HomeMy WebLinkAboutSTRUCTURAL CALCS - 22-00502 - Mountain West Rental and SalesFROST Structural Engineering
1020 Lincoln Road Phone: 208.227.8404
Idaho Falls, ID 83401 Fax: 208.227.8405
www.frost-structural.com
Project: Mountain West - Rexburg
Client: Booth Architecture
Project No.: IF22-235
Date:
Engineer :
SEAL:
FSE
July 14, 2022
STRUCTURAL CALCULATIONS
DBP
July 14, 2022
BASIS FOR DESIGN
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FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE07/14/22IF22-235Mountain West - Rexburg
Design Code: 2018 International Building Code
Risk Category =II [see ASCE 7 Table 1.5-1]
Floor Loads:
floor coverings 5.0
3/4" plywood or OSB 2.5
wood joists at 16" o.c.3.5
10" batt insulation (R-30)1.0
1/2" gypboard 2.2
mechanical/miscellaneous 0.8
DL = 15.0 psf LL joist LL beam TL
LL (light storage) =125 psf L/480 L/360 L/240
Exterior Walls:
siding 5.0
1/2" plywood or OSB 1.7
2x wood studs at 16" o.c.1.2
6" batt insulation (R-25)1.5
5/8" gypboard 2.8
miscellaneous 2.8
DL = 15.0 psf L/240
Interior Walls:
5/8" gypboard 2.8
1/2" plywood or OSB (where occurs)1.7
2x wood studs at 16" o.c.1.2
5/8" gypboard 2.8
miscellaneous 1.5
DL = 10.0 psf L/240
Design Gravity Loads
deflection limits
deflection limits
deflection limits
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FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE07/14/22IF22-235Mountain West - Rexburg
Design Code: 2018 International Building Code
Risk Category =II [see ASCE 7 Table 1.5-1]
Seismic Loads:
Equivalent Lateral Force Procedure
1.00
D
Mapped Spectral Response Accelerations:
S1 .................0.142 g
SS .................0.366 g
Design Spectral Response Accelerations:
SD1 .................0.219 g
SDS .................0.368 g
D
Seismic Force-Resisting System(s):
.................
R .................6.5
Ωo .................3
Cd .................4
Cs .................0.057
183.3 kips
Seismic Design Category .......................................
Seismic Weight, W ................................................
Lateral System
Design Lateral Loads
Light-frame (wood) walls sheathed
with wood structural panels rated
Analysis Procedure: ...............................................
Importance Factor ..................................................
Site Class ...............................................................
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FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE07/14/22IF22-235Mountain West - Rexburg
Design Code: 2018 International Building Code
Risk Category =II [see ASCE 7 Table 1.5-1]
Foundation Design:
Conventional Spread Footings
Presumptive Load-Bearing Values (Table 1806.2)
1500 psf
100 pcf
0.25
Lateral Soil Load (Table 1610.1)
45 pcf
60 pcf
36 inches
Foundation Design
Frost Depth............
Allowable Bearing Pressure............
Passive Pressure............
Foundation Type .............................................
Design Basis:
Source ..........................................................
Active Pressure............
At-Rest Pressure............
Source ..........................................................
Sliding Coefficient............
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FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE07/14/22IF22-235Mountain West - Rexburg
B1
B2
J1
2
E=8.3 K
W=4.2 K
A
E=2.6 K
W=3.5 K
C
E=2.6 K
W=3.5 K
B3
1
E=2.1 K
W=1.4 K
B
E=5.2 K
W=7.0 K
B4
B5
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KEY PLAN
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE07/14/22IF22-235Mountain West - Rexburg
GRAVITY DESIGN
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FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE07/14/22IF22-235Mountain West - Rexburg
Mark:J1 DL(psf) LL(psf) LL w(plf) TL w(plf) RDL = 106 lbs
Span (ft) =14.0 lu (ft) =2.0 load 15 125 125 140 RLL = 884 lbs
Spacing (in) =12.0 CD =1.00 misc.0 0 0 0 RTL (left)=990 lbs
DLL < L /360 Cr =1.15 125 plf 140 plf
DTOTAL < L /240 RDL = 106 lbs
DL(lbs) LL(lbs) x(ft) RLL = 884 lbs
Joist Bearing Length (in) =1.75 Pt. Load 0 0 0 RTL (right) =990 lbs
Web Stiffener? (Y/N) :N Pt. Load 0 0 0
Mmax =
(1)3x12
Vall. (lbs) =3881 26% 1655 60% 1675 59% 1615 61% 1785 55% 1420 70%
Rall. (lbs) =2734 36% 1005 99% 1175 84% 1025 97% 1015 98% 1200 83%
Mall. (ft-lbs) =4548 77% 3795 92% 4060 86% 6445 54% 4685 75% 3545 99%
DLL 0.228 L / 738 0.398 L / 422 0.387 L / 435 0.304 L / 552 0.394 L / 427 0.375 L / 448
DTOTAL 0.255 L / 659 0.446 L / 377 0.433 L / 388 0.341 L / 493 0.441 L / 381 0.420 L / 400
Nat. freq., f (Hz)21.3 17.4 17.5 20.3 17.5 17.8
Selection (A - F):B J1 Use:11 7/8" TJI 210 at 12'' o.c.
Mark:J2 DL(psf) LL(psf) LL w(plf) TL w(plf) RDL = 51 lbs
Span (ft) =5.0 lu (ft) =2.0 load 15 100 133 153 RLL = 343 lbs
Spacing (in) =16.0 CD =1.00 misc.0 0 0 0 RTL (left)=395 lbs
DLL < L /360 Cr =1.15 133 plf 153 plf
DTOTAL < L /240 RDL = 51 lbs
DL(lbs) LL(lbs) x(ft) RLL = 343 lbs
Joist Bearing Length (in) =1.75 Pt. Load 0 0 0 RTL (right) =395 lbs
Web Stiffener? (Y/N) :N Pt. Load 0 0 0
Mmax =
(1)2x6
Vall. (lbs) =1139 35% 1655 24% 1625 24% 1335 30% 1785 22% 1420 28%
Rall. (lbs) =1641 24% 1005 39% 950 42% 870 45% 1015 39% 950 42%
Mall. (ft-lbs) =848 60% 3795 13% 3150 16% 3100 16% 4685 11% 3640 14%
DLL 0.056 L / 1065 0.013 L / 1500+ 0.014 L / 1500+ 0.015 L / 1500+ 0.013 L / 1500+ 0.013 L / 1500+
DTOTAL 0.065 L / 926 0.015 L / 1500+0.016 L / 1500+0.018 L / 1500+0.015 L / 1500+0.015 L / 1500+
Nat. freq., f (Hz)38.3 117.9 108.1 104.6 118.6 111.7
Selection (A - F):B J2 Use: 11 7/8" TJI 210 at 16'' o.c.
508 ft-lbs
Adequate
F
Roseburg
Adequate
Roseburg
Adequate Adequate Adequate Adequate Adequate
Douglas Fir #2 Trus Joist Boise Cascade Louisiana-Pacific RedBuilt
3502 ft-lbs
11 7/8" TJI 210 11 7/8" BCI 6000 1.8 11 7/8" LPI 36 11 7/8" Red-I45 11 7/8" RFPI 40S
FA B C D E
Wood Joist
ASD design per NDS 2015
A B C D E
11 7/8" TJI 210 11 7/8" BCI 5000 1.7 11 7/8" LPI 18 11 7/8" Red-I45 11 7/8" RFPI 20
Adequate Adequate Adequate Adequate Adequate
Douglas Fir #2 Trus Joist Boise Cascade Louisiana-Pacific RedBuilt
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FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE07/14/22IF22-235Mountain West - Rexburg
Mark:B2 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 2.7 k
Span (ft) =22.0 roof 0 0 0 0 0 RLL = 17.9 k
Lb (ft) =2.0 floor 15 125 13 1625 1820 RTL (left)=20.6 k
LL Deflection < L /360 wall 10 0 0 0 0
Total Deflection < L /240 misc.0 0 0 0 0 RDL = 2.7 k
Fy (ksi) =50 1625 plf 1820 plf RLL = 17.9 k
Cb =1.00 beam weight = 53.0 plf RTL (right) =20.6 k
Roof Snow Load ? :Yes DL(k) LL(k) x(ft)
Pt. Load 0.0 0.0 0 Mmax =113.3 k-ft
Reduce Floor LL ? :No Pt. Load 0.0 0.0 0
Vn/ΩV =83.5 k 25%OK
Mn/Ωb =194.4 k-ft 58%OK
B2 Use:camber = 0.11 in LL deflection =0.69 in 95%OK
TL deflection =0.80 in 73%OK
Steel Beams
AISC-Allowable Stress Design (ASD)
W12X53
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FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE07/14/22IF22-235Mountain West - Rexburg
Mark:B1 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 613 lbs
Span (ft) =3.5 roof 0 0 0 0 0 RLL = 2188 lbs
lu (ft) =3.5 floor 15 125 10 1250 1400 RTL (left)=2800 lbs
LL Deflection < L /360 wall 10 0 20 0 200
Total Deflection < L /240 misc.0 0 0 0 0 RDL = 613 lbs
CD =1.00 1250 plf 1600 plf RLL = 2188 lbs
Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =2800 lbs
Pt. Load 0 0 0
Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax =
B C D
(2)2x10 (2)1.75x5.5
Wood Species =
Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi
fv-max @ d (psi) =85 psi 47% 160 psi 60% 70 psi 27% 30 psi 12% 161 psi 57%
Fb =984 psi 2385 psi 2393 psi 2397 psi 2878 psi
fb-max (psi) =687 psi 70% 1568 psi 66% 612 psi 26% 249 psi 10% 1666 psi 58%
E (psi) =
LL deflection =0.01'' 11% 0.04'' 36% 0.01'' 11% 0.00'' 4% 0.04'' 37%
TL deflection =0.02'' 10% 0.05'' 30% 0.02'' 10% 0.01'' 3% 0.06'' 32%
camber (in) =n/a 1/8''std=0.01''1/8''std=0.01''1/8''std=0.01''n/a
Adequate Adequate Adequate Adequate Adequate
Selection (A - E):A Use: (2)
Mark:B2 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 2145 lbs
Span (ft) =22.0 roof 0 0 0 0 0 RLL = 17875 lbs
lu (ft) =2.0 floor 15 125 13 1625 1820 RTL (left)=20020 lbs
LL Deflection < L /360 wall 10 0 0 0 0
Total Deflection < L /240 misc.0 0 0 0 0 RDL = 2145 lbs
CD =1.00 1625 plf 1820 plf RLL = 17875 lbs
Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =20020 lbs
Pt. Load 0 0 0
Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax =
B C D
(3)8x22 (3)5.25x16
Wood Species =
Fv (psi) =170 psi 265 psi 265 psi 265 psi 290 psi
fv-max @ d (psi) =52 psi 31% 173 psi 65% 152 psi 57% 137 psi 52% 105 psi 36%
Fb =820 psi 2203 psi 2168 psi 2141 psi 2809 psi
fb (psi) =762 psi 93% 2122 psi 96% 2039 psi 94% 2055 psi 96% 1966 psi 70%
E (psi) =
LL deflection =0.35'' 48% 0.57'' 77% 0.61'' 83% 0.70'' 96% 0.72'' 99%
TL deflection =0.40'' 36% 0.63'' 58% 0.69'' 62% 0.79'' 72% 0.81'' 74%
camber (in) =n/a 1/8''std=0.21''1/8''std=0.21''2/8''std=0.21''n/a
Adequate Adequate Adequate Adequate Adequate
Selection (A - E):A Use: (3)
110110 ft-lbs
B2 8x22
E
2200000 psi
SCL: 29F 2.2E PSL
8.75x21 GLB
Douglas Fir #2
Douglas Fir #2 24F-V4
B1 2x10
A
1800000 psi 1800000 psi
24F-V4
6.75x24 GLB5.125x27 GLB
24F-V4
1300000 psi 1800000 psi
Douglas Fir #2
ASD design per NDS 2015
Wood Beam / Header
EA
2450 ft-lbs
1600000 psi 1800000 psi 1800000 psi
SCL: 26F 2.0E LVL24F-V4
1800000 psi 2000000 psi
3.125x6 GLB 5.125x7.5 GLB 8.75x9 GLB
Douglas Fir #2 24F-V4 24F-V4
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FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE07/14/22IF22-235Mountain West - Rexburg
Mark:B3 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 1438 lbs
Span (ft) =12.5 roof 0 0 0 0 0 RLL = 1563 lbs
lu (ft) =12.5 floor 15 125 2 250 280 RTL (left)=3000 lbs
LL Deflection < L /400 wall 10 0 20 0 200
Total Deflection < L /240 misc.0 0 0 0 0 RDL = 1438 lbs
CD =1.00 250 plf 480 plf RLL = 1563 lbs
Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =3000 lbs
Pt. Load 0 0 0
Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax =
B C D
(2)3x14 (2)1.75x11.875
Wood Species =
Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi
fv-max @ d (psi) =56 psi 31% 118 psi 45% 86 psi 32% 50 psi 19% 91 psi 32%
Fb =800 psi 2243 psi 2371 psi 2391 psi 2456 psi
fb-max (psi) =769 psi 96% 1959 psi 87% 1626 psi 69% 952 psi 40% 1368 psi 56%
E (psi) =
LL deflection =0.09'' 24% 0.25'' 67% 0.25'' 65% 0.14'' 38% 0.14'' 37%
TL deflection =0.17'' 27% 0.49'' 78% 0.47'' 75% 0.28'' 44% 0.27'' 43%
camber (in) =n/a 3/8''std=0.07''3/8''std=0.07''2/8''std=0.07''n/a
Adequate Adequate Adequate Adequate Adequate
Selection (A - E):E Use: (2)
Mark:B4 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 518 lbs
Span (ft) =4.5 roof 0 0 0 0 0 RLL = 563 lbs
lu (ft) =4.5 floor 15 125 2 250 280 RTL (left)=1080 lbs
LL Deflection < L /360 wall 10 0 20 0 200
Total Deflection < L /240 misc.0 0 0 0 0 RDL = 518 lbs
CD =1.00 250 plf 480 plf RLL = 563 lbs
Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =1080 lbs
Pt. Load 0 0 0
Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax =
B C D
(2)2x6 (2)1.75x5.5
Wood Species =
Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi
fv-max @ d (psi) =78 psi 43% 67 psi 25% 30 psi 11% 14 psi 5% 67 psi 24%
Fb =1165 psi 2381 psi 2392 psi 2397 psi 2875 psi
fb (psi) =964 psi 83% 778 psi 33% 303 psi 13% 123 psi 5% 826 psi 29%
E (psi) =
LL deflection =0.03'' 23% 0.02'' 15% 0.01'' 5% 0.00'' 2% 0.02'' 16%
TL deflection =0.07'' 30% 0.04'' 19% 0.01'' 6% 0.00'' 2% 0.05'' 20%
camber (in) =n/a 1/8''std=0.01''1/8''std=0.01''1/8''std=0.01''n/a
Adequate Adequate Adequate Adequate Adequate
Selection (A - E):A Use: (2)
B4 2x6 Douglas Fir #2
SCL: 26F 2.0E LVL
1600000 psi 1800000 psi 1800000 psi 1800000 psi 2000000 psi
3.125x6 GLB 5.125x7.5 GLB 8.75x9 GLB
Douglas Fir #2 24F-V4 24F-V4 24F-V4
B3 1.75x11.875
SCL: 26F 2.0E LVL
1215 ft-lbs
A E
Douglas Fir #2 24F-V4 24F-V4 24F-V4 SCL: 26F 2.0E LVL
1600000 psi 1800000 psi 1800000 psi 1800000 psi 2000000 psi
Wood Beam / Header
ASD design per NDS 2015
A E
9375 ft-lbs
3.125x10.5 GLB 5.125x9 GLB 8.75x9 GLB
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FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE07/14/22IF22-235Mountain West - Rexburg
Mark:B5 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 1600 lbs
Span (ft) =10.0 roof 0 0 0 0 0 RLL = 5000 lbs
lu (ft) =2.0 floor 15 125 8 1000 1120 RTL (left)=6600 lbs
LL Deflection < L /360 wall 10 0 20 0 200
Total Deflection < L /240 misc.0 0 0 0 0 RDL = 1600 lbs
CD =1.00 1000 plf 1320 plf RLL = 5000 lbs
Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =6600 lbs
Pt. Load 0 0 0
Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax =
B C D
(2)6x12 (2)1.75x11.875
Wood Species =
Fv (psi) =170 psi 265 psi 265 psi 265 psi 285 psi
fv-max @ d (psi) =63 psi 37% 182 psi 69% 152 psi 57% 107 psi 40% 191 psi 67%
Fb =875 psi 2380 psi 2395 psi 2399 psi 2589 psi
fb-max (psi) =817 psi 93% 2086 psi 88% 2103 psi 88% 1676 psi 70% 2407 psi 93%
E (psi) =
LL deflection =0.12'' 37% 0.20'' 59% 0.25'' 76% 0.24'' 71% 0.23'' 69%
TL deflection =0.16'' 33% 0.26'' 52% 0.33'' 67% 0.31'' 62% 0.30'' 61%
camber (in) =n/a 1/8''std=0.04''1/8''std=0.04''1/8''std=0.04''n/a
Adequate Adequate Adequate Adequate Adequate
Selection (A - E):E Use: (2)
16500 ft-lbs
3.125x13.5 GLB 5.125x10.5 GLB 8.75x9 GLB
Wood Beam / Header
ASD design per NDS 2015
A E
1300000 psi 1800000 psi 1800000 psi 1800000 psi 2000000 psi
Douglas Fir #2 24F-V4 24F-V4 24F-V4 SCL: 26F 2.0E LVL
B5 1.75x11.875
SCL: 26F 2.0E LVL
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FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE07/14/22IF22-235Mountain West - Rexburg
Steel Beam
Frost Structural EngineeringLic. # : KW-06012053
DESCRIPTION:Awning Beam
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24
File: Steel Awning Clacs.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10
Load Combination Set : ASCE 7-16
Material Properties
Analysis Method :
ksi
Bending Axis :Major Axis Bending
Beam is Fully Braced against lateral-torsional buckling
Allowable Strength Design Fy : Steel Yield :50.0 ksi
Beam Bracing :E: Modulus :29,000.0
.Service loads entered. Load Factors will be applied for calculations.Applied Loads
Beam self weight NOT internally calculated and added
Loads on all spans...
Uniform Load on ALL spans : D = 0.0150, S = 0.070 ksf, Tributary Width = 10.0 ft
.Design OKDESIGN SUMMARY
Maximum Bending Stress Ratio =0.099 : 1
Load Combination +D+S
Span # where maximum occurs Span # 1
Location of maximum on span 2.928 ft
2.621 k
Mn / Omega : Allowable 36.427 k-ft Vn/Omega : Allowable
HSS10x4x3/16Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1
Load Combination +D+S
59.252 k
Section used for this span HSS10x4x3/16
Ma : Applied
Maximum Shear Stress Ratio =0.044 : 1
6.000 ft
3.615 k-ft Va : Applied
4,223 >=360
5183
Ratio =3478 >=180
Maximum Deflection
Max Downward Transient Deflection 0.011 in 6,293Ratio =>=360
Max Upward Transient Deflection -0.006 in Ratio =
Max Downward Total Deflection 0.014 in Ratio =>=180
Max Upward Total Deflection -0.007 in
.Maximum Forces & Stresses for Load Combinations
Span #
Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios
M V Mmax -Mmax +Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length
D Only
Dsgn. L = 6.00 ft 1 0.018 0.008 0.64 -0.07 0.64 60.83 36.43 1.00 1.00 0.46 98.95 59.25
Dsgn. L = 1.00 ft 2 0.002 0.003 -0.07 0.07 60.83 36.43 1.00 1.00 0.15 98.95 59.25
+D+S
Dsgn. L = 6.00 ft 1 0.099 0.044 3.62 -0.42 3.62 60.83 36.43 1.00 1.00 2.62 98.95 59.25
Dsgn. L = 1.00 ft 2 0.012 0.014 -0.42 0.42 60.83 36.43 1.00 1.00 0.85 98.95 59.25
+D+0.750S
Dsgn. L = 6.00 ft 1 0.079 0.035 2.87 -0.34 2.87 60.83 36.43 1.00 1.00 2.08 98.95 59.25
Dsgn. L = 1.00 ft 2 0.009 0.011 -0.34 0.34 60.83 36.43 1.00 1.00 0.67 98.95 59.25
+0.60D
Dsgn. L = 6.00 ft 1 0.011 0.005 0.38 -0.04 0.38 60.83 36.43 1.00 1.00 0.28 98.95 59.25
Dsgn. L = 1.00 ft 2 0.001 0.002 -0.04 0.04 60.83 36.43 1.00 1.00 0.09 98.95 59.25
.
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+S 1 0.0139 2.976 0.0000 0.000
+D+S2 0.0000 2.976 -0.0069 1.000
.
Load Combination Support 1 Support 2 Support 3
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Overall MAXimum 2.479 3.471
Overall MINimum 0.263 0.367
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FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE07/14/22IF22-235Mountain West - Rexburg
Steel Beam
Frost Structural EngineeringLic. # : KW-06012053
DESCRIPTION:Awning Beam
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24
File: Steel Awning Clacs.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Load Combination Support 1 Support 2 Support 3
Vertical Reactions Support notation : Far left is #1 Values in KIPS
D Only 0.438 0.613
+D+S 2.479 3.471
+D+0.750S 1.969 2.756
+0.60D 0.263 0.367
S Only 2.042 2.858
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FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE07/14/22IF22-235Mountain West - Rexburg
Steel Column
Frost Structural EngineeringLic. # : KW-06012053
DESCRIPTION:Awning Column
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24
File: Steel Awning Clacs.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
.Code References
Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10
Load Combinations Used : ASCE 7-16
General Information
Steel Stress Grade
Top & Bottom PinnedAnalysis Method :
10.0Overall Column Height
Top & Bottom FixityAllowable Strength
Fy : Steel Yield
ksi29,000.0
ksi
Steel Section Name :HSS4x4x5/16
36.0
ft
E : Elastic Bending Modulus
Y-Y (depth) axis :
X-X (width) axis :
Unbraced Length for buckling ABOUT Y-Y Axis = 10 ft, K = 1.0
Unbraced Length for buckling ABOUT X-X Axis = 10 ft, K = 1.0
Brace condition for deflection (buckling) along columns :
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Column self weight included : 148.30 lbs * Dead Load Factor
AXIAL LOADS . . .
Axial Load at 10.0 ft, Xecc = 33.20 in, D = 0.610, S = 2.860 k
.DESIGN SUMMARY
PASS Max. Axial+Bending Stress Ratio =0.9784
Location of max.above base 9.933 ft
3.618 k
62.817 k
0.0 k-ft
Load Combination +D+S
Load Combination +D+S
10.042 k-ft
Bending & Shear Check Results
PASS Maximum Shear Stress Ratio =
0.960 k
0.04079 : 1
Location of max.above base 0.0 ft
At maximum location values are . . .
: 1
At maximum location values are . . .
k
10.042 k-ft
-9.536 k-ft
Pa : Axial
Pn / Omega : Allowable
Ma-x : Applied
Mn-x / Omega : Allowable
Ma-y : Applied
Mn-y / Omega : Allowable
Va : Applied
Vn / Omega : Allowable
Maximum Load Reactions . .
Top along X-X 0.960 k
Bottom along X-X 0.960 k
Top along Y-Y 0.0 k
Bottom along Y-Y 0.0 k
Maximum Load Deflections . . .
Along Y-Y 0.0 in at 0.0 ft above base
for load combination :
Along X-X -0.4050 in at
5.839 ft above base
for load combination :+D+S
23.539
.
Maximum Axial + Bending Stress Ratios Maximum Shear Ratios
Load Combination Stress Ratio Location Stress Ratio Status LocationStatus
Load Combination Results
Cbx Cby KxLx/Rx KyLy/Ry
D Only PASS PASS9.93 0.007 0.00 ftft0.173 1.00 1.66 80.54 80.54
+D+S PASS PASS9.93 0.041 0.00 ftft0.978 1.00 1.66 80.54 80.54
+D+0.750S PASS PASS9.93 0.032 0.00 ftft0.777 1.00 1.66 80.54 80.54
+0.60D PASS PASS9.93 0.004 0.00 ftft0.104 1.00 1.66 80.54 80.54
.
k k-ft
Note: Only non-zero reactions are listed.
Load Combination
X-X Axis Reaction Y-Y Axis ReactionAxial Reaction
@ Base @ Top@ Base @ Base @ Top
Maximum Reactions
@ Base @ Base@ Top @ Top
Mx - End Moments My - End Moments
D Only 0.758 0.169 0.169
+D+S 3.618 0.960 0.960
+D+0.750S 2.903 0.762 0.762
+0.60D 0.455 0.101 0.101
S Only 2.860 0.791 0.791
k k-ft
Item
X-X Axis Reaction Y-Y Axis ReactionAxial Reaction
@ Base @ Top@ Base @ Base @ Top
Extreme Reactions
Extreme Value @ Base @ Base@ Top @ Top
Mx - End Moments My - End Moments
MaximumAxial @ Base 3.618 0.960 0.960
Minimum"0.455 0.101 0.101
15 of 62
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE07/14/22IF22-235Mountain West - Rexburg
Steel Column
Frost Structural EngineeringLic. # : KW-06012053
DESCRIPTION:Awning Column
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24
File: Steel Awning Clacs.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
k k-ft
Item
X-X Axis Reaction Y-Y Axis ReactionAxial Reaction
@ Base @ Top@ Base @ Base @ Top
Extreme Reactions
Extreme Value @ Base @ Base@ Top @ Top
Mx - End Moments My - End Moments
MaximumReaction, X-X Axis Base 3.618 0.960 0.960
Minimum"0.455 0.101 0.101
MaximumReaction, Y-Y Axis Base 0.758 0.169 0.169
Minimum"0.758 0.169 0.169
MaximumReaction, X-X Axis Top 3.618 0.960 0.960
Minimum"0.455 0.101 0.101
MaximumReaction, Y-Y Axis Top 2.860 0.791 0.791
Minimum"0.758 0.169 0.169
MaximumMoment, X-X Axis Base 0.758 0.169
Minimum"0.758 0.169
MaximumMoment, Y-Y Axis Base 0.758 0.169 0.169
Minimum"0.758 0.169 0.169
MaximumMoment, X-X Axis Top 0.758 0.169 0.169
Minimum"0.758 0.169 0.169
MaximumMoment, Y-Y Axis Top 0.758 0.169 0.169
Minimum"0.758 0.169 0.169
.Maximum Deflections for Load Combinations
Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance
D Only -0.0712 0.000 0.000 ftftinin5.839
+D+S -0.4050 0.000 0.000 ftftinin5.839
+D+0.750S -0.3215 0.000 0.000 ftftinin5.839
+0.60D -0.0427 0.000 0.000 ftftinin5.839
S Only -0.3338 0.000 0.000 ftftinin5.839
.Steel Section Properties :HSS4x4x5/16
R xx =
1.490
in
Depth =4.000 in
R yy =
1.490
in
J =15.300 in^4
Width =4.000 in
Wall Thick
=
0.313 in Zx =5.590 in^3
Area
=
4.100 in^2
Weight =14.830 plf
I xx =9.14 in^4
S xx =4.57 in^3Design Thick =0.291 in
I yy =9.140 in^4 C =7.910 in^3
S yy =4.570 in^3
Ycg =0.000 in
16 of 62
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE07/14/22IF22-235Mountain West - Rexburg
Steel Column
Frost Structural EngineeringLic. # : KW-06012053
DESCRIPTION:Awning Column
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24
File: Steel Awning Clacs.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Sketches
17 of 62
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE07/14/22IF22-235Mountain West - Rexburg
LATERAL DESIGN
18 of 62
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE07/14/22IF22-235Mountain West - Rexburg
19 of 62
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE07/14/22IF22-235Mountain West - Rexburg
20 of 62
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE07/14/22IF22-235Mountain West - Rexburg
Key Plan Area =1
Risk Category =II
Geotech Report Done? :No
Site Class =D
Seismic Design Category =D [per ASCE 7-16 tables 11.6-1 and 11.6-2]
Importance Factor IE =1.00 [see ASCE 7-16 table 1.5-2]
Seismic Force Resisting System (Table 12.2-1) =
Structural System Height Limits (ft):65
Response Modification Coefficient, R =6.5
Overstrength factor, Ωο =3
Deflection Amplification Factor, Cd =4
Design Spectral Response Accelerations:
Ss =36.6%S1 =14.2%[per ATC Hazard by Location Website]
Fa = 1.51 Fv = 2.32 [per ASCE 7-16 table 11.4-1 & 11.4-2]
SMS =0.552g SM1 =0.329g [ASCE 7-16 equation 11.4-1 & 11.4-2]
SDS = 0.368g SD1 =0.219g [ASCE 7-16 equation 11.4-3 & 11.4-4]
TL =6 CS =0.057 T = 0.318
T0 =0.119
Ct =0.020 Cs-max =0.106 Ta =0.318 TS =0.596
x =0.750 Cs-min =0.016 Tmax =0.445 Sa =0.368
CS (controls)=0.057 CU =1.4 k = 1.00
Main Seismic Force Resisting System:
V = CsW =10.4 [per ASCE 7-16 equation 12.8-1]
Vertical Distribution of Main Seismic Force Resisting System [per ASCE 7-16 section 12.8.3]
Level hx (ft) wx (kip)wx hx
k (kip-ft)Cvx Fx (kip) Vx (kip)
Roof 40 18.2 728 0.306 3.2 3.2
Floor 10 165.1 1651 0.694 7.2 10.4
Totals: 183 2379 1.0 10.4
Transverse Diaphragm Design Forces [per ASCE 7-16 section 12.10.1.1]
Level hx (ft) wpx (kip) ∑wi (kip) ∑Fi (kip) Fpx (min) (kip) Fpx (max) (kip) Fpx (kip)
Roof 40 11.2 11.2 2.0 0.8 1.6 1.6
Floor 10 145.5 156.7 9.1 10.7 21.4 10.7
Longitudinal Diaphragm Design Forces [per ASCE 7-16 section 12.10.1.1]
Level hx (ft) wpx (kip) ∑wi (kip) ∑Fi (kip) Fpx (min) (kip) Fpx (max) (kip) Fpx (kip)
Roof 40 7.0 7.0 1.2 0.5 1.0 1.0
Floor Floor 117.3 124.3 7.4 8.6 17.3 8.6
Design Seismic Lateral Loads
Equivalent Lateral Force Procedure per Chapters 11 and 12 of ASCE 7-16
[ASCE 7-16 table 1.5-1]
A.Light-frame (wood) walls sheathed with wood
structural panels rated for shear resistance
21 of 62
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE07/14/22IF22-235Mountain West - Rexburg
Level =Roof Area =1 Total Seismic Weight = 18.2
Long. Wall Length (ft) =0 80 Area (ft^2) =0 0
Trans. Wall Length (ft) =0 50 Dead Load (psf) =0 0
Plate Height (ft) =0 28 Live / Snow Load (psf) =0 0
Parapet Height (ft) =0 0 % Live / Snow Load =0% 0%
Wall Weight (psf) =10 10 Int. Partition Load (psf) =0 0
Misc. (lbs) =0 0 Misc. (lbs) =0 0
Long. Weight (k) = 0.0 11.2 Weight (k) = 0.0 0.0
Trans. Weight (k) = 0.0 7.0 Transverse Weight (k) =11.2
Longitudinal Weight (k) =7.0
Level =Floor Area =1 Total Seismic Weight = 165.1
Long. Wall Length (ft) =160 20 Area (ft^2) =1800 0
Trans. Wall Length (ft) =50 100 Dead Load (psf) =15 0
Plate Height (ft) =10 10 Live Load (psf) =125 0
Above Plate Height (ft) =29 0 % Live Load =25% 0%
Wall Weight (psf) =15 10 Int. Partition Load (psf) =8 0
Misc. (lbs) =0 0 Misc. (lbs) =0 0
Long. Weight (k) = 46.8 1.0 Weight (k) = 97.7 0.0
Trans. Weight (k) = 14.6 5.0 Transverse Weight (k) =145.5
Longitudinal Weight (k) =117.3
Seismic Weights
Walls Roof / Floor
Walls Floor
22 of 62
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE07/14/22IF22-235Mountain West - Rexburg
Shear
Line :1
VSEISMIC =2,100 lbs SDS = 0.500g
E = 0.70 x V = 1,470 lbs S.D.C. =D
WWIND =1,400 lbs
F = 0.60 x W = 840 lbs
wall segments:1 2 3 4 5 6
Roof DL (psf) =0 length (ft)3.0 3.0
Floor DL (psf) =20 height (ft)10.0 10.0
Wall DL (psf) =15 roof trib. (ft)0.0 0.0
floor trib. (ft)1.0 1.0
Distance from HD to End of Wall (in)6 6
Stud Wall Thickness (in)6 6
Shearwall Anchored Into:Concrete Concrete
aspect ratio 3.3 3.3
aspect ratio factor 2w/l 0.60 0.60
Seismic F (lbs)735 735
shear (plf)245 245
allowable shear (plf)294 294
suggested shearwall type 7 7
Mot (ft-lbs)7350 7350
DL factor A =1.07 1.07
A x wDL (plf)182 182
End Post Compression(lbs)3439 3439
DL factor B 0.53 0.53
B x wDL (plf)90 90
End Post Uplift for Anchor Holdowns (lbs)2938 2938
End Post Uplift for Straps (lbs)2538 2538
Wind F (lbs)420 420
shear (plf)140 140
allowable shear (plf)218 218
suggested shearwall type 5 5
Mot (ft-lbs)4200 4200
wDL (plf)170 170
End Post Compression(lbs)1752 1752
DL factor C 0.60 0.60
C x wDL (plf)102 102
End Post Uplift for Anchor Holdowns (lbs)1591 1591
End Post Uplift for Straps (lbs)1374 1374
Maximum End Post Compression (lbs)3439 3439
Recommended Minimum End Post for Compression (2) 2x6 (2) 2x6
Controlling Anchor Holdown Uplift (lbs)2938 2938
Recommended Anchor Holdown HTT4 HTT4
Anchor at Midwall SSTB16 SSTB16
Anchor at Corner SSTB16 SSTB16
Anchor at Endwall SSTB16 SSTB16
Controlling Strap Holdown Uplift (lbs)2538 2538
Recommended Strap Holdown at Midwall STHD10 STHD10
Recommended Strap Holdown at Corner STHD10 STHD10
Recommended Strap Holdown at Endwall STHD14 STHD14
Line 1, Use:SW7 SW7
Wood Framing: Douglas-Fir OR Southern Pine
Wood Stud Shear Walls
2015 INTERNATIONAL BUILDING CODE (IBC)
23 of 62
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE07/14/22IF22-235Mountain West - Rexburg
Shear
Line :2
VSEISMIC =8,300 lbs SDS = 0.500g
E = 0.70 x V = 5,810 lbs S.D.C. =D
WWIND =4,200 lbs
F = 0.60 x W = 2,520 lbs
wall segments:1 2 3 4 5 6
Roof DL (psf) =0 length (ft)50.0
Floor DL (psf) =20 height (ft)10.0
Wall DL (psf) =15 roof trib. (ft)0.0
floor trib. (ft)1.0
Distance from HD to End of Wall (in)6
Stud Wall Thickness (in)6
Shearwall Anchored Into:Concrete
aspect ratio 0.2
aspect ratio factor 2w/l 1.00
Seismic F (lbs)5810
shear (plf)116
allowable shear (plf)156
suggested shearwall type 4
Mot (ft-lbs)58100
DL factor A =1.07
A x wDL (plf)182
End Post Compression(lbs)1729
DL factor B 0.53
B x wDL (plf)90
End Post Uplift for Anchor Holdowns (lbs)0
End Post Uplift for Straps (lbs)0
Wind F (lbs)2520
shear (plf)50
allowable shear (plf)218
suggested shearwall type 4
Mot (ft-lbs)25200
wDL (plf)170
End Post Compression(lbs)1017
DL factor C 0.60
C x wDL (plf)102
End Post Uplift for Anchor Holdowns (lbs)0
End Post Uplift for Straps (lbs)0
Maximum End Post Compression (lbs)1729
Recommended Minimum End Post for Compression (2) 2x6
Controlling Anchor Holdown Uplift (lbs)0
Recommended Anchor Holdown
Anchor at Midwall
Anchor at Corner
Anchor at Endwall
Controlling Strap Holdown Uplift (lbs)0
Recommended Strap Holdown at Midwall
Recommended Strap Holdown at Corner
Recommended Strap Holdown at Endwall
Line 2, Use:SW4
Wood Stud Shear Walls
2015 INTERNATIONAL BUILDING CODE (IBC)
Wood Framing: Douglas-Fir OR Southern Pine
24 of 62
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE07/14/22IF22-235Mountain West - Rexburg
Shear
Line :A
VSEISMIC =2,600 lbs SDS = 0.500g
E = 0.70 x V = 1,820 lbs S.D.C. =D
WWIND =3,500 lbs
F = 0.60 x W = 2,100 lbs
wall segments:1 2 3 4 5 6
Roof DL (psf) =0 length (ft)22.0
Floor DL (psf) =20 height (ft)10.0
Wall DL (psf) =15 roof trib. (ft)0.0
floor trib. (ft)7.0
Distance from HD to End of Wall (in)6
Stud Wall Thickness (in)6
Shearwall Anchored Into:Concrete
aspect ratio 0.5
aspect ratio factor 2w/l 1.00
Seismic F (lbs)1820
shear (plf)83
allowable shear (plf)156
suggested shearwall type 4
Mot (ft-lbs)18200
DL factor A =1.07
A x wDL (plf)310
End Post Compression(lbs)1810
DL factor B 0.53
B x wDL (plf)154
End Post Uplift for Anchor Holdowns (lbs)0
End Post Uplift for Straps (lbs)0
Wind F (lbs)2100
shear (plf)95
allowable shear (plf)218
suggested shearwall type 4
Mot (ft-lbs)21000
wDL (plf)290
End Post Compression(lbs)1838
DL factor C 0.60
C x wDL (plf)174
End Post Uplift for Anchor Holdowns (lbs)0
End Post Uplift for Straps (lbs)0
Maximum End Post Compression (lbs)1838
Recommended Minimum End Post for Compression (2) 2x6
Controlling Anchor Holdown Uplift (lbs)0
Recommended Anchor Holdown
Anchor at Midwall
Anchor at Corner
Anchor at Endwall
Controlling Strap Holdown Uplift (lbs)0
Recommended Strap Holdown at Midwall
Recommended Strap Holdown at Corner
Recommended Strap Holdown at Endwall
Line A SW4
Wood Stud Shear Walls
2015 INTERNATIONAL BUILDING CODE (IBC)
Wood Framing: Douglas-Fir OR Southern Pine
25 of 62
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE07/14/22IF22-235Mountain West - Rexburg
Shear
Line :B
VSEISMIC =5,200 lbs SDS = 0.500g
E = 0.70 x V = 3,640 lbs S.D.C. =D
WWIND =7,000 lbs
F = 0.60 x W = 4,200 lbs
wall segments:1 2 3 4 5 6
Roof DL (psf) =0 length (ft)22.0
Floor DL (psf) =20 height (ft)10.0
Wall DL (psf) =15 roof trib. (ft)0.0
floor trib. (ft)11.0
Distance from HD to End of Wall (in)6
Stud Wall Thickness (in)6
Shearwall Anchored Into:Concrete
aspect ratio 0.5
aspect ratio factor 2w/l 1.00
Seismic F (lbs)3640
shear (plf)165
allowable shear (plf)260
suggested shearwall type 5
Mot (ft-lbs)36400
DL factor A =1.07
A x wDL (plf)396
End Post Compression(lbs)2925
DL factor B 0.53
B x wDL (plf)196
End Post Uplift for Anchor Holdowns (lbs)0
End Post Uplift for Straps (lbs)0
Wind F (lbs)4200
shear (plf)191
allowable shear (plf)218
suggested shearwall type 4
Mot (ft-lbs)42000
wDL (plf)370
End Post Compression(lbs)3042
DL factor C 0.60
C x wDL (plf)222
End Post Uplift for Anchor Holdowns (lbs)0
End Post Uplift for Straps (lbs)0
Maximum End Post Compression (lbs)3042
Recommended Minimum End Post for Compression (2) 2x6
Controlling Anchor Holdown Uplift (lbs)0
Recommended Anchor Holdown
Anchor at Midwall
Anchor at Corner
Anchor at Endwall
Controlling Strap Holdown Uplift (lbs)0
Recommended Strap Holdown at Midwall
Recommended Strap Holdown at Corner
Recommended Strap Holdown at Endwall
Line B SW5
Wood Stud Shear Walls
2015 INTERNATIONAL BUILDING CODE (IBC)
Wood Framing: Douglas-Fir OR Southern Pine
26 of 62
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE07/14/22IF22-235Mountain West - Rexburg
Shear
Line :A
VSEISMIC =2,600 lbs SDS = 0.500g
E = 0.70 x V = 1,820 lbs S.D.C. =D
WWIND =3,500 lbs
F = 0.60 x W = 2,100 lbs
wall segments:1 2 3 4 5 6
Roof DL (psf) =0 length (ft)22.0
Floor DL (psf) =20 height (ft)10.0
Wall DL (psf) =15 roof trib. (ft)0.0
floor trib. (ft)7.0
Distance from HD to End of Wall (in)6
Stud Wall Thickness (in)6
Shearwall Anchored Into:Concrete
aspect ratio 0.5
aspect ratio factor 2w/l 1.00
Seismic F (lbs)1820
shear (plf)83
allowable shear (plf)156
suggested shearwall type 4
Mot (ft-lbs)18200
DL factor A =1.07
A x wDL (plf)310
End Post Compression(lbs)1810
DL factor B 0.53
B x wDL (plf)154
End Post Uplift for Anchor Holdowns (lbs)0
End Post Uplift for Straps (lbs)0
Wind F (lbs)2100
shear (plf)95
allowable shear (plf)218
suggested shearwall type 4
Mot (ft-lbs)21000
wDL (plf)290
End Post Compression(lbs)1838
DL factor C 0.60
C x wDL (plf)174
End Post Uplift for Anchor Holdowns (lbs)0
End Post Uplift for Straps (lbs)0
Maximum End Post Compression (lbs)1838
Recommended Minimum End Post for Compression (2) 2x6
Controlling Anchor Holdown Uplift (lbs)0
Recommended Anchor Holdown
Anchor at Midwall
Anchor at Corner
Anchor at Endwall
Controlling Strap Holdown Uplift (lbs)0
Recommended Strap Holdown at Midwall
Recommended Strap Holdown at Corner
Recommended Strap Holdown at Endwall
Line A SW4
Wood Stud Shear Walls
2015 INTERNATIONAL BUILDING CODE (IBC)
Wood Framing: Douglas-Fir OR Southern Pine
27 of 62
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE07/14/22IF22-235Mountain West - Rexburg
Line Designation:1
Lateral Force (ASD):3000 lb Total Wall M OT:30000 ft*lb
Seismic:No Total Wall M R :22050 ft*lb
opening height:4.00 ft Uplift At Pier #1:0 lb
opening width:4.00 ft umax:0 plf OK
Total Wall Length: 14.00 ft Uplift At Pier #2:0 lb
Wall Height:10.00 ft umax:0 plf OK
Pier #1 Wall Length:5.00 ft OK Compression:3088 lb
H/L: 2.00 OK Uplift:1198 lb
Pier #2 Wall Length:5.00 ft OK
H/L: 2.00 OK Wall Type:6
Roof DL:15 psf Capacity:532 plf
Trib. Width:5 ft
Wall Weight:15 psf Holdown Strap:STHD14
DL factor: 0.60 Capacity: 3500 lb OK
sDS:0.50
rho :1.0
Lateral Force: 1500 lb Lateral Force: 1500 lb
Shear, V :300 plf OK Shear, V :300 plf OK
Full Height Full Height
MOT:15000 ft*lb
MOT:15000 ft*lb
MR :2812.5 ft*lb
MR :2812.5 ft*lb
Uplift:2663 lb Uplift:2663 lb
umax:444 plf OK umax:444 plf OK
Pier Height Pier Height
MOT:6000 ft*lb MOT:6000 ft*lb
MR :1688 ft*lb MR :1688 ft*lb
Uplift:998 lb Uplift:998 lb
umax:166 plf umax:166 plf
Horiz. Strap Force:429 lb Check Dbl Top PL Horiz. Strap Force:429 lb Check Dbl Top PL
Provide Horiz. Straps:No Provide Horiz. Straps:No
PIER #1
TOTAL WALL SEGMENTWALL DATA
ASD - ANSI / AF&PA SDPWS-2015
Shear Transfer Around Opening
PIER #2
28 of 62
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE07/14/22IF22-235Mountain West - Rexburg
FOUNDATION DESIGN
29 of 62
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE07/14/22IF22-235Mountain West - Rexburg
30 of 62
FOUNDATION KEY PLAN
BUILDING "A"BUILDING "B"
P= 31.8
U= 7.2
H= 28.8
P= 31.8
U= 7.2
H= 28.8
P= 71.8
U= 10.0
H= 67.2
P= 71.8
U= 10.0
H= 67.2
P= 74.4
U= 6.6
H= 74.2
P= 74.4
U= 6.6
H= 74.2
P= 0.2
U= 0.0
H= 2.6
P= 0.2
U= 0.0
H= 2.6
P= 33.6
U= 9.8
H= 11.5
P= 33.6
U= 9.8
H= 11.5
P= 52.1
U= 13.9
H= 17.1
P= 52.1
U= 13.9
H= 17.1
P= 52.1
U= 13.9
H= 17.1
P= 52.1
U= 13.9
H= 17.1
P= 52.1
U= 13.9
H= 17.1
P= 52.1
U= 13.9
H= 17.1
P= 52.1
U= 13.9
H= 17.1
P= 52.1
U= 13.9
H= 17.1
P= 52.1
U= 13.9
H= 17.1
P= 52.1
U= 13.9
H= 17.1
P= 52.1
U= 13.9
H= 17.1
P= 52.1
U= 13.9
H= 17.1
P= 52.1
U= 13.9
H= 17.1
P= 52.1
U= 13.9
H= 17.1
P= 0.6
U= 0.0
H= 6.9
P= 0.6
U= 0.0
H= 6.9
F2
F3
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE07/14/22IF22-235Mountain West - Rexburg
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31 of 62
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE07/14/22IF22-235Mountain West - Rexburg
Continuous Concrete Wall Footings
Strength Design per ACI 318-11
Mark:Allowable q (psf) =1500
U = 1.2DL + 1.6LL Code Increases (Y/N) =N
DL LL trib(ft)
P DL (k/ft)P LL (k/ft)Pu (k/ft)
roof 0 0 0 0.00 0.00 0.00
floor 15 125 13 0.20 1.63 2.83
wall 10 0 20 0.20 0.00 0.24
misc.0 0 0 0.00 0.00 0.00
Total(k/ft) =0.40 1.63 3.07
Footing Dimensions
Width (in) =18 Adjusted q (psf) = 1500 mono footing width(in) =8
Thickness (in) =8 Allowable qu (psf) = 2282.673 mono footing thickness =24
qmax (psf) =2049 OK Pmax (kips) =4.1
Footing Type: Strip(S) or Turndown Edge(T) or Monolithic w/Slab(M) =M unfactored
Continuous Reinforcing
Rebar Size =#4 Check p Other Parameters
area of bar(in^2) = 0.20 Min p =0.0018 fy (psi) = 60000
bar diameter(in) = 0.50 Max p =0.0134 f'c (psi) =2500
Total Bars = 2 Use p =0.0018 B1 =0.85
As req(in^2)= 0.2592 Reinforcement Top and Bottom(Y/N) =N
Transverse Reinforcing Not Required
Rebar Size =#4 Check p Check Development Length
area of bar(in^2) = 0.20 L' (ft) = 0.42 p =0.0001 fy (psi) = 60000
bar diameter(in) = 0.50 Mu (k-ft) = 0.10 Min p =0.0001 Ld1 (in) =24.0
Spacing (in) = 475 d (in)= 4.25 Max p =0.0134 Ld2 (in) =12
As req(in^2/ft)= 0.01 Use p =0.0001 Ld3 (in) =12
Less than pmax, OK Available Ld (in) = 14.3
F1 Use: 18'' wide
Continuous Footing Mono w/ Slab
w/ 2 #4
Continuous
Max. Point Load:
F1
32 of 62
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE07/14/22IF22-235Mountain West - Rexburg
Continuous Concrete Wall Footings
Strength Design per ACI 318-11
Mark:Allowable q (psf) =1500
U = 1.2DL + 1.6LL Code Increases (Y/N) =N
DL LL trib(ft)
P DL (k/ft)P LL (k/ft)Pu (k/ft)
roof 0 0 0 0.00 0.00 0.00
floor 15 125 6.5 0.10 0.81 1.42
wall 10 0 20 0.20 0.00 0.24
misc.0 0 0 0.00 0.00 0.00
Total(k/ft) =0.30 0.81 1.66
Footing Dimensions
Width (in) =18 Adjusted q (psf) = 1500 mono footing width(in) =8
Thickness (in) =8 Allowable qu (psf) = 2239.189 mono footing thickness =24
qmax (psf) =1105 OK Pmax (kips) =4.1
Footing Type: Strip(S) or Turndown Edge(T) or Monolithic w/Slab(M) =M unfactored
Continuous Reinforcing
Rebar Size =#4 Check p Other Parameters
area of bar(in^2) = 0.20 Min p =0.0018 fy (psi) = 60000
bar diameter(in) = 0.50 Max p =0.0134 f'c (psi) =2500
Total Bars = 2 Use p =0.0018 B1 =0.85
As req(in^2)= 0.2592 Reinforcement Top and Bottom(Y/N) =N
Transverse Reinforcing Not Required
Rebar Size =#4 Check p Check Development Length
area of bar(in^2) = 0.20 L' (ft) = 0.42 p =0.0001 fy (psi) = 60000
bar diameter(in) = 0.50 Mu (k-ft) = 0.05 Min p =0.0001 Ld1 (in) =24.0
Spacing (in) = 883 d (in)= 4.25 Max p =0.0134 Ld2 (in) =12
As req(in^2/ft)= 0.00 Use p =0.0001 Ld3 (in) =12
Less than pmax, OK Available Ld (in) = 14.3
WALL FOOTING Use: 18'' wide
Continuous Footing Mono w/ Slab
w/ 2 #4
Continuous
WALL FOOTING
Max. Point Load:
33 of 62
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE07/14/22IF22-235Mountain West - Rexburg
Concrete Pad Footing
Strength Design per ACI 318-11
Mark:
Material Data
M DL (k-ft) =0.00 Allowable q (psf) =1500
P DL (k) =3.18 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =28.62 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 49.6 Mu (k-ft) = 0.00 Bars #4 and bigger, Fy (ksi) = 60
e (ft) = 0.00
within middle 3rd
Footing Dimensions: Column/Pier Base: Shear Check:
Long (ft) =5 Long Direction (in) =12 Punching Vc (psi) = 170
Short (ft) =5 Short Direction (in)=12 Wide Bm Vc (psi) = 85
Thickness (in) =12 Wide Bm Shear Cap. (lb/in) > Shear Force (lb/in)
% in center band B=100%738 >211 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:122 >44 OK
q min (psf) =1272 q max (psf) =1272 OK
qu-max (psf) =1984 qu at edge of base (psf) =1984
qu-min (psf) =1984 qu at edge of base (psf) =1984
Reinforcing:
Reinforcement Top and Bottom(Y/N) =Y
Base As(min) on calc'd As(4/3) (Y/N) =Y
Check Development Length
L' long (ft) = 2.00 Bar size =#5 p =0.0010 Fy (psi) = 60000
Mu (k-ft) = 3.97 area of bar = 0.31 Min p =0.0013 Ld1 (in) =30.0
d (in)= 8.69 bar diameter = 0.625 Max p =0.0134 Ld2 (in) =15
As req(in^2/ft)= 0.10 Spacing (in) = 54 Use p =0.0013 Ld3 (in) =12
Total Bars = 2 Less than pmax, OK Available Ld (in) = 41.7 OK
Check Development Length
L' short (ft) = 2.00 Bar size =#5 p =0.0005 Fy (psi) = 60000
Mu (k-ft) = 1.98 area of bar = 0.31 Min p =0.0007 Ld1 (in) =30.0
d (in)= 8.06 bar diameter = 0.625 Max p =0.0134 Ld2 (in) =15
As req(in^2/ft)= 0.05 Spacing (in) = 109 Use p =0.0007 Ld3 (in) =12
Total Bars = 1 Less than pmax, OK Available Ld (in) = 41.1 OK
1-A Use:
w/ 2 #5 Top and Bottom
5.0 feet long x 5.0 feet wide x 12'' thick Footing
Each Way
1-A
Loads: (U = 1.2DL + 1.6LL)
Long Direction Check p
Short Direction Check p
1
34 of 62
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE07/14/22IF22-235Mountain West - Rexburg
Concrete Pad Footing
Strength Design per ACI 318-11
Mark:
Material Data
M DL (k-ft) =0.00 Allowable q (psf) =1500
P DL (k) =0.02 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =0.18 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 0.3 Mu (k-ft) = 0.00 Bars #4 and bigger, Fy (ksi) = 60
e (ft) = 0.00
within middle 3rd
Footing Dimensions: Column/Pier Base: Shear Check:
Long (ft) =3 Long Direction (in) =12 Punching Vc (psi) = 170
Short (ft) =3 Short Direction (in)=12 Wide Bm Vc (psi) = 85
Thickness (in) =10 Wide Bm Shear Cap. (lb/in) > Shear Force (lb/in)
% in center band B=100%574 >1 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:86 >0 OK
q min (psf) =22 q max (psf) =22 OK
qu-max (psf) =35 qu at edge of base (psf) =35
qu-min (psf) =35 qu at edge of base (psf) =35
Reinforcing:
Reinforcement Top and Bottom(Y/N) =Y
Base As(min) on calc'd As(4/3) (Y/N) =Y
Check Development Length
L' long (ft) = 1.00 Bar size =#4 p =0.0000 Fy (psi) = 60000
Mu (k-ft) = 0.02 area of bar = 0.20 Min p =0.0000 Ld1 (in) =24.0
d (in)= 6.75 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12
As req(in^2/ft)= 0.00 Spacing (in) = 6308 Use p =0.0000 Ld3 (in) =12
Total Bars = 1 Less than pmax, OK Available Ld (in) = 27.8 OK
Check Development Length
L' short (ft) = 1.00 Bar size =#4 p =0.0000 Fy (psi) = 60000
Mu (k-ft) = 0.01 area of bar = 0.20 Min p =0.0000 Ld1 (in) =24.0
d (in)= 6.25 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12
As req(in^2/ft)= 0.00 Spacing (in) = 12617 Use p =0.0000 Ld3 (in) =12
Total Bars = 1 Less than pmax, OK Available Ld (in) = 27.3 OK
1-B Use:
w/ 1 #4 Top and Bottom
3.0 feet long x 3.0 feet wide x 10'' thick Footing
Each Way
1-B
Loads: (U = 1.2DL + 1.6LL)
Long Direction Check p
Short Direction Check p
1
35 of 62
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE07/14/22IF22-235Mountain West - Rexburg
Concrete Pad Footing
Strength Design per ACI 318-11
Mark:
Material Data
M DL (k-ft) =0.00 Allowable q (psf) =1500
P DL (k) =0.02 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =0.18 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 0.3 Mu (k-ft) = 0.00 Bars #4 and bigger, Fy (ksi) = 60
e (ft) = 0.00
within middle 3rd
Footing Dimensions: Column/Pier Base: Shear Check:
Long (ft) =3 Long Direction (in) =12 Punching Vc (psi) = 170
Short (ft) =3 Short Direction (in)=12 Wide Bm Vc (psi) = 85
Thickness (in) =10 Wide Bm Shear Cap. (lb/in) > Shear Force (lb/in)
% in center band B=100%574 >1 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:86 >0 OK
q min (psf) =22 q max (psf) =22 OK
qu-max (psf) =35 qu at edge of base (psf) =35
qu-min (psf) =35 qu at edge of base (psf) =35
Reinforcing:
Reinforcement Top and Bottom(Y/N) =Y
Base As(min) on calc'd As(4/3) (Y/N) =Y
Check Development Length
L' long (ft) = 1.00 Bar size =#4 p =0.0000 Fy (psi) = 60000
Mu (k-ft) = 0.02 area of bar = 0.20 Min p =0.0000 Ld1 (in) =24.0
d (in)= 6.75 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12
As req(in^2/ft)= 0.00 Spacing (in) = 6308 Use p =0.0000 Ld3 (in) =12
Total Bars = 1 Less than pmax, OK Available Ld (in) = 27.8 OK
Check Development Length
L' short (ft) = 1.00 Bar size =#4 p =0.0000 Fy (psi) = 60000
Mu (k-ft) = 0.01 area of bar = 0.20 Min p =0.0000 Ld1 (in) =24.0
d (in)= 6.25 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12
As req(in^2/ft)= 0.00 Spacing (in) = 12617 Use p =0.0000 Ld3 (in) =12
Total Bars = 1 Less than pmax, OK Available Ld (in) = 27.3 OK
1-C Use:
w/ 1 #4 Top and Bottom
3.0 feet long x 3.0 feet wide x 10'' thick Footing
Each Way
1-C
Loads: (U = 1.2DL + 1.6LL)
Long Direction Check p
Short Direction Check p
1
36 of 62
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE07/14/22IF22-235Mountain West - Rexburg
Concrete Pad Footing
Strength Design per ACI 318-11
Mark:
Material Data
M DL (k-ft) =0.00 Allowable q (psf) =1500
P DL (k) =3.18 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =28.62 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 49.6 Mu (k-ft) = 0.00 Bars #4 and bigger, Fy (ksi) = 60
e (ft) = 0.00
within middle 3rd
Footing Dimensions: Column/Pier Base: Shear Check:
Long (ft) =5 Long Direction (in) =12 Punching Vc (psi) = 170
Short (ft) =5 Short Direction (in)=12 Wide Bm Vc (psi) = 85
Thickness (in) =12 Wide Bm Shear Cap. (lb/in) > Shear Force (lb/in)
% in center band B=100%738 >211 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:122 >44 OK
q min (psf) =1272 q max (psf) =1272 OK
qu-max (psf) =1984 qu at edge of base (psf) =1984
qu-min (psf) =1984 qu at edge of base (psf) =1984
Reinforcing:
Reinforcement Top and Bottom(Y/N) =Y
Base As(min) on calc'd As(4/3) (Y/N) =Y
Check Development Length
L' long (ft) = 2.00 Bar size =#5 p =0.0010 Fy (psi) = 60000
Mu (k-ft) = 3.97 area of bar = 0.31 Min p =0.0013 Ld1 (in) =30.0
d (in)= 8.69 bar diameter = 0.625 Max p =0.0134 Ld2 (in) =15
As req(in^2/ft)= 0.10 Spacing (in) = 54 Use p =0.0013 Ld3 (in) =12
Total Bars = 2 Less than pmax, OK Available Ld (in) = 41.7 OK
Check Development Length
L' short (ft) = 2.00 Bar size =#5 p =0.0005 Fy (psi) = 60000
Mu (k-ft) = 1.98 area of bar = 0.31 Min p =0.0007 Ld1 (in) =30.0
d (in)= 8.06 bar diameter = 0.625 Max p =0.0134 Ld2 (in) =15
As req(in^2/ft)= 0.05 Spacing (in) = 109 Use p =0.0007 Ld3 (in) =12
Total Bars = 1 Less than pmax, OK Available Ld (in) = 41.1 OK
1-D Use:
w/ 2 #5 Top and Bottom
5.0 feet long x 5.0 feet wide x 12'' thick Footing
Each Way
1-D
Loads: (U = 1.2DL + 1.6LL)
Long Direction Check p
Short Direction Check p
1
37 of 62
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE07/14/22IF22-235Mountain West - Rexburg
Concrete Pad Footing
Strength Design per ACI 318-11
Mark:
Material Data
M DL (k-ft) =0.00 Allowable q (psf) =1500
P DL (k) =7.18 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =64.62 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 112.0 Mu (k-ft) = 0.00 Bars #4 and bigger, Fy (ksi) = 60
e (ft) = 0.00
within middle 3rd
Footing Dimensions: Column/Pier Base: Shear Check:
Long (ft) =7.5 Long Direction (in) =12 Punching Vc (psi) = 170
Short (ft) =7.5 Short Direction (in)=12 Wide Bm Vc (psi) = 85
Thickness (in) =12 Wide Bm Shear Cap. (lb/in) > Shear Force (lb/in)
% in center band B=100%738 >419 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:122 >106 OK
q min (psf) =1276 q max (psf) =1276 OK
qu-max (psf) =1991 qu at edge of base (psf) =1991
qu-min (psf) =1991 qu at edge of base (psf) =1991
Reinforcing:
Reinforcement Top and Bottom(Y/N) =Y
Base As(min) on calc'd As(4/3) (Y/N) =Y
Check Development Length
L' long (ft) = 3.25 Bar size =#5 p =0.0027 Fy (psi) = 60000
Mu (k-ft) = 10.52 area of bar = 0.31 Min p =0.0033 Ld1 (in) =30.0
d (in)= 8.69 bar diameter = 0.625 Max p =0.0134 Ld2 (in) =15
As req(in^2/ft)= 0.28 Spacing (in) = 10 Use p =0.0036 Ld3 (in) =12
Total Bars = 9 Less than pmax, OK Available Ld (in) = 56.7 OK
Check Development Length
L' short (ft) = 3.25 Bar size =#5 p =0.0014 Fy (psi) = 60000
Mu (k-ft) = 5.26 area of bar = 0.31 Min p =0.0019 Ld1 (in) =30.0
d (in)= 8.06 bar diameter = 0.625 Max p =0.0134 Ld2 (in) =15
As req(in^2/ft)= 0.14 Spacing (in) = 20 Use p =0.0019 Ld3 (in) =12
Total Bars = 5 Less than pmax, OK Available Ld (in) = 56.1 OK
2-A Use:
w/ 9 #5 Top and Bottom
7.5 feet long x 7.5 feet wide x 12'' thick Footing
Each Way
2-A
Loads: (U = 1.2DL + 1.6LL)
Long Direction Check p
Short Direction Check p
1
38 of 62
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE07/14/22IF22-235Mountain West - Rexburg
Concrete Pad Footing
Strength Design per ACI 318-11
Mark:
Material Data
M DL (k-ft) =0.00 Allowable q (psf) =1500
P DL (k) =7.18 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =64.62 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 112.0 Mu (k-ft) = 0.00 Bars #4 and bigger, Fy (ksi) = 60
e (ft) = 0.00
within middle 3rd
Footing Dimensions: Column/Pier Base: Shear Check:
Long (ft) =7.5 Long Direction (in) =12 Punching Vc (psi) = 170
Short (ft) =7.5 Short Direction (in)=12 Wide Bm Vc (psi) = 85
Thickness (in) =12 Wide Bm Shear Cap. (lb/in) > Shear Force (lb/in)
% in center band B=100%738 >419 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:122 >106 OK
q min (psf) =1276 q max (psf) =1276 OK
qu-max (psf) =1991 qu at edge of base (psf) =1991
qu-min (psf) =1991 qu at edge of base (psf) =1991
Reinforcing:
Reinforcement Top and Bottom(Y/N) =Y
Base As(min) on calc'd As(4/3) (Y/N) =Y
Check Development Length
L' long (ft) = 3.25 Bar size =#5 p =0.0027 Fy (psi) = 60000
Mu (k-ft) = 10.52 area of bar = 0.31 Min p =0.0033 Ld1 (in) =30.0
d (in)= 8.69 bar diameter = 0.625 Max p =0.0134 Ld2 (in) =15
As req(in^2/ft)= 0.28 Spacing (in) = 10 Use p =0.0036 Ld3 (in) =12
Total Bars = 9 Less than pmax, OK Available Ld (in) = 56.7 OK
Check Development Length
L' short (ft) = 3.25 Bar size =#5 p =0.0014 Fy (psi) = 60000
Mu (k-ft) = 5.26 area of bar = 0.31 Min p =0.0019 Ld1 (in) =30.0
d (in)= 8.06 bar diameter = 0.625 Max p =0.0134 Ld2 (in) =15
As req(in^2/ft)= 0.14 Spacing (in) = 20 Use p =0.0019 Ld3 (in) =12
Total Bars = 5 Less than pmax, OK Available Ld (in) = 56.1 OK
2-D Use:
w/ 9 #5 Top and Bottom
7.5 feet long x 7.5 feet wide x 12'' thick Footing
Each Way
2-D
Loads: (U = 1.2DL + 1.6LL)
Long Direction Check p
Short Direction Check p
1
39 of 62
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE07/14/22IF22-235Mountain West - Rexburg
Concrete Pad Footing
Strength Design per ACI 318-11
Mark:
Material Data
M DL (k-ft) =0.00 Allowable q (psf) =1500
P DL (k) =7.44 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =66.96 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 116.1 Mu (k-ft) = 0.00 Bars #4 and bigger, Fy (ksi) = 60
e (ft) = 0.00
within middle 3rd
Footing Dimensions: Column/Pier Base: Shear Check:
Long (ft) =7.5 Long Direction (in) =12 Punching Vc (psi) = 170
Short (ft) =7.5 Short Direction (in)=12 Wide Bm Vc (psi) = 85
Thickness (in) =12 Wide Bm Shear Cap. (lb/in) > Shear Force (lb/in)
% in center band B=100%738 >434 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:122 >110 OK
q min (psf) =1323 q max (psf) =1323 OK
qu-max (psf) =2063 qu at edge of base (psf) =2063
qu-min (psf) =2063 qu at edge of base (psf) =2063
Reinforcing:
Reinforcement Top and Bottom(Y/N) =Y
Base As(min) on calc'd As(4/3) (Y/N) =Y
Check Development Length
L' long (ft) = 3.25 Bar size =#5 p =0.0028 Fy (psi) = 60000
Mu (k-ft) = 10.90 area of bar = 0.31 Min p =0.0033 Ld1 (in) =30.0
d (in)= 8.69 bar diameter = 0.625 Max p =0.0134 Ld2 (in) =15
As req(in^2/ft)= 0.29 Spacing (in) = 10 Use p =0.0037 Ld3 (in) =12
Total Bars = 10 Less than pmax, OK Available Ld (in) = 56.7 OK
Check Development Length
L' short (ft) = 3.25 Bar size =#5 p =0.0015 Fy (psi) = 60000
Mu (k-ft) = 5.45 area of bar = 0.31 Min p =0.0020 Ld1 (in) =30.0
d (in)= 8.06 bar diameter = 0.625 Max p =0.0134 Ld2 (in) =15
As req(in^2/ft)= 0.14 Spacing (in) = 20 Use p =0.0020 Ld3 (in) =12
Total Bars = 5 Less than pmax, OK Available Ld (in) = 56.1 OK
3-A-1 Use:
w/ 10 #5 Top and Bottom
7.5 feet long x 7.5 feet wide x 12'' thick Footing
Each Way
3-A-1
Loads: (U = 1.2DL + 1.6LL)
Long Direction Check p
Short Direction Check p
1
40 of 62
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE07/14/22IF22-235Mountain West - Rexburg
Concrete Pad Footing
Strength Design per ACI 318-11
Mark:
Material Data
M DL (k-ft) =0.00 Allowable q (psf) =1500
P DL (k) =7.44 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =66.96 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 116.1 Mu (k-ft) = 0.00 Bars #4 and bigger, Fy (ksi) = 60
e (ft) = 0.00
within middle 3rd
Footing Dimensions: Column/Pier Base: Shear Check:
Long (ft) =7.5 Long Direction (in) =12 Punching Vc (psi) = 170
Short (ft) =7.5 Short Direction (in)=12 Wide Bm Vc (psi) = 85
Thickness (in) =12 Wide Bm Shear Cap. (lb/in) > Shear Force (lb/in)
% in center band B=100%738 >434 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:122 >110 OK
q min (psf) =1323 q max (psf) =1323 OK
qu-max (psf) =2063 qu at edge of base (psf) =2063
qu-min (psf) =2063 qu at edge of base (psf) =2063
Reinforcing:
Reinforcement Top and Bottom(Y/N) =Y
Base As(min) on calc'd As(4/3) (Y/N) =Y
Check Development Length
L' long (ft) = 3.25 Bar size =#5 p =0.0028 Fy (psi) = 60000
Mu (k-ft) = 10.90 area of bar = 0.31 Min p =0.0033 Ld1 (in) =30.0
d (in)= 8.69 bar diameter = 0.625 Max p =0.0134 Ld2 (in) =15
As req(in^2/ft)= 0.29 Spacing (in) = 10 Use p =0.0037 Ld3 (in) =12
Total Bars = 10 Less than pmax, OK Available Ld (in) = 56.7 OK
Check Development Length
L' short (ft) = 3.25 Bar size =#5 p =0.0015 Fy (psi) = 60000
Mu (k-ft) = 5.45 area of bar = 0.31 Min p =0.0020 Ld1 (in) =30.0
d (in)= 8.06 bar diameter = 0.625 Max p =0.0134 Ld2 (in) =15
As req(in^2/ft)= 0.14 Spacing (in) = 20 Use p =0.0020 Ld3 (in) =12
Total Bars = 5 Less than pmax, OK Available Ld (in) = 56.1 OK
3-D-1 Use:
w/ 10 #5 Top and Bottom
7.5 feet long x 7.5 feet wide x 12'' thick Footing
Each Way
3-D-1
Loads: (U = 1.2DL + 1.6LL)
Long Direction Check p
Short Direction Check p
1
41 of 62
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE07/14/22IF22-235Mountain West - Rexburg
Concrete Pad Footing
Strength Design per ACI 318-11
Mark:
Material Data
M DL (k-ft) =0.00 Allowable q (psf) =1500
P DL (k) =3.36 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =30.24 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 52.4 Mu (k-ft) = 0.00 Bars #4 and bigger, Fy (ksi) = 60
e (ft) = 0.00
within middle 3rd
Footing Dimensions: Column/Pier Base: Shear Check:
Long (ft) =5 Long Direction (in) =12 Punching Vc (psi) = 170
Short (ft) =5 Short Direction (in)=12 Wide Bm Vc (psi) = 85
Thickness (in) =12 Wide Bm Shear Cap. (lb/in) > Shear Force (lb/in)
% in center band B=100%738 >223 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:122 >46 OK
q min (psf) =1344 q max (psf) =1344 OK
qu-max (psf) =2097 qu at edge of base (psf) =2097
qu-min (psf) =2097 qu at edge of base (psf) =2097
Reinforcing:
Reinforcement Top and Bottom(Y/N) =Y
Base As(min) on calc'd As(4/3) (Y/N) =Y
Check Development Length
L' long (ft) = 2.00 Bar size =#5 p =0.0010 Fy (psi) = 60000
Mu (k-ft) = 4.19 area of bar = 0.31 Min p =0.0014 Ld1 (in) =30.0
d (in)= 8.69 bar diameter = 0.625 Max p =0.0134 Ld2 (in) =15
As req(in^2/ft)= 0.11 Spacing (in) = 51 Use p =0.0014 Ld3 (in) =12
Total Bars = 2 Less than pmax, OK Available Ld (in) = 41.7 OK
Check Development Length
L' short (ft) = 2.00 Bar size =#5 p =0.0006 Fy (psi) = 60000
Mu (k-ft) = 2.10 area of bar = 0.31 Min p =0.0007 Ld1 (in) =30.0
d (in)= 8.06 bar diameter = 0.625 Max p =0.0134 Ld2 (in) =15
As req(in^2/ft)= 0.05 Spacing (in) = 103 Use p =0.0007 Ld3 (in) =12
Total Bars = 2 Less than pmax, OK Available Ld (in) = 41.1 OK
3-A-2 Use:
w/ 2 #5 Top and Bottom
5.0 feet long x 5.0 feet wide x 12'' thick Footing
Each Way
3-A-2
Loads: (U = 1.2DL + 1.6LL)
Long Direction Check p
Short Direction Check p
1
42 of 62
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE07/14/22IF22-235Mountain West - Rexburg
Concrete Pad Footing
Strength Design per ACI 318-11
Mark:
Material Data
M DL (k-ft) =0.00 Allowable q (psf) =1500
P DL (k) =3.36 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =30.24 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 52.4 Mu (k-ft) = 0.00 Bars #4 and bigger, Fy (ksi) = 60
e (ft) = 0.00
within middle 3rd
Footing Dimensions: Column/Pier Base: Shear Check:
Long (ft) =5 Long Direction (in) =12 Punching Vc (psi) = 170
Short (ft) =5 Short Direction (in)=12 Wide Bm Vc (psi) = 85
Thickness (in) =12 Wide Bm Shear Cap. (lb/in) > Shear Force (lb/in)
% in center band B=100%738 >223 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:122 >46 OK
q min (psf) =1344 q max (psf) =1344 OK
qu-max (psf) =2097 qu at edge of base (psf) =2097
qu-min (psf) =2097 qu at edge of base (psf) =2097
Reinforcing:
Reinforcement Top and Bottom(Y/N) =Y
Base As(min) on calc'd As(4/3) (Y/N) =Y
Check Development Length
L' long (ft) = 2.00 Bar size =#5 p =0.0010 Fy (psi) = 60000
Mu (k-ft) = 4.19 area of bar = 0.31 Min p =0.0014 Ld1 (in) =30.0
d (in)= 8.69 bar diameter = 0.625 Max p =0.0134 Ld2 (in) =15
As req(in^2/ft)= 0.11 Spacing (in) = 51 Use p =0.0014 Ld3 (in) =12
Total Bars = 2 Less than pmax, OK Available Ld (in) = 41.7 OK
Check Development Length
L' short (ft) = 2.00 Bar size =#5 p =0.0006 Fy (psi) = 60000
Mu (k-ft) = 2.10 area of bar = 0.31 Min p =0.0007 Ld1 (in) =30.0
d (in)= 8.06 bar diameter = 0.625 Max p =0.0134 Ld2 (in) =15
As req(in^2/ft)= 0.05 Spacing (in) = 103 Use p =0.0007 Ld3 (in) =12
Total Bars = 2 Less than pmax, OK Available Ld (in) = 41.1 OK
3-A-3 Use:
w/ 2 #5 Top and Bottom
5.0 feet long x 5.0 feet wide x 12'' thick Footing
Each Way
3-A-3
Loads: (U = 1.2DL + 1.6LL)
Long Direction Check p
Short Direction Check p
1
43 of 62
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE07/14/22IF22-235Mountain West - Rexburg
Concrete Pad Footing
Strength Design per ACI 318-11
Mark:
Material Data
M DL (k-ft) =0.00 Allowable q (psf) =1500
P DL (k) =5.21 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =46.89 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 81.3 Mu (k-ft) = 0.00 Bars #4 and bigger, Fy (ksi) = 60
e (ft) = 0.00
within middle 3rd
Footing Dimensions: Column/Pier Base: Shear Check:
Long (ft) =6 Long Direction (in) =12 Punching Vc (psi) = 170
Short (ft) =6 Short Direction (in)=12 Wide Bm Vc (psi) = 85
Thickness (in) =12 Wide Bm Shear Cap. (lb/in) > Shear Force (lb/in)
% in center band B=100%738 >334 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:122 >75 OK
q min (psf) =1447 q max (psf) =1447 OK
qu-max (psf) =2258 qu at edge of base (psf) =2258
qu-min (psf) =2258 qu at edge of base (psf) =2258
Reinforcing:
Reinforcement Top and Bottom(Y/N) =Y
Base As(min) on calc'd As(4/3) (Y/N) =Y
Check Development Length
L' long (ft) = 2.50 Bar size =#5 p =0.0018 Fy (psi) = 60000
Mu (k-ft) = 7.06 area of bar = 0.31 Min p =0.0024 Ld1 (in) =30.0
d (in)= 8.69 bar diameter = 0.625 Max p =0.0134 Ld2 (in) =15
As req(in^2/ft)= 0.19 Spacing (in) = 30 Use p =0.0024 Ld3 (in) =12
Total Bars = 3 Less than pmax, OK Available Ld (in) = 47.7 OK
Check Development Length
L' short (ft) = 2.50 Bar size =#5 p =0.0009 Fy (psi) = 60000
Mu (k-ft) = 3.53 area of bar = 0.31 Min p =0.0013 Ld1 (in) =30.0
d (in)= 8.06 bar diameter = 0.625 Max p =0.0134 Ld2 (in) =15
As req(in^2/ft)= 0.09 Spacing (in) = 61 Use p =0.0013 Ld3 (in) =12
Total Bars = 2 Less than pmax, OK Available Ld (in) = 47.1 OK
4-A Use:
w/ 3 #5 Top and Bottom
6.0 feet long x 6.0 feet wide x 12'' thick Footing
Each Way
4-A
Loads: (U = 1.2DL + 1.6LL)
Long Direction Check p
Short Direction Check p
1
44 of 62
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE07/14/22IF22-235Mountain West - Rexburg
Concrete Pad Footing
Strength Design per ACI 318-11
Mark:
Material Data
M DL (k-ft) =0.00 Allowable q (psf) =1500
P DL (k) =5.21 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =46.89 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 81.3 Mu (k-ft) = 0.00 Bars #4 and bigger, Fy (ksi) = 60
e (ft) = 0.00
within middle 3rd
Footing Dimensions: Column/Pier Base: Shear Check:
Long (ft) =6 Long Direction (in) =12 Punching Vc (psi) = 170
Short (ft) =6 Short Direction (in)=12 Wide Bm Vc (psi) = 85
Thickness (in) =12 Wide Bm Shear Cap. (lb/in) > Shear Force (lb/in)
% in center band B=100%738 >334 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:122 >75 OK
q min (psf) =1447 q max (psf) =1447 OK
qu-max (psf) =2258 qu at edge of base (psf) =2258
qu-min (psf) =2258 qu at edge of base (psf) =2258
Reinforcing:
Reinforcement Top and Bottom(Y/N) =Y
Base As(min) on calc'd As(4/3) (Y/N) =Y
Check Development Length
L' long (ft) = 2.50 Bar size =#5 p =0.0018 Fy (psi) = 60000
Mu (k-ft) = 7.06 area of bar = 0.31 Min p =0.0024 Ld1 (in) =30.0
d (in)= 8.69 bar diameter = 0.625 Max p =0.0134 Ld2 (in) =15
As req(in^2/ft)= 0.19 Spacing (in) = 30 Use p =0.0024 Ld3 (in) =12
Total Bars = 3 Less than pmax, OK Available Ld (in) = 47.7 OK
Check Development Length
L' short (ft) = 2.50 Bar size =#5 p =0.0009 Fy (psi) = 60000
Mu (k-ft) = 3.53 area of bar = 0.31 Min p =0.0013 Ld1 (in) =30.0
d (in)= 8.06 bar diameter = 0.625 Max p =0.0134 Ld2 (in) =15
As req(in^2/ft)= 0.09 Spacing (in) = 61 Use p =0.0013 Ld3 (in) =12
Total Bars = 2 Less than pmax, OK Available Ld (in) = 47.1 OK
4-D Use:
w/ 3 #5 Top and Bottom
6.0 feet long x 6.0 feet wide x 12'' thick Footing
Each Way
4-D
Loads: (U = 1.2DL + 1.6LL)
Long Direction Check p
Short Direction Check p
1
45 of 62
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE07/14/22IF22-235Mountain West - Rexburg
Concrete Pad Footing
Strength Design per ACI 318-11
Mark:
Material Data
M DL (k-ft) =0.00 Allowable q (psf) =1500
P DL (k) =5.21 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =46.89 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 81.3 Mu (k-ft) = 0.00 Bars #4 and bigger, Fy (ksi) = 60
e (ft) = 0.00
within middle 3rd
Footing Dimensions: Column/Pier Base: Shear Check:
Long (ft) =6 Long Direction (in) =12 Punching Vc (psi) = 170
Short (ft) =6 Short Direction (in)=12 Wide Bm Vc (psi) = 85
Thickness (in) =12 Wide Bm Shear Cap. (lb/in) > Shear Force (lb/in)
% in center band B=100%738 >334 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:122 >75 OK
q min (psf) =1447 q max (psf) =1447 OK
qu-max (psf) =2258 qu at edge of base (psf) =2258
qu-min (psf) =2258 qu at edge of base (psf) =2258
Reinforcing:
Reinforcement Top and Bottom(Y/N) =Y
Base As(min) on calc'd As(4/3) (Y/N) =Y
Check Development Length
L' long (ft) = 2.50 Bar size =#5 p =0.0018 Fy (psi) = 60000
Mu (k-ft) = 7.06 area of bar = 0.31 Min p =0.0024 Ld1 (in) =30.0
d (in)= 8.69 bar diameter = 0.625 Max p =0.0134 Ld2 (in) =15
As req(in^2/ft)= 0.19 Spacing (in) = 30 Use p =0.0024 Ld3 (in) =12
Total Bars = 3 Less than pmax, OK Available Ld (in) = 47.7 OK
Check Development Length
L' short (ft) = 2.50 Bar size =#5 p =0.0009 Fy (psi) = 60000
Mu (k-ft) = 3.53 area of bar = 0.31 Min p =0.0013 Ld1 (in) =30.0
d (in)= 8.06 bar diameter = 0.625 Max p =0.0134 Ld2 (in) =15
As req(in^2/ft)= 0.09 Spacing (in) = 61 Use p =0.0013 Ld3 (in) =12
Total Bars = 2 Less than pmax, OK Available Ld (in) = 47.1 OK
5-A Use:
w/ 3 #5 Top and Bottom
6.0 feet long x 6.0 feet wide x 12'' thick Footing
Each Way
5-A
Loads: (U = 1.2DL + 1.6LL)
Long Direction Check p
Short Direction Check p
1
46 of 62
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE07/14/22IF22-235Mountain West - Rexburg
Concrete Pad Footing
Strength Design per ACI 318-11
Mark:
Material Data
M DL (k-ft) =0.00 Allowable q (psf) =1500
P DL (k) =5.21 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =46.89 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 81.3 Mu (k-ft) = 0.00 Bars #4 and bigger, Fy (ksi) = 60
e (ft) = 0.00
within middle 3rd
Footing Dimensions: Column/Pier Base: Shear Check:
Long (ft) =6 Long Direction (in) =12 Punching Vc (psi) = 170
Short (ft) =6 Short Direction (in)=12 Wide Bm Vc (psi) = 85
Thickness (in) =12 Wide Bm Shear Cap. (lb/in) > Shear Force (lb/in)
% in center band B=100%738 >334 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:122 >75 OK
q min (psf) =1447 q max (psf) =1447 OK
qu-max (psf) =2258 qu at edge of base (psf) =2258
qu-min (psf) =2258 qu at edge of base (psf) =2258
Reinforcing:
Reinforcement Top and Bottom(Y/N) =Y
Base As(min) on calc'd As(4/3) (Y/N) =Y
Check Development Length
L' long (ft) = 2.50 Bar size =#5 p =0.0018 Fy (psi) = 60000
Mu (k-ft) = 7.06 area of bar = 0.31 Min p =0.0024 Ld1 (in) =30.0
d (in)= 8.69 bar diameter = 0.625 Max p =0.0134 Ld2 (in) =15
As req(in^2/ft)= 0.19 Spacing (in) = 30 Use p =0.0024 Ld3 (in) =12
Total Bars = 3 Less than pmax, OK Available Ld (in) = 47.7 OK
Check Development Length
L' short (ft) = 2.50 Bar size =#5 p =0.0009 Fy (psi) = 60000
Mu (k-ft) = 3.53 area of bar = 0.31 Min p =0.0013 Ld1 (in) =30.0
d (in)= 8.06 bar diameter = 0.625 Max p =0.0134 Ld2 (in) =15
As req(in^2/ft)= 0.09 Spacing (in) = 61 Use p =0.0013 Ld3 (in) =12
Total Bars = 2 Less than pmax, OK Available Ld (in) = 47.1 OK
5-D Use:
w/ 3 #5 Top and Bottom
6.0 feet long x 6.0 feet wide x 12'' thick Footing
Each Way
5-D
Loads: (U = 1.2DL + 1.6LL)
Long Direction Check p
Short Direction Check p
1
47 of 62
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE07/14/22IF22-235Mountain West - Rexburg
Concrete Pad Footing
Strength Design per ACI 318-11
Mark:
Material Data
M DL (k-ft) =0.00 Allowable q (psf) =1500
P DL (k) =5.21 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =46.89 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 81.3 Mu (k-ft) = 0.00 Bars #4 and bigger, Fy (ksi) = 60
e (ft) = 0.00
within middle 3rd
Footing Dimensions: Column/Pier Base: Shear Check:
Long (ft) =6 Long Direction (in) =12 Punching Vc (psi) = 170
Short (ft) =6 Short Direction (in)=12 Wide Bm Vc (psi) = 85
Thickness (in) =12 Wide Bm Shear Cap. (lb/in) > Shear Force (lb/in)
% in center band B=100%738 >334 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:122 >75 OK
q min (psf) =1447 q max (psf) =1447 OK
qu-max (psf) =2258 qu at edge of base (psf) =2258
qu-min (psf) =2258 qu at edge of base (psf) =2258
Reinforcing:
Reinforcement Top and Bottom(Y/N) =Y
Base As(min) on calc'd As(4/3) (Y/N) =Y
Check Development Length
L' long (ft) = 2.50 Bar size =#5 p =0.0018 Fy (psi) = 60000
Mu (k-ft) = 7.06 area of bar = 0.31 Min p =0.0024 Ld1 (in) =30.0
d (in)= 8.69 bar diameter = 0.625 Max p =0.0134 Ld2 (in) =15
As req(in^2/ft)= 0.19 Spacing (in) = 30 Use p =0.0024 Ld3 (in) =12
Total Bars = 3 Less than pmax, OK Available Ld (in) = 47.7 OK
Check Development Length
L' short (ft) = 2.50 Bar size =#5 p =0.0009 Fy (psi) = 60000
Mu (k-ft) = 3.53 area of bar = 0.31 Min p =0.0013 Ld1 (in) =30.0
d (in)= 8.06 bar diameter = 0.625 Max p =0.0134 Ld2 (in) =15
As req(in^2/ft)= 0.09 Spacing (in) = 61 Use p =0.0013 Ld3 (in) =12
Total Bars = 2 Less than pmax, OK Available Ld (in) = 47.1 OK
6-A Use:
w/ 3 #5 Top and Bottom
6.0 feet long x 6.0 feet wide x 12'' thick Footing
Each Way
6-A
Loads: (U = 1.2DL + 1.6LL)
Long Direction Check p
Short Direction Check p
1
48 of 62
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE07/14/22IF22-235Mountain West - Rexburg
Concrete Pad Footing
Strength Design per ACI 318-11
Mark:
Material Data
M DL (k-ft) =0.00 Allowable q (psf) =1500
P DL (k) =5.21 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =46.89 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 81.3 Mu (k-ft) = 0.00 Bars #4 and bigger, Fy (ksi) = 60
e (ft) = 0.00
within middle 3rd
Footing Dimensions: Column/Pier Base: Shear Check:
Long (ft) =6 Long Direction (in) =12 Punching Vc (psi) = 170
Short (ft) =6 Short Direction (in)=12 Wide Bm Vc (psi) = 85
Thickness (in) =12 Wide Bm Shear Cap. (lb/in) > Shear Force (lb/in)
% in center band B=100%738 >334 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:122 >75 OK
q min (psf) =1447 q max (psf) =1447 OK
qu-max (psf) =2258 qu at edge of base (psf) =2258
qu-min (psf) =2258 qu at edge of base (psf) =2258
Reinforcing:
Reinforcement Top and Bottom(Y/N) =Y
Base As(min) on calc'd As(4/3) (Y/N) =Y
Check Development Length
L' long (ft) = 2.50 Bar size =#5 p =0.0018 Fy (psi) = 60000
Mu (k-ft) = 7.06 area of bar = 0.31 Min p =0.0024 Ld1 (in) =30.0
d (in)= 8.69 bar diameter = 0.625 Max p =0.0134 Ld2 (in) =15
As req(in^2/ft)= 0.19 Spacing (in) = 30 Use p =0.0024 Ld3 (in) =12
Total Bars = 3 Less than pmax, OK Available Ld (in) = 47.7 OK
Check Development Length
L' short (ft) = 2.50 Bar size =#5 p =0.0009 Fy (psi) = 60000
Mu (k-ft) = 3.53 area of bar = 0.31 Min p =0.0013 Ld1 (in) =30.0
d (in)= 8.06 bar diameter = 0.625 Max p =0.0134 Ld2 (in) =15
As req(in^2/ft)= 0.09 Spacing (in) = 61 Use p =0.0013 Ld3 (in) =12
Total Bars = 2 Less than pmax, OK Available Ld (in) = 47.1 OK
6-D Use:
w/ 3 #5 Top and Bottom
6.0 feet long x 6.0 feet wide x 12'' thick Footing
Each Way
6-D
Loads: (U = 1.2DL + 1.6LL)
Long Direction Check p
Short Direction Check p
1
49 of 62
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE07/14/22IF22-235Mountain West - Rexburg
Concrete Pad Footing
Strength Design per ACI 318-11
Mark:
Material Data
M DL (k-ft) =0.00 Allowable q (psf) =1500
P DL (k) =5.21 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =46.89 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 81.3 Mu (k-ft) = 0.00 Bars #4 and bigger, Fy (ksi) = 60
e (ft) = 0.00
within middle 3rd
Footing Dimensions: Column/Pier Base: Shear Check:
Long (ft) =6 Long Direction (in) =12 Punching Vc (psi) = 170
Short (ft) =6 Short Direction (in)=12 Wide Bm Vc (psi) = 85
Thickness (in) =12 Wide Bm Shear Cap. (lb/in) > Shear Force (lb/in)
% in center band B=100%738 >334 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:122 >75 OK
q min (psf) =1447 q max (psf) =1447 OK
qu-max (psf) =2258 qu at edge of base (psf) =2258
qu-min (psf) =2258 qu at edge of base (psf) =2258
Reinforcing:
Reinforcement Top and Bottom(Y/N) =Y
Base As(min) on calc'd As(4/3) (Y/N) =Y
Check Development Length
L' long (ft) = 2.50 Bar size =#5 p =0.0018 Fy (psi) = 60000
Mu (k-ft) = 7.06 area of bar = 0.31 Min p =0.0024 Ld1 (in) =30.0
d (in)= 8.69 bar diameter = 0.625 Max p =0.0134 Ld2 (in) =15
As req(in^2/ft)= 0.19 Spacing (in) = 30 Use p =0.0024 Ld3 (in) =12
Total Bars = 3 Less than pmax, OK Available Ld (in) = 47.7 OK
Check Development Length
L' short (ft) = 2.50 Bar size =#5 p =0.0009 Fy (psi) = 60000
Mu (k-ft) = 3.53 area of bar = 0.31 Min p =0.0013 Ld1 (in) =30.0
d (in)= 8.06 bar diameter = 0.625 Max p =0.0134 Ld2 (in) =15
As req(in^2/ft)= 0.09 Spacing (in) = 61 Use p =0.0013 Ld3 (in) =12
Total Bars = 2 Less than pmax, OK Available Ld (in) = 47.1 OK
7-A Use:
w/ 3 #5 Top and Bottom
6.0 feet long x 6.0 feet wide x 12'' thick Footing
Each Way
7-A
Loads: (U = 1.2DL + 1.6LL)
Long Direction Check p
Short Direction Check p
1
50 of 62
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE07/14/22IF22-235Mountain West - Rexburg
Concrete Pad Footing
Strength Design per ACI 318-11
Mark:
Material Data
M DL (k-ft) =0.00 Allowable q (psf) =1500
P DL (k) =5.21 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =46.89 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 81.3 Mu (k-ft) = 0.00 Bars #4 and bigger, Fy (ksi) = 60
e (ft) = 0.00
within middle 3rd
Footing Dimensions: Column/Pier Base: Shear Check:
Long (ft) =6 Long Direction (in) =12 Punching Vc (psi) = 170
Short (ft) =6 Short Direction (in)=12 Wide Bm Vc (psi) = 85
Thickness (in) =12 Wide Bm Shear Cap. (lb/in) > Shear Force (lb/in)
% in center band B=100%738 >334 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:122 >75 OK
q min (psf) =1447 q max (psf) =1447 OK
qu-max (psf) =2258 qu at edge of base (psf) =2258
qu-min (psf) =2258 qu at edge of base (psf) =2258
Reinforcing:
Reinforcement Top and Bottom(Y/N) =Y
Base As(min) on calc'd As(4/3) (Y/N) =Y
Check Development Length
L' long (ft) = 2.50 Bar size =#5 p =0.0018 Fy (psi) = 60000
Mu (k-ft) = 7.06 area of bar = 0.31 Min p =0.0024 Ld1 (in) =30.0
d (in)= 8.69 bar diameter = 0.625 Max p =0.0134 Ld2 (in) =15
As req(in^2/ft)= 0.19 Spacing (in) = 30 Use p =0.0024 Ld3 (in) =12
Total Bars = 3 Less than pmax, OK Available Ld (in) = 47.7 OK
Check Development Length
L' short (ft) = 2.50 Bar size =#5 p =0.0009 Fy (psi) = 60000
Mu (k-ft) = 3.53 area of bar = 0.31 Min p =0.0013 Ld1 (in) =30.0
d (in)= 8.06 bar diameter = 0.625 Max p =0.0134 Ld2 (in) =15
As req(in^2/ft)= 0.09 Spacing (in) = 61 Use p =0.0013 Ld3 (in) =12
Total Bars = 2 Less than pmax, OK Available Ld (in) = 47.1 OK
7-D Use:
w/ 3 #5 Top and Bottom
6.0 feet long x 6.0 feet wide x 12'' thick Footing
Each Way
7-D
Loads: (U = 1.2DL + 1.6LL)
Long Direction Check p
Short Direction Check p
1
51 of 62
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE07/14/22IF22-235Mountain West - Rexburg
Concrete Pad Footing
Strength Design per ACI 318-11
Mark:
Material Data
M DL (k-ft) =0.00 Allowable q (psf) =1500
P DL (k) =5.21 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =46.89 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 81.3 Mu (k-ft) = 0.00 Bars #4 and bigger, Fy (ksi) = 60
e (ft) = 0.00
within middle 3rd
Footing Dimensions: Column/Pier Base: Shear Check:
Long (ft) =6 Long Direction (in) =12 Punching Vc (psi) = 170
Short (ft) =6 Short Direction (in)=12 Wide Bm Vc (psi) = 85
Thickness (in) =12 Wide Bm Shear Cap. (lb/in) > Shear Force (lb/in)
% in center band B=100%738 >334 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:122 >75 OK
q min (psf) =1447 q max (psf) =1447 OK
qu-max (psf) =2258 qu at edge of base (psf) =2258
qu-min (psf) =2258 qu at edge of base (psf) =2258
Reinforcing:
Reinforcement Top and Bottom(Y/N) =Y
Base As(min) on calc'd As(4/3) (Y/N) =Y
Check Development Length
L' long (ft) = 2.50 Bar size =#5 p =0.0018 Fy (psi) = 60000
Mu (k-ft) = 7.06 area of bar = 0.31 Min p =0.0024 Ld1 (in) =30.0
d (in)= 8.69 bar diameter = 0.625 Max p =0.0134 Ld2 (in) =15
As req(in^2/ft)= 0.19 Spacing (in) = 30 Use p =0.0024 Ld3 (in) =12
Total Bars = 3 Less than pmax, OK Available Ld (in) = 47.7 OK
Check Development Length
L' short (ft) = 2.50 Bar size =#5 p =0.0009 Fy (psi) = 60000
Mu (k-ft) = 3.53 area of bar = 0.31 Min p =0.0013 Ld1 (in) =30.0
d (in)= 8.06 bar diameter = 0.625 Max p =0.0134 Ld2 (in) =15
As req(in^2/ft)= 0.09 Spacing (in) = 61 Use p =0.0013 Ld3 (in) =12
Total Bars = 2 Less than pmax, OK Available Ld (in) = 47.1 OK
8-A Use:
w/ 3 #5 Top and Bottom
6.0 feet long x 6.0 feet wide x 12'' thick Footing
Each Way
8-A
Loads: (U = 1.2DL + 1.6LL)
Long Direction Check p
Short Direction Check p
1
52 of 62
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE07/14/22IF22-235Mountain West - Rexburg
Concrete Pad Footing
Strength Design per ACI 318-11
Mark:
Material Data
M DL (k-ft) =0.00 Allowable q (psf) =1500
P DL (k) =5.21 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =46.89 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 81.3 Mu (k-ft) = 0.00 Bars #4 and bigger, Fy (ksi) = 60
e (ft) = 0.00
within middle 3rd
Footing Dimensions: Column/Pier Base: Shear Check:
Long (ft) =6 Long Direction (in) =12 Punching Vc (psi) = 170
Short (ft) =6 Short Direction (in)=12 Wide Bm Vc (psi) = 85
Thickness (in) =12 Wide Bm Shear Cap. (lb/in) > Shear Force (lb/in)
% in center band B=100%738 >334 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:122 >75 OK
q min (psf) =1447 q max (psf) =1447 OK
qu-max (psf) =2258 qu at edge of base (psf) =2258
qu-min (psf) =2258 qu at edge of base (psf) =2258
Reinforcing:
Reinforcement Top and Bottom(Y/N) =Y
Base As(min) on calc'd As(4/3) (Y/N) =Y
Check Development Length
L' long (ft) = 2.50 Bar size =#5 p =0.0018 Fy (psi) = 60000
Mu (k-ft) = 7.06 area of bar = 0.31 Min p =0.0024 Ld1 (in) =30.0
d (in)= 8.69 bar diameter = 0.625 Max p =0.0134 Ld2 (in) =15
As req(in^2/ft)= 0.19 Spacing (in) = 30 Use p =0.0024 Ld3 (in) =12
Total Bars = 3 Less than pmax, OK Available Ld (in) = 47.7 OK
Check Development Length
L' short (ft) = 2.50 Bar size =#5 p =0.0009 Fy (psi) = 60000
Mu (k-ft) = 3.53 area of bar = 0.31 Min p =0.0013 Ld1 (in) =30.0
d (in)= 8.06 bar diameter = 0.625 Max p =0.0134 Ld2 (in) =15
As req(in^2/ft)= 0.09 Spacing (in) = 61 Use p =0.0013 Ld3 (in) =12
Total Bars = 2 Less than pmax, OK Available Ld (in) = 47.1 OK
8-D Use:
w/ 3 #5 Top and Bottom
6.0 feet long x 6.0 feet wide x 12'' thick Footing
Each Way
8-D
Loads: (U = 1.2DL + 1.6LL)
Long Direction Check p
Short Direction Check p
1
53 of 62
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE07/14/22IF22-235Mountain West - Rexburg
Concrete Pad Footing
Strength Design per ACI 318-11
Mark:
Material Data
M DL (k-ft) =0.00 Allowable q (psf) =1500
P DL (k) =5.21 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =46.89 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 81.3 Mu (k-ft) = 0.00 Bars #4 and bigger, Fy (ksi) = 60
e (ft) = 0.00
within middle 3rd
Footing Dimensions: Column/Pier Base: Shear Check:
Long (ft) =6 Long Direction (in) =12 Punching Vc (psi) = 170
Short (ft) =6 Short Direction (in)=12 Wide Bm Vc (psi) = 85
Thickness (in) =12 Wide Bm Shear Cap. (lb/in) > Shear Force (lb/in)
% in center band B=100%738 >334 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:122 >75 OK
q min (psf) =1447 q max (psf) =1447 OK
qu-max (psf) =2258 qu at edge of base (psf) =2258
qu-min (psf) =2258 qu at edge of base (psf) =2258
Reinforcing:
Reinforcement Top and Bottom(Y/N) =Y
Base As(min) on calc'd As(4/3) (Y/N) =Y
Check Development Length
L' long (ft) = 2.50 Bar size =#5 p =0.0018 Fy (psi) = 60000
Mu (k-ft) = 7.06 area of bar = 0.31 Min p =0.0024 Ld1 (in) =30.0
d (in)= 8.69 bar diameter = 0.625 Max p =0.0134 Ld2 (in) =15
As req(in^2/ft)= 0.19 Spacing (in) = 30 Use p =0.0024 Ld3 (in) =12
Total Bars = 3 Less than pmax, OK Available Ld (in) = 47.7 OK
Check Development Length
L' short (ft) = 2.50 Bar size =#5 p =0.0009 Fy (psi) = 60000
Mu (k-ft) = 3.53 area of bar = 0.31 Min p =0.0013 Ld1 (in) =30.0
d (in)= 8.06 bar diameter = 0.625 Max p =0.0134 Ld2 (in) =15
As req(in^2/ft)= 0.09 Spacing (in) = 61 Use p =0.0013 Ld3 (in) =12
Total Bars = 2 Less than pmax, OK Available Ld (in) = 47.1 OK
9-A Use:
w/ 3 #5 Top and Bottom
6.0 feet long x 6.0 feet wide x 12'' thick Footing
Each Way
9-A
Loads: (U = 1.2DL + 1.6LL)
Long Direction Check p
Short Direction Check p
1
54 of 62
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE07/14/22IF22-235Mountain West - Rexburg
Concrete Pad Footing
Strength Design per ACI 318-11
Mark:
Material Data
M DL (k-ft) =0.00 Allowable q (psf) =1500
P DL (k) =5.21 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =46.89 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 81.3 Mu (k-ft) = 0.00 Bars #4 and bigger, Fy (ksi) = 60
e (ft) = 0.00
within middle 3rd
Footing Dimensions: Column/Pier Base: Shear Check:
Long (ft) =6 Long Direction (in) =12 Punching Vc (psi) = 170
Short (ft) =6 Short Direction (in)=12 Wide Bm Vc (psi) = 85
Thickness (in) =12 Wide Bm Shear Cap. (lb/in) > Shear Force (lb/in)
% in center band B=100%738 >334 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:122 >75 OK
q min (psf) =1447 q max (psf) =1447 OK
qu-max (psf) =2258 qu at edge of base (psf) =2258
qu-min (psf) =2258 qu at edge of base (psf) =2258
Reinforcing:
Reinforcement Top and Bottom(Y/N) =Y
Base As(min) on calc'd As(4/3) (Y/N) =Y
Check Development Length
L' long (ft) = 2.50 Bar size =#5 p =0.0018 Fy (psi) = 60000
Mu (k-ft) = 7.06 area of bar = 0.31 Min p =0.0024 Ld1 (in) =30.0
d (in)= 8.69 bar diameter = 0.625 Max p =0.0134 Ld2 (in) =15
As req(in^2/ft)= 0.19 Spacing (in) = 30 Use p =0.0024 Ld3 (in) =12
Total Bars = 3 Less than pmax, OK Available Ld (in) = 47.7 OK
Check Development Length
L' short (ft) = 2.50 Bar size =#5 p =0.0009 Fy (psi) = 60000
Mu (k-ft) = 3.53 area of bar = 0.31 Min p =0.0013 Ld1 (in) =30.0
d (in)= 8.06 bar diameter = 0.625 Max p =0.0134 Ld2 (in) =15
As req(in^2/ft)= 0.09 Spacing (in) = 61 Use p =0.0013 Ld3 (in) =12
Total Bars = 2 Less than pmax, OK Available Ld (in) = 47.1 OK
9-D Use:
w/ 3 #5 Top and Bottom
6.0 feet long x 6.0 feet wide x 12'' thick Footing
Each Way
9-D
Loads: (U = 1.2DL + 1.6LL)
Long Direction Check p
Short Direction Check p
1
55 of 62
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE07/14/22IF22-235Mountain West - Rexburg
Concrete Pad Footing
Strength Design per ACI 318-11
Mark:
Material Data
M DL (k-ft) =0.00 Allowable q (psf) =1500
P DL (k) =5.21 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =46.89 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 81.3 Mu (k-ft) = 0.00 Bars #4 and bigger, Fy (ksi) = 60
e (ft) = 0.00
within middle 3rd
Footing Dimensions: Column/Pier Base: Shear Check:
Long (ft) =6 Long Direction (in) =12 Punching Vc (psi) = 170
Short (ft) =6 Short Direction (in)=12 Wide Bm Vc (psi) = 85
Thickness (in) =12 Wide Bm Shear Cap. (lb/in) > Shear Force (lb/in)
% in center band B=100%738 >334 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:122 >75 OK
q min (psf) =1447 q max (psf) =1447 OK
qu-max (psf) =2258 qu at edge of base (psf) =2258
qu-min (psf) =2258 qu at edge of base (psf) =2258
Reinforcing:
Reinforcement Top and Bottom(Y/N) =Y
Base As(min) on calc'd As(4/3) (Y/N) =Y
Check Development Length
L' long (ft) = 2.50 Bar size =#5 p =0.0018 Fy (psi) = 60000
Mu (k-ft) = 7.06 area of bar = 0.31 Min p =0.0024 Ld1 (in) =30.0
d (in)= 8.69 bar diameter = 0.625 Max p =0.0134 Ld2 (in) =15
As req(in^2/ft)= 0.19 Spacing (in) = 30 Use p =0.0024 Ld3 (in) =12
Total Bars = 3 Less than pmax, OK Available Ld (in) = 47.7 OK
Check Development Length
L' short (ft) = 2.50 Bar size =#5 p =0.0009 Fy (psi) = 60000
Mu (k-ft) = 3.53 area of bar = 0.31 Min p =0.0013 Ld1 (in) =30.0
d (in)= 8.06 bar diameter = 0.625 Max p =0.0134 Ld2 (in) =15
As req(in^2/ft)= 0.09 Spacing (in) = 61 Use p =0.0013 Ld3 (in) =12
Total Bars = 2 Less than pmax, OK Available Ld (in) = 47.1 OK
10-A Use:
w/ 3 #5 Top and Bottom
6.0 feet long x 6.0 feet wide x 12'' thick Footing
Each Way
10-A
Loads: (U = 1.2DL + 1.6LL)
Long Direction Check p
Short Direction Check p
1
56 of 62
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE07/14/22IF22-235Mountain West - Rexburg
Concrete Pad Footing
Strength Design per ACI 318-11
Mark:
Material Data
M DL (k-ft) =0.00 Allowable q (psf) =1500
P DL (k) =0.06 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =0.54 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 0.9 Mu (k-ft) = 0.00 Bars #4 and bigger, Fy (ksi) = 60
e (ft) = 0.00
within middle 3rd
Footing Dimensions: Column/Pier Base: Shear Check:
Long (ft) =3 Long Direction (in) =12 Punching Vc (psi) = 170
Short (ft) =3 Short Direction (in)=12 Wide Bm Vc (psi) = 85
Thickness (in) =10 Wide Bm Shear Cap. (lb/in) > Shear Force (lb/in)
% in center band B=100%574 >4 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:86 >1 OK
q min (psf) =67 q max (psf) =67 OK
qu-max (psf) =104 qu at edge of base (psf) =104
qu-min (psf) =104 qu at edge of base (psf) =104
Reinforcing:
Reinforcement Top and Bottom(Y/N) =Y
Base As(min) on calc'd As(4/3) (Y/N) =Y
Check Development Length
L' long (ft) = 1.00 Bar size =#4 p =0.0000 Fy (psi) = 60000
Mu (k-ft) = 0.05 area of bar = 0.20 Min p =0.0000 Ld1 (in) =24.0
d (in)= 6.75 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12
As req(in^2/ft)= 0.00 Spacing (in) = 2102 Use p =0.0000 Ld3 (in) =12
Total Bars = 1 Less than pmax, OK Available Ld (in) = 27.8 OK
Check Development Length
L' short (ft) = 1.00 Bar size =#4 p =0.0000 Fy (psi) = 60000
Mu (k-ft) = 0.03 area of bar = 0.20 Min p =0.0000 Ld1 (in) =24.0
d (in)= 6.25 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12
As req(in^2/ft)= 0.00 Spacing (in) = 4205 Use p =0.0000 Ld3 (in) =12
Total Bars = 1 Less than pmax, OK Available Ld (in) = 27.3 OK
10-B Use:
w/ 1 #4 Top and Bottom
3.0 feet long x 3.0 feet wide x 10'' thick Footing
Each Way
10-B
Loads: (U = 1.2DL + 1.6LL)
Long Direction Check p
Short Direction Check p
1
57 of 62
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE07/14/22IF22-235Mountain West - Rexburg
Concrete Pad Footing
Strength Design per ACI 318-11
Mark:
Material Data
M DL (k-ft) =0.00 Allowable q (psf) =1500
P DL (k) =0.06 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =0.54 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 0.9 Mu (k-ft) = 0.00 Bars #4 and bigger, Fy (ksi) = 60
e (ft) = 0.00
within middle 3rd
Footing Dimensions: Column/Pier Base: Shear Check:
Long (ft) =3 Long Direction (in) =12 Punching Vc (psi) = 170
Short (ft) =3 Short Direction (in)=12 Wide Bm Vc (psi) = 85
Thickness (in) =10 Wide Bm Shear Cap. (lb/in) > Shear Force (lb/in)
% in center band B=100%574 >4 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:86 >1 OK
q min (psf) =67 q max (psf) =67 OK
qu-max (psf) =104 qu at edge of base (psf) =104
qu-min (psf) =104 qu at edge of base (psf) =104
Reinforcing:
Reinforcement Top and Bottom(Y/N) =Y
Base As(min) on calc'd As(4/3) (Y/N) =Y
Check Development Length
L' long (ft) = 1.00 Bar size =#4 p =0.0000 Fy (psi) = 60000
Mu (k-ft) = 0.05 area of bar = 0.20 Min p =0.0000 Ld1 (in) =24.0
d (in)= 6.75 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12
As req(in^2/ft)= 0.00 Spacing (in) = 2102 Use p =0.0000 Ld3 (in) =12
Total Bars = 1 Less than pmax, OK Available Ld (in) = 27.8 OK
Check Development Length
L' short (ft) = 1.00 Bar size =#4 p =0.0000 Fy (psi) = 60000
Mu (k-ft) = 0.03 area of bar = 0.20 Min p =0.0000 Ld1 (in) =24.0
d (in)= 6.25 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12
As req(in^2/ft)= 0.00 Spacing (in) = 4205 Use p =0.0000 Ld3 (in) =12
Total Bars = 1 Less than pmax, OK Available Ld (in) = 27.3 OK
10-C Use:
w/ 1 #4 Top and Bottom
10-C
Loads: (U = 1.2DL + 1.6LL)
Long Direction Check p
Short Direction Check p
3.0 feet long x 3.0 feet wide x 10'' thick Footing
Each Way
1
58 of 62
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE07/14/22IF22-235Mountain West - Rexburg
Concrete Pad Footing
Strength Design per ACI 318-11
Mark:
Material Data
M DL (k-ft) =0.00 Allowable q (psf) =1500
P DL (k) =5.21 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =46.89 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 81.3 Mu (k-ft) = 0.00 Bars #4 and bigger, Fy (ksi) = 60
e (ft) = 0.00
within middle 3rd
Footing Dimensions: Column/Pier Base: Shear Check:
Long (ft) =6 Long Direction (in) =12 Punching Vc (psi) = 170
Short (ft) =6 Short Direction (in)=12 Wide Bm Vc (psi) = 85
Thickness (in) =12 Wide Bm Shear Cap. (lb/in) > Shear Force (lb/in)
% in center band B=100%738 >334 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:122 >75 OK
q min (psf) =1447 q max (psf) =1447 OK
qu-max (psf) =2258 qu at edge of base (psf) =2258
qu-min (psf) =2258 qu at edge of base (psf) =2258
Reinforcing:
Reinforcement Top and Bottom(Y/N) =Y
Base As(min) on calc'd As(4/3) (Y/N) =Y
Check Development Length
L' long (ft) = 2.50 Bar size =#5 p =0.0018 Fy (psi) = 60000
Mu (k-ft) = 7.06 area of bar = 0.31 Min p =0.0024 Ld1 (in) =30.0
d (in)= 8.69 bar diameter = 0.625 Max p =0.0134 Ld2 (in) =15
As req(in^2/ft)= 0.19 Spacing (in) = 30 Use p =0.0024 Ld3 (in) =12
Total Bars = 3 Less than pmax, OK Available Ld (in) = 47.7 OK
Check Development Length
L' short (ft) = 2.50 Bar size =#5 p =0.0009 Fy (psi) = 60000
Mu (k-ft) = 3.53 area of bar = 0.31 Min p =0.0013 Ld1 (in) =30.0
d (in)= 8.06 bar diameter = 0.625 Max p =0.0134 Ld2 (in) =15
As req(in^2/ft)= 0.09 Spacing (in) = 61 Use p =0.0013 Ld3 (in) =12
Total Bars = 2 Less than pmax, OK Available Ld (in) = 47.1 OK
10-D Use:
w/ 3 #5 Top and Bottom
10-D
Loads: (U = 1.2DL + 1.6LL)
Long Direction Check p
Short Direction Check p
6.0 feet long x 6.0 feet wide x 12'' thick Footing
Each Way
1
59 of 62
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE07/14/22IF22-235Mountain West - Rexburg
Concrete Pad Footing
Strength Design per ACI 318-11
Mark:
Material Data
M DL (k-ft) =0.00 Allowable q (psf) =1500
P DL (k) =3.74 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =19.03 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 34.9 Mu (k-ft) = 0.00 Bars #4 and bigger, Fy (ksi) = 60
e (ft) = 0.00
within middle 3rd
Footing Dimensions: Column/Pier Base: Shear Check:
Long (ft) =4 Long Direction (in) =12 Punching Vc (psi) = 170
Short (ft) =4 Short Direction (in)=12 Wide Bm Vc (psi) = 85
Thickness (in) =12 Wide Bm Shear Cap. (lb/in) > Shear Force (lb/in)
% in center band B=100%744 >140 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:123 >28 OK
q min (psf) =1423 q max (psf) =1423 OK
qu-max (psf) =2183 qu at edge of base (psf) =2183
qu-min (psf) =2183 qu at edge of base (psf) =2183
Reinforcing:
Reinforcement Top and Bottom(Y/N) =Y
Base As(min) on calc'd As(4/3) (Y/N) =Y
Check Development Length
L' long (ft) = 1.50 Bar size =#4 p =0.0006 Fy (psi) = 60000
Mu (k-ft) = 2.46 area of bar = 0.20 Min p =0.0008 Ld1 (in) =24.0
d (in)= 8.75 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12
As req(in^2/ft)= 0.06 Spacing (in) = 57 Use p =0.0008 Ld3 (in) =12
Total Bars = 2 Less than pmax, OK Available Ld (in) = 35.8 OK
Check Development Length
L' short (ft) = 1.50 Bar size =#4 p =0.0003 Fy (psi) = 60000
Mu (k-ft) = 1.23 area of bar = 0.20 Min p =0.0004 Ld1 (in) =24.0
d (in)= 8.25 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12
As req(in^2/ft)= 0.03 Spacing (in) = 115 Use p =0.0004 Ld3 (in) =12
Total Bars = 1 Less than pmax, OK Available Ld (in) = 35.3 OK
F2 Use:
w/ 2 #4 Top and Bottom
4.0 feet long x 4.0 feet wide x 12'' thick Footing
Each Way
F2
Loads: (U = 1.2DL + 1.6LL)
Long Direction Check p
Short Direction Check p
1
60 of 62
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE07/14/22IF22-235Mountain West - Rexburg
Concrete Pad Footing
Strength Design per ACI 318-11
Mark:
Material Data
M DL (k-ft) =0.00 Allowable q (psf) =1500
P DL (k) =1.60 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =5.00 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 9.9 Mu (k-ft) = 0.00 Bars #4 and bigger, Fy (ksi) = 60
e (ft) = 0.00
within middle 3rd
Footing Dimensions: Column/Pier Base: Shear Check:
Long (ft) =3 Long Direction (in) =12 Punching Vc (psi) = 170
Short (ft) =3 Short Direction (in)=12 Wide Bm Vc (psi) = 85
Thickness (in) =10 Wide Bm Shear Cap. (lb/in) > Shear Force (lb/in)
% in center band B=100%574 >40 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:86 >7 OK
q min (psf) =733 q max (psf) =733 OK
qu-max (psf) =1102 qu at edge of base (psf) =1102
qu-min (psf) =1102 qu at edge of base (psf) =1102
Reinforcing:
Reinforcement Top and Bottom(Y/N) =Y
Base As(min) on calc'd As(4/3) (Y/N) =Y
Check Development Length
L' long (ft) = 1.00 Bar size =#4 p =0.0002 Fy (psi) = 60000
Mu (k-ft) = 0.55 area of bar = 0.20 Min p =0.0003 Ld1 (in) =24.0
d (in)= 6.75 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12
As req(in^2/ft)= 0.02 Spacing (in) = 198 Use p =0.0003 Ld3 (in) =12
Total Bars = 1 Less than pmax, OK Available Ld (in) = 27.8 OK
Check Development Length
L' short (ft) = 1.00 Bar size =#4 p =0.0001 Fy (psi) = 60000
Mu (k-ft) = 0.28 area of bar = 0.20 Min p =0.0002 Ld1 (in) =24.0
d (in)= 6.25 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12
As req(in^2/ft)= 0.01 Spacing (in) = 396 Use p =0.0002 Ld3 (in) =12
Total Bars = 1 Less than pmax, OK Available Ld (in) = 27.3 OK
F3 Use:
w/ 1 #4 Top and Bottom
F3
Loads: (U = 1.2DL + 1.6LL)
Long Direction Check p
Short Direction Check p
3.0 feet long x 3.0 feet wide x 10'' thick Footing
Each Way
1
61 of 62
FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE07/14/22IF22-235Mountain West - Rexburg
Concrete Pad Footing
Strength Design per ACI 318-11
Mark:
Material Data
M DL (k-ft) =0.00 Allowable q (psf) =1500
P DL (k) =1.52 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85
P LL (k) =5.72 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40
Pu (k) = 11.0 Mu (k-ft) = 0.00 Bars #4 and bigger, Fy (ksi) = 60
e (ft) = 0.00
within middle 3rd
Footing Dimensions: Column/Pier Base: Shear Check:
Long (ft) =3 Long Direction (in) =12 Punching Vc (psi) = 170
Short (ft) =3 Short Direction (in)=12 Wide Bm Vc (psi) = 85
Thickness (in) =10 Wide Bm Shear Cap. (lb/in) > Shear Force (lb/in)
% in center band B=100%574 >44 OK
Punching Shear Resistance (k) > Applied Force (k)
Bearing Pressures:86 >8 OK
q min (psf) =804 q max (psf) =804 OK
qu-max (psf) =1219 qu at edge of base (psf) =1219
qu-min (psf) =1219 qu at edge of base (psf) =1219
Reinforcing:
Reinforcement Top and Bottom(Y/N) =Y
Base As(min) on calc'd As(4/3) (Y/N) =Y
Check Development Length
L' long (ft) = 1.00 Bar size =#4 p =0.0002 Fy (psi) = 60000
Mu (k-ft) = 0.61 area of bar = 0.20 Min p =0.0003 Ld1 (in) =24.0
d (in)= 6.75 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12
As req(in^2/ft)= 0.02 Spacing (in) = 179 Use p =0.0003 Ld3 (in) =12
Total Bars = 1 Less than pmax, OK Available Ld (in) = 27.8 OK
Check Development Length
L' short (ft) = 1.00 Bar size =#4 p =0.0001 Fy (psi) = 60000
Mu (k-ft) = 0.30 area of bar = 0.20 Min p =0.0002 Ld1 (in) =24.0
d (in)= 6.25 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12
As req(in^2/ft)= 0.01 Spacing (in) = 358 Use p =0.0002 Ld3 (in) =12
Total Bars = 1 Less than pmax, OK Available Ld (in) = 27.3 OK
Awning Footing Use:
w/ 1 #4 Top and Bottom
3.0 feet long x 3.0 feet wide x 10'' thick Footing
Each Way
Awning Footing
Loads: (U = 1.2DL + 1.6LL)
Long Direction Check p
Short Direction Check p
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FROST Structural Engineering
Project Name:Project No. : Eng. : Date : Sheet :
DBP FSE07/14/22IF22-235Mountain West - Rexburg