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Home My WebLink AboutSP-86-0000 - Supplemental - 1785 Shelburne RoadPARTNER TIRE AND SERVICE ANALYSIS OF HYDROLOGIC IMPACT H WAGNER, HEINDEL, AND NOYES, INC. COi•iSU..7'1I'G GEOLOGISTS BURLIAI GTOr i� VERII!ONT H VNWagner, Helndel, and Noyes, Inc. consulting geologists P.O. Box 1629 Burlington, Vermont 05402-1629 802-658-0820 ANALYSIS OF HYDROLOGIC IMPACT PARTNER TIRE AND SERVICE BARTLETT BROOK WATERSHED Prepared by: 4ffrey A. Nelson 6 , Geologist Revi wed and Approved by: - /3, IJef ey Noyes ri cip 1 Date: October 16, 1986 Summary, Conclusions} and Recommendations 1. Hydrologic analyses of the proposed Partner Tire and Service site on Shelburne Road indicate that the peak discharge for the 25-year, 24-hour storm would increase from 6.52 cfs to 7.43 cfs as a result of the proposed development. 2. A stormwater retention basin is recommended along the western limit of the lot, near the south fork of Bartlett Brook. The volume of this basin should be at least 24,600 gallons at a depth of 3 feet. This size basin will result in no significant increase in peak discharge downstream in Bartlett Brook. 3. On the proposed site plan, a culvert of unspecified dimension for an access road crossing the south fork of Bartlett Brook is shown. We recommend that these modifications not be approved at this time, pending receipt of more detailed information. We are concerned that this modification could restrict or alter the stream flow characteristics along this reach of the Brook. i Analysis of Hydrologic Impact Partner Tire and Service Bartlett Brook Watershed Introduction This report presents the results of hydrologic analysis performed by Wagner, Heindel, and Noyes, Inc. to examine the impact of the proposed Partner Tire and Service facility on storm flow conditions in Bartlett Brook. The site is located along the south fork of Bartlett Brook as shown on the watershed map on page 1 of the Appendix. Currently, the site is an open field. Runoff in flow to the channel Appendix 1, pg. 3). Hydrologic Analysis the existing condition occurs via overland of the south fork of Bartlett Brook (see To determine the hydrologic impact of the proposed development, conditions of predevelopment and post development have been examined using the TR-20 computer model with the pre -established data file for the Bartlett Brook watershed. The site is located within subwatershed 9 of the modeled area, and this subwatershed was broken down further in order to enable more accurate prediction of peak discharge from the site. The design storm 2 for the analysis was a 25-year, 24-hour storm or 4.0 inches of rainfall in 24 hours. As a result of the change in land use condition which will involve the coverage of approximately 48% of the lot with impervious or gravel areas, the volume of runoff and peak discharge from the site will be increased over predevelopment values. Therefore, it will be necessary to provide stormwater retention to mitigate any increase to peak discharge in the brook. Additionally, a retention structure will allow for sedimentation of certain particulate matter contained in the stormwater runoff. Site Characterization The Partner Tire site is underlined by Vergennes Clay Soils which are classified as hydrologic group D. These soils are characterized by the Soil Conservation Service as having very low infiltration rates and thus high rates of runoff during storm events. In the existing condition, runoff from the site occurs via overland flow to the channel of the south fork of Bartlett Brook. Under the proposed development condition, it is proposed that sheet flow off the paved area will occur through the 3 western limit of the site. The runoff conditions on the site for both the predevelopment and postdevelopment conditions have been computed (see Appendix , pgs. 4-7). The total site area consists of 1.81 acres, with a predevelopment curve number or 84 and time of concentration of 0.074 hours. Under the proposed development conditions the curve number is increased to 87.6 and the time of concentration reduced to 0.053 hours. Runoff reaches the south fork of Bartlett Brook at the location of cross-section 15, a new cross-section just below the site. Results The updated TR-20 data used for analysis is included on pages 9 through 15 of the Appendix. For the predevelopment condition, the results are summarized on pages 16 and 17 of the Appendix. The peak predevelopment rate of runoff from the site is 6.52 cfs, occurring at time 11.96 hours into the 24-hour storm. Under the postdevelopment condition, the peak is increased to 7.43 cfs, occurring at the same time. Trial and error solutions were performed to arrive at a basin volume/elevation/outflow relationship which would result in the reduction of peak discharge from the site to predevelopment 4 levels and also cause no increase to peak discharge in the south fork of Bartlett Brook. The resulting basin characteristics are identified as structure 10 on page 14 of the Appendix, and shown in the schematic retention cross-section on page 22. The basin should consist of an excavated area with the volume/elevation relationship indicated on page 14 of the Appendix. The maximum volume required at a depth of 3 feet is 0.0755 acre feet or 24,600 gallons. Outflow from the basin would be via a vertical riser pipe of 6 inch diameter. The height of the riser would be 0.5 feet above the basin floor, and at the very bottom of the riser a small 2 inch diameter hole would be cut to dewater the basin during dry periods. With this basin in place, the postdevelopment peak discharge from the site is reduced to 6.33 cfs. At the confluence of the south fork at cross-section 15, the peak discharge is 199.45. This is increased slightly above the predevelopment value of 199.36, but we do not view this as being a significant change since it is within the limits of accuracy of the model. I � k Y tolo f d C109 C44 8" ,s �4 :. j O '" E �V O C23 24" x 40' C25 16" cc IX 119 I C 25 4 N 16x 85� '+ ��N r -N T- N Iftftwm � .� F3 R 00 K �IR 9 E� CIO 65x 515� WEIR C 4 8, 5 M— B I WEIR� C7 15 S Tf. 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S t ACRES = .00283 MIZ FR'C - DENU I.OPME NT = COULM 10" C-N - G+.o T i M E- of c0rjcc-:NTRA-n O1, = .0 7-h rs FOST - UEA/M CF M Irk N T CN=87.(c i i C IE OF CONICEINITRATICH = , O53 hrs H W�N Wagner, Heindel, and Noyes, Inc. Consulting Geologists Burlington, Vermont 0 Page No. PAGE OF PAR-MER _nRE PROJECT,IRACTU-710S2 K DATE: PRC - .DE ✓E-LOPMENT or Scs c-uRvE' No, SotL COVES 1,APZA OFP9RTN CN cN X A' L WATER S14 E)(A; VeD - HYDkbL 110 SDILL G ROUP '` D `r .GO } ` 50. t Ve B - RYOROI.660c AIL_ c: ROUP " D" .40 �4 133. Co = s+, D 6uR11 NO. /S if-fg 50/ 7&4-270/u ol= 4 , nv �� • so FOR PP Z—::- — PE I/��OMOVF CN = 840 tJoTE W rA►R" PASTURE �oNDiT10"S Fog FC-DCVEI.bPMpfjT AND H'f[)g0L0GlC SOIL_ H WN Wagner, Heindel, and Noyes, Inc. Consulting Geologists Burlington, Vermont Pew pf--vF.aPrva7J-r- Ti M E o f co►-)c i T 10 v, l (D Page No. PAGE OF PgRiN�K T� PROJECTooK DATE: 0 VXW-�b FLDW L = 319 S 319 -�=i- V — ';IS COmRLAIJD FLOW) j =( 319 1- l hr _ ,0-�4-hr5 � s POST DGVaOffA T TiMt�- OF C000E7,-Y,(RATI0ti..i 5 N "rR ow �Pr�Q�h ) LZ= 3 7S Sz = Z,'9 °/- Vim= ?,17P /s 0 0-�A� U F20 L j lr� t 7S SL = i Z % V3 = 2..� �Pi�s C= 3 Z+ 80 f 7 5 11�Z )� �� , O S3 k rS o H W�N s 00 Wagner, Heindel, and Noyes, Inc. Consulting Geologists Burlington, Vermont G Page No. PAGE OF p fui7 � PROJECT��aRILr' r Cz 00K DATE: foST DE Viz oPM�NT p�TceiYliNr3T oA/ 5 a, L- coUEr2 oAio of Pfl C N C N 1( A c. ksHE1j CA 1 Paved Pam. K 1-61-51 Res/ Si va /K s . 3 2 6 99 31, 95 Crtl✓el Rath/ Pa+'K:� , l58 91 t4W✓] — �74GYi �onQ�T7tr✓1 r 7s % elove,- vV 41 , ICJ 7 = 57.(o1 G/ /6yT GrJ�Pv vt/O. /S !f!� Sv/j'1/rif%- i /oN OF . Ci x A ) o �"o� P05T - iD�VCi-oPMENT : 1Jo i E; PYD2 LDGIG 661L- CR0uP ' D VAS A S?5v('IC:Z FO(Q sE� rrroN OF C ,W s H WN Wagner, Heindel, and Noyes, Inc. Consulting Geologists Burlington, Vermont l 3f 135 13� 133 13z sTR E-A M. X -_- 7! o� 0 5' 10' 1520 �-I) W4�j' AREA (�)' I `NJP (S� ! R" Q cf s 132 0 0 0 0 0 0 13Z, 5 .5 6.5 ?.) 6.9 , 500 17.0 133 1.0 11.0 G.8 12.1 .6GI 43,G 133.5 1.5 1-7,0 14A It-7 - b`to 114. 6 i3t 7.0 t?,.D 23.2. - ,,)•3 1, O93 239.0 134.5 2.1� 19.25 32,5 22.3 I , Z85 393.7 (35 3.0 19.75 -42.1 3.5 1 177 11,177 5U-5 13".3 3,� 20.75 48.2 Z5,1 7 0 Page No. PAGE OF 64kn& 774-00<- PROJECT7v,C iTp� DATE: LIO9 t 4 !. 4 9A R� ; /L 11 , 0 2S5c�t?IE't1 ►' /Yj,c +t�i, i4S �. V) %w F 61 LIST OF INPUT DATA FOR TR-20 HYDROLOGY***************** JOB TR-20 SUMMARY NOPLOTS TITLE 001 BARTLETT BROOK MODEL(1984+COND.) LATEST REV 10i8i86 FASSETS LOTS TITLE CALIBRATED BASED ON MAY 27-28, 1985 RAINSTORM 3 STRUCT 01 8 220. 0.0 0.0 8 220.5 9.86 0.597 8 221.0 19.31 1.194 8 221.25 22.28 1.492 8 221.5 24.53 1.791 8 222.0 28.21 2.388 8 222.25 30.0 2.686 8 222.5 30.1 2.984 8 223.0 30.2 3.581 9 ENDTBL 2 XSECTN 002 1.0 217. 8 215. 0.0 0.0 8 215.5 2.51 1.13 8 216. 15.37 4.45 8 216.5 45.49 9.83 8 217. 95.90 17.50 9 ENDTBL 2 XSECTN 001 1.0 212.0 8 210. 0.0 0.0 8 210.25 0.81 0.38 8 210.5 5.12 1.38 8 210.75 15.10 3.00 8 211. 33.10 5.75 8 211.25 59.80 8.75 8 211.5 99.34 13.13 8 212. 208.31 22.60 9 ENDTBL 2 XSECTN 003 1.0 208.0 8 205. 0.0 0.0 8 205.5 13.97 3.48 8 206. 44.09 7.65 8 206.5 88.94 12.75 8 207. 147.75 18.50 8 207.5 220.75 24.88 8 208. 312.81 32.40 9 ENDTBL 3 STRUCT 02 8 220.0 0.0 0.0 8 221.0 0.053 0.030 8 222.0 0.108 0.060 8 223.0 0.159 0.090 8 224.0 0.212 0.120 LIST OF INPUT DATA (CONTINUED)********************* 8 224.17 0.68 0.12001 8 224.50 3.43 0.12002 8 224.83 8.48 0.12003 8 225.17 12.93 0.12004 8 225.33 14.59 0.12005 8 225.50 15.00 0.12006 8 225.67 15.01 0.12007 9 ENDTBL 2 XSECTN 004 1.0 192.0 8 190. 0. 0 0. 0 8 190.5 1.90 1.59 8 191. 11.24 2.50 8 191.5 33.44 3.28 8 192. 67.28 3.93 9 ENDTBL 2 XSECTN 005 1.0 198.0 8 195. 0.0 0.0 8 195.1 0.073 0.15 8 195.2 0.33 0.43 8 195.3 0.82 0.81 8 195.4 1.62 1.32 8 195.6 4.19 2.61 8 195.8 8.54 4.40 8 196. 14.90 6.6 8 197. 82.97 23.20 8 198. 268.39 60.00 9 ENDTBL 3 STRUCT 03 9 ENDTBL 2 XSECTN 006 1.0 193.0 8 190.0 0.0 0.0 8 190.1 0.37 0.48 8 190.2 1.20 1.03 8 190.3 2.42 1.64 8 190.4 4.04 2.32 8 190.5 6.01 3.03 8 191.0 22.43 7.75 8 191.5 50.46 13.95 8 192. 93.63 22.1 8 192.5 151.42 31.5 8 193. 192.03 41.25 9 ENDTBL 3 STRUCT 04 8 145. 0.0 0.0 8 145.4 2.69 0.000215 8 146.2 25.18 0.00187 LIST OF INPUT DATA (CONTINUED)********************* 8 147. 49.8 0.00735 I 8 147.8 111.27 0.01955 8 148.2 130.47 0.03293 8 148.6 130.94 0.07313 I 8 149. 132.79 0.09449 9 ENDTBL 2 XSECTN 007 1.0 151.0 8 145. 0.0 0.0 8 I 145.2 0.186 0.24 8 145.4 0.83 0.68 8 145.6 2.29 1.44 8 I 145.8 4.37 2.28 8 146. 8.11 3.65 8 147. 44.81 12.80 8 148. 123.36 27.00 I 8 149. 321.75 68.40 8 150. 702.80 114.50 8 151. 1225.87 167.10 9 ENDTBL 2 XSECTN 008 1.0 134.0 8 130. 0. 0 0. 0 8 130.1 0.027 0.10 8 130.2 0.15 0.35 8 130.3 0.37 0.65 8 130.4 1.64 1.66 8 130.5 2.51 2.23 8 131. 8.06 4.90 8 131.5 16.23 8.03 8 132. 26.28 11.30 8 132.5 39.51 15.25 8 133. 55.6 19.65 8 133.5 248.90 57.15 8 134. 922.10 169.65 9 ENDTBL 2 XSECTN 009 1.0 208.0 8 205. 0.0 0.0 8 205.5 8.75 2.48 8 206. 31.33 6.10 8 206.5 69.73 10.95 8 207. 124.99 16.6 8 207.5 200.68 23.88 8 208. 299.91 32.25 9 ENDTBL 2 XSECTN 010 1.0 212.5 8 210. 0.0 0.0 8 210.5 9.97 2.90 3 '1 �7/ I LIST OF INPUT DATA (CONTINUED)*********************` 8 211. 33.41 6.60 8 211.5 69.80 11.10 8 212. 120.00 16.40 8 212.5 183.17 22.65 9 ENDTBL 2 XSECTN 011 1.0 206.0 8 200. 0.0 0.0 8 201. 31.60 5.85 8 202. 105.36 13.70 8 203. 217.78 23.10 8 204. 378.39 34.80 8 205. 579.05 47.75 8 206. 828.03 62.40 9 ENDTBL 2 XSECTN 012 1.0 147.0 8 145. 0.0 0.0 8 145.2 0.26 0.16 8 145.4 2.26 0.86 8 145.6 7.76 2.25 8 145.8 16.87 4.04 8 146. 29.00 6.00 8 147. 208.60 27.10 9 ENDTBL 3 STRUCT 05 8 145. 0.0 0.0 8 145.6 9.80 0.00018 8 146.8 91.60 0.00370 8 148.0 241.57 0.0161 8 149.2 404.85 0.0807 8 149.8 474.72 0.11457 8 150.4 512.81 0.1537 8 151.0 513.00 0.2005 9 ENDTBL 2 XSECTN 013 1.0 134.0 8 130. 0.0 0.0 8 130.1 0.05 0.05 8 130.2 0.26 0.13 8 130.3 0.71 0.38 8 130.4 1.47 0.64 8 130.5 2.52 0.95 8 131. 14.73 3.50 8 131.5 42.12 7.65 8 132. 87.91 13.20 8 132.2 107.11 16.06 8 133. 272.20 64.06 8 134. 954.93 160.06 LIST OF INPUT DATA (CONTINUED)********************* 9 ENDTBL 3 STRUCT 06 8 120. 0. 0 0. 0 8 120.9 20.87 0.065 8 121.8 78.63 0.40 8 122.7 158.40 1.36 8 123.6 264.67 2.79 8 124.5 388.43 4.94 8 125.4 533.68 8.37 8 126.2 705.17 11.39 8 127.1 914.85 14.89 8 128.0 1216.89 18.84 8 128.8 2273.95 22.79 9 ENDTBL 2 XSECTN 014 1.0 104. 8 100. 0.0 0.0 8 100.1 0.53 0.62 8 100.2 1.65 1.24 8 100.3 3.32 1.86 8 100.4 5.36 2.52 8 100.5 7.80 3.20 8 101. 24.33 6.75 8 101.5 47.33 10.58 8 102. 75.96 14.70 8 102.5 110.20 19.13 8 103. 150.57 24.00 8 103.5 231.30 34.00 8 104. 393.99 54.00 9 ENDTBL 2 XSECTN 015 1.0 135.3 8 132. 0.0 0.0 8 132.5 12.0 2.5 8 133.0 43.6 6.8 8 133.5 114.0 14.4 8 134.0 239.0 23.2 8 134.5 393.7 32.5 8 135.0 587.5 42.2 8 135.3 701.7 48.2 9 ENDTBL 2 XSECTN 016 1.0 149.5 8 148. 0.0 0.0 8 148.2 0.32 0.31 8 148.5 2.03 1.19 6 149.0 9.59 3.75 8 149.5 25.0 7.68 9 ENDTBL 1, LIST OF INPUT DATA (CONTINUED)******************** 3 STRUCT 07 8 180. 0.0 0.0 8 181.0 4.80 0.001 8 181.5 9.10 0.002 8 182.0 12.0 0.003 8 183.0 25.0 0.006 9 ENDTBL 3 STRUCT 08 9 ENDTBL 3 STRUCT 09 9 ENDTBL 3 STRUCT 10 i. •,- . , r -> c etc_ . t. ti 8 140.00 o.0 0.0 8 140.50 0.087 0.0079 ^r Poo- 8 141.00 3.52 0.0174 P(�. �_,��4 Z-L 8 141.50 4.35 0.0288 8 142.00 6.57 0.0421 8 142.50 7.21 0.0579 8 143.00 8.01 0.0755 9 ENDTBL 6 RUNOFF 1 01 6 0.257 77. 0.57 1 1 1 6 RESVOR 2 01 6 7 220.0 1 1 1 6 REACH 3 001 7 5 500. 3.27 1.23 1 1 1 6 RUNOFF 1 002 6 0.083 64. 0.52 1 1 1 6 ADDHYD 4 003 5 6 7 1 1 1 6 REACH 3 005 7 5 1000. 1 1 1 6 RUNOFF 1 02 6 0.175 61. 0.61 1 1 1 6 RESVOR 2 02 6 4 220.0 1 1 1 6 REACH 3 004 4 6 600. 1.5 1.20 1 1 1 6 ADDHYD 4 03 5 6 7 1 1 1 6 RESVOR 2 03 7 5 190.0 1 1 1 6 REACH 3 006 5 6 50. 1 1 1 6 REACH 3 007 6 7 1250. 1 1 1 6 RUNOFF 1 007 5 0.110 71. 0.40 1 1 1 6 ADDHYD 4 007 5 7 6 1 1 1 6 RESVOR 2 04 6 7 145. 1 1 1 6 REACH 3 008 7 5 650. 1 1 1 6 RUNOFF 1 008 6 0.006 78. 0.063 1 1 1 6 ADDHYD 4 008 5 6 7 1 1 1 6 RUNOFF 1 009 1 0.263 76. 0.87 1 1 1 6 RUNOFF 1 010 2 0.050 69. 0.54 1 1 1 6 ADDHYD 4 011 1 2 3 1 1 1 6 REACH 3 012 3 1 1200. 1 1 1 6 RUNOFF 1 012 2 0.0179 75. 0.17 1 1 1 6 ADDHYD 4 012 1 2 3 1 1 1 6 RUNOFF 1 07 6 0.0116 77. 0.0945 1 1 1 LIST OF INPUT DATA (CONTINUED)********************** 6 RUNOFF 1 08 5 0.00257 86. 0.043 1 1 1 6 ADDHYD 4 012 5 6 4 1 1 1 6 RUNOFF 1 09 2 0.0134 87. 0.048 1 1 1 6 ADDHYD 4 012 3 2 1 1 1 1 1 6 ADDHYD 4 012 1 4 2 1 1 1 1 6 RESVOR 2 05 2 4 145. 1 1 1 6 REACH 3 015 4 2 270. A-ttN�� 1 1 1 6 RUNOFF 1 10 3 0.00283 88. 0.093 6 RESVOR 2 10 3 4 140. vrt��rJ 1 1 1 6 ADDHYD 4 015 2 4 1 1 1 1 6 RUNOFF 1 016 3 0.00248 82. 0.0633 1 1 1 1 6 REACH 3 016 3 2 380. 1 1 1 6 ADDHYD 4 015 1 2 3 1 1 1 6 REACH 3 013 3 2 630. 1 1 1 6 RUNOFF 1 013 3 0.00969 69.0 0.14 1 1 1 1 6 ADDHYD 4 013 2 3 1 1 1 1 6 ADDHYD 4 06 1 7 4 1 1 1 6 RESVOR 2 06 4 3 120. 1 1 1 6 REACH 3 014 3 4 700. 1 1 1 1 ENDATA 7 INCREM 6 0.10 7 BASFLO 5 0.0041 1.0 24.0 7 COMPUT 7 01 008 4.0 1.0 2 2 01 01 ! 7 BASFLO 5 0.0041 1.0 24.0 7 COMPUT 7 009 014 4.0 1.0 2 2 01 01 ! ENDCMP 1 ENDJOB 2 *******************************END OF 80-80 t�JV l Pin EN 7 - ?Pv&T N �,& T CZ TR20 XEQ BARTLETT BROOK MODEL(1984•COND.) LATEST REV 10/8/86 FASSETS LOTS JOB 1 SUMMARY REV 05/02/83 CALIBRATED BASED ON MAY 27-28, 1985 RAINSTORM PAGE 18 SUMMARY TABLE 1 - SELECTED RESULTS OF STANDARD AND EXECUTIVE CONTROL INSTRUCTIONS IN THE ORDER PERFORMED (A STAR(-) AFTER THE PEAK DISCHARGE TIME AND RATE (CFS) VALUES INDICATES A FLAT TOP HYDROGRAPH A QUESTION MARK(?) INDICATES A HYDROGRAPH WITH PEAK AS LAST POINT.) SECTION/ STANDARD RAIN ANTEC MAIN PRECIPITATION PEAK DISCHARGE STRUCTURE CONTROL DRAINAGE TABLE MOIST TIME ------------------------- RUNOFF -------------------------------------- ID OPERATION AREA # COND INCREM BEGIN AMOUNT DURATION AMOUNT ELEVATION TIME RATE RATE (SQ MI) (HR) (HR) (IN) (HR) (IN) (FT) (HR) (CFS) (CSM) { ALTERNATE 1 STORM 1 STRUCTURE 1 RUNOFF .257 2 2 .10 .0 4.00 24.00 1.81 .88- 12.24 223.97 871.5 STRUCTURE 1 RESVOR .257 2 2 .10 .0 4.00 24.00 1.81 229.34 13.52 31.47 122.4 XSECTION 1 REACH .257 2 2 .10 .0 4.00 24.00 1.81 210.98 13.60 31.47 122.4 XSECTION 2 RUNOFF .083 2 2 .10 .0 4.00 24.00 .98 .88- 12.24 36.52 440.0 XSECTION 3 ADDHYD .340 2 2 .10 .0 4.00 24.00 1.61 206.26 12.29 67.39 198.2 XSECTION 5 REACH .340 2 2 .10 .0 4.00 24.00 1.61 196.74 12.37 65.48 192.6 STRUCTURE 2 RUNOFF .175 2 2 .10 .0 4.00 24.00 .82 .88- 12.32 53.11 303.5 STRUCTURE 2 RESVOR .175 2 2 .10 .0 4.00 24.00 .82 925.84 12.32 56.20 321.1 XSECTION 4 REACH .175 2 2 .10 .0 4.00 24.00 .80 191.83 12.42 56.10 320.6 STRUCTURE 3 ADDHYD .515 2 2 .10 .0 4.00 24.00 1.33 .88- 12.41 120.93 234.E STRUCTURE 3 RESVOR .515 2 2 .10 .0 4.00 24.00 1.33 .88- 12.41 120.93 234.8 XSECTION 6 REACH .515 2 2 .10 .0 4.00 24.00 1.34 192.24 12.51 120.93 234.8 XSECTION 7 REACH .515 2 2 .10 .0 4.00 24.00 1.33 147.96 12.61 120.04 233.1 XSECTION 7 RUNOFF .110 2 2 .10 .0 4.00 24.00 1.40 .98- 12.15 68.95 808.6 XSECTION 7 ADDHYD .625 2 2 .10 .0 4.00 24.00 1.35 148.12 12.59 147.19 235.5 STRUCTURE 4 RESVOR .625 2 2 .10 .0 4.00 24.00 1.35 150.38 12.67 139.19 222.7 XSECTION 8 REACH .625 2 2 .10 .0 4.00 24.00 1.34 133.22 12.77 139.19 222.7 XSECTION 8 RUNOFF .006 2 2 .10 .0 4.00 24.00 1.86 .88- 11.96 11.49 1915.5 XSECTION 8 ADDHYD .631 2 2 .10 .0 4.00 24.00 1.35 133.22 12.77 140.11 222.1 XSECTION 9 RUNOFF .263 2 2 .10 .0 4.00 24.00 1.74 .88- 12.44 164.75 626.4 XSECTION 10 RUNOFF .050 2 2 .10 .0 4.00 24.00 1.27 .88- 12.25 29.72 594.4 XSECTION 11 ADDHYD .313 2 2 .10 .0 4.00 24.00 1.67 202.24 12.41 188.19 601.3 XSECTION 12 REACH .313 2 2 .10 .0 4.00 24.00 1.66 146.89 12.51 188.19 601.3 XSECTION 12 RUNOFF .018 2 2 .10 .0 4.00 24.00 1.67 .98- 12.01 24.51 1369.4 XSECTION 12 ADDHYD .331 2 2 .10 .0 4.00 24.00 1.67 146.91 12.50 191.64 579.1 STRUCTURE 7 RUNOFF .012 2 2 .10 .0 4.00 24.00 1.79 .80- 11.97 20.25 1745.8 STRUCTURE 6 RUNOFF .003 2 2 .10 .0 4.00 24.00 2.53 .88- 11.96 6.46 2514.8 XSECTION 12 ADDHYD .014 2 2 .10 .0 4.00 24.00 1.92 145.96 11.97 26.68 1882.6 STRUCTURE 9 RUNOFF .013 2 2 .10 .0 4.00 24.00 2.62 .88- 11.96 34.48 2573.2 XSECTION 12 ADDHYD .344 2 2 .10 .0 4.00 24.00 1.70 146.92 12.50 194.99 566.3 XSECTION 12 ADDHYD .358 2 2 .10 .0 4.00 24.00 1.71 146.94 12.50 197.91 552.1 STRUCTURE 5 RESVOR .358 2 2 .10 .0 4.00 24.00 1.72 147.66 12.50 198.79 554.6 TR20 XEQ BARTLETT BROOK MODEL(1984-COND.) LATEST REV 1018i86 FASSETS LOTS JOB 1 SUMMARY REV 05/02/83 CALIBRATED BASED ON MAY 27-28, 1985 RAINSTORM PAGE 19 SUMMARY TABLE 1 - SELECTED RESULTS OF STANDARD AND EXECUTIVE CONTROL INSTRUCTIONS IN THE ORDER PERFORMED (A STAR(-) AFTER THE PEAK DISCHARGE TIME AND RATE (CFS) VALUES INDICATES A FLAT TOP HYDROGRAPH A QUESTION MARK(?) INDICATES A HYDROGRAPH WITH PEAK AS LAST POINT.) SECTIONi STANDARD RAIN ANTEC MAIN PRECIPITATION PEAK DISCHARGE STRUCTURE CONTROL DRAINAGE TABLE MOIST TIME ------------------------- RUNOFF -------------------------------------- ID OPERATION AREA * COND INCREM BEGIN AMOUNT DURATION AMOUNT ELEVATION TIME RATE RATE (SQ MI) (HR) (HR) (IN) (HR) (IN) (FT) (HR) (CFS) (CSM) ALTERNATE 1 STORM 1 XSECTION 15 REACH .358 2 2 .10 .0 4.00 24.00 1.71 133.84 12.60 198.79 554.6 XSECTION 15 RUNOFF .003 2 2 .10 .0 4.00 24.00 2.34 .88- 11.96 6.52SCr E-2303.1 XSECTION 15 A 61 2 2 .10 _ .0 4.00 24.00 1.72 133.64 12.60 199.36 551.8 XSECTION 16 RUNOFF .002 2 2 .10 .0 4.00 24.00 2.17 .89- 11.96 5.45 2195.8 XSECTION 16 REACH .002 2 2 .10 .0 4.00 24.00 2.27 148.73 12.06 5.45 2195.7 XSECTION 15 ADDHYD .364 2 2 .10 .0 4.00 24.00 1.72 133.84 12.60 199.91 549.5 XSECTION 13 REACH .364 2 2 .10 .0 4.00 24.00 1.73 132.65 12.70 199.91 549.5 XSECTION 13 RUNOFF .010 2 2 .10 .0 4.00 24.00 1.27 .88- 12.00 10.55 1089.0 XSECTION 13 ADDHYD .373 2 2 .10 .0 4.00 24.00 1.71 132.66 12.70 201.16 538.6 STRUCTURE 6 ADDHYD 1.004 2 2 .10 .0 4.00 24.00 1.49 124.15 12.72 339.91 338.4 STRUCTURE 6 RESVOR 1.004 2 2 .10 .0 4.00 24.00 1.49 123.96 12.88 314.73 313.3 XSECTION 14 REACH 1.004 2 2 .10 .0 4.00 24.00 1.49 103.76 12.98 314.73 313.3 TR20 XEQ BARTLETT BROOK MODEL(1984+COND) LATEST REV 10/8/86 FASSETS LOTS JOB 1 SUMMARY REV 05/02/83 CALIBRATED BASED ON MAY 27-28; 1985 RAINSTORM PAGE 18 SUMMARY TABLE 1 - SELECTED RESULTS OF STANDARD AND EXECUTIVE CONTROL INSTRUCTIONS IN THE ORDER PERFORMED (A STAR(-) AFTER THE PEAK DISCHARGE TIME AND RATE (CFS) VALUES INDICATES A FLAT TOP HYDROGRAPH A QUESTION MARK(?) INDICATES A HYDROGRAPH WITH PEAK AS LAST POINT.) SECTION/ STANDARD RAIN ANTEC MAIN PRECIPITATION PEAK DISCHARGE STRUCTURE CONTROL DRAINAGE TABLE MOIST TIME ------------------------- RUNOFF -------------------------------------- ID OPERATION AREA # COND INCREM BEGIN AMOUNT DURATION AMOUNT ELEVATION TIME RATE RATE (SQ MI) (HR) (HR) (IN) (HR) (IN) (FT) (HR) (CFS) (CSM) ALTERNATE 1 STORM 1 STRUCTURE 1 RUNOFF .257 2 2 .10 .0 4.00 24.00 1.81 .08- 12.24 223.97 871.5 STRUCTURE 1 RESVOR .257 2 2 .10 .0 4.00 24.00 1.81 229.34 13.52 31.47 122.4 XSECTION 1 REACH .257 2 2 .10 .0 4.00 24.00 1.81 210.98 13.60 • 31.47 • 122.4 XSECTION 2 RUNOFF .083 2 2 .10 .0 4.00 24.00 .98 .08- 12.24 36.52 440.0 XSECTION 3 ADDHYD .340 2 2 .10 .0 4.00 24.00 1.61 206.26 12.25 67.39 198.2 XSECTION 5 REACH .340 2 2 .10 .0 4.00 24.00 1.61 196.74 12.37 65.48 192.6 STRUCTURE 2 RUNOFF .175 2 2 .10 .0 4.00 24.00 .82 .00- 12.32 53.11 303.5 STRUCTURE 2 RESVOR .175 2 2 .10 .0 4.00 24.00 .82 925.84 12.32 56.20 321.1 XSECTION 4 REACH .175 2 2 .10 .0 4.00 24.00 .80 191.83 12.42 56.10 320.6 STRUCTURE 3 ADDHYD .515 2 2 .10 .0 4.00 24.00 1.33 .08- 12.41 120.93 234.8 STRUCTURE 3 RESVOR .515 2 2 .10 .0 4.00 24.00 1.33 .00- 12.41 120.93 234.8 XSECTION 6 REACH .515 2 2 .10 .0 4.00 24.00 1.34 192.24 12.51 120.93 234.8 XSECTION 7 REACH .515 2 2 .10 .0 4.00 24.00 1.33 147.96 12.61 120.04 233.1 XSECTION 7 RUNOFF .110 2 2 .10 .0 4.00 24.00 1.40 .08- 12.15 88.95 808.6 XSECTION 7 ADDHYD .625 2 2 .10 .0 4.00 24.00 1.35 148.12 12.59 147.19 235.5 STRUCTURE 4 RESVOR .625 2 2 .10 .0 4.00 24.00 1.35 150.38 12.67 139.19 222.7 XSECTION 8 REACH .625 2 2 .10 .0 4.00 24.00 1.34 133.22 12.77 139.19 222.7 XSECTION 8 RUNOFF .006 2 2 .10 .0 4.00 24.00 1.86 .00- 11.96 11.49 1915.5 XSECTION 8 ADDHYD .631 2 2 .10 .0 4.00 24.00 1.35 133.22 12.77 140.11 222.1 XSECTION 9 RUNOFF .263 2 2 .10 .0 4.00 24.00 1.74 .08- 12.44 164.75 626.4 XSECTION 10 RUNOFF .050 2 2 .10 .0 4.00 24.00 1.27 .80- 12.25 29.72 594.4 XSECTION 11 ADDHYD .313 2 2 .10 .0 4.00 24.00 1.67 202.74 12.41 1B8.19 601.3 XSECTION 12 REACH .313 2 2 .10 .0 4.00 24.00 1.66 146.89 12.51 188.19 601.3 XSECTION 12 RUNOFF .018 2 2 .10 .0 4.00 24.00 1.67 .88- 12.01 24.51 1369.4 XSECTION 12 ADDHYD .331 2 2 .10 .0 4.00 24.00 1.67 146.91 12.50 191.64 579.1 STRUCTURE 7 RUNOFF .012 2 2 .10 .0 4.00 24.00 1.79 .00- 11.97 20.25 1745.8 STRUCTURE 8 RUNOFF .003 2 2 .10 .0 4.00 24.00 2.53 .88- 11.96 6.46 2514.8 XSECTION 12 ADDHYD .014 2 2 .10 .0 4.00 24.00 1.92 145.96 11.97 26.68 1882.6 STRUCTURE 9 RUNOFF .013 2 2 .10 .0 4.00 24.00 2.62 .00- 11.96 34.48 2573.2 XSECTION 12 ADDHYD .344 2 2 .10 .0 4.00 24.00 1.70 146.92 12.50 194.99 566.3 XSECTION 12 ADDHYD .358 2 2 .10 .0 4.00 24.00 1.71 146.94 12.50 197.91 552.1 STRUCTURE 5 RESVOR .358 2 2 .10 .0 4.00 24.00 1.72 147.66 12.50 198.79 554.6 TR20 XEQ BARTLETT BROOK MODEL(1984+COND.) LATEST REV 10/8/86 FASSETS LOTS JOB 1 SUMMARY REV 05/02/83 CALIBRATED BASED ON MAY 27-28, 1985 RAINSTORM PAGE 19 SUMMARY TABLE 1 - SELECTED RESULTS OF STANDARD AND EXECUTIVE CONTROL INSTRUCTIONS IN THE ORDER PERFORMED (A STAR(•) AFTER THE PEAK DISCHARGE TIME AND RATE (CFS) VALUES INDICATES A FLAT TOP HYDROGRAPH A QUESTION MARK(?) INDICATES A HYDROGRAPH WITH PEAK AS LAST POINT.) SECTION/ STANDARD RAIN ANTEC MAIN PRECIPITATION PEAK DISCHARGE STRUCTURE CONTROL DRAINAGE TABLE MOIST TIME ------------------------- RUNOFF -------------------------------------- ID OPERATION AREA # COND INCREM BEGIN AMOUNT DURATION AMOUNT ELEVATION TIME RATE RATE (SO MI) (HR) (HR) (IN) (HR) (IN) (FT) (HR) (CFS) (CSM) ALTERNATE i STORM 1 XSECTION 15 REACH .358 2 2 .10 .0 4.00 24.00 1.71 133.84 12.60 198.79 554.6 XSECTION 15 RUNOFF .003 2 2 .10 .0 4.00 24.00 2.70 .88- 11.96 7.43 2626.9 SST E XSECTION 15 ADDHYD .361 2 2 .10 .0 4.00 24.00 1.72 133.84 12.60 199.39 551.9 XSECTION 16 RUNOFF .002 2 2 .10 .0 4.00 24.00 2.17 .88- 11.96 5.45 2195.8 XSECTION 16 REACH .002 2 2 .10 .0 4.00 24.00 2.27 148.73 12.06 5.45 2195.7 XSECTION 15 ADDHYD .364 2 2 .10 .0 4.00 24.00 1.72 133.84 12.60 199.95 549.6 XSECTION 13 REACH .364 2 2 .10 .0 4.00 24.00 1.73 132.65 12.70 199.95 549.6 XSECTION 13 RUNOFF .010 2 2 .10 .0 4.00 24.00 1.27 .98- 12.00 10.55 1089.0 XSECTION 13 ADDHYD .373 2 2 .10 .0 4.00 24.00 1.72 132.66 12.70 201.20 538.7 STRUCTURE 6 ADDHYD 1.004 2 2 .10 .0 4.00 24.00 1.49 124.15 12.72 339.94 338.4 STRUCTURE 6 RESVOR 1.004 2 2 .10 .0 4.00 24.00 1.49 123.96 12.88 314.77 313.4 XSECTION 14 REACH 1.004 2 2 .10 .0 4.00 24.00 1.49 103.76 12.98 314.77 313.4 PoSi OE.V£WPME,\JT w� BPc�\N TR20 XEQ BARTLETT BROOK MODEL(1984*COND.) LATEST REV 10/8/86 FASSETS LOTS JOB 1 SUMMARY REV 05/02/83 CALIBRATED BASED ON MAY 27-28, 1985 RAINSTORM PAGE 18 SUMMARY TABLE 1 - SELECTED RESULTS OF STANDARD AND EXECUTIVE CONTROL INSTRUCTIONS IN THE ORDER PERFORMED (A STAR(-) AFTER THE PEAK DISCHARGE TIME AND RATE (CFS) VALUES INDICATES A FLAT TOP HYDROGRAPH A QUESTION MARK(?) INDICATES A HYDROGRAPH WITH PEAK AS LAST POINT.) SECTION/ STANDARD RAIN ANTEC MAIN PRECIPITATION PEAK DISCHARGE STRUCTURE CONTROL DRAINAGE TABLE MOIST TIME ------------------------- RUNOFF -------------------------------------- ID OPERATION AREA # COND INCREM BEGIN AMOUNT DURATION AMOUNT ELEVATION TIME RATE RATE (SQ MI) (HR) (HR) (IN) (HR) (IN) (FT) (HR) (CFS) (CSM) ALTERNATE 1 STORM 1 STRUCTURE 1 RUNOFF .257 2 2 .10 .0 4.00 24.00 1.81 .80- 12.24 223.97 871.5 STRUCTURE 1 RESVOR .257 2 2 .10 .0 4.00 24.00 1.81 229.34 13.52 31.47 122.4 XSECTION 1 REACH .257 2 2 .10 .0 4.00 24.00 1.81 210.98 13.60 ■ 31.47 • 122.4 XSECTION 2 RUNOFF .083 2 2 .10 .0 4.00 24.00 .98 .88- 12.24 36.52 440.0 XSECTION 3 ADDHYD .340 2 2 .10 .0 4.00 24.00 1.61 206.26 12.25 67.39 198.2 XSECTION 5 REACH .340 2 2 .10 .0 4.00 24.00 1.61 196.74 12.37 65.48 192.6 STRUCTURE 2 RUNOFF .175 2 2 .10 .0 4.00 24.00 .82 .89- 12.32 53.11 303.5 STRUCTURE 2 RESVOR .175 2 2 .10 .0 4.00 24.00 .82 925.64 12.32 56.20 321.1 XSECTION 4 REACH .175 2 2 .10 .0 4.00 24.00 .80 191.83 12.42 56.10 320.6 STRUCTURE 3 ADDHYD .515 2 2 .10 .0 4.00 24.00 1.33 .80- 12.41 120.93 234.8 STRUCTURE 3 RESVOR .515 2 2 .10 .0 4.00 24.00 1.33 .80- 12.41 120.93 234.8 XSECTION 6 REACH .515 2 2 .10 .0 4.00 24.00 1.34 192.24 12.51 120.93 234.8 XSECTION 7 REACH .515 2 2 .10 .0 4.00 24.00 1.33 147.96 12.61 120.04 233.1 XSECTION 7 RUNOFF .110 2 2 .10 .0 4.00 24.00 1.40 .88- 12.15 88.95 808.6 XSECTION 7 ADDHYD .625 2 2 .10 .0 4.00 24.00 1.35 148.12 12.59 147.19 235.5 STRUCTURE 4 RESVOR .625 2 2 .10 .0 4.00 24.00 1.35 150.38 12.67 139.19 222.7 XSECTION 8 REACH .625 2 2 .10 .0 4.00 24.00 1.34 133.22 12.77 139.19 222.7 XSECTION 8 RUNOFF .006 2 2 .10 .0 4.00 24.00 1.86 .89- 11.96 11.49 1915.5 XSECTION 8 ADDHYD .631 2 2 .10 .0 4.00 24.00 1.35 133.22 12.77 140.11 222.1 XSECTION 9 RUNOFF .263 2 2 .10 .0 4.00 24.00 1.74 .88- 12.44 164.75 626.4 XSECTION 10 RUNOFF .050 2 2 .10 .0 4.00 24.00 1.27 .98- 12.25 29.72 594.4 XSECTION 11 ADDHYD .313 2 2 .10 .0 4.00 24.00 1.67 202.74 12.41 188.19 601.3 XSECTION 12 REACH .313 2 2 .10 .0 4.00 24.00 1.66 146.89 12.51 188.19 601.3 XSECTION 12 RUNOFF .018 2 2 .10 .0 4.00 24.00 1.67 .98- 12.01 24.51 1369.4 XSECTION 12 ADDHYD .331 2 2 .10 .0 4.00 24.00 1.67 146.91 12.50 191.64 579.1 STRUCTURE 7 RUNOFF .012 2 2 .10 .0 4.00 24.00 1.79 .88- 11.97 20.25 1745.8 STRUCTURE 8 RUNOFF .003 2 2 .10 .0 4.00 24.00 2.53 .&8- 11.96 6.46 2514.8 XSECTION 12 ADDHYD .014 2 2 .10 .0 4.00 24.00 1.92 145.96 11.97 26.68 1882.6 STRUCTURE 9 RUNOFF .013 2 2 .10 .0 4.00 24.00 2.62 .08- 11.96 34.48 2573.2 XSECTION 12 ADDHYD .344 2 2 .10 .0 4.00 24.00 1.70 146.92 12.50 194.99 566.3 XSECTION 12 ADDHYD .358 2 2 .10 .0 4.00 24.00 1.71 146.94 12.50 197.91 552.1 STRUCTURE 5 RESVOR .358 2 2 .10 .0 4.00 24.00 1.72 147.66 12.50 198.79 554.6 m TR20 XEQ BARTLETT BROOK MODEL(1984+COND.) LATEST REV 10i8186 FASSETS LOTS JOB 1 SUMMARY REV 05i02/83 CALIBRATED BASED ON MAY 27-28, 1985 RAINSTORM PAGE 19 SUMMARY TABLE 1 - SELECTED RESULTS OF STANDARD AND EXECUTIVE CONTROL INSTRUCTIONS IN THE ORDER PERFORMED (A STAR(-) AFTER THE PEAK DISCHARGE TIME AND RATE (CFS) VALUES INDICATES A FLAT TOP HYDROGRAPH A QUESTION MARK(?) INDICATES A HYDROGRAPH WITH PEAK AS LAST POINT.) SECTION/ STANDARD RAIN ANTEC MAIN PRECIPITATION PEAK DISCHARGE STRUCTURE CONTROL DRAINAGE TABLE MOIST TIME ------------------------- RUNOFF -------------------------------------- ID OPERATION AREA # COND INCREM BEGIN AMOUNT DURATION AMOUNT ELEVATION TIME RATE RATE (SQ MI) (HR) (HR) (IN) (HR) (IN) (FT) (HR) (CFS) (CSM) ALTERNATE 1 STORM 1 XSECTION 15 REACH .358 2 2 .10 .0 4.00 24.00 1.71 133.84 12.60 198.79 554.6 STRUCTURE 10 RUNOFF .003 2 2 .10 .0 4.00 24.00 2.70 .88- 11.96 7.43'%tf- 2626.9 STRUCTURE 10 RESVOR .003 2 2 .10 .0 4.00 24.00 2.75 141.95 12.00 6.33 2238.4 XSECTION 15 ADDHYD 361 2 .10 .0 4.00 24.00 1.72 _ 133.84 12.60 199.45 552.0 XSECTION 16 RUNOFF .002 2 2 .10 .0 4.00 24.00 2.17 .86- 11.96 5.45 2195.8 XSECTION 16 REACH .002 2 2 .10 .0 4.00 24.00 2.27 148.73 12.06 5.45 2195.7 XSECTION 15 ADOHYD .364 2 2 .10 .0 4.00 24.00 1.72 133.84 12.60 200.00 549.8 XSECTION 13 REACH .364 2 2 .10 .0 4.00 24.00 1.73 132.65 12.70 200.00 549.8 XSECTION 13 RUNOFF .010 2 2 .10 .0 4.00 24.00 1.27 .88- 12.00 10.55 1089.0 XSECTION 13 ADDHYD .373 2 2 .10 .0 4.00 24.00 1.72 132.66 12.70 201.25 538.9 STRUCTURE 6 ADDHYD 1.004 2 2 .10 .0 4.00 24.00 1.49 124.15 12.72 339.99 338.5 STRUCTURE 6 RESVOR 1.004 2 2 .10 .0 4.00 24.00 1.49 123.96 12.88 314.83 313.4 XSECTION 14 REACH 1.004 2 2 .10 .0 4.00 24.00 1.49 103.76 12.98 314.83 313.4 H W�N Wagner, Heindel, and Noyes, Inc, Consulting Geologists Burlington, Vermoni ME P PAGE OF age No. PROJECT: PL-' 'LL � ` DATE= l o 2 cJ C-" v- M ArT l C, %� C. �_ Al 1. nJ ✓ ft - \ /v C CLo S'� S F.CX" 1 u /\/ C- Dka.,; I Sw.yu v!J �'LRrilti' hLo 02 r�CL. 6�f' N 6". "LIV ,-L- PEA. Gt.MV,V'T°EO P.4%r.-Z OIV (ChK INFww (1-15F0-/CrTc PROVIDE `'c01MENT x—, 1oN vF FINS P': cj IoZ�� GOuDV�i PIPE 5% STATE OF VERMONT AGENCY OF NATURAL RESOURCES DEPARTMENT OF ENVIRONMENTAL CONSERVATION Re: Revocation of Permit 4CO339-4 Dale Franklin and Howard Sherman c/o Partner Tire and Service Creek Farm Plaza Colchester, Vermont 05446 Sewage Utility Connection Denial STATEMENT OF FACTS 1. The Department of Environmental Conservation ("Department") issued a Certificate of Compliance 4CO339-4 to Dale Franklin and Howard Sherman for construction of a tire and auto service store on September 9, 1986. The permit was conditioned on connection to a municipal sewer collection system. 2. On May 21, 1991, the Department received an Affirmation of Inadequate Sewage Treatment, from the Bartlett's Bay Wastewater Treatment Facility notifying the Department that the project authorized by Certificate of Compliance 4CO3399-4 will not utilize the village of Benson wastewater treatment facility for sewage treatment because approval for connection of this project was terminated on November 13, 1986. 3. On August 13, 1991, the Department petitioned the Commissioner to revoke Certificate of Compliance 4CO339-4 because sewage service was no longer available to the project. 4. By letter dated May 1, 1992 the Department notified Dale Franklin and Howard Sherman of the petition to revoke Certificate of Compliance 4CO339-4. The letter informed Mr. Franklin and Mr. Sherman that they had the right to a revocation hearing or, if they did not contest the revocation, they could waive the hearing. 5. The Department received a waiver of the revocation hearing, signed by Mr. Sherman on May 7, 1992. The waiver also needed to be signed by Mr. Franklin as co -applicant. Mr. Franklin signed the waiver and returned it in May, 1993. 6. A revocation hearing in this matter is not necessary because both Mr. Sherman and Mr. Franklin have waived their right to a hearing. -1- ORDER Based on the facts above, IT IS ORDERED, that Certificate of Compliance 4CO339-4 is hereby REVOKED. Waterbury, Vermont. Department of Env# June Z0 , 1993. nmental Conservation ack Long, Coonissioner N State of . trmont i r MM f' far Department of Fish and Wildlife Department of Forests, Parks and Recreation Department of Environmental Conservation State Geologist Natural Resources Conservation Council May 1, 1992 Dale Franklin and Howard Sherman c/o Partner Tire & Service Creek Farm Plaza Colchester, Vermont 05446 SUBJECT: Tire and service store 4CO339-4 Dear Mr. Franklin and Mr. Sherman: AGENCY OF NATURAL RESOURCES Department of Environmental Conservation Office of the Commissioner Building One South, 103 South Main Street Waterbury, Vermont 05671-0401 Telephone: (802) 244-8755 The Environmental Protection Division of the Department of Environmental Conservation issued a Certificate of Compliance for the above referenced project on September 6, 1986. This Certificate of Compliance was issued on the basis of the project being connected to the Bartlett's Bay Wastewater Treatment Facility. On May 20, 1991, the Division received an affirmation (copy attached) from the Bartlett's Bay Wastewater Treatment Facility that it is no longer committed to providing sewage treatment and disposal service to the project and that it would like the Division to remove the project from its reserve capacity commitment list. After reviewing the pertinent file information, the Environmental Protection Division concluded that sewage service is no longer available to your project and, therefore one of the key bases for issuance of Certificate of Compliance 4CO339-4 is no longer true. On August 13, 1991 the Division petitioned the Commissioner to revoke your permit based on the fact that without authorization from the Bartlett's Bay Wastewater Treatment Facility for a sewage connection, construction of your project constitutes a violation of your permit and of the Environmental Protection Rules. A copy of the petition is attached. As specified in Section 2.02F of the Environmental Protection Rules, the Commissioner of the Department of Environmental Conservation is required to hold a hearing to determine whether your permit should be revoked. You may, however, waive your right to a hearing if you do not contest the revocation action described above. Therefore, please complete the attached form and return it no later than May 22, 1992, so I can schedule a hearing date if so indicated. /St. Johnsbur y Mr. Franklin and Mr. Sherman May 1, 1992 Page 2 If you have any questions on the petition proceedings, please contact me at 244-8755. If you have questions about the evidence in support of the petition, please contact Donald Robisky, Environmental Protection Division at 244-5674. Sincerely, a&�� Charles A. Bristow, General Counsel CAB/bl-h Enclosures cc: Joe Weith, South Burlington Planner Bonnie Loomer-Hostetler, Dept. of Environmental Conservation REQUEST FOR OR WAIVER OF REVOCATION HEARING Applicant: Dale Franklin and Howard Sherman Address: c/o Partner Tire and Service Creek Farm Plaza Colchester, Vermont 05446 Project: Tire and service store Permit No.: 4CO339-4 Town/Village: South Burlington I, the undersigned permittee, have read the Petition for Revocation of the referenced permit. I certify that I am the present permittee of Permit No. 4C0339-4. I wish to inform the Commissioner of the Department of Environmental Conservation that: Please initial one: I waive my right to a hearing on this matter. (I understand this means the permit will be revoked without a hearing.) I request that a hearing be held. Permittee: signature o-Permittee: signature Date Date Please return this form by May 22, 1992 to: Charles A. Bristow, General Counsel State of Vermont, Agency of Natural Resources Department of Environmental Conservation 103 South Main Street, Building One South Waterbury, Vermont 05676-0401 NOTE: Permits run with the land so the present permittee is the owner of the land. In some cases, the project developer might differ from the land owner and may be a co-permittee. If the property was sold since the permit was issued, the permittee is the new owner not the original owner named on the permit. State of ti Irmont Department of Fish and Wildlife Department of Forests, Parks and Recreation Department of Environmental Conservation State Geologist Natural Resburces Conservation Council August 13, 1991 Reginald A. LaRosa, Acting Commissioner Department of Environmental Conservation 103 South Main Street Waterbury, Vermont 05676 Dear Mr. LaRosa: AGENCY OF NATURAL RESOURCES Department of Environmental Conservation Permits, Compliance and Protection The Annex, 103 South Main Street Waterbury, Vermont 05671-0405 Telephone: (802) 244-5674 RE: Permit Revocations This Division has received formal notification from a number of municipalities of withdrawal of their commitment to provide sewage treatment and disposal to specific projects. The Division is, therefore, requested to remove the projects from the list of sewage service commitments charged against reserve capacity. The following permits and/or certificates of compliance were issued this Division were based on sewage treatment allocation by municipalities: PERMIT NUMBER/NAME WW-4-0255 BDP Realty Assoc. PB-4-1375 Davis Dev. Corp. WW-2-0050 SMC Dev. Corp. of Vt. EC-2-1589 HB Van Guilder EC-2-1795 Daniel & Susan Hallock WW-2-0137 Environmental Consultants WW-2-0177 Mount Snow LTD PB-5-0044-2 B.E., INC. EC-5-1420 E. Leonard PB-5-1031 Genge, Holtan, Lepeltier EC-5-1594 James Bond UTILITY Bartletts Bay Wastewater Treatment Facility Bartletts Bay Wastewater Treatment Facility Ludlow Wastewater Treatment Facility Ludlow Wastewater Treatment Facility Jacksonville Wastewater Treatment Facility North Branch Fire District #1 Wastewater Treatment Facility North Branch Fire District #1 Wastewater Treatment Facility Waterbury Wastewater Treatment Facility Waterbury Wastewater Treatment Facility Waterbury Wastewater Treatment Facility Waterbury Wastewater Treatment Facility Regional Offices - Barre/Essex Jct./Pittsford/N. Springfield/St. Johnsbury Mr. LaRosa August 13, 1991 Page Two CERTIFICATE OF COMPLIANCE 4C0339-4 Dale Franklin & Howard Sherman 5W0861 Pilgrim Partnership 5W0090-4 Peter Sears 5L0822 Stowe Club Associates Bartletts Bay Wastewater Treatment Facility Waterbury Wastewater Treatment Facility Waterbury Wastewater Treatment Facility Stowe Wastewater Treatment Facility In accord with the provisions of Section 2-02.F of the 1982 Environmental Protection Rules, the Division petitions the Commissioner to revoke the above -mentioned permits and certifications of compliance on the basis that without authorization from the municipal wastewater treatment facilities for sewage connection, construction of these projects constitutes violations. The Division requests that the petitions be heard at the Commissioner's earliest convenience. The Division does not require a stenographer's transcript of the hearings. Sincerely, Gary V. Schultz, Director GVS/bl -h CC: Permittees Utilities Town Planning Commissions Act 250 Regional Offices. AFFIRMATION OF INADEQUATE SEWAGE TREATMENT P6rmittee: DALE FRANKLIN & HOWARD SHERMAN Permit: 4C0339-4 Issued: September 6, 1986 We, the undersigned, do affirm that the Partner Tire & Service Bldq authorized through the above -noted permit will not be allowed to utilize the Bartletts Bay Wastewater Treatment Facility for sewage treatment. Municipal approval for connection of this project terminated on We understand that this statement will be used as evidence of inadequate sewage treatment in the proceedings for revocation of the above -noted permit. For the BARTLETTS BAY ';J1.17 l By Dated a o Tit l C" 17- By _ Title By — Title By Title Dated Dated Dated CITY OF SOUTH BURLING`I'ON SITE PLAN APPLICATION 1) NAME, ADDRESS, AND PHONE NUMBER OF: a) Owner of Record Peter Bouvea et al 862-2222 1805 Shelburne Road, South Burlinqton b) Applicant Partner Tire and Service, Inc. 878-6731 Creek Farm Plaza, Colchester c) Contact Person David A. Desautel s 864-0900 135 College Street, Burlington 2) PROJECT STREET ADDRESS: 1785 Shelburne Road 3) PROPOSED USE (s) Automotive Service, Tire Sales, Retail Parts 1 -1�� 4) SIZE OF PROJECT: (i.e. Building Square Footage, #units, maximum height and #floors 10,200 S.F., 3 units, 18' Height, Single Story, (plus shower & office in eaves 5) NUMBER OF EMPLOYEES (full and part time): 12 6) LOT COVERAGE: Building 13 %; Building, Parking, Outside Storage: 49 % 8) COST ESTIMATES: Buildings: $ 240 K ; Landscaping $ 9 K Other Site Improvements: (Please list with cost) $ 35 K (site work 9) ESTIMATED PROJECT COMPLETION DATE: October 1, 1986 10) ESTIMATED AVERAGE DAILY TRAFFIC (in and out) 160 11) PEAK HOUR(s) OF OPERATION: Mon. - Friday 7-8 a.m. and 5-6 p.m. 12) PEAK DAY (s) OF OPERATION: Steady Monday - Saturday L\0 c SIGNATURES OF APP IC NT May 23, 1986 Dave De s au t e 1 s 135 College Street Burlington, Vermont 05401 Res Partner Tire, 1785 Shelburne Road Dear Dave-. Enclosed are the minutes of your site plan approval for Partner Tire. Please be sure to meet all of the stipulations before filing for a building permit. Sincerely, Jane B. Lafleur, City Planner JBL/mcp Encl VIC- June 27, 1986 Katherine Vase AEC 111 West Street Essex Junction, Vermont 05452 Re: Partner Tire, Shelburne Road Dear Katherine: This serves to confirm that the South Burlington Planning Commission approved the site plan application for Partner Tire. This project is in conformance with the Comprehensive Plan of South Burlington. Sincerely, Jane B. Lafleur, City Planner JBL/mcp cc: Gordon Woods 5/13/86 JBL MOTION OF APPROVAL That the South Burlington Planning Commission approve the site plan application of Partner Tire and Service, Inc., David Desautels, agent for construction of a 10,200 square foot building for Partner Tire Sales, an automotive service business and a retail parts business as depicted on a plan entitled: "Partner Tire and Service, Inc., for Howard Sherman and Dale Franklin, Shelburne Road, South Burlington, Vermont" prepared by Gordon G. Woods Associates, Architects, Burlington, Vermont, dated April 10, 1986, and last revised 5/7/86 with the following stipulations: 1. An $8 000 landsca,ppin bond shall be posted prior to permit. (Z�� se.e1� S o `l ' f, � [ ��: c �.e� t^ �..t � 4-44 Ao,,%t tfi � , ?v ,l , ,, r . 2. The parking on the northside of the ravine shall not be constructed unless it is determined by the applicant and/or the Planning Commission after one year that it is required. 3. The developer shall, contribute 1% of the cost of the Shelburne Road intersection improvement package due to the 34 trip ends produced by this development. 4. The applicant shall comply with the recommendation of Wagner, Heindel and Noyse for storm water detention. The recommendation shall be approved by the City Engineer prior to permit. 5. There shall be a separation between the westerly property line and the gravel drive to serve as a snow storage area. 6. A fire hydrant shall be installed prior to permit in a location determined by the South Burlington Fire Chief to serve these 3 lots. 7. The building permit shall be obtained within 6 months or this approval shall be null and void. 1 t',-�,n — Y I \ uii I '(-t, 1 ..4f 5) FISSETTE, 10 SHUNPIKE ROAD This sketch plan is for the two lot subdivision of a 1.02 acre property with an existing house. The Zoning Board approved a variance for the 56 foot frontage on the larger lot. The two lots will be 11,245 square feet with the existing house and a new lot of 33,344 square foot for a multiple -family dwelling. It is Zoned R4; three units may be permitted on this lot. They will require a separate subdivision approval. Muni- cipal sewer and water will. be provided. 6) PARTNER TIRE, Fassetts lot #3, 1785 SHELBURNE ROAD Partner Tire proposes to construct a 10,200 square foot structure on lot #3 of the Fassetts subdivision. The structure will have three uses: Partner Tire sales, automotive service and retail parts. These multiple uses were approved by the Zoning Board of Adjustment. Access and Circulation: This lot and #2 will share a curb cut. The curb cut is located just south of Harbor View Road. Circulation is adequate. Parking: Forty five parking spaces are provided. The plan shows a second parking lot north of the ravine to meet the parking requirements. I suggest this lot be constructed after a one ,year review only if the parking is needed. Landscaping and Screening: The project requires a landscaping plan and bond valued at $ 8000. Although the plan meets this requirement, the plan should include larger 4 inch caliper trees along Shelburne Road. I do not particularly like paving right up to the building and prefer a landscaped buffer around the building except, of course, where there are overhead doors. I am expecting to receive revised plans prior to the meeting. Traffic: The overlay zone permits 89 trip ends during the peak hour on this property. The applicant has provided data on the Partner Tire business in Colchester that 72 trip ends will be produced by 36 customers per day. The two other businesses project 44 customers per day or 88 trip ends for a total of 160 trip ends per day. During the peak hour of Shelburne Road, the maximum projection is 17 trips or 34 trip ends. There is no data from ITE for this type of use. The applicant must contribute 1% toward the improvement fund based on this share of total trips over a two year period. Other: An evaluation by Wagner, Heindel and Noyse is required. and the applicant must comply with that recommendation for on site detention and erosion control. Sidewalks must be built along the frontage. See Bill Szymanski's and Chief Goddette's comments. 4 OAJL ?41 n-A ->Av \ C--,L'- -'S,6&LJ\N 4,1 'r k7 , q W-4. • 135 COLLEGE ST. BURLINGTON, VERMONT 05401 802-864-0900 • 201 WOODSTOCK AVE. RUTLAND VERMONT 05701 802-775-1980 desa7utels REAL ESTATE, INC. May 5, 1986 Ms. Jane LaFleur, City Planner City of South Burlington 575 Dorset Street So. Burlington, Vt. 05401 Dear Jane, After reviewing data from Partner Tires present location in Colchester and securing estimates from our two prospective tenants, the following summarizes the traffic situation: Customers/Day Peak Hours Partner Tire 36 7-8 AM M-F 5-6 PM M-F Tenant #2 35 Steady Tenant #3 9 8-9 AM M-F 80 3-4 PM M-F (in=1, out=1) X 2 Total Trips/Day 160 If you have any questions, please contact me. DAD/jgc Si nc ely, David A. Desautels CCIM M E M O R A N D U M To: South Burlington Planning Commission From: William J. Szymanski, City Manager Re: May 13, 1986 agenda items Date: May 9, 1986 2) LOTHROP PROPERTY, KIRBY ROAD 1. Same comments regarding drainage, tree removal as in preliminary plan review. 2. A neighbor along Duval Street is interested in a small corner (south-east) to square off their lot. I have no objection to this being done. 3) ETHAN ALLEN FARMS, ETHAN ALLEN DRIVE 1. Same comments as previously submitted. 4) HARBOR INN, SHELBURNE ROAD 1. Same comments as previously submitted. 6) PARTNERSHIP TIRE AND SERVICE, INC., SHELBURNE ROAD 1. Site shall include runoff control. 2. There should be a separation between the westerly property line and the gravel drive to serve as a snow storage areaa. City of South Burlington 575 DORSET STREET SOUTH BURLINGTON, VERMONT 05401 PLANNER 658-7955 May 9, 1986 Dave Desautels 135 College Street Burlington, Vermont 05401 Re: Partner Tire, 1785 Shelburne Road Dear Dave: ZONING ADMINISTRATOR 658-7958 Enclosed are the agenda and my memo to the Planning Commission. Also enclosed are Bill Szymanski's and Chief Goddette's comments. Please be sure someone is present on Tuesday, May 13, 1986 to represent your request. Sincerely, Jane B. Lafleur, City Planner JBL/mcp Encls cc: Peter Bouyea Partner Tire & Service, Inc. 1 v BMW Al ,.► D 5 C µ A P tP-4 G E- D U L W- PL. A N T t IN G LA T f N N A AA E Ei.A s�z� �4oT Cw401 lsaW KvMgeR. Sy A/t. c pt_1 �E Q NT_ MAC -__ FL",QP-.c4CA CV-Af3 tAMAALUS COR.OWI R,IA 2yxDtA, -i -9 2C -VT TALL WD I ISUa-LAP (p A Ta�%' mokwAV MAPLt"e- Ac rOL PLA'�TAS�tOtOes Ig-2�BALLEDvQ.LA P f7 s G l0.0 5 P ti ACC I tit C. L 4w M T A 1C U S u w w s t F ` 1 S -t 8_ _ - -- . tvcUs GLvr01YSiA(54ADow MAsTti�.) 14=t6 600 15ACLL`04 6Ua:LAFF ►qd x3 I h 3 4 : t. r - -- ti '• � rz A v t= L / h w � 1 SoNE W , G CULART c uittl� -Burlington Nire i3cpa tlnent , 575 Bor,oet street *M4 Ahirlington, Uermant 1154111 OFFICE OF JAMES W. GODDETTE, SR. CHIEF 663-6455 MEMORANDUM TO: SOUTH BURLINGTON PLANNING COMMISSION FROM: CHIEF JIM GODDETTE, FIRE CHIEF RE: MAy 13,1986 AGENDA ITEMS DATE: MAy 6,1986 Pan-tnenTine 9 Service Inc . ; 1) At this time I do not bee a pnobtem Aok .the 6in.e deparetmen•t on this prcoject. Some one 6houLd make sure the hydn-ant 1,5 .Lns•tatted which wa6 applcoved 6o)L the 3 .dot 6ubdivi6ion. 2) Gnegoney 9 Ca&ot Lo•thno p; Ki. Lb y Rd I do not 6 ee a pro bt em with ,thi6 3 .dot subdivision. 3) Handy, 42 Hine6bung Road; The onty pnobtem I see at this time is the dn.ive way 6houtd be at feast 15 Ft. wide bon ouk 6matten equipment which ,L6 .the Game a6 teque6.ted {ion. on ,the p1i.2 i6ton road o66ice, � cite,, Lit* i October 10, 1986 Jane B. LaFleur Planner, City of So. Burlington 575 Dorset St. So. Burlington, VT 05401 Re: Car Wash 1805 Shelburne Rd. Dear Jane: The seller of Lot #1 and I did not agree on compensation for the extra land necessary for my project's approval until September 15th. This time delay will not allow enough time for me to satisfy all conditions to secure all the permits necessary for me to build this season. As a result, I am requesting a six (6). months' extension on applying for a building permit. My current approval expires on or about November 2.6, 1986. Please advise as soon as possible. Sincerely, --4 -Q�Xk-'- Har Curth HFC/sm H VN Wagner, Heindel, and Noyes. Inc, consulting geologists P.O. Box 1629 Burlington, Vermont 05402-1629 802-658-0820 October 16, 1986 Mrs. Jane Lefleur Planning Office Municipal Building Dorset St. South Burlington, VT 05403 Dear Jane: We have completed our analysis of the site plan for the proposed Partner Tire and Service facility on Shelburne Road, within the Bartlett Brook watershed. In order to prevent any increase in peak discharge in the brook, we recommend that a retention basin of volume 243600 gallons, as specified schematically in the report, be constructed along the western limit of the site. Additionally, we can not agree at this time with the construction of an access road and emplacement of a culvert across the south fork of the Brook. Additional data should be requested by the city on this proposed crossing. Please contact me if you have any questions. Sincerely, 4'"XV J frey . Nelson, Geologist Wagner, Heindel, and Noyes, Inc. JAN:tac enclosures cc: David Desautels • 135 COLLEGE ST. BURLINGTON, VERMONT 05401 802-864-0900 • 201 WOODSTOCK AVE. RUTLAND VERMONT 05701 802-775-1980 1 v desa7utels REAL ESTATE, INC. May 6, 1986 Ms. Jane LaFleur, City Planner 575 Dorset Street So. Burlington, Vt. 05401 RE: Update to letter dated 5/5/86 Dear Jane, After consulting with Partner Tire & Service, and the two prospective tenants, we estimate traffic to our site during the following times will be: Trips/Hour 4-6 P.M. Monday -Thursday 16 3-7 P.M. Friday 17 10-11 A.M. Saturday 11 If you have any comments or questions, please don't hesitate to call. DAD/jgc Sincerely, David A. Desautels CCIM H 6--)Li` - VNWagner, Heindel, and Noyes, Inc. consulting geologists W N P.O. Box 1629 Burlington, Vermont 05402-1629 802-658-0820 November 4, 1986 Mr. Doug Fitzpatrick Fitzpatrick & Llewellyn 15 Brickyard Road Essex Jct., VT 05452 RE: Shelburne Road Carwash Dear Doug: As per our telephone conversation of November 3, 1986, I am enclosing the tabular hydrograph data you requested. All section and structure numbers are as designated in our original report. Please contact me with any questions. Sincerely(, Je freY A. ANelson, Geologist Wagner, Heindel, and Noyes, Inc. JAN:tac enclosures cc: Jane Lefleur Harry Curth �V 0. 1L-cII mmuun I'IUUt.LlLyb4'$_UNU.) LAILhI REV 10/8/86 FASSETS LOTS JOB 1 PASS 1 PAGE 13 REV W102/83 CALIBRATED BASED ON MAY 27-28, 1985 RAINSTORM OPERATION ADDHYD CROSS SECTION 15 \(ke'. V L PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.12 124.78 133.54 12.60 200.12 133.84 19.76 11.07 132.46 23.76 8.45 132.35 TIME(HRS) FIRST HYDROGRAPH POINT .00 HOURS TIME INCREMENT - .10 HOURS DRAINAGE AREA - .36 SO.MI. .00 DISCHG .00 .00 .00 .00 .01 .02 .02 .03 .04 .05 1.00 DISCHG .06 .06 .07 .07 .07 .07 .07 .07 .07 .07 2.00 DISCHG .07 .07 .07 .07 .07 .06 .07 .06 .06 .06 3.00 DISCHG .06 .06 .06 .06 .06 .06 .06 .06 .06 .06 4.00 DISCHG .06 .06 .06 .06 .06 .06 .06 .06 .06 .06 5.00 DISCHG .06 .06 .06 .06 .06 .06 .06 .06 .06 .06 6.00 DISCHG .06 .07 .08 .09 .09 .10 .11 .12 .12 .13 7.00 DISCHG .14 .15 .15 .17 .17 .18 .19 .20 .20 .21 8.00 DISCHG .22 .23 .26 .28 .31 .35 .36 .37 .38 .39 9,00 DISCHG .40 .42 .47 .51 .53 .55 .58 .65 .71 .76 ^4.00 DISCHG .85 .97 1.17 1.37 1.66 1.98 2.28 2.82 3.32 3.90 ..00 DISCHG 4.61 5.22 6.26 7.20 8.55 10.06 12.47 24.87 34.42 60.89 12.00 DISCHG 100.36 124.16 113.45 129.80 169.77 188.49 200.10 189.91 176.42 154.19 13.00 DISCHG 133.15 113.26 98.40 85.67 76.06 67.20 60.68 54.24 49.47 45.12 14.00 DISCHG 41.71 38.59 35.96 33.51 31.63 29.65 28.27 26.55 25.30 24.01 15.00 DISCHG 23.07 22.05 21.37 20.60 20.04 19.32 19.02 18.55 18.27 17.79 16.00 DISCHG 17.51 17.10 16.92 16.62 16.55 16.36 16.35 15.98 15.86 15.67 17.00 DISCHG 15.53 15.19 14.97 14.62 14.43 14.15 14.06 13.88 13.85 13.59 18.00 DISCHG 13.40 13.22 13.10 12.80 12.57 12.21 11.99 11.70 11.56 11.36 19.00 DISCHG 11.31 11.19 11.18 11.09 11.11 11.05 11.08 11.03 11.06 10.97 20.00 DISCHG 10.70 10.56 10.45 10.18 9.93 9.59 9.35 9.07 8.91 8.73 21.00 DISCHG 8.67 8.55 8.53 8.46 8.46 8.40 8.42 8.38 8.41 8.37 22.00 DISCHG 8.40 8.36 8.40 8.36 8.40 8.37 8.40 8.37 8.41 8.38 23.00 DISCHG 8.42 8.39 8.42 8.40 8.43 8.41 8.44 8.41 8.43 8.26 24.00 DISCHG 8.07 7.90 7.28 6.70 6.19 5.45 4.64 3.75 2.98 2.26 25.00 DISCHG 1.72 1.26 .97 .70 .55 .39 .31 .21 .18 .11 26.00 DISCHG .10 .05 .06 .02 .04 .00 .02 .00 .01 .00 27.00 DISCHG .01 .00 .01 .00 .01 .00 .01 .00 .01 .00 28.00 DISCHG .01 .00 .01 .00 .01 .00 .01 .00 .01 .00 29.00 DISCHG .01 .00 .01 .00 RUNOFF VOLUME ABOVE BASEFLOW - 1.72 WATERSHED INCHES, 400.86 CFS-HRS, 33.13 ACRE-FEET; BASEFLOW - .00 CFS OPERATION RUNOFF STRUCTURE 11 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 11.96 2.58 (RUNOFF) TIME(HRS) FIRST HYDROGRAPH POINT - .00 HOURS TIME INCREMENT - .10 HOURS DRAINAGE AREA - .00 SO.MI. 6.00 DISCHG .00 .00 .00 .00 .01 .01 .01 .01 .01 .01 7.00 DISCHG .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 8.00 DISCHG .01 .02 .02 .02 .02 .02 .02 .02 .02 .02 9.00 DISCHG .02 .03 .03 .03 .03 .03 .04 .04 .04 .04 10.00 DISCHG .04 .04 .05 .05 .06 .06 .07 .08 .09 .10 11.00 DISCHG .10 .12 .12 .14 .16 .17 .64 .74 1.42 2.25 12.00 DISCHG 2.40 .59 .40 .33 .26 .25 .21 .21 .19 .17 13.00 DISCHG .17 .14 .14 .13 .12 .12 .10 .10 .10 .09 14.00 DISCHG .09 .08 .08 .08 .07 .07 .07 .07 .07 .07 15.00 DISCHG .07 .07 .07 .06 .06 .06 .06 .06 .06 .06 16.00 DISCHG .06 .06 .06 .06 .06 .06 .05 .05 .05 .05 17.00 DISCHG .05 .05 .05 .05 .05 .05 .05 .05 .04 .04 18.00 DISCHG .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 19.00 DISCHG .04 .04 .04 .04 .04 .04 .04 .04 .03 .03 20.00 DISCHG .03 .03 .03 .03 .03 .03 .03 .03 .03 .03 21.00 DISCHG .03 .03 .03 .03 .03 .03 .03 .03 .03 .03 22.00 DISCHG .03 .03 .03 .03 .03 .03 .03 .03 .03 .03 23.00 DISCHG .03 .03 .03 .03 .03 .03 .03 .03 .02 .02 .24.00 DISCHG .02 .00 TR20 XEO BARTLETT BROOK MODEL(1984-COND.) LATEST REV 10/8/86 FASSETS LOTS JOB 1 PASS 1 REV 05/02/83 CALIBRATED BASED ON MAY 27-28, 1985 RAINSTORM PAGE 14 OPERATION RESVOR STRUCTURE 11 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 11.96 2.48 151.43 TIME(HRS) FIRST HYDROGRAPH POINT .00 HOURS TIME INCREMENT - .10 HOURS DRAINAGE AREA - .00 SO.MI. 6.00 DISCHG .00 .00 .00 .00 .01 .01 .01 .01 .01 .01 7.00 DISCHG .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 8.00 DISCHG .01 .02 .02 .02 .02 .02 .02 .02 .02 .02 9.*00 DISCHG .02 .03 .03 .03 .03 .03 .04 .04 .04 .04 10.00 DISCHG .04 .04 .05 .05 .06 .06 .07 .08 .09 .10 11.00 DISCHG .10 .12 .12 .14 .16 .16 .63 .75 1.39 2.16 12.00 DISCHG 2.36 .91 .11 .60 .00 .49 .00 .41 .00 .34 13.00 DISCHG .00 .30 -.01 .26 -.01 .24 .00 .20 .00 .18 14.00 DISCHG .01 .16 .01 .15 .01 .13 .01 .12 .02 .11 15.00 DISCHG .02 .10 .03 .09 .03 .08 .03 .08 .03 .08 16.00 DISCHG .04 .08 .04 .07 .04 .07 .04 .06 .04 .06 17.00 DISCHG .04 .06 .04 .06 .04 .05 .04 .05 .04 .04 18.00 DISCHG .03 .04 .03 .04 .03 .04 .03 .04 .04 .04 19.00 DISCHG .04 .04 .04 .04 .04 .04 .04 .04 .03 .03 20.00 DISCHG .03 .03 .03 .03 .03 .03 .03 .03 .03 .03 21.00 DISCHG .03 .03 .03 .03 .03 .03 .03 .03 .03 .03 22.00 DISCHG .03 .03 .03 .03 .03 .03 .03 .03 .03 .03 23.00 DISCHG .03 .03 .03 .03 .03 .03 .03 .03 .02 .02 24.00 DISCHG .02 .00 RUNOFF VOLUME ABOVE BASEFLOW 2.93 WATERSHED INCHES, 1.88 CFS-HRS, .16 ACRE-FEET; BASEFLOW - .00 CFS OPERATION RUNOFF STRUCTURE 12 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 11.96 3.95 (RUNOFF) TIME(HRS) FIRST HYDROGRAPH POINT - .00 HOURS TIME INCREMENT - .10 HOURS DRAINAGE AREA - .00 SO.MI. 6.00 DISCHG .00 .01 .01 .01 .01 .01 .01 .01 .01 .01 7.00 DISCHG .01 .01 .01 .01 .02 .02 .02 .02 .02 .02 8.00 DISCHG .02 .02 .02 .03 .03 .03 .03 .03 .03 .04 9.00 DISCHG .04 .04 .04 .05 .05 .05 .05 .06 .06 .06 10.00 DISCHG .06 .07 .07 .08 .09 .09 .11 .12 .14 .15 11.00 DISCHG .15 .18 .19 .23 .24 .25 1.06 1.13 3.06 3.46 12.00 DISCHG 3.63 .59 .59 .39 .38 .38 .31 .31 .25 .25 13.00 DISCHG .25 .21 .21 .18 .16 .18 .15 .15 .14 .14 14.00 DISCHG .14 .13 .13 .11 .11 .11 .10 .10 .10 .10 15.00 DISCHG .10 .10 .10 .09 .08 .08 .08 .08 .08 .08 16.00 DISCHG .08 .08 .08 .08 .08 .08 .07 .07 .07 .07 17.00 DISCHG .07 .07 .07 .07 .07 .07 .07 .07 .06 .06 18.00 DISCHG .06 .06 .06 .06 .06 .06 .06 .06 .06 .06 19.00 DISCHG .06 .06 .06 .06 .06 .06 .06 .06 .04 .04 20.00 DISCHG .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 21.00 DISCHG .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 22.00 DISCHG .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 23.00 DISCHG .04 .04 .04 .04 .04 .04 .04 .04 .03 .03 24.00 DISCHG .03 .00 J RUNOFF VOLUME ABOVE BASEFLOW - 2.73 WATERSHED INCHES, 2.62 CFS-HRS, .22 ACRE-FEET; BASEFLOW - .00 CFS J 1 TR20 XEO BARTLETT BROOK MODEL(1984•COND.) LATEST REV 10i8i86 FASSETS LOTS REV 05x02i83 CALIBRATED BASED ON MAY 27-28, 1985 RAINSTORM OPERATION RESVOR STRUCTURE 12 PEAK TIME(HRS) PEAK DISCHARGE(CFS) 11.94 3.71 PEAK ELEVATION(FEET) 147.87 - . _.. .. o,e.. 7` JOB 1 PASS 1 PAGE 15 l 0 TIME(HRS) FIRST HYDROGRAPH POINT - .00 HOURS TIME INCREMENT - .10 HOURS DRAINAGE AREA - .00 SO.MI. 6.00 DISCHG .00 .01 .01 .01 .01 .01 7.00 DISCHG .00 .01 .00 .01 .00 .01 .00 .01 .01 .01 .01 .01 .02 .02 8.:00 DISCHG .02 .02 .02 .02 .02 .02 .03 .03 .03 .03 -) 9.00 DISCHG .04 .04 .04 .04 .05 .05 .05 0.00 DISCHG .03 .05 .03 .05 .04 .06 .06 .07 .07 .08 .09 .16 .14 11.00 DISCHG .16 .17 .19 .22 .25 .24 .94 1.20 2.72 3.64 12.00 DISCHG 3.48 1.15 .20 .70 .17 .53 .22 .38 .21 .27 13.00 DISCHG .23 .23 .19 .19 .17 .19 .15 .15 .14 .14 14.00 DISCHG .14 .13 .12 .12 .11 .11 .10 .10 .10 .10 -� 15.00 DISCHG .09 .09 .09 .04 .08 16.00 DISCHG .10 .08 .10 .08 .10 .08 .09 .08 .09 .08 .08 .08 .08 .08 .08 17.00 DISCHG .08 .07 .07 .07 .07 .07 .07 .07 .07 .07 18.00 DISCHG .06 .06 .06 .06 .06 19.00 DISCHG .06 .06 .06 .06 .06 .06 .06 .06 .06 .06 .06 .06 .06 .06 .05 20.00 DISCHG .05 .05 .05 .05 .05 .05 .04 .04 .04 .04 21.00 DISCHG .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 22.00 DISCHG .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 23.00 DISCHG .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 24.00 DISCHG .04 .03 .02 .02 .02 .01 .01 .01 RUNOFF VOLUME ABOVE BASEFLOW - 2.81 WATERSHED INCHES, 2.71 CFS-HRS, .22 ACRE-FEET; BASEFLOW - .00 CFS OPERATION ADOHYD STRUCTURE 12 CS ITV-. TO'T A: v-� PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 11.95 6.30 148.27 12.30 1.30 147.63 =(HRS) FIRST HYDROGRAPH POINT - .00 HOURS TIME INCREMENT - .10 HOURS DRAINAGE AREA - .00 SO.Mi. 6.00 DISCHG .00 .00 .00 .00 .01 .01 .01 J 7.00 DISCHG .02 .02 .02 .02 .02 .02 .02 .01 .03 .01 .03 .02 .03 8.00 DISCHG .03 .03 .03 .04 .04 .05 .05 .05 .05 .05 9.00 DISCHG .06 .06 .06 .07 .07 .07 .08 .08 .09 7 10.00 DISCHG .09 .10 .10 .11 .13 .13 .15 .16 .09 .24 .24 11.00 DISCHG .26 .29 .32 .36 .41 .41 1.57 1.95 4.11 5.80 12.00 DISCHG 5.84 2.06 .31 1.30 .17 1.02 .22 .80 .21 .62 13.00 DISCHG .23 .52 .19 .46 .17 .42 .15 .36 .14 .32 14.00 DISCHG .15 .29 .14 .26 .12 .25 .11 .21 .12 .21 15.00 DISCHG .12 .20 .13 .18 .11 .17 .12 .17 .12 .16 J 16.00 DISCHG .12 .16 .12 .16 .13 .16 .12 .14 .11 .13 17.00 DISCHG .11 .13 .11 .13 .11 .13 .11 .12 .11 .11 " 18.00 DISCHG .10 .11 .10 .10 .09 .10 .09 .10 .09 .10 J 19.00 DISCHG .09 .10 .09 .10 .09 .10 .09 .10 .09 .08 20.00 DISCHG .08 .08 .08 .08 .07 .07 .07 .07 .07 .07 21.00 DISCHG .07 .07 .07 .07 .07 .07 .07 .07 .07 .07 ` 22.00 DISCHG .07 .07 .07 .07 .07 .07 .07 .07 .07 .07 23.00 DISCHG .07 .07 .07 .07 .07 .07 .07 .07 .07 .06 24.00 DISCHG .06 .03 .02 .02 .02 .01 .01 .01 ` RUNOFF VOLUME ABOVE BASEFLOW - 2.96 WATERSHED INCHES, 4.59 CFS-HRS, .38 ACRE-FEET; BASEFLOW - .00 CFS OPERATION REACH CROSS SECTION 16 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.05 6.30 148.78 12.40 1.30 148.37 TIME(HRS) FIRST HYDROGRAPH POINT - .00 HOURS TIME INCREMENT - .10 HOURS DRAINAGE AREA - .00 SO.M1. 6.00 DISCHG .00 .00 .00 .00 .00 .01 .01 .01 .01 .01 7.00 DISCHG .02 .02 .02 .02 .02 .02 .02 .02 .03 .03 8.00 DISCHG .03 .03 .03 .04 .04 .04 .05 .05 .05 .05 9.00 DISCHG .05 .06 .06 .06 .07 .07 .07 .08 .08 .09 10.00 DISCHG .09 .09 .10 .10 .11 .13 .13 .15 .16 .24 11.00 DISCHG .24 .26 .29 .31 .36 .41 .41 1.57 1.95 4.11 12.00 DISCHG 5.80 5.84 2.06 .31 1.30 .17 1.02 .22 .80 .21 13.00 DISCHG .62 .23 .52 .19 .46 .17 .42 .15 .36 .14 14.00 DISCHG .32 .15 .29 .14 .26 .12 .25 .11 .21 .12 15.00 DISCHG .21 .12 .20 .13 .18 .11 .17 .12 .17 .12 16.00 DISCHG .16 .12 .16 .12 .16 .13 .16 .12 .14 .11 17.00 DISCHG .13 .11 .13 .11 .13 .11 .13 .11 .12 .11 -18:00 DISCHG .11 .10 .11 .10 .10 .09 .10 .09 .10 .09 9.00 DISCHG .10 .09 .10 .09 .10 .09 .10 .09 .10 .09 '0.00 DISCHG .08 .08 .08 .08 .08 .07 .07 .07 .07 .07 21.00 DISCHG .07 .07 .07 .02 .07 .07 .07 .07 .07 .07 22.00 DISCHG .07 .07 .07 .07 .07 .07 .07 .07 .07 .07 23.00 DISCHG .07 .07 .07 .07 .07 .07 .07 .07 .07 .07 24.00 DISCHG .06 .06 .03 .02 .02 .02 .01 .01 .01 .00 RUNOFF VOLUME ABOVE BASEFLOW - 2.71 WATERSHED INCHES, 4.34 CFS-HRS, .36 ACRE-FEET; BASEFLOW - .00 CFS OPERATION ADOHYD CROSS SECTION 6-o N F L U rc AI CZ W/ S, GL�,_ 15 J PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.11 130.28 133.57 12.60 201.14 133.85 16.55 16.55 132.57 19.76 11.17 132.47 23.76 8.52 132.35 TIME(HRS) FIRST HYDROGRAPH POINT - .00 HOURS TIME INCREMENT - .10 HOURS DRAINAGE AREA - .36 SQ.MI. .00 DISCHG .00 .00 .00 .00 .01 .02 .02 .03 .04 .05 1.00 DISCHG .06 .06 .07 .07 .07 .07 .07 .07 .07 .07 2.00 DISCHG .07 .07 .07 .07 .07 .06 .07 .06 .06 .06 3.00 DISCHG .06 .06 .06 .06 .06 .06 .06 .06 .06 .06 4.00 �15.00 DISCHG .06 .06 .06 .06 .06 .06 .06 .06 .06 .06 DISCHG .06 .06 .06 .06 .06 .06 .06 .06 .06 .06 6.00 DISCHG .06 .07 .08 .09 .09 .10 .12 .13 .14 .15 7.00 DISCHG .15 .16 .17 .18 .19 .20 .21 .22 .23 .24 8.00 DISCHG .24 .26 .29 .32 .35 .39 .40 .42 .43 .44 9.00 DISCHG .46 .48 .53 .57 .59 .62 .65 .73 .79 .85 10.00 DISCHG .94 1.06 1.26 1.47 1.77 2.11 2.41 2.97 3.48 4.14 11.00 DISCHG 4.84 5.47 6.55 7.52 8.91 10.47 12.88 26.44 36.37 65.00 12.00 DISCHG 106.16 130.00 115.51 130.11 171.07 188.66 201.12 190.13 177.21 154.41 13.00 DISCHG 133.77 113.49 98.92 85.86 76.52 67.36 61.10 54.40 49.83 45.26 14.00 DISCHG 42.03 38.74 36.25 33.65 31.89 29.77 28.52 26.66 25.52 24.13 15.00 DISCHG 23.28 22.17 21.57 20.72 20.22 19.43 19.19 18.67 18.44 17.91 16.00 DISCHG 17.68 17.22 17.08 16.74 16.71 16.49 16.50 16.10 16.00 15.78 17.00 DISCHG 15.66 15.31 15.10 14.73 14.56 14.27 14.19 13.99 13.98 13.70 18.00 DISCHG 13.51 13.31 13.21 12.90 12.67 12.30 12.09 11.79 11.66 11.45 19.00 DISCHG 11.41 11.28 11.28 11.19 11.21 11.14 11.18 11.13 11.16 10.96 20.00 DISCHG 10.78 10.64 10.53 10.26 10.00 9.66 9.42 9.14 8.99 8.81 21.00 DISCHG 8.74 8.63 8.61 8.53 8.53 8.47 8.49 8.45 8.48 8.44 22.00 DISCHG 8.47 8.43 8.47 8.44 8.47 8.44 8.47 8.45 8.48 8.45 23.00 DISCHG 8.49 8.46 8.50 8.47 8.50 8.48 8.51 8.48 8.50 8.33 24.00 DISCHG 8.13 7.96 7.31 6.72 6.21 5.46 4.65 3.76 2.99 2.26 25.00 DISCHG 1.72 1.26 .97 .70 .55 .39 .31 .21 .18 .11 26.00 DISCHG .10 .05 .06 .02 .04 .00 .02 .00 .01 .00 27.00 DISCHG .01 .00 .01 .00 .01 .00 .01 .00 .01 .00 28.00 DISCHG .01 .00 .01 00 .01 .00 .01 .00 .01 .00 29.00 DISCHG .01 .00 .01 .00 0 J Tp^O XEO BARTLETT BROOK MODEL(1984-COND.) LATEST REV 10i8i86 FASSETS LOTS JOB 1 PASS 1 REV 05'02%83 CALIBRATED BASED ON MAY 27-28, 1985 RAINSTORM 18 OPERATION C�A'�� OF- I&A-ZLEr QJl w��SL��D -vrPAGE C FlAs1P(r1til� REACH CROSS SECTION 14 PEAK T1ME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.98 314.85 103.76 TIt1F(HPS) FIRST HYDROGRAPH POINT - .00 HOURS TIME INCREMENT - .10 HOURS DRAINAGE APEA - 1.00 SO.MI. .00 DISCHG .00 .00 .00 .00 .00 .00 .01 .03 .03 .05 DISCHG .07 .08 .09 .11 .12 .13 .13 .13 .14 .14 2.00 DISCHG .15 .15 .15 .15 .16 .16 .16 .16 .16 .16 3.00 DISCHG .16 .16 .16 .16 .16 .16 .16 .16 .16 .16 4.00 DISCHG .16 .16 .16 .16 .16 .16 .16 .16 .16 .16 '.00 OISCHG .16 .16 .16 .16 .15 .15 .15 .15 .15 .15 6,00 DISCHG .15 .15 .16 .16 .17 .18 .18 .19 .21 .22 1.00 DISCHG .23 .24 .25 .25 .26 .27 .28 .29 .30 .31 _. O DISCHG .32 .32 .33 .34 .37 .40 .43 .46 .48 .50 �.00 DISCHG .51 .53 .55 .57 .62 .67 .70 .73 .77 .83 4O.00 DISCHG .91 .98 1.08 1.23 1.45 1.74 2.09 2.53 2.98 3.58 I.00 DISCHG 4.36 5.25 6.36 7.54 9.03 10.82 12.88 16.58 21.68 33.15 DISCHG 55.47 86.15 119.96 163.46 192.83 209.48 237.38 271.25 294.43 310.37 1'.00 DISCHG 314.57 304.74 281.96 254.10 223.83 198.36 177.54 160.26 145.04 132.60 .4.00 DISCHG 122.60 114.29 107.50 101.67 96.76 92.37 68.66 85.33 82.45 79.78 15.00 DISCHG 76.60 73.64 71.77 70.15 68.82 67.59 66.56 65.54 64.72 64.01 i6.O0 DISCHG 63.41 62.75 62.13 61.53 61.06 60.67 60.40 60.16 59.96 59.65 O:SCHG 59.24 58.86 58.50 58.05 57.53 56.98 56.50 56.OQ 55.79 55.55 i,.00 8.00 DISCHG 55.34 55.08 54.70 54.29 53.92 53.49 52.98 52.42 51.87 51.41 1�.00 DISCHG 51.04 50.76 50.55 50.40 50.28 50.20 50.13 50.08 50.04 49.98 00 DISCHG 49.67 48.86 47.64 46.32 45.06 43.78 42.37 40.86 39.32 37.72 =1.00 DISCHG 36.29 34.74 33.11 31.63 30.32 29.18 28.19 27.33 26.58 25.92 22.00 DISCHG 25.35 24.84 24.40 24.01 23.67 23.38 23.13 22.91 22.72 22.55 =3.00 DISCHG 22.41 22.29 22.19 22.10 22.02 21.96 21.90 21.85 21.82 21.77 2.00 DI=:HG 21.68 21.51 21.11 20.47 19.48 18.22 16.96 15.56 13.91 12.10 _5.00 DISCHG 10.32 8.70 7.30 6.18 5.17 4.46 3.85 3.32 2.88 2.50 _ •=0 DISCHG 2.18 1.90 1.66 1.46 1.28 1.13 1.00 .68 .79 .71 -7.00 DISCHG .64 .57 .52 .47 .43 .39 .36 .33 .31 .29 29.00 DISCHG, .27 .25 .24 .22 .21 .20 .19 .18 .18 .17 '_;?.00 DISCHG .16 .16 .15 .15 .14 .14 .13 .13 .13 .12 _!taOFF k!DLUME ABODE BASEFLOW - 1.49 WATERSHED INCHES, 964.72 CFS-HRS, 79.72 ACRE-FEET; BASEFLOW - .00 CFS State of Vermont STATE OF VERMONT AGENCY OF ENVIRONMENTAL CONSERVATION CERTIFICATION OF COMPLIANCE CASE NO. 4C0339-4 LAWS/REGULATIONS INVOLVED APPLICANT Dale Franklin & Environmental Protection Rules ADDRESS Howard Sherman Chapter 4 - Public Buildings c/o Partner Tire & Service Chapter 7 - Sewage Disposal Creek Farm Plaza Chapter 8 - Water Supply Colchester, VT 05446 Chapter 9 - Plumbing This project consisting of construction of a 10,200 square foot Partner Tire & Service building (16 employees maximum) with municipal water and sewer services, located on Lot #3 of the previously approved Fassetts Bakery subdivision on Shelburne Road in the City of South Burlington, Vermont, is hereby approved under the requirements of the regulations named above, subject to the following conditions: GENERAL (1) The project must be completed as shown on the plans Sheet 1, "Site Plan, Sewage" dated July 24, 1986, prepared by Richard Wheeler; and Sheet Al & P1 dated April 1986 last revised 8-6-86, prepared by Gordon Woods and which have been stamped APPROVED by the Division of Protection. No alteration of these plans shall be allowed except where written application has been made to the Agency of Environmental Conservation and approval obtained. (2) A copy of the approved plans and the Certificate of Compliance shall remain on the project during all phases of construction and, upon request, shall be made available for inspection by State or Local personnel. WATER SUPPLY (3) The project is approved for connection to a municipal type water system approved by the Department of Health provided that all construction is in accordance with the approved plans and the Environmental Protection Rules, Effective September 10, 1982. SEWAGE DISPOSAL (4) The project is approved for connection to a municipal sewage collection system. The work shall be done in accordance with the Environmental Protection Rules, Effective September 10, 1982. (5) A professional engineer, registered in the State of Vermont, is to generally supervise the construction of the sanitary sewer line extensions, and, upon completion of construction, the supervising engineer is to submit to the Protection Division a written certification stating all construction has been completed in accordance with the stamped approved plans. The engineer's certification is to be submitted to the Division prior to the occupancy of any unit and the certification shall include, but not limited to, the numerical results of all leakage testing performed on each section of the sanitary sewer extension and all manholes, pumb stations and force main as described in Appendix A, of the Environmental Protection Rules. Certification #4C0339-4 Page 2 of Compliance PLUMBING (6) The Division of Protection is to be notified prior to the closing or covering of any waste plumbing so that we may inspect the workmanship. (7) The Master Plumber responsible for the interior plumbing shall provide the owner of the project a written certifica- tion stating that the work has been done in accordance with the approved plans and the Environmental Protection Rules, Effective September 10, 1982. (8) The applicant is reminded that all plumbing material and workmanship must meet the standards of the Environmental Protection Rules, Chapter 9, Plumbing; the National Plumbing Code; and the requirements of the Vermont Fire Prevention Section of the Department of Labor and Industry. (9) A house trap is not required to be installed on the car clean trench drain system where an oil interceptor is specified. Dated in the Village of Essex Junction, Vermont, this 9th day of September, 1986. FOR THE DIVISION OF PROTECTION Mary Clark Assistant Regional Engineer CC: Donald Robisky Katherine Vose Department of Health Department of Labor & Industry City Planning Commission Richard Wheeler Gordon Woods