20070404 Storm Drain Rpt Phase 2 02232009Creek 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-07-04O4-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
RECEIVED
FEB 2 3 2C09
Creek Street Mixed Use - Christensen Commercial
CERTIFICATE OF ENGINEER
PROJECT ENGINEERS CERTIFCATION: I hereby cert¡fy that this Pretiminary
Drainage Report for the Creek Street Mixed Use/Christensen Commercial in yelm
Washington has been prepared by me or under my supervision and meets theminimum standards of the 1992 Department of Ecology Stormwater Management
Manual for the Puget Sound Basin and normal standards of engineering practice. Iunderstand that the jurisdiction does not and will not assume liability for the
sufficiency, suitability, or performance of drainage facilities designed by me.
i""íi-l'ï.9
ttt- neto
\o'o5't
Creek Street Mixed Use - Christensen Commercial
TABLE OF CONTENTS
1. STORM DRAINAGE REPORT ....... 1
1.1 PROPOSED PROJECT DESCRIPTION......... ............... 1
L.2 EXTSTTNG CONDrTIONS........... ..............4
1.3 INFILTRATTON RATES/SOILS REPORT.... .................4
L.4 WELLS AND SEPTIC SYSTEMS............ ................... 4
1.5 FUEL TANKS............. ............. 5
1.6 SUB-BASIN DESCRIPTION ......... ............5
L.7 ANALYSIS OF 100 YEAR FLOOD .............. 5
1.8. AESTHETIC CONSIDERATIONS FOR FACILITIES....... ............... 5
1.9 DOWNSTREAM ANALYSIS......... .............5
1.10 COVENANTS, DEDICATIONS, EASEMENTS ..............5
1.11 PROPERTY OWNER'S ASSOCIATION ........ 5
2. EROSION CONTROL REPORT.... ..... 6
2.L CONSTRUCTTON SEQUENCE AND PROCEDURE ............ ........... 6
2.2. TRAPPING SEDIMENT .............6
2.3 PERMANENT EROSION CONTROL AND SITE RESTORATTON ......... ............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 REQUIRED MAINTENANCE ........ ............. B
Appendices
Appendix A-1 - Drainage Calculations
Appendix A-2 - Drainage Basin Map and Preliminary Grading and Drainage
Appendix A-3 - Vicinity Map
Appendix A-4 - FEMA Map
Appendix A-5 - Soils Report + SCS Soils Repoft
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 the
requirements of the 1992 Department of Ecology Stormwater Management Manual
for 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 77
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,t6O 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 2009
Creek Street Mixed Use - Christensen Commercial
Development Coverage Su mmary:
Proposed Building Roof Area 0.69 Acres
Proposed Parking and Sidewalk Area 1.43 Acres
Proposed Disturbed Pervious Area 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
T,n 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 additional
parking. 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 qualiÇ 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 & Jewell, Inc.
January 2OO9
Creek Street Mixed Use - Christensen Commercial
Stormwater treatment for the south basin will be prov¡ded by an Aqua Swirl Model
AS-2 Stormwater Treatment System. This model will treat a water quality flow of upto 1.1 cfs. This will provide ample treatment for this basin. The 100 year storm for
the south treatment area was computed to be 0.59 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 A-1 for further
information 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 the
proposed 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 0.74 acres, O.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
(20 in/hr | 43200)). 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 7I3 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.
lanuary 2009
Creek Street Mixed Use - Christensen Commercial
Roof runoff will be conveyed to the infiltration pond v¡a the parking lot storm waterconveyance system. Therefore, sizing calculations were based on a total area ofI.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 the
recommendations of the geotechnical investigation (see appendices), an infiltrationrate of 20 inches per hour was used for design. In Stormshed, infiltration 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 footage
of the trench bottom by the infiltration rate in cubic feet second. (l,2OO sf x (20
in/hr / 43,200)). 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 conveyance
pipes 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 as
they 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 2004.
1.3 INFTLTRATIONRATES/SOILSREPORT
The Soil Conservation Service (SCS) Soíl Survey of Thurston County classifies on-site
soils as Spanaway (110) series and NisquallV Q4) 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 WELTS 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 2OO9
Creek Street Mixed Use - Christensen Commercial
1.5 FUEL TANKS
No fuel tanks are known to be on-site. A review of the Department of Ecology,sLeaking Underground Storage Tanks (LUST) list did not indicate any ex¡sting or
abandoned fuel tanks on the project site.
1.6 SUB.BASIN DESCRIPTION
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.
L.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 floodplain.
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 ANALYSTS
All stormwater generated will be stored and infiltrated on-site. All retention facilities
have been designed to retain and infiltrate the 100-year storm event. Therefore,
downstream facilities will not be affected by this project.
1.1O 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 PROPERW OWNER'S ASSOCIATION
The entire parcel is under a single ownership and will not require an association.
Shea, Carr & Jewell, Inc.
lanuary 2009
Creek Street Mixed Use - Christensen Commercial
2. EROSTON CONTROL REPORT
2.L CONSTRUCTION SEQUENCE AND PROCEDURE
The proposed commerc¡al development will include site grading and erosion contro!
measures designed to contain silt and soil within the project boundaries dur¡ng
construction unt¡l 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 all 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.
Novemþer 2048 Page 6
Creek Street Mixed Use - Christensen Commercial
shoveled from paved surfaces on a da¡ly basis, so that it is not washed onto exist¡ng
catch basins or other storm drainage facilities.
During the rainy season from November 1 through March 31, the contractor must
cover any disturbed areas greater than 5,000 sf in size if they will be unworked for
more 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 landscaped
with grass, shrubbery, or trees per the landscaping plans.
2.4 GEOTECHNICAL 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 during
construction. 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 2OOB Page 7
Creek Street Mixed Use - Christensen Commercial
3. MAINTENANCE PLAN
3.1 REQUIRED MAINTENANCE
The following pages conta¡n maintenance needs for most of the components that arepart of the project's drainage system, as wel¡ as for some components that theproject may not have. The checklist should be competed for all system componentson 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 marked"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 isdone. 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 2OOB Page 8
APPENDIX A-1 -
DRAINAGE CALCULATIONS
Page I of3
Appended on: Friday, October 24,Z00t ll:48:55 AM
LPOOLCOMPUTE [North Basin Level pootl SUMMARY using Puls, 24 hr Storm
Event
Start of live :348 ft
Summary Report of all Detention Pond Data VC\L L-i þt
P c>¡--r D
b- Zeq
€:-L-€V Aïì c.r:7
Project Precips
BASLIST2
fNorth Basin
lNorth Basin
LSTEND
10O-year prel Using ITYPEIA.RAC] As [100 year] 124.01
100-year postl Using ITYPEIA.RAC] As [100 year] Í24.01
85.24s1
BasinID
PElA.RAC
BASLIST
fNorth Basin 1O0-year prel fNonh Basin 1OO-year post]
LSTEND
Record Id: North Basin 100-year pre
TYPEIA.RAC
10.00 min
1.7753 ac
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Pervious CN Calc
1.7753 ac
Pervious ited cN (AMC2
Peruious TC Calc
Pervious TC
Record Id: North Basin 100-year post
Desisn Method SCS Rainfall tvne TYPElA.RAC
[Ivd Intv 10.00 min Peakins Factor 484.00
Storm l)uration 24.00 hrs A,bstraction Coeff - -020---
Peruious Area 1.7753 ac DCIA / o.oo ac
Pervious CN 9s.89 DC CN o.o0 /
Penious TC 5.00 min DC TC -ûlJO-mrn
Pervious CN Calc
Perviolrs Landscane Area
SubArea
0.1785 ac
Sub cn
77.00
Impervious Parkins Area 1.0829 ac 98.00
ioius Blds Area 0.5139 ac 98.00
Pervious Composited CN (AMC 2)l-_ts^ess5-l
Pervious TC Calc
lheer-l 0.00 ft ll 0.0% ll s.o ll o.oo in ll s.oo min
Pervious TC 5.00 min
HYDLIST SUMMARY
[100 year out]
LSTEND
HvdID Peak O (cfsì Peak T (hrsl Peak Vol lac-ft'l ont Area (acì
100 year oul 0.s5s6 7.49 0.5229 1.7753
STORLIST
fNorth Basin Pond - 1O0-year Storml
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Page 3 of3
LSTEND
Record Id: North Basin Pond - 100-year Storm
DISCHLIST
fNorth Basin Pond 20x60]
LSTENI)
Record Id: North Basin Pond 20x60
34 Pond Sizins for 100-
Volume (c
Type Node
Stage-Discharge Rating Curve
Descrip: llPrototype Structure lncrement ll 0.10 ft
Start El. ll 348.00 ft Max El. ll 350.00 ft
348.00 0.00
348.10 0.5556
350.00 0.sss6
Licensed to: Shea, Carr & Jewell Inc.
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Page I ofl
Appended on:
North Basin
Friday, November 21, 2008 I I :27:03 AM
6-month storm Event Summa
Record Id: North Basin 6-month storm
Event Ps¡kÁ-lcfs)Peak T ftrs)Hvd Vol facft)Area (ac)Method
6 month - treament ' 0.2597 8.00s8 0.0857 1.2614 SCS
2yr 24hr t.r[rTı.8.00s8 0.1565 1.26t4 SCS
0.7908 8.00s8 0.2583 1.2614 SCS
100 year 1.0967 8.0058 0.3617 1.2614 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
Desisn Method SCS llRainfall type
io^oo "* llP."kt"- F*t*
TYPEIA.RAC
Hvd Intv 484.00
Storm Duration 24.00 hrs llAbstraction Coeff 0.20
Pervious Area 1.2614 ac 0.00 ac
Pervious CN es.03 llpc cN
s^oo "úr llDC TC
0.00
Pervious TC 0.00 min
Pervious CN Calc
Descrintion SubArea Sub cn
Pervious Landscape Area 0.1785 ac 77.00
Imoervious Parkins Area 1.0829 ac 98.00
Pervious Composited CN (AMC 2)9s.0283
Pervious TC Calc
TYPe ll Description ll Length ll Stope Coeff Misc TT
Sheet t o^oo ft 0-0o/o s.0 ll 0.00 in 5.00 min
Pervious TC 5.00 min
Licensed to: Shea, Carr & Jewell Inc.
file ://lrl :\Proj ects\ I 290 Rick Christensen\ I 290. 0 I l06th Ave. Commerical-Retail Develop. .. llnl2008
Page I of3
Appended on: Friday, October 24,200911:46:46 AM
LPOOLCOMPUTE [South Basin Level Pool] SUMMARY using Puls, 24hr StormEvent
Start of live :344.5 ft
V occ-l /u4 €Summary Report of all Detention
Project Precips
Pond Data
Event Precip (in)
í month - treamenl 1.28
2 yr 24hr 2.00
l0 year 3.00
100 year 4.00
BASLIST2
[South Basin 1O0-year pre] Using ITYPEIA.RAC] As [100 year] Í24.01
[South Basin 1O0-year post] Using ITYPEIA.RAC] As [100 year] 124.01LSTEND
P€Cj,
L-:-. LQ W A'l1 ÕrW
me to Emptv lhr
0.3143
BasinID Event Peak Q
(cfs)
Peak T
ftrs)
Peak Vol I
(ac-cÐ |
Area
(ac)lu.rno¿¿,,o*Raintype
South Basin 100-
year pre
100
Year 0.3143 8.01 0.1134 0.7496 SCS IYPE1A.RAC
South Basin 100-
year post
100
year 0.5927 8.01 0.1926 0.7496 SCS TYPEIA.RAC
BASLIST
[South Basin 10O-year pre] [South Basin 10O-year post]
LSTEND
Record Id: South Basin 100-year pre
TYPEIA.RAC
10.00 min
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0.00 min
Peruious CN Calc
0.7496 ac
Pervious Composited CN (AMC2
Pervious TC Calc
Pervious TC
Record Id: South Basin 100-year post
TYPEIA.RAC
0.7496 ac
Pervious CN Calc
Imoervious Area B 0.1786 ac
Pervious Com CN (AMC 2 9r.6014
Pervious TC Calc
5.00 min
Pervious TC
HYDLIST SUMMARY
[100 year out]
LSTEND
STORLIST
[South Infilt Gallery - 1O0-year Storm]
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eak Vol (ac-ft
0.3333
Page 3 of3
LSTENI)
Record Id: South Infilt Gattery - 100-year Storm
DISCHLIST
[South Basin Infiltration Gallery]
LSTEND
Record Id: South Basin Infiltration Gallery
5 Gallery Sizing for 1O0-year and Bld
Tvoe Node
Stage-Discharge Ratinq Curve
Descrip: llProtoWpe Structure lncrement ll 0.10 ft
Start El. ll 344.50 ft Max El. ll 347.50 ft
344.50 0.00
344.51 0.3333
347.s0 0.3333
Licensed to: Shea, Carr & Jewell Inc.
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Page I of I
Appended on: Friday, November 21, 2008 ll:21224 AM
South Basin 6-month storm Event Summary
Record Id: South Basin 6-month storm
Peak T (hrs Vol (acft
8.0117
8.0117
0.1373
I results based on storm duration of 24.0 hours. This is ok if all precipitations are uppropriut. fot th.
rrm duration. If some design event precipitations are for different duration storms, ihosé results are
Design Method SCS Rainfall tvpe TYPEIA.RAC
Hyd Intv 10.00 min Peaking Factor 484.00
Storm Duration 24.00 hrs Abstraction Coeff 0.20
Peruious Area 0.571 ac DCIA 0.00 ac
Pervious CN 89.60 DC CN 0.00
Pervious TC 5.00 min DC TC 0.00 min
Pervious CN Calc
Description ll s"¡Area ll s"b *
Pervioius Landscape Area ll O.ZZ84 ac 77.00
Impervious Parking Area 0.3426 ac 98.00
Pervious TC Calc
Typ. ll Description ll Length I srO;-lfc*rr-lt- Mr'"t o^o% ll-- sJ ll- o^oo r'
TT
Sheet | | O.oort 5.00 min
Pervious TC 5.00 min
Licensed to: Shea, Ca''r & Jewell Inc.
file ://t { :\Proj ects\ 1 290 Rick Christensen\ I 290. 0 I l06th Ave. Commerical-Retail Develop. .. 1112112008
lnfiltration Pond Design:
TotalVolume Provided =
Volume 1 foot below top =
,20, ', feetwide
. : ,,60,,.:. feet long
i .', r3..,],' feettall
3,600 cf
2,400 ct
For StormShed Input, need the following information: Area = TotalVolume/Total Depth
Area Volume Volume Summary1200 01200 1200
Allows for 1 foot of freeboard
0
1200
Elevation
0
1
2
3
1200 1200 24001200 1200 3600
INFILTRATION RATING CURVE. ÑOM
PROJECT¡ CREEK STREET MIXED USE - CHRISTENSEN coMMERcIAL
NO.: 1290.01
TE: 1
Ftow=kiA=k(y/d)A
ft = infiltration rate (in/hr)
i = unity[ = pond bottom area (square feet)
y = feet above high ground water elevation
d = 3 feet (minimum distance to groundwater)
North Drainage Basin lnfiltration Pond:
Q = 0.56 cfs Flow from infiltration gallery. Use for ouflet
control in StormShed Model.
k - 20 in/hr
A - 1,2OO sfy=3ftd-3ft
INFILTRATION TRENCH SIZING - SOM
EGT:
EGT NO.:
Creek Street Mixed Use - Christensen Commercial
1290.01
,TE:LL|2412008
lnfiltration Gallery Design:
6 feetwide
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 Summary0162001 't62 162 1622 162 162 3243 162 162 486
INFILTRATION RATING CURV
PROJEGT: creek street Mixed use - christensen commercial
PROJECT NO.: 129O.Ol
--
DATE: 1
Ftow=kiA=k(y/d)A
k - infiltration rate (in/hr)¡- unity
A - pond bottom area (square feet)
y - feet above high ground water elevation
d = 3 feet (minimum dístance to groundwater)
Drainage Basin #1 lnfiltration Gallery:
Q = 0.33 cfs Flow from infiltration trench. Use for outlet
control in StormShed Model.
ft = 20 in/hrfi= 72O sf
v-3ftd-3ft
APPENDIX A.2_
DRAINAGE BASIN MAP AND GRADING AND DRAINAGE PLANS
APPENDIX A-3 _
VICINITY MAP
t
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ã9e6aíıi
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a
F
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daIE
d
Tã
I
Esã
t9tã!Ére
5ôflxde
2ãaË
rÉ
åË
S.E. 1O3RD AVT.
STATE HWY 507 SE/SR
PALOUSE AVE. $E.
11OTH AVT S.I.
-Sngn ãac ¡F s.m,yE,
LARRJEWELL,". ffiff**wffi
SCALE:
l,l/A V¡CINITYMAP
EXHIBIT No:
IDATE:ocÏ 2008 SHEET No:
1
CHRISTENSEN COMMERCIAT
APPENDIX A.4 _
FEMA MAP
I
I
o,NE X I
LJ
I
zo
ZONE
ZONE
I
\./l
APPROXIMATE SCALE IN FEET500 O s00
nil0ltt [[000 ilsu¡ri8E Pnosnil
n000 ütsuntllct RtTt ttP
CITY OF
YELM,
WASHINGTON
Cn{URSTON COI.'NTY)
OIITY PAI{EL PR¡IIÏEO
c0ttulilw.Pilil türu[n
530310 0001 A
EFFECTIVE DATE:
JUITE 16, 1999
Fcderal Ëmcrgcncy Manrgement Agcncy
an otnc¡âl copy of a ponion ot the aboEextracted u6¡ng F-MIT On-Une. This map d6 not retect changesor amendments wh¡ch may haE been made subsequent to the date on the
t¡tle blæk. For the latest product ¡nbrmat¡on about Nat¡ond Flood lnsuranceíood maps check the FEMA Flood Map Store at
APPENDIX A-5 _
SOILS REPORT
158
Spanaway Series
The Spanaway series consists of very Ceep,
somewhat excessively 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 frost-free season is i 50 to 200 days.
These soils are sandy-skeleial. mixeC. mesic Andic
XerumbrePts.
Typical pedon of Spanaway gravelly sandy loam, 0 to
3 pei-cenl slopes. 4 miies souìheasl of Lacey; about 250
leel west and 400 leet souih of the noriheasl corner of
sec. 25. T. 36 N.. R. 1 \¡/.
A-O lo 15 inches: black (1OYR 2i1) gravelly sandy
loam. very dark grayish brown {10YR 3,r2) drir: weak
fine granular slructure: loose, very friable, nonsticky
anC nonplastic: many fine, medium. and coarse
rooìs: 25 percgnl pebbles, sirongiy ac;d; clea;
snooth boundary.
3w-'15 to 20 inches: Cark yelfowish brown (1OYR 3;'4)
very gravelly sanciy loam. lighi oiive brown 12.5Y
5r'4) dry: weak fine subangular clocky structure;
loose, veiy friable. nonsticky and nonplastic; rna:1y
fine. rnedìurn, and coarse roots. 55 percenî pebbles;
rnedium acid: clear smooth boundary
C-20 to 60 inches; dark yellowish brcwn (i 0YR 4r'4)
extremely gravefly sand, yellowish brown (10YR
5i4) dry; single grained; loose; Íew frne roots: 80
percent pebbles, 10 percent cobblas; slightly acid.
The thickness of the solum ranges írom i 5 io 25
inches. The content oí coarse fragmenis in the control
sect¡on ranggs from 50 to 85 percent. The weighted
average texture of this seci¡on is very gravelly sand or
extremely gravelly sand- The umbrtc epipedon is 10 to
20 inches thick.
The A horizon has hue of 1OYR or 7.5YR, value of 3
or 4 when dry. and chroma oÍ 1 or 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 moist. lt is
very gravelly sandy loam. very gravelly [oam, 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 moist. lt
is extremely gravelly sand or extrernely gravelly loamy
sanC and is slightly acid or neutral.
Sultan Series
The Sultan series consists of very deep, moderateiy
Soil S¡¡yg,
well drained soils on flood plains. These soils forrnedalluvium. Sfope is 0 fo 3 cercenl. Elevation is 2O r^-1,feet. The average annual precipitation is 40 to 5;'" ''
inches, lhe average annual air temperature is about 5de-orees F. and the average frosi-free seeson is taò I200 days.
These soils are fine-silty. mixed, nonacid. mesic
Aquic Xerofluvents_
Typical pedon of Sultan silt loam, 7 rnites east of
Lacey; about 1.000 feet east and 1,975 Íeet nodh of:scuthwesi corner of sec. 16, T. 1S N., B. 1 E.
Ap--0 lo 7 inches; dark yellowish brown (1OYR 3/a) sloam. brown (lOYB 5/3) dry: rnoderate fine and
medium granular sttucture; slightly hard. very
friable. slightly siicky and stightly plastic; many iir
rneCiurn. and coarse roots, many very fine and fir
tubular pores; slightly acici; abrupt smooth
boundary.
3A-7 to 2C inches: dark yellowish brown (1ûYR 4j4)
silì loam, brown {1OYR 513) ciry: moderate fine an
meCium subanEular blocky structure; slighily ha;d
very friable, slightly sticky and slightly plastic; ma
veiy fine. fine, and rnedium rcots; many very fine
and fine tubular pores; slightly acid, clear wavy
boundary.
3w1-20 to 25 inches: dark brown (10Y4 3/3) sitl toa
Erayish brown (2.5Y 5i2) ciry: comrnon fine
prominent red (2.5YR 5/8.} motttes: rncderaie fin:
and medium subangular blocky slructure; slightly
hard, very friable, slightly stict<y and slightly plasti
common fine and rnediurn roots: cornmon very iin
anC fine tubular pores; slightfy aciC: graduaì r,vavy
boundary.
Bw2-25 to 45 inches; dark brown (1OYR 4/3) sitt lca
líght brownìsh gray (1OYH 6i2l dry: common
medium prornÍnent red (2.5Y8 5i8)'ñroiites;
moderate medium and coarse subanguiar blocky
slructure: slightly hard, very fnable. slighlly sticky
and slightfy plastic: few very tine and fine roots;it
very Íine and fine iubular pores; slìghtly acid;
Eradual wavy boundary.
C-45 to 6O inches; gray¡sh brown (1oYR 5/2) silt loa
light gray (1OYR 7!2) dry:' cornrnon medium
.pronrinent dark brown {7.5YR 4,'4) mottles: massi'
slightly hard. very friable, slightly siicky and stighl
plasticl slightly acid.
The soils are slightly acid or neutral ¡n the control
section and range from slightly acid to strongly acid -
belorv a depth of 40 incheı. Mottles thal have chrorn:
oí 3 or more are at a deplh of more than 20 inches'
3
È
\:
¡
':. Thurston County, Washington
'. summer, rrrigation is needed for lawn grasses, shrubs,
vines. shade traes, and ornamental trees. Mulch,
' fertilizer. and irrigaiion are needed to establish lawn
.grasses and other srnall-seeded plants. Topsoil can be
stockp¡led and used to reclaim areas disturbed during
construction.
The main limitation âiÍgcting septic tank absorption
.fields ís a poor lilterìng capacity in the substratum. tf the. densiiy of housing is moderate or high, cornmuniiy
sewage systems are needed to prevent lhe
òontamination of water supplies caused by seepage
from onsíte sewage disposal systems. The slope'hinders the insiallation of the absorption fields.
......Absorption lines shoulC be installed on the contour.
Douglas-fir is the main woodland species on this unit.
Among the lrees of limited extent are Oregon white oak.
lcCAepole pine, anC red alder. Douglas-fír anC Scotch
pine are grown on ChrisÌmas tree planlations. On the
basis of a 10O-year site curve, ihe meaß site index for- -Douglas-fir rs 140. On the basis of a 50-year siie curve,
ii is 108. The highest average growth rate of an
un,'nanaged. even-ageC stand oi Dougtas-fir rs 145
cubic feet per acre per yeaí at 65 y¿¿¡5 of age.
This soil is suited to year-round fogging. Unsurfaced
roads and sk¡d traifs ere slippery when wet Logging
rcaCs require suitabla suríacing material for year-round
use. Founded pebbles and cobbles for road
conslructron are readify auailable on this unit.
Disiurbance oí ihe prolec|ve layer ol duíî can be
minrr-lizeC by ihe careful usa oÍ wheeled and tracked
equipmenl.
Seedling establishr-aent and seedling rnortality are ihe
rnain concerns in the production of timber. Reforestation
can be accompiished by p{antíng Douglas-fir seedfings.
lf the sland includes seed trees, natural reforestation of
cutover areas by Oregon white oak and lodgepole pine
occurs inirequenily. Droughtiness in the surface tayer
reduces the seedting survival rate. When openings are
made in the canopy, invading brushy plants can delay
the establishment of planted Douglas-fir seedlings.
Comrnon forest understory plants are cascade
Oragon-grape, safal. western brackenfern. weslern
swordfern, lndian plum, and Scotch-broom.
This map unit is in capabitity subctass tVs.
112-Spanaway stony sandy loam, 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 is mainfy grasses.
ferns, and a few conifers. Efevation is 200 to 400 feet.
The average annual precipílation is 40 to 50 inches, the
averege annual a¡r temperature is about 5i degrees F,
and the average frost-free perioci is lS0 to 200 days.
. Typicafly, the surÍace fayer is btack stony sandy toaboul 16 inches thick. The subsoil is very dark bråwngravelly sandy loam about 6 inches thíck, The
substratum to a.depth of 60 inches or more is grayìsl
brown extremefy gravelly sand.
included ín this unit are small areas of Alderwoodsoils on till plains, Baldhill soils on lerminal moraínes,
and Everett. lndianola. and NÍsqually soils on terracel
Also included are small areas of Spanaway soils thathave a giavelly sandy loarn surface layer and smallareas of Spanaway stony sandy loam that have slopeol3 to 15 pe!'cent. tncluded areas make up about 15percenl of the total aci.eage.
Permeability s moderately rapid in the subsoil of ttSpanaway soil and very rapid ín the substratum.
Available lvater capacity is fov,r. ËfÍective iooiing dep.riis 60 inches or more. Runofí ís slor,.,, and the hãzard rwater erosion is sfight.
This unit is used mainty for hayfand, pasture, or
homesites. The main limitations afÍecting hay and
pasture are the low avaifable water capacity and the
stones on thê sudace. Proper grazing practices, weec
control, and íertilizer are neeCeC to ensure maximum
quatity of forage. Rotaiíon grazing helos to r,raintain tt
Quality oi the forage. Because oí the surface stones,
spreadrng animal rnanure, mowing, and seeding are
difficult. ln summer. irrioation is needed for maximum
produciíon of most foraga crops. Sprinkler irrígation is
the best method of applying water. The amouni of war
apclíed should be sufticient to vyet the root zone buî
small enough to minimize the leaching of plant
nuirients.
Thrs unit is well suited to homesítes. pebbles,
ccbbles, and stones should be removed, particufarly ír
areas used for lawns. ln summer, irrigation is needed
íor lawn grasses, shrubs, vines, shade trees, and
ornamental trees. Mulch, fertilizer, and irrigation are
needed to establish lawn grasses and olher smalf-
seeded plants. Cutbanks are not stable and are subler
to sloughing.
ïhe main limiiation affecting septic tank absorption
fietds is a poor filtering capacity in the substratum. lf tl
density of housing is moderate or high, ccmmunity
sev/age systems are needed to prevent the
contaminatìon of water supplies caused by seepage
from onsite sewage disposal systems.
This map unit is in capabílity subclass lVs.
113-Spanaway stony sandy loam, 3 to 15 percer
slopes. This very deep, somewhat excessively drainec
soìl is on terraces. lt formed in glacial outwash and
l$rffñil
Jerome W. Morrissette & Assocíates lnc,, P,S.
Evaluation Conducted BY:
Project Engineer:
Method of Excavation:
Project Nurnber:. {S lç,
Borino Number:
Date:tt
Ggntractori,+,r ¡ ¡..i g" t'i
Total DePth of Hole:
Ð iio¿.j*\,t, * b4'r
Soil Boring Log
1700 Cooper Point Road SW, #B-2, Olympia, WA 98502
(3s0)3s2-9456 ¡ FÆ( (360)352
Project Name: ft
Location: I b¿?Zg ¡¡tr¡.{ á)T r Vfi_ t/L
Soil DescriptÍon
itqe.rq, --...
À-\〠¡ C.å
.-. -..- .-.+- ..-.--.. ---...- ....:-.
i ' *wy Eñ:ar *;3q3¡.-alË
tllvttña
Jerome W. Morrisseüe & Associates fnc., p.S-
1700 Cooper poinr Road SW,_t!,?, Olympia. WA s8502_1110(360)352_94s6 / FAX (360)352_9930
Soil Boring Log
Project Nu.mber:Project Name: -¿':J
Number: ¿Itó.¡zÍ5 *t,.1. ¿i,r?, y€¡-**
Total Depth of Hole:
Evafuation Conducted By: S,se.r.
'Mêthod of Excavation:
í< !-j:<-,. ã
SoilDescription
Civil / Municipal /
.Geolechnica!
Engineenng and plann¡ng
¡
I
I
fi
ii !i .l!
i: . -_Jr1¡ Ij:
I:
SOIL EVALUATION
FORIlll 1: GENERAL S|TE
RËPORT
INFORMATION
PROJECT TITLE: R¡cr Chr¡st¡anlêãiE¡r
PROJECT NO.:
PRËPARED BY: John Knowtes, p.E.
SHEET: 1 OF l
DATE: 3tZStO3
{ clTÊ ¡nnoccc r\orn or ðKþu/, rmmed¡ately west of tne Vètmv. \ LLVñL 9¡a!)vılr r lLI\:
Creek cross¡ng (11628 SR 502, Yelm, WA)
â E trt/-\ IE¡.\-t. t.ìEe^offi\¡¡ t ¡vrì. lJ<'vËrLrp {,ne srre rnlo a retail center with several office and retar-lbuildings and all associated roadway and utifity improvernents.
residentiar buirdins tto'l" ,:H"ï"ii:ïill,iiff"åiJo':fï:':""ifj,i?Ë."1r":T,3liÍJljl",,.
relatively flat with the exception of the eastern 1/4 of the site that slopes to the east al a so/ogradient. The extreme eastern port¡on of the site is a designated weiland bordering yelm Creek.The site has relatively few lrees and a light density of Scoi's Broorn growth througÉout the site.The proiect site is boundgd by undeveloped propárty to the north and east, a chevron Mini Mart tothe west' and sR507 to the south. on site soils are well drained and formed in glacial outwash.4.öUMMAKY9F'SolLSwoRKPERFoRMED:Fivetestpitsw@khoetoa
maximum depth of 120" below existing grade. Soils were inlpecteo by enteÍing aÁo visuallylogging each test pit to a depth of four feet. Soils beyond foui feet weie inspecied by examiníngbackhoe tailings. Test pit soíl fog data sheets are inciuded in this reporr.
5. ADDITIONAL SOILS WORK REC
once a site plan has been generated and the location of proposed drainage infittrãtion facilities areidentified.
6. FINDINGS: The Soil Conservation Seru
Spanaway Stony Sandy Loam (112). All test pits confirm this designation. Ail test pits revealed verygravelly fine sandy loam surface soils, ovedying a gravelly and càobley coarse sand subslratum.Substratum coarse soils were loose to slightly dense and had very few fines present. winter watertable was present in all test pits and should be considered high for the season.
7. RECOMMENDAT|ONS1 lne _Spanformed in glacial outwash. lnfiltration rates are:generally rapid in the substratum soils. Thesubstratum soils should be targeted for alldrainage infiltration facilities. A design infiltration rate of20 in/hr would be appropriate for all targeted C horizon soils as recommended in the attached soillog information sheets.
During construction, care must be taken to prevent erosion of exposed soils. Drainage facitityinfiltration surfaces must be properly protected from contamination by the fine-graineã upperhorizon soils and from compaction by site construction activities. Soils not proierty protected wiltcause drainage infiltration facilíties to prematurely faÍt.
lherebycertifythatlpreparedthisreport,andconducteoo
work. I certify that I am qualified to do this work. I represent rny work to be complete an accuratewithin the bounds of uncertainty inherenl to the practice of soilé sdence, and to be suitable for itsintended use.
SIGNED:
ÐATE:
(c:TWNWORDUEKFILES$ 3tasoils rpt)
\tçfrrr.ver- Ëììd
erv'^es. 7//lø 12oe'
PROJECT TITLE: Rick Christianen Retai
PROJECT NO.: 0314pRÊPARED By: John Knowtes, p.E. DATE:3/25/03
LOCATION: 30 fL east and 20 ft. south of the N.W- propeñy corner.
1. TYPESOFTESTDONE:
None
2. SCS SOILS SERIES:
Spanaway Stony Sandy Loam
(112)
3. LANO FORM:
Terrace
4. utst uslf loN l-ilsToRY:
Glacial outwash & volcanic ash
5. HYDROLOGIC SOIL.
GROUP:
B
6. OEPTHOFSEASONALHW:
116"+
7. CURRENTWATER
DEPTH:
1 1ô"
8. DEPTH TO IMPERVIOUS
LAYER:
Grealer than bottorn of hole
9. MISCELI.ANEOUS:
Level
10. POTENTIAL FOR:EROS]ON I RUNOFF I PONDTNG
Slight lSlowlMinimat
11. SOIL STRATA DESCRIPTTON: See Fottowing chad
12, S¡ f b PtsRÇOLATION RATE:See FSP
13.l.lNtJ|NGseRECQMMENÐATloNS:Useadesigninfiltrationrateof20@
infiltration facilities located in the C2 horizon soifs'at 30" or greater below the existing ground surface.Maintain mínimum separation reguirements above the high winter water table obseÑed at gA" + belowlhe existing grade.
Hotz
A
Bw
c1
c2
Deoth
0'- ?2"
22". 25'
?5': 30'
30'-î00'
Color Texturg
10YRZ2 VGTVFiSaLm
10YR3/2 VGTVFiSaLm
10YR4/6 ExGr&
CobLrnMSa
10YR5/4 ExGr &
CobCSa
SO¡L EVALU^ATION REPORT
FORM 2: SOIL LOG INFORMATION
Soils Strata Description
Soil Log #l
%cL o/ooRc CF
<20 <5 <50
<20 - <60
<5 - <75
sTR MOï
lSBK
lSBK
SG
SG
CEM ROO
- rnf
-mf
-¡î
<X> FSF
262
2-6 3
>20 15
>20
IND
SOIL EVALUATTON REPORT
FORM 2: SOIL LOG INFORMATION
Soils Strata Description
SoilLog #2
Hoq
A
Bw
c1
c2
Deoth
0'- 18"
t8"- 21'
21'- 30'
301100'
Color TextuJg
1OYR2í2 VGTVFiSâLrn
10YR3/12 VGTVFiSaLm
10YR4lô ExGr &
CobLmMSã
10YR5/4 ExGr &
CobCSa
aloCL '/oORq
<20 <5
<20
<5
<5
s_JB MOr
lsgK
lSBK
SG
SG
CEM ROO
'mf
'mf
-ff
æ FSP
2-6 2
2.6 3
>20 15
>20
9F.
<50
<60
<75
<90
tNo
PROJËCT ïITLE: Rick Christianen Retail
PROJECT NO.: 0314
PREPARED BY: John Knowles, P.E.
-
SHEET:2 OF s
DATE:3/25/03
S{J¡L LOG: #Z
LOCATION: 400 ft east and 20 ft. south of the N.W. property corner.
1. TYPESOFTESTDONE:
None
2. SCS SOILS SERIES:
Spanaway Stony Sandy Loam
(1 12)
3. LAND FORM:
Terrace
4. DEPOSITION HISTORY:
Glacial outwash & volcanic ash
5. HYDROLOGIC SOIL
GROUP:
B
6. DEPTH OF SEASONAL HW-
88'+
7. CURRENTWATER
DEPÏH:
88',
8. DEPTH TO IMPERVIOUS
I,AYER:
Greater than bottom of hole
9. MISCELIANEOUS:
Level
10. POTENTIAL FOR:EROSTON I RUNOFF fFONDtNc
Slight Slow I Minimal
11. SOIL STRATA DESCRIPTTON: See foilowing cnãrt
12. SITE PERCOLATION RATE:See FSP
13. FINDINGS & RECOMMENDATIONS: Use a design infiltration rate of 20 in/hr foi arãnage infiäãiio;
facilities located in the C2 horizon soils at 30" or greater below the existing ground surface. Maintain
minimum separation requirements above the htgh winter water table observed at 88" + below the
existing grade.
SOIL EVALUATION REPORT
FORM 2: SotL Loc INFORMATION
PRoJECT TTTLE: nicr Crrr¡stiãı n?iã¡tPROJÊCT NO.: 0314
PREPARED BY: John Knowtes, p.E.
SHEET: gG5
LOCATTON: 210 ft. east and 20 ft south of the N.W. property corner.1. TYPESOFTESTDıNE
Spanaway Stony Sandy Loam
(112)
3. LANO FORÀA
4. DEPOSITION HISTORY
Glacial outwash & volcanie ash
5. HYDROLOGIC
GROUP:
B
6. DEprH oF SEÃSıMIEi^/:-
7. CURRENTWATER
DEPÏH:
91"
8. DEPTH TO IMPËRVIOUS
LAYER:
Greater than bottom of hole
9. MISCELLANEOT.IS:
IO- POTENTIAL FOR:
11. SOIL STRATA RIPTION: See foir,rwingihãã
t1,,,ll?jls."ij:^c age rnfltr,facilities located ¡n the c2 horizon soils at 32" or greater below the existing ground surface. Maintainrninimum separation requirements above the higÀ winter water tabtã observed at g1- 1 below theexisting grade.
Horz
9w
C1
c2
Depth
0f- 20"
20'- 23"
23'- 32"
32'-100'
Color Texture
|OYRUZ VGrVFíSaLm
f 0YR3/2 VGilF¡SaLm
10YR4/6 ExGr &
CobLmMSa
10YR5/4 ExGr &
CobCSa
Soils Strata Description
Soil Log #3
%CL %ORG CF
<20 <5 <50
<20 - <60
<5 - <75
STR MOT
lSBK
lSBK
SG
SG
CEM ROO <X>
- ml 2-5
- mf 2-6
- ff >20
IND FSF
?
l:
PROJECT TITLE: Rick Christianen Retail
PROJÉCT NO.:0314
PREPARED BY: John Knowles, P.E.
SHEET:4 OF 5
DATE:3125103
SOIL LOG: Ë14
LOCATION: 100 ft. east and 200 fL south of the N.W. property corner.
1. WPÊS OF TEST DONE:
None
2. SCS SOILS SERIES:
Spanaway Stony Sandy Loam
(112)
3. LAND FORM:
Terrace
4. DÉPOS¡TION HISTORY:
Glacial outwash & volcanic ash
5. HYDROLOGIC SOIL
GROUP:
B
6. DEPTHOFSEASONALHW:
106'+
7. CURRENT WATER
DEPTH:
106"
8. OEPTÞ{ TO IMPERVIOUS
LAYER:
Greater than bottom of hole
9. MISCELLANEOUS:
Level
10. POTENTIAL FOR:EROSION I RUNOFF I PONDING
Slight lStowlMinímal
11. SOIL STRATA DESCRIPTION: See Follöwing chart
12. SÌTE PERCOLATION RATE:See FSP
13. FINDINGS & RECOMMENDATIONS: Use a design infilt¡ation rate of 20 in/hr for drainage infillration
facilities located in the C2 horizon soils at 31" or greater below the existing ground sudace- Mainta¡n
minimum separation requirernents above the high winter water table observed at 106" 3 below the
existing grade.
Horz
A
8w
c1
c2
Oeoth
0'- 20"
20\ 23'
?3'- 31'
3f1120"
Color Tenu¡e
1OYR2Í2 VGTVFiSaLm
lOYR3/2 VGTVFiSaLm
10YR4/6 ExGr&
CobLmMSa
10YR5/4 ExGr &
CobCSa
SOIL EVALUATION REPORT
FORM 2: solL Loc INFORMATION
Soils Strata Description
Soil Log fl4
"loCL o/oORG CF
<20 <5 <50
<20 - <60
<5 - <75
srR uoT
1 SBK
lSBK
SG
SG
ceM Roo
-ml
-mt
-ff
<X> FSP
2.6 2
263
>20 15
IND
SOIL EVALUATION REPORT
FORM 2: SO|L LOc TNFORMATTON
P RoJ EcT ÏTLE : R¡cr Cr¡¡s¡ã¡-ã;-Ræä
PROJECT NO.: 0314
PREPARED BY: John Knowtes, p.E.
LOCATION: 250 ft. west and,S0 ft. north of the S.E. property corner.
2. SCS SOILS SERIES
Spanaway Stony Sandy Loam
(112)
4. DEPOSITION HISTORY:
Glacial outwash & volcanic ash
5. HYDROLOGIC SOI
GROUP:
B
6. DEPTH oFsEÃsoÑlffi
7. CURRENT WA
DEPTH:
90"
8. DEPTH TOIMPERVIOUS
LAYER:
Greater than bottom of hole
9. MISCELLANE
11, SOIL STRATA D
12. SITE PERCOI.A
13. FINDINGS & RECOMMEÑ
f:]Ï::"^"^'^,:9_:l^l: gr.horizo¡ so¡ls at 28'or sreatå' ü¡";iñ; exisring sround surraee. Mainraínminimum separation requirernents above the high winter *"t"r i"ur.Iäåi';.;äË,ì:.X?i;,J'iÅiexisting grade.
Hcrz
A
Bw
Cl
c2
Deolh Color
0"- lOYRZtz
20'
2V- 10YR3/2
22
22'- 10YR4/6
28"
2E- r0YR5i4
1 r0'
Soils Strata Description
Soil Log #5
a/ocL %ORG CF SIg
<20 <5 <50 1S8K
<20 - <60 1SBK
<5 - <75 sG
<S _ <90 SG
Texture
VGTVFiSaLm
VGTVF|SaLm
ExGr &
Coblm¡vlSa
ExGr &
CobCSa
MOT IND GEM ROq
-mf
-mf
-ff
<X> FSP
2-6 2
24,3
>20 15
>20 20
AÞþ-revíatio¡.s-
Textural Class
lTexture)
Structure
GTR)
Grades of Structure
Cobbley -Cob Granular - Gr Strong - 3Stoney - St Blqçlv - Btkv Moderate - 2Gravelly - Gr ilatv - Pt Weak - 1.Sandy - Sa Massive - MasLoamy - Lm Single Grained - SGSilty - Si Sub-Angular Btockv - SBKClayey - Cl
Goarse - CVery -V
Extremely - ExFine - F
Medium - M
lnduration & Cementation
Weak -wk
Moderate - Mod
- Str
Mottles (MOT)
I Letter Abundance 1st Number Size 2nd Letter ContrastFew-F Fine - 1 Faint - FComrnon - C Medium - 2 Dístinct - DMany - M Coarse - 3 Prominent - P
Roots (ROO)
1st Letter Abundance 2nd Letter Size
Few -f Fine - fCommon - c Medium - mlMely - rn Coarse - c
APPENDIX A-ó _
AQUA-SWIRL DATA
*gy,?"q=-tl.iglgE_
qua-Swir STO RMWATER TREATM E NT SYSTE
lns & Maintenance
o AquaShieldru offers an extensive
maintenance program that ensures
system pertormance efficiency
o Download manuals from the on-line
sysfem catalog
Vortex ration
o Utilizes hydrodynamíc and
gravitational forces with
quiescent settling to remove
gross pollutants
o Exte n sive Co m putati o n a I
Fluíd Dynamic (CFD)
modelíng and full-scale
physical testing by
independent third partíes
lnstallation Benefits
o Quick and simple installation, resulting
in measurable projecf cosf savíngs
o H20 loading capabilities
o Small footprint desþn reduces
excavation cosfs
c Lightweíght and durable construction
o Liftîng supporfs E caöles provided
{r
Outlet
o Sysfems are designed to treat
water quality flow rates and
öypass peak storm eyenfs
o lnternal and external bypass
co nfi g u raúíons a re av a i la bl e
Gonnections
o Sysfems are designed with
custom inlet / outlet diameters
at various confíguratíon angles
o lnlet / outlet stuboufs are
provided for easy coupling
Stor Capacities
o Large sforage capacities for
oil, debris, and sedíment
extend maintenance cycles
¡ Sediment storage capacities
range up to 270 ft3
o Oíl and debris storage
o Provides customized solutions for project
specific requirements
o Sysfems desígned for specific water
quality treatment flows
o Modular srzes from 2.5 - 12 ft diameters
with attacfied rísers to finish grade
o On-line project and sysfem design tool
at http ://pd a.aq u as h i eld í nc -co m
(r
Inlet
Aquashieldg'.
-STORM\A/ATER TREATMENT SOLUTIONS
4t,æ---l
q lt-
trr-'-\|¡"J
Sediment Storage
,_l h
capacities range up to 1688
gallons
ua-SwirlrM Svstem
g å#iilUlr,"armenr
ô Introduction
o System Operation
,ô Retrof¡t Appl ications
O Installation
o Buoyancy
ô Traffic Loading
o Inspection and Maintenance
ö Aqua-Site Worksheet
o Aqua-Swirlil Sizing ChaÉ
o Aqua-Swirlü Sample Detail
ô Aqua-Swi rl il Specifications
AquaShieldg-
sr' R M*AïER.TR =ATM ENT s E LUT'ñ=
Table of Contents
AQUA-SWIRL"
STORMWATER TREATM ENT SOLUTIONS
System Operation
Custom Applications
Retrofit Applications
Installation
Buoyancy
Traffic Loading
Inspection and Maintenance
Aqua-Site Worksheets
Aqua-SrrirllM Sizing ChaÊ (English)
Aqua-SrarirFM Sizing Ghaft (Metric)
Aqua-Swirl¡M Sample Detail Drawings
Aqua-Swirlr" Specifications
General
Scope of Work
Materials
Performance
Treatment of Chamber Construction
INSTAL¡.ATION
Excavation and Bedding
Backfill Requirements
Pipe Couplings
DIVISION OF RESPONSIBILIW
Stormwater Treatment System Manufacturer
Contractor
SUBMITTALS
QUATTW CONTROT TNSPECTTON
2
2
4
4
5
5
6
6
7I
9
13
15
15
15
15
16
16
t7
t7
1B
1B
18
1B
1B
19
19
2733 Kanasita Drive, Suite B o Chattanooga, Tennessee 37343
Phone (888) 344.-9044 o Fax (423) 826-2112
www.aquashieldinc,com
Aq uaShield " S[crm'¡i a ¡e¡- Treatnrent Soiuticns
Aqua-Swirltt
Stormwater Treatment System
The patented Aqua-Swirl" Stormwater
Trætment System provides a highly effective
means for the removal of sediment,
floating debris, and free oil. Swirl
technology, or vortex separation, is a
proven form of treatment utilized in
the stormwater industry to accelerate
gravitational separation. Independent
universiÇ laboratory peformance
evaluations have shown the Aqua-Swirl"
achieves a TSS (Total Suspended Solids)
removal of 9tolo calculated on a net
annual basis. See the "Petformance 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", with a conveyance flow diversion system, provides full
treatment for the most contaminated "first flushi while the cleaner peak storm
flow is diverted 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.
Aq uaShiei ci''' Sto i'm v'/a Le i- Treai¡-¡rent Sol utions
The treatment operation begins
when stormwater enters theAqua-Swirl" through a
tangential inlet p¡pe 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 lowesÇ as shown from extensive
CFD modeling. See "Performance and Testing" for more
details.
A large percentage of settleable
solids in stormwater are
reported to
have low
velocities.
Therefore,the volumeof water
retained in
be small and
settling
f
Outlet
the Aqua-Swirl"
provides the quiescent settlingthat increases performance.
Furthermore, due to finer
sediment adhering onto largerpafticles (less than 200
microns), the larger pafticles
settle, rather than staying
suspended in the water.
f
nlet
Floatable debris in the Aqua-Swirl*
¡-ictLraSiiieici "' Sii)rr:'r''.,,'aiií:r -i teafi'neti-ti St-lir'lil,,ns
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 the
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-SwirlrM can also operate in an offline configuration
providing full treatment of the "fìrst 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.
Custom Applications
The Aqua-Swirl" system can
be modified to fit a varieÇ of
purposes in the field, and the
angles for inlet and outlet lines
can be modified to fit most
applications. The photo on the
left demonstrates the flexibiliÇof 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 configuration is
an example of the many
AquaShield" can use
ways
our
Custom designed AS-9 Twin, Aqua-Swirl'"
products to adapt to a variety of applications.
f[v Retrofit Applications
The Aqua-Swirl'* system is designed so that it can easily be used for retrofìt
applications. With the invert 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
uv'Installation
The Aqua-Swirl" system
moving parts so that no
installation of the system.
is designed and fabricated as a modular unit with no
assembly is 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-Swirl" 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-Swirl¡n 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 exerted 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-specific conditions.
Traffic Loading
Concrete pad protects the Aqua-Swirlrm
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 concrete
pad shall be poured in place above the
system.
See the "Installation and Fabrication" section
for sample concrete pad details and further
details on insta llation.
u on and Maintenance
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
sen¡ice 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 inspedion and cleanout procedures,
please see the "Maintenance" section.Vacuum truck cleans the
Aqua-Swirl"
6
([v
Aci uaShiel d'''' Stor mwa te i' l'i-eatnien i Scl u tions
Aqua-Site worKheets are provided as an example of the information that
AquaShield" will need to customize an AquaSwirl" to a specific work site.
. 1 completed exampleo 2 þlank worlcsheets
AquaShieldE'"
STc] RMWATER TREATMENT SELI.JTIc]NS
.,i.,,'...,'í.1,Iirì-,I ir..iIIIr,i..íirI
AquaShieldrM, Inc.
2733 Kanasita Drive, Suite B o Chattanooga, TN g7g4g
Phone: (888) 344-9044 o Fax: (423)BZ6-2LL2
www.Aq uaShieldlnc.com
Aqua-Site Worksheet
Project Information
Project Namer @lnty Hqitd
Specifier Information
Desisner's Name: Sþ"i fti I I ip
Locat¡on (City, State): AnyTAtVn, Ug Desisn Firm: fti il i p Etçi næi rg
S¡te Use (circle one):
Site Plan Attached:
Pollutants (TS9 FloaÞble
Debris, o¡ls/9reasê, TP, etc.):
Resident¡al @ Industriat orher Address: 123Mdnsrd
I vrs
ISS D#is
f,/*o city, ståte, zio, AnyTAan, L) g
phonez 429üAm
AutoCAD Vers¡on:
Date Subm¡üed:
4.0 r"'' 4738b2112
g1?/m E-ma¡l: -r.*;'.Øn
Specifications
Unit Lãb€l
or Manhole
Numb€r
AquaShieldft
Model
Design Flow Rate Inlet/Outlet P¡pe Rim
Elevation Dra¡nage Area Info Traffic Loads
Water Qual¡ty
Treatment
Flowr
(cfs - t/s)
Peak Des¡gn
Flow2
(cfs - L/s)
Size (lD)
(iô - mm)
Inved
Elevat¡on
(ft-ml
P¡pe
Mater¡al
Type
F¡nish Grade
Elevation
(ft-m)
Area
(acr6 . ha)
Incom¡ng
Slope
("t"',
Runoff
Coeffic¡ent
c
Estimated
Groundwater
Elevation
(ft - m)
Is the system
subject to H-20
load¡ngs?
Y6ùNo
A-1 AS6 5.3 159 18 7ffi.2 æ 745.6 8.2 0.74 0.9 N/A Yæ
Special Site Conditions or Requirements:
How did you learn
aboutAqua-shieldrMz W&ite
Please orovide coov of Site Plans showinq orientation
(1) water Qual¡ty lreatment Flow is presribed by local regulatory agencies to
ach¡eve full treatment of specific amount of stormwater.
(2) Peak oesign Flow refers to maximum calculated flow for an outäll or
recurence interual (10-yr, 25-yr event)
Specifier's Signature: Sáa¿ ?â//.7¿Date: 12-Maç04
AquaShieldrM, fnc.
Ag_*g$.þjg!gg- -",i::::ïï,",îg-illïiï,:ïä;3t,JÏ,Í;'o'
,...,,,..,,... .ir,-:,,:,r Si it,iitl,,...:r_,i: www.AquaShieldlnc.com
Aqua-Site Worksheet
Project Information
Project Name:
Specifier Information
Locat¡on (City, State):
Site Use (circle one):
Site Plan Attached:
Pollutants (TSS, Floatable
Debris, oils/9rease, lP, etc.):
AutoCAD Version:
Date Subm¡tted:
Resident¡al Commerical
I ves
Industrial Other
Iro
Designer's Name:
Des¡gn F¡rm:
Address:
City, State, Z¡p:
Phone:
E-ma¡l:
Specifications
Un¡t Lãb€l
or Manhole
Number
AquaShieldÌH
Model
Des¡gn Flow Rate Inlet/Outlet P¡pe Rim Drainage Ar€a Info Traffic Loads
Water Quality
Treatment
Flowr
(cfs - L/s)
Peak Des¡gn
Flow2
(cfs - L/s)
Size (ID)
(rn - ñm)
Invert
Elevation
(fr-ñ)
P¡pe
Mater¡al
Tvæ
Fin¡sh Grade
Elevation
(ft - m)
Area
(acr6 - ha)
Incoming
Sloæ
e/")
Runoff
@ffìcient
c
Estimated
Groundwðter
Elevât¡on
(ft - m)
Is the system
subject to H-20
loadings?
YsdNo
Special Site Conditions or Requirements:
How did you learn
about Aqua-ShieldrM ?
Please provide coov of Site Plans showinq orientation
(1) water Qual¡ty Treatment Flow ¡s presriH by local regulatory agencies to
achieve full treatment of spec¡fic amount of stormwater.
(2) Peak oesign Flow refers to max¡mum calculated flow for an outfall or
recurrence interual (10-yr, 25-yr event)
Specifier's Signature:Date:
AquaShield9-AquaShieldrM, Inc.
2733 Kanasita Drive, Suite B o Chattanooga, TN 37349
Phone: (888) 344-9044 o Fax: (423) 826-2112
www.Aq uaShieldlnc.com
Aqua-Site Worksheet
Project Information
Project Name:
Specifier Information
Locat¡on (C¡ty, State):
Site Use (circle one):
Site Plân Attached:
Pollutants (TSq Floatable
Debr¡s, o¡ls/greas€, TP, etc,)3
AutoCAD Version:
Date Subm¡tted:
Residential Commerical Industrial Other
f ves fl *o
Des¡gner's Name:
Des¡gn Firm:
Address:
C¡ty, State, Z¡p:
Phonel
Specifications
Un¡t Lab€l
or Manhole
Number
AquaSh¡eldn
Model
Design Flow Rate ¡nlet/Outlèt Pape R¡m
EleEtion DEinage Area Info Trafr¡c Loads
Water Qual¡ty
Treatment
Flowr
(cfs - Us)
Peak Des¡gn
Flow2
(cfs - Lis)
Size (ID)
(rn - mm)
Invert
Elevation
(ft-m)
P¡pe
Mater¡al
Type
F¡nish Grade
Elevat¡on
(ft-m)
Area
(acr6 - ha)
Incoming
Sloæ
(okt
Runoff
Coeffic¡enl
c
Estimated
Groundwater
Elevat¡on
(ft-m)
Is the system
subject to H-20
loadings?
Y6øNo
Special Site Conditions or Requirements:
How did you learn
about Aqua-Sh¡eldrH ?
Please orovide coov of Site Plans showino orientation
(1) Water Qual¡ty Treatment Flow is presribed by local regulatory agenc¡es to
achieve full treatment of spec¡fìc amount of stormwater.
(2) Peak Design Flow refers to maÍmum calculated flow for an outfall or
recurence ¡nteryal (10-yr, 25-yr event)
Specifier's Signature:
g AqUa-Swirt" Sizing chart ftnstish)
1) The Aqua-SwirlrM Conveyance FIow Diversion (CFD) provides full treatment of the
"first flush," while the peak design sform ls diverted and channeled through the main
conveyance pipe. Please refer to your localrepresentative 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. ïhe
treatment flow rate of the Aqua-Swirlil system is engineered to meet or exceed the
local water quality treatment criteria. Ihis "water qualíU treatment flow rate"
typically represenfs approximately 90% 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 AquaShieldru
representative or visit our website at www.AquaShieldlnc.com. CAD details and specifications are available
upon request.
Swirl
Chamber
Diameter
(ft.)
Maximum
Stub-Out Pipe
Outer Diameter
(¡n.)
Oil/Debris
Storage
Capacity
(gal)
Sediment
Storage
CapaciÇ
(ft')
Water Quality
Treatment
Flow2
(cfs)
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
5.O0
6.00
7.O0
8.OO
9.O0
10.0
12.0
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
L45
180
270
8
10
12
L2
L4
16
18
20
22
24
L2
16
18
24
30
36
42
48
54
48
*H¡gher water q¡ra¡ity treatment flow rates can be des¡gned with mult¡ple sw¡rls.
g Aqua-Swirl" sizing charr (Metric)
1) The Aqua-SwirlrM 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 localrepresentative 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-Swrlil sysfem is engineered to meet or exceed the local
water quality treatment criteria. Ihis "water quality treatment flow rate" typically
represenfs approximately 90% to g5% 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
L524
1829
2I34
2438
2743
3048
3658
Custom
31
51
91
L25
L78
243
3t7
402
495
7t3
>7L3
140
4L6
7L9
LO22
L476
2044
2687
3444
4277
6427
0.28
o.57
o.91
r.27
1.84
2.55
3.26
4,LL
5.10
7.65
203
254
305
30s
356
406
457
508
559
610
305
406
457
610
762
914
LO67
L2L9
t372
L2L9
*Higher water qual¡ty treatment flow rates can be des¡gned w¡th mult¡ple sw¡rls.
ua-Swirltt Sam Detail DrawiÍ[v
Sample Aqua-Swirl* detail drawings are provided as examples of the type of
systems that AquaShield" can offer for a specific work site.
ffi--?.T..ä.-ii L'ú tr u u c s' < ú r)dd¡ !'/.,@.:-t-,t
$:*¿g!--g!ddj¡rcpsffiou
t;
?ha !!¡!
åå-a--*.¡
l3
JTANDARD NOTE:
System sh¿ll ba deslgned for the follow¡ng capac¡ties:
Swirl Treðtment Flow: l.l cfs
Swirl Sed¡ment Storage: 10 ft¡
Swkl Oll/Deb¡is Storage: 37 gal.
spec¡f¡cat¡on notes.
See Site Plan for actual system orientat¡on'
12314" OD
Octagonal Base
Manhole Frame and -
Rim elevations to match fìnished
Cover by Manufacturer. \ l-<- 32" OD .+l f oraae. HDPE risers can be field
(See Detail) \l V cut bY Contractor,
I
Pipe coupling
by Contractor.
12" long Stub-out
by Manufacturer.
Plan View
12"
Bollards shall be placed around
rlser(s) ln non-trafflc areas to prevent
lnadvertent loadlng by malntenance
vehlcles.
l- I
undisturbed soit
T'-'--'---------'-l
Gr.td Bx\ril ùt.\tm ¡l
Þrsi 3.5 rd ùlwàrd t6\
Ssld Ceót¡rd rd ld htúlhbil d Þsútc6úr'ùrd {rdM! df¡)
dsr!d dt, {h Ma
l-.--,----i
to r6t upon ADPE rlgi
42"
-l'Gravel Backfill
Bedding
$,1!i
Manhole Frame & Cover Detall
For t{on-Trafflc Areas On¡Y
NTS Section A-A
Açr.q?SPI$.9
l3 x¿n¿Í¡ Dflc, Seiiq 8, Ch¿þoæla, ftl l73ipho¡e (888) 3{{-90{{ r¿\ (L3) 82(,2ttz Aqua-Swirl Concentrator Model AS-2 CFD Standard Detail
Í['v Aq ua-Swirl" Specifications
GENERAL
This specification shall govern the performance, 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 (888-344-9044), 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 classification values of
345464C.
2) PHYSTCAL PROPERTTES OF HDPE COMPOUND
a) Density - the densiÇ 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).
15
AquaShield "' Storn'lwate i- Treatment Sol ulions
f) Hydrostatic Design Basis shall be 1,600 psi at 23 degrees
C when tested in accordance with ASTM D 2837.g) Color - black with minimuÍ,t 2o/o carbon black.
B. RÜECTION - 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 be
provided 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 capaciÇ 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 30-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
The treatment chamber shall be constructed from solid wall HDPE
ASTM F 7t4 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.
The bottom thickness of the treatment chamber will be determined
in accordance with ASTM F t759. Calculations must be provided to
justify the thickness of the bottom.
A.
B.
t6
AquaShield''"' Stormwater Treatment Solutions
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 suppofts may be provided on the exterior of
Stormwater Treatment System in such a way as to allow
prevention 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 paft 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.
INSTALLATION
A. Excavation and Bedding
The trench and trench bottom shall be constructed in accordance
with ASTM D 232L, 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 densiÇ.
the
the
the
and
t7
AquaShield''' Storn'ìwater Ti'eatment Solutions
All required safety precaut¡ons for the stormwater Treatment System
installation are the responsibility of the contractor.
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
density. 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 Stormwater Treatment Systemfor the full height to sub grade and extend laterally into
undisturbed soils.
Pipe Couplings
Pipe couplings to and from the Stormwater Treatment System shall
be Fernco@, Mission" or an equal type flexible boot with stainless
steel tension bands. A metal sheer guard shall be used to protect
the flexible boot.
DIVISION OF RESPONSIBILIW
A. Stormwater Treatment System ManufacturerThe 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 supports, 3O-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 fìeld cutting, if necessary, and HDPE se¡vice 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 Treatmeni Solutions
SUBMITTALS
The contractor shall be provided with dimensional 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 all 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 t/c inch per foot. Three (3) hard copies of said shop
drawings shall be submitted to the specifoing 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 specifuing
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 specifying 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 speciñ7ing
engineer, before final acceptance of the components, shall carefully
inspect repairs.
19
K[a.=¡z tr Ua-SWifltt Sizing Chart @nstish)I
Aqua-Swirl"
Model
Swirl
Chamber
Diameter
(ft.)
Maximum lWater Quality
Stub-Out Pipe I Treatment
Outer Diameter I flowt
Oil/Debris I Sediment
Storage I Storage
Capacity I Capacity
(gal) I (tt'
AS-2
AS-3
AS-4
AS-5
AS-6
AS-7
AS-8
AS-9
AS-10
AS-12
AS-)O(
2.50
3.2s
4.25
5.00
6.00
7.00
8.00
9.00
10.0
12,o
Custom
1.1
1.8
3.2
4.4
6.3
8.6
tL.2
L4.2
t7.5
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
L2
16
18
24
30
36
42
48
54
48
*H¡gher water qua¡¡ty treatment f¡ow rates can be designed with mult¡ple $¡rirls.
(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 90% 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 varlÍ 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 urww. 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.
Aquashield9'"
2733 Kanasita Dr.
Ghattanooga, TN 37343
888.344.90¿14
www.AquaShieldlnc.com
úxv Ua-Swirltt Sizing Chart (Metric)a
Swirl
Chamber
Diameter
(mm.)
Oil/Debris
Storage
Capacity
(L)
Sediment
Storage
Capacity
(m')(L/s)
Maximum lWater Quality
Stub-Out Pipe I Treatment
Outer Diameter I ftowt
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
L524
1829
2t34
2438
2743
3048
3658
Custom
31
51
91
L25
t78
243
3L7
402
495
7L3
>7L3
140
4L6
719
LO22
L476
2044
2687
3444
4277
6427
0.3
0.6
o.9
1.3
1.8
2.6
3.3
4.L
5.1
7.7
203
254
305
30s
356
406
457
508
559
610
305
406
457
610
762
9L4
LO67
1219
L372
L2L9
rH¡gher water qual¡ty treatment flow rates can be designed w¡th mult¡ple slv¡rls.
(1) The Aqua-Swirl'M Conveyance Flow Diversion (CFD) provides full treatment of the "flrst flush," while the
peak design storm is divefted and channeled through the main conveyance pipe. Please refer to your local
representative for more information.
(2) Many regulatory agencies are establishing "water qualiÇ 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 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 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'" inc. at
1-888-344-9044. CAD details and specifications are available upon
request.
AquaShield$"
2733 Kanasita Dr.
Chattanooga, TN 37343
888.3¡14.9044
www.AquaShieldlnc.com
AquaShield$'"
SIL,RMWAI LR IRLAIMÊNI SOLUìI(JNS
AquaShieldrM, Inc.
2733 Kanasita Drive, Suite B o Chattanooga, TN 37943
Phone: (888) 344-9O44 o ¡¿¡¡ (423)826-ZLtz
www.AquaShieldlnc.com
Aqua-Site Worksheet
Project Information
Project Name:
Specifier Information
Location (City, State):
Site Use (circle one):
Site Plan Attached:
Pollutants (TSS, Floatable
D€br¡s, o¡ls/greãse, TP, etc.):
Resident¡al Commerical Industr¡al
I vrs n r',o
Des¡gner's Name:
Des¡gn F¡rm3
Address:
C¡ty, State, Z¡pi
AutoCAD Vers¡on:
Date Subm¡tted:
Phone:
Fax:
E-mã¡l:
Specifications
Un¡t label
or Manhole
Number
AquaSh¡eldil
Model
Des¡gn Flow Rate Inlet/Outlet P¡p€Rim
Elevat¡on Dra¡nage AH lnfo Tråff¡c Loads
Water Quality
Treâtmnt
Flowt
((fs - t/s)
Peak oes¡gn
Flow¡
(cfs - Us)
Size (lD)
(rn - mm)
Inlet
Elevation
(lt-m)
Outlet
Elevat¡on
(ft-m)
Piæ Material
Tvæ
Fin¡sh Grade
Elevat¡on
(ft - m)
Area lncoming
Slope
(c,l
Estimated
Groundwater
Elevation
(fr'm)
Is the system
subject to H-20
loâd¡ngs?
Y6 or No
Special Site Conditions or Requirements:
did you learn
t Aqua-ShieldrM ?
(1) Water Qual¡ty Treatment Flow is presribed by local regulatory agerrc¡es to
achieve full treatment of sæcif¡c amount of stornwater.
(2) Peak Design Flow refers to mâx¡mum c¿lculated f¡ow for an outfall or
recurrence interual (10-yr, 25-yr event)
lifier's Siqnature:Date:
ua-Swirl" InstallationÍ[v
Normal installation steps for the Aqua-Swirl'* units involve preparation and
excavation of the area that is to contain the Aqua-Swirl". This includes grading,
leveling, and compacting the base material before lowering the unit into the
excavation and connecting the Aqua-Swirl" 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 specifications.
Step 1- Excavation and Bedding
The trench and trench bottom shall be
constructed in accordance with ASTM D 232L, 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 fìnes) 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
Backfill 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 2321, Section 5, Materials, and
compacted to 90o/o proctor density.
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 veftical 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 12 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 backftll material around the Aqua-Swirl"
A reinforced concrete pad for H-20 traffic loading
instailaiicn anc Fabrication
Í!tr7 Aqua-Swirl" Sample Installation Details
Aqua-Swirl"M Sample Concrete Pad Detail
Aqua-Swirl" Sample Manhole Detail
Aqua-Swirl" Bollard Detail
o
O
a
.t : 1::
.: 1,
General Notes
* Concrete Propefties* 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.* Concrete Covs 3 Inch for All Reinforcing Bar
* Reinforcing Properties* Reinforcing Bars ASTM A615 Gnde 60* Welded Wire Fabric (WWt-l¡ ¡5¡¡ A185 Sheets Only
* Design Criteria* H-25 Loadings* Impact Factor - 300/o* Codes* ACI 318 Building Code for Reinforced Concrete* ASTM F1759 - Design of HDPE Chamber for
Subsurface Appl¡cation* ASTM D232L - Crushed Stone Compac-t¡on Criteria
* Excavaüon* Slop€s shou¡d be constn¡cted ¡n accordanc.
w¡th OSHA standards. Withoút any spcciflc dctalls
of excavadon depth and matedal Vpe, excavado¡¡
slopes should b€ no steeper tñan 2:1 (horirontaþ
vcrücal), If stcepcr 3lop€s arc desirud, ite spcciñc
lnformatlon regardlng ercavadon depü¡ and/or
des¡r€d Cop€ hcght sho{rld be Íoruardcd to the
Englneer.
Standard Slab Sizes For
Coverlng Swlrl Ghambers
ChâñbGt
Out¡r
d¡atr¡ct t
(Ft-)
Wldllr x
Langth x
Dcpdñ(F¿)
tcqukrd Conætc
Yoù¡rc
¡n CuUc
Ya¡ds
lcb¡r
:6'O.C-)ãchwry
AS-2 2.7 6x6x13 t5's 1.4
AS-3 3.S 6xGrÍ¡,5'r t.¿
AS¡l ¡LS 65x6.5rüt *5!t7
^95 5.6 7.5rt.5 r13 *6b 23
A5.6 &7 &5xE.5¡13 *6's 2.9
^s-7 7.4 10r10r13 *7s ¡L0
ls-a &9 11x1lxül *8'3 4.9
as-9 to.0 12x12x¡a #8s 6,2
^s-10
11.1 13x13x14 *9!73
1S.12 13.O 15x15r14 *10t 9.7
l" Clear Cryp.)
TYPICAL DETAIL FOR TOP BARS
FOR ALL CHAMBER SIZES
6"O.C.E.W., Typ.
Top Bars # 5's @ 4"
Spacing and 50" +/- Long
4" O.C.E.W,, Typ.
HDPE Swkl Chamber
3" Pavement
ASTfq Dæ21 Class U Crushed
Stone Bacl<ffll with 90o/o
Proctor Dens¡ty
U.S. Patent No. 652¿t473
Ø2'-8'HDPE
Manway
Top Bars
#5 Baß @ 4" Spacing
Around
Bottom Bars
(see table)
1'Tvp.
No Contact Between
HDPE R¡ser and Frame
PLAN
(Slab # AS-4 - as shown;
others - slmilar)
Manhole Fmme
and Cover
R¡m Elevation to
Match F¡nish€d Gr¿de
SECTION
ooq
o
io
Rebar Depths
This detail is for bidding purposes only
and should not be used for constn¡ct¡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 95olo
Proctor Denslty
This is a Sample Deta¡|, Please contact Aquashield, Inc. for more Information
.:.¿_:;::.i
ì':ì
r',: l
¡r,'iU-C$-hþ"|C9 Aqua-Swirl Stormwater
Treatment Svstem
)ocument CONCRETE/PAVEMENT
PAD STANDARD
Rev- Dãte Flpqrrinlinn nf Qprriqinr
Typical Concrete/Pavemenl
Detail for H-25 Loadinq
Drawn Bv LZ)
Phone (888) 344-9044 Fax(423) 870-1005
www.aquashieldinc,com
Scale 1:40
Date o2tlu03 U.S. Patent No. 6524473
Bolla¡ds shall be placed around access
riser(s) in non-traffic areas to prevent
inadvertent loading by maintenance
vehicles.
Manhole Frame & Cover lÞta¡l
For Non-Traffic Areas Onlv
NTS
traffic loading (H-2O) is required or
anticipated, a concrete pad must be
placed over the entire Stormwater
Treatment System. Sample details of
concr€te pad available upon rcquest.
Place small amount of
concrete to support and
level manholefr¿me. DO
NOT allow manhole fr¿me
to rest upon HDPE riser.
Manhole Frame & Cover Detail
For H-20 Traffic Loading Areas
NTS
If traffic loading (H-2O) is required or
anticipated, a conctete pad must be
placed over the entirc Stormwater
Treatment System. Sample details of
conc¡ete pad available upon rcquest.
i
Manhole Frame & Cover D€ta¡l
For H-20 Trafñc Loading Areas
NTS
iThis is a Sarr,rle Deiail, Piease ccn':aci AcuaSnield, lnc. l'or n^rcre inf cr'ri¿ìt¡cn ,i
--,,, f t'},Srt¡e-idt' i ;.;; ;:- ;,. -- -E;*_ .=,::l,-, -tr.-.r¿l-r*tlï=1. ,
-1oÈ.;w-rc,. .-.-,X,, i -.-i ----" -.:- .'-- --i.-"------
... !.( iJri.. ., "..1,,1,..'1.:;,. j,t...:i: and CCVeì- :):ic,ils . ìi.'r(-: -. ì.ì.- -.1 - : ; - -- - ,
"'Soil-'-
-'F<=5\ iConcrete' - "- \, .. . .: rr: ¡..1 V.r" ttz"l
-1t2"112-
-----*,iser
l/-:. li:.:,-: .!)'
È r"¡. conqlete ;/
- Place
level n
NOT al
to r6t
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
2 - #4 Bars,
1'-6" LG.
.\
2' - O" Dia. Conc.
Encasement
42"
42"
ås-q.s9"þ"çlg"E
2733 Kanasita Dr¡ve, Suite 8, Chattanooga, TN 37343
Phone (888) 344-9044 Fax (423) 870-1005
Bollard Detail
www.aouash¡eldinc.com