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Home My WebLink AboutBATCH - Supplemental - 1220 Shelburne RoadFINDINGS OF PACT, CONCLUSIONS & DECISION ADVANCE AUTO - #SP-02-65 2. City Engineer Bill Szymanski has reviewed the proposed plans and provided a number of comments. Specifically, Mr. Szymanski notes that the plans do not show the correct location of the existing gas main relative to the water main and the sewer main is 12 inches, not 8 inches as shown. In addition, the plans must show that sewer pipes shall be bedded in % inch crushed stone. Mr. Szymanski also notes that the plans should indicate the lot dimensions. 3. Mr. Szymanski indicates that there may be a sewer service line across Shelburne Road from the subject property and that the applicant should investigate whether this line could serve the proposed development. In addition, Mr. Szymanski notes that if residential development of the adjacent parcel to the east (also owned by 1220 Shelburne Road Corporation) is proposed to occur, the sewer line must be monitored to determine that it can accommodate increased flows. DECISION MOTION by Gayle Quimby, seconded by Chuck Bolton, to approve site plan application #SP-02-65, subject to the following conditions: 1. This project shall be completed as shown on the plans dated December 2002, as amended by this decision and on file in the Department of Planning and Zoning. 2. The applicant agreed to the following three changes at the rear of the lot to address concerns of residential neighbors: a. The landscaped berm at the rear of the property will be 1 ft. higher than as shown on the plans. b. A cedar hedge will be installed at the rear of the property in place of the blue spruce plantings shown on the plans. C. The two rear pole mounted lights will contain 250W bulbs instead of 40OW, and the rear wall mounted light will contain 175W instead of 250W. 3. Any new exterior lighting shall consist of downcasting fixtures, and any change to the approved lighting plan shall require the approval of the Director of Planning and Zoning prior to installation. 4. For the purpose of calculating road impact fees under the South Burlington Impact Fee Ordinance, the DRB estimates that the proposal will generate 32.29 trips per weekday PM peak hour of an adjacent street. 5. Pursuant to Section 27.302 of the zoning regulations, the applicant must obtain a zoning permit from the Administrative Officer within six (6) months of the date of this decision. 6. Prior to the issuance of a zoning permit, and pursuant to Section 23.20 of the zoning regulations, the applicant must submit stormwater plans to Heindel & Noyes for incorporation into the city's stormwater and hydrology computer model. \s it\advance\SP#02-65Jcd.doc 4 FINDINGS OF FACT, CONCLUSIOXS & ®ECY&ON ADVANCE AUTO - #SP-02-65 7. Prior to the issuance of a zoning permit, the applicant shall submit three (3) full sets of plans, which must be revised as follows: a. The plans shall indicate all lot dimensions. b. The plans shall indicate the height of the stockade fencing proposed to screen the dumpster. C. The plans shall indicate the height of all outdoor lighting fixtures. d. The plans shall provide measures of the average illuminance and uniformity ratio for the paved portions of the site. e. The plans shall show the correct location of the existing gas main. The plans shall indicate the correct dimensions of the existing sewer main. g. The plans shall show that sewer pipes shall be embedded in inch crushed stone. The plans shall not include Norway Maple plantings. Honey Locust, or another similar salt tolerant species, shall be substituted. The plans shall show an evergreen hedge between the Shelburne Road sidewalk and the stormwater detention basin. The plans shall show that the 7 rear parking spaces will be eliminated. The plans shall show the changes described in #2 above. 8. Minimum planting costs shall meet or exceed $8,500. Prior to the issuance of a zoning permit, the applicant shall post a landscape bond. The bond shall remain in effect for three (3) years to guarantee survival of all plantings. 9. Prior to the issuance of a zoning permit, the applicant shall investigate whether the existing sewer line on the west side of Shelburne Road can serve the development of the subject property. In addition, if residential development of the adjacent parcel to the east (also owned by 1220 Shelburne Road Corporation) is proposed, the sewer line must be monitored to determine that it can accommodate increased flows. 10. The applicant must meet the requirements outlined by Water Superintendent Jay Nadeau in his letter dated January 6, 2003. 11. The applicant shall obtain a certificate of occupancy/compliance from the Administrative Officer prior to the use of the new building. 12. Any change to this approved site plan shall require review and approval by the ®RIB. \s Madvance\S P#02-65.fcd.doc 5 CITY OF SOUTH BURLINGTON DEPARTMENT OF PLANNING & ZONING 575 DORSET STREET SOUTH BURLINGTON, VERMONI' 05403 (802) 846-4106 FAX (802) 846-4101 September 18, 2006 Carrie Crow Westminster Development, LLC 2601 West 26th Street Erie, PA 16506 Re: 1220 Shelburne Road - Letter of Credit Dear Ms. Crow: I recently inspected the property at 1220 Shelburne Road and found that all the landscaping was in acceptable condition. Consequently, the City hereby releases Westminster Development, LLC from the obligation to maintain the $8500 Letter of Credit #SCL008936. If you have any questions, please feel free to contact me. Sincere , C.� Ray n . Belair Administrative Officer CITY OF SOUTH BURLINGTON DEPARTMENT' OF PLANNING & ZONING 575 DORSET STREET SOUGH BURLINGTON, VERMONT 05403 (802) 846-4106 FAX (802) 846-4101 May 25, 2006 Carrie Crow Westminster Development, LLC 2601 West 26t" Street Erie, PA 16506 Re: 1220 Shelburne Road - Letter of Credit Dear Ms. Crow: This is in response to your letter of May 18, 2006 requesting the release of your Letter of Credit. I inspected the landscaping on 5/25/06 and found that two (2) Honey Locust trees are all but dead and will not survive. Prior to the City's release of the Letter of Credit, you must replace these trees (shown in yellow on the enclosed plan). Please let me know when this has been accomplished. Since , aymond 1. Belair Administrative Officer / 2601 West 26`h Street • Erie, PA 16506 (814)833-8900 (814) 838-0700 fax Wester Development, LLC May 18, 2006 City of South Burlington 575 Dorset Street South Burlington, VT 05403 RE: 1220 Shelburne Road- Letter of Credit Dear City of South Burlington: The above referenced L/C has been in place for the required 3 years. Please return the original document to: National City Bank ATTN: STEVE CROWLEY 201 Chestnut Street Meadville, PA 16335 Phone 814-337-1904 Please contact me with questions or if I can be of assistance. Thank you! Sincerely, ,k-- --- --- - ie Crow Development Coordinator AL TRADE S #7537 ��C� STANDBY OBLETTER OF CREDIT EDEPARTMENT P.O. BOX 5101 CLEVELAND, OH 44101-0101 U.S.A. STREET ADDRESS: 23000 MILLCREEK BLVD. CLEVELAND, OH 44122 ****NON RENEWAL NOTIFICATION**** DATE: 02/28/06 CITY OF SOUTH BURLINGTON 575 DORSET STREET SOUTH BURLINGTON, VT 05403 RE: OUR STANDBY LETTER OF CREDIT NO.SCL008936 CURRENT AVAILABLE BALANCE: USD 8,500.00 IN FAVOR OF: YOURSELVES ON ACCOUNT OF: WESTMINSTER DEVELOPMENT, LLC GENTLEMEN: SWIFT: NATCUS33 1-800-NCC-INTL (622-4685) FAX: (216) 488-7550 FAX: (216) 488-7552 ISSUED ON: 06/02/03 AS PER THE TERMS OF THE REFERENCED STANDBY LETTER OF CREDIT THIS LETTER WILL SERVE AS OUR WRITTEN NOTICE TO YOU THAT WE ELECT NOT TO EXTEND OUR STANDBY LETTER OF CREDIT FOR AN ADDITIONAL ONE YEAR PERIOD FROM THE CURRENT EXPIRATION DATE OF 05/28/06. IF YOU HAVE NOT ALREADY DONE SO, PLEASE RETURN OUR ORIGINAL STANDBY LETTER OF CREDIT WITH ALL THE AMENDMENTS, IF ANY TO ATTENTION OF THE UNDERSIGNED AS SOON AS POSSIBLE AFTER THE CURRENT EXPIRATION DATE. IF YOU HAVE ANY QUESTIONS, PLEASE FEEL FREE TO CONTACT OUR CLIENT CARE CE ER AT 1-800-NCC-INTL (622-4685). E Y TRUkYi YOU n( NATIONAL CITY BANK STANDBY LETTERS OF CREDIT DEPARTMENT INTERNATIONAL TRADE SERVICE CC: WESTMINTSER DEVELOPMENT, LLC 2601 W. 26TH STREET ERIE, PA 16506 804782 ( Rev. 05/04) ORIGINAL 1 CITY OF SOUTH BURLINGTON DEPARTMENT OF PLANNING & ZONING 575 DORSET STREET SOUTH BURLINGTON, VERMONT 05403 (802) 846-4106 FAX (802) 846-4101 October 19, 2004 Carrie Crow Development Coordinator Westminster Development, LLC 2601 West 261h Street Erie, PA 16506 Re: 1220 Shelburne Road — Letter of Credit Agreement Dear Ms. Crow. - This in reply to your letter of October 11, 2004. Unfortunately, I am not able to comply with your request to release the funds. I call to your attention condition #8 (copy enclosed) from the Development Review Board's Findings of Fact, Conclusions, and Decision. This condition required that the landscape bond be in place for a period of three (3) years. The current Letter of Credit expired May 28, 2004. Please renew this Letter of Credit so that it is in full force until May 28, 2006. Failure to do so will be deemed a violation of your approval. If you have agy questions, please feel free to contact me. Sin Raym6rfd J. Belair — Administrative Officer 2601 West 26`h Street Erie, PA 16506 • (814)833-8900 : (814) 838-0700 fax Westminster Development LLC October 11, 2004 City of South Burlington 575 Dorset Street South Burlington, VT 05403 Dear City of South Burlington: Enclosed please find a copy of the Site Plan Letter of Credit Agreement between the City of South Burlington and Westminster Development, LLC. According to the terms of the agreement and the bond put in place on June 2, 2003 Westminster has fulfilled our landscaping obligation under the terms of the one year agreement. Therefore, since we have fully met our obligation, please contact Steve Crowley at National City Bank to authorize the release of our funds at your earliest convenience. Steve can be reached at: National City Bank 201 Chestnut Street Meadville, PA 16335 phone:814-337-1904 fax:814-337-2314 If I can be of assistance, please contact me at 814-833-8900. Sincerely, Carrie Crow Development Coordinator 06/02/2003 MON 15:26 FAX 814 337 2314 NATIONAL CITY 00'i 65=18�ZOtJB 14:48 From -Caldwell I er 8 WPP +8148380700 T-288 P.002/005 F-sse WIE PLAN 3r.ET'�"rF-1R C]P REDS rM' ... �►FkEEME1*T'' xS AGRBENENT#' GX0CUted in triplicate between IA'�RSr��' /eDlU�9'E�46' 0'hereinafter "~T"'� zef rre a se "DEVELoPER�; 7 rl"r- 6 �, , �.._ of hereinafter referre to as ""Ha C , and 0-4- r-IlAgtan " I IPALiTYrl , hereinattiar referred to as WXTMESSETH: WHEREAS, 00valoper has received site plan, approval from the KwXCIPALITY`S Planni g omiselo for the development of property located of aq depecited on a site plan ent t e o . " dated • Z00-4 , and _ prepared ov WHEREAS, DEVELOPER is required by said apIRzoval, at its own expense r to complete the CanntrUction, of the d0veloPaent site in accordant® with the plan approved by the Planning Commission; and WHEREAS, toe parties to this Agreement wish to establish a mechanism to secure the obligations of the DEVIELOPER for the work as set forth above; and the BM capacityiWHEREAS, i0 uer o executes tter Of this spereemiant cin the ified; NOW, TUEREFORE, the parties hereby covenant and agree as follows: I. DAVELOM Will, at ite cWnn expense, complete the following construction as depicted and in accordance with the specifieationa set forth //in paid site plan and related docam►elats 2. The DOVeloper shall complete the impro emenzs get fucth in Paragraph 1 no later. than _ 61,61 / �r 3• DEVELAPRR ahall replace ar regair any defective or improper work or materials which may be recognized within one year arter completion of the improvements set forth in Paragraph I. Filar 06/02/2003 RON 15:26 FAX 814 337 2314 05=18-20 0 14:48 From -Caldwell lker & WPP NATIONAL CITY +8148380700 T-288 P.003/am F-888 Q o oU the purpose of this Agreement "completion" shale, he deemed to have occurred when the NUXICIPALITY has inspected and approved the construction of all the improvements required by this Agreement and issued written notice to the DEVELOPER that the construction is complete. 4. For the guarantee of DEVELOPER's performance of all requirements hereunder set forth, DEVELOPER has caused the BANK to Issue its Irrevocable Letter of Credit in favor of the MUNICIPALITY, the original of which is attached to the MUNICTPALITY's copy of this Agreement, and a copy of which is attached to the DEVELOPERys copy of tiita Agreement. During the term of this Agreement,, DEVELOPER $hall cause the attaches{ Letter of Credit to be renewed at least thirty (30) days 'before the maturity date thereof. Failure of DEVELOPER to deliver evidence of such renewal to WJWXCIPAL1TV thirty (30) days prior to the date of expiration of said Letter of Credit shall constitute a default of the terms of thin Agreement_ 5. Said Irrevocable Letter of Credit provides that the drafts drawn under said credit, must be accompanied by a written statement signed by a duly authorized agent! of the MUNICIPALITY, that in the judgement of -the MUNICIPALITY, the DEVELOPER is in default udder the terms of this Agreement, and that the funds to be drawn by the draft are in Payment tor, or in anticipation of payment for materials, labor and services required for completion of the improvements identified in Paragraph 1. Payment of each draft will be made at alght when Presented to the BANK by the MUNICIPALITY, the payment limited Only by the aggregate saounts presented in relationship to the maximum amount of the Letter of Credit. If DSVE PER shall be in default of the Agreement for seven (7) days because of its failure to provide evidence of ra)newal of the Letter Of Credit, regglred, in paragraph 4 above, the MUNICIPALITY shall notify DEVELOPER by certified mail of said default. DEVELOPER Shall then within threw (3) business days provide MUNICIPALITY with evidence of said renewal of Letter of Credit Or MUNICIPALITY may natif'y BANK Of such default and request payment under said Letter of Credit, of e T11'RVELO,ER and MUNICIPALITY hereby agree that the aura ' � c� rS--�1 ` '.0a ) shall be sufficient to Se ure D$V,ELOPER's obligations render thi Agreement but shall not relieve DEVELOPER from the obligation to pay any additional costs, if actual costs exceed the abOpd-atated cost. 7. The MUNICIPALITY will promptly submit to the DEVELOPER a COPY of any draft It subtRitI3 to the SAM. 'The conaent of the DEVELOPER to payment of said draft by SANM t.4 the MMICIPALTTY under said Letter Of Credit shall not be required. z' 06/02/2003 MON 15:27 FAX 814 337 2314 U65 113-20W 14:48 From -Caldwell Aar & WPP NATIONAL CITY +8148380700 T-288 P-004/005 F-868 rm m 0. The MUNICIPALITY shall not rile With the BANK a Statement of Default until ten (10) daya after notice has been sent to the DEVELOPER, by certified mail, setting forth itS intention to do so. 9. All funds drawn on the BANK by the MW11CIPALITY pursuant to the Letter of Credit shall be used solely by the MWICIPALZTY for the purpose of completing construction of the improvements identified in Paragraph 1. Any work contracted for by the MUNICIPALITY pursuant hereto shall be let on a contractual basis, or On a time and material basing, or shall be performed by the 1'dUNICIVALiTY's own work force and equipment, or shall be accomplished in such other manner as in the judgement of the btUNXCIPALiTY shall accomplish the work more expeditiously and economically. 10. if payments are drawn an the BANK by the =ICIPALITY pursuant to a&id letter of Credit, and it shall later develop that a portion of the monies drawn are in excess of the MUNICIPALITY'S needo, any such excess amount shall be refunded by the MUNZCZPALITY to the BAAR, to be credited by Said BANK to the DEVELOPER. 11. This Agreement and said Letter of Credit shall terminate and shall be of Ao force and effect upon comp.lei:ion of the one year W =anty period as described in the above Parragraph 3. If the KWrCZPAI,ITY has not delivered any written noti,cs to the DZVHLQpER Of any d®f'ective or improper work or materials 4n the construction Of the improvements Within, the twelve (12) month period, or if notice has been given and the defective work or materials have been corrected by the VgvELUPER, the MUNICIPALITY shoill forthwith notify the In= in writing that the Letter of Credit shay be canceled, and shall return the original Letter Of Credit to the BANK, and both the DEVELOPER and the BANK ,shall be released from all objIgations hereunder and under said Latter of Credit. 12. The BANK may not modify the Letter of Credit Without first receiving written consent of the Mmicip.&LITY . 13. D.RVICLOPER hereby agrees to indemnify and hold BANK harmless from all claims j causes of action or liability of any kind amain% out of this Agreement or the issuance by SUK of this Letter of Credit, including attorneys fee$, ens long s$ follows the terms and aand3tionns outlined in oald Letter of Credit_ 14 This ement hall be their VQ pectiBANK veeheirs,sexecutore, administrators, successoon all parties rs and asaigins. . successors and 3 a 06/02/2003 MON 15:27 FAX 814 337 2314 NATIONAL CITY a 00'7 01"19-200.3 14:49 From-CoWwell ter & WPp +8148380700 T-288 P,006/005 F-688 Dated at , this day of 'ZO03 IN THE PRESENC$ OFF 2amg (f azo---- 9y: �..,..F.'L' �eLl--- l rJ )c. 9.4 mq, d 1G�1 rl� Duly Authorized (DEVELOPER) r, S�f lbaf I' Dated at thigi day of Ili PRESENCE Oir: Duly Au oriza c4ent Dated 4t Vermont, thin day of IN PRESENCE OPt, By _ Duly Authorized Agent MUNICIPALITY) m 14:49 From-CoWwall Ban' WPP t8148380700 T-Z88 P.005/005 F-668 Dated at a — . • zoo IN T4P PRESENCE OF6 r, Dated at �„n-ml Its MSENC.B OF: D ted at IN 8 WCE Or this day of Duly Authorized Agedt (DEVELOPER) thiv day of LOGO Duly Au or ae gent (BANS) vermont, this day of By.- 4 Authorized Age'. i[MUNICIPAT,ITY) Natl0nalCit : DATE: JUNE 2' , 2003 BENEFICIARY: CITY OF SOUTH BURLINGTON 575 DORSET STREET SOUTH BURLINGTON, VT 05403 INTERNATIONAL DIVISION #7532 P.O. BOX 5101 CLEVELAND, OHIO 44101-0101 U.S.A. STREET ADDRESS: 23000 MILLCREEK BLVD. CLEVELAND, OHIO 4-4122 TELEX:212537 ANSWER BACK: NCB UR SWIFT: NATCUS33 LETTER OF CREDIT 1-800-622-8074 EXPORTS OPTION 3 STANDBY'S OPTION 4 COLLECTIONS OR FOREIGN CHECKS OPTION 5 APPLICANT: WESTMINSTER DEVELOPMENT, LLC 2601 W. 26TH STREET ERIE, PA 16506 WE HEREBY ESTABLISH OUR IRREVOCABLE STANDBY LETTER OF CREDIT NO. SCL008936, DATED JUNE 2, 2003, IN YOUR FAVOR IN THE AMOUNT OF USD8,500.00 (EIGHT THOUSAND FIVE HUNDRED U. S. DOLLARS ONLY) FOR THE ACCOUNT OF WESTMINSTER DEVELOPMENT, LLC, 2601 W. 26TH STREET, ERIE, PA 16506. FUNDS ARE AVAILABLE BY YOUR DRAFT AT SIGHT DRAWN ON NATIONAL CITY BANK OF PENNSYLVANIA AND ACCOMPANIED BY THE FOLLOWING DOCUMENTS: BENEFICIARY'S SIGNED STATEMENT READING AS FOLLOWS: ''WESTMINSTER DEVELOPMENT, LLC HAS FAILED TO COMPLY WITH THE TERMS AND CONDITIONS OF THE SITE PLAN LETTER OF CREDIT AGREEMENT WITH THE CITY OF SOUTH BURLINGTON, VT FOR THE PROPERTY LOCATED AT 1220 SHELLBURNE ROAD, SOUTH BURLINGTON, VT. PARTIAL DRAWINGS ARE PERMITTED. IT IS A CONDITION OF THIS LETTER OF CREDIT THAT IT SHALL BE AUTOMATICALLY EXTENDED WITHOUT AMENDMENT FOR A PERIOD OF ONE YEAR FROM THE PRESENT OR ANY FUTURE EXPIRATION DATE, UNLESS THIRTY (30) DAYS PRIOR TO THE EXPIRATION WE SHALL NOTIFY YOU VIA COURIER SERVICE THAT WE ELECT NOT TO EXTEND THE VALIDITY. FAILURE TO GIVE SUCH NOTICE WILL CAUSE THIS LETTER OF CREDIT TO AUTOMATICALLY RENEW AND REMAIN IN FULL FORCE AND EFFECT. THIS LETTER OF CREDIT EXPIRES ON MAY 28, 2004, AT OUR COUNTERS. WE HEREBY AGREE WITH YOU THAT ALL DRAFT(S) DRAWN UNDER AND IN COMPLIANCE WITH THE TERMS OF THIS LETTER OF CREDIT WILL BE FULLY HONORED UPON PRESENTATION, AS SPECIFIED HEREIN. ALL DRAFTS DRAWN UNDER THIS LETTER OF CREDIT MUST BE ENDORSED THEREON AND MUST BEAR THE CLAUSE: "DRAWN UNDER NATIONAL CITY BANK OF PENNSYLVANIA, LETTER OF CREDIT NO_ SCLOO8936, DATED JUNE 2, 2003" AND MUST BE PRESENTED AT 23000 MILLCREEK BLVD , ATTN: INTERNATIONAL DEPT., CLEVELAND, OHIO 44122 ON OR BEFORE MAY 28, 2004. 804610 (Rev. 11 /01 ) ORIGINAL NationalCity INTERNATIONAL DIVISION #7532 P.O. BOX 5101 CLEVELAND, OHIO 44101-0101 U.S.A. STREET ADDRESS: 23000 MILLCREEK BLVD. CLEVELAND, OHIO 44122 LETTER OF CREDIT NO. SCL008936 PAGE 2 OF 2 TELEX: 212537 ANSWER BACK: NCB UR SWIFT: NATCUS33 LETTER OF CREDIT 1-800-622-8074 EXPORTS OPTION 3 STANDBY'S OPTION 4 COLLECTIONS OR FOREIGN CHECKS OPTION 5 ALL DRAFT(S) DRAWN UNDER THIS LETTER OF CREDIT MUST BE PRESENTED WITH ORIGINAL LETTER OF CREDIT AND ALL THE AMENDMENTS. EXCEPT AS OTHERWISE EXPRESSLY STATED HEREIN, THIS CREDIT IS SUBJECT TO THE UNIFORM CUSTOMS AND PRACTICE FOR DOCUMENTARY CREDITS, 1993 REVISION, ICC PUBLICATION NO. 500. VERY TRULY YOURS, AUTHORIZED SIGNATU NATIONAL CITY BANK OF PENNSYLVANIA MAS/SP AUTHORIZED'SIGNATURE NATIONAL CITY BANK OF PENNSYLVANIA 804610 (Rev. 1 1101 ) 05-19-* 3 14:48 From-Coldwall BankAr & WPP +8148380700 �a = TE PLAN T-288 P.002/005 F-668 0 Err C, 0!r S � 73�11, , LETTE]a C)V CRED2r.' ACFl:IF-'IF- MENT THIS AGREEMENT,' executed in triplicate between 41> 41�0' �� or,, �?< ere nafter T r®f rrco Aso "DE'VELOPER", of , hereinafter referred to as 'J"Bankfo, and i ," , hereinafter referred to as " i IPALITY". W Y 97 N E S S E T H: WHEREAS, Developer has received site purl approval xrom the WYNICIPALITY'S Plan g ommiesio for the development of property located st as depecited on a site plan entitled dated �>CG and _ prepared by '� rr�22PP.r;nQ WHEREAS, DEVELOPER is required by said approval, at its own expense, to complete the construction of the development site in accordance with the plan approved by the Planning Commission; and WHEREAS, the parties to this Agreement wish to establish a mechanism to secure the obligations of the DEVIELOPER for the work as set forth above; and WHEREAS, the SANK executes this Agreement solely in the capacity of issuer of a Letter of Credit hereinafter specified; NOW, THEREFORE, the parties hereby covenant and agree as follows: 1. DEVELOPER will, at its own expense, complete the following construction as depicted and In accordance with the specifications set forth in said site plan and related documents: Z-an 6 ar 2 . The Developer shall complete the impro 'dements set forth in Paragraph 1 no later than fe�04-0-- / 5 a- • 3. DEVELOPER shall replace or repair any defective or improper work or materials ,which may be recognized within one year after completion of the improvements set forth In Paragraph 1. For 05-19-ZOU3 14:48 From-Coldwall Bank-r & WPP +8148380700 T-288 P-009/005 F-666 the purpvae of this Agreement "completion" shall be deemed to have occurred when the MUNICIPALITY has inspected and approved the construction of all the improvements required by this Agreement and issued written notice to the DEVELOPER that the construction is complete. 4. For the guarantee of DEVELOPER's performance of all requirements hereunder set forth, DEVELOPER has caused the BANK to issue its Irrevocable Letter of Credit in favor of the MUNICIPALITY, the original of which is attached to the MUNICIPALITY's copy of this Agreement, and a copy of which is attached to the DEVELOPER's copy of this Agreement, During the term of this Agreement, DEVELOPER shall cause the attached Letter of Credit to be renewed at least thirty (30) days 'before the maturity date thereof. Failure of DEVELOPER to deliver evidence of such renewal to muNICIPALITY thirty (30) days prior to the date of eXpiration Ot said Letter of 2 default t Of the terms of this Agreement. S. Said Irrevocable Letter of Credit provides that the drafts drawn under said credit, must be accompanied by a written statement signed by a duly authorized agent of the MUNICIPALITY, that in the judgement of the MUNICIPALITY, the DEVELOPER is in detault under the terms of this Agreement, and that the funds to be drawn by the draft are in payment for, or in anticipation of payment for materials, labor and services required for completion of the improvements identified in Paragraph I. Payment:. of each draft will be made at night when presented to the BANK by the MUNICIPALITY, the paym®nt limited only by the aggregate amounts presented in relationship to the maximum amount of the Letter of Credit. If DEVELOPER shall, be in default of the Agreement for seven (7) days because of its failure to provide evidence of renewal of the Letter of Credit, required in paragraph 4 above, the MUNICIPALITY shall notify DEVELOPER by certified mail of said default. DEVELOPER shall then within threo (3) business days provide MUNICIPALITY with evidence of said renewal of Letter of Credit or MUNICIPALITY may notify BANK of such default and request payment under said Letter of Credit. I— a 014W, 0f %R and aa°�iiJlCiresLli's drt3 3 +. rr t�a4% ��' Su -- of :r,�r!iG�b t p,441 ( $ �,� , oo ) shall be sufficient to s® ure DEVELOPER's obligations under this h,greement but shall not relieve DEVRLOPER from the obligation to pay any additional costs, if actual costs exceed the above -stated cost. 7. The MUNICIPALITY will promptly submit to the DEVELOPER a copy of any drift it submits to the HANK. The consent of the DEVELOPER to payment of said draft by BANK t.o the MUNICIPALITY under said Letter of Credit shall not be required. 05-19-2003 14:49 From-Coldwall BankRr & WPP +8148380700 T-288 P.004/905 F-668 8. The MUNICIPALITY shall not file with the BANK a Statement of Default until ten (10) days after notice has been sent to the DEVELOPER, by certified mail, setting forth ita intention to do Sa• 9. All funds drawn on the BANK by the MUNICIPALITY pursuant to the Letter of Credit shall be used solely by the MUNICIPALITY for the purpose of completing construction of the improvements .identified in Paragraph I. Any work contracted for by the MMZCIPALITY pursuant hereto shall be Yet on a contractual basis, or on a time and material basis, or shall be performed by the WiNICIPALITY's own work force and equipment, or shall be accomplished in such other manner as in the judgement of the MUNICIPALITY shall accomplish the work more expeditiously and economically. Ia. If payments are drawn on the BANK by the MUNICIPALITY pursuant to said Letter of Credit, and it shall later develop that a portion of the monies drawn are in excess of the M MICIPALITY'S needs, any such excess amount shall be refunded by the MUNICIPALITY to the BANK, to be credited by said BANK to the DEVELOPER. 11. This Agreement and said Letter of Credit shall terminate and shall be of no force and effect upon completion of the one year Nsrranty period as described in the above Pa-.ragraph 3. If the MUNICIPALITY has not delivered any written notice to the DEVELOPER of any defective or improper work or materials in the construction of the improvements within the twelve (12) month period, or if notice has been given and the defective work or materials have been corrected by the DEVELOPER, the MUNICIPALITY shell forthwith notify the BANK in writing that the Letter of Credit may be canceled, and shall return the original Letter of Credit to the BANK, and both the DEVELOPER and the BANK shall be released from all obligations hereunder and under said Letter of Credit. 12. The BANK may not modify the Letter of Credit Without first receiving written consent of the MUNICIPALITY. 13. DEVELOPER hereby agrees to indewLify and hold BANK harmless from all claims, causes of action or 11'ability of any kind arising out of this Agreement or the issuance by SAND of this a Letter of Credit, including attorney's fees, e Long as BANK follows the terms and conditions outlined in said Letter of Credit_ 14 This Agreement shall be binding on all parties hereto and their respective heirs, executors, administrators, successors and assigns. 3 j 06-19-220A 14:49 From-Coldwall Bank-, & WPP +8148380700 T-288 P.005/005 F-668 Dated at I i t • this day of By: Duly Authorized AgPift (DEVELOPER) Dated at �3(� , thizr day of IS PUSENCE OF: . _ By; �' Duly AuthorLzecV XqQnt, (B"K u at �brr IN 8RS C OF: • r`.. Vermont, thin day of M[ •.rMaggra-glAr I 'Authoriziea A ( MUNICIPALITY 34 pant • Consulting Hydrogeologists ,, • Engineers I\1N Heindel cmd Noyes oyeS • Environmental Scientists P.O. Box 64709 Burlington, Vermont 05406-4709 802-658-0820 Fax 802-860-1014 February 3, 2003 Mr. Ray Belair City of South Burlington Planning and Zoning 575 Dorset Street South Burlington, Vermont 05403 RE: North Brook Hydrologic Modeling for Proposed Advance Auto Parts Dear Mr. Belair: The attached report presents the results of our hydrologic evaluation of the proposed Advance Auto Parts at 1220 Shelburne Road in South Burlington. Our analysis shows that increased peak flows from the site will be eliminated with minor refinements to the detention basin specified on the site plan. These refinements are described in Paragraph 8 of the report. These changes are necessary to ensure that the runoff from the site does not cause increased peak flows elsewhere in the watershed. With the inclusion of these refinements, we find that the proposed development is consistent with the Bartlett Brook stormwater zoning overlay, and we recommend that the City approve the stormwater aspects of this project. Please contact me at 802-658-0820 ext 33 or matt[a-)q-city.com if you have any questions. Sincerely, Matthew Murawski Hydrologist M. Matt Wamsganz, CEA U:\PROJECTS\BartlettBrk\CEA-AdvancedAuto\CEA-Advance Auto NB Report(January 2003).doc ADVANCE AUTO PARTS South Burlington, Vermont NORTH BROOK WATERSHED ANALYSIS February 3, 2003 HEINDEL AND NOYES Consulting Hydrogeologists, Engineers and Environmental Scientists • Consulting Hydrogeologists • Engineers VN Hellldel cued Noyes • Environmental Scientists PO. Box 64709 Burlington, Vermont 05406-4709 802-658-0820 f Fax 802-860-1014 ADVANCE AUTO PARTS South Burlington, Vermont NORTH BROOK WATERSHED ANALYSIS Prepared for: Civil Engineering Associates, Inc Prepared by: Heindel & Noyes February 3, 2003 • Consulting Hydrogeologists • Engineers H N Heindel cmd Noyes • Environmental Scientists P.O. Box 64709 Burlington, Vermont 05406-4709 802-658-0820 Fax 802-860-1014 ADVANCE AUTO PARTS South Burlington, Vermont NORTH BROOK WATERSHED ANALYSIS EXECUTIVE SUMMARY The proposed Advance Auto Parts site is located at 1220 Shelburne Road in South Burlington. The proposal includes construction of a 5,400± building, associated parking, and access drive. Impervious surface at the 1.55-acre site will be increased from approximately 0.09 acres to 0.82 acres. Much of the runoff of the developed site will be captured in storm sewers and routed to a detention basin on the west edge of the property. Stormwater runoff from the site resulting from the 25-year storm event was evaluated using the North Brook Stormwater Model. Peak runoff from the site is predicted to increase due to the new impervious surfaces. The increase, however, will be eliminated with minor refinements to the outlet structure of the proposed detention basin. We have detailed the necessary refinements in Paragraph 8 of this report. We therefore find that the proposed development, with the specified refinements to the detention basin, are consistent with the Bartlett Brook stormwater zoning overlay, and we recommend that the City approve the stormwater aspects of this project. • Consulting Hydrogeologists • Engineers H N Hemdel cmd Noyes • Environmental Scientists P.O. Box 64709 Burlington, Vermont 05406-4709 802-658-0820 Fax 802-860-1014 ADVANCE AUTO PARTS I South Burlington, Vermont NORTH BROOK WATERSHED ANALYSIS SUMMARY OF FINDINGS February 3, 2003 E 1. Heindel & Noyes (H&N) has completed a stormwater runoff analysis of the proposed Advance Auto Parts store at 1220 Shelburne Road in South Burlington Vermont. Site plans prepared by Civil Engineering Associates (dated December 2002) were used in the analysis. 2. The Advance Auto Parts site is located in the North Brook watershed. A site location map is included in Appendix 1, page 1. 3. The site plans detail the construction of a 5,400± building, associated parking, and an access drive. The impervious surface at the site will increase from approximately 0.09 acres to 0.82 acres. Stormwater runoff will be delivered to a detention basin at the western edge of the property by both overland flow and storm sewers. 4. Stormwater runoff was analyzed using the North Brook Stormwater Model, modified to reflect the proposed development. The North Brook Model was first developed by H&N in 1984 using the USDA Soil Conservation Service TR-20 model. The model has been maintained and updated since then, and is now executed using the HydroCad software package. The Model includes existing development as well as approved but unbuilt development within the watershed. 5. The design storm used in this analysis was the 25-year, 24- hour storm event, which in the North Brook Watershed is 4.0 inches of rainfall over a 24-hour period. This storm event is the design standard used for all North Brook runoff evaluations performed in the past by H&N, and is the design storm specified in South Burlington's stormwater zoning ordinance for the watershed. ADVANCE AUTO PARTS - NORTH BROOK WATERSHED ANALYSIS 2 6. The proposed development is located in an area represented in the North Brook Model as a 20.5-acre subwatershed. For this analysis, the 1.55-acre parcel of the proposed development was subdivided from the larger subwatershed. Peak runoff rates and volumes were determined for pre- and post -development conditions at the outlet of the 1.55-acre parcel and at several downstream locations in the stream channel network. 7. With no detention, the peak runoff rate from the site was found to increase, and this increase was repeated at several downstream locations. The elevation and size of the detention basin's outlets were then adjusted iteratively until no increase in peak flows were predicted from the site and at downstream locations. 8. The outlet structure of the detention basin should be designed as described in Table 1 to ensure there are no increases in peak runoff rates from the parcel and at downstream locations: Table 1. Description of Detention Basin Outlets. Outlet Description Elevation Outlet Size Comment First Outlet 192.3' 6" Diam No change in elevation. Outlet specified as 6" diameter orifice on side of riser structure. Second Outlet 195.2' 36" Diam Elevation raised from 194.5' (as shown on site plan) to 195.2'. Outlet should be a 36" diameter orifice on top of riser structure (i.e., a catch basin). Emergency Spillway 195.5' -- As shown on site plan with no modifications 9. The peak runoff rates resulting from the 25-year storm event at the outlet of the site and at several downstream locations are shown in Table 2. North Brook Model outputs for pre- and post -development conditions are included in Appendices 2 and 3, respectively. Table 2. Peak Flow Rates (cfs) for Pre- and Post -Development Conditions. Location Pre -Development Post -Development (w/ Detention) Change Site (with Detention) 6.70 1.80 -73.1 % Railroad Tracks 303.2 302.9 -0.1 % Lake Champlain Watershed Outlet 213.8 213.1 -0.3% 10. Based on the analysis presented here, we find that the proposed development, with the recommended refinements to the detention basin outlets, is consistent with the Bartlett Brook stormwater zoning overlay, and we recommend that the ADVANCE AUTO PARTS - NORTH BROOK WATERSHED ANALYSIS 3 South Burlington Planning Commission approve the stormwater aspect of the proposed project. U:\PROJECTS\BARTLETTBRK\CEA-ADVANCEDAUTO\CEA-ADVANCE AUTO NB REPORT(JANUARY 2003).DOC 40.;. 1, / : ��► ih N 1 J % � � • a • � .-ii � i ill 7 � / �'. ��' .. • �' . � �y�'y @ 9M� 1/ c� i mac• s=''"' i var, r J , i r 1 ...J j +A "\�\� �; �t ,; -, A ems• �:� �.• � �1' , 1 t `�-' ► I orcnaf Ir f jk Advance Auto Parts 1.220 Shelburne Road I South Burlington, Vermont Heindel and No^ es .•�e,..ea,.r e� g,. I USGS Site Location Map ..o a r..a.! •o� .�a! a•n.na er 2000 0 2000 4000 Feet �..,,or• VI Mo:' l . w T l O r January 29, 2003 c:11710shalblsi[Lp.apr Data for NBrook (CEA-Advanced Auto PRE 20030123) Page 1 TYPE II 24-HOUR RAINFALL= 4.00 IN Prepared by Heindel and Noyes, LLC -- Burlington, Vermont 30 Jan 03 HydroCAD 5.11 001547 (c) 1986-1999 Applied Microcomputer Systems WATERSHED ROUTING 902 903 I❑G// QIG� 503 y � 0 A, +el del lez 8❑ 26 301 A6\ I 601 IQ B01 701 702 703 W O ]1 1® W 00 OSUBCATCHMENT ❑ REACH APOND 2 LINK Data for NBrook (CEA-Advanced Auto PRE 20030123) Page 2 TYPE II 24-HOUR RAINFALL= 4.00 IN Prepared by Heindel and Noyes, LLC -- Burlington, Vermont 30 Jan 03 HydroCAD 5.11 001547 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 101 (N-I) PEAK= 21.09 CFS @ 12.26 HRS, VOLUME= 2.08 AF ACRES CN SCS TR-20 METHOD 18.95 71 All minus CEA_Auto (201) TYPE II 24-HOUR RAINFALL= 4.00 IN SPAN= 7-22 HRS, dt=.03 HRS Method Comment Tc (min) CURVE NUMBER (LAG) METHOD 11 one 31.2 L=1400' s=.03 '/' SUBCATCHMENT 102 CEA Auto Site PEAK= 6.70 CFS @ 11.92 HRS, VOLUME= .27 AF ACRES CN SCS TR-20 METHOD 1.46 81 CEA_Auto Site Pre Development TYPE II 24-HOUR .09 98 existing gravel road RAINFALL= 4.00 IN 1.55 82 SPAN= 7-22 HRS, dt=.03 HRS Method Comment Tc (min) SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 2.9 Unpaved Kv=16.1345 L=445' s=.0247 '/' V=2.54 fps SUBCATCHMENT 201 (N-II) PEAK= 38.33 CFS @ 12.19 HRS, VOLUME= 3.34 AF ACRES CN SCS TR-20 METHOD 12.17 82 N-II composite minus Lewis Motor TYPE II 24-HOUR 4.83 93 Lewis Motors Composite RAINFALL= 4.00 IN 17.00 85 SPAN= 7-22 HRS, dt=.03 HRS Method Comment Tc (min) CURVE NUMBER (LAG) METHOD Segment ID: 27.5 L=2000' s=.029 '/' SUBCATCHMENT 301 (N-III) PEAK= 9.01 CFS @ 11.94 HRS, VOLUME= .40 AF ACRES CN SCS TR-20 METHOD 2.00 85 TYPE II 24-HOUR RAINFALL= 4.00 IN SPAN= 7-22 HRS, dt=.03 HRS Method Comment Tc (min) CURVE NUMBER (LAG) METHOD 4.5 L=210' s=.03 '/' Data for NBrook (CEA-Advanced Auto PRE 20030123) Page 3 TYPE II 24-HOUR RAINFALL= 4.00 IN I Prepared by Heindel and Noyes, LLC -- Burlington, Vermont 30 Jan 03 HydroCAD 5.11 001547 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 401 (N-IV) PEAK= 6.89 CFS @ 12.09 HRS, VOLUME= .46 AF ACRES CN SCS TR-20 METHOD 3.20 77 TYPE II 24-HOUR RAINFALL= 4.00 IN SPAN= 7-22 HRS, dt=.03 HRS Method Comment Tc (min) CURVE NUMBER (LAG) METHOD 17.5 L=840' s=.03 '/' SUBCATCHMENT 501 (N-V) Upslope of IDX PEAK= 1.81 CFS @ 12.38 HRS, VOLUME= .33 AF ACRES CN SCS TR-20 METHOD 10.83 52 TYPE II 24-HOUR RAINFALL= 4.00 IN SPAN= 7-22 HRS, dt=.03 HRS Method Comment Tc (min) CURVE NUMBER (LAG) METHOD 32.5 L=620' s=.02 '/' SUBCATCHMENT 502 (N-V) IDX/Old Dev PEAK= 23.25 CFS @ 12.01 HRS, VOLUME= 1.22 AF ACRES CN SCS TR-20 METHOD 7.79 79 TYPE II 24-HOUR RAINFALL= 4.00 IN SPAN= 7-22 HRS, dt=.03 HRS Method Comment Tc (min) CURVE NUMBER (LAG) METHOD Segment ID: 10.3 L=720' s=.06 '/' SUBCATCHMENT 503 (N-V) IDX New PEAK= 46.78 CFS @ 11.96 HRS, VOLUME= 2.34 AF ACRES CN SCS TR-20 METHOD 8.89 94 TYPE II 24-HOUR I RAINFALL= 4.00 IN SPAN= 7-22 HRS, dt=.03 HRS I IMethod Comment Tc (min) CURVE NUMBER (LAG) METHOD Segment ID: 6.5 L=820' s=.06 /' IData for NBrook (CEA-Advanced Auto PRE 20030123) TYPE II 24-HOUR RAINFALL= 4.00 IN ( Prepared by Heindel and Noyes, LLC -- Burlington, Vermont HydroCAD 5.11 001547 (c) 1986-1999 Applied Microcomputer Systems Page 4 30 Jan 03 SUBCATCHMENT 601 (N-VI) PEAK= 37.44 CFS @ 12.18 HRS, VOLUME= 3.11 AF ' ACRES CN SCS TR-20 METHOD 19.10 80 Composite CN TYPE II 24-HOUR RAINFALL= 4.00 IN SPAN= 7-22 HRS, dt=.03 HRS Method Comment Tc (min) CURVE NUMBER (LAG) METHOD Segment ID: 25.4 L=1500' s=.03 '/' SUBCATCHMENT 701 (N-VII) Heritage PEAK= 24.39 CFS @ 11.98 HRS, VOLUME= 1.31 AF ACRES CN SCS TR-20 METHOD 5.00 94 TYPE II 24-HOUR RAINFALL= 4.00 IN SPAN= 7-22 HRS, dt=.03 HRS Method Comment Tc (min) CURVE NUMBER (LAG) METHOD 8.9 L=790' s=.03 '/' ( SUBCATCHMENT 702 (N-VII) Heritage-B PEAK= 24.39 CFS @ 11.98 HRS, VOLUME= 1.31 AF ACRES CN SCS TR-20 METHOD 1 5.00 94 TYPE II 24-HOUR II RAINFALL= 4.00 IN SPAN= 7-22 HRS, dt=.03 HRS Method Comment Tc (min) CURVE NUMBER (LAG) METHOD 8.9 L=790' s=.03 ` f SUBCATCHMENT 703 (N-VII) Heritage-C PEAK= 24.39 CFS @ I 11.98 HRS, VOLUME= 1.31 AF ACRES CN SCS TR-20 METHOD I 5.00 94 TYPE II 24-HOUR II RAINFALL= 4.00 IN SPAN= 7-22 HRS, dt=.03 HRS f IMethod Comment Tc (min) CURVE NUMBER (LAG) METHOD All one 8.9 L=790' s=.03 '/' Data for NBrook (CEA-Advanced Auto PRE 20030123) Page 5 TYPE II 24-HOUR RAINFALL= 4.00 IN Prepared by Heindel and Noyes, LLC -- Burlington, Vermont 30 Jan 03 HydroCAD 5.11 001547 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 704 (N-VII) above Heritage Ford PEAK= 32.61 CFS @ 12.09 HRS, VOLUME= 2.23 AF ACRES CN SCS TR-20 METHOD 13.70 80 Composite CN TYPE II 24-HOUR RAINFALL= 4.00 IN SPAN= 7-22 HRS, dt=.03 HRS Method Comment Tc (min) CURVE NUMBER (LAG) METHOD Segment ID: 18.3 L=1000' s=.03 '/' SUBCATCHMENT 801 (N-VIII) Jeep? PEAK= 30.22 CFS @ 12.04 HRS, VOLUME= 1.76 AF ACRES CN SCS TR-20 METHOD 10.00 82 TYPE II 24-HOUR RAINFALL= 4.00 IN SPAN= 7-22 HRS, dt=.03 HRS Method Comment Tc (min) CURVE NUMBER (LAG) METHOD 13.2 L=720' s=.03 '/' SUBCATCHMENT 901 (N-IX) RO#1 PEAK= 19.41 CFS @ 12.02 HRS, VOLUME= 1.10 AF ACRES CN SCS TR-20 METHOD 6.00 83 TYPE II 24-HOUR RAINFALL= 4.00 IN SPAN= 7-22 HRS, dt=.03 HRS Method Comment Tc (min) CURVE NUMBER (LAG) METHOD All one 12.2 L=675' s=.03 '/' SUBCATCHMENT 902 (N-IX) Goss Dodge PEAK= 54.27 CFS @ 11.95 HRS, VOLUME= 2.57 AF ACRES CN 11.00 90 Metnoa comment CURVE NUMBER (LAG) METHOD All one L=375' s=.03 '/' SCS TR-20 METHOD TYPE II 24-HOUR RAINFALL= 4.00 IN SPAN= 7-22 HRS, dt=.03 HRS Tc (min 5.9 Data for NBrook (CEA-Advanced Auto PRE 20030123) Page 6 TYPE II 24-HOUR RAINFALL= 4.00 IN ` Prepared by Heindel and Noyes, LLC -- Burlington, Vermont 30 Jan 03 IHydroCAD 5.11 001547 (c) 1986-1999 Applied Microcomputer Systems ISUBCATCHMENT 903 (N-IX) Magic Hatl PEAK= 24.61 CFS @ 11.97 HRS, VOLUME= 1.24 AF ACRES CN SCS TR-20 METHOD 5.00 92 TYPE II 24-HOUR RAINFALL= 4.00 IN MSPAN= 7-22 HRS, dt=.03 HRS Method Comment Tc (min) t CURVE NUMBER (LAG) METHOD All one 7.4 I L=560' s=.03 '/' SUBCATCHMENT 904 (N-IX) Magic Hat2 PEAK= 10.95 CFS @ 11.93 HRS, VOLUME= .50 AF ACRES CN 2.00 92 Method Comment CURVE NUMBER (LAG) METHOD All one L=250' s=.03 '/' SUBCATCHMENT 1001 (N-X) PEAK= 55.16 CFS @ 12.32 HRS, VOLUME= 5.96 AF ACRES CN 45.30 75 Composite for entire subwatershe Method Comment CURVE NUMBER (LAG) METHOD Segment ID: L=2000' s=.03 '/' SCS TR-20 METHOD TYPE II 24-HOUR RAINFALL= 4.00 IN SPAN= 7-22 HRS, dt=.03 HRS Tc (min 3.9 SCS TR-20 METHOD TYPE II 24-HOUR RAINFALL= 4.00 IN SPAN= 7-22 HRS, dt=.03 HRS Tc (min 37.1 Data for NBrook (CEA-Advanced Auto PRE 20030123) Page 7 TYPE II 24-HOUR RAINFALL= 4.00 IN Prepared by Heindel and Noyes, LLC -- Burlington, Vermont 30 Jan 03 HydroCAD 5.11 001547 (c) 1986-1999 Applied Microcomputer Systems REACH 6 NJ: Wetlands Qin = 94.57 CFS @ 11.96 HRS, VOLUME= 4.92 AF Qout= 83.48 CFS @ 12.08 HRS, VOLUME= 4.89 AF, ATTEN= 12%, LAG= 7.1 MIN DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) 50' x .5' CHANNEL STOR-IND+TRANS METHOD 0.00 0.00 0.00 SIDE SLOPE= .03 '/' PEAK DEPTH= .33 FT .05 2.58 3.40 n= .026 PEAK VELOCITY= 4.2 FPS .10 5.33 10.92 LENGTH= 1180 FT TRAVEL TIME = 4.6 MIN .15 8.25 21.76 SLOPE= .03 FT/FT SPAN= 7-22 HRS, dt=.03 HRS .22 12.29 40.36 .30 18.00 72.05 .40 25.33 119.85 .50 33.33 179.12 REACH 8 Reach NE Qin = 115.0 CFS @ 12.12 HRS, VOLUME= 8.23 AF Qout= 114.4 CFS @ 12.14 HRS, VOLUME= 8.23 AF, ATTEN= 0%, LAG= .6 MIN DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) 10' x 4' CHANNEL STOR-IND+TRANS METHOD 0.00 0.00 0.00 SIDE SLOPE= .33 '/' PEAK DEPTH= 1.20 FT .40 4.48 16.61 n= .035 PEAK VELOCITY= 7.0 FPS .80 9.94 55.29 LENGTH= 150 FT TRAVEL TIME _ .4 MIN 1.20 16.36 114.38 SLOPE= .03 FT/FT SPAN= 7-22 HRS, dt=.03 HRS 1.72 26.16 222.95 2.40 41.45 423.50 3.20 63.03 753.29 4.00 88.48 1195.57 REACH 26 Rt. 7 Qin = 26.17 CFS @ 12.13 HRS, VOLUME= 4.88 AF Qout= 26.01 CFS @ 12.21 HRS, VOLUME= 4.87 AF, ATTEN= 1%, LAG= 4.8 MIN DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) 5' x 2' CHANNEL STOR-IND+TRANS METHOD 0.00 0.00 0.00 PEAK DEPTH= .73 FT .20 1.00 3.34 n= .025 PEAK VELOCITY= 7.1 FPS .40 2.00 10.13 LENGTH= 1125 FT TRAVEL TIME = 2.6 MIN .60 3.00 19.04 SLOPE= .03 FT/FT SPAN= 7-22 HRS, dt=.03 HRS .86 4.30 32.87 1.20 6.00 53.71 1.60 8.00 81.02 2.00 10.00 110.44 Data for NBrook (CEA-Advanced Auto PRE 20030123) TYPE II 24-HOUR RAINFALL= 4.00 IN Prepared by Heindel and Noyes, LLC -- Burlington, Vermont HydroCAD 5.11 001547 (c) 1986-1999 Applied Microcomputer Systems Page 8 30 Jan 03 REACH 32 NY, Qin = 167.0 CFS @ 12.01 HRS, VOLUME= 16.03 AF Qout= 165.1 CFS @ 12.04 HRS, VOLUME= 16.01 AF, ATTEN= 1%, LAG= 1.8 MIN DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) 5' x 2.5' CHANNEL STOR-IND+TRANS METHOD 0.00 0.00 I 0.00 PEAK DEPTH= 2.53 FT .25 1.25 5.21 n= .023 PEAK VELOCITY= 13.0 FPS .50 2.50 15.61 LENGTH= 750 FT TRAVEL TIME = 1.0 MIN .75 3.75 29.08 SLOPE= .03 FT/FT SPAN= 7-22 HRS, dt=.03 HRS 1.08 5.38 49.73 1.50 7.50 80.39 2.00 10.00 120.05 2.50 12.50 I 162.32 REACH 33 NG Qin = 192.9 CFS @ 12.05 HRS, VOLUME= 19.11 AF Qout= 188.4 CFS @ 12.13 HRS, VOLUME= 19.06 AF, ATTEN= 2%, LAG= 4.3 MIN DEPTH END AREA DISCH (FT) (SO -FT) (CFS) 5' x 3' CHANNEL STOR-IND+TRANS METHOD 0.00 0.00 0.00 SIDE SLOPE= .33 '/' PEAK DEPTH= 1.69 FT .30 1.77 7.37 n= .025 PEAK VELOCITY= 11.0 FPS .60 4.09 25.22 LENGTH= 1500 FT TRAVEL TIME = 2.3 MIN .90 6.95 53.58 SLOPE= .03 FT/FT SPAN= 7-22 HRS, dt=.03 HRS 1.29 11.49 107.71 1.80 18.82 211.59 2.40 29.45 388.44 3.00 42.27 I 632.18 IREACH 40 Reach NA Qin = 214.0 CFS @ 12.49 HRS, VOLUME= 33.62 AF I Qout= 213.8 CFS f @ 12.52 HRS, VOLUME= 33.58 AF, ATTEN= 0%, LAG= 2.0 MIN DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) 10' x 4' CHANNEL STOR-IND+TRANS METHOD 0.00 0.00 0.00 SIDE SLOPE= .33 '/' PEAK DEPTH= 1.55 FT .40 4.48 18.98 n= .025 PEAK VELOCITY= 9.3 FPS .80 9.94 63.21 LENGTH= 625 FT TRAVEL TIME = 1.1 MIN 1.20 16.36 I 130.74 SLOPE= .02 FT/FT SPAN= 7-22 HRS, dt=.03 HRS 1.72 26.16 254.85 2.40 41.45 484.10 3.20 63.03 861.08 f( 4.00 88.48 1366.65 I Data for NBrook (CEA-Advanced Auto PRE 20030123) Page 9 TYPE II 24-HOUR RAINFALL= 4.00 IN Prepared by Heindel and Noyes, LLC -- Burlington, Vermont 30 Jan 03 HydroCAD 5.11 001547 (c) 1986-1999 Applied Microcomputer Systems POND 7 Pond 24/NJ Qin = 83.48 CFS @ 12.08 HRS, VOLUME= 4.89 AF Qout= 79.96 CFS @ 12.11 HRS, VOLUME= 4.89 AF, ATTEN= 4%, LAG= 1.8 MIN ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD (FT) (SF) (CF) (CF) PEAK STORAGE = 6068 CF 127.0 120 0 0 PEAK ELEVATION= 135.9 FT 127.5 210 83 83 FLOOD ELEVATION= 131.5 FT 128.0 300 128 210 START ELEVATION= 127.0 FT 128.5 390 173 383 SPAN= 7-22 HRS, dt=.03 HRS 129.0 480 218 600 Tdet= .8 MIN (4.89 AF) 129.5 570 263 863 130.0 630 300 1163 130.5 720 338 1500 131.0 810 383 1883 131.5 900 428 2310 # ROUTE INVERT OUTLET DEVICES 1 P 127.0' 301, CULVERT n=.023 L=40' 5=.031/' Ke=.l Cc=.9 Cd=.82 POND 17 Upper IDX POnd Qin = 67.96 CFS @ 11.97 HRS, VOLUME= 3.89 AF Qout= 26.23 CFS @ 12.11 HRS, VOLUME= 4.92 AF, ATTEN= 61%, LAG= 8.4 MIN ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD (FT) (SF) (CF) (CF) PEAK STORAGE = 73325 CF 155.0 5000 0 0 PEAK ELEVATION= 160.8 FT 167.0 20366 152196 152196 FLOOD ELEVATION= 167.0 FT START ELEVATION= 161.0 FT SPAN= 7-22 HRS, dt=.03 HRS Tdet= 122.4 MIN (3.17 AF) # ROUTE INVERT OUTLET DEVICES 1 P 157.0' 24" CULVERT n=.023 L=50' 5=.031/' Ke=.1 Cc=.9 Cd=.82 Data for NBrook (CEA-Advanced Auto PRE 20030123) Page 10 TYPE II 24-HOUR RAINFALL= 4.00 IN Prepared by Heindel and Noyes, LLC -- Burlington, Vermont 30 Jan 03 HydroCAD 5.11 001547 (c) 1986-1999 Applied Microcomputer Systems POND 18 Lower IDX Pond Qin = 26.23 CFS @ 12.11 HRS, VOLUME= 4.92 AF Qout= 26.17 CFS @ 12.13 HRS, VOLUME= 4.88 AF, ATTEN= 0%, LAG= 1.3 MIN ELEVATION (FT) AREA (SF) INC.STOR (CF) CUM.STOR (CF) 145.0 192 0 0 145.6 298 147 147 146.1 428 182 328 146.7 582 303 631 147.2 758 335 966 147.8 958 515 1481 148.3 1182 535 2016 148.9 1429 783 2800 149.5 1699 938 3738 150.1 1992 1107 4845 150.7 2309 1290 6136 STOR-IND METHOD PEAK STORAGE = 3493 CF PEAK ELEVATION= 149.3 FT FLOOD ELEVATION= 150.7 FT START ELEVATION= 145.5 FT SPAN= 7-22 HRS, dt=.03 HRS Tdet= 7.3 MIN (4.87 AF) # ROUTE INVERT OUTLET DEVICES 1 P 147.5' 42" CULVERT n=.013 L=20' 5=.031/' Ke=.1 Cc=.9 Cd=.82 POND 35 RR Tracks Qin = 304.1 CFS @ 12.13 HRS, VOLUME= 27.79 AF I Qout= 303.2 l CFS @ 12.14 HRS, VOLUME= 27.77 AF, ATTEN= 0%, LAG= .7 MIN ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD (FT) (SF) (CF) (CF) PEAK STORAGE = 13604 CF 120.0 600 0 0 PEAK ELEVATION= 130.2 FT 120.4 723 265 265 FLOOD ELEVATION= 122.4 FT 120.8 858 316 581 START ELEVATION= 120.0 FT 121.2 1005 373 953 SPAN= 7-22 HRS, dt=.03 HRS 121.6 1162 433 1387 Tdet= 1 MIN (27.77 AF) 122.0 1332 499 1886 I 122.4 f 1513 569 2455 # ROUTE INVERT OUTLET DEVICES 1 P 120.0' 481, CULVERT n=.023 L=60' 5=.031/' Ke=.1 Cc=.9 Cd=.82 Data for NBrook (CEA-Advanced Auto PRE 20030123) Page 11 TYPE II 24-HOUR RAINFALL= 4.00 IN Prepared by Heindel and Noyes, LLC -- Burlington, Vermont 30 Jan 03 HydroCAD 5.11 001547 (c) 1986-1999 Applied Microcomputer Systems POND 36 NE Qin = 303.2 CFS @ 12.14 HRS, VOLUME= 27.77 AF Qout= 302.6 CFS @ 12.15 HRS, VOLUME= 27.77 AF, ATTEN= 0%, LAG= .5 MIN ELEVATION (FT) AREA (SF) INC.STOR (CF) CUM.STOR (CF) 122.0 300 0 0 122.3 366 100 100 122.6 438 121 220 122.9 516 143 364 123.2 601 168 531 123.5 693 194 725 123.8 791 223 948 124.1 895 253 1201 125.0 1248 964 2165 125.6 1498 824 2989 128.0 3000 5398 8387 STOR-IND METHOD PEAK STORAGE = 6020 CF PEAK ELEVATION= 126.9 FT FLOOD ELEVATION= 128.0 FT START ELEVATION= 122.0 FT SPAN= 7-22 HRS, dt=.03 HRS Tdet= .3 MIN (27.72 AF) # ROUTE INVERT OUTLET DEVICES 1 P 122.0' 8' x 4' CULVERT n=.013 L=8' 5=.07'/' Ke=.1 Cc=.9 Cd=.82 POND 37 0 Qin = 302.6 CFS @ 12.15 HRS, VOLUME= 27.77 AF Qout= 256.9 CFS @ 12.25 HRS, VOLUME= 27.75 AF, ATTEN= 15%, LAG= 6.1 MIN ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD (FT) (SF) (CF) (CF) PEAK STORAGE = 68759 CF 120.0 1125 0 0 PEAK ELEVATION= 132.0 FT 120.3 1249 356 356 FLOOD ELEVATION= 129.0 FT 120.6 1379 394 750 START ELEVATION= 120.0 FT 120.9 1516 434 1185 SPAN= 7-22 HRS, dt=.03 HRS 121.2 1660 476 1661 Tdet= 2.6 MIN (27.69 AF) 121.5 1810 520 2181 123.0 2656 3350 5531 124.5 4000 4992 10523 126.0 6000 7500 18023 127.5 8000 10500 28523 129.0 10000 13500 42023 # ROUTE INVERT OUTLET DEVICES 1 P 120.0' 48" CULVERT n=.013 L=65' 5=.0131/' Ke=.1 Cc=.9 Cd=.82 Data for NBrook (CEA-Advanced Auto PRE 20030123) Page 12 TYPE II 24-HOUR RAINFALL= 4.00 IN Prepared by Heindel and Noyes, LLC -- Burlington, Vermont 30 Jan 03 HydroCAD 5.11 001547 (c) 1986-1999 Applied Microcomputer Systems POND 38 NC Qin = 256.9 CFS @ 12.25 HRS, VOLUME= 27.75 AF Qout= 245.4 CFS @ 12.33 HRS, VOLUME= 27.74 AF, ATTEN= 4%, LAG= 4.6 MIN ELEVATION (FT) AREA (SF) INC.STOR (CF) CUM.STOR (CF) 115.0 150 0 0 115.3 197 52 52 115.6 251 67 119 116.5 915 525 644 118.0 2000 2186 2830 119.5 4000 4500 7330 121.0 6000 7500 14830 122.5 8000 10500 25330 STOR-IND METHOD PEAK STORAGE = 43511 CF PEAK ELEVATION= 125.1 FT FLOOD ELEVATION= 122.5 FT START ELEVATION= 115.0 FT SPAN= 7-22 HRS, dt=.03 HRS Tdet= 1.5 MIN (27.74 AF) # ROUTE INVERT OUTLET DEVICES 1 P 115.0' 48" CULVERT n=.013 L=8' 5=.021/' Ke=.1 Cc=.9 Cd=.82 POND 39 NB Qin = 245.4 CFS @ 12.33 HRS, VOLUME= 27.74 AF Qout= 171.4 CFS @ 12.59 HRS, VOLUME= 27.66 AF, ATTEN= 30%, LAG= 15.6 MIN ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD (FT) (SF) (CF) (CF) PEAK STORAGE = 179607 CF 117.0 3750 0 0 PEAK ELEVATION= 131.4 FT 118.0 4521 4136 4136 FLOOD ELEVATION= 126.0 FT 119.0 5364 4943 9078 START ELEVATION= 117.0 FT 120.0 6279 5822 14900 SPAN= 7-22 HRS, dt=.03 HRS 121.0 8324 7302 22201 Tdet= 10.6 MIN (27.61 AF) 122.0 10000 9162 31363 123.0 I 12000 11000 42363 124.0 14000 13000 55363 125.0 16000 15000 70363 I126.0 18000 17000 87363 # ROUTE INVERT OUTLET DEVICES 1 P 117.0' 36" CULVERT n=.013 L=50' S=.0161/' Ke=.l Cc=.9 Cd=.82 Data for NBrook (CEA-Advanced Auto POST 20030123) Page 1 TYPE II 24-HOUR RAINFALL= 4.00 IN Prepared by Heindel and Noyes, LLC -- Burlington, Vermont 30 Jan 03 HydroCAD 5.11 001547 (c) 1986-1999 Applied Microcomputer Systems WATERSHEDROUTING _____________________ OSUBCATCHMENT ❑ RERCH APOND 1� LINK Data for NBrook (CEA-Advanced Auto POST 20030123) Page 2 TYPE II 24-HOUR RAINFALL= 4.00 IN I Prepared by Heindel and Noyes, LLC -- Burlington, Vermont 30 Jan 03 HydroCAD 5.11 001547 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 101 (N-I) PEAK= 21.09 CFS @ 12.26 HRS, VOLUME= 2.08 AF ACRES CN SCS TR-20 METHOD 18.95 71 Shed N-I minus CEA_Auto (102) TYPE II 24-HOUR RAINFALL= 4.00 IN SPAN= 7-22 HRS, dt=.03 HRS Method Comment Tc (min) CURVE NUMBER (LAG) METHOD 31.2 L=1400' s=.03 '/' SUBCATCHMENT 102 CEA-Advanced Auto Parts PEAK= 7.34 CFS @ 11.92 HRS, VOLUME= .31 AF ACRES CN 1.55 85 Weighted CN SCS TR-20 METHOD TYPE II 24-HOUR RAINFALL= 4.00 IN SPAN= 7-22 HRS, dt=.03 HRS f Method Comment Tc (min) TR-55 SHEET FLOW Segment ID: 1.2 Smooth surfaces n=.011 L=89' P2=2.3 in s=.0253 SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: .2 I Unpaved Kv=16.1345 L=25' s=.02 '/' V=2.28 fps CIRCULAR CHANNEL Segment ID: 1.6 15" Diameter a=1.23 sq-ft Pw=3.9' r=.313' Is=.0053 '/' n=.015 V=3.32 fps L=322' Capacity=4.1 cfs Total Length= 436 ft Total Tc= 3.0 SUBCATCHMENT 201 (N-II) PEAK= 38.33 CFS @ 12.19 HRS, VOLUME= 3.34 AF ACRES CN SCS TR-20 METHOD 12.17 82 N-II composite minus Lewis Motor TYPE II 24-HOUR 4.83 I 93 Lewis Motors Composite RAINFALL= 4.00 IN 17.00 85 SPAN= 7-22 HRS, dt=.03 HRS I Method Comment Tc (min CURVE NUMBER (LAG) METHOD Segment ID: 27.5 L=2000' s=.029 '/' Data for NBrook (CEA-Advanced Auto POST 20030123) Page 3 TYPE II 24-HOUR RAINFALL= 4.00 IN I Prepared by Heindel and Noyes, LLC -- Burlington, Vermont 30 Jan 03 HydroCAD 5.11 001547 (c) 1986-1999 Applied Microcomputer Systems ISUBCATCHMENT 301 (N-III) PEAK= 9.01 CFS @ 11.94 HRS, VOLUME= .40 AF ACRES CN SCS TR-20 METHOD 2.00 85 TYPE II 24-HOUR I RAINFALL= 4.00 IN SPAN= 7-22 HRS, dt=.03 HRS Method Comment Tc (min) I CURVE NUMBER (LAG) METHOD 4.5 L=210' s=.03 1/1 I SUBCATCHMENT 401 (N-IV) I PEAK= 6.89 CFS @ 12.09 HRS, VOLUME= .46 AF ACRES CN SCS TR-20 METHOD 3.20 77 TYPE II 24-HOUR I RAINFALL= 4.00 IN SPAN= 7-22 HRS, dt=.03 HRS Method Comment Tc (min) CURVE NUMBER (LAG) METHOD 17.5 L=840' s=.03 '/' SUBCATCHMENT 501 (N-V) Upslope of IDX PEAK= 1.81 CFS @ 12.38 HRS, VOLUME= .33 AF ACRES CN SCS TR-20 METHOD 10.83 52 TYPE II 24-HOUR RAINFALL= 4.00 IN SPAN= 7-22 HRS, dt=.03 HRS Method Comment Tc (min) CURVE NUMBER (LAG) METHOD 32.5 L=620' s=.02 '/' SUBCATCHMENT 502 (N-V) IDX/Old Dev PEAK= 23.25 CFS @ 12.01 HRS, VOLUME= 1.22 AF ACRES CN 7.79 79 Method Comment CURVE NUMBER (LAG) METHOD Segment ID: L=720' s=.06 '/' SCS TR-20 METHOD TYPE II 24-HOUR RAINFALL= 4.00 IN SPAN= 7-22 HRS, dt=.03 HRS Tc (min 10.3 IData for NBrook (CEA-Advanced Auto POST 20030123) Page 4 TYPE II 24-HOUR RAINFALL= 4.00 IN I Prepared by Heindel and Noyes, LLC -- Burlington, Vermont 30 Jan 03 HydroCAD 5.11 001547 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 503 (N-V) IDX New PEAK= 46.78 CFS @ 11.96 HRS, VOLUME= 2.34 AF ACRES CN SCS TR-20 METHOD 8.89 94 TYPE II 24-HOUR RAINFALL= 4.00 IN SPAN= 7-22 HRS, dt=.03 HRS Method Comment Tc (min) CURVE NUMBER (LAG) METHOD Segment ID: 6.5 L=820' s=.06 '/' SUBCATCHMENT 601 (N-VI) PEAK= 37.44 CFS @ 12.18 HRS, VOLUME= 3.11 AF ACRES CN SCS TR-20 METHOD 19.10 80 Composite CN TYPE II 24-HOUR RAINFALL= 4.00 IN SPAN= 7-22 HRS, dt=.03 HRS Method Comment Tc (min) CURVE NUMBER (LAG) METHOD Segment ID: 25.4 L=1500' s=.03 '/' SUBCATCHMENT 701 (N-VII) Heritage PEAK= 24.39 CFS @ 11.98 HRS, VOLUME= 1.31 AF ACRES CN SCS TR-20 METHOD 5.00 94 TYPE II 24-HOUR RAINFALL= 4.00 IN SPAN= 7-22 HRS, dt=.03 HRS Method Comment Tc (min) CURVE NUMBER (LAG) METHOD 8.9 L=790' s=.03 '/' SUBCATCHMENT 702 (N-VII) Heritage-B IPEAK= 24.39 CFS @ 11.98 HRS, VOLUME= 1.31 AF ACRES CN SCS TR-20 METHOD I 5.00 94 TYPE II 24-HOUR RAINFALL= 4.00 IN SPAN= 7-22 HRS, dt=.03 HRS IMethod Comment Tc (min) CURVE NUMBER (LAG) METHOD 8.9 L=790' s=.03 I Data for NBrook (CEA-Advanced Auto POST 20030123) TYPE II 24-HOUR RAINFALL= 4.00 IN I Prepared by Heindel and Noyes, LLC -- Burlington, Vermont HydroCAD 5.11 001547 (c) 1986-1999 Applied Microcomputer Systems Page 5 30 Jan 03 ISUBCATCHMENT 703 (N-VII) Heritage-C PEAK= 24.39 CFS @ 11.98 HRS, VOLUME= 1.31 AF IACRES CN SCS TR-20 METHOD 5.00 94 TYPE II 24-HOUR RAINFALL= 4.00 IN I SPAN= 7-22 HRS, dt=.03 HRS Method Comment Tc (min) I CURVE NUMBER (LAG) METHOD All one 8.9 L=790' s=.03 '/' SUBCATCHMENT 704 (N-VII) above Heritage Ford PEAK= 32.61 CFS @ 12.09 HRS, VOLUME= 2.23 AF ACRES CN SCS TR-20 METHOD 13.70 80 Composite CN TYPE II 24-HOUR RAINFALL= 4.00 IN SPAN= 7-22 HRS, dt=.03 HRS Method Comment Tc (min) CURVE NUMBER (LAG) METHOD Segment ID: 18.3 L=1000' s=.03 '/' SUBCATCHMENT 801 (N-VIII) Jeep? PEAK= 30.22 CFS @ 12.04 HRS, VOLUME= 1.76 AF ACRES CN 10.00 82 Comment CURVE NUMBER (LAG) METHOD L=720' s=.03 '/' SUBCATCHMENT 901 (N-IX) RO#1 SCS TR-20 METHOD TYPE II 24-HOUR RAINFALL= 4.00 IN SPAN= 7-22 HRS, dt=.03 HRS Tc (min 13.2 PEAK= 19.41 CFS @ 12.02 HRS, VOLUME= 1.10 AF ACRES CN SCS TR-20 METHOD 6.00 83 TYPE II 24-HOUR RAINFALL= 4.00 IN SPAN= 7-22 HRS, dt=.03 HRS Method Comment Tc (min) CURVE NUMBER (LAG) METHOD All one 12.2 L=675' s=.03 '/' IData for NBrook (CEA-Advanced Auto POST 20030123) Page 6 TYPE II 24-HOUR RAINFALL= 4.00 IN Prepared by Heindel and Noyes, LLC -- Burlington, Vermont 30 Jan 03 HydroCAD 5.11 001547 (c) 1986-1999 Applied Microcomputer Systems I ISUBCATCHMENT 902 (N-IX) Goss Dodge PEAK= 54.27 CFS @ 11.95 HRS, VOLUME= 2.57 AF IACRES CN SCS TR-20 METHOD 11.00 90 TYPE II 24-HOUR RAINFALL= 4.00 IN I SPAN= 7-22 HRS, dt=.03 HRS Method Comment Tc (min) I CURVE NUMBER (LAG) METHOD All one 5.9 L=375' s=.03 '/' SUBCATCHMENT 903 (N-IX) Magic Hatl PEAK= 24.61 CFS @ 11.97 HRS, VOLUME= 1.24 AF ACRES CN SCS TR-20 METHOD 5.00 92 TYPE II 24-HOUR RAINFALL= 4.00 IN SPAN= 7-22 HRS, dt=.03 HRS Method Comment Tc (min) CURVE NUMBER (LAG) METHOD All one 7.4 L=560' s=.03 '/' SUBCATCHMENT 904 (N-IX) Magic Hat2 PEAK= 10.95 CFS @ 11.93 HRS, VOLUME= .50 AF ACRES CN SCS TR-20 METHOD 2.00 92 TYPE II 24-HOUR RAINFALL= 4.00 IN SPAN= 7-22 HRS, dt=.03 HRS Method Comment Tc (min) CURVE NUMBER (LAG) METHOD All one 3.9 L=250' s=.03 '/' SUBCATCHMENT 1001 (N-X) IPEAK= 55.16 CFS @ 12.32 HRS, VOLUME= 5.96 AF ACRES CN SCS TR-20 METHOD 45.30 75 Composite for entire subwatershe TYPE II 24-HOUR I RAINFALL= 4.00 IN SPAN= 7-22 HRS, dt=.03 HRS IMethod Comment Tc (min) CURVE NUMBER (LAG) METHOD Segment ID: 37.1 L=2000' s=.03 I IData for NBrook (CEA-Advanced Auto POST 20030123) Page 7 TYPE II 24-HOUR RAINFALL= 4.00 IN Prepared by Heindel and Noyes, LLC -- Burlington, Vermont 30 Jan 03 HydroCAD 5.11 001547 (c) I 1986-1999 Applied Microcomputer Systems IREACH 6 NJ: Wetlands Qin = 94.57 CFS @ 11.96 HRS, VOLUME= 4.92 AF IQout= 83.48 CFS @ 12.08 HRS, VOLUME= 4.89 AF, ATTEN= 12%, LAG= 7.1 MIN DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) 50' x .5' CHANNEL STOR-IND+TRANS METHOD 0.00 0.00 0.00 SIDE SLOPE= .03 '/' PEAK DEPTH= .33 FT .05 2.58 3.40 n= .026 PEAK VELOCITY= 4.2 FPS .10 5.33 10.92 LENGTH= 1180 FT TRAVEL TIME = 4.6 MIN I .15 8.25 21.76 SLOPE= .03 FT/FT SPAN= 7-22 HRS, dt=.03 HRS .22 12.29 40.36 .30 18.00 72.05 .40 25.33 119.85 50 33.33 I 179.12 IREACH 8 Reach NE Qin = 115.0 CFS @ 12.12 HRS, VOLUME= 8.23 AF IQout= 114.4 CFS @ 12.14 HRS, VOLUME= 8.23 AF, ATTEN= 0%, LAG= .6 MIN DEPTH END AREA DISCH 1 (FT) (SQ-FT) (CFS) 10' x 4' CHANNEL STOR-IND+TRANS METHOD 0.00 0.00 0.00 SIDE SLOPE= .33 '/' PEAK DEPTH= 1.20 FT I! .40 4.48 16.61 n= .035 PEAK VELOCITY= 7.0 FPS .80 9.94 55.29 LENGTH= 150 FT TRAVEL TIME = .4 MIN I 1.20 16.36 114.38 SLOPE= .03 FT/FT SPAN= 7-22 HRS, dt=.03 HRS 1.72 26.16 222.95 2.40 41.45 423.50 3.20 63.03 753.29 4.00 88.48 1195.57 REACH 26 Rt. 7 Qin = 26.17 CFS @ 12.13 HRS, VOLUME= 4.88 AF I Qout= 26.01 CFS ` @ 12.21 HRS, VOLUME= 4.87 AF, ATTEN= 1%, LAG= 4.8 MIN DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) 5' x 2' CHANNEL STOR-IND+TRANS METHOD 0.00 0.00 0.00 PEAK DEPTH= .73 FT .20 1.00 3.34 n= .025 PEAK VELOCITY= 7.1 FPS .40 2.00 10.13 LENGTH= 1125 FT TRAVEL TIME = 2.6 MIN I .60 3.00 19.04 SLOPE= .03 FT/FT SPAN= 7-22 HRS, dt=.03 HRS .86 4.30 32.87 1.20 6.00 53.71 I 1.60 8.00 81.02 2.00 10.00 110.44 IData for NBrook (CEA-Advanced Auto POST 20030123) Page 8 TYPE II 24-HOUR RAINFALL= 4.00 IN I Prepared by Heindel and Noyes, LLC -- Burlington, Vermont 30 Jan 03 HydroCAD 5.11 001547 (c) 1986-1999 Applied Microcomputer Systems REACH 32 NK Qin = 166.4 CFS @ 12.02 HRS, VOLUME= 16.04 AF Qout= 164.4 CFS @ 12.05 HRS, VOLUME= 16.02 AF, ATTEN= 1%, LAG= 1.8 MIN DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) 0.00 I 0.00 0.00 .25 1.25 5.21 .50 2.50 15.61 I .75 3.75 29.08 1.08 5.38 49.73 1.50 7.50 80.39 2.00 10.00 120.05 I 2.50 12.50 162.32 REACH 33 5' x 2.5' CHANNEL n= .023 LENGTH= 750 FT SLOPE= .03 FT/FT NG STOR-IND+TRANS METHOD PEAK DEPTH= 2.53 FT PEAK VELOCITY= 13.0 FPS TRAVEL TIME = 1.0 MIN SPAN= 7-22 HRS, dt=.03 HRS Qin = 192.5 CFS @ 12.06 HRS, VOLUME= 19.13 AF Qout= 188.1 CFS @ 12.13 HRS, VOLUME= 19.08 AF, ATTEN= 2%, LAG= 4.3 MIN DEPTH END AREA DISCH I (FT) (SQ-FT) (CFS) 0.00 0.00 0.00 .30 1.77 7.37 .60 4.09 25.22 .90 6.95 53.58 1.29 11.49 107.71 1.80 18.82 211.59 I 2.40 29.45 388.44 3.00 42.27 632.18 REACH 40 5' x 3' CHANNEL SIDE SLOPE= .33 '/' n= .025 LENGTH= 1500 FT SLOPE= .03 FT/FT Reach NA STOR-IND+TRANS METHOD PEAK DEPTH= 1.69 FT PEAK VELOCITY= 11.0 FPS TRAVEL TIME = 2.3 MIN SPAN= 7-22 HRS, dt=.03 HRS Qin = 213.4 CFS @ 12.49 HRS, VOLUME= 33.63 AF Qout= 213.1 CFS @ 12.52 HRS, VOLUME= 33.59 AF, ATTEN= 0%, LAG= 2.0 MIN DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) 0.00 0.00 0.00 .40 4.48 18.98 .80 9.94 63.21 1.20 16.36 130.74 1.72 26.16 254.85 2.40 41.45 484.10 3.20 63.03 861.08 4.00 88.48 1366.65 10' x 4' CHANNEL SIDE SLOPE= .33 n= .025 LENGTH= 625 FT SLOPE= .02 FT/FT STOR-IND+TRANS METHOD PEAK DEPTH= 1.55 FT PEAK VELOCITY= 9.3 FPS TRAVEL TIME = 1.1 MIN SPAN= 7-22 HRS, dt=.03 HRS Data for NBrook (CEA-Advanced Auto POST 20030123) Page 9 TYPE II 24-HOUR RAINFALL= 4.00 IN I Prepared by Heindel and Noyes, LLC -- Burlington, Vermont 30 Jan 03 HydroCAD 5.11 001547 (c) 1986-1999 Applied Microcomputer Systems POND 7 Pond 24/NJ Qin = 83.48 CFS @ 12.08 HRS, VOLUME= 4.89 AF IQout= 79.96 CFS @ 12.11 HRS, VOLUME= 4.89 AF, ATTEN= 4%, LAG= 1.8 MIN ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD (FT) (SF) (CF) (CF) PEAK STORAGE = 6068 CF 127.0 I 120 0 0 PEAK ELEVATION= 135.9 FT 127.5 210 83 83 FLOOD ELEVATION= 131.5 FT 128.0 300 128 210 START ELEVATION= 127.0 FT I 128.5 390 173 383 SPAN= 7-22 HRS, dt=.03 HRS 129.0 480 218 600 Tdet= .8 MIN (4.89 AF) 129.5 570 263 863 130.0 630 300 1163 130.5 I 720 338 1500 131.0 810 383 1883 131.5 900 428 2310 I# ROUTE INVERT OUTLET DEVICES 1 P 127.0' 301, CULVERT In=.023 L=40' 5=.03'/' Ke=.1 Cc=.9 Cd=.82 IPOND 17 Upper IDX Pond Qin = 67.96 CFS @ 11.97 HRS, VOLUME= 3.89 AF Qout= 26.23 CFS @ 12.11 HRS, VOLUME= 4.92 AF, ATTEN= 61%, LAG= 8.4 MIN ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD (FT) (SF) (CF) (CF) PEAK STORAGE = 73325 CF 155.0 5000 0 0 PEAK ELEVATION= 160.8 FT 167.0 I 20366 152196 152196 FLOOD ELEVATION= 167.0 FT START ELEVATION= 161.0 FT SPAN= 7-22 HRS, dt=.03 HRS Tdet= 122.4 MIN (3.17 AF) # ROUTE INVERT OUTLET DEVICES 1 P 157.0' 24" CULVERT n=.023 L=50' 5=.03'/' Ke=.l Cc=.9 Cd=.82 Data for NBrook (CEA-Advanced Auto POST 20030123) Page 10 TYPE II 24-HOUR RAINFALL= 4.00 IN Prepared by Heindel and Noyes, LLC -- Burlington, Vermont 30 Jan 03 HydroCAD 5.11 001547 (c) 1986-1999 Applied Microcomputer Systems POND 18 Lower IDX Pond Qin = 26.23 CFS @ 12.11 HRS, VOLUME= 4.92 AF Qout= 26.17 CFS @ 12.13 HRS, VOLUME= 4.88 AF, ATTEN= 0%, LAG= 1.3 MIN ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD (FT) (SF) (CF) (CF) PEAK STORAGE = 3493 CF 145.0 192 0 0 PEAK ELEVATION= 149.3 FT 145.6 298 147 147 FLOOD ELEVATION= 150.7 FT 146.1 428 182 328 START ELEVATION= 145.5 FT 146.7 582 303 631 SPAN= 7-22 HRS, dt=.03 HRS 147.2 758 335 966 Tdet= 7.3 MIN (4.87 AF) 147.8 958 515 1481 148.3 1182 535 2016 148.9 1429 783 2800 149.5 1699 938 3738 150.1 1992 1107 4845 150.7 2309 1290 6136 $# ROUTE INVERT OUTLET DEVICES 1 P 147.5' 42" CULVERT n=.013 L=20' S=.031/' Ke=.l Cc=.9 Cd=.82 POND 35 RR Tracks Qin = 303.9 CFS @ 12.13 HRS, VOLUME= 27.80 AF Qout= 302.9 CFS @ 12.14 HRS, VOLUME= 27.79 AF, ATTEN= 0%, LAG= .7 MIN ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD (FT) (SF) (CF) (CF) PEAK STORAGE = 13574 CF 120.0 600 0 0 PEAK ELEVATION= 130.2 FT 120.4 723 265 265 FLOOD ELEVATION= 122.4 FT 120.8 858 316 581 START ELEVATION= 120.0 FT 121.2 1005 373 953 SPAN= 7-22 HRS, dt=.03 HRS 121.6 1162 433 1387 Tdet= 1 MIN (27.73 AF) 122.0 1332 499 1886 122.4 1513 569 2455 ## ROUTE INVERT OUTLET DEVICES 1 P 120.0' 48" CULVERT n=.023 L=60' S=.031/' Ke=.1 Cc=.9 Cd=.82 Data for NBrook (CEA-Advanced Auto POST 20030123) Page 11 TYPE II 24-HOUR RAINFALL= 4.00 IN Prepared by Heindel and Noyes, LLC -- Burlington, Vermont 30 Jan 03 HydroCAD 5.11 001547 (c) 1986-1999 Applied Microcomputer Systems POND 36 NE Qin = 302.9 CFS @ 12.14 HRS, VOLUME= 27.79 AF Qout= 302.3 CFS @ 12.15 HRS, VOLUME= 27.79 AF, ATTEN= 0%, LAG= 5 MIN ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD (FT) (SF) (CF) (CF) PEAK STORAGE = 6019 CF 122.0 300 0 0 PEAK ELEVATION= 126.9 FT 122.3 366 100 100 FLOOD ELEVATION= 128.0 FT 122.6 438 121 220 START ELEVATION= 122.0 FT 122.9 516 143 364 SPAN= 7-22 HRS, dt=.03 HRS 123.2 601 168 531 Tdet= .2 MIN (27.79 AF) 123.5 693 194 725 123.8 791 223 948 124.1 895 253 1201 125.0 1248 964 2165 125.6 1498 824 2989 128.0 3000 5398 8387 ## ROUTE INVERT OUTLET DEVICES 1 P 122.0' 8' x 4' CULVERT n=.013 L=8' 5=.07'/' Ke=.1 Cc=.9 Cd=.82 POND 37 0 Qin = 302.3 CFS @ 12.15 HRS, VOLUME= 27.79 AF Qout= 256.1 CFS @ 12.26 HRS, VOLUME= 27.76 AF, ATTEN= 15%, LAG= 6.1 MIN ELEVATION (FT) AREA (SF) INC.STOR (CF) CUM.STOR (CF) 120.0 1125 0 0 120.3 1249 356 356 120.6 1379 394 750 120.9 1516 434 1185 121.2 1660 476 1661 121.5 1810 520 2181 123.0 2656 3350 5531 124.5 4000 4992 10523 126.0 6000 7500 18023 127.5 8000 10500 28523 129.0 10000 13500 42023 STOR-IND METHOD PEAK STORAGE = 68362 CF PEAK ELEVATION= 131.9 FT FLOOD ELEVATION= 129.0 FT START ELEVATION= 120.0 FT SPAN= 7-22 HRS, dt=.03 HRS Tdet= 2.6 MIN (27.71 AF) # ROUTE INVERT OUTLET DEVICES 1 P 120.0' 48" CULVERT n=.013 L=65' S=.013'/' Ke=.l Cc=.9 Cd=.82 Data for NBrook (CEA-Advanced Auto POST 20030123) Page 12 TYPE II 24-HOUR RAINFALL= 4.00 IN Prepared by Heindel and Noyes, LLC -- Burlington, Vermont 30 Jan 03 HydroCAD 5.11 001547 (c) 1986-1999 Applied Microcomputer Systems POND 38 NC Qin = 256.1 CFS @ 12.26 HRS, VOLUME= 27.76 AF Qout= 244.6 CFS @ 12.33 HRS, VOLUME= 27.76 AF, ATTEN= 4%, LAG= 4.6 MIN ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD (FT) (SF) (CF) (CF) PEAK STORAGE = 43319 CF 115.0 150 0 0 PEAK ELEVATION= 125.1 FT 115.3 197 52 52 FLOOD ELEVATION= 122.5 FT 115.6 251 67 119 START ELEVATION= 115.0 FT 116.5 915 525 644 SPAN= 7-22 HRS, dt=.03 HRS 118.0 2000 2186 2830 Tdet= 1.5 MIN (27.7 AF) 119.5 4000 4500 7330 121.0 6000 7500 14830 122.5 8000 10500 25330 # ROUTE INVERT OUTLET DEVICES 1 P 115.0' 48" CULVERT n=.013 L=8' S=.02'/' Ke=.1 Cc=.9 Cd=.82 POND 39 NB Qin = 244.6 CFS @ 12.33 HRS, VOLUME= 27.76 AF Qout= 171.0 CFS @ 12.59 HRS, VOLUME= 27.68 AF, ATTEN= 30%, LAG= 15.6 MIN ELEVATION (FT) 117.0 118.0 119.0 120.0 121.0 122.0 123.0 124.0 125.0 126.0 AREA (SF) INC.STOR (CF) CUM.STOR (CF) 3750 0 0 4521 4136 4136 5364 4943 9078 6279 5822 14900 8324 7302 22201 10000 9162 31363 12000 11000 42363 14000 13000 55363 16000 15000 70363 18000 17000 87363 STOR-IND METHOD PEAK STORAGE = 178695 CF PEAK ELEVATION= 131.4 FT FLOOD ELEVATION= 126.0 FT START ELEVATION= 117.0 FT SPAN= 7-22 HRS, dt=.03 HRS Tdet= 10.6 MIN (27.62 AF) # ROUTE INVERT OUTLET DEVICES 1 P 117.0' 36" CULVERT n=.013 L=50' 5=.0161/' Ke=.1 Cc=.9 Cd=.82 Data for NBrook (CEA-Advanced Auto POST 20030123) Page 13 TYPE II 24-HOUR RAINFALL= 4.00 IN I Prepared by Heindel and Noyes, LLC -- Burlington, Vermont 30 Jan 03 HydroCAD 5.11 001547 (c) 1986-1999 Applied Microcomputer Systems IPOND 101 CEA-Advanced Auto Parts Detention Pond Qin = 7.34 CFS @ 11.92 HRS, VOLUME= .31 AF F Qout= 1.80 CFS @ 12.04 HRS, VOLUME= .29 AF, ATTEN= 75%, LAG= 7.1 MIN IELEVATION CON.AREA INC.STOR CUM.STOR WET.AREA STOR-IND METHOD (FT) (SF) (CF) (CF) (SF) PEAK STORAGE = 5160 CF 191.0 181 0 0 181 PEAK ELEVATION= 195.2 FT 193.0 1082 1137 1137 1097 FLOOD ELEVATION= 196.0 FT 195.0 2406 3401 4538 2452 START ELEVATION= 191.0 FT f 196.0 3107 2749 7287 3178 SPAN= 7-22 HRS, dt=.03 HRS I Tdet= 63.2 MIN (.29 AF) I # ROUTE INVERT OUTLET DEVICES 1 P 192.3' 6" ORIFICE/GRATE Q=.6 PI r^2 SQR(29) SQR(H-r) (Use H/2 if H<d) I 2 P 195.2' 36" HORIZONTAL ORIFICE/GRATE Q=.6 Area SQR(2gH) (Limited to weir flow @ low head) 3 P 195.5' 5' BROAD -CRESTED RECTANGULAR WEIR X 1.81 Q=C L H^1.5 C=1.53, 1.64, 1.77, 0, 0, 0, 0, 0 05-05-2003 09:14 From-Coldwell Banker & WPP +8148380700 T-052 P 003I004 F-211 City of South Burlington Water Pollution Control Department 575 Dorset St. South Burlington Vermont 05403 (802) 658-7964 April 18, 2003 Civil Engineering Associates, Inc. 928 Falls Road P.O. Box 485 Shelburne, VT 05492 Dear Matt Wamsgan4 Subject; WW-4-1910 Advance Auto Parts, Inc. After reviewing the flow calculations and the design criteria of your Favject, We feel that the Advanced Auto Parts Store will have no adverse affects on our downstream sewer lines or pumping stations. Y believe that the South Burlington Bartlett Bay Facility will be able to accept the flow from the proposed project. If you have any questions please feel contact we at the Airport Parkway facility, 802- 658-7964. 1 luok forward to working with you on this project. Res 11y, Water Pollution Control Superintendent 05-05-2003 09:14 From-Coldwell Banker & WPP +8148380700 T-052 P 004/004 F-211 Steve Vock From: "Peter Mead" <cea.maH@verizon net> To: "Steve Vock" <svock@cea-vt.com> Sent: Saturday, April 25, 2003 6:17 AM Subject: Fw: Advance Auto Parts, Shelbume Road, South Burlington ----- Original Message ----- From: "Greg Bostock" <GREGB@dec.anr_state. vt us> To: "Ernest Christianson" <ernie.christianson@anrmail> Cc: <mail@cea_vt com> Sent: Friday, April 25, 2003 1:33 PM Subject: Advance Auto Parts, Shelburne Road, South Burlington > Good Afternoon, > With regard to the Advance Auto Parts project, please be advised that the > Water Supply Division will not take jurisdiction for permitting the! connection > of the new building and a new fire hydrant to the South Burlington water system If you have questions, please contact me. > Greg Bostock > Water Supply Division > (802) 241-3407 > -- > [This E-mail scanned for viruses by ANR] 4/28/03 WCCAPIW- =09F Builders, Inc. General Contractors May 6, 2003 Mr. Ray Belaire Zoning Administrator City of South Burlington 575 Dorset Street South Burlington, VT 05403 Re: Advance Auto Project — 1220 Shelburne Road Dear Ray, Enclosed please find the Zoning Permit Application for the above mentioned project. We believe that all approvals have been received to process our application at this time. If any additional information is needed please contact me at 814-450-3961 or Steve Vock from Civil Engineers at 802-985-2323. Thank You for your assistance in this matter. eSinc ely, avid P. Babo Project Manager '�., . `LSD- 5q6I 1521 Lowell Avenue • Erie, PA 16505 - Phone 814-833-0261 • Fax 814-833-0715 No Text Impact Fee Calculation for New Non -Residential Construction A Project Name B Effective Date C Type of use D Type of construction E Value of construction per square foot from Appendix I F Total square feet of new construction G Total value of new construction H I Existing land value J ExF Above in units of $1,000 1a v V. �® '` G / 1000 7 f dy V Grand list Above in units of$1,000 S� 1/1000 K Total value of site and improvements after construction 16-� C G + I L Above in units of$1,000 �f�YJ. K/ 1000 ROAD IMPACT FEE M Base road impact fee per VTE N Estimated PM peak hour VTEs O Base road impact fee P Credit per $1,000 (Table RD-5) for past payments Q Credit for past payments R Credit per $1,000 (Table RD-6) for future payments S Credit for future payments T Total road impact fee FIRE PROTECTION FEE Estimated post construction value of structure and contents U in units of $1,000 V Base fire protection impact fee Credit per $1,000 of land value Q) for past tax payments W (Table FP4) X Total credit applicable to project for past tax payments Post -construction value of structure and land excluding $144.56 4q MxN 3_J x P �J LxR yea 39 o-Q-S 4 5- _ H x 1.875 / ( J $0.87 x U From FP4 `I l(, . V W x J Y contents �WL> G + I Z Above in units of $1,000 ,� Y / 1,000 Credit per $1,000 of post -construction value for future tax AA pints (Table FP-5) �J ��I Frum Fr7 AB Total credit applicable to project for future tax payments �/ �. AA x Z AC Total fire protection impact fee 5 j% V - X - AB TOTAL ROAD AND FIRE IMPACT FEE Calculation sheets.xls I I I WILSON EXISITING `l I BUILDING RENEE, INC. I I J 30' SETBACK J I i I I II CWO ±363' O�— -- --. - ------ ----- -- - �;� 4 � I - - IH _ - _�hT- - 01T - Q UEki UEhT 7 - --_ - __ -.- - - �- _t - SETBACK �_- t '� � I II j I y w2 F'13' OPOSED PRIVATE ROAD 0Eia'& O MATCH L,_ © I / { _ I o * s.8x8 TEE N I 1 8x TAPPI C H I VE k VALVE d' ° ]7�END 1 I , W e- CL52 D I. r W CS 12 1 1 OPROJECT BENCHMARK I _ .., .. _ _ f TOP OF MONUME T _-__- ELEVATION 198.0 ` Ln 00 z I { i _ It _ T O _ - -DIUM 412- ` „SIGNS 00 T ENTER- 4-7 -. , , 9L;E RACK / t8' CRu9rlEV Of(AVEL ! i m I I m rDPson TsEED 30' Ij I m_ / I SETBACK k { �ounEr, A I EVERGREEN I STRUC�RE I 50' SETBAC BUFFER AREA rl la DETENTION I EATER NCY I I BASIN I Y LILJ W I I °�R °W I I PROPOSED ADVANCE AUTO I F.rX 26000 I I a 00 i I a: I I I I I m II ,Li � 0 I b p WO 0� ,5S' i I Tn 55 I s — —D I Q 1_ HAND HANDICAPNB .ONTS f, - - - - _. - �- - •� L - PARK: —..-..-.. -..-..- -. -. I-... SI< / -is Stt ST I I Rw-Ci993.01 I I Sis. SS 4" SDR 35 PYC , SS / • / MV.t86.9t I I ST ST 1 •_-_ _ __ __ EX-,,, sM" M I I i ±363' INV 4'(-185.83 R+v 4'W-185.73 I I 1 C8 /4 INv 10N-,DSAB I —Ex. CB IHV 12'S-185,30 Z; I I RIM-192,2T INV-188.8r LEGEND °MH I / CB 17 n I � " 1 I WAXLER EXISTING coNrouR I I I I y , VEQ1 - f - 338 PROPOSED CONTOUR I � - -UEkT— / PROPERTY LINEI I Q8 + _ ! I EX19TING PARKING LOT / / EXISITING PAVEMENT RECEIVED - - _ SETBACK LINE .// _______ EASEMENT LINE�- i � f 1 2_COPPER_ L 0 IRON PIN I I -t /" 'EMS BUILDING SE1P 0 8 �/foo3 /,. CONC. MON I I I i SHERVNN WILLIAMS PAINTS / (;j of So. Burlington - --SS GRAVITY SEWER LINE lr I - y/ fy W WATER LINE N i/// -OE OVERHEAD ELECTRIC -_ __-UE UNDERCRODND ELECTRIC fe - - E TELEPHONE LINE I v. GRAPHIC SCALE ® SEWER MANHOLE $ HYDRANT � � IN "M) /,�/, i, Y SMUT -OFF I { I I I / / 1 Inch OO n. i I / v. POWER POLE ® CATCH BASIN- .-�9-D SAY REVISED AS PER CITY OF S.B. COMMENTS oD DECIDUOUS TREE SS �I-0 SAY REMOYEO FUTURE SEWER LINE G CONIFEROUS TitEE I I IF OF a- 03 SAY UPDATED TO AS-BUItl CONDIT,ONS �vv'rYYwvvl EDGE OF BRUSH/WOODS I 1 - I :'' 1 AS —BUILT SITE PLAN --^—_— STOCKADE FENCE I Ex. CB n ++ /!2ffi Date Dh'k'd RmAslm SOUTH 6URLIN 1QN .�HM(XNT I WIRE ONCE II I 1 - `' •�0�.»4 Ore" b 'W to DEC- 2009 SHEET DRAINAGE SWALE X A'i _ }O' P.O. IBaY IBS INFEKING ASSUCIAIES. INC. 1 rONWI C _ I _ ��ea�d by � �n� ,� �. A B 1 .Aanr-a oy`__ ProjeOt No. unRxsisia wr 8D2!BSui! ,,ugy,,,p,,,,,+. I EXISITING! A/� RENEE, INC. I I f I 7-JY t 363' - ----- h; mid Q i I _ I UE&T UEd T T SE JUL95t L1• f r — — — — — — — — — — — — — — — — — — — I I I y PIROAOSED RNATE ROAD I 1 TOP OF Q� PROJECT BENCHN ARK I ® *�► F� ELEVATION9.. WILSON 30' SETBACK cr 5—WP V' °C 4—WP — — ' 5•, �. / x Q .I / GRAVE TO MATCH E%ISTIG DRIVE LL O / i O M)(6 TEE MR NEW e ( ■ 1 1� �`� � m 1 ° �t �tire ■■, 1 1SETBACK & 1' RR GR yEVERGREEN BUFFER AREA cm L ,r s — s — Ss— NDICAp cc M+9 'S19N5 -toes f IQL.f f Ea. CB 7 RN.193.0/ f f fI INV=186.91 15 _ 1 EX. SMH I / I ±363 RIM-193.38 f INV 4-E-185.63 / INV 4'W.185.73 I I f —EX CR 19 INV 10•N-185.46 RIM. 192.27 INV 12•S.185.30 ✓• IINV- 1O8.67 CB Ny E%. CB 19A.15 N f - f EXISITING PARKING LOT _ - i 2" Con" _ w, — — _ — _ — — _._ i I f i f II II I I - 1 I f 11 �_-- f If I` �EX G6 a e — Y SEP 0 8 2003 WAXLER GRAPHIC $C)(L SO- BUdington 3R IN FEET ) 1 inch - 30 It. PLANTING SCHEDULE 4MON NAME SCIENTMIC NAME SIZE/CALIPER NUMBER rcG BUS- EUONVMUS VEDOENSIS 21 X' 24 SPRUCE VARIETY MAUCA 6_ B :.NC CRABAPPLE MALUS SPECIES 7' CALIPER 4 F H,.ANEA It. TAXES CVSPOATA NANA 30 - M" 29 LOCUST GLEDIMA TRIACANTHOS 2 1/,,- C.L. 4• AS- FRAMNUS AMERICANA 2 112' rAL d CEDAR 1MUJA OCC10EITI-1 A - 6' HIGH 16 PINE PINY$ STROBES 1 - 6HIGH 9 — — LLIMINAILD TO SAVE AN EXISTING 8 MAPLE IN THE SAME LOCATION OF A F F5225 w ° d IaT ONAIL E --o SAY COMMENTS I REMOVE PS PER CITY OF SEELINE ANW D� AS —BUILT LANDSCAPE PLAN SOUTH 6URLINGION `HEET -"-o SAv REMOVED IUTUpE SEWER LINE B-4-a3 SAY UPDATED 10 AS -BUILT CONDITIONS Dale Ch'k'd ReYlsbn Drown by MJW Checked by SAY Approved by SAY Date DEC.. 2007 Scale I- - 30 Project Na. 'J2257 CIVIL ENGINEERING ASSOCIATES. INC. P.O. B( 40 SlllBI/MI_ IT0510 ITMW52D3 F4, Pn2Rl»tn «..a c.a+i+M{wu-Pnr SHEET A B 2 CITY OF SOUTH BURLINGTON DEPARTMENT OF PLANNING & ZONING DEVELOPMENT REVIEW BOARD Report preparation date: January 30, 2003 \sit\advance\siteplan.srp.doc Plans received: January 21, 2003 SITE PLAN APPLICATION #SP 02-64 WESTMINSTER DEVELOPMENT, LLC - ADVANCE AUTO PARTS Meeting date: Feb uary 4, 2003 Applicant Owner Michael Redlawsk 1220 Shelburne Road Corporation Westminster Development, LLC c/o Robert Griswold 2601 West 261h Street P. O. Box 2090 Erie, PA 16506 Ferrisburg, VT 05456 Engineer Property Information Stephen Vock Tax Parcel 1540 01220 C Civil Engineering Associates, Inc. Volume 372, Pages 357 P. O. Box 485 C1, R4, BBW & Traffic Overlay Zone 2 Shelburne, VT 05482 68,389 Square Feet Location Map Fayette Road .., I. ; + 1� 41* •iiiYYYY M» , q' w rSubject• • - IL wr ti ., -. y State of Vermont WASTEWATER SYSTEM AND POTABLE WATER SUPPLY PERMIT LAWSIREGULATIONS INVOLVED Environmental Protection Rules Effective August 16, 2002 Case Number: WW-4-1810 PIN: EJ03-0063 Landowner: 1220 Shelburne Road Corporation Address: c/o Robert Griswold P.O. Box 2090 Ferrisburg VT 05456 Applicant: Michael Redlawsk Address: c/o Westminster Development 2601 West 261h Street Erie, PA 16506 This project, to construct a new auto parts store with maximum of 8 employees on a pre-existing 1.55 acre lot, served by municipal water and wastewater services, located at 1220 Shelburne Road in South Burlington, Vermont is hereby approved under the requirements of the regulations named above, subject to the following conditions. GENERAL 1. This permit does not relieve the permittee from obtaining all other state and local approvals and permits as may be required prior to proceeding with this project. 2. The project shall be completed as shown on the following plans prepared by Stephen A. Vock which have been stamped "approved" by the Wastewater Management Division: Project #02257: Sheet C1 "Overall site Plan" dated 12/02, last revised 4/11/03; Sheet C2 "Existing Conditions Site Plan" dated 12/02; Sheet C6 "Water and Sewer Details" dated 12/02, last revised 2/19/03; Sheet C8 "Specifications" dated 12/02; Sheet C9 "Specifications" dated 12/02; and Sheet C10 "Specifications" dated 12/02. 3. The project shall not deviate from the approved plans in a manner, which would change, or affect the exterior water supply or wastewater disposal, building location or the approved use of the building without prior review and written approval from the Wastewater Management Division. 4. The conditions of this permit shall run with the land and will be binding upon and enforceable against the permittee and all assigns and successors in interest. The permittee shall be responsible for the recording of this permit and the "Notice of Permit Recording" in the South Burlington Land Records within thirty (30) days of issuance of Wastewater System and Potable Water Supply Permit WW-4-1810 1220 Shelburne Road Corporation Michael Redlawsk Page 2 this permit and prior to the conveyance of any lot subject to the jurisdiction of this permit. 5. The Wastewater Management Division now reviews the water and wastewater disposal systems under 10 V.S.A., Chapter 64 — Potable Water Supply and Wastewater System Permit. 6. By acceptance of this permit, the permittee agrees to allow representatives of the State of Vermont access to the property covered by the permit, at reasonable times, for the purpose of ascertaining compliance with the Vermont environmental and health statutes and regulations. 7. The Division has relied solely upon the licensed designers certification that the design - related information submitted was true and correct, and complies with the Vermont Wastewater System and Potable Water Supply Rules and the Vermont Water Supply Rules. 8. A copy of the approved plans and this permit 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 9. The project is approved for water supply by connection to the municipal water system as depicted on the approved plans. The project is approved for a maximum of 220 gallons of water per day. No other means of obtaining potable water shall be allowed without prior review and approval by the Wastewater Management Division. 10. The installation of the water line extension and hydrant shall be inspected by a professional engineer registered in the State of Vermont, who shall report in writing to the Wastewater Management Division, prior to occupancy, that the work has been completed in accordance with the approved plans. The engineer's report shall include, but not be limited to, the results of all leakage tests performed on the water line and hydrant and the review of the pipe in the trench before covering, and the disinfection of all water pipes. WASTEWATER DISPOSAL 11. The project is approved for wastewater disposal by the construction of a connection to the municipal wastewater treatment facility as depicted on the approved plans. The project is approved for a maximum of 220 gallons of wastewater per day. The Wastewater Management Division shall allow no other method, or location of wastewater disposal without prior review and approval. 12. This permit issued by the Wastewater Management Division shall be valid for a substantially completed potable water supply and wastewater system upon receipt by the Division of a certification from a designer or installer, signed and dated, that states: Wastewater System and Potable Water Supply Permit WW-4-1810 1220 Shelburne Road Corporation Michael Redlawsk Page 3 "I hereby certify that the installation -related information submitted is true and correct and that, in the exercise of my reasonable professional judgment, the potable water supply and wastewater system have been installed in accordance with the permitted design and all permit conditions, were inspected, were properly tested, and have successfully met those performance tests." This shall include the water supply system and sewer system, water service lines and sanitary sewer lines to each structure. Dated at Essex Junction, Vermont on May 5, 2003. Jeffrey Wennberg, Commissioner Department of Environmental Conservation By � � �V_CW Dolores M. LaRiviere Assistant Regional Engineer C For the Record South Burlington Planning Commission & Select Board Stephen A. Vock Department of Labor & Industry State of Vermont AGENCY OF NATURAL RESOURCES ,., Department o Environmental onserva ion Wastewater Management Division Department of Fish and Wildlife Essex Regional Office Department of Forests, Parks and Recreation 111 West street Department of Environmental Conservation Essex Junction, VT 05452 State Geologist Telephone: (802) 879-5656 March 26, 2003 1220 Shelburne Road Corporation c/o Robert Griswold P.O. Box 2090 Ferrisburg VT 05456 Subject WW-4-1810 Advance Auto Parts, Inc. Construct new auto parts store with maximum of 8 employees municipal water and sewer 220 gpd 1.55 acres. located on 1220 Shelburne Road in South Burlington, Vermont. Ladies & Gentlemen: We have received your application and fee paid by check 9015529 $115.00 on March 17, 2003, which begins the 30 day in-house performance standards for our review. If we require further information from you to make a decision, the time until we receive it is not included in the in- house performance standards. If you have any questions about the review process, or if you have not received a decision on your application within the 30 in-house days, please contact this office. We have forwarded your application to the Information Specialist, who will send you a Project Review Sheet indicating other state departments you should contact about additional permits you may need. If you have not already done so, you should also check with town officials about any necessary town permits. PLEASE SUBMIT A LETTER FROM THE CITY OF SOUTH BURLINGTON APPROVING THE SEWER ALLOCATION. THIS APPLICATION IS ADMINISTRATIVELY INCOMPLETE UNTIL THE LETTER IS SUBMITTED. For the Division of Wastewater Management Irene . Roberge DEC Regional Office Coord cc: South Burlington Planning Commission Stephen A. Vock Michael Redlawsk of Vermont AGENCY OF NATURAL RESOURCES Departmentof EnvironmentalConservation Wastewater Management Division Department of Fish and wildlife Essex Regional Office Department of Forests, Parks and Recreation tt Department of Environmental Conservation 111 West Street State Geologist Essex Junctlont'VT 05452 Telephone: (802) 879-5656 April 4, 2003 1220 Shelburne Road Corporation c/o Robert Griswold P.O. Box 2090 Ferrisburg VT 05456 Subject WW-4-1810 Advance Auto Parts, Inc. Construct new auto parts store with maximum of 8 employees served by municipal water and sewer on a 1.55 acre lot, located at 1220 Shelburne Road in South Burlington, Vermont. Ladies & Gentlemen: I have reviewed the application and technical information submitted for the above referenced project. Unfortunately, there were items that were not included or were insufficient and I was unable to determine if this project meets the minimum standards of the Environmental Protection Rules. Please provide the following information: 1. Letter from wastewater system owner that indicates that the effects on the downstream sewer lines and pump stations have been evaluated and the increase in flow will not cause an overload of or increased overflows from the sewer system. 2. Copy of Water Supply Division's Permit to Construct for the proposed hydrant. 3. Clarification as to whether the proposed sewer line extension shown on the plans submitted to this office is part of the proposed project. If it is not, it should be removed from the plans. Please respond within thirty, (30) days from the date of this letter. Re -submittals that are incomplete, or made after thirty days may result in the denial of the project. O7ce I receive the information requested, I will continue my review of the project. If you have any questions as to what is needed, please contact me. Sincerely, Dolores M. LaRiviere Assistant Regional Engineer cc: South Burlington Planning Commission Stephen A. Vock Michael Redlawsk AGENCY OF NATURAL RESOURCES (ANR) AND ENVIRONMENTAL BOARD (ACT 250) I PROJECT REVIEW SHEE" , THIS IS NOT A PERMIT TOTAL # DEC PERMITS RESPONSE DATE DISTRICT 4 6, or 9_ PRE -APPLICATION REVIEW TOWN PEN ING APPLICATION _ PIN # - o3 00�3 OWNER OF PROJECT SITE: fIo+�+t,�rs�olC NAME:_ 1 2 Ca ADDRESS:_ P0 )c a09(7 TELEPHONE: C, -f 15 Project Name: 4 5.1,E APPLICANT OR REPRESENTATIVE: NAME:f`1��WS� ADDRESS: TELEPHONE:_ Based on a written or oral request and/or information provided by 7+tpVa-,, A . 00c., a project was reviewed on a tract/tracts of land of.5acres, located on f a S is generally described as: 55 1.,55 A �3o CcmS� .�c�-ra,•� (� r� Prior Permits From This Office: UV-Q _ PERMITS NEEDED FROM THE DISTRICT ENVIRONMENTAL OFFICE PRIOR TO COMMENCEMENT OF CONSTRUCTION _17,05 r . The project [i< I I hereby request a jurisdictional opinion from the District Coordinator or Assistant District Coordinator regarding the jurisdiction of 10 V. S.A. Chapter 151 (Act 250) over the project described above. J z7i=F t �r -L n lowaocl t, Permit Specialist, ) 1. ACT 250: THIS IS A JURISDICTIONAL OPINION BASED UPON AVAILABLE INFORMATION, AND A WRITTEN REQUEST FROM THE ANR PERMIT SPECIALIST, THE LANDOWNERIAGENT, OR OTHER PERSON. ANY NOTIFIED PARTY OR INTERESTED PERSON AFFECTED BY THE OUTCOME MAY APPEAL TO THE VIRONMENTAL BOARD (ACT 250) WITHIN 30 DAYS OF THE ISSUANCE OF THIS OPINION (10 V.S.A. SEC. 6007(C)). . Commercial, residential or municipal project? ''zHas t e landowner subdivided before? When/where/# of lots AN ACT 250 PERMIT IS REQUIRED: YES NO; Copies sent to Statutory Parties: YES NO BASIS FOR DECISION: 2 Y—' - 1 f SIGNATURE: i , DATE: ADDRESS : Environmental Commissions Districts #4, 6 iii 5 District Coordinator Teleph : 02 879-5614 111 West Street, Essex Junction, VT 05452 2. WASTEWATER MANAGEMENT DIVISION REGIONAL OFFICE: PERMIT/APPROVAL REQUIRED YES NO Wastewater System if< Potable Water Supply Permit Notice of Permit Requirements EPR 1-40 Floor Drains to a UIC well REGIONAL ENGINEER ASSIGNED: Ernest Christianson (879-5675), Jessanne Wyman (879-5673), William Zabiloski (879-5672) Dolores LaRiviere (879-2341) SIGNATURE: DATE: ri�'ADDRESS: Agency of Natural Resources Environme I istance Division, Permit Specialist, 802 879-5676 Dept. of Environmental Conservation Wastewater M nagement Division, Telephone: 802 879-5656 111 West Street, Essex Junction, VT 05452 OVER»»»»» THIS IS A PRELIMINARY, NON LADING DETERMINATION REGARDING 4ER PERMITS WHICH YOU MAY NEED PRIOR TO COMMENCEM,_NT OF CONSTRUCTION. PLEASE CONTACT THE DEPARTMENTS INDICATED BELOW. 3. WASTEWATER MANAGEMENT DMSION, ANR (802-2413822) Contact: Discharge Permit; pretreatment permits; industrial, municipal Indirect Discharge Permits Residuals Management 4. AIR POLLUTION CONTROL DIVISION, ANR (8811520 4879) Contact: Construction/modification of source _ Open Bun*V ___- Wood Chip Burners (>W HP) Furnace Boiler Conversion/Installation Industrial Process Air Emissions Diesel Engines �`_ — (>4W bHP) ( 6,LWATER SUPPLY DIVISION, ANR (802-241.3400) (800 823-6500 in VT) �� C Contact: New Hydrants >5W of waterlim construction Transient Non -Community water system (TNC) Community Water System (CWS) Bottled Water Capacity Review for Non -transient ( e. WATER QUALITY DIVISION, ANR non.commuryty water systems (NTNC) ? Conte: River Management (241-3770) (2413777) Wetland (2� F�or��0.er�- Shorela=_01 Stormwater Permits (state and federal) Hotline (241-4320) Aquatic nuisance control (2413777) Section 401 Water Quality Certificate (2413770) Stream A e29/87 5631/7863906) Water Withdrawal (F�1-3770) / 7. }NASTE MANAGEMENT DIVISION, ANR Conte: ._-,Z Hazardous Waste Handler site 113 1,241 33W) Lined landfills; transfer stations, recycling facilities, drop off (241-3444) Underground Storage Tanks (241,1888) Asbestos Disposal (2413444) Disposal of inert waste, untreated wood & stumps (241-3444) Composting Facilities (2413444) Waste oil burning (2413888) Used septic system componentsistone 8. FACILITIES ENGINEERING DIVISION, ANR Contact: Dam operations (greater than 5W,000 cu. R.)(241-3451) State funded municipal water/sewer extensions/upgrades and Pollution Control Systems (241-3750) 9. POLLUTION PREVENTION & MERCURY DISPOSAL HOTLINE (1-800-974-9669) SMALL BUSINESS AND MUNICIPAL COMPLIANCE ASSISTANCE RECYCLING HOTLINE (1800-932-7100) 10. DEPARTMENT OF FISH i4 WILDLIFE, ANR (802-2413700) Nongame & Natural Heritage program (Threatened & Endangered Species) Stream Obstruction Approval Contact- Contact: Judy Mirro or John Daly 802 2413745 Contact: Contact: DEPARTMENT OF LABOR AND INDUSTRY (802-828-2106) or District Office 879-2300 Contact: Construction Permit fire prevention, electrical, plumbing, accessibility (Americans with Disabilities Act) Storage of flammable liquids, explosives LP Gas Storage Plumbing in residences served by public water/sewer with 10 or more customers Boilers and pressure vessels 12. DEPARTMENT OF HEALTH (800-439-3550 in VT) (802-363-7221) (Lab 800.660-9997) Contact: Food, lodging, bakeries, food processors Program for asbestos control & lead certification (Phil Cornock) Children's camps Hot Tub Installation & Inspection - Commercial 13. AGENCY OF HUMAN SERVICES Contact: Child care facilities (1-800-649-2642) Residential care homes (241-2345) (Dept. of Aging & Disabilities Nursing Homes (241-2345) Therapeutic Community Residence (241-2345) 4. QGENCY OF TRANSPORTATION Contact: Access to state highways (residential, commerc (828-2653) Junkyards (825 2- h. Signs (Travel Information Council) (828-2651) Railroad crossings (828-2710) Development within SW of a limited access highway (828-2653) Airports and landing strips (828-2833) Construction within state highway right -of way (Utilities, Grading, etc.) (828-2653) 15. DEPARTMENT OF AGRICULTURE (800 675-9873) Contact: Use/sale of pesticides (828-2431) Slaughter houses, poultry processing (828-2426) Milk processing facilities (828-2433) Animal shelters/pet merchant/livestock dealers (828-2421) Golf courses (828-2431) Weights and measures, Gas Pumps, Scales (828-2436) Green Houses/Nurseries (828-2431) Retail Sales/Milk/Meat/Poultry/Frozen Dessert/Class -C- Pesticides (828-2436) 16 VERMONT ENERGY CODE ASSISTANCE CENTER TOLL FREE 888373-2265 VT Building Energy Standards DIVISION FOR HISTORIC PRESERVATION (802-828-3211) Historic buildings Archeological sites 18. DEPARTMENT OF LIQUOR CONTROL (1-800.832-2339) Liquor licenses General Info (1-800-6423134) 19. SECRETARY OF STATE (1-302-828-2386) Business registration Professional Boards (1400-4393683) 20. DEPARTMENT OF TAXES (802-828-2551) Business taxes (sales, meals & rooms, amusement machines) 21. DEPARTMENT OF MOTOR VEHICLES (302-828-2074) Fuel taxes; commercial vehicle Franchise tax/solid waste LOCAL PERMITS (SEE YOUR TOWN CLERK, ZONING ADMINISTRATOR, PLANNING COMMISSION, OR PUBLIC WORKS) 23. FEDERAL PERMITS U.S. ARMY CORPS OF ENGINEERS, 8 Carmichael St.,Suite 205, Essex Junction, VT 05452 (802) 872-2893 24. OTHER: Sections #3424 above have been completed by Permit Specialist Jeff McMahon Copies have been mailed to: Dater O3 I may be reached at 879-MG REVISED 3/13/03 #SP-02-65 — Westminster Development, LLC Advance Auto Parts — 1220 Shelburne Road Tax Map 79 Cubicle 50 DRB 2/4/03 RECORD COPY Date: ;IVI ENrlt4ffkiMr' ASS+JCIATE-S♦ lNCa 928 Falls Road Phone: 802-985-2323 P.O. Box 485 Fax: 802-985-2271 Shelburne, VT 05482 Web: www.cea-vt.com LETTER OF TRANSMITTAL February 24, 2003 To: Mr. Ray Belair, Administrative Officer City of South Burlington 575 Dorset Street South Burlington, VT 05403 From: Matt Wamsganz Project(s): Proposed Advance Auto Parts SP-02-65 (Approved with conditions) 1220 Shelburne Road CEA Job #02257 Description: Please find enclosed the following information: ➢ 3 sets of revised plans (Hand Delivered) Message: Please call if you have any questions or need additional information. Copies To: Robert Griswold Michael Redlawsk File CITY OF SOUTH BURLINGTON DEPARTMENT OF PIAIN ING & ZO ffN G 575 DORSET STREET SOUTH BURLINGTON, VERMONT 05403 (802) 846-4106 FAX (802) 846-4101 February 14, 2003 Michael Redlawsk Westminster Development, LI_C 2601 West 26th Street Erie, PA 16506 Dear Mr. Redlawsk: Advance Auto Parts #SP-02-65 1220 Shelburne Road Enclosed please find a copy of the Development Review Board's (DRB) Findings of Fact, Conclusions and Decision for new construction to contain an auto parts store at 1220 Shelburne Road. The DRB's approval is subject to the 12 conditions listed on pages 4 and 5 of the enclosed decision. Accordingly, please submit 3 full sets of revised plans pursuant to Condition #7. You will need to submit the revised plans before obtaining a zoning permit, and you must obtain a zoning permit prior to August 12, 2003_ If you have any questions concerning this approval, please call the Planning and Zoning Office. Sincerely Yours, 1G . ik*-- Janet M. Hurley Associate Planner /jmh Enclosure Cc: Steve Vock \drb\sit\advance\SP-02-65.cor. doe CITY OF SOUTH BURLINGTON 2 DEPARTMENT OF DEVELOPMENT REVIEW BOARD PLANNING & ZONING \sit\advance\siteplan srp doc Michael Redlawsk of Westminster Development, LLC, hereafter referred to as the applicant, is requesting approval for 5400 sq. ft. of new construction to contain an auto parts store. The subject property contains 1.55 acres and falls within the Commercial 1, Residential 4, Bartlett Brook Watershed protection, and Traffic Overlay Zone 2 Districts. 1220 Shelburne Road Corporation is the record owner of the property. Associate Planner Janet Hurley and Administrative Officer Raymond Belair, referred to herein as Staff, have reviewed the Site Plan submitted on January 21, 2003, and have the following comments. ZONING DISTRICT & DIMENSIONAL REQUIREMENTS Table 1. Dimensional Requirements C1 Zoning District Required Proposed �l Min. Lot Size 40,000 ft. 68,389 ft. �l Min. Frontage 120 ft. 189 ft. Max. BuildingCoverage 30% 8% Max. Total Coverage 70% 53% �l Min. Front Setback 50 ft. >50 ft. Min. Side Setback 15 ft. 15 ft. Min. Rear Setback 30 ft. >30 ft. Max. Building Height 40 ft. 23 ft. �l zoning compliance In addition to the requirements summarized in Table 1 above, Section 25.107 of the zoning regulations prohibits more than 30% of the front setback from being used for driveways and parking, and the balance shall be landscaped. Furthermore, a continuous landscaped strip of 15 ft. in width traversed only by driveways and sidewalks shall be maintained between the street right-of- way and the balance of the lot. The applicant's calculations estimate the existing front yard lot coverage is 5.3%, and the proposed front yard coverage is 25.5%. In addition, the plans indicate that much of the setback area will be landscaped (See Sheet 1-1). Pursuant to Section 25.108, where nonresidential uses are adjacent to the boundary of a residential zoning district, there must be a 65 ft. setback with a minimum 15 ft. strip landscaped with dense evergreen or other suitable screening plantings. The proposed plans comply with this requirement with at least 24 evergreen trees planted along the zoning district boundary and the proposed building at least 65 ft. from the boundary (See Sheet 1-1). Bartlett Brook Watershed Protection Overlay District Pursuant to Section 23.20 of the zoning regulations, the applicant must submit stormwater plans to Heindel & Noyes for incorporation into the city's stormwater and hydrology computer model. In an effort to improve water quality within the Bartlett Brook Watershed, the zoning regulations CITY OF SOUTH BURLINGTON 3 DEPARTMENT OF DEVELOPMENT REVIEW BOARD PLANNING & ZONING \sitladvance\siteplan srp doc require stormwater runoff modeling and inventory of stormwater facilities. Pursuant to Section 23.20 of the zoning regulations, the applicant must submit stormwater plans to Heindel & Noyes for incorporation into the city's stormwater and hydrology computer model. Traffic Overlay District 2. According to ITE data, the proposal will likely generate approximately 32 trips per weekday PM peak hour of an adjacent street. The calculation of impact fees will be based on increased trip generation for the site. According to data provided by the Institute of Traffic Engineers (ITE), generate an average of 5.98 trips per 1,000 sq. ft. per weekday PM peak hour of an adjacent street. The applicant proposes 5,400 sq. ft. of retail space. Based on ITE data, approximately 32 trips per weekday PM peak hour of an adjacent street would be generated by the use on the site. Pursuant to Section 21.301, the permitted size of a use on a lot in the traffic overlay district shall be based on the size of the lot and the projected traffic volume generated by the use. The subject property is located in Traffic Overlay Zone 2 in which 4,100 sq. ft. of gross floor area (gfa) of specialty retail use is permitted per 40,000 sq. ft. of land area. For the subject property of 68,389 sq. ft., the proposed use may not exceed 7,100 gfa. Thus, the maximum traffic generation allowed for the lot is 42.46 trips per weekday PM peak hour of an adjacent street. SITE PLAN REVIEW STANDARDS Pursuant to Section 26.102 of the zoning regulations, the DRB may consider the following in its review of a site plan application: (a) Pedestrian and vehicular access. Vehicular access is provided via a 26 ft. ingress and egress curb cut on Shelburne Road, a 20 ft. wide ingress -only curb cut on the proposed private road, and a 26 ft. ingress and egress curb cut on the proposed private road. Pedestrian access will be enhanced with new sidewalks. A 5 ft. wide concrete sidewalk is proposed to be extended from the existing Shelburne Road sidewalk approximately 253 ft. along the proposed private road. Staff believes that the proposed access is adequate. (b) Circulation. Circulation is proposed to be two-way throughout the site, with the exception of the westerly parking lot entrance. Internal aisle widths within the parking lot are 24 ft., which is adequate for two-way traffic. (c) Parking. 3. Staff recommends that the DRB reduce the off-street parking requirements for the site to 35 spaces. The site plan shows 35 parking spaces, including 2 reserved handicapped parking spaces as required by Section 26.253(a) of the zoning regulations. Pursuant to Section 26.252 of the CITY OF SOUTH BURLINGTON 4 DEPARTMENT OF DEVELOPMENT REVIEW BOARD PLANNING & ZONING \sit\ad van ce\siteplan. srq doc Zoning Regulations, the number of off-street parking spaces on the site must meet the requirements in listed Table 2. l able Z. Utt-Street Parking Requirements Proposed Parking Area # Spaces Use Standard Required ---III ---- Retail 1/150 ft. 5,400 ft.2 36 Therefore, a total of 36 parking spaces must be provided. This amounts to a shortfall of 1 off- street space, or 0.03%. Pursuant to Section 26.256(b) of the zoning regulations, the DRB may reduce the requirement by up to 50% if overlapping uses or other characteristics of the site cause the requirements to be unnecessarily stringent. Staff believes that a reduction of 1 parking space is appropriate. Pursuant to Section 26.251 of the zoning regulations, curb length for these spaces must be 9 ft. with a depth of 18 ft. The plans do not indicate the dimensions of these spaces, but they appear to exceed the depth and aisle width requirements. Pursuant to section 26.253(b), bicycle parking shall be provided for employees of residents on the subject property. Bicycle parking is provided on the west side of the proposed building. A loading space is also indicated at the rear of the proposed structure. (d) Landscaping, screening, and outdoor lighting. The applicant has provided an estimated construction cost of $300,000. Based on this estimate and pursuant to Section 26.105 of the zoning regulations, minimum planting costs must exceed $8,500. According to cost estimates listed in Table 3, proposed plantings will cost about $6,570.50. With installation, staff estimates that proposed landscaping costs will exceed the minimum required $8,500. Table 3. Landscapin_a Cost Estimate S ecies Burnin Bush T [2t4-30" Blue S ruce Flowerin Craba le 17 30-36 Dwarf Japanese Yew 5 2 '/2" Norway Maple 4 2 Y2" White Ash 16 4-6" White Cedar 9 4-§:_L White Pine 4. Staff recommends replacing the Norway Maples with Honey Locust, or another similar salt tolerant species. Norway Maple has become a pest species in Vermont. Staff recommends a similar salt tolerant species for the site, such as Honey Locust, instead of Norway Maple. 5. The plans should be revised to indicate the height of proposed fencing. The plans show that all outdoor recycling and trash containers are screened from view by stockade fencing. However, the height of the fencing is not indicated. CITY OF SOUTH BURLINGTON 5 DEPARTMENT OF DEVELOPMENT REVIEW BOARD PLANNING & ZONING \sit\advance\sitepl an. srp. doc 6. The plans must be revised to indicate the height of all outdoor lighting fixtures. 7. Staff requests that the applicant provide measures of the average illuminance and uniformity ratio for the paved portions of the site. The lighting plans (See Sheet L2) show 5 pole mounted Hubbell fixtures will be installed throughout the parking lot (See Also Appendix A). The applicant's engineer has indicated the pole height is 25 ft. In addition to the pole lighting, a Kim fixture mounted on the rear of the building is also proposed (See Appendix B). The applicant's engineer has indicated this fixture is mounted at a height of 10 ft. Both fixtures are cut off fixtures providing downcast lighting. The lighting analysis shows the perimeter of the subject property to be illuminated generally at a footcandle of less than 1.00 with the exception of the Shelburne Road intersection where illuminance of 5.55 footcandles is shown. The average illuminance on the paved portions of the site is not provided, but a range of 0.03 to 9.36 footcandles is indicated. A uniformity ratio (ratio of the average to minimum illuminance) is also not provided. The Outdoor Lighting Manual for Vermont Municipalities suggests that the uniformity ratio should not exceed 4:1 for open parking lots. An average level of illumination no higher than 2.4 footcandles is also recommended. Other 8. The applicant must meet the requirements outlined by Water Superintendent Jay Nadeau in his letter dated January 6, 2003. Water Superintendent Jay Nadeau has reviewed the plans and provided a number of comments regarding water service connection and sprinklering (See Appendix C). 9. The plans must be revised to show the following: (a) the correct location of the existing gas main; (b) the correct dimensions of the existing sewer main; (c) sewer pipes embedded in % inch crushed stone; and (d) the lot dimensions. City Engineer Bill Szymanski has reviewed the proposed plans and provided a number of comments (See Appendix D). Specifically, Mr. Szymanski notes that the plans do not show the correct location of the existing gas main relative to the water main and the sewer main is 12 inches, not 8 inches as shown. In addition, the plans must show that sewer pipes shall be bedded in 3/4 inch crushed stone. Mr. Szymanski also notes that the plans should indicate the lot dimensions. 10. The applicant should investigate whether an existing sewer line on the west side of Shelburne Road can serve the development of the subject property. In addition, if residential development of the rear parcel is proposed, the sewer line must be monitored to determine that it can accommodate increased flows. Mr. Szymanski indicates that there may be a sewer service line across Shelburne Road from the subject property. The applicant should investigate this possibility. In addition, Mr. Szymanski notes that if residential development of the rear parcel (owned by the same land owner) is proposed to occur, the sewer line must be monitored to determine that it can accommodate increased flows. CITY OF SOUTH BURLINGTON 6 DEPARTMENT OF DEVELOPMENT REVIEW BOARD PLANNING & ZONING \sitladvance\siteplan srp doc Staff recommends that the Development Review Board approve this Site Plan application, conditional upon the numbered items in the "Comments" Section of this report being completed within 60 days of the DRB's decision to the satisfaction of Staff. Respectfully submitted, (��, A* Ja et M. Hurley, Ass&iate Planner Copy to: Michael Redlawsk, Westminster Development, LLC Robert Griswold, 1220 Shelburne Road Corporation Steve Vock, Civil Engineering Associates, Inc. MAGNUSQUARE®1. _CRIES Vertical Lamp MSV Flat Glass Job APPENDIX A U� SP� NRTL/C h. Housing Rugged, one piece aluminum, formed and welded, allows no access to weather. Lens / Door Frame Extruded aluminum door with sealed tempered flat glass lens. Door is hinged and has gasketed seal to housing when secured with two Hubbell Gard® Fasteners. Ballast Mounted to a galvanized steel end support, which ties into arm for secure support. Optical Full cutoff performance with maximum uniformity. Segmented reflector system produces excellent pole spacing capability. Additional Features Lektrocote® powder coat finish provides protection to aluminum construction and lasting appearance. All units supplied with lamp for installation convenience. UL and CSA NRTL/C certified for wet locations. Multiple optical capabilities and mounting accessories are available. series mounting wattage source distribution voltage finish options MSV I A SERIES MSV Magnusquare® II Series Vertical Lamp - Flat Class MOUNTING WATTAGE/SOURCE 400 H Metal Halide 1000 H Metal Halide 1000 P Pulse Start 400 S High Pressure Sodium Note: E.P.A. - 2.8 Sq. Ft. (Fixture only) DISTRIBUTION FI Type I FP Type III FT Forward Throw FW Type V sq. VOLTAGE 5 1480V 6 1347V 1QuadTapO (120, 208, 240, 8 277V) E 150 Hz 220/240V 1_ Substitute voltage for "X"(1-120V;2-208V:3-240V,4-277V;5-480V:6-347V) 2. Must select option Al or A4 Accessories must be ordered separately. See Accessories. LEKTROCOTE FINISH 1 Bronze 2 Black 3 Gray 4 White OPTIONS Al 10" arm shipped in fixture carton A4 4" arm shipped in fixture carton Twist -Lock photocontrol PCR(X)t receptacle (specify voltage) (photocontrol ordered separately) Fusing (specify voltage) F(X)t R42 4" round pole adapter shipped in fixed carton R52 5" round pole adapter shipped in fixed carton Comments I Mpg See back for Photometrics Submitted by: Architectural Cutoff Hubbell Lighting, Inc., 2000 Electric Way, Christiansburg, Virginia 24073, (540) 382-6111 • Fax (540) 382-1526 OTD 2- 5/01 MSV/Flat MAGNUSQUARE® II S,-.DIES Vertical Lamp ' MSV Flat Glass Ordering Information ACCESSORY - Must be ordered separately Catalog Number Description Weight EPA Ibs kg ft2 m2 FLUSH MOUNT HARDWARE MAL-FM Flush mount hardware - must order when no arm or adapter is desired on a pole. .25 .1 - - ARMS MSV-4-X 4" rigid arm 2 .9 .2 .02 MSV-10-X 10" rigid arm 5 2.3 .5 .05 MAL-KF-X Adjustable arm for flat surfaces. (10" Length) 5.7 2.6 .5 .05 KNUCKLE MAL-K-X 2 3/8" OD tenon slipfitler for one fixture 5 2.3 - - MAL-TK-X 2 3/8" OD tenon slipfifter for two fixtures 1800 7 3.2 - - TENON ADAPTERS SSP-90-X _ Square - slipfitter for 2 3/8" or 2 7/8" OD tenons - drilled for four fixtures (10' arm required for 90° configurations) 20 9.0 .4 .04 RSD-3120-X 2 3/8" - 2 7/8" OD slipfifter for max. three fixture (120°) (10" Arms Required). 20 9.0 RSD-90-X For 10" arms only - four fixtures max. 90° - 4" OD (must order RSD-04 for each luminaire) 2 3/8" or 2 7/8" OD tenons. 20 9.0 WALL PLATE MAL-WP-X Cast wall plate with fixture hardware, mounts over recessed 4" outlet boxes - lag hardware by others. 5.7 2.6 POLE ADAPTER RSD-04-X Nominal 4" OD pole adapter provides a flat surface for arm of fixture mounting. 1.5 .7 RSD-05-X Nominal 5" OD pole adapter provides a flat surface for arm of fixture mounting. 1.7 .8 1.1 .11 GLARE SHIELD MSV-FGGS-2 Extreme glare shield for flat glass units only. Mounts to housing. Restricts lighting to any one side of fixture. Black finish is standard. 1.8 .8 1.1 .11 Note: Specify Finish - Replace X = f - Bronze, 2 - Black, 3 - Gray and 4 - White •f�v MAL-FM ® MAL-KF-X or MSV-4-X MAL-K-X MAL-TK-X MSV-10-X ""§ 11 q1C SSP-90-X MAL-WP-X RSD-04/05-X MSV-FGGS-2 KHUEOEM-LE Lighting, Inc. Hubbell Lighting, Inc., 2000 Electric Way, Christiansburg, Virginia 24073, (540) 382-0111 " Fax (540) 382-1526 • hftp:/twww.hubbell-fg.com/ Hubbell Canada, Inc., 870 Brock Road South, Pickering, Ontario L1 W1Z8, (905) 839-1138 " Fax (905) 839-9108 " hftp://www.hubbell-canada.coml MAGNUSQUARE® i. SERIES Vertical Lamp Flat Glass MSV TEST NOa: CAT. NOoo LUMINAIRE SOCKET POS.:FIXED REFLECTOR:ALUMINUM SPECULAR ENCLOSURE:CLEAR, FLAT GLASS HP-08635 MSVAIOOOH—FWx—x LAMP TYPE: IOOOW MET. HAL. ANSI: MI000/U/BT37 I.D.: OS -II ENVELOPE: BT 37 L.C.L.:7.0 INCHES I LAMP(S) at LUMENS/LAMP: 110000 �21.000 -{ L.C. 14.870 G.C. r 2 O. t-a W� z F 1 0 75 1t W �• 3 Ir F- 4 O cr 5 LIGHT FLUX VALUES LUMENS PERCENT OF LAMP DOWNWARD 38981 35.4 STREETS[DE DOWNWARD 38981 35.4 HOUSESIDE UPWARD O O.O STREETS[DE UPWARD 0 0.0 HOUSESIDE TOTAL I 7796D 70.9 DATES 2-21-2001 CLASSIFICATION DISTRIBUTION: SHORT TYPE: V-SO CONTROL: FULLCUTOFF GENERAL TEST DISTANCE: 36 FEET To approximate performance for similar lamps with dif`(erent Lumens, multiply Lumens, Lux and Footcandles by this ratio: RATIO -SELECTED LAMP LUMENS 110000 I SOLUX D I AGRAM I SOFOOTCA DLE D I AGRAM MOUNTING HEIGHT: 10.67 METERS MOUNTING HEIGHT: 35 FEET -- - --Half Maximum Candlepower Trace --- --Coefficient of Utilization Curves * Maximum Candlepower Igo• MAXIMUM AT H - 45 . 2 ° V - 64.6 ° 0.1 0.2 0.3 0.4 0.6 0.8 0.7 0 FAIA NO Me W, I ON —VOW'", ENUMEME NEEMMME WEEMMMO IN � k EMS .1 7 6 5 4 1 3 1 2 1 0 0 1 2 3 4 5 8 7 3.75 2.25 0• RATIO OF LONGITUDINAL DISTANCE TO MOUNTING FEIGHT MOUNTING HEIGHT CORRECTION FACTORS "b g Hai ht - Foet 20 1 25 30 35 40 1 45 50 "� nngg Hei t - Meter' 6.10 7.62 9.14 JiO.6712.19 13.7215.24 Factor 13.061 1.96 1 1.36 1.00 0.77 0.60 0.49 TESTED TO CURRENT IES AND NEMA STANDARDS UNDER STABILIZED LABORATORY CONDITIONS. VARIOUS OPERATING FACTORS CAN CAUSE DIFFERENCES BETWEEN LAB DATA AND ACTUAL FIELD MEASUREMENTS. FILIBBELL Lighting, Inc. Hubbell Lighting, Inc., 2000 Electric Way, Christiansburg, Virginia 24073, (540) 382-6111 • Fax (540) 382-1526 • http://www.hubbell-Itg.com/ Hubbell Canada, Inc., 870 Brock Road South, Pickering, Ontario L1 W1Z8, (905) 839-1138 - Fax (905) 839-9108 - http:/twww.hubbell-canada.corn/ MAGNUSQUARE® II SL-MES vertical Lamp Flat Glass MSV TEST NO.s CAT. NO.: LUMINAIRE SOCKET POS.:FIXED REFLECTOR:ALUMINUM SPECULAR ENCLOSURE:CLEAR, FLAT GLASS w 2 2 0. F-00 F 1 0 w1.75 rn 2 Ir w 9• 3 ir - LL 0 4 0 I- c 5 7 a 5 HP-08637 MSVAIOOOH—FPx—x LAMP TYPE: IOOOW MET. HAL. ANSI: MI000/U/BT37 I.D.: OS-ll ENVELOPE: BT 37 L,C.L.:7.0 INCHES I LAMP(SI at LUMENS/LAMP: 110000 21.000 L.C. 14.870 O.C. LIGHT FLUX VALUES LUMENS PERCENT OF LAMP DOWNWARD 39091 35.5 STREETSID DOWNWARD 33052 30.0 HOUSESIDE UPWARD 0 0 O STREETS[D UPWARD D D.0 HOUSESIDE TOTAL 1 72143 65.6 DATE: 2-22-2001 CLASSIFICATION DISTRIBUTION: SHORT TYPE: HI CONTROL: FULLCUTOFF GENERAL TEST DISTANCE: 36 FEET To approximate performance for similar lamps with different Lumens, multiply Lumens, Lux and Footcondles by this ratio: RATIO _SELECTED LAMP LUMENS 110000 ISOLUX DIAGRAM ISOFOOTCAIDLE DIAGRAM MOUNTING HEIGHT: 10.67 METERS MOUNTING HEIGHT: 35 FEET -- - --Hal(' Maximum Candlepower Trace -- --- CoefF'icient of Utilization Curves * Maximum Candlepower 180• MAXIMUM AT H=rfi.2 V=R", r 0 1 A, WA PAN Iw- PA 1 0 w in ■■mriIN r� NVI!MEMONEW 4' 3 � 2 1 O O 1 2 3 4 5 a 7 3.75 2.25 0` RATIO OF LONGITUDINAL DISTANCE TO MOUNTING HEIGHT MOUNTING HEIGHT CORRECTION FACTORS Mound F Hei ht - Feet 20 25 30 35 40 45 50 Mound Hei i, - Meter 6. LO 7.62 9. 14 l0.67 L2. t9 13.72 15.24 Factor 3.06 1.96 L.36 1.00 0.77 0.60 0.49 TESTED TO CURRENT [ES AND NEMA STANDARDS UNDER STABILIZED LABORATORY CONDITIONS. VARIOUS OPERATING FACTORS CAN CAUSE DIFFERENCES BETWEEN LAB DATA AND ACTUAL FIELD MEASUREMENTS. R F�L.IB�LL Lighting, Inc. Hubbell Lighting, Inc., 2000 Electric Way, Christiansburg, Virginia 24073, (540) 382-6111 • Fax (540) 382-1526 - http:/twww.hubbell-Itg.com/ Hubbell Canada, Inc., 870 Brock Road South, Pickering, Ontario L1 W1Z8, (905) 839-1138 • Fax (905) 839-9108 - http://www.hubbell-canada.com/ APPENDIX B 14"k IaM LIGHTING Type: Job: Catalog number: Fixture Electrical Module Finish Options i i See page 2 See Pages 3-4 Specifications Maximum Fixture Weight (400HPS) = 43 lb T L 8 3'A 113/4„ 8/� 1 18„ -1 7l/z" r a 73/c„ 6,/1„ O � 8 5 "/a" Mounting Plate must be securely attached to wall outside the J-box perimeter. u rr.:l l z�wty WD18 18" Wall Director° revision 4/1/02 • wdI8.pdf Approvals: Date: Page: 1 of 4 Reflector Housing: One piece die-cast aluminum with integral cooling fins. Rotates against ballast housing to provide 10o of adjustment with degree markers cast into housing. At 0° adjustment, lens is totally concealed from view above horizontal with fixture aimed downward. Ballast Housing: One piece die-cast aluminum with integral cooling fins. Fastens to mounting plate with keyhole slots freeing both hands for securing and wiring. One stainless steel socket -head screw on each side of housing frees the reflector housing to rotate for aiming. Tightening the screws locks the two housings together with sealing provided by a silicone gasket. For visual aiming, adjustment may be accomplished with the fixture on. Lens Frame: One piece die-cast aluminum with integral hinges and stainless steel pins. Two stainless steel quarter -turn fasteners secure lens frame to reflector housing with sealing provided by a one piece extruded and vulcanized silicone gasket. Lens is clear flat 3/6" thick tempered glass sealed to lens frame with a silicone gasket and retainer clips. For UP models, lens is mounted flush with frame for water run off, and is silicone sealed. Type 11, III, and IV Reflector Module: Specular Alzak® optical segments are rigidly mounted to an aluminum module which attaches to the housing by a no -tool quick -disconnecting hinge and fastener. All sockets are mogul base with HPS rated 4KV, and MH versions have pin -oriented sockets with molded silicone lamp stabilizers. All modules are factory prewired with a quick -disconnect plug for mating to the ballast. Available in three light distributions, all interchangeable within the same housing. Wall Grazer Reflector Module: Specular Alzak® optical segment is riggidly formed into a self-contained module which attaches to the housing by a no -tool quick- disconnecting hinge and fastener. Black louver vanes run parallel to the lamp arc for controlling the hot spot directly behind the fixture, and spill light into the atmosphere. All sockets are porcelain mogul base with HPS rated at 4KV, and MH versions having pin -oriented sockets with molded silicone lamp stabilizers. All modules are factory prewired with a quick -disconnect plug for mating to the ballast. Spot Reflector Module: Specular Alzak® optical spun parabola is rigidly mounted to a self-contained module which attaches to the housing by a no -tool quick -disconnecting hinge and fastener. Black internal louvers are provided to control the beam and prevent hot spots directly behind the fixture and spill light into the atmosphere. All sockets are mogul base with HPS rated 4KV, and MH versions have pin -oriented sockets with molded silicone lamp stabilizers. All modules are factory prewired with a quick -disconnect plug for mating to the ballast. Electrical Components: High power factor ballasts are rigidly mounted inside the housing and are factory prewired with a quick -disconnect plug for mating to the socket. Starting temperatures are 140'F for HPS lamp modes and —20°F for MH lamp modes. Mounting Plate: The standard mounting plate is attached to wall (by others) outside the junction Box perimeter. All mounting plates are die-cast aluminum with reinforced ribs. Two studs are provided in each plate with flange nuts to allow fixture mounting by keyhole slots. Sealant must be applied (by others) between mounting plate and mounting surface to insure a dry Junction Box. Finish: Super TGIC themnoset polyester powder coat paint, 2.5 mil nominal thickness, applied over a chromate conversion coating; 2500 hour salt spray test endurance rating. Standard colors are Black, Dark Bronze, Light Gray, Platinum Silver, or White. Custom colors are available and subject to additional charges, minimum quantities and longer lead times. Consult representative. Certification: UL Listed to U.S. and Canadian safety standards for wet locations. Fixture manufacturer shall employ a quality program that is certified to meet the ISO 9001 standard. CAUTION: Fixtures must be grounded in accordance with local codes or the National Electrical Code. Failure to do so may result in serious personal injury. 0 2002 KIM LIGHTING INC. " P.O. BOX 60080, CITY OF INDUSTRY, CA 91716-0080 - TEL: 6261968-5666 • FAX: 626/369-2695 5608802091 WD18 18" Wall Director" IGM UGHTNG revision 4/1/02 • wd18.pdf Type: Job: Page: 2 of 4 Fixture Cat. No. designates WD18 fixture, Up (U) or Down (D) configuration, and light distribution (2, 3, 4, G or S). Electrical Module HIPS = High Pressure Sodium MH = Metal Halide PMH = Pulse Start Metal Halide q�aeo Lamp Lamp Line Watts Type Volts 400 HIPS 277 Finish Super TGIC powder coat paint over a chromate conversion coating. Standard Features ,!:�n 0 WD Fixture 0 Light Distribution: Type II Type III Type IV Wall Grazer Spot Cat. No.: (Up 181 ❑ WD18U2 ❑ WD18U3 ❑ WD18U4 ❑ WD18UG ❑ WD18US Cat. No.: (Down 181 ❑ WD18D2 ❑ WD18D3 ❑ WD18D4 ❑ WD18DG ❑ WD18DS Cat. Nos. for Electrical Modules available: ❑ 250HPS120 ❑ 400HPS120 ❑ 250HPS208 ❑ 400HPS208 ❑ 250HPS240 ❑ 400HPS240 ❑ 250HPS277 ❑ 400HPS277 ❑ 250HPS347 ❑ 400HPS347 ❑ 250HPS480 ❑ 400HPS480 Lam E-18, Clear E-18, Clear Socket Mogul Base Mogul Base ANSI Ballast S-50 S-51 Type ❑ 2SOMH120 ❑ 40OMH120 ❑ 25OPMH120 ❑ 40OPMH120 ❑ 25OMH2O8 ❑ 40OMH2O8 ❑ 25OPMH2O8 ❑ 40OPMH2O8 ❑ 2SOMH240 ❑ 40OMH240 ❑ 25OPMH240 ❑ 40OPMH240 ❑ 25OMH277 ❑ 40OMH277 ❑ 25OPMH277 ❑ 40OPMH277 ❑ 250MH347 ❑ 40OMH347 ❑ 40OPMH347 ❑ 25OMH480 ❑ 40OMH480 ❑ 40OPMH480 Lamp BT-28 or ED-28, Clear ED-28, Clear ED-28, Clear ED-28, Clear Mogul Base Mogul Base Socket Mogul Base Mogul Base ANSI Ballast M-58 M-59 M-138 M-135 Type Color Black Dark Bronze Light Gray Platinum Silver White 'Custom Colors Cat. No.: ❑ BL-P ❑ DB-P ❑ LG-P ❑ PS-P ❑ WH-P ❑ CC-P 'Custom colors subject to additional charges, minimum quantities and extended lead times. Consult representative. Custom color description: 0 2002 KIM LIGHTING INC. • P.O. BOX 60080, CITY OF INDUSTRY, CA 91716-0080 • TEL: 626/968-5666 • FAX: 626/369-2695 5608802091 IWN LIG17'NG Type: Job: Optional Features WD18 18" Wall Director" revision 4/1/02 • wd18.pdf Page: 3 of 4 Photocell Control Factory installed inside housing with fully gasketed Cat. No. (see right) sensor on side wall. ❑ No Option Cat. No. Line Volts: Cat. No. Line Volts: ❑ A-30 120V ❑ A-33 277V O Photocell ❑ A-31 208V ❑ A-34 480V Control ❑ A-32 240V ❑ A-35 347V Houseside Shield Combination louver shield and black end -panel for Cat. No. (see right) reflector. Factory installed to reflector module. Reduces ❑ No Option light toward wall by the amounts shown. CAUTION: Do not use the Houseside Shield option with the Wall Grazer as it will interfere with the light distribution. Approximate Light Type II Type III Type IV Reduction Toward Wall -72% -73% -84% HS HSC Cat. No. for flat lens for convex lens ❑ HS for flat lens ❑ HSC for fixtures with optional convex glass lens. 5° Shield Aluminum shield field -attached to lens frame. Maintains Cat. No. ❑ 5DS18 a horizontal cutoff fixture edge when the luminaire is ❑ No Option tilted 50. Finished to match the fixture. 5' Shield Polycarbonate Shield For DOWN fixture models only. Fully gasketed one Cat. No. ❑ LS piece vacuum formed clear UV stabilized polycarbonate ❑ No Option shield replaces standard tempered glass lens. 250W max. May be used with 40OW HPS only in outdoor locations where ambient air temperature during fixture operation will not exceed 85°F. NOTE: Use only when vandalism is anticipated to be high. Useful life is limited by UV discoloration from Polycarbonate sunlight and MH lamps. A program of regular inspection Shield and periodic replacement is highly recommended to maintain optimum fixture performance. Convex Glass Lens Tempered convex glass lens replaces standard flat lens. Cat. No. ❑ CGL ❑ No Option Convex Lens 0 2002 KIM LIGHTING INC. • P.O. BOX 60080, CITY OF INDUSTRY, CA 91716-0080 • TEL: 626/968-5666 • FAX: 626/369-2695 5608802091 IGM LIGHT NG Type: Job: Optional Features WD18 18" Wall Directo' revision 4/1/02 • wdl8.pdf Page: 4 of 4 Fusing Line Volts: 120V 208V 240V 277V 347V 480V Cat. No. (see right) Cat. No.: ❑ SF ❑ DF ❑ DF ❑ SF ❑ SF ❑ DF ❑ No Option Quartz Standby Integral electronic device energizes a T-4 mini -can Cat. No. ❑ QS socket during initial lamp start-up or after a power No Option interruption. De -energizes prior to H.I.D. lamp reaching full brightness. T-4 halogen lamp by others; 250 watt maximum. Surface Conduit Mount Cast aluminum Junction Box and fixture mount for �813/s° Cat. No. ❑ SCM18 attachment (by others) to existing walls, beams or 1 1/' „� El No Option columns. SCM18 has one 3/4" NPT conduit tap in each side, top and bottom. Finished to match the fixture. SCM18 for all fixtures, UP and DOWN. a 5" Wire Guard 11 ga. (.12" dia.) BB Wire, 15' x 14'/2" x 11/2' deep. Cat. No. ❑ WG Finish is super TGIC thermoset polyester powder t ❑ No Option coat paint, over zinc plated wireform. F NOTE: Only available with flat lens applications. Wire Guard 0 2002 KIM LIGHTING INC. • P.O. BOX 60080, CITY OF INDUSTRY, CA 91716-0080 • TEL: 626/968-5666 • FAX: 626/369-2695 5608802091 APPENDIX C SOUTH BURLINGTON WATER DEPARTMENT 403 Queen City Park Road South Burlington, VT 05403 Phone: (802) 864-4361 Fax: (802)864-0435 January 6, 2003 Mr. Matthew Wamsganz Civil Engineering Associates, Inc. PO Box 485 Shelburne, VT 05482 RE: Advance Auto Parts Shelburne Road Dear Matthew: The South Burlington Water Department has reviewed the conceptual plans for the above referenced project. Please find my comments below. 1. All construction drawings and plans shall have a note saying "All work to be performed in accordance with the Specifications and Details for the Installation of Water lines and Appurtenances for all Water Systems Owned by the Champlain Water District, the City of South Burlington, Colchester Fire District #1, and the Village of Jericho. Please add this note to future plans in visible locations and correct your Specifications accordingly. Since many contractors only refer to the Details in a set of plans, it is imperative these corrections be made before the project is approved. 2. The proposed 8" water line shall have a new tap into the Shelburne Road water main. This proposed line shall not be supplied through the existing 6" hydrant lateral connection. This may not require the moving of the existing fire hydrant on Shelburne Road to the proposed new water main. If however, the existing fire hydrant is removed, the auxiliary gate valve shall be closed, and a cap with thrust block shall be installed on the end of the hydrant lateral. The valve shall then be tied off and buried. 3. The hydrant currently shown on the west side of the second drive entrance should be placed on the east side of the drive. This will allow more of the water main to be flushed for water quality purposes. 4. Prior to the end cap located on the end of the proposed water main, a gate valve and short section of 8" DI pipe shall be installed. This will facilitate future extension without the need to shut water off to the proposed building. A thrust block shall be poured at the end of the main as shown in the above specifications. 5. At sewer/water crossings less than 18", the water and sewer main shall be constructed of water works material with watertight joints. If this is not possible the new line shall be sleeved in a waterworks material pipe for one full length, and may be encased in concrete. Flowable fill should be used to fill the annular space of the sleeve. 6. All of the water lines and appurtenances shall be considered private and subject to all associated fees and charges. At this time the City charges all private hydrant owners $100 annually. The SBWD shall continue to carry on its practice of overseeing the repair and maintenance of all water mains and appurtenances within the City's ROW. Work performed outside the ROW shall be charged to the owners of the project for time and materials associated with any maintenance and repair. 7. All domestic water services and fire sprinkler systems that are connected to the public water system shall be protected according to their degree of hazard, with a backflow prevention assembly. Please contact this department if you require more information on backflow protection devices. 8. The SBWD shall be notified prior to backfilling to inspect all joints, fittings, main line taps, appurtenances and water line crossings. 9. This department shall be notified directly of any changes to this project with revised, updated hard copy plans sent directly to us for further review. 10. Further review changes may be required as this project proceeds through the permit process. 11. A hard copy set of As-Builts as well as one electronic copy in Auto-CAD.DWG Version 14 Format or newer shall be supplied to this department upon completion of the water system improvements. If you have any questions or I can be of further assistance, please call me. Sincerely, Z,,Z4Jayadeau Superintendent CC. Ray Belair DD. Doug Brent Word:Plan Reviews: Advance Auto- Shelb. Rd.- site plan. i APPENDIX D CITY ENGINEER COMMENTS FOR DEVELOPMENT REVIEW BOARD MEETING 2/4/03 ADVANCE AUTO PART5 5HEL5URNEROAD 1. Gas main is located on top of the water main not where plans Show it. 2. 5ewer main on Shelburne Road is a 12 inch not 8 as plans Show. 3. 5idewalk Shall be placed one foot from future Street 60 foot R.O.W. It shall be continuous across both driveways. 4. All lot lines hall have dimensions noted on the plans. 5. Sewer pipes Shall be bedded in 3/4 inch crushed Stone only. 6. There may be a sewer service line across Shelburne Road to Serve this parcel. This Should be investigated. It may require the use of a T.V. camera. 7. The sewer if constructed as plans Show to Serve the residential development of this parcel, the line crossing 5helburne Road will have to be monitored to determine if it can handle the extra flow. i -❑ COVERAGE SUMMARY L UST7NG PROPOSED LOT AREA 1.55 ACRES 1.55 ACRES BUILDING COVERAGE 0.0% 8.0% LOT COVERAGE 5.9% 53.0% FRONT YARD COVERAGE 5.3% 25.5% PARKING SUMMARY PROPOSED RETAIL 1 SPACE PER 150 SF RETAIL SPACE = 27001150 = 18 TOTAL PARKING SPACES REQUIRED = 18 (HANDICAP SPACES REQUIRED = 1) TOTAL PARKING SPACES PROVIDED = 35 (HANDICAP SPACES PROVIDED = 2) TRAFFIC OVERLAY ZONE CALCULATION PARCEL LOCATION - ZONE 2 MAXIMUM PEAK HOUR TRIPS = 20120,000 SF OF LAND 1.28 ACRES = 55,880 SF OF LAND IN TRAFFIC OVERLAY ZONE 55,880 / 40,000 = 1.40 1.40x20=28.0 ACTUAL. PEAK HOUR TRIPS FOR RETAIL AUTOMOTIVE PARTS = 28.43 LAKF 4 I , LOCATION MAPSCALE-'1 e 2000 feet i i COOKE I TOUTANT I EATON 11 HAYNES I PERELMAN I f / I 19 I ^ TAN WILSON I SJA~ 1220 SHELBURNE ROAD CORP. ' i i t I --+----J/ IV , / III / � I WRIGHT U r.` j` sae wiocw r�� yid �� 7 dp, / '3l1 SETBACK wwa t I EVE1t61®1 , / _ / I SUPER AM $ e[1MWa1 PROPOSED AD _.-_..— — —. — — ARIOU - <- i - -- --- --1 ECEIVED TAG ,oc 07 WAXLER JAN 2 1 2003 E%94NG PAVF]QiT EX911MG PAR000 LOT j�.%�///%/��7�/%;/i�i/�/ • ro CRAPiW wT-i�C1. BdJdlnqtof OWNER OF RECORD: ZONING DISTRICT.• i�. yj,� y^his i/� 1220 SHELBURNE ROAD CORP. COMMERCIAL 1 & � jj CIO ROBERT GRISWOLD RESIDENTIAL 4 t I-h � rL P.O. BOX 2090 RR SHELLHOUSE MOUNTAIN ROAD j FERRISBURGH, VT 05456 a 0 D' A � o APPLICANT. h�tw° OVERALL SIIE PLAN ADVANCE AUTO PARTS, INC. " pzze ' Dote Mk'd Revision <� - ,.-.. °. s,e�` Orono by .MjW Dote DEC.. 2W2 SHEET I, RO B EIVGQIEEIUN6 T 05M TES LNG 1 u Checked by -SAYE. Scde 1' - 30 P.O. 961ZM6 PAX 0 WNIF, !T O6— � 1 e�wssm Mstc mx-0masn a nr °smo,era � Approved by ' 1L ProNct No. 02257 LEGEND - - - .ne- - EXISTING CONTOUR 338 PROPOSED OONTOUR — — — — PROPERTY LINE — — — — SETBACK UNE _--____--__- EASEMENT LINE O IRON PIN ® OONC. MON. — —SS ORAIATY SEWER LINE —' — W WATER LINE — —OE ONERtEAD ELECTRIC — —UE UNDERGROUND ELECTRIC — — T TELEPHONE LINE -- — G GAS LINE t.Q SEWER MANHOLE HVORAHT • SMUT -OFF w POWER POLE CATCH BASIN DECIDUOUS TREE COWEEROUS WEE rvw� EDGE OF BRUSH/NDOOS STOCKADE EEHCE -- -. -. WIRE FENCE - DRAINAGE SWALE / RENEE, INC. I PAM-TeeA wM-Isar wr,rr.i M"el] Wv.,e>a ww,au LOT SED PWATE Raab „0D ,s - ram oM. W LEGEND - - .. - - -- BMW CC"Y R 138 PROPOSED CONT(NIR — - - PROPOM LINE - SETBACK LINE - - WETLAND LIMIT O " PIR • CONC. MON. — —SS ORAWY SEWER UK — — W WATER LINE — —OE OVERHEAD ELECTRIC: — —LIE UNDERGROUHU ELECTRIC — — T TELEPHONE LINE — — G GAS LINE m SEINER MANHOLE HYDRANT ® SHUT -OFT w POWER POLE ® CATCH BASIN DECIDUOUS TREE CONIFEROUS TREE /VVvwYvvv-Y EDGE OF BRU91/NGOOS STOG(ADE FENCE HIRE. FENCE —...---- DRAINAGE SINE I I� I I M I r , \j /Pe\ "" - IXSTMIG PAN(ING LOT I Y PJ I �o 1 �s v I GRAPHIC SCALE � DE rasr > I loch - 80 1L RECE/1 JAN 21 City of So. Burlington Drawn by IF". l�L' I Date OEC.. 2002 Checked by �_ ". Approved by SAV Project No. 02257 ZA* DasTING CONDITIONS SITE PLAN i SHEET CIVIL ENGINEERING ASSOCIATES. INC. �� P.O. BOX 4W SHELBUPW VT %4W M-985,VW FAX 902,W •APT e.W oew®kpetlrnM 2 I � l w c cc LEGEND EXISTING CONTOUR 336 PROPOSED CONTOUR — - - — PROPERTY UNE _ _. _ _ SETBACK UNE a IRON PIN a CONC. MON. — —SS GRAVITY SEWER LINE — — W WATER UNE — —OE OVERHEAD ELECTRIC — —UE UNDERGROUND ELECTRIC — — T TELEPHONE UNE — — G GAS LINE ® SEWER MANHOLE x( HYDRANT e SHUT-OFF v. POWER POLE ® CATCH BASIN DECIDUOUS TREE CONFEROUS TREE rwvvvwv-� EDGE OF DRUSH/WDOOS STOCKADE FENCE WIRE FENCE �--... —..._ DRAINAGE SWALE l I �II I I I l l T I 00, Al gim; i �.� ��•/ • i'�li` l'// ■ by—`��'n'`r-.a-r "r�A �,R.ri�a-ia� 200.5 am rjM- .1 _---_---��. I ( My 8&97 - - - / a l I REPLACE w/NEW CS (7 \ I 1 NEW RIM-19EICe ss` a / 1 r+ \NEW INY-,88.9 dl ' 11WfYs.f6 , i,'� , h l l i —UEdT— -- '— -- —'` — — — —UEhT— l n e �aT `� y EXSITING PARKING LOT ir, 2_CDPPER _ w _ - - w- - - - , NEW 01 MA H LI STA 2+ I l SI E SHEET1 I F \ I �h /// /7// i----- `-----_- ----- ii_ _ 7 --_— ------- / \ \ DMH r ' - i '`21�,.��1p6 raM_,9s.s INV-192.0 ' WAXLER EXSITING PAVEMENT RECEIVED JAN 2 1 2003 City of So. Budingtor! E�{�M f� Date Ch-Wd I Revision �f0�erce�� Drown by �_ Date DEC.. 2002 Checked by - Scale 1' • 20' lwr Aoved by .A- Praise No. 02257 AA Awork to be performed in accordance with the Specifications and Details for the Installation of Water lines and Appurtenances for all Water Systems Owned by the Champlain Water District, the City of South Burlington, and the Village of Jericho. Details should be modified to the above reference specifications. GRAPHIC SCALE r • r L bvoh - IN 0- /0 d a W PROPOSED GRADING PLAN UNCTYkE CIVIL EIIGIfIEEIUNG ASSOCIATES. IINC. SHEET P.O. "@ w , Vr Ow C 3 e[@96e®YJ FAX eareesan enrF. welpagoo r W 1 Sff SHEET G3 ` 01 STJ 2+551 - I - I 11.1 11 I t � s w eL-f,67 °a I EA' I I I I y 7 e•ss fx y MN I NE' GRAPHIC SCALE 1 isch - 20 It. NOTES: 1. UDlitles shown do not purport to oonstitule or represent all utilities located upon or od)ocent to the surveyed premises. Existing utility l000tions me, approximate only. The Contractor .hall field verify all utility oon64cts. All dlsorepmcfes shall be reported to the Engineer. The Contractor shall contact Dig We (M8-344-7233) prior to my construction. 2- At existing utilities not incorporated Into the finove al design shall be remd or abandoned as Indicated on the plans or directed by the Engineer, 3. The Contractor shall maintain m-buflt plane (with ties) for all underground utlitiee. Those plans shall be submitted to the Owner at the completion of the project. 4. The Contractor shall repalr/restore all disturbed areas (an or off the Bile) co a direct or indirect result of the construction. 5. NI grossed areas shall be maintained until full vegetation Is established. 6. Maintain all trees outside o1 construction limits. 7. The Contractor shall be reepon.lble for all work necessary for complete and operable fac11tles and ulIMas A The Contractor shall submit shop drawings for ail Items and material Incorporated into the site work. Work shall not begin on any Item unit shop drawing approval Is granted. 9. In addition to the requirements sal in these plons and spedficatims, the Contractor shall complete the work in occordonce with all permit conditions and any local Public Works Standard. EXSITING BUILDING x% SLEEP QUARTERS ANIME/' 10. The tolerance for finish grodes for all pavement, walkways and lawn areas shall be 0.1 feet. If. Any dewotMng necessary for the completion of the sltewonie shall be considered as port of the contract and shall be the Cmtroctor's responsibility. 12. The Contractor shall coordinate all work within the Route 7 R.O.W. with the City of South Burlington Public Works and the State of Vermont Agency of Transportation. 13, The Contractor shall Install the electrical and telephone sarNces in oecordance with the utiity aompanles regalrements. 14. Existing pavement and tree stumps to be removed shall be disposed of at an approved off - site location. Ali pavement cuts shall be made with a pavement saw. 15. If there ore my conflicts or Inamstatencles with the plans or specifications. the Cantroclor shall contort the Engineer for verification before work contlnu» on the Item In question. 192-----_.-----------� 190...... - _--- EXISPIM GRADE t _ T Ur STOW u1E O STUNG e' C.I. WATER SERVICE 184 I PROVIDE 2" RIQD e I' I EXISMG WATER 9 jl III -- n I F' s.a�� I IBDI � - ��s5 _ PROVIDE IT AT WATER, C.I. SLEEVE- CROSSING (10 � t IF LESS AN 18 OF 176 Li PROVIDE 10' C-J. _ VERTICAL ARATION 'a o AT WATER CROSSING .d IF LESS THAN ig' 0� (10 LF) °din i, VERTICAL SEPARATI DATUM E76 i 175.00 0+00 1+00 SEWER PROFILE STA 0+00 - 2+05 1' - 20' HORIZONTAL I. - 2' VERTICAL E70STM P WARR SERVICE 2+00 RECEIVED JAN 2 1 2003 City of So. Budingtor E a o PLAN do PRMLE STA. 0+00 — 2+05 Date Chk'd Revleian Drawn by Checked I 3A� Approvwd by Dale nEC.. 2D02 Scale �' - 2O' Project No. 02257 MIL ENGINEEUNG ASSOCIATES. INC. V.0. "416 STE OMNE VT 06462 eaasessssa FAX eo:eeeasn e.r..t: oes®wyssoe-Jow SHEET SHEET 1 4 V SEWER PR_ OFILE STA 2+05 - 8+50 1' - 20' HORIZONTAL 1" - 2' VERTICAL Date I Ch'k'd I R-W- Drawn by MJW Dale DEC.. 2001 Checked by SAL S—le 1 - 20' Approved by SAY Project No. 02257 2m 204 202 200 W 35 PVC & CAP M 195 194 192 190 188 186 194 182 180 178 178 JAN 2 1 2003 City of So, Sudingtor°; Acl�ance ;�; Aut�Parts � �, CIVIL EI'1GIIVEERIIVG ASSOCIATES INC,SHEETC5 P.O. BOX 4W SHEL&-*?W VT 06182 opl-0as�� eFAX e0e 665 T —K o aeftgah—V TOPSOIL RAKE. UNPAVED' PAVED SLED 4r Ml1LCH� MANHOLE WALL MANHOLE OPENING ABOVE TOPSOIL, RAKE, SEW & MULCH o°"ooe" o°0000�oo o__a' oa000°°o°o 000�000 ,co oo�° NOTES: 1. CompocUon of bockfRI and bedding shall be a minimum of 90% (95% under roodway auAacae) ' :c °moo oo 000°O°. .., dm of maum try density determined in the standard proctor test (ASTM 0698). `,. APPROVED BACKFILL THOROUGHLY COMPACTED IN 8' UFA 2. Bedding materid shall not be placed an frozen APPROVED BACKFILL RIGID INSULATION AS REQINSULATION I - OF 3. subgrode. Approved bodaRl shall not Contain my stones more than 12' In largest dimension (6- In b ,j THOROUGHLY COMPACTED IN 8' LIFTS RIGID INSULATION AS r. EVERY FOOT DEPTH OF PIPING IS LESS roadways, 2' maximum dfaneter within 2' of the outside of the pipe). a cantdn any frozen, I ;o REQUIRED. USE 1' OF INSULATION FOR EVERY D THAN 5'-6' wet. a organic material. FOOT DEPTH OF PIPING PVCSEALER PIPE IS LESS THAN 8'-0` 4. Trenches shall mletd ids copy dewalered prior to plm acing of plpW bedding aterib a10 kept dewolered during NEW WATER LINE installation of pipe and bodrnll. 8. ° o iF THOROUGHLY COMPACTED CRUSHED 5. In tlrnChp with unstable rnatorda, trench Y STONE bottom "I fkst be stabilized by placement of filter (&dc then crushed storem (3/4- oxknum). D� r COMPACTED SAND BEDDING �- 6. tby he sides of tre 4' re moIn depth entered 6' UNDISTURBED 901E OR ROCK personnel personnel *half a haN bbe Mneeted a sloped W the angle of repose as defined by O.S.H.A, staldade. - UNDISTURBED SOIL OR ROOK CAL/��L SEWIER_Iil�GR�I ,� 7. Bedding material shad consht of crushed stone, erne DI = a sand wft a maxkrwrn size of 3/4`. N.7.s. born a 90rn06 to the Engineer fa Wool. ?'-0' MIN. tAD1US PLAN LEDARON FRAME k COVER LC266 TYPE C OR EQUAL ADJUST TO MEET FINISH GRADE COARSE GRAVEL OR- PEASTONE TO I CY VOLUME 44. PLUG HYDRANT DRAIN T SET FRAME ON FULL MORTAR BED h SEAL JOINT 12' CONCRETE RISERS FOR ADJUSTMENT. MORTARED ON EXTERIOR SURFACES (12- MAX) 24 POLYPROPYLENE MANHOLE STEPS O a' O.C. ,.N WATERTIGHT JOINTS USING MASTIC OR RUBBER GASKET U i1t COAT EXTERIOR OF ENTIRE MANHOLE WITH A WATERTIGHT SEALANT (2 COATS) CAST IN PLACE FLEXIBLE MH 1- SLEEVES OR APPROVED EQUAL N. ALL PIPES) USE 3' (MAX) STUBS AT ALL MANHOLE as , PIPE CONNECTIONS CONCRETE FILL TO ' i HIGHEST CROWN OF PIPE UNDISTURBED A 12' MIN. SOIL OR ROCK CLASS B CONCRETE 8` MIN. CRUSHED STONE BEDDING SHELF AND INVERT ELEVATION NOTES /. IMMO t TO BE OON5IRUCIFD ONLY AFTER 9t1CCE89F11L COMPLETION OF LEAKAGE TEST. 2 g=JOINTS SNARL BE MAW ONLY AFTER %XCE9yUl C01PlETON TEST. a N1EApR JOINTS SHALL. NOT BE DRONED. 4. F DEPTH OF M-HOIE IS i OR LESS FROM RIM to CENWDs1NE NYERT. I EN A MT WP SHOULD BE SUBSTnVTED FUR TIE aose SEC1M. TYPICAL SANITARY SEWER MANHOLE N.T.S. TYPICAL WATER TRENCH DETAIL N.T.S. AWWA HYDRANT, VALVE AND APPURTENANCES AS PER SPECS ADJUSTABLE IRON N VALVE B01L W/COVER MARKED 'WATER' U i S 0 7--- 8" D.I. 'G 3/4' CRUSHED STONE FINISH GRADE TEE BLOCK -ANCHOR COUPLING OR SPOOL PIECE NOTES: WITH MEGA -LUG GLANDS 1. ALL FITTINGS ARE TO HAVE MEGA -LUG RETAINER GLANDS. 2. PRIOR TO POURING THRUST BLOCKS ALL FITTINGS ARE TO BE WRAPPED WITH 4 mil. POLYETHYLENE. HYDRANT ASSEMBLY DETAIL N.T.S. EX. BIT. (BOTH ALL JOINTS SHALL BE THOROUGHLY CLEANED AND COATED WITH EMULSIFIED ASPHALT PRIOR TO PAVING MATCH EX. PAVEMENT MIN. (MIN. 1 1/2` TYPE IN 2` TYPE II) NEW BIT. CONC. PAVEMENT c) O,`J�E�pppSS(L O 00 MATCH EX. BASEOff'' �0 t� (gTAVELN. CRUSHED LL`.�1, O O_ .,oO ., ) , o > nO' SEE TYPICAL TRENCH DETAIL NOTES: DfiECWVE NIIaD GATE VALVE v MNIMIN 011E RAL BE.WIO AREA WITH ATE La4mH � Ps>E T VALtE • ANCHOR NOTES: PUIO 1. Compaction of backRR and bedding chop be a minknum of 90% (95% under roadway surfoces) of maximum dry density determined in the UIpSRRIFD UOISl1PBED standard proctor test (ASTIM D698). 9a VALVE/DEAD END REDUCER -- - NOTE SOL 2 Bedding material dldi not be placed!on frozen PIrVCE J _rm aubgrods. BETWEEN ALL CONCAM THRUST BLOCKS AND 3. ApprolWd badtNl shall not contain on rim et RPE A10/0F nTTIHOS more than 12' inlargest dimension �6- kt TOlO PREv6n, ea. roadways 2maxknum dianeter within 2' of the outside of the pipe), or contain my from, .at. or organic moterbl. 4. Trenches shall be completely dewotened prior to ' placing of pipe peddlnp material and kpt dewst-ad during instdlall_ of Pipe and bockfdl. TEE SOIL OR 11 I m 5. In trenches with Unstable materials, trwtch -EQ --i bottoshill tint be stabilized byJ� PPlacement of filter fabric than crushed stone t3/4` maxknum). MINIMUM AREA uF BEARING SURF:.Y J; uUNr. ',Irj i7 BLOU's 8. The old" of trenches 4' or more in depth entered -,am by Persannel shall be sheeted err doped to the angle of repose as defined by O.S.H.A. standorM. an8" 12" I. TAPPING REE1ES AND VALVES ON CID 1RAN5YSSION MANS ARE TO MEET 1HE 04A1PlAN WATER DISTRICT 'STANDARD SPE(;IC.1110N FOR TAPPING SLEEVES AND TAPPING VALVEY DATED NOVEMBER, 1991 ALL OTHER TAPPING SLEEVES AND VALVES ARE TO MEET APPROPRIATE DISTRIBUTION SYSTEM SPECIFICATIONS 2 WET TAPS SHALL BE PREFORMED BY PIE -APPROVED RRMS ONLY. 1 ALL FITTINGS THAT IRE TO HAVE CONE iE POURED, AROUND TEEM ARE TO BE NAPPED WITH 4 mL POLYEINRETE PRIOR R) CONCRETE PLACEMENT. TAPPING SLEEVE i TING R MAIN 3' 4' 6' THRUST BLOCK DETA&S N.T.S. STABLE IRON VALE BOX WITH COVER MARKED 'WATERY I FTAPPING VALVE ✓ ECH. JOINT MATH 'MEGA -LUG' ( RETAINER GLAND OR APPROVED EQUAL 3/4' CORPORATION N FIRST IENCTH OF PPE " TESTING CONCETEJ \-3/4' CRUSHED STONE THRUST BLOCK BEDDING (MIN. 12- THICK) (SIZE DETERMINED 4 MIL POLYETHYLENE BY SOIL CONDITIONS) BETWEEN FITTINGS AND CONCRETE TAPPING SLEEVE do VALVE DETAIL NTS MOIES 1. WE OOM7RAC10R SMALL MAINTAIN AT LEAST ONE- WAY TRAFFIC AT ALL MET OURRO WON WITHN 11E RO.W 2 MAPnDVJ CE AND PROTECTION OF TRAFFIC QNNG WORK KIM THE HIGHWAY R.0.W SKAL BE PROVIDED N AOCOHDANCE WITH TIE MANUAL OF UWORM TRAFFIC OGNROL DEVICES, THE CONTRACTOR SHALL NOT BOOK WITHAL THE R.O.W. WIHGUT APPROPRATE OONSTRUCIIGI SKNNG N PLACE. 1 ALL BAOdWL SKA L BE MADE N SIX (� 11FTS ID ACOT PACIED 10 NOT LESS UN 9P MAXIMUM On DENS W ACCORDING TO ASTM base. w REPLACE E103A0 ROAD STRIPING AS NECESSARY REPLACEMENT OF EXIST. PAVEMENT NTS RECEI Y LED_,P' JAN 7. 1 200 City of So. Burlington SHELF AND INVERT DOST. CMU MANHOLE EAL w/ NON SHRINK GROUT 'PROVED EQUAL) FOR TIGHT CONSTRUCTION )POSED B` SDR 35 OER CONNECTION �XISTING CONCRETE SHELF AND FORM NEW INVERT ELEVATION CONNECTION TO EXISTING SEWER MANHOLE N.T.S. 00 A O O WATER AND SEWER DETAILS A=15 Dots Chk'd ReAsion �r°rrtce`e sm Dr.- by idOL Date DEC.. 2002 GVIL ENGINEERING ASSOCIATES. INC- SHEET /T Checked by SAV Scale AS NOTED P.O .BOX 486 SNELMW VT 05M C6 _.__. Approved by SAY Pro)ect No. 02257 80W,/B6= FAX 002eB6P2rl *r kaesNNoGs/ivnM TOPSOIL, RAKE, UNPAVED, PAVED SEED A MULCH - NOTES- i C ° 1. Compaction of boc fll and bedding shall be a °a minimum of 90% (95X under roadway surfaces) K z C v'S of maximum dry density determined in the APPROVED BACKFILL st-d.r4 proctor test (ASTM D698). THOROUGHLY COMPACTED 2. Bedding material shall not be placed on frozen IN 6" LIFTS nubgrcxl , o APPROVED GRANULAR FILL 3. Appr—d baccfill shall not contain onyy stones more than 12" in Icrgest dimenslon (6_in < THOROUGHLY COMPACTED IN 6' LIFTS roodwoy,tc, 2" mmdmum dlometer within 2' of 45 the autNde of the pipe), o contain any Tv. —,wet or orgonk material. 12' HDPE STORM DRAIN POUF 4. Trench" shall be completely dewotered prior to poring of pipe bedding materld and kept dewotered during Installation of pipe and boccfllL ' THOROUGHLY COMPACTED 5. In trenches with unstablo materlols, trench BEDDING MATERIAt. bottom shall first be stabilized by Qlocement oil filter fabric then —.hed atone maximum). maximum). 6. TM sides of trenches 4' or more in depth enured UNDISTURBED SOIL OR ROCK by personnel shall be sheeted or sloped to the angle of repose as defined by O.S.H.A. atmdords. Ty�1 MM STM /� �{ -11 WENCH WTAX 7. Bedding mat." 0.0 consist of crushed stone, gr��el or sand with a maximum size of 3/4. N.T.S. Submit a sample to the Engineer far appro 1. -OR AS SHOWN TOP COURSE BITUMINOUS ON PLANS CONCRETE PAVEMENT CONCRETE OR 1/2" R. 8- BRIM PAVERS (SEE ARCH. PLANS) BASE COURSE BITUMINOUS CONCRETE PAVEMENT a 5" 3" BITUMINOUS CONCRETE PAVE] 1' TYPE IV FINISH COURSE 6" 2" TYPE 11 BASE COURSE °,FINE CRUSHED GRAVEL .. SEE PLANS COARSE CRUSHED GRAVEL SUB -BASE MATERIAL 1. CURBING SHALL BE CONSTRUCTED IN 10' SECTIONS VAIN 1/8' JOINT BETWEEN SECTIONS. 2. CURBING EXPANSION JOINTS SHALL BE CONSTRUCTED EVERY 20' AND SHALL BE CONSTRUCTED OF MATERIAL CONFORMING TO AASHTO DESIGNATION M-153 (1/2" SPONGE RUBBER OR CORK). 3. ASPHALT TREATED FELT TO BE USED BETWEEN StDEWAtK AND OONCREIE CURB TOP. CURB w/SIDEWALK DETAIL N.T.S. SIDEWALK WIDTH AS SHOWN ON PLANS 5' CONCRETE SIDEWALX Ir CRUSHED GRAVEL ° 8. SUBBASE LDNOISTURBED SOIL OR APPROVED COMPACTED GRANULAR FILL NOTES: 1. EXPANSION JOINTS SHALL BE PLACED EVERY 20' AND SHALL BE CONSTRUCTED OF PREFORMED JOINT FILTER (1/4 CORK OR BITUMINOUS TYPE) 2, BETWEEN EXPANSION JOINTS THE SIDEWALK SHALL BE DIVIDED AT INTERVALS OF FIVE FEET BY DUMMY JOINTS. TYPICAL SIDEWALK DETAIL N.T.S. EXISTING 71 1 EROSION CONTROL MATTING IN TOPSOIL DITCHES w/PROFTLE GRADES - EXCEEDING 5X. STAPLE AS PER MANUFACTURERS SPECIFICATIONS. GRASS UNED DITCH N.T.S. K R AS SHOWN TOP COURSE BITUMINOUS ON PLANS CONCRETE PAVEMENT BASE COURSE BITUMINOUS , CONCRETE PAVEMENT 7 12' CRUSHED GRAVEL (COARSE) FINE CRUSHED GRAVEL COARSE CRUSHED GRAVEL_ - SLOB -BASE MATERIAL 1. CURBING SNAIL BE CONSTRUCTED N 10' SECTIONS WITH I/W JOINT BETWEEN SECTIONS. 2. CURSING EXPANSION JOINTS SHALL BE CONSTRUCTED EVERY 20' AND SHALL BE CONSTRUCTED OF MATERIAL CONFORMING TO AASHTO DESI_TION M-155 (I/Y" SPONGE RUBBER OR CORK). TYPICAL OM KCTION N.T.S. 2 OR 3 (OR AS SHOWN 1 PLIES) 1 --COMPACTEDED SUBGRADE—` 4" TOPSOIL - STABILIZATION FABRIC MIRAFI BOOK OR APPROVED EQUAL TYPICAL ROADWAY SECnON N.T.S. SIDEWALK RAMP MILT HEAVY SI"ALK RAMP 5=0' BROOM FINISH 5 -0 WITH MIN. F-MI—N' HIGH STRENGTH TH HEAVY BROOM FINISH B > B NON -SHRINK GROUT L£BARON LF248 2' x 24" C.I. GRATE w/3 FLANGED FRAME (OR APPROVED EQUAL) CONCRETE CURB SET FRAME ON FULL MORTAR BED _ BITUMINOUS CONC. PAVEMENT TRANSITIO(1/4"/FT, ,.M_' -_ - SLOPE MIN.) N -__ - •" culTe PLAN PLAN IY MAX. SIDEWALK RAMP 1/2" REVEAL TEXTURED ROADWAY PRECAST CONCRETE 124' x 24- SURFACE r/MONOUTHIC BASE ADJUST TO GRADE WITH BRICK (2-6 COURSES) 5.OR MAX_ ADJACENT SEAL w/HYDRAULIC CEMENT TO SECTION A -A RAMP �T� OR MHH SLEEEVESPLACE WATERTIGHT JOINT USING 1' ffm TEXTURED MIN, WIDTH FLEXIBLE GASKET AUXILIARY AMP I < P I AAep (SEAL EXTERIOR N SHRINK AND —7I (SE HOLES r/R SHRINK DIST, AS REQ . 5-O MN. SIDEWALY (TROUT) 18" TO MEET GRADE is' OF SIDEWALE( ROUNDING SUMP 6" MIN. CRUSHED GRAVEL TYP. SECTION B-B *PRECAST MANHOLE STRUCTURES SHALL CONFORM TO ASTM SPEC. C478 (LATEST EDITION). TYPICAL HANDICAP RAMP DETAILS N.T.S. TYPICAL CATCH BASIN O CURB N.T.S. /4 REBAR 3' 18" a 18' GRID 8 CONCRETE 12" ZfEUSHED GRAVEL CONCRETE DUMPSTER do LOADING AREA PAD N.T.S. TOP OF CURB (SEE PLAN FOR TYPE OF CURB) END TRANSITION -OR AS SHOWN SLOPE ON PLANS BEGIN TRANSITION SLOPE FARE OF • Y I CURB L W-0" FINISHED GRADE OF ROAD PAVEMENT TRANSITION CURB N.T.S. BITUMINOUS CONCRETE PAVEMENT 12" MAX. T PRECAST CONCRETE w/MONOLITHIC BASE 18' SUMP LEBARON LF248 24' x 24" C.I. GRATE w/4 FLANGED FRAME (OR APPROVED EQUAL) SET FRAME ON FULL MORTAR BED ADJUST TO GRADE WITH BRICK (2-6 COURSES) WATERTIGHT JOINT USING 1" MIN. WIDTH FLEXIBLE GASKET LIFT HOLES w/NON SHRINK GROUT) SEAL w/HYDRAUUC CEMENT MORTAR, OR CAST -IN -PLACE FLEXIBLE MH SIEVES MIN. CRUSHED GRAVEL 'K PRECAST MANFIOIE STRUCTURES SMALL CONFORM TO AS1K1 SPE j'� SC478MALL (LATEST EDITIONS E 1 E I V E p TiPIC�CA��N�SN1�4ss� V Lrgp N.T.S.JAN 2 ° 2003 al A • pz2e Date I ChTc'd Re.Mbn �'hles�a Dr.- by _h JW I Dale DEC.. 2001 Checked by SAY Scale AS NO1ED Approwtd by _SAY_ Pro)ect No. 02257 City of • Budinqton Advar�,�ce ' • 1 1 � � 1 SLEET CIVIL EI'/Gil'1EERING ASSOCIATES. INC. �� P.O. 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Y91L — —Ss GRAVITY GEM UK — — W WATER UK — —OE OVU*CAD ELECTRIC — —UE UNDMOROUN1 ELECTRIC — — 7 TELEPHONE WE — — C CAS LINE ® SEV" MANHOLE jx HYDRANT • SIRR-OTT' a POWER POLE ■ CATCH BASIN DECIDUOUS TREE CONIFEROUS TREE --a----- r, EDOE OF TIR12SH/h0005 STOMAOE FENKX . -• �.... —._— -- UK FENCE ORMIACE MALE WILSON ` xsl / iili u c RENEE, INC. IFz 5-Wp `� — — — - .' - PaOPOSED i' RIV4TE ROAD iTEE 8• $OR 35 PVC , r = / j _ /�/ Y w. / • / 1. \ , 1 1 ,— ku ,, ... - I 1 r j/ Fv dT y ` 1- -197 �ta2 1' T toot+ IJ*_ 195.5 -- - : `,} iota / . PROPOSED .. ANCE WIN--- 1, — ------ - 1-1+°----------- — _ ��-------- N II I � — / I a I 1 REPVLCE w/NEw C8 /7 RI Y�192.7 \NEW YNV-188.91_ EXSI7ING PARIQNC LOT �' z•-cTHmcaw\` I _ L. . — -- —w--- 1 N NEW I STA 2+ - I I SEE SHEET (ail. _1 -197----------7------__�i WMER RECEIVE© JAN 2 1 2003 II I GRAPHIC SCALE II w YIi0) I 1, / /", 1 Icob . 90 M1 /i•�b�A �� Iy F/// 70/7/7/7//� M/ /M/// City of So. Burlington PLANTING SCHEDULE (NINON NAPE SCIEN11M NAYS SIZE/CHUM NMMR T/PER TOTAL wo wax EDSIIHSPm vww m 24 — 39• 24 $50 $1200 e 9"= w411Y cuuoA e' Ie01 6 i150 $1200 low* ORMSY E ovum -Peals Y 6WAR 4 $200 11500 W dMN6SE YEN TAMA M'WU KW 30 - me' 17 1 $75 j1275 MY MAPLE ACM RATANOM 2 1/2• CAL 5 $200 {1000 IE Aw 2 CAL 4 :173 f78000 IE OMM Z - 0 0-Ce 0 R PM Heq swaws a - e' Hw 9 $120 {1080 I MTAL-910,055 Drcw by �LNL Ocle GEC.. 2DO2 SHEET CIVIL ENGINEERING ASSOCIATES. INC. Chedked by -1 :: I' - 20• P.O. 901E 466 S1tELAWJF, vr ONE L1 Approved by SAYE Pmlect No. OU57 1132485m sl FA[ a024aian —t—eavo-1w t�l IIIIII !I c� I I i I m : � Z n 2�5 V7 TWO O'BRIENS PROPERTIES, LLC FARRELL —ST- — _ — sT �a' aca U.S. ROUTE 7 - SHELBURNE ROAD •t J a'w -- -----------—°�--------------- lip N- NTT To pp CC p PI I m I I a m j _Ij p (7 I a f ISJ\V+ 31 O a`` �+ SSA* .I 5• :i+ �' Ig O z. ®r. + _ Eg t4;s+- �+ i- rj+ �_ q«y+ Z �» &� _ I N Ny P I P L� COMMERCIAL 1 — _ — — tt`j ra' �` �C+ «r �- RESIDENTIAL 4 a T ' \ I _—....._..—..—.._.._.._.._.. �.. �....... ..........._....._.. .Z Ai i e o n mcr Me ! N � i C_ (A) O m \� 7 r- N i )NT RA(I OR IS TO INSIA.I., + Al 10 - i3,011-DING ADDRESS NUMBFP' i-�Y !kF)VAN('F AIITO PAPI - BL)I h ! i(I WAVE Till)LClli;nii i,) CIRi FRON I I1_L VATION PIrWT FI FVATICIN 1/0 - 1 -V THIS WINDOW-4 +L1.11NC ,IGN I-,! ! ITICAL_ N0 nr1 v1P C:UITS. ! n.,iJ WILL BE lop OF FASCIA BOTTOM !OF -- I I(',I i i PAIR FURNISHED AND INSTAI ! /, 71*1 AUTO PARTS. CONif,A%- CLL� i I :ICTIOId TO PROVIDE (1) CIRC0I1 PER BUILDING SIDE. CONTRACTOR IS FLOOR 1!) I TURN AND MAKE ALL THE NE .! A.F LEVEL (J1)11jIJF(.1TIONS AFTER THE LIGHT BAR 1- 11',ST A I E1 �. LIGHT BAR IS TO BE WIF-11) THRU SAME PHOTOCELL/ TIMECLOCI, A`, RI tII DING SIGN. (TYP OF i NLW GRAY FASCIA PAiJL1-`_- IMPORTANT: RED PANELS MUST BE FLUSH WITH GRAY METAL FASCIA PANELS. ALL BLOCK: COAT ALL BLOCK AND MASONRY SURFACES WITH ONE COAT OF SHERWIN WILLIAMS HEAVY DUTY BLOCK FILLER B42W1. PAINT WITH TWO COATS OF SHERWIN WILLIAMS 2122 REFLECTION. 48" OVERHANG ON FRONT OF BUILDING. RECEIVED JAN 2 1 2003 LEFT EI_I VAIION-_ City of So. Burlington �®, - is ,a— — — kLAI,; I-II_VATION -18.- 1: o" -- LANDLORD I NANI EXHIBIT "B" 1 11 DEC. 02 SHI 7 OF 16 EXTERIOR ELEVATIONS SOUTH BURLINGTON, VERMONT /� [an B1'-awI. __-_ CITY ENGINEER COMMENTS FOR DEVELOPMENT REVIEW 50ARD MEETING 2/4/03 ADVANCE AUTO PARTS 5HEL5URNE ROAD 1. Gas main is located on top of the water main not where plans Show it. 2. Sewer main on Shelburne Road is a 12 inch not 8 as plans Show. 3. Sidewalk Shall be placed one foot from future Street 60 foot R.O.W. It Shall be continuous across both driveways. 4. All lot lines hall have dimensions noted on the plans. 5. Sewer pipes shall be bedded in 3/4 inch crushed stone only. 6. There may be a sewer service line across Shelburne Road to serve this parcel. This should be investigated. It may require the use of a T.V. camera. 7. The sewer if constructed as plans show to serve the residential development of this parcel, the line crossing Shelburne Road will have to be monitored to determine if it can handle the extra flow. MAGIC HAT BREWING COMPANY 5ARTLETT BAY ROAD 1. 5ite plan prepared by Civil Engineering Associates dated December 2002 is acceptable. - y ITY CLERKS OV IC'' D'n Received 194� G,carded i , 01. _2 - on Page Ct' o, u�r ng`0n Land RecIA. Attest: , `P, Ica-*c�. WARRANTY DEED argaret A. Picard, City CEeA KNOW ALL MEN BY' THESE PRESENTS that ETHAN ALLEN MOTOR LODGE, INC., a Vermont corporation with a principal place of business in South Burlington in the County of Chittenden and State of Vermont, GRANTOR, in consideration of TEN OR MORE DOLLARS paid to its full satisfaction by 1220 SHELBURNE ROAD CORPORATION, a Vermont corporation with a'principal place of business in South Burlington in the County of Chittenden and State of Vermont, GRANTEE, by these presents, does freely GIVE, GRANT, SELL, CONVEY, AND CONFIRM unto the said GRANTEE, 1220 SHELBURNE ROAD CORPORATION, and its successors and assigns forever, a certain piece of land in South Burlington in the County of Chittenden and State of Vermont, described as follows: viz: Being all and the same lands and premises conveyed to Ethan Allen Motor Lodge, Inc., by Nathan E. Merrill and Margaret E. Merrill by warranty deed dated December 28, 1971, and recorded in Book 104, Warranty Deeds, pages 95-97 of the land records of the City of South Burlington. Said lands and premises are more particularly described in said deed as follows: "Being a parcel of land containing 1.57'acres with all buildings thereon located at 1220 Shelburne Road in said South Burlington, having a frontage on said Shelburne Road of 189 feet and a rear line of 189 feet, together with a uniform depth of 363 feet. The within described property is subject to a right of way for ingress and egress. The within described property is subject to restrictions described in a deed of record in Book 13, Page 42 of the South Burlington Land Records." LAW OFFICES OF KOLVOORD,OVERTON S WILSON 3 MAIN STREET ESSEX JUNCTION. VERMONT 05452-3199 V . 2 Being also all and the same lands and premises conveyed to Ethan Allen Motor Lodge, Inc., by Charles C. Marsh by warranty deed dated April 1, 1981, and recorded in Book 171, Page 329 of the land records of the City of South Burlington. Said lands and premises are more particularly described in said deed as follows: "All and the same lands and premises conveyed to me by Charlotte C. Marsh by warranty deed dated October 31, 1980, and recorded in Book 167, at Pages 298-9 of the South Burlington Land Records. Also being all the remaining land and premises, including the dwelling house, located easterly of the lands which said Charlotte C. Marsh earlier deeded to Nathan E. Merrill and Margaret E. Merrill by Warranty Deed dated June 30, 1969, and recorded in Book 91 at Pages 166-7 of the South Burlington Land Records, and being the remainder of those lands originally conveyed by Dorothy Melendy and Horace C. Melendy to Buckingham Marsh by their deed dated February 23, 1932, and recorded in Book 13 at Page 42 of the City of South Burlington Land Records: being the same land and premises conveyed by Buckingham arsh to Charlotte Corbusier Marsh by his Warranty Deed dated September 28, 1936, and recorded in the South Burlington Land Records in Book 13, at Page 95: this conveyance is made subject to the restrictions therein contained." To said deeds, right of way, restrictions, and the records thereof, and to all deeds and records therein referred to, reference is hereby made in aid of this description. TO HAVE AND TO HOLD said granted premises, with all the privileges and appurtenances thereof, to the said GRANTEE, 1220` SHELBURNE ROAD CORPORATION, and its successors and assigns, to its own use and behoof forever; and the said GRANTOR, ETHAN ALLEN MOTOR LODGE, INC., for itself and its successors, executors, and administrators, and assigns does covenant with the said GRANTEE, 1220 SHELBURNE ROAD CORPORATION, and its successors and assigns, that until the ensealing of these LAW OFFICES OF KOLVOORD,OVERTON presents it is the sole owner of the premises, and has good & WILSON 3 MAIN STREET ESSEX JUNCTION, V ERMONT 05452-3199 Permit Number Sp - CITY OF SOUTH BURLINGTON APPLICATION FOR SITE PLAN REVIEW All information requested on this application must be completed in full. Failure to provide the requested information either on this application form or on the site plan will result in your application being rejected and a delay in the review before the Development Review Board. 1) OWNER OF RECORD (Name as shown on deed, mailing address, phone and fax #) 1220 Shelburne Road Corporation, c/o Robert Griswold, P.O. Box 2090, RR Shellhouse Mountain Road, Ferrisburgh, VT 05456, 877-6719 2) LOCATION OF LAST RECORDED DEED (Book and page #) Book 372, Pgs. 357-359 3) APPLICANT (Name, mailing address, phone and fax #) Michael Redlawsk, Westminster Development, LLC, 2601 W. 26th Street, Erie, PA 16506 4) CONTACT PERSON (Name, mailing address, phone and fax #) Michael Redlawsk, Westminster Development, LLC Stephen Vock, Civil Engineering Associates, Inc. - 985-2323- -; 5) PROJECT STREET ADDRESS: 1220 Shelburne Road, So. Burlington, VT 05403 6) TAX PARCEL ID # (can be obtained at Assessor's Office) 1540 01220 C 7) PROJECT DESCRIPTION a) Existing Uses on Property (including description and size of each separate use) Right-of-way (driveway) to existing house on lot behind lot to be developed. b) Proposed Uses on property (include description and size of each new use and existing uses to remain) One new retail establishment (5,400 SF) and right-of-way to house on lot behind lot to be developed. c) Total building square footage on property (proposed buildings and existing buildings to remain) 5,400 SF d) Height of building & number of floors (proposed buildings and existing buildings to remain, specify if basement and mezzanine) Retail establishment ±23 high, one floor. e) Number of residential units (if applicable, new units and existing units to remain) N/A f) Number of employees & company vehicles (existing and proposed, note office versus non -office employees): 0 existing employees, 0 existing company vehicles; ±4 proposed employees, 1 proposed company vehicle. g) Other (list any other information pertinent to this application not specifically requested above, please note if Overlay Districts are applicable): 8) LOT COVERAGE a) Building: Existing 0 % Proposed 8.0 % b) Overall (building, parking, outside storage, etc) Existing 5.9 % Proposed 53.0 % c) Front yard (along each street) Existing; 5.3 % Proposed 25.5 % 9) COST ESTIMATES a) Building (including interior renovations): $ 300 , 000± b) Landscaping: $ 9,555 c) Other site improvements (please list with cost): Entrance drive Site utilities 10) ESTIMATED TRAFFIC a) Average daily traffic for entire property (in and out): b) A.M. Peak hour for entire property (in and out): c) P.M. Peak hour for entire property (In and out): 274.61 10.13 26.43 11) PEAK HOURS OF OPERATION: 4 :00 to 9 : 00 P.M. 12) PEAK DAYS OF OPERATION: Friday/Saturday/Sunday 13) ESTIMATED PROJECT COMPLETION DATE: 90 days from approval date (±Spring 2003) 14) SITE PLAN AND FEE A site plan shall be submitted which shows the information listed on Exhibit A attached. Five (5) regular size copies and one reduced copy (I I" x 17") of the site plan must be submitted. A site plan application fee shall be paid to the City at the time of submitting the site plan application (see Exhibit A). 4 I hereby certify that all the information requested as part of this application has been submitted and is accurate to the best of my knowledge. /?� SIGNATURE OF PROPERTY OWNER Do not write below this line DATE OF SUBMISSION: 1 16 REVIEW AUTHORITY: Development Review Board Director, Planning & Zoning I have reviewed this site plan application and find it to be: Complete Incomplete 3 D� Date: CIVIL ENGINEERING ASSOCIATES, INC46 928 Falls Road Phone: 802-985-2323 P.O. Box 485 Fax: 802-985-2271 Shelburne, VT 05482 E-Mail: www.cea-vt.com LETTER OF TRANSMITTAL December 20, 2002 To: Mr. Ray Belair, Administrative Officer City of South Burlington 575 Dorset Street South Burlington, VT 05403 From: Matt Wamsganz Project(s): Proposed Advance Auto Parts 1220 Shelburne Road CEA Job #02257 Description: Please find enclosed the following information: ➢ Application for Site Plan Review ➢ Application fee ($60.00) ➢ List of Abutting property owners ➢ Lighting cut sheets ➢ 5 sets of full size plans ➢ 1 set of 11 x 17 plans Message: Please call if you have any questions. Copies To: File CAI-CEA\ ransmittals\02257.doc (Hand Delivered) Abutter Information Owner: 1220 Shelburne Road Corporation Applicant: Bob Griswold & Advance Auto Parts, Inc. "Advance Auto Parts, Inc." Adjoining Property Owners as of December 10, 2002 David M. Farrell, Trustee c/o Farrell Distributing Corp. 5 Holmes Road So. Burlington, VT 05403 Two O'Brien's Properties, LLC 1475 Shelburne Road So. Burlington, VT 05403 Brian D. & Alice P. Waxler Attn. Real Estate Account c/o Sherwin Williams Co. P.O. Box 6798 Cleveland, OH 05407 Renee, Inc. 282 North Brownell Road Williston, VT 05495 William & Tory Wilson 1200 Shelburne Road So. Burlington, VT 05407 LEGEND COVERAGE SUMMARY PARKING SUMMARY TRAFFIC OVERLAY ZONE CALCULATION - - - - -- -- -- -- E QSBNC CONTOUR aW PROPOSED CONTOUR EXISTING PROPOSED PROPOSED RETAIL PARCEL LOCATION - ZONE 2 SECT ; PROPERTY LINE LOT AREA 1.55 ACRES 1.55 ACRES i SPACE PER 150 SF RETAIL SPACE = 27001150 = 18 MAX/MUM PEAK HOUR TRIPS = 20120,000 SF OF LAND SETBACK UNE LAKE ------------ EASEMENT LINE BUILDING COVERAGE 0.0% 8.0% TOTAL PARKING SPACES REQUIRED =18 1.28 ACRES =55,880 SF OF LAND IN TRAFFIC OVERLAY ZONE CHAhOl-AIV 0 IRON PIN LOT COVERAGE 5.8% .096 (HANDICAP SPACES REQUIRED = 1) 55,880 / 40,000 = 1.40 e CONC. NON. TOTAL PARKING SPACES PROVIDED a 35 1.40 x 20 = 28.0 — —SS GRAVITY SERER UNE FRONT YARD COVERAGE 5.3% 25.5% (HANDICAP SPACES PROVIDED = 2) ACTUAL PEAK HOUR TRIPS FOR RETAIL — — w WATER UNE AUTOMOTIVE PARTS = 26.43 — —OE OVERHEAD aECTRIC —UE UNDERGROUND ELECTRIC LOCATION MAP — — T ME.PHONE LINE — G GAS UNE ` I I I SCAIE: 1 v 2000 feet ® SEWER NANHOIE / HYDRANT / ® s1uT-oFP COOKS I TOUTANT I EATON II HAYNES I PERELA?AN I n POWER POLE I / ® CATCH BASIN DECIDUOUS TREEo_�, i CONIFEROUS TREE rrv,� EDGE Of BRUSH/NWDS STOCKADE FENCE WIRE FENCE - ...—...— DRAINAGE SWNi TAN WILSON I W I I II , I it 4 I I I ;. PN�Aw.n.1we' e0..1e � NN■M..M1,1M3.a�7°ti.Far° «aa P D— H TE T,m: — IL ' % w9�R� SETBACKR 1220 SHELBURNE ROAD CORP. wol�VM9prCCAP —ROAD II / \ \ .1 1 IIIi ( WRIGHT ❑ i I aloK I I II xnrx R was ,4 / ! SETBACK . 70 SETBACK flu rmam U Noma I" i N:ER Ara / wE/i ' I ruv.Ieaa i I .A� PROPDSEDAl�ANCEAUTO � rAnna I I I / I in CY Ave—ST — — — — — — C Oj fi�E Q l; I ice` r IfflIOLI DEC 2 0 2002 1 >cw wv-IeAs erv.Ipze WAXL ER I I>o _ -- -- --- —�•�— � City of So. Burlington — — ��Fln ExgTwG PARKING Lor/ - GRAPHIC SCALE OWNER OF RECORD. ZONING DISTRICT.' 1 I / 1220 SHELBURNE ROAD CORP. COMMERCIAL 1 & C/o ROBERT GRISWOLD RESIDENTIAL 4 1 mm - m It P.O. BOX 2090 / RR SHELLHOUSE MOUNTAIN ROAD FERRISBURGH, VT 05456 d o APPLICANT: OVERALL SITE PLAN l $ E 3 I — ADVANCE AUTO PARTS, INC. " �szze Dote ChVd Revlon 4 I Drown by �1+�'_ Date DEC.. 200T SHEET Chocked by SAIL Scole 1' - 30 P.0.1BDXM6 nisFl !Aff4F SD� S E OCIATES INC.\./ Approved by �1L Project No. 02257 eoeaes= PAIL etsee°aan #mA oft0kWw jW /l LEGEND- ,( EXISTING CONTOUR 330 PROPOSED CONTOUR — — — — PROPERTY LINE SETBACK LINE I WETLAND taTrr o IRON PIN 0 CONC. MON. — —SS GRAVITY SEVER LINE — — W WATER LINE — —OE OWJ*CAD ELECTRIC — —UE - UNDERGROUND ELECTRIC — — T TELEPHONE UNE -- — G GAS UHE ® SEWER MANHOLE x( HYDRANT • SHUT-OFF 'o. POWER POLE ® CATCH BASIN DECIDUOUS TREE CONIFEROUS TREE rvwrvv-vvv\ EDGE OF BRUSH/W000S STOCKADE FENCE WARE FENCE — DRAINAGE SWALE I 11 I N i 1 } { I / I / I / 206 1 — — _204- -77 IDWI N0 PARKING LOT/ GRAPHIC SCALE lINrar) I Loot - 80 rL DEC 10 2002 City of So. Burlington Date I Ch'k'd Revialon Drawn by M,fW Date DEC. 2002 Checked by _ AV Scale I' - 30' Approved by SAV Project No. 02257 LAKE \ ` I AdY?,ACC' �•: Auto Parts SHEET CIVIL ENGINEERING ASSCICIATIM INC �� P.O. BOX 4e6 &CBMW_ VT 06M 802-005-= PAX 80"65-nn e,.W OO W'11G1 I I I WILSON it i; I EXSITING BUILDING RENEE, INC. I I+ I (I\ j m NEW SMH /4 � I I I I ' Po8 INV-194.-194.8 I � I I NEW SMH /3 NEW CEI /1 NEW CB /3 (, � LLJ I _ RW -1fl6.9 INV_188.7 Po M-196.4 INV_11993.0 RIM-197.7 INV_l93.0 o I / \ � 1 I- � 197 VEhT _ 11E&T Ii I R, 6.� P O�'OSED RMATE ROAD INV-192.7 8" sDR 35 PVC Ss SS Vxe "� -- -------------'----------- ------- -------------6.8 / i eREwbuU I o / Iv I 0 AUTO" SIGN _ I 0 "DO NO ENTER"i fe9,e ti U I lit z I NEW OMH /2 RIM-199.5 ; SIGNS I I NV-192.5 I I J W Tsae. 1We leek � yy+1 � I NEW OUTLET I IN -19 yy \ KI STRUC1RE I INV IN 194.5 t PROPOSER I ' t 1 INV IN 192.3 INV OUT-189.2 -- : SIM RACE( Ili III i�, ry �y I t NEW CB 0 RIM-199.0 INV-195.0 wJ U1 I I S silslla� i ,gee ! ji PROPOSED ADVANCE AUTO T_0,C_ ELEV. 195.5 3 I I C I I I n �l i O� NEW 0 CL I �I R1INVM-192.8.0 .188�_ I m .I a _ a00.0 0 (yl _. L. I N I I I aisb s 4 I I I — T.O.C. T.O.C. _ 200.5 200.3 I i I I I NEW C8 /4 OL Oe RIM-196.0 I y RIMmv-I� IRV-193.0 :, , - / / /j ;y� ( CO Toef NEW DMH I I I r C REPLACE ./NEW CB /7 NEW RIM-192.7 a « / / ^^ INW194.U,. RIM-199.3n INV-192.0 ' NEW INV-188.9 - - WAXLER LEGEND I "510 / ////%. I —Ito fY EIOSTlK'. CON70UR , � A I � i - EXSITING PAVEMENT 336� - I EXSITING PARKING LOT PROPCONTOUR — - - — PROPERTY LINE .n I� 2' cnf — — . — — SETBACK LINE 't1> O IRON PINI �, I I I I I /' /EXSITING BUILDING. NQUL �' ' / ${iERNM1N WILLIA' � ' � All work to be performed in occordonce with MS PAINTS I ■ coNC MaN the Specifications and Details for the I — I I '' installation of Water lines and Appurtenances I I I I I for ON Water Systems Owned by the Champlain --� °�� RECEIVED PP — — IN WAIER LINE I I Water District, the City of South Burlington, —OE OVERHEAD ELECTRIC ,;�: '; I i I I I I I / / ; 0nd the Village of Jericho. Details should O DEC be modifled to the above reference specifications. —uE UNDERGROUND ELECTTaC I 2 O 2002 — T TELEPHONE LINE I ( I y //• / — O GAS LINE I I I I I // m H DER MANHOLE City of So. Burlington GRAPHIC SCALE jx HYDRANT I NEW �IAH SHUT -OFT I I RIM-itl90/1 s INV-t182.8 POWER POLE ! ( N RT i • CATCH BASIN I + I MAT fJ ST4 2+ I S E SHEET Ca r r 1ioD - >ti ® DECIDUOUS TREE - , CONFEROUS TREE I I I I I Ili rwwwwr-, EDGE OF BRUSH/WOODS d p D® 0 STOCKADE FENCE yam. duo c �N /� y -u . WARE FENCE I I I y~QJ , PR�/POM GRAN G II-V1e� — — DRAINAGE SWALE II I I I 'I I A A * Date Ch k'd Revision VERMONT Drawn by M'_ Dale DEC.. 2001 SHEET CIVIL Ef4GIP1EERING ASSOCIATES IIVG I I - Checked by -a&Y- Scole ," _ 20-Jjo� P.D. BW(4A6 9ELB01IE, VT 05M2 C3 Approved by tee% Project No. 02257 e0e°6s� FAX e0e4*tM einie a 48m e—w I I ' J STI 2+55, S rE SHEET C3 �\-E)L as EXSITING E SLEEP QU __... ..___ z'c EX 00 RM-1187 I /h IN 4:181.6 I I I / II �/ / ,/EXSITING BUILDING .GREAT NORTHERN STEREO SS I 5 RI S RIM -10886.61 I - I INV 8'-1781. MV 4'N-181A MV 4'E-180.1 Iti NEW INV-178.6 GRAPHIC SCALE IN TM) I. lob - P.0 R NOTES: 1. Utilities shown do not purport to constitute or represent all utilities located upon or adjacent to the surveyed Premises. Existing utility locations are opproximote only. The Contractor shall told verify all utility conflicts. AI disareponcbs shall be reported to the Engineer. The Contractor shall contact Dig Safe (886-344-7233) prior to my construction. 2. All existing utilities not incorporated into the final design shall be removed or abandoned as indicated on the plans or directed by the Engineer. 3. The Contractor shall maintain as -built plane (with ties) fa all underground utilities. Those plans shall be submitted to the Owner at the completion of the pro)eel. 4. The Contract- shall repoir/restore all disturbed areas (on or off the site) as a direct or indirect —it of the construction. 5. NI grassed areas shall be maintained until full vegetation is established. 6. Maintain all trees outside of construction limits. 7. The Cantrxtor shall be responable for all work necessary far complete and operable facilities and utilNles. 6. The Conroctor shall submit shop drawings for oll Items and materials Incorporated Into the site work. Work shall not begin on any Item until shop drowing approval is granted. 9. in addition to the requirements set in these plans and specifications, the Contractor shall complete the work in accordance with all Permit conditions and my local Public Works Standards. 192 _.-... _._.- 190 O ,�. Ag SEEK 1 1 ri184 10. The tolerance for finish grades for all pavement, walkways and lawn areas shall be 0.1 feet. It. Any dewatering necessary far the completion of the silework shall be considered as pat of the contract and shall be the Contractors responsibility. 12. The Contractor shall coordinate all work within the Route 7 R.O.W. with the City of South Burlington Public Works and the State of Vermont Agency of Transportation. 13. The Contractor shill install the electrical and telephone services in accordance with the utility compmlee mWimments. 14. Existing pavement and tree stumps to be removed shall be disposed of at an approved off - site location. All pavement cuts shall be made with a pavement saw. 15. If there ore any conflicts or Inconsistencies with the pions or specifications. the Contractor shall contact the Engineer ter verification before work continues on the Hem In question. EXISTING �r i GRADE � I EXISTING 15' CMP- EXISTING WATER c_ ,62i 1-- - - 178 o AT WATER CROSSIN d IF LESS THAN 18' n VERTICAL SEPARATI 2 175 £ Z DATUM ELEV —__.. -.. 775. 00 0+00 STORM LANE fJOS11I4G Ir U WATER SERVICE PROVIDE 2' RIGID ' INSULATION (8 if)-.. ..... - -.... I tl 1! SDR 55 P 5 , D.Dr� J// PROVIDE ISO" C.I. SLEEVE AT WATER CROS ,6SING (10 LF) IF LESS OF VERTICAL AN ARATION -EyBSlklO 1' WATER SMYICE 1+00 2+00 SEWER PROFILE STA. 0+00 - 2+05 1' - 20' HORIZONTAL 1' - 2' VERTICAL 1f�4Aanw n /6u6 Date Ch'k'd Revision wfe�s�se D—n by .MJW Date DEC.. 2001 Checked by SAY Scale 1' - 20' Approved by SAYE Project No. 02Z57 RECEIVED DEC 2. 0 2002 City of So. Budington d D® a o do PROFILE STA. 0+00 — 2+05 CIVIL ENGINEERING ASSOCIATES. INC, SHEET P.O. BOX 486 ShELBLWIF VT 66f82 C4 802406MM FAY 002ee6071 avrab cesAspM—st 06 D4 02 Do 35 PVC CAP 98 98 94 92 90 88 86 84 162 180 178 178 DEC 2 0 2002 SEWER PROFILE STA 2+05 - 8+50 City of So. Sudington 1' - 20' HORIZONTAL 1' - 2' VERTICAL A � O y PRWLE STA. 2+05 — 8+50 Dote Ch k'd Revision VERMONT Or— by MJW Dote DEC.. 2001 CIVIL ENGINEERING ASSOCIATES. INC SHEET Checked by SAY Scale 1 - 20' P.0."'m SfE1B1 . VT Cum C5 Approved by SA'L Project No. 02257 ��I"j/ A°2405'O FAX 8024 71 0-1-"sopser,.t TOPSOIL, FAXE, UNPAVED PAVED SEED tr MULCH NOTES: ` +. Compaction of borkIN and bedding Moll be a V mi.Mum of 90% (95% under roadway surfaces) s •,. , of --i num dry density deterrnir ed in the standord proctor last (ASTM D698). 3 APPROVED BACXFlLL THOROUGHLY COMPACTED 2 Sodding material shall not be placed on fro.- 7 IN 8" LIFTS subgrad.. Gi RIGID INSULATION AS 3. Approved boddll shall not contain oney stones REQUIRED. USE 1' OF more than 12" In kr9est dim -Nor, (6' In :n INSULATIOJ FOR EVERY roodwoys, 2' maximum di meter withal 2' of FOOT DEPTH OF PIPING the outside of UHe pipe). or contain any frozen. IS LESS THAN 5'-6 wet, or organic material. D PVC SEWER PIPE 1. Trenches shall be completely dewatared prior to f pbdnq of pipe material and kept OeOO ng 6" ti o �K dewatered dwin installation of pipe and badcfll. THOROUGHLY COMPACTED 5. In trenches with unstable materials, trench Ithen firststabilized BEDDING MATERIAL nls fabric store, mortnum). 6. The sides of trenches 4' or more in depth entered UNDISTURBED SOIL OR ROCK by orsonnel shall be sheeted or sloped to the an a of repose os defIred by O.S.H.A etmdords. 7. Bedding motarlol elwll consist of crushed tone, yp�/�� y�p /�� MTEl T I rIM SEVER Tf"Oi M I AEL gqrravN or surd with o maxanum size of 3/Pal Slrhmil a sampb to the Engineer tall approval. N.T.S. MANHOLE WALL MANHOLE OPENING ABOVE "-0' MN. RADIUS PLAN LEBARON FRAME h COVER LC266 TYPE C OR EQUAL ADJUST TO MEET FINISH GRADE. TOPSOIL, RAKE,\ UNPAVED, PAVED SEED h MULCH APPROVED BACKFTLL THOROUGHLY COMPACTED iIN 8' LIFTS RIGID INSULATION AS REWIRED. USE I" OF INSULATION FOR EVERY FOOT DEPTH OF PIPING IS LESS THAN C-O" NEW WATER LINE l THOROUGHLY COMPACTED SAND BEDDING UNDISTURBED SOP L OR ROCK TYPICAL WATER TRENCH DETAIL N.T.S. VALVE AND AS PER SPECS AD,PJSTABLE IRON OR TPEASQU ARSE ONE TO GRAI CY VOLUME I I 1 MARKED EL I /-- FINISH GRADE SET FRAME ON FULL MORTAR BED h SEAL JOINT 12" CONCRETE RISERS FOR ADJUSTMENT. MORTARED U ON EXTERIOR SURFACES (12" MAX) w POLYPROPYLENE MANHOLE £ 24" 2S STEPS O 8" O.C. STEPS WATERTIGHT JOINTS USING MASTIC OR RUBBER GASKET P cJ 43" min - COAT EXTERIOR OF ENTIRE MANHOLE WITH A 13 WATERTIGHT SEALANT (2 COATS) CAST IN PLACE FLEXIBLE MH 1_ RISE BEEVES OR APPROVED EQUAL (TYP. ALL PIPES) USE 3" (MAX) STUBS AT ALL MANHOLE PIPE CONNECTIONS 4 CONCRETE FILL TO HIGHEST CROWN OF PIPE { 12" MN. UNDISTURBED SOIL OR ROD( 6' MN. CRUSHED CLASS B CONCRETE STONE BIDING SHELF AND INVERT ELEVATION NOTES: I. INVERTS TO K CONSTRUCTED ONLY AFTER SUCCESSFUL C01PIE110N OF LEAKAGE IEST. 2 COMM JON" SILL K SEALED ONLY AFTER SUCCESSFUL COMPLETION OF LEAKAGE TEST. 3. HIE" JOINTS SMALL NOT BE CwURD. 4 E M711H OF MANHOLE IS r OR LESS FROM RN To CpIENSW NVENT, THEN A FLAT TOP SHOULD WI SUWSTTVIFD FOR THE OONE SECTON TYPICAL SANITARY SEWER MANHOLE N.T.S. . .. 3/4' (RUSHED SOIL THRUST STONE :ANCHOR COUPUNG OR SPOOL PIECE BLOCK WITH MEGA -LUG GLANDS NOTES: I. All. FITTINGS ARE TO HAVE MEGA -LUG RETAINER GLANDS 2. PRIOR TO POURING THRUST BLOCKS ALL FITTINGS ARE TO BE WRAPPED WITH 4 m1. POLYETHYLENE. HYDRANT ASSEMBLY DETAIL N.T.S. EX SIT. PAVEMENT (BOTH SIDES) EFFECTIVE IIRIm GATE VALVE �� 11RMUM fNE F1AL BEARING AREA ((W1ICONCRETE LENGTH OF PIPE SUN°iH ORT VALVE J�'a A, ANCHOR NOTES: Pllq I. Compaction of bockfll and bedding shall be a ' minanum of 90% (95% under roadway surfaces) I111DISNRND �"' - •-' - -�'-. , �IIIOISNABtD of nnui num dry deneltyy determined In the standard proctor test (ASTM D698). sOL VN_VENEAD END NOTE. REDUCER 90L --iCT� PLACE 3 1l (1IN1) �E� 2. Bedding malarial shall not be placed on Pozen BETWEENVtf?E ONCR subgrade. .. ,�, THRUST ALL C AAHO TE Y TNRusATwg/aOwC6 AIO j 3. Approved b fi shall not contain any stones m HST ep�o S more than 12" in largest dimension (8" In roadwayyss.. 2" moxinm wdiameter within 2' of ' Lino out.lde of the pipe). or c0ntalrl any frozen. weL or organic rnot.rial. 4. Trenches shall be completely devatered prior to > f .,`,, ri,.. placing of pipe be" and kept UplTRISED dding m dter.d during installation of pip. and boddal.LRIOISWRIBED 90 22 1 2. 90L ewo TEE SOL OR 11 1/4 'sew 5. In trenches with unstable materials, trench -ETA K.T.S.- bottom shaN fast be stabilized by plocemenl of filter fabric then crushed atone (3/4" maxanum). MINIMUM AREA OF BEARING SURFACE OF CONK. THRUST BLOCKS 6, The skies of trenches 4' or more in depth entered by personnel shall be sheeted or Moped to Ill angle of repose as dented by O.S.H.A. standards. 3" 4" 6' 8' 12' 90L OOMOrKN SAFE LOAD LOAD • p K a BA flA 0.1 • ea FIT. 4S flA EIB. 80L • so' 4T . Hi ea • AA Is" Fla. IEa 0.8 OA 0.3 0.5 0.5 /.0 0.3 QD 1.0 1.8 1.0 0.5 20 23 1.5 1.0 CO SS 30 1.5 SOUND SNA r 10.000 to 1.0 1.0 0.5 13 20 1.0 OA 10 AO 20 1.0 4.S 4.5 3.5 2010. 1. 7.3 20 4,000 1.0 1.7 I.D D3 i.0 F.D to +.0 13 a0 10 I's S 0 S.S 5, 23 1 t SO y000 lA 25 +.5 L0 zs ab 2.0 t.0 as 7A 40 20 a.0 a 7.0 ab s. 0.0 2000 3.G 13 23 ID b.0 7.0 4.0 20 S S AO LO a 4 7APS.00&qX1L( 150 SCUD SHALE 1,000 11AIiRM WATER PRFS9URE J00 PS N01E REDUCER SEARING AREA - 4S• 000 OF WtEQR POPE THRUST BLOCK DETAILS N.T.S dd� NOTES: 1. TAPPING SLEEVES AND VALVES ON CND 1RN191690N MAINS ARE TO ADJUSTABLE RON VALVE BOX WITH COVER MARKED 'WATER' MEET THE CUIPIAN WATER DISTRICT VANDARD SPECi1CATgN TAPPING FOR TAPPING SLEEVES AM TAPPNO SLEEVE TAPPING VALVE VALVES" DATED NOVFA6Bt, 1991 ALL OVER TAPPNO SEEVCS AND THRUST VALVES ARE TO MEET APPROPRIATE - EXISTING TECH. JOINT WITH "MEGA -LUG' BLOCK DISTRIBUTION SISIOI SPECIFICATIONS WATER MAIN RETARQt GLAND OR APPROVED EQUAL 2 VET TAPS SHALL EE PREFORMED BY PRE-AAPRam FIRMS ONLY. 3/4' CORPORATION N FIRST LENGTH OF PIPE FOR TESTING IALL FITTINGS THAT ARE TO HAVE CDNCREIE POMtED AROUND THEM _ - "- tTURBED ARE ID BE WRAPPED PITH 4 Ni. > . POLTEIIMDE POOR TO CONCRETE PLACEMENT - .. I° e e . e e .._<_. ALL JOINTS SHALL BE THOROUOQY (LEANED AND COATED WITH EMULSIFIED ASPHALT PRIOR TO PAVING _ MATCH EX. PAVEMENT MIN• (MIN. 1 1/2' TYPE IN 2" TYPE N) NEW BIT. CONK. PAVEMENT MATCH EX SUBBASE . (18" MN. CRUSHED GRAVEL) - EXCAVAl101N WN. SEE TYPICAL 1RENt71 DETAIL CONCRETE J 3/4" CRUSHED STONE THRUST BLOCK BEDDING (MIN. 12' THICK) (SIZE DETERMINED �!cJMIL POL�zMYTENEBY SOU. CONDITIONS)n CONCRETE TAPPING SLEEVE & VALVE DETAIL NTS NOTES 1. TK CONTRACTOR SHALL MAINTAIN AT LEAST ONE- WAY TRAFFIC AT ALL TIMES DURING WORK "INN 1HE FLO.w 2 MAINTENANCE NO PROIEC1gN OF TRAFFIC AIRING WORN "TM THE HIGHWAY R.O.M. SNAIL K PROVIDED INACCORDANCE "IN TILE MANUAL OF UNIFORM TRAFFIC CONTROL DEV4CX 1HE CONTRACTOR SHALL NOT WOW "I"M Z R.O.W. WITHOUT NwROPRATE CONSTRUCTION SIOMM N PLACE a NL SACKFU SHALL RE MADE N Sx 137 LOTS AND COMPACTED TO NOT LESS THIN 95R MA)SM A DRY OFMSEY AOCOIOWC TO ASTM 4 REPLACE EASTNO ROAD STPIPNG AS NECESSARY REPLACEMENT Of EXIST. PAVEMENT NTS EXISTING 6 SEWER MAIN CORE EXIST. CMU MANHOLE AND SEAL w/ NON SHRINK GROUT (OR APPROVED EQUAL) FOR i WATERTIGHT CONSTRUCTION RECEIVED PROPOSED 6- SDRTIO 35 SEWER CONNECTION AJ DEC 2 0 2002 _V7 EXISTING OONCREIE REMOVE EXISTING CONCRETE SHELF AND INVERT SHELF AND FORM NEW INVERT city of So, Burlington l ELEVATION CONNEC710N TO EXISTING SEWER MANHOLE N.T.S. a A azze • Date ChYd Revision e�OHsl� 4e Drown by MJW Dale DEC.. 2001 Checked by SA'V Scale AS NOTED Approved by SAIL_ Project No. 02257 Amato Parts .�� a" M 1 Iva SHM aft ENGINEERING ASSOCIATES Mr- P.O. //W� BOX 4w SHEI.BUINE, VT ORW C6 Ou awste1 FAAs0samvrl -.t owefter-M TOPSOIL. RAKE. UNPAVED PAVED SEED &MUL71( CH ICI® NOTES: N 1. Compaction of barktll and bedding sholI be a minimum of 90% (95% under roodwoy surfaces) of maximum dry densRj' determined In the standard proctor lest (ASTM Ott"). APPROVED BACKFlLL THOROUGHLY COMPACTED 2. Bedding material shall not be placed an frozen i 2 - IN 6' LIFTS subgrode. ao i3i APPROVED GRANULAR FILL 3. Approve4 bockfill shall not contain any stones more than 12" in largest dimension (6' in < I THOROUGHLY COMPACTED roodrra 2' maximum diameter within 2' of " the outside of the pipe), or contain any frozen, w L or organic material. HOPE STORM DRAIN PIPE 4. Trenches shall be completely dewatered prior to 12" placing of pipe bedding material and kept ewo dtered during installation of pipe and backfill. THOROUGHLY COMPACTED 5. In trenches with unstable materials, trench BEDDING MATERIAL bottom shall first be stabled b laceent of 6' flter fabric then pushed stone maximum). maximum). 6. The aides of trenches 4' or mare in depth entered UNDISTURBED SOIL OR ROCK by personnel shall be sheeted or sloped to the angle of repose as defined by O.S.H.A. standards. 7. Beddlnq materiel shoe o of crushed atone, STMM TYPICAL TRENCH MTNL c.i. ggo.el or Bond with a maximum size of 3/4. Submll a wmple to the Engineer for oppro 1. N.T.S. -OR AS SHOWN TOP COURSE BITUMINOUS ON PLANS CONCRETE PAVEMENT CONCRETE OR 1/2' R. 6• BRICK PAVERS (SEE ARCH. PLANS) BASE COURSE BITUMINOUS CONCRETE PAVEMENT _ 5 3' BITUMINOUS CONCRETE PAVEMENT: 1' TYPE IV FINISH COURSE �on 6' 2" TYPE 11 BASE COURSE ° 18 o° ;FlHE CRUSHED GRAVEL COARSE CRUSHED GRAVEL - SUB -BASE MATERIAL •"� 1. CURBING SHALL BE OONSTRUCTED N IV SECTIONS WITH 1/6' JOINT BETWEEN SECTIONS. 2. CURBING EXPANSION JOINTS SNALL BE CONSTRUCTED EVE RY 20' AND SHALL BE CONSTRUCTED OF MATERIAL CONFORMING TO AASHTO DESIONA71ON M-1153 (1/2- SPONGE RUBBER OR CORK). 3. ASPHALT TREATED FELT TO BE USED BETWEEN SDEWALK AND CONCRETE CURB TOP. CURB wADEWALK DETAIL N.T.S. SIDEWALK WIDTH AS SHOWN ON PLANS 5" CONCRETE SIDEWALK o°o°o°o°o o°o ✓✓O o 8" CRUSHED GRAVEL SUBBASE ZUNOISTURBED SOIL OR APPROVED COMPACTED GRANULAR FILL NOTES: 1. EXPANSION JOINTS SHALL BE PLACED EVERY 20• AND SHALL BE CONSTRUCTED OF PREFORMED JOINT FILLER (1/4 CORK OR BITUMINOUS TYPE) 2. BETWEEN EXPANSION JOINTS THE SIDEWAU( SHAM BE DIVIDED AT INTERVALS OF FIVE FEET BY DUMMY JOINTS. TYPICAL SIDEWALK DETAIL N.T.S. EXISTING - _ i A GROUND— — — _ �. —EROSION CONTROL MATING IN 1- DITCHES w/PROFILE GRADES TOPSOIL- ii i - EXCEEDING 5X STAPLE AS PER MANUFACTURERS SPECIFICATIONS. GRASS LINED DITCH N.T.S. 'CR AS SHOWN TOP COURSE BITUMINOUS ON PLANS CONCRETE PAVEMENT 1/2" R. 6' /-1/4' R. BASE COURSE BITUMINOUS CONCRETE PAVEMENT �' v7• 18 �: FINE CRUSHED GRAVEL) 0 " COARSE CRUSHED GRAVEL SUB -BASE MATERIAL 1. CURBING SHALL BE CONSTRUCTED N 10• SECTIONS WITH 1/5' JOINT BETWEEN SECTIONS. 2_ CURBING EXPANSION JOINTS SHALL BE CONSTRUCTED 00ERY 20' AND SRA L BE CONSTRUCTED OF MATERIAL COtFORMNG TO AASHTO OESIONATION M-153 (1/2' SPONGE RUBBER OR CORK). TYPICAL CURB SECTION N.T.S. 2 OR 3 (OR AS SHOWN ON PLANS) I tY CRUSHED GRAVEL (COARSE) 4' TOPSOIL -----COMPACTED SUBGRADE---_ -STABILIZATION FABRIC MIRAFl 6DOX OR APPROVED EQUAL TYPICAL ROADWAY SECTION N.T.S. SIDEWALK RAMP 1WTH FIEAW 5._O. SIOEWALJ< RAMP 5'-0' BROOM FINISH MIN. HIGH STRENGTH WtTM HEAW MW I'"-'1 NON -SHRINK GROUT LEBARON LF246 240 x 24' BROOM FlNISM > 8 I (--^r> B C.I. GRATE w/3 FLANGED FRAME (OR APPROVED EQUAL) CONCRETE CURB SET FRAME ON FULL MORTM2 BED > i BITUMINOUS OONC. TRANSITION A A - _ y SLOPE MIN.) -- - CURB PLAN PLAN 12' MAX. SIDEWALK RAMP 1/2' REVEAL . TEXTUREDPRECAST CONCRETE 4- x 4' ROADWAY wMONOUTHIC BASE ADJUST GRADE WITH SURFACE BRICK (2-- 6 COURSES) 5.0% MAX SEAL ./HYDRAULIC CEMENT ADJACENT MORTAR, OR CAST -IN -PLACE SECTION A -A TO RAMP FLEXIBLE MH SLEEVES WATERTIGHT JOINT USING 1' TEXTURED MIN. WIDTH FLEXIBLE GASKET (SEAL EXTERIOR JOINTS AND ... AUXILIARY AUXILIARY F LIFT HOLES w/NON SHRINK I CST. RE O D. S-O MIN. SIDEW(ROUT) ALK 1g DI MEET GRADE SUMP 01 SIOEY/ALK ROUNDING - i 6' MIN. CRUSHED GRAVEL TYP " =a PRECAST MANHOLE STRUCTURES SECTION B-B ALCONFORM TO EC. C478 (LATEST EDITION). TYPICAL HANDICAP RAMP DETAILS TYPICAL CATCH BASIN O CURB N.T.S. N.T.S. f4 REBAR 3' 18' x 18' GRID LEBARON LF248 24' x 24' e" CONCREfE C.I. GRATE w/4 FLANGED FRAME BITUMINOUS CONCRETE (OR APPROVED EQUAL) 12 _ .•CFLUSFIEDr GRAVEL. SUBC {A�E, - -; ' �::.+i PAVEMENT DU SET FRAME ON 12' FULL MORTAR BED CONCRETE DUMPSTER do LOADING AREA PAD MAXADJUST TO GRADE WITH N.T.S. BRICK (2-6 COURSES) PRECAST CONCRETE 24� WATERTIGHT JOINT USING 1' w/IAONOLITHIC BASE MIN. WIDTH FLEXIBLE GASKET LIFT HOLES w/NON SHRINK GROUT) SEAL ./HYDRAULIC CEMENT MORTAR, OR CAST -IN -PUCE FLEXIBLE MH SLEEVES TOP OF CURB (SEE PLAN FOR TYPE OF CURB) END TRANSITION � AS SHOWN SLOPE ON PLANS BEGIN TRANSITION SLOPE FACE OF 7 l «,Ra _f1. �I r FINISHED GRADE OF ROAD PAVEMENT TRANSITION CURB RECEIVE® TUTS. DEC 2 0 2002 18' SUMP 6' MIN. CRUSHED GRAVEL * PRECAST MANHOLE STRUCTURES SHALL CONFORM TO ASTM SPEC. C478 (LATEST EDITION). TYPICAL CATCH BASIN N.T.S. City of So. Burlington A /axle ■ Date Ch'k'd ReAslan e �rnee�e Drawn by MJW Date DEC.. 2001 Checked by �'A1L Scale AS NOTED Approved by SAL Project No. 02257 Advance, ;�, Amato Parts � �� CIVIL EPIGIPEEEIUNG ASSGQATES, IMC I SHEET P.O. BOX 466 & 1E BURAE. 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S 4 e 993a C Y �a"•$7 � � 8 � N 3 S :il VU § � s�a sd sgg sag 8 c A9 3 2 i R a -1 4 Y3a : s a Fs b Y a s gig g = gY� R �g o ge N ; gal I!$ a� } g�g j i €y g 8 a88 3� $ .Rt��ggA9RRS °3Q 5■ss$ -ga a SR s Y gam° 7 e�� gR� g° $ 6 •R c v 9 S Q s2 s i» a s 9� iY ll s r a X m 0 cm/ m 0 n � 0 pgj Rag 6gaR 4$� o's m m A m rrn 2 O I Z� WC I m occ CC I I LEGEND - - - -.Us- - E705TNG CONTOUR I 336 PROPOSED CONTOUR — - - PROPERTY LINE SETBACK UNE O IRON PIN a CONIC. MON. — —SS ORAWTY SEVER LINE — — W WATER LINE — —OE OVERHEAD ELECTRIC — —UE UNDERGROUND ELECTRC — — T TELEPHONE UNE — — O CAS LINE ® SEVER MANHOLE )X HYDRANT M SHUT-OFF 'O. POWER POLE ■ CATCH BASH DECIDUOUS TREE CONIFEROUS TREE lYYWYYYYVV EDGE OF BRUSH/WOODS STOCKADE FENCE —.--.—_. WIRE FENCE r...—...— DRAINAGE SWALE 1 I EXSI TING, III h I I I BUILDING RENEE, INC. I III I I I 7-JY I � WILSON i 4-WP _. VE#T UE&T PjOROSED RMATE ROAD e- 93R as PVC i ISS s-o.os.�T { II IrT— ►— G m I =2 0.1. a I I 5xg REDUCER-T 71 IT I m it I I � #ocr �I i II m I I I �► w ,�,. I I I I I I I Gw o mm I I I I I S OW 5 I s $ a] 19sI ; © PROPOSED ADVANCE AUTO ,� / T o ! I I F.f.E.200.06 ,5 III I I I I 3 o µ" \I i DD IX eNwhim- ,se i"T.O.C. I 200.5 200.3 � RW192T7 nw6,E w/NERECEIVED NEW REPLAC1MW CR /7 NEW NV�18&9 192.7 OL 001.16 WAXLER DEC 2 0 2002 —�eT— - — EXSITING PAVEMENT 'I I EXSITING PARKING LOT City of So. Burlington I�� I I I I I /� �EXSITING, BUILDING. �I � I I I I � SHERV0IN WILLIAMS PAIN PLANTING SCHEDULE SYMBOL 00LU" NAME SCIENTWIC NAME SIZE/CALIPER NUMBER COST/PER TOTAL EB NLWSMI9 sm EUONwus WDODIMS 14 - 3r 20 950 $1000 I I I I N N OWE W1111K WleCtt 9l./OCA 6' Is011 6 =150 $1200 F' FLOOWM OIASAPRE MALUS 1F OM Y CALPOI 4 =200 =2110 jy DOW YPNIUE YEW TANX O M-DATA N ANA 70 - 3r 13 $75 $975 h NM NORMNY MA14E AM PLATNIODE4 11/Y m 5 00 $1000 MIA Vte1E AMI fRA1MD3 AWONCAMA 2 VY CAL 4 *175 =7DO II NEW H /1 I I I / WC 91IR tlDAR 1MI1A OM�fFITAtl3 I - e' MOM 16 S175 $22100 / — 91ex Pet AAN I1ILOSUe 4 - r ON 9 4120 $1080 TOTAL - S9555 / � P MAT4H LIW ST4 2+ I I S E SHEET C4 I II I GRAPLIIC SCALE I mob � 1I0 !L i`l.pA Y� r of A rcxze I Dote Chk'd ReVtelon 0— by MJW Checked by -SAY- Approved by 3A1L Date DEC.- 2001 Scab 1' . 20' Protect No. 02257 A`rto Parts l �. � 1 CIVIL ENGINEERING ASSOCIATES. °,�INC.I L SHEET P.D. 9OX485 9HB"IE VT Osm e6 00-68 = HUE 9OP°-P171 ME—IMVW-r s TWO O'BRIENS PROPERTIES, LLC i FARRELL — 1n''— - - — — — ST — — — — — — —Y- —1S RCP I - -. :::- U.S. ROUTE 7 - SHELBURNE ROAD rl 1 --------n-c--- — — — —UT—- — r - n ri. I � 8t �' i & �J• \ Z al S+ I I rS• O � 1 g � I II s i1 I � I ee i�` PP 8 „� p 6t•�°. �. N. .I _' pp SS` pe YJ` p�1 �p ra Tl 23 �' � m " I a I . n@1+1 I P+ I •�;Z i I Q _ _ p rm " T i I �_ —g— ,� _ :+ 25+ a. �. a H+ �` �«I 9« I 8` g.I Q. 9+ g+ g. 2. ;. 9+ j Y 1 P P P P P P P P P P P+ 0 lz 0 0 co c 5� 0 LJ .7u m � m o m A COMMERCIAL 1 ^ — RESIDEMIAL 4 FRONT WINDOWALL SYSTEIV CONTRACTOR IS TO INSTAL BUILDING ADDRESS NUMBE BY ADVANCE AUTO PARTS. NOTE: DO NOT PAINT RED PANELS. FRONT ELEVATION 1/8' = 1•-0* NOTE: NOTE: BUILDING SIGNS WILL HAVE TO HAVE EACH BUILDING SIGN REQUIRES THEIR OWN ISOLATED (DEDICATED) CIRCUIT. 1(2) 20 AMP CIRCUITS. RIGHT ELEVATION 1/8' = A. --rr— rrn— Try f LEFT ELEVATION IX = r-0' REAR ELEVATION 1/8' = r-o' RTU FRTU f a' x � ztiy RTU ■ NOTE: THIS WINDOWALL DESIGN IS CRITICAL. NO OTHER DESIGN WILL BE ACCEPTED. 96"x59"RED PANELS LIGHT BAR FURNISHED AND INSTALLED BY ADVANCE AUTO PARTS. CONTRACTORS ELECTRICTION TO PROVIDE (1) CIRCUIT PER BUILDING SIDE. CONTRACTOR IS TO RETURN AND MAKE ALL THE NECESSARY CONNECTIONS AFTER THE LIGHT BAR IS INSTALLED. LIGHT BAR IS TO BE WIRED THRU SAME PHOTOCELL/ TIMECLOCK AS BUILDING SIGN. (TYP OF 1 SIDES.) INSTALL NEW GRAY FASCIA PANELS. IMPORTANT: RED PANELS MUST BE FLUSH WITH GRAY METAL FASCIA PANELS. ALL BLOCK: COAT ALL BLOCK AND MASONRY SURFACES WITH ONE COAT OF SHERWIN WILLIAMS HEAVY DUTY BLOCK FILLER B42W1. PAINT WITH TWO COATS OF SHERWIN WILLIAMS 2122 REFLECTION. 48" OVERHANG ON FRONT OF BUILDING. RECEIVE DEC 2 0 2002 City of So. Burlington LANDLORD TENANT /i i/�.. �/0, 7OF16 1/23/03 Landscape Review Advance Autoparts Civil Engineering Associates 1. A substitute for Norway Maple is recommended. Norway Maple has become over planted in South Burlington and is also becoming an invasive species. Possible substitutions include: • Heritage River Birch, Betulus nigra `Heritage' • Regal Hybrid Elm, Ulmus x `Regal' • Turkish Filbert, Corylus colurna 2. I suggest replacing crabapples with a tree that is taller at maturity. Since the crabapples are only 6 to 7 feet from the parking lot, they will eventually cause a conflict with vehicles. Taller trees can be pruned to raise the canopy and provide clearance 3. White Ash in the greenbelt along the edge of the parking lot should be centered in the greenbelt. 4. A planting specification should be included in the plans FED-27-2002 WED 11i12 fif't 5TITZEL PAGE FLETGHER FG FRA NO. 8025502552 F. 02t03 ��l.l vla.r, AND w`;IiV,A Atiorneyal at Luw 7G Si 11"01 $irkt•t latlal W(Avu rinx 349 llurlinS:.ryn. V,,twoni n,P402•0369 YA,ph.ine 602.658.0220 Faiiierilr. M,658.145o WV tV W �Y,IVS'ihltl',1, i'UfYI U,altlsY•5 C-MMI' ,illOtldGil;lliD,� fAl'C�.lu•,ta...nl jo."Cpll S, Mora`,111,1?,sq. SIJIY,A Tlog,c &- FIctclicr,13C 171 li:rticry Street PA.). Box 1507 l.lut,iliigtoii, VT 05402-1507 Mnlr ,roo: F�bruary 26, 2002 5teaart tl M.Con+ugfiy R�brrt LLldrnl•,r William G 110t4 Jr. Gang Vl'rarhsrly (smr+ iL• linayp .iui,n R. P4artllu I'xrcr 5, Krly Rah.,r, if. t7'N•111 Afaryy��araa [.. Munlyuan vY Sttpl.a.t P. M.gpwan kleaT6r Ilrt46° tSalirr� u. Rual>rar,1 CI:rke A. Gravel Cl-d,a T. 94— 5teplial It G,a:n�ron P! C•a+a,.d Nora,,. William Clu•i.ties R,,4% b'oravu/ C'+warl )iNlut WE Maitland Mict.01e N. Nartaa Rrb—, G, R-kin Analrrw 1), M nitaty C. e—liu. C. C-1r. heathtr A. hidee {G I t1• ;":r l5y FLF7c fLA po, Welt in r)ul.,ernbcr you and I vilked about the application of the South Burlington Zoning Rcgi lation Trail is 0vcrIny District to a proposal by Robert Griswold and Capital Pi ra ITuts of Verne, lit to Constl'llct a res(r1t1ia nt and a residential development on Slielburne Road. Before lily contact with you, 1 had been advised by rZay Belair that the Traritc Overlay District bylaw did not !want ilic transfer ofvehicle trip ends (vte5) from one zoning digtrict within the overlay diAriet t1H 11tit1lliCi'!,()ii� willlin th�rt district. In my discussions with you, you took the position that the traffic overlay district bylaw did not allow the transfer orvtes from one lot in the overlay to nnothor lot :in ilia? ovl:rlay. I addressod the district to district issur in lily letter to you of Doc giber 12, 200I It i,i ,Still lay ot)iluion that for Traffic purposes the ovcrlrty district eliminates consideration Of tillcicrlying districts and Iots acid establishes maximum penAtted peak hour volumes, in the ,words orthe ordinance fur "land in any zone", In this case, Zone 2, the entire parcels) of land ovviic.cl by Uriswvold would bo entitled to vtcs far in excess of whist was needed in order to ss tisfy ti!u CIC111ti11d3 Ol'the ri:Staunuit and the residential development. In any event, we (Stove Vock of C'.EA Engineering and 1) are prepared to present an ;111I)licaticiu under the I'l:inned Unit Development (PUD) provision oftlic kcgtllations. Th; cltic:wdoa 1,11C11 Is W1101110'r the discretion allowed the Planning Cotumission by the Regulations c:xtenrls to allowing application of the, Traflie Overlay provisions to all of the land in the PUT) lvi(bout rtix,,ard to uiidorlying districts or lot lines, In particukir 1 ant lookiag at the language i i Section 26,15, first paragraph, that provit'.es ILAOL ii•dilil;ay, the riiodiCicallon of the South Burlington 7.olling Regulations by the Phuining j FEB-27-2002 WED 11:13 All STITZEL PAGE FLETCHER PC FOX NO. 8026602552 F. U3!U3 Ca•RAVyU., ANY) .SHEA Joscph S. McLcan, Fsq. February 26, 2002 Pagc 2 Ctywmis ioa is permittmi simu mneously with the approval ot'n subdivision plat subject to the conditions set forth lhc. in." 'this language is repeated in Section 12,40 relating to the Commercial 1 District and the RF�-sidential 4 District Section (9.40). The Griswold property is lacaic�l in both of those Districts. Ofcoutsc, modification is depertdettt upon a demonstration of compliance with the s(nwlards for l'Ulls, Whodier tho project will comply with the I'UD standards is, of cour.se, a citictititfn for dic South 13tic] ill" ton Man Commission. The legal question for your office; is wltcilief tlae,1'lanning Commission has tic authority to use its discretion in a maimer I described nbovo. whul is imII011tant livre is that we do not overlook the basic and common purpose of both tljc; overlay and I'LID cone upta, particularly when joined in the single proposal - to allow flcxibllity in planning and dcsign where the impacts ofdcvelopment, such as traffic, are conteollM laa the context of a 4ingle unified plan without regard to lot lines and underlying elisiriaq, I um enclosing my letter to you of Ucccmber 12, 2001 and the attachments. 1 plan to call you 'l liursday to discuss the issue. JRUI:st1tli cc Mr. Jay Wagnon Mr. Stevcl] vocl;. Very truly yours, AV EL AND Sl J t3.A (. oh I) R. Ponsctto MICKENBERG, DUNN, KOCHMAN, LACHS & SMITH, PLC ATTORNEYS AT LAW 29 PINE STREET P. 0. BOX 406 BURLINGTON, VERMONT 05402-0406 JAMES J. DUNN F. L. KOCHMAN, INC. AILEEN L. LACHS NEIL H. MICKENBERG 0. WHITMAN SMITH November 27, 2001 Ray Belair, Zoning Administrator City of South Burlington 575 Dorset Street South Burlington, VT 05403 TEL (802) 658-6951 FAX (802) 660-0503 E-MAIL: mdsdlQaaol.com Re: Proposed Pizza Hut Project on Shelburne Road by Capital Enterprises, Inc. Dear Mr. Belair: As you know, I represent several interested parties in connection with the proposed project described above. (See my letter of November 5, 2001.) The purpose of this letter is to request that a copy of any decision by the Development Review Board in the above matter be sent both to me and to my clients. Thank you very much for your cooperation in this matter. Yours sincerely, Neil H. Mickenberg Attorney at Law NHM:kah enclosure cc: Steve Stitzel, Esq. F:\common\USER\NEIL\Arioli\arioli.findings.wpd CAVIL Fl IGll E"E'R l Ir ASSOCI11 IC4 928 Falls Road P.O. Box 485 Shelburne, VT 05482 December 17, 2001 Mr. Ray Belair Planning & Zoning Office 575 Dorset Street So. Burlington, Vermont 05403 Re: 1220 Shelburne Road (CU-01-40/SP-01-72) Dear Ray: Phone: 802-985-2323 Fax: 802-985-2271 E-Mail: cea@together.net On behalf of Robert Griswold and Capital Enterprises, please accept this letter as our request to withdraw the Site Plan Application (#SP-01-72) and the Conditional Use Application (CU-01-04) that are scheduled to be reviewed by the South Burlington Review Board on Decemb r 18, 2001. Sin Stephen A. Vock, P.E. SAV:pao cc: Jay Wagnon Bob Griswold Heindel and Noyes • Consulting Hydrogeologists • Engineers • Environmental Scientists PO. Box 64709 Burlington, Vermont 05406A709 802-658-0820 Fax 802-860-1014 October 2, 2001 Mr. Matt Wamsganz Civil Engineering Associates, Inc. P.O. Box 485 Shelburne, VT 05482 Re: Bartlett Brook Watershed Analysis for Capital Enterprises site Dear Matt: Enclosed is our draft report of the Bartlett Brook Watershed Analysis for the Capital Enterprises site. It includes our approximate stormwater detention design. When you have developed a final stormwater design, you will need to submit it to us for the final analysis and approval. will call you whey you have had a chance to review these materials to answer any questions you might have. Sincerely, f�9 /In Ben Gordesky Staff Engineer Attachment U:\PROJECTS\BartlettBrk\CEA_Capital\bg100101 mwl1.doc RECEIVED fly`T 0 3 2001 CEA, Inc. DEVELOPMENT REVIEW BOARD 6 NOVEMBER 2001 r 9. Site plan application SP-01-72 of Capital Enterprises to construct a 3,800 sq. ft. restaurant containing 124 seats with drive thr pick-up window, 1220 Shelburne Road: Mr. Vock said this will be a relocation of Pizza Hut. The original sketch plan showed a residential component but this is being reevaluated and is not part of this application. The applicant took the Board's suggestion and reversed the building having the drive -up on the other side. They are asking for a 50 ft. adjustment in the zoning boundary to square off the commercial zone. This is part of a separate application. Mr. Vock showed the water and sewer connections. Storm water will be collected in the rear. The project was reviewed by Heindel & Noyes and the applicant will comply with their recommendations. They have allowed for a larger buffer on the rear of the commercial zone. Lot, building, and front yard coverages are met. Wetlands have been delineated. These are Class 3 wetlands. The Army Corps has seen the site and has no problems with what was done in the past. Regarding impacts to neighbors, Mr. Vock said vegetation has been thinned but there is still a natural buffer. The applicant had no problem with the recommendation for planting species. They have added more hardy species. Mr. Vock said the lighting plan complies with all regulations. Mr. Schmitt asked if the road will be public or private. The applicant said it would remain private. A letter from attorneys Mickenberg, Dunn, Kochman, Lachs and Smith was distributed to members. The letter voices objections to the proposed project including lighting issues, protections of residential neighborhoods, location of the parking lot in the residential zone, paving over wetlands, and location of a fast food restaurant in a C-1 Zone where they are prohibited. Mr. Schmitt noted that the attorney's letter requests a berm to shield homes from headlights. Mr. Vock said there is 500 ft. between the 2 properties with undeveloped land between. Mr. Cook noted that the distance ranges up to 500 ft. and is much less in some places. Mr. Vock said that an 8 ft. berm would be too much. He suggested 4 ft. Mr. Vock said there is no reason to suppose they won't get wetlands permits. There will be a requirement for water quality certification. Members then considered the question of a fast food restaurant. Mr. Belair said the inclusion of a menu board at the drive -up window makes this is a fast food restaurant. Mr. Vock said the applicant has agreed to eliminate the menu board. Mr. Aioli, a neighbor, suggested plenty of vegetation is in the eye of the beholder. He said they can already see traffic on Shelburne Rd. He felt a berm should be high enough to block light. He also said the situation with Sherwin Williams was different as they have only a few deliveries during the daytime. This project would have a parking lot with lots of night activity. Mr. Waite said there is also a difference in the woods behind the 2 properties and it is very obvious. R 1 DEVELOPMENT REVIEW BOARD 6 NOVEMBER 2001 PAGE 4 w Mr. Belair said it is staffs opinion that you can't use traffic from a residential district to apply to a commercial district. In the commercial district 26 VTE's are allowed. This project will generate 53. Mr. Vock said the Sherwin Williams project used residential trip generation just a few years ago. Mr. Aioli said just because you make a mistake before doesn't mean you have to continue it. Mr. Bertan asked the Board to deny the C-1/R-4 extension. He asked where this kind of thing stops and how far into a residential area commercial things can creep. The line was drawn there to keep commercial development out of the residential district. He said it also seems obvious to him that there will be a menu board put up at some time. Mr. Schmitt said he felt this is a fast food restaurant as they are sending food out in paper boxes. Pizza Hut also advertizes "10 minutes or less." He also noted that with the encroachment proposed into the R-4 district, you get more traffic. He asked for the City Attorney's opinion on this. Mr. Belair noted the Board must make a decision within 60 days. Mr. Boucher moved to continue to 18 December. Mr. Farley seconded. Motion passed unanimously. Mr. Kupferman said he would like to see a marketing plan from Pizza Hut. 10. Public Hearing: Application #CU-01-40 of Robert Griswold and Capital Enterprises seeking conditional use approval under Section 26.05, Conditional Uses, and Section 29.007, Interpretation of District Boundaries, of the South Burlington Zoning Regulations. Request is for permission to extend the CI District Boundary line fifty feet into the R4 District, 1220 Shelburne Road: Mr. Boucher moved to continue this application to 18 December. Mr. Farley seconded. Motion passed unanimously. Mr. Belair noted the City Council has indicated it is not in favor of moving the boundary toward the residential zone. Mr. Haynes noted that he can presently see the Sherwin Williams building and hear trash removal. He felt that removing any trees will add to the noise. 11. Public Hearing: Final Plat application #SD-01-53 of Burlington Properties to amend a planned unit development consisting of a 132,700 sq. ft. light manufacturing facility. The amendment consists of: 1) parking layout modification, and 2) adding an 8'x8' exterior gas storage unit, 1020 Hinesburg Road: Mr. Lavigne said they would move 3 handicapped spaces from the west side of the buffer zone to the east side to line up with the other handicapped spaces. They are being required to move the gas to outside storage (this is bottled gas and empty tanks). Mr. Belair said there is no impact from these amendments. Mr. Boucher moved to approve Final Plat application #SD-01-54 of Burlington Properties subject to the stipulations in the draft motion of 6 November 2001. Ms. Quimby seconded. Motion passed unanimously. 12. Public Hearing: Preliminary Plat application #SD-01-61 and Final Plat application #SD-01-56 of Ken Smith and James Barron for a boundary line adjustment between 45 and 49 Commerce Avenue: CITY ENGINEER'S COMMENTS FOR 11/6/2001 DEVELOPMENT REVIEW BOARD MEETING c- ' ;apital Enterprises Inc. Shelburne Road 1. Curb along the north side near Shelburne Road should have an opening so that street will drain before it enters Shelburne Road. 2. The sidewalk along the new street should be constructed one foot from the street R.O.W. line and be continuous across the entrance drives. The entrance drive curbs should not cross the sidewalk. Precourt Investment Co. - Williston Road 1. There is a drainage pipe serving a large section of Williston Road through this property, the plan must show it. 2. A silt fence should be installed down slope. K. P Smith — 49 Commerce Avenue 1. The work and landscaping within Velco and Green Mountain Power r.o.w. should be reviewed and approved by them. DRAFT FOR CLIENT REVIEW CAPITAL ENTERPRISES DEVELOPMENT South Burlington, Vermont NORTH BROOK WATERSHED ANALYSIS October 2, 2001 HEINDEL & NOYES Consulting Hydrogeologists, Engineers, and Environmental Scientists I VNHeindel and Noyes PO Box 64709 Burlington, Vermont 05406-4709 • Consulting Hydrogeologists • Engineers • Environmental Scientists 802-658-0820 Fax 802-860-1014 CAPITAL ENTERPRISES DEVELOPMENT South Burlington, Vermont NORTH BROOK WATERSHED ANALYSIS TABLE OF CONTENTS PAGE EXECUTIVESUMMARY.......................................................................................................... i SUMMARYOF FINDINGS...................................................................................................... 1 VN Heindel and Noyes • Consulting Hydrogeologists • Engineers • Environmental Scientists P.O. Box 64709 Burlington, Vermont 05406-4709 802-658-0820 Fax 802-860-1014 CAPITAL ENTERPRISES DEVELOPMENT South Burlington, Vermont NORTH BROOK WATERSHED ANALYSIS EXECUTIVE SUMMARY The proposed Capital Enterprises development is located in the North Brook watershed, within the greater Bartlett Brook watershed, and was modeled to determine the impact of the proposed development on surface water runoff within the watershed. The proposed development will occur in two stages. The front lot will be developed first as a commercial restaurant. The rear lot will be developed last as residential housing. The stormwater impact of both development projects was modeled as part of this study. The proposed stormwater management scenario was analyzed using the USDA Soil Conservation Service (now Natural Resources Conservation Service) TR-20 hydrologic model. Model results indicate that the drainage system design indicated on the site plans (dated March 2001) will not be effective in controlling runoff from the site. This storm water management design will result in the peak discharge rates from the property which cause significant increases in downstream peak discharge during large storm events. The results of this analysis will be used by Civil Engineering Associates, Inc (CEA) to design an appropriate stormwater detention system for both the front and rear sections of the property. We recommend that further stormwater detention be designed into the development project in the form of two detention ponds. One of the ponds, providing approximately 0.1 acre-feet in cumulative storage, would be located in the front lot. The pipe leaving the proposed catch basin system, adjacent to Shelburne Road, would be the input into this pond. The second pond, providing approximately 0.3 acre-feet in cumulative storage, would be located at the rear lot and would detain runoff from the rear lot only. This recommendation is merely presented as a guideline for future site design work. The final detention design, specified by CEA, will be analyzed by H&N to accurately determine the development impact on the North Brook watershed. Our analysis was performed based on specifications detailed in drawings titled Proposed Commercial/Residential Grading Plan and Proposed Commercial/Residential Site Plan dated March 2001. VNHeindel and Noyes P.O. Box 64709 Burlington, Vermont 05406-4709 • Consulting Hydrogeologists • Engineers • Environmental Scientists 802-658-0820 Fax 802-860-1014 CAPITAL ENTERPRISES DEVELOPMENT South Burlington, Vermont NORTH BROOK WATERSHED ANALYSIS SUMMARY OF FINDINGS October 2, 2001 1. Heindel & Noyes (H&N) has completed a stormwater runoff analysis of the proposed Capital Enterprises development, located on Shelburne Road, in the North Brook watershed within the greater Bartlett Brook watershed in South Burlington, Vermont. A Proposed Commercial/Residential Grading Plan and a Proposed Commercial/Residential Site Plan prepared by Civil Engineering Associates, Inc. (CEA), dated March 2001, were used to perform the analysis. 2. Stormwater runoff rates were calculated using the USDA Soil Conservation Service (now Natural Resources Conservation Service) TR-20 hydrologic model. The TR-20 data file, which includes the existing development, as well as approved but unbuilt development within the entire North Brook watershed, was modified to reflect the proposed development. 3. The design storm used in the evaluation included the 25-year, 24-hour storm event, or 4.0 inches of rainfall within a 24-hour period. This storm event represents the design standard utilized for all North Brook and Bartlett Brook evaluations performed in the past by H&N for this watershed. 4. The Capital Enterprises development project is located within the drainage area of the North Brook. Existing (pre -reconstruction) runoff from the site drains south to southwest to the North Brook via overland flow. A site location map is included in Appendix 1, page 1. CAPITAL ENTERPRISES, SOUTH BURLINGTON, VT - NORTH BROOK WATERSHED ANALYSIS 2 5. The proposed development project details the construction of one Pizza Hut restaurant with related driveways and parking on the front section of the property. The proposed development project also details the construction of an eleven unit condominium housing development with related driveways and parking on the rear section of the property. 6. The proposed stormwater drainage plan incorporates a series of six catch basins and related piping and two stormwater catchment swales in the front section. This catchment system discharges the majority of the site stormwater to the southwestern corner of the property. The current design incorporates an existing stormwater catchment Swale for the rear section. This Swale conducts the rear section stormwater to the most easterly catch basin on the front section. 7. The proposed storm water drainage plan substantially reduces the on -site storm water contributions to the North Brook from the front section of the property. The current design does not include any measures to detain stormwater runoff from the rear section of the property other than the already existing stormwater catchment Swale. The results of this analysis will be used by CEA to design an appropriate stormwater detention system for both the front and rear sections of the property which will assure that the project does not impact stormwater flows in the North Brook watershed. 8. For the proposed development, peak stormwater discharge rates have been evaluated at two locations: the Capital Enterprises property drainage to the North Brook watershed; and the point where the North Brook discharges into Lake Champlain (discharge of Reach NA). 9. TR-20 simulations have been performed to evaluate effective sizing for two suggested detention ponds. Pond #1 would receive and store runoff from the proposed catch basin system on the front section of the property. Pond #2 would receive and store runoff from the proposed development of the rear section of the property. Approximate specifications for these suggested ponds is presented in Appendix 1, page 2. These approximate specifications are to be used as a design guideline by CEA for submittal of their final stormwater detention design for the project. 10. A summary of peak discharge rates for the various scenarios evaluated is provided in Appendix 1, page 3. Table 1 presents peak discharges for the 25-year 24-hour storm event at each of the two locations of interest for pre- and post -development conditions. CAPITAL ENTERPRISES, SOUTH BURLINGTON, VT - NORTH BROOK WATERSHED ANALYSIS 3 Table 1. Peak Discharge Rates for 25-year 24-hour Storm Event Pre -Development Post -Development Post -Development Location Conditions Conditions, current Conditions, with (ifs) design detention (cfs) (cfs) Capital Enterprises 6.03 11.36 3.so Drainage to North Brook North Brook Discharge 127.5 130.7 126.9 into Lake Champlain 12. Data in Table 1 show that the current design for the proposed development would result in a considerable increase in peak flows from the Capital site to the North Brook. The proposed development also results in an earlier peak discharge from the Capital site. The earlier peak aids in reducing the final peak discharge from the North Brook to Lake Champlain. However, peak flows are still significantly increased at the final discharge point. The addition of the two suggested detention ponds on the Capital site would result in a substantial reduction of peak flow from the site, when compared to the pre-existing flows, and a slight reduction in peak flow where the North Brook discharges into Lake Champlain. Table 2. Peak Volume Flows for 25-year 24-hour Storm Event Pre -Development Post -Development Post -Development Location Conditions Conditions, current Conditions,with (ac-ft) design detention (ac-ft) (ac-ft) Capital Enterprises 0.45 1.01 0.64 Drainage to North Brook North Brook Discharge 17.04 17.28 T 16.90 into Lake Champlain - 13. Data in Table 2 show that the current design for the proposed development would cause the volumetric flow from the Capital site to increase substantially from the pre-existing conditions. This additional volumetric flow is partially attenuated during routing through the downstream part of the watershed. However, the current design for the development results in a significant increase in volumetric flow at the final discharge point of the North Brook. The addition of the two suggested detention ponds on the Capital site would result in increased post -development volume flows from the Capital site, itself. However, volume flows at the final discharge point of the North Brook would be slightly less than in the pre-existing conditions. CAPITAL ENTERPRISES, SOUTH BURLINGTON, VT - NORTH BROOK WATERSHED ANALYSIS 4 14. Based on these results, we conclude that the storm water management goals of the South Burlington Planning Commission for the Bartlett BrooklNorth Brook watershed will not be met with the currently proposed drainage system on the Capital Enterprises development site. We also conclude that the Planning Commission goals could be met utilizing the suggested stormwater detention modeled. It is recommended that the suggested stormwater detention be used as a guideline to develop an improved stormwater drainage system. This revised system should be presented to H&N for TR-20 analysis to determine its impact on the North Brook watershed. UAPROJECTS\BARTLETTBRK\CEA-CA PITAL\CEACAPITALREPORT. DOC 'USGS Ma October 12001 Name: Address: N w -* E S CEAICapital Shelburne Road South Burlington, VT = Parcel Boundaries 1000 0 1000 Feet Heindel and Noyes M Ems} Pn by I NFO�AT IONA VI S L L T 10, S—"C z Capital Enterprises South Burlington, Vermont North Brook Watershed Pond Storage Specifications (For Approximate Guidance Only) Pond #1 ui U "4.ya�qnffl, orage w' 193.0 0.00 196.0 0.10 Note: Primary discharge through a 3 x 3 square orifice, invert at 194.5 ft Secondary discharge through a 12" culvert, invert at 193.0 ft Flood elevation at 196.0 ft with maximum storage of 0.10 ac-ft Pond #2 iE PyaM-I ,fora e, 200.0 0.00 204.0 0.30 Note: Primary discharge through a 3" x 3" square orifice, invert at 202.0 ft Secondary discharge through a 12" culvert, invert at 200.0 ft Flood elevation at 204.0 ft with maximum storage of 0.30 ac-ft U:\Projects\BartiettBrk\CEACapital\Appendix1 9/24/2001 1:12 Pill Capital Enterprises South Burlington, Vermont North Brook Watershed TR-20 Summary Table " 'Pre -Development, Post -Development Cdn'ditions, -; Post -Development Conditions, .'' Conditions Current Design With Detention Cocation£r.,,,, R, w..;,Flow. cfs . ,Time, (firs) ,,; Flow (cfs ,. Time' hrs Change Flow cfs Time hrs % Chan e Capital Enterprises Drainage to North 6.03 12.11 11.38 12.00 88.7 3.36 12.15 -44.3 Brook North Brook Discharge into Lake 127.50 12.44 130.70 12.43 2.5 126.90 12.41 0.5 Champlain U:\Projects\BartlettBrk\CEACapital\Appendix1 9/24/2001 2:13 PM W Data for CEA Capital post DUP6 Page 1 TYPE II 24-HOUR RAINFALL= 4.00 IN Prepared by Heindel & Noyes 24 Sep 01 HydroCAD 5.11 001547 (c) 1986-1999 Applied Microcomputer Systems WATERSHED ROUTING ----------------------------- 52 53 51 �1 / 1J56 7Q A 14 I \ 17 IB \y y 58 24 IS 59 � 32 Oy®� 31 y IQ 29 20 21 23 y 0 39 OSUBCATCHMENT El REACH APOND I I LINK 1 � Data for CEA Capital post DUP6 Page 2 TYPE II 24-HOUR RAINFALL= 4.00 IN Prepared by Heindel & Noyes 24 Sep 01 HydroCAD 5.11 001547 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 14 N-IV PEAK= 6.57 CFS @ 12.06 HRS, VOLUME= .44 AF ACRES CN 3.20 77 SCS TR-20 METHOD TYPE II 24-HOUR RAINFALL= 4.00 IN SPAN= 10-20 HRS, dt=.1 HRS Method Comment Tc (min) CURVE NUMBER (LAG) METHOD All one 17.5 L=840' s=.03 '/' SUBCATCHMENT 15 N-I Other than Capital PEAK= 25.25 CFS @ 12.09 HRS, VOLUME= 1.79 AF ACRES CN 12.97 77 Composite CN SCS TR-20 METHOD TYPE II 24-HOUR RAINFALL= 4.00 IN SPAN= 10-20 HRS, dt=.1 HRS Method Comment Tc (min) CURVE NUMBER (LAG) METHOD All one 20.1 L=1242' s=.0426 '/' SUBCATCHMENT 16 Capital Site Pre PEAK= 6.03 CFS @ 12.11 HRS, VOLUME= .45 AF ACRES CN SCS TR-20 METHOD 4.73 69 composite CN TYPE II 24-HOUR RAINFALL= 4.00 IN SPAN= 10-20 HRS, dt=.1 HRS Method Comment Tc (mini CURVE NUMBER (LAG) METHOD All one 20.8 L=708' s=.0253 '/' SUBCATCHMENT 17 N-III PEAK= 8.41 CFS @ 11.89 HRS, VOLUME= .37 AF ACRES CN 2.00 85 SCS TR-20 METHOD TYPE II 24-HOUR RAINFALL= 4.00 IN SPAN= 10-20 HRS, dt=.1 HRS Method Comment Tc (minim CURVE NUMBER (LAG) METHOD All one 4.5 L=210' s=.03 '/' 1 � Data for CEA Capital post DUP6 Page 3 TYPE II 24-HOUR RAINFALL= 4.00 IN Prepared by Heindel & Noyes 24 Sep 01 HydroCAD 5.11 001547 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 18 IDX PEAK= 22.03 CFS @ 11.94 HRS, VOLUME= 1.19 AF ACRES CN 5.00 94 SCS TR-20 METHOD TYPE II 24-HOUR RAINFALL= 4.00 IN SPAN= 10-20 HRS, dt=.l HRS Method Comment Tc (min) CURVE NUMBER (LAG) METHOD All one 8.8 L=780' s=.03 '/' SUBCATCHMENT 20 Heritage PEAK= 21.95 CFS @ 11.94 HRS, VOLUME= 1.19 AF ACRES CN 5.00 94 SCS TR-20 METHOD TYPE II 24-HOUR RAINFALL= 4.00 IN SPAN= 10-20 HRS, dt=.1 HRS Method Comment Tc (min) CURVE NUMBER (LAG) METHOD All one 8•9 L=790' s=.03 '/' SUBCATCHMENT 21 Heritage-B PEAK= 21.95 CFS @ 11.94 HRS, VOLUME= 1.19 AF ACRES CN 5.00 94 SCS TR-20 METHOD TYPE II 24-HOUR RAINFALL= 4.00 IN SPAN= 10-20 HRS, dt=.1 HRS Method Comment Tc (minL CURVE NUMBER (LAG) METHOD All one 8•9 L=790' s=.03 '/' SUBCATCHMENT 23 Heritage-C PEAK= 21.95 CFS @ 11.94 HRS, VOLUME= 1.19 AF ACRES CN 5.00 94 SCS TR-20 METHOD TYPE II 24-HOUR RAINFALL= 4.00 IN SPAN= 10-20 HRS, dt=.1 HRS Method Comment Tc (min)_ CURVE NUMBER (LAG) METHOD All one 8•9 L=790' s=.03 '/' Data for CEA Capital post DUP6 Page 4 TYPE II 24-HOUR RAINFALL= 4.00 IN Prepared by Heindel & Noyes 24 Sep 01 HydroCAD 5 11 001547 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 29 Jeep PEAK= 29.26 CFS @ 12.00 HRS, VOLUME= 1.67 AF ACRES CN 10.00 82 SCS TR-20 METHOD TYPE II 24-HOUR RAINFALL= 4.Q0 IN SPAN= 10-20 HRS, dt=.l HRS Method Comment Tc (min) CURVE NUMBER (LAG) METHOD All one 13.2 L=720' s=.03 '/' SUBCATCHMENT 51 RO#1 PEAK= 18.72 CFS @ 11.99 HRS, VOLUME= 1.04 AF ACRES CN 6.00 83 SCS TR-20 METHOD TYPE II 24-HOUR RAINFALL= 4.00 IN SPAN= 10-20 HRS, dt=.1 HRS Method Comment Tc (min) CURVE NUMBER (LAG) METHOD All one 12.2 L=675' s=.03 '/' SUBCATCHMENT 52 Goss Dodge PEAK= 50.44 CFS @ 11.90 HRS, VOLUME= 2.37 AF ACRES CN 11.00 90 SCS TR-20 METHOD TYPE II 24-HOUR RAINFALL= 4.00 IN SPAN= 10-20 HRS, dt=.1 HRS Method Comment Tc (min) CURVE NUMBER (LAG) METHOD All one 5.9 L=375' s=.03 1/' SUBCATCHMENT 53 Magic Hat PEAK= 22.42 CFS @ 11.92 HRS, VOLUME= 1.14 AF ACRES CN 5.00 92 SCS TR-20 METHOD TYPE II 24-HOUR RAINFALL= 4.00 IN SPAN= 10-20 HRS, dt=.l HRS Method Comment Tc (min) CURVE NUMBER (LAG) METHOD All one 7.4 L=560' s=.03 '/' Data for CEA Capital post DUP6 Page 5 TYPE II 24-HOUR RAINFALL= 4.00 IN Prepared by Heindel & Noyes 24 Sep 01 HydroCAD 5.11 001547 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 59 Magic Hat PEAK= 10.27 CFS @ 11.88 HRS, VOLUME= .45 AF ACRES CN 2.00 92 SCS TR-20 METHOD TYPE II 24-HOUR RAINFALL= 4.00 IN SPAN= 10-20 HRS, dt=.1 HRS Method Comment Tc (min) CURVE NUMBER (LAG) METHOD All one 3.9 L=250' s=.03 '/' SUBCATCHMENT 61 RO to Upper IDX Pond PEAK= 22.92 CFS Q 12.14 HRS, VOLUME= 1.81 AF ACRES CN SCS TR-20 METHOD 15.00 74 TYPE II 24-HOUR RAINFALL= 4.00 IN SPAN= 10-20 HRS, dt=.1 HRS Method Comment Tc (min) CURVE NUMBER (LAG) METHOD All one 24.1 L=1125' s=.03 '/' 1 ) Data for CEA Capital post DUP6 Page 6 TYPE II 24-HOUR RAINFALL= 4.00 IN Prepared by Heindel & Noyes 24 Sep 01 HydroCAD 5.11 001547 (c) 1986-1999 Applied Microcomputer Systems REACH 24 Rt. 7 Qin = 28.07 CFS @ 10.10 HRS, VOLUME= 2.74 AF Qout= 22.42 CFS @ 10.22 HRS, VOLUME= 2.75 AF, ATTEN= 2096, LAG= 7.1 MIN DEPTH END AREA DISCH (FT) (SO -FT) (CFS) 0.00 0.00 0.00 .20 1.00 3.34 .40 2.00 10.13 .60 3.00 19.04 .86 4.30 32.87 1.20 6.00 53.71 1.60 8.00 81.02 2.00 10.00 110.44 REACH 31 5' x 2' CHANNEL n= .025 LENGTH= 1125 FT SLOPE= .03 FT/FT NY, STOR-IND+TRANS METHOD PEAK DEPTH= .67 FT PEAK VELOCITY= 6.8 FPS TRAVEL TIME = 2.8 MIN SPAN= 10-20 HRS, dt=.1 HRS Qin = 150.3 CFS @ 11.97 HRS, VOLUME= 12.24 AF Qout= 146.2 CFS @ 12.00 HRS, VOLUME= 12.22 AF, ATTEN= 3%, LAG= 1.6 MIN DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) 0.00 0.00 0.00 .25 1.25 5.21 .50 2.50 15.61 .75 3.75 29.08 1.08 5.38 49.73 1.50 7.50 80.39 2.00 10.00 120.05 2.50 12.50 162.32 REACH 32 5' x 2.5' CHANNEL n= .023 LENGTH= 750 FT SLOPE= .03 FT/FT NG STOR-IND+TRANS METHOD PEAK DEPTH= 2.36 FT PEAK VELOCITY= 12.8 FPS TRAVEL TIME = 1.0 MIN SPAN= 10-20 HRS, dt=.1 HRS Qin = 146.2 CFS @ 12.00 HRS, VOLUME= 12.22 AF Qout= 133.0 CFS @ 12.08 HRS, VOLUME= 12.19 AF, ATTEN= 9%, LAG= 4.7 MIN DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) 0.00 0.00 0.00 .30 1.77 7.37 .60 4.09 25.22 .90 6.95 53.58 1.29 11.49 107.71 1.80 18.82 211.59 2.40 29.45 388.44 3.00 42.27 632.18 5' x 3' CHANNEL SIDE SLOPE= .33 n= .025 LENGTH= 1500 FT SLOPE= .03 FT/FT STOR-IND+TRANS METHOD PEAK DEPTH= 1.44 FT PEAK VELOCITY= 10.1 FPS TRAVEL TIME = 2.5 MIN SPAN= 10-20 HRS, dt=.1 HRS Data for CEA Capital post DUP6 Page 7 TYPE II 24-HOUR RAINFALL= 4.00 IN Prepared by Heindel & Noyes 24 Sep 01 HydroCAD 5.11 001547 (c) 1986-1999 Applied Microcomputer Systems REACH 39 Reach NA Qin = 128.6 CFS @ 12.40 HRS, VOLUME= 17.06 AF Qout= 127.5 CFS @ 12.44 HRS, VOLUME= 17.04 AF, ATTEN= 1%, LAG= 2.3 MIN DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) 0.00 0.00 0.00 .40 4.48 18.98 .80 9.94 63.21 1.20 16.36 130.74 1.72 26.16 254.85 2.40 41.45 484.10 3.20 63.03 861.08 4.00 88.48 1366.65 REACH 56 10' x 4' CHANNEL SIDE SLOPE= .33 n= .025 LENGTH= 625 FT SLOPE= .02 FT/FT NJ: Wetlands STOR-IND+TRANS METHOD PEAK DEPTH= 1.18 FT PEAK VELOCITY= 8.0 FPS TRAVEL TIME = 1.3 MIN SPAN= 10-20 HRS, dt=.l HRS Qin = 87.26 CFS @ 11.92 HRS, VOLUME= 4.55 AF Qout= 73.05 CFS @ 12.06 HRS, VOLUME= 4.52 AF, ATTEN= 16%, LAG= 8.9 MIN DEPTH END AREA DISCH (FT) (SQ-FT) (CFS)_ 0.00 0.00 0.00 .05 2.58 3.40 .10 5.33 10.92 .15 8.25 21.76 .22 12.29 40.36 .30 18.00 72.05 .40 25.33 119.85 .50 33.33 179.12 REACH 58 50' x .5' CHANNEL SIDE SLOPE= .03 n= .026 LENGTH= 1180 FT SLOPE= .03 FT/FT Reach NE STOR-IND+TRANS METHOD PEAK DEPTH= .31 FT PEAK VELOCITY= 4.1 FPS TRAVEL TIME = 4.8 MIN SPAN= 10-20 HRS, dt=.1 HRS Qin = 71.64 CFS @ 12.10 HRS, VOLUME= 4.52 AF Qout= 70.55 CFS @ 12.11 HRS, VOLUME= 4.52 AF, ATTEN= 2%, LAG= 5 MIN DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) 0.00 0.00 0.00 .40 4.48 16.61 .80 9.94 55.29 1.20 16.36 114.38 1.72 26.16 222.95 2.40 41.45 423.50 3.20 63.03 753.29 4.00 88.48 1195.57 10' x 4' CHANNEL SIDE SLOPE= .33 n= .035 LENGTH= 150 FT SLOPE= .03 FT/FT STOR-IND+TRANS METHOD PEAK DEPTH= .91 FT PEAK VELOCITY= 6.1 FPS TRAVEL TIME _ .4 MIN SPAN= 10-20 HRS, dt=.1 HRS I i Data for CEA Capital post DUP6 Page 8 TYPE II 24-HOUR RAINFALL= 4.00 IN Prepared by Heindel & Noyes 24 Sep 01 HydroCAD 5.11 001547 (c) 1986-1999 Applied Microcomputer Systems POND 7 Pond 24/NJ Qin = 73.05 CFS @ 12.06 HRS, VOLUME= 4.52 AF Qout= 71.64 CFS @ 12.10 HRS, VOLUME= 4.52 AF, ATTEN= 2%, LAG= 2.0 MIN ELEVATION AREA INC.STOR CUM.STOR (FT) (SF) (CF) (CF) _ 127.0 120 0 0 127.5 210 83 83 128.0 300 128 210 128.5 390 173 383 129.0 480 218 600 129.5 570 263 863 130.0 630 300 1163 130.5 720 338 1500 131.0 810 383 1883 131.5 900 428 2310 STOR-IND METHOD PEAK STORAGE = 5158 CF PEAK ELEVATION= 134.8 FT FLOOD ELEVATION= 131.5 FT START ELEVATION= 127.0 FT SPAN= 10-20 HRS, dt=.1 HRS Tdet= .8 MIN (4.52 AF) $# ROUTE INVERT OUTLET DEVICES 1 P 127.0' 30" CULVERT n=.023 L=40' S=.031/' Ke=.1 Cc=.9 Cd=.82 POND 12 Upper IDX Pond Qin = 22.92 CFS @ 12.14 HRS, VOLUME= 1.81 AF Qout= 24.10 CFS @ 10.00 HRS, VOLUME= 2.77 AF, ATTEN= 0%, LAG= 0.0 MIN ELEVATION AREA INC.STOR CUM.STOR (FT) (SF) (CF) (CF) 155.0 5000 0 0 167.0 20366 152196 152196 STOR-IND METHOD PEAK STORAGE = 66887 CF PEAK ELEVATION= 160.3 FT FLOOD ELEVATION= 167.0 FT START ELEVATION= 161.0 FT SPAN= 10-20 HRS, dt=.1 HRS Tdet= 173.6 MIN (1.02 AF) u ROUTE INVERT OUTLET DEVICES -- 1 P 157.0' 24" CULVERT n=.023 L=50' S=.031/' Ke=.1 Cc=.9 Cd=.82 Data for CEA Capital post DUP6 Page 9 TYPE II 24-HOUR RAINFALL= 4.00 IN Prepared by Heindel & Noyes 24 Sep 01 HydroCAD 5.11 001547 (c) 1986-1999 Applied Microcomputer Systems POND 13 Lower IDX Pond Qin = 24.10 CFS @ 10.00 HRS, VOLUME= 2.77 AF Qout= 28.07 CFS @ 10.10 HRS, VOLUME= 2.74 AF, ATTEN= 0%, LAG= 6.0 MIN ELEVATION AREA INC.STOR CUM.STOR (FT) (SF) (CF) (CF) 145.0 192 0 0 145.6 298 147 147 146.1 428 182 328 146.7 582 303 631 147.2 758 335 966 147.8 958 515 1481 148.3 1182 535 2016 148.9 1429 783 2800 149.5 1699 938 3738 150.1 1992 1107 4845 150.7 2309 1290 6136 STOR-IND METHOD PEAK STORAGE = 3622 CF PEAK ELEVATION= 149.4 FT FLOOD ELEVATION= 150.7 FT START ELEVATION= 145.5 FT SPAN= 10-20 HRS, dt=.1 HRS Tdet= 8.4 MIN (2.74 AF) ROUTE INVERT OUTLET DEVICES 1 P 147.5' 42" CULVERT n=.013 L=20' S=.031/' Ke=.1 Cc=.9 Cd=.82 POND 34 RR Tracks Qin = 204.5 CFS @ 12.09 HRS, VOLUME= 17.17 AF Qout= 202.9 CFS @ 12.10 HRS, VOLUME= 17.15 AF, ATTEN= 1%, LAG= .7 MIN ELEVATION AREA INC.STOR CUM.STOR (FT) (SF) (CF) (CF) _ 120.0 600 0 0 120.4 723 265 265 120.8 858 316 581 121.2 1005 373 953 121.6 1162 433 1387 122.0 1332 499 1886 122.4 1513 569 2455 STOR-IND METHOD PEAK STORAGE = 9271 CF PEAK ELEVATION= 127.2 FT FLOOD ELEVATION= 122.4 FT START ELEVATION= 120.0 FT SPAN= 10-20 HRS, dt=.1 HRS Tdet= 1 MIN (16.98 AF) ROUTE INVERT OUTLET DEVICES - 1 P 120.0' 48" CULVERT n=.023 L=60' S=.03'/' Ke=.1 Cc=.9 Cd=.82 ) Data for CEA Capital post DUP6 Page 10 TYPE II 24-HOUR RAINFALL= 4.00 IN Prepared by Heindel & Noyes 24 Sep 01 HydroCAD 5.11 001547 (c) 1986-1999 Applied Microcomputer Systems POND 35 Qin = 202.9 CFS @ 12.10 HRS, VOLUME= 17.15 AF Qout= 202.0 CFS @ 12.10 HRS, VOLUME= 17.15 AF, ATTEN= 0%, LAG= .3 MIN ELEVATION AREA INC.STOR CUM.STOR (FT) (SF) (CF) (CF) 122.0 300 0 0 122.3 366 100 100 122.6 438 121 220 122.9 516 143 364 123.2 601 168 531 123.5 693 194 725 123.8 791 223 948 124.1 895 253 1201 125.0 1248 964 2165 125.6 1498 624 2989 128.0 3000 5398 8387 STOR-IND METHOD PEAK STORAGE = 3118 CF PEAK ELEVATION= 125.7 FT FLOOD ELEVATION= 128.0 FT START ELEVATION= 122.0 FT SPAN= 10-20 HRS, dt=.l HRS Tdet= .2 MIN (17.15 AF) # ROUTE INVERT OUTLET DEVICES 1 P 122.0' 8' x 4' CULVERT n=.013 L=8' 5=.071/' Ke=.1 Cc=.9 Cd=.62 POND 36 Qin = 202.0 CFS @ 12.10 HRS, VOLUME= 17.15 AF Qout= 184.0 CFS @ 12.17 HRS, VOLUME= 17.13 AF, ATTEN= 9%, LAG= 4.2 MIN ELEVATION AREA INC.STOR CUM.STOR (FT) (SF) (CF) (CF) 120.0 1125 0 0 120.3 1249 356 356 120.6 1379 394 750 120.9 1516 434 1185 121.2 1660 476 1661 121.5 1810 520 2181 123.0 2656 3350 5531 124.5 4000 4992 10523 126.0 6000 7500 18023 127.5 8000 10500 28523 129.0 10000 13500 42023 STOR-IND METHOD PEAK STORAGE = 31411 CF PEAK ELEVATION= 127.8 FT FLOOD ELEVATION= 129.0 FT START ELEVATION= 120.0 FT SPAN= 10-20 HRS, dt=.1 HRS Tdet= 2.1 MIN (16.96 AF) _ROUTE INVERT OUTLET DEVICES 1 P 120.0' 48" CULVERT n=.013 L=65' 5=.0131/' Ke=.l Cc=.9 Cd=.82 Data for CEA Capital post DUP6 Page 11 TYPE II 24-HOUR RAINFALL= 4.00 IN Prepared by Heindel & Noyes 24 Sep 01 HydroCAD 5 11 001547 (c) 1986-1999 Applied Microcomputer Systems POND 37 i;co Qin = 184.0 CFS @ 12.17 HRS, VOLUME= 17.13 AF Qout= 175.8 CFS @ 12.23 HRS, VOLUME= 17.13 AF, ATTEN= 4%, LAG= 3.5 MIN ELEVATION AREA INC.STOR CUM.STOR (FT) (SF) (CF) (CF) 115.0 150 0 0 115.3 197 52 52 115.6 251 67 119 116.5 915 525 644 118.0 2000 2186 2830 119.5 4000 4500 7330 121.0 6000 7500 14830 122.5 8000 10500 25330 STOR-IND METHOD PEAK STORAGE = 23653 CF PEAK ELEVATION= 122.3 FT FLOOD ELEVATION= 122.5 FT START ELEVATION= 115.0 FT SPAN= 10-20 HRS, dt=.1 HRS Tdet= 1.3 MIN (16.96 AF) # ROUTE INVERT OUTLET DEVICES 1 P 115.0' 48" CULVERT n=.013 L=8' 5=.021/' Ke=.1 Cc=.9 Cd=.82 POND 38 E`su Qin = 175.8 CFS Q 12.23 HRS, VOLUME= 17.13 AF Qout= 128.6 CFS @ 12.40 HRS, VOLUME= 17.06 AF, ATTEN= 27%, LAG= 10.3 MIN ELEVATION AREA INC.STOR CUM.STOR (FT) (SF) (CF) (CF) 117.0 3750 0 0 118.0 4521 4136 4136 119.0 5364 4943 9078 120.0 6279 5822 14900 121.0 8324 7302 22201 122.0 10000 9162 31363 123.0 12000 11000 42363 124.0 14000 13000 55363 125.0 16000 15000 70363 126.0 18000 17000 87363 STOR-IND METHOD PEAK STORAGE = 99101 CF PEAK ELEVATION= 126.7 FT FLOOD ELEVATION= 126.0 FT START ELEVATION= 117.0 FT SPAN= 10-20 HRS, dt=.1 HRS Tdet= 8.5 MIN (16.89 AF) # ROUTE INVERT OUTLET DEVICES -- 1 P 117.0' 36" CULVERT n=.013 L=50' 5=.0161/' Ke=.l Cc=.9 Cd=.82 Data for CEA Capital post DUP1 Page 1 TYPE II 24-HOUR RAINFALL= 4.00 IN Prepared by Heindel & Noyes 14 Sep 01 HydroCAD 5.11 001547 (c) 1986-1999 Applied Microcomputer Systems WATERSHED ROUTING OSUBCATCHMENT ❑ REACH OI O y y ,5 4O—)aCl��❑� a ,0 23 APOND a LINK Data for CEA Capital post DUP1 Page 2 TYPE II 24-HOUR RAINFALL= 4.00 IN Prepared by Heindel & Noyes 14 Sep 01 HydroCAD 5.11 001547 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 2 Sub 2 Front Lot PEAK= .11 CFS @ 11.91 HRS, VOLUME= .01 AF SQ-FT CN 3791.00 61 Grass SCS TR-20 METHOD TYPE II 24-HOUR RAINFALL= 4.00 IN SPAN= 10-20 HRS, dt=.l HRS Method Comment Tc (min) CURVE NUMBER (LAG) METHOD All in one 4.6 L=75' s=.022 '/' SUBCATCHMENT 3 Sub 3 Front Lot PEAK= .81 CFS @ 11.86 HRS, VOLUME= .04 AF SO -FT CN SCS TR-20 METHOD 5985.00 98 Pavement TYPE II 24-HOUR 1051.00 61 Grass RAINFALL= 4.00 IN 7036.00 92 SPAN= 10-20 HRS, dt=.1 HRS Method Comment Tc (min) CURVE NUMBER (LAG) METHOD All in one 2.0 L=90' s=.022 '/' SUBCATCHMENT 4 Sub 4 Front Lot PEAK= 1.96 CFS @ 11.89 HRS, VOLUME= .09 AF SQ-FT CN 13800.00 98 Pavement 2925.00 61 Grass 16725.00 92 SCS TR-20 METHOD TYPE II 24-HOUR RAINFALL= 4.00 IN SPAN= 10-20 HRS, dt=.1 HRS Method Comment Tr- (min)_ CURVE NUMBER (LAG) METHOD All in one 4.2 L=231' s=.023 '/' SUBCATCHMENT 5 Sub 5 Front Lot PEAK= 2.37 CFS @ 11.88 HRS, VOLUME= .11 AF SQ-FT CN__ 17831.00 98 Pavement 831.00 61 Grass 18662.00 96 SCS TR-20 METHOD TYPE II 24-HOUR RAINFALL= 4.00 IN SPAN= 10-20 HRS, dt=.1 HRS Method Comment Tr (min) CURVE NUMBER (LAG) METHOD All in one 3.3 L=216' s=.023 '/' Data for CEA Capital post DUP1 Page 3 TYPE II 24-HOUR RAINFALL= 4.00 IN Prepared by Heindel & Noyes 14 Sep 01 HydroCAD 5.11 001547 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 6 Sub 6 Front Lot PEAK= .20 CFS @ 11.90 HRS, VOLUME= .01 AF S -FT CN 6555.00 61 Grass SCS TR-20 METHOD TYPE II 24-HOUR RAINFALL= 4.00 IN SPAN= 10-20 HRS, dt=.l HRS Method Comment Tr (min) CURVE NUMBER (LAG) METHOD All in one 3.0 L=75' s=.051 '/' SUBCATCHMENT 7 Sub 7 front Lot PEAK= .09 CFS @ 11.92 HRS, VOLUME= 0.00 AF SQ-FT CN SCS TR-20 METHOD 3343.00 61 Grass TYPE II 24-HOUR RAINFALL= 4.00 IN SPAN= 10-20 HRS, dt=.1 HRS Method Comment Tr (min) CURVE NUMBER (LAG) METHOD All in one 5.4 L=114' s=.031 '/' SUBCATCHMENT 8 Sub 8 Front Lot PEAK= .19 CFS @ 11.89 HRS, VOLUME= .01 AF SQ-FT CN 5998.00 61 Grass/Pond SCS TR-20 METHOD TYPE II 24-HOUR RAINFALL= 4.00 IN SPAN= 10-20 HRS, dt=.1 HRS Method Comment Tr- (min)_ CURVE NUMBER (LAG) METHOD All in one 2.5 L=78' s=.079 '/' SUBCATCHMENT 9 Sub 9 Back Lot PEAK= .28 CFS @ 11.93 HRS, VOLUME= .01 AF SQ-FT CN 8086.00 61 Grass 707.00 98 Buildings 8793.00 64 SCS TR-20 METHOD TYPE II 24-HOUR RAINFALL= 4.00 IN SPAN= 10-20 HRS, dt=.l HRS Method Comment Tc (mini CURVE NUMBER (LAG) METHOD All in one 6.3 L=160' s=.033 '/' Data for CEA Capital post DUP1 Page 4 TYPE II 24-HOUR RAINFALL= 4.00 IN Prepared by Heindel & Noyes 14 Sep 01 HydroCAD 5.11 001547 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 10 Sub 10 Back Lot PEAK= 5.28 CFS @ 11.98 HRS, VOLUME= .29 AF SQ-FT CN 10304.00 61 37712.00 74 29002.00 98 77018.00 81 Grass Grass Buildings/Pavement SCS TR-20 METHOD TYPE II 24-HOUR RAINFALL= 4.00 IN SPAN= 10-20 HRS, dt=.1 HRS Method Comment Tc (min) CURVE NUMBER (LAG) METHOD All in one 10.9 L=496' s=.026 '/' SUBCATCHMENT 11 Sub 11 Back lot PEAK= 1.72 CFS @ 12.02 HRS, VOLUME= .10 AF SO -FT CN 20504.00 74 30335.00 61 2061.00 98 52900.00 67 Grass Grass Pavement Buildings SCS TR-20 METHOD TYPE II 24-HOUR RAINFALL= 4.00 IN SPAN= 10-20 HRS, dt=.1 HRS Method Comment Tc (min) CURVE NUMBER (LAG) METHOD all in one 13.5 L=404' s=.027 '/' SUBCATCHMENT 12 North of Site PEAK= 5.76 CFS @ 11.90 HRS, VOLUME= .27 AF SQ-FT CN SCS TR-20 METHOD 38159.00 98 Paved TYPE II 24-HOUR 25439.00 65 Woods/Grass RAINFALL= 4.00 IN 63598.00 85 SPAN= 10-20 HRS, dt=.1 HRS Method Comment Tc (min) CURVE NUMBER (LAG) METHOD All in one 6.0 L=280' s=.0267 '/' 1 ' Data for CEA Capital post DUP1 Page 5 TYPE II 24-HOUR RAINFALL= 4.00 IN Prepared by Heindel & Noyes 14 Sep 01 HydroCAD 5.11 001547 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 13 NE of Site PEAK= .96 CFS @ 12.14 HRS, VOLUME= .08 AF _ SQ-FT CN 19602.00 76 Woods/Grass 29969.00 43 Woods/Grass 7493.00 98 Paved 57064.00 62 SCS TR-20 METHOD TYPE II 24-HOUR RAINFALL= 4.00 IN SPAN= 10-20 HRS, dt=.1 HRS Method Comment Tc (min) CURVE NUMBER (LAG) METHOD All in one 22.5 L=390' s=.012 '/' SUBCATCHMENT 14 N-IV PEAK= 6.57 CFS @ 12.06 HRS, VOLUME= .44 AF ACRES CN 3.20 77 SCS TR-20 METHOD TYPE II 24-HOUR RAINFALL= 4.00 IN SPAN= 10-20 HRS, dt=.l HRS Method Comment Tc (min) CURVE NUMBER (LAG) METHOD All one 17.5 L=840' s=.03 '/' SUBCATCHMENT 15 N-I Sub Area south of Capital PEAK= 27.63 CFS @ 11.97 HRS, VOLUME= 1.47 AF ACRES CN 10.20 78 SCS TR-20 METHOD TYPE II 24-HOUR RAINFALL= 4.00 IN SPAN= 10-20 HRS, dt=.l HRS Method Comment Tc (min) CURVE NUMBER (LAG) METHOD All one 9.4 L=552' s=.0495 '/' SUBCATCHMENT 17 N-III PEAK= 8.41 CFS @ 11.89 HRS, VOLUME= .37 AF ACRES CN 2.00 85 SCS TR-20 METHOD TYPE II 24-HOUR RAINFALL= 4.00 IN SPAN= 10-20 HRS, dt=.l HRS Method Comment Tc (min) CURVE NUMBER (LAG) METHOD All one 4.5 L=210' s=.03 '/' 1 � Data for CEA Capital post DUP1 Page 6 TYPE II 24-HOUR RAINFALL= 4.00 IN Prepared by Heindel & Noyes 14 Sep 01 HydroCAD 5 11 001547 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 18 IDX PEAK= 22.03 CFS @ 11.94 HRS, VOLUME= 1.19 AF ACRES CN 5.00 94 SCS TR-20 METHOD TYPE II 24-HOUR RAINFALL= 4.00 IN SPAN= 10-20 HRS, dt=.1 HRS Method Comment Tc (min) CURVE NUMBER (LAG) METHOD All one 8.8 L=780' s=.03 '/' SUBCATCHMENT 20 Heritage PEAK= 21.95 CFS @ 11.94 HRS, VOLUME= 1.19 AF ACRES CN 5.00 94 SCS TR-20 METHOD TYPE II 24-HOUR RAINFALL= 4.00 IN SPAN= 10-20 HRS, dt=.l HRS Method Comment Tc (min) CURVE NUMBER (LAG) METHOD All one 8.9 L=790' s=.03 '/' SUBCATCHMENT 21 Heritage-B PEAK= 21.95 CFS @ 11.94 HRS, VOLUME= 1.19 AF ACRES CN 5.00 94 SCS TR-20 METHOD TYPE II 24-HOUR RAINFALL= 4.00 IN SPAN= 10-20 HRS, dt=.l HRS Method Comment Tc (min) CURVE NUMBER (LAG) METHOD All one 8.9 L=790' s=.03 '/' SUBCATCHMENT 23 Heritage-C PEAK= 21.95 CFS @ 11.94 HRS, VOLUME= 1.19 AF ACRES CN 5.00 94 SCS TR-20 METHOD TYPE II 24-HOUR RAINFALL= 4.00 IN SPAN= 10-20 HRS, dt=.l HRS Method Comment Tc (min) CURVE NUMBER (LAG) METHOD All one 8.9 L=790' s=.03 '/' Data for CEA Capital post DUP1 Page 7 TYPE II 24-HOUR RAINFALL= 4.00 IN Prepared by Heindel & Noyes 14 Sep 01 HydroCAD 5 11 001547 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 29 Jeep PEAK= 29.26 CFS @ 12.00 HRS, VOLUME= 1.67 AF ACRES CN 10.00 82 SCS TR-20 METHOD TYPE II 24-HOUR RAINFALL= 4.00 IN SPAN= 10-20 HRS, dt=.1 HRS Method Comment Tc (min) CURVE NUMBER (LAG) METHOD All one 13.2 L=720' s=.03 '/' SUBCATCHMENT 51 RO#1 PEAK= 18.72 CFS @ 11.99 HRS, VOLUME= 1.04 AF ACRES CN 6.00 83 SCS TR-20 METHOD TYPE II 24-HOUR RAINFALL= 4.00 IN SPAN= 10-20 HRS, dt=.l HRS Method Comment Tc (min) CURVE NUMBER (LAG) METHOD All one 12.2 L=675' s=.03 '/' SUBCATCHMENT 52 Goss Dodge PEAK= 50.44 CFS @ 11.90 HRS, VOLUME= 2.37 AF ACRES CN 11.00 90 SCS TR-20 METHOD TYPE II 24-HOUR RAINFALL= 4.00 IN SPAN= 10-20 HRS, dt=.l HRS Method Comment Tc (min)_ CURVE NUMBER (LAG) METHOD All one 5•9 L=375' s=.03 '/' SUBCATCHMENT 53 Magic Hat PEAK= 22.42 CFS Q 11.92 HRS, VOLUME= 1.14 AF ACRES CN 5.00 92 SCS TR-20 METHOD TYPE II 24-HOUR RAINFALL= 4.00 IN SPAN= 10-20 HRS, dt=.l HRS Method Comment Tc (min) CURVE NUMBER (LAG) METHOD All one 7.4 L=560' s=.03 '/' 1 Data for CEA Capital post DUP1 Page 8 TYPE II 24-HOUR RAINFALL= 4.00 IN Prepared by Heindel & Noyes 14 Sep 01 HydroCAD 5.11 001547 (c) 1986-1999 Applied Microcomputer Systems_ SUBCATCHMENT 59 Magic Hat PEAK= 10.27 CFS @ 11.88 HRS, VOLUME= .45 AF ACRES CN 2.00 92 SCS TR-20 METHOD TYPE II 24-HOUR RAINFALL= 4.00 IN SPAN= 10-20 HRS, dt=.l HRS Method Comment Tc (min) CURVE NUMBER (LAG) METHOD All one 3.9 L=250' s=.03 '/' SUBCATCHMENT 61 RO to Upper IDX Pond PEAK= 22.92 CFS Q 12.14 HRS, VOLUME= 1.81 AF ACRES CN SCS TR-20 METHOD 15.00 74 TYPE II 24-HOUR RAINFALL= 4.00 IN SPAN= 10-20 HRS, dt=.1 HRS Method Comment Tc (min) CURVE NUMBER (LAG) METHOD All one 24.1 L=1125' s=.03 '/' 1 � Data for CEA Capital post DUP1 Page 9 TYPE II 24-HOUR RAINFALL= 4.00 IN Prepared by Heindel & Noyes 14 Sep 01 HydroCAD 5.11 001547 (c) 1986-1999 Applied Microcomputer Systems REACH 1 Reach 1 Qin = 6.04 CFS @ 11.91 HRS, VOLUME= .29 AF Qout= 5.15 CFS @ 11.97 HRS, VOLUME= .29 AF, ATTEN= 15%, LAG= 3.7 MIN DEPTH END AREA DISCH (FT) (SO -FT) (CFS) 0.00 0.00 0.00 .20 .72 1.56 .40 1.68 5.38 .60 2.89 11.52 .86 4.82 23.38 1.20 7.96 46.36 1.60 12.56 85.82 2.00 18.12 140.58 3' x 2' CHANNEL SIDE SLOPE= .33 n= .026 LENGTH= 360 FT SLOPE= .0153 FT/FT STOR-IND+TRANS METHOD PEAK DEPTH= .40 FT PEAK VELOCITY= 3.2 FPS TRAVEL TIME = 1.9 MIN SPAN= 10-20 HRS, dt=.1 HRS REACH 2 Pipe CB1 to CB2 Qin = 5.15 CFS @ 11.97 HRS, VOLUME= .29 AF Qout= 5.13 CFS @ 11.97 HRS, VOLUME= .29 AF, ATTEN= 0%, LAG= DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) 0.00 0.00 0.00 .10 .04 .10 .20 .11 .43 .30 .20 .97 .70 .59 4.14 .80 .67 4.83 .90 .74 5.27 .94 .77 5.32 .97 .78 5.27 1.00 .79 4.95 REACH 3 12" PIPE n= .01 LENGTH= 35 FT SLOPE= .0114 FT/FT Pipe CB2 to CB3 Qin = 5.21 CFS @ 11.97 HRS, VOLUME= Qout= 5.19 CFS @ 11.97 HRS, VOLUME= DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) 0.00 0.00 0.00 .13 .06 .18 .25 .17 .74 .38 .31 1.64 .88 .92 7.03 1.00 1.05 8.21 1.13 1.16 8.95 1.18 1.20 9.03 1.21 1.22 8.95 1.25 1.23 8.40 15" PIPE n= .01 LENGTH= 80 FT SLOPE= .01 FT/FT 1 MIN STOR-IND+TRANS METHOD PEAK DEPTH= .64 FT PEAK VELOCITY= 7.1 FPS TRAVEL TIME _ .1 MIN SPAN= 10-20 HRS, dt=.1 HRS 29 AF 29 AF, ATTEN= 0%, LAG= .3 MIN STOR-IND+TRANS METHOD PEAK DEPTH= .70 FT PEAK VELOCITY= 7.3 FPS TRAVEL TIME _ .2 MIN SPAN= 10-20 HRS, dt=.l HRS Data for CEA Capital post DUP1 Page 10 TYPE II 24-HOUR RAINFALL= 4.00 IN 14 Sep 01 Prepared by Heindel & Noyes H droCAD 5.11 001547 c 1986-1999 A lied Microcomputer Systems REACH 4 Pipe CB3 to CB4 Qin = 5.51 CFS @ 11.95 HRS, VOLUME= .33 AF Qout= 5.48 CFS @ 11.96 HRS, VOLUME= .33 AF, ATTEN= 1%, LAG= DEPTH END AREA DISCH (FT) (SQ-FT) (CFS)_ 0.00 0.00 0.00 .13 .06 .18 .25 .17 .75 .38 .31 1.67 .88 .92 7.14 1.00 1.05 8.33 1.13 1.16 9.08 1.18 1.20 9.17 1.21 1.22 9.08 1.25 1.23 8.52 REACH 5 15" PIPE n= .01 LENGTH= 145 FT SLOPE= .0103 FT/FT Pipe CB4 to Out 8 MIN STOR-IND+TRANS METHOD PEAK DEPTH= .71 FT PEAK VELOCITY= 7.4 FPS TRAVEL TIME = .3 MIN SPAN= 10-20 HRS, dt=.1 HRS Qin = 13.37 CFS @ 11.95 HRS, VOLUME= .90 AF Qout= 9.39 CFS @ 12.00 HRS, VOLUME= .90 AF, ATTEN= 30%, LAG= DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) 0.00 0.00 0.00 .13 .06 .20 .25 .17 .82 .38 .31 1.84 .88 .92 7.86 1.00 1.05 9.18 1.13 1.16 10.01 1.18 1.20 10.10 1.21 1.22 10.01 1.25 1.23 9.39 15" PIPE n= .01 LENGTH= 40 FT SLOPE= .0125 FT/FT 3.2 MIN STOR-IND+TRANS METHOD PEAK DEPTH= 1.25 FT PEAK VELOCITY= 8.5 FPS TRAVEL TIME = .1 MIN SPAN= 10-20 HRS, dt=.l HRS REACH 6 Pipe CB5 to CB4 Qin = 6.49 CFS @ 11.96 HRS, VOLUME= .48 AF Qout= 6.48 CFS @ 11.98 HRS, VOLUME= .48 AF, ATTEN= 0%, LAG= DEPTH END AREA DISCH (FT) (SO -FT) (CFS)_ 0.00 0.00 0.00 .13 .06 .15 .25 .17 .65 .38 .31 1.45 .88 .92 6.21 1.00 1.05 7.25 1.13 1.16 7.90 1.18 1.20 7.98 1.21 1.22 7.90 1.25 1.23 7.42 15" PIPE n= .01 LENGTH= 193 FT SLOPE= .0078 FT/FT 1.4 MIN STOR-IND+TRANS METHOD PEAK DEPTH= .91 FT PEAK VELOCITY= 6.8 FPS TRAVEL TIME = 5 MIN SPAN= 10-20 HRS, dt=.1 HRS E i Data for CEA Capital post DUP1 Page 11 TYPE II 24-HOUR RAINFALL= 4.00 IN Prepared by Heindel & Noyes 14 Sep 01 HydroCAD 5.11 001547 (c) 1986-1999 Applied Microcomputer Systems REACH 7 Pipe CB6 to CB5 Qin = 5.72 CFS @ 12.00 HRS, VOLUME= .38 AF Qout= 5.62 CFS @ 12.01 HRS, VOLUME= .38 AF, ATTEN= 2%, LAG= 5 MIN DEPTH END AREA DISCH (FT) (SO -FT) (CFS)_ 0.00 0.00 0.00 .13 .06 .15 .25 .17 .63 .38 .31 1.41 .88 .92 6.05 1.00 1.05 7.06 1.13 1.16 7.70 1.18 1.20 7.77 1.21 1.22 7.70 1.25 1.23 7.22 REACH 8 15" PIPE n= .01 LENGTH= 135 FT SLOPE= .0074 FT/FT Reach 8 STOR-IND+TRANS METHOD PEAK DEPTH= .84 FT PEAK VELOCITY= 6.5 FPS TRAVEL TIME _ .3 MIN SPAN= 10-20 HRS, dt=.1 HRS Qin = .20 CFS @ 11.90 HRS, VOLUME= .01 AF Qout= .18 CFS @ 11.91 HRS, VOLUME= .01 AF, ATTEN= 13%, LAG= 1.0 MIN DEPTH END AREA DISCH (FT) (SO -FT) (CFS) 0.00 0.00 0.00 .20 .72 2.30 .40 1.68 7.93 .60 2.89 17.00 .86 4.82 34.49 1.20 7.96 68.39 1.60 12.56 126.61 2.00 18.12 207.40 3' x 2' CHANNEL SIDE SLOPE= .33 n= .026 LENGTH= 135 FT SLOPE= .0333 FT/FT STOR-IND+TRANS METHOD PEAK DEPTH= .02 FT PEAK VELOCITY= 3.2 FPS TRAVEL TIME _ .7 MIN SPAN= 10-20 HRS, dt=.1 HRS REACH 9 Existing Swale Qin = 5.83 CFS @ 11.99 HRS, VOLUME= .37 AF Qout= 5.66 CFS @ 12.00 HRS, VOLUME= .37 AF, ATTEN= 3%, LAG= DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) 0.00 0.00 0.00 .20 .72 2.57 .40 1.68 8.88 .60 2.89 19.02 .86 4.82 38.59 1.20 7.96 76.53 1.60 12.56 141.69 2.00 18.12 232.08 3' x 2' CHANNEL SIDE SLOPE= .33 n= .026 LENGTH= 156 FT SLOPE= .0417 FT/FT 7 MIN STOR-IND+TRANS METHOD PEAK DEPTH= .30 FT PEAK VELOCITY= 4.8 FPS TRAVEL TIME _ .5 MIN SPAN= 10-20 HRS, dt=.1 HRS 1 Data for CEA Capital post DUP1 Page 12 TYPE II 24-HOUR RAINFALL= 4.00 IN Prepared by Heindel & Noyes 14 Sep 01 HydroCAD 5.11 001547 (c) 1986-1999 Applied Microcomputer Systems REACH 24 Rt. 7 Qin = 28.07 CFS @ 10.10 HRS, VOLUME= 2.74 AF Qout= 22.42 CFS @ 10.22 HRS, VOLUME= 2.75 AF, ATTEN= 20%, LAG= 7.1 MIN DEPTH END AREA DISCH (FT) (SO -FT) (CFS) 0.00 0.00 0.00 .20 1.00 3.34 .40 2.00 10.13 .60 3.00 19.04 .86 4.30 32.87 1.20 6.00 53.71 1.60 8.00 81.02 2.00 10.00 110.44 REACH 31 5' x 2' CHANNEL n= .025 LENGTH= 1125 FT SLOPE= .03 FT/FT NY, STOR-IND+TRANS METHOD PEAK DEPTH= .67 FT PEAK VELOCITY= 6.8 FPS TRAVEL TIME = 2.8 MIN SPAN= 10-20 HRS, dt=.1 HRS Qin = 166.4 CFS @ 11.96 HRS, VOLUME= 12.48 AF Qout= 161.9 CFS @ 11.99 HRS, VOLUME= 12.47 AF, ATTEN= 3%, LAG= 1.6 MIN DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) 0.00 0.00 0.00 .25 1.25 5.21 .50 2.50 15.61 .75 3.75 29.08 1.08 5.38 49.73 1.50 7.50 80.39 2.00 10.00 120.05 2.50 12.50 162.32 REACH 32 5' x 2.5' CHANNEL n= .023 LENGTH= 750 FT SLOPE= .03 FT/FT NG STOR-IND+TRANS METHOD PEAK DEPTH= 2.53 FT PEAK VELOCITY= 13.0 FPS TRAVEL TIME = 1.0 MIN SPAN= 10-20 HRS, dt=.1 HRS Qin = 161.9 CFS @ 11.99 HRS, VOLUME= 12.47 AF Qout= 145.4 CFS @ 12.06 HRS, VOLUME= 12.44 AF, ATTEN= 10%, LAG= 4.2 MIN DEPTH END AREA DISCH (FT) (SO -FT) (CFS) 0.00 0.00 0.00 .30 1.77 7.37 .60 4.09 25.22 .90 6.95 53.58 1.29 11.49 107.71 1.80 18.82 211.59 2.40 29.45 388.44 3.00 42.27 632.18 5' x 3' CHANNEL SIDE SLOPE= .33 n= .025 LENGTH= 1500 FT SLOPE= .03 FT/FT STOR-IND+TRANS METHOD PEAK DEPTH= 1.53 FT PEAK VELOCITY= 10.5 FPS TRAVEL TIME = 2.4 MIN SPAN= 10-20 HRS, dt=.1 HRS Data for CEA Capital post DUP1 Page 13 TYPE II 24-HOUR RAINFALL= 4.00 IN Prepared by Heindel & Noyes 14 Sep 01 HydroCAD 5.11 001547 (c) 1986-1999 Applied Microcomputer Systems__ REACH 39 Reach NA Qin = 131.9 CFS @ 12.39 HRS, VOLUME= 17.31 AF Qout= 130.7 CFS @ 12.43 HRS, VOLUME= 17.28 AF, ATTEN= 1%, LAG= 2.1 MIN DEPTH END AREA DISCH (FT) (SO -FT) (CFS) 0.00 0.00 0.00 .40 4.48 18.98 .80 9.94 63.21 1.20 16.36 130.74 1.72 26.16 254.85 2.40 41.45 484.10 3.20 63.03 861.08 4.00 88.48 1366.65 REACH 56 10' x 4' CHANNEL SIDE SLOPE= .33 n= .025 LENGTH= 625 FT SLOPE= .02 FT/FT NJ: Wetlands STOR-IND+TRANS METHOD PEAK DEPTH= 1.20 FT PEAK VELOCITY= 8.0 FPS TRAVEL TIME = 1.3 MIN SPAN= 10-20 HRS, dt=.l HRS Qin = 87.26 CFS @ 11.92 HRS, VOLUME= 4.55 AF Qout= 73.05 CFS @ 12.06 HRS, VOLUME= 4.52 AF, ATTEN= 16%, LAG= 8.9 MIN DEPTH END AREA DISCH (FT) (SO -FT) (CFS) 0.00 0.00 0.00 .05 2.58 3.40 .10 5.33 10.92 .15 8.25 21.76 .22 12.29 40.36 .30 18.00 72.05 .40 25.33 119.85 .50 33.33 179.12 REACH 58 50' x .5' CHANNEL SIDE SLOPE= .03 n= .026 LENGTH= 1180 FT SLOPE= .03 FT/FT Reach NE STOR-IND+TRANS METHOD PEAK DEPTH= .31 FT PEAK VELOCITY= 4.1 FPS TRAVEL TIME = 4.8 MIN SPAN= 10-20 HRS, dt=.1 HRS Qin = 71.64 CFS @ 12.10 HRS, VOLUME= 4.52 AF Qout= 70.55 CFS @ 12.11 HRS, VOLUME= 4.52 AF, ATTEN= 2%, LAG= 5 MIN DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) 0.00 0.00 0.00 .40 4.48 16.61 .80 9.94 55.29 1.20 16.36 114.38 1.72 26.16 222.95 2.40 41.45 423.50 3.20 63.03 753.29 4.00 88.48 1195.57 10' x 4' CHANNEL SIDE SLOPE= .33 n= .035 LENGTH= 150 FT SLOPE= .03 FT/FT STOR-IND+TRANS METHOD PEAK DEPTH= .91 FT PEAK VELOCITY= 6.1 FPS TRAVEL TIME _ .4 MIN SPAN= 10-20 HRS, dt=.l HRS 1 1 Data for CEA Capital post DUP1 Page 14 TYPE II 24-HOUR RAINFALL= 4.00 IN Prepared by Heindel & Noyes 14 Sep 01 HydroCAD 5.11 001547 (c) 1986-1999 Applied Microcomputer Systems POND 7 Pond 24/NJ Qin = 73.05 CFS @ 12.06 HRS, VOLUME= 4.52 AF Qout= 71.64 CFS @ 12.10 HRS, VOLUME= 4.52 AF, ATTEN= 2%, LAG= 2.0 MIN ELEVATION AREA INC.STOR CUM.STOR (FT) (SF) (CF) (CF) 127.0 120 0 0 127.5 210 83 83 128.0 300 128 210 128.5 390 173 383 129.0 480 218 600 129.5 570 263 863 130.0 630 300 1163 130.5 720 338 1500 131.0 810 383 1883 131.5 900 428 2310 STOR-IND METHOD PEAK STORAGE = 5158 CF PEAK ELEVATION= 134.8 FT FLOOD ELEVATION= 131.5 FT START ELEVATION= 127.0 FT SPAN= 10-20 HRS, dt=.l HRS Tdet= .8 MIN (4.52 AF) # ROUTE INVERT OUTLET DEVICES 1 P 127.0' 30" CULVERT n=.023 L=40' S=.031/' Ke=.1 Cc=.9 Cd=.82 POND 12 Upper IDX POnd Qin = 22.92 CFS @ 12.14 HRS, VOLUME= 1.81 AF Qout= 24.10 CFS @ 10.00 HRS, VOLUME= 2.77 AF, ATTEN= 0%, LAG= 0.0 MIN ELEVATION AREA INC.STOR CUM.STOR (FT) (SF) (CF) (CF) 155.0 5000 0 0 167.0 20366 152196 152196 STOR-IND METHOD PEAK STORAGE = 66887 CF PEAK ELEVATION= 160.3 FT FLOOD ELEVATION= 167.0 FT START ELEVATION= 161.0 FT SPAN= 10-20 HRS, dt=.l HRS Tdet= 173.6 MIN (1.02 AF) _# ROUTE INVERT OUTLET DEVICES 1 P 157.0' 24" CULVERT n=.023 L=50' S=.031/' Ke=.1 Cc=.9 Cd=.82 I Data for CEA Capital post DUP1 Page 15 TYPE II 24-HOUR RAINFALL= 4.00 IN Prepared by Heindel & Noyes 14 Sep 01 HydroCAD 5 11 001547 (c) 1986-1999 Applied Microcomputer Systems POND 13 Lower IDX Pond Qin = 24.10 CFS @ 10.00 HRS, VOLUME= 2.77 AF Qout= 28.07 CFS @ 10.10 HRS, VOLUME= 2.74 AF, ATTEN= 0%, LAG= 6.0 MIN ELEVATION AREA INC.STOR CUM.STOR (FT) (SF) (CF) (CF) 145.0 192 0 0 145.6 298 147 147 146.1 428 182 328 146.7 582 303 631 147.2 758 335 966 147.8 958 515 1481 148.3 1182 535 2016 148.9 1429 783 2800 149.5 1699 938 3738 150.1 1992 1107 4845 150.7 2309 1290 6136 STOR-IND METHOD PEAK STORAGE = 3622 CF PEAK ELEVATION= 149.4 FT FLOOD ELEVATION= 150.7 FT START ELEVATION= 145.5 FT SPAN= 10-20 HRS, dt=.1 HRS Tdet= 8.4 MIN (2.74 AF) u ROUTE INVERT OUTLET DEVICES 1 P 147.5' 42" CULVERT n=.013 L=20' S=.031/' Ke=.l Cc=.9 Cd=.82 POND 34 RR Tracks Qin = 215.6 CFS @ 12.07 HRS, VOLUME= 17.41 AF Qout= 214.6 CFS @ 12.08 HRS, VOLUME= 17.40 AF, ATTEN= 0%, LAG= .7 MIN ELEVATION AREA INC.STOR CUM.STOR (FT) (SF) (CF) (CF) 120.0 600 0 0 120.4 723 265 265 120.8 858 316 581 121.2 1005 373 953 121.6 1162 433 1387 122.0 1332 499 1886 122.4 1513 569 2455 STOR-IND METHOD PEAK STORAGE = 9743 CF PEAK ELEVATION= 127.5 FT FLOOD ELEVATION= 122.4 FT START ELEVATION= 120.0 FT SPAN= 10-20 HRS, dt=.1 HRS Tdet= 1 MIN (17.23 AF) u ROUTE INVERT OUTLET DEVICES 1 P 120.0' 48" CULVERT n=.023 L=60' S=.031/' Ke=.l Cc=.9 Cd=.82 1 ) Data for CEA Capital post DUP1 Page 16 TYPE II 24-HOUR RAINFALL= 4.00 IN Prepared by Heindel & Noyes 14 Sep 01 HydroCAD 5.11 001547 (c) 1986-1999 Applied Microcomputer Systems _- POND 35 irP Qin = 214.6 CFS @ 12.08 HRS, VOLUME= 17.40 AF Qout= 213.2 CFS @ 12.09 HRS, VOLUME= 17.40 AF, ATTEN= 1%, LAG= .3 MIN ELEVATION AREA INC.STOR CUM.STOR (FT) (SF) (CF) (CF) 122.0 300 0 0 122.3 366 100 100 122.6 438 121 220 122.9 516 143 364 123.2 601 168 531 123.5 693 194 725 123.8 791 223 948 124.1 895 253 1201 125.0 1248 964 2165 125.6 1498 824 2989 128.0 3000 5398 8387 STOR-IND METHOD PEAK STORAGE = 3453 CF PEAK ELEVATION= 125.8 FT FLOOD ELEVATION= 128.0 FT START ELEVATION= 122.0 FT SPAN= 10-20 HRS, dt=.1 HRS Tdet= .2 MIN (17.23 AF) # ROUTE INVERT OUTLET DEVICES - 1 P 122.0' 8' x 4' CULVERT n=.013 L=8' 5=.071/' Ke=.1 Cc=.9 Cd=.82 POND 36 Qin = 213.2 CFS @ 12.09 HRS, VOLUME= 17.40 AF Qout= 192.0 CFS @ 12.16 HRS, VOLUME= 17.38 AF, ATTEN= 10%, LAG= 4.5 MIN ELEVATION AREA INC.STOR CUM.STOR (FT) (SF) (CF) (CF) 120.0 1125 0 0 120.3 1249 356 356 120.6 1379 394 750 120.9 1516 434 1185 121.2 1660 476 1661 121.5 1810 520 2181 123.0 2656 3350 5531 124.5 4000 4992 10523 126.0 6000 7500 18023 127.5 8000 10500 28523 129.0 10000 13500 42023 STOR-IND METHOD PEAK STORAGE = 34546 CF PEAK ELEVATION= 128.2 FT FLOOD ELEVATION= 129.0 FT START ELEVATION= 120.0 FT SPAN= 10-20 HRS, dt=.1 HRS Tdet= 2.2 MIN (17.38 AF) # ROUTE INVERT OUTLET DEVICES 1 P 120.0' 48" CULVERT n=.013 L=65' 5=.0131/' Ke=.1 Cc=.9 Cd=.82 Data for CEA Capital post DUP1 Page 17 TYPE II 24-HOUR RAINFALL= 4.00 IN Prepared by Heindel & Noyes 14 Sep 01 HydroCAD 5.11 001547 (c) 1986-1999 Applied Microcomputer Systems POND 37 NC Qin = 192.0 CFS @ 12.16 HRS, VOLUME= 17.38 AF Qout= 182.9 CFS @ 12.22 HRS, VOLUME= 17.38 AF, ATTEN= 5%, LAG= 3.5 MIN ELEVATION AREA INC.STOR CUM.STOR (FT) (SF) (CF) (CF) 115.0 150 0 0 115.3 197 52 52 115.6 251 67 119 116.5 915 525 644 118.0 2000 2186 2830 119.5 4000 4500 7330 121.0 6000 7500 14830 122.5 8000 10500 25330 STOR-IND METHOD PEAK STORAGE = 25791 CF PEAK ELEVATION= 122.6 FT FLOOD ELEVATION= 122.5 FT START ELEVATION= 115.0 FT SPAN= 10-20 HRS, dt=.1 HRS Tdet= 1.3 MIN (17.2 AF) u ROUTE INVERT OUTLET DEVICES 1 P 115.0' 48" CULVERT n=.013 L=8' S=.021/' Ke=.l Cc=.9 Cd=.82 POND 38 RL-1 Qin = 182.9 CFS @ 12.22 HRS, VOLUME= 17.38 AF Qout= 131.9 CFS @ 12.39 HRS, VOLUME= 17.31 AF, ATTEN= 28%, LAG= 10.2 MIN ELEVATION AREA INC.STOR CUM.STOR (FT) (SF) (CF) (CF) 117.0 3750 0 0 118.0 4521 4136 4136 119.0 5364 4943 9078 120.0 6279 5822 14900 121.0 8324 7302 22201 122.0 10000 9162 31363 123.0 12000 11000 42363 124.0 14000 13000 55363 125.0 16000 15000 70363 126.0 18000 17000 87363 STOR-IND METHOD PEAK STORAGE = 105208 CF PEAK ELEVATION= 127.0 FT FLOOD ELEVATION= 126.0 FT START ELEVATION= 117.0 FT SPAN= 10-20 HRS, dt=.l HRS Tdet= 8.6 MIN (17.14 AF) # ROUTE INVERT OUTLET DEVICES 1 P 117.0' 36" CULVERT n=.013 L=50' 5=.0161/' Ke=.l Cc=.9 Cd=.82 Data for CEA Capital post DUP5 Page 1 TYPE II 24-HOUR RAINFALL= 4.00 IN Prepared by Heindel & Noyes 24 Sep 01 HydroCAD 5.11 001S47 (c) 1986-1999 Applied Microcomputer Systems WATERSHED ROUTING OSUBCATCHMENT [:] REACH 0 � o ❑3 <-0<--0� t2 y a�E o ell �� t3 10 APOND I I LINK Data for CEA Capital post DUP5 Page 2 TYPE II 24-HOUR RAINFALL= 4.00 IN Prepared by Heindel & Noyes 24 Sep 01 HydroCAD 5 11 001547 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 2 Sub 2 Front Lot PEAK= .11 CFS @ 11.91 HRS, VOLUME= .01 AF SQ-FT CN 3791.00 61 Grass SCS TR-20 METHOD TYPE II 24-HOUR RAINFALL= 4.00 IN SPAN= 10-20 HRS, dt=.1 HRS Method Comment Tr (min) CURVE NUMBER (LAG) METHOD All in one 4.6 L=75' s=.022 '/' SUBCATCHMENT 3 Sub 3 Front Lot PEAK= .81 CFS @ 11.86 HRS, VOLUME= .04 AF _ SO -FT CN 5985.00 98 Pavement 1051.00 61 Grass 7036.00 92 SCS TR-20 METHOD TYPE II 24-HOUR RAINFALL= 4.00 IN SPAN= 10-20 HRS, dt=.1 HRS Method Comment Tc (min) CURVE NUMBER (LAG) METHOD All in one 2.0 L=90' s=.022 '/' SUBCATCHMENT 4 Sub 4 Front Lot PEAK= 1.96 CFS @ 11.89 HRS, VOLUME= .09 AF SQ-FT CN_ 13800.00 98 Pavement 2925.00 61 Grass 16725.00 92 SCS TR-20 METHOD TYPE II 24-HOUR RAINFALL= 4.00 IN SPAN= 10-20 HRS, dt=.1 HRS Method Comment Tr- (min) CURVE NUMBER (LAG) METHOD All in one 4.2 L=231' s=.023 '/' SUBCATCHMENT 5 Sub 5 Front Lot PEAK= 2.37 CFS @ 11.88 HRS, VOLUME= .11 AF SQ-FT CN 17831.00 98 Pavement 831.00 61 Grass 18662.00 96 SCS TR-20 METHOD TYPE II 24-HOUR RAINFALL= 4.00 IN SPAN= 10-20 HRS, dt=.1 HRS Method Comment Tr (min)_ CURVE NUMBER (LAG) METHOD All in one 3.3 L=216' s=.023 '/' Data for CEA Capital post DUP5 Page 3 TYPE II 24-HOUR RAINFALL= 4.00 IN Prepared by Heindel & Noyes 24 Sep 01 HydroCAD 5.11 001547 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 6 Sub 6 Front Lot PEAK= .20 CFS @ 11.90 HRS, VOLUME= .01 AF SQ-FT CN 6555.00 61 Grass SCS TR-20 METHOD TYPE II 24-HOUR RAINFALL= 4.00 IN SPAN= 10-20 HRS, dt=.l HRS Method Comment Tc (min) CURVE NUMBER (LAG) METHOD All in one 3.0 L=75' s=.051 '/' SUBCATCHMENT 7 Sub 7 front Lot PEAK= .09 CFS @ 11.92 HRS, VOLUME= 0.00 AF SQ-FT CN SCS TR-20 METHOD 3343.00 61 Grass TYPE II 24-HOUR RAINFALL= 4.00 IN SPAN= 10-20 HRS, dt=.1 HRS Method Comment Tc (min) CURVE NUMBER (LAG) METHOD All in one 5.4 L=114' s=.031 '/' SUBCATCHMENT 8 Sub 8 Front Lot PEAK= .19 CFS @ 11.89 HRS, VOLUME= .01 AF SQ-FT CN 5998.00 61 Grass/Pond SCS TR-20 METHOD TYPE II 24-HOUR RAINFALL= 4.00 IN SPAN= 10-20 HRS, dt=.1 HRS Method Comment Tc (min) CURVE NUMBER (LAG) METHOD All in one 2.5 L=78' s=.079 '/' SUBCATCHMENT 9 Sub 9 Back Lot -Pre PEAK= .31 CFS @ 11.92 HRS, VOLUME= .02 AF SQ-FT CN 8793.00 65 Woods -grass SCS TR-20 METHOD TYPE II 24-HOUR RAINFALL= 4.00 IN SPAN= 10-20 HRS, dt=.1 HRS Method Comment Tc (min) CURVE NUMBER (LAG) METHOD All in one 6.2 L=160' s=.033 '/' Data for CEA Capital post DUP5 Page 4 TYPE II 24-HOUR RAINFALL= 4.00 IN Prepared by Heindel & Noyes 24 Sep 01 HydroCAD 5.11 001547 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 10 Sub 10 Back Lot -Pre PEAK= 3.23 CFS @ 12.02 HRS, VOLUME= .19 AF SO -FT CN 24805.00 65 Woods -grass 52213.00 76 Woods -grass 77018.00 72 SCS TR-20 METHOD TYPE II 24-HOUR RAINFALL= 4.00 IN SPAN= 10-20 HRS, dt=.1 HRS Method Comment Tc (min) CURVE NUMBER (LAG) METHOD All in one 14.2 L=496' s=.026 '/' SUBCATCHMENT 11 Sub 11 Back lot -Pre PEAK= 1.99 CFS @ 12.01 HRS, VOLUME= .12 AF SQ-FT CN SCS TR-20 METHOD 20504.00 76 Woods -Grass TYPE II 24-HOUR 32396.00 65 Woods -Grass RAINFALL= 4.00 IN 52900.00 69 SPAN= 10-20 HRS, dt=.1 HRS Method Comment Tc (min) CURVE NUMBER (LAG) METHOD all in one 12.8 L=404' s=.027 '/' SUBCATCHMENT 12 North of Site PEAK= 5.76 CFS @ 11.90 HRS, VOLUME= .27 AF SQ-FT CN SCS TR-20 METHOD 38159.00 98 Paved TYPE II 24-HOUR 25439.00 65 Woods/Grass RAINFALL= 4.00 IN 63598.00 85 SPAN= 10-20 HRS, dt=.1 HRS Method Comment Tc (min) CURVE NUMBER (LAG) METHOD All in one 6.0 L=280' s=.0267 '/' SUBCATCHMENT 13 NE of Site PEAK= .96 CFS @ 12.14 HRS, VOLUME= .08 AF SQ-FT CN 19602.00 76 Woods/Grass 29969.00 43 Woods/Grass 7493.00 98 Paved 57064.00 62 SCS TR-20 METHOD TYPE II 24-HOUR RAINFALL= 4.00 IN SPAN= 10-20 HRS, dt=.1 HRS Method Comment Tc (minL CURVE NUMBER (LAG) METHOD All in one 22.5 L=390' s=.012 '/' Data for CEA Capital post DUP5 Page 5 TYPE II 24-HOUR RAINFALL= 4.00 IN Prepared by Heindel & Noyes 24 Sep 01 HydroCAD 5.11 001547 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 14 N-IV PEAK= 6.57 CFS @ 12.06 HRS, VOLUME= .44 AF ACRES CN 3.20 77 SCS TR-20 METHOD TYPE II 24-HOUR RAINFALL= 4.00 IN SPAN= 10-20 HRS, dt=.l HRS Method Comment Tc (min) CURVE NUMBER (LAG) METHOD All one 17.5 L=840' s=.03 '/' SUBCATCHMENT 15 N-I Sub Area south of Capital PEAK= 27.63 CFS @ 11.97 HRS, VOLUME= 1.47 AF ACRES CN 10.20 78 SCS TR-20 METHOD TYPE II 24-HOUR RAINFALL= 4.00 IN SPAN= 10-20 HRS, dt=.l HRS Method Comment Tc (min) CURVE NUMBER (LAG) METHOD All one 9.4 L=552' s=.0495 '/' SUBCATCHMENT 17 N-III PEAK= 8.41 CFS @ 11.89 HRS, VOLUME= .37 AF ACRES CN 2.00 85 SCS TR-20 METHOD TYPE II 24-HOUR RAINFALL= 4.00 IN SPAN= 10-20 HRS, dt=.1 HRS Method Comment Tc (min) CURVE NUMBER (LAG) METHOD All one 4.5 L=210' s=.03 '/' SUBCATCHMENT 18 IDX PEAK= 22.03 CFS @ 11.94 HRS, VOLUME= 1.19 AF ACRES CN 5.00 94 SCS TR-20 METHOD TYPE II 24-HOUR RAINFALL= 4.00 IN SPAN= 10-20 HRS, dt=.1 HRS Method Comment Tc (min)_ CURVE NUMBER (LAG) METHOD All one 8.8 L=780' s=.03 '/' t Data for CEA Capital post DUPS Page 6 TYPE II 24-HOUR RAINFALL= 4.00 IN Prepared by Heindel & Noyes 24 Sep 01 HydroCAD 5.11 001547 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 20 Heritage PEAK= 21.95 CFS @ 11.94 HRS, VOLUME= 1.19 AF ACRES CN 5.00 94 SCS TR-20 METHOD TYPE II 24-HOUR RAINFALL= 4.00 IN SPAN= 10-20 HRS, dt=.1 HRS Method Comment Tc (min) CURVE NUMBER (LAG) METHOD All one 8.9 L=790' s=.03 '/' SUBCATCHMENT 21 Heritage-B PEAK= 21.95 CFS @ 11.94 HRS, VOLUME= 1.19 AF ACRES CN 5.00 94 SCS TR-20 METHOD TYPE II 24-HOUR RAINFALL= 4.00 IN SPAN= 10-20 HRS, dt=.1 HRS Method Comment Tc (min) CURVE NUMBER (LAG) METHOD All one 8.9 L=790' s=.03 '/' SUBCATCHMENT 23 Heritage-C PEAK= 21.95 CFS @ 11.94 HRS, VOLUME= 1.19 AF ACRES CN 5.00 94 SCS TR-20 METHOD TYPE II 24-HOUR RAINFALL= 4.00 IN SPAN= 10-20 HRS, dt=.l HRS Method Comment Tc (minL CURVE NUMBER (LAG) METHOD All one 8.9 L=790' s=.03 '/' SUBCATCHMENT 29 Jeep PEAK= 29.26 CFS Q 12.00 HRS, VOLUME= 1.67 AF ACRES CN 10.00 82 SCS TR-20 METHOD TYPE II 24-HOUR RAINFALL= 4.00 IN SPAN= 10-20 HRS, dt=.l HRS Method Comment Tc (min) CURVE NUMBER (LAG) METHOD All one 13.2 L=720' s=.03 '/' Data for CEA Capital post DUP5 Page 7 TYPE II 24-HOUR RAINFALL= 4.00 IN Prepared by Heindel & Noyes 24 Sep 01 HydroCAD 5 11 001547 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 51 RO#1 PEAK= 18.72 CFS @ 11.99 HRS, VOLUME= 1.04 AF RES CN 6.00 83 SCS TR-20 METHOD TYPE II 24-HOUR RAINFALL= 4.00 IN SPAN= 10-20 HRS, dt=.1 HRS Method Comment Tc (min) CURVE NUMBER (LAG) METHOD All one 12.2 L=675' s=.03 '/' SUBCATCHMENT 52 Goss Dodge PEAK= 50.44 CFS @ 11.90 HRS, VOLUME= 2.37 AF ACRES CN 11.00 90 SCS TR-20 METHOD TYPE II 24-HOUR RAINFALL= 4.00 IN SPAN= 10-20 HRS, dt=.1 HRS Method Comment Tc (min) CURVE NUMBER (LAG) METHOD All one 5.9 L=375' s=.03 '/' SUBCATCHMENT 53 Magic Hat PEAK= 22.42 CFS @ 11.92 HRS, VOLUME= 1.14 AF ACRES CN 5.00 92 SCS TR-20 METHOD TYPE II 24-HOUR RAINFALL= 4.00 IN SPAN= 10-20 HRS, dt=.1 HRS Method Comment Tc (min)_ CURVE NUMBER (LAG) METHOD All one 7.4 L=560' s=.03 '/' SUBCATCHMENT 59 Magic Hat PEAK= 10.27 CFS @ 11.88 HRS, VOLUME= .45 AF ACRES CN 2.00 92 SCS TR-20 METHOD TYPE II 24-HOUR RAINFALL= 4.00 IN SPAN= 10-20 HRS, dt=.l HRS Method Comment Tc (min) CURVE NUMBER (LAG) METHOD All one 3•9 L=250' s=.03 '/' 1 1 Data for CEA Capital post DUP5 Page 8 TYPE II 24-HOUR RAINFALL= 4.00 IN Prepared by Heindel & Noyes 24 Sep 01 HydroCAD 5.11 001547 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 61 RO to Upper IDX Pond PEAK= 22.92 CFS @ 12.14 HRS, VOLUME= 1.81 AF ACRES CN 15.00 74 SCS TR-20 METHOD TYPE II 24-HOUR RAINFALL= 4.00 IN SPAN= 10-20 HRS, dt=.l HRS Method Comment Tc (min) CURVE NUMBER (LAG) METHOD All one 24.1 L=1125' s=.03 '/' Data for CEA Capital post DUP5 Page 9 TYPE II 24-HOUR RAINFALL= 4.00 IN Prepared by Heindel & Noyes 24 Sep 01 HydroCAD 5.11 001547 (c) 1986-1999 Applied Microcomputer Systems REACH 1 Reach 1 Qin = 6.06 CFS @ 11.91 HRS, VOLUME= .29 AF Qout= 5.16 CFS @ 11.97 HRS, VOLUME= .29 AF, ATTEN= 15%, LAG= DEPTH END AREA DISCH (FT) (SO -FT) (CFS) 0.00 0.00 0.00 .20 .72 1.5.6 .40 1.68 5.38 .60 2.89 11.52 .86 4.82 23.38 1.20 7.96 46.36 1.60 12.56 85.82 2.00 18.12 140.58 REACH 2 3' x 2' CHANNEL SIDE SLOPE= .33 n= .026 LENGTH= 360 FT SLOPE= .0153 FT/FT Pipe CB1 to CB2 3.7 MIN STOR-IND+TRANS METHOD PEAK DEPTH= .40 FT PEAK VELOCITY= 3.2 FPS TRAVEL TIME = 1.9 MIN SPAN= 10-20 HRS, dt=.l HRS Qin = 5.16 CFS @ 11.97 HRS, VOLUME= .29 AF Qout= 5.15 CFS @ 11.97 HRS, VOLUME= .29 AF, ATTEN= 0%, LAG= DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) 0.00 0.00 0.00 .10 .04 .10 .20 .11 .43 .30 .20 .97 .70 .59 4.14 .80 .67 4.83 .90 .74 5.27 .94 .77 5.32 .97 .78 5.27 1.00 .79 4.95 REACH 3 12" PIPE n= .01 LENGTH= 35 FT SLOPE= .0114 FT/FT Pipe CB2 to CB3 .1 MIN STOR-IND+TRANS METHOD PEAK DEPTH= .85 FT PEAK VELOCITY= 7.1 FPS TRAVEL TIME _ .1 MIN SPAN= 10-20 HRS, dt=.1 HRS Qin = 5.23 CFS @ 11.97 HRS, VOLUME= .29 AF Qout= 5.20 CFS @ 11.97 HRS, VOLUME= .29 AF, ATTEN= 0%, LAG= DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) 0.00 0.00 0.00 .13 .06 .18 .25 .17 .74 .38 .31 1.64 .88 .92 7.03 1.00 1.05 8.21 1.13 1.16 8.95 1.18 1.20 9.03 1.21 1.22 8.95 1.25 1.23 8.40 15" PIPE n= .01 LENGTH= 80 FT SLOPE= .01 FT/ FT 3 MIN STOR-IND+TRANS METHOD PEAK DEPTH= .70 FT PEAK VELOCITY= 7.3 FPS TRAVEL TIME _ .2 MIN SPAN= 10-20 HRS, dt=.l HRS Data for CEA Capital post DUPS Page 10 TYPE II 24-HOUR RAINFALL= 4.00 IN Prepared by Heindel & Noyes 24 Sep 01 HydroCAD 5 11 001547 (c) 1986-1999 Applied Microcomputer Systems - REACH 4 Pipe CB3 to CB4 Qin = 5.53 CFS @ 11.95 HRS, VOLUME= .33 AF Qout= 5.50 CFS @ 11.96 HRS, VOLUME= .33 AF, ATTEN= 1%, LAG= .8 MIN DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) 0.00 0.00 0.00 .13 .06 .18 .25 .17 .75 .38 .31 1.67 .88 .92 7.14 1.00 1.05 8.33 1.13 1.16 9.08 1.18 1.20 9.17 1.21 1.22 9.08 1.25 1.23 8.52 REACH 5 15" PIPE n= .01 LENGTH= 145 FT SLOPE= .0103 FT/FT Pipe CB4 to Out STOR-IND+TRANS METHOD PEAK DEPTH= .71 FT PEAK VELOCITY= 7.4 FPS TRAVEL TIME _ .3 MIN SPAN= 10-20 HRS, dt=.1 HRS Qin = 9.41 CFS @ 11.91 HRS, VOLUME= .63 AF Qout= 9.34 CFS @ 11.92 HRS, VOLUME= .63 AF, ATTEN= 1%, LAG= DEPTH END AREA DISCH (FT) (SO -FT) (CFS) 0.00 0.00 0.00 .13 .06 .20 .25 .17 .82 .38 .31 1.84 .88 .92 7.86 1.00 1.05 9.18 1.13 1.16 10.01 1.18 1.20 10.10 1.21 1.22 10.01 1.25 1.23 9.39 REACH 6 15" PIPE n= .01 LENGTH= 40 FT SLOPE= .0125 FT/FT Pipe CB5 to CB4 1 MIN STOR-IND+TRANS METHOD PEAK DEPTH= 1.02 FT PEAK VELOCITY= 8.7 FPS TRAVEL TIME _ .1 MIN SPAN= 10-20 HRS, dt=.1 HRS Qin = 2.52 CFS @ 11.88 HRS, VOLUME= .21 AF Qout= 2.40 CFS @ 11.89 HRS, VOLUME= .21 AF, ATTEN= 5%, LAG= DEPTH END AREA DISCH (FT) (SO -FT) (CFS) 0.00 0.00 0.00 .13 .06 .15 .25 .17 .65 .38 .31 1.45 .88 .92 6.21 1.00 1.05 7.25 1.13 1.16 7.90 1.18 1.20 7.98 1.21 1.22 7.90 1.25 1.23 7.42 15" PIPE n= .01 LENGTH= 193 FT SLOPE= .0078 FT/FT 6 MIN STOR-IND+TRANS METHOD PEAK DEPTH= .48 FT PEAK VELOCITY= 5.6 FPS TRAVEL TIME _ .6 MIN SPAN= 10-20 HRS, dt=.1 HRS 1 ) Data for CEA Capital post DUP5 Page 11 TYPE II 24-HOUR RAINFALL= 4.00 IN Prepared by Heindel & Noyes 24 Sep 01 HydroCAD 5.11 001547 (c) 1986-1999 Applied Microcomputer Systems REACH 7 Pipe CB6 to CB5 Qin = .20 CFS @ 15.56 HRS, VOLUME= .11 AF Qout= .20 CFS @ 15.59 HRS, VOLUME= .11 AF, ATTEN= 0%, LAG= 1.4 MIN DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) 0.00 0.00 0.00 .13 .06 .15 .25 .17 .63 .38 .31 1.41 .88 .92 6.05 1.00 1.05 7.06 1.13 1.16 7.70 1.18 1.20 7.77 1.21 1.22 7.70 1.25 1.23 7.22 REACH 8 15" PIPE n= .01 LENGTH= 135 FT SLOPE= .0074 FT/FT Reach 8 STOR-IND+TRANS METHOD PEAK DEPTH= .14 FT PEAK VELOCITY= 2.6 FPS TRAVEL TIME = .9 MIN SPAN= 10-20 HRS, dt=.l HRS Qin = .20 CFS @ 11.90 HRS, VOLUME= .01 AF Qout= .18 CFS @ 11.91 HRS, VOLUME= .01 AF, ATTEN= 13%, LAG= 1.0 MIN DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) 0.00 0.00 0.00 .20 .72 2.30 .40 1.68 7.93 .60 2.89 17.00 .86 4.82 34.49 1.20 7.96 68.39 1.60 12.56 126.61 2.00 18.12 207.40 3' x 2' CHANNEL SIDE SLOPE= .33 n= .026 LENGTH= 135 FT SLOPE= .0333 FT/FT STOR-IND+TRANS METHOD PEAK DEPTH= .02 FT PEAK VELOCITY= 3.2 FPS TRAVEL TIME = .7 MIN SPAN= 10-20 HRS, dt=.l HRS REACH 9 Existing SWale Qin = 3.93 CFS @ 12.04 HRS, VOLUME= .28 AF Qout= 3.76 CFS @ 12.06 HRS, VOLUME= .28 AF, ATTEN= 4%, LAG= 1.5 MIN DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) 0.00 0.00 0.00 .20 .72 2.57 .40 1.68 8.88 .60 2.89 19.02 .86 4.82 38.59 1.20 7.96 76.53 1.60 12.56 141.69 2.00 18.12 232.08 3' x 2' CHANNEL SIDE SLOPE= .33 n= .026 LENGTH= 156 FT SLOPE= .0417 FT/FT STOR-IND+TRANS METHOD PEAK DEPTH= .24 FT PEAK VELOCITY= 4.1 FPS TRAVEL TIME = .6 MIN SPAN= 10-20 HRS, dt=.l HRS 1 1 Data for CEA Capital post DUP5 Page 12 TYPE II 24-HOUR RAINFALL= 4.00 IN Prepared by Heindel & Noyes 24 Sep 01 HydroCAD 5 11 001547 (c) 1986-1999 Applied Microcomputer Systems REACH 24 Rt. 7 Qin = 28.07 CFS @ 10.10 HRS, VOLUME= 2.74 AF Qout= 22.42 CFS @ 10.22 HRS, VOLUME= 2.75 AF, ATTEN= 20%, LAG= 7.1 MIN DEPTH END AREA DISCH (FT) (SO -FT) (CFS) 0.00 0.00 0.00 .20 1.00 3.34 .40 2.00 10.13 .60 3.00 19.04 .86 4.30 32.87 1.20 6.00 53.71 1.60 8.00 81.02 2.00 10.00 110.44 REACH 31 5' x 2' CHANNEL n= .025 LENGTH= 1125 FT SLOPE= .03 FT/FT Rw STOR-IND+TRANS METHOD PEAK DEPTH= .67 FT PEAK VELOCITY= 6.8 FPS TRAVEL TIME = 2.8 MIN SPAN= 10-20 HRS, dt=.1 HRS Qin = 158.1 CFS @ 11.96 HRS, VOLUME= 12.11 AF Qout= 153.5 CFS @ 11.99 HRS, VOLUME= 12.09 AF, ATTEN= 3%, LAG= 1.6 MIN DEPTH END AREA DISCH (FT) (SO -FT) (CFS) 0.00 0.00 0.00 .25 1.25 5.21 .50 2.50 15.61 .75 3.75 29.08 1.08 5.38 49.73 1.50 7.50 80.39 2.00 10.00 120.05 2.50 12.50 162.32 REACH 32 5' x 2.5' CHANNEL n= .023 LENGTH= 750 FT SLOPE= .03 FT/FT NG STOR-IND+TRANS METHOD PEAK DEPTH= 2.43 FT PEAK VELOCITY= 12.9 FPS TRAVEL TIME = 1.0 MIN SPAN= 10-20 HRS, dt=.l HRS Qin = 153.5 CFS @ 11.99 HRS, VOLUME= 12.09 AF Qout= 137.0 CFS @ 12.06 HRS, VOLUME= 12.06 AF, ATTEN= 11%, LAG= 4.2 MIN DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) 0.00 0.00 0.00 .30 1.77 7.37 .60 4.09 25.22 .90 6.95 53.58 1.29 11.49 107.71 1.80 18.82 211.59 2.40 29.45 388.44 3.00 42.27 632.18 5' x 3' CHANNEL SIDE SLOPE= .33 n= .025 LENGTH= 1500 FT SLOPE= .03 FT/FT STOR-IND+TRANS METHOD PEAK DEPTH= 1.49 FT PEAK VELOCITY= 10.3 FPS TRAVEL TIME = 2.4 MIN SPAN= 10-20 HRS, dt=.1 HRS I Data for CEA Capital post DUP5 Page 13 TYPE II 24-HOUR RAINFALL= 4.00 IN Prepared by Heindel & Noyes 24 Sep 01 HydroCAD 5.11 001547 (c) 1986-1999 Applied Microcomputer Systems REACH 39 Reach NA Qin = 128.0 CFS @ 12.38 HRS, VOLUME= 16.92 AF Qout= 126.9 CFS @ 12.41 HRS, VOLUME= 16.90 AF, ATTEN= 1%, LAG= 2.1 MIN DEPTH END AREA DISCH (FT) (SO -FT) (CFS) 0.00 0.00 0.00 .40 4.48 18.98 .80 9.94 63.21 1.20 16.36 130.74 1.72 26.16 254.85 2.40 41.45 484.10 3.20 63.03 861.08 4.00 88.48 1366.65 REACH 56 10' x 4' CHANNEL SIDE SLOPE= .33 n= .025 LENGTH= 625 FT SLOPE= .02 FT/FT NJ: Wetlands STOR-IND+TRANS METHOD PEAK DEPTH= 1.18 FT PEAK VELOCITY= 7.9 FPS TRAVEL TIME = 1.3 MIN SPAN= 10-20 HRS, dt=.1 HRS Qin = 87.26 CFS @ 11.92 HRS, VOLUME= 4.55 AF Qout= 73.05 CFS @ 12.06 HRS, VOLUME= 4.52 AF, ATTEN= 16%, LAG= 8.9 MIN DEPTH END AREA DISCH (FT) (SO -FT) (CFS) 0.00 0.00 0.00 .05 2.58 3.40 .10 5.33 10.92 .15 8.25 21.76 .22 12.29 40.36 .30 18.00 72.05 .40 25.33 119.85 .50 33.33 179.12 REACH 58 50' x .5' CHANNEL SIDE SLOPE= .03 n= .026 LENGTH= 1180 FT SLOPE= .03 FT/FT Reach NE STOR-IND+TRANS METHOD PEAK DEPTH= .31 FT PEAK VELOCITY= 4.1 FPS TRAVEL TIME = 4.8 MIN SPAN= 10-20 HRS, dt=.1 HRS Qin = 71.64 CFS @ 12.10 HRS, VOLUME= 4.52 AF Qout= 70.55 CFS @ 12.11 HRS, VOLUME= 4.52 AF, ATTEN= 2%, LAG= 5 MIN DEPTH END AREA DISCH (FT) (SO -FT) (CFS) 0.00 0.00 0.00 .40 4.48 16.61 .80 9.94 55.29 1.20 16.36 114.38 1.72 26.16 222.95 2.40 41.45 423.50 3.20 63.03 753.29 4.00 88.48 1195.57 10' x 4' CHANNEL SIDE SLOPE= .33 n= .035 LENGTH= 150 FT SLOPE= .03 FT/FT STOR-IND+TRANS METHOD PEAK DEPTH= .91 FT PEAK VELOCITY= 6.1 FPS TRAVEL TIME _ .4 MIN SPAN= 10-20 HRS, dt=.1 HRS Data for CEA Capital post DUP5 Page 14 TYPE II 24-HOUR RAINFALL= 4.00 IN Prepared by Heindel & Noyes 24 Sep 01 HydroCAD 5.11 001547 (c) 1986-1999 Applied Microcomputer Systems POND 1 Pond at SW of site Qin = 9.34 CFS @ 11.92 HRS, VOLUME= .63 AF Qout= 1.10 CFS @ 12.46 HRS, VOLUME= 51 AF, ATTEN= 88%, LAG= 32.6 MIN ELEVATION CUM.STOR (FT) (AF) 193.0 0.00 196.0 .10 STOR-IND METHOD PEAK STORAGE = .29 AF PEAK ELEVATION= 201.7 FT FLOOD ELEVATION= 196.0 FT START ELEVATION= 193.0 FT SPAN= 10-20 HRS, dt=.l HRS Tdet= 166.4 MIN (.51 AF) # ROUTE INVERT OUTLET DEVICES 1 P 194.5' .25' x .25' ORIFICE/GRATE Q=.6 Width 2/3 SQR(2g) (H^1.5 - (H-Height]^1.5) 2 1 193.0' 12" CULVERT n=.011 L=10' S=.11/' Ke=.1 Cc=.9 Cd=.82 Primary Discharge I -1=Orifice/Grate I 2=Culvert POND 2 Pond at Back lot Qin = 3.76 CFS @ 12.06 HRS, VOLUME= .28 AF Qout= .19 CFS @ 15.69 HRS, VOLUME= .10 AF, ATTEN= 9516, LAG= 217.8 MIN ELEVATION CUM.STOR (FT) (AF) 200.0 0.00 204.0 .30 STOR-IND METHOD PEAK STORAGE = .19 AF PEAK ELEVATION= 202.5 FT FLOOD ELEVATION= 204.0 FT START ELEVATION= 200.0 FT SPAN= 10-20 HRS, dt=.1 HRS Tdet= 269 MIN (.1 AF) # ROUTE INVERT OUTLET DEVICES _ 1 P 202.0' .25' x .25' ORIFICE/GRATE Q=.6 Width 2/3 SQR(2g) (H-1.5 - [H-Height]-1.5) 2 1 200.0' 12" CULVERT n=.011 L=10' S=.11/' Ke=.1 Cc=.9 Cd=.82 Primary Discharge L-1=0rifice/Grate I 2=Culvert 1 ) Data for CEA Capital post DUPS Page 15 TYPE II 24-HOUR RAINFALL= 4.00 IN Prepared by Heindel & Noyes 24 Sep 01 HydroCAD 5.11 001547 (c) 1986-1999 Applied Microcomputer Systems _ POND 7 Pond 24/NJ Qin = 73.05 CFS @ 12.06 HRS, VOLUME= 4.52 AF Qout= 71.64 CFS @ 12.10 HRS, VOLUME= 4.52 AF, ATTEN= 2%, LAG= 2.0 MIN ELEVATION AREA INC.STOR CUM.STOR (FT) (SF) (CF) (CF) 127.0 120 0 0 127.5 210 83 83 128.0 300 128 210 128.5 390 173 383 129.0 480 218 600 129.5 570 263 863 130.0 630 300 1163 130.5 720 338 1500 131.0 810 383 1883 131.5 900 428 2310 STOR-IND METHOD PEAK STORAGE = 5158 CF PEAK ELEVATION= 134.8 FT FLOOD ELEVATION= 131.5 FT START ELEVATION= 127.0 FT SPAN= 10-20 HRS, dt=.1 HRS Tdet= .8 MIN (4.52 AF) u ROUTE INVERT OUTLET DEVICES 1 P 127.0' 30" CULVERT n=.023 L=40' 5=.031/' Ke=.l Cc=.9 Cd=.82 POND 12 Upper IDX Pond Qin = 22.92 CFS @ 12.14 HRS, VOLUME= 1.81 AF Qout= 24.10 CFS @ 10.00 HRS, VOLUME= 2.77 AF, ATTEN= 0%, LAG= 0.0 MIN ELEVATION AREA INC.STOR CUM.STOR (FT) (SF) (CF) (CF) 155.0 5000 0 0 167.0 20366 152196 152196 STOR-IND METHOD PEAK STORAGE = 66887 CF PEAK ELEVATION= 160.3 FT FLOOD ELEVATION= 167.0 FT START ELEVATION= 161.0 FT SPAN= 10-20 HRS, dt=.1 HRS Tdet= 173.6 MIN (1.02 AF) # ROUTE INVERT OUTLET DEVICES 1 P 157.0' 24" CULVERT n=.023 L=50' 5=.031/' Ke=.l Cc=.9 Cd=.82 1 ) Data for CEA Capital post DUDS Page 16 TYPE II 24-HOUR RAINFALL= 4.00 IN Prepared by Heindel & Noyes 24 Sep 01 H droCAD 5.11 001547 (c) 1986-1999 Applied Microcomputer Systems POND 13 Lower IDX Pond Qin = 24.10 CFS @ 10.00 HRS, VOLUME= 2.77 AF Qout= 28.07 CFS @ 10.10 HRS, VOLUME= 2.74 AF, ATTEN= 0%, LAG= 6.0 MIN ELEVATION AREA INC.STOR CUM.STOR (FT) (SF) (CF) (CF) 145.0 192 0 0 145.6 298 147 147 146.1 428 182 328 146.7 582 303 631 147.2 758 335 966 147.8 958 515 1481 148.3 1182 535 2016 148.9 1429 783 2800 149.5 1699 938 3738 150.1 1992 1107 4845 150.7 2309 1290 6136 STOR-IND METHOD PEAK STORAGE = 3622 CF PEAK ELEVATION= 149.4 FT FLOOD ELEVATION= 150.7 FT START ELEVATION= 145.5 FT SPAN= 10-20 HRS, dt=.1 HRS Tdet= 8.4 MIN (2.74 AF) ROUTE INVERT OUTLET DEVICES 1 P 147.5' 42" CULVERT n=.013 L=20' S=.031/' Ke=.1 Cc=.9 Cd=.82 POND 34 RR Tracks Qin = 207.3 CFS @ 12.07 HRS, VOLUME= 17.03 AF Qout= 206.1 CFS @ 12.08 HRS, VOLUME= 17.02 AF, ATTEN= 1%, LAG= .7 MIN ELEVATION AREA INC.STOR CUM.STOR (FT) (SF) (CF) (CF) 120.0 600 0 0 120.4 723 265 265 120.8 858 316 561 121.2 1005 373 953 121.6 1162 433 1387 122.0 1332 499 1886 122.4 1513 569 2455 STOR-IND METHOD PEAK STORAGE = 9378 CF PEAK ELEVATION= 127.3 FT FLOOD ELEVATION= 122.4 FT START ELEVATION= 120.0 FT SPAN= 10-20 HRS, dt=.1 HRS Tdet= 1 MIN (16.85 AF) _# ROUTE INVERT OUTLET DEVICES _ -- 1 P 120.0' 48" CULVERT n=.023 L=60' S=.031/' Ke=.l Cc=.9 Cd=.82 Data for CEA Capital post DUP5 Page 17 TYPE II 24-HOUR RAINFALL= 4.00 IN Prepared by Heindel & Noyes 24 Sep 01 HydroCAD 5.11 001547 (c) 1986-1999 Applied Microcomputer Systems POND 35 Qin = 206.1 CFS @ 12.08 HRS, VOLUME= 17.02 AF Qout= 205.2 CFS @ 12.09 HRS, VOLUME= 17.02 AF, ATTEN= 0%, LAG= .3 MIN ELEVATION AREA INC.STOR CUM.STOR (FT) (SF) (CF) (CF) 122.0 300 0 0 122.3 366 100 100 122.6 438 121 220 122.9 516 143 364 123.2 601 168 531 123.5 693 194 725 123.8 791 223 948 124.1 895 253 1201 125.0 1248 964 2165 125.6 1498 824 2989 128.0 3000 5398 8387 STOR-IND METHOD PEAK STORAGE = 3210 CF PEAK ELEVATION= 125.7 FT FLOOD ELEVATION= 128.0 FT START ELEVATION= 122.0 FT SPAN= 10-20 HRS, dt=.1 HRS Tdet= .2 MIN (16.85 AF) # ROUTE INVERT OUTLET DEVICES 1 P 122.0' 8' x 4' CULVERT n=.013 L=8' 5=.071/' Ke=.1 Cc=.9 Cd=.82 POND 36 0 Qin = 205.2 CFS @ 12.09 HRS, VOLUME= 17.02 AF Qout= 185.8 CFS @ 12.16 HRS, VOLUME= 17.00 AF, ATTEN= 9%, LAG= 4.2 MIN ELEVATION AREA INC.STOR CUM.STOR (FT) (SF) (CF) (CF) 120.0 1125 0 0 120.3 1249 356 356 120.6 1379 394 750 120.9 1516 434 1185 121.2 1660 476 1661 121.5 1810 520 2181 123.0 2656 3350 5531 124.5 4000 4992 10523 126.0 6000 7500 18023 127.5 8000 10500 28523 129.0 10000 13500 42023 STOR-IND METHOD PEAK STORAGE = 31332 CF PEAK ELEVATION= 127.8 FT FLOOD ELEVATION= 129.0 FT START ELEVATION= 120.0 FT SPAN= 10-20 HRS, dt=.l HRS Tdet= 2.1 MIN (17 AF) # ROUTE INVERT OUTLET DEVICES 1 P 120.0' 48" CULVERT n=.013 L=65' 5=.0131/' Ke=.l Cc=.9 Cd=.82 Data for CEA Capital post DUP5 Page 18 TYPE II 24-HOUR RAINFALL= 4.00 IN Prepared by Heindel & Noyes 24 Sep 01 HydroCAD 5.11 001547 (c) 1986-1999 Applied Microcomputer Systems POND 37 NC Qin = 185.8 CFS @ 12.16 HRS, VOLUME= 17.00 AF Qout= 177.1 CFS @ 12.21 HRS, VOLUME= 16.99 AF, ATTEN= 5%, LAG= 3.2 MIN ELEVATION AREA INC.STOR CUM.STOR (FT) (SF) (CF) (CF) 115.0 150 0 0 115.3 197 52 52 115.6 251 67 119 116.5 915 525 644 118.0 2000 2186 2830 119.5 4000 4500 7330 121.0 6000 7500 14830 122.5 8000 10500 25330 STOR-IND METHOD PEAK STORAGE = 24254 CF PEAK ELEVATION= 122.3 FT FLOOD ELEVATION= 122.5 FT START ELEVATION= 115.0 FT SPAN= 10-20 HRS, dt=.1 HRS Tdet= 1.3 MIN (16.99 AF) # ROUTE INVERT OUTLET DEVICES 1 P 115.0' 48" CULVERT n=.013 L=8' 5=.021/' Ke=.1 Cc=.9 Cd=.82 POND 38 NB Qin = 177.1 CFS @ 12.21 HRS, VOLUME= 16.99 AF Qout= 128.0 CFS @ 12.38 HRS, VOLUME= 16.92 AF, ATTEN= 28%, LAG= 9.9 MIN ELEVATION AREA INC.STOR CUM.STOR (FT) (SF) (CF) (CF) 117.0 3750 0 0 118.0 4521 4136 4136 119.0 5364 4943 9078 120.0 6279 5822 14900 121.0 8324 7302 22201 122.0 10000 9162 31363 123.0 12000 11000 42363 124.0 14000 13000 SS363 125.0 16000 15000 70363 126.0 18000 17000 87363 STOR-IND METHOD PEAK STORAGE = 97466 CF PEAK ELEVATION= 126.6 FT FLOOD ELEVATION= 126.0 FT START ELEVATION= 117.0 FT SPAN= 10-20 HRS, dt=.l HRS Tdet= 8.3 MIN (16.76 AF) ## ROUTE INVERT OUTLET DEVICES 1 P 117.0' 36" CULVERT n=.013 L=50' S=.0161/' Ke=.1 Cc=.9 Cd=.82 WILSON NEW CB N2 RIM=196.5 INV-191.8 NEW SMH A11M >OKE TOUTANT EATON HAYNES PERELMAN ------------, I F I I --—— — — — — —— -L._� I WAXLER skis 11 52900 SOFT. TAN WRIGl ARIOL 1 CEAICAPITAL SOUTH BURLINGTON VERMONT WATERSHED LAYOUT SCALE: 1" = 40' Heindel and Noyes pROJECTNO. ###### VHHydrogeology •Ecology . FILE. 00279-2DHN.DWG nvironmental Engineering . DATE. OCTOBER 1, 2001 ULTING SCIENTISTS AND ENGINEERS DIM WNBY.a)b P.O. BOX 64709 PRO1. MGR: 2,b BURLINGTON, VERMONT 05406-4709 APPROVED: ;en Prepared By: 1V1 1p� Information & Visualization Services Ja DRAFT 19 FINAL g r3 #SP-01-72 46 51-Al—E OF VERMONT COUN770"F CHrTTENDEN CITY OF SOUTH BURLINGTON RE: APPLICA17ON OF ROBERT GRISWOLD & CAPTIOL ENTERPRISES, INC. RESTAURANT This matter came before the South Burlington Development Review Board pursuant to the provisions of Section 26.10 of the South Burlington Zoning Regulations on application of Robert Griswold and Capital Enterprises, Inc., hereinafter ""Applicants," for approval to construct a 124 seat restaurant with a pick-up only drive -through lane, 1220 Shelburne Road, as depicted on a 12 page set of plans, page two (22) entitled, "Capital Enterprises, Inc. Proposed Commercial! Residential Site Plan South Burlington Vermont", prepared by Civil Engineering Associates, Inc., dated March, 2001, last revised on 4/23/01. The Applicants were present at the public meeting held on 11/6/01 relative to this application. Based on the evidence submitted at the hearing and as part of this application, the Development Review Board hereby renders the following decision on the application. FINDINGS OF FACT I. The owner of record of this property, located at 1220 Shelburne Rd., is 1220 Shelburne Road Corporation. 2. This project consists of constructing a 3800 sq. foot standard restaurant containing 124 seats with a drive through pick-up window. 3. The development is proposed to take place on a 1.55 acre lot with 189 feet of frontage along Shelburne Road. 4. This property is located in the C1, R4 and Bartlett Brook Watershed Protection Overlay Districts. 5. Approximately 1.2 acres of the lot is located in the C1 District with the remaining 0.35 acres located in the R4 District. 6. This property is located in Traffic Overlay Zone 2 which would allow the portion of property located in the C1 District (1.2 acres) to generate 26.14 vehicle trip ends during the p.m. peak hour. 7. 1-"�E estimates that the proposed 124 seat restaurant to generate 53 vehicle trip ends during the p.m. peak hour. 8. Section 26.1 2 (a) of the zoning regulations requires the Board to consider pedestrian and vehicular access. Compliance with the Traffic Overlay District is reviewed as part of a site plan application under this criteria. CONCLUSIONS OF LAW I. This property is located within Traffic Overlay Zone 2 which allows this 1.55 acre lot (of which only 1.2 ,acres is located in the C1 District) to generate a maximum of 26 vehicle trip ends (vte's) during the p.m. peak hour. ILTE estimates the proposed 124-seat restaurant to generate 53 vte's, which is 27 or 103.8% more vte's than permitted. The remaining land is located in the i24 District and cannot he used to satisfy the land area requirement needed to meet the zoning regulation's traffic overlay requirements. Land In one zoning district cannot he used to satisfy the requirements in another zoning district unless the use is allowed in both districts. Since a restaurant is not permitted in the R4 District, land in the R4 district cannot he used to satisfy the zoning requirements. 2. The Development Review Board may approve peak hour traffic volumes above the normal standard if it determines that other site improvements will produce a net benefit for traffic flow in the vicinity. 1n making its determination of whether other site Improvements will produce a net benefit for traffic flow the Board may consider the criteria contained in Sections 21.501— 21.5-04 of the zoning regulations. The Development Review Board concludes that: a) The Traffic Overlay District regulations allows this lot to generate a maximum of 26 vte's during the p.m. peak hour and the proposed use will generate 53 vte's which is 27 vte's or 103.8% more vte's than permitted. It is concluded therefore that the proposed use will generate traffic volumes significantly greater than permitted. h) Section 21.501 of the zoning regulations is not met since this proposal does not guallfy for a Planned Unit Development SPUD). c) Section 21.502 of the zoning regulations is not met since the proposal does not include the change or reduction in the number or location of curb cuts. d) Section 21.503 of the zoning regulations is not being met since information on traffic volumes and effect on levels of service at nearby le tersections was not provided and therefore was not shown to improve. e) Section 21.504 of the zoning regulations is not met since this is not a PUD review and there are no other factors deemed relevant by the Development review Board. DECISION Based on the above Findings of Fact and Conclusions of Law, the South Burlington Development review Board denies the Applicants' request for site plan approval to construct a 3800 sq. foot standard restaurant containing 124 seats with a drive through pick-up window, 1220 Shelburne Rd., for the following reason: The application does not comply with or satisfy the requirements of Article I, Traffic Overlay District of the zoning regulations. The proposed use will generate 27 vte`s or 103.8% more vte°s than allowed without any site improvements which will produce a net benefit for traffic flow in the vicinity. Dated this day of November, 2001 at South Burlington, VT Chairman or Clerk South Burlington Design Review Board DEVELOPMENT REVIEW BOARD 6 NOVEMBER 2001 PAGE 4 Mr. Belair said it is staffs opinion that you can't use traffic from a residential district to apply to a commercial district. In the commercial district 26 VTE's are allowed. This project will generate 53. Mr. Vock said the Sherwin Williams project used residential trip generation just a few years ago. Mr. Aioli said just because you make a mistake before doesn't mean you have to continue it. Mr. Bertan asked the Board to deny the C-1/11-4 extension. He asked where this kind of thing stops and how far into a residential area commercial things can creep. The line was drawn there to keep commercial development out of the residential district. He said it also seems obvious to him that there will be a menu board put up at some time. Mr. Schmitt said he felt this is a fast food restaurant as they are sending food out in paper boxes. Pizza Hut also advertizes "10 minutes or less." He also noted that with the encroachment proposed into the R-4 district, you get more traffic. He asked for the City Attorney's opinion on this. Mr. Belair noted the Board must make a decision within 60 days. Mr. Boucher moved to continue to 18 December. Mr. Farley seconded. Motion passed unanimously. Mr. Kupferman said he would like to see a marketing plan from Pizza Hut. 10. Public Hearing: Application #CU-01-40 of Robert Griswold and Capital Enterprises seeking conditional use approval under Section 26.05, Conditional Uses, and Section 29.007, Interpretation of District Boundaries, of the South Burlington Zoning Regulations. Request is for permission to extend the Cl District Boundary line fifty feet into the R4 District, 1220 Shelburne Road: Mr. Boucher moved to continue this application to 18 December. Mr. Farley seconded. Motion passed unanimously. Mr. Belair noted the City Council has indicated it is not in favor of moving the boundary toward the residential zone. Mr. Haynes noted that he can presently see the Sherwin Williams building and hear trash removal. He felt that removing any trees will add to the noise. 11. Public Hearing: Final Plat application #SD-01-53 of Burlington Properties to amend a planned unit development consisting of a 132,700 sq. ft. light manufacturing facility. The amendment consists of. 1) parking layout modification, and 2) adding an 8'x8' exterior gas storage unit, 1020 Hinesburg Road: Mr. Lavigne said they would move 3 handicapped spaces from the west side of the buffer zone to the east side to line up with the other handicapped spaces. They are being required to move the gas to outside storage (this is bottled gas and empty tanks). Mr. Belair said there is no impact from these amendments. Mr. Boucher moved to approve Final Plat application #SD-01-54 of Burlington Properties subject to the stipulations in the draft motion of 6 November 2001. Ms. Quimby seconded. Motion passed unanimously. 12. Public Hearing: Preliminary Plat application #SD-01-61 and Final Plat application #SD-01-56 of Ken Smith and James Barron for a boundary line adjustment between 45 and 49 Commerce Avenue: LEGEND COVERAGE SUMMARY PARKING SUMMARY - _.._ _ _3,}<{_ __._. _- EXISTING CONTOUR 335 PROPOSED CONTOUR EXISTING PROPOSED PROPOSED RESTAURANT -STANDARD -� -- PROPERTY LINE LOT AREA 1.55 ACRES 1.55 ACRES 'I SPACE PER 3 FIXED SEATS = 12413 = 42 - - . — .. — .. — SETBACK LINE LAKE --' ------------ EASEMENT LINE BUILDING COVERAGE 0.0% 5.8% 7 SPACE PER 200 st PATRON SPACE CHAMPLAIN (WITHOUT FIXED SEATS) = 1020/200 = 6 " `a - O IRON PIN � C3 LOT COVERAGE 519% 60.9% a CONC. ION. TOTAL PARKING SPACES REQUIRED = 48 — —SS GRAVITY SEWER LINE FRONT YARD COVERAGE 5.3% 27.2% (HANDICAP SPACES REQUIRED = 2) -.-n w WATER LINE TOTAL PARKING SPACES PROVIDED = 51�._C, --- --OEOVERHEAD ELECTRIC (HANDICAP SPACES PROVIDED = 3) --UE UNDERGROUND ELECTRIC —T TELEPHONE LINE LOCATION MAP --- — G GAS LINE I I SCALE: 1 - 2000 feet ® SEWER MANHOLE I / HYDRANT I I I I ® SHUT-OFF COOKE i TOUTANT I EATON I HAYNES I PERELMAN POWER POLE II ® CATCDECIDUOUS BASIN DECtWI / I 0U5 TREE CONIFEROUS TREE I Z.__._— rwwvvwv� EDGE OF BRUSH/WOODS __--,---o--_ STOCKADE FENCE WIRE FENCE I }- -- ---- DRAINAGE SWALE I I I to • / TD TAN WILSON we tw p i BUILDING ITING BUILDING�/ I e �O' SETBACK G � I t WILKINSON I I 1220 SHELBURNE ROAD CORP. ! cc I �/% 'PICN UP MNDOW I r i HANDKAP — NEW m N eIRS oAP / /� ' `�`'- / \ \• \ - _ — _W — GflAVEl R MAIg O} EfU DR13E r NEW (@ 55 @'Spa35 v0 �. /. PRgPOSER RI TE RO I N NI I W a e•a32DJ — w / //'II NEW CeM I / I --•' / --------- — I 4 II I I.. nf WRIGHT W�-q►�R LI _ m o -/-� 7 50' SETBACK SETBACK /EVERGREEN wBUFFEAREA I! ! 30' SETBACK �I /� / ice% /��f% q - � � .�✓ I. / t - i%��PROPOSED PITIAHUT PNDPsT6woSEDI WNPa EN s I E ulaowra w/ Z I I I5��r./t�:E'n9E ikM: I —b B E I HEMN :goS'/% 50' ZONING UNE ADJUSTb maw .a I �r CONCPEIE ,NayOr N• HEM B p1 OEa, cT) VebO" P��I , I W �a � I s I� n II WAXLER Ex91nNc PAVEMENT Exsmwo PARKING LDt/ �ii I OWNER OF RECORD: - ZONING DISTRICT. GRAPHI 1220 SHELBURNE ROAD CORP. COMMERCIAL 1 & ` " "° �•N`,i� 6 /�% EX�I (ING FIUILOING 7f 7f - - - � � � K• �;�Wi SHERN WILLIAMS PAINTS C/oROBERT GRISWOLD RESIDENTIAL 4 I P.O. BOX 2090 ( 3N FUT ) RR SHELLHOUSE MOUNTAIN ROAD I IDon = 3o Tt. '&A FERRISBURGH, VT 05456 j ► ee► �0 ENTERPRISES INC. III I - I �� APPLICANT: POSED COMMERCIAL/RESIDENTIAL II "� o %� / x %�/� ROBERT GRISWOLD AND °�� // r /�, r �rA c� C _ _ CAPITAL ENTERPRISES, INC. � SITE PLAN S7 L 33 n` -- �� A ,r5228 c} A `D tel Chk'd pEW�ra pRevsfw SOUTH BURLINGTON VERMON' Ij I _ / _ _ "• = 119 W. 23rd St, SUITE 908 I S E 4 I I �— r~ NEW YORK, NY 10011 p�orarcF Drawn by MJW pate MARCH. 2001 SHEET i ANAL C CIVIL ENGINEERING ASSOCIATES. ING 1 NN Ex i Checked by SAV Scale 1` = 30 RO. BOX485 SHELBURNE, VT'05482 C f� Approved by 5.�_ Project No, 00279.00 802-88fL2323 FAX: 8"5-n7l e+nan: c @Iogettrernef LEGEND --i - - — EXISTING CONTOUR --338— PROPOSED CONTOUR PROPERTY LINE SETBACK LINE — - — - — - — WETLAND LIMIT 0 IRON PIN o CONC. MON. —SS— GRAVITY SEWER LINE W — WATER LINE —OE — OVERHEAD ELECTRIC ---UE— UNDERGROUND ELECTRIC — T TELEPHONE UNE — G GAS LINE (3) SEWER MANHOLE HYDRANT SHUT-OFF POWER POLE IN CATCH BASIN DECIDUOUS TREE CONIFEROUS TREE EDGE OF BRUSH/WOODS STOCKADE FENCE WIRE FENCE DRAINAGE SWALE 1 - 711 7 - - - - -7:ZI T, -7 Vti �J' a i -,!;,p �4 EXS171NG PARKING LOT/ GRAPHIC SCALE IN FEET I Inch - 30 ft. Draw by MJW I Date JULY, 2001 Checked by $AV $.ae 'I. = X Approved by -a&V— Project No. - 00279.00 pro'. LAKE 26L a"TERPRI E5 MWERCIAL/RNIDENTIAL CONDITIONS SITE PLAN I CIVIL E"G,"EEItIt4G ASSOCIATES. I"r, SHEET P.O. BOX485 WaSURNE, VT 0482 C2 802-98&2M FAX 802,9&S-2271 -,mU, ce aftgoih— I I tEl LEGEND EXISTING CONTOUR I ------336 PROPOSED CONTOUR — - - — PROPERTY LINE - .. - .. - .. - SETBACK UNE O IRON PIN o CONC. MON. - —SS GRAVITY SEWER UNE - — W WATER UNE - —OE OVERHEAD ELECTRIC -- —UE UNDERGROUND ELECTRIC - - T TELEPHONE LINE - — G GAS LINE S(} SEWER MANHOLE HYDRANT ® SHUT-OFF v. POWER POLE ® CATCH BASIN DECIDUOUS TREE CONIFEROUS TREE m^rvvvvw� EDGE OF BRUSH/WOODS —e----o— STOCKADE FENCE —x—'— WIRE FENCE ------ DRAINAGE SWALE 1 vv v / WILSON I �, NEWIM SMH #3 / \ 1 INv-188.7 i/ - I I ''BkliLDiNc WILKINSON NEW CB /1 / /%. C.i NEW SMH /j4 �- RIM=198. �i// Z INV-192.2 / w W RIM-202.5 Q INV-194.8 I I I NEW CB #3 (n !/! ,i/% ' `` • ,�,,\� /// I _ RIM-197.7 W — I _ INV-191.0.�_ OE&T— _ _ — _OE&T-{ — 91E— — -. �.: " —� _.,. _ W \\ r - - - - - - - - e �� - - - - - - NEW 8�12 / V \I f RIM- 98.5,n\ 1 I 1 I NV 1�1.5 I _ � 1 PRO P&46 - �VA:T� RQ�IQ RIINEW MV_# -19 =192.0 r96, _..I._- .7__�___.,\_ ____-i------- _____ / __ _T 292z ,1 •/1 II \\ 1 1 __ r �I / 98 r I 1 I iP&4+ ' '199.2a 1924+loko PROPOSED P HUT' i 19D.a / F. I I � NEW RIM-193.5 _- iinn / /.• //� /' /, .WB B ,'/ / A 1 I INV-1QI6 0 C _a . I I ,' 1 / — I • RIVE u17 �A►dE--- ;, ' •,, �'F_,y98-�' / ' /^' 1 , � ` � . \ RIL1.193.01 -- • _ -_-. .. ..- -i-V.--_ -._-� -- NEW CH. p4 s\ - 1e7 I I /yf1 I II 1 Ex. CB RIM-192.27 INV-189.$ INV-188.87 I I / NEW INV-189.0 EX. CB / I RIM-194.15 { / I _UEd�T __ _ - -y- ��j ''\.\ /� / EATING PAVEMENT EXSITING PARKING LOT w=. — -- w— I �I � I I \\ I � EXSITING BUILDING/� �� WILLIAMS PAINTS�� j/K�/�201//Nl � 4 EX_ CB on //m/mR, NEW RIM-33 90.5 IN V=t182.8 �\ _ ,- II s r I MAT H Lr ST4 2+5 - I I S E SHEET r 4 P r SS- / I / y f \ Ip I It OF 1Ptpifrrt A y �'o /5228 pFo s /STEP ram GRAPHIC SCALE Ar ($'p .1 (IN F•68'1' � SE•" t ineC = 20 Y�� L P AL ENTERPRISES, INC. �- POSED COMMERCIAL/RESIDENTIAL -23-9, sAY RENSED TRAMC URGILATXN GRADING PLAN Date Ch'k'd Revision Drawn by MJW Dote MARCH, 2001 Checked by SAY Scale 1" = 20' Approved by SAY Project No. 00279.00 SHEET CIVIL ENGINEERING ASSCIC1AUS. INC. P.O. BON 485 SHECBI RNE, Vf 05482 W2405-2323 FAX 802-885-2271 e+nWl COB@W90err9 I i N,�- I / - _ , --- LIAEST� 2+551 S "E SHEET C3 _ ss — _ I EX. CB fI / SS 4" PVC %i EX. cs — RIM 1187 a �� ,E;XSITING BUILDIN /GREAT NORTHERN, S i +$ ExS�AH RIM-16S51 INV 8`=1786 IN V 4N=181.0 INV 4"E=180.1 NEW INV=178.6 GRAPHIC SCALE ,o ( 1N FEET ) I inch = 20 ft. NOTES: v 1. Utilities shown do not purport to constitute or represent all utilities located upon or adjacent loathe surveyed premises. Existing utility locations are approximate only. The Contractor shall field verify all utility conflicts. All discrepancies shall be reported to the Engineer. The Contractor shall contact Dig Safe (888-344-7233) prior to any construction. 2. All existing utilities not Incorporated into the final design shall be removed or abandoned as indicated on the plans or directed by the Engineer. 3. The Contractor shall maintain as —built plans (with ties) for all underground utilities. Those plans shall be submitted to the Owner at the completion of the project. 4. The Contractor shall repair/restore all disturbed areas (on or off the site) as a direct or indirect result of the construction. 5. All grossed areas shall be maintained until full vegetation is established. 6. Maintain all trees outside of construction limits, 7. The Contractor shall be responsible for all work necessary for complete and operable facilities and utilities. 8. If the building is to be sprinklered, backflow prevention shall be provided in accordance with AWWA M14. The Site Contractor shall construct the water line to two feet above the finished floor. See mechanicol plans for riser detail. 9. The Contractor shall submit shop drawings for all items and materials incorporated into the site work. Work shall not begin an any item until shop drawing approval is granted. ID In addition to the requirements set In these plans and specifications, the Contractor shall complete the work in accordance with all permit conditions and any local Public Works Standards. 11, The tolerance for finish grades for all pavement, walkways and lawn areas shall be 0.1 feet. 12. Any dewatering necessary for the completion of the sitework shall be considered as part of the contract and shall be the Contractor's responsibility, 13. The Contractor shall coordinate all work within City or State Road R.O.W. with City or State authorities. 14. The Contractor shall install the electrical and telephone services in accordance with the utility companies requirements. 15. Existing pavement and tree stumps to be removed shall be disposed of at an approved off — site location. All pavement cuts shall be made with a pavement saw. 16. If there are any conflicts or Inconsistencies with the plans or specifications, the Contractor shall contact the Engineer for verification before work continues on the item in question. 192 I 190 I ..-.__.._._. ___'___._ ......_.___-.. _ . ........_._ EXISTING In GRADE EXISTING 15" CMP STORM LINE EXISTING 6" C.I.— WATER SERVICE PROVIDE 2" RIGID 184 I -. __._..._ _. ...... ... __--.--it43lttATION— EXISTING I WATER S RVICE �I n u a I � - ---- g" S09 35 PV 1801 _ _ -___. _._. ._. _.-_ - _. ..-. _. __._.. .,.. PROVIDE 110" C.I. SLEEVE 1 AT WATER: CROSSING (10 LF) 178 1 PROVIDE 90" 0.1._S :EVE �._--- AT WATER CROSSIN 101- �to >> Z= 176 wa 7ntrr� ET.av _ 1 Y5 00 in 0+00 1+00 SEWER_ _ PROFILE STA. 0+00 - 2+05 1" - 20' HORIZONTAL 1" = 2' VERTICAL EXISTING ," WATER SERVICE 2+00 R CAPITt, EIN'RISES, INC. P � S ? 'e MMERCIAL/RESIDENTIAL PL PROFILE STA. 0+00 - 2+05 t A N5226 a Date Ch'k'd Revision SOUTH BURLINGTON VERMONT 9F"r s>•ca�"e`'- Drawn by MJW Date DULY 2001 SHEET cCIVILFP1GlMFERING ASSOCIATES. IllioNA� Checked by SAV Scale 1,. = 20' P.O. BOX485 SHEIBURNE, VT 05462 G4 Approved by SAV Project No. 00279.00 eozaas2324 M 802-88&227f a 9 ceapbgetl,sr.rret' �I - - zos I' s = N ! G EXISTIEN 202 dI / I 8' R 35 PVC _ STUE CAP -__._._ _ ___._.___.—_.__ _ - __.. _._ _ _ .__._.._._— .._...__ .__._.__—..__ .._._ _ ___._. ___ ___.__ _____._._____ IP"_____ ------- NEW ELECTRIC & 198 z / TELEPHONE SERVICE N FINISH a' NEW GAS + GRADE ! �^I n / ! SERVICE / I i _194 NEW H E STORM LINE EW 8' C.I I z :+, ATER SERVICE 35 it EXISTING 15" CMP-- 5pR = STORM LINE B° Fu, n I 190 PROVIDE 2' RIGID 'o INSULATION (8 LF) EXISTING 2'— II 1 FT. ___.... _ _._..__ _____..___. `_......._ ...._._. -.._-WATER._SERVICE _.__. _.. _. ..__. .._. _.. 1 _,._._.__ _.. ___.___.. _..__. 35 _ _-_5 p02 �.- .........-._ _.--...____ __........._ ... .,.-__._.__ T 188 PVC I e" SDR � (r, 1 z -- I — g._SO 164 � n I �Z _ I PROVIDE 10" C.I. SLEEVE AT WATER CROSSING (10 LF) __.... 182 I zi I _... _... 178 I 176 n N rn ml rn rn rn N N _ -- - -- --- --- _ �- l ------ f --- - - - - - --- -- --- - --- - --_ ----- _ ---- - -�L -- -- --- -'` II _ ......_._ N _._._..__-_____.____�I..... ____—. _. ____ _ .__ __ ..... _. - 3+00 4+00 5+00 6+00 7+00 4+00 4 SEWER PROFILE STA. 2+05 - 8+50 � � ti 0 let" 2 '. HORIZOVERTICNTAL Q& ``�� . PITAL ENTERPRISES, INC. PROPOSED COMMERCIAL/RESIDENTIAL yGIII2'1.j PROFILE STA. 2+05 — 8+50 nDate Ch'k'd Revision SOUTH BURLINGTON VERMONT Drawn by MJW Date JULY 2001 SHEET CIVIL E85 SHELBURNG T054CIAfES INC, C5 Checked by _� Scale 1" = 20' P.O. BOX 485 SHEtBURNE, VI' OSC82 Approved by Project N. 00279.00 80248•'`2323 FAIL e02-085-2271 —1.—Wlagen'e`..ret E TOPSOIL, RAKE; SEED & MULCH NOTES: Compoctim of bockfill and bedding shall be a o° minimum of 90% (95% under roadway surfaces) of maximum dry density determined In the p C standard proctor test (ASTM 0698). APPROVED BACKFILL THOROUGHLY COMPACTED 2. Bedding material shall not be placed on frozen 2F -' IN 8" LIFTS subgrode. Z RIGID INSULATION AS 3. Approved bockfill shall not contain any stones V, REQUIRED. USE 1' OF INSULATION FOR EVERY more than 12" in largest dimension (6" in roadways, 2" maximum diameter within 2' of FOOT DEPTH OF PIPING the outside of the pipe), or contain any frozen, G 'D 2' IS LESS THAN 5'-6" wet, or organic material. �' O --PVC SEWER PIPE 4. Trenches shall be completely dewatered prior to placing of pipe bedding material and kept 6^ f. dewatered during installation of pipe and bockfill. '- -THOROUGHLY COMPACTED 5. In trenches with unstable materials, trench BEDDING MATERIAL bottom shall First be stabilized by placement of 6" ^� filter fabric then crushed stone (3/4" maximum). 6. The sides of trenches 4' or more in depth entered UNDISTURBED SOIL OR ROCK by personnel shall be sheeted or sloped to the angle of repose as defined by O.S.H.A, standards. 7. Bedding material shall consist of crushed stone, TYPICAL SEWER TRENCH DETAIL gravel or sand with a maximum size of 3/4". Submit a sample to the Engineer for approval. N.T.S. TOPSOIL, RAKE, UNPAVED, PAVED-, SEED & MULCH L_ �-APPROVED BACKFILL THOROUGHLY COMPACTED IN 8" LIFTS RIGID INSULATION AS REQUIRED. USE i" OF INSULATION FOR EVERY FOOT DEPTH OF PIPING 5 IS LESS THAN •-6" C WATER LINE --THOROUGHLY COMPACTED BEDDING MATERIAL `- UNDISTURBED SOIL OR ROCK TYPICAL WATER TRENCH DETAIL N.T.S. ALL JOINTS SHALL BE 2-0 MIN. THOANDRCUGHLY CLEANED MANHOLE RADIUS SMOOTH CUT EXIST. 7 COATED WITH WALL PAVEMENT PRIOR TO PAVING EMULSIFIED ASPHALT EX. BIT. PAVEMENT I PAVING (BOTH SIDES) OPE. � MATCH E%. PAVEMENT _.... _.. _.____. _ _._. MIN. (MIN. 1 1/2" TYPE III 2" TYPE II) NOTES: 90 MAX. SLOPE NEW BIT. CONIC PAVEMENT : 1. THE CONTRACTOR SHALL MAINTAIN AT LEAST ONE - WAY TRAFFIC AT ALL TIMES DURING WORK WITHIN .. MATCH EX. SUBBASE TfT O THE R.O.W. MANHOLE 'SUBBASE �O CBI T ' U (18" MIN. CRUSHED 2. MAINTENANCE AND PROTECTION OF TRAFFIC DURING WORK OPENING (� `} -) (1 () i) �} n U GRAVEL) `� TIN ACCORIDANCEY WITH THEHMANUAL OF ABOVE O` .. ._,` iii "� II TT'I -.:. -E�IIII .... .. I), LI{ 'III III UNIFORM TRAFFIC CONTROL DEVICES THE CONTRACTOR SHALL NOT WORK WITHIN THE R.O.W. WITHOUT APPROPRIATE CONSTRUCTION SIGNING jLI III II_I11 IN PLACE. PLAN j _ ..IC.' 'I ALL BACKFILL SHALL BE MADE IN SIX (e") UFTS D + 2' TRENCH _ j! AND COMPACTED TO NOT LESS THAN 95% SEE TYPICAL MAXIMUM DRY DENSITY ACCORDING TO ASTM EXCAVATION MIN) TRENCH DETAIL 059a. 'f I 4. REPLACE EXISTING ROAD STRIPING AS NECESSARY. //--LEBARON FRAME & COVER �LC266 TYPE C OR EQUAL ADJUST TO MEET FINISH GRADE. U W J a m W _.. --SET FRAME ON FULL ��----12" MORTAR BED & SEAL JOINT CONCRETE RISERS FOR ADJUSTMENT. MORTARED ON EXTERIOR SURFACES (12" MAX.) POLYPROPYLENE MANHOLE 24" STEPS ® 8" O.C. WATERTIGHT JOINTS USING 4 MASTIC OR RUBBER GASKET 48" COAT EXTERIOR OF ENTIRE MANHOLE WITH A WATERTIGHT SEALANT (2 COATS) - CAST IN PLACE FLEXIBLE MH SLEEVES OR APPROVED EQUAL 1" RISE (TYP. ALL PIPES) w USE 3" (MAX.) STUBS a " no AT ALL MANHOLE PIPE CONNECTIONS CONCRETE FILL TO ,� HIGHEST CROWN OF PIPE ooe 12" MIN. SOIL OR ROCK 6" MIN. CRUSHED CLASS B CONCRETE i STONE BEDDING SHELF AND INVERT ELEVATION NOTES: 1. INVERTS TO BE CONSTRUCTED ONLY AFTER SUCCESSFUL COMPLETION OF LEAKAGE TEST. 2. EXTERIOR JOINTS SHALL BE SEALED ONLY AFTER SUCCESSFUL COMPLETION OF LEAKAGE TEST. 3. INTERIOR JOINTS SHALL NOT BE GROUTED. 4. IF DEPTH OF MANHOLE IS 7' OR LESS FROM RIM TO CENTERLINE INVERT, TYPICAL P SANITARY SHOULD BE D SEWER FOR THE CONE SECTION. N.T.S. REPLACEMENT OF EXIST. PAVEMENT NITS THRUST BLOCK AWWA HYDRANT, VALVE AND APPURTENANCES AS PER SPECS NOTES: 1. Compaction of bockfill and bedding shall be a in.mum of 90% (95% under roadway surfaces) of maximum dry density determined In the standard proctor test (ASTM D698). 2. Bedding material shall not be placed on frozen subgrode. 3. Approved bockfill shall not contain any stones more than 12" in largest dimension (6" in roadways, 2" maximum diameter within 2' of the outside of the pipe), or contain any frozen, wet, or organic material. 4. Trenches shall be completely dewatered prior to placing of pipe bedding material and kept dewatered during installation of pipe and bockfill. 5. In trenches with unstable materials, trench bottom shall first be stabilized by placement of filter fabric then crushed stone (3/4" maximum). 6. The sides of trenches 4' or more in depth entered by personnel shall be sheeted or sloped to the angle of repose as defined by O.S.H.A. standards. 7. Bedding material shall consist of crushed stone, gravel or sand with a maximum size of 3/4 Submit a sample to the Engineer for approval. EFFECTIVE --MINIMUM ONE FULL BEARING AREA BURIED GAZE VALVE LENGTH OF PIPE (WN CONCRETE SUPPORT VALVE ��• & ANCHOR v. PLUG SOIL UMASTURSED , DRBED SOIL VALVE/DEAD END REDUCER SOIL NOTE: NTH- PLACE 3 MIL (MIN.) M>g - POLYETHYLENE SHEET BETWEEN ALL CONCRETE THRUST SLOCKs AND PIPE AND/OR FITTINGS TO PREVENT BOND. .P UNDISTURBED �• 90'. 22 1 /2• SOIL UNDISTURBED. OR 11 1/4' BEND T_ SOIL KTr N.rs MINIMUM AREA OF BEARING"SURFACE OF CONIC. THRUST BLOCKS 3" 1 4" 1 6" B" 12" CONDITION SAFE BEARING LOAD PSF "ENSOIL 0 AS 90' 4& ELB. ELB. z2W 0 - &S 90' ELB. 45' EUI. 325' ELB. D E 90' 4Y ELB. - 225' - NO 90' A ELB. 45' EYB. 225' EUs. 0 90' frE5 FLB. 43' ELB. 225' FIB. 0.5 0.5 0.5 0.5 10.511.0 0.5 0.5 1.0 1.S 1.0 0.5 2.0 2.5 1.5 I'D 4.0 5.5 3.0 1.5 SOUND SHALE 10.000 1.0 1.0 1.0 0.5 I.5 2.D 1.0 0.5 3.014.012.011.0114.5 6.5 3.5 2.0 10. 14. 7.5 2.0 4,0DO 1.01.51.00.52.02.51.51.0 3.650101.56.0 &55.02.613. 18. 10.050 3,000 1.5 2.5 1.5 1.0 2.5 3.5 2.0 1.D 5.5 7.5 !.0 2.0 9.0 2: 7.0 3.5 20. 2].515.0 8.0 2A00 3.0 {.5 2.3 1.5 5.0 7.0 4.0 2.0 10.515.0 8.0 4.0 18.025. 14.0 7.0 39.055. 30. 15.0 SOUND SHALE 10O00 MAXIMUM WATER PRESSURE - 300 PSI NOTE: REDUCER BEARING AREA - 45' BEND OF LARGER PIPE GRASS PAV rn_ 71NDEPE DR 35 OUNTER W -CAST IRON VALVE OX BOX TOP SECTION T /COVER MARKED OF PIPE "SEWER' �k CLEANOUT TO BE INSTALLED UPSTREAM OF BENO(S) IN BUILDING SEWER(S) WHEN 6" SDR 35 PVC CHANGE IN PIPE DIRECTION EXCEEDS 45' WYE 45' (USE LONG SWEEP FITTINGS WHEN EXCEEDING 45') FLOW L6" SDR 35 PVC 4 -CONCRETE CRADLE w/ 3 MIL POLYETHYLENE PLACED BETWEEN PIPE & CONCRETE TYPICAL CLEANOUT DETAIL N.T.S. N ADJUSTABLE IRON in VALVE BOX WAID MARKED "WATER" EXISTING 8' FINISH GRADE 11 WATER MAIN REDLL 1L�ll 6" D.I. ;p 1 TEEUCING �BTHRUSLOCKT • s CONCRETE VALVE UNDISTURBED SUPPORT SOIL NOTES: 1. ALL BRANCH PIPING AND FITTINGS SHALL BE MECHANICAL JOINT. 2. HYDRANTS SHALL BE LABELED "ND", FOR NONDRAINING ON THE BONNET 114E ROADWAY. TYPICAL FACING HYDRANT INSTALLATION N.T.S. ADJUSTABLE IRON VALVE BOX WITH COVER MARKED 'WATER" TAPPING SLEEVE & GATE VALVE MECH. JOINT, AWWA APPROVED SEE SPECIFICATIONS. NEW 8" D.I. PIPE CONCRETE I `-CONCRETE VALVE THRUST BLOCK SUPPORT POLYETHYLENE (3 MIL) TAPPING SLEEVE & VALVE NTS THRUST BLOCK DETAILS N.T.S. EXISTING 8" SEWER MAIN CORE EXIST. CMU MANHOLE AND SEAL w/ NON SHRINK GROUT (OR APPROVED EQUAL) FOR WATERTIGHT CONSTRUCTION 6" PROPOSED 8" SDR 35 an SEWER CONNECTION 0 EXISTING CONCRETE) M Ilk, SHELF AND INVERT �V AND,STING CONCRETE FORM NEW INVERT10 ELEVATION M1 `m\ CONNECTION TO EXISTING SEWER (MANHOLE 4 TOPSOIL, SEED & Z ar a. T APPROVED BACKFILL THOROUGHLY COMPACTED z o % IN 6" LIFTS Z S N � a D 2 APPROVED GRANULAR FILL THOROUGHLY COMPACTED ¢ /v O IN 6" LIFTS HOPE STORM DRAIN PIPE THOROUGHLY COMPACTED BEDDING MATERIAL UNDISTURBED SOIL OR ROCK TYPICAL STORM TRENCH DETAIL N.T.S. NOTES: 1. Compaction of backfill and bedding shall be a minimum of 90% (95% under roadway surfaces) of maximum dry density determined in the standard proctor test (ASTM 0698). 2. Bedding material shall not be placed on frozen subgrade. 3. Approved backfill shah not contain anyy stones more than 72" in largest dimension (6" in roadways, 2" maximum diameter within 2' of the outside of the pipe), or contain any frozen, wet, or organic material. 4. Trenches shall be completely dewatered prior to placing of pipe bedding material and kept dewotered during installation of pipe and backfill. 5. In trenches with unstable materials, trench bottom shall first be stabilized by placement of filter fabric then crushed stone (3/4" maximum). 6. The sides of trenches 4' or more in depth entered by personnel shall be sheeted or sloped to the angle of repose as defined by O.S.H.A. standards. 7. Bedding material shall consist of crushed stone, gravel or sand with a maximum size of 3/4". Submit a sample to the Engineer for approval. -OR AS SHOWN TOP COURSE BITUMINOUS ON PLANS CONCRETE PAVEMENT CONCRETE OR BRICK PAVERS 1 /2" R 6" (SEE ARCH. PLANS) BASE COURSE BITUMINOUS CONCRETE PAVEMENT 7 5„ Iti 98 n° a°o0>0 6" n°,o 0 0.0 0 o o0 0 1°i FINE CRUSHED GRAVEL • COARSE CRUSHED GRAVEL'. SUB BASE MATERIAL T 1. CURBING SHALL BE CONSTRUCTED IN 10' SECTIONS WITH 1/6" JOINT BETWEEN SECTIONS. 2. CURBING EXPANSION JOINTS SHALL BE CONSTRUCTED EVERY 20' AND SHALL BE CONSTRUCTED OF MATERIAL CONFORMING TO AASHTO DESIGNATION M-153 (1/2" SPONGE RUBBER OR CORK). 3. ASPHALT TREATED FELT TO BE USED BETWEEN SIDEWALK AND CONCRETE CURB TOP. CURBw_ SIDEWALK_ DETAIL SIDEWALK WIDTH AS SHOWN ON PLANS _ 5" CONCRETE SIDEWALK / V 1 !�A;�`c. < 6„ 8' CRUSHED GRAVEL 6° SUBBASE UNDISTURBED SOIL OR APPROVED COMPACTED GRANULAR FILL NOTES: 1. EXPANSION JOINTS SHALL BE PLACED EVERY 20' AND SHALL BE CONSTRUCTED OF PREFORMED JOINT FILLER (1/4 CORK OR BITUMINOUS TYPE) 2. BETWEEN EXPANSION JOINTS THE SIDEWALK SHALL BE DIVIDED AT INTERVALS OF FIVE FEET BY DUMMY JOINTS, TYPICAL SIDEWALK DETAIL N.T.S. 3" BITUMINOUS CONCRETE PAVEI 1" TYPE IV FINISH COURSE 2" TYPE II BASE COURSE EXISTING GROUND '`•� 12" EROSION CONTROL MATTING IN TOPSOIL _ 1DITCHES w/PROFILE GRADES EXCEEDING 5%. STAPLE AS PER MANUFACTURERS SPECIFICATIONS. GRASS LINED DITCH N.T.S. -OR AS SHOWN TOP COURSE BITUMINOUS ON PLANS CONCRETE PAVEMENT 1/2" R. 6" 1/4" R. BASE COURSE BITUMINOUS �I( CONCRETE PAVEMENT " �„ FINE CRUSHED GRAVEL COARSE CRUSHED GRAVEL SUS_ UB BASE MATERIAL 1, CURBING SHALL BE CONSTRUCTED IN 10' SECTIONS WITH 1/8" JOINT BETWEEN SECTIONS. 2. CURBING EXPANSION JOINTS SHALL BE CONSTRUCTED EVERY 20' AND SHALL BE CONSTRUCTED OF MATERIAL CONFORMING TO AASHTO DESIGNATION M-153 (1/2" SPONGE RUBBER OR CORK). TYPICAL CURB SECTION N.T.S. SIDEWALK RAMP - WITH HEAVY SIDEWALK RAMP 5'-0" BROOM FINISH MIN. WITH HEAVY MIN. BROOM FINISH b Bb B b b TRANSITION - WA CURB PLAN PLAN SIDEWALK RAMP 1/2" REVEAL TEXTURED ROADWAY SURFACE 8 % ADJACENT SECTION A —A TO RAMP AUXILIARY RAMP TEXTURED SIDEWALK RAMP AUXILIARY RAMP DIST. AS REQ D. 5'-0MIN. TO MEET GRADE SIDEWALK OF SIDEWALK ROUNDING - TYP. SECTION B—B TYPICAL HANDICAP RAMP DETAILS N.T.S. HIGH STRENGTH - NON -SHRINK GROUT AMAX. 8 24" x 24" 3 FLANGED FRAME D EQUAL) CONCRETE CURB E ON TAR BED _BITUMINOUS GONC. " PAVEMENT (t/4°/FT, s SLOPE MIN.) AAX. PRECAST CONCRETE w/MONOLITHIC BASE WATERTIGHT JOINT USING 1" MIN. WIDTH FLEXIBLE GASKET (SEAL EXTERIOR JOINTS AND LIFT HOLES w/NON SHRINK GROUT) 4" x 4" 1 B' SUMP I PRECAST MANHOLE STRUCTURES SHALL CONFORM TO ASTM SPEC. C478 (LATEST EDITION). ADJUST TO GRADE WITH BRICK (2-6 COURSES) SEAL w/HYDRAULIC CEMENT MORTAR, OR CAST -IN -PLACE FLEXIBLE MH SLEEVES MIN. CRUSHED GRAVEL TYPICAL CATCH BASIN 0 CURB N.T.S. <°goo°oa4 o' o° o6 oC♦JSh(E G EL fIN 12" CRUSHED GRAVEL (COARSE) 2 OR 3 (OR AS SHOWN ON PLANS) ' - -COMPACTED SUBGRADE-- _ 4" TOPSOIL A4 REBAR 18" x 18" GRID STABILIZATION FABRIC MIRAFI 60OX OR APPROVED EQUAL LEBARON LF248 24" x 24" 8" -0ONCRE a a C.I. GRATE w/4 FLANGED FRAME ...:. , ,. ,.'. .' ;.,.. p ......,. BITUMINOUS (OR APPROVED EQUAL) TYPICAL ROADWAY SECTION 2" CRUSHED GRAVEL SUBGRADE. PAVEME G OU N.T.S. -Ilk, UI 'Fri ..SET RAME _ -_ FULLFMORTARNBED CONCRETE DUMPSTER & DRIVE UP PAD ADJUST TO GRADE WITH BRICK (2-6 COURSES) N.T.S. PRECAST CONCRETE 4" x 24" WATERTIGHT JOINT USING 1" w/MONOLITHIC BASE MIN. WIDTH FLEXIBLE GASKET LIFT HOLES w/NON SHRINK " e GROUT) RIM 192.27 SEAL w/HYDRAULIC CEMENT '-- MORTAR, OR CAST -IN -PLACE EXISTING FLEXIBLE MH SLEEVES GRADE 1 TOP OF CURB (SEE PLAN i8" EXISTING CATCH BASIN FOR TYPE OF CURB) END TRANSITION SUMP •OR AS SHOWN SLOPE �' 6" MIN. CRUSHED GRAVEL I ON PLANS BEGIN TRANSITION f if SLOPE FACE OF e SEAL w/HYDRAULIC CEMENT a7»� ( CURB �1„ °� °➢..' EXISTING 15" MORTAR, OR CAST -IN -PLACE MH SLEEVES STORM DRAIN FLEXIBLE (TYP.) �....w.-'""G"�."�:.w * PRECA H� STRUCTURES -0 SHALL M TO ASTM SPEC, C476 (L'. EDITION). 6 �I -. L INV. 188.87 -FINISHED GRADE OF ROAD PAVEMENT TYPICAL CATCH. BASINIr f" PROPOSED N.T.S. Z 15" HOPE TRANSITION CURB •.�' INV. 189.0 N.T.S. ✓R eo�� ✓ Ego CONNECTION TO EXISTING CATCH BASIN N.T.S. i TRENCHING AND BACKFILUNG PART 1 - GENERAL 1.01 SUMMARY A. Section includes: 1. Trench, backfNl, and compact ors p .liked herein and a sealed fa installation th.11dou of undergrnd utilities located e 5' outelae the bullOinga. 1.02 QUALITY ASSURANCE A. Use adequate numbers of skilled workmen who are thoroughly Iralned old e,pe,le,ced In the necessary crofts and who are completely familiar with the specified requkemenln old he methods needed for proper performonce of he wok of this section. B. Use equipment adequate in sics. spucity, antl numbers to accompli.h the work In a timely m...... C. Comply with all requirements of gowmmentd agencies, having jurlsdic'I.. PART 2 - PRODUCTS 2.01 SOIL MATERIALS A. Fall and ba backmll mate: i. Provide oas sub stances. ontfree from organic molter and over 6bua substances, containing no rocks a lumps over et in greatest dimension. 2. FNI mat-ial le Subect to the approve of the Engineer, and M that matblot removed from a c-tions a Imported Iroff-site borrow from r predominantly -1 M granWa, non -expensive ee tram roots and other dele a ous malts. 3. Do not permit rooks having p d',nenslon great- Nan 2' 'thin Y o/ the material used at pipe. ♦. frees r- O tunic mused for bOther: Provide sand free from organic material wind olner foreign matter, and as approved by the Engineer. PART 3 - EXECUTION 3.01 PROCEDURES A. Existing Utilities: 1. Unless Mown to be re oved. protect sell- utility lines Mown an the drawings o otherwise made known to the Contractor prior to trenching. If dam "'. repair a replace at no addui...I cost to the Owner. 2. When existing underground utilities, which are not xheduled fa removal n obandonment. ore encountered In th, a whom, they Moll be ad,W,t,'y Supported and protected from damage. Any damage to utilities shot[ be repaired promptly at no additional cant to the Owner. 3. If the service is interrupted as a esult of work under this section. immediately restore serNce by repairing the damaged utility at no additional coal to the Owner. 4. If existing utilities are found to interfere with the permanent (-little. being cars"cled under this section, immediately notify the Engineer and secure his Instructions. 5. Do not proceed with permanent relocation of utilities ntil writt« instructions ors receives from the Engineer. B. Protection of po-eons and Property 1. Barrlcade pen holes o d depressions Occurring as part of the work, and post w ninq lights or, property adjacent too with public o 2. Operate warning lights during hours from dusk to dawn ouch d ors oth-w.e required. 3. Protectt structures. utilities, aused pavements, and bdamc other facilities an damage caused by azar lateral movement, washout, and other hazardss created by perolionsunder this a<ctl wan. C. DeaterIng: The Contractor, al oil times. shall conduct his operations So as to prevent the accumulation of water, ire. and en n axca-lions or I. the vicinity of ex< -led ana to prevent starfrominterfering withline progress of quality of the work. Under no condition. Mall water be allowed to rise In pen branches after pipe has been placed, D. Accumulated water, Ice, and an w shall be promptly remowd and disposed or by pumping or other approved means, Dili I Maln l be carried out In er which rill not Bate a hazard to public health, nor c se Injury to public ha priwle prperty, oak completed w in progreSo, a pudic streets, nor cause any hterference in he use of streets and road by the public. Pipes under construction Shell not be used fa drainage of exco-lions. E. Maintain access to adjacent areas at oil tins. 3,02 TRENCHING A. Care Shall be ex-cised by the Contractor to avold disrupting the paotion of existing facilities without prior written approval of the Engin..r. B. Provide sheeting and Shoring necessary for protection of the work and far the Safety of personnel. 1. Sheeting and bracing required far trenches shall be rmoved to the elevation of the pipe, but no shooting will be allowed to be pulled, removed, or disturbed below he pip.. C. A trench Mall bee coaled to the required depth and to a width sufficient to allow far Joining of the pipe and ompocllon of the bedding and back Ml motorist under old veound the pipe. Where feasible, trench walla shall be rtical. D. The complvted trench bottom shill be film far its full length and width. E. If indicated an he plans or directed by he Engineer, poor foundation material anuntered below the n nol grade of the pipe bed .hall beremowd and replaced with granular backfill. F. where pipes r to be placed in embankment fin, the p-flan shall be made it er the embankment he. been completed to a height of 3 lost plus the diameter of the pipe abow the designed grade of the pipe. G. Excavating fa ppu0sno,ces: 1. E-vote far manholes and similar structures to 0 dbtance eulrklenl to leave at .eat 12' sear belr«n ter Surfaces and the t embarkment bankt w shoring that may be seal to hold and the lnd banks. 2. Over been acted NJ beyond such oppurtenances that has not been directed rill be considered u airecte b Fill with sand. gravel, or .on concrete-ascastto the O by the Engineer, and at no additional cost la the Omer. H. Excavation Moll not interfere with normal 45' bearing play of foundation.. All trenching all Shbe in accordance with the latest OSHA wgWme enla. r J. Where utility runs tI,erse public properly or are Subject to gowrnmentd a utility company jurisdklied. Provide depth, heading, cover, and other requirements a..of forth legall bno y case ]less ited authority than the depthsbuying jurisdiction, d howIn he Contract Document,. K. Where trenching occurs In existing lawns, remove turf in «lions and keep damp. Replace turf upon completion of the backfilling. 3.03 BEDDING A. Pipe Bedding Area: Price to laying pipe, bedding molalll shall be placed to he limits of the axca-tian and to a depth sand. g he plDe as Specified, This material Mall be either ¢and, gravel, a crushed a atone and Shall not contain large lumps and stones over one Inch in diameter. As he pipe is told, bedding material Mdl be extended to 6' above the is and lewled along the width of the trench. 3.04 BACKFIWNG A. Baekflling Mall not be done in freezing weather, with frozen materials, or when materials already placed are frozen. B. Unless o1h.rMse specified - Indicated an the plan.. material used for backfilling trenches above the bedding areo Shah be Sultbl, material which was removed during ovation a obtained from borrow and when compacted Mall make a done. stable fill. The material Mall not contain wgetalion, porous molter, m ea of roots, Individual roots e in- 18 Inches long or 1/2 inch thick, or atones greater than 50 pounds or larger than six inch.. in the widest dimension. C. If additional material is required, it Shall be furnished from approved sources. D. 0 cklpl material Shall be evenly spread and compacted in lifts not mere than 12 inch.¢ thick or a¢ approved by the Engineer. Previously placed a mat -fats shall be moistened by Sprinkling, if required, to ensure props bond and <-P.cti-. E. Reopen trench.. which how been improperly boakf➢led, to a depth 'i regdred ter proper compaction. Refill and compact a. pedned. or Otherwise correct to the approval of the Engine-. F. Should any of the work be so enclosed or covered up before It has been approved, uncover oil Such work and, after approvals haw been made, refill and compact as specified, all at no additional cost to the Owne. G. Take special care in backfilling and bedding operations to not damage pipe and pip, coatings. W No compacting shall be done when the .ateraI is too .of to be compacted properly. Al Such times he work Mall be .upended until the previously placed and new materials haw pled Sul su Hicienlly to permit proper compaction, or Such other precaution, are taken as may be necessary to obtain proper compaction. I. Bockflll material shall be compacted to the following percentages of maximum dry density and the in -place moisture can lol Mdl not be more than 2% elbow the optimum m,M,re content, ae determined by Standard Proctor ASTM D698. 1. Around alo l structures, under roadway paving, shoulder and embankments - 95% 2. All other areas - 90i 3.05 TEST FOR DISPLACEMENT OF SEWERS AND STORMDRAINS A. Check .ewes cud stwmdro1n. to determine whence displacement he, occurred after the ironch has been bockfll.d to above the pipe and he, been compacted a5 epeciFled. B. FIaM a light between monndes or, it the monholes haw not yet been constructed, be ,on the locations of the manholes, by moms of a flashlight or by reflecting auniight with a mina. C. If the illuminated Interiorof the pipe line shows pea alignment. dleplaced pales, Or any olner def«ls. corset the defects to the specified conditions and at no addillonal coal to the own-. EARTHWORK PART 1 - GENERAL 1.01 SUMMARY A. Section Includes: 1. All utility and efewwk excawlion, (unless covered In Vother actions of these specifications), removal and ockplle of topsail. stabilliation fabric, and other miscellanlou9 and appurtenant work.. 2. Site filling. 3. Roadway/parking lot structural sections. 1.02 REFERENCES A. ANSI/ASTM C136 - Standard Test Method far Slew Analysis of Fine and Coarse AggregaleS. B. ANSI/ASTM D698 - Standard Test Method far Laboratory Compaction Charac\eristice of Soil Doing Standard Effort. 1.03 PROTECTION A. Prolesk bench make and e:iatng structures. B. Protect above and below grade utilities which are to remain. 1,04 SUBMITTALS A. Testing laboratory reports indicati g that material la beck811 --to requirements of this Section. B. Field density lest rapate of K. fin in place. C. Field density teal reports fa roadway structural Sections in place. D. Sloftlzation Fabric: Submit cpie6 of manufacturer's epeclliallons and InetaRollan Instructions. PART 2 - PRODUCTS 2.02 CRUSHED GRAVEL A. All materials shall be secured from approved sources. This grovel shall consist of angular and round fragments of hard durable rodr of unilorm quality throughout, rlosonobly free from thin elwpand pieces, Solt or dinMlegralatone, dirt,, organic w -her objectionable matt - This s material Mameet the following grading requiremonle: Percent M t, St. ght Slaw Designation Passing Squae Most, Siew Fine: 2 100 2 No. 4 90 - 100 70 - 60 No. 100 0 - 12 No 200 0 - 6 Course: 4• 95 - too No. 4 25 - 50 No. too Na. 200 0 - 12 0 - 6 2.03 AGGREGATE SURFACE COURSE A. Aggregate for surface course and Shouldas Mall consist of clean, hard growl. crushed gravel or crushed stone. It Mall be reasonably frlo from slit. loam, day or Organic matter. It shall be obld,ed from approved sources. B. trading. ibis met, lot Mall be, uniformly graded had, ae to fine one ;N meet the following grading requirements: Percent by et, Slow Slew Designation Passing Square Meet, Sk- 1 1/2' 100 90 - 100 N. 4 45 - 65 No. 100 0 - 15 No. 200 0 - 12 2.04 COMPACTED FILL/GRANULAR BORROW A. This c mat-ial Shall be tree of shale. slay, friable mot-lal, debris, and organic matter, graded In o codance with ANSI/ASTM C136 within the following limits: Percent by Weight Siew Designation Passing Square Most, Sl- 6" 100 3/4" 75 - 100 No. 4 20 - 100 No. 100 0 - 20 No. 200 0 - 12 2.05 GEOTEXTILE STABILIZATION FABRIC A. This wok Mall consist of fumbling and placing on ,proved ssh...aa, fabric on a prepped surface elthin the Ild th shown on the plans. The fabric shall meat, or teed the following prop -ties: 1. Grab tensile kbengh (ASTM 0-4832) - 200 Has, 2. Grab lenslle elongation (ASTM 0-4632) - 15% 3. Puncture Strength (ASTM D-4833) - 120 His. PART 3 - EXECUTION 3.01 PREPARATION A. Identify required It..., levels, contours, and datum. B. Identify known below grade utilities. Stake and Bag locations. C. Maintain old protect existing utilities emoiling which pass through work ID. Upon d.mvery of unknown utility a concealed condition., discontinue affected work; notify Engineer. 3.02 EROSION CONTROL A. Erosion control must be installed prior to beginning any earthwork operations. 3.03 TOPSOIL EXCAVATION A. Excavate lopeoll from areas to be excavated, re -landscaped or regraded and stockpile in or«s dea[gnaled on she a as directed by the Enginlor. B. Maintain the stockpile I a m ins whits will not obstruct the natural now of drainage. on 1. Maintain stockpile free from debris and bosh. rying Su 2. Keep the topsoil elan; to prevent dust and dl. 3.04 SUBSOIL EXCAVATION A. Excavate subsoil from orso, to be regraded In accordance with plan,. B. Excavate subsoil required to ac ammodule building loundallons, ,tube an grade, site structure., construction per allons, roatle, and parking areas. C. Grade top perimeter of excavation to prevent surface water from draining Into excavation. D. Notify Engineer of ....posted subeurfaes condition, and discontinue affected work in area until notified to resume oak. E Correct areas snew-aovated by error as directed by the Engineer at no coal to the Omer. 3.05 DITCHES A. Cut accurately to the croon -sections, grudes, and elevations Mown � B. Main toil excavations free from dolrimenlol quantities of leaves. Slicks, trash, and other debris unlit completion of the work. C. Dispose of excavated olerials a, shown on the drawings w dkecledby the sills Engine-; except to not, In any case, deposit malaria. less than three feel from he edge of a ditch. 3.06 EMBANKMENTS AND BERMS A. Men embankments are to be made on a hillside. the olpe of the riginal ground an cur:_h the erbankmento are to De constructed consd Mall be stepped and property pained he the '111do la toccur, lea So that adverN movemenla of the slpec do not occur. B. Any excavated rack, ledge. boulders, and alone. except where required In the construction of other Items or otherwise directed, shall be used in the constructionof embankments to the extent of the project requirement, and generally shall be placed so as to tam the base of an embankment. C. Frozen mat -Id shall not be used in he canalruclion of an embankments, or shall the embkments or successor layer. of he embankments be placed upon frozen material. Placement of material other inan rock shall Step when he Sustained air temperature. below 32 degrees Fahrenheit, prohibit. the obt.i.kvg of the required compaction. If the material '. otherwise acceptable, it Shall be Stockpiled .ad reserved for future use whn is Its conditioacceptable far use In embankments. D. When an embankment is to be constructed across a swamp, amick, Or area. of unstable solls, the unsuitable material shall be excavated to reach sells of adequate bearing capacity and the bankmenl begun Allwnofi- methods, such as e of a etabii2atlo fabric In place of excawtlm and backON, may be of lis.cl only after approval of same by the Engineer. E. Materiel being placed In embonkments sholl be placed In at the a toners of uniform s, trix«. acrolo the lull width other of tits emDankmenl. Stumps, trees, it in ,and -her II no be laced in embankments. unsuitable material Ma t v F. Embankment areas Shall be placed in eight -Inch lifts. Effective preading equipment Moll be used an each lay- to obtain uniform thickness prior to anpoctlon. Each layer Shall be kept nomadsh to ed at to the al edge of embankment and canlinuou leveling and manipulating will be required to ors a un.fam denelty. The entire area of each layer Mall be uniformly compacted to of I ... t the required im density by use of conpoction equipment consisting of rollers,compactors, of a combination thereof. Earth -moving Old other equipment not specifically manufactured for compaction purposes will not be considered as compaction equipment. G. All fill material Mall be compacted of a mosture content Suitable for obtaining the required density. In n11*1 Mall the md.Wra tent in each layer under conel lsare, be more than three percent above the plknum molelas anlenl and shall be lees than ibal quantity Ihe, will c e the eon S,N, shoving, to Decome unataale during comunder heavy us Sponginess, elf be - other displacementfar under heavy equipment shall De Goof eta d evidence fora engineering delermInher o/ lack of stability under this roq affected bed torte- placement of material a the ar affeded shall be stopped a retarded to seal the material to stabilize. H. Whnn the moisture content of the matril In the layer under onotrucllon is less than the amount necessary to obtain satisfactory compaction by mechanical compaction method.. water shall be added by pressure distributors or other pproved equipment. Water may dew be added in thoroughly In Dharow pile. The wall Mall be orrowlniformly and thoroughly Incorporated Into the soil by also, borrowing, blodInq, o by other approwd methods. This manipulation m y be-)tied for sand, and gravel. When the moisture content of he moterbl Is in excess of those percent elbow optimum moisture content. dry material Mall be thoroughly corpwaled Into the wet material, or the wet material shall be ...led by cilaking. harrowing, blading, rotary mixing, or by other approved methods; or compaclon of the lays of wet material shall be del -red until the layer has dried to the required moisture content by evaporation. 3.07 COMPACTION REQUIREMENTS A. All bockNls and falls Mall be compacted In awn lifts (12" maximum) to attain he required densities a. follows: Slandpd Procter Location ASTM D-698 Subgrade and Gravel far Roads and Parking Lot. 95% General Embankments 90% 3.08 MAINTENANCE A. All sothwork Mould be checked P-iodically to see that dopes on, in good condition. Any rill. or, damage from erosionand wind burrowing nhould be repaired immediately to avoid further damage. If loops develop on the dopes. the - a Mould bee luabed to determine If the seep will suss on unstable condition. Subsurface droine or gravel mulching may be required to solve Sep problems. Di-rabna, berms, and walerw-ys in the land grading area Noble . found tl to See that they are hind be ling properly. Problems found during the Inpecl'lona Mould be repaired promptly. CURBS AND WALKS PART 1 - GENERAL 1.01 SUMMARY A. Section include.: 1. Concrete Curbs 2. Concrete Sidewalks PART 2 - PRODUCTS 2.01 CONCRETE A. The canasta Mall haw a minimum comaeeelve sUength of 4.000 pet of 28 day. and Mel -I- to the requiremonis of Cacl-in-Place Concrete. 2.02 ADMIXTURES A. Alr-entraining admixture Mall meet a exceatl ASTM C260. Air content shall range from minimum of 5% to 7[ maximum. 2.03 EXPANSION ,glNi MATERIAL A. Expansion pint material shall be premolded bituminous filler, cut to conform with the moss-s«llon of the curb. PART 3 - EXECUTION 3.D1 CONCRETE CORM A. Excavation shall be made to the required depth and the base material upon which the curb . to be eel shall be compacted to a firm, own Sur/ace. All soft -ad movitoble matwid shol be removed and replaced with Suitable material which shall be thoroughly compact d. B. theta lotion: The curb shall be set So that the front lop line Is In dose conformity to the line and grade required. AN pace under the curbing Mall be filled and thoroughly tamped with material meeting the requirements of the material far the bed course. C. Mixing and Placing: Compaction of concrete placed in the forms shell s, by spading a other approved methods. Forma shall be left In place for 24 harts or until the conwele hoe set sufficiently No that they can ber oved without injury to the curbing. Upon rerd.: of he forms, the curb shall be Immediately rubbed down to ..in and uniform surface but no plastering will be permitted. Fa this work, competent and skillful finishers Shall be employed. D. S«liona: Curbing Shall be constructed In sections having uniform length of ten feet, unless otherwise Ordered. Sections Mal be app arated by en pint, 1/8 inch wlse except at expansion joint.. E. Expansion Joints: Exporlow joints Mall be formed at the Intervals shown an the plane using a pre -formed eponslon, pint filler having a thickness of 1/4 Inch. They shall be constructed of 20 fool Intervals a as directed by the Engineer. When the curb is constructed adjacent to or an orate pavement, expansion joint" Shall be locates opposite or at expbnalon jdnte In Ire pavement. F. Bacosite: Aft- the concrete has set sufficiently, the paces in front and back of the curb Moll be filled to the required ell-tion with layers of not m than s1, Inches of the ham. material as the bedding and thoroughly tamped. G. The Contractor Shell protect the curb and keep it In alignment until the completion of the contract. Each curb whin is damaged at any time previous to find acceptance of the work shall be remowd and replaced with Satisfactory curb al the Contractor's expense. 3.02 CONCRETE SIDEWALKS A. Excavation and Foundation: Exce-tion Mall be made to the required dpth and to a ridlh that will permit placing of bad course malerid and the instdlotion and bracing of the isms. Bed tour a material Shall be placed to the depth and s ctbn shown an he plans. When the layer required xceed six inches, two layers of approximately equal depth Moll be placed and each layer thoroughly composted w that it Is hard and unyielding. The wetting of bed course material may be required to obtain the compaction. B. Finishing: The surface Shell be finishedwih wooden Boat. No pleslerIng wNof / ill be permitted. The edges Shelf be rounded with an it,.r avin a radio" 1 4 inch. 9 The surface of the sldemlk after he floating and Oc scresding prelo is completed, shall be finished with a broom of o lips approved t.. by the Engineer, dram over the Surface porous w the amps ]I'll. Special texturing tr tion pia r pa Shtll De Installed in accordance with construction plan details. C. Joints: Unless olherrise indicated an the plans or directed by the Engineer. expansion pints shot] be placed every 20 feet. Expansion pinta shall be formed wound all appurtenances Ruch as manholes, utility pales and the obstructions ,.tending Into and through the sidewalk. Pre -formed joint filler 1/4 Inch Nick Mdi be installed in these joints, [xparelan Joint filler of the thickness indicated Mall be inatallW between c pale scale ralka and any fixed structure sucn a a building or bridge. This expanebn pint materiel shall extend for the full depth of the Walk. Between he expansion joint., the sidewalk Mall be divided at Interval. of five feet by dummy pint. formed by a fainting toll or other oceptade means as directed to provide grooves approximately 1/8 inch ride and at least 1/3 of the depth. When the sidewalk la constructed next to a concrete a granite curb, asphalt treated fell Mall be placed between an sidewalk and curb far he depth of the sidewalk. D. Curing: During the cudng plod all traffic. both pedestrian and vehicular. Shall be excluded. Vehicular traffic Mdi be .xduded fa Such additional time a. the Englneer may direct. E. BackiNling: Before the aele has been penetl to traffic. the space on each side of the sidewalk shall be backffteel to the required elsvctbn with Suitable mai firmly compacted and really graded. WATER SUPPLY SYSTEM PART 1 - GENERAL 1.01 SUMMARY A. Section include.: 1. Pip. Materials 2. Hydrants 3. Valves 4. Fitting. 5. All ther appurtenances necessary to complete the water main system as Mown on the Contract Plana. 1.02 SUBMITTALS A Product Data: Submit Published data from mmufaclurera of products and ccessories specified. Indicating compliance with requirements to the Englneer and local municipally. I.w awn AsaXuxGE A. NI materials and the Inetallatloa procedure shall be In scarce with he Department of Environmental Canserwlion, Water Supply Division and the applicable on atrucllon ordinances a the local municipality. PART 2 CPRaWCTS 2m GENERAL A. Furnish site, lees. reducing tens. wyes, couplings. a, transitions and ens ape of the moo type cud class o1 material as te conduit, or of material having equal or Superior physical and chemical properties, a9 acceptable to the Engineer an necessary to complete the water ;Yet an. 202 DUME al RATUt RIPE A. Pipe shall be Tyt- Ductile Iran Gass 52 ('lies as Shorn on the plans) conforming to torrent ANSI/AWWA be minimum 21.51 thick ss Close . Push -an pint pipe shall accessories minimum to applic Close uir PuSh-an JNSIWWAC1shah can/am to applicable requirements of ANSI/AWWA C711 /A11.11. B. Pipe shill be cement mortar lined on he inside In cadence with ANSI Specification A21.4 except that the meal lining thickness shall not be lee, than 1/8 Inch. A plus Iateronce of 1/8 Inch will be permitted. C. Pipe Mel be given an Interior bituminous coating In ce,dance, with ANSI SpecIficatlon A21.4 and on xterior bituminous coating of cod. tor or asphalt base In accordance with ANSI Specification A21.51. 203 .TTN Ns A. Ductile Iran fittings sholl conform to ANSI Specifco"w A21.10, 350 PSI working pressure. Cast Iran Cl... 250 pipe flltinge shall be allowed in It. of ductile iron fitting. Goes 350. Ductile Iron compact fittings conforming to AWWA C153-88 will be allowed in Itu of full body fittings. B. All M.J. filling. shall haw mega -lug glands fa additional Plot restraint. C. Bolts shall conform 10 ANSI Specification A21.10 204 TAPPING SLEEVES A. Topping eleoves Mall be of the will sllove design, instructed with two solid hall -doves batted together. Sleeves shall be full -wrap and full gasket total... Steel. Mall haw a rking pressure of at least 200 psi, and hot how mechanical pint end, with end and Side gasket a.de. B. All iron body loping sleeves shall be provided wih a 3/♦' NPT lest plug, or other provisions must be made for air testing he vxdw and else- at maximum working pressure, prior to tapping. C. All bolts and nuts for mechanical pints of topping sleeves shill be of high -strength cast bon or high -strength, low - alloy steel confaming to ANSI/AWWA C11t/A21.11-90. D. All bolts and nuts for flanged pints of topping slows Mall be of AISC Tpe 304 stainless steel. E. NI bolts and ul" shall be sound, clean, and ccated with a rust-res.tant lubrkanl; their surfaces shall be tree of objectionable protrusions that would interfere with their fit in the made-up mechanical or flanged pint. F. At bats and nuts used with all pipe slows shall, upon final lightening and testing. be brunt cooled heavily with bitumoslic cold-.Pplled material to thoroughly cover all exposed surface. of he bolts and rule. 20e TAPPING VALVES A. Tapping -Iwo shall sc form to ANSI/AWWA C509-87 Standard for Resilient -Seated Gale Valves fa Water and Sewoge Systems, except as modified hill herein. Valves shpen u lerdsand Shall how inMum opining pro o/ 200 psi.i. Inlet Ranges Mall be pas. 123 conformingg to to ANSI Specification 816.1 w ANSI/AWWA CIIO/A21.10, and outlet action shall be Standpolzed Mechanical Joint ..tees Specified otherwise an the Contract Plans far the tips of pipe required fe, the branch ar lateral pipeline. B. Buried lapping valves shall be provided with 2 'Inch spume ranch nut and shall be .stalled with o heat Iron verve box a. required to allow positive Oca to the -Iva Operatingeraling out at all limas. In Inetdlations whore the depth Nam grade to top of valve operating nut Is greater than WO", a valve stem rise Mall be pcovidec and installed Rush that the st plh from wlw m steriser nut to grade Is from 4'0" to 6'0' (minimum length of vdw stem riser Is 2'W). Vdw stem riser Moll be of high strength .feel and of weldod convlmction. 2.06 BATE VALVES A. Val- shill be manufactured to meet all require onto of AWWA Speoificotion C50g-87. Vdwa 12 inches and emaller Mall be bubble tighL zero leakage at 200 pal working pre,Sure. Vdwa shall how non -rising Rtems, open ur,ting out wi, wind be provided with o 2 inch equar. de opmalinv out with on heat in meld to Indicate direction of peninv. Each valve Mall haw maker's n e aesdy. rating and year In womb a f"tcluretl cast w the body. Prior toydrShipment from the rectory, sech wive shall ci tested by hydroaloUc pressure aqud to lwdlo the sp«INed larking pwsaure. Gale valves shall be Mueller, Dresser a Kennedy. B. Buried wawa shall be Installed with o wlw box. 207 VALVE 90x A. Coat Eon New England style slide -type, 5 1/4 inch haft. 6 foot trench depth. B. Cover Mall be cast iron, morked 'WATER' and indicating direction of opening. 2Oe NYORANTS A Mueller or Kennedy M/JI Shoe N 5 1/4 A. 24015 I.M.P. with 6 fool minbnum bury and National Standard thread. The hydrant. Mall haw at least 12 inches between he bottom of In 'loom- cap aM the ground. The Call shall verify the hydrant requirements with the local veal- department. 2a9 COPPER SERNGES A. Corporations shall be Wat-works Bross and manufactured In accorclon.. with AWWA C800. Cap -aline Mall haw Muell- Unloads, adopted ors AWWA Figure t. al he inlet and a compression- ype fitting at the outlet. Both hilt and outlst Mall be of the same size. Corporation, shall be directly lapped Into ductile Iran pipe. In no other balance. except when a lapping allow and valve Is used, Mall a lap be without made o Corporation. Corporations Mall be ellaequal. B. Curb slops Mall be inverted key wile manut C800.d Tby h ,top *hake Bross left dance with AWWA p. N The curb atop he open left and now a positive atop. No curb slop Mall haw the ability to drain the rake IIne. Both .of and outlet of the curb atop Mall haw com- lpe fittings. The tee head of the cub slop Mallall how or".hall ana for the corvnectian ro a ser' rod. Curb stops Mall be Mueller 15200 w aporowa eves. C. Copper tubing shill by Type 'K", Soft temper, conforming to ASTM 1388. The name of trademark of the manufacturer and type shall be stamped at regular intervals along the pipe. D. Curb boxes Mull be of he sliding adjusts". type capable of adjusting from 5 feet to 6 feet. The base of the box Mall be arch type so as to prevent he box from resting dkselly an the curb stop. The odp,toWe upper section shall be Suitable for use with the associated curb stop. PART 3 - f] MMOR 3.01 .TANwnfN PRocmtRae A. Installation of all water lines shall be in accordance with AWWA C 600 latest revlsian. B. AN pile and Ikh the Mall fa irip«\etl and tented In cadence ih he lactation. specification, Contractor and the aforementioned far approval AWWA mSpSolficaU from The Cantracla Mall f.daaunuf far approval l tests is bon ham the pile manufacturer that all lest' how been pdetarmd with SatisfactoryaaliSatisfactoryM y resultn. Pipe all not be inetaNeailed d without the Engineer's approval. C. Pipe, fittings, and accessories shall be carefully handled to ovoid damage. Prior to the act, of acceptance of the project work by the 0...r, he Contractor shall repl.,- any w pipe a slay found to be defective at any lime. inaludinq aft- Inelallotion, al no expense to the Owner. D. All pipe Mowing cracks shill be rejected. If cracks Occur in the pipe, the Contractormay, at his own expense and with Ina approval of Ina Englneer, cut off the cracked portion' al a point of least 12' from the Volbla limits of the crack Old use the sound portion of the pipe. E. AI pipe and fittings shall be cleared of all fhaelgn molter and debris prior to Installation bad shall be kept clean until the time of ...ptonce by the Owner. F. The pipe shall be laid to conform to the IInes and grades ell indicated on the poring. a given by he Englneer. Each pipe shbe moo laid to form lose pint wlth the Mt adjoining pipe and to bring the Inverts continuously to the required grade. G. Al all limes, when the pipe laying 1, not actually in progress, the pen end. of the pipe Mall be dosed by t-npor y raGrtignl Dluge a by other apOrowd sans. If water Is in the hens' when wonr is umed, the pug shill not be removed until all doing- of water entering the pipe has passed. The pipe Mall be installed in trenchesand at the the and grade shown the Contrail Plana. Any deflection joint' Moll be within the limits specifed by the manufacturer. H. All piping and appurtenances connected to the equipment Mall be supported So that no 'train will be Imposed on the in equipment. dle .that piping lead. mere]are not to abeu transferred. the Con I ... tor shall submit certification of compliance. L Far tailed at DN unrestrained cancels bring, blacand o Mall be Installed to all uthesContra tilting, and other locations ae Indicated an the Contract Plonk. Minknum besting a 'hall be as Mown on the Ce pact Planer. t ncnle Shall be materials psi. Concrete Shall be placed ggainnt undisturbed malerid and shall not cow Ante. Dolts or out.. or in\ -]ere with the removed of any Out. Wooden 'Ida lama Mall be provided for thrust blOcka. J. A minimum sepaation of 18' vertical and 10' haban tot shdl be maintained between he outside of oN eat- sad er lines unless o varl.... is granted by the Water Supply Division, K. There Shall be no physical con. eclion between the distrbutbn system and any pipes, pumps, hydrant., or looks which as suppl.4 a y be supplied with a water ]hot or may be cpplied aced. L. The clOr Mall lake all necessary liana to prevent ent Rolatlan of the pipe In the trench. M. All trenching safety standards shall be in conformance with all applicable State and Federal guidelines. The Contractor Mall be solely responsible for any a lalbns by Slate a Federal Inspectors. ?02 GEStat K VALVES AND N1NIN6 (� .. a�f�y'y-aI\JJ\ to A. Valor II le s and cap, Shall be sal and joined e, ilI e mammas specified bove for laying and pining a ;'Vdw boxes are to be Installed on all burled Volve.. The -be... Mall be cast iron with qi�n m 5 1/4' diameter and long onough to ezlentl from l0q�x� to finished grade. The boxes Mall enclose the gip-at(dy'Mt`and stuffing be. of wM the -Iwo. Vaiw baxe4,ehaltdol tomato loads onto the valve C. Covers shall be close fitting and dlrt tight with the top of the cover flush with the top of the box rim. Covers Shall be marked "WATER' with on arrow Indicating the direction of opening. 3.03 SETwNG 0, HITMMNn A. Hydrants aholl be located as shown or as directed so as to provide complete vc-ibilty and minimize the possibility of damage from vehicles or Injury to pedestrians. S. When placed behind the curb, the hydrant barrel shall be set so that no portion of the pumper or hose nozzle cap will be less than 6 inches nor more than 12 inches from the gutter face of the curb. C. When set in the lawn space between the curb and the sidewalk, or between the sidewalk and the property line, no portion of the hydrant or nozzle cap shall be within 6 Inches of the aldewaik. 0. All hydrants Noll eland plumb and Mal h ve h I no es paranel with, w at right angles to, the curb. with the a pumper nozzle toeing the curb. except that hydrants having two hose nozzles 90 degrees apart shall be set with ad, nozzle facing the curb of an angle of 45 degrees. Hydrants ,hall be at to the established grade, with nozzles at least 12 inches above the ground, as shown or as directed by the Engineer. E. Each hydrant Mal be connected to the main with is 6 Inch vast iron branch controlled by an Independent at, Inch gate alve, unless otherwise specified. F. The waste opening of oil hydrants will be securely plugged. 304 DI9NFE"011 A. Disinfection of the pipeline shall be directed by the Engineer and coals for all water, materiels, equipment and labor to perfwm the required testing shall be t the Contractor'. expense. AWWA Standard C-651 (latest revision) shall be us d as a basis for the disinfection process. All disinfection/ testing shall be completed by on Independent third party unless otherwise approved by the Engineer or local hminicipallty. B. The Engineer will retake as minimum: 1. Complete flushing of the pipeline to wash out all dirt, debris, etc. which may have accumulated in the pipeline during construction. 2. Following flushkhg (to lean clear water), the Controctor will add chlorine to the entire pipeline volume of water Such that the water will haw not less than 25 mg/L free chlorine, and let the mixture set for al least 24 hours. a 3. After the 24 hour duration, thew ter an the pipeline Mall be tsets tl for residual free chlorine and must lain a minimum of 10 mg/L ch'orins. If less than 10 mg/L e a found, than the dleintection procedure shall be repealed until al least 10 mg/L chlorine residual Is Indicated by lest. 4. Upon eu-SOul completion of the steps obaw, the pipeline shall be flushed again until the chlorine entratbn In the pipeline Is no higher than that prewlling In the supply system. After this final flushing and before the pipeline is placed In service, boetwidogical samples shall be collected on two consecutive days, and Submitted to the Vermont Health Department for analyst.. If the Initial disinfection falls to produce Simple, which pass the Vermont State Health Department requirements for potable drinking water, than the process Shall be repeated un Ul satisfactory results are obtained. Upon satisfactory results by the Vermont State Health Department, the pipeline may be placed in sevice. 30e PPLSSURE ANa I `OE TESTS X The Contractor Mull furnish all gauges, testing plugs, caps and all other necessary equipment and labor to perform leakage d pressure tests In Sections of an approved ength. Each valved motion or a maximum length of 1.000 feel of pipe Mall be tested, The Contractor Mall provide .1 his awn expense any additional taps to the water line necessary to perform m the preaeure and leakage teal helween valves. NI disinfection/testing shall be copleted by an Independent third party unless otherwise approved by the Engineer or local municipality. B. All water required for testing shot' be potable. All testing shall be conducted in the presence of the Engineer. C. The Controctor Shall make the necessary provisions to 1p the pipe at the high point to release all air and Mal' plug after completing the test. Hyd Dots or Dlowolfs located at high Points may be used for air release in lieu of tape If oppr..d by the Engineer. D. For the pressure lest, the Contractor shall develop and maintain for two hours 150% of the working pressure or 200 psi. whichever is g-te. Foilure to hold within 5 p,i of the designated pleasure for the two-hour period constitutes a failure of the section tested. E. No pipe Installation shall be accepted if the leakage is greater than that determined by the following formula: L- ND(P)0.5 7,400 1Mich.- is less La SD(P)0.5 133,200 S - Length of Pipe Testing L = Allowable Leakage in Gol/Hr D =Nominal Diameter of Pipe (") P e Average Test Pressure (psi) N = Number of Joint. in the Pipeline Tested All testing hall be conducted in accordance with AWWA C600 latest revision . F. Should any section of pipe fail either the pressure or laakog. test, the Contrwtw shall do everything necessary to locale and repair w replace the defective pipe, fittings or pints at no cost to the Owns. 3.06 COPPER SERVICE CONNECMON A, General Requirements: The Contractor shall install copper IS Indicated on the Contract Plane or as directed by the Engineer, Each service shall consist of a corporation, xcurb .top, copper tubing, and a curb box with Sit rod. Cwpwation shay be attached to the ductile Wan pipe by mean. of a direct lap. B. The copper Service shall be extended beyond the curb atop, if required, as shown an the plans. C. Building Service Construction Methods: The Contractor shall make all necessary taps into the water main and will Install for each building an approved braes corporation stop. The Contractor shall also connect the copper service pipe to the flanged pint, which hall he connected to the brava curbstp with the inlet and outlet for the opWoprlate copper service pipe. Such Wrbstp shad be located not less than V-6" below the ground surface and hall be ..-.lot. from the surface through an approved wive box. BITUMINOUS CONCRETE PAVING PART 1 - GENERAL 1.01 SUMMARY A. Section includes: 1. Bose Courses 2, Leveling Courses 3. Finish Course B. General: This walk shall consist of one or more courses of bituminous mixture, constructed on a prepared foundation in accordance with these Specifications and the type of surface being placed, and In re libly close conformity with the Ilea, grades, thicknesses and typical cross sections shown on the plans w established by the Engineer. 1.02 REFERENCES A. Vermont Agency of Transportation Standard Specifications. 1990 Edition. 1.03 PROJECT CONDITIONS A. Bituminous concrete shall not be placed between November 1, and May 1. Material shall not be placed when the air temperature at the paving site in the shade and away from artificial heat is 40 degrees Fahrenheit or below or when the granular subbase le at. PART 2 - PRODUCTS 201 MATERIALS A. Bituminous materials shall conform to the requirements of the Vermont Agency of Tronsportollon Standard Specifications (VAOT). VAOT Bituminous Concrete Poving Sections: 1. Course Aggregate 704.10 2. Fine Aggregate 704.10 3. Mineral Filler: 704.10 4. Asphalt Cement: 702.02 5. Emulsified Asphalt RS-I: 702.04 B. Gradation: Materials shall be combined and groded to meet composition limits specified under Item 406.03, Type II for be.. course and Type IV for finish course. C. Thldma" of paving shall be a total of 3", conslalMg of 2" base course and 1" shish course. 2.02 TRAFFIC MARKINGS A. Traffic marking paint to be factory -mixed, meeting the VAOT requirements, Section 70B.08. PART 3 - EXECUTION 3.01 INSTALLATION A. Install in accordance with VAOT Standard Specifications, Section 406, 3.02 EXAMINATION A. Verify base conditions under provisions of the Earthwork Section. B. Verify that compacted granular base Is dry and ready to support paving and Imposed (oads. C. Verify gradients and slewtims of base we correct. 3.03 PREPARATION A. Matching Surfaces: When a new pavement is to match an existing bituminous pavement for o roadway or trench, the Contractor shall vertically Smooth cut the existing pavement, over the existing gravel bole. The Smooth cut sholl be thoroughly cleaned and coated with Emulsified Asphalt, RS-1, just prior to paving. 3.04 PREPARATION - TACK COAT A. When the bottom course of bituminous concrete pavement is left over the winter, or paving is to be mode over an exi.ting the concrete pavement, the exislingsurface shall be cleaned and Emulsified Asphalt applied before the next course I. applied. B. Also apply to contact surfaces of curbs. C. Coal surfaces of manhole and catch basin frames with oil to prevent bond with asphalt pavement. Do not tack coat these Surfaces. 3.05 PLACING ASPHALT PAVEMENT A. Place to compacted thickness identified on the plans. B. Compact pavement by rolling. Do not displace or extrude Pavement from position. Hand compact In areas Inaccessible to railing equipment. C. Dewlap rolling with consecutive passes to achieve even and smooth finish, without I'oller marks. 3.06 JOINTS A. Joints between old and new pavements or between successive day. work shall be made so as to in a thorough and continuous bond between the old and new mixtures. whenever the spreading process is interrupted long enough for the mixture to attain Its initial stability, the Dover shall be removed from the mat and a joint constructed. B. Butt joints shall be formed by cutting the pavement In a vertical plane at right angles to the centerline where the powment has a true surface as determined by the um of a straight -edge. The butt pint shall be thoroughly coated with Emulsified Asphalt, Type RS-1, just prior to depositing the paying mixtures. C. Longitudinal joints that have become cold shall be coaled with Emulsified Asphalt, Type RS-1, before the adjacent mat is placed. 11 they haw been exposed to traffic, they shall be cut back to a dean vertical edge prior to painting with the emulsion. D. Unless otherwise directed, longitudinal joints shall be offset at least 6' from any joint In the lower courses of pavement. Trans-.. int. shall not be constructed nearer than one foot from the transverse joints constructed in lower courses. 3.07 TOLERANCES A. The surface will be tested by the Engineer using a 16 foot straight -edge at selected locations parallel with the centerline. Any variation, exceeding 3/16 of an inch between any two contact, shall be satisfactorily eliminated. A 10 fool straight -edge may be used on a vertical curve . The straight -edges shall be provided by the Contractor. S. Scheduled Composted Thickness: Within 1/4 Inch. C. Variation from True Elevation'. Within 1/2 Inch. 3.08 FIELD QUALITY CONTROL A. Permit no vehicular traffic on surfaces until thoroughly cod and hard. DRAINAGE PART 1 - GENERAL 1.01 SUMMARY A. Section includes: 1. Culvert pips and oppwt-.nc.,. 2. Drainage structures. 3. Stone fill. 1.02 REFERENCES A. Vermont Agency of Transportation Standard Specifications, 1990 Edition. 1.03 SUBMITTALS A. Manufacturer's technical data for: 1. Pipe and appurtenances. 2. Structure.. PART 2 - PRODUCTS 2.01 GENERAL REQUIREMENTS A. Furnish ells, tees, reducing tees, wyss, couplings increasers, crosses, transitions and end cape of the same type old clogs of material as the conduit, or of material having equal a superior physical and chemical properties as acceptable to the Engineer. S. All culverts and storm drains shall meet the requirements of Section 601 of the Standard Specifications. 2.02 PIPE A. If the contract plans do not specify a particular type of pipe, at the Contractors option, the following materials may be used for the tarp drainage pipe: 1. Polyvinyl Chloride pipe conforming to ASTM Specification D3034 or F679, (PVC) sewer pipe and fittings SDR 35. 2. Corrugated Polyethylene pipe meeting the requirements of Section 710.03. 3. Corrugated aluminum cloy pip, meeting the requirements of Section 711.02. 2.03 CONCRETE STRUCTURES A. ASTM C478, sized as Indicated. 2.04 METAL ACCESSORIES A. Manhole frames and cows: 1. Grey cost Iran. ASTM A48, as shown an plans. 2.05 STONE FILL A. The specified stone fill shall meet the grading requirements as follows: I. Type 1 - The longest dimension of the stone shall vary from 1 Inch to 12 inches, and at least 50 percent of the volume of the atone in place shot[ have a dimension of 4 Inches. 2. Type It - The longest dimension of the alone shall vary from 2 Inches to 36 inches, and It least 50 percent of the volume of the alone in place shall hove a ieost dimension of 12 inch... 3. Type III - The longest dimension of the stone shall wry from 3 Inches to 48 Inches and of least 50 percent of the volume of the stone in piece shall haw a [east dimension of 12 Inches. 4. Type IV - The longest dimension of the stone shot[ wry from 3 Inches to 60 inches, and at least 50 percent of the volume of the stone in place shall have a least dinnsZon of 20 Inch,.. PART 3 - EXECUTION 3.01 INSPECTION A. Examine the areas and conditions under which atwm sewer system walk Is to be Installed and notify the Contractor In writing of conditions detrimental to the proper and timely completion of the work. Do not proceed with the work until unsatiafaclwy conditions haw been corrected. 3.02 GENERAL A. When existing underground utilities, which ore not scheduled for removal or abandonment, are encountered in the excavation, they shall be adequately supported and protected from damage. Any damage to utilities shall be repaired promptly at no additional cost to the Owner. 3.02 PREPARATION A. Hand trim excavation (where necessary) to required elevations. Correct over -excavations with fill material. B. The slopes shall be graded to match the grade as shown an the plans. Where required, and sections shall be placed old backflled to prevent undermining. C. Remove large stones or other hard matter which could damage drainage structures or Impede consistent backfilling or compaction. 3.03 INSTALLATION OF PIPE A. Ail pipe land fittings ban be carefully ...mimed for defects and no pipe or fittings shall be laid which are known to be defective. If any defective piece ie discovered after laying, it shall be removed and replaced at the Contractors expense. All pipes and fittings shall be cleaned before they we laid and Shall be kept clean until accepted in the completed work. B. The pipe shall be laid to conform to the lines and grades indicated an the drawings or given by the Engineer. Each pipe shot) be laid ale to form a close Joint with the next adjoining pipe and to bring the inverts continuously to the required grade. C. Unless otherwise permitted by the Engineer, the Contractor shall provide for the temporary diversion of water to permit the installation of the pipe In a reasonably dry trench. 0. Where the pipe is to be laid below the existing ground line, o trench shall be excavated to the required depth and to a width sufficient to allow for joining of the pipe and compaction of the bedding and backfill material under and around the pipe. E. The completed trench bottom shall be firm for its full length and width. F. If indicated on the plans or directed by the Engineer, unsuitable foundation material encountered below the normal grade of the pipe bed shall be removed and rspilaced with Granular Back fill, or other specified or approved material. G. The Contractor sholl take all necessary precautions to prevent floatatlw of the pipe In the trench. H, When pipe laying Is not in progress, the open ends of the pipe shall be closed with temporary watertight plugs. If water is in the trench when work is resumed, the plug shall not be removed until all danger of water entering the pipe is eliminated. 3.10 MANHOLES A. Precast concrete structures: i, Place precast concrete structures and covers as shown on the Drowings 2. Where manholes occur in pavement, set tops of fromes and covers flush with finish surfoce. 3. Provide rubber joint gasket complying with ASTM C443. SANITARY SEWER SYSTEMS PART i - GENERAL 1.01 SUMMARY A. Section includes: 1. Gravity Sewer Pip. 2. Manhole Structures and Appurtenances B. Related Section& 1. Section 02225 - Utility Trenching and Beckfilling 1.02 SUBMITTALS A, Product Data: Submit published data ham manufacturers of products old o cessories specified Indicating compllonce with requkemenle. 1.03 QUALITY ASSURANCE A. All sanitary sower materials and construction of some shall be as Shown on the Contract Plana and shall meet the requirements of the State of Vermont Agency of Natural Resources (Opartmant of Envkenmenlal Coneervatlm) and the Public Work, Standards and Specification. of the local municipality. PART 2 - PRODUCTS 2.01 GENERAL A. Furnish ell,, lees, reducing teas, ya , couplings, 6s, transitions and end cps of the as type and closeof material as the conduit, or of material having equal or Superior physical and chemical properties ale occeplable to the Engineer to provide a complete and operable sYet-. 2.02 PVC GRAVITY SANITARY SEWER PIPE A. PVC sewer pipe Mall conform In all respect. to the latest an of ASTM Specification, 0-3034 or F679, Type PSM Polyvinyl Chloride (PVC) Sewer Pipe and Filing.. SOR 35 pipe. All pipe and fittings shall be clearly marked os follows: - Manufacturer's Name and Trademark Nominal Pipe Size (as Shown an plans) - Material Designation 12454-C PVC - Legend "Type PSM SDR 35 PVC Sewer Pipe" w "PS 46 PVC Sewer Pipe" - Designation ASTM D-3034 or F679 B. Joints shall be push-m type using al,stwmric gasket, and shall conform to ASTM D-3212. The gasket, shall he (,,iwy Installed. The pipe shall be furnished In nominal 13 toot lengths. Sufficient numbers of short length. and full machine fittings shall be provided for use at manholes and lions All connections will require the use of manufactured fittings. Field fabricated, saddle -type connections will not be crosidesed acceptable. 2.04 MANHOLES A. Manhole, shall be sued as indicated on the plan old Shan be precool concrete with a monolithic ban and Moll conform to the latest ver,nn of ASTM Specif ation C478. B. Shelves shall be constructed with cone eta having a minimum ompremive strength of 3,000 pat at 28 days. Inverts for anholes shall be as shown on the plane and details and shall be constructed with concrete or brick, as per the local unieipalitV. standards. Inwris shalt have the x..t shape of the mew to which they are connected, and any change in size of direction shall be graduol and even. C. AIL manholes areto be provided with cap, ymw pdyprpylene plastic step, wth steel reinforcement 12 inches an center. D. All manholes Mall be provided with rough, gray, ..at I manhole frames and covers. All iron castings shall be thoroughly cleaned ond then coated with hot for before being delivered. Frames and cowry Shall be LeBaron LC 266. or an approved equal, and haw a minimum weight of 400 pounds. E. Precast haters and bases for manholes pon poll cform to ASTM SpecificationC-478. The pipe opening in the precast monhole system 0,11 haw a c at -in -place flexible gasket or an equivalent system for pipe installation as approved by the Engineer. Joints between manhole riser, shall be i" minimum width flexible gasket w approved equal.. 2.05 CLEANOUTS A. Geare,ts for gravity sewers and force molns hall be provided at locations indicated on the plan, w a, directed by the Engineer. Cleanout frames and covers shill be of lough gray cast Iron. Castings shall be true to pattern old bee from flaws The bearing surface of dearout homes and covers against each other shall be machined to give continuous contact throughout their drcumference. PART 3 - EXECUTION 3.01 GENERAL A. Care shill be exercised by the Contractor to avid disrupting the aparlitlen of existing sanitary sewer facilities without prior written approval of the Engineer. B. When existing underground utilities not Scheduled for o Mandanmenl are naaed in the e.cawtlon, they Shotl be adequately supported and protected from damage. My damn a to ulnilles shall be repalred oramptiY at n aaaulon,l cost to the Ow.e. C, Installation of pipe shall be in swell- with Section 02225 - Utility Trenching and 8.01111ing and as sp.6114d by this section. 3.02 BEDDING FOR PIPE A. The bedding -tarke Mall be shaped to fit the pipe for a depth of not less than 10 percent of Its total Might and Mall have recesses to receive the bell. 3.03 LAYING PIPE A. Ithe late.; sewer taiiled IInst-tioshall os of lthedmanufotcctudr,r. with B. The laying shall begin at the -list end and the lower segment of the pipe Mall be in contact with the hoped bedding throughout Its full length. Bell or grooved end. of rigid pipes and the circumferential lope of flexible pipe Moll be placed facing upstream. C, All pipe and fittings hall be carefully examined for defects .it no pipe or fittings shall he laid which are known to be defecllw. If any defective piece le discovered after laying. If sholl be removed and replaced at the Contractor's expense. All pipes and filling, shall be denned before they are $oM and shall be kept dean until accepted in the completed work. 0. The pipe shall be laid to confwm to the lines and grades Indicated on the drawings or given by the Engineer. Each pipe Mall be So laid as to farm a etas. joint with the next adjoining pipe and to bring the Inverts cantinuously to the required grade. E. The Contractor Moll lake all necessary precaution, to prevent foliation o/ the pipe in the trench. F. Man pipe laying Is not in progress, the open ds of the pipe shall be closed with temporary watertight plugs. If water is In the trench when walk Is resumed, the plug Moll not be removed until all danger of water enterng the pipe M ,. )sated. G. For force mains, concrete reaction blocking Shalt be provided as detailed at all blind, deflecting 22, degrees w more. At the Contractor's option, retainer glods may be eel at bends In lieu of concrete blocking. Retainer gland, Mill also be provided at all joints within three pipe lengths each side of the bends. 3.04 GRAVITY SEWER PIPE TESTING A. The Contractor sholl provide all necessary equipment and Instrumentation required for proper completion of the flushing and testing. Quality of water, test procedures, and method of disposal of wale shall be approved by the Engineer. Prior to testing, Rush with orate to remove construction debri,. B. All tests shill be made In the presence of the Engineer. Preliminary teals mode by the Contractor without being observed by the Engineer will not be accepted. The Engineer will be notified at least eight hours before any work is to be Inspected or tested. C. The maximum sewer length to be tested at one time shall be that length between any two manholes. D. Air Testing: Low pressure air testing Mall be conducted in acoordace with the following procedures: 1. Each and of the teat section shall be plugged, capped and braced. Necessary safety precautions Mall be taken to prevent blowout. and possible injury. 2. An air hose Mall be connected to a tapped plug used for on islet. The ho,e will be connected to the oil control equlpment, which shall include wiwe and pressure gauge.. These shall Blow air to enter the e teat line, monitor air pressure in the sever, shut off air, and provide pressure reductlon and relief. The storing pressure gauge hall bow a range of 0-10 pal Ith divisions of 0.10 psi and accuracy of 0.05 pslh. 3. The air compress« and dr Supply shall be connected to the lest line and the test netlon filled slowly. until constant pressure of 4.0 psig 1.mantained. 4. A preswre ,bow 3.0 psig shill be maintained for at least five minutes to allow the temperature to .tabila.. A Mock for leak. shall be mode and if any e found, the pressure shall be released and the fitting replaced or rop.ired. 5. After the stabilization period, the preaeure shill be adjusted to 3.5 paig and the air Supply tll.conn-led. 6. Measure and record the tkne, Interval for the test line p-sur. to drop from 3.5 p,ig 7. if the groundwater table is oe bothe pipe, increase above test preaeure. 0.5 paig for each foot the T droundwater is above the inwrl of the pipe, 8. quirements of this specification hall be weidered satisfied if the time required in onda for the pressure to decrease from 3.5 to 2.5 pet greater than the average back pressure of any groundwater that may wbmwge the pipe Ia of less than that computed ,wwdng to the following table: Minimum Test Time for Various Pipe Sizes Diameter (nches) Time (Sec./100 Ft.) 4 18 6 45 8 75 10 90 12 110 Oh 2 4b 3.05 MANHOLES A. The excowtim shall be to the depth indicated an the plane or ordered by the Engineer, and carefully shaped and graded. B. Manhole sections shall be precast cari and shill conform to the dlmenelone Indicated on the plans or washed by the Engineer. C. Channels, Inverts and floor areas for so or manholes shall be constructed of brick and mortar or concrete. Inverts shelf have the exact shape of the sewer, to which they are gfonested and any change in si:e or direction shall be odual and even AN construction of sewer manholes must be carried out to insurs watertight work. D. The required courses of brick shall be placed an top of the concrete to the elevation Indicated on the plans or ordered by the Engineer. Brick shall be laid n a appropriate winner by a competent maven. After the bricks we laid, the pints on the inside of the brick m sanry shill be neatly pointed. The outalee surface of the brick Noll be c verse with mortar of the same quality ale used for layln9 the brick, so that a reasonably Smooth surface is obtained. E. The cast Iron frame sholl be eel as indicated on the plans In a full mortal bad. The grade or cove shall be properly placed In the frame. 3.D6 MANHOLE TESTING A. Manholes Mall be tested separately by one of the hollowing two procedures: i. Exfiltrallon Leakage Teed: All ptpee d other openings to the manhole shall be Suitably plugged and the plugs braced to prevent blowout. The manhole anal than be filled with water to the top / the Cone section. A period of time may be permitted. it the Contractor So wishes, to allow fw absorption. At the end of this period, the manhole shall be rail led to the lop of the cone, If necessary. and the measuring time of at I ... I four hour. begun. Al the and of the test period the manhole Mall be refilled to the top of the con measuring the volume of water added. This cunt :hall be converted to gallon per wUcd toot depth for 24 hours. The leakage for each manhole Mall not exceed me gollon/vertical foot/doy. If leakage exceeds the allowable rate, repairs shall be mode as approved by the Engineer and the manhole retested. If the Contractor elects to backfill prior to testing, the testing Mall be at his own dak, and it Mall be Incumbent upon the Contractor to determine the reason for any failure of the test. No adjustment in the leakage allowance will be ode for unknown causes each as leaking plugs, absorption, etc. It will be .....ad that all loss of water during the test Is a result of looks through the joints or through the concrete, Furthermore, the Contractor Shall take any steps recessory to assure the Engineer that the water table is hot- the boll ten rof the manhole throughout the test. 2. Vacuum Test: This method of testing manholes for leakage inwlwe the use of o device for sealing the top f the mcnhole cone section wd pumping the air out of m the anhole, creating a vacuum d holding this vacuum teal is prescriIS bed a period of time. The procedure for this o. All INtng hale. and itterfor joints Mall be fliled and pointed with on approved non-shrnking mart The completed manhole Mall not be backfifled prior to testing. Manholes which have been bockfilled Mall be excavated to expose the entire exterior prior to vacuum testing or the manhole shah be tested for leakage by means of the e.flltration leakage test. b. All pipe, End other openings Into the manhob shall be Suitably plu9god In a manner to prevent displacement. c. A plate with an Infialoble rubber ring the size of the top of the monhole Mall be installed by Inflating the rinq with air to pressure adequate to pemanell vent hdugeof air between the rubber ring and it. Air shall than be pumped out of the manhole through an opening in the plate until a chlqqpg��eSarea inside of the manhole equal to 10M. of mercury ®n approved wcuum gauge. The remavd of air hall than be slapped and the test begun. e. The manhole .hall pass this test If the vacuum held. at 10' Hg or drops no lower than 9" Hit within the following time.: Depth of 4'0 Manhole Minute, Seconds 0'-10' 2 0 VY - 15' 2 30 15' - 20' 3 0 20' - 25' 3 30 U If the vacuum drop exceeds 1' Hg during the sped,,",led anime d Steps through 5h above rI repeated until P 9 epen the vacuum holds for the specified lima. g. After the manhole passe. the vacuum test, it hall be bet killed core fully eo that no leaks we created. If the manhole is disturbed in any way during backfill, it shall again he vacuum tested it.cording to Steps 1 through 5 show. If the manhole fan. thew m test, the Contract« hill test the manhole using the manhole ..filtration test. h. The Contractor hall provide the Engineer with a written log of each manhole leakage test result. 1. Manhole, shall be tested and accepted prior to building manhole invert,. EROSION CONTROL REQUIREMENTS PART 1 - GENERAL 1.01 SUMMARY A. The work under this section Include. but Is not limited to providing di labor , equipment and maul,[, for the meta cal If all required alto related erowlen amtrd 1,02 GENERAL NOTES A. The discharge of sweandot laden Puts,ham the project oil, le discharge All discneoged water from dewol.ing M time shall discharge into o temporary sedimentation basin. S. Cmlractor shall also be respo,Mbf, for inspecting d montlnng all -.1- contra measure. -I. project le cempleled. C, Contractor shall al.I Ibrit the oil disturbance and seeding application data, to between May let and October 15th. If sell disturbance arc rs loter than Octty IIth and prior to May tsl, winter our n emtrol measures wW be beeeeaary. Contract« Mill consult with the Engineer far additional ate specific winter e,oaan contra measures. D. All stockpile material (lop.oll, barrow. etc.) will have a boy bale dike w slit fence constraucted wnd the m peratx. Seed and mash stockpiled mdarld as I. as pea l le to prevent sod erosion and sedimentation off site. Locale stockpiles an in. uphill title of the disturbed ...... If possible. During windy conditions, .toelpled material el dlbe coved o watered appropriately to prevent wind E installed t l.t baizee, than /the Moose and redo a the ll In- aration, terosion ld ling pal -lid Install belling over mulched I1W...o that ill pane ore In contract with the soil and mulch Pe netting with wine slept. 3' .... to ensure full bonding with .all ...face. F. Instal hay bales ingrass-Iined .wales 50 feel an enter to prevent silt from washing Into the drainage .yet- during onstructlon Hoy boles Mall be removed when wgetatlon Is established. G. Control dust through the spellcnlbn of calcium MlmeM, or water. An swage application of one pound of calcium chloride per square yard of exposed area ehwid be meldxed for each treatment The 'sea number of applications and amount of dust controller shall be based upon Field and weather 'an dR-1 Il Mall be spread in such m end by won devba. mill untf«m eiatrlbution is attained over the enure area an which 1t Is ordered pieced. PART 2 - PRODUCTS 2.01 EROSION CONTROL NETTING A. Jute netting shall consist of undyed and unbleached ywn woven Into a uniform open plain weaw mesh. 2.02 EROSION CONTROL MATTING A. Where required h me pi-s Pti directed by the Engineer. eroM- c trot blankets (matting) Mall be North American Green C125 far 'wales, and SC150 for slope .tbiilzation, o approved equal. 2.03 FILTER FABRIC A. When filter fabric Is require, It Mall conform to the nl requtremns of Moretti 140NS or opprowd aqulwlant. 2.04 CALCIUM CHLORIDE A. Cal sum chlorld, Mill confom to the tagakamente of AASHTO M 144, Either regular Hoke calcium chloride, Type 1 w chentrated ff... pellet o other granular calcium loride, Type 2, may be used. 2,05 WATER A. All water used shill be clean and free of harmful amounts of jell, .silt, acids, alkalies, sugar, organic matter and oth. substance. Injurious to the finished product. plant life or the eatMlishmenl of vagal.ti-. PART 3 - EXECUTION 3.01 HAY BALE CHECK DAM AND INLET PROTECTION A. Boles Mall be placed in a row with ends tightly abutting the adjacent bake Each bale Mdl be imbedded in the wok mnlmum of 4 Inches. Bales shall be securely anchored in place by stakes or rabw, driven through the bales, The first stoke In each bale shall be driven toward the pr'Awsly laid bale to force the bales together B. Bales shall be repaired ce replaced ale needed. Once vegetation is e,tablion and the boles are no long. needed far .oslon control, they Moll be removed. 3.02 SILT FENCES A The at knee. Mall be con.traeled in aeowdanee aim the onwbuctkn detpn. The force Mall generally be pieced 10 feet from the toe of the elope or as Shown m the plans. The ando of the fence eh.11 be placed uphill to form a horseshoe .hope to bap ill rum ft B. The at fences Mall be inspected periodically for damage w build-up M of sediments. All damaged fences all be repaired or replaced. Sediment deposits Md that be remove from the ten cis as they build up and be placed In on area wires, m.c is no danger of further ero.im. 3.03 RESTORATION A. As ,an as c t-ti- is co plated in a giwn ar a, It shall be topwaed, seeded ferWl,.d and mulched as .petaled in the Permanent Seeding s«Lion. 3.04 GRASS-UNED DITCHES A. All ditches that are not atone -lined shall be Wpsolled, seeded. lertilized and mulched. Any area which has. signs of rest- Malt he roweaded Immediately and manton.d unto permanent vegetation is established. 3.05 MAINTENANCE A. All erosion control meowPee shall be inspected weekly and repaked and/w replaced as needed. B. All or lion control measures shall be inspected after periods of heavy .In. C. The staaatzed road entrance Man be top de.aed aIth additional two should the existing atone become clogged with sediment D. Hay or at,,, mulch is abject to wind cell-. Mulch may ,square -M.ng os the weather conditions warrant. 3.06 WINTER CONSTRUCTION A. Minimize disturbance between October and May. S. All .,PM- control m ,Ores shall be in place prior to the Wound hearing. C. Mulch shall be Wpke to all disturbed areas It a rate of 90pound. Per 1.000 square feet. The Contractor small main aintain all areas that are mulched Until permanent vegetation can be established. TEMPORARY SEEDING PART 1 - GENERAL 1.01 SUMMARY A. So tlon Includes: 1. Furnishing all labor, materials and equipment to ama.t. all totaling to prawd. temporay, pr.t-U- against d « water erosion. 1.02 GENERAL NOTES A. Adequate seed bad preparation , se of quality seed, and limdy pimt'ng are rAwkwe to achieve a good Nand or vegetation to contra -.I-. PART 2 - PRODUCTS 2.01 GENERAL A. Al a minimum, all product. shall meet the requirements of the Permanent Seeding Section. PART 3 - EXECUTION 3.01 SEEDING CONDITIONS A All essential grading end all temporary structures, such on diversion., dame, ditcb.s and dram. needed to prevent gullying and reduce sUtalbn, should be completed prier to Seeding. 3.02 SEED AND SEEDING A Seed and seeding rates may be selected from the table below. The sale Van will be based m the time of year the aeedlng i. to be mods and the length of lime the vegetation 1. to afford the protection. The weed should be spread uniformly w the After needing, the .oil should be finned by rolling or thpacknq. Nhad be cowrc no rolling w packing is not feasible, e seed shoula lightly by raking, closing, or dragging. B. Plant Selection and Seeding Rate.: Per 1000 Species Per Aare Sq. FL Remarks Annual 40 lbw. 1 Ib. Grows WidIY. but I. f Ryagrasa whet duratlon. Usewhere oppeor.nce. 're", re lmpwlant. between Aug sit g15 and September 15. Cow the seed elm no mare than 0.25 Inch of soN. Perennial 30 lb.. 0.7 tb,. G-tl c our which I. longer Ryegraws testing than annual Ayegra-. Seed eet..b pril 1 and Jun. I and/or between August 15 and Seplemleer to15. Mulching will ono.. wing throughout othe growing ou Saw 10 depth of approxinnately .5 Inch. 3.04 MULCHING A. Me,. it is Impracticable to Incorporate fertilizer and .wed Into midst sod, the seeded area should be mulched to facilitate gx nl..kion. 3.05 MAINTENANCE A. If the seeding fall. to grow, It may read to be re- established to provide adequate xosim contra. B. It weeds became . problem, they may need to be controlled by mowing. PERMANENT SEEDING PART 1 - GENERAL 1.01 SUMMARY A. Section Includes: 1. Furnishing all labor, materials, Od equipment to complete ill sewing work os shown m the drawings and pedfied herMn. 2. Except whore otherwise shown or specified. the Contractor Mal seed .II real. where new contiue or. shown on the drawings and ilrl .. was where existing- Wend caw has been disturbedby the Contractor's oper-at 1.02 SUBMITTALS A. Pr,M' the following for opprovd prior to delivery to the site. 1. Suppliers Certificate of Compliance attesting that lime. fertilizer and owed meat the requirements specified. 2. The Contractor Mall provide represen tatiw topsoil -plot far testing end .Fenced. daiw aamPl.s to a Public entomwen service agency testing lab«story, haw testing report sent directly to the Landscape Architect and pay all costs. Testing shall report on mechanical and chemlcd (pH soluble salt.)-olysiw. Report Mall be sub ;tied at least one month before any looming Is to be dine. 1,03 SEEDING SEASONS A. Seeding and inftid fartilizng Moll be dime between April 1 and June 1, between August 15 and October 15, or o. permitted. Se inE Is on, frozbe dane durngt windy weather or otherwise untiliable. If weeding Is done during .July y oreAugust, additional mulch material may be required by the Engineer. PART 2 - PRODUCTS 2.01 LIME A. Lime shall be stmdard, ground dolomite limestone. agricultural grade. containing alm a minimum of 95% of cciu and magnesium mbehates. 1001E shall pe.s the 10 mesh save: minimum 90% Moll pass the 20 mesh sieve, minimum 40% .hall pa.. the 100 mesh slew. - 2.02 FERTXJZER A Faliliz« shill be commerciol grade grmular fertilizer. The fertillzx shall be delivered to the project In clean, sealed containers which bear o label fully describing the contents, the chemical analysts of each nutrient, the fertilizer grade, the net bulk, the wild and the name and ad raw, .1 the manufacturer . The f«1Nizer and labels shill conform to all existing State d Fed eral regulotlana, and shall most the standards of the Assodotim of Official Agricultural Chemist.. 2.03 GRASS SEED A. Provlda fresh, clean, -crap seed of the areas species. prmwtlms and minimum percentages of Purdy, germination and maximum percentage of weed seed - follows: 1. Park seed Moll n--IIt ba used on loam a r sot. -.a seed mixture Mall c-farm to the followingtable: Minimum Minimum Kind of Seed Purity Germination Lbs/Acre Creeping Red Fescue 9611 85% 40 Perennial Rysgras. 98% 90% 50 Kentucky Bluegrass 97% 85% 25 Redtop 95% 80% 5 TOTAL - 120 2. Slope amid shall normdiy be used for all slope work, usually 3:1 or sterpew end shall conform to the following table: Minimum Minimum Kind of Seed Purity Germination Lb./Acre Creeping Rod Fescue 96% 85% JS Perennial Ryegraaa 98% 90% 30 Redtop 957 80% 5 Awke Clover 97% 0 5 Sndefool Trefoil 98% 80% 5 TOTAL - 80 B. The seed mixture shall be delivered in now, clean, sealed emtolnere, Labels and contents shall conform to all Stott and Federal regulations. Seed shdl be subject to the testing time of the Aso-i.tion of Official Seed MalystoproW C, Seed that he, become act, moldy, or otherwise damaged will be rejected. 2.04 MULCH A. Mulch must be installed m all seeded woes. The following Tomas or,acceptable for use, 1. Hay mulch free of weds and corn. matter at a .to of 90 pounds per 1,000 square feel. 2. Wood fiber applied In a slurry (1/6" ar longer) at a rote of 40 pounds per 1,OD0 square feet. 2.05 WATER A. All wwor uadd shall be obtained frem /rouse water Sources and .hall be free from injurious chemical and other toxic auction- harmful to plant life. No water which 1. brackish 111 be permitted at any time. The Contractor andl Identify to the Engines, all sources of water of least two week. prior to us. e. The Engineer, al hie dkcretlon. may tok0 samples o/ :ire ter at the . r e o from the tank at any time and have a IaMatery test the sample. far chemical end saline content. The Contractor hall not ..I an water from any source which Is disapproved by the Engineer from such tests. 2.06 HERBICIDES A. A pre-amergenco herbicide, siduron (luporean), shill be applied to the finished topsoil if Seeding is to occur prior to June 1, This type of herbicide Is effective against germinating weeds - it kills the plants before they emerge to the sod surface. Marc kmportently, it does not Interfere with the gennnotkm f cod season grasses such as Kentucky Bluegrass and 0-26 Hard Fescue. B. Appllcalbm Contractor shalt u extra care In handling. Slduron. commonly known a. "teperSen'. Mal be applied of the manufacturer's recommended rate. 2.07 FINAL FERTILIZER A. 'Uromite" a, 'Nitrofarm containing 38% nitrogen n a slow ,Meese forth. PART 3 -EXECUTION 3.01 PREPARATION A, Examine finish surfaces and grades. Do not start s edrng work until satisfactory condition, a orrected. Perform flooding work only alter planting and other work affecting ground surlace has been completed. S. Notify Landscape Architect at lead seven (7) waking days prar to starting seeding. C. Prepare areas Immediately prior to %coding as follows: 1. Loosen III of peed oreos to a minimum depth of 4". 2. Remove atone. over I' any diemetx and aticke. /omits, no b and aAr.c.-smatter. 3. Remove existing weeds and graides by pulling or tilling under 4. Grade a. to be seeded to a smooth free draining even surface with a lease, moderately c r e, texture 5. Remove ridges cad f II clear...ims a,required to drain. S. Realare prepared areas if eroded w disturbed price to seeding. 3.02 SEEDING CONDITIONS A. Seeding shall net be done when the ground le frozen, snow cared, muddy, w In any other unsatisfactory, condition for planting. No seeding op.atiors shall be conducted under adverse weather condtion. or when soil moisture conditions we unfavorable (too wet or too dry) o when winds exceed 5 MPH, B. Construction method. shill be those established as agronomically acceptable d feasible and which are approved by the Engine.. The Contractor shall keep all equipment and v hlcular and pedestrian traffic off areas that hove been toweled to prevent sixcessiw compaction and damage to young plants. Where ouch compoctinn has occurred, the Cant -tor Mall rework the soil to make a suitable aced bed; then reseed and mulch such areas with the full amounts of the sp.cllled materials, at no extra expends to the Owner. C. Surface end seepage rats, should be droined or diwrled from the site to prevent downingven ar ter killing of the plants, D. All areas and parts of area, which fail to Mow a uniform .tend of grass far my reason whatscev. shall be reseeded, -d such a oil and parts of sir s s shill be seeded repeatedly until all areas are covered with asatisfactory growth of grass. E. Watering Is considered a neasix-y element tar establishment and wrest. F. Who,, r,wgm,s has been planted for temporary e antral and has not been MI loot ad prior to then completion of the work. such ar s shall be dieted at I...1 3 inches deep and seeded to permanent grosses to prevent the rye91as. from esawdng and becoming compatllWe with and retarding development of the permanent cover. 3.02 SEEDING A. Lime and fertilizer should be applied prior to or at the time of seeding and incorporated Into the soil. Kind. and ounts of lime and feetilaw should be heated m an evalual'an of soil testa. When a sad test is not awaoble, the following minimum amounts should be applied: 1.000 Pic Mural Il feelone, 2 tons per acre « 100 lbs. per sqar ue Nitrogen (N), 50 lbs. per acre w 1.1 lbs. per 1,000 square feet. Phosphate (P205), 100 lbs. per acre or 2.2 Ibis. per 1,000 square feel, Potash (K20). too Iles. per are w 2.2 Ills. per 1,000 square feet. (Note: This Is the equivalent of SOO lbs. per acre of to- 20-20 fertilizer w 1,000 the. per acre 5-10-10). B. Seed should he spread uniformly by the method most appropriate far the site. Method. Include broadcasting and h ydroseeding as follows: 1. Broadcasting: Sow seed using mechanical spreader at a rate of 4 lbs.11,000 square feet. Distribute ..ad Iy o tire areaby acting equal quantity In low dkectlons of right angles to each other. Rake seed lightly into tap 1/8" of topsail, roll IighUy and water with a fine spray. 2. Hydrowwwdmq: Mix specified seed, fertilize and pulverize mulch in water, a ing equipment specifically designed far hydroseed application. Continue mixing un III iformly blended Into homogenous slurry suitable for hydraulic application Apply slurry uniformly to all area. to be seeded. Role of application as required to obtain specified .wed aowing rate. 3.03 MULCHING A. Mulch materials shall be spread uniformly by hand or machine at a rate of two 50 Ib. balsa per 1,000 square feet. B. Organic Mulch Anchoring - Straw or hay mulch must be anchored Immediately after spreading to prevent wind Noting. 3.04 MAINTENANCE A. The maintenance period shall begin Immediately after seeding and shall continue until acceptance, B. All mulches most be inspected periodically, In porticuior after minstomnd, to check for rill osion. Where ¢melon a observed, additional mulch Mall be applied. Net should be Inspected after rainstorms far dislocation or failure. If washouts or breakage o cur, reinstall net as necessary after repairing damage to the Mope. Inepectiona should lake place Until grasses pre firmly established. Gr... at .hall net be considered established until a ground cow achleeed which is mature enough to control soil ercelon and to wrvie ao,ere weather conditions. Where mulch 1, used In c junctiol with ornamental plantings. Inspect periodically throughout the year to determine If mulch is maintaining towage of the all eurta repair ins needed. C. Seeding areas shall be protected and maintained by watering, reseeding, mowing, weeding, riling, insect or disease .trot measures. re --fertilizing and repair of washouts which are necessary. C. The Contractor Mal mantas ill seeded area, until full vegetation Is established. D. The Contractor shall also keepall seeded areal free fromd wood. and debris, such s s c g w he ..It w at his own ..Panne ill Mapes 4:1 or laws (t"") level turI established (seeded) in the following al mann.: 1. When grass reaches a height of 4-6", mow to a height of 3". 2. At least two cuttings shall be made prior to final ....pierce. E. Following mowing, all permanent seeding gross oreos (mowed and unmw oed) Mall receive . uniform aPpilcotion of slow release Iertiliz. hydraulically placed at the rate of 10 pounds per 100 square fast. 3.05 ACCEPTANCE A. Inspection to determine acceptance of seeded areas will be made by the Landscape Architect, upon Contraclo's written request. I. Podd. notification at least two (10) working day. before requested Inspenlim date. B. Seeded areas will be acceptable presided all Installation and dnten.nc. rswirem-t. hew been complied with and a healthy uniform lawn 1. e.tabll h.d. C. won acceptance. the Owner will aseume maintenance. 3.06 WARRANTY A. Au seeded areas will be warranted far a period of twelve months from date of Overt.', acceptance. Should any seeded areas fail to maintain full egob,tion. failed areas ill be refurbished until this apadficallm is achieved at the coat of the Contractor. M1hA��A k eealdT.ej '12 n FILTER FABRIC TO BE POST MIRAFI 10OX OR APPROVED EWAL PAST .PACWG 36' MIN 2 • MDW g.a' 1ETK POST Itl 4 • 4 TIJw ltl r 24' MIN. HLTER FABRIC TO 8E CLIPPED. SACKFILLED AND TAMPED 8" BELOW GRADE STEEL OR WOOD STAKES SEE CHART AT RIGHT waTAwL wRm FNWIAf E, be APMAYED [AUK AR NIID A. DETNFAEeI. ...TALL -1 -1 AT -a ar ALL UNnit.n:C1FD 9aPEt Afq Aa PMK4fl a To oci away AS PAS9%E. MIa NCLUDFa ALL PRIED OR UNPR-TIED A_ CREATED NIR.c cis hawohow. her NEEE.aARILY RERECTED AN THE PINK PUNS CURNE TNe Exce Ar' W PENCE UP bmc WE Aast. REWA sBrIENT wital A N UL WM .-a- bl aeAlIar' .1 -cis, - PENa s ARE re T10 suciNNs « R1ER a.w h ADaOW EACH OnIDG WEv IHALL RE OKKAPPFD our ... `_ Me STAPLED, SILT FENCE DETAIL N.T.S. TEMPORARY SEEDING & MULCH OR NETTING SILT FENCE OR HAY BALES INSTALLED ON DOWNGRADIENT SIDE TEMPORARY STOCKPILE DETAIL N.T.S. it SWALE I BALED HAY OR STRAW BINDING WIRE OR TWINE STAKE I _ PLAN SWALE STAKES (2 PER BALE) rP4'Pdl" tli� l EXCAVATE A TRENCH 4" DEEP AND THE WIDTH OF A BALE, BACKFI L AND COMPACT EXCAVATED SOIL ON THE UPHILL SIDE OF THE BALE. SECTIONS HAY BALE CHECK DAM N.T.S. CATCH BASIN INLET PROTECTION STRAW OR HAY BALES STAKED WITH TWO STAKES PER BALE 0 O LEGEND -----.-..1E- - - - EXISTING CONTOUR --336 PROPOSED CONTOUR - - - PROPERTY LINE -- - - - SETBACK LINE O IRON PIN o CONC. MON. ---- -SS GRANTY SEVER LINE - W WATER LINE -- -DE OVERHEAD ELECTRIC - -UE UNDERGROUND ELECTRIC -- - T TELEPHONE LINE - - G GAS UNE ® SEWER MANHOLE HYDRANT ® SHUT-OFF v POVER POLE ® CATCH BASIN DECIDUOUS TREE CONIFEROUS TREE rwvvvwvv� EDGE OF BRUSH/WOODS --°-°- STOCKADE FENCE --y- WIRE FENCE ---.- - DRAINAGE SWALE WILSON i 1 NEW SMH #3 i I E XSITINc 3 3ull_DNG WILKINSON I Q I Q NEW CB jt NEW SMH #4 ul NEW C8 N3 I / / —III I I = — — 5-OUP — 4-OUP ty ,x -Z�- 4 ill UEB:T ' . `�'.`'`I\SAT-`j ` $ II I rn j�I -• . _ � 8" SDR 35 PVC 95 S I � / / /� '•/ / \I I l NEW $B q2 I FIR S b a�vArE Ro e° cLs2 _ t S � - � / -zo3-- ✓ / ! I1 it G G _ —ris trEw oe re— r w ! I i �T, II o I \ O I �v M\o mS.-�_.., �/� fYBd+ a/989 W r I II 'ee 1-\/ N t%B t ✓ I ' /l. 5� 3// I \\ \\ \\ \ ©�PRORO/SE/� -,,/ I OR I I I 1 35 Q / / / GREASE TRA7 I NEW 9JH /2 gas vS up ST - 1 - ' ST -- ST 1M91r-T 1 � I -g _""�J�/-Fy _\\, 2p� >e---••.e•� 1�1 NEW Ca #4 '157_200- _.' RIM-1�92.27 _ -195 / ` INV-188.97 - _ _ - / / \ RIM.4.15 O —uEAr— — — /i � / / EATING PAVEMENT EXSITING PARKING LOT/ 2' COPPER - W- f � p / ��EXSITING BUILDING /� \ SHERWIN WILLIAMS PAINTS III I __II I ..\ �i �// •� � j/� II I NEW H 01 PLANTING SCHEDULE SYMBOL COMMON NAME SGENTIFIC NAME SIZE/CALIPER NUMBER COST/PER TOTAL BB SuRNING BUSH EUONYMUS YEDOENSIS 2+ - .iP• W $1150 EIB BLUE SPRUCE VARIETYAUCA . OL , N' -n 8' $150 $1200 F'Ci ROWERING CRABAPPLE MALUe SPECI fog 2' CALIPER 'A $200 $800 jy DWARF JAPANESE YEW T ATA NANA 30 - 36' 13 $75 $975 NM NORWAY MAPLE TAIlGIOES 2 1/2- CAL. 5 $200 $1000 WA "TE ASH y1MEFIC01A 2 1/2• CAL 4 $175 $700 WO vAM1E CEDAR THu OcCIDENTALiS + - e; t8 $175 $2800 WP MITE PINE I RNUS ST wus ♦ -CB' I R 9 =120 $1080 I I MAT H LI ST4 2+ I I SI E SHEET Fif� / Arc d..I TOTAL - =9705 } `r I I $51 GRAPHIC SCALE rA.A�LD j I I � m w GrAPITAL ENTERPRISES, INC. (IN` PROPOSED COMMERCIAL RESIDENTIAL 0 It y. N� LANDSCAPING PLAN II I I .I I I y A /5226 Date Ch k'd Revision SOUTH BURLINGTON VERMONI 2001 SHEET / ,� ,�L '�"""" MJW Dote SEPT_ CIVIL ENGINEERING ASSOCIATES. INC, �� Checked by SAV Scale I., = 20 P.O.BOX485 SHELBURNE, VT 05182 / /�' e02-985-029 FAX. e0248&227, amBll: C6e®to0&nNnet t• A 00279.00 Approved by1_ Project No. This property is located within the Commercial 1 District. The property is bounded on the north by Undeveloped land, on the east by a hotel, on the west by a retail building and on the south by Williston Road. Staff discovered that this filling was taking place without approval and without a zoning permit. The applicant was requested to obtain approval. Approximately 2000 cubic yards have already been placed on the property with 1500 cubic yards remaining. LandscapinZ. The applicant current shows the location of the fill but the proposed grade is not clear. The site plan should be revised to include the proposed grade after the fill is in place. The filled area should be seeded when the project is complete. SITE PLAN & CONDITIONAL USE �'1'AUItANT — This project consists of 1) constructing a 124 seat 3500 sq. ft. standard restaurant with a pick-up only drive through lane, and 2) extending the C 1 District boundary line fifty (50) feet into the R4 District. The sketch plan was reviewed on 4/17/01 (minutes enclosed). Since the sketch plan, the applicant has dropped the request for residential units resulting in the application being treated as a site plan. This property located at 1220 Shelburne Road lies within the C1, R4 and the Bartlett Brook Watershed Protection Overlay Districts. It is bounded on the west by Shelburne Road, on the south by a retail building, on the north by an office building and on the east by a single family dwelling. SITE PLAN CRITERIA Access/Circulation: Access is to be provided via a 60 foot right- of- way to serve the lot to the east developed with a single family dwelling. This private road will be constructed to City standards. Access to the proposed restaurant will be via two (2) curb cuts off from the proposed private street. The westerly curb cut is 18 feet in width and will be for ingress only and the easterly curb cut is 24 feet in width and will be for ingress and egress. Circulation on the site is adequate. Coverage/Setbacks: Building coverage is 5.8% (maximum allowed is 30%). Overall coverage is 60.9% (maximum allowed is 70%). Front yard coverage is 27.2% (maximum allowed is 30%). Setback requirements are being met. Parking: A total of 48 parking spaces are required and 51 spaces including three (3) handicapped spaces and a bike rack are being provided. ro Landscaping: The minimum landscaping requirement, based on building costs, is $9500 which is being met. Proposed plantings include Crabapple, Spruce, Burning Bush, Yew, Maple, Ash, Pine and Cedar. The landscaping plan should be revised to show a 15 foot wide dense evergreen buffer placed between the easterly end of the parking lot and the relocated Cl/R4 zoning district boundary line. This is a requirement of Section 25.108 of the Zoning Regulations. Staff recommends that the proposed Crabapple trees along Williston Road be replaced with street trees (minimum 2 '/2" caliper). The plan should be revised to incorporate the City Arborist's recommendations. Sewer: Sewer allocation was requested but not submitted Lighting: Details of the exterior light fixtures were requested but not submitted. Plans should be revised to show the locations of all exterior lights. Dum ster: A screened dumpster storage area is being provided. Other: Staff is concerned that the applicant is proposing a menu board for the drive through service. This window is for picking up items ordered over the phone. Why do you need a menu board for items you have already ordered? TRAFFIC OVERLAY DISTRICT REVIEW This property is located within Traffic Overlay Zone 2 which allows this 1.55 acre lot (of which only 1.42 acres is located in the C I District) to generate a maximum of 31 vehicle trip ends (vtes) during the p.m. peak hour. ITE estimates the proposed 124-seat restaurant to generate 53 vtes, which is 22 or 70.9% more vtes than permitted. The remaining land is located in the R4 District and cannot be used to satisfy the land area requirement needed to meet the zoning regulation's traffic overlay requirements. Land in one zoning district cannot be used to satisfy the requirements in another zoning district unless the use is allowed in both districts. Since a restaurant is not permitted in the R4 District, land in the R4 district cannot be used to satisfy the zoning requirements. The City Attorney agrees with this position. BARTLETT BROOK WATERSHED PROTECTION OVERLAY DISTRICT REVIEW Section 23.201 of the zoning regulations requires the applicant provide Heindel & Noyes stormwater management information for inclusion in the City's stormwater management model for this watershed. The recommendations from the consultant have not been received by staff nor have they been incorporated in the site plan. CONDITIONAL USE REVIEW 7 The proposed project complies with the stated purpose of the Commercial One District to "encourage the location of general retail and office uses in a manner that serves as or enhances a compact central business area" and does not adversely affect: a) the capacity of existing or planned community facilities — no effect expected b) the character of the area affected — no adverse effect is expected c) traffic on roads or highways in the vicinity — the proposed use is not expected to affect traffic. d) bylaws in effect — the proposed use is not in conformance with the Traffic overlay District e) utilization of renewable energy resources — there is no utilization of renewable energy resources to be affected. f) general public health and welfare — no adverse effect expected RECOMIy)ENDATIONS Staff recommends that this application be denied for the following reasons: A. The project does not comply with the Traffic Overlay District requirements. The proposed number of p.m. peak hour trip ends exceeds the number of trip ends allowed under the Overlay District. B. The project does not comply with the conditional use criteria under Section 26.052 (d) of the zoning regulations with respect to compliance with the bylaws in effect. Since the project does not comply with the Traffic Overlay District standards, it is not in compliance with the zoning bylaws. C. The project is not in compliance with the requirements of the Bartlett Brook Watershed Protection Overlay District. No information submitted which indicates that it is compliance with the BBW requirements. 11) DI'NAPOWER CORPORATION — GAS STORAGE UNIT FINAL SUBDIVISION PLAT 1020 HINESBURG ROAD This project consists of amending a planned unit development consisting of a 132,700 square foot light manufacturing facility. The amendment consists of. 1) parking layout modification, and 2) adding an 8'x 8' exterior gas storage unit, 1020 Hinesburg Road. This property is located within the Industrial & Open Space District. The site is bound to the north by Leahy Press, to the west by Hinesburg Road, to the south by farm land and to the east by Potash Brook. Parking: The project requests a total of 100 spaces. The last plan approved showed 161 spaces. The proposed parking layout results in 160 spaces including six (6) handicapped spaces and a bike rack. Coverage/Setbacks: The plan calls for the addition of an outdoor gas storage unit. The plan shows the location of the proposed unit in access drive loading dock apron. No change in coverage. Setback requirements are met. 8 Seattle I,iI,III� YPL pplications: • Apartments, Condos • Auto Dealerships • Entrances • Shopping centers • No -glare applications onstruction Features Housing • One piece die-cast aluminum with tight radius edges Mounting • SEI - Extruded 6" aluminum arm with mounting hardware • SEII & III - Extruded 10" aluminum arm with mounting hardware • Cast wall bracket with fixture mounting hardware Door Assembly • Cast aluminum • Concealed hinges • Captive screws • Continuous gasket Optical Assembly • Anodized aluminium reflectors with Hat clear tempered glass lens for type III asymmetric, type, IV forward throw, or type VS square. syn)"W16c (list rihution 10 = SPAULDING LOr�`HH' HHC�o Refer to Poles/Brackets Section for ordering information. Model SEI - EPA 1.9, Model SEII - EPA 2.6, Model SEIII - EPA 2.9 Larnpholder • Enclosed mogul porcelain socket for all sizes except 100W MH-medium base porcelain socket • HPS sockets are pulse rated Ballast • High power factor, starting rated to -20°F • Metal Halide: constant wattage autotransformer • High Pressure Sodium: 25OW to 1000W - constant wattage autotransformer with electronic starter, 70W to 150W-high reactance with electronic starter Finish • Baked on polyester paint available in 10 standard colors • Consult factory for custom finishes E c ., �ffp TE �—D!4 B �I A B C D E F SEI 15" 21" 7.5" 6" 5" 2" SEI1 18" 26" 9.5" 10" 4.68" 3.18" SEI11 21" 30" 11" 10" 4.68" 3.18" 1 � III IV osymmetric forward throw Vs symmerr a. sgoo FRES14) SQUARE/ROUND O Model FNI - square (up to 100w) FNII - round (up to 100w) © Lamp TypeMatts S35 (E-17) M70 S50 (E-17) M100 S70 (E-17) S100 (E-17) DX10 L 0 YF Contemporary bollard for parks, steps, hotels, motels, apartments, walkways, malls. and entrances. Extruded aluminum square or round housing, with tamper resistant hardware. Flat top, or optional dome top for round FNII. Single screw access for top relamping. Sealed one piece, clear acrylic lens. Specular, anodized aluminum reflector systems, dual reflector, tube optics, or internal louvers. Mercury Vapor, Metal Halide, High Pressure Sodium, and Incandescent lamp sizes up to 100w o © o — 120 — DOME — SWT © Optical System D - dual reflector with cone T - tube optics L - louvers O Voltage 120 208 240 277 MT - multi -tap (S35 & INC- 120v only) • Socket is enclosed medium porcelain, pulse rated, with spring loaded, nickel plated center contact and reinforced lamp grip screw shell. • Ballast is HPF, starting rated at -20oF. Mercury Vapor and Metal Halide are CWA or HR type. HIPS is CWA, HR, or Reactor type. • Concealed, galvanized steel anchor base. Four 2'x10" anchor bolts, on 4" diameter, square pattern. • Polyester paint finish with choice of 10 standard colors. • U.L. listed for wet locations, CSA certified. © Options CS - house side cutoff shield DOME - dome top (FNII only) O Color DBZ - dark bronze FGP - forest green SGB - black TBP - teal blue SWT - white RBP - royal blue BGE - beige CMB - burgundy RRN - rocket red LTG - lite gray Dual Reflector Tube Optics A B C D Wt /Lbs FNI 6.75" s . 42" 6" — 4°_ —41- FNII 7" dia. 42" 6" 4" 41 DOME Option Louvers �I 11 SPAULDING )CKFORL) C Square luminaire for walls, fast food lots, parking garages, entrances, and loading docks. Cast aluminum housing. Surface wall mount with outlet box cover plate. Side entry for i" NPT surface conduit. Frameless, molded polycarbonate lens, fully gasketed, secured by four captive screws. Formed, anodized aluminum reflector for horizontal lamp, provides forward throw light pattern with minimal light above horizontal plane. © 0 120 — PC 0 Model MIRK (up to 150w) A Lamp Type/Watts S50 (E-17) M70 S70 (E-17) M100 S100 (E-17) S150 (E-17) — DBZ ® Voltage 120 MT - multi -tap, HPF (S50 not available) • Metal Halide and High Pressure Sodium lamp sizes up to 150w. • Socket is enclosed medium porcelain, pulse rated, with spring loaded, nickel plated center contact and reinforced lamp grip screw shell. • Ballast is NPF, HR or Reactor type, starting rated at -20°F. • Dark bronze color polyester paint finish. • U.L. listed for wet locations, CSA certified. 0 Options PC - photoelectric cell 120-277v 0 Color DBZ - dark bronze �— B —� �16.172J Wt./Lbs. MR12 7.6" for 150w T * 3 11 SPAULDING I0/22/0I ARBORIST'S COMMENTS FOR ii/o6/oi MEETING SOUTH BURLINGTON DEVELOPMENT REVIEW BOARD Capital Enterprises Commercial/Residential Landscape Plan Civil Engineering Associates -White Pine planted along the proposed private road will suffer damage and drying from salt deposition. Austrian Pine or White or Norway Spruce may fare better. -I would suggest using trees which reach a larger size of maturity on the west side of the parking lot, where crabapples are currently proposed. 1 CITY OF SOUTH BURLINGTON DEPARTMENT OF PLANNING & ZONING 575 DORSET STREET SOUTH BURLINGTON, VERMONT 05403 (802) 846-4106 FAX (802) 846-4101 October 31, 2001 Mr. Stephen Vock Civil Engineering Associates, Inc. PO Box 485 Shelburne, Vermont 05482 — 0485 Re: Site Plan Application — SP-01-72 1220 Shelburne Road Dear Mr. Vock: Enclosed is the agenda for next Tuesday's Development Review Board meeting and my comments. Please be sure that someone is at the meeting on Tuesday, November 6, 2001 at 7:30 p.m. at the City Hall Conference Room, 575 Dorset Street. Since R ymorid J. Belair Administrative Officer Encl./td PUBLIC HEARING SOUTH BURLINGTON DEVELOPMENT REVIEW BOARD The South Burlington De- velopment Review Board will hold a public hearing at the South Burlington City Hall, Conference Room, 575 Dorset Street, South Burlington, Ver- mont on Tuesday, Nov. 6, 2001. at 7:30 p.m. to con- sider the following: 1. Final plat application #SD-01-53 of Burlington Properties to amend a planned unit develop- ment consisting of a 132,700 square foot light manufacturing facility. The amendment consists of: 11 parking layout mod- ification, and 2] adding an 8' x 8' exterior gas stor- age unit, 1020 Hinesburg Road. 2. Application #CU-01- 39 of Community Bible Church seeking condi- tional use approval under Section 26.05, Condi- tional Uses, of the South Burlington Zoning Regu- lations. Request is for permission to construc- tion a 12' x 15' covered portico to a church build- ing, 2025 Williston Rd. 3. Application #CU-01- 38 of Devon Mobile Com- munications seeking con- ditional use approval un- der Section 26.05, Conditional Uses, of the South Burlington Zoning Regulations. Request is for permission to install six 161 panel antennas to existing tower and con- structing a 10' x 10' steel platform to house electronic equipment, 530 Shelburne Road. 4. Application #MS-01- 06 of Precourt Invest- ment Co. seeking condi- tional use approval under Section 25.117. Alteration of Existing Grade, of the South Burlington Zoning Regulations. Request is for permission to place 3,500 cubic yards of fill, 1160-1174 Williston Road. 5. Application #CU-01- 43 of Verizon New Eng- land, Inc. seeking condi- tional use approval under Section 26.05, Condi- tional Uses, of the South Burlington Zoning Regu- lations. Request is for permission to install a six [fit foot high metal cabi- net on a 9' x 12' concrete pad, 1200 Airport Park- way. 6. Preliminary plat appli- cation #SD-01-61 and fi- nal plat application #SO- 01-56 of Ken Smith and James Barron for a boundary line adjustment between 45 and 49 Com- merce Ave. 7. Final plat application #SD-01-54 of Harold and Joanne Soncrant to amend a planned resi- dential development con- sisting of 306 residential units and an 18 hole golf course, Dorset St. The amendment consists of constructing a 360 square foot open porch and roof at 308 Park Road. 8. Final plat application #SD-01-55 of Lime Kiln Housing Partnership to amend a planned unit de- velopment consisting of 85 residential units in four [41 buildings and a 42 unit congregate hous- ing facility on two [2) lots. The amendment consists of subdividing lot #2 into two 121 lots of 5.38 acres fot #2and 1.97 acres of #4'1, 378-380 Lime iln Rd. 9. Application # CU-01- 40 of Robert Griswold and Capital Enterprises seeking conditional use approval under Section 26.05. Conditional Uses, and Section 29.007, In- terpretation of District Boundaries, of the South Burlington Zoning Regu- lations. Request is for Permission to extend the Ct District boundary line fifty [50] feet into the R4 District, 1220 Shelburne Road. Copies of the applica- tions are available for public inspection at the South Burlington City Hall. John Dinklage Chairman South Burlington Development Review Board October 20, 2001 575 Dorset Street Phone: 846-4106 Fax: 846-4101 Fmc To: Stephen A. Vock From: Stephanie A. Smith Fax: 985.2271 Date: October Phone: 985.2323 Pages: Re: 1220 Shelburne Road CC: Re: 1220 Shelburne Road- Pizza Hut Dear Mr. Vock: Please find attached the preliminary comments on the above referenced application. The project is currently scheduled to be considered by the Development Review Board on November 6, 2001. If you wish to respond to these comments or submit additional information, please do so no later than October 29, 2001. Please be sure that someone is at this meeting to represent your application. If you have any questions, please feel free to give me a call. Sincerely, zj� a &1SL Stephanie A. Smith Associate Planner City of South Burlington, Planning & Zoning 1 MICKENBERG, DUNN, KOCHMAN, LACHS & SMITH, PLC ATTORNEYS AT LAW 29 PINE STREET P. O. BOX 406 BURLINGTON, VERMONT 05402-0406 JAMES J. DUNN F. L. KOCHMAN, INC. AILEEN L. LACHS NEIL H. MICKENBERG O. WHITMAN SMITH November 5, 2001 John Dinklage, Chair South Burlington Development Review Board 575 Dorset Street South Burlington, VT 05403 Dear Mr. Dinklage: TEL (802) 658-6951 FAX (802) 660-0503 E-MAIL: mdsdl@aol.com I am writing to the South Burlington Development Review Board in connection with a proposed commercial development of a Pizza Hut on Shelburne Road in South Burlington (the "Project") by Capital Enterprises, Inc. (the "Applicant"). I represent Joseph Arioli and Sally Borden, Christopher and Cynthia Tan and Dayle and LeeAnn Wright, whose homes and property abut the property of 1220 Shelburne Road Corp. as shown on the Site Plan dated 4/23/01 by Civil Engineering Associates, Inc. submitted in connection with the Project. We have a number of concerns and questions about this Project that we would like to call to the attention of the Board, as follows: The proposed Project includes a proposed private road, a "drive up lane" and parking area to the rear of the Pizza Hut which will result in automobile headlights shining directly into my clients' homes and/or property. Because the proposed landscaping consists solely of trees without a berm to block the automobile headlights, the landscaping plan that has been submitted with the Application (Sheet L 1) will not prevent the intrusion of this lighting. Even now, my clients can see the lights of Shelburne Road from their homes during the winter. However, there is a major qualitative difference between the present situation and the addition of multiple vehicles shining their headlights directly at my clients' property. A number of standards in the City's Zoning Ordinance and Comprehensive Plan address this issue. The Zoning Ordinance's provisions for Site Plan Review at section 26.102 requires consideration of landscaping and screening. Section 26.10 notes in relevant part that: "In reviewing site plans, appropriate conditions and safeguards may be imposed with respect to the adequacy of ... parking (and) landscaping and screening....". Of particular relevance to this Project is the provision of section 26.105 which requires "additional planting or attractive solid fencing, above the normal landscaping requirements ... whenever (the Board) determines a particular site warrants such additional landscaping, such as to adequately screen two adjacent dissimilar uses from each other....". The ordinance goes on to state that �1 John Dinklage, Chair November 5, 2001 Page Two "All outdoor lighting or parking from public or commercial uses shall be screened from the view of the ground floor of adjacent residential buildings. In addition, Chapter VI of the City's 2001 Comprehensive Plan states in section F that an objective of the plan is to "identify and protect existing and developing residential neighborhoods." Section G.2.b. describes one of the recommended actions for protection of neighborhoods as: "Create additional landscaping and setback requirements around the perimeter of residential neighborhoods which abut higher intensity, potentially incompatible land uses such as commercial and industrial." Although the commercial phase of this project does not directly abut my clients' property, the practical effect of the issue we discussed is the same. As a result of the parking areas and private road proposed for this commercial use, we have an incompatible land use which requires protection of my clients' property. We propose that the developer be required to construct and permanently maintain a berm of not less than 8 feet in height with trees and bushes on top of the berm in order to effectively prevent vehicles at the Project from shining their headlights onto my clients' homes and property. 2. The problem of automobile headlights is exacerbated by the fact that a portion of the parking lot is proposed to be located in the Residential 4 Zone. Section 9 of the South Burlington Zoning Ordinance states the Purpose of the R4 Zone is "to encourage residential use at moderate densities that are compatible with existing neighborhoods and undeveloped land adjacent to those neighborhoods. Any uses not expressly permitted are prohibited, except those which are allowed as conditional uses." A parking lot is neither a permitted nor a conditional use in the R4 Zone and is at direct odds with the purpose of the R4 zone, as stated in the Ordinance. As such, Nke do not believe that the Zoning Ordinance permits any portion of the parking lot for this Project in the R4 zone. Moreover, we do not believe that the Project meets the requirements of section 26.05 of the Zoning Ordinance, which deals with conditional uses. First, as noted above, we do not see any provision for a conditional use in Article IX (Residential 4 District) of the Zoning Ordinance of the type sought by the Applicant. In addition, for the reasons stated above, we do not believe that extension of the parking lot to a point closer to my clients' homes is consistent with the essential character of the neighborhood or district in which the property is located or with the general health and welfare. Section 26.052 (b), (f). 3. The Applicant's Plan C2, shows Existing Conditions, including a "wetlands limit" going directly through the parking lot of the proposed Project. Whether the wetlands are identified as inside or outside the wetland limit shown on C2, the Applicant's Plans suggest that the John Dinklage, Chair November 5, 2001 Page Three Project would pave over portions of existing wetlands. In this regard, we have a number of questions: Has the "class" of wetland been determined, and if so, who made that determination and what is it? Has the A etland limit been delineated by a wetland scientist? Has the Project received a permit from the Water Quality Division of the Vermont Agency of Natural Resources? Has the Project been submitted for review to the Corp of Engineers? 4. According to the Applicant's Plans, the Project is located in part within the Commercial 1 Zone. Section 12.105 of the City's Zoning Ordinance permits standard restaurants in that zone, but excludes "fast food" restaurants. The fact that the Project has a "future drive up menu board" and a "drive up lane" as shown on the Applicant's Plan C1, indicates that the proposed Pizza Hut would be a "fast food restaurant", as defined in section 28.142 of the Zoning Ordinance and, as such, is not a permitted use in the Commercial 1 District. Nor does the Project fit within any of the categories for conditional uses. 5. Have the engineering requirements of the plan, including the storm drainage plans, been approved by the City Engineer? To which source will the storm drainage be directed? These are our initial concerns. We may present additional concerns after we hear the presentation of the Project and as we continue to study the project. Yours sincerely, Neil H. Mickenberg Attorney at Law NHM:kah F:\common\USERWEIL\Arioli\ltc.zoning letter.wpd To: Applicants From: Stephanie Smith, Associate Planner RE: Project Staff Notes Date: October 4, 2001 SP-01-72 and CU-01-40 Site Plan and Conditional Use Applications —1220 Shelburne Road Previous Action: Sketch plan review 16 April 2001 Overview: Site plan and conditional use applications #SP-01-72 & #CU-01-40 of Capitol Enterprises is to amend the site plan for a 1.55 acre lot with a proposed 3,800 sq.ft. restaurant containing 124 seats by moving the C1 District boundary east fifty feet (50') to accommodate the proposed restaurant. Issues: ■ The applicant should include gpd #'s for a sewer allocation. ■ The applicant should provide information on the type of light fixtures proposed on site including their wattage and location ■ This property is located within Traffic Overlay Zone 2 which allows this 1.55 acre lot (of which only 1.42 acres is located in the C1 District) to generate a maximum of 31 vehicle trip ends (vtes) during the p.m. peak hour. ITE estimates the proposed 1.24-seat restaurant to generate 53 vtes, which is 22 or 70.9% more vtes, then permitted. The remaining land is located in the R4 District and cannot be used to satisfy the land area requirement needed to meet the zoning regulations traffic overlay requirements. Land in one zoning district cannot be used to satisfy the requirements in another zoning district unless the use is allowed in both districts. Since a restaurant is not permitted in the R4 District, land in the R4 district cannot be used to satisfy the zoning requirements. ■ Where new nonresidential uses are adjacent to or within 50 feet from the boundary of a Residential District, the required side or rear yard shall be increased to 65 feet and a strip not less than 15 feet shall be maintained as a buffer and shall be suitably landscaped with dense evergreen or other suitable planting as a screen (Section 25.108). The storm water pond should be relocated in order to accommodate the evergreen buffer between the parking lot and the R4 District. ■ The applicant should be aware that the property is located in the Bartlett Brook Watershed Overlay District. The applicant is required to submit a site plan, including information listed in Section 23.201 of South Burlington Zoning Regulations, to Heindel & Noyes. Their recommendations must be incorporated into the site plan. ■ Before Board reviews an amended plan, the Board must decide if the amended plan produces an impact on the site. If so they must find that you justify your amendments by one of the following criteria ■ Changes in factual or regulatory circumstances beyond the control of a permittee ■ Changes in the construction or operation of the permittee's project, not reasonably foreseeable at the time the permit was issued ■ Or there are changes in technology Completeness of Plan: The applicant has submitted sufficient information for Development Review Board to consider the site plan and conditional use applications with the exceptions noted above. Please provide additional information by October 29, 2001. Recommendation: Staff recommends that this application be authorized to proceed for site plan and conditional use consideration at the November 6, 2001 meeting. 575 Dorset Street Phone: 846-4106 Fax: 846-4101 Fmc To: Stephen Vock Fax: 985.2271 Phone: 985.2323 From: Stephanie A Smith Date: October 22, 2001 Pages: 2 Re: Arborist Co ents-1220 Shelburne Road CC: Re: Arborist Comments-1220 Shelburne Road Dear Mr. Vock: Please find attached the City Arborist comments on the above referenced application. The project is currently scheduled to be considered by the Development Review Board on November 6, 2001. If you wish to respond to these comments or submit additional information, please do so no later than October 29, 2001. Please be sure that someone is at this meeting to represent your application. If you have any questions, please feel free to give me a call. Sincerely, � Step a ie A. Smith Planning & Zoning Assistant 1 } Pizza Hut 10.9.01 Trip ends calculation ITE High Turnover Restaurant trip ends/seat = .42 x 124 proposed seats = 53 proposed trip ends Allowed in traffic overlay district Zone 2 is 20 trip ends/40,000sq.ft. 1.55acres x 43,560sq.ft. = 67,510sq.ft. /40,000sq.ft.=1.688x20=33 allowable trip ends All 12-17-220i 8:44AM =-POM, 2 Abetter Information Owner: 1220 Shelburne Read Corporation Applicant: Bob Griswold & Capital Enterprises "Pizza Rut" Adjoining Property Owners as of October 16, oc;1 David M. Farrell, Trustee c/o Farrell Distributing Corp. So. Burlington, VT 05403 William H. & Timothy P, OBrien 1475 Shelburne Road So. Burlington, VT 05403 Brian D. & Alice P. Waxler 5 Fieldstone Way Shelburne, VT 05482 Ronald A. Wilkinson 63U ,400icingbird Way ,truth St. Petersburg, FL 33707 William & Tory Wilson 1200 Shelburne Road So, Burlington, VT 05403 '-:; `.MY��GS'�DG: l SA V P1L^dH'J2.0. DUSfCib.lC'1W CITY OF SOUTH BURLINGTON DEPARTMENT OF PIA21,TNING & ZONING 575 DORSET STREET SOUTH BURLINGTON, VERMONT 05403 (802) 846-4106 FAX (802) 846-4101 October 31, 2001 David M. Farrell, Trustee C/O Farrell Distributing Corp. South Burlington, Vermont 05403 Dear Property Owner: Enclosed is a copy of a public notice published in the Burlington Free Press. It includes an application for development on property located near your property. This is being sent to you to make you aware that a public hearing is being held regarding the proposed development. If you would like to know more about the proposed development, you may call this office at 846-4106 or attend the scheduled public hearing. Sincerely, Raymond J. Belair Administrative Officer Encl/td CITY OF SOUTH BURLINGTON DEPARTMENT OF PLAT NE4G & ZONING 575 DORSET STREET SOUTH BURLINGTON, VERMONT 05403 (802) 846-4106 FAX (802) 846-4101 October 31, 2001 William & Timothy O'Brien 1475 Shelburne Road South Burlington, Vermont 05403 Dear Property Owner: Enclosed is a copy of a public notice published in the Burlington Free Press. It includes an application for development on property located near your property. This is being sent to you to make you aware that a public hearing is being held regarding the proposed development. If you would like to know more about the proposed development, you may call this office at 846-4106 or attend the scheduled public hearing. Sincerely, Raymond J. Belair Administrative Officer Encl/td CITY OF SOUTH BURLING` O DEPARTMENT OF PLANNING & ZONE"4G 575 DORSET STREET SOUTH BURLINGTON, VERMONT 05403 (802) 846-4106 FAX (802) 846-4101 October 31, 2001 Mr. Ronald Wilkinson 6508 Mockingbird Way South St. Petersburg, FL 33707 Dear Property Owner: Enclosed is a copy of a public notice published in the Burlington Free Press. It includes an application for development on property located near your property. This is being sent to you to make you aware that a public hearing is being held regarding the proposed development. If you would like to know more about the proposed development, you may call this office at 846-4106 or attend the scheduled public hearing. Sincerely, Raymond J. Belair Administrative Officer Encl/td CITY OF SOUTH BURLINGTON 575 DORSET STREET SOUTH EURLINGTON, VERMONT 05403 (802) 846-4106 FAX (802) 846-4101 October 31, 2001 Mr. William Wilson 1200 Shelburne Road South Burlington, Vermont 05403 Dear Property Owner: Enclosed is a copy of a public notice published in the Burlington Free Press. It includes an application for development on property located near your property. This is being sent to you to make you aware that a public hearing is being held regarding the proposed development. If you would like to know more about the proposed development, you may call this office at 846-4106 or attend the scheduled public hearing. Sincerely, Raymond J. Belair Administrative Officer Encl/td CITY OF SOUTH BURLINGTON DEPARTMENT OF PLANNING & ZONING 575 DORSET STREET SOUTH BURLINGTON, VERMONT 05403 (802) 846-4106 FAX (802) 846-4101 October 31, 2001 Mr. & Mrs. Brian Waxler 5 Fieldstone Way Shelburne, Vermont 05482 Dear Property Owner: Enclosed is a copy of a public notice published in the Burlington Free Press. It includes an application for development on property located near your property. This is being sent to you to make you aware that a public hearing is being held regarding the proposed development. If you would like to know more about the proposed development, you may call this office at 846-4106 or attend the scheduled public hearing. Sincerely, Raymond J. Belair Administrative Officer Encl/td E City of South Burlington Application to Development Review Board ell Official Use APPLICATION # HEARING DATE t, FILING DATE �fa� FEE AMOUNT Nameofapplicant(s) Robert Griswold & Capitol Enterprises (Jay Wagnon) Address 119 W. 23rd St., NY, NY Telephone# (646) 230-9630 Representedby Stephen A. Vock, P.E., Civil Engineering Associates, Inc. Landowner Robert Griswold Location and description of property 1220 Shelburne Road Adjacent property owner(s) & Address See attached. Type of application check one: ( ) appeal from decision of Administrator Officer (includes appeals from Notice of Violation) (0 request for a conditional use ( ) request for a variance I understand the presentation procedures required by State Law (Section 4468 of the Planning & Development Act). Also that hearings are held twice a month (second and fourth Mondays). That a legal advertisement must appear a minimum of fifteen (15) days prior to the hearing. I agree to pay a hearing fee which is to off -set the cost of hearing. Provision of zoning ordinance in question Article XXIX — Section 29.0007 Reasonforappeal To move the Commercial 1 zoning boundary 50 feet east and therefore make the project feasible. , A n Other documentation ( ��( /J Date In accordance with the South Burlington Zoning Regulations and Chapter 117, Title 24 V.S.A. the South Burlington Development Review Board will hold a public hearing at the South Burlington Municipal Offices, Conference Room, 575 Dorset Street, South Burlington, Vermont on Tuesday, , at 7:30 P.M. to consider the following: Application of seeking a from Section of the South Burlington Zoning Regulations. Request is for permission to Sd �, 01ititkoll Date: CAVIL U, IGUI IERU iG ASSOCAPOE-S. UNI . 928 Falls Road Phone: 802-985-2323 P.O. Box 485 Fax: 802-985-2271 Shelburne, VT 05482 E-Mail: cea@together.net LETTER OF TRANSMITTAL September 18, 2001 To: Mr. Ray Belair, Zoning Administrator City of South Burlington 575 Dorset Street South Burlington, VT 05403 From: Matt Wamsganz Project(s): New restaurant & housing @ 1220 Shelburne Road CEA Job# 00279 Description: Application & check Zoning Waiver request 5 sets of plans, 1 set of l lxl7's Message: Please call with any questions. Copies To: Bob Griswold Jay Wagnon Greg Waldo File, 00279.00g CAI-CEA\t wmuttds\00279.WgTiansmittelmpd (Hand Delivered) w IDA 1220 Shelburne Road, Capitol Enterprises Malus species Crab Apple $ 162.00 4 $ 648.00 $ Euonymus Burning Bush $ 35.25 20 $ 705.00 $ 37.00 3 $ variety Glauca Blue Spruce $ 87.50 8 $ 700.00 $ Taxus cuspidate Dwarf Japanese Yew $ 53.00 10 $ 530.00 $ 55.50 3 $ Acer platanoide: Norway Maple $ 193.00 5 $ 965.00 $ Fraxinus americ White Ash $ 157.00 4 $ 628.00 $ Thuja occidenta White Cedar $ 52.50 16 $ 840.00 $ Pinus strobus White Pine $ 74.00 9 $666.00 $ total fir - $ 648.00 111.00 $ 816.00 - $ 700.00 166.50 $ 696.50 - $ 965.00 - $ 628.00 - $ 840.00 - $ 666.00 $ 5,293.50 2.5 total estimate $ 13,233.75 SITE PLAN CHECK LIST Lot drawn to scale Survey data (distances and lot sizey -,Contours (existing and finished). Existing vegetation and natural features.CLPMS�d Proposed landscaping (number, variety and size) equal or greater than the required amount in section 19.104 of the Zoning Regulations. --- Location of streets, abutting properties, fire hydrants, �xisting buildings. Existing and proposed curb cuts, pavement, walkways. Zoning boundaries --- Number and location of parking spaces. (RV parking for multi- family projects over 25 units). ZNumber and location of handicapped spaces as required. --- Location of septic tanks (if applicable). �ocation of any easements. ,Lot coverage information: Building, overall and front yard. --- /Location of site (Street # and lot North arrow Name of person or firm preparing site plan and date. Exterior lighting details (must be downcasting and shielded) --- Dumpster locations (dumpsters must be screened). Existing and proposed sidewalks (public). Sewer calculation ,Illy Height of new construction. --- Setbacks (residential district, planned r. o.w. , Interstate) C.O. Zone Bike racks -ell -4 Traffic generation Traffic Impact fees PUD/PCD standards Airport Approach cone Outside storage/display F.A.R. Lot merger agreement / Setback from planned r.o.w. If boundary line adjustment, need subdivision? Nonresidential use setback from Residential District. Bartlett Brook Watershed Protection Overlay District. CITY OF SOUTH BURLINGTON DEPARTMENT OF PLANNING & ZONING 575 DORSET STREET SOUTH BURLINGTON, VERMONT 05403 (802) 846-4106 FAX (802) 846-4101 May 16, 2001 Robert Griswold Capitol Enterprises 119 W. 23rd Street New York, NY 10011 Re: Sketch Plan Application, 1220 Shelburne Road Dear Mr. Griswold: Enclosed is a copy of the April 17, 2001 Development Review Board minutes. Please call if you have any questions. Sincerely, Sarah MacCallum, Associate Planner SM/mcp Encl DEVELOPMENT REVIEW BOARD MEMO APRIL 17, 2001 MEETING c) traffic on roads or highways in the vicinity. The proposed use is not expected to impact traffic. d) bylaws in effect. The proposal is in conformance with the zoning regulations. e) utilization of renewable energy resources. There is no utilization of renewable energy resources to be affected. f) general public health and welfare. No adverse affect expected. 11) GRISWOLD & CAPITOL ENTERPRISES — SKETCH PLAN APPLICATION — 2 LOT SUBDIVISION,1220 SHELBURNE ROAD Sketch plan application #SD-01-18 of Robert Griswold and Capitol Enterprises to subdivide a 4.73 acre parcel with an existing single family dwelling into two lots in which: 1) lot one is a 1.55 acre lot with a 3,800 square foot restaurant containing 124 seats, and 2) lot two is a 3.18 acre lot with a planned residential development with 11 multi- family units and the existing single family dwelling. This property is located within the Commercial One and Residential Four District. It is bounded on the west by Shelburne Road, on the north by a commercial property and residences, on the east by residences, and on the south by a commercial property. Access/circulation: The applicant has proposed a private 26 foot wide road from Shelburne Road to service the proposed lots. Section 401(k)(1) of the Subdivision Regulations requires that a proposed roadway which serves more than ten units should have two points of access on a public roadway. The proposed road will serve twelve units. The Board may waive this requirement if the Board "determines that such a road would improve traffic safety conditions and not adversely affect the public good and welfare of the community". The restaurant will be served by two points of access on this private road with the point farthest to the west ingress only and the point farthest to the east both for ingress and egress. A drive -through lane is being provided for pick-up of take-out items. The proposed circulation for this facility would result in a customer who enters the site at the westerly access having to make two (2) complete trips around the restaurant to pick-up the food and then exit out the easterly access. Applicant should try and improve this situation. Coverage/setbacks: The building coverage for lot one will be 5.3% (30% max) and the total coverage will be 61.5% (70% max). The front yard coverage will be 28.2% (30% max). The building coverage for lot two will be 9% (20% max) and the total coverage will be 22.5% (40% max). All setbacks are being met. Parkin : A total of 30 spaces are required for the multi -family units and 34 parking spaces are provided including 2 handicapped spaces. A bike rack is also provided. A II DEVELOPMENT REVIEW BOARD MEMO APRIL 17, 2001 MEETING total of 42 spaces are required for the restaurant and 56 are provided including 2 handicapped spaces. A bike rack is also provided. Landscaping_ The preliminary plat application should include a landscaping plan and landscaping schedule for each lot. An evergreen buffer will be required between the proposed restaurant and the proposed dwellings. Traffic: ITE estimates that the existing single family dwelling generates 1.10 P.M. peak vtes and the proposed uses will generate 58.9 additional P.M. peak vtes. This property is located in Traffic Overlay District Two which permits the lot to generate a maximum of 103.02 P.M. peak vtes. The applicant should expect to pay the applicable traffic impact fees prior to permit issuance for the restaurant, and school, recreation, and road for the residential units. Sewer: The preliminary plat application should include a request for additional sewer allocation. Bartlett Brook Watershed Protection Overlay District: The preliminary plat application should include a stormwater report as per Section 23 of the Zoning Regulations. Lighting; All lights must be downcasting and shielded. The preliminary plat application should include details (cut sheets) for all proposed lights. Impact Fees: The applicant should expect to pay road, recreation, school, and all other applicable impact fees. Dumpster: All dumpsters must be enclosed. Other: The preliminary plat application should include a survey plat of the property with five foot contours stamped by a licensed land surveyor. Utility details should also be submitted. The applicant is requesting that the zoning boundary be moved 50 feet into the Residential Four District. A conditional use permit must be obtained for this zoning boundary relocation. 12) DUBOIS — SKETCH PLAN — 7 LOT SUBDIVISION, BUTLER DRIVE This project consists of subdividing an existing 5.3 acre lot into seven lots which range in size from .47 acres to .92 acres, Butler Drive. This property is located within the Southeast Quadrant. It is bounded on the west and north by single family residences and on the south and east by undeveloped land. Access: Access to this property will be provided via a 60 foot right-of-way from Butler Drive. The proposed street should be constructed to City standards. The preliminary plat application should include a proposed street name as well as E-911 addresses for the proposed lots. 12 DEVELOPMENT REVIEW BOARD 17 APRIL 2001 Mr. Flagg said they would close the existing curb cut and have a shared access with the neighboring property. He said they are concerned with cross -traffic, but there is no alternative if they have to have a shared driveway. Mr. Perry, attorney for Mark Hill, the adjacent property owner, said they weren't happy with the shared driveway when originally required. They were told it would straddle the property line. He noted this plan calls for 36 ft. on their property and only 16 ft. on Flagg's property. They are also concerned with a large area of potential traffic conflict. Mr. Flagg said he understand that Oil & Go would move the driveway toward his property line, so it would straddle the line. Mr. Perry said they are looking for a longer island which defines the stacking Ian.-. Mr. Flagg said he had no problem making the island longer. Mr. Belair said it would be good to have the applicant and Mr. Hill agree on a plan. No other issues were raised. Ms. Quimby moved to approve application #CU-01-07 and site plat: application #SP-01-12 of David & Barbara r`►agg dba Autohaus subject to the stipulations in the draft motion of 17 April 2001. Mr. Farley seconded. Motion passed unanimously. 11. Sketch plan application #SD-01-18 of Robert Griswold and Capital Enterprises to subdivide a 4.73 acre parcel with an existing single family dwelling into two lots in which: 1) lot one is a 1.55 acre lot with a 3,800 sq. ft. restaurant containing 124 seats, and 2) lot two is a 3.18 acre lot with a planned residential development with 11 multi -family units and the existing single family dwelling: Mr. Vock showed the location to the north of Imperial Drive. He noted it is actually two properties. The property in front will have a Pizza Hut; the property in the rear will have 11 additional residential units. The existing brick house will remain. There is a wetlands issue, and they will try for minimal disturbance. There will be no Shelburne Rd. access to Pizza Hut. A private drive would serve both properties. 7 DEVELOPMENT REVIEW BOARD 17 APRIL 2001 Mr. Belair noted that with more than 10 residential units there should be 2 access points. Mr. Dinklage noted it might make a difference if the units were sprinklered. Mr. Vock noted the Fire Chief is asking for sprinklers. Mr. Vock said they are asking for an extension of 50 ft. in to commercial zone The Pizza Hut building would have a drive-up/pick-up lane. They may have to flip-flop the building to accommodate this so people don't have to drive around the building twice. Mr. Vock said the heavily treed area would be maintained. Mr. Dinklage said the Board would pay a lot of attention to landscaping on Shelburne Rd. Mr. Hochner noted there was a trade-off in the Sherwin Williams project for more green area. Mr. Belair said Sherwin Williams used all the available land for traffic requirements so they needed to use that other land to get the trip ends. That problem doesn't exist here. Mr. Wright said the lot is no longer "heavily treed" as there has been a lot of clearing in the past few years. All there is no are piles of brush. He added that they are considered a wetland, and he was told he could do only a little filling. The property is very wet and never dries up. Mr. Vock showed the drainage pattern. Mr. Dinklage stressed that the Board wilI have to be convinced the applicant can collect all the water. Mr. Wright said he is concerned water will go on his property. Mr. Vock said that can be taken care of with appropriate practices. Mr. Dinklage suggested the possibility of putting in a storm drain. Mr. Haines said they live in a "houseboat." There is a brook that flows around the northern edge. Another resident said the commercial property is a swamp. If you till it up, water will go back to the residential piece. He was also concerned this will set a precedent. Mr. Hochner noted he has to keep a pump going all the time. Mr. Dinklage said the applicant will be required to delineate all wetlands. Mr. Garrow asked how much wooded area would be removed. Mr. Vock said only where there is building shown. Most areas shown as green w�,ald remain. Mr. Wright noted the land has been `prepped' for three years and only piles of brush remain now. It is not heavily treed. Mr. Dinklage suggested asking the Corps of Engineers if there were any stipulations regarding this property. 10 DEVELOPMENT REVIEW BOARD 17 APRIL 2001 Ms. Eaton noted that with the clearing that's gone on she can look into her neighbor's backyard. Ms. Maynard noted that when Sherwin Williams went in, they thinned the woods out. Now she can see the parking lot from her yard. Mr. Belair said they have put in the new landscaping they were required to do. Ms. Maynard said she can also hear the dumpsters being emptied at 6 a.m. Ms. Haines said she felt the need two accesses. Mr. Dinklage reminded the applicant that the plan must be "squeaky clean." 12. Sketch plan application #SD-01-14 of Marie Dubois to subdivide an existing 5.3 acre lot into seven lots ranging in size from .47 acres to .92 acres, Butler Drive: Mr. Trudell showed what exists now and what was retained for future development. They want to put in a cul-de-sac and add some land to create some lots. He showed the location of the new lots and also locations of sewer and water connections and drainage routes. They will calculate elevations on each lot to meet the view protection zone. They are proposing a berm to screen the homes from the Dubois excavating building. No issues were raised. As there was no further business to come before the Board, the meeting was adjourned at 11:00 P.M. % Clerk 11 E Permit Number SP- L - 1 CITY OF SOUTH BURLINGTON APPLICATION FOR SITE PLAN REVIEW All information requested on this application must be completed in full. Failure to provide the requested information either on this application form or on the site plan will result in your application being rejected and a delay in the review before the Development Review Board. 1) OWNER OF RECORD (Name as shown on deed, mailing address, phone and fax #) 1220 Shelburne Road Corporation, c/o Robert Griswold, P.O. Box 2090, RR Shellhouse Mountain Road, Ferrisburgh, VT 05456, 802-877-6719 2) LOCATION OF LAST RECORDED DEED (Book and page #) Book 372, Pgs . 357-359 3) APPLICANT (Name, mailing address, phone and fax #) Robert Griswold & Capitol Enterprises, Inc., 119 W. 23rd St., NY, NY 10010, 646-230-9630 4) CONTACT PERSON (Name, mailing address, phone and fax #) Jay Wagnon @ Capitol —Enterprises, 646-230-9630 4nd Stephen Vock @ Civil Engineering Associates, Inc. (802) 985-2323 5) PROJECT STREET ADDRES : 1220 Shelburne Road,�So. IjLgton, VT 05403 6) TAX PARCEL ID # (can be obtained at Assessor's Office) 1540 01220 C 7) PROJECT DESCRIPTION a) Existing Uses on Property (including description and size of each separate use) Right -of -Way (driveway) to existing house on lot behind lot to be developed. b) Proposed Uses on property (include description and size of each new use and existing uses to remain) One new restaurant (±3,900 SF) and right-of-way to house on lot behind lot to be developed. c) Total building square footage on property (proposed buildings and existing buildings to remain) 4,750 SF d) Height of building & number of floors (proposed buildings and existing buildings to remain, specify if basement and mezzanine) Restaurant ±23' high, one floor. e) Number of residential units (if applicable, new units and existing units to remain) ,,,nJN/A cFp 1 9L-U f) Number of employees & company vehicles (existing and proposed,ic�eij�us►�otbifi'ce employees): 0 existing employees, 0 existing company vehic 8g proposed non -office employees, 1 proposed company vehicles. g) Other (list any other information pertinent to this application not specifically requested above, please note if Overlay Districts are applicable): A zoning waiver of 50' is requested to allow all of the restaurant parking to be within the Commercial Zoning District. S) LOT COVERAGE a) Building: Existing 0 % Proposed 5.8 % b) Overall (building, parking, outside storage, etc) Existing 5.9 % Proposed 60.9 % c) Front yard (along each street) Existing 5.3 % Proposed 27.2 % 9) COST ESTIMATES a) Building (including interior renovations): $ b) Landscaping: $ 9,500 ±350,000 c) Other site improvements (please list with cost): Entrance drive Site utilities 10) ESTIMATED TRAFFIC *For a typical high turnover (sit-down) restaurant, however, Pizza -Hut does not offer a) Average daily traffic for entire property (in and out): 608.49* breakfast. b) A.M. Peak hour for entire property (in and out): 59.03* c) P.M. Peak hour for entire property (In and out): 53.09* 11) PEAK HOURS OF OPERATION: 6 - 9 P.m. 12) PEAK DAYS OF OPERATION: Friday 13) ESTIMATED PROJECT COMPLETION DATE: 90 days from approval date (±Spring 2002) 14) SITE PLAN AND FEE A site plan shall be submitted which shows the information listed on Exhibit A attached. Five (5) regular size copies and one reduced copy (I I" x 17") of the site plan must be submitted. A site plan application fee shall be paid to the City at the time of submitting the site plan application (see Exhibit A). 2 I hereby certify that all the information requested as part of this application has been submitted and is accurate to the best of my knowledge.._ „ SIGNATURE OF PROPERTY OWNER Do not write below this line DATE OF SUBMISSION: l G I REVIEW AUTHORITY: Development Review Board Director, Planning & 'Zoning I have reviewed this site plan application and find it to be: Complete Incomplete Director of Planning & Zoning or Designee Date