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20130323 Stormwater Report 11012013 Fay Fuller Stormwater Renovation "`° Yelm, Washington Drainage Report November, 2013 Prepared For: Prairie Park Commercial Development P.O. Box 5210 �, Yelm, WA 98597 '. 360.458.7508 :.� Prepared By: "3 Shea Carr Jewell Whitney Holm, P.E. - 2102 Carriage Dr SW, Bldg H Olympia, WA 98502 360.352.1465 . .�,�, :��,. <,��,�. ""�'a° .q�, �"'° ,�`�� , . SCJ L'€LLIANCE .� _ _ . _ _ . _ _ Ct�NSl1LT14VG ��IVED NOV ,� 72013 .� BY: CERTIFICATE OF ENGINEER PR0.7ECT ENGINEER'S CERTIFICATION: I hereby certify that this Drainage Report for the Fay Fuller Stormwater Renovation in Yelm, Washington, has been prepared by me or under my supervision and meets the minimum standards of the Z012 Stormwater Management Manuai for Western Washington 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�1� F} G 1 F ' �� r `� C � �P�, �xtu 1 �' �� CrSTER�� v ��1��'A L E��,� ��a?/�3 Prepared by Whitney Holm, P.E. TABLE OF CONTENTS 1. STORM DRAINAGE REPORT.......................................................... 1.1 PROPOSED PROJECT DESCRIPTION...................................................... Z 1.2 EXISTING CONDITIONS...................................................................... 4 1.3 INFILTRATION RATES/SOILS REPORT................................................... 4 1.4 WELLS AND SEPTIC SYSTEMS ............................................................. 4 1.5 FUEL TANKS...................................................................................... 4 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 ..................................................... 5 2. EROSION CONTROL REPORT........................................................6 2.1 CONSTRUCTION SEQUENCE AND PROCEDURE ...................................... 6 2.2. TRAPPING SEDIMENT......................................................................... 6 2.3 PERMANENT EROSION CONTROL AND SITE RESTORATION ..................... 7 Z.4 GEOTECHNICAL ANALYSIS AND REPORT............................................... 7 Z.5 INSPECTION SEQUENCE ..................................................................... 7 2.6 CONTROL OF POLLUTANTS OTHER THAN SEDIMENTS ............................ 7 3. MAINTENANCE PLAN ...................................................................8 3.1 REQUIRED MAINTENANCE .................................................................. 8 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 � �� 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 2012 Stormwater Management Manual for Western Washington <� (SWMMWW). -•° 1.1 PROPOSED PROJECT DESCRIPTION .� Project Proponent: Prairie Park Commercial Development -- P.O. Box 5210 � Yeim, 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 nm was designed to provide stormwater treatment and storage for the entire 18.12 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 Prairie Park development from the central M stormwater facility. See Overall Basin Map in the appendix. � 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. W 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 Alliance � November 2013 Page 2 � �.w � Basin A ""` The stormwater, which only includes roof runoff, will be conveyed directly into a 10' „ x 17' x 4' 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 (0.10 cfs) �-- see appendices for computations. � y,,, Basi n B � The stormwater wili be conveyed from the AquaSwiri treatment system to a 25' x 10' x 4' 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) see appendices for computations. �- Basin C � The stormwater will be conveyed from the AquaSwirl treatment system to a 65' x 15' „� x 5.5' 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 (0.71 cfs) see appendices for computations. � Conveyance: °- Per the attached WWHM computations, the 100 year flow for all the basins has a ,,,,,, maximum flow of 0.71 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. � 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 located in appendices). According to this �. report, on-site soils have infiltration rates of 20 inches per hour, but we are using 10 � inches per hour to add an additional factor of safety. �- 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. ,� SCJ Alliance November 2013 Page 4 r 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 foliowing 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. Inlet protection of existing catch basins. 2. The conveyance systems will be inspected after construction of the facilities, but before project completion to ensure the following items are in working order: a. Pavement 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 November 2013 Page 7 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 24 hours as a guideline) items marked "S" only, Using photocopies of these pages, check off the problems investigated each time an inspection was performed. Add comments on problems found and actions taken. Keep these "Checked" sheets in the files as they will be used to rite an annual report (due in May). Some items do not need to be looked at every item an inspection 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. SCJ Allrance November 2013 Page 8 ATTACHMENT"A": MAINTENANCE PROGRAM COVER SE-�EET Inspection Period: Number of Sheets Attached: Date Inspected: Name of Inspector: [nspector's Signature � Page K- 15 ATTACHMENT"A": MAINTENANCE PROGRAM Maintenance Checkiist for Closed Detention Systems (PipeslTanks) Drainage SY�S Conditions To Conditions That F�� Feature ✓ Problem Check For Shalt Exist M Staage Piugged air One-half of the end area of a vent is blocked at Vents frce of debris and sediment. area vents any point with debris and sediment Plu�ged (pipe tank) (small pipe vent can cause storage azea ro collapse. that connects catc6 basin to swrage i M Debris and Accumulated sediment depth excceds I S%of All sediment and debris removed From storage sediment diameter. Exemple:72-inch storage tank would area. Contact Ciry Public Works for guidance require cleaning when sediment rcaches depth of on sediment removal and disposal. 10 inches. A Joinfs Any crack allowing material to leak into facility. All joints behveen tank/pipe sections are sealed beh�ten tank/pipe section A i'ank/pipe Any part of tank/pipe is noticeably bent out of Tank/pipe repaired or replaced to design. bent out of shape. Contact a professional engineer for evaluation. sha M,S Manhole Cover not in Cover is missing or only partially in place. Any Manhole is closed. lace o n manhole uires maintenance. A Lceking Mechanism cannot be opened by one Mechanism opens�vith proper tools. ` mechanism maintenance person�vith proper tools. I3olts not working into Prame have less than t/2-inch of thread ma not a I to self-lockin lids. A Cover One Maintenance person cannot remove lid after Cover can be rcmoved and reinstalled by one di�cult to app(ying 80 pounds of lift. [ntcnt is to keep maintenance person. remove cover from sealin off access to maintenance. A Ladder Maintcnance person judges that ladder is unsafe Ladder meets design stendards and allo�vs rungs unsafe due w missing rungs,misali�unrnt,nut,or maintcnance persons safe access. cracks. If you are unsure whether a problem erists,please contact the Jurisdiction and ask for technical assistance. Comments: � A=Annual(March or April preferred) M=Monthly(see schedule) S=ARer major storms Page K- 16 ATTACHMENT "A" (CONTINUED) Maintenance Checklist for Catch Basins and inlets Drainage System J Conditions To Conditions That F ue Feature Probiem Check For Should Exist M,S Gernral i'rash,debris, Trash or debris in front oCthe catch basin No trash or debris located immediately in front and sediment opening is blocking capacity by more 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 debris in the catch basin. Catch 1/3 the depth from the bottom of basin to invert basin is dug out and clean. of the lowest i into or out of the buia M,S Trash or debris in any inlet or pipe blocking Inlet and outlet pipes free of trash or debris. more than 1/3 of its hei [ M Swctural Corner of fiame extends more than 3/4 inch past Fwme is even wilh curb. damage to curb face inW the strect(if appticable). frame and/or to slab M Tap slab has holes lazger than 2 square inches or Top slab is free of holes and cracF;s. cracks wider�han 1/4 inch(intent is to make sure all material is runnin into the basin. M Frame not sitting flush on tnp slab,i.e., Frame is sitting flush on top slab. separation of more than 3/4 inch of the frame from the to slab. A Cracks in Cracks wider than I/2 inch and longer than 3 Basin replaced or repaired to design standazds. basin feet,any evidence of soil particles entering cauh Contact a profeuional rngineer for evaluazion. walls/bottom basin ttuough cracks,or maintenance person 'ud es that sWCmre is unsound. A Cracks wider than 1/2 inch and longer than 1 No cracks more than 114 inch wide at the joint foot at the joint of any inledoutlet pipe or any of inledoutlet pipe. • evidence of soil particles entering catch basin throu h cracks. A SettlemenV Basin has settled more than 1 inch or has rotated Basin replaced or repaired to design standards. misali mrnt more Uian 2 inches out oFali ment Cantact a rofessional en ineer for evaluation. M,S Fire hazard or Presence of chemicals such as natural gas,oil, No color,odor,or sludge. Buin is dug out and other und gasoline. Obnoxious color,odor,or sludge clean. Ilution noted. M,S Outlet pipe is Vegttation or roots g�owing in inleVoutlet pipe No vegetation or root growth present. clogged with joints that is more than six inches tall and less ve etation than six inches a it [f you are unsure whether a problem e�ists,please contact the Jurisdiction and ask for rechnical assistance. Comments: � A=Annual(Mazch or April prefeRed) � M=Monthly(see schedule) S=ARer ma�or starms Page K- 18 ATTACHMENT"A" (CONTINUED) Maintenance Checkiist for Infiltration Systems Frequency Drainage ✓ Problem Conditions to Check For Conditions That Should Exist S stem Feature M,S Geneca! Tiash&debris See Maintenance Checklist for Ponds. See Mainte�ance Checklist for Ponds. buildu in nd !v1 Poisonous Sce Maintenance Checklist for Ponds. See Maintenance Checklist for Ponds. ve etallon M,S Fire hazacd or See Maintenance Checklist for Ponds. See Maintenance Checklist for Pands. Ilution M Vegetation not See Maintenance ChecUist for Ponds. See Maintenance Checklist for Ponds. gowmg w�s ove wn M Rodent holes See Maintrnance Checklist for Ponds. Sce Maintenance Checklist for Ponds. M [nsectc See Maintrnance Chxktist for Ponds. Sce Maintenance Checklist for Ponds. A Storage area Sadiment buildup A wil textw�e test indicates faciliry is not Sediment is removed and/or facility is in system working at its designed capabilities or was cleaned so that inFdtration system wnrks �ncortectlY designed accordingto design. A sed�ment trapping area is installed to re�uce sediment trans rt into infdtration area. A Storage ama A soil texture test indicates facility is not Additional volume is added tivough drains slowly worl:ing ac its designed capabilitics or�vas excavation to provide needed sto�age. (more than 48 incocrectly designed. Soil is aerated and rototilled to improve hours)or drainage. Contact the City fo� overflows infortnation on its requirements regarding excavation. h1 Sediment Any sediment and debris filling area W 10°/n of Clean out sump to design depth. aapping area depth from sump bottom to bottom of ouUet pipe or obstrudmg flow into the rnnnector i . One Time Sediment Stom�water enters infiltration arca directly Add a trapping atea by conswcting a Uapping area not without treatment sump for settling of solids. Segregate . pmsent setUmg area from rest of facitity. Contact Ci for uidance. M Rock filters Sediment and By visual inspection little or no water t1o�GS Replace gravel in rock f Iter. debris thro h filter durin hea rain stonns. [f you are unsure whether a problem exists,please contact the lurisdictioo and ask for technical assistance. Comments: � A=Annual(hiarch or April pceferred) M=Monthly(see schedule) S=After ma�or swrms Page K -20 ATTACHMENT "A" (CONTINUED) Maintenance Checklist for Conveyance Systems (Pipes, Ditches, and Swales) Frequency Drainage J Problem Conditions to Check For Conditions That Should Exist System Feature V M,S Pipes Saliment 8c Accumulated sediment that exceeds 3Q%of the Pipe cleaned of all sediment and debris. debris diameter of the i . M Vegetation Vegetation that reduces free movement of All vegetation removed so water flows water throu i freef throueh i A Damaged(nuted, Protective coating is damaged;rust is causing Pipe repaired or replaced. bent,or crushed) more than 50%deterioration to any part of i . M Any dent that significanUy impedes tlow(i.e., Pipe repaired or mplaced. decreasa thc crou section area of pipe by more than 20%. M Pipe has major cracks or teazs allowing Pipe repaired or replaced. undwaterleak e. M,S Open ditches Trash 8c debris DumPing of yard wastes such as grass Remove Vash and debris and dispose as cii mgs and branches into basin. Unsi�htl prescribed by City Wazte Management aawnulation of non-degrada6le materials such Section. as lass, lastic,metal,foam,and coated r. M Sediment buildup Aceumulated sediment ttiat exceeds 20%of the Ditch cleaned of all sediment and debris desi de th, so that it matches desi . A Vegetation Vegetation(e.g.,�veedy shrubs or saplings)that Water flows freely through ditches. reduces free movements of waier through Grassy vegetation should be IeR alone. ditches. �T Erosion damage See Ponds Checklist See Ponds Checklist. to slo s A Rock lining out Maintenance person can see native soil beneath Replace rocf:s ro design standnrd. of place or the rock lining. missmg(tf a licable • Varies Catch basins See Catch Basins Checklist SeE Catch Basins Checklist M,S Swales Trash&debris See above for Ditches. See above tor Ditches. M Sediment buildup See above Por Ditches. Vegetation may need to be replanted after cleanin M Vegetado�not Gracs cover is sparse and weedy or areaz are Aerate soils and reseed and mulch bare gro�hng or overgrown with woody vegctauon. areas. Maintain grass heiaht at a overgrown minimum of 6 inches for 6est stormwarer treatmenk Remove�vaody growth, recontour,and reseed as neces M,S Erosion damage See Ponds ChecklisL See Ponds Checklist to slo s M Conversion by Swale has been f Iled in or blocked by shed, [f possible,speak with homeowner and homeo�mer to �voodpile,shcubbery,etc. request that swale area be cestored. incompatible use Contact City to report problem if not rectified voiuntaril . A Swale does not Water stands in swale or tlo�v velociry is very A survey may be nePded to check grades. drain slo�v. Stagnation occucs. Grades need to be in t-5%range if possible. If grade is less than t%, underdrams ma need to be installed. tf yau are unsure whether a problem exists,please contact the Jurisdiction and ask for technical assistance. Comments: � A-Annual(Match or April preferred) M=Monthly(see schedule) S=ARe�ma�or storms Page K-24 APPENDIX A-1 - DRAINAGE CALCULATIONS Basin A � :::: , _ .h"eta`wl��,e.__�a�.a�.��ua'.`.$z.:.�:�.�*a.-..X.�".�.�"�s.�.,�..,�'��,�:�'.E�..�*_�`t:�:4-".t...�;"2.�_ _._._ .�_..�...,.�_ .,..:�,,;��a.�,...y.1".,.. �__ ,. ❑a0 8.':n`7,P.��: . .. �. �. . � . . . .. � � ��.��._I�f'��',L�a�,�"��`,�?n._.' 4� ;:��,,-��'�.�',��=a€ , - a� ��4� �s�ene�e N�e�r . .. �. .�.: :. � . .. � �� s.n.v �N.nb. 8�.�.w.e. �! T .. ;:FlmwTO ...3wndiBe[?' 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I 1 I I;I�I I�^�y . � /y y ` � e��p. �. �L��iy�; i i l.I.,.Lt��..I..1.L1,1..1.11.!1_I_1 ��. �;i�� /�i 9 �-_ ;, , � � , y ro _ , ,: ' s�l r, ��, >' � _ r . � ... � ,,,, _. , ,r ��m �' �,' - _ �l �� 4\ ��y !', i � �'`'aei.�`�a �,,' ' t j "'��. � i/ �:�``; � � ` � x a � ��r �� 1 N x�� W�� , �.,, �� Q � m�m� �W � a�� w �� ``� �, V �F�6 V� � �j�� I Q mZ�Y � �9�8�� W U��< m ��_� S c"�'?a< V �� i IA630 37YlMYL(1-ZO 35Yf1�9MQ11f19 N3Mi AYi NW 5lq6N3tl R3LSAS 1L3ltlMY1tl015 MWd 31tlIVNd C0�8Y\ddVO 13tltl9WN 06Y\SL�3'ONd��N , �� -1aN14N s�. ...,..;tlZ�Y ClW'_'._ APPENDIX A-4 - FEMA MAP � �,=,n �<M1��- y I � ROAD _ r... SJ. F L F tis ZQNE X �'ao L — � �F � � � Z XN E J� O Py�� 90 �� s�'F 9� 5�P� �� `Fiys Q �=k._ 5 T '< ��'Sc�9 9G'hA �,�Q��'� Z O 11!E X s � oti Q 5~Q�� ST9 F� v,q O Sy�,cro STR�Fr �,`�� y. ti �P � �GO�� sT R�T F '�c �- ti ZONE X ��F �Qo � �T'9 S'T �1' �J FFT ,��T J� � �o \ g o r�<4, • �� ` U � 103RD AVENUE 33 � � ZONE X— � � � � � L�—J L � �� 'GF � ` I 501 STREET �� p CORPORATE LIM(TS o � � I ZONE X J I ` J I ` I a � Z ¢ } I � �� APPENDIX A-5 - SOILS REPORT Soii 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. , . i ; SOiL EVALUATION REPORT ' FORM 1: GENERAL SITE INFORMATION ; PROJECT TITLE: Prairie Park SHEET: 1 OF 2 ; PROJECT NO.:00007 DATE: 1/10/00 PREPARED BY William W. Parnell, P.E. 1. SITE ADDRESS OR LEGAL DESCRIPTION: 700 Prairie Park Lane Yelm, WA 98597 2. PROJECT DESCRIPTION: To commercially devefop an 18.2 acre site to support the following existing and proposed buildings and their associated utilities,roadwork and landscaping. Building 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 ° -Building 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 � Restaurant 5,000,sq,feet j ' Building I Office 7,500'sq.feet r � 3. SITE DESCRIPTION: The project site is currently partially developed. An ezisting bank building, office conference center, and hotel reside on the soulh central portion of this site. Residential dweliings occupy a smaA 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 fieid. 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 fhe 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, 103rtl Avenue SE to the southeast, Yelm Avenue(SR 507)to the south, and the Yelm Altemative School grounds to the west. The onsite soils were formed on a terrace out of glacial outwash. 4. SUMMARY pF 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 sampiing through the use of a long ; handled garden hoe and/or 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 subsequently 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 fines present in the soils texture. 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: Additional soils work should not be necessary unless drainage inflltration 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 Soil Conservation Service soils survey of Thurston County as a Spanaway (110) series and a Nisqually (74) series. AI( test pits generally : confirmed these designations. Test pit#3, located at a low point in the broad swale did reveai a high winter waler table 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 inches/hour in test pit#2. Tests were completed between 60"-78" below existing graund ' surface in the C horizon soiis. i I J I i 1 � 7. RECOMMENDATIONS: The Spanaway and Nisqually soils series are well drained with rapid permeability rates in the i substratum soils. Drainage infiitration 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 possibility of high winter water table exists for the other soil test pits but was not evidenced at the time of soils logging. Drairtage infiltration facilities installed no deeper than 96" below existing grades in the vicinity of soils test pits 1, 2, 4, 5, 6, 7, and B should not be impacted by winter water table concems. : Suggested infiltration rates are provided in the attached soifs log data sheets. They are estimations of optimum infiltration rates for undisturbed soifs. Site conditions after construction are disturbed and the receiving soils therefore may not infiitrate as readily as test results indicate. It is suggested to use conservative values when receiving soils have a high percentage of fine sand or finer material present, as was the case for test pit#7. During constrvction, care must be taken to prevent erosion of exposed soils. Drainage facility infiltration surFace areas must be property protected from contamination by the fine grained upper fiorizon soils and from compaction by site construction activities. Soils not properly protected will cause infiltration facilifies to prematurely fail. � j I hereby certify that I prepared this report, and conducted or supervised the performance of related work. I ( , certity that I am qualified to do this work. I represent my wo e compfete an accurate within the bounds of uncertainty inherent to the practice of soils scien ,and be itable for its intended use. i SIGNED: 1 �/ c�� ,..- � 's:z ��.��'� ; � ��''�;°'`""." :�r.�` ' � . � �r �¢.'��4 �� . DATE: ��.�af,*'' . �'y;��, ¢'�, � .. �,��"+�►9.�� ;s.�:�;� t�'� � .� `�. -, � ��,�":o r�A,�"�Y � � I {��.��'�.;�., `•.�i�'2,.��4� :± _c•�: tTf�;-f c�r,,+ rti,��y-- '� �.Ay\`'1_�'t„�y,�av �f•��"y�,• " �' 3''l0�=�'`'' -�`t�i lc� :�,;,��"c��l�`�M`"� I Z! , � •�""',.,.�;.�.,r } [s.:�:�:...''", iYn,�r O l � i � � i ' t i 'i ,� i � ] ; SOIL EVALUATION REPORT FORM 2: SOfL LOG INFORMATION ' } PROJECT TITLE: Prairie Park SHEET: 1 OF 8 ti t PROJECT NO.:00007 DATE: 1/10/00 � PREPARED BY; William W. Parnell, P.E. :t ; � SOIL LOG: #1 f LOCATION: See Site Pian Map $ 1. TYPES OF TEST DONE: 2. SCS SOILS SERfES: 3. LAND FORM: Double Ring Infiltration Spanaway(110) Terrace ; : ' 4. DEPOSITION HISTORY: 5. HYDROLOGIC SOIL 6. DEPTH OF SEASONAL HW: � � GlacialOutwash GROUP: Unknown � B ;� + 7. CURRENT WATER DEPTH: 8. DEPTH TQ IMPERVIOUS 9. MISCELLANEOUS: Greater than Bottom of Hole LAYER: Level � ' Greater than Bottom of Hole � 10. POTENTfAL FOR: EROSiorv RUNOFF PONDING 1 Siight Slow Minimal � j 11. 501L STRATA DESCRIPTION: See Following chart t � � 12. SITE PERCOLATION RATE: See FSP � r 13. FINDINGS & RECOMMENDATIONS: A Double Ring infiltration test at 78" below ? existing grade revealed an infiltration rate of 30 inches/hour. The C5 horizon was slightly to ; moderately dense. For design purposes, use an infiltration rate iess than or equal to 20 � inches/hour in the C5, Cs, or C, horizons. � i � i i Soils Strata Description � Soil Log #1 � � Horz Depth Color Texture %CL %ORG CF STR MOT IND CEM ROO <X� FSP � i A 0"-14" 10YR211 VGrVFSaLm <20 <5 <35 1S8K fF 2_6 2 � .w/cobbles � i C, 14"-30" 10YR3/6 ExCobbley <5 - <50 S.G, - - - ff >20 20 � Sa I � C2 30"-46" 10YR4/4 FSa <10 - <10 S.G. - - - - >20 15 , C, 46"-56" 10YR4/6 ExFSa <20 - <5 S.G. - - - - 6-20 10 � i C4 5&"-60" 10YR3/6 ExGrSaLm <�5 - <60 2SBK 6-20 14 i - - - - I Cs 60"-88" 2.5Y4/4 ExCobbley <5 - <85 S.G. - - - >20 20 I CSa � ', w/Some Stones C6 88"-127" 10YR4/6 VGrFSa <10 - <60 S.G. - - - - >20 20 i C, 127"-156" 10YR4/6 ExGrSa <5 - <75 S.G. - - - - >20 20 w/Cobbles iand 5tones f SOIL EVALUATION REPORT FORM 2: SOIL LOG INFORMATION PROJECT TITLE: Prairie Park SHEET:2 OF 8 PROJECT NO.:00007 DATE: 1/10/00 PREPARED BY: William W. Parneli, P.E. i SOIL LOG: #2 LOCATION; See Site Ptan Map 1. TYPES 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: Glacial 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. POTENTIAL FOR: EROSlON RUNOFF PONDING Slight Slow Minima! 11. SOIL STRATA DESCRIPTION: See Fotlowing chart ; 12. SITE PERCOLATION RATE: � See FSP � 13. FINDINGS & RECOMMENDATIONS: A Doubie 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 C2 horizon. i '' � Soils Strata Description Soii 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 ff 2-6 2 w/Some Cobbles and � Stones C, 22"-52" 10YR4/6 ExGrSa <5 - <85 S.G. - - - - >20 20 w/Cobbles Cz 52"-144" 10YR4/2 ExGrCSa <5 - <80 S.G. - - - - >20 20 w/Cobbles � � ; ` SO(L EVALUATION REPORT ; FORM 2: SOfL LOG INFORMATION PROJECT TITLE: Prairie Park SHEET:3 OF 8 �� PROJECT NO.:00007 DATE: 1/10/00 � PREPARED BY: Wiliiam W. Parnell. P.E. ; SOlL 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 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: 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 s a 12. SITE PERCOLATfON RATE: See FSP { ! � 13. FItVDINGS & RECOMMENDATIONS: The high winterwatertable in this area makes � these soils unsuitable for drainage infiltration facilities. ' Soils Strata Description � � Soil Log#3 I� Horz Depth Color Texture %CL %ORG CF STR MOT IND CEM ROO <X> FSP — — — — — — — � AP 0"-12" 10YR2/1 GrVFSaLm <20 <5 <2D 1SBK - - _ ff 2_6 2 I � A, 12"-44" 10YR2/2 GrVFSaLm <20 <5 <15 1SBK - - _ _ 2_6 2 C, 44"-72" 10YR4/4 LmFSa <15 - <15 Mas 6-20 8 � - - - - I �, i � � , SOIL EVALUATION REPORT FORM 2: SOIL LOG IN�ORMATION ' PROJECT TITLE: Prairie Park SHEET:4 OF 8 PROJECT NO.:00007 DATE: 1/10/00 PREPARED BY: Wi(liam W. Pamell, P.E. � SOIL LOG: #4 LOCATION: See Site Plan Map 1. TYPES 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: Glacial Outwash GROUP: Unknown B 7. CURRENT WATER DEPTH: 8. DEPTH TO IMPERVIOUS 9. MlSCELLANEOUS: Greater than Bottom of Hole LAYER: Levef � � Greater than Bottom of Hole 10. POTENTIAL FOR: EROSION RUNOFF PONDING Slight Slow Minimal ; ' 11. SOIL STRATA DESCRIPTION: See Following chart i 12. SITE PERCOLATION RATE: See FSP , 13. FfNDINGS & RECOMMENDATIONS: A Double Ring infiltration test at 64" below existing grade revealed an infiltration rate of 117 incheslhour. 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 %ORG 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 VGrLmCSa <5 - <60 S.G. - - - ff >20 20 � wlSome Cobbles CZ 44"-80" 10YR416 VGrFSa <5 - <50 S.G. - - - - >20 20 � wlSome Cobbies and , 5tones , C, 80"-156" 2.5Y4/4 VGrCSa <5 - <70 S.G. - - - - >20 20 w/Many Cobbles and Some . Stones � I � u SOIL EVALUATION REPORT '' FORM 2: SOIL LOG INFORMATION t �` i PROJECT TITLE: Prairie Park + SHEET: 5 OF 8 s PROJECT NO.:00007 DATE: 1/10/00 � PREPARED BY: Wiliiam W. Parnell, P.E. E ; SOIL LOG: #5 ; � LOCATION: 5ee Site Plan Map ; 1. TYPES 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: Glacial Outwash GROUP: Unknown � ' B � 7. CURRENT WATER DEPTH: 8. DEPTH TO lMPERVIOUS 9. MISCE�LANEOUS: � Greater than Boftom of Hole LAYER: Leve! k ! � Greater fhan Bottom of Hole 10. POTENTIAL FOR: EROSION RUNOFF PONDING � � , Slight Slow Minimal ' 11. SOIL STRATA DESCRIPTION: See Foilowing chart ' 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 12d inches/hour. For design purposes, use a rate less than or equai to 20 inches/hour in the C2 Qr C horiz�ns. i � Soiis Strata Description i Soil Log#5 � , Ho2 Depth Color Texture %CL %ORG CF STR MOT IND CEM ROO <X> FSP A 0"-24" 10YR2/1 VGrVFSaLm <20 <5 <35 1SBK - ff 2-6 2 : I C, 24"-50" 10YR3/6 ExGrLmFSa <5 - <80 S.G. - - - - >20 20 w/Cobbles and Stones � CZ 50"-84" 10YR4/4 ExGrCSa <5 - <85 S.G. - - - - >20 20 wlCobbles and Stones C, 84"-144" 10YR5i2 VGrCSa <5 - <50 S.G. - - - - >20 20 i ; ISOIL EVALUATION REPORT FORM 2: SOIL LOG INFORMATfON i PROJECT TITLE: Prairie Park SHEET:6 OF 8 i PROJECT NO.:00007 DATE: 1/10/00 PREPARED BY: William W. Parnell, P.E. SOIL LOG: #6 � LOCATION: See Site Plan Map 1. TYPES OF TEST DONE: 2. SCS SOILS SERIES: 3. LAND FORM: None Spanaway(110) Terrace 4. DEPOSITION HISTORY: 5. HYDROLOGIC SOfL 6. DEPTH OF SEASONAL HW: Glacial Outwash GROUP: Unknown i B 7. CURRENT WATER DEPTH: 8. DEPTH TO IMPERVIOUS 9. MISCELLANEOUS: Greater than Bottom of Hole LAYER: Level ' � Greafer than Bottom of Hole ' 10. POTENTiAL FOR: EROSto�v RUNOFF PONDING Slight Siow Minimal 11, SOIL S7RATA DESCRIPTION: See Folfowing chart I � 12. SITE PERCOLATION RATE: See FSP i I ' , 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 Horz Depth Color Texture %CL °/aORG CF STR 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 i C, 36"-66" 10YR3/6 VGrCLmSa <5 - <40 S.G. - - - - >20 20 Cz 66"-90" 2.5Y414 MSa - - <20 S.G. - - - - >20 20 C, 90"-144" 2.5Y4/4 VGrMSa - - <40 S.G. - - - • >20 20 w/Some Cobbles ; � { 1 t � SOIL EVALUATION REPORT FORM 2: SOIL LOG INFORMATION ! PROJECT TfTLE: Prairie Park SHEET: 7 OF 8 ; PROJECT N0.:00007 DATE: 1/10/00 PREPARED BY: Wiltiam W. Parnell, P.E. SOIL LOG: #7 � LOCATION: See Site Plan Map 1. TYPES OF TEST DONE: 2. SCS SOILS SER(ES: 3. LAND FORM: Double Ring Infiltration Nisqually(74) Terrace I i � 4. DEPOSITION H15TORY: 5. HYDROLOGIC SOIL 6. DEPTH OF SEASONAL HW: Sandy Glacial Outwash GROUP: Unknown i 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: EROS�oN RUNOFF PONDING Slight Slow Minimal 11. SOIL STRATA DESCRIPTION: See Following chart 12. SITE PERCOLATION RATE: See FSP � 13. FINDWGS & RECOMMENDATIONS: A Double Ring infiltration test at 66° revealed an , infiltration rate of 14.25 inches/hour. The CQ horizon will infiltrate at about 7 inches/hour. The C5 and C6 horizons are most suited for drainage infiltration at a rate less than 20 incheslhour, � � Soils Strata Description ' Soil Log #7 i Horz Depth Color Texture °/aCL %ORG 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 1SBK - - - ff 2-6 2 � C, 24"-40" 10YR4l2 LmVFSa <15 - <15 1SBK - - - ff 2-6 4 CZ 40"-55" 2.5Y4l4 LmSa <10 - <5 S.G, - - - - >20 15 C, 55"-72" 2.SY4/3 LmFSa <10 - <5 S.G. - - - - >20 10 C,, 72"-108" 2.5Y4/3 VFSa <15 - <5 S.G. - - _ _ >20 � '� 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 ; , SOIL.EVALl7ATION REPQRT FORM 2: SOlL LOG INFORMATlON i � E PROJECT TITLE; Prairie Park SHEET: 8 OF 8 � PROJECT NO.:00007 DATE: 1/10/00 i PREPARED BY: William W. Parnell, P.E. i SOIL LOG: #8 ; LOCATION: See Site Plan Map ` 1. TYPES OF TEST DONE: 2. SCS SOILS SERIES: 3. LAND FORM: € None Nisqually(74) Terrace � I i 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: Level , • � Greater than Bottom of Hole � 10. POTENTfAL FOR: EROS�oN RUNOFF PONDWG � Slight Siow Minimal � '11. SOIL STRATA DESCRIPTION: See Following chart � ! 12. SITE PERCOLATION RATE: See FSP � � :13. FINDINGS & RECOMMENDATIONS: The CZ, C3i and C4 horizons are suitable for drainage infiltrafion. 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 CQ horizon. � Soils Strata Description � Soil Log#8 i I � Horz Depth Color Texture %CL %ORG CF STR MOT IND CEM ROO �X> FSP �! AP 0"-6" 10YR2/1 GrVFSaLm <20 <5 <15 1SBK - - - {{ 2_g 2 A, 6"-24" 10YR2/2 GrVFSaLm <20 <5 <15 1SBK - - - ff 2-6 2 , C, 24"-48" 14YR4/2 LmVFSa <�5 - <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. - - - - >20 20 , C, 120"-144" 2.5Y4/1 ExGrSa <5 - <70 S.G. - - - - >20 20 � N 7 A U 2 o LL o a � M N t.. U � ' N � . � � ' � � ul f` d V C �C C d Y � C E � � C in O C� fn � �i NLL � d N Nw E � L O m N E �, l0 �. y � � _ � N � � � f0 � Y f0 C� � C N .` C� pp [l � y U �j tV ii � U � ' o � rc� m � � m °1 Q � .° � c � � � 7 Z 7 N 7 >. > � � N C Ul O ` C U Y N �Qi r LL � U f` � � � C .L� C v� C7ma � iniq ° .q � � � u d p C C A � d m m (� � � inUU > W u_. � U � � � � � c� � � .._ � � .o V �f cn � a - � � i � � T � C � � i Q � 'N i � � O � � Q C � � y (`C >. T T >, N � (` N p p E axi c� m c° �—�`' � o a�'i � c � 'o ?a�i �° ° `� a�i 3 � >' « � E >. o E ❑ o E c x F- C� (n J !n U U � W lL � C > � ln � � lL U � �' r lt. 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I� � � I �� -- � - , � � ; . . � �. � �� , .. ` � r , •` �� J_ �J � y �` � t �j ' ''�` �..-' � ;�,`. � � � I� � �� I � � � +� � JI . I � �� ` �. � �'_._ � � � � �1 � � �_- �1 : � � � \ y _�, 4 t ��,,, I� -}- � � � � � � ( , _ _=. , . . . _ ' - - ._ . . '' ` 1 \\ �` w I— `�, I1 ��\ 4 I � •� �, .} -� . �� o I ,, -.- �, � � I� ( �. � ( f , •,\ -• � � �• ; r �`• d 1 Q 1 � �t/ , ! I; I` lt' ,�.. • � �! � `�,, _ ,.1, , `.` � �r`�;C. i. � . � .- � \ `� \ � ' \�'�` �� ` ' '-'� `. �!; �� 1 , 1 � �� ` I' ��'� � , . .. . , •. . . . � ' �tj•\ � '•• • 1 � '' � �' • � . r {_ . _ • _-�1' .t •: ___.._ ..___ _.._.... .____.__. --- -_..__ _...__- -.__... __..-----. _._.._. _._-- - _____ . ____.. . __.___ .___ ^• _._-- —__.. . ______ - 1 ; i � SOIL EVALUATION REPORT ' FORM 2: SOIL LOG INFORMATION ; PROJECT TITLE: Prairie Park SHEET: 1 OF 3 ; PROJECT NO.: 00007 DATE:4/7l00 PREPARED BY: William W. Parnell, P.E. SOIL LOG: #A LOCATION: See Site Plan � 1. TYPES OF TEST DONE: 2. SCS SOILS SERIES: 3. LAND F�RM: Double Ring Infiltration Spanaway Terrace 4. DEPOSITION 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: EROS�oN RUNOFF PONDING Siight Slow High 11. SOIL STRATA DESCRIPTION: See Following chart � 12. S17E PERCOLATION RATE: •See FSP � 13. FINDINGS & RECOMMENDATIONS: A double ring infiitration test at 54"below existing I grade revealed an infiltration rate of 45"/hour. For design purposes, use a rate less than or equal to 2Q"/hour in the C� horizon. Due to high winter water table at 90", infiltration surtace j area•shouid be located no deeper than 54" below existing grade. i • � ' Soils Strata Description i Soil Log #A ! Horz Deoth 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" 2.5Y4l4 LmVFSa <15 - <10 S.G. - - - ff 6-20 8 �� 48"-106" 10YR4/6 VGrC-MSa - - <55 S.G. - - - - >20 20 � � ' SOIL EVALUATION REPORT FORM 2: SOIL LOG INFORMATION PROJECT TITLE: Prairie Parlc SHEET:2 OF 3 i PROJECT NO.: 00007 DATE:4/7/00 ' PREPARED BY: William W. Parnell, P.E. SOIL LOG: #B LOCATION: See Site Plan 1. TYPES OF TEST DONE: 2. SCS SOILS SERIES: 3. LAND FORM: Double Ring Infiltration Spanaway Terrace � ! 4. DEPOSITION HISTORY: 5. HYDROLOGIC SOIL 6. DEPTH OF SEASONAL HW: GROUP: Unknown � 7. CURRENT WATER 8. DEPTH TO IMPERVIOUS 9. MISCELLANEOUS: DEPTH: LAYER: Level Greater than Bottom of Hole Greater than Bottom of Hole 10. rPOTENTIAL FOR: EROS�otv RUNOFF PONDING Slight Slow Minimal 11. SOfL STRATA DESCRIPTION: See FoAowing chart � 12. SITE PERCOLATION RATE: See FSP i � � i � 13. FINDINGS � RECOMMENDATIONS: A double ring infiltration test at 96" below'existing grade reveaied an infiltration rate of 76"/hour. For design purposes, use a rate less tl�an or , equal to 20"/hour in the C,, C2, or C, horizons. i � � Soils Strata Description '� � Soil Log#B , ', Horz Deoth Color Texture %CL %ORG CF STR MOT IND CEM ROO <X> FSP I ,. � 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 I �z BO"-120" 10YR4l6 MSa - - <15 S.G. - - - - >20 20 C3 120°-156" 10YR5/1 Ext.Cobbley - - <75 S.G. - - - - >20 20 C-MSa i I SOIL EVALUATION REPORT � FORM 2: SOIL LOG INFORMATION � � PROJECT TITLE: Prairie Park SHEET:3 OF 3 � I PROJECT NO.: 00007 DATE:4/7/00 � PREPARED BY: Wiiliam W. Parneil, P.E. �" SOIL LOG: #C ; LOCATION: See Site Plan ` 1. TYPES OF TEST DONE: 2. SCS SOILS SERIES: 3. LAND FORM: ` Double Ring Infiltration Spanaway Terrace � i; � 4. DEPOSITION HISTORY: 5. HYDROLOGIC SOIL 6. DEPTH OF SEASONAL HW: GROUP: Unknown 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: EROSION RUNOFF PONDING ' Slight Slow Minimal 11. SOIL STRATA DESCRIPTION: See Following chart E 12. SITE PERCOLATION RATE: See FSP M 13. FWDINGS & RECOMMENDATIONS: A doubie ring infiltration test at 96" below existing grade revealed an infiltration rate of 160"/hour. For design purposes, use a rate less than or j equal to 20"/hour in the C, horizon. ; � � � Soils Strata Description � Soil Log#C i� � Horz Deoth Color Texture %CL %ORG CF STR MOT IND CEM ROO <X> FSP i A 0"-30" 10YR2/1 VFSaLm <20 <5 <25 15BK - - - ff 2-6 3 ' C, 30"-156" 10YR4l6 ExtGrGMSa - - c70 S.G. - - - - >20 20 I ' l ; , � (Abbreviationsl t i j Textural Class Structure Grades of Structure � , Graveil - Gr Granular -Gr Stron - 3 � Sand - Sa Block - Blk Moderate - 2 t 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 Extremel - Ex i Fine° - - F Medium - M Induration � Cementation � ' ' Weak -,Wk Moderate - Mod i Stron - Str i ; � , Mottles 1 Letter Abundance 1st Number Size 2nd Letter Contrast i Few - F Fine - 1 Faint - F � Common - C Medium - 2 Distinct - D ' Man - M Coarse - 3 Prominent - P � I � Roots 1st Letter Abundance 2nd Letter Size Few -f Fine -f Common - c Medium - m Man - m Coarse - c (f:ltextlform slsa il.tbl) i � i � � t �� PRAIRIE PARK � ' DOUBLE RING INFI�TRATION TEST Test Date : 4/7/00 Completed By: William Pamell, P.E. SCA#00007 Special Note : Pre-test not nessary due to coarse texture of soils. DOUBLE RING INFILTRATION TEST RESULTS , Test Hole#A (Test run @ 54" befow Existing Ground Surface ) ' Start Sto Ela sed Time Total Dro Infiltration Rate (Min ) (Min ) (Min ) ( Inches ) ( In/Hr) � 0 10' 00" 10 6 ' 10'00" 19' 30" g� 3p�� g 19' 30" 29' 00" g' 3p�� g ' 29' 00" 38' 00" 9' OQ" 6 38' 00" 46' 00" 8' 00" 6 ; 46' 00" 54' 00" 8' 00" 6 � 54' 00" 1 h 2m 8' 00" 6 45 � � � Special Note : Pre-test not nessary due to coarse texture of soils. � i DOUBLE RING 1NFILTRATION TEST RESULTS � Test Hole#8 (Test run 96" below Existing Ground Surface ) � Start Sto Ela sed Time Total Dro Infiltration Rate ' M�� ) Min ) ( Min } ( Inches ) ( In/Hr) , � 2' 15" 2� �5�� g ' ' 2' 15" 5' 3p�� 2�45�� 6 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' QO" 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° g 57' 45" 1 h 02m 30s 4' 45" 6 1 h 02m 30s 1 h 07m 15s 4' 45" 6 76 ; F � � � � � PRAIRIE PARK � DOUBLE RING INFILTRATION TEST F : Test Date : 4/7/00 ' Completed By : Wiiliam Pamell, P.E. fsca#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 Existing Ground Surtace) Start Sto Ela sed Time Totai Dro Infiltration Rate (Min ) " ( Min ) (Min ) ( Inches) ( In/Hr) 0 2� pp�� 2� pp�� 6 2' 00" 4� �5�� 2� �5�� 6 4' 15" g� �5�� 2�00�� s ! 6� �5�� 8� �5�� 2� 00�� 6 j 8' 15" 11' 00" 2�45° g ; 11' 00" 13' 00" 2' 00" g � 13' 00" 15' 00" 2� pp�� g � 15' 00" 16'45" 1'45" g ' 16' 45" 19' 00" 2� �5�� g ! 19' QO" 21' 00" 2�pp�� g ; 21' 00" 23' 00" 2� Qp�� g ' ' 23' 00" 25' 00" 2'pp�� g � 25' 00" 27' 15" 2� �5�� g � 27' 15" 29' 30" 2' �5�� g 29' 30" 31' 45" 2' �5�� g 31'45" 33' 45" 2' pp�� g � 33' 45" 36' 00" 2� �5�� g � � 36' 00" 38' 15" 2' �5�� g , � 38' 15" 40' 30" 2' 15" 6 160 i i i • i � • - --°-• - .� . - • . { � / \i ' � ' � /. '�'`' �,�� / . � ,/ � � . � e�. � , , " ��;� � ,,� . i , i , . , . _ �� , '� ,i / _ `� . � �// ' � . " £ -- ,.� � /• •-- _ - �' / / . �/� / �5 �.* � �p�',Q' / -�, _ � �,�� - "��'ye�`'hp`ti �Q '`�. _ . . 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'.>^t "�. :': __� � � . s „ _. =' '°r. �--" _:. . -. � . . f� ��._ �-�---�-.. _' . .. . ��'F':� .:; "y�-T,�,..��. ..` _ _ _ �:. �ja +r-'b�� M . ��„�,.�,, r��za��- ��.- ,� _ _.�,�' � °`�,� r- "��,�r�� >-.r.-�' ,!� � �:: � . . � -=--.� _ y- �' . � � ,�.. � - � �.� --�-��-� ----r-�--�'�,_�..,- -- �-"' _--,..n. � },.,�"» , ._ _ _ �� .�,� �.�... _ - - �.��a �--"_...�--�-r---- �- .�.: ... _ ._.�r- .., �..."_ ~. ..,e-�� .�..,.�-_..:: .:.��= ____, ..,,.�..�.---,_r ,:-.�.-�»-_� ■ TM � �� STO R M WATE R TR EATM E NT S O LUTI�N S Table af Cantents AQUA-SWIRLT`" 2 STORMWATER TREATNiENT SOLUTIONS 2 System Operation 2 Custom Applications q, Retrofit Applications 4 Installation 5 Buoyancy 5 Traffic Loading 6 Inspection and Maintenance 6 Aqua-Si#e Worksheets � Aqua-SwiriTM Sizing Chart (Fng/ish) g Aqua-SwirlT"' Sizing Chart (Metric) g Aqua-Swiri'TM Sample Detail Drawings 13 Aqua-SwirlTM' Specifications 15 General 15 Scope of Work 15 Materials 15 • PerFormance 16 Treatment of Chamber Construction 16 INSTALLATION 1� Excavation and Bedding 17 Backfill Requirements 18 Pipe Couplings ig DIYISION OF RESPONSIBILITY lg Stormwater Treatment System Manufacturer lg Contractor 1 g SUBMI7TALS ' - ig QUALITY CONTROL INSPECTION lg 2733 Kanasita Drive, Suite B • Chattanooga, Tennessee 37343 Phone (888) 344-9044 • Fax (423) 826-2112 www.aauashieldinc.com _� ... f - .. .i, i . .-.. . _._ . ..i= Aqua-SwirITM � Stormwater Treatment System The patented Aqua-SwirlT^'Sformwater TreatmentSystem provides a highly effective means for the removal of sediment, floating debris, and free oil. Swirl technology, or vortex separation, is a proven form of treatment utilized in the stormwater industry to accelerate gravitational separation. Independent university laboratory performance evaluations have shown the Aqua-Swir1T'" achieves a TSS (Total Suspended Solids) removal of 91% calculated on a net annual basis. See the "Performance and Testing"Section fo�more details , �s.. $ � __�-�� ,w _� Each Aqua-SwirITM 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 Operatian The Aqua-SwirlT"', 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. 2 t._._.� �- ��-� ..._ ..._�. _.� _ �_ .._, The treatment operation begins when stormwater enters the - y_,Y.. €- � Aqua-SwiriTM through a tangential inlet pipe that _ produces a circular (or vortex) �`�� ..�: flow pattern that causes �� ``� �� contaminates to settle to the �_ _ �° base of the unit. Since � ��¢, �,. �� p stormwater flow is intermittent �rt�n � �� - ,i� f.._ by nature, the Aqua-SwirlT'" �� 'j �° �A retains water between storm '`��_�,. � ��`w events providing both "dynamic ��;. and quiescent" settling of solids ��` ` � The dynamic settling occurs _ during each storm event while 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 CFD modeling. See "Performance and Testing"for more details A large percentage of settleable solids in stormwater are I ,� � �� °` ' "� ' reported to be small and have low settling velocities. Therefore, � �`; � � - � the volume �- of water �u��et '� � retained in �_ the Aqua-SwirITM �' l' Inle� provides the quiescent settling �� ' � ., that increases performance. 4 ��'� - �'� Furthermore, due to finer �F� b_ x sediment adhering onto larger � �, 'Y particles (less than 200 � �� microns), the larger particles �.�,,,�� ° , �y settle, rather than staying suspended in the water. = Sediment Storage �- � �-r � � �. 3 The treated flow then exits the Aqua-SwirITM behind the arched outer baffle. The top of the baffle is sealed across the treatment channel, thereby eliminating floatable pollutants from escaping the system. A vent pipe is extended up the riser to expose the backside of the baffle to atmospheric conditions, preventing a siphon from forming at the bottom of the baffle. As recommended by the Center for Watershed Protection and several municipalities, the Aqua-SwirlT"' 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. � e Custom Applications - � �� u _ � _��_ �,; ; The Aqua-SwirITM system can �-�=� - be modified to fit a variety of y-.�- - ` � � - ��. -� purposes in the field, and the _ - �' � � ' yM `T� angles for inlet and outlet lines � � *� `�` �`�``�'i�` - can be modified to fit most . . .� . �: , �� =` �'�"��. ��i` �`_ ��-� � applications. The photo on the �' �� °�� left demonstrates the flexibility �:��_ . � _ '�,.3 of Aqua-SwirITM installations. � ;" Two Aqua-SwirITM units were . � �. ¢� ��:?% placed side by side in order to � - " ' treat a high volume of water � ��`- Y' while occupying a small amount 3" - -,:2 �_�� =- --. -� �..�. ��.'- of space. This configuration is Custom designed AS-9 Twin,Aqua-SwirlTM an example of the many WdyS AquaShieldTM can use our products to adapt to a variety of applications. + � . �- Retrof�t �4pplication� 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-Swir1T`", existing infrastructure utilities (i.e., wires, poles, trees) would be unaffected by installation. 4 � � Instaliation The Aqua-SwirlT'" 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 AquaShieldTM 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 ��- ' �fi are provided to allow easy ofFloading and _ `� installation with a trackhoe. Compared to concrete �� a � ` systems, using an Aqua-SwirITM can significantly �-�. ' ��; : reduce installation costs. ��`-` "'"�'. - � _ ,-��s In addition, manufactured stub-outs for the inlet and outlet are provided. This allows the contractor to simply attach the Aqua-SwirITM directly to the � main conveyance storm pipe with rubber couplings. . � Typically, an AquaShieldT'" representative is present � �� on-site to assist in the installation process. The Aqua-SwiMTM'installed using 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. 5 - -� - Traffic Loading ' ! -- - When installed in traffic areas, the system will '� be designed to withstand H-20 loading. In f� � : order to accomplish this, a reinforced concrete — � , ' � pad shall be poured in place above the �---- -- system. � - - � '`, - : See the '7nsta/lation and Fabrication"section `� �� for sample concrete pad details and further details on insta/lation. Concrete pad protects the Aqua-Swi�ITM from impad loading � . �- Inspection and N[��ntenance �' Inspection and cleanout of the Aqua-SwirlT'" is simple. The ��' � �� chamber can be inspected and maintained completely aY � �-m-. from the surface. Free-floatin oil and floatable debris can ''....'.. 9 ,� : - be directly observed and removed through the provided " service access. �_ Cleanout of accumulated solids is needed when the usable ` storage volume has been occupied. The depth of solids can easily be determined using a stadia rod or tape to '� r� measure the top of the solids pile and catculate the Sediment inspection distance to the water's surface. using a stadia rod �� ,� �� A vacuum truck can be used to remove the accumulated ��`-�� , �`�y� �� 3 sediment and debris. Disposal of the material is typically . � � �,�� _ treated in the same manner as catch basin cleanouts. ° . � �� AquaShieldTM recommends that all materials removed be °` � ,#� ., � ,�.. handled and disposed of in accordance with local and state = _� �.�: _, :� �,..-, requirements. _ :� �' �� _ � - �„�� f For further detai/s on inspection and c%anout procedures, "� - �=�.,. _. _. -.�--�-� please see the ��Maintenance"section. Vacuum truck cleans the Aqua-SwirlT" 6 � . �- Aqua-S�te Worksl�eets � r,. Aqua-Site worksheets are provided as an example of the information that AquaShieldTM will need to customize an AquaSwirlTM to a specific work site. • 1 comp/eted example - • 2 b/ank worksheets 7 , �, AquaShieldT"', Inc. ��aS h�e I d�+ 2�33 Kanasita Drive,Suite B • Chattanooga,TN 37343 STORMWATER TREATMEMT SOLUTIO s Phone: (888)344-9044 • Fax: (423)826-2112 ,�-.,.,,,,; ;',yu�=�f~��.I�I;�� c,�,r; www.AquaShieldInc.com : Aqu�=Site �/orks�eefi Project Information Specifier Information Project Name: ��H�t� Designer's Name: �.�..��11i�c F^•' Location(City,s�te>: AnyT�IM�, V�i Oesign Firm: �III pSECK317H��lIX� Site Use(circle one): Residential Commerical Industrial Other Address: 123 Ma;n�r� Siie Plan Attached: � YES � NO City,State,Zip: AnyTaan, V�7-1 Pollutants(T55,Floatable ,.y�, PhOne• p7 pppp Debris,oils/grease,TP,etc.): J� DC1J IS ' 4Z�C7/Q-��CJC) AutoCAD Version: 4 O Faz: 42�0��2�12 �ccr Date Submitted: 3/'v r�� E-mail: �.�.��'I�n�yy.�,�.t �.,�„ .y _ . ,S�eC��ICdtiOt'15 . Design Flow Rate inlet/Outlet Pipe R�m Draina e Area Info Unit Labei Elevation 9 Traffic loads AquaShield'"� Water Quality Pipe Estima[ed I5 the 5 stem or Manhole Peak Design Invert Finish Grade Incomin Runoff Y Model Treatment Size ID 9 Number z ( ) Material qrea Groundwater subject to H-2D Flow' Flow Elevation TyPe Elevation Slope Coefficient Elevation loadings? , («-4s) (cfs-Us) (in�mm) (ft-m) (ft-m) (aax-na) (%) C (ft-m) Yes a No A-1 AS-6 5.3 1�9 98 7362 RCy' 7456 8.2 0.74 0.9 N/A Yes Special Site Conditions or Requirements: Please urovide conv of Site Plans showing orientation How did you leam about Aqua-ShieidT'"? w�te (1)Water Quality Treatment Flow is presribed by local regulatory agencies[o achieve full treatment of specific amount of stormwater. (2)Peak Desi9n Flow refers to maximum calculated Flow for an outfall or recurrence interval(10-yr,25-yr event) Specifer's Signature: ,S�i��.� Date: 12-Mar-04 ��u aS h i e I d�T� Z733 Kanasita Dri eq Su t'Bd• Chattanooga,TN 37343 � Phone: (888)344-9044• Fax: (423)826 2112 STORMWATER TREATMENT SOUJTIONS ��.��v�; �u��it-1,:�In�- c c„�;, www.AquaShieldInc.com ' �Ay�a-Site 1Norksheet 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(T55,Floatabie Phone: Debris,oils/grease,TP,etc.): AutoCAD Version: Fax: Date Submitted: E-mail: Specifica�ions Design Flow Rate Inlet/OuNet Pipe R�m Draina e Area Info Unit Label Elevation 9 Traffic loads AquaShieldn" Water Qualiry Pipe Estima[ed Is the s or Manhole Peak Design Invert Finish Grade Incomin Runoff ystem Number Model Treatment z Size(ID) Material Area 9 Groundwater subject to H-20 � Flow Elevation Elevation Slope Coefficient Flow Type Elevation loadings? � (cB-Vs) (cfs-L/s) (in-mm) (ft-m) (ft-m) (acres�ha) (%) C (ft-m) Yes or No Special Site Conditions or Requireme�ts: Please orovide co�v of Site Plans showina orientation How did you learn about A ua-Shieldr""? (1)Water Quali[y Treatment flow is presribed by iocal regulatory agencies to 4 athieve full treatment of spetifit amount of stormwater. (2)Peak Design Flow refers to maximum cal[ulated Flova for an outfall or recurrence interval(SO-yr,25-yr event) Specifier's Signature: Date: ■ � AquaShiefdTM,Inc. �q��S h�e I d� Z733 Kanasita Drive,Suite B• Chattanooga,TN 37343 �► Phone: (888)344-4044 • Fax: (423)826-2112 STORMWATER TREATMENT S�LLITIONS �ti��E��.��: l�rt;;��U�f�ie4c±l«c �_�,n, www.AquaShieldInc.com �►�ua-Site �Uor.ksheet ` 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: PolluWnts(TSS,FloaFable Debris,oils/grease,TP,etc.): Phone: AutoCAD Version: Fax: Date Submitted: E-mail: Specifications Design Flow Rate Intet/Outlet Pipe R�m Draina e Area Info Unit Labei Elevation 9 Traffie Loads AquaShield"' Wa[er Quality pipe Estimated Is the s or Manhole Peak Design Invert Finish Grade Incomin Runoff Ys[em Number Model Treatment 9 Groundwater subjec[[o H-20 2 Size(ID) Material Area Flow� Flow Elevation Type Elevation Slope Coefficient Elevation loadings? («-Us) (ch-U5) (in-mm) (ft-m) (R-m) (acres-ha) (%) C (ft-m) Yes or No Special Site Conditions or Requirements: Please orovide coov of Site P{ans showina orientation How did you leam about Aqua-ShieldTM? (1)water quality Treatment Flow is presribed by local regulatory agenties[o achieve full treatment of spe[ific amount of stormwater. (2)Peak Design Flow refers to maximum calculated Flow for an outfall or recurrence interval(10-yr,25-yr event) Specifier's Signature: Date: � �4 t�a-Swir TM — C� � Sizing Chart �En9iish) . • • . • . -. .. � ,- . • .- . . . - . .. . � • � . . .. . . AS-2 2.50 ~0"1$�nef �:12 � 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 T.00 16 36 8.6 540 90 AS-8 8.00 18 42 11.2 7I0 115 AS-9 9.00 20 48 14.2 910 145 AS-10 i0.0 22 54 17.5 1130 180 ' AS-i2 12.0 24 48 25.2 1698 270 AS-XX Custom -- -- >26 -- __ *Hiqher water quality treatment flow rates wn be designed with multiple swirls. 1) The Aqua-SwirlTM Conveyance Flow Diversion (CFD) provides ful/treatment of the "first f/ush," while the peak design storm is diverted and channeled through the main conveyance pipe. Please refer to your local representative for more informa#iorr. 2) Many regulatory agencies are establishing "wafer 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-Swir1T"" 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 total annua!runoff volume. The design and orientation of the Aqua-FilterT"' generally entails some degree of customi2ation. For assistance in design and specific sizing using historical rainfall data, please refer to an AquaShieldr"' representative or visit our website at www.AquaShieldlnc.com. CAD details and specifications are available upon request. � A ua-S��r�TM � C� S�z�ng Chart (Metric) . • . . • . -. .. � . • . • • �- . . . - . .. - � • � . . , .�tinJDfAir"ieY°_ CfDa:>,; AS-2 �62 203 305 31 i40 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 QS-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 can be designed with multiple swirls. 1) The Aqua-SwirlT"' 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. P/ease refer to your loca/represenfative for more information. - 2) Many regulatory agencies are establishing "water qualify treatment flow rates" for their areas based on the initia/ movement of pollutants into the storm drarnage system. The treatmenf 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% fo 95% of the tota/annua/runoff volume. The design and orientation of the Aqua-FilterT"" generally entails some degree of customization. For assistance in design and specific sizing using historical rainfali data, please refer to an AquaShieldTM representative or visit our website at www.AquaShieldinc.com. CAD details and specifications are available upon request. V - • -� _Agua-Sw�riTM Sample Detail Dra�nngs Sample Aqua-SwirITM detail drawings are provided as examples of the type of systems that AquaShieldTM can offer for a specific work site. � �_ a . .��,� - � � � _ � - .� � -�V.;ro.�� r.�w.v�e�-w-m....«»e�w.v. �c.3«*6 5 n k f J 3 - ' �� .t ra Zx i C:oiilw:`► �:!� . _�. �L b�t'r6�: C �. �4 " - -�r• �. s � ,m -� - t f •te.. i -_ " _-�-_._'_'_„__ __.._-- � .� .. ° .< -�_ - -=-- -- �r�: � _` - --_ � ' _ _ - �� t a i ..�......-r .... "r '";x , .,..,.�.. -a.....: � U r <�� 1_-r.._y._�. _ � -__ ;� u<-F � ,�y,r.r, �.� I '. ,.,� T__ _ 7 R'. . ___. . --�:. �.— 1 { i' � G� � i �..r.�.. � 1�� •,_, � '.� t� ' .'-'� - � _.!� E? , .e.�� r . � �� j -" �- � � `_-�=� / `� � i . <� � �- =?i , �> ' '_� ' f j , "'�- r t-. ; - ` FSaF Ke. �J �—j.._._� � Q't . i � � rt rw,�.�... '... L . ��+ �� ! ;..�...,..� r �.� � . �{ �--��.�.;.� `� _ �s; � .. , _ �=—:r ��= E . � - __ � �� f-,. �a"�,�.,��_� �r�y��_w� ^�� .. � �#F .4 � ��-d, '�`s .� � . ...'�-� -__' �IH'S�r t CRYMh2�A+'F10d?I�t$-L'�:��CCAi� ' .�� SP.h:t�Uhi �� s ,- �' { .. � .' �� -�� '^g""' s;-nct'as er nsr '.. � �� -�r`"�"i� ��. � � ' . - --r�£ a�#� �,� �, - t'� t . . „ 3-.��„��"'�� _ ��.��'� + •�� '- �. z �. _i_.....�_... ..: �.: . _ ._ •.__e,tv.. �_w".�--�nr.... ...___. � _e r. .._. _. ,� .7 — .-_ .._._. ..._._ . �` J -- __._ _ } 13 - �y �^as ��fN cn W � _� -� �� ; l �-+ y�n �''C 3 Z `'s.��4� O N ��' � °3°ia � `�_,� v � �o m �� — D io, O 'A > > n T�Ta Q - o . i.4'.`?� � � � n� °'e f'° z .E i� � � y v(i,'30 r°-!? ,r Q, O �w� � �„EQ. � 3 c � 7 �°�o —� -.�� d � �� m �, � a „ �� o � � o �� d E � � = O tI� tO a a j�j ? y � - - - T fD � a .. .^. 7�f � a - �D 6! � o`7.� � � v c' '� � 3 lo t � N ----- -�. � �' � G i ,��. �� g � n o D � To3i �1 ��j�.�. g �e�; � ,� �� ' ---�.'.... � ��v q D 11 �y n OR� a n7 y (�o O � a � �+a. - � a»� � C ��m � d� � �1 ui n pe s � 3 er � .A � ` n � _ � �ff �y � N � d°< 3 'n Y I �' _—__ �,N�•c '� ^'-�� ` �• 7� } n o 7 3 n � _� + � ; �9 n ? ?� o I � F �' ; '�, . � � d � � c 0 � °' ' i��.` � A �ni �� .� l j,� nYji c p�O t0 n n � � l , •.. � R rn , �� --r.f. s § � ��tl� � s":°� F � �� . � .�°�go �- �' o m (D � � 3 D � � � �� T � I�� ' i O N i v C N l / I�� g �__�� :I � i � � �F�' _ � T 7 1 � I � s :,4f� :� � � c n � I � R�p= ' �o ; ia I � f�� :� � p a =o � , R � t.!) I Q `I � � (: � 3a j � � fl.. � � — I �_.—� T_i g� � w � � � N LZ � n� °' D , _ m � I p ioa - NQ ; . I �--� ,, � _ ; � = a �� , � _ _ - � m ,..p_ . � < n ca A °- a < � rt o, o � � !D � m m — _ � .A tn � i � N I .. �- F N i � p �. _.. . . � � � 'O O — m m� ' - r�. -, v+ � I _ � � O I � � n a � � n � � � � _ �p �._...._.. _. . 71 tn� � (D � G n � • . . � Aqua-SwirITM Spec�fications GENERAL This specification shall govern the performance, materials and fabrication of the Stormwater Treatment System. SCOPE OF WORK - The Aqua-SwirlT"" 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 S,OOQ hours (ESCR) as referenced in ASTM D 1693 (condition C). 15 r5�li_;��_';i!lai�l'.. '7rQ."ill',�;I.�%=.�r' ��-r�i_'�';'_';�� J;^.i':lLi�^(�'j � 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°!o 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 witl be determined in accordance with ASTM F 1759. Calculations must be provided to justify the thickness of the bottom. 16 . _ _.�� _I ..'�. J ,i-.1�.4. d:_.,, ��It C1�. JfU ��;f�'� C. The inlets and outlets shall be extrusion welded on the inside and outside of the structure using accepted welding methods. D. The arched baffle wali shall be constructed from HDPE and shall be extrusion welded to the interior of the treatment chamber using accepted welding methods with connections made at 180 degrees of each end. E. HDPE lifting supports may be provided on the exterior of the Stormwater Treatment System in such a way as to allow the prevention of undue stres� 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 AquaShieldTM Stormwater Treatment System with concrete anti- flotation structures can also be provided. Anti-flotation structure design and approvaf are ultimately the responsibility of the specifying engineer. The contractor shall provide the anti-flotation structures. INSTALlATION A. Excavation and Bedding The trench and trench bottom shall be constructed in accordance with ASTM D 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 compacted to 95% proctor density. 17 !S,ti_i:i�, I;�,J';:,., JrC�(1�''�r` .f�r '�i 1r : � . � =h � � (r �rn,: ,��r�a� r�1�S 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, toots, and materials needed. 18 �'-�,��r �:-� �_�,�:��.�,"_� T �atrr�=��;. �s,?�_.`�.�r�s 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 identi�cation 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 strong and permanent repairs will be made. The specifying engineer, before final acceptance of the components, shall carefully inspect repairs. 19