20070404 Storm Drain Rpt Phase 2 01312009Creek Street Mixed Use - Christensen Commercial
FINAL STORM DRAINAGE REPORT
Creek Street Mixed Use/Christensen Commercial
Yelm, Washington
January 2OO9
Project Information
Project: Creek Street Mixed Use SPR-07-0404-YL
Prepared for: Rick ChristensenContact: Rick Christensen
(360) 4s8-3602
Project Engineer
Prepared by: Shea, Carr & Jewell, Inc.
2LO2 Carriage Drive Bldg. H
Olympia, WA 98502
Phone: (360) 352-1465
Contact: James E. Gibson, P.E.
Project Manager
Project Number: 1290.01
Creek Street Mixed Use - Christensen Commercial
CERTIFICATE OF ENGINEER
PRO¡ECT ENGINEERS CERTIFCATION: I hereby cert¡fy that this Preliminary
Drainage Report for the Creek Street Mixed Use/Christensen Commercial in Yelm
Washington has been prepared by me or under my supervision and meets the
minimum standards of the 1992 Department of Ecology Stormwater Management
Manual for the Puget Sound Basin and normal standards of engineering practice. I
understand that the jurisdiction does not and will not assume liability for the
sufficiency, suitability, or performance of drainage facilities designed by me.
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Creek Street Mixed Use - Christensen Commercial
TABLE OF CONTENTS
1. STORM DRAINAGE REPORT ........ 1
1.1 PROPOSED PROJECT DESCRIPTION.......... .............. 1
L.2 EXISTING CONDITIONS........... ..............4
1.3 INFILTRATION RATES/SOILS REPORT.... .................4
7.4 WELLS AND SEPTIC SYSTEMS............ ...................4
1.5 FUEL TANKS............. ............. 5
1.6 SUB-BASTN DESCRIPTTON .......... ...........5
L.7 ANALYSIS OF 1OO YEAR FLOOD .............. 5
1.8. AESTHETIC CONSIDERATIONS FOR FACILITIES .......5
1.9 DOWNSTREAM ANALYSIS......... .............5
1.1O COVENANTS, DEDICATIONS, EASEMENTS ....... .......5
1.11 PROPERTY OWNER'S ASSOCIATTON ........ 5
2. EROSION CONTROL REPORT ........... 6
2.L CONSTRUCTION SEQUENCE AND PROCEDURE ............ ........... 6
2.2. TRAPPING SEDIMENT .............6
2.3 PERMANENT EROSION CONTROL AND SITE RESTORATION......... .,,.........7
2.4 GEOTECHNICAL ANALYSIS AND REPORT.... .............7
2.5 TNSPECTTON SEQUENCE........... .............7
2.6 CONTROL OF POLLUTANTS OTHER THAN SEDIMENTS .............7
3. MAINTENANCE PLAN..... .......... 8
3.1 REQUTRED MATNTENANCE ........ ............. B
Appendices
Appendix A-1 - Drainage Calculations
Appendix A-2 - Drainage Basin Map and Preliminary Grading and Dra¡nage
Appendix A-3 - Vicinity Map
Appendix A-4 - FEMA Map
Appendix A-5 - Soils Report + SCS Soils Report
Appendix A-6 - AquaSwirl Data
Plans
Creek Street Mixed Use - Christensen Commercial
1. STORM DRAINAGE REPORT
The format of this report follows the outline provided in the Drainage Design and
Erosion Control Manual (DDECM) for Thurston County, 1994 Edition and meets therequirements of the 1992 Department of Ecology Stormwater Management Manualfor the Puget Sound Basin.
1.1 PROPOSED PROJECT DESCRIPTION
Project Proponent: Rick Christensen
11915 Clear Lake Rd S
Eatonville, WA 98328
(360) 4sB-3602
Parcel Number: 64303400501 and 64303400502
Legal Description: A portion of Section 29, Township 17
North, Range 2 East, W.M.
Total Site Area: 6.12 acres
Zoned: C-2
Site Address: 10602 106th Ave SE Yelm, Wa.
Project Overview:
The 6.12 acre site is generally located in the eastern quadrant of the City of Yelm,
Washington. This site is more specifically located to the north of State Route (SR)
507, east of Creek Street and west of Yelm Creek. The site is bisected by 106th Ave
that begins at Creek Street and terminates at SR 507. This property and all
surrounding properties are zoned C-2.
The Creek Street Mixed Use project is a small portion of a larger project referred to
as Yelm Creek Apartments, Inc. The City of Yelm's Hearing Examiner granted
approval for the project and issued the conditions of approval under City of Yelm's
project number SPR-07-0404-YL. The multi-family portion of the project was
engineered by Sound Engineering Inc. and does not include tax parcels
64303400501 and 64303400502.
This project will construct 3 new commercial building pads and associated parking to
accommodate these uses. The proposed buildings are: a two story, 26,160 square
foot furniture store, 10,500 square foot retail building and 7,800 square foot retail
building. This site already contains an 11,000 square foot building and parking lot.
The developed area is to remain generally unchanged. The remainder of the site
area is currently undeveloped and is mostly bare soil, sporadic brush and weedy
vegetation.
Shea, Carr & Jewell, Inc.
January 2OO9
Creek Street Mixed Use - Christensen Commercial
Development Coverage Summary:
Proposed Building Roof Area
Proposed Parking and Sidewalk Area
Proposed Disturbed Pervious Area
0.69 Acres
1.43 Acres
0.41 Acres
Existing Developed Right of Way 0.63 Acres
Existing Developed Building Area 1.17 Acres
Undisturbed Creek/Wetland Area 1.80 Acres
Total Area 6.12 acres
rn 2oo4, a previous land use proposal was approved for this property. Jerome w.
Morrisssette and Associates designed a storm water facility to provide adequate
capacity to serve the entire 6.12 acres. The City of Yelm has since updated its
Critical Area Code and the storm water facility is no longer in conformance with
current codes. Given this, the project developer has elected to provide separate
storm water treatment and storage for the new buildings and associated additionalparking. These facilities have been sized to provide storm water mitigation for the
additional 2.52 acres of new developed area. See Appendix A-2 for Drainage Basin
Map.
Stormwater Treatment:
The roof runoff will be collected and conveyed directly to the stormwater conveyance
system. Therefore, the sizing calculations for treatment were based on a total area
of 2.52 acres, 2.11 acres of impervious area and 0.41 acres of disturbed pervious
area. The basin area has been divided into 2 sub-basins. These are referred to the
north and the south basins.
According to Section I-2.8 of the DOE Manual, the required stormwater treatment
flow is computed based on the 6 month storm flow. The 6 month storm is computed
as 640/o of the 2 year storm. According to the isopluvial maps in Appendix AIII-1.1
of the DOE stormwater manual, the Yelm area has a 2 year storm of 2 inches.
Therefore, the 6 months storm is 1.28 inches. Storm Shed software was used to
compute the 6 month stormwater flow. This flow was found to be 0.26 cfs in the
north basin and 0.06 cfs in the south basin. See Appendices A-1 for Storm Shed
model output showing this calculated flow.
Stormwater treatment for the north basin will be provided by an AquaSwirl Model
AS-3 Stormwater Treatment System. This model will treat a water quality flow of up
to 1.8 cfs. This will provide ample treatment for this basin. The 100 year storm for
the north treatment area was computed to be 1.57 cfs (see Storm Shed output in
appendices). This is also well within the allowable flow for the unit and, therefore, an
on-line system can be used without a bypass. See appendices for further
information on the AquaSwirl system.
Shea, Carr & lewell, Inc.
lanuary 2OO9
Creek Street Mixed Use - Christensen Commercial
Stormwater treatment for the south basin will be provided by an Aqua Swirl ModelAS-2 Stormwater Treatment System. This model will treat a water qual¡ty flow of upto 1.1 cfs. This will provide ample treatment for this basin. The 100 year storm forthe south treatment area was computed to be 0.59 cfs (see Storm Shed output inappendices). This is also well within the allowable flow for the unit and, therefore, anon-line system can be used without a bypass. See Appendices A-1 for furtherinformation on the Aqua Swirl system.
Stormwater Storage:
Stormwater in the south basin will be conveyed from the AquaSwirl treatment
system to an infiltration trench meeting the requirements of Section III-3.6.5 of the
1992 DOE Manual. It will be located along side the parking area east of theproposed building and has been sized to accommodate the 100 year storm event. In
addition, per Section III-3.6.5 of the DOE manual, it must be demonstrated that the
required volume for the 10 year storm can be recovered in 24 hours and the 100
year storm in 48 hours. According to the isopluvial maps in Appendix AIII-1.1 of the
DOE stormwater manual, the Yelm area has a 10 year storm of 3 inches and a 100
year storm of 4 inches.
The proposed infiltration trench will be comprised of washed rock only and will not
contain perforated pipe. Therefore, per the WAC 173-218-050 Exemptions from UIC
well status item #4, this stormwater system will not qualify as an UIC well.
Roof runoff will be conveyed to the infiltration trench. Therefore, sizing calculations
were based on a total area of O.74 acres, 0.52 acres of impervious area and O.22
acres of disturbed pervious area.
StormShed software was used to model and size the infiltration trench. Per the
recommendations of the geotechnical investigation (see appendices), an infiltration
rate of 20 inches per hour was used for design. In Storm Shed, infiltration is
modeled as a rating curve. A steady rate of flow of 0.33 cfs was computed based on
the bottom area of the trench. The rate is calculated by multiplying the square
footage of the trench bottom by the infiltration rate in cubic feet second. (720 sf x
(2O in/hr / 432OO)). Per the model, a total volume of 430 cubic feet is required to
provide storage for the 100 year storm (see model output in appendices). The
infiltration trench will be 6 feet wide, 120 feet long and 3 feet deep. This provides a
total available volume of 7L3 cubic feet with an additional 1 foot of freeboard above
the active storage volume. See Appendix A-1 for model output and calculations.
Stormwater in the north basin will be conveyed from the Aqua Swirl treatment
system to an infiltration pond. It will be located in the parking area south of the
proposed furniture building and has been sized to accommodate the 100 year storm
event. In addition, per Section III-3.6.5 of the DOE manual, it must be
demonstrated that the required volume for the 10 year storm can be recovered in 24
hours and the 100 year storm in 48 hours.
The proposed infiltration pond will be constructed using a modular block system for
the vertical walls. The bottom of the pond area will located in native Spanaway
gravelly soils conducive for infiltration.
Shea, Carr & Jewell, Inc.
January 2OO9
Creek Street Mixed Use - Christensen Commercial
Roof runoff will be conveyed to the infiltration pond v¡a the parking lot storm waterconveyance system. Therefore, siz¡ng calculations were based on a total area ofL.77 acres, 1.59 acres of impervious area and 0.18 acres of disturbed pervious area.
StormShed software was used to model and size the infiltration pond. per therecommendations of the geotechnical investigation (see appendices), an infiltrationrate of 20 inches per hour was used for design. In Stormshed, infil{ration is modeled
as a rating curve. A steady rate of flow of 0.55 cfs was computed based on thebottom area of the trench. The rate is calculated by multiplying the square footageof the trench bottom by the infiltration rate in cubic feet second. (1,200 sf x (20in/hr / 43,2OO)). Per the model, a total volume of 2,285 cubic feet is required toprovide storage for the 100 year storm (see model output in appendices). Theinfiltration pond will be 20 feet wide, 60 feet long and 2 feet deep. This provides atotal available volume of 2,4OO cubic feet with and additional 1 foot of freeboard
above the active storage. See Appendix A-1 for model output and calculations.
Conveyance:
Per the attached StormShed computations, the maximum 100 year flow for the
entire site (including the roof) is 1.57 cfs. The proposed storm drainage conveyancepipes will be 12 inches in diameter and will have a minimum slope of 0.5olo. Per
Manning's Equation, a pipe with that diameter and slope has a capacity of about 3cfs. Therefore, all pipes have sufficient capacity to accommodate on-site flows asthey will be carrying flows from smaller areas.
L.2 EXISTING CONDITIONS
The project area is mostly vacant. The site slopes east toward Yelm Creek, the
existing building and existing stormwater facility. Slopes are generally flat varying
from 1 to 3olo. There are no significant trees or vegetation. The existing ground
cover is what has naturally grown in this area following the mass grading of the site
in 2OO4.
1,3 INFILTRATIONRATES/SOILSREPORT
The Soil Conservation Service (SCS) Soil Survey of Thurston County classifies on-site
soils as Spanaway (110) series and NisquallV QÐ series.
Soil testing was performed on-site to establish the expected infiltration rates of the
soils and to evaluate slope stability (report located in appendices). According to this
report, on-site soils have infiltration rates of 20 inches per hour.
L.4 WELLS AND SEPTIC SYSTEMS
No wells or septic systems are known to be on-site. The existing STEP tank system
for the current building has been designed in conformance with the City of Yelm's
sewer system. The proposed infiltration facilities are not within 100 feet of any
adjacent parcels.
Water and sewer services will be connected to the City of Yelm systems.
Shea, Carr & Jewell, Inc.
January 2009
Creek Street Mixed Use - Christensen Commercial
1.5 FUEL TANKS
No fuel tanks are known to be on-s¡te. A review of the Department of Ecology,sLeaking Underground Storage Tanks (LUST) list did not indicate any existing orabandoned fuel tanks on the project site.
1.6 SUB-BASIN DESCRTPTION
Stormwater from this development is contained on-site. No stormwater will be
conveyed or directed to adjacent properties.
There is no off-site drainage tributary to this site.
T.7 ANALYSIS OF 1OO YEAR FLOOD
This project is adjacent to Yelm Creek. Yelm Creek does have a mapped 100-year
flood plain and a copy of the FEMA FIRM Map has been provided in the appendices.
This project is not constructing any improvements within the 100 year mapped flood
plain.
1.8. AESTHETIC CONSIDERATIONS FOR FACILITIES
All disturbed pervious area will be vegetated and landscaped. All above ground
stormwater facilities will be landscaped after construction is complete.
1.9 DOWNSTREAM ANALYSIS
All stormwater generated will be stored and infiltrated on-site. All retention facilities
have been designed to retain and infittrate the 100-year storm event. Therefore,
downstream facilities will not be affected by this project.
1.10 COVENANTS, DEDICATTONS, EASEMENTS
On-site drainage facilities will require routine maintenance. A draft maintenance
agreement between the owner and City is attached in the appendices that will allow
the City to access the facilities. The owner is responsible for performing regular
maintenance of the storm drainage facilities.
1.11 PROPERTY OWNER'S ASSOCIATION
The entire parcel is under a single ownership and will not require an association.
Shea, Carr & Jewell, Inc.
)anuary 2009
Creek Street Mixed Use - Christensen Commercial
2.
2.1
EROSION CONTROL REPORT
CoNSTRUCTION SEQUENCE AND PROCEDURE
The proposed commerc¡al development will include site grading and eros¡on control
measures designed to contain silt and soil within the project boundaries during
construction until permanent vegetation and site improvements are in place.
Erosion/sedimentation control shall be achieved by a combination of
structural/vegetative cover measures and construction practices tailored to fit the
site.
Best Management Practices (BMP's) will be employed to properly clear and grade the
site and to schedule construction activities. Before any construction begins onsite,
erosion control facilities shall first be installed. The planned construction sequence is
follows:
1. Schedule preconstruction conference with the City, contractor, project
engineer and construction staking surveyor.
2. Install rock construction entrance. use 4" to B" diameter quarry spalls with
12" minimum depth.
3. Install filter fabric fencing in the locations shown on the plans.
4. Provide inlet protection around existing catch basins.
5. Clear site (grubbing and rough grading).
6. Construct sediment trap.
7. Maintain equipment and water supply for dust control.
B. Designate an area for washing concrete trucks to control the runoff and
eliminate entry in the storm drainage system.
9. Install underground utilities.
10. Provide inlet protection around al! new catch basins.
11. Maintain all erosion control facilities until the entire site is stabilized and silt
runoff ceases.
2.2. TRAPPING SEDIMENT
Filter fabric fencing will be installed to trap sediment before runoff exits the site. In
addition, inlet protection will be installed around all existing and new catch basins to
filter out sediment before runoff enters the storm system.
A stabilized construction entrance will be installed to prevent construction vehicles
from tracking soil onto roadways. If sediment is tracked off-site, it shall be swept or
Shea, Carr & Jewell, Inc.
November 2OO8 Page 6
Creek Street Mixed Use - Christensen Commercial
shoveled from paved surfaces on a da¡ly basis, so that it is not washed onto existingcatch basins or other storm drainage facilities.
During the rainy season from November 1 through March 31, the contractor mustcover any disturbed areas greater than 5,000 sf in size if they will be unworked formore than 12 hours. Mulch, sodding, or plastic covering shall be used to prevent
erosion in these areas.
2.3 PERMANENT EROSION CONTROL AND SITE RESTORATION
All disturbed areas will be paved with asphalt, covered with buildings, or landscapedwith grass, shrubbery, or trees per the landscaping plans.
2.4 GEOTECHNICAT ANALYSIS AND REPORT
None of the storm drainage facilities are located near the top of a steep slope.
Therefore a geotechnical analysis for slope or soil stability was necessary.
2.5 TNSPECTTON SEQUENCE
In addition to required City inspections, the project engineer will inspect facilities
related to stormwater treatment, erosion control, storage, and conveyance duringconstruction. At a minimum, the following items shall be inspected at the time
specified:
1. The erosion control facilities shall be inspected before the start of clearing and
grading to ensure the following structures are in place:a. Construction Entranceb. Filter Fabric Fencec. Inlet protection of existing catch basins.2. The conveyance systems will be inspected after construction of the facilities,
but before project completion to ensure the following items are in working
order:a. Pavement Drainageb. Catch Basinsc. Conveyance Piping3. The stormwater treatment and storage systems shall be inspected during and
after construction to ensure:a. The facility is constructed to design specifications and that protection
from sediments in place.4. The permanent site restoration measures shall be inspected after landscaping
is completed.
A final inspection shall be performed to verify final grades, settings of control
structures and all necessary information to complete the Engineer's Construction
Inspection Report Form. This form must be completed prior to final public works
construction approval.
2.6 CONTROL OF POLLUTANTS OTHER THAN SEDIMENTS
The contractor will be required to designate a washdown area for concrete trucks as
well as a temporary stockpile area for construction debris. Vehicle fueling, washing,
or maintenance shall occur in designated areas only.
Shea, Carr & Jewell, Inc.
November 2008 Page 7
Creek Street Mixed Use - Christensen Commercial
3. MAINTENANCE PLAN
3.1 REQUIRED MAINTENANCE
The following pages conta¡n ma¡ntenance needs for most of the components that arepart of the project's drainage system, as well as for some components that theproject may not have. The checklist should be competed for all system components
on the following schedule:
M. Monthly from November through April
A. Once in late summer (preferably September).
S. After any major storm event (use 1" in 24 hours as a guideline) items markedt'S" only.
Using photocopies of these pages, check off the problems investigated each time an
inspection was performed. Add comments on problems found and actions taken.
Keep these "Checked" sheets in the files as they will be used to rite an annual report(due in May). Some items do not need to be looked at every item an inspection ísdone. Use the suggested frequency at the left of each item as a guideline for the
inspection.
The jurisdiction may be called for technical assistance. Please do not hesitate to call,
especially if it is unclear whether a particular situation may be a problem.
Shea, Carr & Jewell, Inc.
November 2OO8 Page 8
APPENDIX A-1 -
DRAINAGE CALCULATIONS
Page I of3
Appended on: Friday, October 24,200811:48:55 AM
LPOOLCOMPUTE [North Basin Level Pool] SUMMARY using Puls, 24hr Storm
Event
Start of live :348 ft
Summary Report of all Detention Pond Data
Project Precips
BASLIST2
fNorth Basin 100-year pre] Using ITYPEIA.RAC] As [100 year] 124.01
[North Basin 10O-year post] Using ITYPEIA.RAC] As [100 year] 124.01
LSTEND
Vc-'c .r nr
P c>rr-r ¡
b- P-€C{
€L-r_-V ¡1-1-ì o/\i
0.5556 2285.24s1
t.7753 TYPElA.RA
orth Basin 100-
BASLIST
[North Basin 100-year pre] fNorth Basin 1O0-year post]
LSTEND
Record Id: North Basin 100-year pre
TYPEIA.RAC
10.00 min
rm Duration
1.7753 ac
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Page2 of3
Pervious CN Calc
1.7753 ac
Pervious Composited CN (AMC 2
Pervious TC Calc
Pervious TC
Record Id: North Basin 100-year post
Desisn Method tscsl ffif"tt ryp.TYPElA.RAC
Htà I"t"F""kt"g F*t*484.00
Storm Duration t- ,400 hrs
_l Ãb.t.*tir" C*ff ,- Q20---.-
1.7753 ac DCIA / o.oo ac
Pervious CN 95.89 DC CN 0.00 ,,
Pervious TC 5.00 min DC TC \fffiin
Pervious CN Calc
Description SubArea Sub cn
Pervious Landscape Area 0.1785 ac 77.00
Impervious Parking Area 1.0829 ac 98.00
Impervioius Blde Area 0.5139 ac 98.00
Pervious Composited CN (AMC 2)95.8885
Pervious TC Calc rt
Type ll Description Ii-L""sth-ltTl"p"_ll- c""rr ll-- Mñ-ll-rr _l
Sh"91 - l 0.'00 ft l[0-^0%-ll s^0 ll 0^00 i' ll-5.00 """ I
Pervious TC 5.00 min
TTYDLIST SUMMARY
[00 year outJ
LSTEND
STORLIST
fNorth Basin Pond - 100-year Storm]
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Peak Vol (ac-ft
0.ss56
Page 3 of3
Record Id: North Basin Pond - 100-year Storm
DISCHLIST
fNorth Basin Pond 20x60]
LSTEND
Record Id: North Basin Pond 20x60
34 Pond Sizine for 100-
Node
Stage-Discharge Ratine Curve
Descrip: llPrototype Structure lncrement ll O.tO n
Start El.348.00 ft Max Et. ll ¡so.oo n
348.00 0.00
348.10 0.5556
350.00 0.55s6
Licensed to: Shea, Carr & Jewell Inc.
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Page I of I
Appended on: Friday, November 21, 2008 11:27:03 AM
North Basin 6-month storm En.n!_Su-.ury_
Record Id: North Basin 6-month storm
Event Peakl\tufs)Peak T lhrs)Hvd Vol lacft)Area (ac)Method
6 month - treament ( 0.2s97 8.0058 0.08s7 1.2614 SCS
2vr 24 kv ìt:r8r6 8.0058 0.1 565 t.26t4 SCS
10 year 0.7908 8.00s8 0.2s83 1.2614 SCS
100 vear t.0967 8.00s8 0.3617 1.26t4 SCS
All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the
storm duration. If some design event precipitations are for different duration storms, those results are
incorrect
Rainfall TYPElA.RAC
10.00 min
Abstraction Coeff
Pervious Area 1.2614 ac
0.00 min
Pervious CN Calc
0.1785 ac
us Parkins Area
Pervious C ited CN (AMC2
Pervious TC Calc
5.00 min
Pervious TC
Licensed to: Shea, Carr & Jewell Inc.
fi le : //lrtr :\Proj ects\ I 290 Rick Chri stensen\ 1 29 0. 0 I l06th Ave. Commerical-Retail Develop. .. lll2l/2008
Appended on: Friday, October 24,200811:46:46 AM
LPOOLCOMPUTE [South Basin Level pootJ SUMMARY
Page I of3
using Puls, 24 hr StormEvent
Start of live :344.5 ft
Summary Report of all Detention
Project Precips
Event Precin linl
5 month - treamenl 1.28
>- vr 24 hr 2.00
l0 year 3.00
100 year 4.00
Pond Data VotL//u1 €
P- /.,, r>
PÈGì,
Le- \1 Á.'rf¡ o^,/
BASLIST2
[South Basin
[South Basin
LSTEND
100-year prel Using ITYPEIA.RAC] As [100 year] [24.0]
1O0-year postl Using [TYPEIA.RAC] As [100 year] lT4.0l
0.3143 0.3333 346.3r04
BasinlD Event Peak Q(cfs)
Peak T
lhrs)
Peak Vol
(ac-cf)
Area
lac)Method/Loss Raintype
South Basin 100-
year pre 0.3143 8.01 0.1134 0.7496 SCS |YPEIA.RAC
South Basin 100-
year post
100
year 0.5927 8.01 0.1926 0.7496 SCS |YPEIA.RAC
BASLIST
[South Basin 100-year pre] [South Basin 1O0-year post]
LSTEND
Record Id: South Basin 100-year pre
TYPEIA.RAC
Pervious CN
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Pervious CN Calc
Pervious C cN (AMC 2)
Pervious TC Calc
Pervious TC
Record Id: South Basin 100-year post
Method ll SCS Rainfall type TYPEIA.RAC
Intv ll 10.00 min Peakine Factor 484.00
Storm Duration ll 24.00 hrs Abstraction Coeff 0.20
Pervious Area ll 0.7496 ac DCIA 0.00 ac
Pervious CN ll 91.60 DC CN 0.00
Pervious TC ll 5.00 min DC TC 0.00 min
Pervious CN Calc
Description SubArea Sub cn
Impervious Parking Area 0.3426 ac 98.00
Impervious Area Bldg 0.1786 ac 98.00
Pervious Landscaping Area 0.2284 ac 77.00
Pervious Composited CN (AMC 2)9t.6014
Pervious TC Calc
Length ll Slope
0r0ft lw Coeff ll Misc ll TT
5^o lf o^oo i" ll 5^oo "titPervious TC 5.00 min
HYDLIST SUMMARY
[100 year out]
LSTEND
STORLIST
[South Infilt Gallery - 100-year Storm]
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eak Vol (ac-
0.3333
Page 3 of3
LSTEND
Record Id: South Infilt Gallery - 100-year Storm
DISCHLIST
[South Basin Infiltration Gallery]
LSTEND
Record Id: South Basin Infiltration Gallery
for 100-year and B
Type Node
Stage-Discharge Rating Curve
Descrip: llPrototype Structure Increment ll 0.10 ft
Start EI. ll ¡44.50 fr Max El. ll 347.50 ft
344.50 0.00
344.sr 0.3333
347.50 0.3333
Licensed to: Shea, Carr & Jewell Inc.
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Page 1 ofl
Appended on:
South Basin
Friday, November 21, 2008 ll:21224 ÃM
6-month storm Event Summa
Record Id: South Basin 6-month storm
8.01r7
2 yr 24tu 8.01l7
0.1373
ll results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the
crm duration. If some design event precipitations are for different duration storms, those results are
lDesign Method I SCS Rainfall type TYPElA.RAC
m[ toJont"Peaking Factor 484.00
ffil- 1/rrrìL*Abstraction Coeff 0.20
Pervious Area 0.571 ac DCIA 0.00 ac
Pervious CN ll 89.60 DC CN 0.00
Pervious TC ll 5.00 min DC TC 0.00 min
Perryious CN Calc
Descrintion SubArea Sub cn
Pervioius Landscape Area 0.2284 ac 77.00
Impervious Parking Area 0.3426 ac 98.00
Pervious Composited CN (AMC 2)89.60
Pervious TC Calc-ryp._l@[ L."grh-lt-si"p" l I c*rr lt--Mi..__lt rr
sh*t -l f oroft ll or% I 0.00 in ll- s^oo ntt
Pervious TC 5.00 min
Licensed to: Shea, Carr & Jewell Inc.
fi le :/Àtr :\Proj ects\ I 290 Rick Christensen\ I 290.0 I l06th Ave. Commerical-Retail Develop. .. lll2ll2008
INFIL-TRATION POND SIZING - Ñffi
..
PROJEGT: creeklsir,eet Mixed use : christensen commercial
PROJECT NO.: 129,0,01
DATE: TLIi
lnfiltration Pond Design:
20 feet wide
60 feet long
3 feet tall
TotalVolume Provided = 3,600 cf
Volume 1 foot below top = 2,400 cf Allows for 1 foot of freeboard
For StormShed lnput, need the following information: Area = TotalVolumeÆotal Depth
Elevation Area Volume Volume Summarvo 't200 0 01 1200 1200 12002 1200 1200 24003 1200 1200 3600
INFILTRATTON RATING CURVE -M
CREEK STREET MIXED USE - CHRISTENSEN COMMERCIAL
PROJECT NO.: 1290.01
DATE: tIl24l2
Ftow=kiA=k(y/d)A
k - infiltration rate (in/hr)i- unity
A - pond bottom area (square feet)
y - feet above high ground water elevation
d = 3 feet (minimum distance to groundwater)
North Drainage Basin lnfiltration Pond:
ft = 20 in/hr{ = 1,200 sfy-3ftd=3ft
Q = 0.56 cfs Flow from infiltration gallery. Use for ouflet
control in StormShed Model.
INFILTRATION TRENCH SIZING - SOUfffi
: Creek Street Mixed Use - Christensen Commercial
PROJECT NO.: 1290.01
DATE: LLl24l2OO8
lnfiltration Gallery Design:
6 feet wide
120 feet long
3 feet tall
TotalVolume Provided = 648 cf (Assumes 30% void space in gallery rock)
Volume 1 foot below top = 432 cf Allows for 1 foot of freeboard
For StormNet lnput, need the following information: Area = TotalVolume/Total Depth
Elevation Area Volume Volume Summarv0,162001 162 162 1622 162 162 3243 162 162 486
INFILTRATION RATING CURVE
ECT: Creek Street Mixed Use - Christensen Commercial
ECT NO.: 1290.01
,TE: Ltl24t2OOB
Flow=kiA=k(y/d)A
( = infiltration rate (in/hr)i= unity
fi = pond bottom area (square feet)
y = feet above high ground water elevation
d = 3 feet (minimum distance to groundwater)
Drainage Basin #1 lnfiltration Gallery:
k - 20 in/hrA- 720 sfv-3ftd-3ft
Q = 0.33 cfs Flow from infiltration trench. Use for outlet
control in StormShed Model.
APPENDIX A-2_
DRAINAGE BASIN MAP AND GRADING AND DRAINAGE PLANS
APPENDIX A-3 _
VICINITY MAP
3
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;F
q
c
Éa
É
dg
ã
g
Esã
ti
tËre
Eógú
3e
â6,
sÉ
ëÈ
S.E, 1O3RD AVE.
STATE HWY 507 SE/SR s07
PALOUSE AVE. $T.
1lOTH AVE S.I.
,Snrn ã@cmßmËû',Ê,LARRJEWELL,..ffi
SCALE:
N/A VICINITYMAP
EXHIBIT No:
1DATE:ocl 2008
1CHRISTENSEN @MMERCIÁL
APPENDIX 4.4 _
FEMA MAP
I
I
Exl
LJ
I
I
z
ZONE
ZONE
I
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milo[il. Ít000 tlsmtict Pno3nil
rnÍil
tt00D iltsuntltcE RITE ttP
CITY OF
YELM,
WASHINGTON
(IIIURSTON COUNTY)
OIITY PAIIEI. PR¡IITED
c0rutlilFï.Ptxfl. rurBEn
530310 0001 A
EFFECTIVE DATE:
JUNE 16, 1999
fuO""U drotgro"y Managemer¡t Agancy
was extracted us¡ng F-MIT On.Une. Thla map dG not reûæt changesor amendments which may haE b€en made subsequent to the date on thet¡tle block. For the latest product infurmat¡on about Nat¡onat Flood lnsuÉrce
Program lood maps check the FEMA Flood MaÞ Store at w.mÈc.
APPENDIX A-5 _
SOILS REPORT
158
Spanaway Series
The Spanaway series consists of very deep,
sornewhat excessivefy drained soils on terraces. These
soils lormed in glacial outwash and volcanic ash. Slope
is 0 to 15 percent. Elevation is 100 to 400 feet. The
average annual precipitation is 40 to 55 inches, the
average annual air temperature is about 51 degrees F,
and ihe average frosl-free season is 150 to 2OO days.
These soils are sandy-skeleiaf. mixeC. mesic Andic
XerurnbrePts.
Typical pedon of Spanaway gravelly sandy loam, 0 to
3 pei'cent slopes. 4 miies souìheast of Lacey: about 250
ieel west and 400 feet souih of the noriheast corner of
sec. 25. T. 36 N.. R. 1 \¡/.
.A-O !ô 15 inches: black (1OYR 2j1) gravelly sandy
loam. very dark grayish brown (1OYF 3i2) dry. weak
;!ne granular structure. loose, very friable, nonsticky
anC nonplasiic: many fine, medium. and coarse
roots: 25 percsnt pe!:bles, slronqiy acrd; c!ea;
smooth boundary.
3w-15 to 20 inches:'Cark yellowish brown ('f OYR 3;'4)
very gravelly sanciy loam. lighi oiive brown (2.5Y
5¡'4) dry: rrreak fine subangular blocky structure:
loose. ve;y friable. nonsticky and nonplastic; rnany
fine. rnediurn, and coarse roots: 55 percenî pebbles;
rnedium acid: clear smooth boundary
C-20 to 60 inches; dark yellowish brcwn (10YR 4¡4i
extremely graveffy sand, yellowish brown (1OYR
5r'4) dry; single grained; loose; Íew frne roois: B0
percent pebbles, 1O percent cobbles; slighily acid.
The thickness of the solum ranges írom i 5 io 25
i;rches. The content oí coarse fragments in the control
section ranges from 50 to 85 percent. The weighted
average texture of this section is very gravelly sand or
axtremely gravelly sand. The umbric epipedon is 10 to
20 inches thick.
The A horizon has hue ol lOYR or 7.5YR, value of 3
or 4 when dry. and chroma oÍ 1 o¡'2 when moíst or dry.
It is medium acid or strongly acìd. The Bw horizon has
value of 4 or 5 when dry and 3 or 4 when moisl. lt is
very gravelly sandy loam. very gravelly loarn, or
extrernely gravelly sandy loam. The C horizon has hue
ol 1OYR or 2.5Y. value oÍ 5 or 6 when dry and 4 or 5
when moist. and chroma of 3 or 4 when dry or moìst. ll
is exlremely gravelly sand or extremely gravelly loamy
sanC and is slightly acid or neutral.
Sultan Series
The Sultan series consisls of very deep, moderately
Soil Surve
wall drained soils on flood plains. These soils for¡s6alluviurn. Sfope is 0 fo 3 Dercent. Elevation is 2o r^-1.feet. The average annual precipitation is 40 to S;'" ',
inclres, lhe average annual air temperature is about:degrees F. and the average trost-f;ee season i" rJòì200 days.
These soils are fine-silty. mixed. nonacid, mesicAquic Xerofluvenls.
Typical pedon of Sultan silt toarn, 7 miles east ofLacey; about 1 .O00 feet east and 1,975 feel north of :scuthwest corner of sec. 16, T. lE N., R. f E.
Ap--0 to 7 inches; dark ye[owish brown (t OyR 3/+) sloam. brown (iOYR 5/3) dry: moderate fine and
medium' granular structure; slightly hard. very
friabta. slightty sï.¡cky and stighily ptastic, many fir
rneCium. and coarse roots; many very fine and fir
tubular pores: slightly acici; abrupt smooth
boundary.
¿A-7 to 2C inches: dark yellowish brown (1OYR 4j4)
sil'. lcam, brown {10YR 5/3) ciry: rnoderate fine an
meCium subanEular blocky slructure: slightly hard
very friable, slightly sticky and stighily plasric; ma
very fine. fine, and rnedium rcots; many very fine
and fine tubular pores; slightly acid: clear wavy
boundary.
3w1-20 to 25 inches; dark brown (1OYR 3/3) sift toa
grayish brorvn (2.5Y 5i2) ciry; comrnon fine
prominent red (2.5YR 5/B) r¡otttes: mcderate fine
and medium subangular blocky slructure; sfightiy
hard, very friable, slightly sticiry and slightty plasti
common fine and rnedium roots: common vary Íin
and fine tubular pores; slightly aciC: gradual rvavy
boundary.
Bw2-25 to 45 inches; dark brown (1OYR 4/3) silt lca
light brownish gray (1OYR 6i2) dry: common
mecjium prominent red (2.5Y8 5i8)'moiiles;
moderate medium and coarse subanguiar blocky
structure: slightly hard, very fr¡able, slightly sticky
and slightfy plastic; few very fine and fine rools;Ít
very fine and fine iubular pores; siìghily acid;
Eradual wavy boundary.
C-45 to 60 inches; grayish brown {1OYR 5/2) sift loa
light gray (1OYF 7!2) dryl cornmon medium
prominent dark brown {7.5YR 4,'4) mottles: massi'
slightly hard. very friable, slightly sìícky and stigh!
plastic: stightly acid.
The soils are slighl¡y acid or neutral in the control
section and ranQe from slightly acid to strongly acid--
belorv a depth oÌ +o ¡ncheð. niottles thal have chrorn¿
oî 3 or more are at a depth of more than 20 inches'
., Thurston County, Washington
summer, rrrigation is needed for lawn grasses, shrubs,
vines. shade traes, and ornamental trees. Mulch,
fertilizer, and irrigation are needed to establ¡sh lawn
.grasses and other srnall-seeded plants. Topsoil can be
stockpiled and used to reclaim areas disturbed during
construct¡on.
The main limitation afÍecting sÊptic tank absorption
-fields is a poor filterìng capacity in the substratum. lf the
densiiy of housing is moderate or high. cornmunity
sewage systems are needed to prevent lhe
contarninat¡on of water supplies caused by seepage
lrom onsite sewage disposal systems. The slope'hinders the insiallation of the absorption fields.
....Absorptìon lines shoulC be ínstalted on the contour.
Douglas-fir is the main woodland species on this unit.
Among the lrees of limiied extent are Oregon white oak.
lcCgepole pine, anC red alder. Douglas-fir anC Scotch
pine are grown on Chrisimes tree plantations. On the
basis of a 1OO-year site curve, ihe mean site index for
r. - -Dougtas-fir rs 140. On the basis of a SO-year siie curve.
ii is 108. The highest average growth rate of an
unmanaged. even-ageC stand oi Douglas-Íir rs 145
cubic fegt per acre per y.eeí at 65 ¡r¿¿¡5 of age.. This soil is suíted to year-round fogging. Unsurfaced
roads and skld traifs are slrppery when wet Logging
i'cads require suitabla suríacing material for year-round
use. Bounded pebbles and cobbles for road
constructron are readilv available on this unit.
Sistu¡'bance oí ihe proleclrve layer of dufÍ can be
minrr-¡lizeC by ihe careful use oÍ wheeled and tracked
equipmenl.
Seedfing estabtishment and seedting rnortality are the
i:nain concerns in the production of timber. Reforestation. can be accorapiished by ptantíng Dougtas-fir seedfings.
lf the stand includes seed trees, naturaI reforestation of
cutover araas by Oregon white oak and lodgepofe pine' occurs in;requenily. Droughtiness in the sudace layer
reduces the seedling survival rate. When openings are
rnade in the canopy, invading brushy plants can delay
the esiablishment of planted Douglas-fir seedlings.
Common forest undgrstory plants are cascade
Oregon-grape, satal, weslern brackenfern. western
swordfern, lndian plum, and Scotch-broom.
This map unít is in capabifity subclass lVs.
112-Spanaway stony sandy toam, 0 to 3 percent
slopes. This very deep. somewhat excessively drained
soìl is on terraces. lt forrned in glacial outwash and
volcanic ash. The native vegetation ís mainfy grasses,
ferns, and a lew conifers. Efer¿ation is 200 to 400 feet.
The average annual precipítation is 4O to 50 inches, the
average annual air temperature is about 51 degrees F,
and the average frost-free perioci is 150 lo 2OO days
. ïypìcally, the surface fayer is btack stony sandy trabout 16 inches thick. The subsoil is very dark bówgravelly sandy loam about 6 inches thick. Tne
substratum to a.depth of 60 inches or more is grayisbrown extremety gravelly sand.
lncluded in this unit are small areas of Alderwoodsoils on tíil plains, Baldhill soils on lerminal mora¡nesand Everett. lndianola, and Nísqually soils on tsrraceAlso included are srnall areas of Spanaway soils tha.have a g;avelly sandy loarn sudace fayer and small
areas of Spanaway stony sandy loam that have slop
o{ 3 to 15 perc3nt. lncluded areas make up about 15percent of the total acíeage.
Permeability is moderately rapid ín the subsoil of tSpanaway soil and very rapiC ín the substratum.
Avaiiable lvater capacity is fov,¡. Effective Íoot¡ng depiis 60 inches or more. Hunofi is slor,r,, and tha házardwater erosion is sfight.
This unÍt is used mainty for haytand, pasture, orhomesiles. The main limitatíons afiectÍng hay andpasture are the low avaitable water capacity and ìhe
stones on thè surface. Proper grazing practices, wee
controf, and íertilizer are neeCeC to ensure maximumquafity of forage. Rotaiion grazing helps to rj.ìaintain tquality oi the forage. Because oí the surface stones,
spreadrng anímal rnanure, mowing, and seeding are
ditficult. ln summer. irrigation is needed for maximum
productíon of most forage crops. Sprinkler írrigation is
the best method of applying rvater. The amouni of we
apclied should be sufficient to v¿et the root zone but
small enough to nrinimize the teaching of plant
nuirients.
Thrs unit is well suited to homesítes. pebbles,
ccbbles, and slones should be removed, particufarly i
areas used for lawns. ln sumraer, írrigation is needed
íor lawn grasses, shrubs, vines, shade trees, end
ornamental trees. Mulch, fertitizer, and irrigation are
needad to establish lawn grasses and other smalf-
seeded plants. Cutbanks are not stable and are subie
to sloughing.
The main limiiatíon aftecting septíc tank absorption
fietds is a poor filtering capacity in ihe substratum. lf t
density of housing is moderate or high, ccmmunity
sevrage systems are needed to preveni the
contamination of water supplies caused by seepage
from onsite sewage disposal systems.
This map unit is in capabitity subclass lVs.
113-Spanaway stony sandy loam, 3 to 15 perce
slopes. This very deep. somewhat excessively draine
soil is on terraces. lt formed in gtacial outwash and
tilrffiñÅt
Jerome W. Morríssette & Associates Inc,, P.S.
Soil Boring Log
1700 Cooper Point Road SW, #B-2, Olyrnpia, WA 9850,
(360)3s2-9456 t FÉù( (360)352
Project Name:i7 5;¡¡¡í¡:.+r'*l
Location : t bt"Zg llrr¡*{ . r)T ..v.'..í¿- È,/L
Rig Type:
uation Conducted BY: 5,.6t4ûþ
Project Engineer:
Mþthod of Excavation:?t Åi i tt
Soil Description
(q" Ê, ¡.): ',
,{: "frf. ¡-jt ¡i'ì
t¡,3
lroject Nurnben tS 14,
Boring Number:
Date:
Gontractori ,r,¡i^i g" /i
Total D of Hole:
í.."* iã,"
lt,;*r ¡-\ rfÉ ¡ (. cì
ff. !i{.11
¡
,t
..-' ---- .--;-
t.
. . -\-y g;t;a¡ -:¡q3L-<=.çiã
.l
lltvtlñ^t
Jerome W. Morrissette & AssocÍates lnc., p.S-
1700 Cooper point Road SW,_p?. gtYmpia. WA SBSO2_íi10(360)352_9456 / FÆ( (360)352_9990
Soíl Boring Log
Froject Nurnber:ProjectName:-¿'m
Location: r¿di¡zÍf *0,* úr, , Vea**Date:
Total Depth of Hole:
Evaluation tonducted By: S, ãe.r"r?ã
Method of Excavation:;\¡ T'tì É..1å.i
i: 7 .- li ììt:l I r .:' C
Çomments: i
Civil / Municipal ./ Gcotechnical Engineenng and ptanning
I
t-'
i't i -.
t.Il-
it"
Ir'- '
, .Fxe- Têâ{- tlig.T.lgJ
sii'rIc'íi
II
1--
:3È
,!¿
.sÉ
¡
_)
II -..--
I
SOIL EVALUATION RËPORT
FORÍU 1: GENERAL S|TE |NFORMATION
PROJ ECT TTTLE: Ricr< Cr¡risr¡anlêãiEiãìì SHEET: 1 oF 1PROJECT NO.:
PREPARED BY: John KnowIes, P.E.
1. SITE ADDRESS OR LEGAL DmJm North of SRs07, immedíatetyffiÌiiËTãiñ'Creek crossing (11628 SR 507, yelm, WA)
2. PROJECT DESCRIPT¡ON:
buíldings and all associated roadway and utility improvernents.
rv ttt tr rYtqtthe west' and sR507 to the south- on siie soils are well draíned and formed in glacial outwasn.
3. SITE DESCRIPT'O.*, in
:::]Í:l,T:1^T1_9jlgJl" ?:-removed) centralry tocateo oï tne southern r/3 or the site. site rerier isrelatively flat with the exception of the eastern 1/4 of the siæ tñáis¡opes to the east at a 5ologradient' The extreme eastern portion of the site is aaesignaieã weiland boroerinj ielm creek.The site has relatively fe¡v trees and a light density of scois aioom growtn throughout the site.The proiect site is boundgd by undeveloþed propérty to tlre nãrttr and east, a chevron Mini Mart to
l{oRK.ÎFRFoREmaximum deplh of 120" below existing grade_. soils were inspected by entering and visuallylogging each test pit to a depth of four féet. soils beyond foul ieet were inspected by examiníngbackhoe tailings. Test pit soil log data sheets are inciuded in this reporr.
5. ADDITIONAL SOILS WORK RE
once a site plan has been generated and the location of proposed drainage infìttration facilíties are
6. FINDINGS: The Soil Conservatio
:::1îT?^:,:ll:?lry_L?Tl]]2)..Alrtestpits conrirm this desisnarion Au tesr pits reveated verygravelly fine sandy loam surface soits, overlying a graveily and cäootey coarse ".no ruoiä.i. t
Substratum coarse soils were loose to slighily ãenıe and nad very few fìnes present. winter watertable was present in ail test pits and shouid be considered high for the season.
7. RECOMMENDAT¡ONS: Lf" Spañ
formed ín glacial outwash. lnfiltration rates are:generalty rapid in the substratum soils. Thesubstratum soils should be targeted for alldrainage infiitration facilities. A design infìttration rate of20 in/hr would be appropriate for all targeted C horizon soils as recomrnended in the attached soillog information sheets.
During construction, care must be laken to prevent erosion of exposed soils. Drainage facilityinfiltration surfaces must be properly protected from contaminatiòn by the fine-Qraineã upperhorizon soils and from compaction by site construction activities. Soils not proierty protected willcause drainage infiltration facilities to prematurely fait.
I hereby certify that I prepared this reOort,
work' I certify that I am qualified to do this work. I represent my worr to be complete an accuratewithjn the bounds of uncertainty inherenl to the practice of soilé sc¡ence. and to be suitable for itsintended use.
SIGNED:
OATE.
,w'- 261 14k,tm9
(c:ìWNWOR DUEKFILEStO3I 4soits rpl)
PROJECT TITLE: Rick Christianen Retail
PROJECT NO.: 0314
PREPAREO BY: John Knowles, P-8.DATE:3/ZSl03
SOIL LOG: #1
LOCATION: 30 fL east and 20 ft. south of the N.W. property corner.
1. TYPESOFTESTDONE:
None
2. SCS SOILS.SERIES:
Spanaway Stony Sandy Loam
(112)
3. LAND FORM:
Terrace
4. Utst U:itf loNl'{lsToRY:
Glacial outwash & volcanic ash
5. HYDROLOGIC SOIL.
GROUP:
B
6. DEPTH OF SEASONAL HW:
116" +
7. CURRENTWATER
DEPTH:
1 16"
8. DEPTH TO IMPERVIOUS
LAYER:
Grealer than bottom of hole
9. MISCELLANEOUS:
Level
10. POTENTIAL FOR:EROSTON I RUNOFF I PONDTNG
Slow MinimalSlight
11. SOIL STRATA DESCRIPTTON: See Following chart
12. SI f ts PERCOLAIION RATE:See FSP
13. FINUINGS & RECOMMENDATIONS: Use a design infiltration rate of 20 in/hr tess for drainagreinfiltratíon facilities located in the C2 horizon soils'at 30- or greater below the existing ground surface.Maintain minimum separation requirernents above the high w¡nter water table observed at gg" + belowthe existing grade.
SOIL EVALU.ATION REPORT
FORM 2: SOIL LoG INFORMATIoN
Soils Strata Description
Soil Log #1
Horz
A
Bw
c1
c2
Deoth
0'- 22"
22- 25'
?51 30'
30'-r 00'
Color Tgfure
10YRZ2 VGTVFiSaLm
10YRV2 VGTVFiSaLm
10YR4/6 ExGr&
CobLrnMSa
10YR5/4 ExGr &
CobCSa
%CL %ORG
<20 <5
<20
<5
<5
sTR MOï
1s8K
lSBK
SG
SG
CEful ROO
- rnf
-mf
-Íî
<X> FSF
262
2-6 3
>?o 15
>20
CF
<50
<60
<75
<90
JND
SOIL EVALUATION REPORT
FORM 2: SO|L LOG TNFORMATTON
Soils Strata Description
SoilLog #2
Hoq
A
8w
c1
C2
Oeoth
0-- 18"
t8'- 21"
21'- 30'
30-.100'
Color Texture
1OYR2I2 VGA,/FiSâLm
lOYR3/2 VGTVFiSaLm
10YR4/6 ExGr &
CobLmMSã
10YR5/4 ExGr &
CobCSa
o/oÇL %ORG.
<20 <5
<20
<5
<5
sB Mor
lsgK
lSBK
ù(t
SG
CEM ROO
'mf
'mf
_ff
<Xt_ FSP
2-6 2
2-6 3
>20 15
>20
q
<50
<60
<75
<90
IND
PROJËCT TITLE: Rick Christianen
PROJECT NO.: 0314
pRÊpARECI By: John Knowtes, p.E. DATE:3/25/03
LOCATION: 400 ft. east and 20 ft. south of the N.W. property corner.
¡ITtr,ùL'T 't.ùINone
Z. t'ÇS SOILS SERIES:
Spanaway Stony Sandy Loam
(112)
3. LAND FORM:
Terrace
¿). rJËrvùt I tuN ñ15 luKY:
Glacialoutwash & volcanic ash
5. HYDROL
GROUP:
B
6. DEPTHOFSEASONALHW:88'l
I. UUKKts,NI WAIhH
DEPTH:
88',
8. DEPTH TO IMPERVIOUS
L.AYER:
Greater than bottom of hole
9. MISCELLANEOUS:
Level
IO. POÏENTIAL FOR:EROSTON I RUNOFF TFoND|NG
Slight Slow Minimal
11. SOf L STRATA DESCRTPTION: See Foilow¡ngıfiart
.IZ. tjlIÞ PERCQLATION RATE:See FSP
13. FINDINGS & RECOMMENDATIONS
facilities located in the C2 horizon soils at 30" or greater below the existing ground surface. Maintainrninimum separation requirements above thê hrgh winter water table oOservè¿ at 88" + below theexisting grade.
SOIL EVALUATION REPORTFoRM 2: sotL LoG l¡¡roãrvrÁilOn
lFgJEcrrrle@PROJECTNO.:0314
PREPARËD By: John Knowles, p.E.
LOCATION: 210 ft. east and 20 ft.south of the N.W. property corner.1. TYPES OF TESTDONIE 2. scssıilSffi
Spanaway Stony Sandy Loam
(112)
3. LANOFıRM:
4. OEPOStiloN H¡51-OR\-
Glacial outwash & volcanic ash
5. HYDROLOGIC
GROUP:
B
OF SEASOhTALEW
7. CURRENTWÃm
DEPÏH:
91'
8. DEPTH TO I
LAYËR:
Greater than bottom of hole
9. MISCELLANEıG:
1O- POTENTIAL FOE
loN: See Fı[owin¡;hãn
TION RATE;
13. FINDINGS A R
ff,H:il::Xt!å|lliiî,î,1":::1,"îiÌ.1ì.:a:r_preSgr berow rhe exisrins sround surface. Maíntain
iß1niå"f"lration resuirements
'oouã'tr," hiilr."'"'iåä ä,;ä'::i1'åäii{äi;i"*i
HoF
9w
c1
c2
Deog
0'- 20"
20'- 23"
23'- 32',
32'-100'
Color Texture
10YRZ2 VGTVFiSaLm
10YR3/2 VGilFiSaLm
10YR4/6 ExGr &
CobLmMSa
l0YR5/4 ExGr &
CobCSa
Soils Strata Description
Soil Log #3
ToCt %oRq cF
<20 <5 <50
<20 - <60
<5 - <75
CEM ROO <X>
- ml 2-5
- mf 2-6
- ff >20
STR MOJ
lSBK
ISBK
SG
SG
FSF
3
ls
!ND
>20
SO¡L EVALUATION REPORT
FORM 2: SolL LOG INFORMATTON
Soi ls Strata Description
Soil Log fl4
Hotz
A
Bw
c1
c2
Deoth
01 20"
20"- 2?t'
23'- 31"
311r20"
Color T.enure
ñYRA2 VGTVFiSaLm
10YR3/2 VGTVFiSaLm
10YR4/6 ExGr&
CobLmMSa
10YR5/4 ExGr &
CobCSa
%CL %ORG CF
<20 <5 <50
<20 - <60
<5 - <75
SrR i,!OT
1 SBK
lSBK
SG
SG
CEM ROO
-ml
-mf
-tf
IND :X: FS
2-6 2
2-6 3
>20 1:
>20
PROJECT TITLE: Rick Christianen Reta¡l
PROJECT NO.:0314
PREPARED BY: John Knowles, P.E.
,,
SHEET:4 OF 5
DATE:3n5ß3
SOIL LOG: #4
LOCATION: 100 ft. east and 200 fL south of the N.W. property corner.
1. TYPESOFTESTDONE:
None
2. SCS SOILS SERIËS:
Spanaway Stony Sandy Loam
(112)
3. LAND FORM:
Terrace
4. DEPOSITION HISTORY:
Glacíal outwash & volcanic ash
5. HYDROLOGIC SOIL
GROUP:
B
6. DEPTHOFSEASONALHW:
106" +
7. CURRENT WATER
DEPTH:
10ô"
8. DEPTH TO IMPERVIOUS
I-AYER:
Greater than bottom of hole
9. MISCELLANEOUS:
Level
10. POTENTIAL FOR:EROSION I RUNOFF I PONO¡NG
Slight Slow I Minimal
11. SOIL STRATA DESCRIPTION: See Follöwing chart
12. SITE PERCOLATION RATE:See FSP
13. FINDINGS & RECOMMENDATÍ ONS: Use a design infiltration rate of 20 in/hr for drainage infiltration
facilities located in the C2 horizon soils at 31" or greater below the existing ground surface- Maintain
minimum separation requirements above the high winter water table observed at 106" 1 below the
existing grade.
SOIL EVALUATION REPORTFORM 2: SotL LoG INFoRMAiIoN
p RoJ EcT TITLE :. R¡ct Cnrisr¡ãããEÏ
PROJECTNO.:0314 SHEET:5OF 5
PREPARED BY: John Knowtes, p.E.
f the S.E. property corner.
2. scsSoK'iEs
Spanaway Stony Sandy Loam
(112)4. DEPOSITION HISTORY:
Glacial outwash & volcanic ash
5. HYDR
GROUP;6. DEPTH OF SEAsOl\l,m
7. CURRENTWA
DEPTH:
90"
8. DEPTHÎıIMÞEnffiG
T.AYER:
Greater than bottom of hole
9. MISCELLANEOUS
10. POTÊNTIAL FOR:
TADESCRIP@
PERCOI-ATIOÑ RATE:
l3, FINDING'* O
f|j,j::"""jj::",,?.Ï:-:,1:î,^,:ir^?! ¡t.3g;.9r,oiÀ"tË; üüiË åxisrins sround surrace. Maintainminímum separation requirements above tnã n¡gñ *inþr;-"ä ì'"ã,:ä':åit"å'ääðyñ?i;iiÅ?existing grade.
Hcr¿
A
Bw
Cl
t^a
Deoth Cotor
0"- 10YRZ2
2g'
20'- 10YR3/2
22"
22-- 10YR4/6
28'
28'- 10YR5/4
1 10'
Texture o/oCL
VGTVFiSaLm <20
VGTVFiSaLm <20
ExGr & <5
CobLmMSa
ExGr& <5
CobCSa
Soils Strata Description
Soil Log #5
%oRG cF STR
<5 <50 1s8K
- <60 1S8K
. <75 sG
- <90 sc
MOT IND CEM ROO
-mf
-mf
-ff
<X> FSP
2-6 2
2-6 3
>20 15
>20 20
AÞÞfeviations
Textural Class
(Texture)
Structure
(STR}Grades of Structure
Cobbley -Cob þranutar - Gr -9!ettg =Stoney - St Blocky - Blkv Moderate - 2Gravelly - Gr Platy PI weat( - 1.Sandy - Sa ¡v¡assrye - MAsloamv -lrn Single GraineO-lF5ilry - si .Sub-Ansu¡ã¡BtocktæRClayey - Cl
Goarse - C
Very -V
Extremely - ExFine - F
Medium - M
lnduration & CementationND) (CEM
Moderate - Mod
I Letter Abundance lst Number Size 2nd Letter ContrastFaint - F
Medium - 2
Prominent - P
Roots (ROO
lst Letter Abundance 2nd Letter Size
APPENDIX A-6 -
AQUA-SWIRL DATA
AquaShieldg
STORMWATER TR EATMENT SOLUTIONS
qua-Swir STORMWATER TREATM ENT SYSTEM
on & Maintenance
o AquaShíeldru offers an extensive
maintenance program that ensures
sysúem pertorma nce efficiency
o Download manuals from the on-line
sysfem catalog
Vortex Separation
o Utilizes hydrodynamic and
gravitational forces with
quiescent settling to remove
gross pollutants
o Extensive Computational
Fluid Dynamic (CFD)
modeling and full-scale
physical testing by
i nd epend e nt th i rd parfies
lnstallation Benefits
o Quick and simple installation, resulting
in measurable projecf cosf savíngs
o H20 loading capabilitíes
o Small footprint design reduces
excavatíon cosfs
c Lightweight and durable construction
o Lifting supports E caôles provided
f
Outl
o Sysfems are designed to treat
water quality flow rates and
bypass peak storm eyenfs
o lnternal and external bypass
configurations are available
Connections
o Sysfems are desîgned with
custom inlet / outlet diameters
at various configuration angles
o lnlet / outlet stuboufs are
provided for easy coupling
Ca ties
o Large sforage capacities for
oil, debris, and sediment
extend maintenance cycles
o Sedíment storage capacities
range up to 270 ft3
o Oil and debris storage
o Provides customized solutions for project
specifrc requirements
o Sysfems designed for specífic water
q u a I ity treatme nt flows
o Modular sÞes from 2.5 - 12 ft diameters
with attached risers to finish grade
o On-line project and sysúem design tool
at http ://pda. aq u a s h íel d i nc.com
f
nlet
capacities range up to 1688
gallons
-SwirlrM
tN Aqua-Swirl'"
Ë Stormwater Treatment
o Introduction
,¡ System Operation
.l Retrofit Applications
ú Installation
ô Buoyancy
ô Traff¡c Loading
o Inspection and Maintenance
ô Aqua-Site Worksheet
o Aqua-Swirlil Sizing ChaÊ
o Aqua-Swirl t Sample Detail
,3 Aqua-Swi rl fr Specifications
Aquash¡eld fdl-
5TT] R MWATER.TRTATM ENT 5 tr LUTI ON S
2
2
4
4
5
5
6
6
7I
9
13
15
15
15
15
16
16
t7
L7
1B
1B
18
18
1B
19
19
2733 Kanasita Drive, Suite B o Chattanooga, Tennessee37343
Phone (888) 344.9044 o Fax (423) A26-2LL?
www.aquashieldinc.com
Table of Contents
AQUA-SWrRL"
STORMWATER TREATM ENT SOLUTIONS
System Operation
Custom Applications
Retrofit Applications
Installation
Buoyancy
Traffic Loading
Inspection and Mai ntenance
Aqua-Site Worksheets
Aqua-Swirl'" Sizing Chart (English)
Aqua-Swirlr' Sizing ChaÊ (Metric)
Aqua-SwirFM Sample Detail Drawings
Aqua-Swirlw Specifications
General
Scope of Work
Materials
Peformance
Treatment of Chamber Construction
INSTALLATION
Excavation and Bedding
Backfill Requirements
Pipe Couplings
DIVISION OF RESPONSIBILTTY
Stormwater Treatment System Man ufacturer
Contractor
SUBMITTALS
QUATIW CONTROL INSPECTTON
Ac¡ u a Sh i el d'n' S[o rm r^i ater Treatnrent Sol uti ons
Aqua-Swirltt
Stormwater Treatment System
The patented Aq ua-Swirl,, Storm water
Treatment System provides a highly effective
means for the removal of sediment,
floating debris, and free oil. Swirl
technology, or voftex separation, is a
proven form of treatment utilized in
the stormwater industry to accelerate
gravitational separation. Independent
u n iversity laboratory performa nce
evaluations have shown the Aqua-Swirl'*
achieves a TSS (Total Suspended Solids)
removal of 91o/o calculated on a net
annual basis. See the "Performance and
Testing" Section for more details,
Each Aqua-Swirl" is constructed of
lightweight and durable materials, eliminating the need for heavy lifting
equipment during installation. Inspection and maintenance are made easy, with
oversized risers that allow for both examination and cleanout without entering
the chamber.
g system operation
The Aqua-Swirl'M, with a conveyance flow diversion system, provides full
treatment for the most contaminated *first flush", while the cleaner peak storm
flow is dive¡ted and channeled through the main conveyance p¡pe. Many
regulatory agencies are in the process of establishing "water quality treatment
flow rates" for specific areas based on the initial migration of pollutants into the
storm drainage system.
2
Aq uaShiel d''n Storrì'l irra le i- l-rea inien i Sol u ri ons
The treatment operat¡on begins
when stormwater enters theAqua-Swirl" through a
tangential inlet pipe that
produces a circular (or vortex)flow pattern that causes
contaminates to settle to thebase of the unit. Since
stormwater flow is intermittentby nature, the Aqua-Swirl"
retains water between storm
events providing both "dynamic
and quiescent" settling of solids.
The dynamic settling occurs
during each storm event while
the quiescent settling takes place
between successive storms. A combination of gravitational and hydrodynamic
drag forces encourages the solids to drop out of the flow and migrate to the
center of the chamber where velocities are the lowest, as shown from extensive
CFD modeling. .9ee "Performance and Testing" for more
details.
A large percentage of settleablesolids in stormwater are
reported tohave low
velocities.
Therefore,the volumeof water
retained inthe Aqua-Swirl"
provides the quiescent settlingthat increases performance.
Fufthermore, due to finer
sediment adhering onto larger
particles (less than 200
microns), the larger pafticles
settle, rather than staying
suspended in the water.
be small and
settling
Ê
Outlet Ê
nlet
Floatable debris in the Aqua-Swirlft
,.i¡,-i¡SltielC "' S¡,;¡-J-¡,r".'.',--i,r,.i -l 13ei¡-it,,lt-:'. S,t)iLriiirrt-r
The treated flow then exits the Aqua-Swirl" behind the arched outer baffle. The
top of the baffle is sealed across the treatment channel, thereby eliminating
floatable pollutants from escaping the system. A vent pipe is extended up thé
riser to expose the backside of the baffle to atmospheric conditions, preventing a
siphon from forming at the bottom of the baffle.
As recommended by the Center for Watershed Protection and several
municipalities, the Aqua-Swirlru can also operate in an offline configuration
providing full treatment of the "first flush." However, this orientation requires the
installation of additional manhole structures to diverge the flow to the Aqua-
SwirlrM for treatment and conveyance back to the existing main conveyance
storm drainage system.
g Custom Apptications
Custom designed AS-9 Twin, Aqua-Swirl'"
products to adapt to a varieÇ of applications.
The Aqua-Swirl" system can
be modifìed to fit a variety of
purposes in the field, and the
angles for inlet and outlet lines
can be modified to f¡t most
applications. The photo on the
left demonstrates the flexibilityof Aqua-Swirl" installations.
Two Aqua-Swirl" units were
placed side by side in order to
treat a high volume of water
while occupying a small amount
of space. This confìguration is
an example of the many
AquaShield'* can use
ways
our
rc!'v Retrofit Applications
The Aqua-Swirl'* system is designed so that it can easily be used for retrofit
applications. With the inveft of the inlet and outlet pipe at the same elevation,
the Aqua-Swirl" can easily be connected directly to the existing storm
conveyance drainage system. Fufthermore, because of the lightweight nature
and small footprint of the Aqua-Swirl", existing infrastructure utilities (i.e.,
wires, poles, trees) would be unaffected by installation.
4
f!v Installation
The Aqua-Swirl'* system is designed
moving pafts so that no assembly is
installation of the system.
and fabricated as a modular unit with no
required on site. This facilitates an easy
Since all AquaShield" systems are fabricated from
high performance materials, the Aqua-Swirl" is
lightweight, and can be installed without the use of
heavy lifting equipment. Lifting supports or cablesare provided to allow easy offloading and
installation with a trackhoe. Compared to concrete
systems, using an Aqua-SwirlrM can significantly
reduce installation costs.
In addition, manufactured stub-outs for the inlet
and outlet are provided. This allows the contractor
to simply attach the Aqua-Swirl" directly to the
main conveyance storm pipe with rubber couplings.
Typically, an AquaShield" representative is present
on-site to assist in the installation process.The Aqua-Swirlrn installed using
a trackhoe
Buoyancy
All Aqua-Swirl" systems are supplied with an octagonal base plate that extends
a minimum of 6 inches beyond the outside diameter of the swirl chamber. The
function of the extension on this base plate is to provide additional surface area
to counter any buoyant force exefted on the system. The forces created on the
base plate by the weight of the surrounding fill material offsets the buoyant force
generated within the system. If needed, concrete can be poured directly onto the
base plate to provide additional resistive force. The AquaShield'* engineering
staff can provide buoyancy calculations for your site-specifìc conditions.
.-:!
t
a
rr*.'æ-***''?ú¡:'-
-,#:-d¿ù7lD
Traffic Loading
Concrete pad protects the Aqua-Swirl'H
from impact loading
When installed in traffic areas, the system will
be designed to withstand H-20 loading. In
order to accomplish this, a re¡nforced concretepad shall be poured in place above the
system.
See the "Installation and Fabrication" sectionfor sample concrete pad details and further
details on installation.
g lnqpection and Maintenance
4
L',)
Sediment inspection
using a stadia rod
Inspection and cleanout of the Aqua-Swirl" is simple. The
chamber can be inspected and maintained completely
from the surface. Free-floating oil and floatable debris can
be directly obserued and removed through the provided
service access.
Cleanout of accumulated solids is needed when the usable
storage volume has been occupied. The depth of solids
can easily be determined using a stadia rod or tape to
measure the top of the solids pile and calculate the
distance to the water's surface.
A vacuum truck can be used to remove the accumulated
sediment and debris. Disposal of the material is typically
treated in the same manner as catch basin cleanouts.
AquaShield" recommends that all materials removed be
handled and disposed of in accordance with local and state
requirements.
For further details on inspection and cleanout procedures,
please see the "Maintenance" sedion.Vacuum buck cleans the
Aqua-SwirIü
K[v
,:rci u a Sh iel d'''' Stc¡r rr wate r T i-ea tn.reni Sc I u ticn s
Aqua-Site worksheets are prov¡ded as an example of the information that
AquaShield" will need to custom¡ze an AquaSwirl" to a specific work site.
. 1 completed exampleo 2 blank worksheets
ua-S¡te Worksheets
AquaShieldrM, Inc.
Ag-*99.þ"iS!gg- '",i:ï:l',,î':î-:;tï.ï,:ïä;;;:r'Jî,Íí*'
,,,'.r.1r1L;r,ì ,r,ll ,. : .,r www.AquaShieldlnc.com
Aqua-Site Worksheet
Project Information
Project Name: @lnty Hqitd
Specifier Information
Desisner's Name: S,lg.i fti I I i pS
Locat¡on (city, state): AnyTAtitn, Ug Des¡sn Firm: fti ll i p Etçi
Site Use (circle one):Residential @ Industr¡at other Address: 123MdnSreá
Site Plan Attached: ! VeS
Pouutants (TSS, Floatable
Debris, o¡ls/srease, rP, etc,): ÏSS D€htS
f,/*o city, state, zip, AnyTa¡ln, lJ g
pn""., 42?87hffi
AutoCAD Version. 4.9 F^'' 42?8b2112
Datesubmitted, glZ/W E ^ it' dpi @i I I i pstgr.øn
Specifications
Un¡t Lab€l
or Mânhole
Number
AquaShieldn
Model
Ds¡gn Flow Rate Inlet/Outlet Pipe R¡m Dra¡nage AF¡ Info Trafi¡c Loads
Water Quality
Treatment
Flow¡
(cfs - Lis)
Peak Design
Flow2
(cfs - L/s)
S¡ze (ID)
(ìn - mm)
Invert
Elevation
(ft-m)
P¡æ
Materi¿l
Tvæ
F¡n¡sh crade
Elevat¡on
(ft-m)
Area
(acr6 - hã)
Incoming
Slope
("h\
Runoff
Coeffìc¡ent
c
Est¡mated
Groundwater
Elevat¡on
(ft - m)
Is the system
subject to H-20
loadings?
YsdNo
A-1 AS6 5.3 159 18 76.2 ffi 745.6 8.2 0.74 0.9 N/A Yes
Special Site Conditions or Requirements:
How did you learn
aboutAqua-ShieldrMz W&jte
Please orovide copv of Site Plans showino orientation
(1) Water Qual¡ty Treatment Flow is presribed by local regulatory agencies to
achieve full treatment of spec¡fic amount of stormwater.
(2) Peak Oesign Flow refers to maximum calculated flow for an outlall or
recurence interual (1o-yr, 25-yr event)
Specifier's Signature: S¿¿4¿ ?á//¿4¿Date: 12-Mar-04
AquaShieldp'"
STORM\^/ATER TREATMENT Sc]LUTIÉ N5
,,,.. ....... .,: l,1ráiSL,.,1¡iii.t,_.4-,i,,
AquaShieldrM, Inc.
2733 Kanasita Drive, Suite B o Chattanooga, TN 97343
Phone: (888) 344-9044 o Fax: (423)826-2rf-2
www.Aq uaShieldlnc.com
Aqua-Site Worksheet
Project Information
Project Name:
Specifier Information
Locat¡on (Cþ, State):
S¡te Use (circle one):
S¡te P¡an Attåched:
Pollutants (TSg Floatable
Debr¡s, o¡ls/9rease, TP, etc.):
AutocAD Version:
Date Subm¡tted:
Residential Commerical
I ves
Industrial Other
f]*o
Designer's Name:
Design Firm:
Address:
Cþ, State, Zip:
Phone:
E-mail:
Specifications
Unit Label
or Manhole
Numb€r
AquaShieldfr
Model
Design Flow Rate Inlet/Outlet P¡pe Rim
Elevation Dra¡nage At€â Info Traff¡c Loads
Water Qual¡ty
Treatment
Flowl
(cfs - t/s)
Peak Design
Flow2
(cfs - L/s)
Size (ID)
(in - mm)
Invert
Elevat¡on
(ft-m)
Piæ
Mater¡al
Type
F¡n¡sh Grade
Elevat¡on
(ft . m)
Area
(acr6 - ha)
Incom¡n9
Slope
(o/o)
Runoff
Coeffic¡ent
c
Estimated
Groundwðter
Elevation
(ft - m)
Is the system
subject to H-20
loadings?
YsdNo
Special Site Conditions or Requirements:
How did you learn
about Aqua-Sh¡eldrH ?
Please orovide coov of Site Plans showino orientation
(1) Water Quðlity Treatment Flow ¡s presr¡bed by local regulatory agencies to
ach¡eve full treatment of spec¡fìc amount of stormwater.
(2) Peak Des¡gn Flow refers to maximum calculated flow for an outôll or
recurence interuðl (10-yr, 25-yr event)
Specifier's Signature:Date:
AquaShield9'"
5TO RM\^/ATER TRT,ATM ENT S c] LLJTI O NS
AquaShieldrM, Inc.
2733 Kanasita Drive, Suite B o Chattanooga, TN 373.4g
Phone: (888) 344-9044 o Fax: (423)e26-2LLz
www.AquaShieldlnc.com
Aqua-Site Worksheet
Project Information
Project Name:
Specifier Information
Locat¡on (City, State):
Site Use (circle one):
S¡te Plan Attached:
Pollutantç (TSS, Floatable
Debr¡s, oils/grease, TP, etc.)3
Res¡dent¡al Commerical
f, ves
Industrial Other
f*o
Designer's Name:
Design Firm:
Address:
C¡ty, State, Z¡p:
AutoCAD Vers¡Õn:
Date Subm¡tted:
Phones
Fax:
E-ma¡lr
Specifications
Un¡t Lab€l
or Manhole
Number
AquaShielde
Model
Design Flow Rate Inlet/Outlet Pipe R¡m
Elevat¡on Dra¡nage Area lnfo Trafi¡c Loads
Water Qual¡ty
Treatment
Flowr
(cfs - t/s)
Peak Design
Flow2
(cfs - Vs)
S¡ze (ID)
(¡ô - mm)
Invert
Elevation
(ft-m)
P¡pe
Material
TYoe
Fin¡sh Grade
Elevat¡on
(n-m)
Area
(acr6 - ha)
Incom¡n9
Slope
P/o\
Runoff
Coeffìc¡ent
c
Est¡mated
Groundwðtet
Elevàt¡on
(ft - m)
Is the system
subject to H-20
loadings?
Y6øNo
Special Site Conditions or Requirements:
How did you learn
aboutAqua-ShieldrM ?
Please orovide coov of Site Plans showino orientation
(1) water Quality Treatment Flow ¡s presr¡bed by local regulatory agenc¡es to
achieve full treatment of specific amount of stormwater.
(2) Peôk Des¡gn Flow refers to max¡mum calculated flow for an outfall or
recurence ¡nterval (10-yr, 25-yr event)
Specifier's Signature:Date:
g Aqua-Swirl" sizing chart Gnstßh)
1l The Aqua-Swirlrn Conveyance Flow Diversion (CFD) provides full treatment of the
"first flush,' while the peak design sform is diverted and channeled through the main
conveyance pipe. Please refer to your local representative for more information.
2) Many regulatory agencies are establishing "water quality treatment flow rates" for their
areas based on the initial movement of pollutants into the storm drainage sysfem. Ihe
treatment flow rate of the Aqua-Swirln sysfem is engineered to meet or exceed the
local water quality treatment criteria. Ihis "water quality treatment flow rate"
typically represenfs approximately g0% to 95% of the total annual runoff volume.
The design and orientation of the Aqua-Filteril generally entails some degree of customization. For
assistance in design and specific sizing using historical rainfall data, please refer to an AquaShieldm
representative or visit our website at www.AquaShieldlnc.com. CAD details and specifications are available
upon request.
Swirl I Maximum I Water euatityl O¡¡/oeUr¡s
Chamber I Stub-Out Pipe I Treatment I Storage
Diameter I Outer Diameter
ft.)l(¡n.)l(crr)l(gat)
Sediment
Storage
Capacity
AS-2
AS-3
AS-4
AS-5
AS-6
AS-7
AS-8
AS-9
AS-10
AS-12
AS-)O(
2.50
3.25
4.25
s.00
6.O0
7.00
8.00
9.00
10.0
12.0
Custom
1.1
1.8
3.2
4.4
6.3
8.6
LL.2
t4.2
L7.5
25.2
>26
37
110
190
270
390
540
7LO
910
1130
1698
10
20
32
45
65
90
115
145
180
270
8
10
L2
t2
L4
16
18
20
22
24
L2
16
18
24
30
36
42
48
54
48
*H¡gher water qua¡¡ty treatment flow rates can be designed with mult¡ple sìÂrirls.
g Aqua-Swirl" sizing charr @etric)
1) The Aqua-Swirlru Conveyance Flow Diversion (CFD) provides full treatment of the
"first flush," while the peak design storm is diverted and channeted through the main
conveyance pipe. Please refer to your local representative for more information.
2) Many regulatory agencies are establishing "water quality treatment flow rates" for their
areas based on the initial movement of pollutants into the storm drainage system. The
treatment flow rate of the Aqua-Swirlru sysfem is engineered to meet or exceed the locat
water quality treatment criteria. Ihis "water quality treatment flow rate" typically
represenfs approximately 90% to 95% of the total annual runoff volume.
The design and orientation of the Aqua-Filterru generally entails some degree of customization. For
assistance in design and specific sizing using historical rainfall data, please refer to an AquaShieldru
representative or visit our website at www.AquaShieldlnc.com. CAD details and specifications are
available upon request.
AS-2
AS-3
AS-4
AS-5
AS-6
AS-7
AS-8
AS-9
AS-10
AS-12
AS-)O(
762
991
1295
1'524
1829
2L34
2438
2743
3048
36s8
Custom
31
51
91
125
L78
243
317
402
495
7L3
>7L3
140
4L6
7t9
LO22
t476
2044
26A7
3444
4277
6427
0.28
o.57
0.91
t.27
1.84
2.55
3.26
4.11
5.10
7.65
203
254
305
30s
356
406
457
s08
559
610
305
406
457
610
762
9L4
LO67
L2L9
L372
t2L9
*Higher water quality treatment f¡ow rates can be designed w¡th multiple sw¡r¡s.
ua-Swirltt Sam Detail Drawin
Ac ilaShi cld r''4 Sioi-'Tì./va ier l-reai,"rie¡li Soi ilticirs
Sample Aqua-Swirl'M detail drawings are provided as examples of the type of
systems that AquaShield" can offer for a specific work site.
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i
/ /@¡ùC¡tll .c', dAOt7J
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i
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I
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l3
;TANDARD
System shall be deslgned for the following c¿pac¡t¡es:
Swirl Treâtment Flow: 1.1 cfs
Slvkl Sediment Storage: 10 ft3
Swlrl Oll/Debrls Storage: 37 gâ1,
see accompanled Âqua-swlrl
specmcåtlon notes.
See Site Plan for actual system or¡entat¡on,
t2 314
Octagonal Base
Manhole Frame and -
R¡m elevations to match finished
Cover by Manufacturer. \ l- 32" OD --_l f gruau' HDPE risers can be Reld
(See Detail) \l V cut bY Contractor.
I
'ODMAX-
Pipe coupling
by Contractor.
12" long Stub-out
by Manufacturer.
Plan View
Bollards shall be placed around
rlser(s) ln non-trafflc areas to prevent
lnadve¡tent loadlng by malntenance
vehlcles.'-'---'-_---lT
I c,¡S Bxr&do¡ø¡lk¡t: l,5ld@twòró írü¡
Sard Cwdr¿:d åd r( tu
CGd'¡rd (Rbq 'kd
dßrrw4.(hÀ!H
42n <l
Gravel Backfill
Bedding
.
Undisturbed Soil
Manhole Frame & Cover Detall
NTS Section A-A
Aqua-Swirl Concentrator Model AS-2 CFD Standard Detail
ur: Aqua-Swirl" Specifications
GENERAL
This specification shall govern the peformance, materials and fabrication
of the Stormwater Treatment System.
SCOPE OF WORK
The Aqua-SwirlrM shall be provided by AquaShield", Inc., 2733 Kanasita
Drive, Chattanooga, TN (BBB-344-9044), and shall adhere to the following
material and performance specifications at the specified design flows and
storage capacities.
MATERIALS
A. Stormwater Treatment System shall be made from High-Density
Polyethylene (HDPE) resins meeting the following requirements:
1) HDPE Material - The HDPE material supplied under this
specification shall be high density, high molecular weight as
supplied by manufacturer. The HDPE material shall conform
to ASTM D3350-02 with minimum cell classifìcation values of
345464C.
2) pHysIcAL PROPERTTES OF HDPE COMPOUND
a) Density - the density shall be no less than 0.955 g/cm3 as
referenced in ASTM D 1505.
b) Melt Index - the melt index shall be no greater than 0.15
g/10 minutes when tested in accordance with ASTM D
1238- Condition t9012.t6.
c) Flex Modulus - flexural modulus shall be 110,000 to less
than 160,000 psi as referenced in ASTM D 790.
d) Tensile Strength at Yield - tensile strength shall be 3,000
to less than 3,500 psi as referenced in ASTM D 638.
e) Slow Crack Growth Resistance shall be greater than 100
hours (PENT Test) as referenced in ASTM F t473 or
greater than 5,000 hours (ESCR) as referenced in ASTM
D 1693 (condition C).
l5
AquaShield'' Storrnwater Treatment Solutions
0 Hydrostatic Design Basis shall be 1,600 ps¡ at 23 degrees
C when tested in accordance with ASTM D 2837.g) Color - black with minim um 2o/o carbon black.
B. REIECTION - The Stormwater Treatment System may be rejected
for failure to meet any of the requirements of this specification.
PERFORMANCE
A. The Stormwater Treatment System shall include a _-inch inner
diameter (ID) circular hydrodynamic flow-through treatment
chamber to treat the incoming water. A tangential inlet shall beprovided to induce a swirling flow pattern that will cause
sedimentary solids to accumulate in the bottom center of the
chamber in such a way as to prevent re-suspension of captured
pafticles. An arched baffle wall shall be provided in such a way as
to prevent floatable liquid oils and solids from exiting the treatment
chamber while enhancing the swirling action of the stormwater.
B. The Stormwater Treatment System shall have a sediment storage
capacity of
-
cubic feet and be capable of capturing _ gallons
of petroleum hydrocarbons. The Stormwater Treatment System
shall have a treatment capacity of _ cubic feet per second
(cfs). The Stormwater Treatment System shall be capable of
removing floating trash and debris, floatable oils and B0o/o of total
suspended solids from stormwater entering the treatment chamber.
C. Seruice access to the Stormwater Treatment System shall be
provided via 3O-inch inner diameter (ID) access riser(s) over the
treatment chamber such that no confined space entry is required to
perform routine inspection and maintenance functions.
TREATMENT CHAMBER CONSTRUCTION
A. The treatment chamber shall be constructed from solid wall HDPE
ASTM F 7I4 cell class 345464C. For sizes above 63-inch OD, the
treatment chamber shall be constructed from profile wall HDPE
ASTM F 894 RSC 250 pipe or solid wall HDPE.
B. The bottom thickness of the treatment chamber will be determined
in accordance with ASTM F 1759. Calculations must be provided to
justify the thickness of the bottom.
t6
AouaShielC "', Stormwater Trealmenl Sclutions
C. The inlets and outlets shall be extrusion welded on the inside and
outside of the structure us¡ng accepted welding methods.
D. The arched baffle wall shall be constructed from HDPE and shall be
extrusion welded to the interior of the treatment chamber using
accepted welding methods with connections made at 180 degrees
of each end.
E. HDPE lifting supports may be provided on the exterior of
Stormwater Treatment System in such a way as to allowprevention of undue stress to critical components of
Stormwater Treatment System during loading, off-loading,
moving operations. The lifting supports shall be constructed as an
integral part of the treatment chamber and extrusion welded using
accepted welding methods.
F. The top of the treatment chamber shall be built to the
requirements of the drawings. Deep burial applications shall require
a reinforced HDPE top.
Reinforced concrete pads spanning the treatment chamber will be
required with traffic rated frames and covers when the Stormwater
Treatment System is used in traffic areas. A professional engineer
shall approve the design of the concrete pad and the calculations
must be included in the submittal.
The manufacturer, upon request, can supply anti-flotation/
buoyancy calculations. In addition, typical drawings of the
AquaShield" Stormwater Treatment System with concrete anti-
flotation structures can also be provided. Anti-flotation structure
design and approval are ultimately the responsibility of the
speciñ7ing engineer. The contractor shall provide the anti-flotation
structures.
INSTALLATTON
A. Excavation and Bedding
The trench and trench bottom shall be constructed in accordance
with ASTM D 232I, Section 6, Trench Excavation, and Section 7,
Installation. The Stormwater Treatment System shall be installed
on a stable base consisting of L2 inches of Class I stone materials
(angular, crushed stone or rock, crushed gravel; large void content,
containing little or no fines) as defined by ASTM D 2321, Section 5,
Materials, and compacted to 95o/o proctor density.
the
the
the
and
t7
Aq uaSh iel d''"' Stornl r¡,,ate r Treatm ent Sol uti cl n s
All required safety precaut¡ons for the Stormwater Treatment System
installation are the responsibility of the contractor.
B. Backfill Requirements
Backfill materials shall be Class I or II stone materials (well graded
gravels, gravelly sands; containing little or no fines) as defined by
ASTM D 2321, section 5, Materials, and compacted to 90% proctor
densiÇ. Class I materials are preferred. Backfill and bedding
materials shall be free of debris. Backfilling shall conform to ASTM
F t759, Section 4.2, "Design Assumptions." Backfill shall extend at
least 3.5 feet beyond the edge of the Stormwater Treatment Systemfor the full height to sub grade and extend laterally into
undisturbed soils.
C. Pipe Couplings
Pipe couplings to and from the Stormwater Treatment System shall
be Fernco@, Mission" or an equal type flexible boot w¡th sta¡nless
steel tension bands. A metal sheer guard shall be used to protect
the flexible boot.
DIVISION OF RESPONSIBILIW
A. Stormwater Treatment System Manufacturer
The manufacturer shall be responsible for delivering the
Stormwater Treatment System to the site. The system includes the
treatment chamber with debris baffle, inlet and outlet stub-outs,
lifting suppotts, 30-inch ID seruice access riser(s) to grade with
temporary cover(s), and manhole frame(s) and cover(s).
B. Contractor
The contractor shall be responsible for preparing the site for the
system installation including, but not limited to, temporary shoring,
excavation, cutting and removing pipe, new pipe, bedding, and
compaction. The contractor shall be responsible for furnishing the
means to lift the system components off the delivery trucks. The
contractor shall be responsible for providing any concrete anti-
floatation/anti-creep restraints, anchors, collars, etc. with any
straps or connection devices required. The contractor shall be
responsible for field cutting, if necessary, and HDPE seruice access
risers to grade. The contractor shall be responsible for sealing the
pipe connections to the Stormwater Treatment System, backfilling
and furnishing all labor, tools, and materials needed.
l8
AquaShield "n Stormwater Treatment Solutions
SUBMITTALS
The contractor shall be provided with dimens¡onal drawings; and when
specified, utilize these drawings as the basis for preparation of shop
drawings showing details for construction and reinforcing. Shop drawings
shall be annotated to indicate all materials to be used and alt applicable
standards for materials, required tests of materials, and design
assumptions for structural analysis. Shop drawings shall be prepared at a
scale of not less than % inch per foot. Three (3) hard copies of said shop
drawings shall be submitted to the speciffing engineer for review and
approval.
QUALTW CONTROL TNSPECTTON
A. Materials
The quality of materials, the process of manufacturing, and the
finished sections shall be subject to inspection by the speciñ7ing
engineer. Such inspection may be made at the place of
construction, on the work site after delivery, or at both places. The
sections shall be subject to rejection at any time ¡f material
conditions fail to meet any of the specification requirements, even
though sample sections may have been accepted as satisfactory at
the place of manufacture. Sections rejected after delivery to the
site shall be marked for identification and shall be removed from
the site at once. All sections, which are damaged beyond repair
after delivery will be rejected; and, if already installed, shall be
repaired to the speciñ7ing engineer's acceptance level, if permitted,
or removed and replaced entirely at the contractor's expense.
B. Inspection
All sections shall be inspected for general appearance, dimensions,
soundness, etc.
C. Defects
Structural defects may be repaired (subject to the acceptance of
the speciffing engineer) after demonstration by the manufacturer
that strong and permanent repairs will be made. The specifying
engineer, before final acceptance of the components, shall carefully
inspect repairs.
t9
Kla-r-7 tr Ua-SWifltt Sizing Chart @nstish)I
Swirl I Maximum
Diameter I Outer Diameter
ft.) I (¡n.)
Water Quality I OilTOeOrisTreatmentl Storage I storageFlow2 lCapacitylCapacity
(cfs)l(sat)l(rt')
AS-2
AS-3
AS-4
AS-5
AS-6
AS-7
AS-8
AS-9
AS-10
AS-12
AS-n
2.50
3.25
4.25
s.00
6.00
7.OO
8.00
9.00
10.0
12.O
Custom
1.1
1.8
3.2
4.4
6.3
8.6
LL.2
L4.2
L7.5
25.2
>26
37
110
190
270
390
540
7LO
910
1130
1698
10
20
32
45
65
90
115
145
180
270
8
10
t2
L2
L4
16
18
20
22
24
t2
16
18
24
30
36
42
48
54
48
*H¡gher water qua¡ity treatment flow rates can be designed w¡th mu¡tiple sw¡rls.
(1) The Aqua-Swirl'M Conveyance Flow Diversion (CFD) provides full treatment of the "fìrst flush," while the peak
design storm is diverted and channeled through the main conveyance pipe. Please refer to your local representative for
more information.
(2) Many regulatory agencies are establishing "water quality treatment flow rates" for their areas based on the initial
movement of pollutants into the storm drainage system. The treatment flow rate of the Aqua-Swirlr' system is
engineered to meet or exceed the local water quality treatment criteria. This "water quality treatment flow rate"
typically represents approximately 90o/o to 95o/o of the total annual runoff volume.
The design and orientation of the Aqua-Swirl'" generally entails some
degree of customization. Local regulations vara widely for the sizing of
all stormwater quality treatment devices. Always consult your
AquaShield representative fór current sizing requirements for your
area. You may find contact information for all AquaShield
representatives at www. AquaShieldinc.com, or under the AquaShield
tab of the technical manual. You may also contact AquaShield'" inc. at
1-888-3¿14-9044. CAD details and specifications are available upon
request.
Aquashieldp'"
2733 Kanasita Dr.
Ghattanooga, TN 37343
888.3¿t4.90¡t4
www.AquaShieldlnc.com
Un ua-Swirltt Sizing chart (Metric)t
762
991
1295
L524
1829
2L34
2438
2743
3048
3658
Custom
AS-2
AS-3
AS-4
AS-5
AS-6
AS-7
AS-8
AS-9
AS-10
AS-12
AS-)O(
31
51
91
125
L78
243
3L7
402
495
7L3
>7t3
L40
4t6
71,9
LO22
L476
2044
2647
3444
4277
6427
0.3
0.6
0.9
1.3
1.8
2.6
3.3
4.L
5.1
7.7
203
254
305
305
356
406
457
508
559
610
305
406
457
610
762
9t4
LO67
L2L9
L372
t2L9
*Higher water qual¡ty treatment flow rates can be designed w¡th mult¡ple sw¡rls.
(1) The Aqua-Swirl'M Conveyance Flow Diversion (CFD) provides full treatment of the "first flush," while the
peak design storm is diverted and channeled through the main conveyance pipe. Please refer to your local
representative for more information.
(2) Many regulatory agencies are establishing "water quality treatment flow rates" for their areas based on the initial
movement of pollutants into the storm drainage system. The treatment flow rate of the Aqua-Swirl'" system is
engineered to meet or exceed the local water quality treatment criteria. This "water qual¡ty treatment flow rate"
typically represents approximately 90o/o to 95o/o of the total annual runoff volume.
The design and orientation of the Aqua-Swirl" generally entails some
degree of customization. Local regulations vary widely for the sizing
of all stormwater quality treatment devices. Always consult your
AquaShield representative for current sizing requirements for your
area. You may find contact information for all AquaShield
representatives at www. AquaShieldinc.com, or under the AquaShield
tab of the technical manual. You may also contact AquaShield'M inc. at
1-888-344-9044. CAD details and specifications are available upon
request.
Ag-*e9"HP!gg-
2733 Kanasita Dr.
Ghattanooga, TN 37343
888.3¿14.9044
www.AquaShieldlnc.com
AquaShieldg-
g;IURM\^/AIÉ-R I RLAI MLNI SULU'I IC.INS, 1''.,/rr-;,-ri.L:i,tr-,i:iIr:_., -I.
AquaShieldrM, Inc.
2733 Kanasita Drive, Suite B o Chattanooga, TN 373.49
Phone: (888) 344-9044 o Fax: (423)BZ6-2LL2
www.AquaShieldlnc.com
Aqua-Site Worksheet
Project Information
Project Name:
Specifier fnformation
Location (City, State):
Site Use (circle one):
Site Plan Attached:
Pollutants (TSS, Floatåble
Debr¡s, o¡ls/g€se, TP, etc.):
Residential Commerical Industrial
f vrs X*o
Des¡gner's Name3
Design Firm:
Address:
C¡ty, Ståte, Z¡p:
AutoCAD Vers¡on:
Dãte Submitted:
Phone:
Faxs
E-mail:
Specifications
Un¡t Låb€l
or Manhole
l{umb€r
AquaShieldrtr
Model
Des¡gn Flow Rate lnlet/Outlet Pipe R¡m
Elevation DEinage As Info Traft¡c Loads
Water Quality
Treatment
Flowr
(cfs - t,/s)
Peak Design
tlow¡
(cfs - t/s)
S¡ze (¡D)
(¡n - mm)
lnlet
Elevation
(ft-m)
Outlet
Elevat¡on
(ft'm)
Pipe Mater¡al
Type
F¡nish Grade
Elevation
(lt - m)
Area
(¿cr6 - hà)
Incom¡n9
Slope
(oh\
Estimated
Groundwater
Elevation
lfr-m)
¡s the syst€m
subject to H-20
loadings?
Y6 or ño
Special Site Conditions or Requirements:
did you learn
t Aqua-ShieldrM ?
(1) Water Quality Treatment Flow ¡s presrib€d by local regulatory ag€ncis to
ach¡eve full treatment of sæc¡f¡c amount of stormwater.
(2) Peak Design Flow refers to maximum calculated llow for an outfâll or
recurrence ¡nteryal (10-yr, 25-yr event)
:ifier's Siqnature:Date:
ua-Swirl" Installation
(!
'!7
Normal installation steps for the Aqua-Swirl" units involve preparation and
excavation of the area that is to contain the Aqua-Swirl'M. This includes grading,
leveling, and compacting the base material before lowering the unit into the
excavation and connecting the Aqua-Swirl'M inlet and outlet stub-outs with
appropriate pipe couplings.
Prior to shipping, the purchasing contractor provides written confirmation to
install AquaShield" products in accordance with manufacturer's specifìcations.
Step 1- Excavation and Bedding
The trench and trench bottom shall be
constructed in accordance with ASTM D 232t, 6,
Trench Excavation, and Section 7, Installation.
The excavation pit is best positioned slightly off-
set of the center line of the incoming drain pipe
trench because of the tangential inlet p¡pe
connecting to the Aqua-Swirl" Concentrator.
The Swirl Concentrator shall be installed on a
stable base consisting of L2- inches of Class I
stone materials (angular, crushed stone or rock,
crushed gravel; large void content, containing
little or no fines) as defined by ASTM D 2321,
Section 5, Materials, and compacted to 95o/o
proctor density. All required safety precautions for
Aqua-Swirl" installation are the responsibility of
the contractor.
Step 2 - Pipe Connection Devices
Couplings to and from Aqua-Swirl" Concentrator
shall be supplied by the contractor and shall be
Fernco@, Mission" or equal type flexible boot
with stainless steel tension bands or equal. A
metal sheer guard should be used to protect the
flexible connector.
The coupling between the Aqua-
Swirl" and the pipe
On-site excavation
Step 3 - Backfill Requirements
BacKill materials shall be Class I or II
stone materials, (well graded gravels,
gravelly sands; content, containing
little or no fines) as defined by ASTM
D 232L, Section 5, Materials, and
compacted to 90o/o proctor densiÇ.
Class I materials are preferred. Backfill
and bedding materials shall be free of
debris. Backfilling shall conform to
ASTM F L759, Section 4.2, "Design
Assumptions".
Backfill shall extend at least 3.5 feet
beyond the edge of the Swirl
Concentrator and for the full height to
sub-grade and extend laterally to
undisturbed soils.
Sufficient backfill shall be placed over components prior to using heavy
compaction or construction equipment to prevent damage. Support shall be
provided for vertical risers as commonly found at seruice connections, cleanouts,
and drop manholes to preclude vertical or lateral movement.
Step4-TrafficLoading
A reinforced concrete pad shall be
placed over the entire Aqua-Swirl"
when subject to H-20 (or greater) traffic
loading. The pad shall extend no less
than t2 inches beyond the outside
diameter of the Aqua-Swirl".
A professional engineer shall provide
final approval of the design of the
concrete pad and the calculations must
be included in the submittal. Traffic
rated foundry rims and covers shall be
installed such that no contact is made
between the HDPE access riser and cast
iron frame.
Step 5 - Non-Traffic Loading
Bollards shall be placed around access risers in non-traffic areas to prevent
inadvertent loading by maintenance vehicles.
Class I baclcfill material around the Aqua-Swirl'"
A reinforced concrete pad for H-20 traffic loading
Instailaiion ancl Fabricaiion
Í['r7 ua-Swirltt Installation Details
a
o
o
Aqua-Swirl"M Sample Concrete Pad Detail
Aqua-SwirlrM Sample Manhole Detail
Aqua-Swirl" Bollard Detail
' .'. ttË^:: rii'.
':.r i:':'
' ,,;'. 5''.1ti;i;;i rrri--.jllrì:i¡-i. .
'.--;i']ffi,,.
: '\1:.i.":.'
..r. j.iì ¡i;'i:r i rì,
6
General Notes
* Concrete Properties* Air Entrained Concrete*Slump<5inch
* Coarse Aggregate < 1 inch* Properly Cure Concrete for 5 Days* Compressive Strength at 28 Days - 3,000 p.s.i.
x Concrete Cover 3 Inch for All Reinforcing Bar
* Reinforcing Properties* Reinforcing Bars ASTM A615 Grade 60* Welded Wire Fabric (WWH) ASTM 4185 Sheets Only
* Design Criteria* H-25 Loadingsx Impact Factor - 30o/o* Codes* ACI 318 Building Code for Reinforced Concrete* ASTM F1759 - Design of HDPE Chamber for
Subsurface Application* ASTM D2327 - Crushed Stone Compaction Criteriar Excavadon* Slop€s should bê constructed ln accordancc
w¡th OSHA sÞnd.rds. Wltùout any spcdfic dGta¡li
of excacatlon d€pth and materlal type, excayaüon
slopcs sftor¡ld bc no stccper th¡n 2:1 (horiæntal-
vcrtical). If stc€pcr slopcs ârr dæ¡rud, s¡tc spedlTc
lnformadon regardlng excãyåtlon depth and/or
dcsired Cope hcght should bê forwardcd to $e
Englne€r.
1" Clear CIyp.)
TYPICAL DETAIL FOR TOP BARS
FOR ALL CHAMBER SIZES
6'O.C.E.W., Typ.
Top Bars # 5's @ 4"
and 50" +/- Long
4" O.C.E.W., Typ.
HDPE Swirl Chamber
3" Pavement
4" Frame
Depth
U.S. Patent No. 65221473
Ø2'-8" HDPE
Manway
1'Tvp.Standard Slab Slzes For
Coverlng Swlrl Chambers
ClEmbü
Outc.
dLrEtar(Ft.)
l¡Yldtà ¡lıgth x
Dcgtñ(FL)
Rcqu¡rtd Conætavoluæ
¡n cúbkY¡di
RCòôT
(6"o.c-)
E¡drw.y
AS-2 L7 6x6x13 t5's 1.¿l
as-3 3,5 6¡6x13 *55 1.4
AS-4 /l.5 6.5x65x¡3 *5!1.7
ls-5 5.6 75r75 ¡13 *6's z9
AS a7 &5xt.5x13 *6t 2.9
,&7 7.A 10rlOrül *r's ¡f.O
A.S.A &9 11x11xü¡*a'3 4.9
AS.9 10.0 12x12x¡a *8's ó.2
AS.10 11.1 ülx ülxL *9't 73
AS-12 13.0 15r 15¡ L *lo's 92
Bottom Bars
(see table)
Top Bars
#5 Baß @ 4" Spac¡ng
Around
Bottom Bars
(see table)
Rebar Depths
This detail is for bidding purposes only
and should not be used for construct¡on.
Concrete pad must be designed by a PE
us¡ng ASTM F-1759 in order to be H-25
Load Compatible.
ASTM D2321 Class I
Stone Bacldll wlth 95o/o
Proctor Denslty
This is a Sample Detail, Please contact Aquashield, Inc. for more Information
No Contact Between
HDPE Riser and Fr¿me
PI-AN
(Slab # ÀS{ - as shown;
others - similar)
Manhole Frame
and Cover
R¡m Ele\¡ation to
Match Fln'lsh€d Grade
SECTION
¡\ilu:g-$_h_þff9
2733 Kanasita Drive, Suite B, Chattanooga, TN 37343
Phone (888) 344-9044 Fax (423) 870-1005
www.aquash¡eldinc.com
Aqua-Swirl Stormwater
Treatment System
)ocument CONCRETE/PAVEMENT
PAD STANDARD
Rev. Date Dêc.rintiôn of Revision
Typical Concrete/Pavement
Detail for H-25 Loadinq
Drawn Bv LZI
Scale 1:40
Date 02trLt03 U.S. Patent No. 6524473
Bollards shall be placed around access
riser(s) in non-traffic añeas to prcvent
¡nadveÊent loading by maintenance
vehicles.
Cover
Manhole Frame & Cover [Þta¡l
For Non-Traffic Areas Only
NTS
If traffic loading (H-20) is required or
anticipated, a concrete pad must be
placed over the entirc Stormwater
Treatment System. Sample details of
concrete pad available upon rcquest.
Manhole Frame & Cover Detail
For H-2O Traffic Loading Areas
NTS
If traffic loading (H-2O) is required or
anticipated, a conclete pad must be
placed over the entire Stormwater
Treatment System. Sample details of
concrete pad available upon request.
eraúel i¡áckàll.
Place small amount of
concrete to support and
level manhole frame. DO
NO'f ålbw manhole frame
to rest uDon HDPE riser.
Govel 8ad<ñ! ''
--::;"-'-/
:
iir!l,
:Manhole Frame & Cover Deta¡l
For H-20 Traffic Loading Areas
NTS
' Soil - ';
-..;1Concrete' ì ".- ':.r ¡ii
!'^'so¡r " "'I
\r"ru tn-l
-rl2 tl2"-
-------Ris7\
: r.\' -\t
Gr¿vel 8âckfill 'þ etace s
I concre
' level r
NOT ål
---- . -/
42"
Conc. Top To Be
172" Thick At Center
And Conc. Must Over
Lap Edge of Pipe.
6" Dia. STL. Pipe fill
w/Conc.
Finish Grade
42"
$sse9hþlgg
2733 Kanasita Drive, Su¡te 8, Chattanooga, TN 37343
Phone (888) 344-9044 Fax (423) 870-1005