A06_MACA_318788_-_217852_-_STRUCTURAL_CALCULATIONS_attachement_7.PDF
PDF 2 MB Posted
- Attached to
- Mammoth Caves -RECONSTRUCT HERITAGE TRAIL BOARDWA Federal contract opportunity
- Solicitation number
- 140P5324R0026
About this file
This document contains structural calculations and design details for a cantilevered retaining wall as part of a federal contract opportunity to renovate and restore the Heritage Trail in Cave City, Kentucky. The design is based on the 2021 International Building Code and includes calculations for loads, structural analysis, and reinforcement for concrete retaining walls up to 10 feet high. The document provides comprehensive details on the wall construction, including concrete specifications, rebar sizes and spacing, footing dimensions, and stability analyses. This appears to be a technical design submittal rather than a solicitation document, as it does not contain information about the overall federal contract opportunity.
View the file
Other files for this federal contract opportunity
Show all 23
On GovTribe
Work with this file on GovTribe
- Download the original file
- Contacts named in this file
- Similar government files
- Ask GovTribe AI about this file
Text version
January 31, 2024
AMI PROJECT # 211117
MACA 318788, 217852
RENOVATE AND RESTORE HERITAGE TRAIL
CAVE CITY, KY
STRUCTURAL CALCULATIONS
Contents
SECTION 1 – General
SECTION 2 – Loads
SECTION 3 – Analysis and Design - Railing
SECTION 1 – General
The design of platforms, walkways, ramps and retaining walls was based on the 2021 IBC.
General:
Walkways will be placed on the existing soils and rock. Data from geotechnical surveys was used for the base design of the concrete footing and retaining wall systems.
Concrete: Minimum 28-day strength of 3,500 psi for paving and stairs
Minimum 28-day strength of 4,000 psi for foundations and footings
SECTION 2 – Loads
Handrails and Top Rails of Guards (by others):
• Uniform load of 50 lbf/ft. applied in any direction.
• Concentrated load of 200 lbf applied in any direction.
• Uniform and concentrated loads need not be assumed to act concurrently.
Infill of Guards (by others):
• Concentrated load of 50 lbf applied horizontally on an area of 1 sq. ft.
• Infill load and other loads need not be assumed to act concurrently.
Stairs, platforms, walkways:
• Live load of 100 psf uniform or 300 pound concentrated load
Slabs and Pavers:
• Live load of 100 psf uniform or 1000 pound concentrated load
SECTION 3 – Analysis and Design
Project Information LIC# : KW-06017390, Build:20.23.2.14 AMI CONSULTING ENGINEERS (c) ENERCALC INC 1983-2022
Project File: heritage trail.ec6
Project Title: MACA Heritage Trail Engineer: S Ekman Project ID: 211117 Project Descr:
MACA Heritage Trail
Description :
Address : , Cave City, KY
Project Leader : S Ekman Phone : eMail :
Project Notes
Fax :
I.D. : 211117
Project Title :
Cantilevered Retaining Wall
DESCRIPTION: 7.5 FT high with rock Retaining Wall
Project File: heritage trail.ec6
Project Title: MACA Heritage Trail and Sand Cave Engineer: S Ekman Project ID: 211117 Project Descr:
Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16
9.50 0.00 0.00
24.00
1,500.0
35.0
0.0 250.0
Criteria Soil Data
Retained Height = ft Wall height above soil = ft Active Heel Pressure = psf/ft Slope Behind Wall Height of Soil over Toe in Water height over heel = ft
120.00= pcf
Soil Density, Heel
Passive Pressure = psf/ft
Allow Soil Bearing = psf
Soil Density, Toe 120.00 pcf Footing||Soil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in
Equivalent Fluid Pressure Method
Surcharge Loads Adjacent Footing Load
Load Type
100.0 Lateral Load = 0.0 #/ft
0.0
0.0 0.0 0.0
Axial Load Applied to Stem Wall to Ftg CL Dist = 0.00 ft
Wind on Exposed Stem psf0.0=
Lateral Load Applied to Stem Surcharge Over Heel = psf Adjacent Footing Load = 0.0 lbs
Axial Dead Load (Service Level)
= lbs
Footing Type Spread Footing
Surcharge Over Toe psf Footing Width = 0.00 ft...Height to Top = 0.00 ft Eccentricity = 0.00 in...Height to Bottom = 0.00 ft
Used To Resist Sliding & Overturning
Used for Sliding & Overturning
== 0.0 ft Axial Live Load =
Base Above/Below Soil lbs
Axial Load Eccentricity = =Poisson's Ratio 0.300 at Back of Wall in (Strength Level)
Dead Load (D)=
DESCRIPTION: 7.5 FT high with rock Retaining Wall
Project File: heritage trail.ec6
Project Title: MACA Heritage Trail and Sand Cave Engineer: S Ekman Project ID: 211117 Project Descr:
Design Summary
Wall Stability Ratios Overturning = 3.07
Global Stability = 2.46
OK
Sliding = 1.63 OK
Total Bearing Load = 6,571 lbs ...resultant ecc. = 6.04 in
Eccentricity within middle third Soil Pressure @ Toe = 1,481 psf OK Soil Pressure @ Heel = 541 psf OK
Allowable = 1,500 psf Soil Pressure Less Than Allowable
ACI Factored @ Toe = 2,073 psf ACI Factored @ Heel = 758 psf Footing Shear @ Toe = 17.0 psi OK Footing Shear @ Heel = 10.9 psi OK
Allowable = 94.9 psi
Sliding Calcs Lateral Sliding Force = 2,302.2 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd
....for 1.5 Stability = 0.0=
2,628.6 1,128.5
0.0 lbs lbs lbs OK lbs OK
Masonry Block Type =
Stem Construction 3rd 2nd Stem OKStem OK Stem OK
Bottom
Shear.....Actual
Design Height Above Ftg = 6.00ft 2.00 0.00 Wall Material Above "Ht" = Concrete Concrete Concrete
Thickness = 19.50 23.50 27.50 Rebar Size = ## #6 6 7 Rebar Spacing = 12.00 12.00 12.00 Rebar Placed at = 10.125 14.125 18.063
Design Data fb/FB + fa/Fa = 0.035 0.192 0.212 Total Force @ Section
=lbs
Moment....Actual =ft-#
Moment.....Allowable = 19,405.0 27,325.0 47,575.4ft-#
=psi
Shear.....Allowable = 94.9 94.9psi 94.9
Wall Weight = 243.8 293.8psf 343.8 Rebar Depth 'd' = 10.13in 14.13 18.06
Masonry Data f'm =psi Fs =psi Solid Grouting = Modular Ratio 'n' = Equiv. Solid Thick. =
Concrete Data f'c = 4,000.0 4,000.0psi 4,000.0 Fy = 60,000.0 60,000.0
Masonry Design Method ASD=
Load Factors Building Code Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 psi 60,000.0
Service Level = 506.3 1,925.0lbs 2,970.3Strength Level
Service Level Strength Level = 686.0 5,250.0 10,108.0ft-#
Service Level Strength Level = 4.2 11.4 13.7psi
Design Method = SD SD SDSD
Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing
Anet (Masonry) =in2
DESCRIPTION: 7.5 FT high with rock Retaining Wall
Project File: heritage trail.ec6
Project Title: MACA Heritage Trail and Sand Cave Engineer: S Ekman Project ID: 211117 Project Descr:
Concrete Stem Rebar Area Details 3rd Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.0155 in2/ft (4/3) * As : 0.0207 in2/ft Min Stem T&S Reinf Area 1.638 in2 200bd/fy : 200(12)(10.125)/60000 : 0.405 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.468 in2/ft 0.0018bh : 0.0018(12)(19.5) : 0.4212 in2/ft Horizontal Reinforcing Options :
============ One layer of : Two layers of :
Required Area : 0.4212 in2/ft #4@ 5.13 in #4@ 10.26 in Provided Area : 0.44 in2/ft #5@ 7.95 in #5@ 15.90 in Maximum Area : 2.1946 in2/ft #6@ 11.28 in #6@ 22.56 in 2nd Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.0845 in2/ft (4/3) * As : 0.1127 in2/ft Min Stem T&S Reinf Area 2.256 in2 200bd/fy : 200(12)(14.125)/60000 : 0.565 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.564 in2/ft 0.0018bh : 0.0018(12)(23.5) : 0.5076 in2/ft Horizontal Reinforcing Options :
============ One layer of : Two layers of :
Required Area : 0.5076 in2/ft #4@ 4.26 in #4@ 8.51 in Provided Area : 0.44 in2/ft #5@ 6.60 in #5@ 13.19 in Maximum Area : 3.0616 in2/ft #6@ 9.36 in #6@ 18.72 in Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.1266 in2/ft (4/3) * As : 0.1688 in2/ft Min Stem T&S Reinf Area 1.320 in2 200bd/fy : 200(12)(18.063)/60000 : 0.7225 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.660 in2/ft 0.0018bh : 0.0018(12)(27.5) : 0.594 in2/ft Horizontal Reinforcing Options :
============ One layer of : Two layers of :
Required Area : 0.594 in2/ft #4@ 3.64 in #4@ 7.27 in Provided Area : 0.6 in2/ft #5@ 5.64 in #5@ 11.27 in Maximum Area : 3.9152 in2/ft #6@ 8.00 in #6@ 16.00 in
DESCRIPTION: 7.5 FT high with rock Retaining Wall
Project File: heritage trail.ec6
Project Title: MACA Heritage Trail and Sand Cave Engineer: S Ekman Project ID: 211117 Project Descr:
2.50 4.00
14.00
Footing Torsion, Tu = ft-lbs0.00 Min. As %
Footing Allow. Torsion, phi Tu
0.0018
= ft-lbs
Footing Data
If torsion exceeds allowable, provide f'c
0.00
= 4,000 psi
Toe Width = ft Heel Width =
Key Distance from Toe Key Depth Key Width = in
= in
0.00 0.00
0.00 ft
Footing Thickness = in 6.50=
Cover @ Top =3.00 in@ Btm.= 3.00 in
Total Footing Width
= 150.00 pcfFooting Concrete Density Fy = 60,000 psi
Footing Design Results
Key:
No key defined
Factored Pressure Mu' : Upward Mu' : Downward Mu: Design
Actual 1-Way Shear Allow 1-Way Shear
Toe: #4@ 7.93 in, #5@ 12.30 in, #6@ 17.46 in, #7@ 23.80 in, #8@ 31.34 in, #9@
39.68 in, #10@ 50.39 in
#4@ 7.93 in, #5@ 12.30 in, #6@ 17.46 in, #7@ 23.80 in, #8@ 31.34 in, #9@
39.68 in, #10@ 50.39 in
= # 4 @ 11.11 in
2,073 5,952 1,556 4,395
16.96 94.87
Heel:
1,274 2,536 1,262
10.95 94.87
HeelToe psf ft-# ft-# ft-# psi psi
Heel Reinforcing = # 6 @ 14.00 in
Other Acceptable Sizes & Spacings
Key Reinforcing
Toe Reinforcing = # 7 @ 12.00 in
Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars:
1.97 0.30
#4@ 7.94 in #5@ 12.30 in #6@ 17.46 in in2 in2 /ft
If two layers of horizontal bars:
#4@ 15.87 in #5@ 24.60 in #6@ 34.92 in supplemental design for footing torsion.
phiMn 17,56027,328= ft-#
OKOK
DESCRIPTION: 7.5 FT high with rock Retaining Wall
Project File: heritage trail.ec6
Project Title: MACA Heritage Trail and Sand Cave Engineer: S Ekman Project ID: 211117 Project Descr:
Summary of Overturning & Resisting Forces & Moments
.....RESISTING..........OVERTURNING
Force Distance Moment Distance Moment Item
Force ft-# lbs ftft ft-#lbs
Sloped Soil Over Heel 1,659.35.33311.1=Surcharge over Heel
Surcharge Over Heel
170.8 5.65 964.5=
Adjacent Footing Load =Adjacent Footing Load
Axial Dead Load on Stem= =* Axial Live Load on Stem
Soil Over Toe Surcharge Over Toe
Surcharge Over Toe
Load @ Stem Above Soil
600.0 1.25 750.0=
Stem Weight(s)
2,715.6 3.82 10,380.9 Earth @ Stem Transitions
=Footing Weight
1,137.5 3.25 3,696.9 Key Weight
Added Lateral Load lbs
= 8,738.8
Vert. Component
Total
6,571.5 26,787.6
* Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation.
Total = R.M.
=2,302.2 O.T.M.
Resisting/Overturning Ratio = 3.07
Vertical Loads used for Soil Pressure = 6,571.5 lbs
Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance.
Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl)
1,947.5 5.65 5.65
10,995.3 10,995.3
Water Table Buoyant Force =
HL Act Pres (ab water tbl) HL Act Pres (be water tbl)
1,991.1 3.56 7,079.5
Hydrostatic Force
Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.060 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil.
DESCRIPTION: 7.5 FT high with rock Retaining Wall
Project File: heritage trail.ec6
Project Title: MACA Heritage Trail and Sand Cave Engineer: S Ekman Project ID: 211117 Project Descr:
Rebar Lap & Embedment Lengths Information Stem Design Segment: 3rd Stem Design Height: 6.00 ft above top of footing
Lap Splice length for #6 bar specified in this stem design segment (25.4.2.3a) = 22.20 in Development length for #6 bar specified in this stem design segment = 17.08 in
Stem Design Segment: 2nd Stem Design Height: 2.00 ft above top of footing
Lap Splice length for #6 bar specified in this stem design segment (25.4.2.3a) = 22.20 in Development length for #6 bar specified in this stem design segment = 17.08 in
Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing
Lap Splice length for #7 bar specified in this stem design segment (25.4.2.3a) = 32.37 in Development length for #7 bar specified in this stem design segment = 24.90 in
Hooked embedment length into footing for #7 bar specified in this stem design segment = 8.16 in As Provided = 0.6000 in2/ft As Required = 0.4212 in2/ft
DESCRIPTION: 7.5 FT high with rock Retaining Wall
Project File: heritage trail.ec6
Project Title: MACA Heritage Trail and Sand Cave Engineer: S Ekman Project ID: 211117 Project Descr:
DESCRIPTION: 7.5 FT high with rock Retaining Wall
Project File: heritage trail.ec6
Project Title: MACA Heritage Trail and Sand Cave Engineer: S Ekman
DESCRIPTION: 5 FT high with rock Retaining Wall
Project File: heritage trail.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16
7.50 0.00 0.00
18.00
1,500.0
35.0
0.0 250.0
Criteria Soil Data
Retained Height = ft Wall height above soil = ft Active Heel Pressure = psf/ft Slope Behind Wall Height of Soil over Toe in Water height over heel = ft
120.00= pcf
Soil Density, Heel
Passive Pressure = psf/ft
Allow Soil Bearing = psf
Soil Density, Toe 120.00 pcf Footing||Soil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in
Equivalent Fluid Pressure Method
Surcharge Loads Adjacent Footing Load
Load Type
100.0 Lateral Load = 0.0 #/ft
0.0
0.0 0.0 0.0
Axial Load Applied to Stem Wall to Ftg CL Dist = 0.00 ft
Wind on Exposed Stem psf0.0=
Lateral Load Applied to Stem Surcharge Over Heel = psf Adjacent Footing Load = 0.0 lbs
Axial Dead Load (Service Level)
= lbs
Footing Type Spread Footing
Surcharge Over Toe psf Footing Width = 0.00 ft...Height to Top = 0.00 ft Eccentricity = 0.00 in...Height to Bottom = 0.00 ft
Used To Resist Sliding & Overturning
Used for Sliding & Overturning
== 0.0 ft Axial Live Load =
Base Above/Below Soil lbs
Axial Load Eccentricity = =Poisson's Ratio 0.300 at Back of Wall in
DESCRIPTION: 5 FT high with rock Retaining Wall
Project File: heritage trail.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Design Summary
Wall Stability Ratios Overturning = 2.84
Global Stability = 2.64
OK
Sliding = 1.66 OK
Total Bearing Load = 4,581 lbs ...resultant ecc. = 6.37 in
Eccentricity within middle third Soil Pressure @ Toe = 1,500 psf OK Soil Pressure @ Heel = 333 psf OK
Allowable = 1,500 psf Soil Pressure Less Than Allowable
ACI Factored @ Toe = 2,100 psf ACI Factored @ Heel = 466 psf Footing Shear @ Toe = 7.4 psi OK Footing Shear @ Heel = 7.5 psi OK
Allowable = 94.9 psi
Sliding Calcs Lateral Sliding Force = 1,567.2 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd
....for 1.5 Stability = 0.0=
1,832.6 763.9
0.0 lbs lbs lbs OK lbs OK
Masonry Block Type =
Stem Construction 3rd 2nd Stem OKStem OK Stem OK
Bottom
Shear.....Actual
Design Height Above Ftg = 6.00ft 2.00 0.00 Wall Material Above "Ht" = Concrete Concrete Concrete
Thickness = 19.50 23.50 27.50 Rebar Size = ## #6 6 7 Rebar Spacing = 12.00 12.00 12.00 Rebar Placed at = 10.125 14.125 18.063
Design Data fb/FB + fa/Fa = 0.004 0.082 0.110 Total Force @ Section
=lbs
Moment....Actual =ft-#
Moment.....Allowable = 19,405.0 27,325.0 47,575.4ft-#
=psi
Shear.....Allowable = 94.9 94.9psi 94.9
Wall Weight = 243.8 293.8psf 343.8 Rebar Depth 'd' = 10.13in 14.13 18.06
Masonry Data f'm =psi Fs =psi Solid Grouting = Modular Ratio 'n' = Equiv. Solid Thick. =
Concrete Data f'c = 4,000.0 4,000.0psi 4,000.0 Fy = 60,000.0 60,000.0
Masonry Design Method ASD=
Load Factors Building Code Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 psi 60,000.0
Service Level = 133.0 1,103.7lbs 1,925.0Strength Level
Service Level Strength Level = 84.0 2,258.7 5,250.0ft-#
Service Level Strength Level = 1.1 6.5 8.9psi
Design Method = SD SD SDSD
Vertical component of active lateral soil pressure IS
DESCRIPTION: 5 FT high with rock Retaining Wall
Project File: heritage trail.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Concrete Stem Rebar Area Details 3rd Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.0019 in2/ft (4/3) * As : 0.0025 in2/ft Min Stem T&S Reinf Area 0.702 in2 200bd/fy : 200(12)(10.125)/60000 : 0.405 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.468 in2/ft 0.0018bh : 0.0018(12)(19.5) : 0.4212 in2/ft Horizontal Reinforcing Options :
============ One layer of : Two layers of :
Required Area : 0.4212 in2/ft #4@ 5.13 in #4@ 10.26 in Provided Area : 0.44 in2/ft #5@ 7.95 in #5@ 15.90 in Maximum Area : 2.1946 in2/ft #6@ 11.28 in #6@ 22.56 in 2nd Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.0364 in2/ft (4/3) * As : 0.0485 in2/ft Min Stem T&S Reinf Area 2.256 in2 200bd/fy : 200(12)(14.125)/60000 : 0.565 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.564 in2/ft 0.0018bh : 0.0018(12)(23.5) : 0.5076 in2/ft Horizontal Reinforcing Options :
============ One layer of : Two layers of :
Required Area : 0.5076 in2/ft #4@ 4.26 in #4@ 8.51 in Provided Area : 0.44 in2/ft #5@ 6.60 in #5@ 13.19 in Maximum Area : 3.0616 in2/ft #6@ 9.36 in #6@ 18.72 in Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.0657 in2/ft (4/3) * As : 0.0877 in2/ft Min Stem T&S Reinf Area 1.320 in2 200bd/fy : 200(12)(18.063)/60000 : 0.7225 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.660 in2/ft 0.0018bh : 0.0018(12)(27.5) : 0.594 in2/ft Horizontal Reinforcing Options :
============ One layer of : Two layers of :
Required Area : 0.594 in2/ft #4@ 3.64 in #4@ 7.27 in Provided Area : 0.6 in2/ft #5@ 5.64 in #5@ 11.27 in Maximum Area : 3.9152 in2/ft #6@ 8.00 in #6@ 16.00 in
DESCRIPTION: 5 FT high with rock Retaining Wall
Project File: heritage trail.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
1.50 3.50
14.00
Footing Torsion, Tu = ft-lbs0.00 Min. As %
Footing Allow. Torsion, phi Tu
0.0018
= ft-lbs
Footing Data
If torsion exceeds allowable, provide f'c
0.00
= 4,000 psi
Toe Width = ft Heel Width =
Key Distance from Toe Key Depth Key Width = in
= in
0.00 0.00
0.00 ft
Footing Thickness = in 5.00=
Cover @ Top =3.00 in@ Btm.= 3.00 in
Total Footing Width
= 150.00 pcfFooting Concrete Density Fy = 60,000 psi
Footing Design Results
Key:
No key defined
Factored Pressure Mu' : Upward Mu' : Downward Mu: Design
Actual 1-Way Shear Allow 1-Way Shear
Toe: #4@ 7.93 in, #5@ 12.30 in, #6@ 17.46 in, #7@ 23.80 in, #8@ 31.34 in, #9@
39.68 in, #10@ 50.39 in
#4@ 7.93 in, #5@ 12.30 in, #6@ 17.46 in, #7@ 23.80 in, #8@ 31.34 in, #9@
39.68 in, #10@ 50.39 in
= # 4 @ 11.11 in
2,100 2,179
1,699
7.44 94.87
Heel:
1,059
7.55 94.87
HeelToe psf ft-# ft-# ft-# psi psi
Heel Reinforcing = # 6 @ 14.00 in
Other Acceptable Sizes & Spacings
Key Reinforcing
Toe Reinforcing = # 6 @ 12.00 in
Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars:
1.51 0.30
#4@ 7.94 in #5@ 12.30 in #6@ 17.46 in in2 in2 /ft
If two layers of horizontal bars:
#4@ 15.87 in #5@ 24.60 in #6@ 34.92 in supplemental design for footing torsion.
phiMn 17,56020,397= ft-#
DESCRIPTION: 5 FT high with rock Retaining Wall
Project File: heritage trail.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Summary of Overturning & Resisting Forces & Moments
.....RESISTING..........OVERTURNING
Force Distance Moment Distance Moment Item
Force ft-# lbs ftft ft-#lbs
Sloped Soil Over Heel 1,095.44.33252.8=Surcharge over Heel
Surcharge Over Heel
120.8 4.40 531.2=
Adjacent Footing Load =Adjacent Footing Load
Axial Dead Load on Stem= =* Axial Live Load on Stem
Soil Over Toe Surcharge Over Toe
Surcharge Over Toe
Load @ Stem Above Soil
270.0 0.75 202.5=
Stem Weight(s)
2,228.1 2.79 6,213.0 Earth @ Stem Transitions
=Footing Weight
875.0 2.50 2,187.5 Key Weight
Added Lateral Load lbs
= 4,892.7
Vert. Component
Total
4,581.5 13,914.6
* Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation.
Total = R.M.
=1,567.2 O.T.M.
Resisting/Overturning Ratio = 2.84
Vertical Loads used for Soil Pressure = 4,581.5 lbs
Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance.
Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl)
1,087.5 4.40 4.40
4,780.5 4,780.5
Water Table Buoyant Force =
HL Act Pres (ab water tbl) HL Act Pres (be water tbl)
1,314.4 2.89 3,797.3
Hydrostatic Force
Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.062 in
DESCRIPTION: 5 FT high with rock Retaining Wall
Project File: heritage trail.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Rebar Lap & Embedment Lengths Information Stem Design Segment: 3rd Stem Design Height: 6.00 ft above top of footing
Lap Splice length for #6 bar specified in this stem design segment (25.4.2.3a) = 22.20 in Development length for #6 bar specified in this stem design segment = 17.08 in
Stem Design Segment: 2nd Stem Design Height: 2.00 ft above top of footing
Lap Splice length for #6 bar specified in this stem design segment (25.4.2.3a) = 22.20 in Development length for #6 bar specified in this stem design segment = 17.08 in
Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing
Lap Splice length for #7 bar specified in this stem design segment (25.4.2.3a) = 32.37 in Development length for #7 bar specified in this stem design segment = 24.90 in
Hooked embedment length into footing for #7 bar specified in this stem design segment = 8.16 in
As Required = 0.4212 in2/ft
DESCRIPTION: 5 FT high with rock Retaining Wall
Project File: heritage trail.ec6
Project Title:
Engineer:
Project ID:
DESCRIPTION: 5 FT high with rock Retaining Wall
Project File: heritage trail.ec6
Project Title:
Engineer:
DESCRIPTION: 10 FT high face Retaining Wall
Project File: heritage trail.ec6
Project Title: MACA Heritage Trail and Sand Cave Engineer: S Ekman Project ID: 211117 Project Descr:
Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16
11.50 0.00 0.00
24.00
1,500.0
35.0
0.0 250.0
Criteria Soil Data
Retained Height = ft Wall height above soil = ft Active Heel Pressure = psf/ft Slope Behind Wall Height of Soil over Toe in Water height over heel = ft
120.00= pcf
Soil Density, Heel
Passive Pressure = psf/ft
Allow Soil Bearing = psf
Soil Density, Toe 120.00 pcf Footing||Soil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in
Equivalent Fluid Pressure Method
Surcharge Loads Adjacent Footing Load
Load Type
100.0 Lateral Load = 0.0 #/ft
0.0
0.0 0.0 0.0
Axial Load Applied to Stem Wall to Ftg CL Dist = 0.00 ft
Wind on Exposed Stem psf0.0=
Lateral Load Applied to Stem Surcharge Over Heel = psf Adjacent Footing Load = 0.0 lbs
Axial Dead Load (Service Level)
= lbs
Footing Type Spread Footing
Surcharge Over Toe psf Footing Width = 0.00 ft...Height to Top = 0.00 ft Eccentricity = 0.00 in...Height to Bottom = 0.00 ft
Used To Resist Sliding & Overturning
Used for Sliding & Overturning
== 0.0 ft Axial Live Load =
Base Above/Below Soil lbs
Axial Load Eccentricity = =Poisson's Ratio 0.300 at Back of Wall in
DESCRIPTION: 10 FT high face Retaining Wall
Project File: heritage trail.ec6
Project Title: MACA Heritage Trail and Sand Cave Engineer: S Ekman Project ID: 211117 Project Descr:
Design Summary
Wall Stability Ratios Overturning = 3.50
Global Stability = 2.27
OK
Sliding = 1.55 OK
Total Bearing Load = 9,513 lbs ...resultant ecc. = 4.77 in
Eccentricity within middle third Soil Pressure @ Toe = 1,486 psf OK Soil Pressure @ Heel = 820 psf OK
Allowable = 1,500 psf Soil Pressure Less Than Allowable
ACI Factored @ Toe = 2,081 psf ACI Factored @ Heel = 1,148 psf Footing Shear @ Toe = 25.5 psi OK Footing Shear @ Heel = 17.7 psi OK
Allowable = 94.9 psi
Sliding Calcs Lateral Sliding Force = 3,177.2 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd
....for 1.5 Stability = 0.0=
3,805.1 1,128.5
0.0 lbs lbs lbs OK lbs OK
Masonry Block Type =
Stem Construction 3rd 2nd Stem OKStem OK Stem OK
Bottom
Shear.....Actual
Design Height Above Ftg = 8.00ft 4.00 0.00 Wall Material Above "Ht" = Concrete Concrete Concrete
Thickness = 13.50 17.50 21.50 Rebar Size = ## #6 6 7 Rebar Spacing = 12.00 12.00 12.00 Rebar Placed at = 10.125 14.125 18.063
Design Data fb/FB + fa/Fa = 0.035 0.192 0.363 Total Force @ Section
=lbs
Moment....Actual =ft-#
Moment.....Allowable = 19,405.0 27,325.0 47,575.4ft-#
=psi
Shear.....Allowable = 94.9 94.9psi 94.9
Wall Weight = 168.8 218.8psf 268.8 Rebar Depth 'd' = 10.13in 14.13 18.06
Masonry Data f'm =psi Fs =psi Solid Grouting = Modular Ratio 'n' = Equiv. Solid Thick. =
Concrete Data f'c = 4,000.0 4,000.0psi 4,000.0 Fy = 60,000.0 60,000.0
Masonry Design Method ASD=
Load Factors Building Code Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 psi 60,000.0
Service Level = 506.3 1,925.0lbs 4,239.7Strength Level
Service Level Strength Level = 686.0 5,250.0 17,280.7ft-#
Service Level Strength Level = 4.2 11.4 19.6psi
Design Method = SD SD SDSD
Vertical component of active lateral soil pressure IS
DESCRIPTION: 10 FT high face Retaining Wall
Project File: heritage trail.ec6
Project Title: MACA Heritage Trail and Sand Cave Engineer: S Ekman Project ID: 211117 Project Descr:
Concrete Stem Rebar Area Details 3rd Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.0155 in2/ft (4/3) * As : 0.0207 in2/ft Min Stem T&S Reinf Area 1.134 in2 200bd/fy : 200(12)(10.125)/60000 : 0.405 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.324 in2/ft 0.0018bh : 0.0018(12)(13.5) : 0.2916 in2/ft Horizontal Reinforcing Options :
============ One layer of : Two layers of :
Required Area : 0.2916 in2/ft #4@ 7.41 in #4@ 14.81 in Provided Area : 0.44 in2/ft #5@ 11.48 in #5@ 22.96 in Maximum Area : 2.1946 in2/ft #6@ 16.30 in #6@ 32.59 in 2nd Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.0845 in2/ft (4/3) * As : 0.1127 in2/ft Min Stem T&S Reinf Area 1.680 in2 200bd/fy : 200(12)(14.125)/60000 : 0.565 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.420 in2/ft 0.0018bh : 0.0018(12)(17.5) : 0.378 in2/ft Horizontal Reinforcing Options :
============ One layer of : Two layers of :
Required Area : 0.378 in2/ft #4@ 5.71 in #4@ 11.43 in Provided Area : 0.44 in2/ft #5@ 8.86 in #5@ 17.71 in Maximum Area : 3.0616 in2/ft #6@ 12.57 in #6@ 25.14 in Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.2164 in2/ft (4/3) * As : 0.2886 in2/ft Min Stem T&S Reinf Area 2.064 in2 200bd/fy : 200(12)(18.063)/60000 : 0.7225 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.516 in2/ft 0.0018bh : 0.0018(12)(21.5) : 0.4644 in2/ft Horizontal Reinforcing Options :
============ One layer of : Two layers of :
Required Area : 0.4644 in2/ft #4@ 4.65 in #4@ 9.30 in Provided Area : 0.6 in2/ft #5@ 7.21 in #5@ 14.42 in Maximum Area : 3.9152 in2/ft #6@ 10.23 in #6@ 20.47 in
DESCRIPTION: 10 FT high face Retaining Wall
Project File: heritage trail.ec6
Project Title: MACA Heritage Trail and Sand Cave Engineer: S Ekman Project ID: 211117 Project Descr:
3.25 5.00
14.00
Footing Torsion, Tu = ft-lbs0.00 Min. As %
Footing Allow. Torsion, phi Tu
0.0018
= ft-lbs
Footing Data
If torsion exceeds allowable, provide f'c
0.00
= 4,000 psi
Toe Width = ft Heel Width =
Key Distance from Toe Key Depth Key Width = in
= in
0.00 0.00
0.00 ft
Footing Thickness = in 8.25=
Cover @ Top =3.00 in@ Btm.= 3.00 in
Total Footing Width
= 150.00 pcfFooting Concrete Density Fy = 60,000 psi
Footing Design Results
Key:
No key defined
Factored Pressure Mu' : Upward Mu' : Downward Mu: Design
Actual 1-Way Shear Allow 1-Way Shear
Toe: #4@ 7.93 in, #5@ 12.30 in, #6@ 17.46 in, #7@ 23.80 in, #8@ 31.34 in, #9@
39.68 in, #10@ 50.39 in
#4@ 7.93 in, #5@ 12.30 in, #6@ 17.46 in, #7@ 23.80 in, #8@ 31.34 in, #9@
39.68 in, #10@ 50.39 in
= # 4 @ 11.11 in
2,081 10,342 2,630 7,712
25.49 94.87
Heel:
1,148 6,530
10,427 3,897
17.74 94.87
HeelToe psf ft-# ft-# ft-# psi psi
Heel Reinforcing = # 6 @ 14.00 in
Other Acceptable Sizes & Spacings
Key Reinforcing
Toe Reinforcing = # 7 @ 12.00 in
Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars:
2.49 0.30
#4@ 7.94 in #5@ 12.30 in #6@ 17.46 in in2 in2 /ft
If two layers of horizontal bars:
#4@ 15.87 in #5@ 24.60 in #6@ 34.92 in supplemental design for footing torsion.
DESCRIPTION: 10 FT high face Retaining Wall
Project File: heritage trail.ec6
Project Title: MACA Heritage Trail and Sand Cave Engineer: S Ekman Project ID: 211117 Project Descr:
Summary of Overturning & Resisting Forces & Moments
.....RESISTING..........OVERTURNING
Force Distance Moment Distance Moment Item
Force ft-# lbs ftft ft-#lbs
Sloped Soil Over Heel 2,339.86.33369.4=Surcharge over Heel
Surcharge Over Heel
320.8 6.65 2,132.2=
Adjacent Footing Load =Adjacent Footing Load
Axial Dead Load on Stem= =* Axial Live Load on Stem
Soil Over Toe Surcharge Over Toe
Surcharge Over Toe
Load @ Stem Above Soil
780.0 1.63 1,267.5=
Stem Weight(s)
2,540.6 4.28 10,875.7 Earth @ Stem Transitions
=Footing Weight
1,443.8 4.13 5,955.5 Key Weight
Added Lateral Load lbs
= 14,194.9
Vert. Component
Total
9,512.7 49,655.3
* Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation.
Total = R.M.
=3,177.2 O.T.M.
Resisting/Overturning Ratio = 3.50
Vertical Loads used for Soil Pressure = 9,512.7 lbs
Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance.
Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl)
4,427.5 6.65 6.65
29,424.4 29,424.4
Water Table Buoyant Force =
HL Act Pres (ab water tbl) HL Act Pres (be water tbl)
2,807.8 4.22 11,855.1
Hydrostatic Force
Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.058 in
DESCRIPTION: 10 FT high face Retaining Wall
Project File: heritage trail.ec6
Project Title: MACA Heritage Trail and Sand Cave Engineer: S Ekman Project ID: 211117 Project Descr:
Rebar Lap & Embedment Lengths Information Stem Design Segment: 3rd Stem Design Height: 8.00 ft above top of footing
Lap Splice length for #6 bar specified in this stem design segment (25.4.2.3a) = 22.20 in Development length for #6 bar specified in this stem design segment = 17.08 in
Stem Design Segment: 2nd Stem Design Height: 4.00 ft above top of footing
Lap Splice length for #6 bar specified in this stem design segment (25.4.2.3a) = 22.20 in Development length for #6 bar specified in this stem design segment = 17.08 in
Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing
Lap Splice length for #7 bar specified in this stem design segment (25.4.2.3a) = 32.37 in Development length for #7 bar specified in this stem design segment = 24.90 in
Hooked embedment length into footing for #7 bar specified in this stem design segment = 7.00 in
As Required = 0.2916 in2/ft
DESCRIPTION: 10 FT high face Retaining Wall
Project File: heritage trail.ec6
Project Title: MACA Heritage Trail and Sand Cave Engineer: S Ekman
DESCRIPTION: 10 FT high face Retaining Wall
Project File: heritage trail.ec6
Project Title: MACA Heritage Trail and Sand Cave Engineer: S Ekman
DESCRIPTION: 9FT high face Retaining Wall Classroom
Project File: heritage trail.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16
10.50 0.00 4.00
24.00
1,500.0
35.0
0.0 250.0
Criteria Soil Data
Retained Height = ft Wall height above soil = ft Active Heel Pressure = psf/ft Slope Behind Wall Height of Soil over Toe in Water height over heel = ft
120.00= pcf
Soil Density, Heel
Passive Pressure = psf/ft
Allow Soil Bearing = psf
Soil Density, Toe 120.00 pcf Footing||Soil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in
Equivalent Fluid Pressure Method
Surcharge Loads Adjacent Footing Load
Load Type
100.0 Lateral Load = 0.0 #/ft
0.0
0.0 0.0 0.0
Axial Load Applied to Stem Wall to Ftg CL Dist = 0.00 ft
Wind on Exposed Stem psf0.0=
Lateral Load Applied to Stem Surcharge Over Heel = psf Adjacent Footing Load = 0.0 lbs
Axial Dead Load (Service Level)
= lbs
Footing Type Spread Footing
Surcharge Over Toe psf Footing Width = 0.00 ft...Height to Top = 0.00 ft Eccentricity = 0.00 in...Height to Bottom = 0.00 ft
Used To Resist Sliding & Overturning
Used for Sliding & Overturning
== 0.0 ft Axial Live Load =
Base Above/Below Soil lbs
Axial Load Eccentricity = =Poisson's Ratio 0.300 at Back of Wall in
DESCRIPTION: 9FT high face Retaining Wall Classroom
Project File: heritage trail.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Design Summary
Wall Stability Ratios Overturning = 3.39
Global Stability = 2.65
OK
Sliding = 1.52 OK
Total Bearing Load = 9,113 lbs ...resultant ecc. = 5.45 in
Eccentricity within middle third Soil Pressure @ Toe = 1,470 psf OK Soil Pressure @ Heel = 740 psf OK
Allowable = 1,500 psf Soil Pressure Less Than Allowable
ACI Factored @ Toe = 2,057 psf ACI Factored @ Heel = 1,036 psf Footing Shear @ Toe = 24.8 psi OK Footing Shear @ Heel = 18.0 psi OK
Allowable = 94.9 psi
Sliding Calcs Lateral Sliding Force = 3,148.4 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd
....for 1.5 Stability = 0.0=
3,645.3 1,128.5
0.0 lbs lbs lbs OK lbs OK
Masonry Block Type =
Stem Construction 3rd 2nd Stem OKStem OK Stem OK
Bottom
Shear.....Actual
Design Height Above Ftg = 8.00ft 4.00 0.00 Wall Material Above "Ht" = Concrete Concrete Concrete
Thickness = 13.50 17.50 21.50 Rebar Size = ## #6 6 7 Rebar Spacing = 12.00 12.00 12.00 Rebar Placed at = 10.125 14.125 18.063
Design Data fb/FB + fa/Fa = 0.015 0.129 0.281 Total Force @ Section
=lbs
Moment....Actual =ft-#
Moment.....Allowable = 19,405.0 27,325.0 47,575.4ft-#
=psi
Shear.....Allowable = 94.9 94.9psi 94.9
Wall Weight = 168.8 218.8psf 268.8 Rebar Depth 'd' = 10.13in 14.13 18.06
Masonry Data f'm =psi Fs =psi Solid Grouting = Modular Ratio 'n' = Equiv. Solid Thick. =
Concrete Data f'c = 4,000.0 4,000.0psi 4,000.0 Fy = 60,000.0 60,000.0
Masonry Design Method ASD=
Load Factors Building Code Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 psi 60,000.0
Service Level = 291.7 1,486.3lbs 3,577.0Strength Level
Service Level Strength Level = 291.7 3,549.0 13,377.0ft-#
Service Level Strength Level = 2.4 8.8 16.5psi
Design Method = SD SD SDSD
Vertical component of active lateral soil pressure IS
DESCRIPTION: 9FT high face Retaining Wall Classroom
Project File: heritage trail.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Concrete Stem Rebar Area Details 3rd Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.0066 in2/ft (4/3) * As : 0.0088 in2/ft Min Stem T&S Reinf Area 0.810 in2 200bd/fy : 200(12)(10.125)/60000 : 0.405 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.324 in2/ft 0.0018bh : 0.0018(12)(13.5) : 0.2916 in2/ft Horizontal Reinforcing Options :
============ One layer of : Two layers of :
Required Area : 0.2916 in2/ft #4@ 7.41 in #4@ 14.81 in Provided Area : 0.44 in2/ft #5@ 11.48 in #5@ 22.96 in Maximum Area : 2.1946 in2/ft #6@ 16.30 in #6@ 32.59 in 2nd Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.0571 in2/ft (4/3) * As : 0.0762 in2/ft Min Stem T&S Reinf Area 1.680 in2 200bd/fy : 200(12)(14.125)/60000 : 0.565 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.420 in2/ft 0.0018bh : 0.0018(12)(17.5) : 0.378 in2/ft Horizontal Reinforcing Options :
============ One layer of : Two layers of :
Required Area : 0.378 in2/ft #4@ 5.71 in #4@ 11.43 in Provided Area : 0.44 in2/ft #5@ 8.86 in #5@ 17.71 in Maximum Area : 3.0616 in2/ft #6@ 12.57 in #6@ 25.14 in Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.1675 in2/ft (4/3) * As : 0.2234 in2/ft Min Stem T&S Reinf Area 2.064 in2 200bd/fy : 200(12)(18.063)/60000 : 0.7225 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.516 in2/ft 0.0018bh : 0.0018(12)(21.5) : 0.4644 in2/ft Horizontal Reinforcing Options :
============ One layer of : Two layers of :
Required Area : 0.4644 in2/ft #4@ 4.65 in #4@ 9.30 in Provided Area : 0.6 in2/ft #5@ 7.21 in #5@ 14.42 in Maximum Area : 3.9152 in2/ft #6@ 10.23 in #6@ 20.47 in
DESCRIPTION: 9FT high face Retaining Wall Classroom
Project File: heritage trail.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
3.25 5.00
14.00
Footing Torsion, Tu = ft-lbs0.00 Min. As %
Footing Allow. Torsion, phi Tu
0.0018
= ft-lbs
Footing Data
If torsion exceeds allowable, provide f'c
0.00
= 4,000 psi
Toe Width = ft Heel Width =
Key Distance from Toe Key Depth Key Width = in
= in
0.00 0.00
0.00 ft
Footing Thickness = in 8.25=
Cover @ Top =3.00 in@ Btm.= 3.00 in
Total Footing Width
= 150.00 pcfFooting Concrete Density Fy = 60,000 psi
Footing Design Results
Key:
No key defined
Factored Pressure Mu' : Upward Mu' : Downward Mu: Design
Actual 1-Way Shear Allow 1-Way Shear
Toe: #4@ 7.93 in, #5@ 12.30 in, #6@ 17.46 in, #7@ 23.80 in, #8@ 31.34 in, #9@
39.68 in, #10@ 50.39 in
#4@ 7.93 in, #5@ 12.30 in, #6@ 17.46 in, #7@ 23.80 in, #8@ 31.34 in, #9@
39.68 in, #10@ 50.39 in
= # 4 @ 11.11 in
2,057 10,157 2,630 7,527
24.81 94.87
Heel:
1,036 6,012
10,082 4,070
17.96 94.87
HeelToe psf ft-# ft-# ft-# psi psi
Heel Reinforcing = # 6 @ 14.00 in
Other Acceptable Sizes & Spacings
Key Reinforcing
Toe Reinforcing = # 7 @ 12.00 in
Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars:
2.49 0.30
#4@ 7.94 in #5@ 12.30 in #6@ 17.46 in in2 in2 /ft
If two layers of horizontal bars:
#4@ 15.87 in #5@ 24.60 in #6@ 34.92 in supplemental design for footing torsion.
DESCRIPTION: 9FT high face Retaining Wall Classroom
Project File: heritage trail.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Summary of Overturning & Resisting Forces & Moments
.....RESISTING..........OVERTURNING
Force Distance Moment Distance Moment Item
Force ft-# lbs ftft ft-#lbs
Sloped Soil Over Heel 154.4 7.18 1,108.7 2,267.36.23363.7=Surcharge over Heel
Surcharge Over Heel
320.8 6.65 2,132.2=
Adjacent Footing Load =Adjacent Footing Load
Axial Dead Load on Stem= =* Axial Live Load on Stem
Soil Over Toe Surcharge Over Toe
Surcharge Over Toe
Load @ Stem Above Soil
780.0 1.63 1,267.5=
Stem Weight(s)
2,371.9 4.27 10,119.9 Earth @ Stem Transitions
=Footing Weight
1,443.8 4.13 5,955.5 Key Weight
Added Lateral Load lbs
= 13,996.0
Vert. Component
Total
9,113.4 47,449.5
* Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation.
Total = R.M.
=3,148.4 O.T.M.
Resisting/Overturning Ratio = 3.39
Vertical Loads used for Soil Pressure = 9,113.4 lbs
Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance.
Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl)
4,042.5 6.65 6.65
26,865.8 26,865.8
Water Table Buoyant Force =
HL Act Pres (ab water tbl) HL Act Pres (be water tbl)
2,784.7 4.21 11,308.0
Hydrostatic Force
Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.052 in
DESCRIPTION: 9FT high face Retaining Wall Classroom
Project File: heritage trail.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Rebar Lap & Embedment Lengths Information Stem Design Segment: 3rd Stem Design Height: 8.00 ft above top of footing
Lap Splice length for #6 bar specified in this stem design segment (25.4.2.3a) = 22.20 in Development length for #6 bar specified in this stem design segment = 17.08 in
Stem Design Segment: 2nd Stem Design Height: 4.00 ft above top of footing
Lap Splice length for #6 bar specified in this stem design segment (25.4.2.3a) = 22.20 in Development length for #6 bar specified in this stem design segment = 17.08 in
Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing
Lap Splice length for #7 bar specified in this stem design segment (25.4.2.3a) = 32.37 in Development length for #7 bar specified in this stem design segment = 24.90 in
Hooked embedment length into footing for #7 bar specified in this stem design segment = 7.00 in
As Required = 0.2916 in2/ft
DESCRIPTION: 9FT high face Retaining Wall Classroom
Project File: heritage trail.ec6
Project Title:
Engineer:
DESCRIPTION: 9FT high face Retaining Wall Classroom
Project File: heritage trail.ec6
Project Title:
Engineer:
Restrained Retaining Wall
DESCRIPTION: Wall under Terrace
Project File: heritage trail.ec6
Project Title: MACA Heritage Trail and Sand Cave Engineer: S Ekman Project ID: 211117 Project Descr:
Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16
7.0
30.0
3,000.0
32.0
0.0 psf/ft
250.0
Criteria Soil Data
Retained Height = ft Wall height above soil = ft
At-Rest Heel Pressure = psf/ft7.0 ft=
Slope Behind Wall Height of Soil over Toe in pcf
120.0= Soil Density
Passive Pressure = psf/ft
Allow Soil Bearing = psf
Total Wall Height
7.0Top Support Height = ft
Soil height to ignore Footing||Soil Friction = 0.4 psf for passive pressure = 12 in
Equivalent Fluid Pressure Method
Surcharge Loads Adjacent Footing Load
350.0 Lateral Load = #/ft
Axial Load Applied to Stem Wall to Ftg CL Dist = ft
Uniform Lateral Load Applied to Stem
Surcharge Over Heel = psf Adjacent Footing Load = lbs
Axial Dead Load = lbs
Footing Type Line Load
Surcharge Over Toe psf Footing Width = ft...Height to Top = ft Eccentricity = in...Height to Bottom = ft
>>>Used To Resist Sliding & Overturning
Used for Sliding & Overturning
Poisson's Ratio
= ft Axial Live Load =
Base Above/Below Soil lbs
Axial Load Eccentricity = Wind acts left-to-right toward retention side. = at Back of WallWind on Exposed Stem = 0.00 psf
0.3in
Load Type (Service Level) Wind (W)=
(Strength Level)
Earth Pressure Seismic Load psf= Added seismic per unit area 0.0Kh =0.2 gSoil Density Multiplier
Sliding Calcs Lateral Sliding Force 1,368.87 lbs=
Stem is FIXED to top of footing
= 647.07 lbs 1,656.86 lbsShear Force @ this height
Shear.....Actual = 6.344 psi 16.244 psi 94.868Shear.....Allowable = psi 94.868 psi
Load Factors Building Code Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000
Design Summary =Total Bearing Load 2,990.0 lbs
...resultant ecc. 0.0 in
Top & Base ft-#
Soil Pressure @ Toe = 996.67 psf OK Soil Pressure @ Heel 996.67 psf OK
12.00
Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,196.0 psf
Allowable psf=
ACI Factored @ Heel = 1,196.0 psf Footing Shear @ Toe = 1.876 psi OK psi OK Allowable = 94.868 psi
Footing Shear @ Heel = -5.412
Concrete Stem Construction
@ Top Support Mmax Between
Stem OKStem OK Stem OK
@ Base of Wall
Design Height Above Ftg ft= 7.0 ft0.000.02811 ft
Thickness = in
Rebar Size = ## #5 5 5 Rebar Spacing = 12.00 12.00in 12.00in in Rebar Placed at = Edge in lbsReaction at Bottom 1,368.87
Edge Edge lbs= 400.785Reaction at Top
Design Data= fb/FB + fa/Fa = 0.181 0.181 Moment....Actual = 0.0 ft-# ft-#2,085.46 2,085.46 ft-# Moment.....Allowable = 11,538.6 11,538.6ft-# 11,538.6ft-#
Wall Weight = 150.0 psf
Rebar Depth 'd' = 8.50 in in8.50 8.50
Vertical component of active lateral soil pressure IS
DESCRIPTION: Wall under Terrace
Project File: heritage trail.ec6
Project Title: MACA Heritage Trail and Sand Cave Engineer: S Ekman Project ID: 211117 Project Descr:
Footing Strengths & Dimensions
12.0
=Min. As % 0.0018 f'c = 4,000.0 psi
Toe Width = ft
Key Distance from Toe =
Heel Width =
Key Width = in
Footing Thickness =
Key Depth = in in
3.0= ft
Cover @ Top = 3.0 in @ Btm.= 3 in
Total Footing Width
= 150 pcfFooting Concrete Density Fy = 60000 psi
Footing Design Results Toe Heel
Factored Pressure = 1,196.0 1,196.0 psf Mu' : Upward = 598.0 ft-# Mu' : Downward = 270.0 ft-# Mu: Design = 328 276 ft-# Actual 1-Way Shear = 1.876 psi psiAllow 1-Way Shear = 94.868 94.868
Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars:
0.78 0.26
Key: # 0 @ 0.00 in
#4@ 9.26 in #5@ 14.35 in
No key defined-or-
#6@ 20.37 in in2
Toe:
in2
Heel:
/ft If two layers of horizontal bars:
#4@ 18.52 in #5@ 28.70 in #6@ 40.74 in
Other Acceptable Sizes & Spacings:
#4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46# 5 @ 14.35 in #4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46
-or- -or-# 5 @ 14.35 in
Summary of Forces on Footing : Slab is NOT providing sliding, stem is FIXED at footing
Moment @ Top of Footing Applied from Stem = -1,303.42ft-# Sliding Forces
1,035.54 lbs Heel Active Pressure
Stem Shear @ Top of Footing 333.333
Sliding Force
1,368.87 lbs ft
Load & Moment Summary For Footing : For Soil Pressure Calcs
Forces acting on footing for sliding & soil pressure
Soil Over Heel
350.0
0.0 lbs
Surcharge Over Heel
Axial Dead Load on Stem
0.50 150.0 ft-#ft Soil Over Toe
1.50 ft 1,575.0 ft-#
300.0 lbs
0.0 ft 0.0 ft-# Surcharge Over Toe
2.50 ft
875.0 ft-#=
Stem Weight 840.0 lbs
2.50 2,100.0 ft-#ft
0.0 ft
0.0 ft-#
1,050.0 lbs
Footing Weight
0.0 lbs lbs
1.50 675.0
Base Moment =
450.0
4,071.59ft-#=Total Vertical Force 2,990.0 lbs
Adjacent Footing Load
0.0 lbs
0.0 0.0 ft-#
Stem is specified to be fixed to footing, and top moment at the footing/soil interface, so uniform soil pressure is assumed.
restraint is assumed to react out any tendency for
Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance.
DESCRIPTION: Wall under Terrace
Project File: heritage trail.ec6
Project Title: MACA Heritage Trail and Sand Cave Engineer: S Ekman Project ID: 211117 Project Descr:
Rebar Lap & Embedment Lengths Information steven Placed Image steven Placed Image
DESCRIPTION: Wall under Terrace
Project File: heritage trail.ec6
Project Title: MACA Heritage Trail and Sand Cave Engineer: S Ekman
DESCRIPTION: Wall under Terrace
Project File: heritage trail.ec6
Project Title: MACA Heritage Trail and Sand Cave Engineer: S Ekman
Wood Beam
DESCRIPTION: Boardwalk Joist
Project File: heritage trail.ec6
Project Title: MACA Heritage Trail and Sand Cave Engineer: S Ekman Project ID: 211117 Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2021
Material Properties
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
Spruce-Pine-Fir No.1/No.2
875.0 875.0
1,150.0 425.0
1,400.0 510.0
135.0
450.0 26.220
Analysis Method :
Eminbend - xx ksi Wood Species :
Wood Grade :
Fb + psi psi
Fv psi
Fb -
Ft psi
Fc - Prll psi psiFc - Perp
E : Modulus of Elasticity Ebend- xx ksi
Density pcf
Load Combination : IBC 2021
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Uniform Load : D = 0.0080, L = 0.1330 , Tributary Width = 1.0 ft .DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.853: 1
Load Combination +D+L
Span # where maximum occurs Span # 1 Location of maximum on span 4.000ft
66.44 psi=
1,207.50psi
2x8Section used for this span
Span # where maximum occurs Location of maximum on span
Span # 1=
Load Combination +D+L
155.25 psi==
Section used for this span 2x8 Maximum Shear Stress Ratio 0.428 : 1
7.416 ft=
1,030.09psi
Maximum Deflection
0 <360
Ratio = 0 <240
Max Downward Transient Deflection 0.185 in 519Ratio = >=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.196 in Ratio = >=240 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v
Span: 1 : L Only n/a Span: 1 : +D+L n/a
.Maximum Forces & Stresses for Load Combinations
Span # Moment ValuesLoad Combination
C iCLx CCCM CF rt
Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0 1.00Length = 8.0 ft 1 0.062 0.031 0.90 1.200 1.001.00 1.00 0.06 58.4 945.0 0.03 121.51.00 3.81.00 1.00+D+L 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 8.0 ft 1 0.853 0.428 1.15 1.200 1.001.00 1.00 1.13 1,030.1 1,207.5 0.48 155.31.00 66.41.00 1.00+D+0.750L 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 8.0 ft 1 0.600 0.301 1.25 1.200 1.001.00 1.00 0.86 787.2 1,312.5 0.37 168.81.00 50.81.00 1.00+0.60D 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 8.0 ft 1 0.021 0.010 1.60 1.200 1.001.00 1.00 0.04 35.1 1,680.0 0.02 216.01.00 2.31.00
DESCRIPTION: Boardwalk Joist
Project File: heritage trail.ec6
Project Title: MACA Heritage Trail and Sand Cave Engineer: S Ekman Project ID: 211117 Project Descr:
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections
+D+L 1 0.1960 4.029 0.0000 0.000
Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 0.564 0.564 Max Upward from Load Combinations 0.564 0.564 Max Upward from Load Cases 0.532 0.532 D Only 0.032 0.032 +D+L 0.564 0.564 +D+0.750L 0.431 0.431 +0.60D 0.019 0.019 L Only 0.532 0.532
DESCRIPTION: Main Walkway Beam Heritage Trail
Project File: heritage trail.ec6
Project Title: MACA Heritage Trail and Sand Cave Engineer: S Ekman Project ID: 211117 Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
Spruce-Pine-Fir No.1
450 26.22
Analysis Method :
Eminbend - xx ksi Wood Species :
Wood Grade :
Fb + psi psi
Fv psi
Fb -
Ft psi
Fc - Prll psi psiFc - Perp
E : Modulus of Elasticity Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-16
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.080, L = 0.80 , Tributary Width = 1.0 ft .DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.824: 1
Load Combination +D+0.750L
Span # where maximum occurs Span # 1 Location of maximum on span 3.000ft
97.48 psi=
1,462.50psi
4x8Section used for this span
Span # where maximum occurs Location of maximum on span
Span # 1=
Load Combination +D+0.750L
156.25 psi==
Section used for this span 4x8 Maximum Shear Stress Ratio 0.624 : 1
0.000 ft=
1,205.73psi
Maximum Deflection
0 <360
Ratio = 0 <240
Max Downward Transient Deflection 0.162 in 443Ratio = >=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.180 in Ratio = >=240 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v
Span: 1 : L Only n/a Span: 1 : +D+L n/a
.Maximum Forces & Stresses for Load Combinations
Span # Moment ValuesLoad Combination
C iCLx CCCM CF rt
Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0 1.00Length = 6.0 ft 1 0.142 0.107 0.90 1.300 1.001.00 1.00 0.38 149.0 1,053.0 0.20 112.51.00 12.01.00 1.00+D+0.750L 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 6.0 ft 1 0.824 0.624 1.25 1.300 1.001.00 1.00 3.08 1,205.7 1,462.5 1.65 156.31.00 97.51.00 1.00+0.60D 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 6.0 ft 1 0.048 0.036 1.60 1.300 1.001.00 1.00 0.23 89.4 1,872.0 0.12 200.01.00 7.21.00
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections
+D+L 1 0.1796 3.022 0.0000 0.000
DESCRIPTION: Main Walkway Beam…
This is the start of the file's text. The full file is on GovTribe.
File details come from the government source that posted it. Updated .