STRUCTURAL CALCULATIONS FOR: Generator Slab on Grade 14999 East Alameda Parkway Aurora, CO 80012 Prepared By: Chandler Cross, EIT. Ph: 385-479-9632 Checked By: Joe Nunnely, P.E., S.E. Ph: 925-414-5093 Arnoldo Artiles, P.E. Ph: (321)-795-3370 Kimley-Horn and Associates, Inc. 111 East Broadway Suite 600 Salt Lake City, UT 84111 Date: August 31, 2021 Design References: 1. Building Code of the Department of Personnel and Administration/Office of the State Architect (DPA/OSA) with 2015 International Building Code Amendments 2. American Society of Civil Engineers 7-10 (ASCE 7-10) 3. Aurora Engineering Design Criteria 8/31/2021
STRUCTURAL CALCULATIONS FOR: Generator Slab on Grade
Apr 05, 2023
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Microsoft Word - Title Page Structural Calcs.docDate: August 31, 2021
Design References:
1. Building Code of the Department of Personnel and Administration/Office of the State
Architect (DPA/OSA) with 2015 International Building Code Amendments
2. American Society of Civil Engineers 7-10 (ASCE 7-10)
3. Aurora Engineering Design Criteria
8/8/31/2021
1.2 Enercalc Slab on Grade Design ........................................................................................... 9
2. References
2.2 ATC Hazards by Location - Seismic ................................................................................. 17
2.3 Generator Housing Unit Cutsheet ...................................................................................... 19
1. DESIGN INPUT
1 of 4
Project: 14999 East Alameda Parkway Subject: Generator Pad Foundation Design
Designed by: CBC Date: 5/18/2021 Checked by: JBN Date: 05/19/2021
Table of Contents
Defined Function (GetRebarProp)
Design Specifica ons
-Building Code of the Department of Personnel and Administraon/Office of the State Architect (DPA/OSA) with
2015 IBC Ammendments
-City of Aurora Engineering Design Criteria
Material Proper es
fy 60000psi:= Reinforcing Steel Yield Strength (fy):
γc 150pcf:= Concrete Unit Weight:
μ 0.25:= Coefficient of Fricon between Soil and Concrete.
Presumpve value taken from IBC Table 1806.2
Fuel Tank and Generator Geometry
Lengthgen 227in:=
Widthgen 81in:=
Heightgen 114in:=
Weightgen 24.35kip:= Note: Generator weight is assuming the fuel tank is full
Founda on Geometry
Wslab 12ft 9in+:=
Dead Load
Mz.DL Fy.DL
⋅ 409.235 kip ft⋅⋅=:=
Note that the reinforcement will be designed in Enercalc. The load to be applied is calculated below:
Fy.DL.enercalc
Weightgen
Lslab
K:\PHX_Electrical\096353012 - Aurora PD\Design Generator Pad Design Input.xmcd
2 of 4
Exposure Category: C
Exposure Factor: Kz 0.85:= ASCE 7-10, Table 27.3-1
Topographic Factor: Kzt 1.0:= ASCE 7-10, Secon 26.8-1
Wind Direconality Factor: Kd 0.90:= ASCE 7-10, Table 26.6-1
V 120:= City of Aurora Engineering Design Criteria Wind Speed, mph:
Areagen Heightgen Lengthgen⋅ 179.708 ft 2=:=
Generator Area
Fstr Ceil qz G⋅ Cf⋅ psf, ( ) 34 psf⋅=:=
Reacons
Mz.wind Fx.wind
⋅ 29.023 kip ft⋅⋅=:=
Note that the reinforcement will be designed in Enercalc. The load to be applied is calculated below:
Mz.wind.enercalc
Mz.wind
Lslab
K:\PHX_Electrical\096353012 - Aurora PD\Design Generator Pad Design Input.xmcd
3 of 4 Seismic Design Base Shear:
Acceleraon Parameters: Obtained from ATC Hazard by Locaon tool for the specified project address: 14999 E Alameda
Parkway, Aurora, CO 80012
Spectral Response Acceleraon Parameter at Short Periods: SS 0.171:=
Spectral Response Acceleraon Parameter at a Period
of 1-Second: S1 0.056:=
Seismic Design Category: C
Response Modificaon Coefficient: Ra 3:= ASCE 7-10, Table 15.4-2
Seismic Importance Factor: I 1.5:= ASCE 7-10, Table 1.5-2
Cs
SDS
Ra
I
12.8-2)
12.8-1) Seismic Base Shear:
Mz.seis Fx.seis
⋅ 10.525 kip ft⋅⋅=:=
Note that the reinforcement will be designed in Enercalc. The load to be applied is calculated below:
Mz.seis.enercalc
Mz.seis
Lslab
ft ⋅⋅=:=
Note: Wind load governs, therefore only the wind load was used in Enercalc for generator pad design
K:\PHX_Electrical\096353012 - Aurora PD\Design Generator Pad Design Input.xmcd
4 of 4 Load Combina ons:
Generator foundaon to be designed to resist the most extreme of the load combinaons presented in ASCE
7-10 for both strength and service limits.
Strength Load Combinaons
Sliding
There will be a 1.50 safety factor applied for wind and a 1.10 safety factor applied for seismic.
Fslide.seis 0.7 Fx.seis⋅ 1.551 kip⋅=:=
Fslide.wind 0.6 Fx.wind⋅ 3.666 kip⋅=:=
Fslide.resist μ Fy.DL⋅ 16.048 kip⋅=:=
FSslide.seis
Fslide.resist
Fslide.seis
10.347=:=
checksliding.seis "OK"=
checksliding.wind "OK"=
Overturning
Note that overturning is to be checked using service loads and a 1.5 safety factor.
Mover 0.6 Mz.wind⋅ 17.414 kip ft⋅⋅=:=
Mover.resist Mz.DL 409.235 kip ft⋅⋅=:=
FSover
Mover.resist
Mover
23.501=:=
checkoverturning "OK"=
K:\PHX_Electrical\096353012 - Aurora PD\Design Generator Pad Design Input.xmcd
1.2 ENERCALC SLAB ON GRADE DESIGN
Beam on Elastic Foundation KIMLEY-HORN & ASSOCIATES INCLic. # : KW-06008578
DESCRIPTION: --None--
Project Title: Engineer: Project ID: Project Descr:
CODE REFERENCES Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 Material Properties
4.0 7.50
150.0
Elastic Modulus 3,605.0 ksi Soil Subgrade Modulus = 100.0 psi / (inch deflection)
1 1.0Lt Wt Factor =
= 0.90 0.750
f'c ksi
Phi Values Flexure :
.Cross Section & Reinforcing Details Rectangular Section, Width = 12.0 in, Height = 10.0 in Span #1 Reinforcing....
1-#4 at 3.0 in from Bottom, from 0.0 to 12.750 ft in this span 1-#4 at 2.0 in from Top, from 0.0 to 12.750 ft in this span .Service loads entered. Load Factors will be applied for calculations.Applied Loads
Beam self weight calculated and added to loads Load for Span Number 1
Uniform Load : D = 0.9740 k/ft, Extent = 3.0 -->> 9.750 ft, Tributary Width = 1.0 ft Moment : W = 1.161 k-ft, Location = 6.375 ft from left end of this span
.Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.669 : 1
Load Combination +1.40D
Span # where maximum occurs Span # 1
Maximum Soil Pressure = 0.780 ksf at 6.66 ft LdComb: +D+0.60W Allowable Soil Pressure = OK1.50 ksf
Location of maximum on span 6.450 ft
Mn * Phi : Allowable 7.571 k-ft
Typical SectionSection used for this span Mu : Applied 5.064 k-ft
.
Bar Layout DescriptionCross Section Moment of Inertia ( in^4 )
Btm Tension Top Tension I gross Icr - Top TensionIcr - Btm Tension
Phi*Mn ( k-ft ) Cross Section Strength & Inertia
Section 1 1- #4 @ d=7",1- #4 @ d=2", 7.57 9.37 1,000.00 61.85 85.10 .Shear Stirrup Requirements
Entire Beam Span Length : Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in .Maximum Forces & Stresses for Load Combinations
Beam on Elastic Foundation KIMLEY-HORN & ASSOCIATES INCLic. # : KW-06008578
DESCRIPTION: --None--
Project Title: Engineer: Project ID: Project Descr:
Span # Bending Stress Results ( k-ft )Location (ft)Load Combination
Mu : Max Stress RatioSegment Length Phi*Mnxin Span MAXimum Bending Envelope
Span # 1 1 6.450 5.06 7.57 0.67 +1.40D
Span # 1 1 6.450 5.06 7.57 0.67 +1.20D
Span # 1 1 6.450 4.34 7.57 0.57 +1.20D+0.50W
Span # 1 1 6.450 4.63 7.57 0.61 +1.20D+W
Span # 1 1 6.450 4.91 7.57 0.65 +0.90D+W
Span # 1 1 6.450 3.82 7.57 0.51 +0.90D
Span # 1 1 6.450 3.26 7.57 0.43 .
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections - Unfactored Loads
Span 1 1 0.0542 6.658 0.0000 0.000
Location in SpanMax. Downward Defl Location in SpanLoad Combination Span Max. Upward Defl Maximum Deflections for Load Combinations - Unfactored Loads
D Only 1 0.0541 6.375 0.0000 0.000 +D+0.60W 1 0.0542 6.658 0.0000 0.000 +D+0.450W 1 0.0542 6.658 0.0000 0.000 +0.60D+0.60W 1 0.0360 6.942 0.0000 0.000 +0.60D 1 0.0359 6.375 0.0000 0.000
.
DESCRIPTION: --None--
Project Title: Engineer: Project ID: Project Descr:
.Detailed Shear Information
Req'd d*Vu/MuMu
Design Phi*Vc
+1.40D 1 0.00 8.00 0.04 0.04 0.00 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 0.15 8.00 0.10 0.10 0.00 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 0.30 8.00 0.17 0.17 0.02 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 0.45 8.00 0.24 0.24 0.04 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 0.60 8.00 0.31 0.31 0.08 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 0.75 8.00 0.38 0.38 0.12 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 0.90 8.00 0.46 0.46 0.18 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 1.05 8.00 0.54 0.54 0.25 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 1.20 8.00 0.62 0.62 0.33 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 1.35 8.00 0.70 0.70 0.42 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 1.50 8.00 0.79 0.79 0.52 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 1.65 8.00 0.88 0.88 0.64 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 1.80 8.00 0.97 0.97 0.77 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 1.95 8.00 1.06 1.06 0.91 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 2.10 8.00 1.16 1.16 1.07 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 2.25 8.00 1.26 1.26 1.24 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 2.40 8.00 1.36 1.36 1.43 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 2.55 8.00 1.46 1.46 1.63 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 2.70 8.00 1.57 1.57 1.85 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 2.85 8.00 1.68 1.68 2.09 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 3.00 8.00 1.79 1.79 2.34 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 3.15 8.00 1.69 1.69 2.59 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 3.30 8.00 1.60 1.60 2.82 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 3.45 8.00 1.52 1.52 3.05 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 3.60 8.00 1.43 1.43 3.26 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 3.75 8.00 1.35 1.35 3.46 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 3.90 8.00 1.26 1.26 3.64 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 4.05 8.00 1.18 1.18 3.81 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 4.20 8.00 1.10 1.10 3.98 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 4.35 8.00 1.03 1.03 4.12 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 4.50 8.00 0.95 0.95 4.26 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 4.65 8.00 0.88 0.88 4.39 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 4.80 8.00 0.80 0.80 4.50 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 4.95 8.00 0.73 0.73 4.61 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 5.10 8.00 0.66 0.66 4.70 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 5.25 8.00 0.59 0.59 4.78 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 5.40 8.00 0.52 0.52 4.85 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 5.55 8.00 0.45 0.45 4.91 0.92 9.34 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 5.70 8.00 0.38 0.38 4.96 0.77 9.23 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 5.85 8.00 0.31 0.31 5.00 0.63 9.12 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 6.00 8.00 0.25 0.25 5.03 0.49 9.02 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 6.15 8.00 0.18 0.18 5.05 0.35 8.92 Vu < PhiVc/2 Not Reqd 0.00 0.00
Beam on Elastic Foundation KIMLEY-HORN & ASSOCIATES INCLic. # : KW-06008578
DESCRIPTION: --None--
Project Title: Engineer: Project ID: Project Descr:
Detailed Shear Information
Req'd d*Vu/MuMu
Design Phi*Vc
+1.40D 1 6.30 8.00 0.11 0.11 5.06 0.22 8.82 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 6.45 8.00 -0.11 0.11 3.82 0.30 8.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+W 1 6.60 8.00 -0.16 0.16 4.88 0.34 8.90 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+W 1 6.75 8.00 -0.22 0.22 4.84 0.46 8.99 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+W 1 6.90 8.00 -0.28 0.28 4.79 0.58 9.09 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+W 1 7.05 8.00 -0.34 0.34 4.74 0.71 9.18 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+W 1 7.20 8.00 -0.39 0.39 4.67 0.84 9.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+W 1 7.35 8.00 -0.45 0.45 4.60 0.98 9.39 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+W 1 7.50 8.00 -0.51 0.51 4.52 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+W 1 7.65 8.00 -0.57 0.57 4.43 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+W 1 7.80 8.00 -0.63 0.63 4.33 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+W 1 7.95 8.00 -0.69 0.69 4.22 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+W 1 8.10 8.00 -0.75 0.75 4.10 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+W 1 8.25 8.00 -0.81 0.81 3.97 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 8.40 8.00 -0.88 0.88 4.12 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 8.55 8.00 -0.96 0.96 3.98 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 8.70 8.00 -1.04 1.04 3.81 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 8.85 8.00 -1.12 1.12 3.64 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 9.00 8.00 -1.21 1.21 3.46 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 9.15 8.00 -1.29 1.29 3.26 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 9.30 8.00 -1.38 1.38 3.05 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 9.45 8.00 -1.47 1.47 2.82 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 9.60 8.00 -1.56 1.56 2.59 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 9.75 8.00 -1.66 1.66 2.34 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 9.90 8.00 -1.55 1.55 2.09 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 10.05 8.00 -1.44 1.44 1.85 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 10.20 8.00 -1.34 1.34 1.63 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 10.35 8.00 -1.24 1.24 1.43 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 10.50 8.00 -1.14 1.14 1.24 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 10.65 8.00 -1.05 1.05 1.07 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 10.80 8.00 -0.95 0.95 0.91 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 10.95 8.00 -0.86 0.86 0.77 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 11.10 8.00 -0.77 0.77 0.64 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 11.25 8.00 -0.68 0.68 0.52 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 11.40 8.00 -0.60 0.60 0.42 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 11.55 8.00 -0.52 0.52 0.33 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 11.70 8.00 -0.44 0.44 0.25 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 11.85 8.00 -0.36 0.36 0.18 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 12.00 8.00 -0.29 0.29 0.12 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 12.15 8.00 -0.22 0.22 0.08 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 12.30 8.00 -0.15 0.15 0.04 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 12.45 8.00 -0.08 0.08 0.02 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 12.60 8.00 -0.02 0.02 0.00 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00
2. REFERENCES
CLIMATIC AND GEOGRAPHIC CRITERIA:
Ground Snow Load 34 psf.
Basic Wind Speed 115 mph Risk Category II, 120 mph Risk Category III-IV,
105 mph Risk Category I (3-second gust all categories)
Special Wind Region No
Seismic Design Category Residential B
Seismic Design Category Commercial Per IBC chapter 16
Weathering Severe
Winter Design Temperature 1 DEGREE (F)
Ice Barrier Underlayment Required Yes
Flood Hazard Varies – See City Code Chapter 70
Air Freezing Index 712
Mean Annual Temperature 50 DEGREES (F)
City of Aurora Public Works Department
ENGINEERING DESIGN CRITERIA Building Division • 15151 E. Alameda Parkway, Ste 2400 • Aurora, CO 80012 303.739.7420 • Email: [email protected]
2.2 ATC HAZARDS BY LOCATION –
SEISMIC
https://hazards.atcouncil.org/#/seismic?lat=39.71153650000001&lng=-104.8143635&address=14999 E Alameda Pkwy%2C Aurora%2C CO 80012%2C USA 1/2
Coordinates: 39.71153650000001, -104.8143635
Elevation: 5460 ft
Basic Parameters
SMS 0.274 Site-modified spectral acceleration value
SM1 0.136 Site-modified spectral acceleration value
SDS 0.182 Numeric seismic design value at 0.2s SA
SD1 0.09 Numeric seismic design value at 1.0s SA
Additional Information
Fa 1.6 Site amplification factor at 0.2s
Fv 2.4 Site amplification factor at 1.0s
CRS 0.907 Coefficient of risk (0.2s)
CR1 0.896 Coefficient of risk (1.0s)
PGA 0.086 MCEG peak ground acceleration
FPGA 1.6 Site amplification factor at PGA
PGAM 0.137 Site modified peak ground acceleration
TL 4 Long-period transition period (s)
SsRT 0.171 Probabilistic risk-targeted ground motion (0.2s)
SsUH 0.189 Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years)
SsD 1.5 Factored deterministic acceleration value (0.2s)
S1RT 0.056 Probabilistic risk-targeted ground motion (1.0s)
S1UH 0.063 Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years)
S1D 0.6 Factored deterministic acceleration value (1.0s)
PGAd 0.5 Factored deterministic acceleration value (PGA)
The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design.
Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services.
5460 ft
0.0 1.0 2.0 3.0 4.0 5.0 Period (s) 0.00
0.05
0.10
0.15
0.20
0.25
Sa(g)
Text Box
Overall Dimensions: LENGTH: 227" WIDTH: 81" HEIGHT: 114" WEIGHT (no fuel): 17,350 lbs. WEIGHT (full fuel): 24,350 lbs.
Title Page Structural Calcs
Title Page Structural Calcs
Title Page Structural Calcs
Slab Design
Title Page Structural Calcs
Design References:
1. Building Code of the Department of Personnel and Administration/Office of the State
Architect (DPA/OSA) with 2015 International Building Code Amendments
2. American Society of Civil Engineers 7-10 (ASCE 7-10)
3. Aurora Engineering Design Criteria
8/8/31/2021
1.2 Enercalc Slab on Grade Design ........................................................................................... 9
2. References
2.2 ATC Hazards by Location - Seismic ................................................................................. 17
2.3 Generator Housing Unit Cutsheet ...................................................................................... 19
1. DESIGN INPUT
1 of 4
Project: 14999 East Alameda Parkway Subject: Generator Pad Foundation Design
Designed by: CBC Date: 5/18/2021 Checked by: JBN Date: 05/19/2021
Table of Contents
Defined Function (GetRebarProp)
Design Specifica ons
-Building Code of the Department of Personnel and Administraon/Office of the State Architect (DPA/OSA) with
2015 IBC Ammendments
-City of Aurora Engineering Design Criteria
Material Proper es
fy 60000psi:= Reinforcing Steel Yield Strength (fy):
γc 150pcf:= Concrete Unit Weight:
μ 0.25:= Coefficient of Fricon between Soil and Concrete.
Presumpve value taken from IBC Table 1806.2
Fuel Tank and Generator Geometry
Lengthgen 227in:=
Widthgen 81in:=
Heightgen 114in:=
Weightgen 24.35kip:= Note: Generator weight is assuming the fuel tank is full
Founda on Geometry
Wslab 12ft 9in+:=
Dead Load
Mz.DL Fy.DL
⋅ 409.235 kip ft⋅⋅=:=
Note that the reinforcement will be designed in Enercalc. The load to be applied is calculated below:
Fy.DL.enercalc
Weightgen
Lslab
K:\PHX_Electrical\096353012 - Aurora PD\Design Generator Pad Design Input.xmcd
2 of 4
Exposure Category: C
Exposure Factor: Kz 0.85:= ASCE 7-10, Table 27.3-1
Topographic Factor: Kzt 1.0:= ASCE 7-10, Secon 26.8-1
Wind Direconality Factor: Kd 0.90:= ASCE 7-10, Table 26.6-1
V 120:= City of Aurora Engineering Design Criteria Wind Speed, mph:
Areagen Heightgen Lengthgen⋅ 179.708 ft 2=:=
Generator Area
Fstr Ceil qz G⋅ Cf⋅ psf, ( ) 34 psf⋅=:=
Reacons
Mz.wind Fx.wind
⋅ 29.023 kip ft⋅⋅=:=
Note that the reinforcement will be designed in Enercalc. The load to be applied is calculated below:
Mz.wind.enercalc
Mz.wind
Lslab
K:\PHX_Electrical\096353012 - Aurora PD\Design Generator Pad Design Input.xmcd
3 of 4 Seismic Design Base Shear:
Acceleraon Parameters: Obtained from ATC Hazard by Locaon tool for the specified project address: 14999 E Alameda
Parkway, Aurora, CO 80012
Spectral Response Acceleraon Parameter at Short Periods: SS 0.171:=
Spectral Response Acceleraon Parameter at a Period
of 1-Second: S1 0.056:=
Seismic Design Category: C
Response Modificaon Coefficient: Ra 3:= ASCE 7-10, Table 15.4-2
Seismic Importance Factor: I 1.5:= ASCE 7-10, Table 1.5-2
Cs
SDS
Ra
I
12.8-2)
12.8-1) Seismic Base Shear:
Mz.seis Fx.seis
⋅ 10.525 kip ft⋅⋅=:=
Note that the reinforcement will be designed in Enercalc. The load to be applied is calculated below:
Mz.seis.enercalc
Mz.seis
Lslab
ft ⋅⋅=:=
Note: Wind load governs, therefore only the wind load was used in Enercalc for generator pad design
K:\PHX_Electrical\096353012 - Aurora PD\Design Generator Pad Design Input.xmcd
4 of 4 Load Combina ons:
Generator foundaon to be designed to resist the most extreme of the load combinaons presented in ASCE
7-10 for both strength and service limits.
Strength Load Combinaons
Sliding
There will be a 1.50 safety factor applied for wind and a 1.10 safety factor applied for seismic.
Fslide.seis 0.7 Fx.seis⋅ 1.551 kip⋅=:=
Fslide.wind 0.6 Fx.wind⋅ 3.666 kip⋅=:=
Fslide.resist μ Fy.DL⋅ 16.048 kip⋅=:=
FSslide.seis
Fslide.resist
Fslide.seis
10.347=:=
checksliding.seis "OK"=
checksliding.wind "OK"=
Overturning
Note that overturning is to be checked using service loads and a 1.5 safety factor.
Mover 0.6 Mz.wind⋅ 17.414 kip ft⋅⋅=:=
Mover.resist Mz.DL 409.235 kip ft⋅⋅=:=
FSover
Mover.resist
Mover
23.501=:=
checkoverturning "OK"=
K:\PHX_Electrical\096353012 - Aurora PD\Design Generator Pad Design Input.xmcd
1.2 ENERCALC SLAB ON GRADE DESIGN
Beam on Elastic Foundation KIMLEY-HORN & ASSOCIATES INCLic. # : KW-06008578
DESCRIPTION: --None--
Project Title: Engineer: Project ID: Project Descr:
CODE REFERENCES Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 Material Properties
4.0 7.50
150.0
Elastic Modulus 3,605.0 ksi Soil Subgrade Modulus = 100.0 psi / (inch deflection)
1 1.0Lt Wt Factor =
= 0.90 0.750
f'c ksi
Phi Values Flexure :
.Cross Section & Reinforcing Details Rectangular Section, Width = 12.0 in, Height = 10.0 in Span #1 Reinforcing....
1-#4 at 3.0 in from Bottom, from 0.0 to 12.750 ft in this span 1-#4 at 2.0 in from Top, from 0.0 to 12.750 ft in this span .Service loads entered. Load Factors will be applied for calculations.Applied Loads
Beam self weight calculated and added to loads Load for Span Number 1
Uniform Load : D = 0.9740 k/ft, Extent = 3.0 -->> 9.750 ft, Tributary Width = 1.0 ft Moment : W = 1.161 k-ft, Location = 6.375 ft from left end of this span
.Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.669 : 1
Load Combination +1.40D
Span # where maximum occurs Span # 1
Maximum Soil Pressure = 0.780 ksf at 6.66 ft LdComb: +D+0.60W Allowable Soil Pressure = OK1.50 ksf
Location of maximum on span 6.450 ft
Mn * Phi : Allowable 7.571 k-ft
Typical SectionSection used for this span Mu : Applied 5.064 k-ft
.
Bar Layout DescriptionCross Section Moment of Inertia ( in^4 )
Btm Tension Top Tension I gross Icr - Top TensionIcr - Btm Tension
Phi*Mn ( k-ft ) Cross Section Strength & Inertia
Section 1 1- #4 @ d=7",1- #4 @ d=2", 7.57 9.37 1,000.00 61.85 85.10 .Shear Stirrup Requirements
Entire Beam Span Length : Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in .Maximum Forces & Stresses for Load Combinations
Beam on Elastic Foundation KIMLEY-HORN & ASSOCIATES INCLic. # : KW-06008578
DESCRIPTION: --None--
Project Title: Engineer: Project ID: Project Descr:
Span # Bending Stress Results ( k-ft )Location (ft)Load Combination
Mu : Max Stress RatioSegment Length Phi*Mnxin Span MAXimum Bending Envelope
Span # 1 1 6.450 5.06 7.57 0.67 +1.40D
Span # 1 1 6.450 5.06 7.57 0.67 +1.20D
Span # 1 1 6.450 4.34 7.57 0.57 +1.20D+0.50W
Span # 1 1 6.450 4.63 7.57 0.61 +1.20D+W
Span # 1 1 6.450 4.91 7.57 0.65 +0.90D+W
Span # 1 1 6.450 3.82 7.57 0.51 +0.90D
Span # 1 1 6.450 3.26 7.57 0.43 .
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections - Unfactored Loads
Span 1 1 0.0542 6.658 0.0000 0.000
Location in SpanMax. Downward Defl Location in SpanLoad Combination Span Max. Upward Defl Maximum Deflections for Load Combinations - Unfactored Loads
D Only 1 0.0541 6.375 0.0000 0.000 +D+0.60W 1 0.0542 6.658 0.0000 0.000 +D+0.450W 1 0.0542 6.658 0.0000 0.000 +0.60D+0.60W 1 0.0360 6.942 0.0000 0.000 +0.60D 1 0.0359 6.375 0.0000 0.000
.
DESCRIPTION: --None--
Project Title: Engineer: Project ID: Project Descr:
.Detailed Shear Information
Req'd d*Vu/MuMu
Design Phi*Vc
+1.40D 1 0.00 8.00 0.04 0.04 0.00 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 0.15 8.00 0.10 0.10 0.00 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 0.30 8.00 0.17 0.17 0.02 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 0.45 8.00 0.24 0.24 0.04 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 0.60 8.00 0.31 0.31 0.08 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 0.75 8.00 0.38 0.38 0.12 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 0.90 8.00 0.46 0.46 0.18 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 1.05 8.00 0.54 0.54 0.25 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 1.20 8.00 0.62 0.62 0.33 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 1.35 8.00 0.70 0.70 0.42 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 1.50 8.00 0.79 0.79 0.52 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 1.65 8.00 0.88 0.88 0.64 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 1.80 8.00 0.97 0.97 0.77 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 1.95 8.00 1.06 1.06 0.91 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 2.10 8.00 1.16 1.16 1.07 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 2.25 8.00 1.26 1.26 1.24 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 2.40 8.00 1.36 1.36 1.43 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 2.55 8.00 1.46 1.46 1.63 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 2.70 8.00 1.57 1.57 1.85 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 2.85 8.00 1.68 1.68 2.09 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 3.00 8.00 1.79 1.79 2.34 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 3.15 8.00 1.69 1.69 2.59 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 3.30 8.00 1.60 1.60 2.82 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 3.45 8.00 1.52 1.52 3.05 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 3.60 8.00 1.43 1.43 3.26 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 3.75 8.00 1.35 1.35 3.46 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 3.90 8.00 1.26 1.26 3.64 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 4.05 8.00 1.18 1.18 3.81 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 4.20 8.00 1.10 1.10 3.98 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 4.35 8.00 1.03 1.03 4.12 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 4.50 8.00 0.95 0.95 4.26 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 4.65 8.00 0.88 0.88 4.39 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 4.80 8.00 0.80 0.80 4.50 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 4.95 8.00 0.73 0.73 4.61 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 5.10 8.00 0.66 0.66 4.70 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 5.25 8.00 0.59 0.59 4.78 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 5.40 8.00 0.52 0.52 4.85 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 5.55 8.00 0.45 0.45 4.91 0.92 9.34 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 5.70 8.00 0.38 0.38 4.96 0.77 9.23 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 5.85 8.00 0.31 0.31 5.00 0.63 9.12 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 6.00 8.00 0.25 0.25 5.03 0.49 9.02 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 6.15 8.00 0.18 0.18 5.05 0.35 8.92 Vu < PhiVc/2 Not Reqd 0.00 0.00
Beam on Elastic Foundation KIMLEY-HORN & ASSOCIATES INCLic. # : KW-06008578
DESCRIPTION: --None--
Project Title: Engineer: Project ID: Project Descr:
Detailed Shear Information
Req'd d*Vu/MuMu
Design Phi*Vc
+1.40D 1 6.30 8.00 0.11 0.11 5.06 0.22 8.82 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 6.45 8.00 -0.11 0.11 3.82 0.30 8.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+W 1 6.60 8.00 -0.16 0.16 4.88 0.34 8.90 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+W 1 6.75 8.00 -0.22 0.22 4.84 0.46 8.99 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+W 1 6.90 8.00 -0.28 0.28 4.79 0.58 9.09 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+W 1 7.05 8.00 -0.34 0.34 4.74 0.71 9.18 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+W 1 7.20 8.00 -0.39 0.39 4.67 0.84 9.28 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+W 1 7.35 8.00 -0.45 0.45 4.60 0.98 9.39 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+W 1 7.50 8.00 -0.51 0.51 4.52 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+W 1 7.65 8.00 -0.57 0.57 4.43 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+W 1 7.80 8.00 -0.63 0.63 4.33 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+W 1 7.95 8.00 -0.69 0.69 4.22 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+W 1 8.10 8.00 -0.75 0.75 4.10 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+W 1 8.25 8.00 -0.81 0.81 3.97 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 8.40 8.00 -0.88 0.88 4.12 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 8.55 8.00 -0.96 0.96 3.98 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 8.70 8.00 -1.04 1.04 3.81 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 8.85 8.00 -1.12 1.12 3.64 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 9.00 8.00 -1.21 1.21 3.46 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 9.15 8.00 -1.29 1.29 3.26 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 9.30 8.00 -1.38 1.38 3.05 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 9.45 8.00 -1.47 1.47 2.82 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 9.60 8.00 -1.56 1.56 2.59 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 9.75 8.00 -1.66 1.66 2.34 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 9.90 8.00 -1.55 1.55 2.09 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 10.05 8.00 -1.44 1.44 1.85 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 10.20 8.00 -1.34 1.34 1.63 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 10.35 8.00 -1.24 1.24 1.43 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 10.50 8.00 -1.14 1.14 1.24 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 10.65 8.00 -1.05 1.05 1.07 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 10.80 8.00 -0.95 0.95 0.91 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 10.95 8.00 -0.86 0.86 0.77 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 11.10 8.00 -0.77 0.77 0.64 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 11.25 8.00 -0.68 0.68 0.52 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 11.40 8.00 -0.60 0.60 0.42 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 11.55 8.00 -0.52 0.52 0.33 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 11.70 8.00 -0.44 0.44 0.25 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 11.85 8.00 -0.36 0.36 0.18 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 12.00 8.00 -0.29 0.29 0.12 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 12.15 8.00 -0.22 0.22 0.08 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 12.30 8.00 -0.15 0.15 0.04 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 12.45 8.00 -0.08 0.08 0.02 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 12.60 8.00 -0.02 0.02 0.00 1.00 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00
2. REFERENCES
CLIMATIC AND GEOGRAPHIC CRITERIA:
Ground Snow Load 34 psf.
Basic Wind Speed 115 mph Risk Category II, 120 mph Risk Category III-IV,
105 mph Risk Category I (3-second gust all categories)
Special Wind Region No
Seismic Design Category Residential B
Seismic Design Category Commercial Per IBC chapter 16
Weathering Severe
Winter Design Temperature 1 DEGREE (F)
Ice Barrier Underlayment Required Yes
Flood Hazard Varies – See City Code Chapter 70
Air Freezing Index 712
Mean Annual Temperature 50 DEGREES (F)
City of Aurora Public Works Department
ENGINEERING DESIGN CRITERIA Building Division • 15151 E. Alameda Parkway, Ste 2400 • Aurora, CO 80012 303.739.7420 • Email: [email protected]
2.2 ATC HAZARDS BY LOCATION –
SEISMIC
https://hazards.atcouncil.org/#/seismic?lat=39.71153650000001&lng=-104.8143635&address=14999 E Alameda Pkwy%2C Aurora%2C CO 80012%2C USA 1/2
Coordinates: 39.71153650000001, -104.8143635
Elevation: 5460 ft
Basic Parameters
SMS 0.274 Site-modified spectral acceleration value
SM1 0.136 Site-modified spectral acceleration value
SDS 0.182 Numeric seismic design value at 0.2s SA
SD1 0.09 Numeric seismic design value at 1.0s SA
Additional Information
Fa 1.6 Site amplification factor at 0.2s
Fv 2.4 Site amplification factor at 1.0s
CRS 0.907 Coefficient of risk (0.2s)
CR1 0.896 Coefficient of risk (1.0s)
PGA 0.086 MCEG peak ground acceleration
FPGA 1.6 Site amplification factor at PGA
PGAM 0.137 Site modified peak ground acceleration
TL 4 Long-period transition period (s)
SsRT 0.171 Probabilistic risk-targeted ground motion (0.2s)
SsUH 0.189 Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years)
SsD 1.5 Factored deterministic acceleration value (0.2s)
S1RT 0.056 Probabilistic risk-targeted ground motion (1.0s)
S1UH 0.063 Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years)
S1D 0.6 Factored deterministic acceleration value (1.0s)
PGAd 0.5 Factored deterministic acceleration value (PGA)
The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design.
Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services.
5460 ft
0.0 1.0 2.0 3.0 4.0 5.0 Period (s) 0.00
0.05
0.10
0.15
0.20
0.25
Sa(g)
Text Box
Overall Dimensions: LENGTH: 227" WIDTH: 81" HEIGHT: 114" WEIGHT (no fuel): 17,350 lbs. WEIGHT (full fuel): 24,350 lbs.
Title Page Structural Calcs
Title Page Structural Calcs
Title Page Structural Calcs
Slab Design
Title Page Structural Calcs
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