620 0.0 in^2 - Bars Right of Col#2 Rebar Center to Concrete Edge 9 Top 2.0 in Bottom Bars 7.0 5 2.170 2.074 in^2 Rebar Center to Concrete Edge 9 Bottom 3.0 in Top Bars 2.0 5 0.620 0.0 in^2 Applied Loads j Applied 9 Left Column D Lr L S W E H Axial Load Downward = 26.70 27.80 k 1 Moment(+CW) = k-ft Shear(+X) = k r Applied @ Right Column _ Axial Load Downward 26.70 27.80 k Moment(+CW) k-ft Shear(+X) = k Overburden = 7� • ----_3'-2-114• _- _ 1•_7.V27 Y•Z.,K• :. y ]ts 7-05 7J t m • T-2-1/4" V-7-1/2" 3'-2-1/4" .. I eatnc �9 Project Title: Arlington -Casting Operations Engineer: Larry Higgins PE Project ID: 2200333.20 Project Descr: File=0-.W d12200333{20_STRUVON_CAMALCst2200333_FLOYD.ecG- Combined Footing SaftwarecopWWII ENERCALC.INC.1903.2020.Build:12.20.2.26. AMBL,INC SEA KW-06001735 DESCRIPTION: F6x8 DESIGN SUMMARY Design • Factor of Safety Item Applied Capacity Governing Load Combination PASS No OTM Overturning 0.0 k-ft 0.0 k-ft No OTM PASS No Sliding Sliding 0.0 k 16.020 k No Sliding PASS No Uplift Uplift 0.0 k 0.0 k No Uplift Utilization Ratio Item Applied Capacity Governing Load Combination PASS 0.7569 Soil Bearing 2.271 ksf 3.0 ksf +D+S PASS 0.3788 1-way Shear-Col#1 31.124 psi 82.158 psi +1.20D+1.60S PASS 0.3788 1-way Shear-Col#2 31.124 psi 82.158 psi +1.20D+1.60S PASS 0.3058 2-way Punching-Col#1 50.244 psi 164.317 psi +1.20D+1.60S PASS 0.3058 2-way Punching-Col#2 50.244 psi 164.317 psi +1.20D+1.60S PASS No Bending Flexure-Left of Col#1-Top 0.0 k-ft 0.0 k-ft NIA PASS 0.6074 Flexure-Left of Col#1 -Bottom 74.999 k-ft 123.483 k-ft +1.20D+1.60S PASS No Bending Flexure-Between Cols-Top 0.0 k-ft 0.0 k-ft NIA PASS 0.7497 Flexure-Between Cols-Bottom 92.574 k-ft 123.483 k-ft +1.20D+1.60S PASS No Bending Flexure-Right of Col#2-Top 0.0 k-ft 0.0 k-ft NIA PASS 0.6074 Flexure-Right of Col#2-Bottom 74.999 k-ft 123.483 k-ft +1.20D+1.60S Soil Bearing Eccentricity Actual Soil Bearing Stress Actual 1 Allow Load Combination... Total Bearing from Ftg CL @ Left Edge @ Right Edge Allowable Ratio D Only 53.40 k 0.000 ft 1.11 ksf 1.11 ksf 3.00 ksf 0.371 +D+S 109.00 k 0.000 ft 2.27 ksf 2.27 ksf 3.00 ksf 0.757 +D+0.750S 95.10 k -0.000 ft 1.98 ksf 1.98 ksf 3.00 ksf 0.660 +0.60D 32.04 k 0.000 ft 0.67 ksf 0.67 ksf 3.00 ksf 0.222 Overturning Stability Moments about Left Edge k-ft Moments about Right Edge k-ft Load Combination Overturning Resisting Ratio Overturning Resisting Ratio D Only 0.00 0.00 999.000 0.00 0.00 999.000 +D+S 0.00 0.00 999.000 0.00 0.00 999.000 +D+0.750S 0.00 0.00 999.000 0.00 0.00 999.000 +0.60D 0.00 0.00 999.000 0.00 0.00 999.000 Sliding Stability Load Combination... Sliding Force Resisting Force Sliding SafetyRatio D Only 0.00 k 16.02 k 999 +D+S 0.00 k 32.70 k 999 +D+0.750S 0.00 k 28.53 k 999 +0.60D 0.00 k 9.61 k 999 Z-Axis Footing Flexure-Maximum Values for Load Combination Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi'Mn Mu 1 PhiMn (ft•k) (ft) (in-2) Cn42) (ft-k) +0.60D 0.000 0.000 0 0.000 0 0.000 0.000 0.000 +0.60D 0.000 0.020 0 0.000 0 0.000 0.000 0.000 +1.20D+1.60S 0.015 0.040 Bottom 2.074 Min Temp% 2.170 123.483 0.000 +1.20D+1.60S 0.034 0.060 Bottom 2.074 Min Temp% 2.170 123.483 0.000 +1.20D+1.60S 0.061 0.080 Bottom 2.074 Min Temp% 2.170 123.483 0.000 +1.20D+1.60S 0.096 0.100 Bottom 2.074 Min Temp% 2.170 123.483 0.001 +1.20D+1.60S 0.138 0.120 Bottom 2.074 Min Temp% 2.170 123,483 0.001 +1.20D+1.60S 0.187 0.140 Bottom 2.074 Min Temp% 2.170 123.483 0.002 +1.20D+1.60S 0.245 0.160 Bottom 2.074 Min Temp% 2.170 123.483 0.002 +1.20D+1.60S 0.310 0.180 Bottom 2.074 Min Temp% 2.170 123.483 0.003 +1.20D+1.60S 0.383 0.200 Bottom 2.074 Min Temp% 2.170 123.483 0.003 +1.20D+1.60S 0.463 0.220 Bottom 2.074 Min Temp% 2.170 123.483 0.004 +1.20D+1.60S 0.551 0.240 Bottom 2.074 Min Temp% 2.170 123.483 0.004 +1.20D+1.60S 0.647 0.260 Bottom 2.074 Min Temp% 2.170 123.483 0.005 +1.20D+1.60S 0.750 0.280 Bottom 2.074 Min Temp% 2.170 123.483 0.006 Project Title: Arlington Casting Operations Engineer: Larry Higgins PE Project ID: 2200333.20 Project Descr: 1 Combined Footing File=Q1202012200333120_STMNON_CADICALCs12200333_FLOYD.ec6 g . Software copyright ENERCALC,INC.1903-2020,Build:12.20.2.28. DESCRIPTION: F6x8 1 Z-Axis Footing Flexure-Maximum Values for Load Combination Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi"Mn Mu 1 PhiMn (ft-k) (ft) (in^2) (In^2) (ft-k) +1.20D+1.60S 0.861 0.300 Bottom 2.074 Min Temp% 2.170 123.483 0.007 +1.20D+1.60S 0.980 0.320 Bottom 2.074 Min Temp% 2.170 123.483 0.008 +1.20D+1.60S 1.106 0.340 Bottom 2.074 Min Temp% 2.170 123.483 0.009 +1.20D+1.60S 1.240 0.360 Bottom 2.074 Min Temp% 2.170 123.483 0.010 +1.20D+1.60S 1.381 0.380 Bottom 2.074 Min Temp% 2.170 123.483 0,011 +1.20D+1.60S 1.531 0.400 Bottom 2.074 Min Temp% 2.170 123.483 0.012 +1.20D+1.60S 1.687 0.420 Bottom 2.074 Min Temp% 2.170 123.483 0.014 +1.20D+1.60S 1.852 0.440 Bottom 2.074 Min Temp% 2.170 123.483 0.015 +1.20D+1.60S 2.024 0.460 Bottom 2.074 Min Temp% 2.170 123.483 0.016 1 +1.20D+1.60S 2.204 0.480 Bottom 2.074 Min Temp% 2.170 123.483 0.018 +1.20D+1.60S 2.392 0.500 Bottom 2.074 Min Temp% 2.170 123.483 0.019 +1.20D+1.60S 2.587 0.520 Bottom 2.074 Min Temp% 2.170 123.483 0.021 +1.20D+1.60S 2.790 0.540 Bottom 2.074 Min Temp% 2.170 123.483 0.023 +1.20D+1.60S 3.000 0.560 Bottom 2.074 Min Temp% 2.170 123.483 0.024 +1.20D+1.60S 3.218 0.580 Bottom 2.074 Min Temp% 2.170 123.483 0.026 +1.20D+1.60S 3.444 0.600 Bottom 2.074 Min Temp% 2.170 123.483 0.028 +1.20D+1.60S 3.677 0.620 Bottom 2.074 Min Temp% 2.170 123.483 0,030 +1.20D+1.60S 3.918 0.640 Bottom 2.074 Min Temp% 2.170 123.483 0,032 +1.20D+1.60S 4.167 0.660 Bottom 2.074 Min Temp% 2.170 123.483 0.034 +1.20D+1.60S 4.423 0.680 Bottom 2.074 Min Temp% 2.170 123.483 0.036 +1.20D+1.60S 4.687 0.700 Bottom 2.074 Min Temp% 2.170 123.483 0.038 +1.20D+1.60S 4.959 0.720 Bottom 2.074 Min Temp% 2.170 123.483 0.040 +1.20D+1.60S 5.238 0.740 Bottom 2.074 Min Temp% 2.170 123.483 0.042 j +1.20D+1.60S 5.525 0.760 Bottom 2.074 Min Temp% 2.170 123.483 0.045 I +1.20D+1.60S 5.820 0.780 Bottom 2.074 Min Temp% 2.170 123.483 0.047 +1.20D+1.60S 6.122 0.800 Bottom 2.074 Min Temp% 2.170 123.483 0.050 +1.20D+1.60S 6.432 0.820 Bottom 2.074 Min Temp% 2.170 123.483 0.052 1 +1.20D+1.60S 6.750 0.840 Bottom 2.074 Min Temp% 2.170 123.483 0.055 +1.20D+1.60S 7.075 0.860 Bottom 2.074 Min Temp% 2.170 123.483 0.057 +1.20D+1.60S 7.408 0.880 Bottom 2.074 Min Temp% 2.170 123.483 0.060 +1.20D+1.60S 7.749 0.900 Bottom 2.074 Min Temp% 2.170 123.483 0.063 +1.20D+1.60S 8.097 0.920 Bottom 2.074 Min Temp% 2.170 123.483 0.066 +1.20D+1.60S 8.453 0.940 Bottom 2.074 Min Temp% 2.170 123.483 0.068 +1.20D+1.60S 8.816 0.960 Bottom 2.074 Min Temp% 2.170 123.483 0.071 +1.20D+1.60S 9.187 0.980 Bottom 2.074 Min Temp% 2.170 123.483 0.074 +1.20D+1.60S 9.566 1.000 Bottom 2.074 Min Temp% 2.170 123.483 0.077 +1.20D+1.60S 9.953 1.020 Bottom 2.074 Min Temp% 2.170 123.483 0.081 _I +1.20D+1.60S 10.347 1.040 Bottom 2.074 Min Temp% 2.170 123.483 0.084 1 +1.20D+1.60S 10.749 1.060 Bottom 2.074 Min Temp% 2.170 123.483 0.087 +1.20D+1.60S 11.158 1.080 Bottom 2.074 Min Temp% 2.170 123.483 0.090 +1.20D+1.60S 11.575 1.100 Bottom 2.074 Min Temp% 2.170 123.483 0.094 +1.20D+1.60S 12.000 1.120 Bottom 2.074 Min Temp% 2.170 123.483 0.097 +1.20D+1.60S 12.432 1.140 Bottom 2.074 Min Temp% 2.170 123.483 0.101 +1.20D+1.60S 12.872 1.160 Bottom 2.074 Min Temp% 2.170 123.483 0.104 +1.20D+1.60S 13.320 1.180 Bottom 2,074 Min Temp% 2.170 123.483 0.108 +1.20D+1.60S 13.775 1.200 Bottom 2.074 Min Temp% 2.170 123.483 0.112 J +1.20D+1.60S 14.238 1.220 Bottom 2.074 Min Temp% 2.170 123.483 0.115 +1.20D+1.60S 14.709 1.240 Bottom 2.074 Min Temp% 2.170 123.483 0.119 +1.20D+1.60S 15.187 1.260 Bottom 2.074 Min Temp% 2.170 123.483 0.123 +1.20D+1.60S 15.673 1.280 Bottom 2.074 Min Temp% 2.170 123.483 0.127 +1.20D+1.60S 16.167 1.300 Bottom 2.074 Min Temp% 2.170 123.483 0.131 J +1.20D+1.60S 16.668 1.320 Bottom 2.074 Min Temp% 2.170 123.483 0.135 +1.20D+1.60S 17.177 1.340 Bottom 2.074 Min Temp% 2.170 123.483 0.139 +1.20D+1.60S 17,694 1.360 Bottom 2.074 Min Temp% 2.170 123.483 0.143 +1.20D+1.60S 18.218 1.380 Bottom 2.074 Min Temp% 2.170 123.483 0.148 +1.20D+1.60S 18.750 1.400 Bottom 2.074 Min Temp% 2.170 123.483 0.152 +1.20D+1.60S 19.289 1.420 Bottom 2.074 Min Temp% 2.170 123.483 0.156 +1.20D+1.60S 19.836 1,440 Bottom 2,074 Min Temp% 2.170 123.483 0.161 +1.20D+1.60S 20.391 1.460 Bottom 2.074 Min Temp% 2.170 123.483 0.165 +1.20D+1.60S 20.954 1.480 Bottom 2.074 Min Temp% 2.170 123.483 0.170 +1.20D+1.60S 21.524 1.500 Bottom 2.074 Min Temp% 2.170 123.483 0.174 +1.20D+1.60S 22.102 1.520 Bottom 2.074 Min Temp% 2.170 123.483 0.179 Project Title: Arlington-Casting Operations Engineer: Larry Higgins PE Project ID: 2200333.20 Project Descr: File=0:1202012200333120_STMN0N_CWCALCs12200333_FLOYD.et6- Combined Footing Software copydghlENERCALC,INC.1983.2020,BUW:12.20.2.26 . DESCRIPTION: F6x8 Z-Axis Footing Flexure-Maximum Values for Load Combination Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi'Mn Mu 1 PhiMn (ft-k) (ft) (in"2) (in"2) (it-k) +1.20D+1.60S 22.687 1.540 Bottom 2.074 Min Temp% 2.170 123.483 0.184 +1.20D+1.60S 23.280 1.560 Bottom 2.074 Min Temp% 2.170 123.483 0.189 +1.20D+1.60S 23.881 1.580 Bottom 2.074 Min Temp% 2.170 123.483 0.193 +1.20D+1.60S 24.489 1.600 Bottom 2.074 Min Temp% 2.170 123.483 0.198 +1.20D+1.60S 25.106 1.620 Bottom 2.074 Min Temp% 2.170 123.483 0.203 +1.20D+1.60S 25.729 1.640 Bottom 2.074 Min Temp% 2.170 123.483 0.208 +1.20D+1.60S 26.361 1.660 Bottom 2.074 Min Temp% 2.170 123.483 0.213 +1.20D+1.60S 27.000 1.680 Bottom 2.074 Min Temp% 2.170 123.483 0.219 +1.20D+1.60S 27.646 1.700 Bottom 2.074 Min Temp% 2.170 123.483 0.224 +1.20D+1.60S 28.301 1.720 Bottom 2.074 Min Temp% 2.170 123.483 0.229 +1.20D+1.60S 28.963 1.740 Bottom 2.074 Min Temp% 2.170 123.483 0.235 +1.20D+1.60S 29.632 1.760 Bottom 2.074 Min Temp% 2.170 123.483 0.240 +1.20D+1.60S 30.310 1.780 Bottom 2.074 Min Temp% 2.170 123.483 0.245 +1.20D+1.60S 30.994 1.800 Bottom 2.074 Min Temp% 2.170 123.483 0.251 +1.20D+1.60S 31.687 1.820 Bottom 2.074 Min Temp% 2.170 123.483 0.257 +1.20D+1.60S 32.387 1.840 Bottom 2.074 Min Temp% 2.170 123.483 0.262 +1.20D+1.60S 33.095 1.860 Bottom 2.074 Min Temp% 2.170 123.483 0.268 +1.20D+1.60S 33.811 1.880 Bottom 2.074 Min Temp% 2.170 123.483 0.274 +1.20D+1.60S 34.534 1.900 Bottom 2.074 Min Temp% 2.170 123.483 0.280 +1.20D+1.60S 35.265 1.920 Bottom 2.074 Min Temp% 2.170 123.483 0.286 +1.20D+1.60S 36.003 1.940 Bottom 2.074 Min Temp% 2.170 123.483 0.292 +1.20D+1.60S 36.749 1.960 Bottom 2.074 Min Temp% 2.170 123.483 0.298 +1.20D+1.60S 37.503 1.980 Bottom 2.074 Min Temp% 2.170 123.483 0.304 +1.20D+1.60S 38.265 2.000 Bottom 2.074 Min Temp% 2.170 123.483 0.310 +1.20D+1.60S 39.034 2.020 Bottom 2.074 Min Temp% 2.170 123.483 0.316 +1.20D+1.60S 39.811 2.040 Bottom 2.074 Min Temp% 2.170 123,483 0.322 +1.20D+1.60S 40.595 2.060 Bottom 2.074 Min Temp% 2.170 123.483 0.329 +1.20D+1.60S 41.387 2.080 Bottom 2.074 Min Temp% 2.170 123,483 0.335 +1.20D+1.60S 42.187 2.100 Bottom 2.074 Min Temp% 2.170 123.483 0.342 +1.20D+1.60S 42.994 2.120 Bottom 2.074 Min Temp% 2.170 123.483 0.348 +1.20D+1.60S 43.809 2.140 Bottom 2.074 Min Temp% 2.170 123.483 0.355 +1.20D+1.60S 44.632 2.160 Bottom 2.074 Min Temp% 2.170 123.483 0.361 +1.20D+1.60S 45.462 2.180 Bottom 2.074 Min Temp% 2.170 123.483 0.368 +1.20D+1.60S 46.300 2.200 Bottom 2.074 Min Temp% 2.170 123.483 0.375 +1.20D+1.60S 47.146 2.220 Bottom 2.074 Min Temp% 2.170 123.483 0.382 +1.20D+1.60S 47.999 2.240 Bottom 2.074 Min I emp% 2.170 123.483 0.389 +1.20D+1.60S 48.860 2.260 Bottom 2.074 Min Temp% 2.170 123.483 0.396 +1.20D+1.60S 49.729 2.280 Bottom 2.074 Min Temp% 2.170 123.483 0.403 +1.20D+1.60S 50.605 2.300 Bottom 2.074 Min Temp% 2.170 123.483 0.410 +1.20D+1.60S 51.489 2.320 Bottom 2.074 Min Temp% 2.170 123.483 0.417 +1.20D+1.60S 52.381 2.340 Bottom 2.074 Min Temp% 2.170 123.483 0.424 +1.20D+1.60S 53.280 2.360 Bottom 2.074 Min Temp% 2.170 123.483 0.431 +1.20D+1.60S 54.187 2.380 Bottom 2.074 Min Temp% 2.170 123.483 0.439 +1.20D+1.60S 55.101 2.400 Bottom 2.074 Min Temp% 2.170 123.483 0.446 +1.20D+1.60S 56.023 2.420 Bottom 2.074 Min Temp% 2.170 123.483 0.454 +1.20D+1.60S 56.953 2.440 Bottom 2.074 Min Temp% 2.170 123.483 0.461 +1.20D+1.60S 57.891 2.460 Bottom 2.074 Min Temp% 2.170 123.483 0.469 +1.20D+1.60S 58.836 2.480 Bottom 2.074 Min Temp% 2.170 123.483 0.476 +1.20D+1.60S 59.789 2.500 Bottom 2.074 Min Temp% 2.170 123.483 0.484 +1.20D+1.60S 60.749 2.520 Bottom 2.074 Min Temp% 2.170 123.483 0.492 +1.20D+1.60S 61.717 2.540 Bottom 2.074 Min Temp% 2.170 123.483 0.500 +1.20D+1.60S 62.693 2.560 Bottom 2.074 Min Temp% 2.170 123.483 0.508 +1.20D+1.60S 63.676 2.580 Bottom 2.074 Min Temp% 2.170 123.483 0.516 +1.20D+1.60S 64.667 2.600 Bottom 2.074 Min Temp% 2.170 123.483 0.524 +1.20D+1.60S 65.666 2.620 Bottom 2.074 Min Temp% 2.170 123.483 0.532 +1.20D+1.60S 66.673 2.640 Bottom 2.074 Min Temp% 2.170 123.483 0.540 +1.20D+1.60S 67.687 2.660 Bottom 2.074 Min Temp% 2.170 123.483 0.548 +1.20D+1.60S 68.708 2.680 Bottom 2.074 Min Temp% 2.170 123.483 0.556 +1.20D+1.60S 69.738 2.700 Bottom 2.074 Min Temp% 2.170 123.483 0.565 +1.20D+1.60S 70.775 2.720 Bottom 2.074 Min Temp% 2.170 123.483 0.573 +1.20D+1.60S 71.819 2.740 Bottom 2.074 Min Temp% 2.170 123,483 0.582 +1.20D+1.60S 72.871 2.760 Bottom 2.074 Min Temp% 2.170 123.483 0.590 Project Title: Arlington -Casting Operations Engineer: Larry Higgins PE Project ID: 2200333.20 Project Descr: Combined Footing File=Q:1202W200333120 STRINON CAIACALCs12M33_FLOYD.ec6 . g Software copylght ENERCALC,INC.1983.2020,Build:12.20.2.28 . DESCRIPTION: F6x8 I Z-Axis Footing Flexure-Maximum Values for Load Combination Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi'Mn Mu I PhiMn (ft-k) (ft) (in"2) (in"2) (ft-k) 1 +1.20D+1.60S 73.931 2.780 Bottom 2.074 Min Temp% 2.170 123.483 0.599 I +1.20D+1.60S 74.999 2.800 Bottom 2.074 Min Temp% 2.170 123.483 0.607 +1.20D+1.60S 76,071 2.820 Bottom 2.074 Min Temp% 2.170 123.483 0.616 +1.20D+1.60S 77.119 2.840 Bottom 2.074 Min Temp% 2.170 123.483 0.625 +1.20D+1.60S 78.133 2.860 Bottom 2.074 Min Temp% 2.170 123.483 0,633 +1.20D+1.60S 79.114 2.880 Bottom 2.074 Min Temp% 2.170 123.483 0,641 +1.20D+1.60S 80.062 2.900 Bottom 2.074 Min Temp% 2.170 123.483 0.648 +1.20D+1.60S 80.977 2.920 Bottom 2.074 Min Temp% 2.170 123.483 0.656 +1.20D+1.60S 81.859 2.940 Bottom 2.074 Min Temp% 2.170 123.483 0.663 l +1.20D+1.60S 82.707 2.960 Bottom 2.074 Min Temp% 2.170 123.483 0.670 1 +1.20D+1.60S 83.523 2.980 Bottom 2.074 Min Temp% 2.170 123,483 0.676 +1.20D+1.60S 84.305 3.000 Bottom 2.074 Min Temp% 2.170 123.483 0.683 +1.20D+1.60S 85.054 3.020 Bottom 2.074 Min Temp% 2.170 123.483 0,689 I +1.20D+1.60S 85.769 3.040 Bottom 2,074 Min Temp% 2.170 123.483 0.695 +1.20D+1.60S 86.452 3.060 Bottom 2,074 Min Temp% 2.170 123.483 0.700 +1.20D+1.60S 87.102 3.080 Bottom 2.074 Min Temp% 2.170 123.483 0.705 +1.20D+1.60S 87.718 3.100 Bottom 2.074 Min Temp% 2.170 123.483 0,710 +1.20D+1.60S 88.301 3.120 Bottom 2.074 Min Temp% 2.170 123.483 0.715 +1.20D+1.60S 88.851 3.140 Bottom 2,074 Min Temp% 2.170 123.483 0.720 +1.20D+1.60S 89.368 3.160 Bottom 2.078 Min ACI 10.5 2.170 123.483 0.724 +1.20D+1.60S 89.851 3.180 Bottom 2.089 Min ACI 10.5 2.170 123.483 0.728 +1.20D+1.60S 90.302 3.200 Bottom 2.100 Min ACI 10.5 2.170 123.483 0.731 +1.20D+1.60S 90.719 3.220 Bottom 2.110 Min ACI 10.5 2.170 123.483 0.735 l +1.20D+1.60S 91.103 3.240 Bottom 2.119 Min AC)10.5 2.170 123.483 0.738 I +1.20D+1.60S 91.454 3.260 Bottom 2,127 Min AC)10.5 2.170 123.483 0.741 +1.20D+1.60S 91.772 3.280 Bottom 2.135 Min ACI 10.5 2.170 123.483 0.743 +1.20D+1.60S 92.057 3.300 Bottom 2.141 Min ACI 10.5 2.170 123.483 0.746 1 +1.20D+1.60S 92.308 3.320 Bottom 2.147 Min ACI 10.5 2,170 123.483 0.748 +1.20D+1.60S 92.526 3.340 Bottom 2.153 Min ACI 10.5 2.170 123.483 0.749 +1.20D+1.60S 92.711 3.360 Bottom 2.157 Min ACI 10.5 2.170 123.483 0,751 +1.20D+1.60S 92.863 3.380 Bottom 2.161 Min ACI 10.5 2.170 123.483 0.752 +1.20D+1.60S 92.982 3.400 Bottom 2.163 Min ACI 10.5 2,170 123.483 0.753 1 +1.20D+1.60S 93.068 3.420 Bottom 2.165 Min ACI 10.5 2.170 123.483 0.754 +1.20D+1.60S 93.120 3.440 Bottom 2.167 Min ACI 10.5 2.170 123.483 0.754 +1.20D+1.60S 93.139 3.460 Bottom 2.167 Min ACI 10.5 2.170 123.483 0.754 +1.20D+1.60S 93.126 3.480 Bottom 2.167 Min ACI 10.5 2.170 123.483 0.754 +1.20D+1.60S 93.079 3.500 Bottom 2.166 Min ACI 10.5 2.170 123.483 0.754 J +1.20D+1.60S 92.998 3.520 Bottom 2.164 Min ACI 10.5 2.170 123.483 0.753 +1.20D+1.60S 92.885 3.540 Bottom 2.161 Min ACI 10.5 2.170 123.483 0.752 +1.20D+1.60S 92.738 3.560 Bottom 2.158 Min ACI 10.5 2.170 123.483 0.751 +1.20D+1.60S 92.574 3.580 Bottom 2.154 Min ACI 10.5 2.170 123.483 0.750 +1.20D+1.60S 92.417 3.600 Bottom 2.150 Min ACI 10.5 2.170 123.483 0.748 +1.20D+1.60S 92.268 3.620 Bottom 2.146 Min ACI 10.5 2.170 123.483 0.747 +1.20D+1.60S 92.126 3.640 Bottom 2.143 Min ACI 10.5 2.170 123.483 0.746 +1.20D+1.60S 91.992 3.660 Bottom 2.140 Min ACI 10.5 2.170 123.483 0.745 +1.20D+1.60S 91.866 3.680 Bottom 2.137 Min ACI 10.5 2.170 123.483 0.744 1 +1.20D+1.60S 91.748 3.700 Bottom 2.134 Min ACI 10.5 2.170 123.483 0.743 +1.20D+1.60S 91.637 3.720 Bottom 2.131 Min ACI 10.5 2.170 123.483 0.742 +1.20D+1.60S 91.533 3.740 Bottom 2.129 Min ACI 10.5 2.170 123.483 0.741 +1.20D+1.60S 91.438 3.760 Bottom 2.127 Min ACI 10.5 2.170 123.483 0.740 +1.20D+1.60S 91.350 3.780 Bottom 2.125 Min ACI 10.5 2.170 123.483 0.740 +1.20D+1.60S 91.269 3.800 Bottom 2.123 Min ACI 10.5 2.170 123.483 0.739 +1.20D+1.60S 91.197 3.820 Bottom 2.121 Min ACI 10.5 2.170 123.483 0.739 9 +1.20D+1.60S 91.132 3.840 Bottom 2.119 Min ACI 10,5 2.170 123.483 0.738 +1.20D+1.60S 91.074 3.860 Bottom 2.118 Min ACI 10.5 2.170 123.483 0.738 +1.20D+1.60S 91.024 3.680 Bottom 2.117 Min ACI 10.5 2.170 123.483 0.737 +1.20D+1.60S 90.982 3.900 Bottom 2.116 Min ACI 10.5 2.170 123,483 0.737 +1.20D+1.60S 90.948 3.920 Bottom 2.115 Min ACI 10.5 2.170 123.483 0.737 +1.20D+1.60S 90.921 3.940 Bottom 2.114 Min ACI 10.5 2.170 123.483 0.736 +1.20D+1.60S 90.902 3.960 Bottom 2.114 Min ACI 10.5 2.170 123,483 0.736 J +1.20D+1.60S 90.890 3.980 Bottom 2.114 Min ACI 10.5 2.170 123.483 0.736 +1.20D+1.60S 90.887 4.000 Bottom 2.114 Min ACI 10.5 2.170 123.483 0.736 .J Project Title: Arlington-Casting Operations Engineer: Larry Higgins PE Project ID: 2200333.20 Project Descr: File=0:1202012200333120_STRINON CAMCALCs1220D33_FLOYD.ec6 Combined Footing WM8le;VVAoMENERCALC.INC.1983.2020,Build:12.20.2.28 DESCRIPTION: F6x8 Z-Axis Footing Flexure-Maximum Values for Load Combination Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi'Mn Mu I PhiMn (ft-k) (ft) (in^2) (in"2) (ft-k) +1.20Dt1.60S 90.890 4.021 Bottom 2.114 Min ACI 10.5 2.170 123.483 0.736 +1.20D+1.60S 90.902 4.041 Bottom 2.114 Min ACI 10.5 2.170 123.483 0.736 +1.20D+1.60S 90.921 4.061 Bottom 2.114 Min ACI 10.5 2.170 123.483 0.736 +1.20D+1.60S 90.948 4.081 Bottom 2.115 Min ACI 10.5 2.170 123.483 0.737 +1.20D+1.60S 90.982 4.101 Bottom 2.116 Min ACI 10.5 2.170 123.483 0.737 +1.20D+1.60S 91,024 4.121 Bottom 2.117 Min ACI 10.5 2.170 123.483 0.737 +1.20D+1.60S 91.074 4.141 Bottom 2.118 Min ACI 10.5 2.170 123.483 0.738 +1.20D+1.60S 91.132 4.161 Bottom 2,119 Min ACI 10.5 2.170 123.483 0.738 +1.20D+1.60S 91.197 4.181 Bottom 2.121 Min ACI 10.5 2.170 123.483 0,739 +1.20D+1.60S 91.269 4.201 Bottom 2.123 Min ACI 10.5 2.170 123.483 0.739 +1.20D+1.60S 91.350 4.221 Bottom 2.125 Min ACI 10.5 2.170 123.483 0.740 +1.20D+1.60S 91.438 4.241 Bottom 2.127 Min ACI 10.5 2.170 123,483 0.740 +1.20D+1.60S 91.533 4.261 Bottom 2.129 Min ACI 10.5 2.170 123.483 0.741 +1.20D+1.60S 91.637 4.281 Bottom 2.131 Min ACI 10.5 2,170 123.483 0.742 +1.20D+1.60S 91.748 4.301 Bottom 2.134 Min ACI 10.5 2.170 123.483 0.743 +1.20D+1.60S 91.866 4.321 Bottom 2,137 Min ACI 10.5 2.170 123.483 0.744 +1.20D+1.60S 91.992 4,341 Bottom 2.140 Min ACI 10.5 2.170 123,483 0.745 +1.20D+1.60S 92.126 4.361 Bottom 2.143 Min ACI 10.5 2.170 123.483 0.746 +1.20D+1.60S 92.268 4.381 Bottom 2.146 Min ACI 10.5 2.170 123.483 0.747 +1.20D+1.60S 92.417 4.401 Bottom 2.150 Min ACI 10.5 2.170 123.483 0.748 +1.20D+1.60S 92.574 4.421 Bottom 2.154 Min ACI 10.5 2.170 123.483 0.750 +1.20D+1.60S 92.738 4.441 Bottom 2,158 Min ACI 10.5 2.170 123.483 0.751 +1.20D+1.60S 92.885 4.461 Bottom 2.161 Min ACI 10.5 2.170 123.483 0.752 +1.20D+1.60S 92.998 4.481 Bottom 2.164 Min ACI 10.5 2.170 123.483 0.753 +1.20D+1.60S 93.079 4.501 Bottom 2.166 Min ACI 10.5 2.170 123,483 0,754 +1.20D+1.60S 93.126 4.521 Bottom 2.167 Min ACI 10.5 2.170 123,483 0.754 +1.20D+1.60S 93.139 4.541 Bottom 2.167 Min ACI 10.5 2.170 123.483 0.754 +1.20D+1.60S 93.120 4.561 Bottom 2.167 Min ACI 10.5 2.170 123.483 0.754 +1.20D+1.60S 93.068 4.581 Bottom 2.165 Min ACI 10.5 2.170 123.483 0.754 +1.20D+1.60S 92.982 4.601 Bottom 2.163 Min ACI 10.5 2.170 123.483 0.753 +1.20D+1.60S 92.863 4.621 Bottom 2.161 Min ACI 10.5 2.170 123.483 0.752 +1.20D+1.60S 92.711 4.641 Bottom 2.157 Min ACI 10.5 2.170 123.483 0.751 +1.20D+1.60S 92.526 4.661 Bottom 2.153 Min ACI 10.5 2.170 123.483 0.749 +1.20D+1.60S 92.308 4.681 Bottom 2.147 Min ACI 10.5 2.170 123.483 0.748 +1.20D i 1.60S 92.057 4.701 Bottom 2.141 Min ACI 10.5 2.170 123.483 0,746 +1.20D+1.60S 91.772 4.721 Bottom 2.135 Min ACI 10.5 2.170 123.483 0.743 +1.20D+1.60S 91.454 4.741 Bottom 2.127 Min ACI 10.5 2.170 123.483 0.741 +1.20D+1.60S 91.103 4.761 Bottom 2.119 Min ACI 10.5 2.170 123,483 0,738 +1.20D+1.60S 90.719 4.781 Bottom 2.110 Min ACI 10.5 2.170 123.483 0.735 +1.20D+1.60S 90,302 4.801 Bottom 2.100 Min ACI 10.5 2.170 123.483 0.731 +1.20D+1.60S 89.851 4.821 Bottom 2.089 Min ACI 10.5 2.170 123.483 0.728 +1.20D+1.60S 89.368 4.841 Bottom 2.078 Min ACI 10.5 2.170 123.483 0.724 +1.20D+1.60S 88.851 4.861 Bottom 2.074 Min Temp% 2.170 123,483 0,720 +1.20D+1.60S 88.301 4.881 Bottom 2.074 Min Temp% 2.170 123.483 0.715 +1.20D+1.60S 87.718 4.901 Bottom 2.074 Min Temp% 2.170 123.483 0.710 +1.20D+1.60S 87.102 4.921 Bottom 2.074 Min Temp% 2.170 123.483 0.705 +1.20D+1.60S 86,452 4.941 Bottom 2.074 Min Temp% 2.170 123.483 0.700 +1.20D+1.60S 85.769 4.961 Bottom 2.074 Min Temp% 2.170 123.483 0.695 +1.20D+1.60S 85.054 4.981 Bottom 2.074 Min Temp% 2.170 123.483 0.689 +1.20D+1.60S 84.305 5.001 Bottom 2.074 Min Temp% 2,170 123.483 0.683 +1.20D+1.60S 83.523 5.021 Bottom 2.074 Min Temp% 2.170 123.483 0.676 +1.20D+1.60S 82.707 5.041 Bottom 2.074 Min Temp% 2.170 123.483 0.670 +1.20D+1.60S 81.859 5.061 Bottom 2.074 Min Temp% 2.170 123.483 0.663 +1.20D+1.60S 80.977 5.081 Bottom 2.074 Min Temp% 2.170 123.483 0.656 +1.20D+1.60S 80.062 5.101 Bottom 2.074 Min Temp% 2.170 123.483 0.648 +1.20D+1.60S 79.114 5.121 Bottom 2.074 Min Temp% 2.170 123.483 0.641 +1.20D+1.60S 78.133 5.141 Bottom 2.074 Min Temp% 2.170 123.483 0.633 +1.20D+1.60S 77.119 5.161 Bottom 2.074 Min Temp% 2.170 123.483 0.625 +1.20D+1.60S 76.071 5.181 Bottom 2.074 Min Temp% 2.170 123.483 0.616 +1.20D+1.60S 74.999 5.201 Bottom 2.074 Min Temp% 2.170 123.483 0.607 +1.20D+1.60S 73.931 5.221 Bottom 2.074 Min Temp% 2.170 123.483 0.599 +1.20D+1.60S 72.871 5.241 Bottom 2.074 Min Temp% 2.170 123.483 0.590 Project Title: Arlington -Casting Operations Engineer: Larry Higgins PE Project ID: 2200333.20 Project Descr: I �OCY1bI11eC� FOOtlll9 File=Q:1202012200333120_STRWON_CADICALCsl2200333-FLOYD.eo6. Software copvMhl ENERCALC.INC.1983.2020,Build l2.20.2.28 . DESCRIPTION: F6x8 ] Z-Axis Footing Flexure-Maximum Values for Load Combination Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi'Mn Mu 1 PhiMn (ft-k) (ft) (in^2) (in A2) (ft-k) +1.20D+1.60S 71.819 5.261 Bottom 2.074 Min Temp% 2.170 123.483 0.582 +1.20D+1.605 70.775 5.281 Bottom 2.074 Min Temp% 2.170 123.483 0.573 +1.20D+1.60S 69.738 5.301 Bottom 2.074 Min Temp% 2.170 123.483 0.565 +1.20D+1.60S 68.708 5.321 Bottom 2.074 Min Temp% 2.170 123.483 0.556 1 +1.20D+1.60S 67.687 5.341 Bottom 2.074 Min Temp% 2.170 123.483 0.548 I +1.20D+1.60S 66.673 5.361 Bottom 2.074 Min Temp% 2.170 123.483 0.540 +1.20D+1.60S 65.666 5.381 Bottom 2.074 Min Temp% 2.170 123.483 0.532 +1.20D+1.60S 64.667 5.401 Bottom 2.074 Min Temp% 2.170 123.483 0.524 +1.20D+1.60S 63.676 5.421 Bottom 2.074 Min Temp% 2.170 123.483 0.516 +1.20D+1.60S 62.693 5.441 Bottom 2.074 Min Temp% 2.170 123.483 0.508 +1.20D+1.605 61.717 5.461 Bottom 2.074 Min Temp% 2.170 123.483 0.500 +1.20D+1.60S 60.749 5.481 Bottom 2.074 Min Temp% 2.170 123.483 0.492 +1.20D+1.605 59.789 5.501 Bottom 2.074 Min Temp% 2.170 123.483 0.484 +1.20D+1.60S 58.836 5.521 Bottom 2.074 Min Temp% 2.170 123,483 0.476 +1.20D+1.605 57.891 5.541 Bottom 2.074 Min Temp% 2.170 123.483 0.469 +1.20D+1.605 56.953 5.561 Bottom 2.074 Min Temp% 2.170 123.483 0.461 +1.20D+1.60S 56.023 5.581 Bottom 2.074 Min Temp% 2.170 123.483 0.454 +1.20D+1.60S 55.101 5.601 Bottom 2.074 Min Temp% 2.170 123.483 0.446 I +1.20D+1.605 54.187 5.621 Bottom 2.074 Min Temp% 2.170 123.483 0.439 +1.20D+1.60S 53.280 5.641 Bottom 2.074 Min Temp% 2.170 123.483 0.431 +1.20D+1.60S 52.381 5.661 Bottom 2.074 Min Temp% 2.170 123.483 0.424 +1.20D+1.60S 51.489 5.681 Bottom 2.074 Min Temp% 2.170 123.483 0.417 +1.20D+1.605 50.605 5.701 Bottom 2.074 Min Temp% 2.170 123.483 0.410 1 +1.20D+1.60S 49.729 5.721 Bottom 2.074 Min Temp% 2.170 123.483 0.403 +1.20D+1.60S 48.860 5.741 Bottom 2.074 Min Temp% 2.170 123.483 0.396 +1.20D+1.60S 47.999 5.761 Bottom 2.074 Min Temp% 2.170 123.483 0.389 +1.20D+1.60S 47.146 5.781 Bottom 2.074 Min Temp% 2.170 123.483 0.382 I +1.20D+1.60S 46.300 5.801 Bottom 2.074 Min Temp% 2.170 123.483 0.375 +1.20D+1.60S 45.462 5.821 Bottom 2.074 Min Temp% 2.170 123.483 0.368 +1.20D+1.605 44.632 5.841 Bottom 2.074 Min Temp% 2.170 123.483 0.361 +1.20D+1.60S 43.809 5.861 Bottom 2.074 Min Temp% 2.170 123.483 0.355 +1.20D+1.605 42.994 5.881 Bottom 2.074 Min Temp% 2.170 123.483 0.348 +1.20D+1.60S 42.187 5.901 Bottom 2.074 Min Temp% 2.170 123.483 0.342 +1.20D+1.60S 41.387 5.921 Bottom 2.074 Min Temp% 2.170 123.483 0.335 +1.20D+1.60S 40.595 5.941 Bottom 2.074 Min Temp% 2.170 123.483 0.329 +1.20D+1.60S 39.811 5.961 Bottom 2.074 Min Temp% 2.170 123.483 0.322 +1.20D+1.60S 39.034 5.981 Bottom 2.074 Min Temp% 2.170 123.483 0.316 F I +1.20D+1.605 38.265 6.001 Bottom 2.074 Min Temp% 2.170 123.483 0.310 J +1.20D+1.60S 37.503 6.021 Bottom 2.074 Min Temp% 2.170 123.483 0.304 +1.20D+1.60S 36.749 6.041 Bottom 2.074 Min Temp% 2.170 123,483 0.298 +1.20D+1.60S 36.003 6.061 Bottom 2.074 Min Temp% 2.170 123.483 0.292 +1.20D+1.605 35.265 6.081 Bottom 2.074 Min Temp% 2.170 123.483 0.286 +1.20D+1.60S 34.534 6.101 Bottom 2.074 Min Temp% 2.170 123.483 0.280 +1.20D+1.60S 33.811 6.121 Bottom 2.074 Min Temp% 2.170 123.483 0.274 +1.20D+1.605 33.095 6.141 Bottom 2.074 Min Temp% 2.170 123.483 0.268 +1.20D+1.60S 32.387 6.161 Bottom 2.074 Min Temp% 2.170 123.483 0.262 +1.20D+1.60S 31.687 6.181 Bottom 2.074 Min Temp% 2.170 123.483 0.257 +1.20D+1.60S 30.994 6.201 Bottom 2.074 Min Temp% 2.170 123.483 0.251 +1.20D+1.60S 30.310 6.221 Bottom 2.074 Min Temp% 2.170 123.483 0.245 +1.20D+1.60S 29.632 6.241 Bottom 2.074 Min Temp% 2.170 123.483 0.240 +1.20D+1.605 28.963 6.261 Bottom 2.074 Min Temp% 2.170 123.483 0.235 - +1.20D+1.605 28.301 6.281 Bottom 2.074 Min Temp% 2.170 123.483 0.229 +1.20D+1.605 27.646 6.301 Bottom 2.074 Min Temp% 2.170 123.483 0.224 +1.20D+1.60S 27.000 6.321 Bottom 2.074 Min Temp% 2.170 123.483 0.219 +1.20D+1.605 26.361 6.341 Bottom 2.074 Min Temp% 2.170 123.483 0.213 +1.20D+1.605 25.729 6.361 Bottom 2.074 Min Temp% 2.170 123.483 0.208 +1.20D+1.60S 25.106 6.381 Bottom 2.074 Min Temp% 2.170 123.483 0.203 +1.20D+1.60S 24.489 6.401 Bottom 2.074 Min Temp% 2.170 123.483 0.198 +1.20D+1.60S 23.881 6.421 Bottom 2.074 Min Temp% 2.170 123.483 0.193 +1.20D+1.60S 23.280 6.441 Bottom 2.074 Min Temp% 2.170 123.483 0.189 +1.20D+1.60S 22.687 6.461 Bottom 2.074 Min Temp% 2.170 123.483 0.184 i +1.20D+1.605 22.102 6.481 Bottom 2.074 Min Temp% 2.170 123.483 0.179 J Project Title: Arlington -Casting Operations Engineer: Larry Higgins PE Project ID: 2200333.20 Project Descr: Combined FootingFile=Q:1242012zoo333120_STRINON_CADICALCs122(x1333_FLOYD.ec6. So(Wme cowlaN ENERCALC,INC.19812020,Buildl2.20.2.28. DESCRIPTION: F6x8 Z-Axis Footing Flexure-Maximum Values for Load Combination Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi'Mn Mu 1 PhiMn (ft-k) (ft) (In^2) (in"2) (ft-k) +1.20D+1.60S 21.524 6.501 Bottom 2.074 Min Temp% 2.170 123.483 0.174 +1.20D+1.60S 20.954 6.521 Bottom 2.074 Min Temp% 2.170 123.483 0.170 +1.20D+1.60S 20.391 6.541 Bottom 2.074 Min Temp% 2.170 123.483 0.165 +1.20D+1.60S 19.836 6.561 Bottom 2.074 Min Temp% 2.170 123.483 0.161 +1.20D+1.60S 19.289 6.581 Bottom 2.074 Min Temp% 2.170 123.483 0.156 +1.20D+1.60S 18.750 6.601 Bottom 2.074 Min Temp% 2.170 123.483 0.152 +1.20D+1.60S 18.218 6.621 Bottom 2.074 Min Temp% 2.170 123.483 0.148 +1.20D+1.60S 17.694 6.641 Bottom 2.074 Min Temp% 2.170 123.483 0.143 +1.20D+1.60S 17.177 6.661 Bottom 2.074 Min Temp% 2.170 123.483 0.139 +1.20D+1.60S 16.668 6.681 Bottom 2.074 Min Temp% 2.170 123.483 0.135 +1.20D+1.60S 16.167 6.701 Bottom 2.074 Min Temp% 2.170 123.483 0.131 +1.20D+1.60S 15.673 6.721 Bottom 2.074 Min Temp% 2.170 123.483 0.127 +1.20D+1.60S 15.187 6.741 Bottom 2.074 Min Temp% 2.170 123.483 0.123 +1.20D+1.60S 14.709 6.761 Bottom 2.074 Min Temp% 2.170 123.483 0.119 +1.20D+1.60S 14.238 6.781 Bottom 2.074 Min Temp% 2.170 123.483 0.115 +1.20D+1.60S 13.775 6.801 Bottom 2.074 Min Temp% 2.170 123.483 0.112 +1.20D+1.60S 13.320 6.821 Bottom 2.074 Min Temp% 2.170 123.483 0.108 +1.20D+1.60S 12.872 6.841 Bottom 2.074 Min Temp% 2.170 123.483 0.104 +1.20D+1.60S 12.432 6.861 Bottom 2.074 Min Temp% 2.170 123.483 0.101 +1.20D+1.60S 12.000 6.881 Bottom 2.074 Min Temp% 2.170 123.483 0.097 +1.20D+1.60S 11.575 6.901 Bottom 2.074 Min Temp% 2.170 123.483 0.094 +1.20D+1.60S 11.158 6.921 Bottom 2.074 Min Temp% 2.170 123.483 0.090 +1.20D+1.60S 10.749 6.941 Bottom 2.074 Min Temp% 2.170 123.483 0.087 +1.20D+1.60S 10.347 6.961 Bottom 2.074 Min Temp% 2.170 123.483 0.084 +1.20D+1.60S 9.953 6.981 Bottom 2.074 Min Temp% 2.170 123.483 0.081 +1.20D+1.60S 9.566 7.001 Bottom 2.074 Min Temp% 2.170 123.483 0.077 +1.20D+1.60S 9.187 7.021 Bottom 2.074 Min Temp% 2.170 123.483 0.074 +1.20D+1.60S 8.816 7.041 Bottom 2.074 Min Temp% 2.170 123.483 0.071 +1.20D+1.60S 8.453 7.061 Bottom 2.074 Min Temp% 2.170 123.483 0.068 +1.20D+1.60S 8.097 7.081 Bottom 2.074 Min Temp% 2.170 123.483 0.066 +1.20D+1.60S 7.749 7.101 Bottom 2.074 Min Temp% 2.170 123,483 0.063 +1.20D+1.60S 7.408 7.121 Bottom 2.074 Min Temp% 2.170 123.483 0.060 +1.20D+1.60S 7.075 7.141 Bottom 2.074 Min Temp% 2.170 123.483 0.057 +1.20D+1.60S 6.750 7.161 Bottom 2.074 Min Temp% 2.170 123.483 0.055 +1.20D+1.60S 6.432 7.181 Bottom 2.074 Min Temp% 2.170 123.483 0.052 +1.20D+1.60S 6.122 7.201 Bottom 2.074 Min Temp% 2.170 123.483 0.050 +1.20D+1.60S 5.820 7.221 Bottom 2.074 Min Temp% 2.170 123.483 0.047 +1.20D+1.60S 5.525 7.241 Bottom 2.074 Min Temp% 2.170 123.483 0.045 +1.20D+1.60S 5.238 7.261 Bottom 2.074 Min Temp% 2.170 123.483 0.042 +1.20D+1.60S 4.959 7.281 Bottom 2.074 Min Temp% 2.170 123.483 0.040 +1.20D+1.60S 4.687 7.301 Bottom 2.074 Min Temp% 2.170 123.483 0.038 +1.20D+1.60S 4.423 7.321 Bottom 2.074 Min Temp% 2.170 123.483 0.036 +1.20D+1.60S 4.167 7.341 Bottom 2.074 Min Temp% 2.170 123.483 0.034 +1.20D+1.60S 3.918 7.361 Bottom 2.074 Min Temp% 2.170 123.483 0.032 +1.20D+1.60S 3.677 7.381 Bottom 2.074 Min Temp% 2.170 123.483 0.030 +1.20D+1.60S 3.444 7.401 Bottom 2.074 Min Temp% 2.170 123.483 0.028 +1.20D+1.60S 3.218 7.421 Bottom 2.074 Min Temp% 2.170 123.483 0.026 +1.20D+1.60S 3.000 7.441 Bottom 2.074 Min Temp% 2.170 123.483 0.024 +1.20D+1.60S 2.790 7.461 Bottom 2.074 Min Temp% 2.170 123.483 0.023 +1.20D+1.60S 2.587 7.481 Bottom 2.074 Min Temp% 2.170 123.483 0.021 +1.20D+1.60S 2.392 7.501 Bottom 2.074 Min Temp% 2.170 123.483 0.019 +1.20D+1.60S 2.204 7.521 Bottom 2.074 Min Temp% 2.170 123.483 0.018 +1.20D+1.60S 2.024 7.541 Bottom 2.074 Min Temp% 2.170 123.483 0.016 +1.20D+1.60S 1.852 7.561 Bottom 2.074 Min Temp% 2.170 123.483 0.015 +1.20D+1.60S 1.687 7.581 Bottom 2.074 Min Temp% 2.170 123.483 0.014 +1.20D+1.60S 1.531 7.601 Bottom 2.074 Min Temp% 2.170 123.483 0.012 +1.20D+1.60S 1.381 7.621 Bottom 2.074 Min Temp% 2.170 123.483 0.011 +1.20D+1.60S 1.240 7.641 Bottom 2.074 Min Temp% 2.170 123.483 0.010 +1.20D+1.60S 1.106 7.661 Bottom 2.074 Min Temp% 2.170 123.483 0.009 +1.20D+1.60S 0.980 7.681 Bottom 2.074 Min Temp% 2.170 123.483 0.008 +1.20D+1.60S 0.861 7.701 Bottom 2.074 Min Temp% 2.170 123.483 0.007 +1.20D+1.60S 0.750 7.721 Bottom 2.074 Min Temp% 2.170 123.483 0.006 Project Title: Arlington -Casting Operations Engineer: Larry Higgins PE - Project ID: 2200333.20 Project Descr: Combined Footing File-0:1202012200333tZ0_STMNON_CAOICALCS12200333_FLOYD.ec6 g Software copyright ENERCALC.INC.1902020,WWI . is i DESCRIPTION: F6x8 lZ-Axis Footing Flexure-Maximum Values for Load Combination I Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi"Mn Mu 1 PhiMn (ft-k) (ft) (ire2) (h'2) (114) r I +1.20D+1.60S 0.647 7.741 Bottom 2.074 Min Temp% 2.170 123.483 0.005 I +1.20D+1.60S 0.551 7.761 Bottom 2.074 Min Temp% 2.170 123.483 0.004 +1.20D+1.60S 0.463 7.781 Bottom 2.074 Min Temp% 2.170 123.483 0.004 +1.20D+1.60S 0.383 7.801 Bottom 2.074 Min Temp% 2.170 123.483 0.003 +1.20D+1.60S 0.310 7.821 Bottom 2.074 Min Temp% 2.170 123.483 0.003 +1.20D+1.60S 0.245 7.841 Bottom 2.074 Min Temp% 2.170 123,483 0.002 +1.20D+1.60S 0.187 7.861 Bottom 2.074 Min Temp% 2.170 123.483 0.002 +1.20D+1.60S 0.138 7.881 Bottom 2.074 Min Temp% 2.170 123.483 0.001 +1.20D+1.60S 0.096 7.901 Bottom 2.074 Min Temp% 2.170 123,483 0.001 +1.20D+1.60S 0.061 7.921 Bottom 2.074 Min Temp% 2.170 123.483 0.000 +1.20D+1.60S 0.034 7.941 Bottom 2.074 Min Temp% 2.170 123.483 0.000 +1.20D+1.60S 0.015 7.961 Bottom 2.074 Min Temp% 2.170 123.483 0.000 +1.20D+1.60S 0.000 7.981 0 0.000 0 0.000 0.000 0.000 +1.20D+1.60S 0.000 8.001 0 0.000 0 0.000 0.000 0.000 One Way Shear Punching Shear Load Combination... Phi Vn vu @ Col#1 vu @ Col#2 Phi Vn vu @ Col#1 vu @ Col#2 +1.40D 82.16 psi 15.20 psi 15.20 psi 164.32 psi 24.54psi 24.54 psi +1.20D 82.16 psi 13.03 psi 13.03 psi 164.32 psi 21.04psi 21.04 psi +1.20D+0.50S 82.16 psi 18.69 psi 18.69 psi 164.32 psi 30.16psi 30.16 psi +1.20D+1.60S 82.16 psi 31.12 psi 31.12 psi 164.32 psi 50.24psi 50.24 psi +1.20D+0.20S 82.16 psi 15.29 psi 15.29 psi 164.32 psi 24.69psi 24.69 psi +0.90D 82.16 psi 9.77 psi 9.77 psi 164.32 psi 15.78psi 15.78 psi I _1 J _1 J Project Title: Arlington -Casting Operations Engineer: Larry Higgins PE Project ID: 2200333.20 Project Descr: File=0:1202012200333120_STRWON CADICALCS1220D333_FLOYD.ec6 Combined Footing Software coo pydgMENERCALC,INC.1983.2020,Buildl220.2.28 KW-06001735 DESCRIPTION: F10x8 Code References Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Material Properties Analysis/Design Settings f'c:Concrete 28 day strength 3.0 ksi Calculate footing weight as dead load? No fy: Rebar Yield 60.0 ksi Calculate Pedestal weight as dead load? No Ec:Concrete Elastic Modulus 3,122.0 ksi Min Steel% Bending Reinf(based on'd') Concrete Density 145.0 pcf Min Allow%Temp Rein[(based on thick) 0,00180 Phi Values Flexure: 0.90 Min.Overturning Safety Factor 1.0:1 Shear: 0.750 Min.Sliding Safety Factor 1.0:1 Soil Information Allowable Soil Bearing 3.0 ksf Soil Bearing Increase Increase BearingB Footing Weight No Footing base depth below soil surface It y g g Increases based on footing Depth.... Soil Passive Sliding Resistance 250.0 pcf Allowable pressure increase per foot ksf 0-IN!ic,".0 when base of footing is below ft Coefficient of SoillConcrete Friction 0.30 Increases based on fooling Width... Allowable pressure increase per foot ksf when maximum length or width is greater than ft Maximum Allowed Bearing Pressure 10.0 ksf iA I'JtIA'J1"Oo U!lpues no 11111a) Adjusted Allowable Soil Bearing 3.0 ksf (ABowabre Soir(searing atsfusted!ra louring weighl and depth&mrkh increases as specified by user.) Dimensions & Reinforcing Distance Left of Column#1 = 1.333 ft Pedestal dimensions... As As Between Columns = 7.333 ft Bars left of Col#1 Count Size# Provided Req'd Distance Right of Column#2 = 1.333 ft Col#1 Col#2 Bottom Bars 9.0 5 2.790 2.765 in^2 Total Footing Length = 9.999 ft Sq.Dim. = 9.0 9.0 in Top Bars 9.0 5 2.790 0.0 in^2 Height = in Bars Btwn Cols Footing Width = 8.0 It Bottom Bars 9.0 5 2.790 0.0 in^2 Footing Thickness = 16.0 in Top Bars 9.0 5 2.790 2.765 in^2 Bars Right of Col#2 Rebar Center to Concrete Edge @ Top = 2.0 in Bottom Bars 9.0 5 2.790 2.765 in^2 Rebar Center to Concrete Edge @ Bottom = 3.0 in Top Bars 9.0 5 2.790 0.0 in^2 Applied Loads Applied 9 Left Column D Lr L S W E H Axial Load Downward = 26.70 27.80 k Moment(+CW) = k-ft Shear(+X) = k Applied @ Right Column Axial Load Downward = 26.70 27.80 k Moment(+CW) = k-ft Shear(+X) = k Overburden = 1'A - yr' 9 v5 9A5 I I , Id•p 10W Project Title: Arlington -Casting Operations Engineer: Larry Higgins PE Project ID: 2200333.20 Project Descr: Combined Footing File=Q:1202W2200333120_STMNON CADACALCs12200333_FLOYD.ec6 1 g Software comiiat t ENERCALC.INC.1963.2020.Buildl2.20.2.28 KW-06001735 AHBL,INC SEA DESCRIPTION: F10x8 DESIGN SUMMARY �' ' • Factor of Safety Item Applied Capacity Governing Load Combination PASS No OTM Overturning 0.0 k-ft 0.0 k-ft No OTM r 1 PASS No Sliding Sliding 0.0 k 16.020 k No Sliding I PASS No Uplift Uplift 0.0 k 0.0 k No Uplift Utilization Ratio Item Applied Capacity Governing Load Combination PASS 0.4542 Soil Bearing 1.363 ksf 3.0 ksf +D+S PASS 0.2945 1-way Shear-Col#1 24.197 psi 82.158 psi +1.20D+1.60S PASS 0.2945 1-way Shear-Col#2 24.197 psi 82.158 psi +1.20D+1.60S PASS 0.3287 2-way Punching-Col#1 54.018 psi 164.317 psi +1.20D+1.60S PASS 0.3287 2-way Punching-Col#2 54.018 psi 164.317 psi +1.20D+1.60S PASS No Bending Flexure-Left of Col#1-Top 0.0 k-ft 0.0 k-ft NIA PASS 0.04345 Flexure-Left of Col#1 -Bottom 6.905 k-ft 158.922 k-ft +1.20D+1.60S I PASS 0.5207 Flexure-Between Cols-Top -89.280 k-ft 171.477 k-ft +1.20D+1.60S 11 PASS No Bending Flexure-Between Cols-Bottom 0.0 k-ft 0.0 k-ft NIA PASS No Bending Flexure-Right of Col#2-Top 0.0 k-ft 0.0 k-ft NIA PASS 0.04345 Flexure-Right of Col#2-Bottom 6.905 k-ft 158.922 k-ft +1.20D+1.60S Soil Bearing Eccentricity Actual Soil Bearing Stress Actual I Allow Load Combination... Total Bearing from Ftg CL @ Left Edge @ Right Edge Allowable Ratio D Only 53.40 k -0.000 ft 0.67 ksf 0.67 ksf 3.00 ksf 0.223 +D+S 109.00 k 0.000 ft 1.36 ksf 1.36 ksf 3.00 ksf 0.454 +D+0.750S 95.10 k 0.000 ft 1.19 ksf 1.19 ksf 3.00 ksf 0.396 +0.60D 32.04 k 0.000 ft 0.40 ksf 0.40 ksf 3.00 ksf 0.134 I Overturning Stability 1 Moments about Left Edge k-ft Moments about Right Edge k-ft Load Combination... Overturning Resisting Ratio Overturning Resisting Ratio D Only 0.00 0.00 999.000 0.00 0.00 999.000 I +D+S 0.00 0.00 999.000 0.00 0.00 999.000 J +D+0.750S 0.00 0.00 999.000 0.00 0.00 999.000 +0.60D 0.00 0.00 999,000 0.00 0.00 999.000 Sliding Stability 1 Load Combination... Sliding Force Resisting Force Sliding SafetyRatio D Only 0.00 k 16.02 k 999 +D+S 0.00 k 32.70 k 999 +D+0.750S 0.00 k 28.53 k 999 +0.60D 0.00 k 9.61 k 999 Z-Axis Footing Flexure-Maximum Values for Load Combination Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi'Mn Mu I PhiMn (ft-k) (ft) (in"2) (in A2) (ft-k) +0.60D 0.000 0.000 0 0.000 0 0.000 0.000 0.000 +0.60D 0.000 0.025 0 0.000 0 0.000 0.000 0.000 +1.20D+1.60S 0.019 0.050 Bottom 2.765 Min Temp% 2.790 158.922 0.000 +1.20D+1.60S 0.043 0.075 Bottom 2.765 Min Temp% 2.790 158.922 0.000 +1.20D+1.60S 0.077 0.100 Bottom 2.765 Min Temp% 2.790 158.922 0.000 +1.20D+1.60S 0.120 0.125 Bottom 2.765 Min Temp% 2.790 158.922 0.001 +1.20D+1.60S 0.172 0.150 Bottom 2.765 Min Temp% 2.790 158.922 0.001 +1.20D+1.60S 0.234 0.175 Bottom 2.765 Min Temp% 2.790 158.922 0.001 +1.20D+1.60S 0.306 0.200 Bottom 2.765 Min Temp% 2.790 158.922 0.002 +1.20D+1.60S 0.387 0.225 Bottom 2.765 Min Temp% 2.790 158.922 0.002 i +1.20D+1.60S 0.478 0.250 Bottom 2.765 Min Temp% 2.790 158.922 0.003 +1.20D+1.60S 0.579 0.275 Bottom 2.765 Min Temp% 2.790 158,922 0.004 +1.20D+1.60S 0.689 0.300 Bottom 2.765 Min Temp% 2.790 158.922 0.004 +1.20D+1.60S 0.808 0.325 Bottom 2.765 Min Temp% 2.790 158.922 0.005 +1.20D+1.60S 0.937 0.350 Bottom 2.765 Min Temp% 2.790 158.922 0.006 Project Title: Arlington-Casting Operations Engineer: Larry Higgins PE Project ID: 2200333.20 Project Descr: Combined Footing File=0:1P02012200333120-STRINON-CAp1CALC512200333_FLOYD.ec6. g Software Copyright ENERCALC,INC.1883.2020,BeiW:12.20.2.28. DESCRIPTION: F10x8 Z-Axis Footing Flexure-Maximum Values for Load Combination Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi'Mn Mu 1 PhiMn (ft-k) (ft) (in A2) (in^2) (ft-k) +1.20D+1.60S 1.076 0.375 Bottom 2.765 Min Temp% 2.790 158.922 0.007 +1.20D+1.60S 1.224 0.400 Bottom 2.765 Min Temp% 2.790 158.922 0.008 +1.20D+1.60S 1.382 0.425 Bottom 2.765 Min Temp% 2.790 158.922 0.009 +1.20D+1.60S 1.549 0.450 Bottom 2.765 Min Temp% 2.790 158.922 0.010 +1.20D+1.60S 1.726 0.475 Bottom 2.765 Min Temp% 2.790 158.922 0.011 +1.20D+1.60S 1.913 0.500 Bottom 2.765 Min Temp% 2.790 158.922 0.012 +1.20D+1.60S 2.109 0.525 Bottom 2.765 Min Temp% 2.790 158.922 0.013 +1.20D+1.60S 2.314 0.550 Bottom 2.765 Min Temp% 2.790 158.922 0.015 +1.20D+1.60S 2.530 0.575 Bottom 2.765 Min Temp% 2.790 158.922 0.016 +1.20D+1.60S 2.754 0.600 Bottom 2.765 Min Temp% 2.790 158.922 0.017 +1.20D+1.60S 2.989 0.625 Bottom 2.765 Min Temp% 2.790 158.922 0.019 +1.20D+1.60S 3.233 0.650 Bottom 2.765 Min Temp% 2.790 158.922 0.020 +1.20D+1.60S 3.486 0.675 Bottom 2.765 Min Temp% 2.790 158.922 0.022 +1.20D+1.60S 3.749 0.700 Bottom 2.765 Min Temp% 2.790 158.922 0.024 +1.20D+1.60S 4.022 0.725 Bottom 2.765 Min Temp% 2.790 158.922 0.025 +1.20D+1.60S 4.304 0.750 Bottom 2.765 Min Temp% 2.790 158.922 0.027 +1.20D+1.60S 4.596 0.775 Bottom 2.765 Min Temp% 2.790 158.922 0.029 +1.20D+1.60S 4.897 0.800 Bottom 2.765 Min Temp% 2.790 158.922 0.031 +1.20D+1.60S 5.208 0.825 Bottom 2.765 Min Temp% 2.790 158.922 0.033 +1.20D+1.60S 5.528 0.850 Bottom 2.765 Min Temp% 2.790 158.922 0.035 +1.20D+1.60S 5.858 0.875 Bottom 2.765 Min Temp% 2.790 158.922 0.037 +1.20D+1.60S 6.198 0.900 Bottom 2.765 Min Temp% 2.790 158.922 0.039 +1.20D+1.60S 6.547 0.925 Bottom 2.765 Min Temp% 2.790 158.922 0.041 +1.20D+1.60S 6.905 0.950 Bottom 2.765 Min Temp% 2.790 158.922 0.043 +1.20D+1.60S 7.259 0.975 Bottom 2.765 Min Temp% 2.790 158.922 0.046 +1.20D+1.60S 7.562 1.000 Bottom 2.765 Min Temp% 2.790 158.922 0.048 +1.20D+1.60S 7.810 1.025 Bottom 2.765 Min Temp% 2.790 158.922 0.049 +1.20D+1.60S 8.005 1.050 Bottom 2.765 Min Temp% 2.790 158.922 0.050 +1.20D+1.60S 8.145 1.075 Bottom 2.765 Min Temp% 2.790 158.922 0.051 +1.20D+1.60S 8.231 1.100 Bottom 2.765 Min Temp% 2.790 158,922 0.052 +1.20D+1.60S 8.263 1.125 Bottom 2.765 Min Temp% 2.790 158.922 0.052 +1.20D+1.60S 8.240 1.150 Bottom 2.765 Min Temp% 2.790 158.922 0.052 +1.20D+1.60S 8.164 1.175 Bottom 2.765 Min Temp% 2.790 158.922 0.051 +1.20D+1.60S 8.033 1.200 Bottom 2.765 Min Temp% 2.790 158.922 0.051 +1.20D+1.60S 7.848 1.225 Bottom 2.765 Min Temp% 2.790 158.922 0.049 +1.20D+1.60S 7.609 1.250 Bottom 2.765 Min Temp% 2.790 158.922 0.048 +1.20D+1.60S 7.316 1.275 Bottom 2.765 Min Temp% 2.790 158.922 0.046 +1.20D+1.60S 6.968 1.300 Bottom 2.765 Min Temp% 2.790 158.922 0.044 +1.20D+1.60S 6.567 1.325 Bottom 2.765 Min Temp% 2.790 158.922 0.041 +1.20D+1.60S 6.111 1.350 Bottom 2.765 Min Temp% 2.790 158.922 0.038 +1.20D+1.60S 5.601 1.375 Bottom 2.765 Min Temp% 2.790 158.922 0.035 +1.20D+1.60S 5.037 1.400 Bottom 2.765 Min Temp% 2.790 158,922 0.032 +1.20D+1.60S 4.418 1.425 Bottom 2.765 Min Temp% 2.790 158.922 0.028 +1.20D+1.60S 3.746 1.450 Bottom 2.765 Min Temp% 2.790 158.922 0.024 +1.20D+1.60S 3.019 1.475 Bottom 2.765 Min Temp% 2.790 158.922 0.019 +1.20D+1.60S 2.238 1.500 Bottom 2.765 Min Temp% 2.790 158.922 0.014 +1.20D+1.60S 1.402 1.525 Bottom 2.765 Min Temp% 2.790 158.922 0.009 +1.20D+1.60S 0.513 1.550 Bottom 2.765 Min Temp% 2.790 158.922 0.003 +1.20D+1.60S -0.430 1.575 Top 2.765 Min Temp% 2.790 171.477 0.003 +1.20D+1.60S -1.428 1.600 Top 2.765 Min Temp% 2.790 171.477 0.008 +1.20D+1.60S -2.480 1.625 Top 2.765 Min Temp% 2.790 171.477 0.014 +1.20D+1.60S -3.586 1.650 Top 2.765 Min Temp% 2.790 171.477 0.021 +1.20D+1.60S -4.747 1.675 Top 2.765 Min Temp% 2.790 171.477 0.028 +1.20D+1.60S -5.961 1.700 Top 2.765 Min Temp% 2.790 171.477 0.035 +1.20D+1.60S -7.215 1.725 Top 2.765 Min Temp% 2.790 171.477 0.042 +1.20D+1.60S -8.464 1.750 Top 2.765 Min Temp% 2.790 171.477 0.049 +1.20D+1.60S -9.702 1.775 Top 2.765 Min Temp% 2.790 171.477 0.057 +1.20D+1.60S -10.931 1.800 Top 2.765 Min Temp% 2.790 171.477 0.064 +1.20D+1.60S -12.150 1.825 Top 2.765 Min Temp% 2.790 171.477 0.071 +1.20D+1.60S -13.360 1.850 Top 2.765 Min Temp% 2.790 171.477 0.078 +1.20D+1.60S -14.561 1.875 Top 2.765 Min Temp% 2.790 171.477 0.085 +1.20D+1.60S -15.751 1.900 Top 2.765 Min Temp% 2.790 171.477 0.092 Project Title: Arlington-Casting Operations Engineer: Larry Higgins PE Project ID: 2200333.20 J1 Project Descr: ~I Combined Footing File=W202012200333120_STMON_CAMCALN2200333-FLOYD.ec6. 7 Software copyright ENERCALC,INC.1983-2020,BuiM2.20.2.28. KW-06001735 AHBL,INC SEX- DESCRIPTION: F10x8 I Z-Axis Footing Flexure-Maximum Values for Load Combination Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi'Mn Mu 1 PhiMn (ft-k) (ft) (in^2) (in^2) (ft-k) +1.20D+1.60S -16.933 1.925 Top 2.765 Min Temp% 2.790 171.477 0.099 +1.20D+1.60S -18.104 1.950 Top 2.765 Min Temp% 2.790 171.477 0.106 +1.20D+1.60S -19.266 1.975 Top 2.765 Min Temp% 2.790 171.477 0.112 +1.20D+1.60S -20.419 2.000 Top 2.765 Min Temp% 2.790 171.477 0.119 +1.20D+1.60S -21.561 2.025 Top 2.765 Min Temp% 2.790 171.477 0.126 +1.20D+1.60S -22.695 2.050 Top 2.765 Min Temp% 2.790 171.477 0.132 +1.20D+1.60S -23.819 2.075 Top 2.765 Min Temp% 2.790 171.477 0.139 +1.20D+1.60S -24.933 2.100 Top 2.765 Min Temp% 2.790 171.477 0.145 +1.20D+1.60S -26.037 2.125 Top 2.765 Min Temp% 2.790 171.477 0.152 +1.20D+1.60S -27.133 2.150 Top 2.765 Min Temp% 2.790 171.477 0.158 I +1.20D+1.60S -28.218 2.175 Top 2.765 Min Temp% 2.790 171.477 0.165 +1.20D+1.60S -29.294 2.200 Top 2.765 Min Temp% 2.790 171.477 0.171 +1.20D+1.60S -30.360 2,225 Top 2.765 Min Temp% 2.790 171.477 0.177 - +1.20D+1.60S -31.417 2,250 Top 2.765 Min Temp% 2.790 171.477 0.183 +1.20D+1.60S -32.465 2.275 Top 2.765 Min Temp% 2.790 171.477 0.189 +1.20D+1.60S -33.502 2.300 Top 2.765 Min Temp% 2.790 171.477 0,195 +1.20D+1.60S -34.530 2.325 Top 2.765 Min Temp% 2.790 171.477 0.201 +1.20D+1.60S -35,549 2.350 Top 2.765 Min Temp% 2.790 171.477 0.207 1 +1.20D+1.60S -36.558 2.375 Top 2.765 Min Temp% 2.790 171.477 0.213 +1.20D+1.60S -37.557 2.400 Top 2.765 Min Temp% 2.790 171.477 0.219 +1.20D+1.60S -38.547 2.425 Top 2.765 Min Temp% 2,790 171.477 0.225 +1.20D+1.60S -39.528 2.450 Top 2.765 Min Temp% 2.790 171,477 0.231 +1.20D+1.60S -40,498 2.475 Top 2.765 Min Temp% 2.790 171.477 0.236 +1.20D+1.60S -41.459 2.500 Top 2.765 Min Temp% 2.790 171.477 0.242 +1.20D+1.60S -42.411 2.525 Top 2.765 Min Temp% 2.790 171.477 0.247 +1.20D+1.60S -43.353 2.550 Top 2.765 Min Temp% 2.790 171.477 0.253 +1.20D+1.60S -44.286 2.575 Top 2.765 Min Temp% 2.790 171.477 0.258 I +1.20D+1.60S -45.209 2.600 Top 2.765 Min Temp% 2.790 171.477 0.264 +1.20D+1.60S -46.122 2.625 Top 2.765 Min Temp% 2.790 171.477 0.269 +1.20D+1.60S -47.026 2,650 Top 2.765 Min Temp% 2.790 171.477 0.274 +1.20D+1.60S -47.920 2.675 Top 2.765 Min Temp% 2.790 171.477 0.279 +1.20D+1.60S -48.805 2.700 Top 2.765 Min Temp% 2.790 171.477 0.285 +1.20D+1.60S -49.680 2.725 Top 2.765 Min Temp% 2.790 171.477 0.290 +1.20D+1.60S -50.545 2.750 Top 2.765 Min Temp% 2.790 171,477 0.295 +1.20D+1.60S -51,401 2.775 Top 2.765 Min Temp% 2.790 171.477 0.300 +1.20D+1.60S -52.248 2,800 Top 2.765 Min Temp% 2.790 171.477 0.305 +1.20D+1.60S -53.085 2.825 Top 2.765 Min Temp% 2.790 171.477 0.310 r I +1.20D+1.60S -53.912 2.850 Top 2.765 Min Temp% 2.790 171.477 0.314 1 +1.20D+1.60S -54.730 2.875 Top 2.765 Min Temp% 2.790 171,477 0.319 +1.20D+1.60S -55.538 2,900 Top 2.765 Min Temp% 2.790 171.477 0.324 +1.20D+1.60S -56.336 2.925 Top 2.765 Min Temp% 2.790 171.477 0.329 +1.20D+1.60S -57.125 2.950 Top 2.765 Min Temp% 2.790 171.477 0.333 ` +1.20D+1.60S -57.905 2.975 Top 2.765 Min Temp% 2.790 171.477 0.338 +1.20D+1.60S -58.675 3.000 Top 2.765 Min Temp% 2.790 171.477 0.342 +1.20D+1.60S -59.435 3.025 Top 2.765 Min Temp% 2,790 171.477 0.347 +1.20D+1.60S -60.186 3.050 Top 2.765 Min Temp% 2.790 171.477 0.351 +1.20D+1.60S -60.927 3.075 Top 2.765 Min Temp% 2.790 171.477 0.355 +1.20D+1.60S -61.659 3.100 Top 2.765 Min Temp% 2.790 171.477 0.360 +1.20D+1.60S -62.381 3.125 Top 2.765 Min Temp% 2.790 171.477 0.364 +1.20D+1.60S -63.093 3.150 Top 2,765 Min Temp% 2.790 171.477 0.368 +1.20D+1.60S -63.796 3.175 Top 2.765 Min Temp% 2.790 171.477 0.372 +1.20D+1.60S -64.490 3.200 Top 2.765 Min Temp% 2.790 171.477 0.376 +1.20D+1.60S -65.174 3.225 Top 2.765 Min Temp% 2.790 171.477 0.380 +1.20D+1.60S -65.848 3.250 Top 2.765 Min Temp% 2.790 171.477 0.384 +1.20D+1.60S -66.513 3.275 Top 2.765 Min Temp% 2.790 171.477 0.388 ` +1.20D+1.605 67.168 3.300 Top 2.765 Min Temp% 2.790 171.477 0.392 +1.20D+1.60S -67.813 3.325 Top 2.765 Min Temp% 2,790 171.477 0.395 +1.20D+1.60S -68.449 3.350 Top 2.765 Min Temp% 2,790 171.477 0.399 +1.20D+1.60S -69.076 3.375 Top 2.765 Min Temp% 2.790 171.477 0.403 +1.20D+1.60S -69.693 3.400 Top 2.765 Min Temp% 2.790 171.477 0,406 +1.20D+1.60S -70.300 3.425 Top 2.765 Min Temp% 2.790 171.477 0.410 L� +1.20D+1.60S -70.898 3.450 Top 2.765 Min Temp% 2.790 171.477 0.413 l Project Title: Arlington -Casting Operations Engineer: Larry Higgins PE Project ID: 2200333,20 Project Descr: Combined Footing File=Q:%202M22003 0_STRWON_CAD%CALC512200333-FLOYD.ec6 Software c M ENERCALC,INC.1883.2020.Buiki:12.20.2.28 KW-06001735 AHBL,INC SEA DESCRIPTION: F10x8 Z-Axis Footing Flexure-Maximum Values for Load Combination Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi'Mn Mu 1 PhiMn (ft-k) (ft) (in"2) (in"2) (ft-k) +1.20D+1.60S -71.486 3.475 Top 2.765 Min Temp% 2.190 171.477 0.417 +1.20D+1.60S -72.064 3.500 Top 2.765 Min Temp% 2.790 171.477 0.420 +1.20D+1.60S -72.633 3.525 Top 2.765 Min Temp% 2.790 171.477 0.424 +1.20D+1.60S -73.193 3.550 Top 2.765 Min Temp% 2.790 171.477 0.427 +1.20D+1.60S -73.743 3.575 Top 2.765 Min Temp% 2.790 171.477 0.430 +1.20D+1.60S -74.283 3.600 Top 2.765 Min Temp% 2.790 171.477 0.433 +1.20D+1.60S -74.814 3.625 Top 2.765 Min Temp% 2.790 171.477 0.436 +1.20D+1.60S -75.335 3.650 Top 2.765 Min Temp% 2.790 171.477 0.439 +1.20D+1.60S -75.847 3.675 Top 2.765 Min Temp% 2.790 171.477 0.442 +1.20D+1.60S -76.349 3.700 Top 2.765 Min Temp% 2.790 171,477 0.445 +1.20D+1.60S -76.842 3.725 Top 2.765 Min Temp% 2.790 171.477 0.448 +1.20D+1.60S -77.325 3.750 Top 2.765 Min Temp% 2.790 171.477 0.451 +1.20D+1.60S -77.798 3.775 Top 2.765 Min Temp% 2.790 171.477 0.454 +1.20D+1.60S -78.262 3.800 Top 2.765 Min Temp% 2.790 171,477 0.456 +1.20D+1.60S -78.716 3.825 Top 2.765 Min Temp% 2.790 171.477 0.459 +1.20D+1.60S -79.161 3.850 Top 2.765 Min Temp% 2.790 171.477 0.462 +1.20D+1.60S -79.596 3.875 Top 2.765 Min Temp% 2.790 171.477 0.464 +1.20D+1.60S -80.022 3.900 Top 2.765 Min Temp% 2.790 171.477 0.467 +1.20D+1.60S -80.438 3.925 Top 2.765 Min Temp% 2.790 171.477 0.469 +1.20D+1.60S -80.844 3.950 Top 2.765 Min Temp% 2.790 171.477 0.471 +1.20D+1.60S -81.241 3.975 Top 2.765 Min Temp% 2.790 171.477 0.474 +1.20D+1.60S -81.628 4.000 Top 2.765 Min Temp% 2.790 171.477 0.476 +1.20D+1.60S -82.006 4.025 Top 2.765 Min Temp% 2.790 171.477 0.478 +1.20D+1.60S -82.374 4.050 Top 2.765 Min Temp% 2.790 171.477 0.480 +1.20D+1.60S -82.733 4.075 Top 2.765 Min Temp% 2.790 171,477 0.482 +1.20D+1.60S -83.082 4.100 Top 2.765 Min Temp% 2.790 171.477 0.485 +1.20D+1.60S -83.422 4.125 Top 2.765 Min Temp% 2.790 171.477 0.486 +1.20D+1.60S -83.752 4.150 Top 2.765 Min Temp% 2.790 171.477 0.488 +1.20D+1.60S -84.072 4.175 Top 2.765 Min Temp% 2.790 171.477 0.490 +1.20D+1.60S -84.383 4.200 Top 2.765 Min Temp% 2.790 171.477 0.492 +1.20D+1.60S -84.684 4.225 Top 2.765 Min Temp% 2.790 171.477 0.494 +1.20D+1.60S -84.976 4.250 Top 2.765 Min Temp% 2.790 171.477 0.496 +1.20D+1.60S -85.258 4.275 Top 2.765 Min Temp% 2.790 171.477 0.497 +1.20D+1.60S -85.531 4.300 Top 2.765 Min Temp% 2.790 171.477 0.499 +1.20D+1,60S -85.794 4.325 Top 2.765 Min Temp% 2.790 171.477 0.500 +1.20D+1.60S -86.047 4.350 Top 2.765 Min Temp% 2.790 171.477 0.502 +1.20D+1.60S -86.291 4.375 Top 2.765 Min Temp% 2.790 171.477 0.503 +1.20D+1.60S -86.525 4.400 Top 2.765 Min Temp% 2.790 171.477 0.505 +1.20D+1.60S -86.750 4.425 Top 2.765 Min Temp% 2.790 171.477 0.506 +1.20D+1.60S -86.965 4.450 Top 2.765 Min Temp% 2.790 171.477 0.507 +1.20D+1.60S -87.171 4,475 Top 2.765 Min Temp% 2.790 171.477 0.508 +1.20D+1.60S -87.367 4.500 Top 2.765 Min Temp% 2.790 171.477 0.509 +1.20D+1.60S -87,553 4.525 Top 2.765 Min Temp% 2.790 171.477 0.511 +1.20D+1.60S -87.730 4.550 Top 2.765 Min Temp% 2.790 171.477 0.512 +1.20D+1.60S -87.898 4.575 Top 2.765 Min Temp% 2.790 171.477 0.513 +1.20D+1.60S -88.056 4.600 Top 2.765 Min Temp% 2.790 171.477 0.514 +1.20D+1.60S -88.204 4.625 Top 2.765 Min Temp% 2.790 171.477 0.514 +1.20D+1.60S -88.342 4.650 Top 2.765 Min Temp% 2.790 171.477 0.515 +1.20D+1.60S -88.472 4.675 Top 2.765 Min Temp% 2.790 171.477 0.516 +1.20D+1.60S -88.591 4.700 Top 2.765 Min Temp% 2.790 171.477 0.517 +1.20D+1.60S -88.701 4.725 Top 2.765 Min Temp% 2.790 171.477 0.517 +1.20D+1.60S -88.802 4,750 Top 2.765 Min Temp% 2.790 171.477 0.518 +1.20D+1.60S -88.892 4.775 Top 2.765 Min Temp% 2.790 171.477 0.518 +1.20D+1.60S -88.974 4.800 Top 2.765 Min Temp% 2.790 171.477 0.519 +1.20D+1.60S -89.045 4.825 Top 2.765 Min Temp% 2.790 171.477 0.519 +1.20D+1.60S -89.108 4.850 Top 2.765 Min Temp% 2.790 171.477 0.520 +1.20D+1.60S -89.160 4.875 Top 2.765 Min Temp% 2.790 171.477 0.520 +1.20D+1.60S -89.203 4.900 Top 2.765 Min Temp% 2.790 171.477 0.520 +1.20D+1.60S -89.237 4.925 Top 2.765 Min Temp% 2.790 171.477 0.520 +1.20D+1.60S -89.261 4.950 Top 2.765 Min Temp% 2.790 171.477 0.521 +1.20D+1.60S -89.275 4.975 Top 2.765 Min Temp% 2.790 171.477 0.521 +1.20D+1.60S -89.280 5.000 Top 2.765 Min Temp% 2.790 171.477 0.521 Project Title: Arlington -Casting Operations Engineer: Larry Higgins PE Project ID: 2200333.20 Project Descr: I Combined Footing File=QA202012200333120_STRINON_CADICALCs12200333_FLOYD.ec6 Software co i ht ENERCALC,INC.1983-2020,BuWI2.20.2.28. KW-06001735 AHBL,INC SEA DESCRIPTION: F10x8 l Z-Axis Footing Flexure-Maximum Values for Load Combination I Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi"Mn Mu 1 PhiMn (ft-k) (ft) (in^2) (in^2) (ft-k) 1 +1.20D+1.60S -89.275 5.024 Top 2.765 Min Temp% 2.790 171.477 0.521 I +1.20D+1.60S -89.261 5.049 Top 2.765 Min Temp% 2.790 171.477 0.521 +1.20D+1.60S -89.237 5,074 Top 2.765 Min Temp% 2.790 171.477 0.520 +1.20D+1.60S -89.203 5.099 Top 2.765 Min Temp% 2.790 171.477 0.520 +1.20D+1.60S -89.160 5.124 Top 2.765 Min Temp% 2.790 171.477 0.520 +1.20D+1.60S -89.108 5.149 Top 2.765 Min Temp% 2.790 171.477 0.520 +1.20D+1.60S -89.045 5.174 Top 2.765 Min Temp% 2.790 171.477 0.519 +1.20D+1.60S -88.974 5.199 Top 2.765 Min Temp% 2.790 171.477 0.519 _ +1.20D+1.60S -88.892 5.224 Top 2.765 Min Temp% 2.790 171.477 0.518 +1.20D+1.60S -88.802 5.249 Top 2.765 Min Temp% 2.790 171.477 0.518 +1.20D+1.60S -88.701 5.274 Top 2.765 Min Temp% 2.790 171.477 0.517 +1.20D+1.60S -88.591 5.299 Top 2.765 Min Temp% 2.790 171.477 0.517 +1.20D+1.60S -88.472 5.324 Top 2.765 Min Temp% 2.790 171.477 0,516 +1.20D+1.60S -88.342 5.349 Top 2.765 Min Temp% 2.790 171.477 0.515 +1.20D+1.60S -88.204 5.374 Top 2.765 Min Temp% 2.790 171.477 0.514 +1.20D+1.60S -88.056 5.399 Top 2.765 Min Temp% 2.790 171.477 0.514 +1.20D+1.60S -87.898 5.424 Top 2.765 Min Temp% 2,790 171.477 0.513 +1.20D+1.60S -87.730 5.449 Top 2.765 Min Temp% 2,790 171.477 0.512 +1.20D+1.60S -87.553 5.474 Top 2.765 Min Temp% 2.790 171.477 0.511 +1.20D+1.60S -87.367 5.499 Top 2.765 Min Temp% 2.790 171.477 0.509 +1.20D+1.60S -87.171 5.524 Top 2.765 Min Temp% 2.790 171.477 0,508 +1.20D+1.60S -86.965 5.549 Top 2.765 Min Temp% 2.790 171.477 0.507 +1.20D+1.60S -86.750 5.574 Too 2.765 Min Temp% 2.790 171.477 0.506 +1.20D+1.60S -86.525 5.599 Top 2.765 Min Temp% 2.790 171.477 0.505 Il +1.20D+1.60S -86.291 5.624 Top 2.765 Min Temp% 2.790 171.477 0.503 +1.20D+1.60S -86.047 5.649 Top 2.765 Min Temp% 2.790 171.477 0.502 +1.20D+1.60S -85.794 5.674 Top 2.765 Min Temp% 2.790 171.477 0.500 +1.20D+1.60S -85.531 5.699 Top 2.765 Min Temp% 2,790 171.477 0.499 +1.20D+1.60S -85.258 5.724 Top 2.765 Min Temp% 2.790 171.477 0.497 +1.20D+1.60S -84.976 5.749 Top 2.765 Min Temp% 2.790 171.477 0.496 +1.20D+1.60S -84.684 5.774 Top 2.765 Min Temp% 2.790 171.477 0,494 +1.20D+1.60S -84.383 5.799 Top 2.765 Min Temp% 2.790 171.477 0.492 +1.20D+1.60S -84.072 5.824 Top 2.765 Min Temp% 2.790 171.477 0.490 +1.20D+1.60S -83.752 5.849 Top 2.765 Min Temp% 2.790 171.477 0.488 +1.20D+1.60S -83.422 5.874 Too 2.765 Min Temp% 2.790 171.477 0.486 +1.20D+1.60S -83.082 5.899 Top 2.765 Min Temp% 2.790 171.477 0.485 +1.20D+1.60S -82.733 5,924 Top 2.765 Min Temp% 2.790 171.477 0.482 I +1.20D+1.60S -82.374 5.949 Too 2.765 Min Temp% 2.790 171.477 0.480 +1.20D+1.60S -82.006 5.974 Too 2.765 Min Temp% 2.790 171.477 0.478 +1.20D+1.60S -81.628 5.999 Top 2.765 Min Temp% 2.790 171.477 0.476 +1.20D+1.60S -81.241 6.024 Top 2.765 Min Temp% 2.790 171.477 0,474 ` +1.20D+1.60S -80.844 6.049 Too 2.765 Min Temp% 2.790 171.477 0.471 +1.20D+1.60S -80.438 6.074 Too 2.765 Min Temp% 2.790 171.477 0.469 +1.20D+1.60S -80.022 6.099 Top 2.765 Min Temp% 2.790 171.477 0.467 +1.20D+1.60S -79.596 6.124 Top 2.765 Min Temp% 2.790 171.477 0.464 +1.20D+1.60S -79.161 6.149 Top 2.765 Min Temp% 2.790 171.477 0.462 J +1.20D+1.60S -78.716 6.174 Too 2.765 Min Temp% 2,790 171.477 0.459 +1.20D+1.60S -78.262 6.199 Top 2.765 Min Temp% 2.790 171.477 0.456 +1.20D+1.60S -77.798 6.224 Top 2.765 Min Temp% 2.790 171.477 0.454 +1.20D+1.60S -77.325 6.249 Top 2.765 Min Temp% 2.790 171.477 0.451 +1.20D+1.60S -76.842 6.274 Top 2.765 Min Temp% 2.790 171.477 0.448 J +1.20D+1.60S -76.349 6.299 Top 2.765 Min Temp% 2.790 171.477 0.445 +1.20D+1.60S -75.847 6.324 Top 2.765 Min Temp% 2.790 171.477 0.442 +1.20D+1.60S -75.335 6.349 Top 2.765 Min Temp% 2.790 171.477 0.439 +1.20D+1.60S -74.814 6.374 Top 2.765 Min Temp% 2.790 171,477 0.436 J +1.20D+1.60S -74.283 6.399 Top 2.765 Min Temp% 2.790 171.477 0.433 +1.20D+1.60S -73.743 6.424 Top 2.765 Min Temp% 2.790 171.477 0,430 +1.20D+1.60S -73.193 6.449 Top 2.765 Min Temp% 2.790 171.477 0.427 +1.20D+1.60S -72.633 6.474 Top 2.765 Min Temp% 2.790 171.477 0.424 +1.20D+1.60S -72.064 6.499 Top 2.765 Min Temp% 2.790 171.477 0.420 +1.20D+1.60S -71.486 6.524 Top 2.765 Min Temp% 2.790 171.477 0.417 L II +1.20D+1.60S -70.898 6,549 Top 2.765 Min Temp% 2.790 171.477 0.413 I� Project Title: Arlington-Casting Operations Engineer: Larry Higgins PE Project ID: 2200333.20 Project Descr: Combined Footing File=Q:1202012200333120_STRINON_CADICALCs12200333_FLOYD.ec6 g Software copyright ENERCALC,INC.1983.2020.Build:12.20,2.28 . KW-06001735 AHOL,INC SEA DESCRIPTION: F10x8 Z-Axis Footing Flexure-Maximum Values for Load Combination Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi'Mn Mu 1 PhiMn (ft-k) (ft) (in^2) (in^2) (ft-k) +1.20D+1.60S -70.300 6.574 Top 2.765 Min Temp% 2.790 171.477 0.410 +1.20D+1.60S -69.693 6.599 Top 2.765 Min Temp% 2.790 171.477 0.406 +1.20D+1.60S -69.076 6.624 Top 2.765 Min Temp% 2.790 171.477 0.403 +1.20D+1.60S -68.449 6.649 Top 2.765 Min Temp% 2.790 171.477 0.399 +1.20D+1.60S -67.813 6.674 Top 2.765 Min Temp% 2.790 171.477 0.395 +1.20D+1.60S -67.168 6.699 Top 2.765 Min Temp% 2.790 171.477 0.392 +1.20D+1.60S -66.513 6.724 Top 2.765 Min Temp% 2.790 171.477 0.388 +1.20D+1.60S -65.848 6.749 Top 2.765 Min Temp% 2.790 171.477 0.384 +1.20D+1.60S -65.174 6.774 Top 2.765 Min Temp% 2.790 171.477 0.380 +1.20D+1.60S -64.490 6.799 Top 2.765 Min Temp% 2.790 171.477 0.376 +1.20D+1.60S -63.796 6.824 Top 2.765 Min Temp% 2.790 171.477 0.372 +1.20D+1.60S -63.093 6.849 Top 2.765 Min Temp% 2.790 171.477 0.368 +1.20D+1.60S -62.381 6.874 Top 2.765 Min Temp% 2.790 171.477 0.364 +1.20D+1.60S -61.659 6.899 Top 2.765 Min Temp% 2.790 171.477 0.360 +1.20D+1.60S -60.927 6.924 Top 2.765 Min Temp% 2.790 171.477 0.355 +1.20D+1.60S -60.186 6.949 Top 2.765 Min Temp% 2.790 171.477 0.351 +1.20D+1.60S -59.435 6.974 Top 2.765 Min Temp% 2.790 171,477 0.347 +1.20D+1.60S -58.675 6.999 Top 2.765 Min Temp% 2.790 171.477 0.342 +1.20D+1.60S -57.905 7.024 Top 2.765 Min Temp% 2.790 171.477 0.338 +1.20D+1.60S -57.125 7.049 Top 2.765 Min Temp% 2.790 171.477 0.333 +1.20D+1.60S -56.336 7.074 Top 2.765 Min Temp% 2.790 171.477 0.329 +1.20D+1.60S -55.538 7.099 Top 2.765 Min Temp% 2.790 171.477 0.324 +1.20D+1.60S -54.730 7.124 Top 2.765 Min Temp% 2.790 171.477 0.319 +1.20D+1.60S -53.912 7.149 Top 2.765 Min Temp% 2.790 171.477 0.314 +1.20D+1.60S -53.085 7.174 Top 2.765 Min Temp% 2.790 171.477 0.310 +1.20D+1.60S -52.248 7.199 Top 2.765 Min Temp% 2.790 171.477 0.305 +1.20D+1.60S -51.401 7.224 Top 2.765 Min Temp% 2.790 171.477 0.300 +1.20D+1.60S -50.545 7.249 Top 2.765 Min Temp% 2.790 171.477 0.295 +1.20D+1.60S -49.680 7.274 Top 2.765 Min Temp% 2.790 171.477 0.290 +1.20D+1.60S -48.805 7.299 Top 2.765 Min Temp% 2.790 171.477 0.285 +1.20D+1.60S -47.920 7.324 Top 2.765 Min Temp% 2.790 171.477 0.279 +1.20D+1.60S -47.026 7.349 Top 2.765 Min Temp% 2.790 171.477 0.274 +1.20D+1.60S -46.122 7.374 Top 2.765 Min Temp% 2.790 171.477 0.269 +1.20D+1.60S -45.209 7.399 Top 2.765 Min Temp% 2.790 171.477 0.264 +1.20D+1.60S -44.286 7.424 Top 2.765 Min Temp% 2.790 171.477 0.258 +1.20D+1.60S -43.353 7.449 Top 2.765 Min Temp% 2.790 171.477 0.253 +1.20D+1.60S -42.411 7.474 Top 2.765 Min Temp% 2.790 171.477 0.247 +1.20D+1.60S -41.459 7.499 Top 2.765 Min Temp% 2.790 171.477 0.242 +1.20D+1.60S -40.498 7.524 Top 2.765 Min Temp% 2.790 171.477 0.236 +1.20D+1.60S -39.528 7.549 Top 2.765 Min Temp% 2.790 171.477 0.231 +1.20D+1.60S -38.547 7.574 Top 2.765 Min Temp% 2.790 171.477 0.225 +1.20D+1.60S -37.557 7.599 Top 2.765 Min Temp% 2.790 171.477 0.219 +1.20D+1.60S -36.558 7.624 Top 2.765 Min Temp% 2.790 171.477 0.213 +1.20D+1.60S -35.549 7.649 Top 2.765 Min Temp% 2.790 171.477 0.207 +1.20D+1.60S -34.530 7.674 Top 2.765 Min Temp% 2.790 171,477 0.201 +1.20D+1.60S -33.502 7.699 Top 2.765 Min Temp% 2.790 171.477 0.195 +1.20D+1.60S -32.465 7.724 Top 2.765 Min Temp% 2.790 171.477 0.189 +1.20D+1.60S -31.417 7.749 Top 2.765 Min Temp% 2.790 171.477 0.183 +1.20D+1.60S -30.360 7.774 Top 2.765 Min Temp% 2.790 171,477 0.177 +1.20D+1.60S -29.294 7.799 Top 2.765 Min Temp% 2.790 171.477 0.171 +1.20D+1.60S -28.218 7.824 Top 2.765 Min Temp% 2.790 171.477 0.165 +1.20D+1.60S -27.133 7.849 Top 2.765 Min Temp% 2.790 171.477 0.158 +1.20D+1.60S -26.037 7.874 Top 2.765 Min Temp% 2.790 171.477 0.152 +1.20D+1.60S -24.933 7.899 Top 2.765 Min Temp% 2.790 171,477 0.145 +1.20D+1.60S -23.819 7.924 Top 2.765 Min Temp% 2.790 171.477 0.139 +1.20D+1.60S -22.695 7.949 Top 2.765 Min Temp% 2.790 171.477 0.132 +1.20D+1.60S -21.561 7.974 Top 2.765 Min Temp% 2.790 171.477 0.126 +1.20D+1.60S -20.419 7.999 Top 2.765 Min Temp% 2.790 171,477 0.119 +1.20D+1.60S -19.266 8.024 Top 2.765 Min Temp% 2.790 171.477 0.112 +1.20D+1.60S -18.104 8.049 Top 2.765 Min Temp% 2.790 171.477 0.106 +1.20D+1.60S -16.933 8.074 Top 2.765 Min Temp% 2.790 171.477 0.099 +1.20D+1.60S -15.751 8.099 Top 2.765 Min Temp% 2.790 171.477 0.092 Project Title: Arlington -Casting Operations Engineer: Larry Higgins PE Project ID: 2200333.20 Project Descr: Combined Footing File=O.VO2012200333120_STR%NON_CAo1CALCs12200333-FLOYp.ec6 g Software copyrighl ENERCALC.Na 198.3-2020.Build:12.20.2.28 KW-06001735 AHOL,INC SEA DESCRIPTION: F10x8 Z-Axis Footing Flexure-Maximum Values for Load Combination Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi`Mn Mu 1 PhiMn (ft-k) (ft) (in^2) (in"2) (ft_k) +1.20D+1.605 -14.561 8.124 Top 2.765 Min Temp% 2.790 171.477 0.085 +1.20D+1.605 -13.360 8.149 Top 2.765 Min Temp% 2.790 171.477 0.078 +1.20D+1.605 -12.150 8.174 Top 2.765 Min Temp% 2.790 171.477 0.071 +1.20D+1.605 -10.931 8.199 Top 2.765 Min Temp% 2.790 171.477 0.064 +1.20D+1.60S -9.702 8.224 Top 2.765 Min Temp% 2.790 171,477 0.057 +1.20D+1.60S -8.464 8.249 Top 2.765 Min Temp% 2.790 171.477 0.049 +1.20D+1.605 -7.215 8.274 Top 2.765 Min Temp% 2.790 171.477 0.042 +1.20D+1.605 -5.961 8.299 Top 2.765 Min Temp% 2.790 171.477 0.035 +1.20D+1.605 -4.747 8.324 Top 2.765 Min Temp% 2.790 171.477 0.028 +1.20D+1.60S -3.586 8.349 Top 2.765 Min Temp% 2.790 171.477 0.021 +1.20D+1.60S -2.480 8.374 Top 2.765 Min Temp% 2.790 171.477 0.014 +1.20D+1.60S -1.428 8.399 Top 2.765 Min Temp% 2.790 171.477 0.008 +1.20D+1.60S -0.430 8.424 Top 2.765 Min Temp% 2.790 171,477 0.003 I +1.20D+1.60S 0.513 8.449 Bottom 2.765 Min Temp% 2.790 158.922 0.003 +1.20D+1.60S 1.402 8.474 Bottom 2.765 Min Temp% 2.790 158.922 0.009 +1.20D+1.60S 2.238 8.499 Bottom 2.765 Min Temp% 2.790 158.922 0.014 +1.20D+1.605 3.019 8.524 Bottom 2.765 Min Temp% 2.790 158.922 0.019 +1.20D+1.605 3.746 8.549 Bottom 2.765 Min Temp% 2.790 158.922 0.024 +1.20D+1.60S 4.418 8.574 Bottom 2.765 Min Temp% 2.790 158.922 0.028 +1.20D+1.60S 5.037 8.599 Bottom 2.765 Min Temp% 2.790 158.922 0.032 +1.20D+1.60S 5.601 8.624 Bottom 2.765 Min Temp% 2.790 158.922 0.035 +1.20D+1.605 6.111 8.649 Bottom 2.765 Min Temp% 2.790 158.922 0.038 +1.20D+1.605 6.567 8.674 Bottom 2.765 Min Temp% 2.790 158.922 0.041 +1.20D+1.60S 6.968 8.699 Bottom 2.765 Min Temp% 2.790 158.922 0.044 +1.20D+1.60S 7.316 8.724 Bottom 2.765 Min Temp% 2.790 158.922 0.046 +1.20D+1.60S 7.609 8.749 Bottom 2.765 Min Temp% 2.790 158.922 0.048 +1.20D+1.605 7.848 8.774 Bottom 2.765 Min Temp% 2.790 158.922 0.049 1 +1.20D+1.605 8.033 8.799 Bottom 2.765 Min Temp% 2.790 158.922 0.051 +1.20D+1.60S 8.164 8.824 Bottom 2.765 Min Temp% 2.790 158.922 0.051 +1.20D+1.60S 8.240 8.849 Bottom 2.765 Min Temp% 2.790 158.922 0.052 +1.20D+1.60S 8.263 8.874 Bottom 2.765 Min Temp% 2.790 158.922 0.052 +1.20D+1.605 8.231 8.899 Bottom 2.765 Min Temp% 2.790 158.922 0.052 +1.20D+1.605 8.145 8.924 Bottom 2.765 Min Temp% 2.790 158.922 0.051 +1.20D+1.605 8.005 8.949 Bottom 2.765 Min Temp% 2.790 158.922 0.050 +1.20D+1.605 7.810 8.974 Bottom 2.765 Min Temp% 2.790 158.922 0.049 +1.20D+1.60S 7.562 8.999 Bottom 2.765 Min Temp% 2.790 158.922 0.048 +1.20D+1.605 7.259 9.024 Bottom 2.765 Min Temp% 2.790 158.922 0.046 j +1.20D+1.605 6.905 9.049 Bottom 2.765 Min Temp% 2.790 158.922 0.043 J +1.20D+1.605 6.547 9.074 Bottom 2.765 Min Temp% 2.790 158.922 0.041 +1.20D+1.60S 6.198 9.099 Bottom 2.765 Min Temp% 2.790 158.922 0.039 +1.20D+1.60S 5.858 9.124 Bottom 2.765 Min Temp% 2.790 158.922 0.037 +1.20D+1.605 5.528 9.149 Bottom 2.765 Min Temp% 2.790 158.922 0.035 +1.20D+1.605 5.208 9.174 Bottom 2.765 Min Temp% 2.790 158.922 0.033 +1.20D+1.605 4.897 9.199 Bottom 2.765 Min Temp% 2.790 158.922 0.031 +1.20D+1.60S 4.596 9.224 Bottom 2.765 Min Temp% 2.790 158.922 0.029 +1.20D+1.60S 4.304 9.249 Bottom 2.765 Min Temp% 2.790 158.922 0.027 ` +1.20D+1.605 4.022 9.274 Bottom 2.765 Min Temp% 2.790 158.922 0.025 +1.20D+1.60S 3.749 9.299 Bottom 2.765 Min Temp% 2.790 158.922 0.024 +1.20D+1.60S 3.486 9.324 Bottom 2.765 Min Temp% 2.790 158.922 0.022 +1.20D+1.60S 3.233 9.349 Bottom 2.765 Min Temp% 2.790 158.922 0.020 +1.20D+1.605 2.989 9.374 Bottom 2.765 Min Temp% 2.790 158.922 0.019 ' I +1.20D+1.60S 2.754 9.399 Bottom 2.765 Min Temp% 2.790 158.922 0.017 JI +1.20D+1.60S 2.530 9.424 Bottom 2.765 Min Temp% 2.790 158.922 0.016 +1.20D+1.605 2.314 9.449 Bottom 2.765 Min Temp% 2.790 158.922 0.015 +1.20D+1.605 2.109 9.474 Bottom 2.765 Min Temp% 2.790 158.922 0.013 +1.20D+1.60S 1.913 9.499 Bottom 2.765 Min Temp% 2.790 158.922 0.012 +1.20D+1.605 1.726 9.524 Bottom 2.765 Min Temp% 2.790 158.922 0.011 +1.20D+1.60S 1.549 9.549 Bottom 2.765 Min Temp% 2.790 158.922 0.010 +1.20D+1.60S 1.382 9.574 Bottom 2.765 Min Temp% 2.790 158.922 0.009 +1.20D+1.60S 1.224 9.599 Bottom 2.765 Min Temp% 2.790 158.922 0.008 +1.20D+1.60S 1.076 9.624 Bottom 2.765 Min Temp% 2.790 158.922 0.007 +1.20D+1.60S 0.937 9.649 Bottom 2.765 Min Temp% 2.790 158.922 0.006 lI _ I Project Title: Arlington -Casting Operations Engineer: Larry Higgins PE Project ID: 2200333.20 Project Descr: Combined FootingFile•Q:1202012200333120_STRXNON_ MCALCsl2200333_FLOYD,ec6 . S mare copyright ENERCALC,INC.1983.2020,Build:12.20.2.28 KW-06001735 AHBL,INC SEA DESCRIPTION: F10x8 Z-Axis Footing Flexure-Maximum Values for Load Combination Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi'Mn Mu/PhiMn (ft-k) (ft) (in"2) (iM2) (ft-k) +1.20D+1.60S 0.808 9.674 Bottom 2.765 Min Temp% 2.790 158,922 0.005 +1.20D+1.60S 0.689 9.699 Bottom 2.765 Min Temp% 2.790 158.922 0.004 +1.20D+1.60S 0,579 9.724 Bottom 2.765 Min Temp% 2.790 158.922 0.004 +1.20D+1.60S 0.478 9.749 Bottom 2.765 Min Temp% 2.790 158.922 0.003 +1.20D+1.60S 0.387 9.774 Bottom 2.765 Min Temp% 2.790 158.922 0.002 +1.20D+1.60S 0.306 9.799 Bottom 2.765 Min Temp% 2.790 158.922 0.002 +1.20D+1.60S 0.234 9.824 Bottom 2,765 Min Temp% 2.790 158.922 0.001 +1.20D+1.60S 0.172 9.849 Bottom 2.765 Min Temp% 2.790 158.922 0.001 +1.20D+1.60S 0.120 9.874 Bottom 2.765 Min Temp% 2.790 158.922 0.001 +1.20D+1.60S 0.077 9.899 Bottom 2.765 Min Temp% 2.790 158.922 0.000 +1.20D+1.60S 0.043 9.924 Bottom 2.765 Min Temp% 2.790 158.922 0,000 +1.20D+1.60S 0.019 9.949 Bottom 2.765 Min Temp% 2.790 158.922 0.000 +1.20D+1.60S 0.000 9,974 0 0.000 0 0.000 0.000 0.000 +1.20D+1.60S 0.000 9.999 0 0.000 0 0.000 0.000 0.000 One Way Shear Punching Shear Load Combination- Phi Vn vu @ Col#1 vu @ Col#2 Phi Vn vu @ Col#1 vu 9 Col#2 +1.40D 82.16 psi 11.82 psi 11.82 psi 164.32 psi 26.39psi 26.39 psi +1.20D 82.16 psi 10.13 psi 10.13 psi 164.32 psi 22.62psi 22.62 psi +1.20D+0.50S 82.16 psi 14.53 psi 14.53 psi 164.32 psi 32.43psi 32.43 psi +1.20D+1.60S 82.16 psi 24.20 psi 24.20 psi 164.32 psi 54.02psi 54.02 psi +1.20D+0.20S 82.16 psi 11.89 psi 11.89 psi 164.32 psi 26.54psi 26.54 psi +0.90D 82.16 psi 7.60 psi 7.60 psi 164.32 psi 16.96psi 16.96psi Job Name = Arlington Casting Job Number= 2200333.2 Wall Type = 1 Wall Description = Window 2'6" PIER �l Wall Ht= 34.5 ft Wall Weight at Mid Height b = 20 ft Wt of Concrete= 150 pcf c= 5 ft Wall Thickness= 9.5 in. e = 2.50 ft Concentric Load= 10806 plf d = 29.5 ft Seismic Fp=.4Sd*= 0.304 Wp a = 10 ft I a= b/2 I Roof Weight Joist Span= 45 feet Dead Load= 12 psf d Snow Load= 25 psf Live Roof= 20 psf — Live Floor= 0 psf eccentricity 6.375 inch equiv DL = 1350 plf _ equiv SL = 2812.5 plf c equiv Lr= 2250 plf equiv LL = 0 plf Ib e Equivalent Wind and Seismic Load P wind = 27.0 psf P seismic= 36.1 psf P wind equiv = 135.0 psf P seismic equiv= 174.5 psf l _1 J J Alternate Concrete Slender Wall Design(ACI 318-14 Sect 14.8) ��/� IIf you need to make modifications Job Name=Arlington Casting w _ Flo any other part of the Job Number = 200333.20 AWA O W V V spreadsheet besides the yellow --- -— � cells the password is"save" Wall Type= 1 Wall Description=Window 2'6"PIER See ACI 14.8.2,5 for WL DESIGN SUMMARY distrtbulion ofForces Wall Ht Btwn Supports(it)) 34.5 concen t rated — WE T01a1 Wall Htw/Parapet(h) 40 MT ^ Total Wan Thickness(in) 9.5 of — Reveal Depth(In) 0.75 structural Stmctural Thickness(in)! 8.75 thickness 1 Pier Width(h)�i 2.50 Number of Bars Ea Face(or at 10.00 Center)of Pier D=Dead Load P Concrete Strength(psi) 5000 S=Snow Load (2)Layer Lr=Roof Live Load Reinforcement. p5 Reber @ L=Occupancy Live Load 3"o.a H=Soil Load Max Deflection L 1203 E=Seismic Load(Ultimate) %of Flexural Capacity, 70% Handinpu W=Wind Load Me -- Potential Hand Input ®K AgDlied Loads Output S Whai Is the controlling type of roof load?Snow or Roof Live Load?(Enter'S"or'V') NO We you applying occupancy live loads for places of public assembly,or live loads in excess of 100 psf,or parking garage alive loads?(YES:fl=1.0,NO:fl=0.5) YES Do you ben a Md OWQg that prevents snow from shedding off the structure?(YES:f2=0.7.NO:fY 0.2)' YES Is the design snow load less than or equal to 30 psf? 0.760 Seismic:Sds fl= _ 0.5 f2=; R7 Uniform Concentric Applied Loads(Wc) Dead-D(pIf) 10806 (tributary wall weight at midheight) Snow-S(pit) 0 Roof Live-Lr(pill 0 Occupancy Live-L(pIf) 0 Soil-H(pit) 0 Uniform Eccentric Applied Loads(WE) Moment at Mid-Ht(lb-fl/fl)=112 Eccentricity On)L— 6375 Moment at Top&411ft)=WE'e MTOP Dead-D(of) 1350 D=,r 717 D-1 359 Snow•S(pit)I.. 28125 S. 1494 S= 747 Roof Live•Lr(pll) 2250 —( Lr= 1195 Lr=� 598 Occupancy Live-L(pIQ, 0 r L= 0 L= Soil-HVol 0� H=� 0 H=1� 0 Moment @ Mid-Ht(lb-ftlft)=1/2 Uniform Moments Applied (MTOP+MBOT) PP (MTOP) (MBOT) The uniform moments applied to Dead-D(Ib-tqt)� 0 0 D=�o the lop and bottom of the wall Snow-S Qb4tKQ 0 0 S=: 0 can be used to model loads from 1 i a wall above or below,Or to Roof Live-Lr(Ib-fUfl) 0 0 Lr=�! 0 —, model lateral parapet forces. Occupancy Live-L(lb-fl/ft) 0 0 L=1-. � Enternosufve numbefs M Soil-H(lb-fl/ft) 0 0 H= Q increase the moment induced at the mid-height of the wall being Seismic(Ultimate)-E(Ib-ftlft) 0 -23901 E -11950 designed and negative nurnboa Wind-W(lb-ftlft) 0 -25127 1 W= -12563 to reduce the moment. Note that soil forces are not allowed to counteract wind or seismic forces- In addition,soil forces that counteract other forces are not allowed to be factored and should be accounted for in hand Moment @ Mid-Ht(lb-fl/R)=1/8 Equivalent Uniform Lateral Applied Loads(P) PL2 25M Seismic(Ultimate)-E(psf)i 174.5� E=1 26982 i I Wind-W(psf) 135.0 W= 20085 Total Uniform Axial Load at Mid-Height of Wall Total Uniform Moment at Mid-Height of Wall Dead-D(pit) 14858 Dead-D(lb-fUlt) 3W Snow-S(pIf)'2813 Snow-S(Ib-fi/lt) 747 i Roof Live-Lr(pIf) 2250 Roof Live-Lr(Ibd1111)l SM i Occupancy Live-L(plf)! 0 Occupancy Live-L(IbdUll)l 0 Soil-H(plot 0 Soil-H(Ib-fllft) 0—~ Seismic(Ultimate)-E(Ib-ftlfl) 14012 Wind-W(Ib-ftlft)� 7522 Note that these totals represent the unfactore forces at the mid-height of the wall includin the self wt of the wail(this spreadsheet automatically catcs wall self wl).P-d effects have Lol been accounted for.These forces can be overridden by entering your own mid-height axial loads and moments determined from hand calculations- You will sIM have to enter information describing the loads so that the proper fl, h and h load factors am property applied. Remember to enter the loads unfaclored and inctudethe self-weight of the section of wall being analyzed. Wall Parameters - � Wall Height Between Supports(k) 34.5 '!(Not including parapet) ' Parapet Height(k) 5.5 This Is used to talc the s9tl•wef ht 61 the wall only) Rebar Dia in A fin9 Total Wall Height(it) 40 The width of the pier doesn't affect the structural 3 0.375 Oil Concrete Strength Pc(psi) 5000 design since loads are input per linear foot. Pier 4- 0.500 0.20 width is for your reference so you can track your Concrete Unit Weight(pcf) 150 Calculations.This g=calculatethe actual rhmom 5 0.625 0.31 Rebar Yield Stress fy(psi) 60000 of bars required within the pler width you input 6 0.750 0.44 Per ACI 14.3.6 lateral Width of Pier Being Designed(it)^ 1 (Width of pier.or enter 1 it for analyzing unit width) 7 U75 0.60 ties need not be Total Wall Thickness(in) 9.5 8 1.000 0.79 provided where vert faint Depth of Reveal(in) 0.75 66 9 1.128 1.00 is not req'd as compression reinf, Thus Structural Thickness(in) 8.75 =Total Thk-Reveal Depth 10 1.270 1.27 r� walls designed using th (1)or(2)Layers of Rein f?' 2 iflz _ 11 1.410 1.56 method do not need to 5 0.31 ins 0.625 in have confinement steel, Vert Rebar Size But in many cases is still Vert Rebar o.c.Spacing(in)- 3--T9f advisable,particularly 1 23 Isis the area of tension steel only) with 2 layers of rebar. As per fool(el n) _ (m y) Total As in Pier(in) 1.23�(Thls is the area of tension steel only) 1 � _ Number of Bars within Pier(Ea Face) 4-00 ACI Min Cover Re ments: Ara You Providing Confinement Reinl? YES Exposed to Weather:#5&Smaller-1 112" Confinement Rebar Sine 3 0.375 in '#6&Larger-2" Conc Cover at Exl Side of Wall Exp to Weather/Earth(in) 1.125 Not Exposed to Weather:)#11 &Smaller=3/4" 1 Conc Cover at Int Side of Wall Not Exp to Weather/Earth(in), 1 I V6dty"d'with n Depth to Tension Rebar=d(in)_6.9 '(tW 2 layers of rebar,d=S[ruc Width-Max Cover-Confine -1/2 Vert$) bend CaIcs also Min Vertical Steel Ratio-pv min G.01M I (pv min may be reduced if the shear force is low.See ACI 21.7.2) Actual Vertical Steel Ratio•pr 0,0215 IOK Based on total wall thk not struc thk=(Rebar A #Layers/Spacing)/(Total Thk Min Tensile Flexural Reinf 1=As min 1(inv/ft) 0.29 rQKK Min Tensile Flexural Reinf 2=As min 2(inv/k) 0.28 :Ql 4 Spcg 'r _ _ p, 0.0147 1=As per it 1(12'd) I. N, d. Slruc Thk pmax=0.6 pb=0.6'0.85'pt'fc/fy'87000/(87000+fy) 0,0201 OK Ec(psi) 403DSM =57000'sqrt(Pc) l Es(psi) 29000000 • s • Fd n 7.2 =Es IEc • • �, 1 vw(in) 12 =12" �. Ag(in2/ft)_ 105 (=Struc Thk'12 1 0.06 Pc(psi) 3O-0 Pier Widllt=bw .c(in) 414 =Wall Ht'12 ig(in"/ft) 670 >=1/12'12'Slruc Thk' fir(psi) h'30 1-7.5'sgrt(PC) I yt(in) LN5 ■Struc Thk/2 Mcr(lb-in) -81207 fir'Ig/yl c/150(in) 27C w� OK Job Name=Arlington Casting Job Number=2200333 2 J Wall Type=1 Wall Description=Window 2'6"PIER J O + O O u O + n n + + _ + J J ^ ^ n + + v + + + + + + O c � N O O 11 II II II I II II II II Load Load Load Load Load Load Load Load *ASCE IBC-2012 Combo Combo Combo Combo Combo Combo Combo Combo 12.4.2.3 16-1 16-2 16-3(a) 16-3(b) 164 16-5' 16-6 16-7' D 1.4 1.2 1.2 1.2 1 2 1 1.352 0.9 0,748 S 0 0.5 1.6 1.6 0.5 0.7 0 0 Lr 0 0 0 0 i 0 0 0 0 L 0 1.6 0.5 0 0.5 0.5 0 0 H 0 1.6 0 0 1 0 0 1.6 1.6 E 0 0 0 I} 0 0 1.0 0 1.0 W 0 0 0 I 0.5 1 0 1 0 Factored Axial Load at Mid Ht=Pu(Ib111) 20801 19236 22329 22329 19236 22057 13372 11114 Factored Applied Moment at Mid Ht=Mua 0b.hft 6024 9646 19508 I 64640 99911 180233 94137 171358 Pu/Ag(011, 198 183 213 I 213 t 183 210 127 106 Vert Stress at Mid-Ht Wall ok?Pu/Ag<0.06 ft'J OK OK OK OK OK OK OK OK OK Ase(in)=(Pu(h/2d)+As'fy)/ty 1,45 1.43 1.46 1.46 1.43 1.46 1.37 1.34 a(in)=(Ase'fy)/(0.864c OW) 1.70 1.68 1.72 1.72 1 1.68 1.72 1.61 1.58 Cu=C ULTIMATE=a/pt 2.13 2.10 2.15 2.15 2.10 2.15 2.01 1.96 Icr u(in4)=Icr ULTIMATE=n'Ase'(d-Cu)'+1/3-nW-CU3 279.26 277.62 280.85 280.85 277.62 280,56 271.36 268.89 Nu(lb-in)=Mua/(1-(5"Pu'Lc2)/(0.75'4B'Ec'Icr))= 10756 16328 36778 ._ 121867 169118 336454 132783 226699 Mn(lb-in)=Ase'fy'(d•812) 528043 �522286.4] 533081 533081 522864 532183 503295 495686 Cu/d 0.31 0.31 0.31 0.30 0.31 0.29 0.28 0.23+025/(Cu/d) 0.90 0.90 0.90 0.90 _0.90 0.90 0.90 �Mn(104n 475238 470578 ! 479773 479773 470578 478965 452965 446118 ¢Mn>Mcr QC fK 2K Q 0 QK � 0 QA OK Mu/�Mn 2% 3% 8% 25% 1 36% 70% 29% 51% MITW �Mn>Mu4 OK OK OK OK OK OK OK OK OK N N + r r + + O n + + + + ++ + Job Name=Arlingto J J J J J J + + + + + + Job Number=2E+06 n II a II II u Wall Type=1 < ¢ < < ¢ Wall Description=Window D 1 1 1 1 1 1 S 1 0 0 0.5 1 1 Ir 0 0 0 0 0 0 L 1 1 1 1 1 1 H 1 1 1 1 1 1 E 0 0 0.70 0 0 0.70 W 0 0.6 0 0.6 0.3 0 Axial Load at Mid Ht=Ps(OAQ 17670 14858 14858 16264 17670 17670 Applied Moment at Mid Ht=Msa(104n" 13268 58462 122001 62944 40347 130966 Ase(in2)_(Ps+As'fy)/Illy 1.52 1.47 1.47 1.50 1.52 1.52 k=Sgrt((n'p)2+2'n'p)-IVp 0.367 0.367 0.367 0.367 0.367 0-367 CE=C ELASTIC=k'd 2.54 2.54 2.54 2.54 2.54 2.54 Icr E(in4)=Icr ELASTIC=n"Ase'(d-CE)2+1/3",w'CE' 277.22 270.71 270.71 273.96 277.22 277.22 Mi=Msa(lb•ln) 13268 58462 122001 62944 40347 130966 lei(in4)_{(Mcr/M)''Ig+(1-(Mcr/M)')'Icr E}<Ig 670 670 38B 670 670 371 M2(lb-in)=Msa/(1-(5"Ps Lc2)/(48"Ec'let)) 15023 64831 146889 70529 45685 166004 Ie20n4) 670 670 338 670 670 323 M3(lb-in) 15023 64831 151483 70529 45685 172821 lea(04) 670 670 332 670 670 318 M4(lb4n) 15023 64831 152142 70529 45685 173734 let 004) 670 670 331 670 670 317 M50b•1n) 15023 64831 152233 70529 45685 173W 1e50n4) 670 670 331 670 670 317 M60b-In) 15023 64831 152245 70529 45685 173863 1e60n4) 670 670 331 670 670 317 M70b4n) 15023 1 64831 152247 70529 45685 173864 le(in4) 670 670 331 I 670 6 317 7c/150(in) 2,76 2.76 2.76 2.76 2.76 2.76 As(in)_(5"M7'Lc�)/(48'Ec'IV) 0.10 0.43 2.04 0.47 0.30 E+S is W K OK OK OK OK OK OK Job Name = Arlington Casting Job Number = 2200333.2 Wall Type = la Wall Description = Window - Corner Wall Ht= 34.5 ft Wall Weight at Mid Height b= 20 ft Wt of Concrete= 150 pcf c= 5 ft Wall Thickness= 9.5 in. -1 e= 2.21 ft Concentric Load= 12224 plf d = 29.5 ft Seismic Fp=.4Sd*= 0.304 Wp a = 10 ft rl a = b/2 1 Roof Weight Joist Span= 45 feet Dead Load= 12 psf d Snow Load= 25 psf Live Roof= 20 psf Live Floor= 0 psf eccentricity 6.375 inch equiv DL = 1491.7195 plf equiv SL= 3107.7489 plf i c equiv Lr= 2486.1991 plf equiv LL = 0 plf b e Equivalent Wind and Seismic Load P wind = 27.0 psf P seismic= 36.1 psf P wind equiv = 149.2 psf P seismic equiv= 192.7 psf _ 1 1 _1 _1 Alternate Concrete Slender Wall Design(AC1318-14 Sect 14.8) =1�� If you need to make modifications Job Name=Arlington Casting to any other part of the Job Number-2200333.20 Q spreadsheet besides the yellow -Is— - � cells the password is"save" Wall Type= 1a Wall Description=Window-Corner See ACI 14.8.2.5 for We DESIGN SUMMARY distribution of Wall Ht St.n Supports(e) 34.5 concentrated forces We Total Wall Ht wl Parapet(ft)! 40 MT Total Wall Thickness(in) 9.5 of Reveal Depth(In) 0.75 structural —�� Sbleobua1T11#f0taea(in) 8.75 thickness -- ----'-- �.-._ Pier Width(ft), 2.21 Number of ears Ea Face for at 9.02 Centet7 of PWr D=Dead Load p Concrete Strength(psi) 5000 S=Snow Load (2)Layer Lr=Roof Live Load Reinforcement #5 Reber @ L=Occupancy Live Load 3-o.c. H=Soil Load Max Deflectlon. L 1169 E=Seismic Load(Ultimate) %of Flexural Capacey e,,, W=Wind Load Me Hand Input Potential Hand Input OK t--_ - - ---- Aaplied Loads Output S lWhidisthocoottrollinglIpeof roof load?Snow or Roof Live Load?(Enter'S"or"W) NO Are you applying occupancy live loads for places of public assembly,or live loads in excess of 100 psf,or parking garage live loads?(YES:fi=1.0,NO:A=0.5) YES Do yell hM a roof ooMlg-that prevents snow from shedding off the structure?(YES:f2=0.7.NO:f2=0.2) YES le'D*411Mgp,snow load less than or equal to 30 psf? 0.760 seismic:8ds (i 0.5 (2-t Q7 Uniform Concentric Applied Loads(Wc) Dead-D(plf) 12224 (tributary wall weight at midheighl) Snow-S(plf) 0_ Roof Live-Lr(014 0 Occupancy Live-L(pl f) Soil-H(plF) 0 0 Uniform Eccentric Applied Loads(WE) Moment at Mid-Ht(Ib-ft/ft)=1/2 Momenta[Top(lb-fl/8)=WF'a Eccentricity(in)' 6.375 MTOP _ Dead-D(pif)) 1491.719457 DJ 792 i D=i 396 Snow-S(pU)' 3107.748869 S-I 1651 S=i 825 Roof Live-Lr(pff)F 2486.199095 Lr=r 1321 y Lr=' 660 -- Occupancy Live-L(plf)��. 0 Lsf_ 0 L= 0 Soil-H(PH)r— 0 , H=, 0 H= 0 Moment @ Mid-Ht(Ib-fl/fl)=112 L Uniform Moments Applied (MToc) (MBOT) (MTOP+MeoT) The uniform momont6 applied to Dead-D(Ib-fl/ft) 0 0 D= 0 —, the top and bottom of the wall Snow-S(Ib-ftlft)� 0 0 S=� 0 can be used to model loads from wall above or below,or to Roof Live-Lr Qb4tnQ 0 0 Lr= 0 model lateral parapet forces. Occupancy Live-L(lb-ft/8) 0 0 - L= 0 ; En let oosffive rumlee S fo Soil-H Qb-IVIt) 0 0 H= 0 increase the moment induced at The mid-height of the wall being Seismic(Ultimate)-E Qb-Wh) 0 -26388 E_ -13ISM designed and twMIve HumDers Wind-W(lb-MI) 0 -27765 i W= -130M to reduce the moment. Note hat soil forces are not allowed to counteract wind or seismic forces- In addition,soil forces that counteract other forces are not allowed to be factored and should be accounted for in hand Moment @ Mid-Ht(Ib-ft/ft)=1/8 Equivalent Uniform Lateral Applied Loads(P) PL' Seismic(Ultimate)-E(psQl 192.7 E 28664 Wind-W(psQ 149.2 W=: 22194 J Total Uniform Axial Load at Mid-Height of Wall Total Uniform Moment at Mid-Height of Wall Dead-D(plf); 1641B Dead-D(lb-Mt)' 396 Snow-S(plf) 3108 I Snow-S(lb-h/11) U5 Roof Live-Lr(pit) 2486 Roof Live-Lr(IE-NIl)' 660 Occupancy Live-L(plf)' 0 Occupancy Live-L(ID-IUII), 0 a Soil-H(plf), 0 J Soil-H(lb-fUll)i 0 Seismic(Ultimate)-E Qb-fi 15470 Wind-W fib-tuft) 8312 Note that these totals represent the unfactQre forces at The mid-height of the wall includin the self wt of the wall(this spreadsheet automatically calcs wall self wt).P-0 effects have not been accounted for.These forces can be overridden by entering your own mid-height axial loads and moments determined from hand calculations. You will still have to enter information describing the loads so that the proper fr- f2 and h load factors are property applied. Remember to enter the loads unfactored and include the self-weight of the section of wall being analyzed. l Wall Parameters — Wall Height Between Supports(it) 34.5 (Not including parapet) Parapet Height(11)~ 5.5-1 This Is used to talc The self—weight of the wall only) Reber Dia(in) Afin') Total Wall Height(It) 40 1 The width of the pier doesn't affect the structural 3 0.375 0.11 design since loads are input per linear foot. Pier Concrete Strength Fc(psi) 5000 4 0.500 0.20 width is For your reference so you can track your Concrete Unit Weight(pcl) 150 calculations.ThisgM calculote the actual numbs 5 0.625 0.31 Pl Reber Yield Stress fy(psi) 60000 of bars requkod wbhin thepier width you input. 6 — 0.750 0.44 I Per ACI 14.3.6 lateral Width of Pier Being Designed(11) 1 I(Width of pier,or enter 1 It for analyzing unit width) 7 0.875 0.60 ties need not be Total Wall Thickness(In) li:5 8 1.000 0.79 provided where vert rein) Depth of Reveal(In) 0.75 45 9 1.128 1.00 is not req'd as ----- -�---- compression reinL Thus Structural Thickness(n) 6.75 Total Thk-Reveal Depth 10 1.270 1.27 1 walls designed using Ihi (1)or(2)Layers of Reinf? 2�OR 11 1.410 1.56 I method do not need to have confinement steel. Vert Rebar size�-5 0.31� RI' 0.625 in But in many cases is still Vert Reber o.c.Spacing,(in)., 2M IQh advisable,particularly z with 2 layers of rebar. As per foot(in/R)-� 1 25 (TTdsis the area of tension steel only) • Total As in Pier(in)_1.25 (ThiB is the area of tension steel only) Number of Bars within Pier(Ea Face) 4.08^ ACI Min Cover Re menls: Are You Providing Confinement Reinf?r YES Fxposed to Weather:#5&Smaller-1 112" Confinement Rebar Size 3 0.375 in I#6&Larger-2" Conc Cover at Ext Side of Wall Exp to Wealher/Earth(In)•, 1.125 Not Exposed to Weather:)#11 &Smaller=3/4" Conc Cover at Int Side of Wall Not Exp to Wealher/Earth � Vedfy"d"with Depth to Tension Reber=d(in)I 0&9 I(vd 2 layers of rebar,d=Struc Width-Max Cover-Confine -112 Vert 0) hand calcs also Min Vertical Steel Ratio-pv min li 0.0028 (pv min may be reduced if the shear force is low.See ACI 21.7.2) Actual Vertical Steel Ratio-pv 0.0220 Based on total wall Ihk not struc Irk=(Rebar A'#Layers/Spacing)/(Total Thk Min Tensile Flexural Reinf 1=As min 1(inz/h) 0.29 spGg Q6 _ Min Tensile Flexural Reinf 2=As min 2(inz/ft) 0.28 QlK } d p� 0.0150 =As per If/(12'd) • • r Struc 00-ly) pmax=0.6 pb=0.6'0.85'pi'fc/fy'87000/(870I 0.0201 �Q� 1 Ec(psi) 4030509 :=57000'sqrt(f'c) Es(psi), 2900 — rr • • • Tdn 7.2 '=Es/Ec _ I .w(in). 12 =12" Ag(inz/ft)'_ 105 Struc Thk'12 l 0.06 re(psi) 300 7 t,rr aMON bw l vc(in) 414—)=Wall HI'12 ply 0.0 lg(in'/ft) 670 =1112'12-Struc Thk' fr(psi) 530 =T5"sqrt(f c) I yl(in) 4,375 =Struc Thk/2 1 Mcr(lb-in) 81207 =fr"Ig/yt .c/150(in) 2.76 � OK Job Name=Arlington Casting Job Number=2200333 2 J Wall Type= Wall Description=Window J _1 J .l J o � o Z I Z n W O O O + n n J S O O + + J J J + N + > C5 N + + # + + + O O 0 0 O O N o 6 II II II II II II II II 116-1 d Load Load Load Load Load Load Load 'ASIDE I®C.-2012bo Combo Combo Combo Combo Combo Combo Combo '12.4.2.3 16-2 16-3(a) 16-3(b) 16-4 16-5' 16-6 16-7' 0 14 12 12 1.2 1 1.2 1 1.352 0.9 0.748 S 0 0.5 1.6 1.6 0.5 0.7 0 0 U 0 0 0 0 0 0 0 0 L 0 1.6 0.5 0 0.5 0.5 0 0 H 0 1.6 0 0 0 0 1.6 1.6 E 0 0 0 0 0 1.0 0 1.0 W 0 0 0 0.5 1 0 1 0 Factored Axial Load at Mid HI=Pu(Ibttl) 22985 21255 24673 ( 24673 21255 24372 14776 12280 Factored Applied Moment at Mid Ht=Mua(Ib•INg) 6657 10659 21555 ! 71425 110399 199001 104019 189195 Pu/Ag(psl) 219 202 235 235 I 202 232 141 117 Vert Stress at Mid-Ht Wall ok?Pu/Ag<0.06 PO4 OK OK OK OK OK OK OK OK OK Ass(in)=(Pu(h12d)+As'fy)/ty 1.49 1.48 L51 1 1.51 1.48 1.51 1.41 1.38 a(in)=(Ase'fy)/(0.85 0w) 1.76 1.74 1.78 1.78 1 1.74 1.77 1.66 1.63 Cu=C ULTIMATE=a 101 2.20 2,17 2.22 222 2.17 2.22 2.07 2.03 Icr u(in4)=Icr ULTIMATE=n'Ase'(d-Cu)'+1/3'.w'Ou° 283.96 282.19 285.68 285.69 282.19 285.37 275.43 272.76 Nu(lb-in)=Mua/(1-(5 Pu-Lc2)/(0.75'48'Ec'Icr))= 12754 19200 44000 145797 198866 401544 152264 257729 Mn(lb-in)=Ase'fy'(d-SM 5�30441537379 548547 548547 537379 547566 515963 507627 Cu/d 0.31 0.32 0.32 0.31 0.32 0.30 0.29 =0.23+0.25/(Cu/d 0.90 0.90 0.90 0.90 0.90 0.90 0.90 �Mn Ob4n) 488737 483641 493692 493692 483641 492809 464367 456864 �Mn>Mcr I Q� Qt( I 9 T (fit -�( OK MIT �Mn 3% 4% 9% 30% 41% 81%_ 33% 56% POSITIV On>MU 7 OK OK OK OK OK OK I OK OK OK Cn n ° 3 3 + + R o O v) Cl) + + + + + + Job Name=Arlingto J J J J J J + + + + + + Job Number=2E+06 0 0 0 0 0 o Wall Type=la II II II II II II < ¢ < a a a Wall Description=Window D 1 1 1 1 1 1 S 1 0 0 0.5 1 1 0 0 0 0 n 0 L 1 1 1 1 1 1 t( 1 1 1 1 1 1 0 0 0.70 0 0 0.70 W 0 0.6 0 0.6 0.3 1 0 Axial Load at Mid Ht=Ps(WO) 19525 16418 16418 17971 19525 19525 Applied Moment at Mid HI=Msa(tb4rNfl) 14661 64599 134702 69552 44583 144608 Ase(in2)=(Ps+As'fy)/fy 1.58 1.53 1.53 1.55 1.58 1.58 k=Sqrt((n'p)2+2'n'p)-n'p 0.369 0.369 0.369 0.369 0.369 0.369 CE=C ELASTIC=k'd 2.56 2.56 2.56 2.56 2.56 2.56 Icr E(in4)=Icr ELASTIC=n'Ase'(d-CE)2+1/3'.w'CE' 284.57 277.44 277.44 281.00 284.57 284.57 Mi=Msa(Ib4n) 14661 64599 134702 69552 I 44583 14460E lei(in4)_{(Mcr/M)''Ig+(1-(Mcr/M)3)'Icr E]<Ig 670 670 363 670 670 353 M2(lb-in)=Msa/(1-(5'Ps'Lc2)/(48'Ec'let)) 16834 72465 168399 78931 51192 191570 lee(in1) 670 670 321 670 670 314 M3(lb4n) 16834 72465 174087 78931 51192 199601 le3(In4) 670 670 317 670 670 311 M4(lb4n) 16834 72465 174759 78931 51192 200436 Ie4(In4) 670 670 317 670 670 310 M5(Ib4n) 16834 72465 174834 78931 51192 200517 le5(04) 670 670 317 670 670 310 M6(Ib4n) 16834 72465 174843 78931 51192 200525 Ies(in 4) 670 670 317 670 670 310 M7(lb4n) 16834 72465 174844 78931 51192 200525 le7(In4) 670 670 317 670 670LE+S c/150(In) 2.76 2.76 2.76 � 2.76 2.76 As(in)_(5'M7'Lc)/(48'Ec'lot)_ 0.11 0.48 2.45 0.52 0.34WAOK OK OK Job Name = Arlington Casting Job Number = 2200333.2 1 Wall Type = 5 Wall Description = Window blockout Tall Wall Ht= 36.5 ft Wall Weight at Mid Height b = 20 ft Wt of Concrete= 150 pcf c= 0.01 ft Wall Thickness= 9.25 in. l e = 3.00 ft Concentric Load= 7805 plf I d = 36.49 ft Seismic Fp=.4Sd"= 0.304 Wp a = 10 ft a = b/2 Roof Weight Joist Span= 8 feet Dead Load= 12 psf d Snow Load= 25 psf Live Roof= 20 psf Live Floor= 0 psf eccentricity 6.375 inch equiv DL = 208 plf equiv SL= 433.33333 plf c equiv Lr= 346.66667 plf II equiv ILL= 0 plf J b e Equivalent Wind and Seismic Load P wind = 27.0 psf P seismic= 35.2 psf P wind equiv= 117.0 psf P seismic equiv= 152.3 psf J l J J Alternate Concrete Slender Wall Design(A Cl 318-14 Sect 14.8) If you need to make modifications Job Name=Arlington Casting �,'= to any other part of the Job Number=2200333.20 spreadsheet besides the yellow cells the password is"save" Wall Type=. 5 Wall Description clWindow blockout Tall See ACI 14.8.2.5 for We ❑FSIC.N SUMMARY distribution of Wall Ht Btwn Supports(ft), 36.5 concentrated forces WE Total Wall Htwl Parapet(fit 38.5 MT ^ Total luau Thickness(In) 915 of Reveal Depth(in) 075 structural —~ Structural Thickness(in) 85 thickness Pier Width(h) 3.00 Number of Bars Ea Face(or at 10.00 _ Center)of Pier D=Dead Load p Concrete Strength(psi) 5000 S=Snow Load (2)Layer Lr=Roof Live Load Reinforcement #5 Reber@ L=Occupancy Live Load 4"o.c H=Soil Load -- Max Deflection L 1174 E=Seismic Load(Ultimate) %of Flexural Capacity 74% W=Wind Load - - , L: R.Me Hand Input Potential Hand Input OK Applied Loads output S What is the controlling type of roof load?Snow or Roof Live Load?(Enter'S"or"Lr") NO Are you applying occupancy live loads for places of public assembly,or live loads in excess of 100 psf,or parking garage ,live loads?(YES:fr=1.0,NO:fl=0.5) YES Do you have a roof config that prevents snow from shedding off the structure?(YES:1`2=0.7,NO:1`2=0.2) YES .Is the design snow load less than or equal to 30 psf? 0.760 Seismic:Sds fi- 05 f2= of I Uniform Concentric Applied Loads(We) Dead-D(psf)- 7805 (tributary wall weight at midheight) Snow-S(pIQ 0 Roof Live-Lr(pIQ 0 Occupancy Live-Lao 0 Sail-H(PIQ 0 Uniform Eccentric Applied Loads(WE) Moment at Top(lb-ftlft)=We'a Moment at Mid-Ht(lb-ft/ft)=1/2 Eccentricity(M)1 6.375 MTOOP -- Dead-D(pP)( 208 Doi 111 D=i ao Snow-S(plQ 433.3� 333333 S=, 230 S��r 115 Roof Live-Lr(pll) 346.6666667 Lr a 184 Lr 92 Occupancy Live-L(pIQ'�-0 _=! 0 ( L=f 0—�I Soil-H(p1Q�l H= 0 H u I Moment @ Mid-HI(lb-(tlfl)=1/2 Uniform Moments A lied 8aT (MTOP+MBOT) PP (MT-) � The uniform moments applied to Dead-D(ItAlllq 0 0 D= 0 the top and bottom of the wall F___ can be used to model loads from Snow-S(lb-ft/ft) 0 0 S=i -- 0 -+ a wall above or below,or to Roof Live-Lr(lb-ft/ft) 0 0 Lr 0 model lateral parapet forces. Occupancy Live-L(lb-ft/ft) 0 0 L-! 0 ' Enter 000ve nurnbers to Soil-H(Ib-fUft) 0 0 H=� 0 increase the moment induced at the mid-heighl of the wall being Seismic(Ultimate)-E(lb-R/ft) 0 -23452 E=I -11726 designed and JM42M fi ImE61S Wind-W(Ib-8/11) 0 -20120 W=1 -10060 to reduce the moment. Note that soil forces are not allowed to counteract wind or seismic forces. In addition,soil forces that counteract other forces are not allowed to be factored and should be accounted for in hand Moment @ Mid-Ht(lb-ftlft)=1/8 Equivalent Uniform Lateral Applied Loads JP) PL2 Seismic(Ultimate)-E(psf)' 152.3 E 26M Wind-W(psf) 117.0 W=i 19484 Total Uniform Axial Load at Mid-Height of Wall Total Uniform Moment at Mld•Ha19Mof Wall Dead-D(pIQr 10354 Dead-D(Ib-It/1t) 666. Snow-S(plf)� 433 Snow-S(Ib-IUII)� 118 Roof Live-Lr(plf) 347 I Roof Live-Lr(lb-IVII)' 92 Occupancy Live-L(plf) 0 Occupancy Live-L(Ib-ft/ft) 0 Soil-H(plf) 0 Soil-H(Ib-fl/ft), 0 Seismic(Ultimate)-E(Ib-f/ft) 13639 Wind-W(lb-ftift); 9424 Nole that these tolals represent the unfactore forces at the mid-height of the wall inc! in the self wt of the wall(this spreadsheet automatically talcs wall self w).P-A effects have not been accounted for.These forces can be overridden by entering your own mid-height axial loads and moments determined from hand calculations. You will stiff have to enter information describing the loads so that the proper b. h and f3 load factors are properly applied, Remember to enter the loads unfactored and includethe self-weight of the section of wall being analyzed. Wall Parameters Wall Height Between Supports(it)_ 3R5 ,(Not including parapet) Parapet Height(N) 2 This Is used to calc the sell-wet ht of the wall 0 Reber Dia(in) Ain`) Total Wall He (I ) 38 5 The width of the pier doesn't affect the structural 3 0.375 011 design since loads are input per linear foot. Pier Concrete Strength Cc(psi) 5000 4 0.500 020 width is for your reference so you can track your Concrete Unit Weight(pcf) 150 calculations.This aM calculate the actual numbe 5 0,625 0-31 Reber Yield Stress fy(psi) 60000 ,of bars requited within Chapter width you input. 6 0.750 0.44 Per ACI 14.3.6 lateral Width of Pier Being Designed(it) `t (Widlh of pier,or enter 111 for analyzing unit width) 7 0.875 0.60 fin need not be Total Wall Thickness(in)' 925 8 1.000 0.79 provided where vert feint Depth of Reveal(in) 0.75 9 1.128 1.00 is not req'd as - -- compression reinf Thus Structural Thickness(in) 8.50 =Total Thk-Reveal Depth 10 1.270 1.27 walls designed using Chi (1)or(2)Layers of Reinfl', 2 _ 11 1.410 1.56 method do not need l0 5 Q31 Yt� �.625 it have confinement steel. Vert Reber Size But in many cases is still Vert Rebar o.c.Spacing(in) 3.6 advlsaio,particularly As with 2layers of rebar. pef l0d(in ffl) 1.02 '(lttlBis the area of tension steel only) -� Total ABA Pier(M), 1.02 i(Ihls is the area of tension steel only) Number of Bars within Pllar(Ea Face)_3.33 ACI Min Cover Reqments: Are You Providing Confinement Rein19 YES Exposed to Weather:1#5&Smaller-1 1/2" Confinement Reber size. 3 ��0.375 in i#6&Larger-2" Conc Cover at Ext Side of Wall Exp to Weather/Earth(in) 11-125 - --Not Exposed to Wealher:1#11 &Smaller=3/4" 1 Conc Cover at Int Side of Wall Not Exp to Weather/Earth(in) 1 Vedfy"d"with Depth to Tension Reber=d(in)- 6.7 1(w/2 layers of rebar,d=Struc Width-Max Cover-Confine -1/2 Vert 0) hand calcs also Min Vertical Steel Ratio-pv min 0,0025A (pv min may be reduced if the shear force is low.See ACI 21.7.2) Actual Vertical Steel Ratio-few 0.0184 ,gO. Based on total wall thk not struc thk=(Reber A'#Layers/Spacing)/(Total Thk Min Tensile Flexural Reinf 1=As min 1 Wit) 028 ~_2K V�art SpCp�� Min Tensile Flexural Reinf 2=As min 2(in2/ft) 0.27 OK , p 0.0127 As per ft/(12'd) • a d Struc _ Thk pmax=0.6 pb=0.6'0.85 {it'fc I fy'87000/(87000+fy)' 0.0201 OK Ec(PSI) 4030509 =57000'sqrt(Pc) Es(psi) 29000000 • • • n .2 Es/Ec • • •_, Td I �w(in) 12 =12" Ag(inz/ff) 102 Struc Thk'12 0,06 Cc(psi) 300 l Pier Width=bw 1 .c(in) 438 �=Wall HI'12 Pi 0.8 Ig(In"dt) 614 1112'12'Struc Thk' IT(psi) 530-1•7.5•sgrt(Cc) yt(in) 4.25 -=Struc Thk/2 Mcr(lb-on) 76633 a fr'Ig/yt .c1150(in) 2.92 OK Job Name=Arlington Casting Job Number=22003332 Wall Type=5 Wall Description=Window bbckou[Tall II •Y .. I J .. I 0 4 J O J + + In W W O + + O O + n (n + 2 O O + p + Q O J J J + + p 1p Ip IJ o O I o + o 0 II II II II II II II II Load Load Load Load Load Load Load Load 'ASCE IBC-2012 Combo Combo Combo Combo Combo Combo Combo Combo 12.4.2.3 16-1 16-2 16-3(a) 16-3(b) 16-4 16-5' 16-6 16-7' O 14 1.2 1.2 1.2 1 1.2 1 1.352 0.9 0.748 S 0 0.5 1.6 1.6 0.5 0.7 0 0 G 0 0 0 0 0 0 0 0 L 0 1.6 0.5 0 0.5 0.5 0 0 H 0 1.6 0 0 0 0 1.8 1.6 E 0 0 0 0 0 1.0 0 1.0 W 0 0 0 0.5 1 0 1 0 Factored Axial Load at Mid Ht=Pu.(IbNI) 14496 12642 13118 13118 12642 14302 9319 7745 Factored Applied Moment at Mid HI=Mua Qb4Mff) 928 1486 3006 59550 114574 165537 113685 164170 Pu/Ag(psl) 142 124 129 129 1 124 140 91 76 Vert Stress at Mid-HI Wall ok?Pu/Ag c 0.06 f C4 OK OK OK OK OK OK OK OK_ OK Ase(ins)_(Pu(h/2d)+As'fy)/fy 1.18 1.16 1.16 1.16 1.16 1.17 1.12 1.10 a(in)=(Ase'fy)/(0.854OW)V228-72 1.36 1.37 1.37 1.36 1.38 1.32 1.30 Cu=C ULTIMATE=a/01 1.70 1.71 1.71 1.70 1.73 1.65 1.62 Icr a(in4)=Icr ULTIMATE=n"Ase'(d-CU)2+1/3*omrCu3 226.61 227.16 227.16 226.61 228.50 222.76 220.89 Nu(lb-in)=Mua/(1-(5`Pu-Lc2)/(0.75'4B'Ec'Icr))= 2355 4862 96323 181514 282382 157142 213703 Mn(lb-in)=Ase'fy'(d-Al2) 423121 416857 418470 418470 416857 422468 405565 400186 Cu/d 0.26 0.25 0.26 0.26 € 0.25 0.26 0.25 0.24 =0.23+0.25/(Cu/d 0.90 0.90 0.90 0.90 0.90 0.90--1 0.90 1 0.90 �Mn(Ib4n 380809 375172 376623 - 376623 375172 380221 365008 360167 �Mn>Mcr OBI Qn I QK T �t-- T OK OK Mu/µto 0% 1% 1% 26% 48% 74%--I{ 43% 59% POSIIIV On>Mu OK OK OK I OK I OK OK I OK I OK OK N r + + O I v) n + + + + + + Job Name=Arlingto J J J J J J + + + + + + Job Number=2E+06 o 0 0 0 o o Wall Type=5 II II II II II II ¢ ¢ ¢ ¢ ¢ ¢ Wall Description=Window D 1 1 1 1 1 t IS1 0 0 0.5 1 1 Lf 0 0 0 0 0 7 0 L 1 1 1 1 1 1 H 1 1 1 1 1 1 E 0 0 0.70 0 0 0.70 W 0 0.6� 0 0.6 0.3 0 Axial Load at Mid Ht=Ps(IW11) 10787 10354 10354 10571 10787 10787 Applied Moment at Mid Ht=Msa(lb-Mfl) 2044 68516 115235 69206 35971 116616 Ase(in')=(Ps+As'fy)/fy 1.20 1.20 1.20 1.20 1.20 1.20 k=Sqrl((n'p)2+2'n'p)-n'p 0.346 0.346 0.346 0.346 0.346 0.346 CE=C ELASTIC=k'd 2.32 2.32 2.32 2.32 2.32 2.32 Icr L(in4)=Icr ELASTIC=n'Ase'(d-CE)2+1/3'iw-W 215.03 214.04 214.04 214.53 215.03 215.03 Mi=Msa(lb4n) 2644 68516 115235 69206 35971 116616 lei(in4)_((Mcr/M)'`Ig+(1-(Mcr/M)')'Icr E)<18 614 614 332 614 614 328 M2(lb-in)=Msa/(1-(5 Ps`Lc2)/(48'Ec'let)) 2239 74766 136335 75664 39402 139313 Ie2(Ink) 614 614 285 614 614 281 M3(Ib•fn) 2239 74766 140542 75664 39402 143976 1E3(In4) 614 614 279 614 614 275 M4 Qb-in) 2239 74766 141231 75664 39402 144746 lea(IM) 614 614 278 614 614 274 M5(lb-in) 2239 74766 141339 75664 39402 144868 ley(in4) 614 614 278 614 614 274 M6(lb4n) 2239 74766 141356 75664 39402 144887 Ie6(104) 614 614 278 614 j 614 274 M2(lb4n) 2239 74766 141359 75664 - 39402 144B90 Ie2(IM) 614 614 278 614~ 614 274 c/150(in) 2.92 2.92 2.92 2.92 2.92 2.92 As(in)_(5"M7'Lc?)/(48'Ec'10 0.02 0.60 2.52 0.61 0.32 .E+S is W OK OK OK OK OK OK OK Job Name = Arlington Casting Job Number = 2200333.2 Wall Type = 11 Wall Description = Small Window Wall Ht = 34 ft Wall Weight at Mid Height b = 5 ft Wt of Concrete= 150 pcf c = 5 ft Wall Thickness= 7.5 in. e = 2.50 ft Concentric Load= 2109 plf d = 29 ft Seismic Fp=.4Sd*= 0.304 Wp a = 2.5 ft a = b/2 Roof Weight i Joist Span= 45 feet Fl Dead Load= 12 psf l d Snow Load= 25 psf Live Roof= 20 psf 1 — Live Floor= 0 psf eccentricity 6.375 inch i equiv DL = 540 plf 1 r equiv SL= 1125 plf c equiv Lr= 900 plf equiv ILL= 0 plf I b e Equivalent Wind and Seismic Load P wind = 27.0 psf P seismic= 28.5 psf P wind equiv = 54.0 psf P seismic equiv= 55.8 psf 1 l _ 1 Alternate Concrete Slender Wall Design(AC1318-14 Sect 14.8) G'/= If you need to make modilicIlions Job Name=Arlington Casting to any other part of the Job Number=2200333.20 ©fir— spreadsheet besides the"savellow . cells the password is"save" Wall Type. 11 Wall Description r Small Window See AGI 14.8.2.5 for W DESIGN SUMMARY e distribution of Wall Ht Btwn Supports(4) 34 concentrated forces WE Total Wall Ht w/Parapet(ft) 39.5 MT Total Wall Thickness(In) 7.5 of Reveal Depth(in) 0.75 structural —� Structural Thickness(in) 6.75 77 thickness Pler Wldth(II); 2.50 Number of Bars Ea Face(or at Center)of Pier 0.00 I -- D=Dead Load P Concrete Strength(psi): JfeaD S=Snow Load (2)Layer Lr=Roof Live Load Relnforcemenb #5 Reber @ L=Occupancy Live Load 8"o.e. H=Soil Load Max Deflection L/711 E=Seismic Load(Ultimate) %of Flexural Capacity aSt1- W=Wind Load t ^, Me Hand Input Potential Hand Input OK ADDlied Loads ----—- Output S is the controlling lypaol roof load?Snow or Roof Live Load?(Enter"S"or'Lr") NO Are you applying occupancy live loads for places of public assembly,or live loads in excess of 100 psf,or parking garage alive loads?(YES:f1=1.0,NO:f1=0.5) YES DO you haves tod collo Met prevents snow Irom shedding off the structure?(YES:f2=0.7,NO:f2=0.2) YES jis the design arrow load lass than or equal to 3D paf7 0.760 Seismic:Sds fi= 0,5 f2= 0.7 Uniform Concentric Applied Loads(Wc) Dead-D(pit) 2109 .(tributary wall weight at midheight) Snow-S(pIQ 0 Roof Live-Lr(pit) 0 Occupancy Live-L(pM)l 0 Soil-H 0141 0 Uniform Eccentric Applied Loads(WE) Moment at Top(lb-ft/ft)=WE a Moment at Mid-Ht(lb-ft/ft)=112 Eccentricity(in) 6.375 MTOP Dead-D(plf) 540 — D=f 297 D�r 143 Snow-S(pit).- —1126 S= 59B S=l.._ 299 r Roof Live-Lr(01)�.— 9W Lr=' 47B Lr= 239239 Occupancy Live-L(plo 0 L=� 0 L- 0 Soil-H(piQF_ 0 _� H 0 H Moment @ Mid-Ht(lb-fl/ft)=1/2 Uniform Moments Applied (M ) (MeoT) (MTOP+Moor) _ The uniform moments applied M Dead-D(Ib-FUFt) 0 0 D=� 0 the top and bottom of the wall Snow-S(Ib-ft/ft) 0 0 S 0 Call be used to model loads fMM Roof Live-Lr Ib-fl/ft 0 0 Lr= 0 a wall above or below,or to ( ) _ , model lateral parapet forces. Occupancy Live-L(lb-ft/ft) 0 0 L= 0 Enter positive numbers to Soil-H(lb-ftlh) 0 0 H 0 t deaso the moment induced at i 1 The mid-height of the wall being Seismic(Ultimate)-E(Ib-fUft) 0 -7412 E-; -3706 designed and naoefive mmlbo/a Wind-W(Ib-ft ft) 0 -9793 W=1 -4896 to reduce the moment Notethat soil Forces are not allowed to counteract wind or seismic forces. In addition,soil forces that counteract other forces are not allowed to be factored and should be accounted for in hand Moment @ Mid-Ht(lb-ft/ft)=1/8 Equivalent Uniform Lateral Applied Loads(P) PL2 Seismic(Ultimate)-E(psf)' 55 8 E= 8�1 Wind-W(psf)__ 54.v J W=r 7803 1 Total Uniform Axial Load at Mid-Height of Wall Total UnNorm Moment at Mld•Ntlight of Wall Dead-D(plf) 4759 Dead-0(lbdVll) 143 Snow-S(plf) 1125 Snow-S(lb-itlft) 299 Roof Live-Lr(pit) 900 Roof Live-Lr(lb-ftlft) 239 Occupancy Live-L(plf) 0 Occupancy Live-L(lb-ft/ft) 0 Soil-H(plf) 0 Soil-H(lb-ft/ft) 0 Seismic(Ultimate)-E(lb-ft/fl) 4354 1 Wind-W(lb-fUft)l 2907 ' Note that these totals represent the unfactore forces at the mid-height of the wall incl in the self wt of the wall(this spreadsheet automatically talcs wall self wt).P-d effects have W been accounted for.These forces can be overridden by entering your own mid-height axial loads and moments determined from hand calculations.You will soil have to enter information describing the loads so that the proper 11, h and h load factors are properly applied. Remember to enter the loads unfaclored and include the self-weight of the section of wall being analyzed. � I Wall Parameters Wall Height Between Supports(ft) 34(NW including parapet) Parapet Height(II) 5.5 is is used to Cale the salf•wei hit of the wall only). Rebar Dia in Ain` Total Wall Height(It) 39.5 The width of the pier doesn't affect the structural 3 0.375 0.11 Concrete Strength Fc(psi) 5000 design since loads are Input per linear fool Pier q 0.500 0.20 width Is for your reference so You can track YOLK Concrete Unit Weight(pcQ 150 calculations This dogs calculate the actual nuttiba 5 0.625 0.31 Rebar Yield Stress fy(psi) 60000 Of bars required within the pier width you input. 6 0.750 0.44 Per ACI 14.3.6 lateral Width of Pier Being Designed(ft) 1 (Width a(pier.or enter 1 fl lot analyzing unit width) 7 0.875 0.60 ties need not be Total Wall Thickness(in) 7.5 1 8 1.000 0.79 provided where van refnl Depth of Reveal pn)7 0.75� 9 1.128 1.00 is not req'd as — - compression rent. Thus Structural Thickness(in) 6.75 Total Thk-Reveal Depth 10 1.270 1.27 walls designed using Ill (1)or(2)Layers of Rein%: 11 1.410 1.56 method do not need to �f� — VertReberSao 5 0.31 ins 0.625 '!in have confinement steel + But in many cases is at Vert Rebar o.c.Spacing(In) 7,5 __IgK advisable,particularly r with 2 layers of rebar. As per foot(n/lit) 049 (This is the area of tension steel only) Total As in Pier(in') 049 (This is the area of tension steel only) Number of Bars within Pier(Ea Face) 1.60 ACI Mm Cover Regmenl5: Ant You Providing Confinement Rent? YES Exposed to Weather:05 E Smaller-1 1/2" Confinement Rabat Size 3 0.375 _in 46&Larger-2" Conc Cover at Ext Side of Wall Exp to Weather/Earth(n) 1.125 Not FJgiptBd to Weather.,q11 &Smaller=3/4" Conc Cover at Int Side of Wall Not Exp to Weather/Earth(In)— 1 1 verdy•d•wth Mtn Depth to Tension Rebar=it(in) 4,9 (wif 2 layers of rebar,d=Slruc Width-Max Cover-Confine 0-1/2 Vert�) hand calcs also Min Vertical Steel Ratio-pv min 0.0025 (pv min may be reduced if the shear force is low.See ACI 21 7,2) Actual Vertical Steel Ratio-A 0.0109 Qf( Based on total wall thk not strut thk=(Rebar A #Layers/Spacing)/(Total Thk Min Tensile Flexural Reinf 1=As min 1(in'/ft) 0.21 IQ L V46 SM Min Tensile Flexural Reinf 2=As min 2 oelft) 0.20 -OK y d p 0.0083 =As per It/(12'd) • • •.� _ Strut Thk pmax=0.6 pb=0 6`0.85'Pi`fc/fy'87000/(87000-ly) 0.0201 nK 1 Ec(psi) 4030509 =57000'sgrt(rc) Es(psi) 29000000 • • •' d n 7.2 =Es/Ec • • •_ _ ,w(in) 12 -12" Ag(inv/ft)� =Struc Thk'12 I 0.06 f'c(psi) 300 �L Piar Width=bw I I v c(in) 408 =Wall Ht'12 1 pi O.B Ig(in'Ift) 308 =1/12`12'Shuc Thk' 1 It(psi) 530 =7.5'sqrt(Fc)yt(in) 3375 '=Strut Thk/2 Mcr(lb-in) 48326 =fr'Ig/yt c/150(in) 2.72 - � OK Job Name=Arlington Casting Job Number=22003332 J Wall Type=11 Wall Description=Small Window J J J J _1 J � J # N W O N UU w O + + O O O + n n + J + + + ❑ J J + ❑^ + + + + O >+ O ❑ ❑ a ❑ N CI p _ _ _ o 0 II II II II II II II II Load Load Load Load Load Load Load Load "ASCE IBC-2012 Combo Combo Combo Combo Combo Combc Combo Combo 12.4.2.3 16 1 162 16 3(o) 16 3(b) 16 4 16 5' 16-6 16-7' n 14 12 12 i 1.2 L2 1.352 0.9 0.746 S 0 0.5 1.6 1,6 0.5 0.7 0 0 U 0 0 0 0 0 0 0 0 0 1.6 0.5 0 0.5 0.5 0 0 0 1.6 0 0 0 1.6 1.6 E 0 0 0 0 0 1.0 0 1.0 W 0 0 0 015 1 0 1 0 Factored Axial Load at Mid Ht=Pu(PA) 6662 6273 7511 7511 6273 7221 4283 3560 Factored Applied Moment at Mid Ht=Mua WVAl) 2410 3858 7803 25243 38739 57090 36430 53540 Pu/Ag(pill) 82 77 93 93 I 77 89 53 44 Vert Stress at Mid-Ht Wall ok?Pu/Ag<0.06 PC? OK OK OK OK OK OK OK OK OK Ase(in)=(Pu(h/2d)+As'fy)/fy 0.57 0.56 0.58 0.5E 0.56 0.57 0.54 0.53 j a(in)=(Ase'fy)/(0.8510w) 0.67 0.66 0.68 0.68 0.66 0.67 0.63 0.63 CU=C ULTIMATE=a/p1 0.83 0.83 O.B5 0.85 0.03 0.84 0.79 0.78 Icr u(in4)=Icr ULTIMATE=n"Ase'(d-CU)Z+1/3'iwA& 71,00 70.63 71.81 71-81 70.63 71.54 68.68 67.95 Au(lb-in)=Mua/(1-(5"Pu`LcZ)/(0.75'48'Ec'Icr))= 5219 7866 19505 63099 78977 135624 56720 76538 Mn(Ib-in)=Ase'fy"(d-92) 156569 155432 159042 159042 I 155432 158200 149597 147468 Cu/d o.17 0.17 0.17 0.17 0.17 0.17 0.16 0.16 =0.23+0.25/(Cu/4) i90 6.96 o.90 0,90 I 0.90 0.90 0.90 0.90 �Mn Qb41) 140912 139889 143138 143138 139889 1423BO 134638 132721 �Mn>Mcr? QI( QK OK OK �015 T QK ! QSI OK Mu 4% 6% 14% 44% 56% 95% 42% 58% P 'ill/ �Mn>Mu'I OK OK OK OK I OK OK OK I OK OK N_ n + M W + > n 3: + + + + �+ co. +� +� + Job Name=Arlington J J J J J J + + + + + + Job Number=2E+06 ❑ 0 ❑ ❑ ❑ ❑ Wall Type=11 II II II II II II < ¢ < < < < Wall Description=Small Wi D 1 1 t 1 1 t S 1 0 0 0.5 1 1 U 0 0 0 0 0 0 l 1 1 1 1 1 1 H 1 1 1 1 1 1 E 0 0 0.70 0 0 0.70 W 0 0.6 0 I 0.6 0.3 0 Axial Load at Mid Ht=Ps(IbAI) 5884 4759 4759 5321 5884 5884 Applied Moment al Mid Ht=Msa Qb•inilll) 5307 22650 38298 24443 15771 41884 Ase(inZ)=(Ps+As'fy)/Fy 0.59 0.57 0.57 0.58 0.59 0.59 k=Sqrl((n"P)Z+2'n'p)-n-p 0.291 0.291 0.291 0.291 0.291 0.291 CE=C ELASTIC=k'd 1,44 1.44 1.44 1.44 1.44 1.44 Icr E(in4)=Icr ELASTIC=n'Ase'(d-CE)Z+1/3',w Cep 63.80 62.15 62.15 62.97 63.80 63.80 Mi=Msa(lb-in) 5307 22650 38298 24443 15771 41884 lei(in4)_{(Mcr/M)''Ig+(1-(Mcr/M)')'Icr E]<19 308 308 308 308 308 308 Mz(lb-in)=Msa/(1-(5'Ps'LcZ)/(48'Ec'lei)) 5783 24265 41029 26406 17186 45640 lez QnA) 300 30B 308 308 308 308 Ma(lb4n) 5783 24265 41029 26408 17186 45640 lea(M14) 308 308 308 308 308 308 M4(lb-in) 5783 24265 41029 26408 17186 45640 1e4(04) 308 308 308 308 308 308 M5(lb-in) 5783 24265 41029 26408 17186 45640 le5(in4} 308 308 308 308 308 308 M6 Qb4n) 5783 24265 41029 26408 17186 45640 le60n4} 308 308 308 308 308 308 Mr Qb4n) 5783 24265 41029 26408 17186 45640 le70o4) 308 308 308 308 308 f 30B c/150(in) 2.72 2.72 2.72 2.72 2.72 2.72 As(in)_(5'M7'LcZ)/(48"Ec'111 0.08 0.34 0.57 0.37 0.24 E+S is N/ OK OK OK OK OK OK QK Job Name = Arlington Casting Job Number = 2200333.2 Wall Type = 11 a Wall Description = Blank Wall Ht= 34 ft Wall Weight at Mid Height b= 0.01 ft Wt of Concrete= 150 pcf c = 0.01 ft Wall Thickness= 7.5 in. e = 3.00 ft Concentric Load= 4 plf d = 33.99 ft Seismic Fp=.4Sd*= 0.304 Wp a = 0.005 ft r� a =b/2 Roof Weight Joist Span= 45 feet Dead Load= 12 psf d Snow Load= 25 psf Live Roof= 20 psf Live Floor= 0 psf eccentricity 6.375 inch i equiv DL= 270.45 plf r equiv SL= 563.4375 plf c equiv Lr= 450.75 plf equiv LL = 0 plf —� b e 1 Equivalent Wind and Seismic Load P wind = 27.0 psf P seismic= 28.5 psf I P wind equiv = 27.0 psf P seismic equiv = 28.5 psf _ 1 . J J Alternate Concrete Slender Wall Design(A Cl 318-14 Sect 14.8) If you need to make modifications Job Name='Arlington Casting to any other part of the r t' spreadsheet besides the yellow Job Number=2200333.20 j Q = cells the password is"save" Wall Type= 11a 1 Wall Description=ilBlank SPa ACI 14.H.7.5 for We DESIGN SUMMARY distribution of concentrated forces wall Ht Biwa Supports(it) 34 WE Total Wall Htwl Parapet(fl) 39.5 MIT 0 Total Wall Thickness fin), 7.5 r \{ fE of �� Reveal Depth(In) 0.75 structural Structural Thickness(in) 6.75 thickness Pier Width(ft) 3-00 Number of Bars Ea Face(or at 6.00 Center)of Pier D=Dead Load P Concrete Strength(psi) 5000 S=Snow Load (1)Layer Lr=Roof Live Load Reinforcement #5 Reber @ L=Occupancy Live Load 6'0.0. H=Soil Load Max Deflection L 11440 E=Seismic Load(Ultimate) %of FlexuralCepsoily 79% W=Wind Load MB Hand Input Potential Hand Input OK Applied Loads output �S What is the controlling type of roof load?Snow or Roof Live Load?(Enter"S"or"Lr") NO Are you applying occupancy live loads for places of public assembly,or live loads in excess of 100 psf,or parking garage live loads?(YES:fi=1.0.NO:fi=0.5) YES �Do you have a roof config[hat prevents snow from shedding off the structure?(YES:fz=0.7.NO:f2=0.2) YES .Is the design snow load less than or equal to 30 psf? 0.760 Seismic Sds fi= 05 f2- 0,7 Uniform Concentric Applied Loads(Wc) Dead-D(plf), 4 .(tributary wall weight at midheight) Snow-S(plf) 0 Roof Live-Lr(plf) 0 Occupancy Live-L(plf) 0 Soil-H(plf) 0 Uniform Eccentric Applied Loads(WE) Moment at Mid-HI: -full)=1/2 r-- Momenta[Top(lb-fUft)=We'e Eccentricity(in)I 6.375 ( MTOP Dead-D(plf) 270.45 D — 144 D=-�72 Snow-S(plf) 563,4375 S= 9 4 S` 150_ Roof Live-Lr(plf) 450.75 Lr= 239 1 Lr= 120 Occupancy Live-L(plf) 0 L=� 0 1 L 0 Soil-H(plf) 0 H=� 0 H 0 Moment @ Mid-Ht(lb-ft/ft)-1/2 Uniform Moments Applied (MTOP) (M-T) (MTOP+MBOT) The uniform moments applied to Dead-D(Ib-fl/ft) 0 0 D 0 the top and bottom of the wall Snow-S(lb-ft/ft) 0 0 S= Q _.i can be used to model loads from Roof Live-Lr(lb-fUff) 0 — 0 Lr=I 0 ' a wall above or below,or to t model lateral parapet forces. Occupancy Live-L(lb-ft/ft) 0 0 L= 0 ) Enter 04BIMvo mmibm fo Soil-H(lb-fl/(t) 0 0 H= 0 i increase the moment induced at F the mid-height of the wall being Seismic(Ultimate)-E(lb-fUft) 0 -3793 E_, -1897 designed and tiONOW rltrnb6/s Wind-W(lb-fUft) 0 -4904 W= -2452 ) to reduce the moment. Note that soil forces are not allowed to counteract wind or seismic forces. In addition,soil forces that counteract other forces are not allowed to be factored and should be accounted for in hand Moment @ Mid-Ht(lb-ftlft)=1/8 Equivalent Uniform Lateral Applied Loads(P) PL, Seismic(Ultimate)-E(psf) 28.5 E_) 4125 { Wind-W(psf) - 27.0 W=I_ 3908 Total Uniform Axial Load at Mid-Height of Wall Total Uniform Moment at Mid-Height of Wall Dead-D(plf) 2383 Dead-D(lb-fUft)i 72 i Snow-S(pro 563 Snow-S(lb-ft/ft) 150 Roof Live-Lr(plf), 451 Roof Live-Lr(Ib-ft/ft)r 120 Occupancy Live-L(plf) 0 Occupancy Live-L(lb-ft/ft)F Soil-H(plot _ 0 _ 1 Soil-H(Ib-ft/ft)� 0 Seismic(Ultimate)-E(Ib-fl/fl) 2228 Wind-W(Ib-fll t) 1456 Note that these totals represent the unfacfored forces at the mid-height of the wall includin the self wl of the wall(this spreadsheet automatically talcs wall self wt).P-A effects have not been accounted for.These forces can be overridden by entering your own mid-height axial loads and moments determined from hand calculations.You will still have to enter informalion describing the loads so[hat the proper fL f2 and h load factors are property applied. Remember to enter the loads unfactored and include the self-weight of the section of wall being analyzed. � l Wall Parameters Wall Height Between Supports(ft)_ 34 .(Not including parapet) Parapet Height(ft)L 5.5 This IB used to tale the Self-wet,hl of the wall only) Reber Dia in pin` Total Wall Height(ft) 39.5 I The width of the pier doesn't affect the structural 3 0.375 a l l Concrete Strength f c(psi) 5000 widthh is fesign ar�r leads eference so you per n track youar fop r 4 0.500 0.20 Concrete Unit Weight(pcf) 150 calculations.This does calculate the actual numbei 5 0.625 0.31 Rebar Yield Stress fy(psi)j 60000 1.1 bars required within the pier width you input- 6 0.750 0.44 Per ACI 14.3.6 lateral Width of Pier Being Designed(fl) 1 (Width of pier.or enter 1 fl for analyzing unit width) 7 0.875 0.60 lies need not be Total Wall Thickness(in) 7.5 ( 8 1.000 0.79 provided where vert rein) Depth of Reveal(in)�.75 65 9 1.128 1.00 is not req'd as ----- -- - compression reinf. Thus Structural Thickness(in) 6.75 =Total Thk-Reveal Depth 10 1.270 1.27 wattle .designed using this (1)or(2)Layers of Rein 1? 1 jQK 11 1.410 1.56 method do not need to have confinement steel. Vert Rebar Size- 5 ! 0.31 inz 0.625 in But in many cases is go, Vert Rebar o.c.Spacing(in)I 6 126 advisable,particularly z As per Foot(in/f[) 0.61 (This is the area of tension steel only) with 2 layers of rebar. + Total As in Pier(inz) 0.61 (This is the area of tension steel only) Number of Bars within Pier(Ea Face) 2.00 ) ACI Mn Cover Reqmenls Are You Providing Confinement Reinf?f YES Fxposed 10 Weather:05&smaller-1 1/2" Confinement Rebar Size 3 0.375 in #88 Largo-2' Conc Cover at Ext Side of Wall Exp to Weather/Earth(in) 1.125 Not Exposed to Weather.'#11 &Smaller=3/4" Conc Cover at Inn Side of Wall Not Exp to Weather/Earth(in)1 Vedfy"d"with Depth to Tension Rebar=d(in) 3.4 ^(w/2 layers of rebar,d=Struc Width-Max Cover-Confine -1/2 Vert�) hand talcs also Min Vertical Steel Ratio-pv min OA025 (pv min may be reduced if the shear force is low.See ACI 21.7.2) Actual Vertical Steel Ratio-pv 0.0068 :OK Based on total wall thk not strut thk=(Rebar A'#Layers/Spacing)/(Total Thk Min Tensile Flexural Reiff 1=As min 1(inz/ft) 0.14 iQ>t Ian t Min Tensile Flexural Reinf 2=As min 2(inz/ft)0.1 PK ' [Ioc p 0.0152 =As perft/(12`d) • • r� pmax-0.6 pb=0.6'0.85'p,'fc/fy'B7000/(87000+fy) 0.0201 _OK Ec(psi)• MUM -570DO'sgrt(f c) Td Es(psi) 2800DOW • • •n' 7.2 =Es/Ec t �w(in)_12_ =12" Ag(inz/ft). at Siruc Thk'12 l 0.06 f'c(psi) 300 �, Pier Width=bw l .c(in) 408 =Wall Ht`12 Ig(in'/ft)_ WO =1/12'12'Struc Thk' fr(psi) 530 =7.5'sgrt(fc) yt(in) 3,375 Struc Thk/2 Mcr(lb-in) 4626 =fr'Ig/yt c/150(in)I 2.72 Job Name=Arlington Casting Job Number=2200333.2 W al I Type=l l a Wall Description=Blank _1 _1 _1 s 3: o + + N Lu W O + + O Q O + (n u) + = O b + + + ++ ++ > N > N + + + + O + O O o o c + m _ _ _ _ o 0 II II II II II II II II Load Load Load Load Load Load Load Load -A$CE IBC-2012 Combo Combo Combo Combo Combo Combo Combo Combo 12.4.2.3 161 162 16 3(c) 16 3(b) 16 1 16-5• 16-6 16-7' n 1A 12 i 12 12 1.2 1,352 1 0.9 1 0-748 S 0 0.5 1.6 1.6 0.5 0.7 0 0 Li 0 0 0 0 0 0 0 0 L 0 1.6 0.5 0 0.5 0.5 0 0 H 0 1.6 0 0 0 0 1.6 1.6 E 0 0 0 0 0 1.0 0 1.0 W 0 0 0 0.5 1 0 1 0 Factored Axial Load at Mid Ht=Pu(lbflt) 3337 3142 3762 i 3762 3142 3617 1 2145 1783 Factored Applied Moment at Mid Ht=Mua Qb•Wlt) 1932 3908 12643 I 19402 29165 111245 27387 Pu/Ag(pi)L1207 39 46 46 39 45 26 22 Vert Stress at Mid-HI Wall ok?Pu/Ag<0.06 Pc? OK OK OK OKOK OK OK OK Ase(ins)=(Pu(h/2d)+As•fy)/ly T17 0.68 0.68 0.67 0.67 0.65 0.64 a(in)=(Ase•fy)/(Q8Vfe'Iw) 0.79 0.78 0.80 7 0,BO 0.78 0.79 0.76 0.76 CU=C ULTIMATE=a 131 0.98 0.98 0.99 0.99 0.98 0.99 0.95 0.95 Icr u(in4)=Icr ULTIMATE=n'Ase•(d-CU)2+1/3•.w-Q? 31.34 31,26 31+51 31.51 31.26 31.45 30.85 30.70 Nu(lb-in)=Mua/(1-(5 Pu"Lc2)/(0.75'48'Ec•Icr))= 3101 4564 12399 40110 45820 - 85692 30352 41069 Mn(lb-in)=Ase•fy'(d•a12) 119708 119203 120806 120806 T 119203 120432 116610 115663 Cu/G 0.29 0.29 029 U9 0.29 0.29 0.26 028 =0.23+0.25/(Cu/d) 0.90 0.90 0.90 0.90 _ 0.90 _O.90 0.90 0.90 �Mn(lb4n) 107737 107283 108725 108725 107283 108389 104949 104097 �Mn>Mcr? QK OK OK ! CyK Q K OK AK OK Mu/4Mn 3% 4% I 11% 37% 43% 79% 29% 39% OSITIV �Mn>Mu7 OK OK OK OK OK OK I OK OK OK N 1 > LU LU LU + + O n rn + + + + + + Job Name=Arlingta J J J J J + + + + + + Job Number=2E+06 o o o 0 o Wall Type=1la II II II II II II < ¢ < < < < Wall Description=Blank 0 1 1 1 1 1 1 S 1 0 0 0.5 1 1 Li 0 0 0 0 0 0 L 1 1 1 1 1 1 H 1 1 1 1 1 1 E 0 0 0.70 0 0 0.70 W 0 0.6� 0 0.6 0.3 0 Axial Load at Mid Ht=Ps(Iblh) 2947 2383 2383 2665 2947 2947 Applied Moment at Mid Ht=Msa(914n111) 2658 11344 19581 12242 7899 21377 Ase(in')=(Ps+As•fy)/fy 0.66 0.65 0.65 0.66 0.66 0.66 0.3 k=Sgrt((n•p)2+2'n•p)-n-p 0.370 0.370 70 0.370 0.370 0.370 CE=C ELASTIC=k•d 1.25 1.25 1.25 1.25 1.25 1.25 Icr E(in4)=Icr LLASTIC=n•Ase'(d-CE)2+1/3'iw'CE3 29.34 29.04 29.04 1 29,19 29.34 29,34 Mi=Msa(lb•lin) 2658 11344 19581 12242 7899 21377 lei(in4)_{(Mcr/M)''Ig+(1-(Mcr/M)')'Icr E}<lig 308 308 308 308 308 308 M2(lb-in)=Msa/(1-(5'Ps•LC2)/(48'Ec•too)) 2772 11735 20257 12716 8238 22296 le2(In4) 308 308 308 30B 308 308 M3(lb4n) 2772 11735 20257 12716 8238 22296 lea(In4) 308 308 308 308 308 308 M4 Qb•in) 2772 11735 20257 12716 8238 22296 le4(in4) 308 308 308 308 308 308 M5(lb4n) 2772 11735 20257 12716 8238 22296 1e5(in4) 308 308 308 308 308 308 M6(Ib4n) 2772 11735 20257 12716 8238 22296 le6(in4) 308 308 308 308 308 308 M7(b4n) 2772 11735 20257 12716 8238 22296 let(In4) 308 308 308 30B 308 308 c/150(in) 2.72 2,72 2.72 2.72 2.72 2.72 As(in)_(5•Mr'LC2)/(48•Ec'lei) 0.04 0.16 0.211 a111 0.12 E+S is W OK OK K OK OK O OK Job Name = Arlington Casting Job Number = 2200333.2 Wall Type = 12 Wall Description = Truck Door -4'6 Pier Wall Ht= 34 ft Wall Weight at Mid Height b= 12 ft Wt of Concrete= 150 pcf c= 14 ft Wall Thickness= 7.5 in. e = 4.50 ft Concentric Load= 2813 plf d = 20 ft Seismic Fp=.4Sd*= 0.304 Wp a = 6 ft a = b/2 Roof Weight Joist Span= 45 feet Dead Load= 12 psf d Snow Load= 25 psf Live Roof= 20 psf Live Floor= 0 psf eccentricity 6.375 inch equiv DL= 630 plf equiv SL = 1312.5 plf c equiv Lr= 1050 plf equiv LL = 0 plf J b e Equivalent Wind and Seismic Load P wind = 27.0 psf P seismic= 28.5 psf P wind equiv= 63.0 psf P seismic equiv= 54.7 psf _1 J J �1 J J J Alternate Concrete Slender Wall Design(AC1318-14 Sect 14.8) ��/ If you need to make modifications Job Name=Arlington Casting e� [o any other part of the Job Number=,2200333.20 spreadsheet besides the yellow a : cells the password is"save" Wall Type= 12 Wall Description=Truck Door-4'6 Pier See ACI 14.8.2.5 for DESIGN SUMMARY Wedistribution of Will Ht 8twn Supports(ft) 34 concentrated forces — We Total Wall Ht wl Parapet(fq 395 a ' MT Total Wall Thickness(In) 75 of Reveal Depth pn) 075 structural — Structural Thickness(in) 6.75 thickness Pier Width(4) 4.50 Number of Bars Ea Face(or at, 9.00 Center)of Pier D=Dead Load P Concrete Stmnr6h Ip5O 5000 S=Snow Load2!�ayv!r Lr=Roof Live Load Reinforcements S5 Rebar @ L=Occupancy Live Load 6'o-c H=Soil Load — Max Deflection L 1710 E=Seismic Load(Ullimale) %of Flexural Capacity 80% W=Wind Load Me i d input Potential Hand Input 1 ®K Applied Loads Output S What is the controlling type of root load?Snow or Rool Live Load?(Enter"S"of"Lr") NO Are you applying occupancy live loads for places of public assembly,or live loads in excess of 100 psf,or parking garage live loads?(YES:fi=1.0,NO:ft=0.5) YES IDo you have a roof config that prevents snow Upo shedtift off the structure?(YES.f2=0.7,NO:f2=0.2) YES d5 the design snow load less than or"to 30 pool? a 0.760 I$alarNC Sds ft= 0.5 f2= 0.7 Uniform Concentric Applied Loads(We) Dead-D(plf) 2813 (tributary wall weight at midheight) Snow-S(plo 0 Roof Live-Lr(pit) 0 Occupancy Live-L(pl Soil-H(ploF) 0 Uniform Eccentric Applied Loads(WE) Moment at Top(lb-ftlft)=We•e Moment at Mid-Ht(lb-fUrt)=112 Eccentricity(in) 6.375 MTOP Dead-D(plot' 630 D-� 335 D=tr 167 Snow-S(pit); 1312.5 S=. 697 , S=t 30 Roof Live-Lr(plf) 1050 Lr 558 Lr=4�.�-27799 Occupancy Live-L(plf), 0 L=r 0 L=1 0 Soil-H(plf) 0 H z I 0 H 47 0 l Mnment @ Mid-Ht(lh-ftifl)=112 Uniform Moments Applied (M100) (MeoT) (MTOP+MBOT) ._ The uniform moments applied to Dead-D(lb-ft/ft) 0 0 D 0 the lop and bottom of the wall Snow-S(lb-ftlft) 0 0 S 0 can be used to model loads fro Roof Live-Lr(lb-fUft) 0 0 Lr=� 0 a wall above or below,or to model lateral parapet forces Occupancy Live-L(lb-ft/ft) 0 0 L=~ 0 Enter Positive RVmW_S to Soil-H(lb-f increase the moment induced at /ft) 0 0 H=� the mid-height of the wall being 0 Seismic(Ultimate)-E(lft/b- ft) 0 -7269 E=t -3635 designed and rleea0ve ntmbers Wind-W(lb-fUft) 0 -11425 1 W e-~-5712 to reduce the moment Note that soil forces are not allowed to counteract wind or seismic forces. In addition,soil forces that counteract other forces are not allowed to be factored and should be accounted for in hand Moment @ Mid-Ht(lb-FUR)=1/8 E9ildvalent Uniform Lateral Applied L_oada(P) PC seismic(Ul9male)-E(psi) 54.?--— E_ 7905 i Wind-W(psl) 63.o W=-----9104 Total Uniform Axial Load at Mid-Height of Wall Total Uniform Moment at Mid-Height of Wall Dead-D(pit) 5552 Dead-D(Ib-ft/ft)- 167 Snow-S(plf)' 1313 Snow-S(Ib-R/fl)I 349 Roof Live-Lr(plf)'- 1050 Roof Live-Lr(lb-ftlft)I. 279 I Occupancy Live-L(pit)! 0 Occupancy Live-L(lb-ft/fl) 00 Soil-H(pIF)�� Soil-H(lb-ft/ft)fh 0 Seismic(Ultimate)-E(Ib-ft/ft)1,-- 4271 1 Wind-W(Ib-ftfft)I.�391 Note that these lotals represent the ardactgg(farces at the mid-beght of the wall includin the self wt of the wall(this spreadsheet automatically Coles wall self wt).P-A 0110CIS have na been accounted(or.These forces can be overridden by entering your own mid-height exist loads and moments determined from hand calculations You will still have to enter informalion describing the loads so that the proper h, h and h load factors are property applied, Remember to enter the loads unfactored and include the self-weight of the section of wall being analyzed. Wall Parameters Wall Height Between Supports(ft) 34 (Not including parapet) Parapet Height(it) 5.5 y This is used to talc the self-weight of the wall only) Rebar Dia in Ain Total Wall Height(FI) 39.5 The width of the pier doesn't affect the structural 3 0.375 0.11 —' since design si foods are Input per linear tool. Pier Concrete Strength Pc(psi) 5000 4 0.500 0.20 .width is for your reference so you can track your Concrete Unit Weight(pcf) 150 calculations This does calculate the actual numb 5 0.625 0.31 Rebar Yield Stress fy(psi) 60000 of bars required within the pier width you input. 6 0.750 0.44 Per ACI 14.3.6 lateral Width of Pier Being Designed(ft) 1 '(Width of pier,orenter I It for anatyang unit width) 7 0.875 0.60 lies need not be Total Wall Thickness(in) 7.5 8 1.000 0.79 provided where vert ralini Depth of Reveal(in). 0.75 k G 9 1.128 1.00 is not req'd as ------ compression reinf. Thus Structural Thickness(in) 6.75 'g Total Thk-Reveal Depth 10 1.270 1.27 walls designed using Ihi. (1)or(2)Layers of Reinf? 11 1.410 1.56 method do not need to 5 0 31 in' 0.625 in have confinement steel Vert Rebar Size - - But in many cases is still Vert Rebar ox,Spacing(in)�Sz advisable,particularly z with 2 layers of rebar. As per fool(in/ff) OJ{1 ,(This is the area of tension steel only) Total As in Pier(in) 0,61 (This is the area of tension steel only) Number of Bars within Pier(Ea Face) 2.OD ACI Mn Cover Regrnems' Are You Providing Confinement Reinf? YES Cxposo-a to Weather:#5&Smaller-1 1/2' Confinement Rebar Size 3 0,375 in 06&Larger-2" Conc Cover at Ext Side of Wall Exp to Weather/Earth(In) 1.125 t-- Not Exposud to Weather:DIt &Smaller=3/4" ( Conc Cover at Int Side of Wall Not Exp to Weather/Earth(in) 1 Ved1y"d"with Mn Depth to Tension Rebar=d(In) 4.9 (w!2 layers of rebar,d=Struc Width-Max Cover-Confine$-1/2 Vert�) hand talcs also Min Vertical Steel Ratio-pv min DA025 1 (pv min may be reduced if the shear force is low.See ACI 21.7.2) Actual Vertical Steel Ratio-pv 0.0136 !QK Based on total wall ink not strut thk=(Rebar A"#Layers/Spacing)/(Total Thk Min Tensile Flexural Reinf 1=As min 1(inz/ff) 0.21 Veil SpCg Min Tensile Flexural Reinf 2=As min 2(inz/h) 0.20 QK _ p 0,0104 As per 11/(12`d) d Strut Thk pmax=0,6 pin 0.6"0.85`Pi"fc/fy"87000/(87000+fy) 0.0201 !a Ec(psi) 403 O50 9=57000"sqrt(Pc) lEs(psi), Inj 72 1=Es/Ec 1" I z w(in) 12 i=12" Ag(inz/ft) 81 Struc Thk"12 0.06 f'c(psi) 300I !h'Qw .c(in) 408 =Wall Ht"12 r Pi 0.8 Ig(in'/ft) 308 ,=1/12"12"Struc Thk' fr(psi) 530 I=7.5"sgrt(Fc) ♦ I yt(in) 3.375 K Struc Thk/2 1 Mcr(lb-in) 4�8326 fr"Ig/yl .c/150(in) 2.72 1 OK Job Name=Arlington Casting Job Number=2200333 2 J Wall Type=12 Wall Descrl ption=Truck Door-4'6 Pier J _1 J J J N + + W o + + 4 0 � o + N N + I O O + + + J IR O 0 p + + U N + + + + + + 0 0 0 0 o +ry � o 0 n 6 6 6 6 u 6 6 D n � 7 z) Load Load Load Load Load Load Load Load 'ASCE IBC-2012 Combo Combo Combo Combo Combo Combo Combo Combo 12.4.2.3 16-1 16-2 16-3(a) I 16-3(b) 16-4 16-5' 16-6 16-7' IJ 1.4 12 12 1.2 1.2 1.352 09 1 0 748 S 0 0.5 1.6 1.6 0.5 0.7 0 0 U 0 0 0 0 0 0 0 0 L 0 1.6 0.5 0 0.5 0.5 0 0 H 0 1.6 0 �0 0 0 1.6 1.6 E 0 0 0 0 0 1.0 0 1.0 w 0 0 0 0.5 1 0 1 0 Factored Axial Load at Mid Ht=PIT(lb/ft) 7773 7319 8762 8762 7319 8425 4997 4153 Factored Applied Moment at Mid HI=Mua(lb-in/ft) 2811 4502 9104 29451 ( 45196 56890 42501 52748 Pu/Ag(Z 96 90 108 I 106 90 104 `62 51 Vert Stress at Mid-Ht Wall ok?Pu/Ag<0.06 PC? OK OK OK OK OK OK OK OK OK Ase(ins)=(Pu(h/2d)+As'fy)/fy 0.70 0.70 0.71 0.71 0.70 0.71 0.67 0.66 a(in)=(Ase'fy)/(0.8510w) 0.83 0.82 0.84 0.84 0.82 0.83 0.79 0.78 CU=C ULTIMATE=a/Al 1.03 I 1.02 1.05 1.05 1.02 1.04 0.99 0.97 Icr u(in4)=Icr ULTIMATE=n'Ase'(d-CU)2+1/3'iw-Cu 81.44 81.07 82,23 62.23 81.07 81.96 79,16 78.45 Nu(lb-in)=Mua/(1-(5 Pu'LC)/(0.75'48'Ec'Icr))= 6213 9336 23418 75758 93730 138634 66623 75749 Mn(Ib-in)=Ase'fy'(d•a12) 190610 189332 1933B6 193386 189332 192441 182773 180377 Cu/d 0.21 0.21 0.21 0.21 0.21 0.21 0.20 i 0,20 =0.23+0.25/(Cu/d 0.90 0.90 0.90 0.90 _0-80 0.90 0.90 0090 �Mn(Wn 171549 170399 1740488 1 1- Q74048 170399 173197 164496-t-162339 �Mn>Mcr. yin_ Q� OK r Q,{S I Q�C OK Mu/$Mn 13% j 44% 55% 80% I 41% 47% 171 �Mn>MIT OK OK OK OK OK OK OK OK OK N V + M > + + N N + + + + + + Job Name=Arlingto + + + + + + Job Number=2E+06 0 0 o o 0 o Wall Type=12 u n 6 6 n I I < < < < < < Wall Description=Truck Do 1 1 1 1 1 1 1 0 0 0.5 1 1 0 0 0 0 0 0 L 1 1 1 1 1 1 H 1 1 1 1 1 1 0 0 0.70 0 0 0.70 W 0 0.6 0 0.6 0.3 0 Axial Load at Mid HI=Ps(IbJfl) 6864 5552 5552 6208 6864 6864 Applied Moment at Mid Ht=Msa Qb•tnq 6192 26425 37881 28516 18400 42064 Ase(in)=(Ps+As'fy)/fy 0.73 0.71 0.71 0.72 0.73 0.73 k=Sqrt((n'p)2+2'n'p)-n-p 0.319 _ 0.319 0.319 0.319 0,319 0.319 CE=C ELASTIC=k'd 1.57 1.57 1.57 1.57 1.57 1.57 Icr E(in4)=Icr ELASTIC=n'Ase'(d-CE)'+1/3'.w-CE 74.86 1 73.08 7108 73.97 74.86 74.86 Mi=Msa 0bdl1) 6192 26425 37BB1 28516 18400 42064 lei(in4)_{(Mcr/M)3'Ig+(1-(Mcr/M)3)'Icr E}<Ig 308 308 308 308 308 308 M2(lb-in)=Msa/(1-(5'Ps'Lc')/(46'Ec'1e1)) 6849 28650 41070 31228 20354 46532 Ie2 Qn4) 308 308 308 308 308 308 M3 Qb4n) 6849 28650 41070 31228 20354 46532 le3Qp4) 308 308 308 308 308 308 M4 Qb4n) 6849 28650 41070 31228 20354 46532 le4 QnI 308 30B 308 308 308 308 M5(lb4n) 6849 28650 41070 31228 20354 46532 lesQn4) 308 308 308 308 30B 308 M6(Ibdn) 6849 28650 41070 31228 20354 46532 Ie6 Qn4) 308 308 308 308 308 308 M7(lb4n) 6849 2B650 41070 31228 20354 ! 46532 lee(in4) 308 t 308 30B _ 308 308 308 c/150(in) 2.72 2,72 Z72 2.72 2.72 -2.72 As(in)_(5'M2'LC2)/(48'Ec'le?)_ 0.10 0.40 0.57 0.44 0.28 E+S is N/ OK OK OK OK OK OK OK i Job Name = Arlington Casting Job Number = 2200333.2 r Wall Type = 15 Wall Description = Man Door Wall Ht= 34 ft Wall Weight at Mid Height b= 3.4 ft Wt of Concrete= 150 pcf c= 7 ft Wall Thickness= 7.5 in. e= 3.00 ft Concentric Load= 1195 plf d = 27 ft Seismic Fp=.4Sd`= 0.304 Wp a= 1.7 ft a = b/2 I Roof Weight Joist Span= 45 feet Dead Load= 12 psf d Snow Load= 25 psf Live Roof= 20 psf —� Live Floor= 0 psf eccentricity 6.375 inch equiv DL = 423 plf equiv SL = 881.25 plf c equiv Lr= 705 plf equiv LL = 0 plf J b e 1 Equivalent Wind and Seismic Load P wind = 27.0 psf P seismic= 28.5 psf P wind equiv = 42.3 psf P seismic equiv= 43.3 psf 1 J .J _ I J _J Alternate Concrete Slender Wall Design(A Cl 318-14 Sect 14.8) If you need to make modifications Job Name=Arlington Casting we to any other part of the Job Number=2-00333.20 _ spreadsheet besides the yellow amA-111— cells the password is"save" Wall Type= 15 Wall Description=Man Door ) See ACI 14.8.2.5 for We DESIGN SUMMARY distribution of Wall Ht Btwn Supports(to, )a concentrated forces WE Total Wall Ht w/Parapet Mf 39.5 M T Total Wall Thickness(In) 75 of Reveal Depth(in) 0.75 structural Structural Thickness(In) 6.75 thickness Pier Width(it), 3-00 Number of Bars Ea Face(or& 4.00 Center)of Pier', D=Dead Load P Concrete Strength tpsll 5000 S=Snow Load t21 L.iyv, Lr=Roof Live Load Ralnlorcemeol e5 Roba,,U L=Occupancy Live Load 9"o.c. H=Soil Load Max Deflection L/929 E=Seismic Load(Ultimate) %of Flexural Capacity 77% W=Wind Load , C. Me Hand Input Potential Hand Input OK Applied Loads Output S lWhat is the controlling type of roof load?Snow or Roof Live Load?(Enter'S"or'V') NO !IAre you applying occupancy live loads for places of public assembly,or live loads in excess of 100 psf,or parking garage !live loads?(YES:fi=1.0,NO:fi=0.5) YES Do you have a roof config that prevents snow from shedding off the structure?(YES:f2=0.7,NO:f2=a2) YES Its the design snow load less than or equal to 30 psf? 0-760 'Setsmb�Sds fi= 05 f2 07 Uniform Concentric Applied Loads(Wc) Dead-D(plf) 1195 (tributary wall weight at midheight) Snow-S(plf)~ 0 Roof Live-Lr(plf) 0 Occupancy Live-L(plf) 0 Soil-H(pit) 0 Uniform Eccentric Applied Loads(WE) Moment at Mid-Ht(lb-fl/ft)=1/2 Moment al Top(lb-fUft)=WE e Eccentricity(in) 6.375 MTOP Dead-D(pl0~ 423 D=1 226 D=-r 112 ) Snow-S(plf)r 88125 S., 468 t S=r 234 Roof Live-Lr(ply) 705 _ Lr= - 375 y Lr=' 187 Occupancy Live-L(plo 00 L=, 0 L= 0 Soil-H(plf)II H 0 - ` H 0 Moment @ Mid-Ht(Ib-fl/ft)=1/2 Uniform Moments Applied (MiuP) (Mao7) (MTOP+MBOT) _ The uniform moments applied In Dead-D(lb-fl/fl); 0 0 D= 0 the top and bottom of the wall Snow-S(lb-Nit) 0 0 s_I 0 , can be used to model loads frorr i a wall above or below,or to Roof Live-Lrlp-tU11 0 0 Lr= 0 ( ) model lateral parapet forces. Occupancy Live-L(lb-ft/ft)i 0 0 L 0 Enter positive nrrnrhers to Soil-H(Ib-ft/ft) 0 0 H= 0 Increase the moment induced at Seismic Ultimate -E(lb-fdit 0 -5755 E_ -2877 the mid-height of the wall being (Ultimate) ( ) designed and 110ffa1iW np011�Y¢ Wind-W pb-Wff)� 0 -7671 j W= -3835 to reduce the moment. i Note that soil forces are not allowed to counteract wind or seismic forces. In addition,soil forces that counlerac[other forces are not allowed to be factored and should be accounted for in hand Moment @ Mid-Ht(Ib-lurt)=un Equivalent Uniform Lateral Applied Loads(P) PL, _ _ Seismic(Ultimate)-E(psf) 43.3 E=I 67Se Wind-W(psf)I 42.3 W 6112 , Total Uniform Axial Load at Mid•Haipht of Wall Total Uniform Moment at Mid-Height of Wall Dead-D(pit) 3728 l Dead-D(lb-ft/ft) 112 Snow-S(plf) Bet Snow-S(lb-ft/rt) 234 I Roof Live-Lr(pit)706 Roof Live-Lr(Ib•WR)I{F--187 Occupancy Live-L(pill) 0 Occupancy Live-L(1b-11H1)I 0 Soil-H(pM 0 I Soil-H(lb-full) 0 Seismic(Ultimate)-E(Ibdtfft)� 3381 1 Wind-W(Ib-Nh>' 2277 Note that these totals represent theunfactore forces at the mid-height of the wall includin the self wt of the wall(this spreadsheet automatically calcs wall self wt).P-0 effects have not been accounted for.These forces can be overridden by entering your own mid-height axial loads and moments determined from hand calculations. You will still have to enter information describing the loads so[hat[he proper ft, h and h load factors are properly applied. Remember to enter the loads unfactored and include the self-weight of the section of wall being analyzed. J � Wall Parameters Wall Height Between Supports(11)_334 (Not including parapet) Parapet Height(11) 5.5 This is used to Cale the seff-weight of the wall only) Reber Dia(in) A inz Total Wall Height(11) 39.5 The width of the pier doesn't affect the structural 3 0 375 0.11 Concrete Strength Pc(psi) 5000 design since loads are input per linear fool Pier q 0-500 0.20 width is for your reference so you can track your Concrete Unit Weight(pcQ 150 IcsIculations,This SL9M calculate the actual numbn 5 0.625 0.31 Reber Yield Stress fy(psi) 60000 101 bars required within the pier width you input 6 0.750 0.44 Per ACI 14.3.6 lateral Width of Pier Being Designed(11)1j(Widlh of pier.or enter 1111 for analyzing unit width) 7 0.875 0.60 ties need not be Total Wall Thickness(in), 1.5 8 1.000 0.79 provided where vert rein is not req'd as Depth of Reveal(in) 0.75 65 9 1.129 1.00 :--- ------ - ---- - compression reinf. - Structural Thickness(in) 6.75 =Total Thk-Reveal Depth 10 1.270 1.21 walls designed using this (1)or(2)Layers of Reinf? 2 9K 11 1.410 1.56 method do not need to have confinement steel. Vert Reber Site 5 0.31 inz 0.625 in But in many cases is sh71 Vert Rebar o.c.Spacing(In) 9 Qi advisable,particularly with 2layers of rebac As per foot(inz/ft) 041 I(This is the area of tension steel only) --7 Total As in Pier(In°) 0.41 (This is the area of tension steel only) I Number of Bars within Pier(Ea Face) 1.33 ACI Min Cava Rectments Are You Providing Confinement Ruinl7 YES Exposed to Weaffirr.95&Smaller-1 1IY Confinement Reber Site:: 3 ' 0.375 in #6 R Larger-2- Conc Cover at Ext Side of Wall Exp to Weather/Earth(in)� 1 Not Ekp08etl to Weather:pt 1 &Smaller=3/4" Conc Cover at Int Side of Wall Not Exp to Weather/Earth(In)^J) Venty C-rwN Ain Depth to Tension Rebar=d(in) 4.0 (w/2layers of rebar,d=Strut Width-Max Cover-Confine -1l2 Vert¢) hand talcs also Min Vertical Steel Ratio-pv min 0.0025 (pv min may be reduced if the shear force is low.See ACI 21.7.2) Actual Vertical Steel Ratio-p. 00091 OK Based on total wall thk not strut Ihk=(Reber A`#Layers/Spacing)/(Total Thk Min Tensile Flexural Reinf 1=As min 1(inz/ft) 0.21 OK �LVerl Spcg Min Tensile IF Reinf 2=As min 2 QntAl) 0.20 ()x S - p 0.0069 =As per ft/(12'd) • • r~ d. strut Thk pmax=0.6 pb=0.6'0.85'pi'fc/fy'87000/(87000+1y), 0.0201 gK Ec(psi) 4030509 jS 57000'sqrt(f c) Es(psi) 2900000 • - • n - 7-.2 ~,=Es/Ec • • •_ -T I zw(in) 12 12" Ag(In"IR) Of =Struc Thk'12 I 0.06 Pc(psi). 300 Plot Width=bw J (in) Wall Ht'12 (lr 0.8 lg(elft). 30B '=1112'12'Slruc Thk' fir(psi) 530 =7.5'sgrt(Pc) J yt(in) 3.375 r=Struc Thk/2 Mcr(lb4n)�00M !=fr'Ig/yt .c/150(in) 2.72 i Job Name=Arlington Casting Job Number=2200333.2 J Wall Type=15 Wall Description=Man Door J _1 J .1 J J 2 O + + 1 O 0 O + (n rn J = O O + p + + ❑ N � � + + + + O + O ❑ ❑cli N ❑ � N O 0 II II 11 II II II II II Load Load Load Load Load Load Load Load '/1$CE IBC-2012 Combo Combo Combo Combo Combo Combo Combo Combo 12.4.2.3 16-1 16 2 16 3(a) 16 3(b) 16 4 16-5' 16-6 16-7' D 1.4 1.2 12 1 2 1.2 1.352 0.9 0.748 S 0 0.5 1.6 1.6 0.5 0-7 0 0 U 0 0 0 0 0 0 0 0 L 0 1.6 0.5 0 0.5 0.5 0 0 M 0 1.6 0 0 0 0 �1.6 1.6 E 0 0 0 0 0 1.o 0 1.0 W 0 0 0 0.5 1 0 1 0 Factored Axial Load at Mid Ht=Pu QWR) 5219 4914 5883 5883 4914 5657 3355 2788 Faclored Applied Moment at Mid Ht=Mua(lb-InI 1888 3022 6112 19774 30346 44360 ( 28537 41579 Pu/Ag'7r 64 61 73 73 61 70 41 34 Vert Stress at Mid-Ht Wall ok?Pu/Ag<0.06 fc? OK OK OK OK OK OK OK OK OK Ase(in)=(Pu(h/2d)+As•fy)/ 0.47 0.47 0.48 0.48 0.47 0.47 0.45 0.44 i a(in)=(Ase'ly)/(&85'fO'Iw) 0.55 0.55 0.56 1 0.56 0.55 0.56 0.53 0.52 CU=C ULTIMATE=a/P) 0.69 0.68 0.70 I 0.70 0.68 0.70 0.66 0.65 Icr u(in4)=Icr ULTIMATE=n•Pse'(d-Cu)'+1/3'iw'Cu1 62.15 61.82 6288 62.86 61.82 62.63 60.08 59.44 Nu(lb-in)=Mua/(1-(5 Pu'Lc2)/(0.75'48'Ec•Icr))= 3642 5556 13193 42682 55778� 92046 41984 56885 Mn(lb-in)=Ase•fy'(d-812) 131051 130136 133041 133041 j 130136 { 13236 125447 123737 Cu/d 0.14 0.14 0.14 0.14 0.14 I 0.14 0.13 0.13 =0.23+0.25/(Cu/d 0.90 0.90 0.90 0.90 0.90 0.90 0.90 1 0.90 �Mn(lb4rl 117946 117123 119737 119737 117123 119127 112902 111363 �Mn>Mcr _QK QI( PA gK OK Mu/ 3% 5% 11% 36% 48% 77% 37% 51% ' SITIV �Mn>Mu? OK OK OK l OK I OK OK I OK OK OK N + �j W 3: + + O IR U) W + + + + + + Job Name=Arlingto, J J J J J Job Number=2E+06 + + + + + + ❑ ❑ ❑ ❑ Wall Type=15 II II II I II < < < < < ¢ Wall Description=Man Doc 1 1 1 1 1 1 1 0 0 0.5 1 1 Lf 0 0 0 0 0 0 L 1 1 1 1 1 1 H 1 1 1 1 1 1 E 0 0 0.70 0 0 0.70 W 0 0.6 0 0.6 0.3 0 Axial Load al Mid Ht=Ps(IW11) 4609 3728 3728 4168 4609 4609 Applied Moment at Mid HI=Msa Qb4pU11) 4157 17742 29748 19147 12354 32557 Ase(in)_(Ps+As'fy)/ly 0.49 0.47 0.47 0.48 0.49 0.49 k=Sgrt((n'P)2+2•n'p)•n-p 0.269 0.269 0.269 0.269 0.269 0.269 CE=C ELASTIC=k•d 1.33 1.33 1.33 1.33 1.33 1.33 Icr E(in4)=Icr ELASTIC=n'Ase•(d-CE)2+1/3'ow'C[ 54.91 53.53 53.53 54.22 54.91 54.91 Mi=Msa[lb-in) 4157 17742 29748 19147 12354 32557 lei(in4)_{(Mcr/M)3•Ig+(1-(Mcr/M)')'Icr E)<19 308 308 308 308 30B 308 M2(lb-in)=Msa/(1-(5•Ps'Lc2)/(48•Ec•let)) 4444 18718 31384 20332 13206 34800 lee(104) 308 308 308 308 308 308 M3 Qb•In) 4444 18718 31384 20332 13206 34800 le3(11 308 308 308 308 308 308 M4 Qb•in) 4444 1B718 31384 20332 13206 34800 lei(In4) 308 308 308 308 308 308 M5Qb•ht) 4444 18718 31384 20332 13206 34800 les(InI 308 308 308 308 308 308 M6 Qb4n) 4444 18718 31364 20332 13206 34800 les QM) 308 308 308 308 308 308 M7(Ib4n) 4444 18718 31384 20332 13206 34800 le7 01`14) 308 f 308 308 308 30B 308 .c/150(in) 2.72 2.72 2-72 2.72 2.72 2.72 As(in)_(5'MP Lc2)/(48'Ec'let) 0.06 0.26 0.44 0.28 0.18 I E+S is IT OK OK OK OK OK OK OK Job Name = Arlington Casting Job Number = 2200333.2 Wall Type = 16a Wall Description = Man-10' Door Wall Ht= 34 ft Wall Weight at Mid Height b = 13.4 ft Wt of Concrete= 150 pcf c = 7 ft Wall Thickness= 7.5 in. e = 5.67 ft Concentric Load= 2494 plf d = 27 ft Seismic Fp=.4Sd*= 0.304 Wp a = 6.7 ft a = b/2 I Roof Weight Joist Span= 45 feet i Dead Load= 12 psf d Snow Load= 25 psf Live Roof= 20 psf I Live Floor= 0 psf eccentricity 6.375 inch equiv DL= 589.21652 plf I equiv SL = 1227.5344 plf c equiv Lr= 982.02753 plf equiv ILL = 0 plf J b e Equivalent Wind and Seismic Load P wind = 27.0 psf P seismic= 28.5 psf 1 P wind equiv = 58.9 psf P seismic equiv= 59.4 psf J _ l J J J J J J Alternate Concrete Slender Wall Design(A Cl 318-14 Sect 14.8) �'r� If you need to make modifications Job Name=Arlington Casting � to any other pad of the Job Number=3200333.20 dWA Q W V r spreadsheet besides the yellow � cells the password is"save" Wall Type= 16a Wall Description=Man-10'Door See ACI 14.8.2.5 for WL DESIGN SUMMARY distribution of Wall HI Btwn Supports(h) 34 concentrated forces WE Total Wall Ht w/Parapet(R) 39.5 MT ^ Total Wall Thickness(in) 7.5 of Reveal Depth(in) 0.75 structural Structural Thickness(in)' 6.75 thickness - Pier Width(f0i 5.67 Number of Bars Ea Face(or at 11.00 Center)of Pier D=Dead Load P Concrete Strength(PSIL 5000 S=Snow Load (2)Layer Lr=Roof Live Load Rei lorcemont 05 Rabar@ L=Occupancy Live Load 6"o.e. H=Soil Load Max OslNtaon L/662 E=Seismic Load(Ultimate) %of FlexuralCspadgl! 83% W=Wind Load 1 4 Me Hand Input Potential Hand Input OK AQDlied Loads Output S Whet is the oontrolling type of roof load?Snow or Roof Live Load?(Enter"S"or"Lr") NO NB you applying occupancy live loads for places of public assembly,or live loads in excess of 100 psf,or parking garage live loads?(YES:fi=1.0,NO:fi=0.5) YES Do you have a roof conflp that prevents snow from shedding off the structure?(YES:f2=0.7,NO:f2=0.2) YES its the design snow(tied IeS than or equal to 30 psf? 0.760 !Selsmic;Sds fi= 0.5 f2= 0.7 Uniform Concentric Applied Loads(We) Dead•D(ptl)r 2494 (Irbulary wall weight al midheight) Snow-S(plf) 0 Roof Live-Lr(pIQ 0 Occupancy Live-L(plf) 0 Soil-H(plf) 0 Uniform Eccentric Applied Loads(WE) Moment at Mid-Ht(lb-fl/fl)=112 Moment al Top(lb-ft/ft)=WE e Eccentricity(in) MTOP 6.375 Dead-D(plf) 589.2165167 D=' 313 D 157 �— Snow-S(plf) 1227.53441 S� 652 S= 326 I Roof Live-Lr(plf) 98Z0275278 Lr�� 522 I Lr= 61 Occupancy Live-L(plf) 0 L=r _0 L- 0 Soil-H(plf)t:0� H=+_ 0 H=~ 0 .--. Moment @ Mid-Ht(Ib-ft/ft)=112 Uniform Moments Applied (MTOP) (MeoT) (MTOP+MBOT) _ The uniform moments applied to Dead.D(lb•IUII) 0 0 D— 0' the lop and bottom of the wall Snow-S(lb•IUII) 0 0 S=; 0 can be used to model loads from Ib•It/lt 0 0 Lr= 0 a wall above or below,or to Roof Live-Lr ( ) , model lateral parapet forces Occupancy Live-L(lb-ft/ft) 0 0 L== 0 Enter oosafWe 0trs to Soil-H(Ib-ft/ft) 0 0 H= 0 increase the moment induced at Seismic(Ultimate)-E Qb•ttM) 0 •7893 E_ -3946 1 the mid-height of the wall being designed and aeoetive numbers Wind-W(lb-fl/fl)i 0 -10685 W= -5343 1 to reduce the moment. Note that soil forces are not allowed to counteract wind or seismic forces. In addition,soil forces that counteract other forces are not allowed to be factored and should be accounted for in hand Moment @ Mid-Ht(Ib-fl/ft)=118 Equivalent Uniform Lateral Applied Loads(P) PLz Seismic(Ultimate)-E(psf) 5— E_ 8583 Wind-W(psf)` 58.9 J W=�8514 Total Uniform Atrial Load at Mld•Hefgbl OWN Total Uniform Moment at Mid-Height of Wall Dead•D(ply _61g2—� Dead-D(lb-ft/ft)( Snow•S(pff) 1i2 _I Snow-S(lb-ft/ft), 326 r Roof Live-Lr(plf) 98T Roof Live-Lr(Ib-fl/fl)� 261 Occupancy Live-L(plf), 0 Occupancy Live-L(Ib-ft/ft)! 0 t Soil-H(pl f) 0 Soil-H(lb-ft/fl)1 0 Seismic(Ultimate)-E(lb-ft/ft)l 4637 Wind-W(lb-fUft) 3172 Note that these totals represent the unfactore forces at the mid-height of the wall inclu in the self wt of the wall(this spreadsheet automatically talcs wall self wt).P-d effects have not been accounted for,These forces can be overridden by entering your own mid-height axial loads and moments determined from hand calculations. You will still have to enter information describing the loads so that the proper N, h and h load factors are properly applied. Remember to enter the loads unfaclored and include the self-weight of the section of wall being analyzed. Wall Parameters r I Wall Height Between Supports(ft) 34 (Not including parapet) Parapet Height(tl); 5.5 1 This is used to Cale the sell-weight of the wall and Reber Oka, A(in 2) Total Wall Height(11) 39.5 The width of the pier doesn't affect the structural 3 0.375 1 Oil design since loads are input per linear tool Pier Concrete Strength fc(psi)V 5000 4 0.500 020 width is for your reference so you can(rack your Concrete Unit Weight(pc1)' 150 Calaulallons This d(=calculate the actual nu 5 0.625 031 Fl Reber Yield Stress fy(psi) 60000 of bars required within the pier width you input- 6 0.750 0.44 I Per ACI 14.3.6 lateral Width of Pier Being Designed(It) 1 ,(Width of pier,or enter 1 It for analyzing unit widfh) 7 0.875 0.60 lies need not be Total Wall Thickness(in) 7.5 8 1.000 0.79 provided where van(Oint Depth of Reveal(in) 0.75 65 9 1A28 1.00 is not req'd as — — - compression rein[ Thus Structural Thickness(in) 6.75 -=Total Thk-Reveal Depth 10 1 270 1.27 walls designed using this (1)or(2)Layers of Reinf? 2 jQIS _ 11 1 410 1 56 method do not need to have confinement steel. Vert Reber Stu: 5 0.31 inz 0.625 in But in many cases is 81i11 Vert Reber o c.Spacing(in) io advisable.,particularly z As Per foot(in/fl) 0.60 with 2layers of rebar. 1(ihlsis the area of tension steel only) —t Total As in Pier(in z) ~(TIMS.is the area of lens mn steel only) I Number of Bars within Pier(Ea Face) 1.94 ACI Min Cover Regments: Me You Providing Confinement Rekil7 YES Exposed to Weather 05&Smaller 1 112' Confinement Reber Size 3 0,375 in R6&larger-7' Cone Cover at Exl Side of Wall Exp to Weather/Earth(in)' 1.125 Not Exposed to Weather:pit &Smaller=3/4" I Cone Cover at In[Side of Wall Not Exp to Weather/Earth(in) 1 V6Ny"d"with Mal Depth to Tension Reber=d(in)~ 4.9 J(wf 2 layers of rebar,d=Struc Width-Max Cover-Confine -1/2 Vert�) hand talcs also Min Vertical Steel Ratio-pv min 0.0026 (pv min may be reduced if the shear force is low.See ACI 21.7.2) Actual Vertical Steel Ratio-pv 0.0132 :OK Based on total wall thk not strut lhk=(Rebar A #Layers/Spacing)/(Total Thk Min Tensile Flexural Reinf 1=As min 1(inz/ft)' 0.21 OK Min Tensile Flexural Reinf 2=As min 2(in z/ft)' 0.20 'OK �lVert Speg l p 0.0101 i-Asperft/(12'd) �_ je pmax=0.6 pb=0.6'0.85"Pi`fc I fy`87000/(87000-fy) 0.0201 ;Q$. Ec(psi)4636666 J=57000'sqrt(fc) _ Es(psi) 2900M • • • d n 7 2 =Es/Ec • • •- 1 iw(in), 12 )�12" Ag(in)111) 81 j=Struc Thk'12 0 06 Pc(psi) �300 Per Width=bw .c(in) 408 =Wall Ht'12 P1 r 0.8 fg(in4l1t) 308 =1/12'12'Struc Thk' fr(psi)� 530 =7.5'sgrt(fc) _I yl(In) —3 375 =Struc Thk/2 Mcr(lb-in) 48326 =fr'Ig/yt .c 1150(in)I 2.72 OK Job Name=Arlington Casting Job Number=2200333 2 1 Wall Type= JI Wall Description=Ma Man10'Door J .1 J J J o N i o J O J } + 6 + + O O O } + 2 O D J + + J J w tD t0 > cj 3: fn > N + } + + + + O O O N o 0 Load Load Load Load Load Load Load Load 'ASCE IBC-2012 Combo Combo Combo Combo Combo Combo Combo Combo 12.4.2.3 16-1 16-2 16-3(a) 16-3(b) 16A 16-5' 16-6 16-7' A 14 1.2 1.2 12 1.2 1.352 0.9 0.748 51 0 0.5 1.6 16 0.5 0.7 0 0 0 0 0 0 0 0 0 0 L 0 1.6 0.5 0 0.5 0.5 0 0 H 0 1.6 0 0 0 0 1.6 1.6 E 0 0 0 0 0 1.6 0 1.0 W 0 0 0 0.5 iI 1 0 1 0 Factored Axial Load at Mid HI=Pu(lbllt) 7269 6845 8195 8195 6845 7879 4673 3884 Factored Applied Moment at Mid Ht=Mua(lb-INIt) 2629 4210 8514 27544 42270 60920 39750 57047 P./Ag(pM 90 85 101 101 85 97 58 48 Vert Stress al Mid-Ht Wall ok?Pu/Ag<0.06 Pc? OK OK OK OK OK OK OK OK OK Ase(in2)_(Pu(h/2d)+As'ly)/( 0.60 0.67 0.69 0.69 0.67 0.69 0.65 0.64 a(in)=(Ase*fy)/(0.061e*4 0.80 0.79 1 0.81 0.81 0.79 0.81 0.76 0.75 Cu=C ULTIMATE=a/pf 1.00 0.99 1.01 1.01 0.99 1.01 0.95 0.94 Icr u(in4)=Icr ULTIMATE=n'Ase'(d-CU)2+1/3'aMCtrx 79.74 79.38 L 80.5 _80.50 79.38 80.24 77.55 76.86 Nu(lb-in)=Mua/(1-(5 PIT'Lc2)/(0.75'48'Ec'Icr))- 5512 8330 20465 66207 83636 139500 _ 60751 80332 Mn(lb-in)=Ase'ly-(d-el2) 184724 183521 187339 187339 183521 186448 177347 175092 Cu/d 0.20 020 0.21 0.21 0.20 0.20 1 0.19 0.19 =(123+0.25/(Cu Gd) 0.90 0.90 0.90 0.90 _ 0.90 0-90 0.90 0.90 4Mn Qb-M) 166252 165169 168605 I 168605 165169 167804 159612 157583 4Mn>Mcr' OK Q OK OK OK OK OK 4 _ __- 512 83 POSITIV Mu #d 3 5% 1 % MnMn>MIT �OK OK O% OK 0K aK OK N + m n 3 + + + + + + + + Job Name=Arlingto J J J J J J + + + + + + Job Number=2E+06 o 0 M Wall Type=16a u n u n II II < < < < < < Wall Description=Man-10'I 0 1 1 1 1 1 1 $-1 0 0 0.5 1 1 IS 0 0 0 n 0 0 L 1 1 1 1 1 1 H 1 1 1 1 1 1 E 0 0 0.70 0 0 0.70 W 0 0.6 0 0.6 0.3 0 Axial Load at Mid Ht=Ps('bllf) 6420 5192 5192 5806 6420 6420 Applied Moment at Mid Ht=Msa(Ib-") 5791 24714 40828 26670 17209 44740 Ase(in)=(Ps+As'ry)/fy 0.70 0.68 0.68 0.69 0.70 0.70 k=Sgrt((n'p)2+2`n'p)-n'p 0.315 0.315 0.315 0.315 _0.315 0.315 CE=C ELASTIC=k'd 1.55 1.55 1.55 1.55 1.55 1.55 Icr E(in4)=Icr ELASTIC-n'Ase'(d-CE)2+1/3'.w'CE 7288 71,19 71.19 72.04 1 7288 72.BB Mi=Msa(lb-in) 5791 24714 40828 26670 17209 44740 lei(in4)={(Mcr/M)''Ig+(1-(Mcr/M)3)'Icr E)<19 30B 308 308 308 308 308 M2(lb-in)=Msa/(1-(5'Ps'Lc2)/(48'Ec'191)) 6362 26650 44025 29028 18907 49155 Ie2 Qn4) 308 30B 308 308 308 296 M3 Qb-In) 6362 26650 44025 29028 18907 49347 1e3Qn4) 308 308 308 308 30B 293 M4(lb4n) 6362 26650 44025 2902E 18907 49392 1e4(In4) 308 308 308 308 308 293 M5(lb4n) 6362 26650 44025 29028 18907 49402 ley(In4) 308 308 308 308 308 293 M6(Ib-lin) 6362 26650 44025 29028 18907 49405 1e6(M4) 308 308 308 308 308 293 M7(tb4n) 6362 26650 44025 29028 18907 49405 le7(M4) 308 r 308 308 30' 308 293 7 c/150(In) 2J2 I 2.72 - 2.72 2.72 2.72 2.72 - As(in)_(5'M7'Lc2)/(48'Ec'101) 0.09 0.37 0.62 0.41 0.26 E+S is N/ OK OK OK OK OK OK OK Job Name = Arlington Casting Job Number = 2200333.2 Wall Type = 16b Wall Description = 10' Door Wall Ht= 34 ft Wall Weight at Mid Height b= 10 ft Wt of Concrete= 150 pcf c= 12 ft Wall Thickness= 7.5 in. e= 5.00 ft Concentric Load= 2109 plf d = 22 ft Seismic Fp=.4Sd*= 0.304 Wp a= 5 ft a = b/2 Roof Weight Joist Span= 45 feet Dead Load= 12 psf d Snow Load= 25 psf Live Roof= 20 psf Live Floor= 0 psf eccentricity 6.375 inch equiv DL= 540 plf equiv SL = 1125 plf c equiv Lr= 900 plf equiv LL= 0 plf b e Equivalent Wind and Seismic Load_ P wind = 27.0 psf P seismic= 28.5 psf P wind equiv = 54.0 psf P seismic equiv= 50.3 psf Alternate Concrete Slender Wall Design(ACI 318-14 Sect 14.8) Ilf you need to make modificalions Job Name=Arlington Casting rim_ to any other part of the spreadsheet besides the yellow Job Number=2200333.20 Q cells the password is"save" Wall Type= 16b Wall Description=110'Door See ACI 14.8.25 for W DESIGN SUMMARY e distribution of Wall Ht Btwn Supports(ft)� 34 concentrated forces - - WE Total Wall Ht wl Parapet(it) 39.5 MT ^ Total Wall Thickness(in) 7.5 @ r \W of _ Reveal Depth(in); 0.75 structural —~� Structural Thickness(in)' 6.75 thickness — Pier Width _ 5.00 at, Number of Bars Ea Face(or at, s.00 Center)of Pier D=Dead Load P Concrete Strength(ps)' 5000 S=Snow Load — (2)Layer Lr=Roof Live Load Reinforcement #5 Rebar @ L=Occupancy Live Load — B" H=Soil Load Max Deflection L 1 784764 E=Seismic Load(Ullimate) %of Flexural Capacity 87% W=Wind Load Me L Hand Input Potential Hand Input OK aanlied Loads Output S hat is the controlling type of roof load?Snow or Roof Live Load?(Enter"S"or"Lr') NO Are you applying occupancy live loads for places of public assembly,or live loads in excess of 100 psf,or parking garage Ove loads?(YES:h=1.0,NO:fi=0.5) YES Do you have a tooPMO@ IIfs1 plsvenat snow from shedding off the structure?(YES:f2=0.7,NO:f2=(12) YES Is the design snow load less than or equal to 30 psf? 0.760 Irft Sds h= 0.5 f2= 0.7 Uniform Concentric Applied Loads(Wc) Dead-D(plf) 2109 (tributary wall weight at midheight) Snow-S(plf) 0 Roof Live-Lr(plQ 0 Occupancy Live-L(plf) 0 Soil-H(plf) 0 Uniform Eccentric Applied Loads(WE) Moment at Top(lb-fUft)=WE`e Moment at Mid-Ht(Ib-fllft)=112 Eccentricity(in)' 6.375 MTOP Dead-D(plf)r 540 D- 287 D= 143 Snow-S(pit) 1125 _ S 598 -� S=I 299 Roof Live-Lr(pit) 900 Lr= 478 Lr= 239 Occupancy Live-L(pIQ, 0 L= 0 L=1 0 Soil-H(plf)�0 H=` 0 H=L_ 0 Momenl @ Mid-Ht(lb-ft/ff)=1/2 Uniform Moments Applied (MTOP) (MeoT) (MTOP+MBOT) The uniform moments applied to Dead-D(Ib-10) 0 0 D= 0 ,the lop and bottom of the wall Snow-S(lb-ItNt) 0 0 S=�6 can be used to model loads from Roof Live-Lr ph-IVII apet forces 0 0 Lr�' 0 a wall above or below,or to model lateral par Occupancy Live-L(Ib-ft/ft)j 0 0 L=1 0 Enter DoWive numbers to Soil-H(lb-fUft) 0 0 H=' 0 increase the moment induced at the mid-height of the wall being Seismic(Ultimate)-E(lb-fUft) 0 -6689 - E_ -3345 designed and no*Wve numbers Wind-W(lb-fUft) 0 -9793 W 4896 to reduce the momen 1. Note that soil Farces are not allowed to counteract wind or seismic forces. In addilion,soil forces Ihat counteract other forces are not allowed to be factored and should be accounted for in hand Moment @ Mid-Ht(Ib-ft/ft)=1/8 Equivalent Uniform Lateral Applied Loads(P)_ PLz Seismic(Ultimate)-E(psf)r 50.3 E 7274 Wind-W(psf) i54.0 W=, 7803 Total Uniform Axial Load at Mid-Height of Wall Total Uniform Moment at Mid-Height of Wall Dead-D(plo 4759 Dead-D(lb-11/11)^ 143� Snow-S(plf) 1125 Snow-S(lb-IVII) 299 Roof Live-Lr(plf)' 900 1 Roof Live-Lr pb-fVtt)r 2399 Occupancy Live-L(plo, 0 Occupancy Live-L(lb-I01), 0 Soil-H(plo Soil-H(lb-Itfh)' 0 Seismic(Ultimate)-E(Ib•IVft), 3930 Wind-W(lbdVft)- 2907 Note that these totals represent the unfactoe forces at the mid-height of the wall including the self wt of the wall(this spreadsheet automatically talcs wall self wt).P-A effects have=been accounted for.These forces can be overridden by entering your own mid-height axial loads and moments determined from hand calculations.You will still have to enter information describing the loads so that the proper h, h and h load factors are property applied. Remember to enter the loads unfactored and include the self-weight of the section of wall being analyzed. • Wall Parameters • Wall Height Between Supports(ft)- 34 >.(Nd including parapet) Parapet Height(ft) This is used to talc the seil-weight of the wall only) Reber Dia(in) A inZ Total Wall Height(ft) 39.5 The width of the pier doesn't affect the structural 3 0 375 Oil Concrete Strength Pc(psi) 5000 design slow loads are input nor linear toot. Pier q 0.500 0.20 Width Is for your reference so you can[rack your Concrete Unit Weight(pcf) 150 ealculallons.This aM calculate the actual numb 5 Q625 0.31 Reber Yield Stress fy(psi) 60000 of bars required within the pier width you input. 6 0.750 0 44 I Per ACI 14.3.6 lateral Width of Pier Being Designed(ft) 1 ,(Width of pier.or enter 1 it for analy8ng unit width) 7 0.875 0.60 lies need not be Total Wall Thickness(in) 715 8 1.000 0.79 provided where vert reinl Depth of Reveal(in) 0.75 68 9 1.128 1.00 is not req'd as compression reinf. Thus Structural Thickness(in) 6.75 —1=Total Thk-Reveal Depth— 10 1.270 I 1.27 walls designed using fhi. (1)or(2)Layers of Reinf? 2 IQK 11 1.410 1.56 method do not need to haw confinement steel. Vert Reber Size 5 0.31 N= 0.625 in --r But in many cases is stlll Vert Reber o.c.Spacing(in) 7.5 (QK advisable,particularly z _ with 2layers of rebar. As Per foal(in/f[) 0.48-_ (Thlt is the area of tension steel only) Total As in Pier(in) 0.49 )(fits is the area of tension steel only) Number of Bars within Pier(Ea Face) 1 0 ACI Min Cover Reqments Are You Providing Confinement Reinf?I YES Exposed to Weather N5&Smaller-1 112" Confinement Reber Size 3 0.375 in 46&t arger-2' Cone Cover at Ext Side of Wall Exp to Weather/Earth(in) 1.125 Not Exposed to Weather:F11 &Smaller=3/4" Cone Cover at Int Side of Wall Not Exp to Weather/Earth(in) 1 Verify"d"with Depth to Tension Rebar=d(in) 4,Or (W 2 layers of rebar,d=Slruc Width-Max Cover-Confine -112 Vert�) hand talcs also Min Vertical Steel Ratio-pv min O.00�b1 (pv min may be reduced if the shear force is low.See ACI 21.7.2) Actual Vertical Steel Ratio-pv r 0.0109 O. Based on total wall thk not strut thk=(Rebar A p Layers/Spacing)/(Total ThX Min Tensile Flexural Reinf 1=As min 1(inz/ft) 0-21 tQ� ,yerl S Pcq Min Tensile Flexural Reinf 2=As min 2 inz/it) 0.20 y 1 � I_Str-�C p 0.0083 =As per ft/(12'd) . • •_ Pmax=0.6Pb=0.6'0.85'p1-fc/fy'87000/(87000+fy)r 0.0201 'OK Ec(psi) 4IX(O OD =57000"sgrt(Pc) Td Es(psi) 5—m—�� • • •n 7.2 �=Es/Ec iw(in) 12 1-12" Ag(inz/ft)8 i=Slruc Thk'12 0.06 rc(psi) 3OD Par Width=bw .c(in)-408--4:=Wall Ht-12 01 0 8 Ig(in'/ft) ';4, =1112'12'Struc ThO fr(psi) tiIo =l,5'sq(t(rc) _ I yt(in) 14ucThk/2 1 Mcr(lb-in) 411 r =fr'Ig/yt .c/150(in) 412 OK Job Name=Arlington Casting Job Number=2200333.2 Wall Type=l6b Wall Description=10'Door J J J J J J N J } + u W Lu O + + O O O + n CO + 2 O O _ ❑ + J J J + +N ❑^ n i(t + + N N + } + + + + O C) N O O ❑ ❑ m V N N N N _ O II II II II II II II II :D 7 Load Load Load Load Load Load Load Load 'A$CE IBC-2012 Combo Combo Combo I Combo Combo Combo Combo Combo 12.4.2.3 16-1 16-2 16-3(a) 16-3(b) 164 16-5' 16-6 16-7' D 1.4 1.2 1.2 1.2 1.2 1.352 0.9 0.748 6 0.5 1.6 1.6 0.5 0.7 0 0 0 0 0 0 0 0 0 0 L 0 1.6 0.5 0 0.5 0.5 0 0 H 0 1.6 0 0 0 0 1.6 1.6 E 0 0 0 0 0 1.0 0 1.0 W 0 0 0 0.51 0 1 0 Factored Axial Load at Mid At=Pu(IbIft) 6662 6273 7511 7511 6273 7221 4283 3560 Factored Applied Moment at Mid Ht=Mua(lb-InfIQ 2410 3858 7803 25243 I 38739 51995 36430 48445 r- Pu/Ag(ps0 82 77 93 93 77 89 53 44 Vert Stress at Mid-HI Wall ok?Pu/Ag<006 fC7 OK OK OK OK OK OK OK OK OK Ase(ins) As'fy)/ly 0.57 0,56 0.5 00.58 0.56 0.57 0.54 0.53 a(in)=(Ase'fy)/(O.OWF0'IW) 0.67 0.66 0.6E 0.68 0.66 0.67 �681.68 .63 0.63 CU=C ULTIMATE=a/p1 0.83 0.83 0.85 0.85 0.83 0.84 .79 0.7B Ilcr u(in4)=Icr ULTIMATE=n'Ase'(d-CU)2+1/3'wPCt? 71.00 70.63 71,81 71.81 70.63 71.54 67.95 Nu(lb-in)=Mua/(1-(5 Pu'Lc2)/(0.75'48'Ec'Icr))= 5219 7866 19505 63099 78977 123521 56720 1_ 69255 Mn(lb-in)=Ase'fy'(d-812) 156569 155432 159042 159042 155432 158200 149597 147468 Cu/d 0.17 0.17 0.17 0.17 0.17 0.17 0.16 (06 ¢=0.23+0.25/(Cu/d)-0 20 0.90 0.90 0.90 0.90 0.90 0.90 0.90 �Mn(Ib4n) 140912 139889 143138 14313E 139889 142380 134638 1.32721 �Mn>Mcr7 OK 7 OK �( ._ g.K { OK si OK Mu/4w 7/. 6% 14% 44% ( 56Y. B7% 42% 52% IPOSITIV �Mn>Mu7 OK OK OK OK OK OK OK OK I OK 63 + , M o � + + J tp O + + + + + + Job Name=Arlingto, J J J J J J + + + + + + Job Number=2E+06 ❑ ❑ ❑ ❑ m ❑ Wall Type=16b II n n n II u < < < < < Wall Description=10'Door [) 1 1 1 1 1 1 1 0 0 0.5 1 1 Lr 0 0 0 0 0 0 L 1 1 1 1 1 1 H 1 1 1 1 1 1 E 0 0 0.70 0 0 0.70 W 0 0.6 0 0.6 0.3 0 Axial Load at Mid HI=Ps(IWIt) 5B84 4759 4759 5321 5884 5884 Applied Moment at Mid Ht=Msa(Ib4nflt) 5307 22650 34732 24443 15771 38318 Ase(in)=(Ps+As'fy)/fy 0.59 0.57 0.57 0.58 0.59 0.59 k=Sqrt((n•p)2+2'n'p)•n'p 0.291 0.291 0.291 0.291 0.291 0.291 CE=C ELASTIC=k'd 1.44 1.44 1,44 1.44 1.44 1.44 Icr E(in4)=Icr ELASTIC.=n'Ase'(d-CE)2+1/3',w'CO 63.80 62.15 62.15 62,97 1 63.80 6180 Mi=Msa(lb-in) 5307 22650 34732 24443 15771 38318 lei(in4)_{(Mcr/M)3 i Ig+(1-(Mcr/M)3)'Icr E}<19 308 308 308 306 308 308 M2(lb-in)=Msa/(1-(5'Ps'Lc2)/(48'Ec'le1)) 5783 24265 37209 26408 17186 41754 lee(04) 308 308 308 308 308 308 M3(Ib4n) 5783 24265 37209 26408 17186 41754 lea(In4) 308 308 308 308 308 308 M4(Ib4n) 5783 24265 37209 26408 17186 41754 le4(IM) 308 30B 308 308 308 308 M5(Ibdn) 5783 24265 37209 26408 17186 41754 le5(10) 308 308 308 308 308 308 M6(il►4n) 5783 24265 37209 26408 17186 41754 lec(04) 308 308 308 308 308 308 M7(Ib4n) 5783 24265 37209 26408 i 17186 4 41754 le7(in4) 308 308 308 308 308 308 c/150 pn) 2.72 z.72 2.72 2.72 2.72 2.72 As(in)_(5'Mi'Lc2)/(48'Ec'lw) 0.08 0.34 0.52 0.37 0.24 E+S is WA OK OK OK OK OK OK OK !� Job Name = Arlington Casting Job Number = 2200333.2 r Wall Type = 18 Wall Description = Dock Door "l Wall Ht= 34 ft Wall Weight at Mid Height I b= 9 ft Wt of Concrete= 150 pcf c = 10 ft Wall Thickness= 7.5 in. e= 2.25 ft Concentric Load= 4219 plf d = 24 ft Seismic Fp=.4Sd*= 0.304 Wp a = 4.5 ft a = b/2 Roof Weight Joist Span= 45 feet Dead Load= 12 psf d Snow Load= 25 psf i Live Roof= 20 psf — Live Floor= 0 psf eccentricity 6.375 inch equiv DL= 810 plf _ equiv SL = 1687.5 plf c equiv Lr= 1350 plf equiv LL = 0 plf J b e Equivalent Wind and Seismic Load P wind = 27.0 psf P seismic= 28.5 psf P wind equiv= 81.0 psf P seismic equiv= 76.1 psf I J J J Alternate'Concrete Slender Wall Design(AC1318-14 Sect 14.8) . If you need to make modifications Job Name Arlington Casting G to any other part of the Job Number=�2200333.20 spreadsheet besides the yellow Q = cells the password is"save" Wall Type= 18 Wall Description='Dock Door —J See ACI 14.8.2,5 for We DESIGN SUMMARY dishibution of Wall Ht Blwn Supports(0) 34 concentrated forces - WE Total Wall Ht w/Parapet unj 39.5 MT� Total Wall Thickness(" 7.5 fr of Reveal Depth!% 0.75 structural StM0kWWThkf Mts(4l t 6.75 thickness Pier Width(Mt 2.25 1 - — Number of Bars Elk FMO(Or 01; 700 C1nNr)of Flex' D=Dead Load I P Concrete Strength(psQ 5000 S=Snow Load (2)Layer Lr-Roof Live Load RoMforr m ent' 05 Reber L=Occupancy Live Load 4"o.ra H=Soil Load Max Deflection L/266 E-Seismic Load(Ultimate) - %of Flexural Capacl�l '077L W=Wind Load Me Hand Input Potential Hand Input OK ADDRed Loads Output S What is the controlling type of roof load?Snow or Roof Live Load?(Enter"S"or"Lr") NO !Are you applying occupancy live loads for places of public assembly,or live loads in excess of 100 psf,or parking garage live loads?(YES:fi=1.0.NO:ft=0.5) YES 06 you have a Md cmflg that pfetrlts snow from shedding off the structure?(YES:f2=0.7,NO:f2=0:2 YES 118 the design snow 1W to$than or equal to 30 psf? r 0.760 Isaismilo,Sds fi= 0.5 I 12 0.7 " Uniform Concentric Applied Loads(Wc) Dead-D(pit) 4219 (tributary wall weight at midheight) Snow-S(pit) 0 Roof Live-Lr(plf) 0 Occupancy Live-L(plf) 0 Soil-H(plf) 0 Uniform Eccentric Applied Loads(WE) Moment at Mid-Ht(lb-ft/FI)=1/2 Moment a[Top(lb-ft/ft)=We'e Eccentricity(in)'I 6.375 MTOP Dead-D(plf) 810 D= 430 �' D=I 215 Snow-S(plf) 1687.5 S=I ge8 S= 448 Roof Live-Lr(pl0 1350 Lr= 717 Lr=� 359 Occupancy Live-L(pl0 F_ 0 L= 0 L= 0 Soil-H(plf)i H 0 H=L_ _-0 Moment @ Mid-H((lb-fUft)-112 Uniform Moments Applied (MTor) (MeoT) (MTOP+MBOT) The uniform moments applied to Dead-D(lb-IIIIII)l 0 0 D=1 O the lop and bottom of the wall Snow-S(WdUll) 0 0 S_ 0 ran be used to model loads from -Lr Ib•Nft 0 0 Lr= 0 a wall above or below,or to Roof Live ( ) model lateral parapet Forces. Occupancy Live-L(lb-ft/ft) 0 0 L= 0 Enter powhya numbers to Soil-H(lb-FUft) 0 0 H= 0 increase the moment induced at the mid-height of the wall being Seismic(Ultimate)-E Qb-ft/ft)� 0 -9651 E= -0825 designed and flOQafive numbers Wind-W Qb-ft/fl) 0 -14108 1 W -7054—� IO reduce the moment. Note that soil forces are not allowed to counteract wind or seismic Forces. In addition,soil forces that counteract other forces are not allowed to be factored and should be accounted for in hand Moment @ Mid-Ht(lb-ft/ft)=1/8 Equivalent Uniform Lateral Applied Loads(P) PLrs Seismic(Ullimate)-E(pso,_ 76.1 E=f 10991 -' Wind-W(psf) 81.0 W=L_11705 J Total Uniform Axial Load at Mid-Haight of Wall Total Uniform Moment at Mid-Height of Wall Dead-D(plf) 7138 Dead-D(lb-ft/ft) 215 Snow-S(pll), 16881 Snow-S(Ib-fUft)�—448 Roof Live-Lr(pit),' 1350 Roof Live-Lr(Ib-ff/ft) 53i —i Occupancy Live-L(pit), 0 Occupancy Live-L(Ib-ft/ft)i 0 Soil-H(plf) _0 l Soil-H(lb-ft/ft)i 0 Seismic(Ultimate)-E(lb-[Uft)I 6165 Wind-W(lb-fUft)!_ A651 Note that these totals represent the unfactore farces at the mid-height of the wall includin the self wt of the wall(This spreadsheet automatically cafes wall self wt).P-d effects have not been accounted for.These forces can be overridden by entering your own mid-height axial loads and moments determined from hand calculations. You will still have to enter information describing the loads so that the proper R, f2 and h load factors are properly applied. Remember to enter the loads unfactored and include the self-weight of the section of wall being analyzed . I Wall Parameters -� Wall Height Between Supports(ft) 34 (Not including parapet) Parapet Height(ft) 5.5 1 ThIS IS used to calk the sell-weir ht of the wall ad Reber Dia(in) A inz Total Wall Height(ft) 39.5 The width of the pier doesn't affect the structural 3 0 375 0.11 —'design since loads are input oar Itnear foot. Pier Concrete Strength fc(psi)l 5000 width is for your reference so you can track your 4 0.500 0,20 Concrete Unit Weight(pcF) 150 calculations-This a446 calculatethe actual numbo 5 0.625 0.31 Rebar Yield Stress fy(psi)! 60000 of bars required within the pier width you input. 6 0.750 0_44 Per ACI 14.3.6 lateral Width of Pier Being Designed(ft)�'I- '(Width of pier.or enter 1 It for analyzing unit width) 7 0.875 0.60 ties need not be Total Wall Thickness(in) TA 8 1.000 j 0.79 provided where vert mini Depth of Reveal(in)' 0.75 9 1.128 1.00 is not req'd as — -- - compression reinf. Thus Structural Thickness(in) 6.75 �=Total Thk-Reveal Depth 10 1.270 1.27 walls designed using (1)or(2)Layers of Reinf?7_2 +9 11 1.410 1.56 method do not need to have confinement steel. Vert Reber Sizel 5 0.31 in' 0.625 in But in many cases is 81t1 Vert Reber o.c.Spacing(in), ItAT Ql advisable,particularly z with 2 layers of rebac As Per foot(in/fl)~0.95 +(Thf6is the area of tension steel only) Total As in Pier(inz) 0.95 1(ThK is the area of tension steel only) Number of Bars within Pier(Ea Face) 3—.i I ACI Min Cover Reqments: Are You Providing Confinement Reinf?� YES ZNot osed to Weather:1#5&Smaller-1 112" Confinement Reber Size 3 0.375 in I#6&Larger-2" Conc Cover at Ext Side of Wall Exp to Weather/Earth(in); 1.125 - posed to Weather:]#ll &Smaller=3/4" Conc Cover al Int Side of Wall Not Exp to Weather/Earth(in) 1 Vedfy"d'withJ-W Depth to Tension Reber=d(in) 4.9 (ad2layers of rebar,d=Slruc Width-Max Cover-Confine -112 Vert�) hand talcs also Min Vertical Steel Ratio-pv min' 0,00'- (pv min may be reduced if the shear force is low.See ACI 21.7.2) Actual Vertical Steel Ralio-pv 0.0212 OK Based on total wall thk not strut Ihk=(Reber A'#Layers/Spacing)/(Total Thk ------------------- Min Tensile Flexural Reinf 1=As min 1(in'/ft) 0.21 I Wart Spcg t Min Tensile Flexural Reinf 2=As min 2(inz/ft) 0.20 'kiZlf t k p 0.0161 As per fit/(12'd) R Slruc TM pmax=0.6 pb=0.6'0.85'pi'fc/fy'87000/(87000+fy) 0:0201 tO Ec(psi) 4030509 1=57000'sgrt(Po) —+ Es(psi) 29000p00 • • • d n_ 7.2 )=Es/Ec • • •_ n)�12=12" Ag(inz/ft) 81 =Slruc Thk'12 l 0.06 rc(psi) 300 Pier Width=Ow ` 1 (in) 408 Wall Ht'12 (3t 0.8 Ig(in'Ift) _309 =1112'12'Slruc Thk' Ir(psi) 53D I=7.5'sgrl(Pc) 1 y1(in) 3,376 t=Struc Thk 12 Mcr(lb-in) 48326]=fir'Ig 1 yl c 1 150(in) 2 72 rm Job Name=Arlington Casting Job Number=2200333 2 1 Wall Type=18 JWall Description=Dock Door .l J _J N + + O I O + i W O + n n J S O O + � + ❑ ❑ IR J J + N + 1 O ' CO + + + + O + p ❑ !J ❑ ❑ O N m o 1:5 II II II II II II II II Load Load Load Load Load Load Load Load 'ASCE IBC-2012 Combo Combo Combo Combo Combo Combo Combo Combo 12A.2.3 16-1 16-2 16-3(a) 16-3(b) 16-4 16-5' 16-6 16-7' D 1.4 1.2 1.2 1.2 1.2 1.352 0.9 0.748 $ 0 0.5 1.6 1.6 015 0.7 0 0 U 0 0 0 0 0 0 0 0 L 0 1.6 0.5 0 0.5 0.5 0 0 H 0 1.6 0 0 ) 0 0 1.6 1.6 0 0 0 0 0 1.0 0 1.0 w 0 0 0 0-5 1 0 1 0 Factored Axial Load at Mid Ht=Pu(Ih10) 9993 9410 11266 11266 9410 10832 6424 5339 Factored Applied Moment at Mid Ht=Mua QWinlfl) 3615 5788 11705 39608 61594 81248 58130 75924 Pu/Ag(p5q 123 116 139 139 116 134 79 66 Vert Stress at Mid-HI Wall ok?Pu/Ag<0.06 ro? OK OK OK OK OK OK .K OK OK Ase(in =(Pu(h/2d)+As'fy)/f 1.07 1.06 1.08 1.08 1.06 1.08 1.03 1.02 a(in)=(Ase'fy)/(0.85'felw) 1.26 1.25 1.27 1.27 1.25 1.27 1.21 1.19 Cu=C ULTIMATE=a/31 1.57 1.56 1.59 1.59 1.56 1.59 1.51 1.49 Icr U(in4)=Icr ULTIMATE=n'Ase'(d-CU)2+1/3'.W'CIU 102.63 102.30 103.33 103,33 102.30 103.09 100.6 99199 ,An(lb-in)=Mua/(1-(5 Pu'Lc2)/(0.75'48'Ec'Icr))= 8189 12252 31244 105730 130391 204507 91729 109451 Mn(lb-in)=Ase'fy'(d.012) 276218 274747 2T94121 279412 274747 278324 267180 264410 Cu/d 0.32 0 32 0.32 0.32 0.32 0.32 0.31 0.30 =0.23+0.25/(Cu/d 0.90 0.90 0.90 0.20 0.00 0.90 1D.90 0,90 �Mn(1"" 248596 247273 251470 251470 247273 250492 _ 240462 237969 �Mn>Mcr9 OK QK ON 1il jl OK OK Mu I TVA 3-/. 5% 12% 42% 53 �Mn>Md OK OK OK OK OK OK OK OK OK N r + + .J.. O o N cn N + + + + + + Job Name=Arlingtoi J J J + + + + + + Job Number=2E+06 ❑ ❑ 0 ❑ ❑ Wall Type=18 II II II II II II < < < < < < Wall Description=Dock Doi Q 1 1 1 1 1 1 S 1 0 0 0.5 1 1 It 0 0 0 0 0 0 L 1 1 1 1 1 1 H 1 1 1 1 1 1 E 0 0 0.70 0 0 0.70 W 0 0.6 0 0.6 0.3 0 Axial Load at Mid Ht=Ps(lb/rt) 8826 7138 7138 7982 8826 BB26 Applied Moment at Mid Ht=Msa(I 14A) 7961 36066 54377 38755 24703 59756 Ass(in2)=(Ps+As'fy)/ 1.10 1.07 1.07 1.09 1.10 1.10 k=Sqrt((n'p)2+2'n'p)-11-0 0.379 0,379 0,379 0.379 0.379 0.379 CE=C ELASTIC=k'd 1.87 1.87 1.87 1.87 1.87 1.87 Icr E(in4)=Icr ELASTIC=n'Ase"(d-CE)2+1/3'Zw'CB° 100.72 98.82 98.82 99.77 100.72 100.72 Mi=Msa(lb-in) 7961 36066 54377 38755 24703 59756 lei(in4)_{(Mcr/M)3 i Ig+(1-(Mcr/M)3)'Icr E)<Ig_308 30B 245 308 308 210 M2(lb-in)=Msa/(1-(5'Ps'Lc2)/(48'Ec'1e1)) 9082 40066 62157 43626 28182 72935 Ie2004) 308 308 197 30B 308 161 M3(lb4n) 9082 40066 64424 43626 28182 78214 le3(In4) 30B 308 187 308 308 150 M4(Ib4n) 9082 40066 65066 43626 28182 80098 le4(in4) 30B 308 184 308 308 146 Ms Qb•In) 9082 40066 65246 43626 28182 80730 le5(104) 308 308 184 308 308 145 M6(Ib411) 9082 40066 65296 43626 28182 80937 le6(In4) 308 308 183 308 308 145 M7(Ib•ln) 9082 40066 65310 43626 28182 81004 le7(In4) 308 308 183 308 308 145 c/150(In) 2.72 2.72 2.72 z.72 2.72 2.72 As(in)_(5'M7'Lc2)/(48'Ec'IV) 0.13 0.56 1.53 0.61 I 0-39 E+S is N/ OK OK OK OK OK OK OK Job Name = Arlington Casting Job Number = 2200333.2 Wall Type = 19 Wall Description = 12' door-3' pier 1 Wall Ht= 34 ft Wall Weight at Mid Height b = 12 ft Wt of Concrete= 150 pcf c= 14 ft Wall Thickness= 7.5 in. r� e = 3.00 ft Concentric Load= 4219 plf d = 20 ft Seismic Fp=.4Sd*= 0.304 Wp a = 6 ft a = b/2 Roof Weight Joist Span= 45 feet 1 i Dead Load= 12 psf 9 d Snow Load= 25 psf i Live Roof= 20 psf Live Floor= 0 psf 19 eccentricity 6.375 inch i equiv DL = 810 plf equiv SL= 1687.5 plf c equiv Lr= 1350 plf I' equiv LL= 0 plf J b e Equivalent Wind and Seismic Load P wind = 27.0 psf P seismic= 28.5 psf P wind equiv= 81.0 psf P seismic equiv= 67.8 psf J _1 J J J J J Alternate Concrete Slender Wall Design(AC1318-14 Sect 14.8) IIf you need to make modifications Job Name= dington Casting WEto any other part of the Job Number=2200333.20 © spreadsheet besides the yellow -- Dells the password is"save" Wall Type= 19 Wall Description=12'door-3'pier See ACI 14.8.2.5 for We DESIGN SUMMARY distribution of Wall Ht BRvn Supports(ft) 34 concentrated forces - — We Total Wall Ht w/Parapet fB) 39.5 MT ^ Total Wall Thickr»ss(in) 7.5 of Reveal Depth(In). 0.15 structural StmcturMThWin—(N)` 6.75 thickness 7 Pier Wfdth Off, 3.00 Number of Bars Ea Face(or at' 9.00 Center)of Pier, D=Dead Load P Concrete Strength(psi), 5000 S=Snow Load (2)Layer Lr=Roof Live Load Reinforcement! #5 Rebar @ L=Occupancy Live Load H=Soil Load Max Deflection L/445 E=Seismic Load(Ultimate) 1[oflr simat 75% W=Wind Load Me r Potential Hand Input OK Applied Loads Output S What is the controlling type of.fool;load?Snow or Roof Live Load?(Entail or"Lli) NO ire loads?(YES:occupancy NO live loadd 5)r places of public assembly,or live loads in excess of 100 psf,or parking garage YES Do you have a roof config that prevents snow from shedding off the structure?(YES:f2=0.7.NO:f2=0.2) YES 'Is the design snow load less than or equal to 30 psf? 0.760 ssismla Sds fi= 0.5 f2 0.7 Uniform Concentric Applied Loads(We) Dead-D(plo 4219 (Idbulary wail weight at midheighI) Snow-S(plf) 0 Roof Live-Lr(plf) 0 Occupancy Live-L(plf) 0 Soil-H(plf) 0 Uniform Eccentric Applied Loads(WE) Moment at Top(lb-ft/ft)=WE e Moment at Mid-Ht(lb-ft/ft)=1/2 Eccentricity(in)i 6.375 MTOP Dead-D(plo 810 D 0 D='215 Snow-S(pit) 1687.5 S=)__ 896 S= 448 Roof Live-Lr(plo 1350 Lr= 717 Lr=` 359 Occupancy Live-L(pl0 0 L= 0 Soil-H(plf) 0 H= 0 H= 0 MnmPnt @ Mid-HI(lb-ft/fl)=1/2 Uniform Moments Applied (MTW) (MBOT) (MTOP+MBOT) _ The uniform moments applied to Dead-D(lb-ft/ft) 0 0 D= 0 the top and bottom of the wall Snow-S(lb-IUII) 0 0 S Z 0 can be used to model loads from Roof Live-Lr(lb-fVft Lr= 0 a wall above or below,or to ( ) 0 0 r � model lateral parapet forces, Occupancy Live-L(lb-fUft)i 0 0 L=1 0- I Enter Positive numbers 10 Soil-H(lb-fUft)I 0 0 H=) 0 - Increase the moment induced at �— -� the mid-height of the wall being Seismic(Ultimate)-E(Ib-ft/ft)l 0 -9010 E=1 -4505 designed and naosbvs numbers Wind-W Qb-t/it) 0 7T7-14689 W= -7344 ce the moment. Note that soil forces are not allowed to counteract wind or seismic forces. In addition,soil forces that counteract other forces are not allowed to be factored and should be accounted for in hand Moment @ Mid-HI(lb-fl/ft)=1/8 Equivalent Uniform Lateral Applied Loads(P) PL2 Seismic(Ultimate)-E(psf) 67.8 E= __.799 Wind-W(psf)~ 81.0 --- W=i 11706 'I Total Uniform Axial Load at Mid•Helght of WWI Total UnHmtn Moment at Mld-HWght of Wall Dead-D(pll) 7138 DOW-0(Ib-fi/ft) 215 ) Snow-S(plq, 1t18e Snow-S(lb-ft/ft)! 448 ' Roof Live-Lr(pit) 1350 Roof Live-Lr(Ib-ftlft) 359 Occupancy Live-L(011), 0 Occupancy Live-L(lb-ft/ft) _0 Soil-H(pit)L__0 _ 1 Soil-H(lb-fl/ft)} 0 Seismic(Ultimate)-E(lb-f/ft)1 5293 Wind-W(lb-ft/ft); 4360 J Note that these totals represent the unfactore forces at the mid-height of the wall includin the self wt of the wall(this spreadsheet automatically calcs wall self wt).P-d effects have not been accounted for.These forces can be overridden by entering your own mid-height axial loads and moments determined from hand calculations.You will still have to enter information describing the loads so that the proper fl, b and fe load factors are property applied. Remember to enter the loads unfactored and include the self-weight of the section of wall being analyzed. I Wall Parameters Wall Height Between Supports(ft). 34 _(Not including parapet) Parapet Height(ft)~ 5.5 This is used to colc the self—weight of the wall enly Rebar Dia(in) A(in) Total Wall Height(fl) 39__ 5 l7 The width of the pier doesn't affect the structural 3 0.375 0.11 design since loads are input per linear foot. Pier Concrete Strength fc(psi) 5000 4 0.500 020 width is for your reference so you can track your Concrete Unit Weight(pcf) 150 calculations.This does calculate the actual numb 5 0.625J 031 Rebar Yield Stress ty(psi) 60000 of bars required within the pier width you input. 6 0.750 044 Per ACI 14.3.6 lateral Width of Pier Being Designed(ft)` 1 (Width of pler,or enter 1 fl for analyzing unH width) 7 0.875 060 ties need not be Total Wall Thickness(in) 7.5 8 1.000 0.79 p is not req'd as rovided where vert MMI Depth of Reveal(in) 0.75 9 1.128 1.00 compression reinL thus Structural Thickness(in) 6.75 =Total Thk-Reveal Depth 10 1.270 1.27 walls designed UWng (1)or(2)Layers of Reinf? 2 � 1 - 11 1.410 1,56 method do not nssd to —�^-- - have confinement steel. Vert Rebar Sin 5 0.31 in' 0.825 in But in many cases is 8111I Vert Rebar o.c.Spacing(in) 4 QK advisable,particularly z As per foot(!Oft) 0.92 (This is the area of tension steel only) with 2 layers of rebar. 2 - � Total As in Pier(in) 0.92 (This is the area of tension steel only) Number of Bars within Pier(Ea Face) 3.00 ACI Min Cover Reqments: Are You Providing Confinement Reinf? YES Exposed to Weather:I#5&Smaller-1 1/2" Confinement Rebar Size 3 0.375 in I#6&Larger-2" Conc Cover at Ext Side of Wall Exp to Weather/Earth(in) 1.125 - Not Exposed to Weather:;#11 &Smaller=3/4" Conc Cover at Int Side of Wall Not Exp to Weather/Earth(in) 1 Vedfy"d"with o Depth to Tension Rebar=d(in) 49 (w/2 layers of rebar,d=Struc Width-Max Cover-Confine 0-1/2 Vert 0) hand calcs also Min Vertical Steel Ratio-pv min 0 f1025 (pv min may be reduced if the shear force is low.See ACI 21.7.2) Actual Vertical Steel Ratio-pv 00205 Q_KK Based on total wall thk not struc thk=(Rebar A #Layers/Spacing)/(Total Thk Min Tensile Flexural Reinf 1=As min 1(lo°dt) 0-21 Vert Spcg Min Tensile Flexural Reinf 2=As min 2(in'/II) 0.20 ,Q . p 0.0155 As per ft/(12`d) • r __T—Q Struc pmax=0.6pb=0.6'0.85`pt`fc/fy`87000/(87000-fy) 0.0201 AUK Ec(psi) 4030509 =57000'sqrt(Pc) Td Es(psi) 29000000 • • •n 7.2 =Es/Ec .w(In) 12 =12" Ag(in°11Q 8/ =Struc Thk'12 1 0.08 re(psi) 30D Pier Width=bw ` .c(in) 40B '=Wall Ht'12 (St 0.8 Ig(in'/ft) 308 1/12'12'Struc Thk' fr(psi) 530—3=7.5'sgrt(Pc) yt(in) 3.375 .=Struc Thk/2 Mcr(tbdn) 48326 -fr'Ig/yt c/150(in) 272 -� oK Job Name=Arlington Casting Job Number=2200333 2 Wall Type=19 Wall Description=12'door-3'pier J _J .J J J i J J } + } +� W W O O O o + n + 2 O O + z: + > N N + + + + O + O r] 0 0 0 + O m V N N N N _ _ _ Q O II II II II II II II II Load Load Load Load f Load Load Load Load 'ASCE IBC-2012 Combo Combo Combo Combo I Combo Combo Combo Combo 12.4.2.3 16-1 16-2 16-3(a) 16-3(b) 164 16-5- 16-6 16-7- 0 1.4 1.2 1 2 1.2 1.2 1.352 0.9 0.748 S 0 0.5 16 1. 0.5 0.7 0 0 U 0 0 0 0 0 0 0 0 L 0 1.6 0.5 0 0.5 0.5 0 0 H 0 1.6 0 0 0 0 1.6 1.6 E 0 0 0 0 0 1.0 0 1.0 W 0 0 0 0.5 1 0 1 0 Factored Axial Load at Mid Ht=Pu(lb/11) 9993 9410 11266 11266 9410 10632 6424 5339 Factored Applied Momenta[Mid HI=Mua(lb-triM) 3615 5788 11705 37865 58109 70777 54645 65452 Pu/Ag(psi) 123 116 139 139 116 134 79 66 Vert Stress at Mid-Ht Wall ok?Pu/Ag<0.06 fb? OK OK OK OK OK OK OK OK OK Ase(in2)=(Pu(h/2d)+As'fy)/ 1.03 1.03 1.05 1.05 1.03 1.04 0.99 0.98 a(in)=(Ase'fy)/(0.05'fc'Iw) 1.22 1.21 1.23 1.23 1.21 1.23 1.17 1.15 CU=C ULTIMATE=a/p1 1.52 1.51 1.54 1 54 1.51 1.53 1.46 1.44 Icr IT(in4)=Icr ULTIMATE=n'Ase'(d-Cu)2+1/3-Ai/'Cu' 100.94 100.60 101.66 101 66 100 60 101.41 98.67 98.23 Nu(lb-in)=Mua/(1-(5 Pu'Le)/(0.75'48'Ec'Icr))= 8366 12487 32128 103936 125374 182740 87113 95104 Mn(lb-in)=Ase'fy'(d-&12) 268641 267154 271870 271870 267154 270771 1 259505 256705 Cu/d 0.31 0.31 0.31 0.31 0.31 0.31 0.30 0.29 =0.23 r 0.25/(Cu/dJ 0.90 I 0.90 0.90 0.90 0.90 0.90 0.90 - 0.90 �Mn Win) 241777 240439 244683 244683 240439 ~243694 233555 231035 �Mn>fYkf 7 OK OK OK OK � IK OK OK Mu/�Mn 3% 5% 13% 42% 52% 75% 37% 41% PMTJV �Mn>Mu' OK OK OK OK OK OK OK OK OK N rn W N + M r r + + + + ++ + �+ CO Job Name=Arlingto: + + + + + + Job Number=2E+06 0 0 0 0 0 0 Wall Type=19 u II u u u a ¢ a ¢ a Wall Description=12'door- D 1 1 1 1 1 1 S 1 0 0 0.5 1 1 Lr 0 0 0 0 0 0 L 1 1 1 1 I 1 1 H 1 1 1 1 1 1 E 0 0 0.70 0 0 0.70 W 0 0,6 0 0.6 0.3 0 Axial Load at Mid Ht=Ps(INN) 8626 7138 7136 7982 8826 8826 Applied Moment at Mid Ht=Msa(lb-INft) 7961 33974 47047 36664 23657 52425 Ase(in)=(Ps+As'fy)/ty 1.07 1.04 1�11074 07 1.07 k=Sgrt((n'p)2+2'n'p)-r1'p 0.374 0.374 074 0.374 CE=CEIASTIC=k'd 1.85 1.85 185 1.85 Icr E(in4)=Icr ELASTIC=n'Ase'(d-CE)2+1/3'.w'Cf 98.56 j 96.63 96.63 97.60 98,56 98.56 Mi=Msa(lb-In) 7961 33974 47047 36664 23657 52425 lei(in4)_{(Mcr/M)3'Ig+(1-(Mcr/M)3)'Icr E)<(S 308 308 308 308 308 262 M2(lb-in)=Msa I(1-(5'Ps'LC2)/(4B'Ec'101)) 9082 37743 52265 41272 26989 61300 lee pn4) 308 308 263 308 308 201 M3(Ib4n) 9082 37743 53257 41272 26989 64638 1e3(In4) 308 308 254 308 30B 186 M4(lb4n) 9082 37743 53510 41272 26989 65882 1e4(in4) 308 308 252 308 308 181 M5(lb•in) 9082 37743 53576 41272 26989 66338 ley(in4) 308 308 251 308 308 179 M6(lb-in) 9082 37743 53592 41272 26989 66504 le6(in4) 308 308 251 308 308 179 M7(lb-in) 9082 37743 53597 41272 26989 66565 lei(in4) 308 308 251 308 308 179 c/150(in) 2.72 2.72 2.72 2.72 2.72 2.72 As(in)_(5'M7'Le)/(48'Ec'Per) 0.13 i 0.53 I 0.92 0.58 0.38 IS WA OK OK OK K O OK OK Job Name = Arlington Casting Job Number = 2200333.2 Wall Type = 20 Wall Description = Man + Window Wall Ht = 34 ft Wall Weight at Mid Height b = 9.5 ft Wt of Concrete= 150 pcf c = 5 ft Wall Thickness= 7.5 in. e = 3.00 ft Concentric Load= 3340 plf d = 29 ft Seismic Fp=.4Sd*= 0.304 Wp a = 4.75 ft a = b/2 Roof Weight _ I Joist Span= 45 feet i Dead Load= 12 psf d Snow Load= 25 psf i Live Roof= 20 psf Live Floor= 0 psf eccentricity 6.375 inch equiv DL = 697.5 plf r equiv SL= 1453.125 plf c equiv Lr= 1162.5 plf equiv LL= 0 plf b e Equivalent Wind and Seismic Load P wind = 27.0 psf P seismic= 28.5 psf P wind equiv= 69.8 psf P seismic equiv= 71.7 psf _1 J J I Alternate Concrete Slender Wall Design(AC1318-14 Sect 14.8) =e L If you need to make modifications Job Name=Arlington Casting to any other part of the Job Number=2200333.20 INS spreadsheet besides the yellow - Q = cells the password is"save" Wall Type= 20 Wall Description=Man+Window See ACI 14.6.2.5 for W DESIGN SUMMARY e distribution of Wall Htatwn Supports(ft) 34 concentrated forces WE Total Wall Htw/Parapet(Il) 395 MT f/^\y Total Wall Thickness(in) 7.5 of _jH I • Reveal Depth(Inl 0-75 structural —I F Structural hic uralTkness(in) 6.75 thickness 1 Pier Width(n) 3.00 Number of Bars Ea Face(or at 7.00 Come')of pkrr D=Dead Load P Concrete Strength(psi) 5000 S=Snow Load (2)Layer Lr=Roof Live Load Reinforcements C5 Reber @ i L=Occupancy Live Load _ 5"o.c. H=Soil Load — Man Deflection L 1391 1 E=Seismic Load(Ultimate) %of Flexural�kNr 93% W=Wind Load - , L1 Me Hand Input Potential Hand Input W1 OK ADDlled Loads output S What is the controlling type of roof load?Snow or Roof Live Load?(Enter"S"or Tr') NO a you applying occupancy live loads for places of public assembly,or live loads in excess of 100 psf,or parking garage live loads?(YES:fi=1.0,NO:f1=0.5) YES Do you have a roof config that prevents snow from shedding off the structure?(YES:f2=0.7,NO:f2=(L2) YES Is the design snow load less than or equal to 30 psf? 0-760 SakINIC Sds fI-1. 0.5 f2 0.7 Uniform Concentric Applied loads(Wa) Dead-D(pili 3340 (tributary wall weight at midheight) Snow -S(001 o. Roof Live-Lr(plf)!0) Occupancy Live-L(plQl 0 Soil-H(p#)j 0 j Uniform Eccentric Applied Loads(WE) Moment at Mid-Ht(lb-fUll)=1/2 -� Moment at Top(lb-ftfft)=WE'e Eccentricity(in) 6,376 MIT OP Dead-D(pH) 697.5 D= 371 D v1 165 Snow-S(pit)1{ 125' S= 772 S= 3B6 Roof Live-Lr(pit)'. 1162.5 Lr= 616 Lr- 309 Occupancy Live-L(plf) 0 L=1 0 L=�� Soil-H(pN)�_— 0 H=1 0 H-L 0 Mnm®nt @ Mid-Ht(lb-ft/fl)=112 Uniform Moments Applied MTt» M_HOT (MTOP+MBOT) PP �— 1 (Mom) The uniform moments applied to Dead-D(Ib-ftlft) 0 0 D= 0 I the top and bottom of the wall Snow-S(Ib-ft/ft) 0 0 S=�� can be used to model loads from 1111 I a wall above or below,or to Roof Live-Lr(lb-ft/ft) 0 0 Lr= 0 ' model lateral parapet forces, Occupancy Live-L(lb-ft/ft) 0 0 L=0 En ler positive ngftirs fo Soil-H(lb-Poft) 0 0 H=I 0 increase the moment induced at Seismic Ultimate -E(lb-fUft 0 -9526 E -4763--7 the mid-height of the wall being (Ultimate) ( ) � designed and ntWafirg nIN11bBr5 Wind-W(lb-ft/ft) 0 -12649 W= 6324i to reduce the moment. Note that soil forces are not allowed to counteract wind or seismic forces. In addition,soil forces that counteract other forces are not allowed to be factored and should be accounted for in hand Moment @ Mid-Ht(Ib-ft/ft)=1/6 Equivalent Uniform Lateral Applied Loads(P) PL2 Seismic(Ultimate)-E(psf)' 71.7 E et�J Wind-W(psf)! 69.6 W= 1"-. Total Uniform Axial Load at Mid-Height of Wall Total Uniform Moment at Mid-Height of Wall Dead-D(pInF 6147 Dead-D(Ib-ft/ft), 1e5 Snow-S(plf) 1453 Snow-S(lb-ft/ft), 386 - Roof Live-Lr(plf)I 1163 Roof Live-Lr(lb-fUft)j 309 Occupancy Live-L(plf)7- 0 Occupancy Live-L(lb-fl/fl)i 0 Soil-H(pin 0 Soil-H(lb-fl/ft),i 0 Seismic(Ultimate)-E(Ib-fl/fl)Ij 5597 Wind-W(lb-f/ft)L 3755 Note that these totals represent the unfactored forces at the mid-height of the wall in lu in the self wl of the wall(this spreadsheet automatically talcs wall self wt).P-d effects have not been accounted for.These forces can be overridden by entering your own mid-height axial loads and moments determined from hand calculations. You will still have to enter information describing the loads so that the proper h, h and h load factors are properly applied. Remember to enter the loads unfactored and include the self-weight of the section of wall being analyzed. Wall Parameters Wall Height Between Supports(ft)i 81 (Not including parapet) Parapet Height(ft) 5.5 )ThIS Is used to oelc the sell-weight of the wall only) Reber Dia(in) A in 7 Total Wall Height(ft)� 39.5 The width of the pier doesn't affect the structural 3 0.375 0,11 Concrete Strength Pc(psi) WOO design since loads are input per linear foot. Pier 4 0.500 0.20 — width is for your reference so you can track your Concrete Unit Weight(pcf) 150 eelmlelions.This�g crucultile the actual nu 5 0.625 0.31 Reber Yield Stress fy(psi) 60000 of bars required wthin the pier width you input. 6 0.750 0.44 Per ACI 14.3.6 lateral Width of Pier Being Designed(fl) 1 (Width of pier.or enter 1 If for analyzing unit width) 7 0.875 0.60 9N need not be Total Wall Thickness(in) 7.5_ { 8 1.000 0.79 provided where vert rein( Depth of Reveal(in) 071 e5 9 1.128 1.00 is not req'd as - -- .. F� compression rein(. Thus Structural Thickness(in), 6.75 Total Thk-Reveal Depth 10 1.270 1.27 walls designed using this (1)or(2)Layers of Reinf? 2 OK 11 1,410 1.56 method do not need to have confinement steel- Vert Rebar Size 5 031 In' 0.625 in But in many cases is at Vert Reber o.c.Spacing(in) 5.143 (OK advisablo.particularly 2 �(Thls is the area of tension steel only) with 2 layers of rebac As Per foot(in/ff) 0 72 y) Total As in Pier(in) 0.72 (This is the area o1 tension steel only) Number of Bars within Pier(Ea Face) 2,33 ACI Min Cover Re menls: P!0 You Providing Confinement Reinf?j YES Exposed to Weather:#5&Smaller-1 1/2" Confinement Reber Size, 3 0.375 in l#6&Larger-2" Conc Cover at Ext Side of Wall Exp to Weather/Earth(in) 1.125 Not Exposed to Weather:1#11 &Smaller=3/4' Conc Cover at Int Side of Wall Not Exp to Weather/Earth(in)�_ 1 welly"d"with Min Depth to Tension Reber-d(in) 4.9 i(VV/2 layers of rebar,d=Struc Width-Max Cover-Confine -1/2 Vert 0) hOW calcs also Min Vertical Steel Ratio-pv min_ O ONS i (pv min may be reduced if the shear force is low.See ACI 21.7.2) Actual Vertical Steel Ratio-pv 0.0159 Q,41 Based on total wall thk not struc thk=(Rebar A #Layers/Spacing)/(Total Thlk —� Min Tensile Flexural Reinf 1=As min 1(in2/ft) 0.21 ;OK r ; Min Tensile Flexural Reinf 2=As min 2(in'/ft) 0.20 OK 0V�1 SpCg t r jTh p 0.0121 =As per ft 1(12'd) • • •... uc Amax=0.6 pb=0.6"0.85'pi'fc/fy'87000 1(87000-ly)r 0.0201 1 Ec(psi) 4030509 t=57000'sqrt(f'c)Es(psi) --- • Td nt 7.2 Es/Ec • • •- vw(in) 12 =12" Ag(in2/ff), tilp Struc Thk'12 l 0.06 f'c(psi) 300 Pier Wttllh-bw ` I .c(in)' 40@ '=Wall HI'12 Ig on'/II) 300 =1/12'12'Struc Thk' fr(psi) 530 =T5'sgrt(Pc) 1 yt(in) 3.375 =Slruc Thk/2 JMcr(lb-in) 48326 -fr'Ig/yt vc/150(in) 2.7'2 1 av Job Name=Arlington Casting Job Number=2200333.2 J Wall Type=20 Wall Description=Man+Window . 1 _1 J J I J ON J } f O + + O O. O + N n + 2 O O J + ? + p _ p ++ ++ > N > N + + + + c3 + p p p p o N m m O C; II II II II II II II II Load Load Load Load Load Load Load Load *AWE IBC-2012 Combo Combo Combo Combo Combo Combo Combo Combo 112.4.2.3 16-1 16-2 16-3(a) 16-3(b) 16-4 16-5' 16-6 16-7' n 14 12 12 1.2 1.2 1 1.352 1 0.9 1 0.748 S 0 �0.5 1.6 1.6 0.5 0.7 0 0 Lf 0 0 0 0 0 a o 0 t 0 1.6 0.5 0 0.5 0.5 0 0 H 0 1.6 0 0 0 0 1.6 1.6 E 0 0 0 0 0 1.0 0 1.0 W 0 0 0 0.5 1 0 1 0 Factored Axial Load at Mid Ht=Pu QbMI) 8605 8103 9701 9701 8103 932E 5532 4598 Factored Applied Moment at Mid Ht=Mua(lb-in/fO.81 3113 4984 10079 32606 50038 73408 47055 68823 Pu/Ag(pr106 100 120 I 120 100 115 68 57 Vert Stress at Mid-HI Wall ok?Pu/Ag<0.06 POK OK OK OK OK OK OK OK OK Ase(W)_(Pu(h/2d)+As'fy)/ 0.81 0.83 F 0.83 0.81 0.82 0.78 0.77 j a(in)=(Ase'fy)/(0.85'felw) 0.96 0.95 0.97 0.97 0.95 0.97 0.92 0.90 Cu=C ULTIMATE=a/31 1.20 1.19 L22 1.22 1.19 1.21 1.15 1.13 Icr u(in4)=Icr ULTIMATE=n'Ase'(d-Cu)2+1/3'iv/'CU� BB.BO 8&44 69.56 89.56 88.44 89.30 86.60 65.91 Ou(lb-in)=Mua/(1-(5'Pu-Lc2)/(0.75'48'Ec'Icr))= 7009 10504 26618 86112 105460 183136 74272 99310 Mn(lb-in)=Ase'fy'(d.OM 217732 216363 220707 220707 216363 219694 209328 206756 Cu/d 0.24 0.24 0.25 0.25 0.24 0.24 0.23 0.23 =0.23+0.25/(Cu/d 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 ¢Mn(Ib�M) 195959 194727 ' 198637 1911637 194727 197725 188395 106080 �Mn>Mcr? OKQK_ QK PA OK Mu/�Mn 4% 5% 13% 43% 54% 93% 39% 53% 511IV �Mn>Mu? OK OK OK OK OK OK OK OK OK N VI + m 3 3 + + + + + + + + Job Name=Arlingto + + + + + + Job Number=2E+06 p o o m o p Wall Type=20 II II II II II II < < < < < < Wall Description=Man+W 1 1 1 1 1 1 S 1 0 0 p6P3 1 1 0 0 0 0 n L 1 1 1 1 1 H 1 1 1E 0 0 0.70 0 0.70 W 0 0.6 0 0.3 0 Axial Load at Mid HI=Ps QbMt) 7600 6147 6147 7600 7600 Applied Moment at Mid Ht=Msa Qb•k*) 6855 29256 49235 31572 20371 53867 Ase(in2)=(Ps+As'fy)/fy 0.84 0.82 0.82 0.83 0.84 0.84 k=Sqrt((n'p)2+2'n'p)-n'Q 0.339 _ 0.339 0.339 0.339 0.339 0.339 CE=C ELASTIC=k'd 1.67 1.67 1.67 1.67 1.67 1.67 Icr E(in4)=Icr ELASTIC=n'Ase'(d-CE)2+1/3'�W.CEl 63.33 81.47 81.47 82.40 E 83.33 83.33 Mi=Msa(lb4n) 6855 29256 49235 31572 20371 53867 lei(in4)_{(Mcr/M)''Ig+(1-(Mcr/M)3)'Icr E]<10 308 308 295 308 308 245 M2(lb-in)=Msa/(1-(5 Ps'Lc2)/(48'Ec'1e1) 7671 32008 54078 34930 22795 62154 lee(In4) 308 308 243 308 308 189 M3(lb4n) 7671 32008 55253 34930 22795 65155 le3(In4) 308 308 233 308 308 175 M4 Ob-In) 7671 32008 55546 34930 22795 66259 le4(In4) 308 308 230 308 308 170 M5(Ib4n) 7671 32008 55620 34930 22795 66664 1e5(In4) 308 308 230 308 308 169 M6(lb4n) 7671 32008 55639 34930 22795 66812 les(In4) 308 308 230 308 308 168 M7(Ib4n) 7671 32008 55644 34930 22795 66867 le,pn4) 308 30B 230 308 308 168 c/150(in) 2.72 2-72 2.72 _I 2.72 2.72 2.72 As(in)_(5'Mi"Lc2)/(48'EC-let) 0.11 0.46 1-04 0.49 0.32 E+S is WA OK K OK� OK OK K OK Job Name = Arlington Casting Job Number= 2200333.2 1 Wall Type = 27 I Wall Description = 12' blockout r Wall Ht= 36.5 ft Wall Weight at Mid Height b = 12 ft Wt of Concrete= 150 pcf c= 0.01 ft Wall Thickness= 9.5 in. e = 3.00 ft Concentric Load= 4809 plf d = 36.49 ft Seismic Fp=.4Sd*= 0.304 Wp a = 6 ft _1 a = b/2 Roof Weight Joist Span= 8 feet Dead Load= 12 psf d Snow Load= 25 psf Live Roof= 20 psf 1 Live Floor= 0 psf I eccentricity 6.375 inch equiv DL= 144 plf I equiv SL = 300 plf c equiv Lr= 240 plf equiv LL= 0 plf l b e Equivalent Wind and Seismic Load P wind = 27.0 psf P seismic= 36.1 psf P wind equiv= 81.0 psf P seismic equiv= 108.3 psf 1 _ 1 _1 . I ..1 Alternate Concrete Slender Wall Design(ACT 318-14 Sect 14.8) �If you need to make modifications Job Name=�rlonigton Casting 'to any other pad of the Job Number= 333.20 AWA spreadsheet besides the yellow cells the password is"save" Wall Type= 27 Wall Description=1 blockoul Sea Aral 14 8 2 5 for We I DESIGN SUMMARY distribution Ht Bhvnppoution of yl Surls((Q, 35.5 concentrated forces yyE ^^` Total Wall Ht w1 Parapet(ft) 38.5 e MT Total Total Wall Thickness(in): 9.5 ' N of .Reveal Depth(in.)' 0.75 structural Structural Thickness(In) &75 thickness Pier Width(ft) .00 Number of Bars Ea Face(or at 5.00 17 Center)of Pier, D=Dead Load 1 P Concrete Strength(psi) 5000 S=Snow Load l\ f2)Layer Lr=Roof Live Load 8elnforoemonl a5 Reber@ L=Occupancy Live Load 7"o.c. H=Soil Load — Max D011ectlom L 1568 E=Seismic Load(Ultimate) %of Flexural Capacny 91 W=Wind Load Me �_ hand Input Potential Hand Input ®K Applied Loads output S lWhat is the controlling type of roof load?Snow or Roof Live Load?(Enter'S"or"Lr') NO Are you applying occupancy live loads for places of public assembly,or live loads in excess of 100 psf,or parking garage live loads?(YES:fi=1.0.NO:fi=0.5) YES !Do you have a roof config that prevents snow from shedding off the structure?(YES:f2=0,7,NO:f2=0.2) YES Its the design snow load less than or equal to 30 psf? 0.760 Selsmlcr.Sds 1,= 05 f2= 07 Uniform Concentric Applied Loads(Wc) Dead-D(pit) _ 4809 l(tributary wall weight at midheighl) Snow-S(plf) Roof Live-Lr(plf) 0 Occupancy Live-L(plf) 0 Soil-H(plf) 0 Uniform Eccentric Applied Loads(WE) _ Moment at Top(lb-fUft)=WE a Moment at Mid-Ht(lb-fUft)=1/2 Eccentricity(in)! 6.375 MTOP Dead-D(pit). 144 D=�. 77 ) D=� 38 Snow-S(plf): 300 _ S= 159 S= 80 Roof Live-Lr(plf)t 240 I Lr= 128 Lr=I 64 Occupancy Live-L(pit) 0 L=r 00� L Soil-H(pit) 0 H= 0 1 Moment @ Mid-Ht(Ib-fl/ft)=112 Uniform Moments Applied (NIT-) (M—) (MTOP+MBOT) _ The uniform moments applied to Dead-D(lb-fUfl) 0 0 D= 0 the top and bottom of the wall Snow-S(lb-fit 0 0 S=i 0 can be used to model loads from ID•IUII D 0 Lr 0 a wall above or below,or to Roof Live-Lr ( ) model lateral parapet forces. Occupancy Live-L(tb•1141) 0 0 L= 0 Enter notfl(w numbers fo Soil-H Ob-fUll} 0 0 H=' D ' increase the moment induced al Seismic(Ultimate)-E Ob-IIN1) 0 -16675 E= A lla 337 the mid-height n the wall being designed and neStte ftUIIDBfS Wind-W Ob-IUII) 0 -13929 W=( •6965 1 to reduce the moment. Note that soil forces are not allowed to counteract wind or seismic forces. In addition,soil forces that counteract other forces are not allowed to be factored and should be accounted for in hand Moment @ Mid-HI(lb-fUfl)=118 Equivalent Uniform Lateral Applied Loads(P) PC Seismic(Ultimate)-E(psf) 108.3 E_' 18035 Wind-W(psf) _81.0 - W= _13489 Total Uniform Axial Load at Mid-Height of Wall TOM U011fo(m Mommittsl Md4NNghl of Wall Dead-D(pIQ 7356 Dead-D(Ib-ft/ft) 3B Snow-S(pit} 300 Snow-S(lb-ft/ft) 80 _ Roof Live-Lr(plf)~240 Roof Live-Lr(lb-fUft) 64 Occupancy Live-L(plf)� -0 Occupancy Live-L(lb-ft/fl)i 0 Soil-H(plf) 0 r Soil-H(lb-fUfl)I 0 l Seismic(Ultimate)-E(Ib-ftlft)I '9M Wind-W will 6�— 524 � Note that these Totals represent the unfaclored forces at the mid-height of the wall includin the self wl of the wall(this spreadsheet aultxnalically talcs wall self wt).P-4 effects haves been accounted for.These forces can be overridden by entering your own mid-height axial loads and moments determined from hand calculations.You will still have to enter information describing the loads so Thal the proper fi, b and f3 load factors are property applied. Remember to enter the loads unfaclored and include the self-weight of the section of wall being analyzed 1 Wall Parameters I Wall Height Between Supports(tl) 36.5 !(Nat including parapet) Parapet Height(II), z I i6 ull to talc the sell-weight ht of the wall only) Reber Dia(in)_ Ain" Total Wall Height(It) 38.5 -i The width of the pier doesn't affect the structural 3 - 0.375 0.11 Concrete Strength Fc(psi) 5000 design since loads are input per linear foot. Pier 4 0.500 0.20 width is for your reference so you can track your Concrete Unit Weight(pcf 150 calculations.This QQ$g calculate the actual numbei 5 0.625 0.31 Reber Yield Stress fy(psi) 60000 01 bars required within the pier width you input. 6 0.750 O44 Per ACI 14.3.E lateral Width of Pier Being Designed(it) 1 (Width of pier,or enter 1 tt for analyzing unit width) 7 M75 0.60 ties need not be Total Wall Thickness(in) 9.5 1 8 1.000 0.79 provided where vert Feint Depth of Reveal,(gl)� 0.75 1 6 9 1.128 1.00 is not req'd as I - -- - - - compression reinf. Thus Structural Thickness(in) 8.75 F Total Thk-Reveal Depth 10 1.270 1.27 F I walls designed using this (1)or(2)Layers of FWn}r OK 11 1.410 1.5E ��method do not need to ' have confinement steel. Vert Reber Size. 5 0.31 inz 0.625 in But in many cases is st1. Vert Reber o.c.Spacing(in) 7,2 QLt advisable,particularly z _ with 2 layers of rebar, As Per foot(in/ft) 0.51 (This is the area of tension steel only) Total As in Pier(in) 0.51 i(This is the area of tension steel only) Number of Bars within Pier(Ea Face) 1.67 ACI Min Cover Recments: Are You Providing Confinement Reinf7 YES _ Exposed to Weather:'#5&Smaller-1 1/2" Confinement Reber Size 3 0.375 in #6&Larger-2" Con;Cover at Ext Side of Wall Exp to Weather/Earth(in) 1.125 Not Exposed to Weather:1#11 &Smaller=3/4" Conc Cover at Int Side of Wall Not Exp to Weather/Earth(in) 1 Verify"d"with n Depth to Tension Reber=d(in) 6.9 t(tW12 layers of rebar,d=Struc Width-Max Cover-Confine 0-1/2 Vert�) hand talcs also Min Vertical Steel Ratio-pv min O,OD25~ (pv min may be reduced if the shear force is low.See ACI 21.7.2) Actual Vertical Steel Ratio-pv 0.0090 QI( Based on total wall thk not strut thk=(Reber A'#Layers/Spacing)/(Total Thk Min Tensile Flexural Reinf 1=As min 1(inz/fl) 0.29 t( Min Tensile Flexural Reinf 2=As min 2(inz/ft) 0.28 'OK p' 0.0061 -As per ft/(12'd) • • •_- -- [I __ _ d. Strut Thk pmax=0.6 pb=0.6 0.85'01'fc/fy'87000/(87000-fy) 0.0201 fQK Ec(psi)11 4030509 =57000`sgrt(Pc) Es(psi) 290^ 00000 I • • • d n 7.2 :=Es/Ec • • • I zw(in)12=12" - Ag(inz/ft)' 1�5 �=Struc Thk'12 1 0.06 Pc(psi) 300 Pier Width=bw `c(in)`I- -Wall Ht'12 P,0.8 Ig(in'/ft) 670 -1/12'12'Slruc Thk' 1 fr(psi)t-530 7.5"sgrt(Pc)yt(in)-4.315 -Strut Thk/2 Mcr(lb-in) 81207 �=fr'Ig/yt .c/150(in) 2.92� OK Job Name=Arlington Casting Job Number=2200333.2 j Wall Type=27 Wall Description=12'bloekout J I i J �J U) + J = J J } + C3 + + W h W O + + O O, O + CO (0 + 2 O O J + + J ++ + > N 2i N + + + + O + O O O 0 1 O + o 0 II II II II I II II II II Load Load Load Load Load Load Load Load 'ASCE IBC-2012 Combo Combo Combo Combo Combo Combo Combo Combo 12.+.L3 16-1 16-2 16-3(a) 16-3(b) 1 164 16-5' 16-6 16-7' In 14 1,2 12 1.2 12 1.352 0.9 1 0.748 S 0 0.5 1.6 1.6 0.5 0.7 0 0 Lr 0 0 0 0 0 0 0 0 L 0 1.6 0.5 0 0.5 0.5 0 0 H 0 1.6 0 0 0 0 1 1.6 1.6 E 0 0 0 0 0 1.0 0 1.0 W 0 0 0 0.5 1 0 1 0 Factored Axial Load at Mid Ht=Pu(lb/ft) 10301 8980 9310 9310 8980 10158 6622 5504 Factored Applied Moment at Mid Ht=Mua(lb-in/ft) 643 1029 2081 41227 79320 117665 78705 116718 Pu/Ag(p6i1 98 86 89 89 86 97 63 52 Vert Stress at Mid-HI Wall o0 Pu/Ag<0.061'C'1 uK OK OK OK OK OK OK _CK OK Ase(in')=(Pu(h/2d)+As'fy)/fyj 0.62 1 0.61 0.61 0.61 0.61 0.62 0.58 1 0.57 j a(in)=(Ase`fy)/(0.11115 W) 0.73 0.71 0.72 0.72 0.71 073 1 0.68 0.67 CU=C ULTIMATE=a/P1 0,91 0.69 0.90 0.90 0.89 0.91 0.85 0.84 Icr u(in4)=Icr ULTIMATE=n'Ase'(d-Cu)2+1/3'rW Cu? 164.93 162.17 162.87 162.87 162-17 164.63 157.17 154.76 ft(lb-in)=Mua/(1-(5"Pu-Lc?)/(0.75'46'Ec'Icr))= 1095 1623 3345 66268 125120 198725 109091 152596 MIT(lb-in)=Aso'fy'(d-Yf2) 244359 239178 240473 240473 239178 243798 229902 225486 Cu/d 0.13 0.13 0.13 0.13 0,13 0.13 012 0.12 =0.23+0,25/(Cu/d) 0.90 0.9G 0.90 0 90- 0.00 0.00 0.90 0.90 �Mn0164 219923 215260 216425 216425 215260 219418 206911 202937 �Mn>Mcr OK Q(1 Q 4 QY( OK L OK MU/4 0% 1% 2% 31% 58% 91% 53% 75% POSITlV �Mn>Mu OK OK OK OK OK OK OK OK OK N > r 3: 1 + + + + ++ + +� +� Job Name=Arlingto, J J J J + + + + + + Job Number=2E+06 o Wall Type=27 II II II II II II < < < < < < Wall Description=12'block 1 1 1 1 1 1 S 1 0 0 0.5 1 1 Lr G 0 0 G G G L 1 1 1 1 1 1 H 1 1 1 1 1 1 E 0 0 0.70 0 0 0.70 W 0 0.6 0 0.6 0.3 0 Axial Load at Mid Ht=Ps QWh 7658 7358 7358 7508 7658 7658 Applied Moment at Mid Ht=Msa'(Ib40) 1415 47434 81922 47912 24903 82878 Ase(in 2)=(Ps+As'ly)/1y 0.64 0.63 0.63 0.64 0.64 0.64 k=Sqrt((n'p)2+2'n'p)-n'P 0.256 0.256 0.256 0.256 0.256 0.256 CE=C ELASTIC=k'd 1.78 1.78 1.78 1.78 1.78 1.78 Icr E(in4)=Icr ELASTIC=n'Ase'(d-Ce)2+1/3".w'CO 144.86 143.91 143.91 144.38 144.86 144.86 Mi=Msa(lb•in) 1415 47434 81922 47912 24903 82878 lei(in4)_{(Mcr/M)3 Ig+(1-(Mcr/M)')'Icr e}<19 670 670 656 670 670 639 M2(lb-in)=Msa/(1-(5'Ps'Lc2)/(48'Ec'101)) 1500 50166 86744 50731 26399 88115 Ie2(li 670 670 575 670 670 556 M3(lb4n) 1500 50166 87466 50731 26399 88954 Ie3(In4) 670 670 565 670 670 544 M4(lb•in) 1500 50166 87578 50731 26399 89092 Ie4(In4) 670 670 563 670 670 542 M5(Ib4n) 1500 50166 87595 50731 26399 89115 Ie5(In4) 670 670 563 670 670 542 M6(lb-in) 1500 50166 87598 50731 26399 89119 Ie6(in4) 670 670 563 670 670 542 M7(lb-in) 15)0 50166 87598 50731 26399 89120 I (in4) 670t 670 563 670 670 542 c 1150(in) 2.92 qK 2.92 292 2.92 2.92 As(in)_(5'M7'Lc2)/(48'Ec'-I9r) 0.01 0.77 0.38 0.20 E+S is WA K OK OK OK OK OK Job Name = Arlington Casting Job Number = 2200333.2 I Wall Type = 28 I Wall Description = Window Tall Wall Ht= 36.5 ft Wall Weight at Mid Height b= 8 ft Wt of Concrete= 150 pcf c= 0.01 ft Wall Thickness= 9.5 in. e= 2.50 ft Concentric Load= 3848 plf d = 36.49 ft Seismic Fp=.4Sd*= 0.304 Wp a = 4 ft 1 a = b/2 Roof Weight i Joist Span= 8 feet Fl Dead Load= 12 psf I d Snow Load= 25 psf Live Roof= 20 psf Live Floor= 0 psf eccentricity 6.375 inch i equiv DL= 124.8 plf { equiv SL= 260 plf i c equiv Lr= 208 plf f equiv LL= 0 plf b e i Equivalent Wind and Seismic Load P wind = 27.0 psf P seismic= 36.1 psf P wind equiv= 70.2 psf P seismic equiv= 93.9 psf _1 _1 Alternate Concrete Slender Wall Design(ACI 318-14 Sect 14.8) If you need to make modificalions Job Name z Arlington Casting to any other part of the Job Number=:2200333.20 ma readbesides the yellow - cells the password is"save" Wall Type= 2B O Wall Description=Window Tall See ACI 14.825 for We DESIGN SUMMARY distributionrat nt Ied f 1concE of Wall Hl Btwn Supports(R) 36.5 orces WE Total Wall Ht w/Pamper(ml 38.5 i MT Total Wall Thickness(m) 95 of Reveal Depth r,nl 0.75 structural —� Structural Thickness(in) 8.75 thickness � Pier Width(h) 250 Number of Bars Ea Face(or at' 4.00 Center)of Pier, D=Dead Load P Concrete Strength(psi) 5000 S=Snow Load — (2)Layer Lr=Roof Live Load Reinforcementt p5 Rebar @ L=Occupancy Live Load 6-0/_ H=Soil Load Max Deflection L 1794 E=Seismic Load(Ultimate) %of Flexural Capacity; 78l0 W=Wind Load t G A.Me Hand InpYl Potential Hand Input _ OK ADolled Loads output S What Is the wnlrolti type of roof load?Snow or Roof Live Load?(Enter"S"or"LO 'Are you applying occupancy live loads for places of public assembly,or live loads in excess of 100 psf,or parking garage NO dive loads?(YES:ft=1.0,NO:fr=0.5) YES DD you hWO a roof eardlp that prevents snow from shedding off the structure?(YES:f2=0.7,NO:f2=0.2) YES i that de8ip snow load less than or equal to 30 psf? 0-760 ;Seismic:Sds fi 0.5 f2= 07 Uniform Concentric Applied Loads(We) _ Dead-D(ptl)�r *0 (tributary wall weight at midheight) Snow-S(plQl 0 I Roof Live-Lr(plQf' 0 � Occupancy Live-L(111Q 0 Soil-H(pIQ 0 Uniform Eccentric Applied Loads(WE) Moment at Mid-Ht(lb-ft/ft)=1/2 Moment at Top(Ib-FVfI)=We`e MTOP Eccentricity(In) 6.375 t--y� __ Dead-D(pif) D=1 00 1 D=If_ 33� Snow-S(piQ 260 S=` 138 1 S=M Roof Live-Lr(plQ 208 Lr ill Il Lr= 55 Occupancy Live-L(p11) L-1O —� L=( 0 Soil-H(plQl�O^ H=_0 H=L _ 0 Moment @ Mid-Hl(lb-fUft)=112 Uniform Moments A lied (MTOP+MaOT) PP (MToc) (MBOT) _-- The uniform moments applied to Dead-D(lb4tM) 0 0 D= 0 the top and bottom of the wall " can be used to model loads from Snow-S(Ib-Nfl) 0 0 Sz i 0 , a wall above or below,or to Roof Live-Lr(lbdUh) 0 0 Lr=f 0 model lateral parapet forces. Occupancy Live-L(lb ifil) 0 0 L 0 Enter gpsifive numbers fat Sail-H(lb-Nft) 0 0 H 0 .increase the moment induced at (----- the mid-height of the wall being Seismic(Ultimate)-E(lb-FUfI) 0 -14452 E=- -7226 designed and!{aWiye MIRN7ttF¢ Wind-W(lb-ft/fl)1 0 -12072 W=- -6036 I rat reduce the moment. Note that soil forces are not allowed to counteract wind or seismic forces. In addition,soil forces that counteract other forces are not allowed to be factored and should be accounted for in hand Moment @ Mid-Ht(lb-fUft)=1/8 Equivalent Uniform Lateral Applied Loads(P) PLz _ Seismic(Ullimate)-E(psf);: 93.9 E=,�15631 Wind-W(psf). --702�—f W=` 11690 Total Uniform Axial Load at Mid-Height of Wall Total Uniform Moment at Mid-Height of Wall Dead-D(pit) 6377 I Dead-D(lb-ft/ft) 33 Snow-S(pIQ I 25D Snow-S Qb•fVfI)_ 69 Roof Live-Lr(plf) 208 Roof Live-Lr(lb•fUll)' 55 Occupancy Live-L(plf) 0 Occupancy Live-L Qbdl/fI)�0 Soil-H(plf)` 0 1 Soil-H 01441110E 0 Seismic(Ultimate)-E(Ib•1111) 8405 Wind-W QW1111)1 5654 Note that these totals represent the unfactore forces at the mid-height of the wall includin the self wt of the wall(this spreadsheet automatically talcs wall self wt).P-0 effects have not been accounted for.These forces can be overridden by entering your own mid-height axial loads and moments determined from hand calculations. You will sill have to enter information describing[he loads so that the proper h, b and h load factors are property applied. Remember to enter the loads unfactored and include the self-weigh[of the section of wall being analyzed. M Wall Parameters r7 Wall Height Between Supports(ft) X5 (Not including parapet) Parapet Height(ft) 2 _i This is used to talc the selhwef hl of the wall only) Reber Ota(in) 1 A(in') Total Wall Height(ft) 38.5 The width of the pier doesn't affect the structural 3 0.375 1 0.11 Concrete Strength Cc(psi)`5000 design since loads are input per linear toot. Pier 4 0.500 0.20 - width is for your reference so you can beck your Concrete Unit Weight(pcp 150 calculations.This d calculate the actual num 5 0.625 0.31 oes Rebar Yield Stress fy(psi)^60000 of bars required within the pier width you input 6 0.750 0.44 Per ACI 14.3,6 lateral Width of Pier Being Designed(it); 1 ~(Width of pier,or enter 10 for analyzing unit width) 7 0.875 0.60 Iles need not be Total Wall Thickness(in) 9.5 B 1.000 0.79 provided where vert reins Depth of Reveal(in) 0.75 65 9 1.128 1.00 is not req'd as - �1 compression rein[, Thus Structural Thickness(in) Us =Total Thk-Reveal Depth 10 1.270 1.27 walls designed using In (1)or(2)Layers of Reinf?_ 2 IOK 11 1.410 1-56 method do not need to have confinement steel. Vert Reber Size 5 0,31 Inv 0.625 in But in many cases is still Vert Reber o.c,Spacing(in) 7.5 Qj advisable,particularly z with 2 layers of rebar. As per loot(in/ft) 0.49 ;(Thlt:is the area of tension steel only) 1 Total As in Pier(inz)—0.49 '(This is the area of tension steel only) I Number of Bars within Pier(Ea Face) 1.60 ACI Min Cover Regments Ate You Providing Confinement Reinf? YES Exposed to Wealhec#S&Smaller-I IZ Confinement Reber Size 3 0.375 in #6 8larger•2" Conc Cover at Exl Side of Wall Exp to Weather/Earth(in) 1.125 - Not E#�oe•C to Weather.#11 &Smaller=3/4" Conc Cover at Int Side of Wall Not Exp to Weather/Earth(in) 1 ! FVenfy"d"with AIM'Depth to Tension Rebar=d(in)~ 5.0 ��jw!2 layers of rebar,d=Struc Width-Max Cover-Confine�-1/2 VeVert�) hand calcs also Min Vertical Steel Ratio-p 25v min 0.00 (pv min may be reduced if the shear force is low.See ACI 21-7-2) Actual Vertical Steel Ratio-pv�Oiw—e ]QK Based on total wall thk not struc thk=(Reber A #Layers/Spacing)/(Total Thl, Min Tensile Flexural Rein[1=As min 1(in'/ft) O.29 OKK —� peg Min Tensile Flexural Reinf 2=As min 2(inz/ft) 0.28 OK iVerl S, -i p 0.0089 l=As per ft/(12`d) • • t A. Slruc i This pmax=0.6 pb=0.6.0.85`p1'fc/fy`87000/(87000-fy)_ 0;f>?O1 OK Ec(psi) 4030506 1=57000`sgrt(Cc) - Es(psi) 29000000 • • • d n 7.2 Es/Ec •. • • t .w(in) 12 12" Ag(inz/Ft) 105 Slruc Thk`12 I 0.06 Pc(psi)_300 Pier Width=bw ` 1 c(in) 038�=Wall Ht'12 Ig(in"/ft) 670 f=1/12`12`Slruc Thk' fr(psi)'- 53g )=7.5•sgrl(Cc) A(in)� 4.375 i-Slruc Thk/2 Mcr(lb-in) 81207 =fr`Ig/yt .c/150(in) 2.92 J r� OK Job Name=Arlington Casting Job Number=2200333 2 Wall Type=28 Wall Description=Window Tall I f fI I J t5 2� O J J + + OELI LU O + + O O O + rn (n I + = O O J + O + + O cD cps i0 CO U) + + + E + + O O O O O + m o ICi II II II II I II II II II � 7 � I z:l Load Load Load Load Load Load Load Load 'ASCE IBC-2012 Combo Combo Combo Combo Combo Combo Combo Combo 12.4.2.3 16-1 16-2 16-3(a) 16-3(b) 16-4 16-5• 16-6 16-7' D 1A 1.2 1.2 f 1.2 1.2 1.352 09 I n 7aa S 0 0.5 1.6 1.6 0.5 0.7 0 0 V 0 0 0 0 0 0 0 0 L 0 1.6 0.5 0 0.5 0.5 0 0 H 0 1.6 0 0 0 0 1.6 1.6 E 0 0 0 0 0 1.0 0 1.0 W 0 0 0 0.5 1 0 1 0 Factored Axial Load at Mid HI=Pu(IbI1Q 8928 7782 8068 B068 1 7782 8804 5739 4770 Factored Applied Moment at Mid Ht=Mua Pb-IMI 557 892 1803 35730 68744 101976 68211 101156 Pu/Ag(paQ 85 74 77 77 74 84 55 45^ Vert Stress at Mid-Ht Wall ok?Pu/Ag<0.06 . OK OK OK OK OK OK OK OK OK Ase(in2)=(Pu(h/2d)+As•Fy)/ 0.58 0.57 0.58 0.'A 057 0.58 ' 0.55 0.54 a(in)=(Ase•fy)/(O.Bb'fa lW) 0.69 0.67 0.68 0.68 0.67 069 0-65 0,64 CU=C ULTIMATE=a/p, 0.86 0.64 0.85 0.85 084 0-86 0-81 0.80 Icr u(in4)=Icr ULTIMATE=n•Ase•(d-CU)2+1/3'oW'O? 157.94 155.48 156.09 156.09 15548 15768 151.01 14-&86 Nu(lb-in)=Mua/(1-(5 Pu'Lc2)/(0.75•48•Ec"Icr))= 089 1333 I 2739 I 54276 102742 161639 91100 128344 Mn(lb-in)=Ase'fy•(d-s12) 231319 226800 1 227929 227929 226800 230630 218713 214865 Cu/d 0.12 0.12 0.12 0.12 0.12 0-12 0.12 0-11 =0.23+0.25/(Cu/d 0.90 0.90 L 0.90 0.90 0.90 0.90 0.90 090 �Mn Win 20B187 204120 205136 205136 204120 207747 196842 193379 �Mn>Mcr OK 011 K LKL OI< OK Mu/I 0% 1% 1% 26% 46% 66% V�Mn>Mu OK OK OK OK OK OK OK N + n � + I m ° 3 LU 3 + + + + + + + + Job Name=Arlingto J J J J J J + + + + + + Job Number=2E+06 O o O 0 O 0 Wall Type=28 II II II II II II < < < < < Wall Description=Window D 1 1 1 1 1 1 $ 1 0 0 0.5 1 1 Lt 0 0 0 0 0 0 1 1 1 1 1 1 1 ti 1 1 1 1 1 1 E 0 0 0.70 0 0 0.70 W 0 0.6 0 0.6 0.3 0 - Axial Load at Mid Ht=Ps PW 6637 6377 6377 6507 6637 6637 Applied Moment at Mid Ht=Msa(64M I) 1227 41109 70999 41524 21582 71827 Ase(in2)=(Ps+As•fy)/ty 0,60 0.60 0.60 0.60 0.60 0.60 k=Sqrt((n•p)2+2•n'p)-n-p 0.252 0.252 0.252 0.252 0.252 0.252 CE=C ELASTIC=k"d 1. 55 1.75 1.75 1.75 1.75 1.75 Icr E(in4)=Icr ELASTIC=n'Ase'(d-CE)2+1/3"eW'CEa 137.92 137.08 137.08 137.50 j 137.02 137.92 Mi=Msa(lb4m) 1227 41109 70999 41524 21582 71827 lei(in4)_{(Mcr/M)''Ig+(1-(Mcr/M)')"Icr E}<IB 670 670 670 670 670 670 M2(lb-in)=Msa I(1-(5'Ps'Lc2)/(48•Ec"I09) 1290 43146 74516 43625 22697 7553E lee((M) 670 670 670 670 670 670 M3(lb4n) 1290 43146 74516 43625 22697 75538 lee Qn4) 670 670 670 670 670 670 M4(lb•in) 1290 43146 74516 43625 22697 75538 le4(10) 670 670 670 670 670 670 Ms(lb•in) 1290 43146 74516 43625 22697 75538 les(in4) 670 670 670 670 670 670 M6(lb-in) 1290 43146 74516 43625 22697 75538 le6(in4) 670 670 670 670 670 670 M7(lb-in) 1290 1 43146 74516 43625 22697 j 75538 le7(in4) 870 670 870 670 670 670 c/150(in) 2.92 2.92 2.92 2.92 2.92 2.92 As(in)_(5'M7'Lc2)/(48•Ec'IB►} 0.01 0.32 0.55 0.32 0.17 'E+S is WA OK OK OK OK OK OK OK Job Name = Arlington Casting Job Number = 2200333.2 Wall Type = 37 I Wall Description = WINDOW-MAN Wall Ht= 34 ft Wall Weight at Mid Height b= 8.4 ft Wt of Concrete= 150 pcf c= 7 ft Wall Thickness= 7.5 in. e = 2.17 ft Concentric Load= 4089 plf d = 27 ft Seismic Fp=.4Sd*= 0.304 Wp a = 4.2 ft Tl a = b/2 i Roof Weight i Joist Span= 45 feet _ i Dead Load= 12 psf d Snow Load= 25 psf i Live Roof= 20 psf 1 Live Floor= 0 psf eccentricity 6.375 inch equiv DL = 793.37656 plf equiv SL= 1652.8678 plf c equiv Lr= 1322.2943 plf equiv LL = 0 plf b e I Equivalent Wind and Seismic Load J P wind = 27.0 psf P seismic= 28.5 psf P wind equiv = 79.3 psf JP seismic equiv= 79.2 psf 1 a _ 1 �1 .J Alternate Concrete Slender Wall Design(A Cl 318-14 Sect 14.8) IF you need to make modifications Job Name>arAnon Casting to any other part of the Job Numbers3.20 spreadsheet besides the"sav ellowcells the password is"save" Wall Types37Wall Description aW-MAN See ACI 14,B.2.5 for We DESIGN SUMMARY distribution of Wall Ht Btwn Supports(R) 34 concentrated forces WE Total Wall H[w/Parapet(R) 39.5 MT(,—,I � Total Wall eat DGess(in) Z5 ri of � n/ Reveal Dspih(In) 0.75 structural BWahrral TRkknsss(in) %75 thickness "---Pier Width(ft) 2.77 Number of Bars Ea Face(or at' 6.00 Center)of Pier I D=Dead Load P Concrete Strength(psi) 5000 S=Snow Load (2)U,+y Lr=Roof Live Load RalpfOrt:ament 05 Reber @) L=Occupancy Live Load 4"o.c H=Soil Load me.0011ection L 1259 E=Seismic Load(Ultimate) %of Flexural Capacity 94% W=Wind Load Me Hand Input 1 Potential Hand Input ®K Applied Loads output S jWaTs the controlling type of roof load?Snow or Roof Live Load?(Enter"S"or"Lr") NO Are you applying occupancy live loads for places of public assembly,or live loads in excess of 100 psf,or parking garage live loads?(YES:ft=1.0,NO:fi=0.5) YES Do you have a roof config that prevents snow from shedding off the structure?(YES:1`2=0.7,NO:1`2=0.2) YES Is the design snow load less than or equal to 30 psf? 0.760 SO*rdC Sds - ft_ ...__.0.5 f2=� 0.7 —� Uniform Concentric Applied Loads(Wc) Dead-D(plf) 4089 (tributary wall weight at midheight) Snow-S(plf) 0 Roof Live-Lr(p14 0 Occupancy Live-L(pli) 0 Soil-H(plf) 0 Uniform Eccentric Applied Loads(WE) Moment at Mid-Ht(lb-fUll)=1/2 Moment al Top(lb-fUR)=We"e Eccentricity(in) 6.375 MTOP Dead-D(plf), 793.3765634� D=' 421 D= 211 � Snow-S(pill; 1652.86784 S=tt B78 I S=F 439 Roof Live-Lr(pIQ 1322,294272 Lrat 702 Lr= 351 Occupancy Live-L(plf). 0 L= 0 L=� 0 Soil-H(pIQ�� H=. 0. H=t_ O - Moment @ Mid-Ht(lb-ftlft)=1/2 r Uniform Moments A lied M M (MTOP+MBOT) PP ( Tor) ( eoT) , The uniform moments applied to Dead-D(lb-ftlft)1 0 0 D=� 0 the top and bottom of the wall Snow-S(Ib-ftlft)i 0 S 0 can be used to model loads frorr Roof Live-Lr b-;lift 0 Lr= 0 a wall above or below,or to 0 ) model lateral parapet forces. Occupancy Live-L(lb-ftlfQ'1 0 000 L= Sail-H pb-ftlfq 0 H 0 �O Enterp_0slf/ve nrrrrWars to f" increase the moment induced at = � the mid-height of the wall being Seismic(Ultimate)-E(Ib-ftlfl) 0 -10519 E_ designed and nboeNve skenbers Wind-W(lb-f/ft) 0 -14387 W=—7194 — to reduce the moment. Note that soil forces are not allowed to counteract wind or seismic forces. In addition,soil forces that coun Ieracl other forces are not allowed to be factored and should be accounted for in hand Moment @ Mid-Ht(lb-ftlft)=1/6 Equivalent Uniform Lateral Applied Loads(P) PLZ Seismic(Ullimate)-E(psf)1 79.2 E= 11439 Wind-W(psl)L_ 79.3 _� W= 11464- i Total Uniform Axial Load at Mid-Height of Wall Total Uniform Moment at Mid-Height of Wall Dead-D(plf)l 6992 Dead-0(lb-fl/ft) Snow-S(pit) 1653 Snow-S(lb-It/R)�p38 Roof Live-Lr(pill; 1322 Roof Live-Lr(lb-IVII)1 351 Occupancy Live-L(01) 0 Occupancy Live-L(lb-Ilfit)I 0� Soil-H(plo`_ 0 Soil-H(lb-11/I1)i_ 0 Seismic(Ultimate)-E(lb-I1/I1)_6180 Wind-W(lb-PA) 4271 Note that these totals represent the unfacfored forces at the mid-height of the wall in lu in the self wt of the wall(this spreadsheet automatically calcs wall self wt)P-0 effects have not been accounted for.These forces can be overridden by entering your own mid-height axial loads and moments determined from hand calculations.You will still have to enter information describing the loads so that the proper R, f2 and f3 load factors are property applied. Remember to enter the loads unfaclored and include the self-weight of the section of wall being analyzed. Wall Parameters Wall Height Between Supports(It)_ 34 (Not including parapet) Parapet Height(A) 5.5 ,This is used to talc the selbwel ht of the wall only Rebar Dia(in) A ins Total Wall Height(11) 39.5 The width of the pier doesn't affect the structural 3 0 375 0 11 design since loads are Input car linear fool Pier Concrete Strength Fc(psiJ 5000 yo 4 0.500 0-20 width is for your reference 5o you can track you( Concrete Unit Weight(pcl) 150 calculations,This jjM calculate The actual numb 5 0.625 0,31 Reber Yield Stress fy(psl)I 60000_�of bars required within Iho pier width you input. 6 0.750 (L44 Per ACI 14.3.6 lateral Width of Pier Being Designed(ft) 1 i(Width of pier,or enter 1 It la analyzing unit width) 7 M75 0.60 ties need not be Total Wall Thickness(in) 7.5 6 1.000 079 provided where vert reinf Depth of Reveal(in) 0.75 55 9 1 128 1 00 is not req'd as compression reinf. Thus Structural Thickness(in) 675 =Total Thk-Reveal Depth 10 ' t' 1 27 walls designed using this (1)or(2)Layers of Reinf?: 2 ''OK 11 1 410 1 56 method do not need to have oonfinement steal Vert Reber Size 5 031 ins 0.625 in But in many cases is still Vert Reber o.c.Spacing(in)� 4.333 advisable,particularly with 2 layers of rebar. As per fool(inz/fl) 0.65 (This is the area of tension steel only) Total As in Pier(in) 0.85 (This is the area of tension steel only) Number of Bars within Pier(Ea Face)— 2.77 ~ ACI Min Cover Reqments: Are You Providing Confinement Reml7 YES Exposed to Weather:j#5&Smaller-1 1/2" Confinement Rebar Size 3 0.375 in &Larger-2" Conc Cover at Ext Side of Wall Exp to Weather/Earth(In) 1.125 Not Exposed to Weal her:;#11 &Smaller=314" Con Cover at I n I Side of Wall Not Exp to Weal her/Ea rth(in)� 1 _I VaTH "d"with n Depth to Tension Reber=d(In) 4.9 ((W12 layers of rebar,d=Struc Width-Max Cover-Confine -1/2 Vert 0) y � hand cales also Min Vertical Steel Ratio-pv min 0.00255j (pv min may be reduced if the shear force is low.See ACI 21.7.2) Actual Vertical Steel Ratio-p 01 v 0. 69 g% Based on total wall link not strut thk=(Reber A #Layers/Spacing)I(Total Thk Min Tensile Flexural Reinf 1=As min 1(mz/11) 0.21 i l Spy Min Tensile Flexural Reinf 2=As min 2(ins/11) 0.20 'Ol t } d p, 0.0143 =As per ft/(12'd) • • r Strut thk pmax=0.6 pb=0.6"0.85`01'fc/fy`87000/(87000+fy) 0.0201 'OK Ec(psi),,4000509. 57000`sgrt(Pc) Es(psi) 29000000 • • • n 7.2 i=Es/Ec • •_ __ a_ t iw(in)`12 =12" Ag(inz/ft) 81 =Struc Thk`12 I0.06 ft(psi) 300 Pier Width=bw 1 c(in)08 Wall Hit`12 0.8 ig(in"/ft) 308 =1/12'12`Struc Thk' fr(psi) 530 =7.5`sqrt(f c) yt(in) 3.375 �=Struc Thk/2 Mcr(ItFin) 48326 =fr`Ig/yl .c 1150(in) 2.72—( OK Job Name=Arlington Casting Job Number=2200333.2 i Wall Type=37 JWall Description=WINDOW-MAN �1 _1 .-1 .1 + J = J O J + } LU O + + O O O } fn n J 2 O O + 2 + O � >+ 9 >+ 1. > N > rn } + + + + N O O O � C N m O 0 II II II II II II II II � 7 � Load Load Load Load Load Load Load Load I;ASCE IBC-2012 Combo Combo Combo Combo Combo Combo Combo Combo 12.4.2.2 16-1 16-2 16-3(a) 16-3(b) 16A 16-5' 16-6 16-7' n 1 4 1 2 11 1 9 1 7 1? 1 35? O R 1 n 74B 0 0.5 1.6 1.6 0.5 0.7 0 0 0 0 0 0 0 0 0 0 L 0 1,6 0.5 0 0.5 0.5 0 0 0 1.6� 0 0 0 0 E 0 0 0 0 0 1.0 0 1.0 W 0 0 0 0.5 1 0 1 0 Factored Axial Load at Mid Ht=Pu(MM) 9788 9216 11035 11035 9216 10610 6292 5230 Factored Applied Moment at Mid Ht=Mua Winni) 3540 5669 1 37088 56916 81261 53523 76046 Pu/Ag(ps4 121 114 136 136 114 131 78 65 Vert Stress at Mid-Ht Wall ok?Pu/Ag<0-06 YC9 OK OK OK OK OK OK OK OK OK Ase(in7)=(Pu(h/2d)+As'fy)/fy 0.96 0.95 0.98 0.98 0.95 0.97 0.92 0.91 a(in)=(Ase'fy)I(0.96WIw) 1.13 1.12 1.15 1.15 1.12 1.14 1.08 1.07 CU=C ULTIMATE=a/B1 1.41 1.40 1.43 1.43 1.40 1.43 1.35 1,34 Icr u(in4)=Icr ULTIMATE=n'Ase'(d-CU)2+1/3'*VeW 97.18 96.83 97.93 97.93 96.83 97.67 95.03 94.37 Nu(lb-in)=Mua/(1-(5"Pu'Lc2)/(0.75`48'Ec'Icr))= 8385 ' 12485 32410 104876 125354 215600 86302 11148E Mn(lb-in)=A.se'fy'(d-d2) 252140 250650 255376 255376 j 250650 254274 2429881240183 Cu/d 0.29 0.28 0.29 0.29 11 0.26 0.29 0.27 0.27 =0.23+0,25/(CU/d 0.90 0.90 0.9D 0.90 Q90. 0.90 0.90 0.90 �Mn(lb4n) 226926 225585 229838 229838 225585 228847 218689 216165 �Mn>Mcr? Q I Q(1 Q� OK OK OK QIS -r OK OK Mu/SMn 4% 6% 14% 46% 56% 94% 39% 52% POSITN �Mn>MIT? OK OK OK OK OK OK OK OK OK N_ n N LU + M r 3: + + 19+ + �+ + r+ +� Job Name=Arlingto J J J J + + + + + + Job Number=2E+06 0 0 0 0 0 0 Wall Type=37 II II II II II II < < < < < < Wall Description=WINDOV D 1 1 1 1 1 1 S 1 0 0 0.5 1 1 Lr o 0 0 0 0 0 L 1 1 1 1 1 1 H 1 1 1 1 1 1 E o 0 0.70 0 0 0.70 W 0 0.6 0 0.6 0.3 0 Axial Load at Mid Ht=Ps(1101) 8644 6992 6992 7818 B644 8644 Applied Moment at Mid Ht=Msa WMBI) 7797 33277 54437 35911 23172 59705 Ass(in)_(Ps+As'fy)/)y 0.99 0.97 0.97 0.98 0.99 0.99 k=Sgrt((n'p)2+2'n'p)-n-p 0.363 0.363 0.363 0.363 0.363 0.363 CE=C ELASTIC=k'd 1.79 1.79 ----1.79 1.79 1.79• 1.79 Icr E(in4)=Icr ELASTIC=n'Ase'(d-CE)2+1/3'.W W 93.77 1 91.81 91.81 92.79 93.77 93.77 Mi=Msa Win) 7797 33277 54437 35911 23172 59705 lei(in4)_{(Mcr/M)3'Ig+(1-(Mcr/M)3)'Icr E}<19 308 308 243 308 308 207 Mz(lb-in)=Msa/(1-(5 Ps'Lc2)/(48'Ec'16r)) 8870 36885 62136 40321 26359 72771 Ie2(11 306 308 193 308 308 156 M3Qb•1n) 8870 36885 64469 40321 26359 78335 le3(in4) 308 308 183 308 308 144 M4(Ib-in) 8870 36885 65167 40321 26359 80501 le4(In4) 308 308 180 308 308 140 M5(Ib4n) 8870 36885 65374 40321 26359 81299 ley Qn4) 308 30B 179 308 1 308 139 M6(lb-in) 8870 36885 65435 40321 26359 81586 lee(ln4) 30B 308 179 308 308 138 M7(W-in) 8870 36885 65453 40321 26359 }` 81688 le7(11114) 308 308 �179 308309 1 138 i c 1160(In) 2.72 2.72 2.72 2.72 2.72 2.72 As(in)_(5`M7'Lc2)/(48'Ec'ter) 0.12 0-52 1.58 0.56 0.37 E+S is WA OK OK OK OK OK I OK OK Job Name = Arlington Casting Job Number = 2200333.2 Wall Type = 38 I Wall Description = Dbl Man Door Wall Ht= 34 ft Wall Weight at Mid Height b = 6.4 ft Wt of Concrete= 150 pcf c= 7 ft Wall Thickness= 7.5 in. e = 2.50 ft Concentric Load= 2700 plf d = 27 ft Seismic Fp=.4Sd*= 0.304 Wp a = 3.2 ft a= b/2 I Roof Weight Joist Span= 45 feet Dead Load= 12 psf d Snow Load= 25 psf i Live Roof= 20 psf Live Floor= 0 psf eccentricity 6.375 inch equiv DL= 615.6 plf r equiv SL = 1282.5 plf c equiv Lr= 1026 plf equiv LL = 0 plf b e 1 Equivalent Wind and Seismic Load P wind = 27.0 psf P seismic= 28.5 psf P wind equiv = 61.6 psf P seismic equiv= 62.0 psf 1 _1 J LL, Alternate,Concrete Slender Wall Design(ACI 318-14 Sect 14.8) If you need to make modifications Job Name=Arlington Casting . G, to any other part of the Job Number=:2200333.20 Q spreadsheet besides the yellow cells the password is"save" Wall Type= 36 Wall Description=iDbl Man Door See ACI 11.8.2.5 for W DESIGN SUMMARY distributione of Wag Hit Btwn Supports(ft) 34 concentrated forces — WE Total Wall Htw/Parapet(ll) 39.5 Mt ^ Total Wall Thickness(In) 7.5 e r \V of � Reveal Depth(in), 0.75 structural Structural Thickness(in)' 6.75 thickness ' Pier Width(ft) 2.50 Number of Bars Ea Face(or al; 5.00 Center)of Pier I D=Dead Load ( P Concrete Strength(peg 5000 S=Snow Load L 2)Layer Lr=Roof Live Load Reinforcement, e5 Reber @ L=Occupancy Live Load 6"o.c. H=Soil Load Max Deflection L/633 E=Seismic Load(Ullimate) %of Flexural Capacity 87% W=Wind Load Me Hand Input Potential Hand Input OK Applied Loads Output S What is the controlling type of roof load?Snow or Roof Live Load?(Enter'S"or"Lr') NO Are you applying occupancy live loads for places of public assembly,or live loads in excess of 100 psf,or parking garage live loads?(YES:fi=1.0,NO:f1=0.5) YES Do you have a roof config that prevents snow from shedding off the structure?(YES:f2=0.7.NO:f2=0.2) YES Is the design snow load less than or equal 1031)pet! 0.760 Seismic:Sds w fi 0.5 r� fz= 0,7 Uniform Concentric Applied Loads(Wc) Dead-D(pli 2700 i(tributary wall weight at midheight) Snow-S(pll) 0 Roof Live-Lr(pIQ 0 Occupancy Live-L(p(q 0 Soil-H(pill 0 Uniform Eccentric Applied Loads(WE) Moment at Mid-Ht(lb-ft/ft)=1/2 ---- Moment at Top(lb-FUFt)=We'e Eccentricity On)) 6.375 MTOP Dead-D(pit)1 615.6 r D='�327 D - 164 Snow-S(pit) 1282.5 S=V 681 S= 341 f Roof Live-Lr(Pit) 1026 Lr=` 55'I6 Lr= 273—� Occupancy Live-L(pit)4 0 L= 0 ( L={ 0 Soil-H(plot o H=�_ 0 H=1 0 Y Moment @ Mid-Ht(Ib-{lift)=1/2 Uniform Moments Applied (MTOP+MBOT) _ The uniform moments applied to Dead-D(lb-ft/fl) 0 0 D a; 0 the top and bottom of the wall Snow-S(lb-fl/ft) 0 0 S. 0 can be used to model loads from (lb-{lift 0 0 Lr 0 'a wall above or below,or to Roof Live-Lr ( ) imodel lateral parapet forces. Occupancy Live-L(lb-ft/ft) 0 0 L=�-- 0 Enterajoeff!Iwl u ibera 10 Soil-H(lb-flift) 0 0 H a 0 increase the moment induced at Seismic Ultimate -E(lb-fl/fl 0 -8232 E_ 4110 the mid-height of the wall being (Ultimate) ( ) I designed and(lq0.lhrt nwrll9ra Wind-W(Ib-fI/fQ 0 -11164 I W c 4W to reduce the moment Note that soil forces are not allowed to counteract wind or seismic forces. In addition,soil forces that counteract other forces are not allowed to be factored and should be accounted for in hand Moment @ Mid-HI(lb-fl/ft)=1/8 Equivalent Uniform Lateral Applied Loads(P)_ PLZ _ Seismic(Ultimate)-E(psf) 62.0 E=r 8952 Wind-W(psf) 61.6 W=� 8895 Total Uniform Axial Load at Mid-Height of Wall Total Uniform Moment at Mld•Helght of Wall Dead-D(pill 5425 Dead-D(Ib•ftflt)p 164 Snow-S(plf). 1283 Snow-S(lbdtlft) 341 r Roof Live-Lr(pit) 1 226 Roof Live-Lr(lb-IUIt) 273 Occupancy Live-L(plo+ 0 Occupancy Live-L(lb-111igI 0 ' Soil-H(plo 0 Soil-H(Ib-ft/fl)i 0 Seismic(Ultimate)-E(Ib-fUtl)� 4836 Wind-W(Ib-fl/fl)' 3314 Note that these tolats represent the wit lard tortes at the mkt-height of the wall includin the self wt of the wall(this spreadsheet automatically Cates wall sell wl) P-A eliecls have tM been accounted lor.These forces can be overridden by entering your own mid-height axial toads and moments determined from hand calculations. You will still have to enter information describing the loads 9a that the proper fi, h and h load factors are properly applied. Remember to enter the loads unfactored and include the self-weight of the section of wall being ahaly7ed. I Wall Parameters Wall Height Between Supports(ft) 34 '(Not including parapet) Parapet Height(ft) 5,5 ['1 s is used to calc the setf-wed 1 of the WON Only) Reber Dia in A inz Total Wall Height(ft) 39.5 e width of the pier doesn't affect the structural 3 0,375 0.11 — sign since loads am Input per linear foot.PierConcrete Strength fc(psi) 5000 4 0.500 0.20 dth is for your relorence so you can track yourConcrete Unit Weight(pcf) 150 adations-This fim calculate the actual numb 5 0.625 0.31 Reber Yield Stress fy(psi) 60000 ars required within the pier width you input. 6 0.750 0.44 Per ACI 14.3,6 lateral Width of Pier Being Designed(ft) 1 I(Width of pier,or enter 1 It for analyzing un4 width) 7 0.875 0.60 ties need not be Total Wall Thickness(in) 7;5 8 1,040100 0.79 provided where vent reirll Depth of Reveal(in) 0.75 I 65 9 .128 1-00 is not req'd ascompression reinf. Thus Structural Thickness(in) 6.75 =Total Thk-Reveal Depth 10 .270 1,27 walls designed using Ihi (1)or(2)Layers of Reinf? 2 11 . 1-56 method do not nrrP.d to •---( have confinement steel Vert Rebar Size 5 0.31 inz 0.625 in But in many cases is still Vert Rebar o.c.Spacing(in)j 6 OK advisable,particularly z with 2layers of rebar. As per foot(in/ft) 0.61 I(This is the area of tension steel only) Total As in Pier(inz)^ 0.61 ((This is the area of tension steel only) Number of Bars within Pier(Ea Face) 2.00 ACI Min Cover menls! Are You Providing Confinement Reinf?' YES Exposed to Weather:Y5&Smaller•1 117 Confinement Rebar Size 3 0,375 in 06&Larger.2' Conic Cover at Ext Side of Wall Exp to Weather/Earth(in) 1.125 _ Not Exposed to Weather.411 &Smaller=3/4" I Conc Cover at Int Side of Wall Not Exp to Weather/Earth(in)' 1 Verify"d"with Depth to Tension Rebar-d(in) 4.9 2 layers of rebar,it=Struc Width-Max Cover-Confine 0-1/2 Vert 0) hand calcs also Min Vertical Steel Ratio-pv min 0.g)lo:lf (pv min may be reduced if the shear force is low.See ACI 21.7.2) Actual Vertical Steel Ratio-pv 0.0136 Based on total wall lhk not struc thk-(Rebar A #Layers/Spacing)/(Total Thk Min Tensile Flexural Reinf 1=As min 1(inz/ft) 0.21 �t.Vert Spc9 h - Min Tensile Flexural Reinf 2=As min 2(In'/ft)' 0.20 OK � d p 0.0104 =As per ft/(12'd) • • ~ r~ Struc Thk pmax=0.6 ph=0.6'0.85'PI'fc/fy'87000/(87000+(y) 0.0201 OK Ec(psi) 4030509 =57000'sgrt ft) Es(psi) 000000 • • • ld n 7.2 =Es/Ec • • •� 1 vw(in)~12 -12" Ag(in2/ft)�81 =Slruc Thk'12 0.06 f'c(psi) 300 . PkrWkh be, L I .c(in)7 408 =Wall Ht'12 Pi 08 lg(in'/R) 308 =1/12.12'Struc Thk' fr(psi) 530 =T5'sgrtft) I yl(in)' 3.375 :=Struc Thk/2 Mcr(Ib-In) 48326 =fr'Ig/yt .c/150(in)� 2.7� Job Name=Arlington Casting Job Number=2200333 2 J Wall Type= Wall Description=Dbl Man Door J J � + N O 6 W p + + O O + n n + i O O I ` + + J J + + + + + + O + N O (] O O � ON N rn O 0 II II II II II I II II II Load Load Load Load Load Load Load Load *ASCE IBC-2012 Combo Combo Combo Combo Combo Combo Combo Combo 12.4.2.3 16-1 16-2 16-3(a) 16-3(b) 16A 16-5' 16-6 16-7' D 1.4 1.2 11,2 1 1.2 1,2 1.352 0.9 0.74E S 0 0.5 1.6 1.6 0.5 0.7 0 0 Lr o 0 0 0 0 0 o 0 L 0 1.6 0.5 0 0.5 0.5 0 0 H o 1.6 0 0 0 0 1.6 1.6 E 0 0 0 0 0 1.0 0 1.o W 0 0 0 0.5 1 0 1 0 Factored Axial Load at Mid Ht=Pu(IWI() 7595 7151 B562 8562 7151 8232 ' 4882 4058 Factored Applied Moment at Mid Ht=Mua QNRO) 2747 4399 8895 28777 44163 63549 41530 59502 Pu/Ag(peq 94 88 106 106 88 102 60 I 50 Vert Stress at Mid-Ht Wall ok?Pu/Ag<0.06 PC? OK OK OK OK OK OK OK OK JK Ase(in)=(Pu(h/2d)+As'fy)/ 0.70 0.70 0.71 0.71 0.70 0.71 0.67 0.66 a(in)=(Ase'fy)/(0.SIOW) 0.82 0.82 0.84 0.84 0.82 0.83 0.79 - 0.78 Cu=C ULTIMATE=a/ryt 1.03 1.02 1.05 1.05 1.02 1.04 0.98 097 Icr u(in4)=Icr ULTIMATE=n'Ase'(d-CU)Z+1/3'I 81.30 80.94 82.07 82.07 80.94 81.81 79 07 78-37 Nu(lb-in)=Mua/(1-(5 Pu'LC2)/(0.75'40'Ec'Icr))= 5919 8919 22152 71664 89547 150320 64309 84641 Mn(lb-in)=Ase'fy'(d-Sl2) 190110 188861 192825 192825 108861 191901 1K,449 180107 Cu/d 0.21 0.21 0.21 0.21 0.21 0.21 0.20 0.20 =0.23+0.25/(Cu/d Oleo %90 _0.90 _ 0.90 0.90 0.90_ 0.00_ &20 _ �Mn(lb-1n 1T1099 169975 173543 173543� 169975 172710 164204 162096 �Mn>Mcr QIS Qi( QK OK OK K OK Mu/OMn 3% 5% 13% 41% 1 53% B7% 39% 52% 1 V �Mn>Mu? OK OK OK I OK OK OK OK ( OK OK N � + I M r + + + + �+ + +� r+ Job Name=Arlinglo J J J J J + + + + + + Job Number=2E+06 0 0 0 0 0 0 Wall Type=38 II II II II II II < < < < < < Wall Description=Dbl Man 0 1 1 1 1 1 1 1 8 1 0 0 0.5 1 1 t r n 0 a 0 0 0 L 1 1 1 1 1 1 H 1 1 1 1 1 1 E o 0 0.70 0 0 0.70 W 0 0.6 0 0.6 0.3 0 Axial Load at Mid Ht=Ps(IbfR) 6707 5425 5425 6066 6707 6707 Applied Moment at Mid At=Msa(IbArillt) 6050 25821 42586 27865 17979 46674 ASS(inZ)_(Ps+As"fy)/fy 0.73 0.70 0.70 0.71 0.73 0.73 k=Sgrt((n'p)Z+2'n'p)-p'P 0.319 0.319 0.319 0.319 0.319 0.319 CE=C ELASTIC=k'it1.57 1.57 1.57 1.57 1.57 1.57 Icr E(in4)=Icr ELASTIC=n'Ase'(d-CE)Z+1/3'tw'CE 74.65 72.91 72.91 73.78 74.65 74.65 Mi=Msa(1111 6050 25821 42586 27865 17979 46674 lei(in4)_{(Mcr/M)3 i Ig+(1-(Mcr/M)')'Icr E}<)e 308 308 308 308 308 30B M2(lb-in)=Msa/(1-(5'Ps'LCZ)/(48'Ec'lei)) 6677 27941 46084 30448 19841 51507 Ie2 Qn4) 308 308 308 308 308 267 M3(Ib411) 6677 27941 46084 30448 19841 52330 lea(in,l) 308 308 308 308 308 258 M4(Ib4n) 6677 27941 46084 30446 19841 52550 le4(in4) 308 308 308 308 308 256 M5(lb-1n) 6677 27941 46084 30448 19841 52610 ley(In4) 308 308 308 308 308 255 M6(lb-ln) 6677 27941 46084 30448 19841 52626 le6(In4) 308 308 308 308 308 255 M7(lb•In) 6677 27941 46084 30448 19841 52630 le7(111114) 308 30B 30B 30B 308 255 C/150(1n) 2.72 2.72 2.72 2.72 2.72 2.72 As(in)_(5'M7'Lc2)/(48'Ec'16r} 0,09 0.39 0.64 I 0.43 0.28 E+S is WA OK OK. OK OK OK OK � -� 1 1 1 1 1 "I 7 7 I 7 7 J J J J J I I I I i 1 � I' I. y COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington• 18204 59th Ave NE• Arlington,WA 98223- Phone(360) 403-3551 The following minimum Information Is required for your Commercial/Multl-Family Building Permit Application. Mark each box to designate that the Information has been provided. Please submit this checklist as part of your submittal documents. Incomplete applications will delay the review. l One (1) City of Arlington Comm erciaUMulti-Family Permit Application (One (1) permit application per building or structure is required) ❑x One (1) City of Arlington Comm erciaUMulti-Family Submittal Requirements Form l Two (2) Architectural Drawings ❑x Two (2) Structural Drawings x❑ Two (2) Structural Calculations One (1) Project Specification Manuals (if applicable) x❑ One (1) NREC Code Compliance Forms l One (1) Special Inspection Requirements Forms One (1) Occupant's Statement of Intended Use Form This is a cold dark shell and and and their are is no occupant intended as part of this submittal. A future T.I. permit will be submitted at which point this statement will be provided. Drawings shall be BOUND SEPARATELY BY TYPE, architectural, structural and landscape, and then ROLLED TOGETHER IN COMPLETE SETS> An Intake appointment Is required for all new Commercial or Multi-Family Building Permit Applications. To schedule an appointment please contact the City of Arlington Permit Center at(360)403 3551 or by emall toced@arlingtonwa.gov. I acknowledge that all Items designated above are Included as part of this application. REV 11/2019 Page 1 of 9 A COMMERCIAL APPLICATION f���, PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington• 18204 59th Ave NE• Arlington, WA 98223• Phone(360) 403-3551 A. FEES DUE AT TIME OF PERMIT ISSUANCE B. CODES The City of Arlington currently enforces the following: International Codes 1. 2015 International Building Code(IBC) 2. 2015 International Residential Code (IRC) 3. 2015 International Mechanical Code (IMC) 4. 2015 International Fuel Gas Code(IFGC) 5. 2015 International Fire Code(IFC) 6. 2015 Uniform Plumbing Code(UPC) 7. 2015 International Property Maintenance Code(IPMC) 8. 2015 International Existing Property Code (IEBC) 9. 2015 Washington State Energy Code (WESC) 10. 2017 Accessible&Usable Buildings and Facilities(ICC/A117.1) Washington State Amendments 1. WAC 51-50 Washington State Building Code 2. WAC 51-51 Washington State Residential Code 3. WAC 51-52 Washington State Mechanical Code 4. WAC 51-54 Washington State Fire Code 5. WAC 51-56&51-57 Washington State Plumbing Code and Standards 6. WAC 51-11 Washington State Energy Code 7. WAC 296-46B Electrical Safety Standards,Administration, and Installation C. CITY OF ARLINGTON DESIGN REQUIREMENTS Design Wind Speed: 110 miles per hour(Exposure B) Ground Snow Load: 25 pounds per square foot Seismic Zone: D1 Rainfall: 2 inches per hour for roof drainage design. Frost Line Depth: 18 inches Soil Bearing Capacity: 1,500 psf unless a Geo-Technical Report is provided. (IBC Table 1804.2& IRC R401.4.1) D. PLANS AND DRAWINGS Submit two(2)complete sets of drawings and plans. Drawings and plans must be submitted on minimum 18"X 24", or maximum 30"X 42"paper.All sheets are to be the same size and sequentially labeled. Plans are required to be clearly legible, with scaled dimensions, in indelible ink, blue line,or other professional media. Plans will not be accepted that are marked preliminary or not for construction,that have red lines,cut and paste details or those that have been altered after the design professional has signed the plans. Please Note:A separate submittal of plans is required for each building or structure. REV 11/2019 Page 2 of 9 COMMERCIAL APPLICATION PERMIT SUBMITTAL 1I IN,G Department of Community& Economic Development City of Arlington• 18204 59th Ave NE • Arlington, WA 98223• Phone(360) 403-3551 DETAILED SUBMITTAL REQUIREMENTS Mark each box to designate that the information has been provided. Please submit this checklist as part of your submittal documents A. El SITE PLAN —REQUIRED WITH ALL SUBMITTALS (May be included as part of the Architectural Drawing cover Sheet) 1. Drawing shall be prepared at scale not to exceed 1"=20 feet. 2. Show building outline and all exterior improvements. 3. Provide property legal description and show property lines. 4. Provide dimensions from the property lines to a minimum of two building corners (or two identifiable locations for irregular plan shapes). 5. Show building setbacks, easements and street access locations. 6. Indicate North direction. 7. Indicate finish floor elevation for the first level. 8. Provide topographical map of the existing grades and the proposed finished grades with maximum five feet elevation contour lines. 9. Show the location of all existing underground utilities,including water,sewer, gas and electrical. 10. Flood hazard areas,floodways,and design flood elevations as applicable. B. x0 ARCHITECTURAL DRAWINGS 1. ® Cover Sheet a) Building Information 1. Specify model code information. 2. Construction Type. 3. Number of stories and total height in feet. 4. Building square footage(per floor and total) 5. IBC Occupancy Type(show all types by floor and total). 6. Mixed-use ratio(if applicable) 7. Occupant load calculation (show by occupancy type and total) 8. List work to be performed under this permit b) Design Team Information 1. Design Professional in Responsible Charge 2. Architects 3. Structural Engineers 4. Owner 5. Developer 6. Any other Design Team Members 2. ® Floor Plan a) Plan view 1/8"minimum scale. Details a minimum Yvinch scale. b) Plans must show the entire tenant space. c) Specify the use of each room/area. d) Provide an occupant load calculation on the floor plan. (on every floor,in all rooms and spaces) e) Show ALL exits on the plans;include new,existing or eliminated. f) Show Barrier-Free information on the drawings. g) Show the location of all permanent rooms,walls and shafts. h) Note the uses in the adjacent tenant spaces,if applicable. i) Provide a door and door hardware schedule. REV 11/2019 Page 3 of 9 -- COMMERCIAL APPLICATION PERMIT SUBMITTAL ;A Department of Community& Economic Development City of Arlington• 18204 59th Ave NE• Arlington,WA 98223• Phone(360) 403-3551 j) Show the location of all new walls,doors,windows, etc. k) Provide details and assembly numbers for any fire resistive assemblies. 1) Indicate on the plans all rated walls,doors,windows and penetrations. m) Provide a legend that distinguishes existing walls, walls to be removed and new walls. 3. ra Reflected Ceiling Plan This is a cold dark shell and and RCP would not show much information. An RCP will be included in the T.I. permit drawings submitted at a future date. a) Plan view 1/8"minimum scale. Details a minimum %.-inch scale. b) Provide ceiling construction details. c) Provide suspended ceiling details complying with IBC 803.9.1.1. Show seismic bracing details. d) Show the location of all emergency lighting and exit signage. e) Detail the seismic bracing of the fixtures. f) Include a lighting fixture schedule. 4. ® Framing Plan a) Specify the size,spacing, span and wood species or metal gage for all stud walls. b) Indicate all wall, beam and floor connections. c) Detail the seismic bracing for all walls. d) Include a stair section showing rise,run, landings, headroom,handrail and guardrail dimensions. 5 �U Storage Racks (if applicable) a) Structural calculations are required for seismic bracing of storage racks eight feet or greater in height. b) Eight feet or less,show a positive connection to floor or walls. NOTE:High pile storage shall meet the requirements of current International Building and Fire Codes. C. (] SPECIAL INSPECTION 1. Where special inspection is required by IBC 1704,the registered design professional in responsible charge shall prepare a special inspection program that will be submitted to the City of Arlington and approved prior to issuance of the building permit to comply with IBC 106.1. D. xl WASHINGTON STATE ENERGY CODE 1.One(1)completed Washington State Non-Residential Energy Code Envelope Summary forms. E. OCCUPANT'S STATEMENT OF INTENDED USE 1. The Occupant's Statement of Intended Use form shall be completely filled out and may require the submittal of a Hazardous Materials inventory Statement(HMIS). Contact the Arlington REV 11/2019 Page 4 of 9 4�t Y COMMERCIAL APPLICATION • s !�<<t�,°�® PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington• 18204 59th Ave NE• Arlington, WA 98223• Phone(360) 403-3551 The building permit does not include any mechanical, electrical, plumbing or fire sprinkler/alarm work. These permits are Issued separately. Mechanical,electrical, plumbing, or fire sprinkler/alarm permits require a separate permit application and may also require separate plan review. Please note that any tenant improvement work in a space that involves food handling or preparation requires Snohomish County Health District approval before the permit can be Issued. You must provide the Permit Center a copy of the approval letter or the approved plans. Contact the Snohomish County Health District at (425) 339-5250 with any questions or for more information. An intake appointment is required for all large Tenant Improvement Building Permit Applications. To determine if your project requires an intake appointment, to schedule an appointment or to ensure that you have the most current information, please contact the City of Arlington Permit Center at(360)403-3551 or by email to ced@arlingtonwa.gov. Incomplete applications will not be accepted. I acknowledge that all items designated as submittal requirements must accompany my Building Permit Application to be considered a complete submittal. REV 11/2019 Page 5 of 9 COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington• 18204 59th Ave NE• Arlington,WA 98223 • Phone(360) 403-3551 THIS APPLICATION TO BE USED FOR NEW COMMERCIAL STRUCTURES AND RESIDENTIAL DWELLINGS NOT REGULATED LWDER THE IRC. THIS APPLICATION MUST BE ACCOMPANIED BY A COMMERCIAL APPLICATION SUBMITTAL CHECKLIST AND AN OCCUPANTS STATEMENT OF INTENDED USE. Name of Project:, Casting Operations Valuation: $3,898,139.00 Project Address: 6108 188th Street NW SEC 22 TWP A!RGE 05RT-4A1 TH PTN E112 NW114 N 114 DAF BAAP ON W LN S SUB WH Parcel I D#: 31052200101000 IS 20FT N OF SW CDR SD SUB TH E PLT N LN SO SUB 66OFT M/L TAP ON E LN SD SUB Legal Description WH 1S 20FT N OF SE COR SD SUB TH N PLT W LN SD SUB 41OFTM/L TO S LN OF N 89OFT So SUB H W PLT N LN SO SUB 9 ALG S LN OF IN$90F7 SO SUB36OFTMIL TAP 30OFT E OF W LN SD SUB TH S PLT W LN SD SUB 167FT M/L TAP 1057FTS OF N LN SD SUB TH W PLT N LN SD SUB 30OFT TO W LN SO SUB TH S ALG SO W LN 243FT M/L TO POB Owner: Casting Operation LLC c/o Sierra Construction Company Inc Phone Number: 425-487-5200 Address: 14800 NE North Woodinville Way City: Woodinville State: WA Zip Code: 98072 Engineer: AHBL c/o: Larry Higgins Phone Number: 253-284-0248 Cell Phone: N/A E-mail 1h0goins0)ahbl.com Address: 2215 North 30th Street City: Tacoma State: WA Zip Code_ 98403 General Contractor: Sierra Construction Company Inc C/o. Bryan Ploetz Phone Number: 425-487-5200 Cell Phone: N/A E-mail: bryanp@sierraind com Address: 14800 NE North Woodinville Way City: Woodinville State: +JVA Zip Code: 98072 Contractor's License Number: CC SIERRCC145N8 Expiration: 3/31/2022 Contact Person: Nelson Worldwide c/o:Todd Schutz Phone Number: 206-408-8645 Cell Phone: N/A E-mail: tschutz@nelsonww.com Address: 1200 Fifth Ave Suite 1300 City: Seattle State: wA Zip Code: 981 of CONSTRUCTION OF A NEW COLD DARK BUILDING SHELL AND ASSOCIATED SITE WORK-A FUTURE TENANT IMPROVEMENT WILL BE PROVIDED IN A Proposed Scope of Work:IEPARATE.FUTURE PERMIT SUBMITTAL. REV 11/2019 Page 6 of 9 COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community& Economic Development eP Y P City of Arlington• 18204 59th Ave NE• Arlington, WA 98223 • Phone(360) 403-3551 Project Name/Tenant Casting Operations Site Address 6108 188th street NW Bldg/Unit/Suite IBC Construction Type IS IBC Occupancy Type F-1 and B (Accessory) CONSTRUCTION OF A NEW COLD DARK BUILDING SHELL AND ASSOCIATED SITE WORK A FUTURE TENANT IMPROVEMENT WILL BE PROVIDED IN A Description of Use�p(�R,ATE FUTURE PERMIT SUBMITTAL. Building Square Footage 78.880 Number of Stories 1 Square Footage Per Floor 78.880 Will there be any installation, modification or removal of the following? (Check all that apply) ❑x Automatic fire extinguishing systems ❑ Compressed gas systems x❑ Fire alarm and detection systems ❑ Fire pumps ❑ Flammable and combustible liquids (tanks, piping etc...) ❑ Hazardous materials ❑ High piled/rack storage ❑ Industrial ovens/furnace ❑ Private fire hydrants ❑ Spraying or dipping operations ❑ Standpipe systems ❑ Temporary membrane structure, tents (>200sq ft)or canopies (>400 sq ft) Provide details on any of the above checked items: Installation,changes,modifications or removal of any of the above may require additional submittals, Information, or permits during the plan review or construction process. Statement of Special Inspection REV 11/2019 Page 7 of 9 COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington• 18204 59th Ave NE• Arlington, WA 98223 • Phone(360) 403-3551 Name of Project: Casting Operations Project Address: 6108 188th Street NW Special Inspection Firm: Geotest Services Inc. Address: 20527 67th Ave. NE,Arlington, WA. 98223 Contact Person: Kevin Richardson Phone: 360-733-7318 Email: kevinr@geotest.com Special Inspection Firm Special Inspectors: The Special inspection Firm of Geotest Services Inc. will perform special inspection for the following types of work(separate forms must be submitted if more than one firm is to be employed) (X) Reinforced Concrete (X) Bolting in Concrete ( ) Pre-stressed Concrete ( ) Shotcrete ( ) Structural Masonry (X) Structural Steel and Welding (X) High-Strength Bolting ( ) Spray-Applied Fireproofing ( ) Smoke-Control Systems ( ) Other Specify: All individual inspectors to be employed on this project will be WABO certified for the type of inspection they are to perform. If inspection is for work that is not covered by the WABO categories,a detailed resume of the inspector and firm must be submitted.The resume must show the inspector and firm are qualified to perform the work and testing required by the project design and specifications. The work shall be inspected for conformance with the plans and specifications approved by the City. Revisions and addenda sheets will not be used for inspection unless approved by the City.The special inspector shall report to the City revisions that are not approved. A daily record will be maintained on site itemizing the inspections performed,for the review of all parties.Any nonconforming items shall be brought to the immediate attention of the contractor for resolution.A weekly shall be submitted to the City;detailing the inspections and testing performed, listing any nonconforming items and resolution of nonconforming items.Unresolved nonconforming items will be detailed on a discrepancy report and presented to the building department. A final report shall be submitted to the Building Division prior to the Certificate of Occupancy being issued. This report will indicate that inspection and testing was completed in conformance with the approved plans,specifications and approved revisions and addenda. Any unresolved discrepancies must be detailed in the final report. The special inspector and special inspection firm serve in the role as"deputy"City of Arlington inspectors and as such are responsible to the City of Arlington Building Division in the performance of the required work. Contractor: The contractor shall provide the special inspector or agency adequate notification of work requiring inspection. The City approved plans and specifications must be made available, at the job site for the use of the special inspector and the City Inspector. The contractor shall maintain all daily inspections reports, on site,for review. REV 11/2019 Page 8 of 9 COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington• 18204 59th Ave NE• Arlington,WA 98223• Phone(360) 403-3551 The special inspection functions are considered to be in addition to the normal inspections performed by the City and the contractor is responsible for contacting the City to schedule regular inspections. No concrete shall be poured or other work covered until approved by the City Inspector. Building Division: The Building Division shall review any revisions and addenda.Approved copies will be given to the contractor to maintain as part of the approved plan set. The City Inspector will monitor the special inspection functions for compliance with the agreement and the approved plans. The City Inspector shall be responsible for approving various stages of construction to be covered and work to proceed. Design Professionals: The architect and engineer will clearly indicate on the plans and specifications for the specific types of special inspection required,and shall include a schedule for inspection and testing. The architect and engineer will coordinate their revisions and addenda process in such a way as to insure all required City approvals are obtained, prior to work shown on the revisions being performed. Owner: The project owner, or the architect or engineer acting as the owners agent, shall employ the special inspector or agency. ENFORCEMENT: A failure of the special inspector or firm to perform in keeping the requirements of the IBC,the approved plans and this document may void this agreement and the Building Officials approval of the special inspector. In such case a new special inspector and/or firm would need to be proposed for approval. A failure of the design and/or construction parties to perform in accordance with this agreement may result in a STOP WORK notice being posted on the project, until nonconforming items have been resolved. ACKNOWLEDGEMENTS I have read and agree to comply with the terms and conditions of this agreement. Owner: _..� _ _ >` Date: 6/25/20 v I hereby certify that the above information is correct and that the construction on, and the occupancy and the use of the above-described property will be in accordance with the laws, rules and regulation of the State of Washington. Applicants Signature Todd Schutz 6/25/20 Print Applicants Name Date FOR STAFF USE ONLY Permit# Accepted By Amount Received Receipt# Date Received REV 11/2019 Page 9 of 9 NELSON SIERRA CONSTRUCTION Neloo Architedure,Inc. CASTING OPERATIONS TI Seat 3 Fifth Ave. Suite 100 Seattle,WA 98101 Phone: (208)408-8500 W W W.NELSON WORLDWIDE.COM 6108 188TH ST NE ARLINGTON , WASHINGTON DRAWING INDEX PROJECT DIRECTORY BUILDING INFORMATION CLIENT: SIERRA CONSTRUCTION COMPANY INC. SITE ADDRESS: 6108 188TH ST.NE,ARLINGTON,WA,98223 DRAWING REVISION ATTN: BRYAN PLOETZ PARCEL NUMBER: 31052200101000 SHEET SHEET ISSUE 14800 NE NORTH WOODINVILLE WAY NUMBER SHEET TITLE DATE REVISION ISSUE WOODINVILLE,WA.96072 LEGAL DESCRIPTION SEC 22 TWP 31 RGE 0SRT-4A)TH PTN El/2 NW1/4 NE1/4 DAF NUMBER DATE BAAP ON W LN SD SUB WH IS 20FT N OF SW CDR SD SUB THE TEL: 425.487.5200 PLT N LN SD SUB 660FT M/L TAP ON E LN SD SUB WH IS 20FT N EMAIL: BRYANP@SIERRAIND.COM OF SE CDR SO SUB TH N PLT W LN SD SUB 41OFFM/L TO S LN OF N GENERAL ARCHITECT: NELSON 890FT SD SUB TH W PLT N LN SD SUB&AUG S LN OF N 89OF F SD n -- ATTN: JULIA SEEN SUB360F F M/L TAP 300FT E OF W LN SD SUB TH S PLT W LN SD AN-0 COVER SHEET 08/24/2020 SUB 167FT M/L TAP 1057FFS OF N LN SO SUB TH W PLT N LN SD 1200 FIFTH AVE,#1300 SUB 30OFT TO W LN SD SUB TH S ALG SD W LN 243FT M/L TO POB PROJECT SITE AN-1 GENERAL NOTES AND ABBREVIATIONS 08/24/2020 SEATTLE,WA 98101 AN-2 ACCESSIBILITY DETAILS 08/24/2020 TEL: 925.399.3411 ZONING: GI-GENERAL INDUSTRIAL CLIENT: EMAIL: JSEEN@NELSONONLINE.COM ARCHITECTURAL CONSTRUCTION TYPE: IIIB ATTN: MARK EVANS,ARCHITECT OF RECORD SIERR A0.1 GENERAL EGRESS AND SITE PLAN 08/24/2020 1200 FIFTH AVE,#1300 FIRE PROTECTION: FULLY SPRINKLERED A2.1 OVERALL FLOOR PLAN 08/24/2020 SEATTLE,WA 98101 BUILDING TOTAL FLOOR AREA: 78,880 SF TEL: 206.408.8510 CONSTRUCTION COMPANY,INC. A2.12 ENLARGED FLOOR PLAN 08/24/2020 EMAIL: MEVANS@NELSONONLINE.COM OCCUPANCY TYPE: F-2(WAREHOUSE) 8(OFFICE)/A-2(ASSEMBLY GENERAL CONTRACTOR A2.2 OVERALL REFLECTED CEILING PLAN 08/24/2020 GENERAL CONTRACTOR: SIERRA CONSTRUCTION COMPANY INC. PROPOSED SUITE AREA: 5,460 SF OFFICE N (B) A2.21 ENLARGED REFLECTED CEILING PLAN 08/24/2020 ATTN: BRYAN PLOETZ 11,477 SF WAREHOUSE NEW -1 AND EXISTING S-1) A2.31 ENLARGED POWER/COMM PLAN 08/24/2020 WOO IN NORTH WO8072 LLE WAY 56,937 SF TOTAL SIERRA WOODINVILLE,WA.96072 A5.1 INTERIOR ELEVATIONS&DETAILS 08/24/2020 TEL: 425.487.5200 -- CONSTRUCTION A5.2 INTERIOR ELEVATIONS 08/24/2020 EMAIL: BRYAN@SIERRAIND.COM IC-ABLE CODES 14800 NE NORTH WOODINVILLE WAY A6.1 DOOR SCHEDULE 08/24/2020 STRUCTURAL: AHBL 2015 INTERNATIONAL BUILDING CODE(IBC) WOODINVILLE,WA 98072 ATTN: LARRY HIGGINS A6.2 FINISH SCHEDULE 08/24/2020 2215 NORTH 30TH STREET 2015 INTERNATIONAL EXISTING BUILDING CODE(IEBC) PROJECT: AB.1 WALL TYPES 08/24/2020 TACOMA,WA.98403 2015 INTERNATIONAL FIRE CODE(IFC) SIERRAL CONSTRUCTION 48 A8.2 WALLS&CEILING DETAILS 08/24/2020 TEL: LHIGG NSA 2015 UNIFORM PLUMBING CODE(UPC) CASTING OPERATIONS TI EMAIL: LHIGGINS@AHBI.COM STRUCTURAL COVID-19 DISCLAIMER 2015 INTERNATIONAL MECHANICAL E(IFG) 2 VICINITY MAP so.1 TI STRUCTURAL NOTES OB/24/2020 2015INTERNATIONAL R EL GAS CODE(ITGC) AN-0 TUTS THESE DRAWINGS DO NOT REFLECT THE GUIDELINES SET FORTH BY THE WORLD HEALTH 2O17 NATIONAL ELECTRICAL CODE(NEC) 6108 188TH ST,NE IMAGE SOURCE:SNOHOMISH COUNTY PARCEL VIEWER SO.2 TI STRUCTURAL NOTES 08/24/2020 ORGANIZATION AND CENTER FORDISEASE CONTROL OR OTHER GOVERNMENTAL AGENCY GUIDELINES RELATED TO COVID-19. 2015 WASHINGTON STATE AMENDMENTS ARLINGTON,WA S0.3 TI TESTING AND INSPECTION NOTES 08/24/2020 2015 WASHINGTON STATE ENERGY CODE Description: No: Date: S0.4 TI TYPICAL DETAILS 08/24/2020 ICC/ANSI A117.1-2D09-ACCESSIBLE AND USABLE BUILDINGS AND FACILITIES PERMIT SUBMITTAL 08/24/2020 SIA TI FOUNDATION PLAN 08/24/2020 S2.1 TI ROOF FRAMING PLAN 08/24/2020 s3.i TISTRUCTURALDETAILS 08124/202o ENERGY REQUIREMENTS PROJECT DESCRIPTION TENANT IMPROVEMENTS CONSISTING OF:NEW OFFICE SPACE AND FABRICATION ROOMS WITHIN TENANT IMPROVEMENT SCOPE OF WORK TO MEET OR EXCEED CURRENT WA STATE ENERGY CODE EXISTING WAREHOUSE.NEW PIT LEVELER DOCK EQUIIPMENT.THESE ARE THE FIRST REQUIREMENTS PER ATTACHED WSEC SPREADSHEET IMPROVEMENTS ASSOCIATED WITH THIS PORTION OF THE SHELL.SUITE CONTAINS BOTH F-2,B AND ACCESSORY A-3 OCCUPANCIES USED BY A SINGLE TENANT.FABRICATION EQUIPMENT TO BE SHELL IS A SEMI-HEATED BUILDING AS DEFINED BY THE 2015 WASHINGTON STATE ENERGY CODE. UNDER FUTURE SEPARATE PERMIT BY TENANT. INDUSTRIAL AND OFFICE SPACE TO BE TO BE FULLY CONDITIONED. Plan Revievv ROOF:CALCULATED RIGID INSULATION VALUE:R-38,CONTINUOUS ABOVE DECK. SEPARATE SUBMITTALS By SAEEbuilt INSULATED METAL PANEL WALL ASSEMBLY,ELECTRICAL,MECHANICAL,PLUMBING,FIRE ALARM, SLAB INSULATION IS EXCLUDED. SPRINKLER,AND RACKING WORK. Reviewed for Building Code Compliance -------------------- LIGHTING REQUIREMENTS 16f#TO SCOPE OF WORK TO MEET OR EXCEED CURRENT WA STATE LIGHTING REQUIREMENTS PER emre oem TH NE ATTACHED WSEC SPREADSHEET Building Ian Review I. - - AREA OF WORK By SAFEBuilt PARKING REQUIREMENTS SEAL: NOTE:PARKING STALLS ARE EXISTING.THE FOLLOWING CALCULATIONS ARE TO DEMONSTRATE EXISTING CONDITIONS i COMPLIANCE. _ I 845V NlililS)]iIN4Y I nxii n u:r i TOTAL(SF) RATIO STALLS REQ. ADA STALLS REQ.STALLS PROVIDED ADA STALLS PROVIDED y,J OFFICE 5,460 1/800 - 7 KOOUGLAS I a j MANUFACTURING 47,285(100 EMPLOYEES ON MAX SHIFT) 1 STALL/2 EMPLOYEES ON MAX SHIFT Sp srnre ov wAsnixirrnn I > TOTAL: 57 3 59 3 I 1 PLUMBING FIXTURES CITY STAMP: I OCCUPANCY WATER CLOSETS/URINALS LAVATORIES OF RATIO H USE LOAD RATIO MALE FEMALE SINGLE NY RATIO MALE FEMALE SINGLE 1 FOR A OCCUPANCY OCCUPANCY OCCUPANCY I P E R M I T C O PY EXCEEDING 30 FOR 1 PER 25 OCCUPANT 1 PER 40 FIRST THE FIRST 150 OFFICE(B) 153 FIRST 50; 76.5 OL= 76.5 OL=2 LOADS OF 15 80; 76.5 OL= 76.5 OL= OCCUPANTS;1 H ---' THEN 1 PER 50 2 REQ REQ OR LESS CAN THEN 1 PER 80 1 REQ 1 REQ ADDITIONAL FOR -" ___ EXCEEDING 50 EXCEEDING 80 EACH 500 --- BE SERVED OCCUPANTS _--_ WITH ONE INDUSTRIAL(F) 473 1 PER 100 232 REOQL-232 REOQL- RESTROOM 1 PER 100 232 REQ_ 232 REQ COVER SHEET d SUBTOTALS 62.6 ` - o I REQUIRED TOTALS 4 4 4 4 2 Received .. SITE/ BUILDING PLAN TOTAL PROVIDED 7 6 2 4 5 2 2 AUG E 6 2020 111j.NO:20.0001702.000 Reviewed BY:TS/MS AN-0 TUTS AN-0 GENERAL NOTES SYMBOLS ABBREVIATIONS NELSOK THE WORK SHALL CONFORM TO THE APPLICABLE BUILDING CODE AND OTHER SEPARATE PERMITS,WHEN REQUIRED AND/OR WHEN WORK ITEMS ARE 49. UPON SUBSTANTIAL COMPLETION OF WORK THE CONTRACTOR SHALL ({ V ANGLE FLUOR FLUORESCENT P$ PAINT SYSTEM ORDINANCES,CODES AND REGULATIONS LISTED IN THE SPECIFICATIONS OR DESIGN/BUILD IN NATURE,SHALL BE OBTAINED BY THE CONTRACTOR FOR PREPARE A"PUNCHLIST'OF CORRECTIONS AND UNSATISFACTORY AND/OR NDO WINDOW SYMBOL Q CENTER LINE FM FACTORY MUTUAL PSF POUNDS PER SQUARE FOOT ON THE DRAWINGS,AND REQUIRED BY LOCAL BUILDING AUTHORITIES.THE 0 DIAMETER OR ROUND FOC FACE OF CONCRETE GOVERNING CODES,RULES AND REGULATIONS ARE COLLECTIVELY REFERRED MECHANICAL,PLUMBING,FIRE SPRINKLERS,ELECTRICAL AND FIRE ALARM. INCOMPLETE WORK FOR REVIEW BY THE ARCHITECT. # PSI POUNDS PER SQUARE INCH Telco Architecture,Inc. DESCRIPTIVE,DETAILED DESIGN AND REQUIRED SUBMITTAL DOCUMENTS 50. THE CONTRACTOR SHALL MAINTAIN AT THE SUE,ONE RECORD COPY OF ALL _ NUMBER OR POUND FOF FACE OF FINISH PT PRESSURE TREATED TO CONFLICTS GODS."THECONTRACTORSHALLREPORT ANYIN CONSISTENCIES, 1 CONFLICTS TI OMISSIONS DISCOVERED TO THE ARC. FOR INFORMATION SHALL BE PROVIDED FOR REVIEW BY ERECT REGULATING DRAWINGS,PERMITS,SUBMITTALS AND SAMPLES ON WHICH TO RECORD ALL COLUMN LINFJGRID LINE A INTERPRETATION PRIOR TO PERFORMING THE WORK. AUTHORITIES AND BY THE OWNER/TENANT/ARCHUELT FOR APPROVAL CHANGES DURING CONSTRUCTION.ACCESS TO THESE SHALL BE PROVIDED FOR INTERIOR ELEVATION(S) PENNY FDIC FURNISHED BY OWNER PTD PAPER TOWEL DISPENSER THE USE OF ALL TRADES,MEW REPRESENTATIVES AND THE ARCHITECT, 1 PERPENDICULAR INSTALLED BY CONTRACTOR PTD/R PAPER TOWEL DISPENSER 2. THE GENERAL CONTRACTOR SHALL CONTACT BUILDING MANAGEMENT TO PRIOR To ANY WORK BEING PERFORMED.SEE SPECIFICATIONS FOR ELEVATION IDENTIFICATION R PLATE FOIO FURNISHED BY OWNER AND RECEPTACLE DETERMINE THE RULES OF THE BUILDING RELATIVE TO CONSTRUCTION;WHEN REQUIREMENT FOR DESIGN/BUILD FIRE SPRINKLER SYSTEM.SUBMIT PLAN DURING ALL PHASES OF CONSTRUCTION. D AX,X B AND HOW DELIVERIES CAN BE MADE,WHAT PHASES AND TYPES OF TO AND OBTAIN PERMIT FROM THE AUTHORITY HAVING JURISDICTION FOR 51. DURING THE COURSE OF CONSTRUCTION,ACTUAL LOCATIONS SHALL BE SHEET WHERE ELEVATION IS INSTALLED BY OWNER PTN PARTITION CONSTRUCTION MAY BE DONE ON REGULAR OR OVERTIME BASIS,AND IN FIRE SPRINKLER SYSTEM INSTALLATION OR MODIFICATION.ALL WORK INDICATED TO SCALE IN RED INK ON THE OWNERS RECORD DRAWINGS FOR ALL DRAWN AB ANCHOR BOLT FOS FACE OF STUD PTR PAPER TOWEL RECEPTACLE 1200 Fifth Ave. GENERAL ANY SPECIAL BUILDING REQUIREMENTS WHICH WILL AFFECT SHALL COMPLY WITH CURRENT GOVERNING CODES. RUNS OF MECHANICAL AND ELECTRICAL WORK INCLUDING CONCEALED WORK AC ACOUSTICAL F$ FULL SIZE Suite 1300 COST OF ALL WORK BORNE BY THE GENERAL CONTRACTOR.ALL WORK SHALL WHICH DEVIATES FROM THE DRAWINGS.UPON COMPLETION OF THE PROJECT, DOOR/RECITE NUMBER A/C AIR CONDITIONING FT FEET PVMT PAVEMENT _ CONFORM TO ALL&15E BUILDING STANDARD SPECIFICATIONS AND BUILDING ALL WORK AND MATERIALS SHALL BE IN FULL ACCORDANCE WITH CURRENT INCLUDING ALL PUNCHUST ITEMS,THIS INFORMATION SHALL BE NEATLY CORRESPONDS TO ROOM ENTERING ACP ACOUSTICAL CEILING PANEL FIG FOOTING T Phone:Seattle,WA 98100 REGULATIONS,WHICH THE CONTRACTOR SHALL OBTAIN PRIOR TO GOVERNING CODES.NOTHING IN THESE DRAWINGS IS TO BE CONSTRUED AS TRANSFERRED BY THE CONTRACTOR TO A SET OF DRAWINGS,WHICH SHALL BE 107B TIILEl ROOM IDENTIFICATION ACT ACOUSTICAL TILE FTIC FURNISHED BY TENANT Q QUARRY TILE Phone: (208)408-8500 MARKED"AS WILT SET"AND COPIES SHALL BE PROVIDED TO BOTH THE WW W.NELSONWORLDWIDE.COM SUBMISSION OF BID. TO PERMIT WORK WHICH IS NOT CONFORMING TO CURRENT GOVERNING OWNER AND THE ARCHITECT.WITHIN THREE(3)WEEKS(15 BUSINESS DAYS) TRLE2 ADH ADHESIVE INSTALLED BY CONTRACTOR R RISER 3. THE GENERAL CONTRACTOR SHALL T RESPONSIBLE OF HE FOR THE sue- CODES. ROOM # ROOM NAME AD] ADJACENT FTIO FURNISHED BY TENANT RA RETURN AIR CONTRACTORS'RECEIPT OF COMPLETE SETS OF THESE DOCUMENTS,E WELL 22, THE CONTRACTOR SHALL CREATE AND IMPLEMENT T EROSION AND OF THE RECEIPT OF THE"AS BUILT SET"O APPROVAL FOR FINAL PAYMENT TO AS ALL FUTURE ADDFNT'�,',,BULLETINS,FIELD DIRECTIVES AND CHANGE SEDIMENTATIOM CONTROL PROJECT. R ALL SITE CONSTRUCTION ACTIVITIES THE CONTRACTOR SHALL BE GRANTED OR REASONABLE CAUSE SHOWN WHY X KEY NOTE ROOM kt�ROOM NO. AF ACCESS FLOOR INSTALLED BY OWNER RAID RADIUS ORDERS. ASSOCIATED WITH THE PROJECT. SUCH APPROVAL HAS BEEN DENTED. AFF AT ABOVE FINISH FLOOR FURR FURRING 4. THE AIA STANDARD DOCUMENT"A201"TIRED"GENERAL CONDITIONS OF THE THE PLAN MUST CONFORM TO THE EROSION AND SEDIMENTATION 52. PRIOR TO THE COMPLETION OF THE WORK,THE CONTRACTOR SHALL ��I AM AUTHORITY HAVING JURISDICTION FLIT FUTURE R&$ ROD&SHELF CONTRACT FOR CONSTRUCTION"SHALL BE CONSIDERED PART OF THE REQUIREMENTS OF THE 2003 EPA CONSTRUCTION GENERAL PERMIT OR ASSEMBLE AND FURNISH THE CLIENT A COMPLETE SET OF MANUFACTURERS' PARTITION TYPE *B-6" FINISHED CEILING HEIGHT RB RESILIENT BASE GENERAL CONDITIONS OF THIS WORK. LOCAL STANDARDS AND CODES,WHICHEVER IS MORE STRINGENT. CATALOG,OPERATING INSTRUCTIONS,START UP CHECK LISTS,MAINTENANCE AL ALUMINUM FUTURE- FUTURE ROUGH IN ONLY RCP REFLECTED CEILING PLAN 5. THE CONT R; H THE BUILDING MANAGEMENT 23, ALL REQUIRED PERMITS MUST BE OBTAINED FROM THE FIRE DEPARTMENT INSTRUCTIONS AND SIMILAR DATA,AS WELL AS ALL GUARANTEE(S)FOR ALL ALT ALTERNATE RIO RD ROOF DRAIN EQUIPMENT AND OPERABLE DEVICES FURNISHED OR INSTALLED BY THE AP ACCESS PANEL RD/O ROOF DRAIN OVERFLOW THE STORAGE- .L'- F PROVIDE PROTECTION ECTION AS NECESSARY PRIOR ST STARTS CONSTRUCTION. CONTRACTOR UNDER THIS CONTRACT,AND SHALL ORIENT AND INSTRUCT 1: X REVISION NUMBER _ - PROPERTY LINE APC ACOUSTICAL PANEL CEILING GA GAGE REBAR REINFORCING BAR TO PREVENT VANDALISM AND LOSS A MATERIALS BY THEFT E DAMAGE 24. ALL COSTS FOR INSPECTIONS AND/OR TESTS SHALL BE THE RESPONSIBILITY THE PERSONNEL DESIGNATED BY THE CLIENT IN THE OPERATION OF ALL SUCH APPROX APPROXIMATE GALV GALVANIZED REF REFERENCE SUSTAINED DUE TO EXPOSURE TO INAPPROPRIATE ENVIRONMENTAL OF THE CONTRACTOR,LINO REVISION CONDITIONS AND WILL REPAIR&REPLACE DAMAGE OR LOSSES AT THE 25. THE CONTRACTOR SHALL PAY THE EXPENSES FOR ALL TRANSPORTATION, EQUIPMENT. ARCH ARCHITECTURAL GB GRAB BAR REIN REFRIGERATOR CO CHARGE TO THE OWNER. HOISTING AND ELEVATOR USE CHARGES ON ALL MATERIALSOREQUIPMENT 53. THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE OWNER IN THE EVENT CLOUD AROUND REVISION ' ASPH ASPHALT GC GENERAL CONTRACTOR RE1NF REINFORCED 6. WHERE ADJACENT AREAS BEYOND THE IMMEDIATE CONSTRUCTION AREA WILL TO THE POINT OF USE,AND SHALL BE RESPONSIBLE FOR ALL UNLOADING, THAT MOLD OR ASBESTOS IS UNCOVERED.THE OWNER SHALL RETAIN A NEW OR FINISHED CONTOURS BD BOARD GL GLASS OR GLAZING REQ'D REQUIRED BE OCCUPIED DURING THE CONSTRUCTION PERIOD,THE CONTRACTOR SHALL: CHECKING AND STORAGE OF THE SAME IN CONNECTION WITH THIS QUALIFIED CONSULTANT WHO SHALL ARRANGE FOR THE PROMPT BETW BETWEEN GLB GLU-LAM BEAM REV REVISION A. CONFORM TO OWNERS AND TENANT REQUIREMENTS FOR HOURS OF CONTRACT. IDENTIFICATION,TESTING,TREATMENT,REMEDIATION AND STORAGE OF THE MATCH LINE GND GROUND RH RIGHT HAND OR ROBE HOOK CONSTRUCTION OPERATIONS,ACCESS TO TENANT SPACES AND 26. OF THE INEVITABLE WASTE THAT IS GENERATED,AS MANY OF THE WASTE MOLD OR ASBESTOS AS REQUIRED BYLAW AND GOOD CONSTRUCTION EXISTING CONTOURS BLK BLOCK ALLOWABLE NOISE LEVEL DURING TENANT BUSINESS HOURS SHADED PORTION IS THE SIDE 71 GR GRADE RESIN RESILIENT AL MATERIALS AS ECONOMICALLY FEASIBLE SHALL BE REUSED,SALVAGED,OR PRACTICES.THE ARCHITECT SHALL BEAR NO RESPONSIBILITY FOR WORK B B. CONSTRUCTION OPERATIONS SHALL NOT BLOCK HALLWAYS ACCESSIBL CONSIDERED RECYCLED.WASTE DISPOSAL IN LANDFILLS SHALL BE MINIMIZED. RELATED TO THESE MATERIALS. BMM BUILDING GWB GYPSUM WALL BOARD BEAM RM ROOM ROUTES OR MEANS OF EGRESS FOR TENANTS OF BUILDING. CONTRACTOR SHALL COORDINATE WASTE MATERIALS HANDLING AND 0 BRG BEARING RO ROUGH OPENING 59. THE CONTRACTOR IS ADVISED THAT THE PREMISE HAS NOT BEEN TESTED FOR C. CONSTRUCTION OPERATIONS SHALL NOT CAUSE INTERRUPTIONS OF SEPARATION FOR ALL TRADES.CONTRACTOR SHALL PROVIDE SEPARATION, HB HOSE BIB RT RESILIENT TILE LEAD PRIM OR OTHER POTENTIALLY HAZARDOUS MATERIALS.THE WORK POINT,CONTROL POINT '(VA• BOT BOTTOM ELECTRICAL SERVICES TO THE TENANT$OF THE BUILDING WITHOUT HANDLING,TRANSPORTATION,RECYCLING,SELVAGE,AND LANDFILLING FOR CONTRACTOR SHALL USE ALL APPROPRIATE PRECAUTIONS IN THE CARRYING OR DATUM POINT / LOP OF WALL BSMT BASEMENT HC HOLLOW CORE OR HANDICAP RUB RUBBER PRIOR NOTIFICATION AND APPROVALS.PROPERLY PROTECT ALL ALL DEMOLITION AND WASTE MATERIALS.RECYCLABLE MATERIALS CAN BE JI,G/ OUT OF ALL CONSTRUCTION OPERATIONS WHICH MIGHT DISTURB SUCH BUR BUILT UP ROOF HDR HEADER RW RAIN WATER FLOORS,MAIL CHUTES AND STAIR DOORS IN PUBLIC AREAS SUBJECT COMMINGLED IN DUMPSTERS ON-SUE AS LONG AS PROVISION IS MADE FOR MATERIALS. TO CONSTRUCTION TRAFFIC.SHOE WIPING MATS WILL BE INSTALLED HAULING TO A TRANSFER STATION WHERE SEPARATION WILL OCCUR. HDWD HARDWOOD RWL RAIN WATER LEADER AT ALL OPENINGS BETWEEN CONSTRUCTION AREAS AND ALL PUBLIC TRANSFER STATION MUST PROVIDE DOCUMENTATION REPORT TYPES OF 55. ALL CONTRACTORS SHALL CARRv PROPERLY DAMAGE AND PUBLIC LIABILRV �(O HDWE HARDWARE 1492 EQUIPMENT NUMBER C. TOP OF CURB HM HOLLOW METAL SPACES.ALL ACTIVE AREAS SHALL BE KEPT CLEAN AND FREE FROM MATERIALS SEPARATED BY LOAD AND PERCENTAGE OF EACH LOAD.FINAL INSURANCE AS REQUIRED BY ANY GOVERNING AGENCIES HAVING '( CAB CABINET S SOUTH DEBRIS. DESTINATION OF SORTED MATERIALS MUST ALSO BE REPORTED. JURISDICTION AND COMPLYING WITH STATUTORY REQUIREMENT'S FOR CB CATCH BASIN HORIZ HORIZONTAL SC SOLID CORE D. ERECT AND MAINTAIN TEMPORARY BRACING,LIGHTS,DUSTPROOF DISABILITY AND WORKMEN'S COMPENSATION. BUILDING SECTION CBU CEMENTTTIOUS BACKER UNIT MR HOUR SCD SEAT COVER DISPENSER PARTITIONS,BARRICADES,FENCES AND WARNING SIGNS AS DIVERSION GOALS:A MINIMUM 75%OF TOTAL PROJECT WASTE SHALL BE NECESSARY TO PREVENT INJURY,NOISE,DUST AND INCONVENIENCE DIVERTED FROM LANDFILL THE FOLLOWING WASTE CATEGORIES,AT A X TO OTHER TENANTS,THE PUBLIC,AND TO PREVENT DAMAGE TO CENT CEMENT HT HEIGHT SO SCHEDULE ADJACENT CONSTRUCTION WHICH IS TO BE LEFT IN PLACE. MINIMUM,SHALL BE DIVERTED FROM LANDFILL. SECTION IDENTIFICATION �F TOP OF PAVEMENT CER CERAMIC HTG HEATING SE SOAP DISPENSER E. CONTRACTOR SHALL FOLLOW THE RECOMMENDED C PLACE. a. CLEAN DIMENSIONED WOOD,PALLET WOOD SHEET WHERE SECTION IS DRAWN S4. CFM CUBIC FEET PER MINUTE HVAC HEATING/VENTILATION/ SECT SECTION MEASURES OFTHE SHEET METAL AND AIR CONDITIONING NATIONAL b. PLYWOOD,OSB,AND PARTICLEBOARD OFT CONDUCTIVE FLOOR TILE AIR CONDITIONING SF SQUARE FEET HWH HOT WATER HEATER CONTRACTORS ASSOCIATION(SMACNA)LAQ GUIDELINES FOR c. CONCRETE OG CORNER GUARD SHTG SHEATHING cuErvT OCCUPIED BUILDINGS UNDER CONSTRUCTION,2ND EDmON 2007, tl. CARDBOARD,PAPER,PACKAGING CHBD CHALK BOARD IBC INTERNATIONAL BUILDING CODE SIM SIMILAR ANSUSMACNA one CAST 3).7 PROTECT STORED ON-SUE e. METALS PRO]KT CI LASS IRON ID INSIDE DIAMETER/ SNK SINK AND INSTALLED ABSORPTIVE MATERIALS FROM MOISTURE DAMAGE. T. GYPSUM DRYWALL(UNPAINTED) F. IF PERMANENTLY INSTALLED AIR HANDLERS ARE USED DURING 9. ACOUSTIC TILE DETAIL SECTION NORTH CLF CONTROL JOINT DIMENSION SLR SEALER IE R R I� N CLF CHAIN LINK FENCE IEC INTERNATIONAL ELECTRIC STUD SANITARY NAPKIN CONSTRUCTION,FILTRATION MEDIA WITH A MINIMUM EFFICIENCY h. PAINT REPORTING VALUE(MERV)OF 8 MUST BE USED AT EACH RETURN AIR L. GLASS X SECTION IDENTIFICATION PROJECT NORTH CLG CEILING DISPENSER GRILLE. J' PLASTICS G7 CONSTRUCTION JOINT CODE COUNCIL 7. ALL CUTTING,CHASING,DRILLING OR DEMOLITION OF WALLS,SLABS,ETC. k. CARPET AND PAD SHEET WHERE SECTION IS DRAWN IFC INTERNATIONAL FIRE CODE SNR SANITARY NAPKIN CONSTRUCTION COMPANY,INC. REQUIRING THE USE OF]ACKHAMMER$OR OTHER HEAVY HAND OR POWER i. BEVERAGE CONTAINERS CLK CAULKING RECEPTACLE GENEFLAL CONT(-JACiOR IG INSULATED GLAZING TOOLS SHALL BE PERFORMED AFTER REGULAR BUSINESS HOURS ON AN 27 THE CONTRACTOR SHALL MAKE ALL ARRANGEMENTS,MAINTAIN AND PAY CLO CLOSET SPEC SPECIFICATION IHM INSULATED HOLLOW METAL - CLR CLEAR IN INCH SQ SQUARE OVERTIME BASIS IF NECESSARY,UNLESS THE BUILDING MANAGEMENTAND AL COSTS FOR TEMPORARY WATER,PLUMBING,POWER,LIGHTING, 91 T DENOTES CHANGE IN CMU CONCRETE MASONRY UNIT INCL INCLUDE SST STAINLESS STEEL ANY AFFECTED TENANTS PROVIDE A WRITTEN WAIVER EXPRESSLY PERMITTING IF,A.TTNG OR".N"I oT'^N REQUIRED TO PROPERLY CONDUCT THE WORK. ELEVATION CNTR COUNTER SSK SERVICE SINK SIERRA OTHERWISE. z8 DIMENSIONS ARE TO FACE OF STUD,CONCRETE,OR MASOrvRV WN. CO CLEANOUT INSTIL INSULATION ST STONE/STONE TILE B. THE CONTRACTOR SHALL ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR VISIONS SHALL GOVERN. JOB SITE CONDITIONS DURING THE COURSE OF CONSTRUCTION OF THIS ENCOUNTERED, X DETAIL OR ENLARGED PLAN COL COLUMN INTRIOR STA STATION PROJECT INCLUDING SAFETY OF ALL PERSONS AND PROPERTY.THIS ..LARITICAJI S�wL ,CDT.;M THE ofFIGEOFTHEAacHITECT. AXJ( DETAILIDFNTIFICATION � CO NC CONCRETE UPC INTERNATIONAL PLUMBING CODE CONSTRUCTION REQUIREMENT SHALL APPLY CONTINUOUSLY AND NOT BE LIMITED TO 29 LARGE SCALE DETAILS SHALL GOVERNOVER SMALLER SCALE PWNS AND �^� STC SOUND TRANSMISSION NORMAL WORKING HOURS.THE CONTRACTOR SHALL PROVIDE PUBLIC EL DNS. SHEET WHERE DETAIL IS DRAWN CON CONSTRUCTION CLASS 14800 NE NORTH WOODINVILLE WAY PROTECTION,AS NECESSARY AND REQUIRED BY GOVERNING AGENCIES JAN JANITOR 30. INSTALL ALL EQUIPMENT AND MATERIALS PER nANufacTURERs FINISH SYMBOL CORR CONTINUOUS J-f JOINT STD STANDARD HAVING JURISDICTION,UNTIL CLIENT ACCEPTANCE OF THE PREMISES. RECOMMENDATIONS.EQUIM ANYND MATEIALSES PETMN BE RAPTUREDS'TO THE Z CORR CORRIDOR STL STEEL WOODINVILLE,WA 98072 9. THE GENERAL CONTRACTOR15 SOLELY RESPONSIBLE FOR THE PROVISION ARCHRECT IMMEDIATELY. CPT CARPET STRR STORAGE AND MAINTENANCE OF ALL BRACING,SHORING,ENCLOSURES,BARRIERS OR 31, THE CONTRACTOR ALA EACH SUBCONTRACTOR SHALL WARRANTEE ALL KIT KITCHEN SCAFFOLDING REQUIRED TO PROVIDE A SAFE WORKING ENVIRONMENT AS CT CERAMIC TILE STRL STRUCTURAL PROJECT: KO KNOCK OUT SUSP SUSPENDED WORK PERFORMED BYIAIDIRECTLY FORAMINIMUM PERIOD OF ONE(t) CTR CENTER KS KNEE SPACE SIERRAL CONSTRUCTION DICTATED BY SITE CONDITIONS AND THE PROGRESS OF WORK. YEAR AS SPECIFIED IN THE CONSTRUCTION CONTRACT.ALL DEFECTS 10. DURING THE ENTIRE CONSTRUCTION PERIOD,ALL DOTS,EXIT LIGHTING, OCCURRING IN THE GUARAWEED PERIOD SHALL BE CORRECTED AT NO CY CUBIC YARD SV SHEET VINYL sYM SYMMETRICAL CASTING OPERATIONS TI FIRE PROTECTION DEVICES AND ALARMS SHALL BE CONTINUOUSLY ADDITIONAL COST. LAM LAMINATE MAINTAINED IN CONFORMANCE WITH LOCAL BUILDING CODE AND OTHER 32. THECUENT,ARCHUECT,CONSULTANTSANDALL INSPEC'TORSFRDM DEL DOUBLE LAV LAVATORY T TREAD GOVERNING ENTITY REQUIREMENTS.ONO,ALL EXISTING,SERVICES AND PERTINENT AGENCIES SHALL BE PERMITTED ACCESS TO THE 308 SUE AT ALL DEFT DEPARTMENT LB LAG BOLT TB TOWEL BAR DEVICES SHALL REMAIN ACTIVE, OF DRINKING FOUNITAIN(W/O COOLER) LF LINEAL FOOT T&B TOP&BOTTOM TIMES DURING NORMAL WON{iNG HOURS - Il. THE CONTRACTOR SHALL PROTECT THE PROPERN OF THE CLIENT AND THE 33. THE CONTRACTOR SHTALL PR M1tfBOR,MAIER.151,AND DIA DIAMETER LG LENGTH6108 BUILDING OWNER,INCLUDING,BUT IS NOT LIMITED TO,WINDOWS,FLOOR EQUIPMENT NECESSARY TO EXECUTE ALL WORK,EXCEPT WHERE NOTED AS DIAG DIAGONAL TG TEMPERED GLASS ARLING ON ST.NE AND CEILING FINISHES,PUBLLCTOILETS,ELEVATORS,DOORS&BUCKS, NOT IN CONTRACT NATO.). DIM DIMENSION LH i - LEFT HAND THK THICK ARLINGTON,WA ELECTRICAL AND AIR-CONDITIONING EQUIPMENT.THE CONTRACTOR SHALL 34. MINOR DETAILS NOT SHOWN OR SPECIFIED,BUT NECESSARY FOR PROPER LINO LINOLEUM TIG TEMPERED INSULATED PROTECT ADJOINING PROPERTY.DAMAGE CAUSED BY THE CONTRACTOR'S CONSTRUCTION OF ANY PART OF THE WORT(,SHALL EE INCLUDED AS IF THEY DISP DISPENSER LKR LOCKER WORK OR WORKMEN MUST BE MADE GOOD,IN A TIMELY FASHION. WERE INDICATED IN THE DRAWINGS,UNLESS OTHERWISE AGREED UPON. DN DOWN LT LIGHT GLAZING PERMIT SUBMITTAL N0: Date:/24 PATCHING AND REPLACEMENT OF DAMAGED WORK SHALL BE PERFORMED AT WHERE THE CONTRACT,CONSTRUCTION NOTES OR DRAWINGS TILL FOR ANY DR DOOR OR DRAIN TO TOP OF THE COST OFTHE CONHRACTOR.THE CONTRACTOR SHALL BE FULLY WORK OF A MORE STRINGENT NATURE THAN THAT REQUIRED BY THE DTL DETAIL TOP TOP OF CONCRETE PERMIT SUBMTRAL OB/24/2020 RESPONSIBLE FOR ALL SUB-CONTRACTORS,IF THE CONTRACTOR FAILS TO BUILDING CODE,OR ANY OTHER EKRTY HAVING JURISDICTION OVER THE DOUR DRAWER MACH MACHINE TOP TOP OF PAVEMENT COMPLETE THE REPAIRS IN A TIMELY FASHION,SAID REPAIRS WILL BE MADE WORK,THE WORK OF THE MORE STRINGENT NATURE CALLED SHALL BE DS DOWNSPOUT MAIL MATERIAL TOS TOP OF STEEL BY A CONTRACTOR SELECTED BY THE OWNER'S REPRESENTATIVE AND BACK FURNISHED IN ALL CASES. MAX MAXIMUM TOW TOP OF SLAB CHARGED ACCORDINGLY, DW DISHWASHER MECH MECHANICAL TOW TOP OF WALL 35. FOR ALL MATERIALS M1RQ1ASED THE CONTRACTOR SHALT"!RNISY DWG DRAWING 12. THE CONTRACTOR SHALL INDEMNIFY AND SAVE HARMLESS THE LANDLORD, MATERIALS WHICH YIELD THE HIGHEST PERCENT OF PP' MEZZ MEZZANINE TPD TOILET PAPER DISPENSER THETENANT,AND ARCHITECT AGAINST ANY AND ALL CLAIMS AND DEMANDS INDUSTRIAL)AND POST-CONSUMER RECYCLED COPREF. FOR THE DAMAGE TO THE PROPERTY OF ANY PERSON,FIRM OR INDIVIDUAL SHALL FURNISH THESE MATERIALS WIIIDN THE PFRAM- E EAST MFR MANUFACTURER TPH TOILET PAPER HOLDER OR FOR PERSONAL INJURIES(INCLUDING DEATH)ARISING OUT OF,OR AND SHALL NOT PURCHASE ANY COST-ADDING MATERIA- :..�:. EA EACH MH MANHOLE TPTN TOILET PARTITION SUFFERED WHILE ENGAGED IN,OR CAUSED,IN WHOLE OR IN PART,BYTHE (MORE THAN FAIR MARKET VALL/Q WUIpUT PROJECT MANGER ANG EB EXPANSION BOLT MIN MINIMUM TS TUBULAR STEEL E(ECmON OF THE WORK;THE CONTRACTOR SHALL WELL AND TRULY ACKNOWLEDGEMENT AND APPROVAL. MIS MIRROR TV TELEVISION DEFEND THE LANDLORD,TENANT AND ARCHITECT AND SHALL PAY ALL 36. FOR ALL MATERIALS PURCHASEPTHE CONTRACTOR SHALL FURNISH EJ EXPANSION JOINT MLD MISCELLANEOUS TYP TYPICAL MONIES AWARDED FOR SUCH DAMAGES OR INJURIES(INCLUDING DEATH),ALL MATERIALS MANUFACTURED IN A SOO MILE RADIUS OF THE PROOF EL ELEVATION MLD MOLDING COSTS INCLUDING ATTORNETS FEES SUSTAINED,AND SHALL OBTAIN A FULL SUE WHERE AVAILABLE, IN BJDQT,WITHIN FAIR MARKET VALUE: ELEC ELECTRIC ACQUAINTANCE AND RELEASE IN FAVOR OF THE LANDLORD,TENANT AND DO NOT PRESENT RISK TO THE PROJECT SCHEDULE. EM ELEVATOR MRGWe MOISTURE RESISTANT GWB UL UNDERWRITERS LABORATORY ARCHITECT,UNLESS SUCH LIABILITY RESULTS SOLELY FROM THE NEGLIGENCE 37. MR ALL NEW W000 PRODUCTS INCLUDING BlU NOT LIMITED TO P:: EM ENTRY MAT MUD MOUNTED LINE UNFINISHED Of THE LANDLORD,TENANT,ARCHITECT,US AGENTS OR EMPLOYE ES. BOARD ME WOODPPLYWOOR,DUCTS OSEI I WOOD DOORS,THE CONTRACT.. EMER EMERGENCY MIL METAL URN UNLESS OTHERWISE NOTED 13, THE ARCHITECT SHALL NOT BE HELD RESPONSIBLE FOR THE PERFORMANCE OF FURNISH N ILERIALSTHAT CONTAIN NO ADDED UREA-FORMADALFI�. MULL MULLION UR URINAL A'WORK,NOR FOR THE MEANS AND METHODS OF CONSTRUCTION CHOSEN 38 DETAILS ARE INTENDED TO SHOW THE INTENT OF THE DESIGN.MING,. ENCL ENCLOSURE OR ENCLOSED BY THE CONTRACTOR OR ANY SU&CONTRACTORS,NOR SHALL THE ARCHITECT MODIFICATIONS MAY BE REQUIRED TO SUIT FIELD CONDITIONS. EP ELECTRICAL PANEL N NORTH GUARANTEE THE PERFORMANCE OF THEIR CONTRACTS. REQUIRED MODIFICATIONS SHALL BE➢1LUAED AS PART OF THE WOPI EWC ELECTRIC WATER COOLER NIC NOT CONTRACT VAR VARIES 14. THE CONTRACTOR SHALL PERFORM DAILY CLEANING OF THE JOB SUE 39. ALL WORK SHALL BE D2KDRED IN A YARgAAM110:MAMUER BY I:EJ-- EPX E�XY NO/# NUMBER VET VINYL COMPOSITION TILE DURING THE CONSTRUCTION PERIOD AND SHAH PROTECT FINISHED WORK AND WORK SHALL BE SKILLED IN THEM WO RBANLIKE TRADES ANT: EQ EQUAL NOM NOMINAL VEST VERTICAL FROM DAMAGE.IMMEDIATELY PRIOR TO TENANT OCCUPANCY,THE ACCORDANCE WITH THE BEST TRADE PRACTICES. EQUIP EQUIPMENT NTS NOT TO SCALE VEST VESTIBULE CONTRACTOR SHALL PERFORM FINAL CLEANING OF THE WORK AREA VIAL VINYL _ INCLUDING,BUT NOT LIMITED TO,WET WIPING OF FURNRURE,AND M. THE CONTRACTOR SLwL CONFIRM THE AVAILABILITY AND DELI, EST ESTIMATE OA OVERALL VWC VINYL WALL COVERING _ EX EXPANSION CASEWORK,WASHINGANDWAXING OF YET FLOORING AND THE VACUUMING FOR ALL SPECIFIED FMTB WLS&EQUIPMENTREQUIRED TO PERK DGS EXISTING OC ON CENTER OF CARPET.ALL CLEANING SHALL BE IN ACCORDANCE WITH WORK UPON RECEIPT OF THE CONTRACT DOCUMENTS.SHOULD T: T IN WEST MANUFACTURERS'RECOMMENDATIONS AVAILABILITY OF SPEOFDD ITEMS POSEA DELAYTOTHE ON-TIME EXT EXTERIOR OD DIMENSIO DIAMETER/ W/ WITH 15. THE CONTRACTOR IS RESPONSIBLE FOR COORDINATING THE WORK OF ALL COMPLETION OF THE PROJECT,THE CONTRACTOR SHALL NOTIFY THE SUB ONTRACTORS AND SHALL PERFORM SUCH MISCELLANEOUS WORK AS ARCHITECT IMMEDIATELY AND PROPOSE AN EQUIIVAIPTT 5 BSTRUTION FA FIRE ALARM OFF OFFICE W/O WITHOUT ecn, MAY BE NECESSARY FOR THEM TO COMPLETE THEIR WORK.IT IS EXPECTED BE REVIEWED BY THE ARCHITECT IF SUCH A DELAY IS NOT ACCEPTABLE OH OVERHEAD WC WATER CLOSET THATTHECONTRACTOR SHALL ALSO CLOSELY COORDINATE THE WORK WITH 41. SUBSTITUTION OF ALL EQUALS SHALL SEONLY AS APPROVED BY THE FBO FURNISHED BY OTHERS THAT OF ALL OTHER VENDORE RETAINED BY THE CLIENT TO ASSURE THAT ARCHITECT WHERE THE TERM"OR EQUAL!IS USED THE ARCHITECT SH: FDIC FURNISHED BY CONTRACTOR OPH OPPOSITE HAND WD WOOD ALL SCHEDULES ARE MET AND THAT WORK PROCEEDS WITHOUT DELAY. BE THE SOLE JUDGE OF EQUALITY BASED WON THE INFORMATION INSTALLED BY CONTRACTOR OPNG OPENING WF WIDE FLANGE 16. BIDDERS,BEFORE SUBMITTING PROPOSALS,SHALL VISIT AND CAREFULLY FURNISHED BY THE CONTRACTOR.SUBST'DIJTIONS MUST BE ACCEPTED P` FED FACTORY PEP OPPOSITE WIG WIRE GLASS 8ISV _ ' EXAMINE THE AREA AFFECTED BY THE WORK TO FAMILIARIZE THEMSELVES WRITING BEFORE THEY MAY BE USED. WHSE WAREHOUSE NI:(iIR1'ERHU 42. THE CONTRACTOR SMALL PREPARE SUBMIrtALS FOR REVIEW BY THE FED FLOOR DRAIN PERP PERPENDICULAR TiCI'I II I H:I I wInT THE COSTING CANUmorvs arvD THE DIFFICULTIES THAT WILL AFFECT FEN FOUNDATION PFN PLATENISHED WP WATERPROOF ARCH CT,FOR ALL MATERIALS AND EQUMENTSPECIFIED.IF THE FE FIRE EXTINGUISHER PL PLATE OR PROPERTY LINE WR WATER RESISTANT J THEIXKUDAS OF ONCE THAT SUBMISSION OFA PROPOSAL HAS WELL BE WSCT WAINSCOT RK OOUGLAS P� CONTRACTOR,THE OWNER OR THE OWNERS REPRESENTATIVE SUBSTITUTES FEC FIRE EXTINGUISHER CABINET PLANT PLASTIC LAMINATE --' CONSTRUED AS EVIDENCE THAT SUCH AN EXAMINATION HAS BEEN MADE, A MATERIAL,METHOD OF ATTACHMENT,REWSES A CONSTRUCTION DETAIL, FF FACTORY FINISH PLYWD PLYWOOD WT WEIGHT +iAFT.OF WAaITINRFTYPV AND LATER CLAIMS WILL NOT BE RECOGNIZED FOR EXTRA LABOR, OR IN ANY WAY ALTERS THE WORK SUCH THAT IT NO LONGER CONFORMS TO XFMR TRANSFORMER EQUIPMENT,D MATERIALS,REQUIRED BECAUSE A DIFFICULTIES ENCOUNTERED WHICH COULD HAVE BEEN REASONABLYORFORESEEN SHALL HAD SUCH THESE DOCUMENTS,TINWILTHE WRI[EVE THEMOPTNICEOF THE PNL PANEL AONDITIE)(AMINATIONAND BEEN MADE,THE THE JOB IT AND REPORT ALL AND ALL ARCHITRESPONSIBILITY CT,SUCH ITY OR ACTION WILL RELINCLUDING, EI NtCHITECT E ANY FL FLOOR PNT PAINT CONDITIONS AND DIMENSIONS ON THE JOB SUE AND REPORT ANY AND ALL RESPONSIBILITY OR IJAWLITY INCLUDING,BLlS�NOT LDUTED TO,AESTHETIC FIG FLASHING PR PAIR YD YARD DISCREPANCIES AND/OR UNUSUAL CONDITIONS TO THE ARCHITECT PRIOR CONSEQUENCES,SUBSEQUENT FALURCIS)ANEPDt50NAL OR PROPERTY TO FINALIZING BE OR COMMENCEMENT OF ANY CONSTRUCTION. DAMAGE ATTRIBIUABIE TO THIS CHANGE. 17. THE GENERAL CONTRACTOR SHALL MAKE KNOWN ANY AND ALL LARATIONS, 43. REVIEW OF A SPECIFIC REM SHALL NOT INCLUDE REVIEW OF AN ASSEMBLY EXCLUSIONS,OR MODIFICATIONS TO THE PROJECT DURING THE BID OF WHICH THE ITEM IS A COMPONENT, SELECTIONS PERIOD.ANY AND ALL LIMITATIONS,EXCLUSIONS,OR 44. SUBMITTALS THAT COTRAOI EXCESSIVE ERRORS OR ARE INCOMPLETE OR MODIFICATIONS NOT ITEMIZED IN THE BID PROPOSAL DOCUMENTS ARE INADEQUATE MAY BE RETURNED WITHOUT ACTION.COSTS INCURRED FOR CITY STAMP. PRESUMED"INCLUDED",IN WHICH CASE NO ADDITIONAL MONIES WILL BE THE RESULTANT DELAYS WILL BE THE RESPONSe(LITY OF THE ALLOCATED FOR THIS WORK. CONTRACTOR. 18. EXISTING CONSTRUCTION AND DIMENSIONS SHOWN ARE PER EXISTING 45. REVIEW OF SUBMITTALS SHALL NOT RELIEVE THE CONTRACTOR OF DRAWINGS.TH ALL EXISTING INFORMATION MUST BE VERIFIED IN THE FIELD. OBLIGATIONS OR RESPOISIBILIDES FOR DEVIATIONS FROM THE Plan Review NEITHER E OWNER NOR THE ARCHITECTS ARE RESPONSIBLE FOR ACCURACY REQUIREMENTS OF THESE CONTRACT DOCUMENTS,UNLESS THE ARCHITECT 6, OF EXISTING INFORMATION.EXISTING CONSTRUCTION CONDITIONS IN AREAS IS NOTIFIED AND SPECIFICALLY APPROVES OF,TIE DEVIATIONS AT THE TT t'1^F b U i It WHERE NEW WORK IS NOT PLANNED MAY BE NOT COMPLETELY SHOWN. TIME OF SUBMISSION. \r GA 19. WITHIN ONE(1)WEEK IS BUSINESS DAYS),OF THE AWARD OF THI5 46. REVIEW OF SUBMITTALS SHALL NOT RELIEVE THE CONTRACTOR'S CONTRACT,PRIOR TO MOBILIZATION FOR ANY WORK,THE CONTRACTOR OBLIGATION FOR COORDINATION NOR WAIVE RESPONSIBILITY FOR ERRORS SHALL FURNISH A CONSTRUCTION SCHEDULE SHOWING CHRONOLOGICALLY AND OMISSIONS IN THE SUBMITTALS,INCLUDING'REM MEASURE." THE PHASES OF THE WORK, EL AND ALL RATED WORK FOR THE COMPLETION OF 47. CHANGES IN THE SCOPE OF WORK OR IN CONSTRUCTION DETAILS, GENERAL /L [� pp THE PROJECT.THIS SCHEDULE FOR EACH PHASE,ITS START AND COMPLETION,WITH A ARCHITECT OR OWNER SHALL BE DOCUMENTED BY THE ARCHITECT AND SHALL INDICATE ALL ORDERING LEAD TIMES, WHETHER DUE TO FIELD CONDITIONS OR OMISSIONS BY THE CONTRACTOR, GENERAL NOTES lJl LENGTH OF TIME PROJECTED COMPLETION DATE, APPROVED,PRIOR TO EXECUTION. 20. CONTRACTORANDSIIBCONTRACTORS SHALL ATTEND JOB MEETINGS 48_ THE PRESENCE OFA REPRESENTATIVE OF THE ARCHITECT ON THE JOB Sm ABBREVIATIONS REQUIRED BY THIS CONTRACT. DOES NOT IMPLY CONCURREWERENCE Wi OR THE APPROVAL OF ANY WORK.THE 21. THE CONTRACTOR SHALL OBTAIN ALL PERMITS FOR ALL SITE DEVELOPMENT CONTRACTOR SHALL CALL TO THE ATTENTION OF THE ARCHITECT,IN WORK,PAY ALL FEES FOR PERMITS AND CHECK ALL GOVERNING WRITING,AT L SPECIFIC TEEMS FOR MICH ARCHUECTS REVIEW IS REWIRED AUTHORITIES'SPECIFICATIONS FOR BUT NOT LIMITED TO,GOITERS, SIDEWALKS,POLES,AND OTHER STRUCTURES,INCLUDING THE REMOVAL OR PTOJ.NO:20.0001702.000 REVIEWEd By:TS/MS RELOCATION OF EXISTING UDLEI IES OR OTHER PHYSICAL OBJECTS SHOWN ON PLANS OR NOTED OTHERWISE. AN-1 ENERGY CODE COMPLIANCE GENERAL NOTES NELSON 1, PROJECT SHALL COMPLY WITH 2O15 WASHINGTON STATE ENERGY CODE 1. GC TO PROVIDE REQUIRED PORTABLE FIRE EXTINGUISHERS IN OCCUPANCIES INCLUDING BUT NOT LIMITED TO THE FOLLOWING PROVISIONS: AND LOCATIONS AS REQUIRED PER SECTION 9061N THE INTERNATIONAL FIRE CODE.MOUNTING HEIGHTS TO MEET THE PROVISIONS OF ANSI A117.1-308 Nelco Architecture,Inc. A. C402.4.1 AIR BARRIERS.A CONTINUOUS AIR BARRIER SHALL BE PROVIDED (48"MAX).CABINET SHALL PROTRUDE NO MORE THAN 4"INTO WALKS, THROUGHOUT THE BUILDING THERMAL ENVELOPE.ASSEMBLIES LISTED IN CORRIDORS,PASSAGEWAYS,OR AISLES.LOCATE CABINET(S)75-FOOT ITEMS 1 AND 2 SHALL BE DEEMED TO COMPLY PROVIDED JOINTS ARE MAXIMUM TRAVEL DISTANCE TO REACH THE EXTINGUISHER,(1)2A SEALED. EXTINGUISHER TO COVER MAXIMUM FLOOR AREA OF 3,000 SF.LOCATIONS TO 1. CONCRETE MASONRY WALLS COATED WITH ONE APPLICATION EITHER BE REVIEWED WITH OWNER AND ARCHITECT PRIOR TO INSTALLATION. 1200 Fifth Ave. OF BLOCK FILLER AND TWO APPLICATIONS OF A PAINT OR SEALER 2. CENTER LOCATION OF NEW WALL CONSTRUCTION ON EXISTING COLUMNS, Suite 1300 COATING; PIER,JOISTS OR WINDOW MULLION,AS SHOWN. Seattle,WA 98101 2. A PORTLAND CEMENT/SAND PARGE,STUCCO OR PLASTER MINIMUM Phone: ,W 408-8501 1/2 INCH(12 MM)IN THICKNESS. EGRESS CODE SUMMARY �NWW.NELSONWORLDWIDE.COM B. C402.4.1.2.3 BUILDING TEST.THE COMPLETED BUILDING SHALL BE R AN A. MAX.TRAVEL DISTANCE B OCCUPANCY:300'(TABLE 1017.2) TESTED AND THE AIR LEAKAGE RATE OF THE BUILDING ENVELOPE SHALL TRAVEL DISTANCE B OCCUPANCY:200'(WITHOUT SPRINKLERS)(TABLE 1017.2) NOT EXCEED CFM/FT AT A PRESSURE DIFFERENTIAL OF 0 E5 MAX.TRAVEL DISTANCE S-1 OCCUPANCY:4D0'(TABLE 1017.2.2) WATER GAUGEE 2 2 AT 75 PA))IN ACCORDANCE WITH ASTA9 E 779 O OR AN . EQUIVALENT METHOD APPROVED THE CODE OFFICIAL.A REPORT THAT (T MAX ABLE 1017.2)TRAVEL DISTANCE 5-1 OCCUPANCY:200'(WITHOUT SPRINKLERS) INCLUDES THE TESTED SURFACE AREA,FLOOR AREA,AIR BY VOLUME, STORIES ABOVE GRADE,AND LEAKAGE RATES SHALL BE SUBMITTED TO B. MAX.COMMON PATH OF EGRESS TRAVEL:100'(TABLE 1006.2.1) THE BUILDING OWNER AND THE CODE OFFICIAL.IF THE TESTED RATE EXCEEDS THAT DEFINED HERE,A VISUAL INSPECTION OF THE AIR MAX.COMMON PATH OF EGRESS TRAVEL:75'(>30,WITHOUT SPRINKLERS)BARRIER SHALL BE CONDUCTED AND ANY LEAKS NOTED SHALL BE SEALED (TABLE 1006.2.1) TO THE EXTENT PRACTICABLE.AN ADDITIONAL REPORT IDENTIFYING THE C. SEC 1007.1.1:WHERE TWO EXITS OR EXIT ACCESS DOORWAYS ARE REQUIRED CORRECTIVE ACTIONS TAKEN TO SEAL AIR LEAKS SHALL BE SUBMITTED FROM ANY PORTION OF THE EXIT ACCESS,THEY SHALL BE PLACED A DISTANCE REQUIREMENT TO MEET THE LEAKAGE AIR RATE WILL BE WANED.THE BUILDING OWNER AND THE CODE OFFICIAL AND ANY FURTHER APART EQUAL TO NOT LESS THAN ONE-HALF OF THE LENGTH OF THE BUILDING RE OR AREA TO BE SERVED MEASURED IN A STRAIGHT LINE BETWEEN THEM. C. C402.4.2 AIR BARRIER PENETRATIONS.PENETRATIONS OF THE AIR EXCEPTION 2:WHERE A BUILDING IS EQUIPPED THROUGHOUT WITH AN BARRIER AND PATHS OF AIR LEAKAGE SHALL 8E CAULKED,GASKETED OR AUTOMATIC SPRINKLER SYSTEM IN ACCORDANCE WITH SECTION 903.3,1.1 OR OTHERWISE SEALED IN A MANNER COMPATIBLE WITH THE CONSTRUCTION 903.3.1.2,THE SEPARATION DISTANCE SHALL BE NOT LESS THAN ONE-THIRD MATERIALS AND LOCATION.JOINTS AND SEALS SHALL BE SEALED IN THE OF THE LENGTH OF THE MAXIMUM OVERALL DIAGONAL DIMENSION OF THE SAME MANNER BL TAPED OR COVERED WITH A MOISTURE AREA SERVED. VAPOR-PERMEABLE WRAPPING MATERIAL.SEALING MATERIALS SHALL BE O e O O APPROPRIATE A THE CONSTRUCTION MATERIALS BEING SEALED.THE JOINTS AND SEALS SHALL BE SECURELY INSTALLED IN OR ON THE JOINT 8 7 6 5 4.7 4.5 4 3.8 3.5 3.2 3 2.3 2 I FOR ITS ENTIRE LENGTH 50 AS NOT TO DISLODGE,LOOSEN OR OTHERWISE IMPAIR ITS ABILITY TO RESIST POSITIVE AND NEGATIVE OCCUPANCY LOAD: PRESSURE FROM WIND,STACK EFFECT AND MECHANICAL VENTILATION. (SEC.3004.1 TABLE 3004.1.2) SECTION C406:ADDITIONAL EFFICIENCY PACKAGE OPTIONS C406.1 REQUIREMENTS.BUILDINGS SHALL COMPLY WITH NO LESS THAN TWO OF BREAKROOM-ACCESSORY A-2(NEW) 1,477 SQ FT/15=99 CLIENT. THE FOLLOWING: OFFICE-B(NEW) 3,983 SQ FT/100=40 Lj 1, 1. MORE EFFICIENT HVAC PERFORMANCE IN ACCORDANCE WITH SECTION C406.2 STORAGE-B(EXISTING) 4,192 SQ FT/300=14 - - - - - - 9 2. REDUCED LIGHTING POWER IN ACCORDANCE WITH SECTION C406.3 INDUSTRIAL-F2(NEW) 47,285 SQ FT/100=473 g�ERRP . -- - - - 3. ENHANCED LIGHTING CONTROLS IN ACCORDANCE WITH SECTION C406.4 17TTtF1-7"1 4. ON-SITE SUPPLY OF RENEWABLE ENERGY IN ACCORDANCE WITH SECTION TOTAL 626 I I I I I I I c406s CON MLICTION COMPANY,INC.; 5. PROVISION OF A DEDICATED OUTDOOR AIR SYSTEM FOR CERTAIN HVAC GENERAL CONTRACTOR] EQUIPMENT IN ACCORDANCE WITH SECTION C406.6 EXIT REQUIREMENTS: 5 6. HIGH-EFFICIENCY SERVICE WATER HEATING IN ACCORDANCE WITH SECTION O O O C406.7 (SEC.1006 TABLE 1006.2.1&1006.3.1) SIERRA K I 7. ENHANCED ENVELOPE PERFORMANCE IN ACCORDANCE WITH SECTION C406.8 NUMBER REQ'D NUMBER PROVIDED 8. REDUCED AIR INFILTRATION IN ACCORDANCE WITH SECTION C406.9 OFFICE 2 2 INDUSTRIAL/F OCCUPANCY 3 7 CONSTRUCTION o® 14800 NE NORTH WOODINVILLE WAY _ L KEY NOTES Q WOODINVILLE,WA 98072 _ _ A i-----E-----♦ 6 CR UI e I I r J I I IEX 1 LEGEND PROJECP. 21; 1 I 1. EXISTING ACCESSIBLE ENTRANCE/EXIT I I 2. NEW TENANT DEMISING WALL SIERRAL CONSTRUCTION $ EXISTING PARTITION TO REMAIN CASTING OPERATIONS TI iI I I I A Ali 3. EXISTING COLUMN,TYP. NEW PARTITION to 4. EXISTING DOCK-HIGH I OVERHEAD DOOR,TYP. � ,�� �' INTERNALLY ILLUMINATED EXIT SIGNAGE W/BATTERY 6108 188TH ST.NE I W I I o I I 5. EXISTING BIKE RACKS(8 BIKES) ' BACKUP PER BC SECTION 1013,CONFIRM OPERATION OF ARLINGTON,WA .. EXISTING.ADD NEW WHERE NOT EXISTING.ARROW= 6. EXISTING FIRE RISER/ELECTRICAL ROOM DIRECTION INDICATOR,IF REQUIRED.PROVIDE TACTILE Description: No: Date: :".I 111 I EXIT SIGN ADJACENT TO EACH EXIT DISCHARGE DOOR 131 I L-�, zl I Al I b 7. EXISTING TRUCK WELL. COMPLYING WITH IOC A117.1,AS SUMMARIZED ON PERMIT SUBMITTAL 08/24/2020 i II ecS 703/T1.2.ADD NEW WHERE NOT EXISTING. I I I I I - zoe I I I I I 8. EXISTING ACCESS AISLE AND ACCESSIBLE PARKING STALLS NOTE:EXIT SIGN PLACEMENT SHALL BE SUCH THAT NO vI I J -*lawn asr 46 8 J I _ POINT IN AN EXIT ACCESS CORRIDOR IS MORE THAN ' I ��yy� L 9. EXISTING PARKING STALLS,TYP 100'OR THE LISTED VIEWING DISTANCE FOR THE t Zm I 7 L----�--- ---�------�-I •.e,s.are^ SIGN,WHICHEVER IS LESS. i I `D N.I.C. I j I 10. EXISTING ACCESSIBLE ROUTE:RAMP WITH MAX SLOPE OF 1:20,MAX ® EXLSTING FIRE DEPARTMENT ACCESS DOOR PROVIDED AT t{LIRE F-2 CROSS SLOPE OF 1:48;MIN 36"WIDE R INTERVALS LESS THAN 100'SPACING AROUND PERIMETER i I �In� I t L-J raAr t �I 11. EXISTING CONCRETE SIDEWALK OF BUILDING FUTURE EXPANSION DIRECTION OF TRAVEL W I I 12. EXISTING LANDSCAPING,TYP.REPLACE ANY DAMAGED LANDSCAPE PATH OF EGRESS AREA OR YARD J �, - r 4 _ x DURING CONSTRUCTION. ♦��START POINT •"'= I D 13. NEW CONDITIONED OFFICE SPACE. (NATIVE GRASS, NO g),ro" I i ,/� I� COMMON PATH OF TRAVEL TERMINATION POINT IRRIGATION) ,1�3 CO I w2t l MJO 14. NEW CONDITIONED SPACE BUILDING ENVELOPE. i N I flk4 21k �I 1RC6}5 ti O ` M WG I N -EL o:s I D 15. NEW MECHANICAL DOCK LEVELER AND BUMPERS FURNISHED BY GC AS N Ory�. L- 'g� INSTALLED BY GC INCLUDING ALL REQUIRED UTILITIES.SHOWN FOR / ______ REFERENCE-ENGINEERING BY INSTALLER UNDER SEPARATE PERMIT. FXI I r--------E-- E- - (FOR EXAMPLE,SERCO MODEL#WLB00,6-AS',30,000 LB DYNAMIC --- E LOAD CAPACITY OR EQUIVALENT.) TG)wONM�I� SEAL sem NGs W I nla�J a'_'^_ I � I _ L 4 -- ILE)' l0, seLre�a,nG NnN n � B � O Ll e�9e 1 JE 1 - EXKOGLS K AIi:111W111- N L� O CITY STAMP' Plan Review By SAFEbuilt ARCHITECTURAL/ SITE/ i O K EGRESS PLAN Pmj.No:20.0001702.000 Reviewed BY:TS/MS ARCHITECTURAL/SITE/EGRESS AN-1 1/32"=1'-0" n y O. i 1 GENERAL NOTES NELSON I NOT USED 2. FINISHES PER ROOM FINISH SCHEDULE SHEET A6.2,TYPICAL LION. Nelco Architecture,Inc. 3. FOR ACCESSIBILITY COMPLIANCE REFER TO SHEET AN.2. 4. CONFLICTS BETWEEN SITE CONDITIONS AND DRAWINGS SHALL BE BROUGHT 340 "OVERALL TO THE IMMEDIATE ATTENTION OF THE ARCHITECT. 45'-0" 45'1" 22'-0" 25'-0" Td 30'-0" 18'-0' 6'-W 460" 12'-V ! 3&-0" S. ALL WORK SHALL BE ERECTED AND INSTALLED PLUMB,LEVEL,SQUARE AND TRUE AND IN PROPER ALIGNMENT,U.N.O. 1200 Fifth Ave. 6. ALL DIMENSIONS ARE TO FACE OF FRAMING,U.N.O.DIMENSIONS NOTED Suite 1300 "HOLD"MUST BE ACCURATELY MAINTAINED,AND SHALL NOT VARY MORE THAN Seattle,WA 98101 t 1/8"WITHOUT WRITTEN INSTRUCTION FROM ARCHITECT."ALIGN"MEANS Phone: (206)408-8500 TO�, NV \ NO ED"CRLEAR"ARTELY E MINIMUM DIMENTE FINISHED SIONS WHICCES IN THE H UST BE MAIME PLANE, NTAINED _ ��� WWW.NE NWOR DW[DE.OM /I / WITHOUT EXCEPTION.DIMENSIONS MARKED 3 MEAN A VARIANCE NOT GREATER THAN 1 INCH,VERIFY DIMENSIONS EXCEEDING TOLERANCE WITH / ----- THE ARCHITECT.ALL DIMENSIONS TO THE EXTERIOR WINDOW WALL ARE TO C THE FINISH FACE OF WALL BELOW SILL,U.N.O. 1 - - 7. WHERE NEW FLOOR FINISHES AND/OR WALL BASE ARE SCHEDULED,PREPARE ❑ J - III III FLOORS AND WALLS TO RECEIVE NEW FINISH.CONCRETE SLAB TO RECEIVE -- --- -- ° -- T- -p - --pia ° ;- --- -- NEW SEAL WHERE SAW-CUT AND PATCHED.PATCH AND PAINT ALL OFFICE 20'9 1/2" ° 104-9� I� WALLS.TYPICAL THROUGHOUT. - a 12'-211/2" 38"T' 8 2" 33'-2" 1-- ° 8. ALL EXISTING FLOORS,PARTITIONS,DEMISING WALLS,AND CORRIDOR WALLS .1 TO REMAIN ARE TO BE PATCHED AND REPAIRED TO MATCH ADJACENT - - A SURFACES. 9. PATCH AT ALL NEW AND EXISTING PENETRATIONS AT FLOOR AND CEILING 6 ELECTRICAL PUMP SLABS,WALLS AND SHAFTS,SEAL ABANDONED PENETRATIONS AT FLOORS, 21O WALLS AND SHAFTS TO MAINTAIN FIRE/SMOKE AND ACOUSTICAL RATINGS. II -i O 28 11 I III PATCH FIREPROOFING AT ALL NEW AND EXISTING LOCATIONS WITH EXPOSED II L STRUCTURAL STEEL. ! `P I III 10. ALL INFILL OF DOORS/WALLS/OPENINGS SHALL MATCH AND BE FLUSH WITH WAX EXISTING ADJACENT PARTITION CONSTRUCTION.FINISHED FACES OF NEW PARTITIONS PARALLEL TO EXISTING FRAMING SHALL ALIGN. 206 I I 11. WHERE NEW PARTITIONS ABUT EXISTING SURFACES,REMOVE EXISTING CORNER BEAD AND PROVIDE SMOOTH FINISH AT INTERSECTION. 646 12. PROVIDE FURRING AT EXISTING PARTITIONS AS REQUIRED TO INSTALL ELECTRICAL ITEMS AS INDICATED ON THE DRAWINGS. 13. ALL GYPSUM BOARD PARTITIONS SHALL BE TAPED AND SANDED SMOOTH WITH NO VISIBLE JOINTS.PROVIDE LEVEL 4 FINISH A U .O.-REFER TO MATERIAL SCHEDULE&FINISH PLAN FOR MATERIALS&LOCATIONS THAT REQUIRE A LEVEL 5 FINISH,U.N.O. DEWAX GYPSUM WALLBOARD AT BOTH SIDES OF ALL PARTITIONS WITH PLUMBING O ROUGH-IN(E.G.BATHROOMS,PANTRY,JANITOR'S CLOSET,WET COLUMNS) ..i ii m 1 SHALL BE WATER-RESISTANT, 15. METAL STUDS AT PARTITIONS TO RECEIVE CERAMIC TILE ARE TO BE 20 GAUGE MINIMUM)0 16"O.C,(MAXIMUM).REFER TO THE FINISH PLANS FOR TILE LOCATIONS. O SHELL I I 16. ALL EXPOSED GYPSUM BOARD EDGES TO HAVE VINYL OR METAL EDGE TRIM. S IERRk mh, 17. THE CONTRACTOR SHALL ESTABLISH A SINGLE FLOOR ELEVATION THAT IS TO CONSTRUCTION COMPANY,INC. 52'-2" 1T-2" I I BE USED TO SET THE TOP OF ALL DOORS SUCH THAT THE TOP OF ALL DOORS -O E N"A I I n N'11 a c l u n OF THE SAME HEIGHT WILL ALIGN REGARDLESS OF VARIATIONS IN THE FLOOR _ 7B 9 I I SLAB OR FINISHED FLOOR THICKNESS.THERE SHALL BE NO EXPOSED PIPE, CONDUIT,DUCTS,VENTS,ETC.ALL SUCH LINES SHALL BE CONCEALED OR SIERRA FURRED AND FINISHED,UNLESS OTHERWISE NOTED AS EXPOSED MET LAB ENGR 9 I I CONSTRUCTION ON THE DRAWING. CONSTRUCTION MOLD PREP 18. DOOR AND CASED OPENINGS WITHOUT LOCATION DIMENSIONS DETAILS :F 2O9 ZOB D I I ARE TO BE(4)INCHES FROM ADJACENT WALL AT HINGE SIDE OF DOOR OR CENTERED BETWEEN WALLS. 14800 NE NORTH WOODINVILLE WAY UL IL-I" I I 19. CENTER LOCATION OF NEW WALL ,AS S CONSTRUCTION ON EXISTING COLUMNS, WOODINVILLE,WA 98072 OFFICE PIER,JOISTS OR WINDOW MULLION,AS SHOWN. 20. GC SHALL BE RESPONSIBLE FOR PROVIDING ALL BLOCKING FOR ALL WALL AND PROJECT I7'-1" 9 9 I io CEILING MOUNTED ITEMS,INCLUDING HARDWARE,LIGHT FIXTURES,GRAB SIERRAL CONSTRUCTION BARS,CASEWORK,AND ALL OWNER PROVIDED ITEMS.PROVIDE SHEET METAL 30'-10" 51'-3" I I REINFORCING(8"HORIZONTALLY MOUNTED STRIP OF 20 GA.GALVANIZED CASTING OPERATIONS TI SHEET METAL)CONCEALED IN PARTITIONS WHERE WALL OR CEILING MOUNTED ITEM IS INDICATED ON DRAWINGS.ALL CONCEALED LUMBER AND BLOCKING TO BE FIRE TREATED.WHERE BLOCKING OR ADDITIONAL STUDS ARE REQUIRED AT EXISTING PARTITIONS,THEY ARE TO BE PATCHED AND �" I I I 6108 188TH ST.NE REPAIRED. NIC i i � I I �, o ARLINGTON,WA Ii? � DeSCript!on: No: Dete: XRAY I I LEGEND PERMIT SUBMITTAL 08/24/2020 EXISTING PARTITION TO REMAIN 9 I I o NEW PARTITION CASTING o NEW INSULATED METAL PANEL WALL ASSEMBLY FULL HEIGHT UNLESS NOTED OTHERWISE.DESIGN/BUILD m m - -- - -- -• - - o I ---- - - D ENGINEERING BY MANUFACTURER.SEE STRUCTURAL FOR 8 T 24'-8" 24'-11" I I CONNECTIONS AT BOTTOM AND TOP OF WALL. TARGET MACH I I KEY NOTES Q FINAL INSP 204 I BREAK q 1. EXISTING STOREFRONT SYSTEM AND ACCESSIBLE ENTRY DOOR HEAT TREAT r-s^ 10,�205 NDT FI AL FINISH 30'-7' 2'-5"; 2. EXISTING ADJACENT SPACE N.I.C. 10B 20B 3. CHAINLINK FENCE 8'-0'HIGH.GC RESPONSIBLE FOR ENGINEERING, INSTALLATION AND PERMANENT ATTACHMENT OFFENCE TO GROUND. 6'-6" 33`11" 6'-3' 14'-3„ '-2.T-9' B'-0" _ 4. 277/480 VOLT 3 PHASE ELECTRICAL SERVICE.PROVIDE AND MAINTAIN 3'-0" 103E 9 7T _ CLEAR FLOOR SPACE IN FRONT OF PANEL(S).(2)NEW CONCRETE FILLED PIPE H �+ -- - E BOLLARDS(PER SPECIFICATIONS AND/OR 6/A8.1,TYPJ.SET 42"CLEAR OF seA1: 4'-9" 7'-0" 9 EQUIPMENT PANELS. m 26 S. EXISTING ELECTRICAL ROOM "39 xb:Ul$iCRl-1r -- 9 6. EXISTING FIRE RISER ROOM - A3R I II Da'I SHIPPING&RECEIVING 5 MAINTENANCE _ �J o ZOO �' 7. MECHANICAL DOCK LEVELERS(2)AND BUMPERS FURNISHED BY GC/INSTALLED KOOUGUS p SHELL REM RGH FIN I R T"a 4 BY GC INCLUDING ALL REQUIRED UTILITIES.SEE ALSO STRUCTURAL. "rnn:nr wnslnrv,rrrna III v ppp 203 202 MEN ROOM v 8. NEW PARTIAL HEIGHT INSULATED METAL PANEL WALL ASSEMBLY WITH INSULATED CEILING SYSTEM BY MFR. II 201 A.15'-0" B.12'-0" 3 9 2B O� C..0" 9. NEW FULL HEIGHT INSULATED METAL PANEL WALL ASSEMBLY BY MFR. CITY STAMP: 10. OPAQUE FILM APPLIED TO BACK SIDE OF GLASS OVERLAPPING TOILET ROOM. 28'-i - 76'-10" -._ 14-9 IT-10". ;I'-I" f 11. EXISTING STRUCTURAL COLUMN. Plan Review 249'-1' _ __. -.. i 12. HOUSEKEEPING CONCRETE PAD FOR TENANT EQUIPMENT PER STRUCTURAL By SAFEbuilt 7TJ 13. NEW BOLT-DOWN BOLLARD,TYP.(PER 12/A8.2,TYP.) © TYP OVERALL FLOOR PLAN 1 FLOOR PLAN - Pros.No:20.0001702.000 Reviewed BY:TS/MS A2. 1 Permit#: 3285 Address: 6108 188th Street NE City: Arlington State: WA Zip: 98223 Receipt#: 1209200 Date: 08/13/2020 Paid By: Sierra Construction Company Description: Payment Type: Check Payment Type Description: Check#307763 Accepted By: Fees Paid i Fee Name Description Factor Total Fee Amount Amount Paid Building Permit Fee Table 4-1 0.00 39,919.93 39,919.93 Building Plan Review Fee Table 4-2 0.00 25,947.95 25,947.95 Processing/Technology Fee 0.00 25.00 25.00 State Surcharge - Commercial Commercial Only 0.00 25.00 25.00 Total: $65,917.88 i CITY OF ARLINGTON TEMPORARY CERTIFICATE OF OCCUPANCY INTERNATIONAL BUILDING CODE SEC. 111 NOTE: THIS CERTIFICATE DOES NOT CERTIFY ELECTRICAL WORK At 18410 63rd Ave NE Building Permit Number 3285 Name &Address of Owner Occupant Load Number of Stories CASTING OPERATIONS Breakroom 99/ Office 40 Storage 14 Industrial 473 1 21218 76TH AVE S Type of Construction/Sprinkler system required Use KENT,WA 98032 IIIB IIB /YES Manufacturing/ Storage Office THE Structure HAS BEEN INSPECTED AND APPROVED AS COMPLYING WITH THE 2015 EDITION OF THE INTERNATIONAL BUILDING CODE FOR GROUP F-1/13 OCCUPANCY ISSUED: March 31, 2021 BY Building Official " CITY OF ARLINGTON 18204 59th Avenue NE,Arlington,WA 98223 INSPECTIONS:360-403-3417-Permit Center:360-403-3551 BUILDING PERMIT 6108 188th Street NE,Bldg.C Permit#:3285 Permit Expiration Date: 12/28/2020 Parcel 9: 31052200101000 Valuation:6730799.36 OWNER APPLICANT CONTRACTOR SMARTCAP 188TH STREET Nelson Worldwide SIERRA CONSTRUCTION CO DEVELOPMENT QQZB LLC 8201 164TH AVE NE,SUITE 110 1200 Fifth Ave,Suite 1300 14800 NE North Woodinville Way REDMOND,WA 98052 Seattle,WA 98101 Woodinville,WA 98072 206-408-8645 425-847-5200 LTC:SIERRCC145N8 EXP:03/31/2022 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR LIC 4: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Commercial New CODE YEAR: 2015 STORIES: 1 CONST.TYPE: II-B DWELLING UNITS: OCC GROUP: F-1 BUILDINGS: 1 OCC LOAD: PERMIT APPROVAL The issuance or granting of this permit shall not be construed to be a permit for,or approval of,any violation of this Code or any other ordinance or order of the City,of any state or federal law,or of any order,proclamation,guidance advice or decision of the Governor of this State.To the extent the issuance or granting of this permit is interpreted to allow construction activity during any period of time when such construction is prohibited or restricted by any state or federal law,or order,proclamation,guidance advice or decision of the Governor of this State,this permit shall not authorize such work and shall not be valid.The building official is authorized to prevent occupancy or use of a structure where in violation of this Code,any other City ordinances of this jurisdiction or any other ordinance or executive order of the City,or of any state or federal law,or of any order,proclamation, guidance advice or decision of the Governor.The building official is authorized to suspend or revoke this permit if it is determined to be issued in error or on the basis of incorrect,inaccurate or incomplete information,or in violation of any City ordinance,regulation or order,state or federal law,or any order,proclamation,guidance or decision of the Governor. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY;NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBCI10/IRC110. SALES TAX NOTICE: Sales tax relating to construction and construction materials in the City of Arlington must be reported on your sales tax return form and coded City of Arlington#3101. MATT FRAUSE 8/14/2020 Signature Print Name Date Released Date CONDITIONS ADHERE TO APPROVED PLANS.APPROVED JOB COPY SHALL BE ONSITE FOR INSPECTIONS.CALL FOR INSPECTIONS. THIS PERMIT AUTHORIZES ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS, MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 08/12/2020 Building Permit Fee $39,919.93 08/12/2020 Processing/Technology Fee $25.00 08/12/2020 State Surcharge-Commercial $25.00 08/12/2020 Building Plan Review Fee $25,947.95 Total Due: $65,917.88 Total Payment: $0.00 Balance Due: $65,917.88 CALL FOR INSPECTIONS Call by 3:30 pm for next day inspection,allow 48 hours for Fire Inspections When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon CITY OF ARLINGTON Dw 18204 59th Avenue NE,Arlington,WA 98223 INSPECTIONS: 360-403-3417-Permit Center: 360-403-3551 -BUILDING PERMIT 6108 188th Street NE,Bldg.C Permit#:3285 Permit Expiration Date: 12/28/2020 Parcel#: 31052200101000 Valuation: 6730799.36 APPLICANT CONTRACTOR SMARTCAP 188TH STREET Nelson Worldwide SIERRA CONSTRUCTION CO DEVELOPMENT QQZB LLC 8201 164TH AVE NE, SUITE 110 1200 Fifth Ave, Suite 1300 14800 NE North Woodinville Way REDMOND,WA 98052 Seattle,WA 98101 Woodinville,WA 98072 206-408-8645 425-847-5200 LIC:SIERRCC145N8 EXP:03/31/2022 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Commercial New CODE YEAR: 2015 STORIES: 1 CONST.TYPE: II-B DWELLING UNITS: OCC GROUP: F-1 BUILDINGS: 1 OCC LOAD: a i PERMIT APPROVAL The issuance or granting of this permit shall not be construed to be a permit for,or approval of,any violation of this Code or any other ordinance or order of the City,of any state or federal law,or of any order,proclamation,guidance advice or decision of the Governor of this State.To the extent the issuance or granting of this permit is interpreted to allow construction activity during any period of time when such construction is prohibited or restricted by any state or federal law,or order,proclamation,guidance advice or decision of the Governor of this State,this permit shall not authorize such work and shall not be valid.The building official is authorized to prevent occupancy or use of a structure where in violation of this Code,any other City ordinances of this jurisdiction or any other ordinance or executive order of the City,or of any state or federal law,or of any order,proclamation, guidance advice or decision of the Governor.The building official is authorized to suspend or revoke this permit if it is determined to be issued in error or on the basis of incorrect,inaccurate or incomplete information,or in violation of any City ordinance,regulation or order,state or federal law,or any order,proclamation,guidance or decision of the Governor. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY,NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBC 110/IRC 110. SALES TAX NOTICE: Sales tax relating to construction and construction materials in the City of Arlington must be reported on your sales tax return form and coded City of Arlington#3101. Signature Print Name Date Released By Date CONDITIONS ADHERE TO APPROVED PLANS.APPROVED JOB COPY SHALL BE ONSITE FOR INSPECTIONS.CALL FOR INSPECTIONS. THIS PERMIT AUTHORIZES ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS, SIDEWALKS,DRIVEWAYS, MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. �ERMIT FEES Date Description Fee Amount 08/12/2020 Building Permit Fee $39,919.93 08/12/2020 Processing/Technology Fee $25.00 08/12/2020 State Surcharge-Commercial $25.00 08/12/2020 Building Plan Review Fee $25,947.95 Total Due: $65,917.88 Total Payment: $0.00 Balance Due: $65,917.88 CALL FOR INSPECTIONS Call by 3:30 pm for next day inspection,allow 48 hours for Fire Inspections When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon " CITY OF ARLINGTON 18204 59th Avenue NE,Arlington,WA 98223 INSPECTIONS:360-403-3417-Permit Center:360-403-3551 BUILDING PERMIT 6108 188th Street NE,Bldg.C Permit#:3285 Permit Expiration Date: 12/28/2020 Parcel 9: 31052200101000 Valuation:6730799.36 OWNER APPLICANT CONTRACTOR SMARTCAP 188TH STREET Nelson Worldwide SIERRA CONSTRUCTION CO DEVELOPMENT QQZB LLC 8201 164TH AVE NE,SUITE 110 1200 Fifth Ave,Suite 1300 14800 NE North Woodinville Way REDMOND,WA 98052 Seattle,WA 98101 Woodinville,WA 98072 206-408-8645 425-847-5200 LTC:SIERRCC145N8 EXP:03/31/2022 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR LIC 4: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Commercial New CODE YEAR: 2015 STORIES: 1 CONST.TYPE: II-B DWELLING UNITS: OCC GROUP: F-1 BUILDINGS: 1 OCC LOAD: PERMIT APPROVAL The issuance or granting of this permit shall not be construed to be a permit for,or approval of,any violation of this Code or any other ordinance or order of the City,of any state or federal law,or of any order,proclamation,guidance advice or decision of the Governor of this State.To the extent the issuance or granting of this permit is interpreted to allow construction activity during any period of time when such construction is prohibited or restricted by any state or federal law,or order,proclamation,guidance advice or decision of the Governor of this State,this permit shall not authorize such work and shall not be valid.The building official is authorized to prevent occupancy or use of a structure where in violation of this Code,any other City ordinances of this jurisdiction or any other ordinance or executive order of the City,or of any state or federal law,or of any order,proclamation, guidance advice or decision of the Governor.The building official is authorized to suspend or revoke this permit if it is determined to be issued in error or on the basis of incorrect,inaccurate or incomplete information,or in violation of any City ordinance,regulation or order,state or federal law,or any order,proclamation,guidance or decision of the Governor. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY;NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBCI10/IRC110. SALES TAX NOTICE: Sales tax relating to construction and construction materials in the City of Arlington must be reported on your sales tax return form and coded City of Arlington#3101. 4 Signature Print Name Date _ Released Date CONDITIONS ADHERE TO APPROVED PLANS.APPROVED JOB COPY SHALL BE ONSITE FOR INSPECTIONS.CALL FOR INSPECTIONS. THIS PERMIT AUTHORIZES ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS, MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 08/12/2020 Building Permit Fee $39,919.93 08/12/2020 Processing/Technology Fee $25.00 08/12/2020 State Surcharge-Commercial $25.00 08/12/2020 Building Plan Review Fee $25,947.95 Total Due: $65,917.88 Total Payment: $0.00 Balance Due: $65,917.88 CALL FOR INSPECTIONS Call by 3:30 pm for next day inspection,allow 48 hours for Fire Inspections When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon ;0 CITY OF ARLINGTON CERTIFICATE OF OCCUPANCY INTERNATIONAL BUILDING CODE SECTION 111 NOTE: THIS CERTIFICATE DOES NOT CERTIFY ELECTRICAL WORK At 18410 63rd Avenue NE Building Permit Number 3285 Name &Address of Owner Occupant Load Number of Stories CASTING OPERATIONS LLC INDUSTRIAL AREA 729 / OFFICE 60 1 21218 73TH AVE S Type of Construction/Sprinkler System Required Use KENT,WA 98032 II-B /YES MANUFACTURING/ OFFICE THE Structure HAS BEEN INSPECTED AND APPROVED AS COMPLYING WITH THE 2015 EDITION OF THE INTERNATIONAL BUILDING CODE FOR GROUP F-2 / B OCCUPANCY ISSUED April 29, 2021 BY BUILDING OFFICIAL VIA CERTIFIED MAIL PRELIMINARY NOTICE FOR PAYMENT BOND AND/OR RETAINAGE FUND STATE OF WASHINGTON - PUBLIC PROJECT (Pursuant to RCW§39.08.065 and§60.28.015) RE 'i- IVED TO: (General Contractor) Sierra Construction F :,; .3 2021 14800 NE North Woodinville Way PVV" L.11 1-1 LI TI ES Woodinville,WA 98072 RE: Description of Public Project Arlington Casting Operations 6108 188th St Ne ARLINGTON,WA 98223 PLEASE TAKE NOTICE that Dailan Applied Americas Inc., ("Daikin Applied" ), 13600 Industrial Park Blvd.,Plymouth, MN 55441,phone(763)553-5330,fax(763) 553-5296, has furnished or will begin to furnish labor and/or material of the following general description:HYAC Equipment for the above-referenced public construction project. Daikin Applied has furnished or will furnish its labor and/or material for the project under a contract with the following customer:Acco Engineered Systems The general contractor named above furnished a Payment Bond for the project,as required by Washington law. In the event Daikin Applied does not receive payment for the labor and/or material furnished or to be furnished for the project by DaAm Applied,the general contractor named above and its Payment Bond will be held for payment of the amounts owing to Daikm Applied. Further, in the event Daikin Applied does not receive payment for the labor and/or material furnished or to be furnished for the project by Daikin Applied,Daikin Applied shall be entitled to assert and may assert a lien against the retained percentage fund held or to be held by the public body/owner of the project. DATE : 1/26J2021 DAIKIN PLIED AMERICAS INC. By : �� Its: Loralee Ilackl Credit Representative ,1 CC: CITY OF ARLINGTON Daikin Applied Americas Inc. Air Reps,LLC-Bellevue World Headquarters Sierra Construction 13600 Industrial Park Boulevard Minneapolis,MN 55441 320053 763-553-5330 USPS CERTIFIED MAIL Daikin Applied REF: 2148 13600 Industrial Park Blvd. Minneapolis, MN 55441 9214 8901 7672 6100 0000 2525 61 CITY OF ARLINGTON 238 N Olympic Ave ARLINGTON WA 98223 Postage:$5.8600 Permit#: 3285 Permit Date: 07/01/20 Permit Type: COMMERCIAL BUILDING Project Name: Casting Operations Applicant Name: Nelson Worldwide Applicant Address: 1200 Fifth Ave, Suite 1300 Applicant, City, State, Zip: Seattle,WA 98101 Contact: Todd Schutz Phone: 206-408-8645 Email: tschutz@nelsonww.com Scope of Work: New manufacturing building Valuation: 673 0799.3 6 Square Feet: 78880 Number of Stories: 1 Construction Type: 1113 Occupancy Group: F-1; Factory Mod. Hazard ID Code: Permit Issued: 08/14/2020 Permit Expires: 02/10/2021 Form Permit Type: Status: LASERFICHE Assigned To: Property Parcel# Address Legal Description Owner Name Owner Phone Zoning Section 22 Township 31 Range 05 Quarter NE PAR 31052200101000 18410 63RD AVE NE C CITY ARL BLA FILE NO CASTING 250 BUSINESS/ PLN-587 REC AFN OPERATIONS LLC PROFESSIONAL 201909245004 BEING PTN NWIA NEIA SD SEC Contractors Contractor Primary Contact Phone Address Contractor Type License License# SIERRA 425-487-5200 14800 NE North CONSTRUCTION COA 600 634 891 CONSTRUCTION CO Woodinville Way CONTRACTOR SIERRA 425-487-5200 14800 NE North CONSTRUCTION Labor& SIERRCC 145N8 CONSTRUCTION CO Woodinville Way CONTRACTOR Industries Plan Reviews Date Review Type Description Assigned To Review Status 07/01/2020 COMMERCIAL BUILDING BUILDING Fees Fee Description Notes Amount Building Permit Table 4-1 $39,919.93 Processing/Technology $25.00 State Surcharge-Commercial Commercial Only $25.00 Building Plan Review Table 4-2 $25,947.95 Total $65,917.88 Attached Letters Date Letter Description 07/01/2020 Building Permit Payments Date Paid By Description Payment Type Accepted By Amount 08/13/2020 Sierra Construction Check#307763 $65,917.88 Company Outstanding Balance $0.00 Notes Date Note Created By: 03/30/2021 SAFEbuilt final inspection passed on 3/29/2021. Kristin Foster 12/15/2020 Address changed after permit issuance from 6108 188th Street Bldg.C to 18410 63rd Avenue. Kristin Foster 12/01/2020 Emailed new address to E911,SnoCo and GIS. Kristin Foster 08/12/2020 No traffic impact fees per Developer's Agreement due to the construction of 63rd. Kristin Foster 08/12/2020 Emailed the permit for signature to SAFEbuilt. Kristin Foster 08/11/2020 Traffic impact fee calculation... Kristin Foster 07/30/2020 Emailed SAFEbuilt that we received a revised submittal to be picked up. Kristin Foster 07/24/2020 Received a revised submittal-hard copies only. Kristin Foster 07/16/2020 Valuation calculated by SAFEbuilt-see address file folder for breakdown of calculation. Kristin Foster 07/16/2020 The fees may change once the occupancy type is clarified from the applicant to SAFEbuilt. Kristin Foster 07/15/2020 Received correction letter from SAFEbuilt. Kristin Foster 07/01/2020 Check with Marc for emails in regards to traffic mitigation for the site. Kristin Foster 07/01/2020 Emailed SAFEbuilt that the submittal is ready for pick up. Kristin Foster Uploaded Files Date File Name 04/29/2021 8707188-Casting Operations C of O.pdf 08/14/2020 7178311-3285 Issued Permit.pdf 07/01/2020 6916136-3285 Application.pdf