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20130323 Drainage Report 08232013 . i , � : Fay Fuller Stormwater Renovation � Yelm, Washington I � i Drainage Report March, 2013 I Prepared For: ; Prairie Park Commercial Development P.O. Box 5210 Yelm, WA 98597 360.458.7508 3 i � � Prepared By: � Shea Carr Jewell I Whitney Holm, P.E. � 2102 Carriage Dr SW, Bldg H j Olympia, WA 98502 360.352.1465 I � _..�.. �. ��- .:�..�,,. � _.�:�' � � SC.,1 1-`rLLIANCE CC�NSULTING SERVICES _ _.___----- -- I��IVED AU G 2 3 2013 BY: � CERTIFICATE OF ENGINEER PROJECT ENGINEER'S CERTIFICATION: I hereby certify that this Drainage Report for the Fay Fuller Stormwater Renovation in Yetm, 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. � 1��i�r , �l �F� �. Prepared by Whitney Holm, P.E. I TABLE OF CONTENTS 1. STORM DRAINAGE REPORT..........................................................2 1.1 PROPOSED PROJECT DESCRIPTION...................................................... 2 1.2 EXISTING CONDITIONS...................................................................... 4 1.3 INFILTRATION RATES/SOILS REPORT................................................... 5 1.4 WELLS AND SEPTIC SYSTEMS ............................................................. 5 1.5 FUEL TANKS...................................................................................... 5 1.6 SUB-BASIN DESCRIPTION .................................................................. 5 1.7 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 ..................................................... 6 2. EROSION CONTROL REPORT........................................................7 2.1 CONSTRUCTION SEQUENCE AND PROCEDURE ...................................... 7 2.2. TRAPPING SEDIMENT......................................................................... 7 Z.3 PERMANENT EROSION CONTROL AND SITE RESTORATION ..................... 8 2.4 GEOTECHNICAL ANALYSIS AND REPORT............................................... 8 2.5 INSPECTION SEQUENCE ..................................................................... 8 2.6 CONTROL OF POLLUTANTS OTHER TNAN SEDIMENTS ............................ 8 3. MAINTENANCE PLAN ...................................................................9 3.1 REQUIRED MAINTENANCE .................................................................. 9 Appendices Appendix A-1 - Drainage Calculations Appendix A-2 - Drainage Plans Appendix A-3 - Vicinity Map & Drainage Basin Exhibit Appendix A-4 - FEMA Map Appendix A-5 - Soils Report and SCS Soils Map Appendix A-6 - AquaSwirl Data I 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. l.i PROPOSED PRO7ECT DESCRIPTION Project Proponent: Prairie Park Commercial Development P.O. Box 5210 Yelm, WA 98597 (360) 458-7508 Parcel Number: 47410000300 Legal Description: Section 24, Township 18 North, Range 1 E, W.M., Thurston County, WA Total Site Area: 0.98 acres Zoned: C-1 Site Address: 201 Prairie Park Lane SE Yelm, Wa. Project Overview: The Prairie Park site is located in Yelm, Washington and is bordered on the southwest by SR 507; on the south by 103�d Ave.; on the east by existing commercial property; and on the north by West Road. The Prairie Park development was constructed in 2000. As a part of this project, a master stormwater facility was constructed which was designed to provide stormwater treatment and storage for the entire 18.21 Prairie Park site. The developers of this property are now looking at the possibility of reducing, reconfiguring, and/or eliminating this large facility to provide more developable area for the site and a better site aesthetic. This project consists of installing a separate stormwater system for the Fay Fuller building. This will remove this area from the Prairie Park central stormwater system. Future projects may remove other drainage areas of the Praire Park development from the central stormwater facility. The current project adds a standalone stormwater system to serve the existing Fay Fuller building. This system consists of three basins located around the building. Basin A would include part of the roof runoff. Basin B, would include part of the parking lot. Basin C, would include the remainder of both the roof runoff and parking lot. See the Basin Map in the appendix. When completed, it would reduce the stormwater runoff to the existing Prairie Park central stormwater facility. SCJ AIliance Ma�ch 2013 Page 2 Development Coverage Summar�. Impervious Area Pervious Area Basin A 0.09 acres 0 acres Basin B 0.16 acres 0 acres Basin C 0.62 acres 0.11 acres Total Area 0.87 acres 0.11 acres Stormwater Treatment: According to Section I-2.8 of the 1992 DOE Manual, the required stormwater treatment flow is computed based on the 6 month storm flow. The 6 month storm is computed as 64% of the 2 year storm. According to the isopluvial maps in Appendix AIII-1.1 of the 1992 DOE stormwater manual, the Yelm area has a 2 year storm of 2 inches. Therefore, the 6 months storm is 1.28 inches. However, the runoff collected will be conveyed directly to a stormwater storage facility. Therefore the sizing calculations for treatment were based on the 100 year storm and the total area entering the facility. Basin A Basin A includes only roof runoff, therefore treatment is not proposed. easin B Aqua-Swirl Stormwater Treatment System was sized using the 100 year flow rate determined by StormShed. An on-line treatment flow rate of 0.17 cfs has been computed (see the StormShed output in appendices). Stormwater treatment will be provided by an Aqua-Swirl Model AS-2 Stormwater Treatment System. This model will treat a water quality flow of 1.1 cfs, which is over seven times the required treatment capacity. Basin C Aqua-Swirl Stormwater Treatment System was sized using the 100 year flow rate determined by StormShed. An on-line treatment flow rate of 0.72 cfs has been computed (see the StormShed output in appendices). Stormwater treatment will be provided by an Aqua-Swirl Model AS-2 Stormwater Treatment System. This model will treat a water quality flow of 1.1 cfs. Stormwater Storage: Stormwater for each basin will be conveyed into an infiltration trench, meeting the requirements of Section III-3.6.5 of the 1992 DOE Manual. Each trench has been sized to accommodate the 100 year storm event. In addition, per Section III-3.6.5 of the 1992 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 SGI Alliance March 2013 Page 3 I manual, the Yelm area has a 10 year storm of 3 inches and a 100 year storm of 4.5 inches. The proposed infiltration trenches 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. StormShed software was used to model and size the infiltration trenches. Per the recommendations of the geotechnical investigation (see appendices), an infiltration rate of 20 inches per hour was used for design. Only the bottom surface area was modeled to infiltrate. Basin A The stormwater, which only includes roof runoff, will be conveyed directly into a 10' x 10' x 3.5' rock infiltration gallery. The gallery will be located in the plaza area. It has been sized to provide a minimum 1' of freeboard during the 100 yr event (0.09 cfs). The infiltration gallery was checked against the drawdown requirements for both the 10 year and 100 year storms. The volumes for both of these storms area available in a fraction of the time required (see appendices for computations). Basin B The stormwater will be conveyed from the AquaSwirl treatment system to a 20' x 10' x 3' rock infiltration gallery. The gallery will be located southeast of the building in the parking lot. It has been sized to provide a minimum 1' of freeboard during the 100 yr event (0.17 cfs). The infiltration gallery was checked against the drawdown requirements for both the 10 year and 100 year storms. The volumes for both of these storms area available in a fraction of the time required (see appendices for computations). Basin C The stormwater will be conveyed from the AquaSwirl treatment system to a 45' x 15' x 4.5' rock infiltration gallery. The gallery will be located southeast of the building in the parking lot. It has been sized to provide a minimum 1' of freeboard during the 100 yr event (0.72 cfs). The infiltration gallery was checked against the drawdown requirements for both the 10 year and 100 year storms. The volumes for both of these storms area available in a fraction of the time required (see appendices for computations). Conveyance: Per the attached StormShed computations, the 100 year flow for all the basins has a maximum flow of 0.72 cfs. The proposed storm drainage conveyance pipes will be 8 inches in diameter and will have a minimum slope of 0.5%. Per Manning's Equation, a pipe with that diameter and slope has a capacity of about 0.93 cfs. Therefore, all pipes have sufficient capacity to accommodate on-site flows. SCJ Alliance March 2013 Page 4 1.2 EXISTING CONDITIONS The project area currently is an existing two story building, plaza and associated parking. The stormwater is conveyed off site to a large pond that is used for Prairie Park's stormwater. 1.3 INFILTRATION RATES/SOILS REPORT The Soil Conservation Service (SCS) Soil Survey of Thurston County classifies on-site soils as Spanaway (110) series and Nisqually (74) series. Soil testing was performed on-site to establish the expected infiltration rates of the soils and to evaluate slope stability (report tocated in appendices). According to this report, on-site soils have infiltration rates of 20 inches per hour. 1.4 WELLS AND SEPTIC SYSTEMS No on-site wells or septic systems are known to be on-site. The proposed infiltration facilities are not within 100 feet of any adjacent parcels. Water and sewer services are connected to the City of Yelm systems. 1.5 FUEL TANKS No fuel tanks are known to be on-site. A review of the Department of Ecology's Leaking Underground Storage Tanks (LUST) list did not indicate any existing or abandoned fuel tanks on the project site. 1.6 SUB-BASIN DESCRIPTION The project area is part of the overall Prairie Park development. Stormwater from this development is contained on-site. There is no off-site drainage tributary to this site 1.7 ANALYSIS OF 100 YEAR FLOOD This project has not been identified as a 100-year flood hazard area. A FEMA FIRM Map is included in the appendices. 1.8. AESTHETIC CONSIDERATIONS FOR FACILITIES All disturbed pervious area will be vegetated and landscaped. All stormwater facilities will be underground and will not require landscape. 1.9 DOWNSTREAM ANALYSIS 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. 1.10 COVENANTS, DEDICATIONS, EASEMENTS On-site drainage facilities will require routine maintenance. A draft maintenance agreement between the owner and City is attached in section 3 of this report that SCJ AJliance March 20i3 Page 5 will aliow 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 currently under a single ownership and will not require an association. If the ownership of parcels is transferred, an association will be formed to address maintenance of joint facilities. II SCJ Alliance March 2013 Page 6 2. EROSION CONTROL REPORT 2.1 CONSTRUCTION SEQUENCE AND PROCEDURE The proposed commercial development will include site grading and erosion controi 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 8" 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. S. Clear site (grubbing and rough grading). 6. Maintain equipment and water supply for dust control. 7. Designate an area for washing concrete trucks to control the runoff and eliminate entry in the storm drainage system. 8. Install underground utilities. 9. Provide inlet protection around all new catch basins. 10. 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 shoveled from paved surfaces on a daily basis, so that it is not washed onto existing catch basins or other storm drainage facilities. SC1 Alliance March 2013 Page 7 I 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 INSPECTION 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 Entrance b. Filter Fabric Fence c. Infet 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 Drainage b. Catch Basins c. Conveyance Piping 3. 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. SCJ Alliance March 2013 Page 8 3. MAINTENANCE PLAN 3.1 REQUIRED MAINTENANCE The following pages contain maintenance needs for most of the components that are part of the project's drainage system, as well as for some components that the project 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 Z4 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 is done. 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. SCI Alliance March 2013 Page 9 ATTACHMENT"A": MAINTENANCE PROGRAM Maintenance Checklist for Closed Detention Systems (Pipes/Tanks) Drainage System� CondiUons To Conditiom That Frequency Feature ✓ Problem Check For Shall Exist M Storage Plugged air One-half oF the end area of a vent is blocked at Venb free of debris and sediment. area vents any point wilh debris and sedimrnt Plugged (pipe tenk) (small pipe vent can cause storage arca to collapse. that connccts catch basin to storage i M Debris and Aceumulated sediment depth exceeds I S%oP All sediment and debris removed from storage sediment dismeter. Example:72-inch storage Iarik would area. Contact Ciry Public Works for guidnnce requiie cleaning when sediment reaches deplh of on sediment removal and disposal. 10 inches. A loints Any crack allowing material to leak into faciliry. All joinls behveen tank/pipe sections are sealed. between tank/pipe section A Tank/pipe Any part of tank/pipe is noticeably bent out of Tank/pipe repaired or replaCed to duign. bent out of shape. Contact a professional engineer for evaluation. sha M,S Manhote Cover not in Cover is missing or only partially in place. Any Manhole is closed. lace o n manhole uires maintenance. A Locking Mechanism cannot be opened by one Mechanism opens with proper tools. mechanism maintennnce person�rith pmper tools. Dolts not worlcing into freme have less�han 1/2-inch of thrcad ma not a I to self-lockin lids. A Cover One Maintenance person cannot remove lid afler Cover can be temoved and reinstalled by one dilTicult to applying SO pounds of IiR Intent is to keep meintenance person. remove cover Crom sealin ofTaaess W maintenance. A Ladder Meintenance person judges that ladder is unsafe Ladder meets design standards and allows rungs unsaPe due to missing nmgs,misalignment,rust,or maintenance persons sefe access. cracks. lf you are unsure whether a problem exists,pleace contact the Iurisdiction and ask for technical assistence. Comments: f5.fl' A=Annual(March or April pre(erred) M=Monthly(see schedule) S=ARer major swrms Page K- 16 ATTACHMENT"A" (CONTINUED) Maintenance Checklist for Catch Basins and Infets Drairrege Sysoem ✓ Conditions To Conditions'fhat F ue Feature Problem Check For Should Exist M,S Gernral Trash,debris, Trash or debris in front of the catch besin No Vaah or debris located immediaoely in front and sedimrnt opening is blocking capecity by moro than 10'�. of catch basin opening. Grate is kept clean and in or on basin allows water to enter. M Sediment or debris(in the basin)that exceeds No sediment or debria in tha catch basin. Catch I/3 the depth from the bottom of basin W invert basin is dug out and clean. of the lowest i into or aut of the basin. M,S Trash or debris in airy inlet or pipe blocking Wet and ouUet pipes frea of trash or debris. more than I/3 of its hei t M S Wctural Comer of ftame extends moro than 3/4 inch past Fiame is even with curb. damage to curb face into the street(if applicable). frame and/or to slab M Top slab has holes larger lhan 2 square inches or Top slab is free of holes and cracks. cracks wider►han I/4 inch(intent is to meke sure all maurial is runnin into the besin. M Frame not sitting(lush on top slab,i.e., Frame is sining flush on top slab. separation of more than 3/4 inch of the frame from the m slab. A Cracks in Cracks wider than I/2 inch end longer than 3 E3asin replacal or repaired to design standards. basin Ceet,any evidence of soil perticles entering catch Conlact a professional enginar for evaluation. walls/bottom bazin through cracks,or maintenance person 'ud es that structurc is unsound. A Cracks wider than I/2 inch and longer than 1 No cracks more than 1/4 inch wide ut the joint foot at the joint of eny inler/oudet pipe or any of inledoutlet pipe. evidence of soil particles entering catch basin ttvou cracks. A SedlemenV Buin has sepled more than 1 inch or has rotated Basin replaced or repaired to design standards. misali ment mare than 2 inches out of ali ment Cantxta rofessional en ineer fo�evaluation. M,S Fire ha�ard or Presence of chemicals suc6 as natural gas,oil, No color,odor,or sludge. Basin is dug out and other and gasoline. Obnoxious color,odor,or sludge clean. Ilution noted. M,S Outlet pipe is Vegetation or roots growing in inletlouUet pipe No vegetation or root growth present clogged wilh joints that is more than six inches mtl and less ve etarion than six inches a If you aze unsure whether a problem exists,please contact the Jurisdiction and ask for technical assistance. Comments: � A=Annual(March or April prefeRed) M=Monthly(see schedule) S=ARer ma�or sWrms Pa eK- 18 g ATTACHMENT"A" (CONTINUED) Maintenance Checklist for tnfiltration Systems Frequency Drainege / Problem Conditions to Check For Conditions That Should Exist S tem Feature V M,S Generai Trasfi.�debris See Maintrnance Checklist Cor Pondi. Sce Maintenance Checklist for Ponds_ buildu in nd b1 Poisonous Sx Maintrnance Checkiist for Ponds. Sa Maintenance Checklist for Pondv. ve etation M,S Fice herard or See Maintenance Checkiist for Ponds. See Maintenance Checklisl for Ponds. ilution M Vegelation not See Maintenance Checklist for Pondc. See Maintenance Checklist for Pondr. growu�g or�s ove tvn M Roden[holes See Maintenance Checklist for Ponds. See Maintenance Checklist for Ponde. 1�1 Insects See Maintenance Checklist for Ponds. See Maintenance Checklist for Ponds. A Storage area Sediment buildup A soil texture test indicates facility is not Sediment is removed and/or facility is in rysuem working at its designed capabilities or was cleaned so that infdtration system works incorrectly designed according w design. A sediment trapping area is installed to reduce sediment trans rt into infiltrarion area. A Storage area A soil texhue test indicates facility is not Additional volume is added through drains slowly working at ils designed capabilitics or was excavation toprovide needed storage. (more then 48 incorrectly designal. Soil is aerated and rototilled to improve hours)or drainage. Contact the Ciry For overffows information an its requirements regarding excavation. M Sediment Any sediment and debris filling acea to 10%of Clean out sump to design deplh. trapping area depth from sump bottom to bottom oFouUet pipe or obstructmg Flow mto the rnnnector � . One Time Sediment Stortnwater enters infiltration arca directly Add a trapping area by conswcting a trapping area not without ueetmenL sump Cor senling of solids. Segregate present settlmg area from rest of faciliry. Contact Ci for uidance. M Rock filters Sediment and By visual inspection linle or no water flows Replace gravel in rack filter. debris throu filter durin hea rain storms. IFyou aze unsure whether a problem exists,please contact the Iurisdiction and ask for technical assistance. Comments: KSY A=Annual(March or April prefeRed) M=Monthly(see schedule) S=ARer major stortns i i I � Page K -20 ATTACHMENT"A" (CONTINUED) Maintenance Checklist for Conveyance Systems (Pipes, Ditches, and Swales) Frequenry Drainage ✓ Problem Conditlons to Check For Conditions Thet Should Exist S stem Feahue M,S Pipes Sediment� Accumulntod sediment thet exceeds 20%of the Pipe clea�d of ali sediment and debris. debris diameter of the i . M Vegctation Vegctalion that reduces Cree movement o( AII vegetation removed so water flows water throu i freel tivou i A Damaged(rostcd, Protective coating is damaged;rust is causing Pipe repaired or roplaced. bent,or ccushed) more than 50%deterioration w any part of i . M Any dent that significanUy impedea Ilow(i.e., Pipe repaired or replaced. decreases the cross sechon area of pipe by more than 20%. M Pipe has major cracks or tears allowing Pipe repaired or replaced, oundwater leaka e. M,S Open ditches 'frash&debris Dumping ofyard wastes such as grass Remove trash and debris and dispose a4 clippmgs atM brenches into bacin. Unsi�Uy pmsc ribed by City Waste Management accumulation of non<fegradable materials such Section. as IasNc,metal (oam and coated r. M Sediment build�p Accumulated sediment that exceeds 20%of the Ditch clraned of all sediment and debris desi de so that it matches desi . A Vegetation Vegetation(e.g.,weedy sfwbs or saplings)that Water flows Prcely throuph ditches. reduces free movements of water through Grnssy vegetation shouldbe IeR alone. ditches. M Erosion damage See Ponds Checklist. See Ponds Checklist to slo A Rock lining out Maintenance person can see native soil beneath Replace rocks to design standard. of place or the rock lining. misstng(if a licable Varies Catch basins See Catch Basins Checklist See Catch Basins Checklist M S S�vales Trash&debris See above For Ditches. See abovr for Ditches. M Sediment buildup See above for Ditehes. Vegetation may need to be replanted aRer cleanin M Vegetauon not Grass cover is sparse and weedy or areas are Aerate soils and reseed and mulch bare growmg or overgrown with woody vegetahon. areas. Maintain grus heiy►�t at a overgcown minimum of 6 inches for 6est stormwater treatrnent Remove woody growth, recontow and reseed as nece M,S Erosion damage See Ponds Checklist See Ponds Chxklist ta slo M Conversion by Swale has been filled in or blocked by shed, If possible,spenk with homeowner and homrnwner to woodpile,shrubbery,etc. request that swale aeea be restored. incompatible use Contact City to report problem if not rectified voluntanl . A Swale does not Water stands in swale or(low velociry is very A survey may be needed to checkgrades. dwin slow. Stagnation occurs. Crades need to be in 1-5%range it- possible. If grade is less lhan 1%, underdrams ma need to 6e installed. If you are unsure whether a problem exists,please contact the lurisdiction and ask for tecMical assismnce. Comments: K � A=Annual(March or April proferred) � M=Monthly(sa schedule) �! S=After major storms , Page K-24 I APPENDIX A-1 - DRAINAGE CALCULATIONS �'� � II GALLERY A Appended on:Monday,March 04,2013 30:50:26 AM LPOOLCO�iPUTE(Level Pool)SUMMARY using Puls,24 hr Storm Event Start of live storage:0 ft Event Match Q(cfs) Peak Q(cfs) Max Depth(ft) Voi(c� Vol(acft) T(me to Empty(hr) I6 month 0.0244 0.0244 0.0527 1.7378 0.00 0.0059 10 year 0.0614 0.0463 OJ969 26.2991 0.0006 0.0054 � ,`f d((�,,y�(�,Qj,t�►� r 100year � � # #; ` U.�463� �::",��'�,, 84.4696 0.0019 �,I�,QQ�9;.. s�� a�Q.1/J�W� Flow -f'h+'oc�,h ba+-lam o-� lo'�r 10° ;n-�' l�to�-�-,�or� -h'enc.� Summary Report of all Detention Pond Data a Project Precips Event Precip(in) 6 mo 1.28 2 yr 24 hr 2.00 10 year 3.OQ 100 year 4.50 BASLIST2 (Basin 3�Using(TYPElA.RACj A5[6 mo�th][24.0) [Basin 3j Using[TYPElA.RAt]As(6 mon[h][24.Oj [Basin 3]Using[TYPEIA.RAC]As[10 year][24.0] [Basin 3]Using[TYPElA.RAC]As[10 year][24.0] [Basin 3]Using[NPElA.RAC�As[10�year][24.0] (Basin 3]Using(TYPE3A.RAC]As[100 year][24.0] LSTEND BasinlD Event Peak Q(cfs) Peak T(hrs) Peak Vol(ac-c� Area(ac) Method/Loss Raintype Bar sin 3 6 month 0.0244 8.01 0.008 0.09 SCS TYPElA.RAC Ba B 6 month 0.0244 I 8.01 0.008 0.09 SCS TYPESA.RAC Basin 3 10 year 0.0614 8.01 0.0208 0.09 SCS TYPElA.RAC �� i8as� 10 year 0.0614 8.01 0.0208 0.09 SCS TYPElA.RAC � �� l _- --- Basin 3 100 year 0.0931 8.01 0.032 0.09 SCS TYPEIA.RAC lBasr in3 l�4year 0.0931 8.01 0.032 0.09 SCS TYPElA.RAC BASLIST [Basin 3] LSTEND Record Id:Basin 3 iDesign Method SCS Rainfall type TYPElA.RAC IHyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstrection Coeff 0.20 �Pervious Area � 0.09 ac DCIA 0.00 ac �PerviousCN 98.00 DCCN 0.00 I iPervious TC 5.00 min DC TC � 0.00 min Pervious CN Calc Description � SubArea Sub cn Basin 2 � 0.09 ac 98.00 Pervious Composited CN(AMC 2) � 98.00 i Pervious TC Calc i Type Description Length Slope Coeff Misc � TT Sheet � 0.00 ft O.OYo 5.0 0.00 in 5.00 mi� Pervious TC 5.00 min HYDLIST SUMMARY [6 month out][6 month out][100 year out] LSTEND H� ydlD Pear k Q(cfs) Peak T(hrs) Peak Vol(ac-ft) Cont Area(ac) i ��-� 6 month out 0.0463 7.60 0.0208 0.09 �� 6 month out 0.0463 7.60 0.0208 0.09 I � �� 100 year out 0.0463 7.56 0.032 0.09 I STORLIST [Tank] LSTEND Record Id:Tank Descrip: Prototype Record Increment 0.30 k Start EI. 0.00 ft Max EI. 1.00 ft Void Ratio 33.00 ��I ��(�G,_ , /,�.�,�,� R CJ�"" Length 10.00 k Width 10.00 ft ��Consider Bottom Only �Vault Type Node DISCHLIST [Infiltrertion Gallery Discharge] LSTEND Record Id:Infiltrartion Galiery Discharge Infiltretion Descrip: Infiltretion Gallery Storege Increment 0.10 ft Start EI. 0.00 ft Max EI. 106.00 ft Infiltretion rete Z0.00 in/hr WP Multlplier 1.00 Licensed to:E�geniaus Systems,Inc. i GALLERY B Appended on:Monday,March 04,2013 10:46:50 AM LPOOLCO�IPUTE�Level Pool�SUMMARY'using Puls,24 hr Storm Event Start of live storage:0 ft � E�vent iMatcr h Q(cfs) Peak Q(cfs) Max Depth(ft) I Vol(cfl Vol(acft) Time to Empty(hr) ;6 month 0.0434 0.0433 0.0468 3.0894 0.0001 0.0059 I � SO year 0.3092 0.0926 0.4554 30,0582 0.0007 Q•0059 3U �( d jp��`p W n SOOyear "�"`��'`:� : .092 "�"��°� 129.4894 0.003 � o: ° �:: �y� dr�,��ow� Floc� +hro�h b�tk�rri o� I v"�ao' �„��tk�A-h�� -hre�c� Summary Report of all Detention Pond Data Project Precips iEvent Precip(in) �6 m� onth � 118 � i ' �---�-- 2 yr 24 hr 2.00 10 year 3.00 i100 year 4.50 BASLI5T2 [Basin B]Using[TYPElA.RAC]As[6 month)[24.0] [Basin B]Using[TYPElA.RAC]As[6 month][24.0] [Basin BJ Using[TYPElA.RAC�As[10 year][24.0] [Basin 8]Using(TYPElA.RAC]As[10 year][24.0) [Basin B]Usi�g[TYPElA.RAC]As[100 year](24.0) [Basin 8]Using[TYPElA.RAC�As[100 year][24.0] LSTEND iBa i Ins D Event Peak Q(cfs) Pear k T(hrs) Peak Vol(ao-cf) Area(ac) Method/Loss Raintype i Ba�� sin B I6�nth 0.0434 S 0.0142 0.16 SCS �TYPE RAC I, lBasin B 6 month 0.0434 I 8.01 0.0142 0.16 SCS INPElA.RAC i I� �Basin B 10 year 0.1092 I 8.01 0.037 I 0.16 SCS TYPElA.RAC � Basin 8 10 ear 0.1092 8.01 0.037 0.16 SCS TYPElA.RAC I Y (-��--� Bas� in B I100year 0.1656 8.01 0.057 0.16 SCS TYPElA.RAC Basin B IOOyear 0.1656 8.01 0.057 0.16 SCS 1'YPElA.RAC BASLIST [Basin B] LSTEND Record Id:Basin B IDesign Method � SCS Rainfall type � TYPElA.RAC Hyd Intv 10.00 min Peaking Factor � 484.00 Storm Duretion 24.00 hrs Abstraction Coeff � 0.20 Pervious Area 0.16 ac DCIA 0.00 ac I �Pervious CN 98.00 DC CN 0.00 I Pervious TC 5.00 min �DC TC 0.00 min Pervious CN Calc Description SubArea Sub cn Basin 2 0.16 ac 98.00 �� Pervious Composited CN(AMC 2) 98.00 Pervious TC Calc � Type Description Length Siope Coeff Misc � TT I i Sheet 0.00 k 0.09� S.0 0.00 in 5.00 min i � Perviou5 TC 5.00 min HYDLIST SUMMARY [6 month out][10 year out][S00 year out] LSTEND I HydID Peak Q(cfs� Peak T(hrs)I Peak Vol(ao-ft) Cont Area(ac) III 6 mor nth out 0.0433 8.01 0.0142 0.16 �� 10 year out 0.0926 7.62 0.037 0.16 I ' � �� 100 year out 0.0926 7.57 0.057 0.16 I STORLIST [Tank] LSTEND Record Id:Tank IDescrip: IPrototype Record Increment 0.10 ft � Start EI. 0.00 ft Max EI. 1.00 k Void Ratio 33.00 �� ^�� }_ �Q 1� � �� Length 20.00 ft Width 10.00 ft ��iConsider Bottom Only Vault Type Node DISCHLIST [Infiltrartion Gallery Discharge] LSTEND Record ld:Infiltrartion Gallery Discharge Infiltretion Descrip: Infiltration Galiery Storege Increment 0.10 ft i Start EI. � 0.00 ft Max EI. 106.00 ft � Inflitration rete Z0.00 in/hr WP Multiplier 1.00 I i I Licensed to:Engenious Systems,Inc. i � GALLERY C Appended on:Monday,March 04,2013 3:57:41 PM LPOOLCObIPI�TE�Level Pool�Sl1;�iM�RY using Puls,24 hr Storm Event Start of live storage:0 ft Event Matcr h Q(cft) Peak Q(cfs) Max Depth(ft) Vol(c� Voi(acft) Time to Empty(hr) I6�month 0.147 0.1465 0.0469 10.446 0.0002 0.0118 10 year I 0.4538 I 03125 I 0.9617 214.2096 0.0049 . O.O1S8 �Q �� fGW�W� 100 year� 0.7192 '� �: 0.31d5 � 3.5835 � 780.4995 o.oi�9 o.oiia �pp y� d.raw�own I , (=�D W -f-h�c t,,q ti. b o�vm a-('r zlS�i (5' i t�-�;��a�i cY`-Ktx�c.�h Summary Report of ali Detention Pond Data �J Project Precips Event Precr ip(in) 6 month I 1.28 2 yr 24 hr 2.00 I 10 year 3.00 100 year I 4.50 BASLIST2 [Basi�C)Using[TYPElA.RAC]As[6 month)(24.Oj [Basin C]Using[TYPElA.RAC]As[6 monthj(24.0] (Basin C]Using(TYPElA.RAC]As[10 year](24.0] [Basin C]Using[TYPElA.RAC]As[10 year][24.0] [Basin C]Using[TYPElA.RAC]As[100 yearJ[24.0] [aas�n c)using[TVPein.R,nc]as(ioo year�(za.o] LSTEND BasinlD Event Peak Q(cfs) IPear k T(hrs) Peak Vol(ac-cf) Area(ac) Method/Loss Raintype Basin C 6 month 0.147 I 8.02 0.0494 I OJ3 SCS ITYPEIA.RAC I �Ba�i6month 0.147 8.02 0.0494 OJ3 SCS NPEIA.RAC I� Basin C 10 year 0.4538 8.01 0.1492 0.73 SCS TYPElA.RAC BasinC l0year 0.4538 I 8.01 0.1492 0.73 SCS TYPElA.RAC II Basin C �100 year 0.� 8.01 I 0.� 2392 0.73 SCS iTYPE�- lA.RAC �Ba�sin C 100 eary 0.7192 8.01 0.2392 0.73 SCS 7YPElA.RAC BASLIST [Basin C] LSTEND Record td:ftasin C �;Design Method I SCS Rafnfall type � TYPElA.RAC ( I � Hyd Intv �10.00 min Peaking Factor � 484.00 Storm Duretion 24.00 hrs Abstractio�Coeff 0.20 Pervious Area � 0.73 ac DCIA 0.00 ac Pervious CN ( 94.99 DC CN 0.00 j ,Pervious TC 10.00 min DCTC 5.00 min I � � Pervious CN Calc � Description SubArea Sub cn �� Basin 1-imperv 0.62 ac 98.00 � IBasin 1-perv 0.11 ac 78.00 I I � i( Pervious Composited CN(AMC 2) � 94.9863 � I Pervious TC Calc � i �- Type Description Length Slope Coeff Misc TT I! I � �� Sheet 0.00 k 0.0% 10.0 0.00 in 10.00 min � � �� Pervious TC 10.00 min I � DCI-TC Calc �I Type �Description Length 51� ope- Coeff Misc r- 7'T jl � �� j�Sheet 0.00 k 0.0�'0 5.0 0.00 in �.00 min �� I � I� i Pervious TC 5.00 min � ( I� HYDLIST SUMMARY [6 month out][100 year out][100 year out] LSTEND HydiD Peak Q(cfs) Peak T(hrs) Peak Vol(ac-ft) Cont Area(ac) 6 month out 0.1465 8.04 0.0494 0.73 100 year out 0.3125 I 7.60 0.2392 0.73 100 year out I 03125 7.60 0.2392 0.73 STORLIST [TankJ ISTEND Record Id:Tank IDescrip: Prototype Record Increment 0.10 ft Start E�. 0.00 h Max EI. 5.00 ft I I � rVoid Ratio r33.00 �--r � ��C�,� ,^ �-�-a�� I I � � Leng h 45.00r ft -Width i5.00k I ��-�Consider Bottom Only i I Vault Type Node � � _. DISCHLIST (Infiltrartion Gallery Discharge] LSTEND Record Id: Infil[rartion Gailery Discharge Infiltration I I I Desc ir p Infiltration Gallery Storege Increment 0.10 ft � � I ( Start EI. 0.00 ft Max EI. 106.00 ft � 'infiitration rete 20.00 in/hr WP Multfplier 1.00 i i I � ',I Licensed to: Engenious Systems, Inc. APPENDIX A-2- DRAINAGE PLANS � APPENDIX A-3 - VICINITY MAP & DRAINAGE BASIN EXHIBIT �I VICINITY MAP � � �.,�,�m, � - -�r�pv.m-� .,: p.a++�+tc�,.. � �a^.,. ��.,� ffi �„ .��?'�w,1,`t��, "�. �� .. k . "� « '4q{I � �,��, � + � � �;:\; �'M.° .�" �� '��'"e. i�� '�. ..:�.1*�'"��y��`"��. ,'� �� ' w� :T? ��v� / P ,',� . .�I, J .- . '.� �� ' t •� ��` �' ..*ti;:�-�, �*,''�,,�rI� i�,� t , � �"�, , � ,' � ��, "G'd �.:. ,�, -'1'"'_" �",e;,� 4 ��'�; .,•:�, . ��.."� ��,,, �� . ��Se. �wr�� 4�"fiy�' �� C+�*,;�.h. itf�, `y; � (:l"'� � � se t`i "> � • ,� ,' '�,' � (, +' ,� � ► � �'� '-'``.j xi, �� k'. �;��h w .�s��.� ,se�*r5fr+5� �... � �'.�t'1t�'. 1��,��'" .. 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Y / � / �i � / � / / /� �\ '.�.__t.._1.—J r+ �� \ `��•.�`y� � ♦ i i �� ti --------� 4_ ,� �� , �� `J� i� t i'/� —` a rAS3a nrr�vea-m asnMx�mne u�rru Ar�aoi sxos�a ra�sis xur�raau rwa�a�raa ro-aev\aara�avsuvn o»\s�oud�� u•ww�n-�cc�es'ii ziot'at� . .�...............�.»a,.__ � _.. .._._._.....«_�.w.�„„._..�._._,....,.._ .�_..,�. .,.u...,�, .�..w....,..._ .�. ._.�_ _. ....... . .. .. ._ . . . : _ - APPENDIX A-4 - FEMA MAP x^� Lf. ° _1 4�� 3 �' - / � ROAD _ r S�, � i I �.� ��`�tis Z O N E X �''°o � — V �F � � Z XN E J� O J�� 9 P ��,,� 5'�.� �,y0 ��P �� `��s Lq� y'`Q.� � ✓F�.�F9 T9�'�A �,��-�'� � ZO N E X s � oti Q �QQ'� sT9 y F� y,y O, s yiticTO r9�� ,� y. ti �Q 5 5�'GO�� ST 9�T � -,��p�, �i� � � " � � � ,� �� , � �� _ � �ti� ZONE X � � ��: .,•� 4� ��,a ,¢: �,F;. � Tq�� STR� Q�,Z, ` y � „�_� � .�. Fp pJ/ � Q ` ',g ; � Y 3 0 '��iM , � ` v � 103RD AVENUE 33 � ,, ZONE X�- � � � � � L__J L I 9� . � �GF ` I �i STREET �� o CORPORATE LIMITS � �L ' ZONE X � � � J I \ I Z � Q > I � � 0�� l f} i � � � APPENDIX A-5 - SOILS REPORT and SCS SOILS MAP Soil Evaluation Report Prairie Park* By William W. Parnell, P.E. lanuary 10, 2000 *Fay Fuller Building is a part of the Prairie Park Developed. Therefore this Soil Evaluation Report covers the area of the project. 1 ' i SOIL EVALUATiON REPORT FORM 1: GENERAL SITE INFORMATION PROJECT TITLE: Prairie Park SHEET: 1 OF 2 � PROJECT NO.:00007 DA7E: 1/10/00 PREPARED BY William W. Parnell, P.E. 1. SITE ADDRESS OR LEGAL DESCRIPTION: 700 Prairie Park Lane Yelm, WA 98597 2. PROJEC7 DESCRIPTION: To commercially develop an 18.2 acre site to support the following existing and proposed buildings and their associated utilities,roadwork and landscaping. Bui(ding A 8 Screen Cinema 26,000 sq.feet Building B Retail Space 8,000 sq.feet Office Space 3,000 sq.feet Restaurant 5,000 sq.feet Apartments 6,000 sq.feet i ' -Buiiding C Library 6,000 sq.feet 6uilding D Retail 2,500 sq.feet Building E Retail 5,000 sq.feet ; Building F Existing Conference 6,000 sq.feet Building G Hotel Expansion 24 roo'ms Building H Existing Hotel 24 rocims � Resiaurant 5,000�q.feet ' Building I O�ce 7,500'sq, feet I 3. SITE DESCRIPTION: ' The project site is currently partiaily developed. An ezisting bank building, office conference center, and hotel reside on the south central portion of this site. Residential dwelfings occupy a smalf area located at the northwest and the southwest corner of the site. The remaining area within the scope of this project is used as a hay field. The topography along the northem property boundary is relatively flat. The western portion of this site is gently rolling. A natural broad swale traverses the site in a west to east direction and acts as a natural basin for the existing undeveloped site stormwater runoff. There were no physical indications that standing surFace water is ever present within the confines of the swale. The site is bounded by West Road SE to the north, 103"' Avenue SE to the southeast, Yelm Avenue(SR 507) to the south, and the Yelm Alternative School grounds to the west. The onsite soils were formed on a terrace out of glacial outwash. 4. SUMMARY OF SOILS WORK PERFORMED: Eight test pits were excavated by backhoe and ranged in depth from 72"— 156"below existing grade. Soils beyond four feet were visually and physically inspected by sampling through the use of e long handled garden hoe andlor inspecting backhoe tailings. Double Ring infiltration tests were completed for test pits#1,2,4,5,and 7. Test pit#7 did not pass the 10 minute pre-test due to fines in the soils texture and was subsequentiy pre-soaked for 4 hours. Test pit#1 failed the pre-test but failure was due to the density of the soil,not to the amount of flnes present in the soils text�re. Pre-soaking was considered unnecessary and the double ring infiltration test was promptly completed. All other test pits passed the 10 minute pre-test and were subsequently tested. , Test results are included in this report. 5. ADDITIONAL SOILS WORK RECOMMENDED: Addilional soifs work should not be necessary unless drainage infiltration facilities are located appreciable distances from those soil test pits as located on the site plan map. 6. FINDINGS: The onsite soils for this project site were mapped by the Soii Conservation Service soils survey of Thurston County as a Spanaway (110) series and a Nisqually (74) series. All test pits generalty confirmed these designations. Test pit#3, located at a low point in the broad swale did reveal a high winter water tabie at 62". None of the other test pits revealed any evidence of winter water table presence. Double Ring infiltration tests revealed infiltration rates ranging from 14 '/, inches/hour in test pit#7 to 144 incheslhour in test pit#2. Tests were completed between 60"-78" below existing ground suriace in the C horizon soils. � ; J � . � t � 7. RECOMMENDATIONS: � The Spanaway and Nisqually soils series are well drained with rapid permeability rates in the � ' substratum soils. Drainage infiltration facilities should be located in the C horizon soils and not the A � horizon soils. The presence of a high winter water level in test pit #3 make this area unsuitable for drainage infiltration. The possibiliry of high winter water table exists for the other soil test pits but was not evidenced at the time of soils logging. Drainage infiitration facilities installed no deeper than 96" below existing grades in the vicinity of soils test pits 1, 2, 4, 5, 6, 7, and 8 should not be impacted by winter water table concerns. Suggested infiltration rates are provided in the attached soils log data sheets. They are estimations of aptimum infiltration rates for undisturbed soils. Site conditions after construction are disturbed and the receiving soils therefore may not infiltrate as readily as test results indicate. It is suggested to use conservative vaiues when receiving soils have a high percentage of fine sand or finer material present, as was the case for test pit#7. During construction, care must be taken to prevent erosion of exposed soils. Drainage facility infiltration surface areas must be properly protected from contamination by the fine grained upper , horizon soils and from compaction by site construction activit(es. Soils not properly protected wili cause infiltration facitities to prematurely fail. I nereby certify that I prepared this report, and conducted or supervised the performance of related work. I i certify that I am qualified to do this work. I represent my wo e complete an accurate within the bounds j of uncerlainly inherent to the practice of soils scie ,and be itable for its intended use. i I SIGNED: � �=1 cz� � � < < ' �:�� ; ; .-�� ' ' ,�J'"�`�Z�„��'rq�°��~.••i s'7qv � DATE: ��'�:,��.s�,r+�''��4,—�'�'��, %�'�, �T��• ;,��,�;,� ��••� �:,- .. � �� '�:n 3�.3 �: ,�„�,�r ' �-o �� ??�,�i� .`•.�'1 i s.a'°�i. .��4 ";+l)�,;C{,�`��-��, �C��/ �. �_�,��•ti'se,�.,r•�� `''r�;'o��.a.� "='��"� I�2 i f cc.� ..o..�....._..�... ��""'''''�''°"`�;� [s::.s:.s�... +Y�t°r O( �• i � . � I � � 1 t � t f � SOIL EVALUATIDN REPORT FORM 2: SOIL LOG INFORMATION PROJECT TITLE: Prairie Park SHEET: 1 OF 8 �1 � PROJECT NO.:00007 DATE: 1/10/00 PREPARED BY: William W. Parnell,P.E. � SOIL LOG: #1 � ! LOCATION: See Site Plan Map 1. TYPES OF TEST DONE: 2. SCS SOILS SERIES: 3. LAND FORM: ; Double Ring Infiltration Spanaway(110) Terrace I 4. DEPOSITION HISTORY: 5. HYDROLOGIC SOIL 6. DEPTH OF SEASONAL HW: i Glacial Outwash GROUP: Unknown � B 7. CURRENT WATER DEPTH: 8. DEPTH TO ►MPERVIOUS 9. MISCELLANEOUS: � Greater than Bottom of Hole LAYER: Level Greater than Bottom of Hole 10. POTENTIAL FOR: EROS�oN RUNOFF PONDING � 1 Siight Slow Minimal 1 11. SOIL STRATA DESCRIPTION: See Following chart 1 " � � ; 12. S17E PERCOLAT(ON RATE: See FSP � � � 13. FINDINGS & RECOMMENDATIONS: A Double Ring infiltration test at 78"below j existing grade revealed an infiltration rate of 30 inches/hour. The CS horizon was slightfy to ' moderately dense. For design purposes, use an infilt�ation rate less than or equal to 20 �' inches/hour in the C5, C6, or C, horizons. � Soils Strata Description Soil Log#1 � Horz Depth Color Texture %CL %ORG CF STR MOT IND CEM ROO <X> FSP ; A 0"-14" 10YR2/1 VGrVFSaLm <20 <5 <35 1SBK ff 2-6 2 I , .w/cobbles C, 14"-30" 10YR3/6 ExCobbtey <5 - <50 S.G. - - - ff >20 20 Sa CZ 30"-46" 10YR4/4 FSa <10 - �10 S.G. - - _ . >20 15 i C, 46"-56" 10YR4/6 ExFSa <20 - <5 S.G. - - - - 6-20 10 I C. 56"-60" 10YR3/6 ExGrSaLm <15 - <60 2SBK - - - - 6-20 14 �5 60"-88" 2.SY4/4 ExCobbley <5 - <85 S.G. - - - - >20 20 ; CSa ; w/Some � Stones Ce 88"-127" 10YR4l6 VGfFSa <10 - <60 S.G. - - - - >20 20 C, 12�"-156" 10YR4/6 ExGrSa <5 - <75 S.G. - - - - >20 20 w/Cobbles ' and Stones I SOIL EVALUATION REPORT FORM 2: SOIL LOG INFORMA710N PROJECT TITLE: Prairie Park SHEET:2 OF 8 PROJECT NO.:00007 DATE: 1/10/00 PREPARED BY: William W. Parnell, P.E. ; SOIL LOG: #2 LOCATION: Ses Site Plan Map 1. TYPES OF TEST DONE: 2. SCS SOILS SERIES: 3. LAND FORM: Double Ring Infiltration Spanaway(110) Terrace � 4. pEPOSITION HISTORY: 5. HYDROLOGiC SOIL 6. DEPTH OF SEASONAL HW: Glacial Outwash GROUP: Unknown B 7. CURRENT WATER DEPTH: 8. DEPTH TO IMPERVIOUS 9. MISCELLANEOUS: Greater than Bottom of Hole IAYER: Level � Greater than Bottom of Hole 1�. POTENTIAL FOR: EROSIOtv RUNOFF PONDING Slight Slow Minimal ( 11. SOIL STRATA DESCRIPTION: See Following chart ; � 12. SITE PERCOLATION RATE: See FSP 13. FINDINGS & RECOMMENDATIONS: A Double Ring infiltration test at 60"below existing grade revealed an infiltration rate of 144 inches/hour, For design purposes, use a r�te less than or equal to 20 inches/hour in the CZ horizon. Soils Strata Description Soil Log#2 Horz Depth Color Texture %CL %ORG CF STR MOT IND CEM ROO <X> FSP A 0"-22" 10YR2/1 VGrVFSaLm <20 <5 <35 1SBK - T ff 2-6 2 w/Some ' Cobbles and Stones C, 22"-52" 10YR4/6 ExGrSa <5 - �85 S.G. - - - - >20 20 w/Cobbles C2 52"-144" 10YR4/2 ExGrCSa <5 - <80 S.G. - - - - >20 20 w/Cobbles � i � � SOIL EVALUATION REPORT j FORM 2: SOIL LOG INFORMAT►ON � PROJECT TITLE: Prairie Park PROJECT NO.:00007 SHEET:3 OF 8 � PREPARED BY: William W. Parnell, P.E. DATE: 1/10/00 i a SOIL LOG: #3 : LOCATION: See Site Plan Map , 1. TYPES OF TEST DONE: 2. SCS SOILS SERIES: 3. LAND FORM: � None Nisqually(74) Terrace 4. DEPOSITION HlSTORY: 5. HYDROLOGIC SOIL 6. DEPTH OF SEASONAL HW: � Sandy Glacial Oulwash GROUP: Unknown e 7. CURRENT WATER DEPTH: 8. DEPTH TO IMPERVIOUS 9. MfSCELLANEOUS: . 62" LAYER: Concave,TOE Bottom Greater than Bottom of Hole 10. POTENTIAL FOR: EROSION RUNOFF PONDING ; Slight Slow High 11. SOIL STRATA DESCRIPTION: See Following chart � � 12. SITE PERCOLATION RATE: See FSP � 13. FIND(NGS & REC OMMElVDATIONS: The high winter water table in this area makes these soils unsuitable for drainage infiltration facilities. Soils Strata Description j Soil Log#3 Horz Depth Color Texture %CL %ORG CF STR MOT IND CEM ROO <X> FSP AP 0"-12" 10YR2/1 GrVFSaLm <20 <5 <20 1SBK ' - - ff 2-6 2 � j A, 12"-44" 10YR2/2 GrVFSaLm <20 <5 <15 1SBK - _ - - 2-6 2 C, 44"-72" 10YR4/4 LmFSa <1S - <15 Mas - _ _ _ 6-2� 8 � � I i � � SOIL EVALUATlON REPORT ' FORM 2: SOIL LOG INFORMATION PROJECT TIT�E: Prairie Park SHEET:4 OF 8 PROJECT NO.:00007 DATE: 1/10J00 � PREPARED BY: William W. Pameli, P.E. � SOIL LOG: #4 LOCATION: See Site Plan Map 1. 7YPES OF TEST DONE: 2. SCS SOILS SERIES: 3. LAND FORM: Double Ring Infiltration Spanaway(110) Terrace 4. DEPOSITION HISTORY: 5. HYDROLOGIC SOIL 6. DEPTH OF SEASONAL HW: Glaciat Outwash GROUP: Unknown B 7. CURRENT WATER DEPTH: 8. DEPTH TO IMPERVIOUS 9. MISCELLANEOUS: Greater than Bottom of Hofe LAYER: Level � � Greater than Bottom of Hole 10. POTENT)AL FOR: EROSION RUNOFF PONDING Slight Siow Minimal 11. SOIL STRATA DESCRIPTION: See Foliowing chart 12. SITE PERCOLATION RATE: See FSP � 13. FINDINGS & RECOMMENDATIONS: A Double Ring infiltration test at 64"below existing grade revealed an infiltration rate of 117 inches/hour. For design purposes, use a rate less than or equal to 20 inches/hour in the CZ or C3 horizons. : Soils Strata Description Soil Log #4 Horz Depth Color Texture %CL °/nORG CF STR MOT IND CEM ROO <X> FSP A 0"-28" 10YR2/1 VGrVFSaLm QO <5 <35 1SBK ff 2-6 2 � C, 28"-'4" 10YR4/4 VGrImCSa <5 - <6o S.G. - - - ff >20 20 w/Some Cobbles . CZ 44"-80" 10YR4/6 VGrFSa <5 - <50 S.G. - - - - >20 20 wlSome Cobbles and 5tones C, 80"-156" 2.5Y4/4 VGrCSa <5 - <70 S.G. - - - - >20 20 w/Many Cobbles and ' Some Stones i t � ; ; � � i i SOIL EVALUATION REPORT , FORM 2: SOIL LOG INFORMATION i ,� � PROJECT TITLE: Prairie Park SHEET: 5 OF 8 � � PROJECT NO.:00007 DATE: 1l10/00 PREPARED BY: William W. Parnell, P.E. � SOIL LOG: #5 � � LOCATION: See Site Plan Map ; 1. TYPES OF TEST DONE: 2. SCS SOILS SERIES: 3. tAND FORM: 4 � Double Ring Infiltration Spanaway(110) Terrace , r p 4. DEPOSITION HISTORY: 5. HYDROLOGIC SOIL 6. DEPTH OF SEASONAL HW: � Glacial Ouiwash GROUP: Unknown � ' B R � 7. CURRENT WATER DEPTH: 8. DEPTH TO IMPERVIOUS 9. MlSCELLANEOUS: Greater than Bottom of Hole LAYER: Level Greater than Bottom of Flole 10. POTENTIAL FOR: EROS�ON RUNOFF PONDING � Slight Slow Minimal i 11. SOIL STRATA DESCRIPTION: See Following chart I I ', 12. SITE PERCOLATION RATE: See FSP i ( 13. FINDiNGS & RECOMMENDATIONS: A Double Ring infiltration test at 66"below existing grade revealed an infiltration rate of 120 inches/hour. For design purposes, use a rate less than or equal to 20 inches/hour in the CZ or C horizons. I I Soils Strata Description i Soil Log#5 Horz Depth Color Texture %CL %ORG CF STR MOT tND CEM R00 <X> FSP � — — — — — � A 0"-24" 10YR2/1 VGrVFSaLm <20 <5 <35 1SBK - - - ff 2-6 2 , C, 24"-50" 10YR3/6 ExGr�mFSa <5 - <80 S.G. - - - - >20 20 w/Cobbles and Stones C2 50"-84" 10YR4/4 ExGrCSa <5 - <85 S.G. - - - - >20 20 w/Co6bles and Stones C, 84"-144" 10YR5/2 VGrCSa <5 - <50 S.G. - - - - >20 20 � � ! SOtL EVALUATION REPORT � FORM 2: SOIL LOG INFORMATION ; PROJECT TITLE: Prairie Park SHEET:6 OF 8 ; PROJECT NO.:00007 DATE: 1h0/00 PREPARED BY: William W. Parneli, P.E. SOIL LOG: #6 ! LOCATION: See Site Pian Map 1. TYPES OF TEST DONE: 2. SCS SOILS SERIES: 3. LAND FORM: None Spanaway(110) Terrace 4. DEPOSITION HISTORY: 5. HYDROLOGIC SOIL 6. DEPTH OF SEASONAL HW: Glacial Outwash GROUP: Unknown ' 8 7. CURRENT WATER DEPTH: 8. DEPTH 70 IMPERVIOUS 9. MISCELlANEOUS: Greater than Bottom of Hole LAYER: Level " Greater than Bottom of Hole 10. POTENTIAL FOR: EROSION RUNOFF PONDING , Slight Slow Minimal 11. SOIL STRATA DESCRIPTION: See Following chart �, 12. SITE PERCOLATION RATE: See FSP 13. FINDINGS & RECOMMENDATIONS: For design purposes, use an infiltration rate less than or equal to 20 inches/hour in the C2 and C3 horizons. Soils Strata Description ' Soil Log #6 Ho2 Depth Color Texture %CL °/aORG CF 5TR MOT IND CEM ROO <X> FSP A 0"-24" 10YR2/1 VGrVFSaLm <20 <5 <35 1SBK - - ff 2-6 2 Bw 24"-36" 10YR3/2 GrVFSaLm <20 <5 �20 S.G. - - - ff 2-6 2 ; C, 36"-66" 10YR3/6 VGrCLmSa <5 - <40 S.G. - - - - >20 20 CZ 66"-90" 2.SY4/4 MSa - - <20 S.G. - - - - >20 20 ' C, 90"-144" 2.5Y4/4 VGrMSa - - <40 S.G. - - - - >20 20 w/Some Cobbles i i � � � ' SOIL EVALUATION REPORT � FORM 2: SOIL LOG INFORMATION ! PROJECT TITLE: Prairie Park SHEET: 7 OF 8 � PROJECT NO.:00007 DATE: 1/10/00 PREPARED BY: William W. Parnell, P.E. SOIL.LOG: #7 ; LOCATION: See Site Plan Map 1. TYPES OF TEST DONE: 2. SCS SOILS SERIES: 3. L.AND FORM: , Double Ring In�ltration Nisqually(74j Terrace � 4. DEPOSITION HISTORY: 5. HYDROLOGIC SOIL 6. DEPTH OF SEASONAL HW: Sandy Glacial Outwash GROUP: Unknown B ' 7. CURRENT WATER DEPTH: 8. DEPTH TO IMPERVIOUS 9. MISCELLANEOUS: Greater than Bottom of Hole LAYER: Undulating - � Greater than Bottom of Hole ' 10. POTENTIAL FOR: EROSION RUNOFF PONDING Slight Siow Minimal 11. SOIL STRATA DESCRIPTION: See Following chart 12. SiTE PERCOLATION RATE: See FSP I 13. FINDINGS & RECOMMENDATIONS: A Double Ring infiltration test at 66" revealed an ; infiltration rate of 14.25 inches/hour. The C, horizon will infiltrate at about 7 inches/hour. The ; CS and Cs horizons are most suited for draina e infiltration at a rate less than 20 inches/hour. I Soils Strata Description ! Soil Log #7 � Horz Depth Color Texture %CL °/aORG CF STR MOT IND CEM ROO �X> FSP ' — — — — — — — — — — AP 0"-6" 10YR2/1 GrVFSaLm <20 <5 <15 1SBK - - - ff 2-6 2 A, 6"-24" 10YR2/2 GrVFSaLm <20 <5 <15 15BK - - - ff 2-6 2 � C, 24"-40" 10YR4/2 LmVFSa <15 - <15 1S8K - - - ff 2-6 4 CZ 40"-55" 2.5Y4/4 LmSa <10 - <5 S.G. - - - - >20 15 C, 55"-72" 2.5Y4/3 LmFSa <10 - <5 S.G. - - - - >20 10 , C, 72"-108" 2.5Y4l3 VFSa <15 - <5 S.G. - - - - >20 7 '� CS 108"-120" 2.5Y4/2 Sa <10 • <5 S.G. - - - - >20 20 C6 120"-144" 2.5Y5/1 VGrSa <5 - <35 S.G. - - - - >20 20 i i � f i � s : SOIL EVALUATION REPORT FORM 2: SOIL LOG INFORMATION s , PROJECT TITLE: Prairie Park SHEET: 8 OF 8 PROJECT N0.:00007 DATE: 1/10/00 PREPARED BY: William W. Parnell, P.E. SOIL LOG: #8 LOCATION: See Site Plan Map 1. TYPES OF TEST DONE: 2. SC5 SOILS SERiES: 3. LAND FORM: None Nisqualiy(74) Terrace � 4. DEPOSITION HISTORY: 5. HYDROLOGIC SOIL 6. DEPTH OF SEASONAL HW: F Sa�dy Glacial Outwash GROUP: Unknown 8 � 7. CURRENT WATER DEPTH: 8. DEPTH TO IMPERVIOUS 9. MISCELLANEOUS: Greater than Bottom of Hole LAYER: Level � Greater than Bottom of Hole 10. POTENTIAL FOR: EROSiorv RUNOFF PONDING Slight Slow Minimal '11. SOIL STRATA DESCRIPTION: See Foliowing chart � 12. SITE PERCOLATION RATE: See FSP I 13. FINDINGS & RECOMMENDATfONS: The Cz, C3, and C4 horizons are suitable for ; drainege infiltration. For design purposes use a rate less than 20 inches/hour in the CZ and ; C3 horizon and a rate less than or equal to 20 inches/hour in the C, horizon. Soils Strata Description Soil Log#8 I Horz Depth Color Texture %CL %ORG CF STR MOT IND CEM ROO <X> FSP IAP 0"-6" 10YR2/1 GrVFSaLm <20 <5 <15 1SBK ff 2-6 2 A, 6"-24" 10YR2/2 GrVFSaLm <2� <5 <15 1SBK - - - ff 2-6 2 C, 24"-48" 10YR4/2 LmVFSa <15 - <15 1SBK - - - ff 2-6 4 C� 48"-92" 2.5Y4/3 LmMSa <5 - <5 S.G. - - - - >20 20 � C, 92"-120" 2.5Y4/3 GrLmSa <5 - <25 S.G. - - - - >ZO 20 C. 120"-144" 2.5Y4/1 ExGrSa <5 - <70 S.G. - - - - >20 20 � i _. i � i 1 1 ! d � � �.. ` o � p a N �� • U o � 01 d � w, a�i w c t` Y J '� 1� � � � G �(p y � � c9 in � � wu. oa N .� E o � a � Y `� p m J = N �� ., f/1 � y � N 'O N C N p d (� m O, � U y y N LL � U �. � U � � ' p � � N M a � m � � , m ` 7 Z 7 N 7 �9 j � � � C � � ` � V T�� C lL � U O !9 fD C > O in c9 m a � in cn '� � C � U � V b E C .o � � E x V Y o � v � w u � a m U'� � J tn C� U > w tL � p� � � � j � U � � "o � � a � � U 1 , 1 1 T , � , � 1 a c 1 m c E � � >. T N � E N N � O � O `o � > v E � �' � ? 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'�)�,;/ �� "�,� r � �, �� . � � �� : � � i � � �; / i � ♦ i /' �. �( i .�� ••,� � ..l• .`...y \\ � / � � �" \ 1\ � ��<. � / / i � / , �` \ ` �: � ``'`�{'� % " �., ` / � � � ��'\ / / ` !�j'�i ., � � ` �.. r , �� \� ,•��,C� / / r'G=\'�� ,�j�� y�� ,�;��; � � / � ' � . � '✓ l\ �`� jf � � '"`'� �,!i:>(3� _� V� / �� f-i•,. ;i •` �' , r �� `.�/ r� / � ';. =JG:� / \ � ! ` / � . � /rt"!.`�/ v .e~ . �i.��/` � / i�.._ y_�•� �`,\'� \\ �% � . � ':r•� . . , — _—._ ___ ----- -._. __ � _.__... -��... ._ .. � SOIL EVALUATION REPORT � FORM 2: SOIL LOG INFORMATION a ' PROJECT TITLE: Praine Park SHEET: 1 OF 3 4 PROJECT NO.: 00007 DATE:4/7/QO PREPARED BY: William W. Pamell, P.E. SOIL LOG: #A LOCATION: See Site Plan 1. TYPES OF TEST DONE: 2. SCS SOILS SERIES: 3. LAND FORM: Double Ring Infiltration Spanaway Terrace � 4. DEPOSI710N HISTORY: 5. HYDROLOGIC SOIL 6. DEPTH OF SEASONAL HW: GROUP: Unknown 7. CURRENT WATER 8. DEPTH TO IMPERVIOUS 9. MISCELLANEOUS: DEPTH: LAYER: Concave,Toe 90" Greater than Bottom of Hole � 10. �OTENTIAL FOR: EROSION RUNOFF PON�ING Slight Slow High 11. SOIL STRATA DESCRIPTION: See Following chart i 12. SITE PERCOLATION RATE: See FSP I 13. FINDINGS & RECOMMENDATIONS: A double ring infiltration test at 54" below existing ; grade revealed an infiltration rate of 45"/hour. For design purposes, use a rate less than or j equal to 20"/hour in the C� horizon. Due to high winter water table at 90", infiltration surface � area•should be located no deeper than 54"below existing grade. I . I Soils Strata Description � Soil Log#A � Horz De�th Color Texture %CL %ORG CF STR MOT IND CEM ROO <X> FSP A 0"-30" 10YR2/1 VFSaLm <20 <5 <15 1SBK - - - ff 2-6 2 BC 30'-48" 2.5Y4/4 LmVFSa <15 - <10 S.G. ff 6-20 8 i - - - C� 48"-106" 10YR4/6 VGrC-MSa - - <55 S.G. - - - - >20 20 i ! I i � ; � ,, � SOIL EVALUATION REPORT � FORM 2: SOIL LOG INFORMATION � � PROJECT TITLE: Praine Park SHEET:2 OF 3 PROJECT NO.: 00007 DATE:4/7/00 PREPARED BY: William W. Parnell, P.E. SOIL LOG: #B LOCATION: See Site Plan E 1. TYPES OF TEST DONE: 2. SCS SOILS SERIES: 3. LAND FORM: r � Double Ring Infiltration Spanaway Terrace I 4. DEPOSlTION HISTORY: 5. HYDROLOGIC SOIL 6. DEPTH OF SEASONAL HW: GROUP: Unknown 7. CURRENT WATER 8. DEPTN TO IMPERVIOUS 9. MISCELLANEOUS: DEPTH: LAYER: Levei Greater than Bottom of Hole Greater than Bottom of Hole � 10. �POTENTIAL FOR: EROS�oN RUNOFF PONDING Slight Slow Minimal 11. SOIL STRATA DESCR(PTION: See Following chart 12. SITE PERCOLATION RATE: See FSP � 13. FINDINGS & RECOMMENDATIONS: A double ring infiltration test at 96"below�xisting � grade reveaied an infiltration rate of 76"/hour. For design purposes, use a rate less t�an or equal to 20"/hour in the C,, C2, or C, horizons. �i ; Soils Strata Description �; � Soil Log#B i , Horz De�th Co�or Texture %CL %ORG CF STR MOT IND CEM ROO <X> FSP , � A 0°-30" 10YR2/1 VFSaLm <20 <5 <20 1SBK - - - ff 2-6 2 C, 30"-80" 10YR4/6 ExtGrC-MSa - - <80 S.G. - - - - >20 20 � C2 80"-120" 10YR4/6 MSa - - <15 S.G. - - - - >20 20 C3 120"-156" 10YR5/1 Ext.Cobbley - - <75 S.G. - - - - >20 20 C-MSa � i i � i '1 � 1 , l � ; SOIL EVALUATION REPORT , FORM 2: SOIL LOG INFORMATION ; � PROJECT TITLE: Prairie Park SHEET:3 OF 3 �; PROJECT NO.: 00007 DATE:4/7/00 PREPARED BY: William W. Pamell, P.E. SOIL LOG: #C LOCATION: See S(te Pian 1. TYPES OF TEST DONE: 2. SCS SOILS SERIES: 3. LAND FORM: ` Double Ring Infiitration Spanaway Terrace � " 4. DEPOSITION HISTORY: 5. HYDROLOGIC SOIL 6. DEPTH OF SEASONAL HW: � GROUP: Unknown e u " 7. CURRENT WATER 8. DEPTH TO IMPERVIOUS 9. MISCELLANEOUS: DEPTH: LAYER: Level Greater than Bottom of Hole Greater than Bottom of Hole 10. POTENTIAL FOR: EROSIOrv RUNOFF PONDING ' Slight Slow Minimal 11. SOIL STRATA DESCRIPTION: See Foilowing chart 12. SITE PERCOLATION RATE: See FSP � .. ; 13. FINDINGS & RECOMMENDATIONS: A double ring infiltration test at 96 below existing ; grade revealed an infiltration rate of 160"/hour. For design purposes, use a rate less than or ; equat to 20"/hour in the C� horizon. i Soils Strata Description �, � Soil Log#C Horz Depth Color Texture %CL °oORG CF ST$ MOT IND CEM ROO <X> FSP A 0"-30" 10YR2/1 VFSaLm <20 <5 <25 1SBK - - - ff 2-6 3 C, 30"-156" 10YR4/6 ExtGrC-MSa - - <70 S.G. - - - - >20 20 I ' i i i I � i i r i � � (Abbreviations) � � ; Textural Class Structure Grades of Structure � Gravell - Gr Granular -Gr Stron - 3 Sand - Sa Block - Blk Moderate - 2 Loam - Lm Plat - PI Weak - 1 Siit - Si Massive - Mas " Cla e - CI Sin le Grained - SG � Coarse - C Sub-An ular Block - SBK Ve - V Extremei - Ex Fine' - - F Medium - M induration & Cementation , j Weak -.Wk f Moderate - Mod � Stron - Str j Mottles i1 Letter Abundance 1st Number Size 2nd Letter Contrast ; Few - F Fine - 1 Faint - F ' Common - C Medium - 2 Distinct - D ' Man - M Coarse - 3 Prominent - P , i i � � i � ROOtS ! 1st Letter Abundance 2nd Letter Size Few -f Fine -f Common - c Medium - m Man - m Coarse - c j i (f:ltextlformslsoil.tbl) I I , I I I i 't ! PRAIRIE PARK DOUBLE RING INFILTRATION TEST " Test Date : 4/7/00 � Completed By : William Pamell, P.E. � � SCA#00007 � G c Special Note : Pre-test not nessary due to coarse texture of soils. s c DOUBLE RING INFILTRATION TEST RESULTS I Test Hole#A (Test run 54" below Existing Ground Surface ) Start Sto Ela sed Time Total Dro Infiltration Rate ( Min ) Min ) ( Min ) ( Inches ) ( In/Hr) ! 0 10' 00" �0 g 10'QO" 19' 30" 9' 30" 6 19' 30" 29' 00" 9' 30" 6 ' 29' 00" 38' 00" 9' 00" 6 38' 00" 46' 00" 8' 00" 6 46' 00" 54' 00" 8'00" 6 54' 00" 1 h 2m 8' 00" 6 45 �� i Special Note : Pre-test not nessary due to coarse texture of soils. DOUBLE RING INFILTRATION TEST RESULTS Test Hole# �� B (Test run 96 below Existin ro G und Surface ` 9 ) Start Sto I I Ela sed Time Total Dro Infiltration Rate I ; Min ) Min ) ( Min ) ( Inches j (In1Hr) ,I i o 2� 15�� 2� 15'1 6 2' 15" 5� 30�� 2� 45�� g 5' 30" 9' 00" 3' 30" 6 9' 00" 12' 15" 3' 15" 6 12' 15" 15' 00" 2' 45" 6 ' 15' 00" 18' 30" 3' 30" 6 18' 30" 22' 15" 3' 45" 6 22' 15" 25' 45" 3' 30" 6 25'45" 29' 15" 3' 30" 6 29' 15" 33' 00" 3' 45" 6 33' 00" 36' 30" 3' 30" 6 36' 30" 40' 30" 4' 00" 6 40' 30" 44' 30" 4' 00" 6 44' 30" 49' 00" ' " 4 30 6 49' 00" 53' 15" 4' 15" 6 53' 15" 57' 45" 4' 30" 6 57' 45" 1 h 02m 30s 4' 45" 6 1 h 02m 30s 1 h 07m 15s 4' 45" 6 76 i 1 I I � i ' , i e � s � PRAIRIE PARK DOUBLE RING INFILTRATION TEST Test Date : 4/7/00 � Completed By : Wiliiam Parnell, P.E. SCA#00007 Special Note : Pre-test not nessary due to coarse texture of soils. DOUBLE RING INFILTRATION TEST RESULTS Test Hole#C (Test run 96" below F�cisting Ground Surtace) Start Sto Ela sed Time Total Dro Infiitration Rate . ; ( Min ) ( Min ) (Min ) tnches) ( In/Hr) � �� ., 0 2 00 2 00 6 2' 00" 4' 15" 2' 15" 6 4' 15" 6' 15" 2'00" 6 6' 15" 8' 15" 2' 00" 6 8' 15" 11' 00" 2'45" 6 11' 00" 13' 00" 2' 00" 6 13' 00" 15' 00" 2'00" 6 15' 00" 16' 45" 1'45" 6 16' 45" 19' 00" 2' 15" 6 I,, � 19' 00" 21' 00" 2' 00" 6 21' 00" 23' 00" 2' 00" 6 ; 23' 00" 25' 00" 2' 00" 6 25' 00" 27' 15" 2' 15" 6 �' I 27' 15" 29' 30" 2' 15" 6 ' ' 29' 30" 31' 45" 2' 15" 6 I 31'45" 33' 45" 2' 00" 6 ! 3 � �� , �� , �� I � 3 45 36 00 2 5 1 6 ! 36' 00" 38' 15" 2' 15" 6 ! � 38' 15" 40' 30" 2' 15" 6 160 I i � � .. � . - -..._. , / . � . , , ',�,- 1�,� / . �,, / , � . �r� � �',. / . ' ��r ' , ��j , � . �`` , � '/ � ,/ / _ � !� / i�/ . f _ £ _ - � / � / � - � Q�� 5� • i � � / � k / '�%� � � �. . � �`,�n�`L . 'y°��"�` �,y"�' ^� �, ►� , / 'y :� 3 / //'� / , /19� \ v��, �, � , � Mi / / + F, � � � �'�Y � � ,/', �"1� � ` O � � . r �� .h ►� / � �' , � � � �, / / y ,, � �7Gj a0 // �h '/ � • � � � / . - � / , ` � � ; �� / � ' �� . '� ' � �`'� . � � � � / ✓ �. ' � � ��^`1 -- _. , � \p `.1 � _.� �� / i ��—�,``._-T— � �i / - '�� '�/ % - - / , _ , 0�'8�, 9,��, - ,�.�� . , -� � . � ,- . � � , i '� �' , � � ,� �� \\ _ - ��, � , . ,, ,� ,, . ,� , , . , ; � . - -.-, . I ; �, . , , � ; —' ___ � .__ _ _ _ "� r��" , 3 q.0 " � `�� '� � � 4 \.` / / APPENDIX A-6 - AQUA-SWIRL DATA �# Aqua-SwiriTM Concentrator � Stormwater Treatment <: Introduction �: System Operation �� Retrofit Appiications �- Installation � Buoyancy � Traffic Loading � Inspection and Maintenance � Aqua-Site Worksheet � Aqua-SwirlT"' Sizing Chart �. Aqua-Swirl T"'Sample Detail � Aqua-Swirl TM'Specifications f�44. 1 ze '�� a ��a��;�� ►�i.l�,,;: - '"''t`1�1+•� �ij � ��. 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'..'�-`�, -v•... �`��w ,y� �'r„_: a �i� .� a � '��a l�'' i1�� ` .'. .--"" ,_,:,;� .`�� g�� . , �' . _y.{� t�. �kr � n ro:, ,_, t �J '"&st.�,� ��,,��-a�--r*" � � :. 'is.i" � ry ... .. ` . .� � i�iwf P �!�/ y��yrl � , � -4 RR � !�: ^,"+"rti^ �.4"..�*aa „ �, : n 1 �.� �-�. � �....�, „� . �, ?� ' ' � r.� �...� . ..- . �:y' .�..rVfr°` � btn..� ''f--c. -« ..., �.} � f . "n�ru..N-+4';Mf4'lt�t .. ;w,'� `" �.> .""' R..w-... �� .��„ . � � �ii�r� _..�. : . �yN .. �° . 1 �. .�:�� _ .,: , . . _,. _�-. �.., __:��.� __ .,� �' ■ �� TM � �� STO R M WATE R TR EATM E NT S O LUTI O N S Table of Contents AQUA-SWIRLTM 2 STORMWATER TREATMENT SOLUTIONS 2 System Operation Z Custom Applications 4 Retrofit Applications 4 Installation 5 Buoyancy 5 Traffic Loading 6 Inspection and Maintenance 6 Aqua-Site Worksheets 7 Aqua-Swirl•'"Sizing Chart (Eng/ish) g Aqua-SwiriTM Sizi�g Chart (Metric) g � Aqua-SwirITM Sample Detail Drawings 13 i Aqua-SwirlT"'Specifications 15 ! General 15 � Scope of Work 15 ' Materials 15 Performance 16 ; Treatment of Chamber Construction 16 INSTALLATION 1� i Excavation and Bedding 17 Backfill Requirements lg I' Pipe Coupiings 18 I� DIVISION OF RESPONSIBILITY lg � Stormwater Treatment System Manufacturer 18 Contractor 1 g SUBMITTALS ' - lg QUALITY CONTROL INSPECTION 19 � � 2733 Kanasita Drive, Suite B . Chattanooga, Tennessee 37343 Phone (888) 344-9044 . Fax (423) 826-2112 www.aauashieldinc.com I t'��'F� i :? �. -. _ tl _ . �_ �� Aqua-SwirITM � � � Stormwater Treatment System The patented Aqua-Swirl'"'Stormwater E �� Treatment System provides a highiy effective � � � means for the removal of sediment, � � floating debris, and free oil. Swirl """'"" __ _ _ _ technology, or vortex separation, is a �� `� _�� . Y,x �� proven form of treatment utilized in ;w, � �*�� .{ �W ' the stormwater industry to accelerate -}' ��"� � << �� <�.;� gravitational separation. Independent � � � ` '�� . .�R �� ' � university laboratory performance ----�- " � evaluations have shown the Aqua-SwirITM ��`,��.;G � ` ,� :-��- " achieves a TSS (Total Suspended Solids) fy��:� � "` �` �� <.-A ��. �*' r e m o v a l o f 9 1% c a l c u l a t e d o n a n e t �� r ��A annual basis. See the "Performance and ��= �-,,� ��;< ; Testing"Section for more detai/s '� � z �_ �'� i �� ,, -�.�# ,,.:M..= ��" �;: Each Aqua-SwirlT"' 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. � � � System Operation The Aqua-Swir1T"', with a conveyance flow diversion system, provides -full treatment for the most contaminated "first flush", while the cleaner peak storm flow is diverted and channeled through the main conveyance pipe. 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. � _ - li . _'��i,,l. .,. "s'�"' v _ . „ �y�,._ �.,.,—� The treatment operation begins , �,' x�`�. � '� ; �,}:� when stormwater enters the a�� . ' � . A qua-SwiriTM throu gh a { � yf '��= 1 ` + � �� ? � -u. - S..'�°�.' .•a''�'4 ,g+°.._; 4��ti tangential inlet pipe that ' ;''" ° � °�� *{�, �'� x � � ¢� produces a circular (or vortex) { ` ` �. A '� � .:� ; flow pattern that causes ° ;, �� '��-� _ ,; � � ` ��. �� i contaminates to settle to the : �- ��"� � .. c� �.��`�Y �'� �� '� ' �' r ,� r., ! ; base of the unit. Since '_� .. � # �� I stormwater flow is intermittent : ►;r � � ;� � t#' �,,'�� by nature, the Aqua-SwirITM ��_ {� ' ,_z,�� ` retains water between storm P M `'�� ~ ��`�� ` !r,�� R'1 iy_ �`dkk-[�'-} ,� � events providing both "dynamic � V��. *'�;�� '�� } � ;�' �:. ;"`� � } � �,�„ _ �� i I and quiescent" settling of solids. � � r ;- �.�. �,� ,� �-��,. The dynamic settling occurs j ., Y '. _ �-�`� , �w{� during each StOf�'1 event WhI�E Floatable debris in the Aqua-SwirlTM 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 j CFD modeling. See "Performance and Testing"for more details A large percentage of settleable � � solids in stormwater are �� =�� , �W, " �< � ��,� �� .; � «�.�;a�'°�:�, �' re orted to be small and "� A , � ��'�� ` �` P .� .�,�.,s.. �,.;��.��..._�=_.��.�_ � ,� have low settling ` �:° ��'�'"""� ' _-� ��... —_.�._ - :, velocities. � .� � Therefore, � ��° °� .�r��. the volume � � ��°A� ��? of water �Ut�et � � � retained in '" � - � ' " � � .� the Aqua-SwirITM ` '�"�` _ �"r Inlet provides the quiescent settling � ��, A�� ; � . that increases performance. ' ��,' ' �� > Furthermore, due to finer ; � sediment adhering onto larger i , � � particles (less than 200 F microns), the larger particles ` F � settle, rather than staying �� ' , suspended in the water. Sediment Storage ` � �, ~ � � �� _��,, ��.� , �.� �`�'�g� �; ,� ",�`" ,� �� ° � �. � � ..,.,4,�� r,..,� +° x �t �.�' �� ;��- ti a�a. i y �.:�,�, _:�s��`; i 3 The treated flow then exits the Aqua-SwirlT"' behind the arched outer baffie. 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-Swir1T"" 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- SwirlT"' for treatment and conveyance back to the existing main conveyance storm drainage system. t , -.- Custom Applications �I, -__ , ,�:. The Aqua-SwirITM system can �-- �� "��j �--� �� be modified to fit a variety of �� ' ��'� � � purposes in the field, and the ''3 , "" � �� a : { angles for inlet and outlet lines �� '� � ��° ��F f *.� _ �� " - ° =�' can be modified to fit most , � ` � `��''""`��+ a p plications. The photo on the � � ��I j,,.,�u` _-�,�y�.�,"�,,,.ar -`. .�:a�s." Y�#" --- �k� A.,�. 1'.;.,: _ . � �"''r �� s�" y�� ° � left demonstrates the flexibility �,�., § ,y -• w��-= �,� y'';;' of Aqua-SwirlT"^ installations. i _ ��YS t -" , ':� ._ ;�,� � a��. t � `. ;. Two Aqua-SwirITM units were '� �� ' �".�� "� � placed side by side in order to �§��, {��k�„� •'•?' Ck�, ��^wjY.N�+�qkt �.� .�,,� �y � treat a high volume of water �� "� ��°i'�� ` "��`� � while occupying a small amount � - . :��:� . �` � � `r'��=::'` • r of space. This configuration is Custom designed AS-9 TYnin,Aqua-Swirl'" an example of the many WdyS AquaShieldTM can use _our products to adapt to a variety of applications. �.� . -�— Retrofit Applications The Aqua-SwirITM system is designed so that it can easily be used for retrofit applications. With the invert of the inlet and outlet pipe at the same elevation, the Aqua-SwirITM can easily be connected directly to the existing storm conveyance drainage system. Furthermore, because of the lightweight nature and small footprint of the Aqua-SwirlT`", existing infrastructure utilities (i.e., wires, poles, trees) would be unaffected by installation. 4 � � . — Installation The Aqua-SwirITM system is designed and fabricated as a modular unit with no moving parts so that no assembly is required on site. This facilitates an easy installation of the system. .� Since all AquaShieldT"' systems are fabricated from '�� high performance materials, the Aqua-SwirITM is �; lightweight, and can be installed without the use of �(', heavy lifting equipment. Lifting supports or cables `� ` "r are provided to allow easy offloading and ��,_..__ `� installation with a trackhoe. Compared to concrete n � �, �'; systems, using an Aqua-SwirITM can significantly �*��- k �' .� �., �'� reduce installation costs. _�� '. �� "�',-� 4< 1 � Yy" f � x� . ,. In addition, manufactured stub-outs for the inlet � �,�:� r;f ��- �' and outlet are provided. This allows the contractor ��' ',� ��'�� 1�� a �� to simply attach the Aqua-SwirlT'" directly to the � �� ' �..:� main conveyance storm pipe with rubber couplings. � ' � T y picall y, an A quaShieldTM re presentative is present ��'�-'-��-� �• -�''=' '� on-site to assist in the installation YOC25S. 1'he Aqua-SwirlTM installed using I p a trackhoe Buoyancy All Aqua-SwirITM 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 AquaShieldTM engineering �� staff can provide buoyancy calculations for your site-specific conditions. � ' li i � , I 5 � Tra�c Loading .��„��" �'. ��; � " When installed in traffic areas, the system wili �`�';� ' � be designed to withstand H-20 loading. In . � � :; � R ,� '', order to accomplish this, a reinforced concrete �� pad shall be poured in place above the ��--�=-- - --- . ��.:. ,� :� ,�,. system. «�;; a � � a;� � ri .�' See Ifie '7nstallation and Fabrication"section � I `� F x� � for sample concrete pad detai/s and further �� '� details on installation. Concrete pad protects the Aqua-SwiNTM from impact loading � � . � Inspection and Maintenance �,=�l��" Inspection and cleanout of the Aqua-SwirITM is simple. The i ;.� .� � � chamber can be ins ected and maintained com letel : �t ,. P P Y ,__ from the surface. Free-floating oil and floatable debris can �� be directly observed and removed through the provided j 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 Sediment i�spection distance to the water's surface. using a stadia rod �"';#�� 9 � .�,� - . A vacuum truck can be used to remove the accumulated ��j , i li sediment and debris. Disposal of the material is typically �'.. 'Y� z treated in the same manner as catch basin cleanouts ��.' > %�"+ AquaShieldT'" recommends that all materials removed be � ��`=�� A $_�"' ' � � ' `' ; " ,��,:� ' handled and disposed of in accordance with local and state ��;F �y;� �� ,,.� , t I'� requirements. :,� �. �::- � � . � ��±:�� ^ � for further detai/s on inspection and c%anout p�ocedures, �;�°Y �`'��--��; please see the "Maintenance"section. Vacuum truck cleans the Aqua-Swirl•" 6 , �I � ti ' i;; i . �.. , - )j .r,;;., � � �- Aqua-Site Worksheets Aqua-Site worksheets are provided as an example of the information that AquaShieldTM wili need to customize an AquaSwirlTM to a specific work site. • 1 completed example • 2 b/ank worksheets � . i ;� � ', - 7 i I . ,M AquaShieidT"", Inc. A��S h i e i d�+ Z�33 Kanasita Drive,Suite B • Chattanooga,TN 37343 STORMWATER TREATMENT SOLUTI�s Phone: (888) 344-9044 • Fax: (423)826-2112 ; �� : l�;i ��_ , ;,�� www.Aqua5hieldInc.com Aqua-Site Worksheet Project Information Specifier Information Project Name: ��,/F.,��pyr� Designer's Name: (��.��//nc ) ��f.� �.r. Location(Clty,scace�: AnyTAM7, V�7`i Design Firm: �'I/ncE�.Y7��.�1� r.�� ..y Site Use(circfe one): Residential Commerical industrial Other Address: 123 M�n�rQ� Site Pta�Attached: � ves ❑ No c�ty,state,Z+P: AnyTanm, V.� Pollutants(T55,Floatable Dehris,oils/9rcase,TG,etc.j: � D�'/$ Phone: A�O D7/1 DODD �r svi�rc��c�c� AutoCAD Version: 4 o Fax: 42�cJGCl2��2 Date Submitted: 3/1y� E-mai�: �.��II'��.17 i !i Specifications Design Flow Rate �Inlet/Outlet Pipe R�m Drainaqe Area Info Troffic Loads Elevation Unitlabel Water ty AquaSbield'"� Quali pipe Estimated Is[he system or Manhole Peak Design Invert Finlsh Grade Incoming Runoff Model Treatment Z Size(ID) Material Area Groundwater su6ject to H40 Number � Flow Elevation Elevation Slope Coefficient Flow Type Eleva[io� loadings7 �i� (ch-L/s) (ch-L/s) (in-mm) (R-m) ((t�m) (acres-ha) (%) C (ft-m) Yes a No A-1 A�6 �3 15.9 18 73&2 R�0° 745�6 �2 0.74 0.9 N/A Yes Special Site Co�ditions or Requirements: Ple��p nrovide coov of Site Pians showina orientation_ How did you leam about Aqua-ShieidT"'? w�te (I)Water Quality Treatment Flow is presribed by laal regulatory agencies to achieve full treatment of specific amount of stormwater. (2)Peak Design Plow refers to maximum cal[ulatetl flow for an outfall or recurrence in[erval(10-yr,25-yr event) Specifier's Signature: S�ari �l�c2Pi�i� Date: 12-Mar-04 �q��S h i e I d�'M AquaShieldT~, Inc. _ 2733 Kanasita Drive,Suite B •Chattanooga,TN 37343 � Phone: (888)344-9044 • Fax: (423)826 2112 STORMWATEi7 TREATMENT SOLUT�ONS .,�. t-.{i..,,�'��;;.i�.;�� j ;, �; www.AquaShieldInc.com Aqua-Site Worksheet Project Information Specifier Information Project Name: Designer's Name: Location(City,SWte): Design Firm: Site Use(circle one): Residential Commerical Industrial Other Address: Site Plan Attached: � YES � NO Ciry,State,Zip: Pollutants(TSS,Floatable Phone: Debrb,oils/qrease,TP,etc.): AutoCAD Verofon: Fax: Date Submitted: E-mail: Specifications Oesign Flow Rate Inlet/OuNet Pipe R�m Drai�age Area Into Tnifio Loads Unit Label Elevation Aqua5hieldT'" Water Quality pipe Estimated [s the system or Manhole Peak Design Invert Finish Grade incoming RunoN Number M�� Treatment � Size(ID) Matenal Area Groundwater subject[o H40 Flow� Flow Elevation Type Elevation Slope Coefficient Eievation loadings? (cn-�/s) (ch-l/s) (in-mm) (ft-m 7 (n�m) (acres-na) (%) C (tt-m) ves or No Special Site Conditions or Requirements: Please nrovide coov of Site Plans showina orientation How did you leam about A ua-Shieldn'"? (1)Water Qualiry Treatment Flow I5 presribed by laal regulatory agencies to q achieve full treatment of speciFlc amount of stormwater. (2)Peak Oesign Flow refers ro maximum calculated Flow for an outfall or recurrence fnterval(10-yr,25-yr event) Specifier's Signature: Date: ■ T„ AquaShieldTM,Inc. Aq u a S h�e I d�+ 2�33 Kanasita Drive,Suite B •Chattanooga,TN 37343 � Phone: (888)344-9044 • Fax: (423)826-2112 STORMWATEF7 TREATMENT SOLUTIONS t',,:,,��_� ;� ��.Inc . ;�, www.AquaShieldInc.com Aqua-Site Worksheet Project Information Specifier Information Project Name: Designer's Name: Location(City,State): Design Firm: Site Use(circle one): Residential Commerical industrial Other Address: Site Plan Attached: � YES � NO City,State,Zip: Pollutantr(TSS,Fbatable Phone: Debris,oils/qreau,TP,etc.): AutoCAD Version: Fax: Date Submitted: E-mail: Specifications Desi n Flow Rate Inlet OuNet PI e Rim Unit Label 9 � P Elevafion Drainage Area Info Tnffic Loadn AquaShieldT'" Water Quality Pipe Estimated Is the s or Manhote Peak Design invert Finish 6rade Incomin Runoff ystem Number Model Treatment Size ID Material Area 9 � FlowZ � � Elevation Elevation Slope Coefficient Groundwater subjec[to H-20 Flow TyDe Elevation loadings? (ch-L/s) (ch-Us) (in-mm) (R-m) (ft-m) (acres-ha) (%) C (R-m) Yes or No Special Site Conditions or Requirements: Please orovide coQy of Site Plans showina orientation How did you leam about Aqua-Shieldtt'? (I)water quality Treatment Flow is presribed by I«al regulatory agentles to achieve full treatment of specific amount of stormwater. (2)Peak Design Flow refers to mazimum calculated flow for an outfall or recurrence interval(30-yr,ZS-yr event) Specifier's Signature: Date• � A Uc'�-SW11'�TM Sizin Chart En �ish � q 9 ( 9 ) � • � . - � - � .,, � � s . • � • . - . . . • . . . - r � � � . . . � . ' ; `,a��,' ' On(Offline CFDi AS-2 2.50 $ lZ 1.1 37 10 AS-3 3.25 10 16 1.8 110 20 AS-4 4.25 12 18 3.2 190 32 AS-5 5.00 12 24 4.4 270 45 AS-6 6.00 14 30 6.3 390 65 AS-7 7.00 16 36 8.6 540 90 AS-8 8.00 18 42 11.2 710 115 AS-9 9.00 20 48 14.2 910 145 AS-10 10.0 22 54 17.5 1130 180 AS-12 12.0 24 48 25.2 1698 270 AS-XX Custom -- -- >26 -- -- *Hiqher water quality treatme�t flow rates can be designed with multlple swfrls. 1 The A ua-Swir1T"" Conve ance Flow Diversion CFD rovides full treatment of the q ) Y ( ) p "first flush," while the peak design storm is diverted and channeled through the main conveyance prpe. Please refer to your local representative for more informa#ior� 2) Many regu/atory agencies are establishing "water quality treatment flow rates"for therr areas based on the initial movement of pollutants into the storm drainage system. The treatment flow rate of fhe Aqua-SwirlTM' system is engineered to meet or exceed the loca/ water quality treatment criteria. This "water quality treatment flow rate" typically represents approximately 90%to 95% of the totaf annual runoff volume. The design and orientation of the Aqua-FilterTM generally entails some degree of customization. For a ' TM ssistance in desi n ' Id and s ecific sizin usin historical rainfall data lease refer to an A uaShie 9 P 9 9 , P q re re n �v p se tati e or visit our website at www.AquaShieldlnc.com. CAD details and specifications are available upon request. � A ua-5�/�r�TM SIZICI Chal't Metric _ q g < � . . . • , - , � � . • . • � • . . . • � . . - � � - � • � . � . . . OoJOffline CFD' AS-2 762 203 305 31 140 0.28 AS-3 991 254 406 51 416 0.57 AS-4 1295 305 457 91 719 0.91 AS-5 1524 305 610 125 1022 1.27 AS-6 1829 356 762 178 1476 1.84 AS-7 2134 406 914 243 2044 2.55 AS-8 2438 457 1067 317 2687 3.26 AS-9 2743 508 1219 402 3444 4.11 AS-10 3048 559 1372 495 4277 5.10 AS-12 3658 610 1219 713 6427 7.65 AS-XX Custom -- -- >713 -- -- 'Higher water quality treatment flow rates wn be desig�ed with multipie swiNs. 1) The Aqua�SWl/ITM 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 po/lutants into the storm drainage system. The treatment flow rate of the Aqua-SwirlTM' system is engineered to meet or exceed the local water quality treatment criteria. This "water quality treatment flow rate" typica/1y represents approximately 90% to 95% of the total annual runoff vo/ume. The design and orientation of the Aqua-FilterTM' generally entails some degree of customization. For assistance in design and specific sizing using historical rainfall data, please refer to an AquaShieldTM representative or visit our website at www.AquaShieldlnc.com. CAD details and speciflcations are available upon request. � V • � Aqua-SwirITM Sample Detail Drawings Sample Aqua-SwirITM detail drawings are provided as examples of the type of systems that AquaShieldTM can offer for a specific work site. _ __--------- —___ � - ' .�.�.�.x .. ,�,.,aa••, ., � •-� t ...., ...� � .,. , ' ' �' .. a+�[CO.��.`r ��t' . •r� ' , S. . „ �1. ;, L �-� � � .- ` „ _ __. • . .. n -- _ .: !. _ ___ ,��. , __ �, � - ��._.._._.._ ,_.. +. � :. i --="---r" °" I--�3 J .�"... .�., �h � o I i ---�,---- I �.�._ _�— '--i 1 � - 1 �j:� ❑� 1 �� — � � ^ 1_! 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I !``. ��`'I i ' J i.,.r �- ., .(�7'- ,.. , � ■ �- Aqua-SwirITM Specifications GENERAL This specification shall govern the performance, materials and fabrication of the Stormwater Treatment System. SCOPE OF WORK • .The Aqua-SwirtT"" shall be provided by AquaShieldT'", 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) PHYSICAL PROPERTIES 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 190/2.16. 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 1473 or greater than 5,000 hours (ESCR) as referenced in ASTM D 1693 (condition C). t5 �tr��i-i'.7rll .�r��_� �riil'fll�l�l�t:�f' �I"�?c1Cmt'71� '7�J�,1�!0(1� � Hydrostatic Design Basis shall be 1,600 psi at 23 degrees C when tested in accordance with ASTM D 2837. g) Color — black with minimum 2% carbon black. B. REJECTION - 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 particles. 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 80% of total suspended solids from stormwater entering the treatment chamber. C. Service 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 A. The treatment chamber shall be constructed from solid wall HDPE ASTM F 714 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. � ' 16 1 � Fti��3��i': ?I�.j�r,�� _`i_,f��l�;`.�i�c'I� �i�'��fT�r��(' ��:ii1!'l::(1� C. The iniets and outlets shail be extrusion welded on the inside and outside of the structure using accepted welding methods. D. The arched baffle wall shail 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 the Stormwater Treatment System in such a way as to allow the prevention of undue stress to critical components of the Stormwater Treatment System during loading, off-loading, and 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 AquaShieldT'" Stormwater Treatment System with concrete anti- flotation structures can also be provided. Anti-flotation structure design and approval are ultimately the responsibility of the specifying engineer. The contractor shall provide the anti-flotation structures. INSTALLATION A. Excavation and Beddin 9 The trench and trench bottom shall be constructed in accordance with ASTM D 2321, Section 6, Trench Excavation, and Section 7, Installation. The Stormwater Treatment System shall be installed on a stable base consisting of 12 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 cornpacted to 95% proctor density. l7 :\,'l�- t3��fli��_� j''� `.�COi f".14'l�r�l� �(�, r�Crl}s'lf ��i]�;_�"�!jf1S All required safety precautions 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 density. Class I materials are preferred. Backfill and bedding materials shall be free of debris. Backfilling shall conform to ASTM F 1759, Section 4.2, "Design Assumptions." Backfill shall extend at least 3.5 feet beyond the edge of the Stormwater Treatment System for 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°, MissionT"' 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 RESPONSIBILITY 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 supports, 30-inch ID service 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 service 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. I8 ;'�_;u�3S'r,�,�ld�. � r,,,;:;;;r�_,� x , � ' �;;�i r� C�,r � rr=�.?,`.��,C >. �..i �r�� 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 �/a inch per foot. Three (3) hard copies of said shop drawings shall be submitted to the specifying engineer for review and approval. QUALITY CONTROL INSPECTION A. Materials The quality of materials, the process of manufacturing, and the finished sections shall be subject to inspection by the specifying 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 if 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 specifying engineer) after demonstration by the manufacturer that stron and ermanent re airs will be made. The s eci in 9 P P P fY 9 engineer, before final acceptance of the components, shall carefully inspect repairs. 19