18-26-00085 Plans - 46142452 12026 LenwoodLn SS Structural Plans.pdf
PDF 1 MB Posted
- Solicitation number
- IFB-26-00085
- Issued by
- Hillsborough County, Florida
About this file
This is a structural calculations document prepared by Wekiva Engineering, LLC for the Lenwood Lane Culvert Replacement project located at 12026 Lenwood Lane in Hillsborough County, Florida. The document provides detailed retaining wall analysis and design calculations prepared for Plummer Associates, Inc., dated July 3, 2023. The analysis covers a cantilever stem retaining wall with a 7.5-foot stem height and 12-inch stem thickness, designed to support retained soil at the culvert replacement site. The wall is designed in accordance with the Florida Building Code (7th Edition, 2020) and International Building Code 2018 standards, using 4,000 psi cast-in-place concrete. The structural analysis includes stability checks for sliding, overturning, and bearing pressure, all of which passed design requirements with factors of safety of 1.598, 2.964, and 1.689 respectively.
The retaining wall design incorporates specific reinforcement details utilizing No. 5 bars at varying spacing (6-inch to 12-inch centers) throughout the stem, base, and key sections. All concrete sections meet the requirements of ACI 318-14, with design utilization ratios ranging from 0.134 to 0.845, indicating adequate structural capacity. The wall is designed to accommodate site conditions including 2 feet of water height, medium dense well-graded sand soil with a 30-degree angle of internal resistance, and a 250 psf live surcharge load. No shear reinforcement is required in any section, and all minimum reinforcement requirements are satisfied. The document includes detailed loading diagrams, moment and shear force distributions for multiple load combinations, and reinforcement placement details necessary for construction.
View the file
Other files
Show all 46
On GovTribe
Work with this file
- Download the original file
- Contacts named in this file
- Similar government files
- Ask GovTribe AI about this file
Text version
Wekiva Engineering, LLC | 711 N. Orange Ave. Winter Park, FL 32789 | ph: 321.972.4989
July 3, 2023 Wekiva Project No: 22-359 Submittal No. 1
Structural Calculations Project:
Lenwood Lane Culvert Replacement
Description:
Retaining Wall Analysis
Prepared for:
Plummer Associates, Inc.
Prepared by: Registration:
Wekiva Engineering, LLC John V. Sobczak, PE FL COA No: 31920 FL PE No: 71407
Wekiva Engineering, LLC | 711 N. Orange Ave. Winter Park, FL 32789 | ph: 321.972.4989
Table of Contents
Retaining Wall Analysis …………..............................................................................................................1-11
Materials of Construction
Cast-in-Place Concrete........................................................................................................................4000 psi
Project Data
Client: Plummer Associates, Inc.
Building Code: Florida Building Code - Building, 7th Edition (2020)
PROJ NO
BY
CHKD
PAGE
DATE
DATE
PROJECT
DESCRIPTION
Lenwood Lane Culvert Replacement
Retaining Wall Analysis
22-359
JC
JVS
07/2023
07/2023
RETAINING WALL ANALYSIS
In accordance with International Building Code 2018
Tedds calculation version 2.9.11
Analysis summary
Design summary
Overall design utilisation; 0.626
Overall design status; Pass
Description Unit Capacity Applied F o S Result
Sliding stability plf 5083 3181 1.598 PASS
Overturning stability lb_ft/ft 36081 12174 2.964 PASS
Bearing pressure psf 2000 1184 1.689 PASS
Design summary
Description Unit Provided Required Utilisation Result
Stem p0 rear face - Flexural reinforcement in2/ft 0.614 0.277 0.451 PASS
Stem p0 - Shear resistance lb/ft 11028 3169 0.287 PASS
Base top face - Flexural reinforcement in2/ft 0.614 0.259 0.422 PASS
Base bottom face - Flexural reinforcement in2/ft 0.307 0.259 0.845 PASS
Base - Shear resistance lb/ft 9890 2738 0.277 PASS
Key - Flexural reinforcement in2/ft 0.460 0.259 0.563 PASS
Key - Shear resistance lb/ft 9890 1327 0.134 PASS
Transverse stem reinforcement in2/ft 0.614 0.288 0.469 PASS
Transverse base reinforcement in2/ft 0.614 0.259 0.422 PASS
Retaining wall details
Stem type; Cantilever
Stem height; hstem = 7.5 ft
Stem thickness; tstem = 12 in
Angle to rear face of stem; α = 90 deg
Stem density; γstem = 150 pcf
Toe length; ltoe = 2 ft
Heel length; lheel = 5 ft
Base thickness; tbase = 12 in
Key position; pkey = 0 ft
Key depth; dkey = 1 ft
Key thickness; tkey = 12 in
Base density; γbase = 150 pcf
Height of retained soil; h ret = 7.5 ft
Angle of soil surface; β = 0 deg
Depth of cover; dcover = 0 ft
Height of water; hwater = 2 ft
W ater density; γw = 62 pcf
Retained soil properties
Soil type; Medium dense well graded sand
Moist density; γmr = 135 pcf
Saturated density; γsr = 145 pcf
Effective angle of internal resistance; φr = 30 deg
Effective wall friction angle; δr = 0 deg
Base soil properties
Soil type; Medium dense well graded sand
Soil density; γb = 115 pcf
CHKD
PAGE
DATE
DATE
PROJECT
DESCRIPTION
Lenwood Lane Culvert Replacement
Retaining Wall Analysis
22-359
JC
JVS
07/2023
07/2023 Cohesion; cb = 0 psf
Effective angle of internal resistance; φb = 30 deg
Effective wall friction angle; δb = 15 deg
Effective base friction angle; δbb = 30 deg
Gross allowable bearing pressure; qallow_gross = 2000 psf
Loading details
Live surcharge load; SurchargeL = 250 psf
1184 psf 1038 psf
250 psf
83 psf
331 psf
600 psf
-1106 psf
1' 7'
8'
2' 1' 5'
General arrangement - sketch pressures relate to bearing check
Calculate retaining wall geometry
Base length; lbase = ltoe + tstem + lheel = 8 ft
Base height; hbase = tbase + dkey = 2 ft
Saturated soil height; hsat = hwater + dcover = 2 ft
Moist soil height; hmoist = hret - hwater = 5.5 ft
Length of surcharge load; lsur = lheel = 5 ft
- Distance to vertical component; xsur_v = lbase - lheel / 2 = 5.5 ft
Effective height of wall; heff = hbase + dcover + hret = 9.5 ft
- Distance to horizontal component; xsur_h = heff / 2 - dkey = 3.75 ft
- Distance to horizontal component above key; xsur_h_a = (heff - dkey) / 2 = 4.25 ft
Area of wall stem; Astem = hstem × tstem = 7.5 ft2
- Distance to vertical component; xstem = ltoe + tstem / 2 = 2.5 ft
Area of wall base; Abase = lbase × tbase + dkey × tkey = 9 ft2
- Distance to vertical component; xbase = (lbase 2 × tbase / 2 + dkey × tkey × (pkey + tkey / 2)) / Abase =
3.611 ft
CHKD
PAGE
DATE
DATE
PROJECT
DESCRIPTION
Lenwood Lane Culvert Replacement
Retaining Wall Analysis
22-359
JC
JVS
07/2023
07/2023
Area of saturated soil; Asat = hsat × lheel = 10 ft2
- Distance to vertical component; xsat_v = lbase - (hsat × lheel 2 / 2) / Asat = 5.5 ft
- Distance to horizontal component; xsat_h = (hsat + hbase) / 3 - dkey = 0.333 ft
- Distance to horizontal component above key; xsat_h_a = (hsat + tbase) / 3 = 1 ft
Area of water; Awater = hsat × lheel = 10 ft2
- Distance to vertical component; xwater_v = lbase - (hsat × lheel 2 / 2) / Asat = 5.5 ft
- Distance to uplift component; xwater_u = 2 × lbase / 3 = 5.333 ft
- Distance to horizontal component; xwater_h = (hsat + hbase) / 3 - dkey = 0.333 ft
- Distance to horizontal component above key; xwater_h_a = (hsat + tbase) / 3 = 1 ft
Area of moist soil; Amoist = hmoist × lheel = 27.5 ft2
- Distance to vertical component; xmoist_v = lbase - (hmoist × lheel 2 / 2) / Amoist = 5.5 ft
- Distance to horizontal component; xmoist_h = (hmoist × (tbase + hsat + hmoist / 3) / 2 + (hsat + hbase) ×
((hsat + hbase)/2 - dkey)) / (hsat + hbase + hmoist / 2) = 2.562 ft
- Distance to horizontal component above key; xmoist_h_a = (hmoist × (tbase + hsat + hmoist / 3) / 2 + (hsat + tbase)2/2) /
(hsat + tbase + hmoist / 2) = 3.094 ft
Using Coulomb theory
Active pressure coefficient; KA = sin(α + φr)2 / (sin(α)2 × sin(α - δr) × [1 + √[sin(φr + δr) × sin(φr - β) / (sin(α - δr) × sin(α + β))]]2) = 0.333
Passive pressure coefficient; KP = sin(90 - φb)2 / (sin(90 + δb) × [1 - √[sin(φb + δb) × sin(φb) /
(sin(90 + δb))]]2) = 4.977
From IBC 2018 cl.1807.2.3 Safety factor
Load combination 1; 1.0 × Dead + 1.0 × Live + 1.0 × Lateral earth
Sliding check
Vertical forces on wall
W all stem; Fstem = Astem × γstem = 1125 plf
W all base; Fbase = Abase × γbase = 1350 plf
Saturated retained soil; Fsat_v = Asat × (γsr - γw) = 827 plf
W ater; Fwater_v = Awater × γw = 623 plf
W ater uplift; Fwater_u = (hsat + tbase) × lbase / 2 × γw = 748 plf
Moist retained soil; Fmoist_v = Amoist × γmr = 3713 plf
Total; F total_v = Fstem + Fbase + Fsat_v + Fwater_v - Fwater_u + Fmoist_v = 6890 plf
Horizontal forces on wall
Surcharge load; Fsur_h = KA × SurchargeL × heff = 792 plf
Saturated retained soil; Fsat_h = KA × (γsr - γw) × (hsat + hbase)2 / 2 = 221 plf
W ater; Fwater_h = γw × (hwater + dcover + hbase)2 / 2 = 498 plf
Moist retained soil; Fmoist_h = KA × γmr × ((heff - hsat - hbase)2 / 2 + (heff - hsat - hbase) ×
(hsat + hbase)) = 1671 plf
Total; F total_h = Fsur_h + Fsat_h + Fwater_h + Fmoist_h = 3181 plf
Check stability against sliding
Base soil resistance; Fexc_h = KP × cos(δb) × γb × (hpass + hbase)2 / 2 = 1106 plf
Base friction; F friction = F total_v × tan(δbb) = 3978 plf
Resistance to sliding; F rest = Fexc_h + F friction = 5083 plf
Factor of safety; FoSsl = Frest / F total_h = 1.598; > 1.5
PASS - Factor of safety against sliding is adequate
CHKD
PAGE
DATE
DATE
PROJECT
DESCRIPTION
Lenwood Lane Culvert Replacement
Retaining Wall Analysis
22-359
JC
JVS
07/2023
07/2023
Overturning check
Vertical forces on wall
W all stem; Fstem = Astem × γstem = 1125 plf
W all base; Fbase = Abase × γbase = 1350 plf
Saturated retained soil; Fsat_v = Asat × (γsr - γw) = 827 plf
W ater; Fwater_v = Awater × γw = 623 plf
W ater uplift; Fwater_u = (hsat + tbase) × lbase / 2 × γw = 748 plf
Moist retained soil; Fmoist_v = Amoist × γmr = 3713 plf
Total; F total_v = Fstem + Fbase + Fsat_v + Fwater_v - Fwater_u + Fmoist_v = 6890 plf
Horizontal forces on wall
Surcharge load; Fsur_h = KA × SurchargeL × (heff - dkey) = 708 plf
Saturated retained soil; Fsat_h = KA × (γsr - γw) × (hsat + tbase)2 / 2 = 124 plf
W ater; Fwater_h = γw × (hwater + dcover + tbase)2 / 2 = 280 plf
Moist retained soil; Fmoist_h = KA × γmr × ((heff - hsat - hbase)2 / 2 + (heff - hsat - hbase) ×
(hsat + tbase)) = 1423 plf
Base soil; Fexc_h = -KP × cos(δb) × γb × (hpass + hbase)2 / 2 = -1106 plf
Total; F total_h = Fsur_h + Fsat_h + Fwater_h + Fmoist_h + Fexc_h = 1430 plf
Overturning moments on wall
Surcharge load; Msur_OT = Fsur_h × xsur_h_a = 3010 lb_ft/ft
Saturated retained soil; Msat_OT = Fsat_h × xsat_h_a = 124 lb_ft/ft
W ater; Mwater_OT = Fwater_h × xwater_h_a + Fwater_u × xwater_u = 4268 lb_ft/ft
Moist retained soil; Mmoist_OT = Fmoist_h × xmoist_h_a = 4403 lb_ft/ft
Base soil; Mexc_OT = Fexc_h × xexc_h = 369 lb_ft/ft
Total; M total_OT = Msur_OT + Msat_OT + Mwater_OT + Mmoist_OT + Mexc_OT =
12174 lb_ft/ft
Restoring moments on wall
W all stem; Mstem_R = Fstem × xstem = 2812 lb_ft/ft
W all base; Mbase_R = Fbase × xbase = 4875 lb_ft/ft
Saturated retained soil; Msat_R = Fsat_v × xsat_v = 4548 lb_ft/ft
W ater; Mwater_R = Fwater_v × xwater_v = 3426 lb_ft/ft
Moist retained soil; Mmoist_R = Fmoist_v × xmoist_v = 20419 lb_ft/ft
Total; M total_R = Mstem_R + Mbase_R + Msat_R + Mwater_R + Mmoist_R =
36081 lb_ft/ft
Check stability against overturning
Factor of safety; FoSot = M total_R / Mtotal_OT = 2.964; > 1.5
PASS - Factor of safety against overturning is adequate
Bearing pressure check
Vertical forces on wall
W all stem; Fstem = Astem × γstem = 1125 plf
W all base; Fbase = Abase × γbase = 1350 plf
Surcharge load; Fsur_v = SurchargeL × lheel = 1250 plf
Saturated retained soil; Fsat_v = Asat × (γsr - γw) = 827 plf
W ater; Fwater_v = Awater × γw = 623 plf
Moist retained soil; Fmoist_v = Amoist × γmr = 3713 plf
CHKD
PAGE
DATE
DATE
PROJECT
DESCRIPTION
Lenwood Lane Culvert Replacement
Retaining Wall Analysis
22-359
JC
JVS
07/2023
07/2023 Total; F total_v = Fstem + Fbase + Fsur_v + Fsat_v + Fwater_v + Fmoist_v = 8888 plf
Horizontal forces on wall
Surcharge load; Fsur_h = KA × SurchargeL × (heff - dkey) = 708 plf
Saturated retained soil; Fsat_h = KA × (γsr - γw) × (hsat + tbase)2 / 2 = 124 plf
W ater; Fwater_h = γw × (hwater + dcover + tbase)2 / 2 = 280 plf
Moist retained soil; Fmoist_h = KA × γmr × ((heff - hsat - hbase)2 / 2 + (heff - hsat - hbase) ×
(hsat + tbase)) = 1423 plf
Base soil; Fpass_h = -KP × cos(δb) × γb × (dcover + hbase)2 / 2 = -1106 plf
Total; F total_h = max(Fsur_h + Fsat_h + Fwater_h + Fmoist_h + Fpass_h - F total_v
× tan(δbb), 0 plf) = 0 plf
Moments on wall
W all stem; Mstem = Fstem × xstem = 2812 lb_ft/ft
W all base; Mbase = Fbase × xbase = 4875 lb_ft/ft
Surcharge load; Msur = Fsur_v × xsur_v - Fsur_h × xsur_h_a = 3865 lb_ft/ft
Saturated retained soil; Msat = Fsat_v × xsat_v - Fsat_h × xsat_h_a = 4424 lb_ft/ft
W ater; Mwater = Fwater_v × xwater_v - Fwater_h × xwater_h_a = 3146 lb_ft/ft
Moist retained soil; Mmoist = Fmoist_v × xmoist_v - Fmoist_h × xmoist_h_a = 16015 lb_ft/ft
Base soil; Mpass = -Fpass_h × xpass_h = -369 lb_ft/ft
Total; M total = Mstem + Mbase + Msur + Msat + Mwater + Mmoist + Mpass =
34769 lb_ft/ft
Check bearing pressure
Distance to reaction; x = M total / F total_v = 3.912 ft
Eccentricity of reaction; e = x - lbase / 2 = -0.088 ft
Loaded length of base; lload = lbase = 8 ft
Bearing pressure at toe; q toe = F total_v / lbase × (1 - 6 × e / lbase) = 1184 psf
Bearing pressure at heel; qheel = F total_v / lbase × (1 + 6 × e / lbase) = 1038 psf
Allowable bearing capacity; qallow = qallow_gross = 2000 psf
Factor of safety; FoSbp = qallow / max(q toe, qheel) = 1.689;
PASS - Allowable bearing pressure exceeds maximum applied bearing pressure
RETAINING WALL DESIGN
In accordance with ACI 318-14
Tedds calculation version 2.9.11
Concrete details
Compressive strength of concrete; f'c = 4000 psi
Concrete type; Normal weight
Reinforcement details
Yield strength of reinforcement; fy = 60000 psi
Modulus of elasticity or reinforcement; Es = 29000000 psi
Compression-controlled strain limit; εty = 0.002
Cover to reinforcement
Front face of stem; csf = 1.5 in
Rear face of stem; csr = 2 in
Top face of base; cbt = 2 in
Bottom face of base; cbb = 3 in
CHKD
PAGE
DATE
DATE
PROJECT
DESCRIPTION
Lenwood Lane Culvert Replacement
Retaining Wall Analysis
22-359
JC
JVS
07/2023
07/2023
From IBC 2018 cl.1605.2 Basic load combinations
Load combination no.1; 1.4 × Dead
Load combination no.2; 1.2 × Dead + 1.6 × Live + 1.6 × Lateral earth
Load combination no.3; 1.2 × Dead + 1.0 × Earthquake + 1.0 × Live + 1.6 × Lateral earth
Load combination no.4; 0.9 × Dead + 1.0 × Earthquake + 1.6 × Lateral earth
X
Z
S te m
Toe Heel
K e y
.2
.2
.2
.2
.6
.9
.2
.2
.0
.0
.2
.2
.1
.1
.1
.0
Loading details - Combination No.1 - kips/ft2
0.2
-0.5
Shear force - Combination No.1 - kips/ft
0.7
1.4
Bending moment - Combination No.1 - kips_ft/ft
X
Z
S te m
Toe Heel
K e y
0.13
0.13
0.4
0.4
0.4
0.090.20 .1
.1
.1
.1
.7
.5
.1
.1
.4
.40 .8
.8
.2
.2
.1
.1
.4
.0
0.88
1.77
Loading details - Combination No.2 - kips/ft2
-3.2
2.72.7
-1.3
Shear force - Combination No.2 - kips/ft
8.9 2.7
-7.7
0.7
Bending moment - Combination No.2 - kips_ft/ft
CHKD
PAGE
DATE
DATE
PROJECT
DESCRIPTION
Lenwood Lane Culvert Replacement
Retaining Wall Analysis
22-359
JC
JVS
07/2023
07/2023
X
Z
S te m
Toe Heel
K e y
0.08
0.08
0.4
0.4
0.4
0.090.20 .1
.1
.1
.1
.5
.4
.1
.1
.2
.2
.8
.8
.2
.2
.1
.1
.3
.0
0.88
1.77
Loading details - Combination No.3 - kips/ft2
-2.8
2.52.3
-1.3
Shear force - Combination No.3 - kips/ft
7.5 2.4
-6.5
Bending moment - Combination No.3 - kips_ft/ft
X
Z
S te m
Toe Heel
K e y
0.4
0.4
0.4
0.090.20 .1
.1
.1
.1
.1
.0
.1
.1
.6
.6
.1
.1
.1
.1
.9
.5
50.88
1.77
Loading details - Combination No.4 - kips/ft2
-2.2
1.81.6
-1.3
Shear force - Combination No.4 - kips/ft
5.2 1.8
-4.8
Bending moment - Combination No.4 - kips_ft/ft
Check stem design at base of stem
Depth of section; h = 12 in
Rectangular section in flexure - Section 22.3
Design bending moment combination 2; M = 8908 lb_ft/ft
Depth of tension reinforcement; d = h - csr - φsr / 2 = 9.688 in
Compression reinforcement provided; No.5 bars @ 12" c/c
Area of compression reinforcement provided; Asf.prov = π × φsf 2 / (4 × ssf) = 0.307 in2/ft
Tension reinforcement provided; No.5 bars @ 6" c/c
Area of tension reinforcement provided; Asr.prov = π × φsr 2 / (4 × ssr) = 0.614 in2/ft
Maximum reinforcement spacing - cl.11.7.2; smax = min(18 in, 3 × h) = 18 in
PASS - Reinforcement is adequately spaced
Depth of compression block; a = Asr.prov × fy / (0.85 × f'c) = 0.902 in
Neutral axis factor - cl.22.2.2.4.3; β1 = min(max(0.85 - 0.05 × (f'c - 4 ksi) / 1 ksi, 0.65), 0.85) =
0.85
Depth to neutral axis; c = a / β1 = 1.062 in
Strain in reinforcement; εt = 0.003 × (d - c) / c = 0.024377
Section is in the tension controlled zone
CHKD
PAGE
DATE
DATE
PROJECT
DESCRIPTION
Lenwood Lane Culvert Replacement
Retaining Wall Analysis
22-359
JC
JVS
07/2023
07/2023
Strength reduction factor; φf = min(max(0.65 + 0.25 ×(εt - εty) / 0.003, 0.65), 0.9) = 0.9
Nominal flexural strength; Mn = Asr.prov × fy × (d - a / 2) = 28337 lb_ft/ft
Design flexural strength; φMn = φf × Mn = 25503 lb_ft/ft
M / φMn = 0.349
PASS - Design flexural strength exceeds factored bending moment
By iteration, reinforcement required by analysis; Asr.des = 0.208 in2/ft
Minimum area of reinforcement - cl.9.6.1.3; Asr.mod = 4 × Asr.des / 3 = 0.277 in2/ft
PASS - Area of reinforcement provided is greater than minimum area of reinforcement required
Rectangular section in shear - Section 22.5
Design shear force; V = 3169 lb/ft
Concrete modification factor - cl.19.2.4; λ = 1
Nominal concrete shear strength - eqn.22.5.5.1; Vc = 2 × λ × √(f'c × 1 psi) × d = 14705 lb/ft
Strength reduction factor; φs = 0.75
Design concrete shear strength - cl.11.5.1.1; φVc = φs × Vc = 11028 lb/ft
V / φVc = 0.287
PASS - No shear reinforcement is required
Horizontal reinforcement parallel to face of stem
Minimum area of reinforcement - cl.11.6.1; Asx.req = 0.002 × tstem = 0.288 in2/ft
Transverse reinforcement provided; No.5 bars @ 12" c/c each face
Area of transverse reinforcement provided; Asx.prov = 2 × π × φsx 2 / (4 × ssx) = 0.614 in2/ft
PASS - Area of reinforcement provided is greater than area of reinforcement required
Check base design at toe
Depth of section; h = 12 in
Rectangular section in flexure - Section 22.3
Design bending moment combination 2; M = 2702 lb_ft/ft
Depth of tension reinforcement; d = h - cbb - φbb / 2 = 8.688 in
Compression reinforcement provided; No.5 bars @ 6" c/c
Area of compression reinforcement provided; Abt.prov = π × φbt 2 / (4 × sbt) = 0.614 in2/ft
Tension reinforcement provided; No.5 bars @ 12" c/c
Area of tension reinforcement provided; Abb.prov = π × φbb 2 / (4 × sbb) = 0.307 in2/ft
Maximum reinforcement spacing - cl.7.7.2.3; smax = min(18 in, 3 × h) = 18 in
PASS - Reinforcement is adequately spaced
Depth of compression block; a = Abb.prov × fy / (0.85 × f'c) = 0.451 in
Neutral axis factor - cl.22.2.2.4.3; β1 = min(max(0.85 - 0.05 × (f'c - 4 ksi) / 1 ksi, 0.65), 0.85) =
0.85
Depth to neutral axis; c = a / β1 = 0.531 in
Strain in reinforcement; εt = 0.003 × (d - c) / c = 0.046101
Section is in the tension controlled zone
Strength reduction factor; φf = min(max(0.65 + 0.25 ×(εt - εty) / 0.003, 0.65), 0.9) = 0.9
Nominal flexural strength; Mn = Abb.prov × fy × (d - a / 2) = 12980 lb_ft/ft
Design flexural strength; φMn = φf × Mn = 11682 lb_ft/ft
M / φMn = 0.231
PASS - Design flexural strength exceeds factored bending moment
By iteration, reinforcement required by analysis; Abb.des = 0.07 in2/ft
Minimum area of reinforcement - cl.7.6.1.1; Abb.min = 0.0018 × h = 0.259 in2/ft
PASS - Area of reinforcement provided is greater than minimum area of reinforcement required
CHKD
PAGE
DATE
DATE
PROJECT
DESCRIPTION
Lenwood Lane Culvert Replacement
Retaining Wall Analysis
22-359
JC
JVS
07/2023
07/2023
Rectangular section in shear - Section 22.5
Design shear force; V = 2738 lb/ft
Concrete modification factor - cl.19.2.4; λ = 1
Nominal concrete shear strength - eqn.22.5.5.1; Vc = 2 × λ × √(f'c × 1 psi) × d = 13187 lb/ft
Strength reduction factor; φs = 0.75
Design concrete shear strength - cl.7.6.3.1; φVc = φs × Vc = 9890 lb/ft
V / φVc = 0.277
PASS - No shear reinforcement is required
Check base design at heel
Depth of section; h = 12 in
Rectangular section in flexure - Section 22.3
Design bending moment combination 2; M = 7658 lb_ft/ft
Depth of tension reinforcement; d = h - cbt - φbt / 2 = 9.688 in
Compression reinforcement provided; No.5 bars @ 12" c/c
Area of compression reinforcement provided; Abb.prov = π × φbb 2 / (4 × sbb) = 0.307 in2/ft
Tension reinforcement provided; No.5 bars @ 6" c/c
Area of tension reinforcement provided; Abt.prov = π × φbt 2 / (4 × sbt) = 0.614 in2/ft
Maximum reinforcement spacing - cl.7.7.2.3; smax = min(18 in, 3 × h) = 18 in
PASS - Reinforcement is adequately spaced
Depth of compression block; a = Abt.prov × fy / (0.85 × f'c) = 0.902 in
Neutral axis factor - cl.22.2.2.4.3; β1 = min(max(0.85 - 0.05 × (f'c - 4 ksi) / 1 ksi, 0.65), 0.85) =
0.85
Depth to neutral axis; c = a / β1 = 1.062 in
Strain in reinforcement; εt = 0.003 × (d - c) / c = 0.024377
Section is in the tension controlled zone
Strength reduction factor; φf = min(max(0.65 + 0.25 ×(εt - εty) / 0.003, 0.65), 0.9) = 0.9
Nominal flexural strength; Mn = Abt.prov × fy × (d - a / 2) = 28337 lb_ft/ft
Design flexural strength; φMn = φf × Mn = 25503 lb_ft/ft
M / φMn = 0.300
PASS - Design flexural strength exceeds factored bending moment
By iteration, reinforcement required by analysis; Abt.des = 0.178 in2/ft
Minimum area of reinforcement - cl.7.6.1.1; Abt.min = 0.0018 × h = 0.259 in2/ft
PASS - Area of reinforcement provided is greater than minimum area of reinforcement required
Rectangular section in shear - Section 22.5
Design shear force; V = 2725 lb/ft
Concrete modification factor - cl.19.2.4; λ = 1
Nominal concrete shear strength - eqn.22.5.5.1; Vc = 2 × λ × √(f'c × 1 psi) × d = 14705 lb/ft
Strength reduction factor; φs = 0.75
Design concrete shear strength - cl.7.6.3.1; φVc = φs × Vc = 11028 lb/ft
V / φVc = 0.247
PASS - No shear reinforcement is required
Check key design
Depth of section; h = 12 in
Rectangular section in flexure - Section 22.3
Design bending moment combination 4; M = 737 lb_ft/ft
Depth of tension reinforcement; d = h - cbb - φk / 2 = 8.688 in
CHKD
PAGE
DATE
DATE
PROJECT
DESCRIPTION
Lenwood Lane Culvert Replacement
Retaining Wall Analysis
22-359
JC
JVS
07/2023
07/2023 Compression reinforcement provided; No.5 bars @ 8" c/c
Area of compression reinforcement provided; Ak.prov = π × φk 2 / (4 × sk) = 0.46 in2/ft
Tension reinforcement provided; No.5 bars @ 8" c/c
Area of tension reinforcement provided; Ak.prov = π × φk 2 / (4 × sk) = 0.46 in2/ft
Maximum reinforcement spacing - cl.7.7.2.3; smax = min(18 in, 3 × h) = 18 in
PASS - Reinforcement is adequately spaced
Depth of compression block; a = Ak.prov × fy / (0.85 × f'c) = 0.677 in
Neutral axis factor - cl.22.2.2.4.3; β1 = min(max(0.85 - 0.05 × (f'c - 4 ksi) / 1 ksi, 0.65), 0.85) =
0.85
Depth to neutral axis; c = a / β1 = 0.796 in
Strain in reinforcement; εt = 0.003 × (d - c) / c = 0.029734
Section is in the tension controlled zone
Strength reduction factor; φf = min(max(0.65 + 0.25 ×(εt - εty) / 0.003, 0.65), 0.9) = 0.9
Nominal flexural strength; Mn = Ak.prov × fy × (d - a / 2) = 19211 lb_ft/ft
Design flexural strength; φMn = φf × Mn = 17290 lb_ft/ft
M / φMn = 0.043
PASS - Design flexural strength exceeds factored bending moment
By iteration, reinforcement required by analysis; Ak.des = 0.019 in2/ft
Minimum area of reinforcement - cl.7.6.1.1; Ak.min = 0.0018 × h = 0.259 in2/ft
PASS - Area of reinforcement provided is greater than minimum area of reinforcement required
Rectangular section in shear - Section 22.5
Design shear force; V = 1327 lb/ft
Concrete modification factor - cl.19.2.4; λ = 1
Nominal concrete shear strength - eqn.22.5.5.1; Vc = 2 × λ × √(f'c × 1 psi) × d = 13187 lb/ft
Strength reduction factor; φs = 0.75
Design concrete shear strength - cl.7.6.3.1; φVc = φs × Vc = 9890 lb/ft
V / φVc = 0.134
PASS - No shear reinforcement is required
Transverse reinforcement parallel to base
Minimum area of reinforcement - cl.7.6.1.1; Abx.req = 0.0018 × tbase = 0.259 in2/ft
Transverse reinforcement provided; No.5 bars @ 12" c/c each face
Area of transverse reinforcement provided; Abx.prov = 2 × π × φbx 2 / (4 × sbx) = 0.614 in2/ft
PASS - Area of reinforcement provided is greater than area of reinforcement required
CHKD
PAGE
DATE
DATE
PROJECT
DESCRIPTION
Lenwood Lane Culvert Replacement
Retaining Wall Analysis
22-359
JC
JVS
07/2023
07/2023
No.5 bars @ 6" c/cNo.5 bars @ 12" c/c
No.5 bars @ 12" c/c horizontal reinforcement parallel to face of stem
1.5" 2"
No.5 bars @ 6" c/c
No.5 bars @ 12" c/c
No.5 bars @ 12" c/c transverse reinforcement in base
No.5 bars @ 8" c/c
3"
2"
Reinforcement details
| 00-Cover Sheet |
| Wekiva Project No: 22-359 |
| Submittal No. 1 |
| Structural Calculations |
| Lenwood Lane Culvert Replacement |
| Retaining Wall Analysis |
| Plummer Associates, Inc. |
Retaining wall analysis & design (ACI318
| 2023-07-03T14:53:14-0400 | |
| John Sobczak |
File details come from the government source that posted it. Updated .