Storm Water Detention Vault Calculations-DEA Approved.pdf19 We Project: City of Edmonds
ID
Edmonds Memory Care Facility SW Vault °SO Eves
AruvASS�7CIIATIES urxr..
DEA Project No.: COED 0000-0010
Submittal Transmittal
Client: City of Edmonds
DEA Submittal No. TO 15-01
Description: Edmonds Memory Care Facility Storm Water Vault
Received: 6/19/15
Resubmittal of #: Revision #1
Bid Item #: n/a
�X Reviewed Furnish As Corrected
Rejected Revise and Resubmit
Submit Specific Item
Submittal Comments:
No exceptions taken.
This review is only for general conformance with the design concept of the project and general
compliance with the information given in the Contract Documents. Corrections or comments made on the
shop drawings during this review do not relieve contractor from compliance with the requirements of the
Contract Documents. Approval of a specific item shall not include approval of an assembly of which the
item is a component. Contractor is responsible for: dimensions to be confirmed and correlated at the
jobsite; information that pertains solely to the fabrication processes or to the means, methods,
techniques, sequences and procedures of construction; coordination of the Work of all trades; and for
performing all work in a safe and satisfactory manner.
Office Engineer: Mark C. Frymover
DATE: 6/23/15
Copies To:
Contractor _ Proj. File _ Owner _ ROM
SITE STRUCTURES
A Division of Kosnik Engineering, PC
June 19, 2015
JoAnne Zulauf
City of Edmonds
121 5"' Avenue N.
Edmonds, WA 98020
Re: Edmonds Memory Care Facility — Storm Water Detention Vault
DEA review comment issued 06-09-15
JoAnne,
The following is our response to the review comments redlined onto our drawings and calculations by DEA. I
have given each of the comments on the redlined drawings a number for easy of reference.
Structural Drawings:
1. ACI -350 code reference has been added to the structural notes.
2. Concrete strength has been increased to 4,000psi as requested.
3. See page 9 of the Terracon report dated 03-12-14 for the recommended allowable bearing pressure of
3,000psf. Copy included in updated calculations sheet 1.1.
4. Grade slab reinforcing spacing has been reduced to the maxim of 12" which produces a reinforcement
ratio exceeding that required by table 7.12.2.1 allowing for the 50% reduction for grade slabs noted in
section 7.12.2.1. Wall vertical reinforcing spacing has been reduced to the 12" maximum spacing. As
noted in figure 810.6.4(a) - page 138 of ACI -350 — the maximum allowable stress would be 20ksi. Sheet
11 of the updated calculations show the service load stress to be 10.6ksi, well below the allowable of
20ksi. Wall horiz reinf has been increase to #6@12" on center to meet reinforcing ratio of section 7.12.2
5. Sump has been deleted since the flow control structure has been relocated to a manhole outside of the
vault. Note that the knee wall is now a standard 4ft offset at this outlet.
6. Joints are not required since steel ratios and spacing of section 7.12.2.1 have been meet.
7. Cross slope has been added to wall sections 1 thru 3 on S3.
8. Calculations for lid reinforcing at manhole provided on sheet 9.1
Structural Calculations:
Sheet 1: Revisions incorporated as noted. See item 3 above for soil bearing value confirmation.
Sheet 3: Corrections incorporated.
Sheet 5: Yes the capacities shown are extrapolated from the chart moving from a 28ft span to a
26.25ft span.
Sheet 13: Corrections have been incorporated. Knee wall design is provided on sheet 11.1
Sheet 14: This should be 36" and is intended to review the case where the grouted lid section acts
compositely with the header. Calculation has been corrected.
Sheet 16: Service level stresses review was added to this sheet. Bottom reinforcing was revised
to #6@12" on center.
I trust this response will meet with your approval. All revisions to the drawings have been clouded.
Daniel Kosnik, SE
President
Ph: 425-357-9600
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SITE STRUCTURES
Edmonds Memory Care Facility
Storm Water Detention Vault
City of Edmonds, 'Washington
Structural Calculations
Project No. S-15-025
First Issue 05-07-15
Updated 06-19-15
10511 19TH Ave SE, Suite C, Everett, WA 98208 ♦ (425) 357-9600 (phone) ♦ e-mail: dan@kosnik.com
Edmonds Memory Care Facility
Storm Water Detention Vault
Project No. S-15-025
STRUCTURAL CALCULATIONS INDEX
Sheet
Design Criteria 01 — 04A
Lid Review 05-09.1
Wall Design & Footing Design 10-16
\
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Geotechnical Engineering Repd ���
00�m
[NamoryCare Facility nEdmonds, VyaahinQton �=��N0ecoNN
March 12.2O14mTenauonProject No. 81145UOG �
43.1 -
Design Recoffniendations
The allowable foundation bearing capacities apply to dead loads plus design |iva load
conditions. The design bearing capacity may beincreased bvone-third when considering total
loads that include wind or seismic conditions. The weight of the foundation concrete below
grade may beneglected |ndead load computations.
Footings` fnundabona, and masonry walls should be reinforced as necessary to reduce the
potential for distress caused by differential foundation movement. The use of joints at openings
orother discontinuities inmasonry walls isrecommended.
DESCRIPTION Column WaIll
Net allowable bearing capacity 3,000 psf 3,000 psf
Minimum dimensions 24inches 16 inches
Minimum embedment below finished exterior 18 inches 18 inches
grade for perimeter footings 2
Minimum embedment below finished floor
12 inches 12 inches
grade for interior footings
Approximate total settlement 3 <1 inch <1 inch
Estimated differential settlement 3 <1/2 inch between <"/2 inch over 50 feet
columns
Ultimate coefficient of sliding friction 0.45
1. The recommended net allowable bearing capacity is the pressure in excess of the minimum
surrounding overburden pressure etthe footing base elevation. Assumes any unsuitable fill orsoft
soils, ifencountered, will boremoved and replaced with structural fill.
2. For frost protection and to reduce the effects of seasonal moisture variations in the subgrade soils.
3. The foundation settlement will depend upon the variations within the subsurface soil profi|e, the
structural loading conditions, the embedment ' depth of the footings, the thickness of compacted fill,
and the quality ofthe earthwork operations.
We recommend that the building be encircled with a perimeter foundation drain to collect
exterior seepage water. This drain should consist ofo4inch-dionlaterperforated pipe within aD
envelope of pea gravel or washed rock, extending at least 6 inches on all sides of the pipe. The
gnexe| envelope should be wrapped with filter fabric (such as K8irafi 140N\ to reduce the
migration of fines from the surrounding soils. Ideally, the drain invert would beinstalled nomore
than Binches above orbelow the base ofthe perimeter footings.
SITE STRUCTURES
FRONT AXEL:
REAP, AXEL #1:
REAR AXEL #2:
Project rdrnond �eYa U�
sheet cX
date
prj. no. S-/45 - oaS
HS20-44
HS25-44
�72 OOOLBS
90.00OLBS-
8,OOOLBS.,.:
10,OOOLBS
32,OOOLBS
WC01b HS -44 32,()00,1b 32,0DO-lb axle 1`0' folio
6.000 1b HSI$- 44 24,W0 lb P-4X,0-Jb axle
A
OJW
W = combPried weight of f"t two 0XIefs
V =vorlOblet- use spocIng whish produce$ mutmurn stress
For design of sfcLbs, Cnternme� of wheel Tq be I ft from curh.
E
11
2 44 TRUCK LIVE LOAD ON WALLS..
I s
6 119
O'.
WA OP
LL:
W
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L)
AVERAGE UNIFORM HORIZONTAL LOAD.-
46
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WA OP
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W
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AVERAGE UNIFORM HORIZONTAL LOAD.-
Geotechnical Engineering Report
Memory Care Facility a Edmonds, Washington
March 12, 2014 a Terracon Project No. 81145006
S
Horizontal
Finished
Grade
P2 -
For at -rest pressure
No MovementAsisuMed
wall
EARTH PRESSURE COEFFICIENTS
ierracon
Active (Ka) 0.26 36
(0.26)S (35)H
t 041 55
At -Rest �(Ko) �) . (0.41)S (55)H
Passive (Kp) 3.85 500 --- ...
Applicable conditions to the above include:
fo For active earth pressure, wall must rotate about base, with top lateral movements of about
0.002 H to 0.004 H, where H is wall height
* For passive earth pressure to develop, wall must move horizontally to mobilize resistance
* Uniform surcharge, where S is surcharge pressure
* Wall backfill weight a maximum of 125 pcf
av Horizontal finished grade compacted to 95 percent of modified Proctor maximum dry density
v Loading from heavy compaction equipment not included
m No hydrostatic pressures acting on wall
w No safety factor included in soil parameters
m Ignore passive pressure in frost zone
Reinforced concrete walls with unbalanced backfill levels on opposite sides should be designed
for earth pressures at least equal to those indicated in the table above. Earth pressures will be
influenced by structural design of the walls, conditions of wall restraint, methods of construction
and/or compaction and the strength of the materials being restrained. Two wall restraint
conditions are shown. "Active" earth pressure is commonly used for design of free standing
cantilever retaining walls and assumes wall movement, The "at rest" condition assumes no wall
Responsive n Resourceful n Reliable 12
-5-2-L5
Geotechnical Engineering Report fi
Memory Care Facility a Edmonds, Washington Termcon
March 12, 2014 a Terracon Project No. 81145006
movement. The recommended design lateral earth pressures do not include a factor of safety
and do not provide for possible hydrostatic pressure on the walls.
Backfill placed against walls should consist of granular structural fill. For the above pressures to be
valid, the structural fill must extend out from the base of the wall at an angle of at least 45 and 60
degrees from vertical for the active and passive cases, respectively. To calculate the resistance to
sliding, a value of 0.45 should be used as the ultimate coefficient of friction between the footing and
the underlying soil.
To account for increased lateral pressures on foundation and retaining walls due to earthquake
motions, we recommend uniformly distributed pressures of 7H and 12H in pounds per square foot
(rectangular distribution) to be applied to yielding and non -yielding walls, respectively. These
pressures are in addition to the static pressures presented above.
To aid in reducing the potential for hydrostatic pressure behind walls, we recommend placing a
gravel curtain drain against the back of the wall with a collection pipe leading to a reliable
discharge. The curtain drain should consist of a clean, free -draining granular material extending
at least 18 inches from the back of the wall. A layer of fitter fabric, such as Mirafi 140N or
approved equivalent, should be placed between the curtain drain and adjacent native or fill soils.
If adequate drainage is not possible, then combined hydrostatic and lateral earth pressures
should be calculated for granular backfill using an equivalent fluid weighing 80 and 90 pd for
active and at -rest conditions, respectively. These pressures do not include the influence of
surcharge, equipment or floor loading, which should be added where appropriate. Heavy
equipment should not operate within a distance closer than the exposed height of retaining walls
to prevent lateral pressures more than those provided.
4.7 Pavements
SITE STRUCTURES
10511 19th Ave SE, Suite C
Everett, WA, (425)-357-9600
Project Edmonds Mem Care
PRECAST HOLLOW CORE PLANK REVIEW
Lid Data
Soil Desity 125 pcf
Soil Cover depth over lid 2.36 ft
Plank design clear span 26 ft
Design Uniform Live Load 1,50 psf
Design Superimposed Load 445 psf
Plank capacity based on uniform superimposed load tables
see appendix A sheet A4 for load span tables
sheet
date
prj. no. S-15-025
Plank span 28 ft
No of tendons 11
Allowable superimposed loads 413 psf
Allowable superimposed loads base of design span of 26.25 ft
Based on flexural capacity 470 psf
Based on shear capacity 441 psf
Plank capacity based on truck load charts
see appendix A sheets A2 & A3 for load span chart
Plank span 26.25 ft
No of tendons 1`1
Allowable soil cover without knee -walls n/a'ft
Allowable soil cover with knee -walls 0.5 to 2.5 ft
. ------ — — -
CONCRETE TECHNOLOGY CORPORATION-?
121/2" HOLLOW CORE SLAB
- -- - - -- - - - 3'-101/2"
DIMENSIONS 6" 111/2" 111/2" 111M' 6"
FOR DETAILING 71/1x"
21/4"
17/16" 11" 111/2" 11112" 11" 17/16"
3'-11718"
(4'-0" Nominal Width)
SPAN -LOAD TABLE
ALLOWABLE SUPERIMPOSED LOAD In pounds per square foot
Effective
No, of
SIMPLE SPAN In feet
Prestress
1/2" o
. 28
32
36
40
44
48
52 1
56
60
(KIPS)
STRANDS
70:7
3
78
44
20
4v
77.7
4
126
80
49
26
is
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I ..:^`i`��...
.....
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17/16" 11" 111/2" 11112" 11" 17/16"
3'-11718"
(4'-0" Nominal Width)
SPAN -LOAD TABLE
ALLOWABLE SUPERIMPOSED LOAD In pounds per square foot
Effective
No, of
SIMPLE SPAN In feet
Prestress
1/2" o
. 28
32
36
40
44
48
52 1
56
60
(KIPS)
STRANDS
70:7
3
78
44
20
77.7
4
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
103
73
50
31*
242.7
11
4131
297
217
160
117
85
60
40
24*
SECTION PROPERTIES (with shear keys grouted)
A = 313 int Zt =1019 ins Zb = 947 ins W = 84 psf
I = 6136 in& 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 0360 but less
than 0180.
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.
i
10 MANUFACTURERS OF PRESTRESSED CONCRETE • TACOMA, WASHINGTON 4198
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12%" HOLLOW CORE SLAB
HS25-44
SIMPLE S
(ft)
k
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 2012 & AGI 318-11.
9.) The Vent Notch envelope represents the maximum span and minimum/maximum 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 = 3,000 psi. Refer to Detail 3 on page 13 of this brochure for vent notch details.
2110/14 MANUFACTURERS OF PRESTRESSED CONCRETE - TACOMA, WASHINGTON 8
PFS
A A
12%" HOLLOW CORE SLAB
HS20-44
12
T
0
V
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LL
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H
z
W
14 16 18 20 22 24 26 28 30 32 34 36 38
SIMPLE SPAN (ft)
GENERAL NATES:
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 = 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 2012 & ACI 318-11.
9.) The Vent Notch envelope represents the maximum span and height of soil cover that can be supported by slabs
with 6%" 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.
2/10/14 MANUFACTURERS OF PRESTRESSED CONCRETE • TACOMA, WASHINGTON 7
C5
5-7- r-5
S-15-006
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F- 3
a4
W 2
1212' HOLLOW CORE SLAB
150 PSF
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 centeriine 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 2012 & ACI 318-11.
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.
2/10/14 MANUFACTURERS OF PRESTRESSED CONCRETE - TACOMA, WASHINGTON 9
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LIL
SITE STRUCTURES Project Edmonds Mem Care sheet: 10
10511 19th Ave SE, Suite C date:
Everett, WA, (425)-357-9600 prJ. no. S-15-0251
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:
2.42 ft
133 ft
4.33 ft
55 pcf EFD
35 pcf EFD
0 psf
125 pcf
Load Combinations:
1.0 L (soil pressure) + 1.6 L (surcharge/wheel load)
1.6 L (soil pressure) + 1.0 L (seismic)
Due to HS25 Truck Loading:
1.4 ft min cover over lid:
2.3 ft max cover over lid:
Total Factored Lateral Force:
1.4 ft min cover over lid:
2.3 ft max cover over lid:
Due to Uniform Surcharge Load:
Uniform surcharge:
Equivalent lateral force:
Total Factored Lateral Force:
2.3 ft max cover over lid:
213 psf Uniform
150 psf Uniform 1,
3223 plf
3133 plf
150 psf
66 psf Uniform
2551 plf
Due to Seismic Activity:
Uniform seismic addition: E = 112 H
Seismic lateral force: 52 psf Uniform
Total Factored Lateral Force:
2.3 ft max cover over lid: 1557 plf
Combined Load Factor: 1.51
SITE STRUCTURES
10511 19th Ave SE, Suite C
Everett, WA, (425)-357-9600
Design Data
Project Edmonds Mem Care
sheet
date'
prj. no. 5-15-025
Soil Density 125pcf
Soil Cover depth to the top of the wall 3 ft w Ws1 = 165 psf
Wall height 4.33 ft Ws2 = 238.15 psf
Soil Pressure EFW 55 pcf v
Surcharge
uniform
truck
Information
S1 = 150 psf (on surface of ground) Equiv Ws = 66 psf
Ws = 88 psf ( on surface of wall - see design chart )
Critical Design Surcharge pressure = 150 psf (on the surface of the wall) ✓
Calculated Design Forces
W1= 315 F1 = 1363.95 lbs R top = 854 lbs
W2= 238.15 F2 = 515.5948 lbs R bot = 1026 lbs
M1 = 738 M total= 1025 ft -lbs
M2 = 286
Wall Reinforcin
Wall thickness
8 inches
Comp block (a) =
0.45 inches
Clear cover
3.6875 inches
Depth to CL bar (d) =
4.00 inches
Rebar size
2 5
d -a/2 =
3.77 inches
Rebar area
0.31 sq -in
Bar spacing
12 inches
0Mn =
5211 ft -lbs
Rebar strength fy
60 ksi
conc strength f'c
4000, psi
Mu =
1639 ft -lbs
Load Factor
1.6' w
max tension reinforcing spacing: % = 10619 psi r � s = 47.3 in
S = 45.2 in
Smax = 45.2 in - OK
e at Toa of the Wall
Ru = 1366 plf Rebar Dowel Size =
5
Dowel Area = '
0.31 sq -in
Shear capacity of Dowel = 7440 plf Dowel strength fy=
60 ksi
Bearing capacity of Dowel = 5250 plf Dowel Spacing =
12 inches
Dowel brg length = '
2 inches
conc strength f'c =
3000 psi
Anchoraae at Bottom of the Wall
Ru = 1641 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
Ito Project 0 ZMSheet t
tructures Date '
A Divislon of Kosnik Engineering PC Job No -�
'e,
vv* t ( �ih "� VIV, rj� r,r /t�pt& I a! N`6� >r a � I� W 1 Y I
SITE STRUCTURES Project Edmonds Mem Care sheet
10511 19th Ave SE, Suite C date 6-'7-15
Everett, WA, (425)-357-9600 prj. no. S-15-025
INTERIOR WALL HEADER GEOMETRY AND LOADS ANALYSIS
Header Overburden & Uniform Loads
Lid weight
90 psf
Soil Desity
125pcf Load Factors
Soil Cover depth over lid
2 ft LL 1.6
Plank design clear span left
26' ft DL 1.2
Plank design clear span right
26' ft
Design Uniform Live Load
150` psf
Lid tributary width to header
26 ft
Uniform service load to header
12740 plf
Uniform factored load to header
16848 plf
Truck Wheel Loads to Header
Truck type
HS' -25
Axle Load
40000 lbs
Wheel Spacing
6 ft
Cover depth
2.0 ft
Axle assumed centered over & perpendicular to header
distribution width 4.50 ft opening width' 5.00' ft
distribution length 11.00 ft length ea side of hdr 5.50 ft
uniform load @ top of plank 808 psf
wheel load to header from left span 3974 plf
wheel load to header from right span 3974 plf
Total wheel load to header 7949 plf
Factored wheel load to header 12718 plf
Design Loads & Forces in Header
Service 20.7 klf
Factored 29.6 klf
Critical section for shear is at
Design Vu =
Design Mu =
0.75 feet from the face of the support
52 k
92 k -ft
SITE STRUCTURES Project Edmonds Mem Care
10511 19th Ave SE, Suite C
Everett, WA, (425)-357-9600
I 10 1119 ZIN 101;JILTI-11 q 0; W-11 PJAW-11411cm
sheet
date
prJ. no. S-15-025
Header Data i)ELP �%4,lnrd- cy"W491MO
Header width 8 inches Concrete Strength 4000 psi
Header span 5.00 ft
Header depth 24inchest/ d= 21.00 inches
In/d ratio 2.86 Deep Beam limit ln/d < 5.0
Min shear steel (Area / spacing) ratio 0.012 Min Rebar spacing
Max spacing of shear steel 4.8 inches # 3 @ 9.17
#4@ 16.67
Min horiz steel (Area / spacing ) ratio 0.02 #4@ 10.00
Max spacing of horzontal steel 8 inches # 5 @ 15.50
Review shear capacity of header
Reinforcing yield strength 60 ksi
Shear reinforcing area 0.21 sq in Horz reinf area 0.31 sq in
spacing 6 in Horz reinf spacing 12 in
Reinf shear capacity Ws 35 k Conc shear capacity We 18 k
Total Shear Capacity 53 k v Factored shear Vu 52 k
Max Wn @ In/d < 2 72 k
Max Wn @ 2 < In/d < 5 8891 k
Review flexural capacity of header
min As based on 200 bwd/fy 0.56 sq inches
min As based on eq 10-3 0.53 sq inches
As reqd based on bending model 1.08 sq inches
As reqd based on tie - strut model
assume Vu is focused @ the center of the header
then Tu = 73.91 k
As reqd = 1.37 sq inches
SITE STRUCTURES Project Edmonds Mem Care sheet
10511 19th Ave SE, Suite C date
Everett, WA, (425)-357-9600 prj. no. -S-15-025
INTERIOR WALL HEADER DESIGN
Header Data
111,i ; "/,/(
Header width 8 inches Concrete Strength 4000. psi
Header span 5.00 ft
Header depth 36 inches v d= 33.00 inches
In/d ratio 1.82 Deep Beam limit In/d < 5.0
Min shear steel ( Area / spacing) ratio 0.012 Min Rebar spacing
Max spacing of shear steel 7.2 inches # 3 @ 9.17
# 4 @ 16.67
Min horiz steel ( Area / spacing ) ratio 0.02 #4@ 10.00
Max spacing of horzontal steel 12 inches # 5 @ 15.50
Review shear capacity of header
Reinforcing yield strength 60 ksi
Shear reinforcing area 0.21 sq in Horz reinf area 0.31sq in
spacing 6' in Harz reinf spacing 12 in
Reinf shear capacity Ws 51 k Conc shear capacity We 28 k
Total Shear Capacity 80 k f=actored shear Vu 52 k �
Max OW @ In/d < 2 114 k
Max Wn @ 2 < In/d < 5 12259 k
Review flexural capacity of header
min As based on 200 bwd/fy 0.88 sq inches
min As based on eq 10-3 0.83 sq inches
As reqd based on bending model 0.66 sq inches
As reqd based on tie - strut model
assume Vu is focused @ the center of the header
then Tu = 47.04 k 1) 41 1, ''
As reqd = 0.87 sq inches 1 ��
SITE STRUCTURES Project Edmonds Mem Care
10511 19th Ave SE, Suite C
Everett, WA, (425)-357-9600
Design-Data-:-Wahl-Foundation Loads Analysis
sheet
%5
date
-5-?- /5
prj. no.
S-15-025
Soil Desity 125 pcf Per. wall Cell Width 26 ft
Soil Cover over the lid 2 ft
Int. wall Cell Width left 26 ft
Plank weight 90 psf Int. wall Cell Width right 26 ft
Uniform Live Load 150 psf
Truck Rating HS25-44 Front Axle Load 10000 lbs
Rear Axle #1 Load 40000 lbs
Wall Height 4.33 ft Rear Axle #2 Load 40000lbs
Total vehicle wt 90000 lbs
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 = 58462 lbs t .k
distribution width = 20.66 ft Load @ base of wall = 2830 plf --
Truck Parallel to the perimeter wall wl one wheel over wall & 2nd wheel on plank (incl axle 1 &2 only )
total truck load to wall = 70769 lbs
calc distribution width = 28.66 ft Load @ base of wall = 2469 plf
Truck Wheel Load Distribution to Interior Wall Foundation
Truck Perpendicular to the int. wall wl rear axle #2 centered over the wall & dist between axles = 14ft
total truck load to wall = 58462 lbs
distribution width = 20.66 ft Load @ base of wall = 2830 plf
Truck Perpendicular to the interior wall wl rear axle #2 directly over waN & distance to axle #1 = 14ft
total truck load to wall = 58462 lbs left plank Load @ base of wall = 2830 plf
total truck load to wall = 58462 lbs right plank Load @ base of wall = 2830 plf
distribution width = 20.66 ft
Truck Parallel to the interior wall wl one wheel over wall & 2nd wheel on plank (incl axle 1&2 only)
total truck load to wall = 70769 lbs left plank Load @ base of wall = 2469 plf
total truck load to wall = 70769 lbs right plank Load @ base of wall = 2469 plf
distribution width = 28.66 ft
Truck Parallel to the interior wall wl the truck centered over the wall (incl axle 1 &2 only)
total truck load to wall = 70769 lbs
distribution width = 28.66 ft Load @ base of wall = 2469 plf
Uniform Live Load distribution to Wall Footings
Perimeter Wall 1960 pif
Interior Wall 3900 pif
SITE STRUCTURES Project Edmonds Mem Care sheet , (�
10511 19th Ave SE, Suite C date
Everett, WA, (425)-357-9600 prj. no. S-15-025
Design Data : Wall Foundation Design �i► �Q • �� - (�'%
Allowable Bearing Pressure
3000 psf
Per. wall Cell Width
26 ft
Rebar strength fy =
60ksi
Int. wall Cell Width left
26 ft
Concrete strength =
3000' psi
Int. wall Cell Width right
26 ft
Soil Desity
125 pcf
Plank weight
90 psf
Soil Cover over the lid
2 ft
Wall Height
4.33 ft
Wall dead load
433 plf
Wall Thickness
8 inches
Perimeter Wall Footing Design
9273 plf
11127.6 plf
LY Wu
Design live load
2830 plf
1.6 4528 plf
17367.6 plf
Soil Cover dead load 3417 plf
Plank dead load 1230 plf
Wall dead load 433 plf
total dead load 5080 plf
Total live + dead Load 7910 Of
Required Ftg Width 2.6 ft
Selected Ftg Width 2.67 ft
Qu = 3979 psf
As regd = 0.05 sq-in/ft
Asmin = 0.35 sq-in/ft
1.33 x As regd = 0.07 sq-in/ft
1.2 4100 plf
1.2 1476 plf
1.2 519.6 plf
6095.6 plf
Y� r.
10624 plf
Selected Ftg Thickness 12' in
Mu = 1996 ft -lbs at face of wall
Vu = 3986 plf at face of wall
phi Vn= 9498 plf at face of wall
Interior Wall Footing
Design
L.F
Wu
Design live load
3900 plf
1.6
6240 plf
Soil Cover dead load
6500 plf
1.2
7800 plf
Plank dead load
2340 plf
1.2
2808 plf
Wall dead load
433 plf
1.2
519.6 plf
total dead load
9273 plf
11127.6 plf
d
Total live + dead Load
13173 plf
17367.6 plf
Required Ftg Width
4.4 ft
Selected Ftg Width
4.5' ft
Selected Ftg Thickness 12 in
Qu =
3859 psf
Mu = 7089 ft -lbs
at face of wall
Vu = 7397 plf
at face of wall
As regd =
0.19 sq-in/ft phi Vn= 9498 plf
at face of wall
1 Asmin =
0.35 sq-in/ft
1.33 x As regd =
0.25 sq-in/ft -
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