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Home My WebLink About821312001 Stormwater Mgmt ACE PAVING JEFFERSON COUNTY BATCH PLANT OEP[ OF COMMUNI'I'Y DEVELOPMENT SHINE GRAVEL PIT LOCATED IN SWl/4, SEC.32, TWP.27 N., RGE. 1 E., W.M. AND LOCATED IN SEI/4, SEC.31, TWP.27 IN., RGE. 1 E., W.M. JEFFERSON COUNTY, WASHINGTON May 4, 2000 PREPARED FOR: Ace Paving Co., Inc. P.O. Box 4520 Bremerton, WA 98312 (360) 479-4200 PREPARED BY: Team 4 Engineering Suite A, Box 2 5823 NE Minder Road ........ ~¥ Poulsbo, WA. 98370 (360) 297-5560 TABLE OF CONTENTS L LOCATION PG. 2 H. DESCRIPTION OF DEVELOPMENT PG. 2 HI. PRE-DEVELOPMENT SITE CONDITIONS PG. 3 IV. UPSTREAM ANALYSIS PG. 3 V. DOWNSTREAM ANALYSIS PG. 3 VL OVERVIEW OF PROPOSED STORMWATER MANAGEMENT STRATEGIES PG. $ VII. TECHNICAL REQUIREMENTS PG. 4 VIII. HYDROLOGIC ANALYSIS PG. 4 IX. EROSION AND SEDIMENT CONTROL PG. 5 X. OPERATION AND MAINTENANCE PG. 6 FIGURE 1 VICINITY MAP PG. 9 FIGURE 2 BATCH PLANT LAYOUT PG. 10 FIGURE 3 SOILS MAP PG. 11 FIGURE 4 DOWNSTREAM MAP PG. 12 FIGURE ,~ DEVELOPED SITE CONDITIONS PG. 13 rX~I?S EXHIBIT 1 HYDROLOGIC SOIL GROUPS PG. 14 EXHIBIT 2 CURVE NUMBERS PG. 15 EXHIBIT 3 MANNING'S COEFFICIENTS PG. 16 EXHIBIT 4 2 YR, 24 HR ISOPLUVIAL PG. 17 EXHIBIT 5 10 YR, 24 HR ISOPLUVIAL PG. 18 EXHIBIT 6 100 YR, 24 HR ISOPLUVIAL PG. 19 ATTACHMENTS ATTACHMENT 1 CATCH BASIN FILTER SPECIFICATIONS PG. 20 ATTACHMENT 2 POND VOLUME CALCULATIONS .pQ. 23 ATTACHMENT 3 BIOSWALE DESIGN PG. 24 ATTACHMENT 4 MAINTENANCE GUIDELINES PG. 25 LO, iTEM L LOCATION The development site is located in the Southwest quarter of the Southwest quarter of Section 32, Township 27 North, Range 1 East, W.M., and in the Southeast quarter of the Southeast quarter of Section 31, Township 27 North, Range 1 East, W.M., in Jefferson County, Washington. The site is situate south of SR 104, approximately 1.0 mile east of the intersection of Highway 104 and Beaver Valley Road. Ace Paving's asphalt batch plant is located on sub-leased land. Fred Hill Materials, Inc. (FHM) lease the land from Olympic Resource Management (See Figure 1 - Vicinity Map.) II. DESCRIPTION OF DEVELOPMENT The Ace Paving asphalt batch plant is currently in operation under a 30-day temporary permit granted under the existing Department of Ecology (DOE) Sand and Gravel Permit for Fred Hill Materials at the Shine Pit. The permit number is WAG 50-1120. This Stormwater Drainage Report is developed in support of an application for a Sand and Gravel Permit for the Ace Paving asphalt batch plant. The stormwater analysis covers those portions of the site which Ace Paving will utilize in its operations as well as some surrounding areas as discussed below. The batch plant and the surrounding area have been paved to help prevent erosion and sedimentation and to collect all stormwater generated on this site. The surrounding area includes Fred Hill Materials' maintenance facility and scale house. Also included in this area are shared access roads. The existing impervious area is 2.46 acres. Stormwater analysis has been completed for the existing impervious areas as well as a future 200' x 200' impervious area which will be located adjacent to the batch plant. This impervious area may be constructed in the future under a separate permit. For design purposes, it is included in the total impervious calculations. The total basin area for treatment of stormwater is 3.38 acres. Stormwater from the 3.38 acres of impervious areas is directed to a sedimentation trap located northwest of the batch plant. No process water is created or discharged from the asphalt batch plant operations. The sedimentation trap was originally designed as a 100% retention facility for impervious areas surrounding the asphalt batch plant. Current design modifies the retention pond to serve as a sedimentation trap prior to discharg6 ~b the water quality facility. -- The water quality facility is composed of two oil water separators and a bioswale designed to treat the design storm event, the 1 O-year, 24-hour storm event. The bioswale ends in a weir outlet that will serve as a sampling point for discharge of stormwater from Ace Paving's site. After water quality treatment, stormwater discharges to the process water ponds serving Fred Hill Materials. Once this Type 3 stormwater comes into LOG TEM contact with process water, it becomes process water. Process water is covered under Fred Hill Material's Sand and Gravel Permit, WAG 50-1120. ~I. PRE-DEVELOPMENT SITE CONDITIONS The site that has been developed was previously utilized for gravel and sand stockpiles. The area surrounding the batch plant will continue to be utilized for stockpiling to serve both Fred Hill Materials and the asphalt batch plant. IV. UPSTREAM ANALYSIS No stormwater enters the 3.83-acre impervious area. Asphalt and earth berms prevent the flow of off-site water onto the basin area. V. DOWNSTREAM ANALYSIS Stormwater runoff from the impervious site is collected in a series of catch basins and directed to a stormwater sedimentation pond. After passing through the sedimentation pond, stormwater is piped to a bioswale, which provides water quality treatment. After the bioswale, stormwater mixes with process water which is utilized at the rock crushing facility serving Fred Hill Materials. VI. OVERVIEW OF PROPOSED STORM WATER MANAGEMENT STRATEGIES The Stormwater Management strategy selected for this project includes the following elements: · Pre-settling will occur in an impercious sedimentation trap that will retain 11,400 c.f. of stormwater from the impervious area. · The Water Quality Mitigation facilities will consist of (2) catch basin filter inserts, (2) oil-water separators and a bioswale. The catch basin filter inserts are designed to trap sediment and petroleum products and are installed in the first two catch basins. Oil-water separators are installed in the catch basin immediately prior to the sedimentation pond and immediately following the sedimentation. pond.. The bioswale is designed to treat the 1 O-year, 24-hour storm event rurioff from the impervious areas-. The bioswale is designed at 200 feet in length, 4 feet in width and 1.4 feet in depth (Design depth of flow = 0.4 feet). LOG..ffEM VII. TECHNICAL REQUIREMENTS The Washington State Department of Ecology defines technical requirements for Sand & Gravel Permits, which includes asphalt batch plants. The base level Operational BMPs to be implemented on the site include Good Housekeeping, Preventive Maintenance, Spill Prevention & Emergency Cleanup, Inspections, and Employee Training. The BMPs selected for this site are listed in the Stormwater Pollution Prevention Plan (SWPPP). BMP's implemented at the site will be supplemented as required to maintain water quality criteria. Ace Paving, Co. Inc. has prepared and submitted the SWPPP to the Department of Ecology's Southwest Regional Office. The bioswale designed to treat the design storm event from the impervious areas slopes at less than the recommended range as described in the Department of Ecology's Stormwater Management Manual for the Puget Sound Basin. However, considering the soils at. this site are rapidly permeable, it is unlikely that any ponding will occur as stormwater passes through the bioswale. VH. HYDROLOGIC ANALYSIS Runoff computations utilize the SCS-based hydrograph method, Santa Barbara Urban Hydrograph (SBUH) method with Type lA, 24-hour rainfall distribution. The hydrological analysis was performed using WaterWorksHMS (Release 6.1.3.0) by Engenious Systems, Inc. Other parameters are as follows: · Hydrologic Soil Groups; See Exhibit 1 · Runoff Curve Numbers (CN), Type lA Storm; See Exhibit 2 - Curve Numbers. · Manning's Coefficients, See Exhibit 3 - Manning Coefficients/"K" Factors. · 2 year, 24 hour Precipitation Isopluvial; See Exhibit 4 · 10 year, 24 hour Precipitation Isopluvial; See Exhibit 5 · 100 year, 24 hour Precipitation Isopluvial; See Exhibit 6 The project precipitation data is as follows; Project Precips [2 yr] 2.25 in - [10 yr] 3.25 in [100 yr] 4.00 in 1. POST DEVELOPED CONDITIONS: The post-developed conditions are analyzed as impervious cover (See Figure 5- Post- Developed Conditions). The basin boundary is coincident with the asphalt cover. The following data from the History File of Waterworks for this project presents the parameters and results of the analysis: Drainage Area: Asphalt Hyd Method: SBUH Hyd Loss Method: SCS CN Number Peak Factor. 484.00 SCS Abs: 0.20 Storm Dur 24.00 hrs Area CN TC Pervious 0.0000 ac 0.00 0.00 hrs Impervious 3.3800 ac 98.00 0.02 hrs Total 3.3800 ac Supporting Data: Impervious CN Data: As-built Asphalt Area at Batch Plant 98.00 3.3800 ac Impervious TC Data: Flow type: Description: Length: Slope: Coeff: Travel Time Sheet Default- 5min. 100.00 ft 2.00% 0.0110 1.44 min TC of 1.44 min < 5 min, program will use a tc of 5 min in computations. 6 mo Flow Time Volume Summary: 1.1144 cfs 7.83 hrs 15107.26 cf - 0.3468 acft 2 yr Flow Time Volume Summary: 1.8153 cfs 7.83 hrs 24819.47 cf - 0.6698 acft 10 yr Flow Time Volume Summary: 2.6793 cfs 7.83 hrs 37031.62 cf- 0.8501 acft 100 yr Flow Time Volume Summary: 3.3225 cfs 7.83 hrs 46204.89 cf - 1.0607 acft ~ STORMWATER QUALITY ENHANCEMENT FACILITIES The stormwater quality enhancement facilities consist of four elements. The first stormwater quality enhancement feature is a catch basin filter insert (See Attachment 1 for specifications). The second feature is two oil water separators which are detailed in the attached engineering drawings. Both the inserts and the oil-water separators act as preventative agents against the release of petroleum products into the sedimentation trap and into the bioswale. The third feature is a sedimentation trap which will provide sediment storage as well as detention time for stormwater with suspended particulatgs, The fourth t~amre of the stormwater quality enhancement thcilities is a bioswale~ 'The bioswale is designed to treat thedesign storm event, the 10-year, 24-hour storm. In the event of a release to the bioswale, the grass cover will filter out petroleum products. IX. EROSION AND SEDIMENT CONTROL Erosion and Sediment Control is provided by paving the ground surfac~ surrounding the batch plant and FIlM maintenance operations. X. OPERATION AND MAINTENANCE RESPONSIBILITY FOR MAINTENANCE: The leaseholder is responsible for the maintenance, operation or repair of stormwater drainage system and Best Management Practices (BM/"s). Leaseholders shall maintain, operate and repair the stormwater management facilities in compliance with the requirements of this Manual. MAINTENANCE FREQUENCY: Stormwater facilities shall be inspected and maintained routinely and cleared of debris, sediment and vegetation when the functioning and/or design capacity of the facility is affected. Where insufficient maintenance is causing or contributing to a water quality problem, immediate action shall be taken to correct the problem. DISPOSAL OF WASTE FROM MAINTENANCE ACTIVITIES: Disposal of waste from maintenance activities shall be conducted in accordance with the minimum Functional Standards for Solid Waste Handling, Chapter 173-304 WAC, guidelines for disposal of waste materials from stormwater maintenance activities, and where appropriate, the Dangerous Waste Regulations, Chapter 173-303 WAC. In addition, the D.O.E. "Technical Manual" addresses disposal procedures. A. BIOFILTRATION SWALES: Biofiltration swales provide stormwater quality enhancement through filtration and absorption of pollutants, sediments and nutrients. Bioswales planted in grass must be mowed regularly during the growing season to promote growth and pollutant uptake. Fertilizing and watering ofbioswales may be required to ensure a vigorous and dense stand of grass. Mowing of the bioswale should not result in a grass height shorter than the design flow fbr the facility. For this project the minimum cutting height for mowing should be 5". In addition, the following tasks shall be accomplished; · Remove and dispose of cuttings promptly, so that no pollutants can enter downstream facilities or the receiving waters. · The mowing program should result in the grass height at the end of the growing season be 2 inches higher than the design flow depth. For this facility the grass height should be a minimum of 7 inches during the w/nter months. · Remove emergent wetland type plants from the bioswale at each mowing operation. · Remove sediments from the bioswale when the any of the following~ occurs; 1) sediment build up reaches a depth of 3 inches at any spot,'2) sediments cover the bioswale vegetation, or 3) sediment accumulation interferes with bioswale operation. If sediment removal leaves bare spots in the bioswale, re-seed the bare areas immediately with the appropriate grass mixture. tTE 4 Inspect bioswales at monthly and after each period of heavy runoff. Remove sediments, fertilize, and reseed as necessary. Avoid over fertilizing or introducing fertilizer to receiving water or ground water. · Clean curb cuts when soil, vegetation, or other matter interferes with runoff flow introduction to the bioswale. · Provide educational materials and information for employees and building occupants regarding the purpose and importance of proper maintenance of the bioswale. · Remove litter in order to keep bioswales attractive in appearance. · Roadside ditch cleaning should be based on an analysis of hydraulic necessity. Remove only the sediment necessary to restore needed hydraulic capacity, leaving vegetation in place to the maximum extent possible. See Attachment IV for Maintenance Guidelines, prepared by Kitsap County, for additional information and expectations regarding maintenance activities for bioswales. Adherence to these maintenance requirements is critical to the long-term performance of the bioswale. B. CATCH BASINS: Catch basins shall be inspected on a regular basis, at least monthly under heavy rainfall conditions and less frequently during dry weather. The most frequent problem encountered with catch basins is an accumulation of sediments inside the structure, blocking the flow to the outlet. To prevent this problem, these structures should be routinely cleaned out, particularly if sediments are within 6" of the outlet. C. SPILL CONTAINMENT OIL/WATER SEPARATORS: Spill Containment oil/water separators must be cleaned frequently to keep accumulated oil from escaping during storms. They must be cleaned by October 1 of each year to remove material that has accumulated during the dry season, and again after each significant storm. In addition, the following tasks shall be accomplished; · Weekly inspection for waste oil, residuals, and sedimentation accumulation. Verify the riser tee is plum and connection to outlet is secure and not leaking · Annual inspection of ladder or safety steps to ensure firm and solid connection to wall of unit. · Waste oil, residuals, and sediments removed from the facility will be disposed of in accordance with current Jefferson County Health District requirements, as well as with State and Federal law. · Standing water removed during the maintenance operation must be.-"- disposed of to a s_an. itary sewer at a discharge location approved by Jefferson County. · All standing water removed from the facility will be replaced with clean water. This must be done to prevent oil from passing through the outlet. See attached Maintenance Guidelines (Attachment 4) for additional information and expectations regarding maintenance of Spill Containment Oil/Water Separators. This 7 LO6 TEM _, , oil/water separator discharges to process water utilized in the rock washing operations. It is crucial that all potential oil spills be avoided and that prompt containment of any spills is effective to eliminate oil from entering the stormwater management system. D. SEDIMENTATION TRAP: The sedimentation trap is designed to collect sediments suspended in stormwater. The trap has a total useable depth of four feet. Inspect the trap monthly and remove sediments when they reach a depth of one foot. Disposal requirements are the same as listed above for Oil/water separators. FIGURE 1- VICINITY MAP LOG ~A"FC, I,-I PLANT- LAYOUT" FIGURE $ - SOILS MAP L.OG..· ~,TF_M I .>.,,,,"uq STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN Table m.1,6 Hydroioli¢ Soil Or~p~ fo~ ~oil~ in tho Puget ,%ound Ikiin Hydrologic ~U Hydrologic ~il Soil T~ O~p SoU T~g G~p A~ C Coimr C ~1 B Cus~r ND ~ C Da~ ND ~e~ C ~lphi D ~, ~ B ~k ND ~, Ev~.u B Di~ D ~ B ~ D ~ B ~ C ~ C ~k C ~u~a~ B ~d. ~ ~lfm C ~1 ~ ~lli~m D Ev~u A ~ll~m va~m C Evian D ~i~f~ 8 Galvin D ~ D O~hell A Bfi~m D Oiloo B ~o~oy C O~f~y D ~ B O~8~r A Ca~y C Om~ C Ca~y ND Ha~ ND Ca.carl B Hoko ND Ce~l~ B H~o. ND ~ehali8 B H~gda{ C Ci~ B Huel ND ~ C ~h~b ND Ch~ B Jom~ B C~ ~c~ va~k lu~ ND Hydrologic Soil Group Classifications A. (Low runoff potential). Soils havlRg high infiltration rates, even when thoroughly wetted, and consisting chiefly of deep, well-to-excessively drained sands or gravels. These soils have ~.high rate of water transmission. B. (Moderately iow runoff potential')? Soils having moderate infiltration rates when thoroughly we=ted, and consisting chiefly of moderately fine to moderately coarse textures. These soils have n moderate rate of water transmission. C. (Moderately high runoff potential). Soils having slow infiltration rates when thoroughly wetted, and consisting chiefly of soils with a layer that impedes downward movement of water, or soils with moderately fine to fine textures. These soils have a slow rate of water transmission. D. (High runoff potential). Soils having very slow infiltration rates when thoroughly wetted and c~nsisting chiefly of clay soils with'a h~gh swelling potential, soils with a per, anent high water table, soils wi~h-~ hardpan or clay layer at or near the surface, and shallow soils over nearly impervious material. These soils-have a very slow rate of water transmission. ~Data not currently available for this soil type. *From SCS, TR-55, Second Edition, June 1986, Exhibit A-1. Revisions made from SCS, Soil Interpretation Race=d, Form #5, September 1988 and various county sol' surveys. III-l-10 FEBRUARY, 199~ TEMEXHIBIT 1 - HYDROLOGIGAL SOIl GROUPS SCS Western Washington Runoff.Curve Numbers Runoff.curve humbert for selected agricultural, suburban, and urban land use for Type IA rainfall distribution, 24-hour store duration. (Published by SCS in 1982) LAND USE DESCRIPTION CURVE NUMBERS BY HYDROLOGIC SOIL GROUP A B C D Cultivated land ~: Winter condition 86 91 94 95 Mountain open areas: Low growing brush & grassland 74 82 89 92 Meadow or pasture: 65 78 85 89 Wood or forest lan,d: Undisturbed 42 64 76 81 Established second growth 4 48 68 78 83 Young second growth or brush 55 72 81 86 Orchard: With cover crop 81 88 92 94 Open spaces, lawns, parks, golf courses, cemeteries, landscaping Good condition: Grass cover on >.. 75% of area 68 80 86 90 Fair condition: Grass cover on 50-?5% of area 77 85 90 92 Gravel roads &.parking lots: 76 85 89 91 Dirt roads & parking lots: 72 82 87 89 Impervious surfaces, pa';'ement, roofs, etc. ~ 98 98 98 Open water bodies: Lakes, wetlands, ponds, etc. 100 100 100 100 Single family residential Dwelling unit/gross acre % Impervious ~ Separate curve number shall be 1.0 DU/GA 15 selected for pervious and impervious' 1.5 DU/OA 20 portions of thc site or basin. 2.0 DU/GA 25 2.5 DU/GA 30 :3.0 DU/GA 34 3.5 DU/GA 38 4.0 DU/GA 42 4.5 DU/GA 46 5.0 DU/GA 48 5.5 DU/GA 50 6.0 DU/GA 52 6,5 DU/GA 54 7,0 DU/GA 56 PUDs, condos, apartments, % impervious commercial businesses &: must be computed industrial areas For a more detailed description of agricultural land use curve numbers, refer to National Engineering Handbook, Sec 4, Hydrology, Chapter 9, August 1972. Assumes roof and driveway runoff, is dh'ected into street/storm system. The remaining pervious areas (lawn) are considered to be in good condition for these curve numbers. Modified by KCPW, 1995. EXHIBIT 2 - CURVE NUMBERS "n" AND "k" Values Used in Time Calculations for Hydrographs "ns" Sheet Fl°w Equation Manning's Values (for the initial 300 ft. of travel) ns Smooth surfaces (concrete, asphalt, gravel, or bare hand packed soil) 0.011 Fallow fields or loose soil surface (no residue) 0.05 Cultivated soil with residue cover (s< 0.20 f-t/fl) 0.06 Cultivated soil with residue cover (s > 0.20 fi/fi) 0.17 Short prairie grass and lawns 0.15 Dense grasses 0.24 Bermuda grass 0.41 Range (natural) 0.13 Woods or forest with light underbrush 0.40 Woods or forest with dense underbrush 0.80 *Manning values for sheet flow only, from Overton and Meadows 1976 (See TR-55, 1986) "k" Values Used in Travel Time/Time of Concentration Calculations Shallow Concentrated Flow (After the initial 300 ft,. of sheet flow, R = 0.1) ks 1. Forest with heavy ground litter and meadows (n = 0.10) 3 2. Brushy ground with some trees (n = 0.060) 5 3. Fallow or minimum tillage cultivation (n = 0.040) 8 4. High grass (n = 0.035) 9 5. Short grass, pasture, and lawns (n = 0.030) 11 6. Nearly bare ground (n = 0.025) 13 7. Paved and gravel areas (n = 0.012) 27 **Channel flow (intermittent) (At beginning of visible channels R = 0.2) kc 1. Forested swale with heavy ground litter (n = 0.10) 5 2. Forested drainage course/ravine with defined channel bed (n = 0.050)10 3. Rock-lined waterway (n = 0.035) 15 4. Grassed waterway (n = 0.030) 17 5. Earth-lined waterway (n = 0.025) 20 6. CMP pipe (n -- 0.024) 21 7. Concrete pipe (0.012) 42 8. Other waterways and pipe 0.508/n Channel Flow (Continuous stream, R -- 0.4) kc 9. Meandering stream with some pools (n = 0.040) 20 10. Rock-lined stream (n = 0.035) 23 11. Grass-lined stream (n = 0.030) .. ~ 27 12. Other streams, man-made channels and pipe 0.807/n** **See Table 7-3 for additional Mannings "n" values for open channels. EXHIBIT.5 - MANNING'S COEFFICIENTS STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN 124 123 122 121 49~ I . FRIDAY HARBOF; ! WASHINGTON 10 0 10 ~0 30 40 ; ' - ' ~ MILES Fisur125 - '~S' 'NOAA ATLAS 2, Volu/~ IX ISOPLUVIALS ( 2,YR 24-HR PRECIPITATI* N IN ~)y u.s~ Dep, rtrr~n! TE~HS OF A~ INCH , :' Ind Atmolp~r~ ~ Umtniltrlt~n ~e, ~e or,Hydrology i~e~r~ for U S ~n~nt of A~icu~ure. 124 123 122 121 ~~ ~BR~ L~ ITE~xHI~ 4 - ~ Y~, ~ HB. I~PL~IAL STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN 24 123 122 121 49.L ! I \ 'RT, MME ~UNT~ 17.5 AC~)MA WASHINGTON 10 0 10 20 30 40 ~ ,~ .... / PreDere~ by U.S, D~ertmeflt of Co'me,ce ISOPLUVIALS OF 10-YR 24-HR PRECIPITi lION Nlt~l~e'n<ln~AtmolD~ricA~mini,trlt~ IN TENTHS OFJAN INCH Nit.nil Welther ~ice, ~e of Hyarololy 124 123 ]22 121 HXHIB~ 5- ~0 Y~., 24 H~. IBOPLUVIAt STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN 124 123 122 121 lO ~ 15. I I00, IOl~, : I' ' WASHINGTON 10 0. 10 20 30 40 i Figure 30 / - i NOAA ATLAS 2, Volume IX J ISOPLUVIALSriff IO0.YR 24.HR PRECIPITATION , Pre~r~ by U.,~ I:~i~..~m of Cdmmerce : Nltlonll Ocemmc end Atmompher~c N~ministrlflOn , IN TENTHS OF~AN INCH Nltmnll Welther Service, Off,ce ofjH¥clrolol¥ · / Preper~ for U.S. Oepertment of A~iculture e I~ ~oil Conse~vltion 5erwce, £nllne~nl DiVilmn 124 123 122 12i III-1-46 FI~ BRUA,RY, 1992 EXHIBIT 6 - 100 YR., 24 HR./SOPLUVIAL LOG ITEM ~,.~,,,, ~g.~.~. _ ATTACHMENT 1 CATCH BASIN FILTER SPECIFICATIONS LOG, iTEM NONPOINT SOURCE POLLUTION CONTROL PRODUCTS The SI reamGuard line of producls incorporates innovalive designs and new technologies Io provide efficienl, cost effeclive sol ut ions. ~lcnsi~'olylesl~ nnd engineered, each dcvicc is d~ign~ {o mm~vc poflulanls from ~nlam inal~ wa~cr. StreamGuard Oil & Grease Catch Basin insert (#300 mo )(#3o2 ~iYlt NEW NON-LEACHINO CO-POLYMER ABSORBENT~ ~is oil-only mo~ei is equyped wifl~ an oil ~bso~ent polymer. Unlike ~mm~ adsorbents, rite oleophilic S~rcamOu~rdm polvmennedia will nol de{edo~te c. · ~l~se ab~o~ hydmca~0n~, As contaminat~ water flowsthrough gcotexfilc Eab~c abso~s oil and rc~ainssediment. Once contaminants have a~umu- lated, lhe body of the unil ~llswhh con{amina{~ water and s~iment is collected in {he bottom of the inscm Floafingoil and grease arc abso~ by rite SlrcamOuard Co- Polymer contained in a screen bag fixed wil,hin fl~c uniL Great ~or parking lots and vehicle stooge areas. FITS ANY SIZ~ CATCH BASIN UP TO 30"x 40"! I/pack 2.Glbs. NOTE: Reuse oFIhc °il unil is not recommended duc 1o fire polenlial lot release ofcaplured oil{l~at is absorbed in'tim insc~ fabric. Ifha~rdous m~cHals arc bo present in rite s~onmva~cr, disposal ohhe insets should be in accordm~cc wifl~ local environmental regulations, INSq'A I.I~TI O N: I) Remove catch.basin grating 2) Clenn dlr{ ~nd debris from Adaptorski~ grating ledge. ([or ~ p=r~c~ Rclricval strap 3) Lay S,reamOuard inset, ove~ fi')~ fl~e ea~eh basin opening wifi~ 48" . the bag side of lhe inse~ inside 36" the basin. 4) Replace lhe grating, pinching Ihe,insefl ~abfie betw~n tlie grating and lhe catch basin. 5) Cm fl~e excess fabric offwith abladckoirc. A3~ofiveinch ~ I disch~~~/~ Oo~pass wide a,~p or ~abdc should be ~eol=t~~~~ak morm 24" left around the outside o~flte fabdc ~ volumes) ~ting ifin~, is Io be ~us~. ~AIHTEHANCE: ~e Str~mGua~ inserts foroil =e d~i~med to o~te ~or up to 3 {o 6 monlhs under no~al ~ndifio~. Where Oil abso~en{ h~vy oil ~or s~iment contamination . . co~ol~ner Sedimen{ a~umulati~ em p~sent fl~e unitwill have a md~ ~ life expectancy. ~e a~umulafion o~ FRODU~ SeECIFICATIOHS ~iment can ~ dete~in~ ~y probing ~ ~ Value with a ya~ stick. When lbo unit has Fabric_Weight ~ ~5261 o~yd= 8.0 ~llec~M about 6 inches ofs~iment it is Thickness ~ D-5199 mils 145 ~mme~ded flint it be replace. ~m Water Flow Ra{e ASTM D~91 ~m/fl= 120, unit should also be~placed if flee oil ~n Total Surface Area by measuremenl square feet 18 ~ ~en floating on limewater in lhe bag. it Permeability ASTM D4491 c~gc .5 is ~ommended flm~ lhe inserts be U.V. Resistance ASTM D4355 % 70 · ~te Iolal wa{~ flow role Ihmugh Ihe regularly inspected and obsemafions l~lmalely2,0gp,,t' . [ns~inne,v~ndil~ni, lnex.sof,~gpm. ~eove~wm= logged as a besl management p~cti~.LOG ~g shee~ is inelud~ wifl~ ~eh unit~ ~ For AdditionRI hffonnafion &Our Cu~nl Product Catalog ..... Oil Grease Insert Maintenance Log It is r~commcnded that inserts be monitored once a month under normal conditions, Where Imavy rain or snowfall is present or where large volumes ofoil or sediment arc an issue inserts should be monitored more frequently, GENERAL COMPANY INFORMATION: ;)ATE: TECHNICIAN: SUPERVISOR FACILITY: -' STREET ABDRESS: · CI~, STATE ZIP: CONTACT PHONE NUMBER: . ( ) . CONTACT NAME: 24.HOURCONTACT NUMBER: ( ) . ' Date Rainfall since Amount of Square Feet.of drainage Obse~ations &.Gommen~ last inspection sediment present area for this Catch Basin (~) (in inches) in unit (in inches), ~ppcars more than 7~% soaked ~{~ oil ancot if th~ ~{icr pack is completely swel{cd to doub{c ri~inal size, rep{acemeni is recommended. If thc Sediment unit h~ 5+ inches ofsedim~ni, thc unii shou{d bc emptied and rcinsta{[~. REORDER INFORMATION Oompl~te th~ form below and fax to (888) 234-3677 or order on-linc at: www,fossenv.com 24-hours a day. Call (800) 909-36?7 for ~sistance from 6:00a.m, to 6:00 p,m. Monday-Friday PST. Foss Nam~escfiptlon Quantl~ Unit P~ce ~ended Bill To/S~ip To: ' Pmdp~ ~ Pdce ' ~1 ~ & O~se In~d $ 93 Nam~mpany: , Address: Ci~, Slate Zip: ...... ~one (must {n~ude): ..... UPS Ground_, _ ~ Day ~r ,, Ne~ay · oderoate: UPS ~e~ht ~arg~ will ~ ~epaid'and ~HOD OF PAYMENT: ~ Customer Purchase Order PO ~ * Note: Our te~s are Net 30 days ~ Credit Card Credit Card ~ Expiration Date: CardType: ~ ~sa ~ Master. rd ~ Amed~n ~press CardholdeFs Name: ATTACHMENT 2 POND VOLUME CALCULATIONS JOB NO. 122A PROJECT: SHINE GRAVEL PIT BY: ASL CLIENT: ACE PAVING/FRED HILL MATERIALS DATE APRIL 21,00 ft. sq. ft. ft. END AREA cu. ft. SUMMATION 303,5 590 0.5 961.5 480.75 480.75 304 1333 2 2315.5 4631 5111,75 306 3298 1,5 4199.5 6299.25 11411.00 307.5 5101 ATTACHMENT 3 BIOSWALE DESIGN WORKSHEET Job No. 122A Project Name ACE PAVING AT SHINE PIT By: ASL Client FRED HILL MATERIALS Date: 4124/00 Q=(l.486/n)*A*R^2/3*S ^112 where: Q= Flow Rate, in cfs input: B= 4 ft. V= Velocity, in fps S= 0.01 ft./ff. n= Roughness coefficient, Q 10 yr= 2.68 cfs A= Area of cross section, in sf Q 100yr= 3.32 cfs R= Hydraulic Radius S= Slope, in f/f calculate: requirements: n= 0.07 Q Design= Q 10 year 2.68 3 to 1 sideslopes (see p. 13, Storm Drainage Report) Q match d A R V find: Q 2.680 cfs 0.194 0.100 0.430 0.098 0.450 select: V= 1.160 fps 0.649 0.200 0.920 0.192 0.705 check: V<1.5 fps YES 1.344 0.300 1.470 0.283 0.914 2.281 0.400 2.080 0.371 1.097 Length = 200 ft 2.726 0.440 2.341 0.406 1.164 3.469 0.500 2.750 0.458 1.262 4.921 0.600 3.480 0.544 1.414 requirements: n= 0.04 Q match d A R V check stability: 0.104 0.050 0.208 0.049 0.500 0.339 0.100 0.430 0.098 0.788 0.684 0.150 0.668 0.145 1.025 find: Q 100yr 3.320 cfs 1.136 0.200 0.920 0.192 1.234 check: V<3.0 ? YES 1.691 0.250 1.188 0.238 1.424 d<1.0 ? Y~ES 3.368 0.365 1.860 0.341 1.811 4.275 0.415 2.177 0.3_8_5 1.964 5.292 0.465 2.509 0.428 2.110 6.423 0.515 2.856 0.471 2.249 Design: Total depth of bioswale = Max. d + 1.0' = 1.37 feet