APPROVED ENG STM RESUB1 BLD2021-0092+Structural Calcs+3.1.2021_8.29.44_AM+2067938�S
SITE STRUCTURES
A Division of Kosnik Engineering, Pt
Main Street Commons
Storm Water Detention Vault
Edmonds, Washington
Structural Calculations
Project No. S-21-004
First Issue 01-22-2021
Second Issue 02-28-2021
10505 19T" Ave SE, Suite B, Everett, WA 98208 ♦ (425) 357-9600 (phone) ♦ e-mail: dan@kosnik.com
Main Street Commons
Storm Water Detention Vault
Project No. S-21-004
STRUCTURAL CALCULATIONS INDEX
Design Criteria
HC Plank Lid Review
Vault Wall & Foundation Review
Sheet
01 - 03
04-07
08 - 15
DESIGN CRITERIA
Code:
Permitting
Soil Cover:
Main Street Commons
Storm Water Detention Vault
2015 IBC
City of Edmonds, Washington
1.2ft min to 1. S ft max.
Lid Loading: 150 psf uniform live load
HS20 truck wheel loading
Uniform live load does not act concurrently with truck wheel loading.
Foundation Design:
Foundation design is based on the following values provided by Pan Geo in
their report dated 11- 14-2018
Allowable Bearing Pressure: 4,000 psf
Lateral Earth Pressures on Vault Walls ( drained level backfill condition ):
Active:
At Rest:
Seismic Addition:
Saturated Soil Density:
35 pcf EFW
45 pcf EFW
E = 7H psf Uniform
125 pcf
Material Requirements:
Rebar: Grade 60
Concrete: f c= 4000 psi walls, footings and grade slab
Lid: Pre -cast, Pre -stressed Hollow Core Plank 12-1/2" thick.
SITE STRUCTURES Project
FRONT AXEL:
REAR AXEL # 1:
REAR AXEL #2:
HS20-44
725000LBS
8,o00LBS >>
325000LBS
32500-OLBS
sheet
date ZO-1
prj . no. noa
i , •
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i
•r
7TY.-
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8. ]b H*44 32,00 `1b 32,O W-lb -axle. 1011--- 0he
,�y ��y �y�' H'-buck
V a brio-%e a spo ing which 'o!Wft ,rW m m.. 5.tg ..
For d igfl -!Oa.f cenierlao of wheel to. I ft from curb:
G/
r
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HS 20 - 44 TRUCK LIVE LOAD ON WALLS
K R
16 6, 16
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E
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AUERAG� UNIFORM HORIZONTAL LOAD
SITE STRUCTURES Project Main St. Commons sheet
10511 19th Ave SE, Suite C date � - Zfj •'Z�
Everett, WA, (425)-357-9600 prj. n0. 5-21-004
PRECAST HOLLOW CORE PLANK REVIEW
Lid Data
Soil Desity 125 pcf
Soil Cover depth over lid 1.5 ft
Plank design clear span 14 ft
Design Uniform Live Load 150 psf
Design Superimposed Load 337.5 psf
Plank capacity based on uniform superimposed load tables
Plank span 28 ft
No of tendons 11
Allowable superimposed loads 413 psf
Allowable superimposed loads base of design span of 14.25 ft
Based on flexural capacity 1595 psf
Based on shear capacity 812 psf
Plank capacity based on truck load charts
Plank span 14.25 ft
No of tendons 11
Allowable soil cover without knee -walls 0.5 to 5.2 ft
Allowable soil cover with knee -walls 0.5 to 11.5 ft
�4 C— 0
000k-e J��
CONCRETE TECHNOLOGY CORPORATION � x,-noq
121/2" HOLLOW CORE SLAB
3'-101/2"
DIMENSIONS 611 t11/2" 11 1/z"• • 111/2" 6"
FOR DETAILING "/16'�
21/4"
, ,.•. • y,• � - � rid• - • - .• ••- •, • - • -• •- • -
` . ; . , . ,; . • _ 1. �;:: :,
C',
6
N pJ 4 + N
z
17/16" 11 " 111 /2" 111 /2" 11 " 17/1 e"
(4'-0" Nominal Width)
SPAN -LOAD TABLE
ALLOWABLE SUPERIMPOSED* LOAD- in'. pounds per square foot
Effective
No. of
SIMPLE .SPAN In feet . .
Prestress
11211 0
28
32
36
40
44
48
' 52
56
60
(KIPS)
STRANDS
70.7
3
78
44
20
77.7
14
126
80
49
26
101.3
5
174
117
78
50
27
124.8
6
221
153
106
70
43
23*
148.4
7
267
186
129
89
59
36
172.0
8
307
216
153
108
74
49
29
195.5
9
343
243
174
125
89
61
40
23*
219.1
10
3781
270
195
142
1.03
73
50
31
242.7
11
4131
297
217
160
117
85
60
40
24*
SECTION PROPERTIES (with shear keys grouted)
A = 313 in2 Zt = 1019 in3 Zb = 947 in3 w = 84 psf
I = 6136 in4 Yt = 6.02 in Yb = 6.48 in
NOTES:
1. The values given in this table are based on hollow core slabs without shear reinforcement. Superscripts (1, 2, etc.)
following values in the table indicate the number of filled voids required at the ends of slabs to develop the allowable
superimposed load. See page 2, "SHEAR" for discussion.
2. Asterisk (*) following values in the table indicate that the total deflection under all loads is greater than U360 but fess
than U1.80.
3. Interpolation between values is acceptable: Do not extrapolate values into the blank spaces of the table.
4. These Span -Load Tables are intended as an aid. to preliminary sizing. Sound engineering judgement is required for
the application of this information to specific design cases.
X�_�40011 (for, -'�
10
Z
M
LLJ
� w6V
121/2" HOLLOW CORE SLAB
HS20=44
Number
for
2'-0"
of
at each
Filled
end
Voids
of
required
each
slab.
11 Strands
Knee
�-aCal -ZI
I= M
0
14 16 18 20 22 24 26 28 30 32 34 36 38
SIMPLE SPAN (ft)
GENERAL NOTES:
1..) A minimum cover depth of six inches OR a three inch thick cast in place concrete topping slab is required.
2.) Simple Span is centerline of bearing to centerline of bearing.
3.) The Knee Wall envelope represents the maximum span and height of soil cover that can be supported by slabs
with standard notches for manhole openings, assuming void fill concrete f'c = 3,000 psi. Points falling outside this
envelope require knee walls to support the slabs at manhole openings.
4.) Interpolation between strand contours is acceptable. DO NOT extrapolate beyond the bounds of this chart.
5.) Soil cover is assumed to be uniform.
6.) Except as noted, soil cover unit weight is assumed to be 120 pcf.
7.) Minimum span length = 14'-0".
8.) The values shown on this chart are in compliance with IBC 2015 & ACI 318-14.
9.) The Vent Notch envelope represents the maximum span and height of soil cover that can be supported by slabs
with 6'/2" standard notches in adjacent slabs to accommodate 12" diameter vents, assuming void fill concrete fc =
3,000 psi. Refer to Detail 3 on page 13 of this brochure for vent notch details.
1/03/17 MANUFACTURERS OF PRESTRESSED CONCRETE • TACOMA, WASHINGTON 7
10
z
IL 9
0
a
0
r 8(
H
LL 6
W
O 5
t�
J
O 4
W
UL
O
I— 3
C'
W 2
12'/2' HOLLOW CORE SLAB
1 150 PSF
Vent Notch9
Number
for 2'-0"
of
at each
Filled
Voids
end
of each
required
slab.
E.
IL
ONE
11 Stran mom
Knee
14 /- 16 18 20 22 24 26 28 30 32 34 36 38
VJ
SIMPLE SPAN (ft)
GENERAL NOTES:
1.) A minimum cover depth of six inches OR a three inch thick cast in place concrete topping slab is required.
2.) Simple Span is centerline of bearing to centerline of bearing.
3.) The Knee Wall envelope represents the maximum span and height of soil cover that can be supported by slabs
with standard notches for manhole openings, assuming void fill concrete fc = 3,000 psi. Points falling outside this
envelope require knee walls to support the slabs at manhole openings.
4.) Interpolation between strand contours is acceptable. DO NOT extrapolate beyond the bounds of this chart.
5.) Soil cover is assumed to be uniform.
6.) Except as noted, soil cover unit weight is assumed to be 120 pcf.
7.) Minimum span length = 14'-0".
8.) The values shown on this chart are in compliance with IBC 2015 & ACI 318-14.
9.) The Vent Notch envelope represents the maximum span and height of soil cover that can be supported by slabs
with 6'/2"'standard notches in adjacent slabs to accommodate 12" diameter vents, assuming void fill concrete f'c =
3,000 psi. Refer to Detail 3 on page 13 of this brochure for vent notch details.
1/03/17 MANUFACTURERS OF PRESTRESSED CONCRETE • TACOMA, WASHINGTON 9
SITE STRUCTURES Project Main St. Commons sheet:
10511 19th Ave SE, Suite C date: /Ole 1-14
Everett, WA, (425)-357-9600 prj . no. 5-21-004
Vault Walls - Lateral Pressures Review
Minimum soil cover depth to top of wall: 2.2 ft
Maximum soil cover depth to top of wall: 2.5 ft
Wall Height: 7 ft
At -Rest soil pressure: 45 pcf EFD
Soil pressur in comb w/ seismic: 45 pcf EFD
Uniform Addition to At -Rest soil pressure: 0 psf
Soil Density: 125 pcf
Load Combinations:
1.6 L (soil pressure) + 1.6 L (surcharge/wheel load)
1.6 L (soil pressure) + 1.0 L (seismic)
Due to HS20 Truck Loading:
1.2 ft min cover over lid: 130 psf Uniform
1.5 ft max cover over lid: 120 psf Uniform
Total Factored Lateral Force:
1.2 ft min cover over lid: 4329 plf
1.5 ft max cover over lid: 4368 plf GpN'j"i1-O(� ,��IIiIJ
Due to Uniform Surcharge Load:
Uniform surcharge: 150 psf
Equivalent lateral force: 54 psf Uniform
Total Factored Lateral Force:
1.5 ft max cover over lid: 3629 plf
Due to Seismic Activity: r2,�
Uniform seismic addition: E = 9.5 H
Seismic lateral force: 67 psf Uniform 1 �
Total Factored Lateral Force:
1.5 ft max cover over lid: 3490 plf
Combined Load Factor: 1.52
SITE STRUCTURES Project Main St. Commons Sheet
10511 19th Ave SE, Suite C date 2
Everett, WA, (425)-357-9600 prj . no. 5-21-004
Design Data W-1 S
Soil Density 125 pcf
Soil Cover depth to the top of the wall 2.5 ft Ws1 = 112.5 psf
Wall height 7 ft Ws2 = 315 psf
Soil Pressure EFW 45 pcf
Surcharge Information
uniform S 1 = 150 psf (on surface of ground) Equiv Ws = 54 psf
truck Ws = 120 psf ( on surface of wall )
Critical Design Surcharge pressure = 120 psf (on the surface of the wall)
Calculated Design Forces
W1= 232.5
F1 = 1627.5 Ibs
R top = 1181 Ibs
W2= 315
F2 = 1102.5 Ibs
R bot = 1549 Ibs
M1 = 1424 M total= 2414 ft-Ibs
M2 = 990
Wall Reinforcing
Wall thickness
8 inches
Comp block (a) =
0.36 inches
Clear cover
2 inches Depth to CL bar (d) =
5.69 inches
Rebar size
5
d-a/2 =
5.51 inches
Rebar area
0.31 sq-in
Bar spacing
15 inches�'
(PMn =
6082 ft-Ibs
Rebar strength fy
60 ksi
r
Conc strength f'c
4000 psi
u M =
3863 ft-1 bs
Load Factor
1.6
max tension reinforcing spacing:
fs = 21434 psi ✓'s =
23.0 in
s =
22.4 in
Smax =
22.4 in - OK
Anchorage at Top of the Wall
Ru = 1890 plf
#5 hairpins net #5@ 15"o/c
#5 hairpins net #5@ 18"o/c
Anchorage at Bottom of the Wall
Ru = 2478 plf
Nominal Shear friction capacity
of the footing to wall Dowel 7589 plf
(PVn = 6700p1f
OVn = 5580p1f
Rebar Dowel Size =
Dowel Area =
Dowel strength fy=
Dowel Spacing =
Coefficient of friction =
5
0.31 sq-in
60 ksi
15 inches
0.6 smooth surface
SITE STRUCTURES Project Main St. Commons sheet 10
10511 19th Ave SE, Suite C date
Everett, WA, (425)-357-9600 prj. ri0. 5-21-004
Design Data �/&* t
.'jZ�F`r�-ry���" (JiG
Soil Density 125 pcf
Soil Cover depth to the top of the wall 2.5 ft Ws1 = 112.5 psf
Wall height 7 ft Ws2 = 315 psf
Soil Pressure EFW 45 pcf
Surcharge Information
uniform S1 = 0 psf (on surface of ground) Equiv Ws = 0 psf
truck Ws = 0 psf ( on surface of wall )
Critical Design Surcharge pressure = 0 psf (on the surface of the wall)
Calculated Design Forces
W1= 112.5 F1 = 787.5 Ibs R top = 761 Ibs
W2= 315 F2 = 1102.5 Ibs R bot = 1129 lbs
M 1 = 689 M total= 1679 ft-Ibs
M2 = 990
Wall Reinforcing
Wall thickness
8 inches
Clear cover
2 inches
Rebar size
5 ,
Rebar area
0.31 sq-in
Bar spacing
15 inches +
Rebar strength fy
60 ksi
Conc strength f'c
4000 psi
Load Factor
1.6
max tension reinforcing spacing: fS = 14909 ps
Anchorage at Top of the Wall
Ru = 1218 plf
#5 hairpins net #5@ 15"o/c
#5 hairpins net #5@ 18"o/c
Anchorage at Bottom of the Wall
Ru = 1806 plf
Nominal Shear friction capacity
of the footing to wall Dowel 7589 plf
Comp block (a) =
Depth to CL bar (d) =
d-a/2 =
OMn =
Mu =
s=
s=
Smax —
0.36 inches
5.69 inches
5.51 inches
6082 ft-Ibs
D
2687 ft-Ibs
35.2 in
32.2 in
32.2 in - OK
(PVn = 6700p1f
OVn = 5580p1f
Rebar Dowel Size =
Dowel Area =
Dowel strength fy=
Dowel Spacing =
Coefficient of friction =
5
0.31 sq-in
60 ksi
15 inches
0.6 smooth surface
SITE STRUCTURES Project Main St Commons sheet: _11
10511 19th Ave SE, Suite C date 2O 2
Everett, WA, (425)-357-9600 prj . n0. 5-21-004
Load Combination 1.2D+1.OE+1.OL+1.6H
E_ 67 psf
L= 120 psf
Total= 187 psf
Wall Total
Height Force
7.00 ft
1309 Ibs
H= 78:71.11, 102 1889 Ibs
Total Force 3198 Ibs
Factored Load 4331 Ibs
Average Load Factor 1.35
SITE STRUCTURES Project Main St. Commons sheet
10511 19th Ave SE, Suite C date
Everett, WA, (425)-357-9600 prj. no. 5-21-004
Design Data � (� i�j � � �! 'f` ' � U� '� (�� t000, '�" 104 61
Soil Density 125 pcf
Soil Cover depth to the top of the wall 2.5 ft Ws1 = 112.5 psf
Wall height 7 ft Ws2 = 315 psf
Soil Pressure EFW 45 pcf
Surcharge Information
uniform S1 = 0 psf (on surface of ground) Equiv Ws = 0 psf
truck Ws = 0 psf ( on surface of wall )
Critical Design Surcharge pressure = 187 psf (on the surface of the wall)
Calculated Design Forces
W1= 299.5 F1 = 2096.5 Ibs R top = 1416 Ibs
W2= 315 F2 = 1102.5 Ibs R bot = 1783 Ibs
M 1 = 1834 M total= 2825 ft-Ibs
M2 = 990
Wall Reinforcing
Wall thickness
8 inches
Comp block (a) _
Clear cover
2 inches Depth to CL bar (d) _
Rebar size
5
d-a/2 =
Rebar area
0.31 sq-in
Bar spacing
15 inches V
OMn =
Rebar strength fy
60 ksi
Conc strength f'c
4000 psi
Mu =
Load Factor
1.35
max tension reinforcing spacing:
fs = 25078 psi �"'
s =
s=
Smax —
Anchorage at Top of the Wall
Ru = 1911 plf
#5 hairpins net #5@ 15"o/c
#5 hairpins net #5@ 18110/c
Anchorage at Bottom of the Wall
Ru = 2407 plf
Nominal Shear friction capacity
of the footing to wall Dowel 7589 plf
0.36 inches
5.69 inches
5.51 inches
6082 ft-Ibs
DID
3813 ft-Ibs
18.9 in
19.1 in
18.9 in - OK
(PVn = 6700p1f
OVn = 5580p1f
Rebar Dowel Size =
5
Dowel Area =
0.31 sq-in
Dowel strength fy=
60 ksi
Dowel Spacing =
15 inches
Coefficient of friction =
0.6 smooth surface
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SITE STRUCTURES Project Main St. Commons sheet
10511 19th Ave SE, Suite C date ,
Everett, WA, (425)-357-9600 prj. n0. S-21-004
Design Data: Wall Foundation Loads Analysis
Soil Desity 125 pcf Per. wall Cell Width
Soil Cover over the lid 1.5 ft
I nt. wall Cell Width left
Plank weight 90 psf Int. wall Cell Width right
Uniform Live Load 150 psf
Truck Rating HS20-44 Front Axle Load 8000 Ibs
Rear Axle #1 Load 32000 Ibs
Wall Height 7 ft Rear Axle #2 Load 32000 Ibs
Total vehicle wt 72000 Ibs
Truck Wheel Load Distribution to Perimeter Wall Foundation
14 ft
7 ft
7 ft
Truck Perpendicular to the perimeter wall w/ rear axle #2 directly over wall & distance to axle #1 = 14ft
total truck load to wall = 32000 Ibs
distribution width = 25 ft Load @ base of wall = 1280 plf
Truck Parallel to the perimeter wall w/ one wheel over wall & 2nd wheel on plank (incl axle 1 &2 only )
total truck load to wall = 50286 Ibs
calc distribution width = 33 ft Load @ base of wall = 1524 plf
Truck Wheel Load Distribution to Interior Wall Foundation
Truck Per endicular to the int. wall w/ rear axle #2 centered over the wall 8 dist between axles - 14ft
total truck load to wall = 0 Ibs
distribution width = 25 ft Load @base of wall = plf
Truck Perpendicular to the interior wall w/rear axle #2 directlz overvdll, d d'
total truck load to wall = 0 Ibs left plank LoacJ.=se
'all =
total truck load to wall = 0 Ibs right plank „ ILp�of wall =
distribution width = 25 ft
Ince to axle #1 = 14ft
0 plf
0 plf
r�
Truck Parallel to the interior wall w/ one OFieel r wall & 2nd wheel on plank (incl axle 1 &2 onl
total truck load to wall = 3
total truck load to wall = 3
distribution width =
Olb plank Load @base of wall = 1108 plf
Ibs right plank Load @base of wall = 1108 plf
33 ft
Truck Parallel to the lh-terior wall w/ the truck centered over the wall (incl axle 1 &2 onli
total truck I to wall = 36571 Ibs
distri n width = 33 ft
Uniform Live Load distribution to Wall Footings
Perimeter Wall 1050 plf
Load @ base of wall = 1108 plf
SITE STRUCTURES
Project Main St. Commons sheet I �%
10511 19th Ave SE, Suite C
date 14 100-11,041j
Everett, WA, (425)-357-9600
prj. no. S-21-004
Design Data :Wall Foundation Design
Allowable Bearing Pressure
4000 psf
Per. wall Cell Width 14 ft
Rebar strength fy =
60 ksi
Int. wall Cell Width left 7 ft
Concrete strength =
3000 psi
Int. wall Cell Width right 7 ft
Soil Desity
125 pcf
Plank weight 90 psf
Soil Cover over the lid
1.5 ft
Wall Height 7 ft
Wall Thickness 8 inches
Perimeter Wall Footina Design
L.F Wu
Design live load 1524 plf 1.6 2438.4 plf
Soil Cover dead load 1438 plf 1.2 1725 plf
Plank dead load 690 plf 1.2 828 plf
Wall dead load 700 plf 1.2 840 plf
total dead load 2828 plf 3393 plf
Total live +dead Load 4352 plf 10.
5831 plf
Required Ftg Width 1.09 ft
Selected Ftg Width 2 ft Selected Ftg Thickness 12 in
Qu = 2916 psf Mu = 648 ft-Ibs at face of wall
Vu = 1944 plf at face of wall
As regd = 0.02 sq-in/ft phi Vn= 9498 plf � at face of wall
Asmin = 0.35 sq-in/ft
1.33 x As regd = 0.02 sq-in/ft
Interior Wall Footing Design
L.F Wu
Design live load 1108 plf 1.6 1772.8 plf
Soil Cover dead load 1313 plf 1.2 1575 plf �
Plank dead load 630 plf 1.2 756 plf
Wall dead load 700 plf 1.2 84�f
total dead load 2643 plf 171 plf
v
Total live +dead Load 3751 plf r , l�I 4943.8 plf
V�
Required Ftg Width 0.9 ft
Selected Ftg Width 0 5 ft Selected Ftg Thickness 12 in
Qu = 1978 psf Mu = 831 ft-Ibs at face of wall
Vu = 1813 plf at face of wall
As regd = 2 sq-in/ft phi Vn= 9498 plf at face of wall
Asmin = 0.35 sq-in/ft
1.33 x As d = 0.03 sq-in/ft