APPROVED ENG RESUB 1-BLD2024-0804+STORM VAULT Structural Calculations+7.29.2024_10.14.42_AM+4406522BLD2024-0804 RESUB
BUILT engineering Jul 302024
CITY OF EDMONDS
DEVELOPMENTSERVICES
DEPARTMENT
STRUCTURAL CALCULATIONS
Project:
310 Daley Detention Vault
310 Daley St
Edmonds, WA 98020
Architect:
Citizen Design
10 Dravus St
Seattle, WA 98109
Engineer:
Built Engineering
539 Broadway
Ste 305
Tacoma, WA 98402
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Q 53937
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8/17/2024 - REVIEWED BY CG
ENGINEERING (PEER REVIEW).
BASED ON THE INFORMATION
REVIEWED, CG ENGINEERING
RECOMMENDS APPROVAL OF THE
STORMWATER DETENTION VAULT.
BUOYANCY AND SOIL BEARING
Tank weight (empty)
cross section (longitudinal) = 26 sf x 5' tank width = 130 ft^3
end walls of tank = 80 sf x 2 x 0.67' = 106 ft^3
total concrete weight = 35496 Ibs @ 150 pcf
Soil weight above
68 sf x 110pcf x 2' = 14960 Ibs
Weight of water inside of tank (full)
(56sf tank cross section x 5') x 62.4 Ib/ft^3 = 17472 Ibs
Total weight
67928 Ibs
Bearing pressure
1000 psf < allowable OK
Buoyancy force
Water height = 8'-0"
Buoyancy force = 8*62.4*68sf = 33,950 Ibs < empty tank weight OK
Uniform load for bottom slab
Upper tank self weight = 5496-100psf*68sf bottom slab self weight =28696 Ibs
Soil weight = 14960 Ibs
Upper tank + soil weight => 642 psf
8000 lb wheel load/25sf tributary = 320 psf
Wu = 1.2D+1.6L = 1282 plf/ft
Y,
Y DETENTION VAULT BOTTOM SLAB ANALYSIS
One Way Slab analysis, uniform load:
Upper tank self weight + soil above = 701 Ibs/ft each side
8000 lb wheel load/5' tributary/2 sides= 800 Ibs
Pu at ends of slab = 701 D x 1.2+ 800L x 1.6 = 2121 Ibs
Pu
compression spring for soil
reaction, outer spring
stiffness is 50% of inner
spring stiffness to adjust
for reduced bearing
tributary at edges
fixity at ends - rebar lap
spliced to adjacent walls
by development length
Pu
era
Ei
SLAB ANAYSIS
Shape:
CRECT8X12
Material:
Conc2500NW
Length:
5 ft
I Joint:
N1
J Joint:
N2
Report Based On 97 Sections
Concrete Stress Block:
Cracked Sections Used
Cracked 'I' Factor:
Effective 'I':
Effective T(Service):
Beam Design does not consider any weak axis 'M'
Capacity for 8" slab w/ #4 @ 12"oc,
centered, See slab design sheet for more
detail
PhiMn = 3.31 k-ft OK
PhiVc = 8.16 K OK
Rectangular
Yes
.35
179.2 in14
256.256 in14
orces.
RISA-2D Version 20.0.0 [GA ... \... \... \010-2022-02 310 Daley Town homes\Engineering\untitled.r2d] Page 1
VAULT WALL ANALYSIS
BUILT engineering
VAULT WALL/BOTTOM SLAB DESIGN
Moment
phiMn = phi [ Asfy ( d - Asfy / 1.7fcb)
fy =
60.00 ksi
fc =
2.50 ksi
b =
12.00 in
d =
4.00 in
As =
0.20 in2
phi =
0.90
phiMn = 3.39 kft
Use #4 @ 12"oc each way
Shear
phiVc = phi [ 2 (f'c ^ 1/2) bd
fc =
2.50 ksi
b =
12.00 in
d =
8.00 in
phi =
0.85
phiVc = 8.16 k
phiVs = phi Av fy d / s
s =
6.00 in
Av =
0.00 in2
phiVs =
0.00 k
phiVn = phiVc + phiVs
phiVn =
8.16 k
Minimum flexural reinforcement (rho = 200/fy):
(NOT for slabs/footings)
As min =
0.16 in2
For structural slabs, temperature and shrinkage
reinforcement
shall be provided:
ratio =
0.0020 (Grade 40)
b =
12.00 in
cover =
2.50 in
h =
5.00 in
As min =
0.12 in2
ratio =
0.0018 (Grade 60)
b =
12.00 in
cover =
4.00 in
h =
8.00 in
As min =
0.17 in2
A minimum area of shear reinforcement shall be
provided where Vu exceeds 1/2 phiVc:
1/2 phiVc = 4.08 k
Except for:
1. Slabs and footings.
2. Concrete joist construction (per 1908.11).
3. Beams with total depth not greater than 10",
2-1/2 x flange thickness, or 1/2 web width.
Minimum shear reinforcement Av = 50 bw s / fy
Av min = 0.06 in2
s = d/2 = 4.00 in
s=d/4= 2.00 in
539 Broadway
Ste 305 6/10/2024
Tacoma, WA 98402 Page of
DETENTION VAULT LID ANALYSIS
One Way Slab analysis, uniform load:
10" slab @ 150 pcf = 125 psf
2' soil surcharge @ 110pcf = 220 psf
Uniform live load = 250 psf
Wult= 814 plf/ft
5'-0"
V= 2.0 k
M= 2.5 k-ft
load combination: 1.2D+1.6L
One Way Slab analysis, point load:
10" slab @ 150 pcf = 125 psf
2' soil surcharge @ 110pcf = 220 psf
Wheel live load (moving) = 8,000 Ibs
Wheel load, ult. = 12800 Ibs, spanned over 2'-0" by
rebar grid in opposite direction = 6400 Ibs/ft
1
Wult= 414 plf/ft
1 T
5'_0" J
V= 6.1 k *-- Wheel load V-0" from face of
M= 9.2 k-ft support
load combination: 1.2D+1.6L
BUILT engineering
VAULT LID DESIGN
Moment
phiMn =
phi Asfy ( d - Asfy / 1.7fcb)
For structural slabs, temperature and shrinkage
fy =
60.00 ksi
reinforcement shall be provided:
fc =
2.50 ksi
b =
12.00 in
ratio = 0.0018 (Grade 60)
d =
8.50 in
b = 12.00 in
As =
0.31 in2
cover = 1.50 in
phi =
0.90
h = 10.00 in
As min = 0.22 in2
phiMn =
11.35 kft
Use #5 @ 12"oc each way
Shear
phiVc = phi [ 2 (f'c ^ 1/2) bd
fc =
2.50 ksi
b =
12.00 in
d =
10.00 in
phi =
0.85
phiVc =
10.20 k
phiVs =
phi Av fy d / s
s =
6.00 in
Av = 0.00 in2
phiVs = 0.00 k
phiVn = phiVc + phiVs
phiVn = 10.20 k
A minimum area of shear reinforcement shall be
provided where Vu exceeds 1/2 phiVc:
1/2 phiVc = 5.10 k
Except for:
1. Slabs and footings.
2. Concrete joist construction (per 1908.11).
3. Beams with total depth not greater than 10",
2-1/2 x flange thickness, or 1/2 web width.
539 Broadway
Ste 305 6/10/2024
Tacoma, WA 98402 Page of
t7i►vi�.z•�c■ Anchor DesignerT"'
Software
Version 3.2.2309.2
E
eck shear at corner bars assuming VC = 0
2. Input Data & Anchor Parameters
General
Design method:ACI 318-19
Units: Imperial units
Anchor Information:
Anchor type: Cast -in -place Used in place of Rebar, for design
Material: F1554 Grade 361-_�__ check only
Diameter (inch): 0.500
Effective Embedment depth, hef (inch): 4.000
Anchor category: -
Anchor ductility: Yes
hmin (inch): 5.25
Cmin (inch): 0.75
Smin (inch): 2.00
Recommended Anchor
Anchor Name: J- or L-Bolt - 1/2"0 J- or L-Bolt, F1554 Gr. 36
i
Base Material
Concrete: Normal -weight
Concrete thickness, h (inch): 8.00
State: Cracked
Compressive strength, f'� (psi): 2500
qj ,v: 1.0
Reinforcement condition: Supplementary reinforcement not present
Supplemental edge reinforcement: Not applicable
Reinforcement provided at corners: Yes
Ignore concrete breakout in tension: Yes
Ignore concrete breakout in shear: No
Ignore 6do requirement: Yes
Build-up grout pad: No
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
t71►vl�.z•�c■ Anchor Designer TM
Software
Version 3.2.2309.2
Load and Geometry
Load factor source: ACI 318 Section 5.3
Load combination: not set
Seismic design: Yes
Anchors subjected to sustained tension: Not applicable
Ductility section for tension: 17.10.5.2 not applicable
Ductility section for shear: 17.10.6.2 not applicable
Do factor: not set
Apply entire shear load at front row: No
Anchors only resisting wind and/or seismic loads: No
Strength level loads:
Nua [lb]: 0
Wax [lb]: 0
Way [lb]: 1900
<Figure 1>
R
W.
AI
Z 0lb
US
Y
1900 lb
Ultimate shear per
foot at base of vault
wall, see vault wall
analysis. Rebar
spacing at 12"oc.
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
t7i►vi�.z•�c■ Anchor Designer TM
Software
Version 3.2.2309.2
<Figure 2>
8.00
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
E-71►�11�z•�►�■ Anchor Designer"
Software
Version 3.2.2309.2
0
3. Resulting Anchor Forces
Anchor Tension load, Shear load x, Shear load y, Shear load combined,
Nu. (lb) Vuax (lb) Way (lb) �(Vuax)z+(Vuay)z (Ib)
1 0.0 0.0 1900.0 1900.0
Sum
0.0
0.0
Maximum concrete compression strain (%o): 0.00
Maximum concrete compression stress (psi): 0
Resultant tension force (lb): 0
Resultant compression force (lb): 0
Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00
Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00
Eccentricity of resultant shear forces in x-axis, e'vx (inch): 0.00
Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00
8. Steel Strength of Anchor in Shear (Sec. 17.7.1)
Vsa (Ib) Ogrout 0 Ogrwtovsa (lb)
4940 1.0 0.65 3211
1900.0
9. Concrete Breakout Strength of Anchor in Shear (Sec. 17.7.2)
Shear perpendicular to edge in y-direction:
Vby = min17(W da)1.2�de! fcCa,1.1; 9�fcca11'11 (Eq. 17.7.2.2.1a & Eq. 17.7.2.2.1b)
le (in) da (in) %a fc (psi) caf (in) Vby (Ib)
4.00 0.500 1.00 2500 4.00 3001
OV cby =0 (Avc/Avco) `>red,v `>rc,v` h,vVby (Sec. 17.5.1.2 & Eq. 17.7.2.1 a)
Avc (in2) Avco (in') Ved,v V'c,V Th,V Vby (Ib)
1900.0
OVcby (Ib)
72.00 72.00 1.000 1.000 1.000 3001 0.70 2101
10. Concrete Prvout Strength of Anchor in Shear (Sec. 17.7.3)
OVcp = okcpNcb = Okcp(ANcI ANco) 9ed,N 9c,N 9cp,NNb (Sec. 17.5.1.2 & Eq. 17.7.3.1 a)
kcp Aft (in2) ANco (in2) '1ed,N ilgN 'Icp,N Nb (Ib) 0 0Vcp (Ib)
2.0 96.00 144.00 0.900 1.000 1.000 9600 0.70 8064
11. Results
Interaction of Tensile and Shear Forces (Sec. 17.8)
Shear Factored Load, Vua (lb) Design Strength, OW (lb) Ratio Status
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
E-71►��1�z•�►�■ Anchor Designer"
Software
Version 3.2.2309.2
0
Steel 1900
T Concrete breakout y+ 1900
Pryout
1900
3211 0.59 Pass
2101 0.90 Pass (Governs)
8064 0.24 Pass
1/2" 0 J- or L-Bolt, F1554 Gr. 36 with hef = 4.000 inch meets the selected design criteria.
12. Warnings
- Minimum spacing and edge distance requirement of 6da per ACI 318 Table 17.9.2(a) for torqued cast -in -place anchor is waived per designer
optionAn
- Concrete breakout strength in tension has not been evaluated against applied tension load(s) per designer option. Refer to ACI 318 Section
17.5.2.1 for conditions where calculations of the concrete breakout strength may not be required.
- Per designer input, the tensile component of the strength -level earthquake force applied to anchors does not exceed 20 percent of the total
factored anchor tensile force associated with the same load combination. Therefore the ductility requirements of ACI 318 17.10.5.2 for tension
need not be satisfied — designer to verify.
- Per designer input, the shear component of the strength -level earthquake force applied to anchors does not exceed 20 percent of the total
factored anchor shear force associated with the same load combination. Therefore the ductility requirements of ACI 318 17.10.6.2 for shear need
not be satisfied — designer to verify.
- Designer must exercise own judgement to determine if this design is suitable.
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com