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Application
Revised: 5/4/05; 6/9/05 Application No. (Office Use Only) Project Location: Tax Map ID: — Zone Classification: Compliance with Zoning Ordinance Site Plan Review General Information AfQ Section: Detailed Description of Project: /� include current & ro Deed use : l nnCS�Urn nrJ �F tay �ic2AFN t SY�.ar FrV FtiOV'NtI ::! AG Modification to existing Site Plan, Yes: No: (If so, indicate Site Plan No. & approval date) Square Footage of proposed structure: Z% OZ) Applicant: ��Vt' 62vtQ1C711 At Q i"ticS Address: Home Phone: ?9 R - 7955 Work Phone / Fax: 74J - o2U Applicant's Agent: 6itr5't'HOSGam(1011 011lr-6 Address: 16 �iavi�Av �P Home Phone: Work Phone / Fax: 7yS -3cf) Ws -03[2[5 f ^ Property Owner: Address: Home Phone: Work Phone / Fax: Directions to Site: Revised: 5/4/05; 6/9/05 .r Site Plan Review FLOOR AREA RATIO WORKSHEET Any construction, addition or replacement of structures in the Waterfront Residential Zone (WR-1 A & WR-3A) is subject to the Floor Area Ratio requirements as defined in Section 179-16 of the Town of Queensbury Zoning Ordinance. Floor Area Ratio (FAR) is the relationship of building site to lot size dividing the total building square footage by the lot size in square feet, yielding a percentage. The maximum allowable FAR is 22 percent. * * Please note that FAR requirements are separate and distinct from the permeable area requirements that may apply. Building square footage includes all floors of the primary structure, covered porches, and basements (when at least three (3) feet in height of one (1) wall is exposed and the space meets the living space requirements as defined in Section 711 and 712 of the NYS Building Code. Detached storage buildings greater than 100 sq. ft. and detached garaged are so included in the FAR calculations. Building square footage does not include: open decks, docks and that portion of covered docks extending into the water, and one shed 100 sq. ft. or less. All additional sheds are included in the FAR calculations. Use / Location Existing Area (sq. ft.) Proposed Area (sq. ft.) Primary House First Floor Second Floor Basement (living space) Covered or enclosed porches Covered docks Guest House Apartment Detached Garage(s) Shed (1 shed 100 sq. ft. or less exempt) Covered Dock or Boathouse onion on land) Other (describe) — 6 2 7 A: Lot area: Acres x 43,560 = 8� B. Total Allowable Floor Area = A x-2-2-30 5 6 0 C. Existing Floor Area; Total from above lines 2 OES D. Remaining Area: potentially developable = Bminus C Z-72-17 E. Proposed Area of Construction -Z 7 CZTV * * * If E is larger than D, a variance or revisions to your plan may be needed. Please consult with Staff. Revised: 5/4/05; 6/9/05 Site Plan Review 1418a (1119W—Text 12 PROJECT I.D. NUMBER 61720 SEOR Appo"x C State Environmental Quality Review SNORT ENVIRONMENTAL ASSESSMENT FORM For UNLISTED ACTIONS Only PART I —PROJECT INFORMATION (To be completed by Applicant or Project sponsor) 1. AP7NTPr ` 2. PIgJCCT NAME n I. PROJECT LOCATION' ' n (�r..w MVnkballh Can" a. PRECISE LOCATION IMNat atlCrsas ana roa0 1n1 Mna, DroRMRsnI luul a. Me.. a 1,19VIIa nap) 5 �u� aNL P Jl R� �CQC3�S �EM tl�c n i kvv,ei- / YMG Q:Al�iitJG 5. IS PROPOSED ACTION: tlINaN ❑Expansion ❑Na1UlkatlsNMISN110n a. DESCRIBE PROJECT BRIEFLY: ?) ce ��1 V'•'t.i 75�- PVll�inYi ��CZ tv�nirl`vQ� 5�CtRGt? T. AMOUNT OF ND AFPECTEO C IPItIM acne UI �lJ 8 LL PROPOSED ACTION COMPLY VAIN EXISTING ZONING OR OTHER EXISTING LAND USE RESCTI TRIONS? YH ❑ N0 II No. Eaaw" RNIwM 9. WHAT IS PRESENT D UBE IN VICINITY ��aOM�F�"PROIECTT ❑Rash ilw In W"i p,cmWrMW ❑A9rI9YRW ❑ParlrForMNOpMIapa9s (3ovw Dsawi": 10. DOES ACTION INVOLVE A PERMIT APPROVAL, OR FUNDING, NOW OR ULTIMATELY FROM ANY OTHER GOVERNMENTAL AGENCY /FEDERAL STATE OR LOCAL)? aalay" ON. INro" FVA S X& SL{av �1 b 1DOES ANY ASPECT OF THE ACTION NAVE A CURRENTLY VALID PERMIT OR APPROVAL? O YM Pty_' It M, list 69411n0V "Mm mJ pa mltlpp wY t2. AS A RESULT OF PROPOSED ACTION WILL EXISTING PERMmAPPROVAL REWIRE MODIRICATION? ❑ Yea I CERTIFY THAT HL&FORMATNIN DED ADM IS TRH TO THE BEST OF MY RNOVR.EDDE �t-toss Z7, l wl, A5 = 1 IJ+ AOMkmYaponsor Oata: BlpnNulK II the action is In the Coastal Am. and you are a state ayancy, complete the Coastal Assoasment Form before pmm@M g with this assesament OVER 1 Revised: 5/4/05; 6/9/05 PART li—ENVIRONMENTAL ASSESSMENT ITO be completed by Agency) Site Plan Review A. DOES NOTION EXCEED ANY TYPE I THRESHOLD IN 6 NYCRR PART 817.e? If yeti, otar6lnstn thr revlew Wooram arse irue en FULL EAF. ❑Vue ❑No S. WILL ACTION RECEIVE COORDINATED REVIEW AS PROVIDED FOR UNLISTED ACTIONS IN 6 NYCRR, PAW 617.67 11 No. a npMM owfarttbn may M euPonadad by another Imonea avencY. ❑Yen ❑No C. COULD ACTION RESULT IN ANY ADVERSE EFFECTS ASSOCIATED MTN THE FOLLOWING: IAnevera may be handwritten, it Nissan Ct. Emitting air quality, suHegs or groundwater quality or quantity. notes IWals, exlsfieg traffic oaltaym solid waste Production Or die L PW"t,W for eraefon, drains" of flooding probleme? Explain brisffl CZ AaetM11C agricultural. arxi aaolopleal, hlatotw, Or omer natural or cultwal n dim mi, or communtty or hell npglpod character? Explain briefly: CJ. Vegetation or fauna, f", •Million or Wildine spat", Significant Mwala or tnMM at andengeren "peg"? Explain bMtty: Ce. Acommaolty's"Istbig plena or goals as officially adopted, or a change In use or inter W of use Of land m dabs natUM reaourtee?Explain bNtly C5. Grawln, subsequent development, or refused actlYll" likely to M Induced by the proposed action? Explain briefly. CS. Los tam, aMM term, wmulat", or ocher allapla not Identified In Ct-051 ExPMM brailly C7. oaMf ImpetM firwlu mq cnensea in use of ef1Mr quantity or type at W%mm? Explain bneliy. D. WILL THE PROJECT HAVE AN IMPACT ON THE ENVIRONMENTAL CHARACTERISTICS THAT CAUSED THE ESTABLISHMENT OF A CEA? ❑Yue ❑No E IS THERE OR M THERE LIKELY TO SE CONTROVERSY RELATED TO POTENTIAL ADVERSE ENVIRONMENTAL IMPACTS? ❑Yn ❑era If Yea explain briefly PART NI —DETERMINATION OF SIGNIFICANCE (To be completed by Agency) INVAUCfKMS: Foraach ady effect ldammod above, data ln6 wh4dw It is wbotamial, lugs, hnponem or odMnnss slgni(kem. Each effect should to asaeased In r;onndotbn with Its W sarong g.e. urban or rurd); (tif probability of occurring; (c) duration; (d) Imewralbli ty, (a) geographic scope: and M magnitude. If necessary, add anaawlNms or refefattcs Supporting mdedals. Ensure that explanations contafir sufficient defell to show that all moment ads impacts have, been ideWHW and adequately additional. If ~Ion D of Pan It was checked yes, the determination and significance mud valuate the Potential Impact of the proposed notion on the emitor mwdal che *uSrI# cs of the CEA. ❑ Check this box If you have Identified one or more potentially large or significant adverse Impacts which MAY occur. Then proceed directly to the FULL EAF andlor prepare a positive declaration. ❑ Check this box if you have determined, based on the Information and analysis above and any supporting documentation. that the proposed action WILL NOT result in any significant adverse environmental Impacts AND provide on attachments as necessary, the reasons supporting this determination: mere Of Aernry nnf Or Typs, N.. of ItraponmilmarKN N Laid 7W.—Y Tals of flimormildit Off.. ,,mat. a .NPn,lfimlw Offi. In lfi Parrs Yr! Of Ympew (if dififftvat fromm r N FILE Department of 4a Community Development Queensbury Planning Board Staff Notes APPLICATION: Site Plan 48-2005 APPLICANT: Steve Quirion and A & Q Holdings. REQUESTED ACTION: Applicant seeks site plan review for an expansion of an existing use. LOCATION: The subject property is located at 55 Luzerne Rd. EXISTING ZONING: The property is zoned LI, Light Industrial. SEQRA STATUS: This application is a SEQRA Unlisted action. PARCEL HISTORY: Prior parcel history includes: SP 54-2001, approved 11/20/01 for a change in use of the existing warehouse building from paper to furniture storage. SP 31-2000, approved 5/16/00 to FLR Partnership to utilize an existing warehouse building for paper storage. SP 38-2000, approved 6/29/00 to CRT Construction to utilize a portion of the existing building to operate a construction office. PROJECT DESCRIPTION: The applicant proposes a 27,000 sq. ft. warehouse building, expanded gravel drive extension, lighting and landscaping. STAFF COMMENTS: The landscaping proposed is concentrated between the existing main building and Luzerne Road, with the applicant removing asphalt in this area for this purpose. Can the area marked 6 employee parking spaces be removed and planted too, and these spaces moved in back of the existing main building where the other 4 employee parking spaces are located? This could also serve to lessen the number of curb cuts from Luzerne Road., and help direct cars/trucks into the site. The limit of clearing as defined on the West side of the proposed building should be left as an undisturbed buffer, and any substantial trees in this area should remain. The maximum FAR in the LI zone is 30%, with this proposal the FAR is 29.8%. Previous site plan approval for this property limited the parking of commercial vehicles (tractor trailers) in the front of the site. Staff suggests a consistent position on this issue. TOWN OF QUEENSBURY 742 Bay Road, Queensbury, NY. 12804-5902 Queensbury Planning Board Record of Resolution — August 23, 2005 RE: Site Plan No. 48-2005; Steve Quirion / A & Q Holdings RESOLUTION WHEN DETERMINATION OF NO SIGNIFICANCE IS MADE RESOLUTION NO. SP 48-05 Introduced by Gretchen Steffan who moved for its adoption, seconded by, Robert Vollaro, WHEREAS, there is presently before the Planning Board an application for: Steve Quirion / A & Q Holdings, and WHEREAS, this Planning Board has determined that the proposed project and Planning Board action is subject to review under the State Environmental Quality Review Act, NOW, THEREFORE, BE IT RESOLVED: 1. No Federal agency appears to be involved. 2. The following agencies are involved: NONE 3. The proposed action considered by this Board is Unlisted in the Department of Environmental Conservation Regulations implementing the State Environmental Quality Review Act and the regulations of the Town of Queensbury. 4. An Environmental Assessment Form has been completed by the applicant. 5. Having considered and thoroughly analyzed the relevant areas of environmental concern and having considered the criteria for determining whether a project has a significant environmental impact as the same is set forth in Section 617.11 of the Official Compilation of Codes, Rules and Regulations for the State of New York, this Board finds that the action about to be undertaken by this Board will have no significant environmental effect and the Chairman of the Planning Board is hereby authorized to execute and sign and file as may be necessary a statement of non -significance or a negative declaration that may be required by law. Duly adopted this 23rd day of August 2005, by the following vote: AYES: Mr. Metivier, Mr. Seguljic, Mr. Sanford, Mr. Goetz, Mr. Vollaro, Mrs. Steffan, Mr. Hunsinger NOES: None Cc: Hutchins Engineering "Home of Natural Beauty... A Good Place to Live" 0 Town of Queensbury Record of Resolution — Site Plan Review Chris Hunsinoer, Chairman TO: Steve Quirion A & Q Holdings 10 Sagamore Street Glens Falls, NY 12801 Gretchen Steffan, Secretary RE: Site Plan 48-2005 The Queensbury Planning Board has reviewed the following request at the below stated meeting and has resolved the following: RESOLUTION NO. SP 48-05 INTRODUCED BY: Robert Vollaro WHO MOVED ITS ADOPTION: SECONDED BY: George Goetz WHEREAS, an application has been made to this Board for the following: Applicant proposes a 27,000 sq. ft. Warehouse building for furniture storage. Expansion of a use requires Site Plan review by the Planning Board. WHEREAS, the application was received on 7/15/05; and WHEREAS, the application is supported with all documentation, public comment, and application materials in file of record; and WHEREAS, pursuant to Art. 9 of the Zoning Ordinance of the Code of the Town of Queensbury a public hearing was advertised and was held on August 23, 2005; and WHEREAS, the Planning Board has determined that the proposal complies with the Site Plan application requirements of the Code of the Town Queensbury (Zoning); and WHEREAS, the Planning Board has considered the environmental factors found in the Code of the Town of Queensbury (Zoning); and WHEREAS, this approval does not relieve the applicant from obtaining all necessary permits whether Federal, State or Local, and NOW, THEREFORE, BE IT RESOLVED, that We find the following: The application is hereby Approved in accordance with the resolution prepared by Staff and is subject to the following conditions which shall be listed on the final plans submitted to the Zoning Administrator: 1 Town of Queensbury • Record of Resolution — Site Plan Review 1. That the sewer connection be labeled on the drawings, and be shown on Drawing entitled Layout Plan which is dated 7/15/05. 2. Combining the two lots, bringing Lot No. 309.10-1-88.1 in as part of this overall holding. 3. The landscaping between the building and the sidewalk on the westernmost building, that building being identified on the map as existing single story block building, and that the landscaping would be between the building and sidewalk.. 4. The color of the elevation rendition would be an earth tone called beige. 5. We would need a C.T. Male Associates approval sign -off on their letter of August 19, 2005. 6. There will be a freestanding light on Parcel 309.10-1-88.1. Freestanding light close to the four employee parking spaces delineated on that parcel. 7. The height shall be no more than a 20 foot pole, which is in accordance with our spec, and the light wattage can be the same wattage as exists on the wall parks, and it shall be shielded for downcast lighting only. 8. A copy of the required NOI to be provided prior to issuance of a Building Permit. 9. Lighting poles and bulbs for inspection on the ground before placing upright. 10. Final, approved plans in compliance with this site plan must be submitted to the Community Development Dept. before any further review by the Zoning Administrator or Building & Codes personnel. Subsequent issuance of further permits; including building permits are dependent on receipt. Duly adopted this 23rd day of August 2005 by the following vote: AYES: Mr. Seguljic, Mr. Sanford, Mr. Metivier, Mrs. Steffan, Mr. Goetz, Mr. Vollaro, Mr. Hunsinger NOES: None Cc: Jarrett -Martin Engineers 2 0 RECEIVE STORMWATER MANAGEMENT REPORT rma . SWPPP NARRATIVE REPORT For a Proposed Warehouse Building Prepared for: A&Q Holdings Inc. 55 Luzern Road Queensbury, NY Prepared by: G. Thomas Hutchins, P.E. Hutchins Engineering 169 Haviland Road Queensbury, NY 12804 July 14, 2005 Project Description The project consists of the construction of a new 27,000 SF, 20' maximum height, pre-engineered metal building to be utilized for the storage of furniture at 55 Luzeme Road in Queensbury, NY. Site Conditions The site is a former industrial site and there are two existing buildings that contain approximately 27,000 SF of storage space, and 2,300 SF of office space. The lot is bordered to the west by lands of the city of Glens Falls, to the east by lands of the State of NY, and to the north by lands of the Town of Queensbury. Site soils consist of Oakville fine sandy loam and are extremely well drained. Soils percolation tests conducted in order to determine design stormwater infiltration rates yielded rates less than 1 minute per inch, or 60 inches per hour. A monitoring well located on the adjacent lands of the state of NY (see drawings) reveals a static water table of greater than 15' below existing grade. The existing site drainage patter is split in two directions. The north and westerly portions of the site including approximately 2/3 of the existing roofs drain across a gravel drive and through a shallow ditch to a depressed area to the north of the site where any remaining runoff infiltrates into the soil. There is no defined site outlet. Runoff form the southeast east portion of the site, including approximately 1/3 of the roof and most of the southerly asphalt pavement, drains toward Luzeme road and off site to the east where it rapidly infiltrates into the soil. The new building is to be built within the northwest drainage area. Construction Phase Practices Practices to be implemented during construction for erosion and sediment control include silt fencing, and temporary sediment traps in various portions of the 66,000 SF total disturbed area. Silt fencing will be placed across slopes (on the countour) in all areas downgrade of disturbed areas. Temporary sediment traps will be utilized in areas where construction phase runoff concentrates. Drainage Methodology — Post Construction Measures Drainage from the existing building roofs will be routed in accordance with existing drainage patterns and will not change significantly. Roof runoff from the new building will be diverted to a 4' wide x 4' deep stone lined infiltration trench that has been sized to store and infiltrate calculated roof runoff from all storm events modeled. Drainage from the existing northwesterly area will be collected in a catch basin and routed thru approximately 350' of 15" HDPE pipe to an open infiltration basin to be constructed in the area of the existing infiltration area. Construction of the new building obstructs the existing ditch, which is the reason for the piped drainage system. The infiltration basin has been sized to pre -treat and store and infiltrate calculated runoff from all storm events modeled. Runoff calculations have been prepared utilizing SCS TR-20 methodology and HydroCAD analysis software for 10 year, 25 year, and 100 year Type II simulated rainfall distributions. Criteria utilized in the analysis are summarized as follows: Design Storm Events: 10 year, 24hr, Type II distribution, 3.8" 25 year, 24hr, Type II distribution, 4.5" 100 year, 24hr, Type II distribution, 5.4" Soil Permeability Utilized in Infiltration Design: 12"/hr Runoff computations for predeveloped and developed conditions have been completed for 10 year, 25 year and 100 year recurrence interval 24 hr storm events over the area to be disturbed. Calculations are attached and are summarized as follows: WEST AREA EAST AREA TOTAL RUNOFF PREDEVELOPED 10 YR 0.65 CFS 13484 CF 5.02 CFS 18189 CF 5.02 CFS / 11,674 CF PROPOSED 10 YR 0.01 CFS 1261 CF 4.14 CFS / 7536 CF 4.14 CFS / 7797 CF PREDEVELOPED 25 YR 1.51 CFS / 6055 CF 6.52 CFS / 10,803 CF 6.56 CFS / 16,857 CF PROPOSED 25 YR 0.06 CFS / 740 CF 5.44 CFS 19975 CF 5.44 CFS / 10,716 CF PREDEVELOPED 100 YR 3.14 CFS / 10,672 CF 8070 CFS ! 14,679 CF 9.01 CFS / 25,351 CF PROPOSED 100 YR 0.40 CFS / 1786 CFS 7.30 CFS / 13,677 CF 7.35 CFS / 15463 CF Full results of stormwater runoff computations are attached to this report. Results The analyses results show that the proposed system stone filled infiltration trench and open infiltration basin are of adequate capacity to manage calculated site runoff such that calculated site peak discharge rate and volume is less than that for existing conditions for all storm events modeled. The results indicate that proposed system of stormwater controls meet the Town of Queensbury criteria for peak runoff rate reduction, and NYSDEC criteria for water quality, channel protection, overbank flood and extreme flood protection. ATTACHMENTS HydroCAD Analysis for Type II 24 hr Rainfall=3.8" (10 year) Predeveloped - 4 Pages Developed - 15 Pages HydroCAD Analysis for Type II 24 hr Rainfall=4.4" (25 year) Predeveloped - 4 Pages Developed - 15 Pages HydroCAD Analysis for Type II 24 hr Rainfall=5.4" (100 year) Predeveloped - 4 Pages Developed - 15 Pages (i (i AREAS DRAI NG AR AS DRAINING NORTHWES OUTH & EAST I TOTAL SITE RUNOFF SubCa Reach on Ink Drainage Diagram forAQPREDEVELOPED-10YRFINAL Prepared by Hutchins Engineering 7/15/2005 HydroCADO 7.10 sln 002373 0 2005 HydroCAD Softmre Solubons LLC AQ PREDEVELOPED-10 YR FINAL Type 1124-hr Rainfall=3.80// Prepared by Hutchins Engineering Page 2 I4v/1rnCArW 7.10 s/n 002373 ® 2005 HvdroCAD Software Solutions LLC 7/15/2005 Subcatchment 1S: AREAS DRAINING NORTHWEST Runoff = 0.65 cis @ 12.19 hrs, Volume= 0.080 af, Depth> 0.31" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Rainfall=3.80" Area (sf) CN Description 1,427 98 Pavement SW Corner 13,590 76 Gravel roads, West, HSG A 15,762 98 Roofs Draining NW 102.027 43 Woods/grass comb., Fair, HSG A 132,806 53 Weighted Average Tc Length Slope Velocity Capacity Description 10.7 200 0.0005 0.3 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.40" 8.2 400 0.0005 0.8 10.60 TraplVee/Rect Channel Flow, Bot.W=10.00' D=1.00' Z=3.0'P Top.W=16.00' n= 0.035 Earth, dense weeds 18.9 600 Total Subcatchment 1S: AREAS DRAINING NORTHWEST Hydrograph C 0.45 '! 0.4 c0.35 _.. .2 0.3 025 0.2 0.15 - 0.1 _ 0.05 0 . 5 6 7 8 9 Time (hours) Type U 24-hr Rainfall=3:80" Runoff Area=132 806 sf Runoff Volume=0.080 of Runoff Deptha0.31" Flow Length=600' Tc=18.9 min CN=53 14 15 16 17 18 19 20 ® Runotf AQ PREDEVELOPED-10 YR FINAL Prepared by Hutchins Enqineerinq LLC Type ll 24-hr Rainfall=3.60" Page 3 Subcatchment 2S: AREAS DRAINING SOUTH & EAST Runoff = 5.02 cfs @ 11.89 hrs, Volume= 0.188 af, Depth> 1.73" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Rainfall=3.80" Area (sf) CN Description 9,022 76 Gravel roads, HSG A 7,833 98 Front Pavement and Sidewalk 13,923 98 Roofs Draining Easterly 3,462 49 50-75% Grass cover, Fair, HSG A 6,032 49 50-75% Grass cover, Fair, HSG A 16,590 76 Gravel roads HSG A 56,862 80 Weighted Average Subcatchment 2S: AREAS DRAINING SOUTH & EAST Hydrograph ® RE 5- 4- 3 3 0 LL 2- Type II 24-hr Rainfall=3.80" Runoff Area=56,862 sf Runoff'Volume=0.188 of Runoff Depth>1.73" Tc=00 min CN=80 8 9 10 11 12 13 14 15 16 17 18 19 Time (hour) ! • AQ PREDEVELOPED-10 YR FINAL Type 1124-hr Rainfall=3.80" Prepared by Hutchins Engineering Page 4 HvdroCAD® 7.10 s/n 002373 ® 2005 HvdroCAD Software Solutions LLC 7/15/2005 Link 1 L: TOTAL SITE RUNOFF Inflow Area = 4.354 ac, Inflow Depth > 0.74" Inflow = 5.02 cfs @ 11.89 hrs, Volume= 0.268 of Primary = 5.02 cfs @ 11.89 hrs, Volume= 0.268 af, Aften= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 1L: TOTAL SITE RUNOFF Hydrograph ® Inflow ® Primary Time (hours) 0 0 2S AREAS D INING SOUTH & ST 7S FLR PARCEL 1'L 3S EXIST G CONTRIS TING BUILDINGS, IVES NEW G VEL DRIVE IR`\\ 1p // 450 LF 15'LF STONE TRENCH n SE RUNOFF DRY INFILTRATION BASIN ZL NW RUN PRO 3L TOTAL SITE RUNOFF Subca Reach Aon Link 5S 6S- OFF POSED AQ DEVELOPED 10 YR FINAL Type 11 24-hr Rainfall=3.80" Prepared by Hutchins Engineering Page 2 7 ,n �i. nrrr171 0 9nns Hvr1mCAD software Solutions LLC 7/15/2005 Subcatchment 2S: AREAS DRAINING SOUTH & EAST Runoff = 3.36 cfs @ 11.89 hrs, Volume= 0.128 af, Depth> 1.96" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Rainfall=3.80" Areas CN Description 9,022 76 Gravel roads, HSG A 5,403 98 Front Pavement and Sidewalk 13,923 98 Roofs Draining Easterly 3,462 49 50-75% Grass cover, Fair, HSG A 2,430 39 >75% Grass cover, Good HSG A 34,240 83 Weighted Average Subcatchment 2S: AREAS DRAINING SOUTH & EAST Hydrograph _ Ei Type 1124-hr Rainfall=3.80" krea=34,240 sf plume=0.'128 of Ff Depth>1.96" Tc=O.0 min GN=83 18 17 18 19 AQ DEVELOPED 10 YR FINAL Prepared by Hutchins Engineerin( uvrimr.ArM 7.10 s(n 002373 ® 2005 f Type/1 24-hr Rainfall=3.80" Page 3 Subcatchment 3S: EXISTING CONTRIBUTING BUILDINGS, DRIVES Runoff = 2.19 cfs @ 12.06 hrs, Volume= 0.125 af, Depth> 1.44" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Rainfall=3.80" Area (sf) CN Description 1,427 98 Pavement SW Comer 13,590 76 Gravel roads, HSG A 14,632 49 50-75% Grass cover, Fair, HSG A 15,762 98 Roofs Draining West 45,411 76 Weighted Average Tc Length Capacity Description .. -% 10.7 200 0.0005 0.3 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.40" 3.1 300 0.0100 1.6 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 13.8 500 Total Subcatchment 3S: EXISTING CONTRIBUTING BUILDINGS, DRIVES Hydrograph C 1L 1 8 9 10 11 Time (hours) Runoff ,Runoff V Run, 14 1124-hr 1=3.80rr i,411 sf 1.125 of 1.44rr 3.8 min CN=76 17 18 � Runoft G AQ DEVELOPED 10 YR FINAL Prepared by Hutchins Engineerinc HvdroCAD® 7.10 s/n 002373 © 2005 F Type If 24-hr Rainfa/I=3.80" Page 4 LLC 7/15/2005 Subcatchment 4S: NEW GRAVEL DRIVE Runoff = 0.68 cfs @ 11.93 hrs, Volume= 0.026 af, Depth> 1.45" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Rainfall=3.80" Area (sf) CN Description 9,494 76 Gravel roads, HSG A Tc Length Slope Velocity Capacity Description (minl (feet) (ft/ft) (fUsec) (cfs) 2.0 Direct Entry, Subcatchment 4S: NEW GRAVEL DRIVE Hydrograph _. 0 Runoff 0.75 0.7 0.68cfs o.ss Type It 24-hr 0.6Rainfal1=340" 0.55 Runoff Area=9,494-s# °S Runoff Volume=0.026 of _ 0.45 x0.4 Runoff Depth>1.45" LL 0.35 Tc=2 0 min 0.3 - CN=76.. 0.25 0.2 0.15 0., 6 7 8 9 10 11 12 13 14 15 16 17 18 18 20 Time (hours) AQ DEVELOPED 10 YR FINAL Prepared by Hutchins Engineerinc HvdmCAD® 7.10 s/n 002373 ® 2005 h Type 1124-hr Rainfall=3.80" Page 5 711 rPMOR Subcatchment 5S: NEW BUILDING Runoff = 3.54 cis @ 11.91 hrs, Volume= 0.170 af, Depth> 3.29" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Rainfall=3.80" Area (sf) CN Description - 27,000 98 Paved parking & roofs Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ft(sec) (cfs) 2.0 Direct Entry, Subcatchment 5S: NEW BUILDING Hydrograph Runoff Runoff 5 8 7 8 pe 1124-hr fa11=180" 27,000 sf =0.170 of pth>3.2911 c=2! 0 min CN=98 17 18 ® Runofr AQ DEVELOPED 10 YR FINAL Type 11 24-hr Rainfall=3.80" Prepared by Hutchins Engineering Page 6 HydroCAD®7 10 s/n 002373 ® 2005 HydroCAD Software Solutions LLC 7/15/2005 Subcatchment SS: REMAINING UNDISTURBED Runoff = 0.01 cfs @ 13.52 hrs, Volume= 0.006 af, Depth> 0.06" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Rainfall=3.80" Area (sf) CN Description 50,901 43 Woods/grass comb., Fair, HSG A Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.5 50 0.0100 0.1 Sheet Flow, Grass: Dense n= 0.240 P2= 2.40" Subcatchment 6S: REMAINING UNDISTURBED Hydrograph 0.001 Time (hours) ® Runoff i AQ DEVELOPED 10 YR FINAL Prepared by Hutchins Engineerinc HvrimrADO 7.10 s/n 002373 © 2005 h i Type Il 24-hr Rainfal1=3.80" Page 7 LLC 7/15/2005 Subcatchment 7S: FLR PARCEL Runoff = 1.09 cfs @ 11.95 hrs, Volume= 0.044 af, Depth> 1.02" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Rainfall=3.80" Area (sf) CN Description 6,032 49 50-75% Grass cover, Fair, HSG A 16,590 76 Gravel roads HSG A 22,622 69 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fVsec) (cfs) - 4.1 20 0.0100 0.1 Sheet Flow, Grass: Short n= 0.150 P2= 2.40" Subcatchment 7S: FLR PARCEL Hydrograph ', ®Runoff 1.09 oft - Type U 24-hr Rainfall=3.80" Runoff Area=22,622'sf Runoff'Volume=0.044 of Runoff Depth>1.02" LL Flow Length=20' Tc=4'.1 min CN=69 10 11 12 13 14 15 16 17 18 Time (hours) • AQ DEVELOPED 10 YR FINAL Prepared by Hutchins Engineerin< I-Ivdmr:AD® 7.10 s/n 002373 ® 2005 f Reach 1R: 450 LF 15" PIPE 0 Type ll 24-hr Rainfall=3.80" Page 8 714 ai1nnr Inflow Area = 1.042 ac, Inflow Depth > 1.44" Inflow = 2.19 cfs @ 12.06 hrs, Volume= 0.125 of Outflow = 2.08 cfs @ 12.14 hrs, Volume= 0.125 af, Atten= 5%, Lag= 4.9 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity-- 2.8 fps, Min. Travel Time= 2.7 min Avg. Velocity = 1.1 fps, Avg. Travel Time= 6.7 min Peak Depth= 0.73' @ 12.10 hrs Capacity at bank full= 3.24 cfs 15.0" Diameter Pipe, n= 0.013 Corrugated PE, smooth interior Length= 450.0' Slope= 0.0025 '/' Reach 1R: 450 LF 15" PIPE Hydrograph E C 3 ® Inflow 0 oul6ow Inflow _Area 1.042 ac-- Peak Depth=0.73' Max Vet=2.8 fps D=15.0" n=0.013 L=4500' S=0.0025'' ,/, Capacity=3.24 cfs 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 0 AQ DEVELOPED 10 YR FINAL Prepared by Hutchins Engineerinc HvdraCAD® 7.10 sin 002373 ® 2005 1- Pond 1P: 630 LF STONE TRENCH Type 11 24-hr Rainfall=3.80" Page 9 Inflow Area = 0.620 ac, Inflow Depth > 3.29" Inflow = 3.54 cfs @ 11.91 hrs, Volume= 0.170 of Outflow = 0.91 cfs @ 12.04 hrs, Volume= 0,169 af, Atten= 74%, Lag= 7.6 min Discarded = 0.91 cfs @ 12.04 hrs, Volume= 0.169 of Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 2.41' @ 12.04 hrs Surf.Area= 0 sf Storage= 2,434 cf Plug -Flow detention time= 29.2 min calculated for 0.169 of (99% of inflow) Center -of -Mass det. time= 25.9 min ( 754.8 - 728.9 ) Volume Invert Avail Storage Storage Description #1 0.00, 4,032 cf Custom Stage Data Listed below Elevation Cum.Store (feet) (cubic -feet) 0.00 0 1.00 1,008 2.00 2,016 3.00 3,024 4.00 4,032 Device Routing Invert Outlet Devices #1 Discarded 0.00' Special & User4Xfined Elev. (feet) 0.00 1.00 2.00 3.00 4.00 Disch. (cfs) 0.000 0.700 0.840 1.010 1.210 #2 Primary 3.80' 10.0' long x 1.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Discarded OutFlow Max=0.91 cfs @ 12.04 hrs HW=2.41' (Free Discharge) t-1=Special & User -Defined (Custom Controls 0.91 cfs) Primary OutFlow Max--0.00 cfs @ 5.00 hrs HW=0.00' (Free Discharge) t--2=13road-Crested Rectangular Weir ( Controls 0.00 cfs) 11 AQ DEVELOPED 10 YR FINAL Prepared by Hutchins Engineerinc NurtrnCArM 7.10 s/n 002373 0 2005 h Pond 1P: 630 LF STONE TRENCH Hydrograph Type/1 24-hr Rainfall=3.80" Page 10 711 ri9nnF Inflow Area=0.620 ac Peak Elev=2.41' Storage=2,434 cf 3 'w `u o 8 10 11 12 13 14 15 16 17 16 19 20 Time (hours) ® Inflow 0 Outflow 0 Discarded 0 Primary AQ DEVELOPED 10 YR FINAL Prepared by Hutchins Engineerinc HvdroCADO 7.10 s/n 002373 ® 2005 F LLC Pond 2P: DRY INFILTRATION BASIN Type/1 24-hr Rainfall=3.80" Page 11 Inflow Area = 1.880 ac, Inflow Depth > 0.97" Inflow = 2.17 cis @ 12.14 hrs, Volume= 0.151 of Outflow = 0.48 cfs @ 12.54 hrs, Volume= 0.148 af, Atten= 78%, Lag= 24.0 min Discarded = 0.48 cfs @ 12.54 hrs, Volume= 0.148 of Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 1.97' @ 12.54 hrs Surf.Area= 0 sf Storage= 2,517 cf Plug -Flow detention time= 56.6 min calculated for 0.148 of (98% of inflow) Center -of -Mass det. time= 48.9 min ( 854.9 - 806.0 ) Volume Invert Avail.Storage Storage Description #1 0.00, 7,190 cf Custom Stage Data Listed below Elevation Cum.Store (feet) (cubic -feet) 0.00 0 1.00 1,055 2.00 2,562 3.00 4,587 4.00 7,190 Device Routing Invert Outlet Devices #1 Discarded 0.00' Soil Infiltration Elev. (feet) 0.00 1.00 2.00 3.00 4.00 Disch. (cfs) 0.000 0.430 0.480 0.540 0.640 #2 Primary 3.90' 15.0' long x 4.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Discarded OutFlow Max--0.48 cfs @ 12.54 hrs HW=1.97' (Free Discharge) t1=Soil Infiltration (Custom Controls 0.48 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=0.00' (Free Discharge) t2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) AQ DEVELOPED 10 YR FINAL Prepared by Hutchins Engineering Pond 2P: DRY INFILTRATION BASIN Hydrograph Type 1l 24-hr Rainfall=3.80" Page 12 7/1519(tftri td, w Area=1.880 ac Peak Elev=1.97' 2 Storage=2,517 cf a o 10 11 12 13 14 15 16 17 18 Time (hours) ® Inflow pOutflow ® Discarded Primary AQ DEVELOPED 10 YR FINAL Prepared by Hutchins Engineerinc Is Type/1 24-hr Rainfall=3.80" Page 13 7/15/2005 Link 1L: SE RUNOFF Inflow Area = 1.305 ac, Inflow Depth > 1.59" Inflow = 4.14 cfs @ 11.90 hrs, Volume= 0.173 of Primary = 4.14 cfs @ 11.90 hrs, Volume= 0.173 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 1L: SE RUNOFF Hydrograph ■ Inflow I El Primary 8 9 10 11 12 13 14 15 16 17 18 19 Time (hours) AQ DEVELOPED 10 YR FINAL Prepared by Hutchins Engineerin< HwiraCAD® 7.10 stn 002373 ® 2005 f 0 Type 1124-hr Rainfal1=3.80" Page 14 7115/9M5 Link 2L: NW RUNOFF PROPOSED Inflow Area = 3,049 ac, Inflow Depth > 0.02" Inflow = 0.01 cfs @ 13.52 hrs, Volume= 0.006 of Primary = 0.01 cfs @ 13.52 hrs, Volume= 0.006 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 2L: NW RUNOFF PROPOSED Hydrograph ■ Inflow 0.013 - ® Primary Inflow Area=3.049 a 0-01 C' 0.011 0.01- o.DD9 a 0.� 0.007 f o. 0.00s 9 10 11 12 13 Time (hours) 16 17 18 19 20 AQ DEVELOPED 10 YR FINAL Prepared by Hutchins Engineering HvdroCAD® 7.10 s!n 002373.0 2005 HydroCAD Software Soh Link 3L: TOTAL SITE RUNOFF Type 11 24-hr Rainfall=3.80" Page 15 Inflow Area = 4.354 ac, Inflow Depth > 0.49" Inflow = 4.14 cfs @ 11.90 hrs, Volume= 0.179 of Primary = 4.14 cfs @ 11.90 hrs, Volume= 0.179 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 3L: TOTAL SITE RUNOFF Hydrograph ® Inflow ® Primary Time (hours( 0 0 AREAS DRAI NG AR S DRAINING NORTHWES OUTH & EAST 1L TOTAL SITE RUNOFF SubDa Reach an Ljpj(, Drainage Diagram for AQ PREDEVELOPED-25 YR FINAL Prepared by Hutchins Engineering 7l45r"5 [—HydroCADS 7.10 s/n 002373 0 2005 HydroCAD Software SoMons LLC AQ PREDEVELOPED- 25 YR FINAL Prepared by Hutchins Engineering HydroCAD® 7.10 s/n 002373 ® 2005 HydroC Type 11 24-hr Rainfall=4.50" Page 2 Subcatchment 1S: AREAS DRAINING NORTHWEST Runoff = 1.51 cfs @ 12.16 hrs, Volume= 0.139 af, Depth> 0.55" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Rainfall=4.50" Area (sh CN Description 1,427 98 Pavement SW Corner 13,590 76 Gravel roads, West, HSG A 15,762 98 Roofs Draining NW 102,027 43 Woods/grass comb. Fair HSG A 132,806 53 Weighted Average Tc Length Slope Velocity Capacity Description :.-\ /i—IN /"]"I /N/--w\ /win\ 10.7 200 0.0005 0.3 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.40" 8.2 400 0.0005 0.8 10.60 TrapfVee/Rect Channel Flow, Bot.W=10.00' D=1.00' Z= 3.0'f Top.W=16.00' n= 0.035 Earth, dense weeds 18.9 600 Total Subcatchment 1S: AREAS DRAINING NORTHWEST ® Runofi Runoff 1124-hr 1=4.50" !,806 sf Runoff Depth>0.55" Flow Length=600' Tc=189 min CN=53 5 6 7 8 9 10 11 12 13 14 15 16 Time (hours) AQ PREDEVELOPED- 25 YR FINAL Type 1124-hr Rainfall=4.50" Prepared by Hutchins Engineering Page 3 idvrimCAD® 7.10 rtn 002373 ® 2005 HvdroCAD Software Solutions LLC _ 7/15/2005 Subcatchment 2S: AREAS DRAINING SOUTH & EAST Runoff = 6.52 cfs @ 11.89 hrs, Volume= 0.248 af, Depth> 2.28" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Rainfall=4.50" Area (sf) CN Description 9,022 76 Gravel roads, HSG A 7,833 98 Front Pavement and Sidewalk 13,923 98 Roofs Draining Easterly 3,462 49 50-75% Grass cover, Fair, HSG A 6,032 49 50-75% Grass cover, Fair, HSG A 16,590 76 Gravel roads, HSG A _ 56,862 80 Weighted Average Subcatchment 2S: AREAS DRAINING SOUTH & EAST Hydrograph 411 1 _..... __-. ___.. Mal Type -tl-24-hr Rainfail=4.50" Runoff Depth>2.28" Tc=00 min CN=80 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 1 _..... __-. ___.. Mal Type -tl-24-hr Rainfail=4.50" Runoff Depth>2.28" Tc=00 min CN=80 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) E • AQ PREDEVELOPED- 25 YR FINAL Prepared by Hutchins Engineering HvdrnCAD® 7.10 s/n 002373 ® 2005 HvdroC Link 1L: TOTAL SITE RUNOFF Type /124-hr Rainfall=4.50" Page 4 Inflow Area = 4.354 ac, Inflow Depth > 1.07" Inflow = 6.56 cfs @ 11.89 hrs, Volume= 0.387 of Primary = 6.56 cfs @ 11.89 hrs, Volume= 0.387 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 1L: TOTAL SITE RUNOFF Hydrograph ® Inflow ® Primary Time (hours) 11 E zs> as ss' AREAS DAAINING EXIST G NEW G VEL DRIVE BUILDING SOUTH & T CONTRIB TING BUILDINGS, RIVES 7S, IR;\ 1P FLR PARCEL 450 LF 15' PIPELF STONE \\\\2277.. TRENCH 1L 2P BE RUNOFF DRY INFILTRATION BASIN 2... �W RUNOFF PROPOSED 3L' TOTAL SITE RUNOFF Sltbca Reach Aon LFnk 0 41 AQ DEVELOPED 25 YR FINAL Prepared by Hutchins Engineerinc Type/1 24-hr Rainfall=4.50" Page 2 114 C^MAC Subcatchment 2S: AREAS DRAINING SOUTH & EAST Runoff = 4.29 cfs @ 11.89 hrs, Volume= 0.166 af, Depth> 2.54" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Rainfall=4.50" Area (sf) CN Description 9,022 76 Gravel roads, HSG A 5,403 98 Front Pavement and Sidewalk 13,923 98 Roofs Draining Easterly 3,462 49 50-75% Grass cover, Fair, HSG A 2,430 39 >75% Grass cover. Good, HSG A 34,240 83 Weighted Average Subcatchment 2S: AREAS DRAINING SOUTH & EAST Hydroyraph C 4- 3- 2- Type 1124-hr Rainfall=4.50" Runoff Area-34,240 sf RunoffiVolume=0.166 of Runoff Depth>2.54" Tc=00 min CN=83 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) � Runofl 0 Is AQ DEVELOPED 25 YR FINAL Prepared by Hutchins Engineering HvdroCAD® 7.10 s/n 002373 ® 2005 HvdroCAD Software Type 1l 24-hr Rainfall=4.50" Page 3 Subcatchment 3S: EXISTING CONTRIBUTING BUILDINGS, DRIVES Runoff = 2.97 cfs @ 12.06 hrs, Volume= 0.169 af, Depth> 1.95" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Rainfall=4.50" Area (sf) CN Description 1,427 98 Pavement SW Comer 13,590 76 Gravel roads, HSG A 14,632 49 50-75% Grass cover, Fair, HSG A 15,762 98 Roofs Draining West 45,411 76 Weighted Average Tc Length Description 10.7 200 0.0005 0.3 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.40" 3.1 300 0.0100 1.6 Shallow Concentrated Flow, Unpaved Kv= 16.1fps 13.8 500 Total Subcatchment 3S: EXISTING CONTRIBUTING BUILDINGS, DRIVES Hydmgraph 2.97 cfs 3 Type 1124-hr Rainfall=4.50" Runoff Area=45,411 Sf 2- Runoff Volum6=0.169 of Runoff Depth>1.95" Flow Length=500' Tc=13.8 min 1 CN=76 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) AQ DEVELOPED 25 YR FINAL Type Il 24-hr Rainfall=4.50" Prepared by Hutchins Engineering Page 4 HvdroCADV 7.10 s/n 002373 ® 2005 HvdroCAD Software Solutions LLC _ 7/15/2005 Subcatchment 4S: NEW GRAVEL DRIVE Runoff = 0.88 cfs @ 11.92 hrs, Volume= 0.036 af, Depth> 1.96" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Rainfall=4.50" Area (sf) CN Description 9,494 76 Gravel roads, HSG A Tc Length Slope Velocity Capacity Description /min) /feefl /ff/ffl /ff/carl /rfcl 2.0 Direct Entry, Subcatchment 4S: NEW GRAVEL DRIVE Hydrograph 0.95 0.88 c% 0.9 0.65 Type It 24.-hr. 0.8 Rainfall=4.50" 0.7 _ _....... Runoff Area=9,494 sf 0.65 0.6 Runoff Volume=0.036 of 055 Runoff Depth>1.96" 05 0.45 Tc=2,0 min 0.4 0.35 - CN=76 0.3 _. 0.25] 02 0.15 0.1 _.. 6 7 8 9 10 11 12 13 14 15 16 17 18 19 Time (hours) AQ DEVELOPED 25 YR FINAL Type 11 24-hr Rainfall=4.50" Prepared by Hutchins Engineering Page 5 HvdroCAD® 7.10 s/n 002373 ® 2005 HydroCAD Software Solutions LLC _ 7/15/2005 Subcatchment 5S: NEW BUILDING Runoff = 4.20 cis @ 11.91 hrs, Volume= 0.202 af, Depth> 3.92" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Rainfall=4.50" Area (so CN Description 27,000 98 Paved parking & roofs Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f /sec) (cfs) 2.0 Direct Entry, Subcatchment 5S: NEW BUILDING Hydrograph ® RunoR Time (houm) • AQ DEVELOPED 25 YR FINAL Prepared by Hutchins Engineerinc HvdroCAD® 7.10 s/n 002373 ® 2005 F 0 Type 11 24-hr Rainfall=4.50" Page 6 7/15/2005 Subcatchment 6S: REMAINING UNDISTURBED Runoff = 0.06 cfs @ 12.17 hrs, Volume= 0.017 af, Depth> 0.18" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt 0.05 hrs Type II 24-hr Rainfall=4.50" Area (sf) CN Description 50,901 43 Woods/grass comb., Fair, HSG A Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.5 50 0.0100 0.1 Sheet Flow, Grass: Dense n= 0.240 P2= 2.40" Subcatchment 6S: REMAINING UNDISTURBED Hydrograph 0.07 RUnoH 0.065 _. ..._ 0:08 cfs 1 0. 0.055 o.05 0.045 0.04 ''. 0.035 '.. 0 u 0.03 _- 0.025 0.02 0.015 0.01 Time (hours) Type 11124-hr Rainfall=4.50" 16 17 18 AQ DEVELOPED 25 YR FINAL by Hutchins Engineering IIX. Subcatchment 7S: FLR PARCEL Type/1 24-hr Rainfall=4.50" Page 7 Runoff = 1.56 cfs @ 11.95 hrs, Volume= 0.063 af, Depth> 1.45" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Rainfall=4.50" Area (sf) CN Description 6,032 49 50-75% Grass cover, Fair, HSG A 16.590 76 Gravel roads. HSG A 22,622 69 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.1 20 0.0100 0.1 Sheet Flow, Grass: Short n= 0.150 P2= 2.40" Subcatchment 7S: FLR PARCEL Hydrograph 1.56:ON Type II 24-hr Rainfall=4.60" Runoff Area=22,622 sf Runoff': Volume=0.063-af Runoff Depth>1.45" Flow Length=20' Tc=4'.1 min CN=69 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) ® Run—o AQ DEVELOPED 25 YR FINAL Prepared by Hutchins Engineering HvdroCAD® 7.10 s/n 002373 ® 2005 h Type /I 24-hr Rainfall=4.50" Page 8 LLC 7/15/2005 Reach 1R: 450 LF 15" PIPE Inflow Area = 1.042 ac, Inflow Depth > 1.95" Inflow = 2.97 cfs @ 12.06 hrs, Volume= 0.169 of Outflow = 2.80 cfs @ 12.14 hrs, Volume= 0.169 af, Atten= 6%, Lag= 4.7 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity-- 3.0 fps, Min. Travel Time= 2.5 min Avg. Velocity = 1.2 fps, Avg. Travel Time= 6.4 min Peak Depth= 0.91' @ 12.10 hrs Capacity at bank full= 3.24 cfs 15.0" Diameter Pipe, n= 0.013 Corrugated PE, smooth interior Length= 450.0' Slope= 0.0025 T Reach 1R: 450 LF 15" PIPE Hydrograph _ 2:97 cfs Inflow Area=1.042 ac z_ea4c Peak Depth=0.91' 2 D=15.0„ n=0.013 L=4500' S=0.0025T Capacity=3.24 cfsI L 5 6 7 8 9 10 11 12 13 14 Time (hours) ■ Inflow ® Outflow AQ DEVELOPED 25 YR FINAL Prepared by Hutchins Engineering HvdroCADS 7.10 s/n 002373 0 2005 HvdroCAD Software Pond 1P: 630 LF STONE TRENCH Inflow Area = 0.620 ac, Inflow Depth > 3.92" Type 1l 24-hr Rainfall=4.50" Page 9 Inflow = 4.20 cfs @ 11.91 hrs, Volume= 0.202 of Outflow = 1.00 cfs @ 12.04 hrs, Volume= 0.201 af, Atten= 76%, Lag= 8.0 min Discarded = 1.00 cfs @ 12.04 hrs, Volume= 0.201 of Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 2.95' @ 12.04 hrs Surf.Area= 0 sf Storage= 2,975 cf Plug -Flow detention time= 31.3 min calculated for 0.200 of (99% of inflow) Center -of -Mass det. time= 28.0 min ( 755.8 - 727.8 ) Volume Invert Avail.Storage Storage Description #1 0.00, 4,032 of Custom Stage Data Listed below Elevation Cum.Store (feet) (cubic -feet) 0.00 0 1.00 1,008 2.00 2,016 3.00 3,024 4.00 4,032 Device Routing Invert Outlet Devices #1 Discarded 0.00' Special & User -Defined Elev. (feet) 0.00 1.00 2.00 3.00 4.00 Disch. (cfs) 0.000 0.700 0.840 1.010 1.210 #2 Primary 3.80' 10.0' long x 1.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Discarded OutFlow Max=1.00 cfs @ 12.04 hrs HW=2.95' (Free Discharge) t1=Special & UserlWined (Custom Controls 1.00 cfs) Primary OutFlow Max--0.00 cfs @ 5.00 hrs HW=0.00' (Free Discharge) t2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) AQ DEVELOPED 25 YR FINAL Prepared by Hutchins Engineerinc HvdroCAD® 7.10 s/n 002373 0 2005 F 4 Pond 1P: 630 LF STONE TRENCH Hydrograph • Type 1124-hr Rainfall=4.50" Page 10 ® Inflwv Inflow Area=0.620 ac u Outflow ■Discarded � Primary Peak Elev=2.95' Storage=2,975 cf 12 13 14 15 16 Time (hours) • • AQ DEVELOPED 25 YR FINAL Type 1124-hr Rainfall=4.50" Prepared by Hutchins Engineering Page 11 HvdroCADV 7.10 stn 002373 ® 2005 HydroCAD Software Solutions LLC 7/15/2005 Pond 2P: DRY INFILTRATION BASIN Inflow Area = 1.880 ac, Inflow Depth > 1.30" Inflow = 2.92 cfs @ 12.14 hrs, Volume= 0.204 of Outflow = 0.52 cfs @ 12.62 hrs, Volume= 0.200 af, Atten= 82%, Lag= 29.0 min Discarded = 0.52 cfs @ 12.62 hrs, Volume= 0.200 of Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 2.59' @ 12.62 hrs Surf.Area= 0 sf Storage= 3,754 cf Plug -Flow detention time= 74.8 min calculated for 0.200 of (98% of inflow) Center -of -Mass det. time= 67.3 min (866.9 - 799.6 ) Volume Invert Avail.Storage Storage Description #1 0.00, 7,190 cf Custom Stage Data Listed below Elevation Cum.Store (feet) (cubic -feet) 0.00 0 1.00 1,055 2.00 2,562 3.00 4,587 4.00 7,190 Device Routing Invert Outlet Devices #1 Discarded 0.00' Soillnfiltration Elev. (feet) 0.00 1.00 2.00 3.00 4.00 Disch. (cfs) 0.000 0.430 0.480 0.540 0.640 #2 Primary 3.90' 15.0' long x 4.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Discarded OutFlow Max=0.52 cfs @ 12.62 hrs HW=2.59' (Free Discharge) t1=Soil Infiltration (Custom Controls 0.52 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=0.00' (Free Discharge) t2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) AQ DEVELOPED 25 YR FINAL Type 1l 24-hr Rainfall=4.50" Prepared by Hutchins Engineering Page 12 i vdmCADS) 7.10 sln 002373 ® 2005 HvdroCAD Software Solutions LLC 7/15/2005 Pond 2P: DRY INFILTRATION BA51N Hydrograph ® Inflow 2,92 cfs C] Outflow Inflow Area=1.880 ac ■Discarded Q Primary Peak Elev=2.59' Storage=3,754 cf 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) a • AQ DEVELOPED 25 YR FINAL by Hutchins Engineering D 7.10 s/n 002373 ® 2005 HvdroCAD Software Link 1L: SE RUNOFF Type 11 24-hr Rainfall=4.50" Page 13 Inflow Area = 1.305 ac, Inflow Depth > 2.1 V Inflow = 5.44 cfs @ 11.90 hrs, Volume= 0.229 of Primary = 5.44 cfs @ 11.90 hrs, Volume= 0.229 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 1L: SE RUNOFF Hydrograph .Inflow ® M.Ory Time (hours) 0 AQ DEVELOPED 25 YR FINAL Prepared by Hutchins Engineering Type 11 24-hr Rainfall=4.50" Page 14 7/15/2005 Link 2L: NW RUNOFF PROPOSED Inflow Area = 3.049 ac, Inflow Depth > 0.07" Inflow = 0.06 cfs @ 12.17 hrs, Volume= 0.017 of Primary = 0.06 cfs @ 12.17 hrs, Volume= 0.017 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 2L: NW RUNOFF PROPOSED Hydrograph �^ 0.04 u 0.035 0 0.03 0.025 0.02 .. 0.015 0.01 12 13 14 15 16 17 Time (hours) ® Inflow I El Primary 1] AQ DEVELOPED 25 YR FINAL Prepared by Hutchins Engineerinc Hvr1mr:AD® 7.10 stn 002373 ® 2005 f Link 3L: TOTAL SITE RUNOFF Type/1 24-hr Rainfall=4.50" Page 15 Inflow Area = 4.354 ac, Inflow Depth > 0.68" Inflow = 5.44 cfs @ 11.90 hrs, Volume= 0.246 of Primary = 5.44 cfs @ 11.90 hrs, Volume= 0.246 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 3L: TOTAL SITE RUNOFF Hydropraph ® Inflow —11 ® Primary Time (hours) 1 S 2S AREAS DRAT NG AR AS DRAINING NORTHWES OUTH & EAST I TOTAL SITE RUNOFF $ubCa Reach on LIFIfC Drainage Diagram for AQ PREDEVELOPED-100 YR FINAL Prepared by Hutchins Engineering 7/15/2005 HydroCAD® 7.10 sin 002373 0 2005 HydroCAD Soffimm Solutions LLC AQ PREDEVELOPED-100 YR FINAL Prepared by Hutchins Engineering HydroCAD® 7.10 stn 002373 ® 2005 HydroCA Type I! 24-hr Rainfall=5.50" Page 2 Subcatchment 1S: AREAS DRAINING NORTHWEST Runoff = 3.14 cfs @ 12.15 hrs, Volume= 0.245 af, Depth> 0.96" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Rainfall=5.50" Area (sf) CN Description 1,427 98 Pavement SW Comer 13,590 76 Gravel roads, West, HSG A 15,762 98 Roofs Draining NW 102,027 43 Woods/grass comb. Fair HSG A 132,806 53 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (fVft) (ft/sec) (cfs) 10.7 200 0.0005 0.3 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.40" 8.2 400 0.0005 0.8 10.60 TrapfVeeiRect Channel Flow, Bot.W=10.00' D=1.00' Z= 3.0 T Top.W=16.00' n= 0.035 Earth, dense weeds 18.9 600 Total Subcatchment 1S: AREAS DRAINING NORTHWEST Hydrograph '.. E3 Runoff 3.14'. cfs: 3 Type 1124-hr Rainfall=5.50" Runoff Area=132,806 sf Runoff Volume=0.245 of 2 Runoff Depth>0.96" Flow Length=600' Tc=18:9 min 1 CN=53 6 7 8 9 10 11 12 13 14 15 16 17 18 19 Time (hours) AQ PREDEVELOPED-100 YR FINAL Prepared by Hutchins Engineering • Type 1124-hr Rainfall=5.50" Page 3 711 6iOnn6 Subcatchment 2S: AREAS DRAINING SOUTH & EAST Runoff = 8.71 cfs @ 11.89 hrs, Volume= 0.337 af, Depth> 3.10" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Rainfall=5.50" Area (sf) CN Descriotion 9,022 76 Gravel roads, HSG A 7,833 98 Front Pavement and Sidewalk 13,923 98 Roofs Draining Easterly 3,462 49 50-75% Grass cover, Fair, HSG A 6,032 49 50-75% Grass cover, Fair, HSG A 16,590 76 Gravel roads. HSG A 56,862 80 Weighted Average Subcatchment 2S: AREAS DRAINING SOUTH & EAST Hydnograph ®Runoff 6- 5- 4- 2 Kainrall=s.59-- Runoff Area=56,862'sf RunoffVolume=0.337' of Runoff Depth>3.10 Tc=0.0 min CN=80 5 6 7 8 9 10 11 12 13 14 15 16 Time (hours) 0 0 AQ PREDEVELOPED-100 YR FINAL Type 1124-hr Rainfall=5.50" Prepared by Hutchins Engineering Page 4 HvdroCAD® 7.10 s/n 002373 ® 2005 HvdroCAD Software Solutions LLC 7/15/2005 Link 1L: TOTAL SITE RUNOFF Inflow Area = 4.354 ac, Inflow Depth > 1.60" Inflow = 9.01 cfs @ 11.89 hrs, Volume= 0.582 of Primary = 9.01 cfs @ 11.89 hrs, Volume= 0.582 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 1L: TOTAL SITE RUNOFF Hydrograph ■ IrMow 10 F3 Primary Inflow Area=4.354 ac 6 7 '... 6 _ 3 6 0 LL I q' 3 2 6 7 8 9 10 11 12 13 14 Time (hours) i 2S ' 3S AREAS D INING EXIST G NEW SOUTH & T CONTRIB TING BUILDINGS, 7VES 75 1 R,\ 450 LF 45` E FLR PARCEL \\\L7 1L 2P, 4S G VEL DRIVE 1P LF STONE TRENCH SE RUNOFF DRY INFILTRATION BASIN 3l � TOTAL SITE RUNOFF Subca €teach Aon Link jSS, 6S` fl 2� i NW RUNOFF PROPOSED 0 AQ DEVELOPED 100 YR FINAL Prepared by Hutchins Engineering PivdmCAD® 7.10 s/n 002373 ® 2005 Hy Type II 24-hr Rainfall=5.50" Page 2 714 Ar')nns Subcatchment 2S: AREAS DRAINING SOUTH & EAST Runoff = 5.62 cfs @ 11.89 hrs, Volume= 0.222 af, Depth> 3.39" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Rainfall=5.50" Areas CN Description 9,022 76 Gravel roads, HSG A 5,403 98 Front Pavement and Sidewalk 13,923 98 Roofs Draining Easterly 3,462 49 50-75% Grass cover, Fair, HSG A 2.430 39 >75% Grass cover, Good HSG A 34,240 83 Weighted Average Subcatchment 2S: AREAS DRAINING SOUTH & EAST Hydrograph _ ®Rurro6 6 5.82.s - Type 1124-hr 5- Rainfall=5.50" Runoff Area=34,240 0 4 RunoffVolume=0.222' of Runoff Depth?3.39" 3 Tc=0.0 min CN=83 2 7 B 9 10 N 72 13 14 15 18 17 1 Time (hours) 0 AQ DEVELOPED 100 YR FINAL Type 1124-hr Rainfall=5.50" Prepared by Hutchins Engineering ^� Page 3 7/15/2005 Subcatchment 3S: EXISTING CONTRIBUTING BUILDINGS, DRIVES Runoff = 4.12 ofs @ 12.06 hrs, Volume= 0.236 af, Depth> 2.72" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Rainfall=5.50" Area (sfl CN Description 1,427 98 Pavement SW Comer 13,590 76 Gravel roads, HSG A 14,632 49 50-75% Grass cover, Fair, HSG A 15,762 98 Roofs Draining West 45,411 76 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.7 200 0.0005 0.3 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.40" 3.1 300 0.0100 1.6 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 13.8 500 Total Subcatchment 3S: EXISTING CONTRIBUTING BUILDINGS, DRIVES Hydrograph - 1124-hr I1=5.50" i,41 I sf 1.236 of i>2.72" 3.8 min 1� ......... 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) • • AQ DEVELOPED 100 YR FINAL Type 11 24-hr Rainfall=5.50" Prepared by Hutchins Engineering Page 4 HydroCAD®7 10 s/n 002373 ® 2005 HydroCAD Software Solutions LLC 7/15/2005 Subcatchment 4S: NEW GRAVEL DRIVE Runoff = 1.22 cis @ 11.92 hrs, Volume= 0.050 af, Depth> 2.73" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Rainfall=5.50" Area (sf CN Description 9,494 76 Gravel roads, HSG A Tc Length Slope Velocity Capacity Description (min) (feet) (fVft) (ft/sec) (cfs) 2.0 Direct Entry, Subcatchment 4S: NEW GRAVEL DRIVE Hydrograph 3 LL RI Runoff A Runoff Volu Runoff 5 6 7 8 9 10 11 12 13 14 15 16 17 Time (hours) 1124-h r 11=5.50" D,494 sf 01.050 of h>2.73" 2.0 min CN=76 0 RunoM 0 AQ DEVELOPED 100 YR FINAL Prepared by Hutchins Engineering HvdroCAD® 7.10 s/n 002373 ® 2005 HvdroCAD Software 0 Subcatchment SS: NEW BUILDING Type 1l 24-hr Rainfall=5.50" Page 5 Runoff = 5.14 cfs @ 11.91 hrs, Volume= 0.249 af, Depth> 4.82" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Rainfall=5.50" Area (sf) CN Description 27,000 98 Paved parking & roofs Tc Length Slope Velocity Capacity Description (min) (feet) (f /ft) (f 1sec) (cfs) 2.0 Direct Entry, Subcatchment 5S: NEW BUILDING Hydrograph 3 LL w Ir 4 10 11 12 13 14 15 16 Time (hours) ®Runoff Fpe II 24-hr nfall=5.50" 1=27,000 sf IQ=0.249 of c=20 min CN=98 11 AQ DEVELOPED 100 YR FINAL Prepared by Hutchins Engineering HvdroCAD® 7.10 stn 002373 ® 2005 Hvdr LLC Type 11 24-hr Rainfall=5.50" Page 6 Subcatchment 6S: REMAINING UNDISTURBED Runoff = 0.40 cfs @ 12.10 hrs, Volume= 0.041 af, Depth> 0.42" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Rainfall=5.50" Area (sf) CN Description 50,901 43 Woods/grass comb., Fair, HSG A Tc Length Slope Velocity Capacity Description (min) (feet) (ft(ft) (ftlsec) (cfs) 12.5 50 0.0100 0.1 Sheet Flow, Grass: Dense n= 0.240 P2= 2.40" Subcatchment 6S: REMAINING UNDISTURBED Hydrograph 0.44 0.4 ..Type II- 24-hr.. 0.38 0.36 Rainfati=5.50" 0.34 0.32 -Runoff Area=50,901 sf 0.3 0.28 .. Runoff Volume�.041 of 0.24 Runoff Depth>0.42" 0.22 LL 0.2 Flow Length=50` 016 _ Tc=12.5-min 0.140.12 - CN=43.... 0.1 '.. I. 0.08 :... 0.06 ,.. _. .:. _.... ,... 0.04 9 10 11 12 13 14 15 Time (hours) AQ DEVELOPED 100 YR FINAL Type 11 24-hr Rainfall=5.50" Prepared by Hutchins Engineering Page 7 WxAmcarM 7 10 .;In 002373 ® 2005 HvdroCAD Software Solutions LLC 7/15/2005 Subcatchment 7S: FLR PARCEL Runoff = 2.27 cis @ 11.95 hrs, Volume= 0.092 af, Depth> 2.13" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Rainfall=5.50" Area (sf) CN Description 6,032 49 50-75% Grass cover, Fair, HSG A 16,590 76 Gravel roads HSG A 22,622 69 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.1 20 0.0100 0.1 Sheet Flow, Grass: Short n= 0.150 P2= 2.40" Subcatchment 7S: FLR PARCEL Hydrograph 2 ® Runo(f Type II 24-hr Rainfall=5 50" Runoff Area=22,622 sf Runoff'Volume=0.092 of Runoff Depth>2.13rr Flow Length=20' Tc=4.1 min CN=69 5 6 7 8 9 10 it 12 13 14 15 16 17 18 1 Time (hours) 0 AQ DEVELOPED 100 YR FINAL Prepared by Hutchins Engineering wurirnr:ArA 7.10 s/n 002373 ® 2005 HV Reach 1R: 450 LF 15" PIPE Type Il 24-hr Rainfall=5.50" Page 8 Inflow Area = 1.042 ac, Inflow Depth > 2.72" Inflow = 4.12 cfs @ 12.06 hrs, Volume= 0.236 of Outflow = 3.24 cfs @ 12.10 hrs, Volume= 0.235 af, Atten= 21%, Lag= 2.5 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity-- 3.0 fps, Min. Travel Time= 2.5 min Avg. Velocity = 1.2 fps, Avg. Travel Time= 6.0 min Peak Depth= 1.25' @ 12.05 hrs Capacity at bank full= 3.24 cfs 15.0" Diameter Pipe, n= 0.013 Corrugated PE, smooth interior Length= 450.0' Slope= 0.0025 ? Reach 1R: 450 LF 15" PIPE Hydrograph ■ Inibw Outflow Inflow Area=1.042 ac Peak Depth=1.25' Max Vel=3.0 fps D=15.0" n=0.013 L=4500' S=0.0025' T Capacity'=3.24 cfs 7 8 9 10 11 12 13 14 15 16 17 Time (hours) • • AQ DEVELOPED 100 YR FINAL Prepared by Hutchins Engineering U. A. nrArWM 7 1n �/n nn7,wi ® 2005 HvdroCAD Software Type II 24-hr Rainfall=5.50" Page 9 Pond 1P: 630 LF STONE TRENCH Inflow Area = 0.620 ac, Inflow Depth > 4.82" Inflow = 5.14 cfs @ 11.91 hrs, Volume= 0.249 of Outflow = 1.15 cfs @ 12.05 hrs, Volume= 0.247 af, Atten= 78%, Lag= 8.2 min Discarded = 1.15 cfs @ 12.05 hrs, Volume= 0.247 of Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 3.72' @ 12.05 hrs Surf.Area= 0 sf Storage= 3,754 cf Plug -Flow detention time= 34.0 min calculated for 0.246 of (99% of inflow) Center -of -Mass det. time= 30.7 min (757.4 - 726.7) Volume Invert Avail Storage Storage Description #1 0.00, 4,032 cf Custom Stage Data Listed below Elevation Cum.Store (feet) (cubic -feet) 0.00 0 1.00 1,008 2.00 2,016 3.00 3,024 4.00 4,032 Device Routing Invert Outlet Devices #1 Discarded 0.00' Special & User -Defined Elev. (feet) 0.00 1.00 2.00 3.00 4.00 Disch. (cfs) 0.000 0.700 0.840 1.010 1.210 #2 Primary 3.80' 10.0' long x 1.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Discarded OutFlow Max=1.15 cfs @ 12.05 hrs HW=3.72' (Free Discharge) t-1=Special & UserZeflned (Custom Controls 1.15 cfs) Primary OutFlow Max--0.00 cfs @ 5.00 hrs HW=0.00' (Free Discharge) t-2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) AQ DEVELOPED 100 YR FINAL Type 11 24-hr Rainfall=5.50" Prepared by Hutchins Engineering Page 10 Hv imCAD 7.10 s/n 002373 ® 2005 HydrOCAD Software Soluubons LLC 7/15/2005 Pond 1P: 630 LF STONE TRENCH Hydrograph 1 Inflow Area=0.620 ac a Inflow o Outflow ® Discarded ElPrimary Peak Elov=3.72' Storage=3,754 cf 5 6 7 6 6 10 11 12 13 14 15 16 17 16 18 20 Time (hours) AQ DEVELOPED 100 YR FINAL Type 11 24-hr Rainfall=5.50" Prepared by Hutchins Engineering - ' Page 11 Pond 2P: DRY INFILTRATION BASIN Inflow Area = 1.880 ac, Inflow Depth > 1.82" Inflow = 3.40 cfs @ 12.10 hrs, Volume= 0.285 of Outflow = 0.58 cfs @ 12.70 hrs, Volume= 0.280 af, Atten= 83%, Lag= 36.0 min Discarded = 0.58 cfs @ 12.70 hrs, Volume= 0.280 of Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 3.43' @ 12.70 hrs Surf.Area= 0 sf Storage= 5,697 of Plug -Flow detention time= 102.1 min calculated for 0.280 of (98% of inflow) Center -of -Mass det. time= 94.9 min ( 887.4 - 792.6 ) Volume Invert Avail Storage Storage Description #1 0.00, 7,190 cf Custom Stage Data Listed below Elevation Cum.Store (feet) (cubic -feet) 0.00 0 1.00 1,055 2.00 2,562 3.00 4,587 4.00 7,190 Device Routing Invert Outlet Devices #1 Discarded 0.00' Soil Infiltration Elev. (feet) 0.00 1.00 2.00 3.00 4.00 Disch. (cfs) 0.000 0.430 0.480 0.540 0.640 #2 Primary 3.90' 15.0' long x 4.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Discarded OutFlow Max=0.58 cfs @ 12.70 hrs HW=3.43' (Free Discharge) t1=Soil Infiltration (Custom Controls 0.58 cfs) Primary Outflow Max--0.00 cfs @ 5.00 hrs HW=0.00' (Free Discharge) --2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) o • • AQ DEVELOPED 100 YR FINAL Type it 24-hr Rainfali=5.50" Prepared by Hutchins Engineering Page 12 HydroCAD®7 10 S/n 002373 ® 2005 HydroCAD Software Solutions LLC 7/15/2005 Pond 2P: DRY INFILTRATION BASIN Hydrograph 2 Inflow Area=1.880 ac Peak Elev=3.43' Storage=,5,697 cf 9 10 11 12 13 14 15 16 17 18 Time (hours) ® Inflow outflow ■ Discarded Primary AQ DEVELOPED 100 YR FINAL Prepared by Hutchins Engineering Hv(imCAD® 7.10 s/n 002373 ® 2005 H) • Type 11 24-hr Rainfall=5.50" Page 13 7/15/2005 Link 1L: SE RUNOFF Inflow Area = 1.305 ac, Inflow Depth > 2.89" Inflow = 7.34 cfs @ 11.90 hrs, Volume= 0.314 of Primary = 7.34 cfs @ 11.90 hrs, Volume= 0.314 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 his Link 1L: SE RUNOFF Hydrograph 8 ® Primary -" Inflow'Area=1.305 ac 7 6 3 4 a LL 3 2 " 8 9 10 11 12 13 14 15 16 17 18 Time (hours) AQ DEVELOPED 100 YR FINAL Prepared by Hutchins Engineering NvrirnCAD® 7.10 sin 002373 ® 2005 H1 Link 2L: NW RUNOFF PROPOSED Type 11 24-hr Rainfall=5.50" Page 14 7/1 F10nnr. Inflow Area = 3.049 ac, Inflow Depth > 0.16" Inflow = 0.40 cfs @ 12.10 hrs, Volume= 0.041 of Primary = 0.40 cfs @ 12.10 hrs, Volume= 0.041 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 2L: NW RUNOFF PROPOSED Hydrograph Fit InBow ®Primary 0.44 0.42 0.4° Inflow Area=3.049 ac 0.4 0.38 _ 0.3s0.34 0.32 0.3 0.28 'a 026 _. 0.24 0.22 LL 0.2 0.18 0.16 _ 0.14 0.12 0.1 0.08 ,.. 0.06.. 0.04 ...,.. 678910111213141516171819 Time (hours) ` f 0 AQ DEVELOPED 100 YR FINAL Prepared by Hutchins Engineering HvrimCAD® 7.10 s/n 002373 ® 2005 HV Is Type 1124-hr Rainfall=5.50" Page 15 Link 3L: TOTAL SITE RUNOFF Inflow Area = 4.354 ac, Inflow Depth > 0.98" Inflow = 7.35 cfs @ 11.90 hrs, Volume= 0.355 of Primary = 7.35 cfs @ 11.90 hrs, Volume= 0.355 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 3L: TOTAL SITE RUNOFF Hydrograph ■Inflow 6 ® Primary Inflow Area=4.354 ac 7- 6- 5- 4 LL 3 1 7 8 9 10 11 12 13 14 15 16 it 18 16 Time (hours) WASTED, LIGHT ................ TRADITIONAL MINI WALLPAK ��,, ► � �, � s Vi IL„ss KILL THE GLARE, ................................ - NOT THE LIGHTING PERFORMANCE ncomfortable glare, sky glow and "light trespass" have become hot topics. Growing communities are finding that new construction often results (regrettably) in some pret- ty offensive nighttime lighting. The need for adequate security lighting hasn't changed. It's a necessity. The challenge is to provide the required security without creating unwanted glare and uncontrolled light, The solution is an economical lighting fixture that puts I ight just where it's supposed to: On the ground surrounding the building, and nowhere else. TVYAG CUTOFF MINI-WALLPAK FOOTCANDLE CORRECTION FOR MOUNTING HEIGHT. Actual 8' 10' 12' 15' mounting ht. 1 Correction 6.25 2.25 1.56 1.00 factor 1 (Multiply the values on the photo- metric layout by these factors to calculate light levels for different mounting heights.) FOOTCANDLE CORRECTION FOR WATTAGE. HIPS MH I Fluor. 42 — — 0.34 s0 0.42 0.36 — 70 0.66 0.55 — 100 1.00 0.89 — (Multiply the values on the photo- metric layout by these factors to calculate light levels for different lamps and wattages.) The TWAC provides this performance: • True cutoff lighting; FULL CUTOFF OF ANY LIGHT ABOVE 90- • Pleasant, highly uniform lighting; • Wattage capability up to 100 watts MH and HPS, or 42 watt instant -on fluorescent; • Contour Series aesthetics and quality construction (IP65 listed). Traditional security lighting fixtures can throw half their light either into the sky (wasteful and inefficient), or straiaht into the rwiahbors' windows ISO FOOTCANOLE CONTOUR. do GA 01171 2.e ?' 0.4 ].c Typical view of TWAC 3.5 fA 100S mounted at 15 feet. (Grid spacing is 10 feet.) Attractive daytime appearance. Efficient nighttime performance. Rugged die-cast and polycarbonate construction. The TWAC provides the sharp cutoff required to control glare while still providing efficient area lighting. It's perfect for entryways, walkways, or anywhere general security lighting is required with no wasted light thrown into the sky. Its built to last. Rugged die-cast aluminum and vandal -resistant polycarbonate construction means durability in the long haul even in the most demanding applications. Weathertight gasketing keeps out the bugs and dust (IP65 listed). Cool operation Insures longer ballast life and prevents lens yellowing. Back housing is designed for quick and easy installation to standard 4"j-boxes. The TWAC Cutoff Mini-Wallpak kills the glare, not the lighting performance. EXAMPLE: TWAC 100M 120 PE DNA LPI Series voltage Options/Accessories Lamp High Pressure 120 PE Photocell (button type — DDB Der It Bronze (standard) LPI Lamp included Sod' 2083 - Factory installed) as standard 240; SF Single fuse (120, 277, 347i)a Architectural colors (optional) 277 DF Double fuse (208, 240)s DNA Natural aluminum 347 XHP High power factor ballasta DBL Black =TWAC 100S T84 EC Emergency circuit7a OMB Medium bronze QRS Quartz restrike system'a Metal "alide L/LP Less lamp 5 CSA Listed and labeled to comply with 70M Canadian standards M NOM Listed and labeled to comply with Mexican standards (Consult factory) TWAWG Wireguard (Shipped separately) Compact FI Wescent -ITWAC Oft Notes: to^ 2 1. 120V only 5. Not available with multi -tap ballast TRT 2. 120 or 277 V only 6. Standard nor 208, 240, 277, 347, 78 3. Cum ilt factory for availability in Canada 7. lamp not included 4. Optional multi -tap ballast (120/208/ 8. Quanta lamp wattage rot to exceed — 240/277V: 120/277; 347V For Canada) ballast wattage rating i 1 HavyRoad Queensbury, NY 12804 Hutchins En ineerin Phone:(518)745-0307 9 9 Fax: (518) 745-0308 October 5, 2005 Mr. Craig Brown, Zoning Administrator Town of Queensbury 742 Bay Road Queensbury, NY 12804 Reference: SP 48-2005, A&Q Holdings, 55 Luzerne Road Dear Mr. Brown: TOWN OF QUEENSBURY COMMUNITY DEVELOPMENT RECEIVED OCTACO 7 - 2005 B & C�� ZONING FM --� PLANNING EXEC. DIR.--- As you and I recently discussed, in the aftermath of the conditional site plan approval of August 23, 2005, we were presented with some new and revised information from NYSDEC regarding potential impacts of remedial work to be preformed on adjacent sites. We are presently working with NYDEC in order to mitigate any impacts on proposed building construction as a result of pending work on neighboring sites. As discussed, we intend to address engineering comments and revise plans to meet site plan approval conditions as soon as these impacts are resolved with NYSDEC. It is likely that at minimum we will propose to reduce the initial size of the storage building (phased construction) in order to preclude any potential conflict between the pending work on adjoining sites and proposed building. In accordance with your direction, we have not yet submitted the required three copies of the approved plan with approval conditions for signature, as we intend to fully determine impacts of our recent proceedings with NYSDEC. I will contact you as soon as an approach has been determined such that we can determine how best to proceed with Town of Queensbury requirements. Thanks for your assistance. Best Regards, - a& " '-, J I' G. Thomas Hutchins, P.E. cc. Steve Quirion, A&Q Holdings Bill White, Esq. G. Thomas Hutchins, P.E. 08/1*9/2005 12:07 51878677g9 CT MALE ASSOCIATES PALL U2/es t: C.T. MALE ASSOCIATES, P.C. 50 Century Hill Drive, P.O. Box 727, Latham, New York 12110-0727 518.786.7400 FAX 518.786.7299 ctmale@ctmale.com August 19, 2005 Mr. Craig Brown Zoning Administrator, Code Compliance Officer Town of Queensbury 742 Bay Road Queensbury, New York 12804-5902 Re: SP 48-2005 Steve Quirion, A&Q Holdings Dear Mr. Brown: ON zel z , FILE COPY RECE,/ED AUG 1 9 Z005 TOWN OF QUEENSBURY ZONING OFFICE We have reviewed the submission package for the above referenced project. The package consisted of the Site Plan Review Application, Short Environmental Assessment Form, a Plan Set (dated June 6, 2005) and a Stormwater Management Report and SWPPP Narrative Report. The documents were prepared by G. Thomas Hutchins, PE. Based on our review of these documents we offer the following comments: General 1. The proposed project will result in more than 1.0 acre of disturbance and therefore the owner must apply for SPDES permit coverage for stormwater discharges from this site. Consequently, this project will require the preparation of a Notice of Intent (NOI) and a Stormwater Pollution Prevention Plan (SWPPP). The 9 page version of the NOI was not included in the submission package. Layout Plan 2. A portion of the existing and proposed stone drive and 4 new parking spaces are shown on the lands of FLR Associates. Is an easement required from FLR Associates required to allow this activity to occur? 3. A copy of the site location map shown on the SWPPP should be added to this sheet. Grading and Drainage Plan 4. Open drainage swales should be provided along the west side of the proposed building and along the east side of the proposed gravel drive extension. These swales should be graded to positively drain to the infiltration area shown at the north end of the new building. 5. The infiltration trench along the north side of the building will have limited effectiveness because the roof pitches to the east and west. Consideration should be given to reducing the volume of the infiltration trench and relying more on the open infiltration basin. 6. The slope of the 15" diameter pipe is too flat to maintain a self cleansing velocity of 3.0 feet per second. 7. It appears that portions of the property to the west drain onto the project site. The extent and impact of this additional drainage area should be addressed. Stormwater Pollution Prevention Plan Architecture & Building Systems Engineering • Civil Engineering • Envlronmentaf Services • Survey & Land Information Services 08/19/2005 12:07 516786i9 CT MALE ASSOCIATES PAGE 03/03 0 • C.T. MALE ASSOCIATES, P.C. August 19, 2005 Mr. Craig Brown Page 2 8. The site soils data references monitoring wells that were installed on the adjacent property. Although this is a good indication of likely on -site conditions a test pit should be dug on the project site within the proposed infiltration basin. Stormwater Management Report 9. Subcatchment delineation maps should be added to the report 10. The 100-year event computer simulation indicates that the runoff will exceed the capacity of the 15" diameter pipe. The inlet to this pipe should be modeled as a pond to determine the computed water surface elevation. If you have any questions related to our comments, feel free to call our office. Sincerely, CT . MALE ASSOCI P.C. s Houston, P.E. enio EgTnineer c: Applicant k:lproJec61pp621Sa0iriMpo)ecGnsi�e plare12pp5\09a8gMlEings\2p05.08.19.[prrments.Epc