7.31.17 DEA Comments-1-Stormwater Vault.Structural Calcs.pdfS SITE STRUCTURES
A Division of Kosnik Engineering, PC
Prospect Lane
Storm Water Detention Vault
City of Edmonds, Washington
Structural Calculations
RECE1411
im I S 207
Project No. S-17-062 EVIGANEEP11113 DIVISION
First Issue 07-15-17
10511 19" Ave SE, Suite C, Everett, WA 98208 * (425) 357-9600 (phone) * e-mail: dan@kosnik.com
Prospect Lane
Storm Water Detention Vault
Project No. S-1 7-062
STRUCTURAL CALCULATIONS INDEX
Design Criteria
Lid Review
Wall & Footing Design
Sheet
01-03
04-05
06-09
DESIGN CRITERIA
Code:
Permitting Agency:
Soil Cover:
Lid Loading:
Prospect Lane
Storm Water Detention Vault
2015 IBC I INCLUDE
City of Edmonds
0.5ft min to 2.5ft
HS20�� wheel loading
1 JU-ps uniform live load
zbu pst unitorm usea
in calculations I
Uniform live load does not act concurrently with truck wheel loading.
Foundati
Foundation desig�nN �based on the following assumed values:
L
Allowable Bearing Pressure: 000 psf
No geotechnical recommendations were provided to reviewer.
It is assumed that these are assumptions are consistent with
Lateral Earth Pressures on Vault Wallj�s:the recommendations.
At Rest Condition: 55 pcf EFW drained level backtill
Active Condition: 3 5 pcf EFW drained level backfill
Seismic Addition: E = 12H psf uniform
Saturated Soil Density: 125 pcf
Material Requirements: Per ACI 350 1.1.1 minimum
compressive strength shall
Rebar: Grade 60 A be 4000 psi. I
Concrete: f c= 4000 psi walls, f c=3MO psi footings & grade slab
Lid: Pre -cast, Pre -stressed Hollow Core Plank 12-1/2" thick.
SITE STRUCTURES Project
FRONT AXEL:
p@
REAR AXEL # 1:
REAR AXEL #2:
HS20-44
72A0LB
8,OOOLBS
32,OOOLBS
32,OOOLBS
sheet
date
p�. no.
[it 14! 1, _V -_14' to 30' i2�LALIL"
a,��Olb HS20-44 32,0001b 32,0DO-lb ax*
6,000 tb HSIS-44 24,000 lb 24,000-lb OAW
i _Sameos weewnding
0JW - 0AW__ H-Iruc�
W;; comb hed w0ght of W NO Qxl$S
V - �trjqWe. use spxlng whiCh produces mo;Crmum West
For 6.-siqn of slobs, Wierko of wheel to km I ft from curb.-
8
u: 6 -
ix
w
0
u
HS 20 4 4 TRUCK LIVE LOAD ON WALLS
16K i6K
1. 6, 1
No
3 - 00 460
AVERAGE UNIFORM HORIZONTAL LOAD
%fto Project Shoat 9 -,
tructures Data
A DMalon of Koenik Engineering PC Job No
SITE STRUCTURES
10511 19th Ave SE, Suite C
Everett, WA, (425)-357-9600
Project Prospect Lane
Vault Walls - Lateral Pressures Review
Minimum soil cover depth to top of wall:
Maximum soil cover depth to top of wall:
Wall Height:
At -Rest soil pressure:
Active soil pressure:
Uniform Addition to At -Rest soil pressure:
Soil Density:
Load Combinations:
1.6 L (soil pressure) +
1.6 L (soil pressure) +
Due to HS20 Truck Loading:
0.5 ft min cover over lid:
2.5 ft max cover over lid:
Total Factored Lateral Force:
0.5 ft min cover over lid:
2.5 ft max cover over lid:
Due to Uniform Surcharge Load:
Uniform surcharge:
Equivalent lateral force:
Total Factored Lateral Force:
2.5 ft max cover over lid:
Due to Seismic Activity:
Uniform seismic addition: E
Seismic lateral force:
Total Factored Lateral Force:
2.5 ft max cover over lid:
Combined Load Factor:
1.5 ft
3.5 ft
5.5 ft
55 pcf EFD
35 pcf EFD
0 psf
125 pcf
1.6 L (surcharge/wheel load)
1.0 L (seismic)
220 psf Uniform
100, psf Uniform
3993 plf
3905 plf
150 psf
66 psf Uniform
3606 plf
12 H
66 psf Uniform
2288 plf
1.50
sheet:
date:
prJ. no. S-17-062
TYL'aGs
SITE STRUCTURES Project -Prospect Lane sheet
10511 19th Ave SE, Suite C date
Everett, WA, (425)-357-9600 pri. no. S-17-062
Desiqn Data
M
(C-
Soil Density 125 pcf
Soil Cover depth to the top of the wall 1 5 ft Wsl = 82.5 psf
Wall height 5.5 ft Ws2 = 302.5 psf
Soil Pressure EFW 55 pcf
Surcharge Information
uniform S1 = 150 psf (on surface of ground) Equiv Ws 66 psf
truck Ws = 220 psf ( on surface of wall )
Critical Design Surcharge pressure = 220 psf (on the surface of the wall)
Calculated Design Forces
W1= 302.5
F1 = 1663.75 lbs
R top = 1109 lbs
W2= 302.5
F2 = 831.875 lbs
R bot = 1386 lbs
M1 = 1144
M total= 1731 ft-lbs
M2 = 587
Wall Reinforcing
Wall thickness
8 inches
Comp block (a) =
0.34 inches
Clear cover
3.6875 inches Depth to CL bar (d) =
4.00 inches
Rebar size
5
d-a/2 =
3.83 inches
Rebar area
0.31 sq-in
Bar spacing
16 inches
(OMn =
3966 ft-lbs
Rebar strength fy
160 ksi
Conc strength f c
4000 psi
Mu =
2769 ft-lbs
Load Factor
1.6
max tension reinforcing spacing:
f. 23564 psi
S
16.2 in
S =
20.4 in
Smax =
16.2 in - OK
Anchorage at Top of the Wall
Ru = 1775 plf
#5 hairpins net #5@ 15"o/c
#5 hairpins net #5@ 18"o/c
Anchorage at Bottom of the Wall
(PVn = 6700plf
OVn = 5580plf
Ru 2218 plf Rebar Dowel Size = 5
Dowel Area = 0.31 sq-in
Nominal Shear friction capacity Dowel strength fy= 60 ksi
of the footing to wall Dowel 9486 plf Dowel Spacing :12 inches
Coefficient of friction = 0.6 smooth surface
SITE STRUCTURES Project Prospect Lane sheet zk
10511 19th Ave SE, Suite C date 1!57-
Everett, WA, (425)-357-9600 prJ. no. S-k 7-062
Design Data: Wall Foundation Loads Analysis
Soil Desity 125 pcf Per. wall Cell Width 8 ft
Soil Cover over the lid 2.5 ft
Int. wall Cell Width left G. ft
Plank weight 90 psf Int. wall Cell Width right 0 ft
Uniform Live Load 150 psf
Truck Rating HS20-44 Front Axle Load ��..8000 lbs
Rear Axle #1 Load 32000lbs
Wall Height 5.5 ft Rear Axle #2 Load :!�3200Q,Ibs
Total vehicle wt 72000lbs
Truck Wheel Load Distribution to Perimeter Wall Foundation
Truck Perpendicular to the perimeter wall wl rear axle #2 directly over wall & distance to axle #1 = 14ft
total truck load to wall 8000 lbs
distribution width = 24 ft Load @ base of wall 333 plf
Truck Parallel to the perimeter wall wl one wheel over wall & 2nd wheel on plank fincl axle 1 &2 only)
total truck load to wall 40000lbs
calc distribution width 32 ft Load @ base of wall 1250 plf
Uniform Live Load distribution to Wall Foot!
Perimeter Wall 600 plf
Interior Wall 0 plf
SITE STRUCTURES Project Prospect Lane sheet
10511 19th Ave SE, Suite C date
Lverett, WA, (425)-357-9600 prj. no. S-'l 7-062
Design Data : Wall Foundation Design
Allowable Bearing Pressure 3000 psf Per. wall Cell Width 8 ft
Rebar strength fy 60 ksi Int. wall Cell Width left 0 ft
Concrete strength 3000 psi Int. wall Cell Width right 0 ft
Soil Desity 125 pcf Plank weight 90 psf
Soil Cover over the lid 2.5 ft Wall Height 5.5 ft
Wall Thickness 8 inches
Perimeter Wall Footing Design
L.F Wu
Design live load 1250 plf 1.6 2000 plf
Soil Cover dead load 1458 plf
Plank dead load 420 plf
Wall dead load 550 plf
total dead load 2428 plf
Total live + dead Load
Required Ftg Width
Selected Ftg Width
Qu = 2457 psf
As regd 0.01 sq-in/ft
Asmin = 0.35 sq-in/ft
1.33 x As regd 0.02 sq-in/ft
3678 plf
1.23 ft
�2 ft
1.2 1750 plf
1.2 504 plf
1.2 660 plf
2914 plf
4914 plf
Selected Ftg Thickness :-, .. :: : 12 in
Mu=
546 ft-lbs
at face of wall
Vu =
1638 plf
at face of wall
phi Vn=
9498 plf
at face of wall
IINCLUDE BUOYANCY CHECK IN CALCULATIONS. I
ERIFY FOR ALL REINFORCING DETAILS:
MAX AND MIN REINF SPACING REQUIREMENTS IN ACI 350, SECT 7.6
CLEAR COVER REQUIREMENTS IN ACI 350, SECT 7.7
TEMP AND SHRINKAGE REINF REQUIREMENTS IN ACI 350, SECT 7.12
DISTRIBUTION OF FLEXURAL REINF REQUIREMENTS IN ACI 350, SECT 10.6
CONSTRUCTION JOINTS IN ACCORDANCE WITH ACI 350
EE CHAPTER 4 OF ACI 350 FOR DURABILITY/MIX DESIGN REQUIREMENTS