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HomeMy WebLinkAboutStormwater and Erosion Control Site Plan - PLN General PLANNING STORMWATER AND EROSION/SEDIlAENT CONTROL SITE PLAN for COOPER'S FUEL Log Yard Road NE Belfair, Washington Located in Section 21,T.23N.,RAW.,W.M.,Mason County,WA LOT 5 of OVERTON LARGE LOT SUBDIVISION Prepared for Owner: DAVE COOPER 3236 Wheaton Way Bremerton,WA 98310 (360)377-4100 Prepared by: A ARLEY L.YOUNG,CONSULTING ENGINEER P.O.Boa 1343 Shelton WA 98584 (360) 426-7475 Project No.2003-20 August 27,2003 t Cooper's Fuel ATTACHMENTS Marley L Young Codling Engine=g Project No.2003-20 Cooper's Fuel DECLARATION OF COVENANTS ASSOCIATED WI'M PRIVATELY MAINTAINED STORM DRAINAGE FACILITIES (Copy of unsigned document) Marley L.Young,Consulting Engineering Project No.2003 20 RETURN ADDRESS GRANTOR(S)(Last,First and Middle Initial) Dave Cooper Cooper.Dave 3236 Wheaton Way Bremerton,WA 98310 GRANTEE: MASON COUNTY DEPARTMENT OF PUBLIC WORKS DECLARATION OF COVENANTS ASSOCIATED WITH PRIVATELY MAINTAINED STORM DRAINAGE FACILITIES Declaration of Covenant In consideration of approval of the development known as Cooper's Fuel,relating to real property legally E described as follows: Lot 5 of Survey recorded under Auditor's File 1773853 Records of Mason County Washington and being a portion of the NE%of the SE%of Section 21,Township 23 North,Range 1 West, W.M.,Mason County,Washington County Assessor's Property Tax Parcel Number 1232175 00050 The undersigned,as owner(s),covenant and agree that: 1. If at any time Mason County reasonably determines that maintenance or repair work is required to be done to the existing,approved storm drainage facilities installed on the property described above and located outside of any public right of way(which will mean repair and/or clean out of the existing system only to the same standards as originally installed and approved),the Director of the Department of Public Works shall give the current owners seven days notice that the County intends to perform such maintenance or repairs,or to have them performed by others. If the current owners have not completed or are not diligently pursuing the repair or maintenance of the system and it becomes necessary for Mason County to perform the work,the current owners will assume responsibility for the cost of such maintenance or repair and will reimburse the County within thirty days of receipt of the invoice. Overdue payments will require payment of interest at the current legal rate for liquidated judgments,and any costs or fees incurred by the County,should any legal action be required to collect such payments,will be borne by the parties responsible for said reimbursements. 2. If at any time Mason County reasonably determines that the existing and approved storm drainage system on the property poses a hazard to life and limb,or endangers property,or adversely affects the safety and operations of a public way,due to failure,damage or non-maintenance of the existing on-site storm system,and that the situation is so adverse as to prechxle written notice to said owners,the Director of the Department of Public Works may take the measures necessary to eliminate the hazardous situation (which will mean repair or clean out of the existing system only to the same standards as originally installed and approved)provided the Director has first made a reasonable effort to locate said owner before acting. The current owners will assume responsibility for the cost of such maintenance or repair,and will reimburse the County within thirty days of receipt of the invoice. Overdue payments will require payment of interest at the current legal rate for liquidated judgments,and any costs or fees incurred by the County, should any be borne by the parties responsible for said reimbursements. 3. The owner shall keep the Mason County Public Works Department informed at all times as to the name,address and telephone number of the contact person responsible for the performance of maintenance or repair work to the storm drainage facilities. These covenants are intended to protect the value and desirability of the real property described above,and to benefit all the citizens of Mason County.They shall run with the land and be binding on all parties having or acquiring from the current owners or their successors,any right,title or interest therein, and to the benefit of all the citizens of Mason County. Signature Signature Owner Owner Address Address City,State,Zip City,State,Zip Phone: Phone: STATE OF WASH NGTON, ss. (INDIVIDUAL ACKNOWLEDGMENT) County of MASON Notary Public in and for the State of Washington,residing at do hereby certify that on this day of .200 personally appeared before me to me known to be the individual described in and who executed the within instrument and acknowledged that signed and sealed the same as flee and voluntary act and deed for the uses and purposes herein mentioned. GIVEN UNDER MY HAND AND OFFICIAL SEAL this day of ,200_. Notary Public in and for the State of Washington,residing at in said County. My Commission expires Cooper's Fuel SUPPORTING E CALCULATIONS Maley L.Young,Consulting Engineering Project No.2003-20 N ' W N < Z g o< N ic, N F- ZZ n i a o S0032'13"E 1292 W 686.10' 606.30' 29Q.7 in C'2i aa � 6p, O t . , � 15 SQ032'13'E 50032'13'E I ` -�a�o a Q4&, 6� � g� a. ,'; I SOo32'13'E 1 a 371.08' Jotr, — :z % - .I aodfS U)fox t�W EW i_ 1 -j IqO N < .tovt i ( N • .i010££ .£ '9t£ ' .8Z1►95 w 6rg1'� f jam-- x ,cr9os� �„zao�oos o N LN3?43M avow aLVAIaa ONILSW3 t .�orow b 8 S Mt (IOU CWA 00-1 \a N W9 O $ W ! ,9£'££9Z n w m ti \ M.to,0�00S N rn � � a U) N wZ r p�5 UNNZs • a � V 1y ZOgN NN 2 CD S UV3�2 _ ��F UO �.NZ Zd. �d. �5( Z N z a N ��c14 V 1)owi3 F,8 \ • O >OV o m o ! C.) r U INFILTRATION RATE File# 03407-6 Project: Dave Cooper Date: 6-26-03 Client: Marley Young Source: Sample ID: Location: Belfair Technician: Dale&Travis Hole#1 Time/Min. Depth/In. 6 7" 10 20 30 40 50 60 Pere rate: In sandy soils in which the first 6 inches of water added after soaking period seeps away in less than 30 minutes, the water level measurements are made at 10 minute intervals for a one-hour period. The last water level drop is used to calculate the percolation rate. 10011 Blomberg Sheet SW,Olympia,WA 98512 Phone#:(360)754-4612 Fax#:(360)754-4848 REVIEW OF PIPE SIZE.PIPE SLOPE AND MAXIMUM VERSUS ACTUAL CFS 1 A PIPES RUNNING 110%FULL E F USING PVC ti PIPE I 2 Pi that run at 80%full run at full ca Revised 1/16/98 3 4 41.48W6/n *Rh"2f3 * S"1/2*Area = area of water in i 5 S"1/2 = s of i fVft to the 12 8 Rh"213 = h dralk radius to the 2/3ower 7 1.486/n I n= UM13 then 1.486/n= 114.3077 8 ce g R WETTED PERIMERTER AND HYDRAULIC RADIUS 10 OF PARTIALLY FILLED CIRCULAR PIPE 11 Section 7.3 a 138 Book-H raulle of Culverts by Hendrickson Jr 12 Published b the American Concrete PlIpe Association 1951 13 14 d/D = 0.8 80% of the diameter filled with water 15 area/D"2 = 0.6736 factor when d/D= 0.8 18 Wet ./D = 2.2143 factor when d/D= 0.8 17 h d.rad./D = 0.3042 factor when d/D= 0.8 18 then 19 Pipe o= V- pipe slopeQ V 20 Diam. MR cfs velocity Diam ft/ft cfs Velocity Y1 3 0.01 0.086 2.0501 4 0.006 0.144 1.9239 22 3 0.01 0.086 2.0501 4 0.007 0.156 2.0780 23 3 0.015 Q.106 2.5108 4 0.01 0.186 2.4837 24 3 0.02 0.122 2.8992 4 0.016 0.228 3.0419 25 3 0.03 0.149 3.5508 4 0.02 0.263 3.5125 25 3 0. 44 0.173 4.1001 4 0.026 0.294 3.9271 27 3 0.05 0.193 4.5841 4 0.03 0.322 4.3019 28 3 0.06 0.211 5.0216 4 0.07 0.492 6.5713 29 3 0.07 0.228 5.4240 4 0.11 0.617 8.2376 30 31 6 0.004 0.347 2.0587 8 0.003 0.647 2.16W 32 8 0.0065 0.442 2.6243 8 0.0045 0.792 2.6454 33 8 0.0095 0.634 3.1726 8 0.01 1.181 3.9436 34 6 0.01 0.548 3.2550 8 0.015 1.446 4.8299 35 6 0.016 0.671 3.9866 8 0.0166 1.521 5.0809 36 6 0.02 0.776 4.6033 8 0.027 1.940 6.4800 37 6 0.03 0.949 5.6379 8 0.04 2.361 7.8871 38 6 0.04 1.096 6.5101 8 0.05 2.640 8.8181 39 6 0.05 1.226 7.2785 8 0.06 2.892 9.6597 40 41 10 0.001 0.677 1.4472 12 0.01 3.481 6.1682 42 10 0.005 1.514 3.2360 12 0.015 4.264 6.3298 43 10 0.008 1.915 4.0933 12 0.01 3.481 5.1682 44 10 0.01 2.141 4,6766 12 0.02 4.923 7.3090 45 10 0.02 3.027 6.4721 12 0.03 6.030 8.9517 48 47 18 0.06 22.954 15.1464 18 0.03 17.780 11.7316 48 18 0.01 10.265 6.7732 18 0.04 20.531 13.5465 4g 18 0.02 14.518 9.5788 18 0.05 22.954 15.1454 50 8/27/03 10:3 :23 am Marley Young Engineer page 1 DAVE COOPER'S Lot 5 Development Catigory V, Industrial Type I Infiltration/Retention Pond Proj 2003-20 BASIN SUMMARY BASIN ID: AAA NAME: 1/2 YR UNDEVELOPED SBUH METHODOLOGY TOTAL AREA. . . . . . . : 5.00 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE. . . . : TYPEIA PERV IMP PRECIPITATION. . . . : 2.24 inches AREA. . : 0.00 Acres 5.00 Acres TIME INTERVAL. . . . : 5.00 min CN. . . . : 0.00 81.00 TC. . . . . 0.00 min 55.63 min ABSTRACTION COEFF: 0.20 TcReach - Sheet L: 250.00 ns:0.1300 p2yr: 3.50 s:0.0200 TcReach - Shallow L: 125.00 ks:3 .00 s:0.1000 impTcReach - Sheet L: 250.00 ns: 0.4000 p2yr: 3 .50 s:0. 0200 impTCReach - Sheet L: 125.00 ns:0.4000 p2yr: 3.50 s:0.1000 PEAK RATE: 0.35 cfs VOL: 0.31 Ac-ft TIME: 540 min BASIN ID: BBB NAME: 2 YR UNDEVELOPED SBUH METHODOLOGY TOTAL AREA. . . . . . . : 5.00 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE. . . . : TYPEIA PERV IMP PRECIPITATION. . . . : 3.50 inches AREA. . : 0.00 Acres 5 .00 Acres TIME INTERVAL. . . . : 5.00 min CN. . . . : 0.00 81.00 TC. . . . . 0.00 min 55.63 min ABSTRACTION COEFF: 0.20 TcReach - Sheet L: 250.00 ns:0.1300 p2yr: 3 .50 s:0.0200 TcReach - Shallow L: 125.00 ks:3 .00 s:0.1000 iMpTCReach - Sheet L: 250.00 ns:0.4000 p2yr: 3 .50 s:0.0200 impTCRReaCh - Sheet L: 125.00 ns:0.4000 p2yr: 3.50 s:0.1000 PEAK RATE: 0.99- cfs VOL: 0.70 Ac-ft TIME: 485 min BASIN ID: CCC NAME: 10 YR UNDEVELOPED SBUH METHODOLOGY TOTAL REA. . . . . . . : 5.00 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE. . . . : TYPEIA PERV IMP PRECIPITATION. . . . : 4.75 inches AREA. . : 0.00 Acres 5 .00 Acres TIME INTERVAL. . . . : 5.00 min CN. . . . : 0.00 81.00 TC. . . . . 0.00 min 55.63 min ABSTRACTION COEFF: 0.20 TcReach - Sheet L: 250.00 ns:0.1300 p2yr: 3 .50 s:0.0200 TcReach - Shallow L: 125.00 ks:3 .00 s:0.1000 impTcReach - Sheet L: 250.00 ns:0.4000 p2yr: 3.50 s:0.0200 impTcReach - Sheet L: 125.00 ns:0.4000 p2yr: 3.50 s:0.1000 PEAK RATE: 1.77 cfs VOL: 1.14 Ac-ft TIME: 485 min 8/27/03 10:3:23 am Marley Young Engineer page 2 DAVE COOPER-s Lot 5 Development Catigory V, Industrial Type I Infiltration/Retention Pond Proj 2003-20 BASIN SUMMARY BASIN ID: DDD NAME: 100 YR UNDEVELOPED SBUH METHODOLOGY TOTAL AREA. . . . . . . : 5.00 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE. . . . : TYPEIA PERV IMP PRECIPITATION. . . . : 6.75 inches AREA. . : 0.00 Acres 5.00 Acres TIME INTERVAL. . . . : 5.00 min CN. . . . : 0.00 81.00 TC. . . . . 0.00 min 55.63 min ABSTRACTION COEFF: 0.20 TcReach - Sheet L: 250.00 ns:0.1300 p2yr: 3.50 s:0.0200 TcReach - Shallow L: 125.00 ks:3.00 s:0.1000 impTcReach - Sheet L: 250.00 ns:0.4000 p2yr: 3 .50 s:0.0200 impTcReach - Sheet L: 125.00 ns:0.4000 p2yr: 3 .50 s:0.1000 PEAK RATE: 3 .11 cfs VOL: 1.89 Ac-ft TIME: 485 min BASIN ID: aaa NAME: 1/2 YR DEVELOPED SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1.00 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE. . . . : TYPEIA PERV IMP PRECIPITATION. . . . : 2.24 inches AREA. . : 1.00 Acres 0.00 Acres TIME INTERVAL. . . . : 5.00 min CN. . . . : 89.00 0.00 TC. . . . . 10.00 min 0.00 min ABSTRACTION COEFF: 0.20 TcReach - Sheet L: 250.00 ns:0.1300 p2yr: 3.50 s:0.0200 TcReach - Shallow L: 125.00 ks:3 .00 s:0.1000 impTcReach - Sheet L: 250.00 ns:0.0110 p2yr: 3.50 5:0.0200 impTcReach - Sheet L: 125.00 ns:0.4000 p2yr: 3.50 s:0.1000 PEAK RATE: 0.26 cfs VOL: 0.10 Ac-ft TIME: 480 min BASIN ID: bbb NAME: 2 YR DEVELOPED TO RD BUFFER SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1.00 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE. . . . : TYPEIA PERV IMP PRECIPITATION. . . . : 3 .50 inches AREA. . : 1.00 Acres 0.00 Acres TIME INTERVAL. . . . . 5.00 min CN. . . . . 89.00 0.00 TC. . . . . 10.00 min 0.00 min ABSTRACTION COEFF: 0.20 TcReach - Sheet L: 250. 00 ns:0.1300 p2yr: 3 .50 s:0.0200 TcReach - Shallow L: 125.00 ks:3.00 s:0.1000 impTcReach - Sheet L: 250.00 ns:0.0110 p2yr: 3.50 s:0.0200 impTcReach - Sheet L: 125.00 ns:0.4000 p2yr: 3.50 s:0.1000 PEAK RATE: 0.53 cfs VOL: 0 .20 Ac-ft TIME: 480 min 8/27/03 10:3:23 am Marley Young Engineer page 3 DAVE COOPER's Lot 5 Development Catigory V, Industrial Type I Infiltration/Retention Pond Proj 2003-20 --------------------------- BASIN SUMMARY BASIN ID: ccc NAME: 2 YR DEVELOPED TO RD BUFFER SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1.00 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE. . . . : TYPEIA PERV IMP PRECIPITATION. . . . : 4.75 inches AREA. . : 1.00 Acres 0.00 Acres TIME INTERVAL. . . . : 5.00 min CN. . . . : 89.00 0.00 TC. . . . . 10.00 min 0.00 min ABSTRACTION COEFF: 0.20 TcReach - Sheet L: 250.00 ns:0.1300 p2yr: 3.50 s:0.0200 TcReach - Shallow L: 125.00 ks:3.00 s:0.1000 impTcReach - Sheet L: 250.00 ns:0.0110 p2yr: 3 .50 s:0.0200 impTcReach - Sheet L: 125.00 ns:0.4000 p2yr: 3 .50 s:0.1000 PEAR RATE: 0.80 cfs VOL: 0.29 Ac-ft TIME: 480 min BASIN ID: ddd NAME: 2 YR DEVELOPED TO RD BUFFER SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1.00 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE. . . . : TYPEIA PERV IMP PRECIPITATION. . . . : 5.75 inches AREA. . : 1.00 Acres 0.00 Acres TIME INTERVAL. . . . . 5.00 min CN. . . . . 89.00 0.00 TC. . . . . 10.00 min 0.00 min ` ABSTRACTION COEFF: 0.20 TcReach - Sheet L: 250.00 ns:0.1300 p2yr: 3 .50 s:0.0200 TcReach - Shallow L: 125.00 ks:3.00 s:0.1000 impTcReach - Sheet L: 250.00 ns:0.0110 p2yr: 3.50 s:0.0200 impTcReach - Sheet L: 125.00 ns:0.4000 p2yr: 3.50 s:0.1000 PEAK RATE: 1.23 cfs VOL: 0.45 Ac-ft TIME: 480 in 8/27/03 10:6:43 am Marley Young Engineer page 1 DAVE COOPER'S Lot 5 Development Catigory V, Industrial Type I Infiltration/Retention Pond Proj 2003-20 BASIN SUMMARY BASIN ID: AA NAME: 1/2 YR UNDEVELOPED SBUH METHODOLOGY TOTAL AREA. . . . . . . : 4.02 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE. . . . : TYPEIA PERV IMP PRECIPITATION. . . . : 2 .24 inches AREA. . : 0.00 Acres 4.02 Acres TIME INTERVAL. . . . : 5 .00 min CN. . . . : 0.00 81.00 TC. . . . . 0.00 min 55.63 min ABSTRACTION COEFF: 0.20 TcReach - Sheet L: 250.00 ns:0.1300 p2yr: 3.50 s:0.0200 TcReach - Shallow L: 125.00 ks:3 .00 s:0.1000 impTcReach - Sheet L: 250.00 ns:0.4000 p2yr: 3.50 s:0.0200 impTcReach - Sheet L: 125.00 ns:0.4000 p2yr: 3.50 s:0.1000 PEAR RATE: 0.28 cfs VOL: 0.25 AC-ft TIME: 540 min BASIN ID: BB NAME: 2 YR UNDEVELOPED SBUH METHODOLOGY TOTAL AREA. . . . . . . : 4.02 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE. . . . : TYPEIA PERV IMP PRECIPITATION. . . . : 3.50 inches AREA. . : 0.00 Acres 4.02 Acres TIME INTERVAL. . . . . 5.00 min CN. . . . . 0.00 81.00 TC. . . . . 0.00 min 55.63 min ABSTRACTION COEFF: 0.20 TcReach - Sheet L: 250.00 ns:0.1300 p2yr: 3.50 s:0.0200 TcReach - Shallow L: 125 .00 ks:3.00 s:0.1000 impTcReach - Sheet L: 250.00 ns:0.4000 p2yr: 3.50 s:0.0200 impTcReach - Sheet L: 125.00 ns:0.4000 p2yr: 3.50 s:0.1000 PEAK RATE: 0.80 cfs VOL: 0.57 Ac-ft TIME: 485 min BASIN ID: CC NAME: 10 YR UNDEVELOPED SBUH METHODOLOGY TOTAL AREA. . . . . . . : 4.02 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE. . . . : TYPEIA PERV IMP PRECIPITATION. . . . : 4.75 inches AREA. . : 0.00 Acres 4.02 Acres TIME INTERVAL. . . . : 5.00 min CN. . . . : 0.00 81.00 TC. . . . . 0.00 min 55.63 min ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 250.00 ns:0.1300 p2yr: 3 .50 s:0.0200 TcReach - Shallow L: 125.00 ks:3 .00 s:0.1000 impTcReach - Sheet L: 250.00 ns:0.4000 p2yr: 3 .50 s:0.0200 impTcReach - Sheet L: 125.00 ns:0.4000 p2yr: 3 .50 s:0.1000 PEAK RATE: 1.42 cfs VOL: 0.92 Ac-ft TIME: 485 min 8/27/03 10:6:43 am Marley Young Engineer page 2 DAVE COOPER's Lot 5 Development Catigory V, Industrial Type I In€iltration/Retention Pond Proj 2003-20 BASIN SUMMARY BASIN ID: DD NAME: 100 YR UNDEVELOPED SBUH METHODOLOGY TOTAL AREA. . . . . . . : 4.02 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE. . . . : TYPEIA PERV IMP PRECIPITATION. . . . : 6.75 inches AREA. . : 0.00 Acres 4.02 Acres TIME INTERVAL. . . . : 5.00 min CN. . . . : 0.00 81.00 TC. . . . . 0.00 min 55.63 min ABSTRACTION COEFF: 0.20 TcReach - Sheet L: 250.00 ns:0.1300 p2yr: 3.50 s:0.0200 TcReach - Shallow L: 125.00 ks:3.00 s:0.1000 impTcReach - Sheet L: 250.00 ns:0 .4000 p2yr: 3 .50 s:0.0200 impTcReach - Sheet L: 125.00 ns:0.4000 p2yr: 3 .50 s:0 .1000 PEAK RATE: 2.50 cfs VOL: 1.52 Ac-ft TIME: 485 min BASIN ID: as NAME: 1/2 YR DEVELOPED SBUR METHODOLOGY TOTAL AREA. . . . . . . : 4.09 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE. . . . : TYPEIA PERV IMP PRECIPITATION. . . . : 2.24 inches AREA. . : 4.02 Acres 0.07 Acres TIME INTERVAL. . . . : 5.00 min CN. . . . : 89.00 98.00 TC. . . . : 15.31 min 15.31 min ABSTRACTION COEFF: 0.20 TcReach - Sheet L: 250.00 ns:0.1300 p2yr: 3 .50 s:0.0200 TcReach - Shallow L: 125.00 ks:3.00 s:0.1000 impTcReach - Sheet L: 250.00 ns:0.0110 p2yr: 3 .50 s:0 .0200 impTcReach - Sheet L: 125.00 ns:0.4000 p2yr: 3.50 s:0.1000 PEAK RATE: 1.01 cfs VOL: 0.42 AC-ft TIME: 480 min BASIN ID: bb NAME: 2 YR DEVELOPED SBUH METHODOLOGY TOTAL AREA. . . . . . . : 4.09 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE. . . . : TYPEIA PERV IMP PRECIPITATION. . . . : 3.50 inches AREA. . : 4.02 Acres 0.07 Acres TIME INTERVAL. . . . : 5.00 min CN. . . . : 89.00 98.00 TC. . . . : 15 .31 min 15.31 min ABSTRACTION COEFF: 0.20 TcReach - Sheet L: 250.00 ns:0.1300 p2yr: 3 .50 s:0.0200 TcReach - Shallow L: 125.00 ks:3 .00 s:0.1000 impTcReach - Sheet L: 250.00 ns:0.0110 p2yr: 3.50 s:0.0200 impTcReach - Sheet L: 125.00 ns:0.4000 p2yr: 3 .50 s:0.1000 PEAR RATE: 2.03 cfs VOL: 0.81 Ac-ft TIME: 480 min 8/27/03 10:6:43 am Marley Young Engineer page 3 DAVE COOPER'S Lot 5 Development Catigory V, Industrial Type I Infiltration/Retention Pond Proj 2003-20 -------------- BASIN SUMMARY BASIN ID: cc NAME: 2 YR DEVELOPED SBUH METHODOLOGY TOTAL AREA. . . . . . . : 4.09 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE. . . . : TYPEIA PERV IMP PRECIPITATION. . . . : 4.75 inches AREA. . : 4.02 Acres 0.07 Acres TIME INTERVAL. . . . : 5.00 min CN. . . . : 89.00 98.00 TC. . . . . 15.31 min 15.31 min ABSTRACTION COEFF: 0.20 TcReach - Sheet L: 250.00 ns:0.1300 p2yr: 3 .50 s:0.0200 TcReach - Shallow L: 125.00 ks:3 .00 s:0.1000 impTcReach - Sheet L: 250.00 ns:0.0110 p2yr: 3 .50 s:0.0200 impTcReach - Sheet L: 125.00 ns:0.4000 p2yr: 3 .50 s:0.1000 PEAK RATE: 3 .08 cfs VOL: 1.21 Ac-ft TIME: 480 min BASIN ID: dd NAME: 2 YR DEVELOPED SBUH METHODOLOGY TOTAL AREA. . . . . . . : 4.09 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE. . . . : TYPEIA PERV IMP PRECIPITATION. . . . : 6.75 inches AREA. . : 4.02 Acres 0.07 Acres TIME INTERVAL. . . . : 5.00 min CN. . . . : 89.00 98.00 TC. . . . . 15.31 min 15.31 min ABSTRACTION COEFF: 0.20 TcReach - Sheet L: 250.00 ns:0.1300 p2yr: 3.50 s: 0.0200 TcReach - Shallow L: 125.00 ks:3 .00 s:0.1000 impTcReach - Sheet L: 250.00 ns:0.0110 p2yr: 3 .50 s:0.0200 impTcReach - Sheet L: 125.00 ns:0.4000 p2yr: 3 .50 s:0.1000 PEAK RATE: 4.76 cfs VOL: 1.87 Ac-ft TIME: 480 min 8/27/03 10:6:43 am Marley Young Engineer page 4 DAVE COOPER-s Lot 5 Development Catigory V, Industrial Type I Infiltration/Retention Pond Proj 2003-20 STAGE STORAGE TABLE TRAPEZOIDAL BASIN ID No. TT Description: tpond Length: 100.00 ft. width: 36.00 ft. Side Slope 1: 3 Side Slope 3: 3 Side Slope 2 : 3 Side Slope 4: 3 Infiltration Rate: 6.00 min/inch BMW <----STOP-AM----> 8TAE <----STORJM----> STINGS <----STOP-%=----> STIM <----STOV-%=----> (ft) ---cf--- --AC-Ft- (ft) ---Cf--- --AC-Ft- (ft) ---cf--- --AC-Ft- (ft) ---cf--- --AC-Ft- -.......==................................ ............-*-............... 100.00 0.0000 0.0000 101.05 4244 0.0974 102.10 9470 0.2174 103.15 15763 0.3619 100.05 181.02 0.0042 101.10 4470 0.1026 102.15 9745 0.2237 103.20 16091 0.3694 100.10 364.09 0.0084 101.15 4698 0.1078 102.20 10022 0.2301 103.25 16421 0.3770 100.15 549.22 0.0126 101.20 4928 0.1131 102.25 10302 0.2365 103.30 16754 0.3846 100.20 736.42 0.0169 101.25 5161 0.1105 102.30 10584 0.2430 103.35 17090 0.3923 100.25 925.69 0.0213 101.30 5396 0.1239 102.35 10869 0.2495 103.40 17428 0.4001 100.30 1117 0.0256 101.35 5633 0.1293 102.40 11156 0.2561 103.45 17769 0.4079 100.35 1310 0.0301 101.40 5873 0.1348 102.45 11445 0.2628 103.50 18113 0.4158 100.40 1506 0.0346 101.45 6114 0.1404 102.50 11730 0.2695 103.55 18459 0.4238 h 100.45 1704 0.0391 101.50 6359 0.1460 102.55 12032 0.2762 103.60 18808 0.4318 100.50 1904 0.0437 101.55 6605 0.1516 102.60 12329 0.2830 103.65 19159 0.4398 100.55 2105 0.0483 101.60 6854 0.1573 102.65 12628 0.2899 103.70 19513 0.4480 100.60 2309 0.0530 101.65 7105 0.1631 102.70 12931 0.2968 103.75 19870 0.4562 100.65 2516 0.0578 101.70 7358 0.1689 102.75 13235 0.3038 103.80 20230 0.4644 100.70 2724 0.0625 101.75 7614 0.1748 102.80 13542 0.3109 103.85 20592 0.4727 100.75 2935 0.0674 101.80 7872 0.1807 102.85 13852 0.3180 103.90 209SO 0.4811 100.80 3147 0.0723 101.85 8132 0.1867 102.90 14164 0.3252 103.95 21325 0.4896 200.85 3362 0.0772 101.90 8395 0.1927 102.95 14479 0.3324 104.00 21696 0.4981 200.90 3579 0.0822 101.95 $660 0.1988 103.00 14796 0.3397 100.95 3799 0.0872 102.00 8928 0.2050 103.OS 15116 0.3470 101.00 4020 0.092.3 102.05 9198 0.2112 103.10 15438 0.3544 8/27/03 10 :6:43 am Marley Young Engineer page 5 DAVE COOPER-s Lot 5 Development Catigory v, Industrial Type I Infiltration/Retention Pond Proj 2003-20 STAGE STORAGE TABLE Infiltration Rating Curve for Storage Struct TT STAGE <-nQ71LTRATI08l-> STAGE <-n;F1LTMT10N-> STAGE <-ZNFILT9ST1CK-> STAGE <-IM7rLTRAT1Cff-> (ft) ---cfs-- ------- (ft) ---cfs-- ------- (ft) ---cfs-- ------- (ft) ---cfs-- ------- aaxxxxxasaaaeasaaea=xa=easaeaaaraaaxsasas:saozxxxexxxxxaasaaxaaxa:xaassaasza:aama:sa:aaaas..... :as:ssa 100.00 0.8333 101.05 1.0521 102.10 1.2902 103.15 1.5477 100.05 0.8433 101.10 1.0630 102.15 1.3020 103.20 1.5604 100.10 0.8533 201.15 1.0739 102.20 1.3139 103.25 1.5732 100.15 0.8634 101.20 1.0949 102.25 1.3258 103.30 1.5860 100.20 0.8735 101.25 1.0959 102.30 1.3377 103.35 1.5989 100.25 0.8837 101.30 1.1070 202.35 1.3497 103.40 1.6118 100.30 0.8939 101.35 1.1181 102.40 1.3618 103.45 1.6248 100.35 0.9041 101.40 1.1293 102.45 1.3739 103.50 1.6378 100.40 0.9144 101.45 1.1405 102.50 1.3860 103.55 1.6509 100.45 0.9247 101.50 1.1518 102.55 1.3982 103.60 1.6640 100.50 0.9351 101.55 1.1631 102.60 1.4104 103.65 1.6771 100.55 0.9455 101.60 1.1744 102.65 1.4227 103.70 1.6903 100.60 0.9560 101.65 1.1858 102.70 1.4350 103.75 1.7035 100.65 0.9663 101.70 1.1972 202.75 1.4473 103.80 1.7168 100.70 0.9770 101.75 1.2087 102.80 1.4597 103.85 1.7301 100.75 0.9876 101.80 1.2202 102.85 1.4721 103.90 1.7435 100.80 0.9982 101.85 1.2317 102.90 1.4846 103.95 1.7569 100.85 1.0089 101.90 1.2433 102.95 1.4971 104.00 1.7703 100.90 1.0196 101.95 1.2550 103.00 1.5097 100.95 1.0304 102.00 1.2667 103.05 1.5223 101.00 1.0412 102.05 1.2784 103.10 1.5350 8/27/03 10:6:43 am Marley Young Engineer page 6 DATE COOPER'S Lot 5 Development Catigory v, Industrial Type I Infiltration/Retention Pond Proj 2003-20 STAGE DISCHARGE TABLE BROAD CRESTED WEIR ID No. W Description: cd: 3 .2100 Weir length: 4.0000 ft. El: 104.00 ft. Weir Increm: 0.05 STAGS r-DISCHRGE---> STAGS <--DISCHARGE---> STAGE <--DISCHARGE---> STAGS <--DISCHARGE---> (ft) cfs-- (ft) cfs-- (ft) ---cfs-- ------- (ft) ---CfS-- ------- 104.00 0.0000 104.30 2.1098 104.60 5.9675 104.90 10.963 104.05 0.1436 104.35 2.6587 104.65 6.7288 104.95 11.899 104.10 0.4060 104.40 3.2483 104.70 7.5199 105.00 12.940 104.15 0.7459 104.45 3.8760 104.75 8.3398 104.20 1.1484 104.50 4.5396 104.80 9.1876 104.25 1.6050 104.55 5.2373 104.85 10.062 8/27/03 10:6:43 am Marley Young Engineer page 7 DAVE COOPER'S Lot S Development Catigory V, Industrial Type I Infiltration/Retention Pond Proj 2003-20 HISTORY OF HYDROGRAPH ACTIVITY Date of Session: 8/27/03 10:5:40 am CLIMMIS MOVE AA to 1 0.2803 cfs 0.2514 ac-ft 9.00 bra MOVE BB to 2 0.7990 cfs 0.5652 ac-ft 8.08 bra MOVE CC to 3 1.4191 cfs 0.9159 ac-ft 8.08 hre MOVE DD to 4 2.4972 cfa 1.5161 ac-ft 8.08 bra MOVE as to 5 1.0074 cfs 0.4233 ac-ft 8.00 hro MO98 bb to 6 2.0286 cfs 0.8079 ac-ft 8.00 bra MOVE cc to 7 3.0784 cfa 1.2087 ac-ft 8.00 bra MOVE dd to 8 4.7647 cfs 1.8668 ao-ft 8.00 bra LPOOL 1 "1/2" 1 5 TT W 9 Description MatchQ PeakQ Sto Die PkStg OutQ hyd Volute 1/2 0.28 1.01 TT W 100.08 0.85 9 294.90 cf LPOOL 2 "2" 2 6 TT W 10 Description MatcW peakQ Sto Dis PkStg Oat4 hyd Volute 2 0.80 2.03 TT W 100.70 0.98 10 2740.78 of LPOOL 3 "10" 3 7 TT W 11 Description MatchQ PeakQ Sto Die PkStg putQ hyd volute 10 1.42 3.08 TT W 101.56 1.17 11 6673.18 of LPOOL 4 1200" 4 8 TT W 12 Description MatchQ peakQ Sto Die PkStg OutQ hyd volute 100 2.50 4.76 TT W 103.00 1.51 12 14765.98 of SPLIT W 1 13 17 0.0000 cfa 0.0000 ac-ft 0.00 hrs 0.8495 cfs 0.4233 ac-ft 8.25 hrs SPLIT W 2 14 18 8/27/03 10:6:43 am Marley Young Engineer page 8 DAVE COOPER's Lot 5 Development Catigory V, Industrial Type I Infiltration/Retention Pond Proj 2003-20 HISTORY OF HYDROGR.APH ACTIVITY 0.0000 cfs 0.0000 ac-ft 0.00 1" 0.9779 cfa 0.8078 ac-ft 9.00 hrs SPLIT N 3 15 19 0.0000 cfs 0.0000 ac-ft 0.00 bra 1.1662 cfs 1.2087 ac-ft 9.33 hrs SPLIT W 4 16 20 0.0000 cfa 0.0000 ac-ft 0.00 hra 1.5085 cfs 1.8667 ac-ft 9.67 hrs Had program file $:\2M=00s\2003-208.pgm 8/5/03 7 :38.37 am Marley Young Engineer page 1 DAVE COOPER'S Lot 5 Development Catigory V, Industrial Type I Project 2003-20 BASIN SL]MMARY BASIN ID: aconcete NAME: 1/2 YR DEVELOPED SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0.07 Acres BASEFLOWS: R cfs IMP RAINFALL TYPE. . . . : TYPEIA PERVV PRECIPITATION. . . . : 2.24 inches AREA. . : 0.00 Acres .0 Acres TIME INTERVAL. . . . . 5.00 min CN. . . . . 0.00 988.000 TC. . . . . 0.00 min 5.00 min ABSTRACTION COEFF: 0.20 TcReach - Sheet L: 250.00 ns:0.1300 p2yr: 3 .50 s:0 .0200 TcReach - Shallow L: 125.00 ks:3.00 s:0.1000 3 .50 s•0.0200 impTcReach - Sheet L: 250.00 ns:0.0110 p2yr: - impTcReach - Sheet L: 125.00 ns:0.4000 p2yr: 3 .50 80 mi 00 PEAK RATE: 0.03 cfs VOL: 0.01 Ac-f t TIME: 48 0 min = i 3.�'�5O BASIN ID: bconcete NAME: 2 YR DEVELOPED SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0.07 Acres Bp,SEFLOWS: 0.00 cfs IMP RAINFALL TYPE. . . . : TYPEIA PERV AREA. • : 0.00 Acres 0.07 Acres PRECIPITATION. . . . : 3.50 inches TIME INTERVAL. . . . : 5.00 min CN. . . . : 0.00 98.00 TC. . . . . 0.00 min 5 .00 min ABSTRACTION COEFF: 0.20 } TcReach - Sheet L: 250.00 ns:0.1300 p2yr: 3.50 s:0.0200 TCR.each - Shallow L: 125.00 ks:3.00 s:0.1000 impTcReach - Sheet L: 250 .00 ns:0.0110 p2yr: 3 .50 s:0.0200 impTcReach - Sheet L: 125.00 ns:0.4000 p2yr: 3.50 s:0.1000 PEAK RATE: 0.05 cfs VOL: 0.02 Ac-ft TIME: 480 min BASIN ID: cconcete NAME: 2 YR DEVELOPED SBUH METHODOLOGY TOTAL AREA 0.07 Acres BASEFLOWS: 0.00 cfs IMP RAINFALL TYPE. _ . . : TYPEIA AREPERV 0.00 Acres 0.07 Acres PRECIPITATION. . . . : 4.75 inches '• • ' 0.00 98 .00 TIME INTERVAL. _ . . . 5.00 min CN. . . . . 5.00 min TC. . . . . 0 .00 min ABSTRACTION COEFF: 0.20 3.50 s:0.020fl TcReach - Sheet L: 250.00 ns:0.1300 p2yr: TcReach - Shallow L: 125.00 ks:3 .00 s:0.1000 impTcReach - Sheet L: 250.00 ns:0.0110 p2yr: 3 .50 s:0.0200 impTcReach - Sheet L: 125.00 ns:0.4000 p2yr: 3 .50 s:0 .1000 PEAK RATE: 0.07 cfs VOL: 0.03 Ac-ft TIME: 480 min 8/5/03 7.38 .37 am Marley Young Engineer page 2 • DAVE COOPER's Lot 5 Development Catigory V, Industrial Type I Project 2003-20 ------ ---- BASIN SL*4MARY BASIN ID: dconcete NAME: 100 YR DEVELOPED SBUH METHODOLOGY TOTAL AREA• • • . • • . : 0.07 Acres BASEFLOWS= 0.DERV RV cf s IMP RAINFALL TYPE. . . . : TYPElA PRECIPITATION— . : 6 .75 inches AREA. . : 0.00 Acres 0.07 Acres TIME INTERVAL. . . . : 5.00 min CH. . . . : 0.00 98.00 . . . . . 0.00 min 5.00 min ABSTRACTION COEFF: 0.20 3.50 S•0.0200 TcReach - Sheet L: 250.00 ns:0.1300 p2yr: - TcR.each - Shallow L: 125.00 ks:3.00 s:0.1004 3.50 s:0.0200 impTcReach - Sheet L: 250.00 ns:0.0110 p2yr: impTcReach - Sheet L: 125.00 ns:0.4000 p2yr: 3.50 s:0.1000 PEAK RATE: 0.11 cfs VOL: 0.04 Ac-ft TIME: 480 min } 8/5/03 7:38:37 am Marley young Engineer page 3 D VE COOPER'S Lot 5 Development Catigory V, Industrial Type I Project 2003-20 STAGE STORAGE STORAGE TABLE RECTANGULAR. VAULT ID No. CB Description: Isolation Diversion Structure Length: 1.83 ft. Width: 2.17 ft. voids: 1.000 ST11GS <----STORAGE----> STAGS <---- ---- > STAGS <----STORAGE----> STAGS <----STORAGS----> (ft) --AC-Ft- (ft) ---cf--- -- Ac-Ft- (ft) ---cf--- --AC-Ft- (ft) ---cf--- --AC-Ft- ---cf^- msmmmamsmsssmsmmsasamssmsmmmm ssssssmamasassmassssamsasmammmmmmmmssmmmssmsssssmmmmmssammmmsssssssm.. 335.92 0_0000 0.0000 336.95 3.6931 0.0001 337.80 7.4657 0.0002 338.75 11.238 0.0003 335.95 0.1191 0.0000 336.90 3_8917 0.0001 337.85 7.6642 0.0002 339-80 11.437 0.0003 336.00 0.3177 0.0000 336.95 4.0902 0.0001 337.90 7.8628 0.0002 339.85 11.635 0.0003 336.05 0.5162 0.0000 337.00 4.2898 0.0001 337.95 8.0613 0.0002 338.90 11.634 0.0003 336.10 0.7148 0.0000 337.OS 4.4873 0.0001 338.00 8.2599 0.0002 338.95 12.032 0.0003 336.15 0.9134 0.0000 337.10 4.6859 0.0001 338.05 8.4584 0.0002 339.00 12.231 0.0003 336_20 1.1119 0.0000 337.15 4.8845 0.0001 338.10 6.6570 0.0002 339.05 12.430 0.0003 336.25 1.310S 0.0000 337.20 5.0830 0.0001 338.15 8.8SS6 0.0002 339.10 12.628 0.0003 336.30 1.5090 0.0000 337.25 5.2816 0.0001 338.20 9.0541 0.0002 339.15 12.827 0.0003 336.35 1.7076 0.0000 337.30 5.4801 0.0001 338.25 9.2527 0.0002 339.20 13.025 0.0003 336.40 1.9061 0.0000 337.35 5.6787 0.0001 338.30 9.4512 0.0002 339.25 13.224 0.0003 336.45 2.1047 0.0000 337.40 5.8772 0.0001 338.3S 9.6498 0.0002 339.30 13.422 0.0003 I 336.50 2.3032 0.0001 337.45 6.0758 0.0001 338.40 9.8483 0.0002 339.35 13.621 0.0003 336.55 2.5018 0.0001 337_50 6.2743 0.0001 338.45 10.047 0.0002 339.40 13.919 0.0003 336.60 2.7003 0.0001 337.55 6.4729 0.0001 338.50 10.245 0.0002 339.45 14.018 0.0003 336.65 2.8999 0.0001 337.60 6.6714 0.0002 338.55 10.444 0.0002 339.50 14.217 0.0003 336.70 3.0975 0.0001 337.65 6.8700 0.0002 339.60 10.643 0.0002 339.50 14.217 0.0003 336.75 3.2960 0.0001 337.70 7.0686 0.0002 338_65 10.841 0.0002 336.80 3.4946 0.0001 337.75 7.2671 0.0002 338.70 11.040 0.0003 MarleyYoung Engineer page 4 8/5/03 7:38:37 DAVE COOPER's Lot 5 Development Catigory V, Industrial Type I Project 2003-20 STAGE DISCHARGE TABLE COMBINATION DISCHARGE ID No. COMB Description: Combination of Structures Structure: PVCCAP Structure: Structure: DW Structure: Structure: STAGE <--DIBCHAR=---> STAM <--DISCHUM---> STAM <--DISCRAF 8---> STAM r-DISCHham---> (ft) ---efs-- ------- (ft) ---cfs-- ------- (ft) (ft) ---cfs-- ------- asas:sax:szzs=ma:zmms=zamzsmm:a:aaszz:a�asanzs==asssassaszz=ss"masasaszazzmmzm:a:as=zm:s:szazamm=szzs== 337.44 0.0000 337.60 0.0307 337.80 0.5061 338.00 1.4513 337.45 0.0006 337.65 0.0697 337.85 0.7103 337.50 0.0037 337.70 0.1790 337.90 0.9373 337.55 0.0189 337.75 0.3274 337.95 1.1848 8/5/03 7:38.38 am Marley Young Engineer page 5 DAVE COOPER'S Lot 5 Development Catigory V, Industrial Type I Project 2003-20 STAGE DISCWMGE TABLE BROAD CRESTED WEIR ID NO. DW Description: isolation Diverion Weir cd• 3.2100 Weir length: 1.8300 ft. El: 337.62 ft. Weir Increm: 0.05 STAGS <--DISCHARQ3---> STAGE <--DISCHARGE---> STUM <--DISCHAD=---> STAGE <--CIS ---> (ft) ---cfs-- ------- ---{ft) cfs-- ------- (ft) ---cfs-- --- ssssasasessaamsass�sas--'--ass=camaasssas=ssxsass=ss asas:ssaassasssas=asscssassaax:srzsscasac 337.62 a=ate 0.0000 337.75 0.2753 337.90 0.8703 338.00 1.3760 337.62 337.65 0.0305 337.80 0.4486 337.95 1.1136 337.70 0.1329 337.85 0.6480 338.00 1.3760 '4 g/5/03 7:38.38 am Marley Young Engineer page 6 • DAVE COOPER-s Lot 5 Development Catigory V, Industrial Type I Project 2003-20 STAGE DISCHARGE TABLE INLET CONTROL CULVERT ID No. PVCCAP Description: Hole in cap to O/W Separator Diameter (ft) : 0.16 Entrance type: I Length (ft) 1.00 Invert Elev : 337.44 Slope (ft/ft) : 0.0002 No. of Clvrts: 1 Slope n : 0.0120 Max Ponding el:338.00 Stg-Dis Increment : 0.05 BTAGB <--DISC AR6S---> (ft) --- -- STACK <'-DISCHARM---> STWO <--DI8CHUM---> STAM <--DI8CHA2=--- > (ft) ---cfa-- ------- --- ------- cfa (ft) ---ate-- ------- 339.00 0.0752 a::asaasarszssesaassass aas:aaas:aaaaassasassaasmsam:assasaasssaasaasssaessassamas:a3ssaass=a=sssasssaass 337.44 0.0000 337.60 0.0307 337.80 0.0575 337.65 0.0392 337.85 0.0624 337.45 0.0006 337.90 0.0669 337.50 0.0037 337.70 0.0461 337.55 0.0189 337.75 0.0521 337.95 0.0712 i 8/5/03 7:38:39 am Marley Young Engineer Page 8 DAVE COOPER's Lot 5 Development catigory V, Industrial Type I Project 2003-20 HISTORY OF HYDROGRAPH ACTIVITY Date of Session: 8/5/03 7.37:26 am CLWJMW 14M accncete to 1 0.0338 cfa 0.0124 ac-ft 9.00 hro MDVS bccncete to 2 0.0539 cfs 0.0201 ac-ft 8.00 bra NOVS cccncete to 3 0.0737 cfs 0.0278 ac-ft 8.00 bra VKM dccncete to 4 0.1051 cfa 0.0401 ac-ft 8.00 bra LPOOL 1 "1/2" 1 1 CB COMB 9 OutQ hyd Volume Description MatcbQ PeaktQ Sto Die PkStg 1/2 0.03 0.03 CB COMB 337.60 0.03 9 6.69 of LPOOL 2 "2" 2 2 CS COMB 10 Ont4 Voles Description MatchQ peakQ Sto Die PkStg 2 0.05 0.05 CB COMB 337.63 0.05 10 6.79 cf LPOOL 3 "10" 3 3 CB COMB 11 outQ hyd Volume Description MatcbQ PeakQ Sto Die PkStg 10 0.07 0.07 cs COMB 337.66 0.07 11 6.93 cf LpOOL 4 "100" 4 4 CS COMB 12 Volume Description "tcbQ PeakQ Sto Dig' pkStg Out4 hYd 100 0.11 0.11 CS COMB 337.69 0.11 12 6.97 cf SPLIT pVCCAP 1 13 17 0.0314 cfs 0.0122 ac-ft 8.00 hre 0.0024 cfs 0.0001 ac-ft 9.00 brs SPLIT pVCCAP 2 14 18 0.0357 cfa 0.0193 ac-ft 8.a8 bra 0.0191 cfs o.0007 ac-ft 9.08 bre SPLIT pVCCAP 3 15 19 0.0412 cfe 0.0259 ac-ft 8.08 bre 0.0340 cfa 0.0017 ac-ft 9.QO bra SPLIT pVCCAP 4 16 20 0.0426 cfs 0.0357 ac-ft 8.08 bra 0.0631 cfs 0.0043 ac-ft 8.00 bre End program file s:\X=I0uS\2003-20N-p9m 8/5/03 7:38:39 am Marley Young Engineer page 7 Avg COOPER as Lot 5 Development catigory v, Industrial TYPe I - Project 2003-20 rEVIL POOL TABLE SUMMARY rAT= INFtaw -sTO- 0°TnDw 8T0 -> (Cfs) (Cfs) --id- --id- <-ST�> id (Cfs) VOL (Cf) <------- jPTZ�-`------ ama:saasaaasaa —• aaatasaacaasaaa:aa ....aa�sa acaasaa:a=aa� 6.69 of 1/2 .......................... 0.03 asaaassassaa=a-- ��g 337.60 9 0.03 0.03 6.79 Cf 0.05 O.OS CS COMA 337.63 10 O.OS 2 ........................... CS COMB 337.66 11 0.07 6.93 Cf 10 0.07 0.07 6.97 Cf .... 0.11 0.11 CS COMID 337.66 12 0_11 100 LLI m ==C NLL � - 0. l0 th r- C E o 1 Oil n gw �> C z mY� e�m o ° wC? o O 141 �� M co a F ul p d u a u N M II N V a. 11m, � g Im i W c'SLL OHO mat J gyp❑ �o Q 5. c a on N a 2 a W .. ��pp >QQF > C7C7 Q '6 n N x M W L ik gam- �0 >.eoN O❑ m > Oro a z z F O . W Q z 0 V 32 U aiIs C*4 Z m = g v IL Q o T 0 o �Q $ �C7a 0nLAJ dQ0 � NM- .d II Ory n x u W € EOW to LL -aam fi 4 '1 < - _mgg 0) C3 ssE O S 0 Q$ Td � CAW'7' a- O GO g ❑ m ° — $ a z a $ m r1.Ro❑ d MarleyYoung Engineer Page 1 8/27iO3 5:52:27 pmpDAVE COOPER'S Lot 5 Development Catigory V, Industrial Type I Infiltration/Retention Pond-Proj-2003-20----------------------------- � BASIN SUMMARY BASIN ID: a NAME: 1/2 YR DEVELOPED SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1.55 Acres BASEE'LOWS= PERV IMP cfs IMP RAINFALL TYPE. . . . ' TYPE1A 0.00 Acres 1.55 Acres PRECIPITATION. . . . : 2.24 in ches • - 0.00 89.00 TIME INTERVAL. . . . . 5.00 min CN. . . . . 16.50 min TC. . . . . O.DD min ABSTRACTION COEFF: 0.20 TcReach - Sheet L: 250.00 ns:0.1300 p2yr: 3.50 s:0.0200 TcReach - Shallow L: 125.00 ks:3 .00 s:0 .1000 impTcReach - Sheet L: 250.00 ns:0.0110 p2yr: 3.50 s:0.0200 impTcReach - Sheet L: 125.00 ns:0.4000 p2yr: 3.50480 ss:0.11000 PEAK RATE: 0-37 CfS VOL: 0.16 AC-ft TIME: BASIN ID: b NAME: 2 YR DEVELOPED SBUH METHODOLOGY TOTAL AREA. . . . • . • : 1.55 Acres BA$EFLOWS: 0.00 cfs IMP PERV RAINFALL TYPE. . . . : TYPE1A 0.00 Acres 1.55 Acres PRECIPITATION. . . . : 3.50 inches AREA. . : 0.00 89.00 TI INTERVAL_ - - _ • 5.fl0 min TTCT ME . . . . . 0.00 min 16.50 min ABSTRACTION COEFF: 0.20 TcReach - Sheet L: 250.00 ns:0.1300 p2yr: 3.50 s:0.0200 TcReach - Shallow L: 125 .00 ks:3 .00 s:0.1000 impTcReach - Sheet L: 250.00 ns:0-0110 p2yr: 3.50 s:0.0200 impTcReach - Sheet L: 125.00 ns:0.4000 p2yr: 3.504800.1000 PEAR RATE: 0_75 cfs VOL: 0.30 AC-ft TIME: Min BASIN ID: a NAME: 2 YR DEVELOPED SBUH METHODOLOGY 1 TOTAL AREA. • • _ , , . : .55 Acres BA$EFLOWS: 0.00 cfs IMP TYPEIA PERV RAINFALL TYPE. - . • : 0.00 Acres 1.55 Acres PRECIPITATION. . . . _ 4.75 5.00 min AREA. . : in CN. . . . 0.00 89.00 TIME INTERVAL. . . . . 0.00 min 16.50 min ABSTRACTION COEFF: 0.20 TcReach - Sheet L: 250.00 ns:0.1300 p2yr: 3 .50 s:0.0200 TcReach - Shallow L: 125.00 ks:3 .00 s:0.1000 impTcReach - Sheet L: 250.00 ns:0.0110 p2yr: 3-50 S_0.1D00 impTcReach - Sheet L: 125.00 ns:0.4000 ply PEAK RATE: 1.14 cfs VOL: 0.46 Ac-ft TIME: 480 min 8/27/03 5:52 .27 pm Marley Young Engineer page 2 DAVE COOPER'S Lot 5 Development Cat igory V, Industrial Type I Infiltration/Retention_Pond_Proj_2003_20__________________ BASIN SUMMARY BASIN ID: d NAME: 2 YR DEVELOPED SBUH METHODOLOGY SAL AREA 1.55 Acres BASEFLOWS: cfs IMP RAINFALL TYPE. . . . : TYPElA PERV RV 0.00 Acres 1.55 Acres PRECIPITATION. . . . : 6.75 inches AREA. . : 0.00 89.00 TIME INTERVAL. . . . . 5.00 min CN. . . . . TC. . . . . 0.00 min 16.50 min ABSTRACTION COEFF: 0.20 TcReach - Sheet L: 250-00 ns:0 .13flfl p2yr: 3.5fl s.fl_02flfl TcReach - Shallow L: 125.00 ks:3 .00 s:0.1000 impTcReach - Sheet L: 250.00 ns:0.0110 p2yr: 3 .50 s:0.0200 impTcReach - Sheet L: 125.00 ns:0.4000 p2yr: 3 .50 s:0.1000 PEAK RATE: 1.77 cfs VOL: 0.70 Ac-ft TIME: 480 min Cooper's Fuel MARLEY L. YOUNG, CONSULTING ENGINEER viiEngineering] P.O. BOX 1343, SHELTON,WA 98584-0959 s<ormaer Site wan (360)426-7475 FAX (360)426-5789 om Marley L.Young, P.E., P.L.S. % a Civii Engineer&Land Surveyor 01IIIIIIII .= PROJECT ENGINEER'S CERTIFICATION I hereby certify that this Stormwater and Erosion/Sediment Control Site Plan prepared for Dave Cooper has been prepared by me or under my supervision and meets minimum standards of Mason County 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. Marley L. Young,P.E.,P.L.S. L. Y o� aw 0� Madey L.Yam&Ca=Wmg Engines ProjectW"03-20 Cooper's Fuel TABLE OF CONTENTS Page Engineer's Certification Table of Contents Best Management Practices(BMPs) .................................................................... 1 Large Parcel Stormwater Site Plan I. Project Overview .................................................................... 2 Minimum Requirements#1411 .................................................................... 3 H. Plat Plan .................................................................... 5 M. Preliminary Conditions Summary .................................................................... 5 IV. Of-site Analysis .................................................................... 5 V. Permanent Stormwater Quality Control Plan.............................................................. 5 StormEvent Design Assumpfions .................................................................... 6 VI. Special Reports and Studies(No(Applicable to thk Plan)........................................... 7 VII. Basin and Community Planning (N/A) .................................................................... 7 VIILPermits .................................................................... 7 IX. Erosion and Sediment Control Plan .................................................................... 8 Minimum Requirements#1415 .................................................................... 9 X. Bond Quantity Worksheets(N/A),Detention Facility Summary Sheet and Sketch(N/A), Declaration of Covenant .................................................................... 11 M.Operation and Maintenance Manual .................................................................... 11 ChangedConditions .................................................................... 12 i ATTACB[M NTS SUPPORTING CALCULATIONS Mtaley L Yom&Co adn Eppwaittg Pmjca No.2003-20 STORMWATER AND EROSION/SEDIMENT CONTROL SITE PLAN for Cooper's Fuel The Puget Sound Water Quality Management Plan(PSWQMP),which is administered by the State of Washington Department of Ecology,mandates that all counties and cities within the Puget Sound drainage basin adopt ordinances to control runoff from new development and redevelopments. The PSWQMP also directs local governments to adopt stormwater programs that must include minimum requirements that are consistent with the PSWQMP,and which are substantially equivalent to the DOE's Stormwater Management Manual for the Puget Sound Basin,(DOE's Technical Manual). The goal of the Puget Sound Water Quality Management Plan is to: ■ Protect and restore beneficial uses of aquatic resources,including shellfish beds,fish habitat,and other resources; ■ Prevent contamination of sediments from urban runoff, ■ Meet standards for water and sediment quality by reducing pollutant discharges from stormwater throughout Puget Sound. BEST MANAGEMENT PRACTICES(BMPs) Best management practices(BMPs)are defined as physical,structural,or management practices that, when used singly or in combination,prevent or reduce pollution of water. Specific BMPs have been developed by Ecology to control stormwater runoff(quality and quantity)for protection of receiving waters. There are three main reasons for applying BMPs before considering advanced treatment. First,it has been shown through research and experience that BMPs can significantly reduce pollutants in stormwater.Using BMPs to control localized discharges is cost effective in comparison to treating large volumes of water. Second,our lakes and streams depend on stormwater to provide adequate flow for fish habitat and water quality-Our groundwater resources also depend on stormwater for recharge. BMP implementation offers a way to discharge water back into the natural system. Third,and perhaps most important,stormwater management programs demand the conscientious use of best management practices to protect water quality. Specific BMPs that cover stormwater runoff quality and quantity have been included in Ecology's Technical Manual. Those BMPs can be divided into three basic categories,including Source Control BMPs,Runoff Treatment BMPs and Streambank Erosion Control BMPs. Source Control BMPs are designed to prevent pollutants from entering stormwater by eliminating the source of pollution or by preventing contact of pollutants with rainfall and runoff. Source controls are usually the most cost-effective because they reduce or eliminate the need for treatment BMPs. Implementing source control BMPs generally involves relatively simple and straightforward actions. Examples of source control BMPs include erosion control(e.g.,covering disturbed soils covering material storage areas,and eliminating illicit discharges. Malty L Young,CousWft E09W= Project No.2003 20 Cooper's Fuel Runoff Treatment BMPs are designed to remove pollutants contained in stormwater nmoff. These types of BMPs are the second line of defense in protecting stormwater quality. Examples of runoff treatment BMPs include infiltration basins,bioswales and sediment ponds. Streambank Erosion Control BMPs are designed to protect stream ecosystems from erosion and sedimentation. Types of streambank erosion control BMWs include flow attenuation BMPs for reducing peak flows from a development(e.g.,detention ponds,infiltration trenches),and streamside stabilization BMPs used to stabilize eroding streambanks. L PROJECT OVERVIEW EROPOSED PROJECT D ON: Dave Cooper provides a home heating oil delivery service and is proposing development of a transfer site. The operation consists of receiving product by tanker truck and transferring that product directly to the Cooper's Fuel delivery trucks. When the tanker truck is empty it leaves the site. The site would not have any permanent storage for heating oil above or below ground. The public would not be served at this site. A camp trailer will serve as a small office for the drivers to complete paperwork. There are no sanitary sewers or storm sewers in the area. A portable toilet will be provided for sanitation facilities. The Cooper fuel business is grouped in the Department of Ecology Manual as RETAIIJWHOLESALE CHEMICALS AND PETROLEUM(SIC:560,5170). This group includes bulk storage and sales of petroleum products such as diesel oil. Therefore,liquid transfer is the major activity. The general area of concern here is potential spillage during loading and unloading. This site will not be open to.the public. Source control,such as good housekeeping and careful transfer of product,should always be used to control stormwater pollution. Stonnwater from outside loadingAmloading areas shall be treated using infiltration and/or detention as detailed in DOE Manual Vol.III. Stormwater that comes in contact with oil products shall also use a combination of other appropriate pre-treatment and treatment BMP's such as biofiltration,pre-settling basins or oil/water separators Cooper Fuel already has their operation,across Log Yard Road from Lot 5,on leased ground. There is a potential for spillage to occur during transfer of product from the tanker to the delivery truck. The existing operation is already equipped to handle this type of spill. Drip pans are placed at locations where spillage may occur,such as hose connections,hose reels and filler nozzles. Drip pans are used when making and breaking connections. Oilier oil-absorbing materials are immediately available on site. The transfer area shall be a Portland cement concrete pad. The concrete transfer area shall be 80' long by 40'wide. The tanker truck will park on the concrete pad. A Cooper fuel delivery truck will also park on the concrete pad,next to the tanker truck,and start the product transfer. The pad is designed as a spill containment pad capable of containing 10,000 gallons,which could be a combination of rain and spilled product. The design is intended to retain minor spills experienced during transfer,and a major spill from the largest tanker truck fuel cell(3,500 gallons). 2 Murky L.Young,Consulting F.ughWaiM FioiedNo.2003-20 Cooper's Fud The pad is also designed to prevent the runoff of spilled fuel and the run-on of stormwater from the surrounding area. The surrounding area will sheet flow around the pad to the grassway swale and then to a retention pond. The concrete pad will have a shallow curb around its exterior(like a speed bump)to prevent run-on of stormwater from adjacent areas. The pad will be sloped to its middle so that runoff of any spilled liquids will discharge directly into a Type 1 catch basin,plumbed as a spill control separator. The drainage from this Type 1 catch basin will now through an isolation diversion structure(splitter)that will direct flows up to the equivalent of a 6-month storm volume through an oil/water separator and then to the grassway swale. The splitter will also direct flows greater than a 6-month storm volume directly to the grassway swale eliminating the possibility of overtaxing the oil/water separator with stormwater. The oil/water separator selected for this design has a 450-gallon capacity and is rated at 15-minute retention time at 30 gallons per minute. The 6-month storm event is 13.5 gallons per minute indicating that the oil/water separator has a safety factor of three. Ball shut-off valves will be installed at the exit of the oil/water Separator and the bypass pipe to insure that spilled product can be contained on the pad. EXISTING CONDITIONS: The site to be developed is zoned Industrial,Type I and is within the Urban Growth Area boundary of Belfair,Mason County Lot 5 contains five acres. The entire lot will be recontoured,and approximately four acres will be contoured so that stormwater will flow to the retention pond. The remaining one acre will be allowed to sheet flow toward the private road. The transfer site to be developed contains approximately 1.55 acres. The property generally slopes upward from the private road from elevation 324 to elevation 346. The site has been logged in the past and is now in young second growth timber. The majority of the five acres will be cleared. There are no existing accesses to the site. A gravel access and driveway will be constructed. GENERAL LOCATION: ?ate site is located on Log Yam Road NE,Belfair, Washington,which is accessed from SR 3. Legal DescrWtion: Lot 5 of Overton Large Lot Subdivision. Survey recorded wider Auditor's File 1773853 Records of Mason County Washington and being a portion of the NE%of the SE%of Secdon 21, Township 23 North,Range I West, W.M,Mason County, Washington,Assessor's Parcel No. 12321 7500050. STORMWAM AND EROSION/SEDIIVI CONTROL PLAN REOUIREN—WW DETERMINATION: Projects that add 5,000 square feet or more of new impervious surface must comply with all the Large Parcel Minimum Requirements. 3 Matey L Young,C nwI ing Finghwaring Project No.2003-20 Cooptes Fud A Large Parcel Erosion and Sediment Control Plan is discussed,and the necessary BMPs are included in this report. The report will review the components of the Large Parcel Stormwater Site Plan,which include the temporary erosion and sediment control necessary during construction,permanent stormwater quantity control,civil drawings and specifications,and operation and maintenance recommendations for the needed stormwater facilities. This project will comply with the following Large Parcel Minimum Requirements# 1 through#11 found in Section I 2.5 of the Department of Ecology's Stormwater management Manual for the Puget Sound Basin(the Technical Manual). Minimum Requirement#1: EROSION AND SEDIMENT CONTROL See Section a Erosion and Sediment Control Plan(Requirements#1415). Minimum Requirement#2: PRESERVATION OF NATURAL DRAINAGE SYSTEMS Natmal drainage patterns shall be maintained,and discharges from the site shall occur at the natty al location,to the mailmum extent practicaw No surface water drainage flows through this project Minimum Requirement#3: SOURCE CONTROL OF POLLUTION Where necessary to prevent the migration of silt during construction, the owner/contractor shall construct channels to keep overland flows lows away from the area under construction. If dust becomes a problem, the owner/contractor shall employ dust control methods using water. If necessary to reduce tracking of mud and debris onto paved roads, the owner/contractor shall utilize a construction entrance rock pad The owner/contractor, if required shall cover migration-sensitive soils with straw mulch or blackplastic to prevent off-site migration of soil. Minimum Requirement#4: RUNOFF TREATMENT BMPS Approximately four acres of this five-acre site will be directed to a retention pond and total infiltration will occur on site. The remaining one acre may sheet flow to the private road 77re rung f`from the one acre is far below the calculated quantity of runof`from the undeveloped five acres. Minimum Requirement#S: STREAMBANK EROSION CONTROL NA—See Minimum Requirement#4. Minimum Requirement#6: WETLANDS NA-The site does not include wetlands. Minimum Requirement#7: WATER QUALITY SENSITIVE AREAS NA Minimum Requirement#8: OFF-SITE ANALYSIS AND MITIGATION NA-Calculated post runoff from property is one-half the undeveloped pre--runo,f`'volumes,therefore, offsite site analysis not required 4 Marley I..Young,Cons dfft EnOwling ProjedNo.2003 20 Cooper's Fed Minimum Requirement#9: BASIN PLANNING An adopted and implemented basin plan may be used to develop requirements for water quality sensitive areas that are tailored to a specific basin. NA-No basin plan has been established at this location. Minimum Requirement#10: OPERATION AND MAINTENANCE An operation and maintenance schedule shall be required for all proposed stormwater facilities and BMPs,and the party(or parties)responsible for maintenance and operation shall be identified. The owner is responsible for operation and maintenance of the stormwaterfacilaies. A "DECLARATION OF COVENAN7SASS0CL4TED WITHPRIVATELYMAINTAINEDSTORM DRAINAGE FAC.lLIT1ES,which must be recorded and submitted to Mason County as part of the approval process, has been prepared for the project: A copy of the unsigned document is included in the Attachments Minimum Requirement#11: FINANCIAL LIABILITY Performance bonding or other appropriate financial instruments shall be required for all projects to ensure compliance with these standards. NA-Mason County has not indicated that a financial instrument will be required II. PLOT PLAN Engineer's Civil Drawings have been developed for the project showing the location of the improvements and the layout of the proposed Permanent Stormwater Control BMPs,and an Erosion/Sedinnent Control Plan to be used during construction. By reference these drawings are made a part of this report. ILL PRELIMMARY CONDITIONS SUMMARY See Section I,Project Overview. IV, OFF-SITE ANALYSIS (No off site analysis is required See Min.Req. #8 above.) Wetlands or Water of the State This site does not contain wetlands and is not within 200 feet of any waters of the State Analysis of the 100-year Flood This site does not contain or abut a Federal Emergency Management Administration(FEMA)identified stream and is,therefore,outside any 100-year flood plain. The Union River is located 5,200 feet to the northwes4 and Lider Lake in Kitsap County is located 2,500feet to the northeast. V. EE�TORMWATER OUALiTY CONTROL PLAN All storm events are collected and directed to the retention pond through a Smssway swale. Emergency spill containment and control has been explained above. S Marley L Yom&Consulting Engineering PmojcdNo.2003-20 Cooper's Fuel STORM EVENT DESIGN ASSUMPTIONS Based on DOE's Stormwater Management Manual: ST RMEVENT The stormwater program Water Works(software for hydrology by Engenious Systems,Inc.)was used to model the storm flows,retention,infiltration and releases. Rain Precipitation(in.) Six-month,24-hour Storm Event 2.24 (6 mo.Q641%of 2-yr.) Two-year,24 hour Storm Event 3.50 Ten-year,24hour Storm Event 4.75 Hundred year,24-hour Storm Event 6.75 Rainfall choice IA Hydrograph SBUH** * Santa Barbara Urban Hydrograph method DRAINAGE BASIN Alderwood gravelly sandy loam(Ab),5-15 percent slopes Hydrologic Soil Group C MItration Rate for Pond 6.00 minJ7 inches CN#for Impervious—Gravel,Roads 89 CN#for Pervious-Young Second Growth 81 NOTE: Given the Storm Event,Soil Type and Land Use,the Runoff Curve Number(CN#)is an indicator of the total surface and subsurface runoff. OMPARISON OF PW AND POST DEVELOPMENT AT—=RUNOFF for ENT IRE FIVE-ACRE SITE storm Event 6-month Two-year Ten-veer 100-year Pre Flow cfs 0.35 0.99 1.77 3.11 For entire site 4.02 acres directed towards the retention Bond Post Flow cfs 1.01 2.03 3.08 4.76 Post Volume ac-ft 0.42 0.81 1.21 1.87 INFILTRATION-RETENTION POND Floor Length ft 100 Floor Width: ft 36 Side Slopes: 3Hto 1V Infiltration Rate minJmch 6 Discharge from Ldtfiltration Retention Pond—None: Storm Event 6-month Two-year Ten-year 100-year Post Flow cfs 0.00 0.00 0.00 0.00 Post Volume ac-ft 0.00 0.00 0.00 0.00 Water Depth ft 0.08 0.70 1.56 3.00 Pond Volume cu-ft 295 2741 6673 14,766 6 MMq L Young.Consulting En*wwWg Frojxt No.2003 20 Cooper's Fuel Frce flow -barge o 1.0 f 0 Acre Not Directed Toward Pond Storm Event 6-month Two-veer Tea-veer 100-ye—ar Post Flow cfs 0.26 0.53 0.90 1.23 Pre Flow(sac) cfs 035 0.99 1.77 3.11 Credit 0.09 0.46 0.97 1.88 Post flow is less than pre flow. BIOSW ALE for the Transfer Station,Assuming 1.55 Acres Floor Length: ft 250 Floor Width: ft 4 Maximum Bioswale Slope 2% Side Slopes: 3H to 1V Cubic Feet Per Second: 6 mo.=037 cfs; 100 yr.= 1.77 cfs Manning's Roughness Coefficient(n)6-mo.(n)=0.24; 100 yr.(n)=0.09 Velocity in Bioswale:6 mo.=033 fps; 100 yr.=1.10 fps Min.Water Depth: 6 mo.=0.24 ft; 100 yr.=033 ft. Min.Bioswale Depth:0.66&(double the 100 yr.water depth) Refer to Supporting Calculations for further details. VL SPECIAL REPORTS AND STUDIES Geotechnical analysis of infiltration. _VII. BASIN AND CoAtHUMW PLANNING NA VIII, PERMITS Ageencv Permit/Aynroval Mason County Grading Permit JUL EROSION and SEDIIVIENT CONTROL PLAN Temporary Erosion Control This project includes temporary erosion control. See Civil Drawings. The disturbance to the property is minimal. The types of soils are sandy,gravely,and do not lend themselves to migration. Erosion control will be used only when necessary by the use of silt fences,temporary sediment pond,and the stabilization of the construction entrance. Project Description/E:ti M"Site Conditions Refer to Section I,Project Overview. 7 Marley L Yoim&CWSWtW8 FAM=149 Projed No.2003 20 Cooper's Fuel Adjacent Areas Impacts NA-No impact anticipated SCS Soils Description The Soil Conservation Service-Soil survey of Mason County Series 1951,No.9,Issued September 1960,shows this property having soils type Alderwood gravelly sandy loam(Ab),5-15 percent slopes. The following description of Alderwood series soils was taken from the SCS Soil Survey of Mason County. Soils conditions fowid on the property may not match exactly the soils described by SCS. Alderwood Series The Alderwood gravelly sandy loam(Ab),5-15 percent slopes,is rolling and moderately well drained, with most slopes averaging about 8 percent. It formed in glacial till on broad uplands. Vegetation is hardwoods and conifers. Elevation ranges from 200 to 800 feet.The mean annual precipitation is about 35 inches. A typical soil profile includes a mat of undecomposed needles and wood fragments resting upon a 11/2-mch-thick very dark grayish brown gravelly sandy loam surface layer. The subsoil and upper part of the substratum,to a depth of 38",are dark yellowish brown,brown,and dark grayish brown gravelly sandy loam. The lower part of the substratum,to a depth of more than 60",is weakly cemented compact glacial till. The water table is perched above the very slowly permeable,weakly cemented and compact part of the substratum during periods of heavy rainfall. However,the perched water table is of short duration because water flows laterally above this layer to seeps at the bottom of slopes. The available water capacity is low. Surface runoff is medium and the erosion hazard is moderate. Although much of the acreage is cultivated or wooded,urban development,particularly 3 residential subdivision,is rapidly replacing these uses in the urban-rural fringe areas. The soil is in capability subclass IVe. Critical Areas No critical areas have been identified on this site. Erosion and Sediment Control Measures Minimum Requrrements Mason County has adopted the Department of Ecology"Stormwater Management Manual for the Puget Sound Basin". All projects that disturb more than one acre must develop a Permanent Stormwater Quality Control Plan. (Mason County Ordinance 141-97). EROSION AND SEDIMENT CONTROL REQUIREMENTS The existing soils on the site have been classified by the SCS Alderwood gravelly sandy loam(Ab),5-15 percent slopes. This gravelly material does not easily erode nor is sediment migration considered a potential problem. Because of the gravelly loam characteristics of this soil,migration during storm events is not expected to become a problem at this site. Therefore,we feel that the erosion and sediment control system hereinafter proposed will adequately provide the necessary erosion and sediment protection. 8 Marley L Young,Consulting Fwncenng Project No.2003 20 Cooper's Fuel The fifteen large parcel minimum requirements specified by DOE are: #1: Stabilization and Sediment Trapping All exposed and unworked soils shall be stabilized by suitable application of BMPs. From October 1 to April 30,no exposed and unworked soils shall remain unstabilized for more than 2 days. From May 1 to September 30,no exposed and unworked soils shall remain unstabilized for more than 7 days. Prior to leaving the site,stormwater runoff shall pass through a sediment pond or sediment trap,or other appropriate BMPs. #2: Delineate Clearing and Easement Limits The clearing limits shall be defined by the owner. #3: Protection of Adjacent Properties The gravelly underlying soils have very little potential for migration. Protecting adjacent property from damage from sediment deposition does not appear to be a problem. #4: Timing and Stabilization of Sediment Trapping Measures The gravelly characteristics of the soils do not encourage migration. Filter fabric will be placed as shown on the Civil Drawings. #5: Cut and Fill Slopes The infiltration pond shall have side slopes no steeper than 3 feet horizontal to 1 foot vertical(3:1). #6: Controlling Off-site Erosion Off sfte erosion is not anticipated to become an issue. #7: Stabilization of Temporary Conveyance Channels and Outlets It is anticipated that the water velocity for ground surface flows will not reach erosion velocity #8: Storm Drain bdet Protection See Civil Drawings for storm drain inlet protection. #9: Underground Utility Construction NA #10: Construction Access Routes Construction vehicle access shall be,whenever possible,limited to one route. Access points shall be stabilized to minimize the tracking of sediment onto public roads. There shall be only one access to the site for construction purposes -See Civil Drawings for location and detail. #11: Removal of Temporary BMPs All temporary erosion and sediment control Best Management Practices(BMPs)will be removed when final site stabilization is achieved 9 Marley L Young,Consulting Engimng Frojea No.2003 20 Cooper's Fuel #12: Dewatering Construction Sites Dewatering is not necessary. The soil characteristic is highly porous. #13: Control of Pollutants Other Than Sediment on Construction Sites All pollutants other than sediments that occur onsue during construction shall be handled and disposed of in a manner that does not cause contamination of stormwater. #14: Maintenance All temporary and permanent erosion and sediment control BMPs shall be maintained and repaired as needed to assure continued performance of their intended f action. #15: Financial Liability Not Applicable to this project Permanent Stabilization At the conclusion of site construction improvements,within seven days permanent site stabilization shall be completed by spreading seed and mulch on all exposed soils to establish a ground cover. Use the following recommended seed mixture for erosion control,or a County-approved alternate seed mixture. Proportions Percent Percent Name by We' Purity Germination Redtop(Aerosds albs) 10 percent 92 90 Annual rye(Lolium multiflorum) 40 percent 98 90 Chewing fescue 40 percent 97 80 (Festuca rubra commutga)(Jamestown. Banner ow or Koket) White dutch clover(Trifolium EMM) 10 percent 96 90 The following is a guide for use of recommended mulch materials: Application Rates Depth Mulch Quality Per 1000 Per of material Sy.Feet Acre Application Remarks Gravel,Crushed Washed 3/4 to 9 CY 3 inches Good for short slope and Stone 1-1/2-inch around woody plants and ornaments. Use where subject to foot traffic. Hay or straw Air dry. Free from 75-100 lbs. 1.5 to Min.2 inches Use where needed for more weed seed and pounds 2.5 tons than 3 mos. Subject to coarse material. (Approx. blowing—keep moist or 2 in.thick) 90-120 Bales tied down. Wood Fiber No growth organism 25 to 30 1000 to 1500 When used on critical areas, Cellulose(Partly inhibiting factors pounds pounds double application rate. digested wood factors Apply with hydromulcher. fibers) No tie-down required. Stormwater Management Considerations Please see Section Y, "Permanent Stormwater Quality Control Plan"for a complete description of the stormwater management plan. 10 Marley L Young,Coasuiting Engineering Project No.2003-20 Cooper's Fuel Maintenance The responsibility for maintaining the facilities will lie with the owners of the property or their assigns. For maintenance recommendations please see Section M,, "Operation and Maintenance Manual"below. Calculations Calculations are briefly described in Section Y, "Permanent Stormwater Quality Control Plan"above, and included in the attached Calculations. X. Bond Ouantitlies Worksheet,Retention/Detention Facility Summary Sheet and Sketch,and Declaration of Covenant Bond Quantities Worksheet-NA Retention/Detention Facility Summary Sheet-NA Declaration of Covenant-Mason County requires that a"DECLARATION OF COVENANTS ASSOCIATED WITH PRIVATELY MAINTAINED STORM DRAINAGE FACILITIES"be executed and filed with Mason County as part of the approval process. A copy of the unsigned document is included in the Attachments. XL OPERATION&MAINTENANCE MANUAL MAINTENANCE PLAN The responsibility for maintaining the facilities will lie with the owners of the property or their assigns (e.g.,Contractor). The facilities are designed to minimize the need for extensive maintenance. MAINTENANCE OF TEMPORARY EROSION BMPs DURING CONSTRUCTION During construction the major maintenance activity is to inspect the silt fences and sediment pond. If the drainage carries mud or debris,additional silt fences should be placed in the path of the drainage to eliminate any siltation from exiting the project site. All erosion and sediment control BMPs installed shall be inspected regularly,especially after any large storm. Maintenance,including removal and proper disposal of sediment should be done as necessary. (Generally sediment that restricts the sheet flow must be removed.) MAINTENANCE OF PERMANENT STORMWATER CONTROL FACILITIES The concrete pad should be maintained to assure that no stormwater runs onto to concrete pad and no stormwater runs off the concrete pad except through the Type 1 catch basin. The Type 1 catch basin shall be inspected monthly for the accumulation of oil and sediment. The catch basin should be cleaned with oil-absorbing materials every six months,spring and fall. The isolation diversion structure should be inspected to insure that there is no debris or sediment that is interfering with its function. The shut-off valves should be turned on and off to assure that they function. The 450-gallon oil/water separator should be inspected for the accumulation of oils and debris and cleaned as necessary. 11 Marley L.Young,Consulting Engineering Project No.2003-20 Cooper's Fuel In the fall inspect the grass lined biofiltration swale to assure that the grass will stand 4-5 inches through winter. Inspect the bioswale to assure that it is clear of debris that would block flow and that the flow is spread throughout the width of the swale. In the spring the bioswale shall be inspected for black or dark brown discoloration or staining caused by fluids. The stained soil and sod should be replaced and the old material disposed of in the appropriate manner. If the infiltration retention pond has an accumulation of silt that would restrict the infiltration rate,the silt must be removed. The infihration pond shall also be kept clean of all settleable solids and floating debris. Ideal condition is that stormwater in the pond would disappear(infiltrate)within 24 hours of a 2-year storm event. CHANGED CONDITIONS: The conclusions and recommendations in this report are based on my i>rterpretation of site conditions,and the expectation that my onsite exploratory efforts adequately define the surface and sub-surface conditions throughout the site. In the event that the scope of the project or location of the improvements or surfacetsubsurface conditions differ from those I relied on in this report,I should be advised. At that time,a review of the changed conditions will be made and alternative or remedial recommendations given as requested. 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