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Stormwater Management Report.Nace Engineeringr i STORMWATER MANAGEMENT REPORT and STORMWATER POLLUTION PREVENTION PLAN NARATIVE for RICHARD P. SCHERMERHORN HILAND ESTATES SUBDIVISION Town of Queensbury Warren County, New York Prepared by: NACE ENGINEERING, P.C. 169 HAVILAND ROAD QUEENSBURY, NY 12804 Thomas W. Nace, P.E. April 2005 File: #46210 C Project Owner - Operator Richard P. Schermerhorn 536 Bay Road, Suite 2 Queensbury, NY 12804 Phone:798-0674 Fax:743-9653 Contact: Richard Schennerhorn Signature: Prepared By Nace Engineering, P.C. Civil Engineers 169 Haviland Road, Queensbury, NY 745-4400 fax 792-8511 Contact: Thomas W. Nace, P.E. Date: Certification Statement To be signed Contractors performing the Site Construction I certify under penalty of law that I understand and agree to comply with the terns and conditions of the Stonnwater Pollution Prevention Plan for the construction site identified in such Stornwater Pollution Prevention Plan as a condition of authorization to discharge stormwater. I also understand that the operator must comply with the terns and conditions of the New York State Polllutant Discharge Elimination System (SPDES) General Permit for Stormwater Discharges from construction activities and that it is unlawful for any person to cause or contribute to a violation of the water quality standards. Name: Company: Title: Signature: Date: Each Sub -Contractor or additional Contractors completing site work must also sign below. Name: Company: Title: Signature: Name: Company: Title: Date: Signature: Date: Site Location The project site is a 65.95 acre parcel located on the north side of Haviland Road in the Town of Queensbury. The site is just north of the north end of Meadowbrook Road. Existing Conditions The site is divided by a small stream and associated wetland. The land to the south and east of the stream is rolling farmland which is no longer actively worked. The land to the west of the stream is relatively low and presently has a single family house located along Haviland Road. The center/southeastern portion of the site is the area of the proposed single family house development. This portion of the site slopes gradually up from Haviland Road forming a gentle ridge running north -south. Approximately 1,000 north from Haviland Road this ridge is terminated by a moderate slope running down to the stream and wetland. The northern portion of the area of the planned subdivision generally drains northward toward the stream and wetland. The southern portion drains south toward Haviland Road where a small ACOE wetland leads to a culvert under the road. The soils on the site range from sandy loam to clay. As shown on the enclosed Warren County Soil Survey Map, the soils in the area of the subdivision consist of Charlton fine sandy loam, Hudson silt loam, Fannington loam and Madalin silt loam. These were confirmed by several test pits dug in the area of the proposed road. The results of these test pits are shown on the subdivision plans. Due to the relatively tight soils much of the existing rainfall on the site sheet flows across the ground and in shallow swales, eventually finding its way to the wetlands or stream. Existing Conditions Summate Parcel Area: Building Coverage: Pavement Coverage: Pervious Surface: Drainage area of proposed subdivision site 65.95 acres 1,000sf < 0.1% 400 sf< 0.1% 69.9 acres > 99.9% 17.01 acres - 100% pervious Existing stonmwater runoff from subdivision site (subcatchment "El + E2 + E3A + E413): 1-year design storm - 1.76 cfs 0.236 acre feet I 0-year design storm - 13.11 cfs 1.064 acre feet 50-year design storm - 22.9 cfs 1.76 acre feet 100-year design storm- 28.25cfs 2.143 acre feet • Proposed Development The proposed project is a 21 lot residential subdivision with lots varying in size from 2/3 acre to over 5 acres. Only the southeastern portion of the property, up to the stream, will be utilized for the subdivision. The stream. most of the wetlands and the western portion of the property will remain as a single lot to be retained existing house. The proposed lots will be served by two new town roads as shown on the attached grading and drainage plan. The proposed subdivision and new residences will result in the following lot coverage: Proposed Conditions Summar Parcel Area: 65.95 acres = 2,872,782 sf Building Coverage: 47,000 sf = 1.6 % Pavement Coverage: 149,712 sf = 5.2 % Pervious Surface: 2,676,070 sf = 93.2 % The proposed development will result in an increase of impervious surface from 1,400 sf to 196,712 sf (6.8 %). Construction Phasing The project will be separated into 2 phases: 1. Phase t will be the construction of the new roads and general grading along the road and in the vicinity of the storwnwater basins. This work is shown in detail on the Subdivision Plans and Details. 2. Phase 2 will be the construction of the houses on the individual lots and the associated site work including driveways, walks, patios, etc. Phasing of the project will reduce the areas of disturbance and result in a more manageable site for erosion and sediment control during construction. It is anticipated that Phase I construction will commence in the summer of 2005 and be completed in time for fall seeding and stabilization. Phase 2 construction will commence after the roads are constructed and may take 2 or 3 years to complete. Proposed Stormwater Management Since the soils on the site are relatively impermeable and not suited to infiltration of stormwater, the stormwater design for the developed site will utilize stormwater basins. Thcsc basins will incorporate permanent pools to provide water quality treatment and outlet devices to regulate peak flows. The developed site is divided into three drainage subcatchments. Subcatchment #1 is the boulevard section of the entrance road. This short section of road crosses a low wet area and there is not sufficient head available to allow for stormwater mitigation without encroaching too much into the adjacent wetland. Therefore, this short section is allowed to runoff into the adjacent low area without any detention. To mitigate for this fact, the other stormwater discharge into this drainage basin will be reduced beyond the existing conditions to offset the increased runoff from the boulevard area. The area north of the entrance boulevard will drain to a stormwater basin in the low area along the east side of the entrance road. This basin will outlet into the low wet area along Haviland Road. The northern and eastern ends of the development will drain to a stormwater basin located along the western side of the proposed subdivision where it will eventually outlet to the stream which runs through the property. This will include an area of approximately two acres which currently drains toward the low wet area along Haviland Road. Calculations • All computations SCS TR-20, HydroCAD • 1 year, 24 hour storm - Type II rainfall = 2.3" • 10 year, 24 hour stonn - Type II rainfall = 3.9" • 50 year, 24 hour storm - Type If rainfall = 4.9" • 100 year, 24 hour stone - Type 11 rainfall = 5.4" HydroCAD calculations have been performed to determine the amount of runoff from the developed site. The developed site has been modeled as a series of subcatchments (discrete drainage areas), reaches and ponds as shown on the attached HydroCAD drainage diagram. The attached HydroCAD calculations show the stormwater routing for the site and summaries for each of the subcatchments, reaches and ponds. Water Quality Control The following minimum water quality volumes (WQv) are required by DEC, see attached calculations. Also shown are the water quality volumes provided by storage in the infiltration basin and in the drywells for Subcatchment #1 Drainage Basin WQv req'd. WOv Provided Subcatchment #2 2,819 cf 3,015 cf Subcatchments #3 3,227 cf 11,805 cf Channel Protection Volume Channel protection is required by the DEC Stormwater Management Design Manual. The channel protection volume (Cpv) equals the 24 hour extended detention of post - developed 1-year. 24 hour storm. Due to the small size of the drainage basins it is impossible to size outlet orifice openings for detaining the Cpv for 24 hours (it will result in an opening so small that it would continually plug). Therefore the pond designs utilize a minimum 3 inch diameter orifice as permitted by DEC design standards. Town of Queensbury Peak Discharge Requirements The Town of Queensbury requires that the post -development discharge for a 50 year 24 hour storm does not exceed the pre -development conditions. Existing peak discharge = 22.9 cfs Developed peak discharge = 21.7 efs Therefore the design meets Queensbury's. Overbank Flood Control Overbank flood control is required by the DEC Stonmwater Management Design Manual. The overbank flood control requires that the peak discharge rate from the 10 year 24 hour storm be reduced to pre -development rates. Existing peak discharge = 13.11 cfs Developed peak discharge = 10.72 cfs Therefore the design meets DEC criteria for overbank flood control. Extreme Storm Control Extreme storm control is required by the DEC Stormwater Management Design Manual. The extreme storm control requires that the peak discharge from the 100 year storm be reduced to pre -development rates. Existing peak discharge = 28.25 cfs Developed peak discharge = 27.36 cfs Therefore the design meets DEC criteria for extreme storm control. • 0 Temporary Erosion and Sediment Control Measures Erosion and sediment control measures will be incorporated into the construction of the project. These practices will comply with the New York State Department of Environmental Conservation publication entitled "New York Guidelines for Urban Erosion and Sediment Control" (the blue book). Separate erosion and sediment controls will be installed for each phase of construction. The following temporary erosion and sediment control devices will be utilized. Sediment Control Fence: Silt fence shall be used to control erosion from sheet flow on slopes not to exceed 3 on 1. Concentrated flows shall not be directed toward the silt fence. The silt fence must be installed parallel to the contour lines to eliminate drainage along the fence. Temporary Sediment Trap: Basins will be excavated below each construction site and seeded with ryegrass to accept stormwater runoff from the construction site allowing sediment to settle out. Sediment Traps shall be constructed in the location and be of the size and type specified to collect sediment laden stormwater. Temporary Seeding: Land that is stripped of vegetation will be seeded and planted as soon as possible. Any area that will remain cleared but not under construction for 10 days or longer will be seeded with a ryegrass mixture and mulched to stabilize soil until construction resumes. Temporary Diversion Swales: Temporary diversion swales shall be constructed either to divert clean stormwater runoff from newly graded areas or to direct sediment laden runoff to a sediment trapping device. Channel Stabilization: Drainage channels and temporary diversion swales shall be stabilized with seed, erosion control netting or riprap, as specified, to minimize deterioration of the channel bed. Stone Check Dams constructed of #2 stone shall be installed in the channels as necessary to trap sediment and reduce channel velocity. Stabilized Construction Entrance: Existing roads will be protected by installation of a crushed stone blanket for cleaning construction vehicle wheels. Blankets shall be placed at anv intersection of a construction road with a paved or publicly owned road. Stabilized construction entrances shall be installed as necessary. Tree Protection: Trees to be preserved within areas of construction shall be protected by placing construction fencing around the drip lines. Construction workers will be directed to avoid storing equipment or soil under trees to be preserved. There shall be no parking of automobiles or construction vehicles under trees. Dust Control: Measures for dust control during construction shall be implemented as needed (daily water sprays will be used during dry conditions. In addition to water sprays, temporary mulching, temporary seeding and covering stockpiles with tarps shall be implemented when necessary. Erosion Control Blanket• Fabricated straw or biodegradable mesh blankets shall be utilized to protect and temporarily stabilize slopes of 3:1 or greater (or flatter slopes in highly erodeable soils). Apply to graded, topsoiled and seeded slopes. Attach blankets With staples or stakes in accordance with manufacturer's recommendations. Maintain blankets in place until pennanent groundcover is finely established. Flexible Channel I finer: Fabricated coconut nylon fiber -mesh blankets shall be utilized to protect and temporarily stabilize any final drainage channels where runoff is concentrated. Apply to graded, topsoiled and seeded channels. Attach liner with staples or stakes in accordance with manufacturer's recommendations. Maintain liner in place until permanent groundcover is firmly established. (see "Channel Stabilization" above) Rock Check Dam- Small stone check dams shall be constructed in any temporary drainage channels during construction. These dams shall be constructed in the locations shown on the plans and as necessary to control any drainage from the construction site which concentrates in flow paths or channels. Dams shall be constructed as detailed on the Erosion and Sediment Control Plan. Dams shall be cleaned of any sediment after each rainfall as needed. Sequence of Construction Sediment control fence will be installed along the low side of each area to be disturbed to contain runoff from the construction site. The area of the sediment basins shall be graded, topsoiled, seeded and mulched. The outlet structure and pipe between the settling basins shall be installed. During initial grading operations all stormwater runoff shall be directed into the settling pond adjacent to the infiltration basin. Prior to placement of any fill for roadway crossing the existing sand pit, the settling basin on the northeast side of the road shall be constructed as shown on the Erosion and Sediment Control Plan. The outlet piping fi-om the basin shall be installed and connected to the stonnwater piping to outlet into the main sediment basin. The temporary sediment traps shall be a minimum of 1,800 cf per acre of disturbed area The total site disturbance is 4.7 acres = 8.460 cf of storage required. E E Maintenance of Temporary Erosion and Sediment Control Devices The sediment traps shall be inspected at least weekly and after every rain event by the Contractor. When 50% of the volume of the trap is full, The Contractor shall remove collected sediment and dispose of properly. The Contractor shall inspect the sediment control fence and rock check dams weekly and after every rain event and remove trapped sediment and maintain the devices in good working order. Permanent Erosion Control All pervious areas shall be graded, topsoil installed and seeded or planted as soon as practical. Seed beds shall be mulched with straw or hydro -mulch with tackifier and plant beds shall be mulched with pine bark mulch. Seeded areas on slopes over 3:1 shall be stabilized with erosion control netting as specified on the plans. Appendix MAPS Warren County Soils Map • Existing & Proposed Drainage Areas CALCULATIONS • Subcatchment Areas Water Quality Volumes • Stor mvater Basin Volumes HydroCAD • Drainage Diagram • Pre & Post Developed Conditions — 10 Year Design Storm • Pre & Post Developed Conditions— 10 Year Design Storm • Pre & Post Developed Conditions — 50 Year Design Storm ■ Pre & Post Developed Conditions — 100 Year Design Storm MAPS WARREN COUNTY SOILS MAP EXISTING & PROPOSED DRAINAGE AREAS I I I / \ ❑li pp \ .C) °) C-) r + i 1 -� / I\ \`\ \ tilt k Z � D Z czm "Z� O Z y, \\\\ \\\\\\\\ 1 MR Mai \ 1 I 1 \\ \\ \ \ i i 1 i ` \ \ \ 1\ IN I_ \ 1 i I \Nr _ a \\ \`� / } I \ N�\ \ \\\ \� \ \\'\ ° `\'\\ \\\�`�\ ��\ \ y I 1 1 i I ( \ / y 1 I N `N ^\`\ \\ \\ \ ` / w I 1 J J \ J ® j '\�\\ `� �� �\'— ~ \ l t J 1/ 1 ^ \ \ \ \ \ \\ \ / ! \ N x �^ 6 \ \ \ \ \ \ \ \ \ \ \ \ \ 1 / 1 \ \ \ \ \ \ \ \ ci \ \ \ \ \� \ \ \ \ \ / / \ \ \ \ \ / ♦ \ \ \ \ \ \ \ \ \\\ \ \ \�_ r { / ♦ \ \ �_ \`\N \ \ \ \ \ \ \� �\ \^\`�� / , / / } I 1 { 1 w \ \ \ \ l \ �\ \\ �\^` _—,� / _ 1. r—_ I 1 I 1 li \ td � 1 , o �.{ \ \ l \�� �\ T \\ t \� \\\ \\ > \\ Js \\ \ --^�\ \`} I 1 1 I� ( l I ( I ,' // l 1 \ t 1 \ tII(IMA \ \ \\ �\ `\ \� \\ �\ \ I \ 1 1 I i I I / ' ♦ W \ \ \ } I 1 I t 1 t \ \\ \ \ o Now1®\\ �\ \ ANN� ` \ '�_��—_—_ \ lit \\ I I \ { \ \\ i�' I 1 \ \ \ 1 1 \ `—�_ \ t\t , / — 3'O •\ /, • J I I \ \ }} I \ 1 11 \ \ `\ 1I i ,It_ � \\ ���'� �\ \\ \\ '® I r' killI J 1 lit, I \ t\ ®r� I a , ■mNora" I J // 1 1 1 I ,�;ri ®ar Arms, � ® 1 / / i \\ /li {\ km6 UK c � ,so on upan tt cam_ � s>a \ 1 i / / / / / \ 1 \ 1 ca .�tz ------ 10/ 1 \ i 1�z t `�� `\ IIIIIIII Z Ail m = I . \ \\\\ — \ Czm Z p Z -< D G) Oil 1 1 \ + 11 � H N \\ / /� 1 IF `\ \`♦\ \ �� \ ♦♦�� \_�' / , __i' I { 1 \ \i �, � I I \ \ \ _ /� \ \ 1 fill / £ m / \ 1 t \ \ \ \ ♦ \ \ \ \ \ \ \ i I 1 1 O \ 1 14L 1 _o - - ----� l \- - - `1 1 1 \ 1 1 I W Z li l/ n `�\ � /� \ \\ j I \\ I � \ \ J/ ' /��=�\ _ _ ��i ; \ t\ ' \\ ( I\ \ / - i\ \ \ ji1�\\ \\ \\ \♦\ \\ \ \ \1 S // / --'/// 1 ♦1 j j 'J r/l 1 / 401 Yi w aK y /JIM ®® /nlo - _ ys 1 i \ �\'y•i/// / lI1IIlIIll{i n 1 I'd rn d W /// \/ // - it kI I\(\ \ y H �{ ytica / I 1 r / // / / / \ \\ / ♦ ` \ 1\ 1 oil 11 TOTAL= 357,335 5f ROAD= 28,362 5f 0 7 HOUSE ROOFS 9 DRIVEWAYS 6 PATIO/WALK 0 ® TOTAL= 338, 260 5f ROAD= 17,990 5f 8.5 HOUSE ROOFS 8 DRIVEWAY5 8 PATIO/WALK I ®TOTAL= 15,470 5f ROAD= 1 O, ;50 5f HILAND RIDGE SUBDIVISION DEVELOPED CONDITIONS DRAINAGE SUBCATCHMENT AREAS ,470 sf HILAND RIDGE SUBDIVISION EXISTING CONDITIONS DRAINAGE SUBCATCHMENT AREAS CALCULATIONS SUBCATCHMENT AREAS WATER QUALITY VOLUMES STORMWATER BASIN VOLUMES PROJECT HILAND RIDGE SUBDIVISION JOB # 46192 SHEET OF _ SUBJECT STORMWATF.R MANAGEMENT DATE 4 I BY Ti.i-w1 .dJM li-V'20. � `tea-�I-�h S2 6YN fin. l..F.ii Gin ✓M��t �'T 1N ZZu 3 Q�d✓d,,1� e S Ir PROJECT HILAND RIDGE SUBDIVISION JOB # 46192 SHEET 2- OF SUBJECT STORMWATER MANAGEMENT DATE 'g�WqIDS BY -T-wt-A C/J=70 C � of = 0.S44 PROJECT HILAND RIDGE SUBDIVISION JOB # 46192 SHEET 3 OF MBJECT STORMWATER MANAGEMENT DATE 4)lm&; BY -T-L-4 PROJECT RIDGE JOB 46192 SUBJECT STORMWATER MANAGEMENT ' ,.e �,455 G"F Pep, ....... 1-1 0 334 = 0 sf 335 = 4760 sf 336 = 6645 sf 337 = 8244 sf 338 = 9912 sf 339 = 11651 sf 340 = 13462 sf 341 = 15344 sf 340.9 = 17922 sf 342 = 0 sf 342.5 = 2075 sf 343 = 3306 sf 344 = 4349 sf 345 = 5596 sf 346 = 6917 sf 347 = 8230 sf 347.9 = 10370 sf 340.9 = 17922 sf HILAND RIDGE SUBDIVISION STORMWATER BASIN AREAS E HvdroCAD 11 DRAINAGE DIAGRAM 0 0 W NoQ) >o5 N O S m 0 m O W W W M cn j H a �UQ W d Q a 0) , C O g�" _NCO m �Wo N CO to co pZo E� c m 6 m o MCC a6 CL Ra< c o � a O = d N c J O U N U N HydroCAD RESULTS PRE & POST DEVELOPED CONDITIONS 1-YEAR DESIGN STORM 46210 HILAND ESTATES SUBDIVISION-R2 Prepared by Nace Engineering, P.C. HydroCAM 6.00 s/n 000768 © 1986-2001 Applied Mi Type 11 24-hr 1-YEAR Rainfall=2.30" Page 1 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Type II 24-hr Rainfall=2.30" Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: DEVELOPED BOULDVARD Tc=3.3 min CN=91 Area=15,470 sf Runoff= 0.95 cfs 0.039 of Subcatchment 2S: DEVELOPED BLVD. TO INTERSECTION Tc=19.8 min CN=78 Area=338,260 sf Runoff= 5.28 cfs 0.381 of Subcatchment 3S: NORTH END Tc=21.3 min CN=78 Area=387,335 sf Runoff= 5.78 cfs 0.436 of Subcatchment E-1: EXISTING BOULEVARD AREA Tc=28.7 min CN=73 Area=15,470 sf Runoff= 0.12 cfs 0.012 of Subcatchment E-2: EXISTING BOULEVARD TO INTERSECTION Tc=23.6 min CN=65 Area=338,260 sf Runoff= 0.86 cfs 0.121 of Subcatchment E-3A: EXIST. NORTH END DRAINING NW Tc=21.3 min CN=65 Area=206,584 sf Runoff= 0.56 cfs 0.074 of Subcatchment E-36: EXIST NORTH END DRAINING SE Tc=21.3 min CN=65 Area=80,751 sf Runoff= 0.22 cfs 0.029 of Pond 1P: BASIN #1 Peak Storage= 11,034 cf Inflow= 5.28 cfs 0.381 of Primary= 0.53 cfs 0.304 of Secondary= 0.00 cfs 0.000 of Outflow= 0.53 cfs 0.304 of Pond 2P: BASIN #2 Peak Storage= 22,143 cf Inflow= 5.78 cfs 0.436 of Primary= 0.43 cfs 0.266 of Secondary= 0.00 cfs 0.000 of Outflow= 0.43 cfs 0.266 of Runoff Area = 31.729 ac Volume = 1.093 of Average Depth = 0.41" 46210 HILAND ESTATES SUBDIVISION-R2 Prepared by Nace Engineering, P.C. Type // 24-hr 1-YEAR Rainfall=2.30" Page 2 Subcatchment 1S: DEVELOPED BOULDVARD Runoff = 0.95 cfs @ 11.94 hrs, Volume= 0.039 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Rainfall=2.30" Area (sf) CN Description 10,650 98 PAVEMENT 4,820 74 >75% Grass cover, Good, HSG C 15,470 91 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.3 12 0.0200 0.8 Sheet Flow, TO WING SWALE Smooth surfaces n= 0.011 P2= 2.40" 3.0 230 0.0100 1.3 0.05 Trap/Vee/Rest Channel Flow, WING SWALE TO CB Bot.W=0.00' D=0.50' Z= 0.0 & 0.3 7' n= 0.013 3.3 242 Total Subcatchment 2S: DEVELOPED BLVD. TO INTERSECTION Runoff = 5.28 cfs @ 12.14 hrs, Volume= 0.381 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Rainfall=2.30" Area (sf) CN Description 17,990 98 ROAD 19,975 98 ROOFS 14,240 98 DRIVEWAYS 3,995 98 PATIOS / WALKS 282,060 74 >75% Grass cover, Good, HSG C 338,260 78 Weighted Average Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 16.5 100 0.0200 0.1 Sheet Flow, ACROSS GROUND Grass: Dense n= 0.240 P2= 2.40" 0.8 100 0.0200 2.1 Shallow Concentrated Flow, ACROSS LAWN TO STREET Grassed Waterway Kv= 15.0 fps 1.7 180 0.0200 1.8 0.07 Trap/Vee/Rect Channel Flow, WING SWALE TO CB Bot.W=0.00' D=0.50' Z= 0.0 & 0.3 7' n= 0.013 0.8 400 0.0200 8.3 6.55 Circular Channel (pipe), C13#8 TO CB#4 Diam= 12.0" Area= 0.8 sf Perim= 3.V r= 0.25' n= 0.010 19.8 780 Total 46210 HILAND ESTATES SUBDIVISION-R2 Type 11 24-hr 1-YEAR Rainfall=2.30" Prepared by Nace Engineering, P.C. Page 3 HydroCAD® 6.00 s/n 000768 © 1986-2001 Applied Microcomputer Systems 4/15/2005 Subcatchment 3S: NORTH END Runoff = 5.78 cfs @ 12.16 hrs, Volume= 0.436 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Rainfall=2.30" Area (sf) CN Description 28,362 98 ROAD 16,450 98 ROOFS 16,020 98 DRIVEWAYS 2,820 98 PATIOS / WALKS 323,683 74 >75% Grass cover, Good, HSG C 387,335 78 Weighted Average Tc (min) Length (feet) Slope (ft/ft) Velocity (ft/sec) Capacity (cfs) Description 16.5 100 0.0200 0.1 Sheet Flow, ACROSS GROUND Grass: Dense n= 0.240 P2= 2.40" 0.8 100 0.0200 2.1 Shallow Concentrated Flow, ACROSS LAWN TO STREET Grassed Waterway Kv= 15.0 fps 2.3 250 0.0200 1.8 0.07 Trap/Vee/Rect Channel Flow, WING SWALE TO CB Bot.W=0.00' D=0.50' Z= 0.0 & 0.3 7' n= 0.013 1.7 850 0.0200 8.3 6.55 Circular Channel (pipe), UPSTREAM C13 TO POND Diam= 12.0" Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.010 21.3 1,300 Total Subcatchment E-1: EXISTING BOULEVARD AREA Runoff = 0.12 cfs @ 12.28 hrs, Volume= 0.012 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Rainfall=2.30" Area (sf) CN Description 15,470 73 Brush, Good, HSG D Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 28.7 200 0.0200 0.1 Sheet Flow, ACROSS GROUND Grass: Dense n= 0.240 P2= 2.40" Subcatchment E-2: EXISTING BOULEVARD TO INTERSECTION Runoff = 0.86 cfs @ 12.26 hrs, Volume= 0.121 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type 11 24-hr Rainfall=2.30" 46210 HILAND ESTATES SUBDIVISION-R2 Type 11 24-hr 1-YEAR Rainfall=2.30" Prepared by Nace Engineering, P.C. Page 4 HydroCAD® 6.00 s/n 000768 © 1986-2001 Applied Microcomputer Systems 4/15/2005 Area (sf) CN Description 338,260 65 Brush, Good, HSG C Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) /sec) (cfs) 20.7 200 0.0450 0.2 Sheet Flow, ACROSS GROUND Grass: Dense n= 0.240 P2= 2.40" 2.9 450 0.0300 2.6 Shallow Concentrated Flow, ACROSS GROUND Grassed Waterwav Kv= 15.0 fps 23.6 650 Total Subcatchment E-3A: EXIST. NORTH END DRAINING NW Runoff = 0.56 cfs @ 12.22 hrs, Volume= 0.074 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5,00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Rainfall=2.30" Area (sf) CN Description 206,584 65 Brush, Good, HSG C Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.4 200 0.0700 0.2 Sheet Flow, ACROSS GROUND Grass: Dense n= 0.240 P2= 2.40" 3.9 350 0.0100 1.5 Shallow Concentrated Flow, ACROSS GROUND Grassed Waterwav Kv= 15.0 fos 21.3 550 Total Subcatchment E-313: EXIST NORTH END DRAINING SE Runoff = 0.22 cfs @ 12.22 hrs, Volume= 0.029 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Rainfall=2.30" Area (sf) CN Description 80,751 65 Brush, Good, HSG C Tc Length Slope Velocity Capacity Description in) (feet) (ft/ft) (ft/sec) (cfs) 17.4 200 0.0700 0.2 Sheet Flow, ACROSS GROUND Grass: Dense n= 0.240 P2= 2.40" 3.9 350 0.0100 1.5 Shallow Concentrated Flow, ACROSS GROUND Grassed Waterwav Kv= 15.0 fps 21.3 550 Total Pi 46210 HILAND ESTATES SUBDIVISION-112 Prepared by Nace Engineering, P.C. HvdroCAD® 6.00 s/n 000768 © 1986-2001 Aoolied Mi Type 11 24-hr 1-YEAR Rainfall=2.30" Page 5 Pond 1 P: BASIN #1 Inflow = 5.28 cfs @ 12.14 hrs, Volume= 0.381 of Outflow = 0.53 cfs @ 13.46 hrs, Volume= 0.304 af, Atten= 90%, Lag= 78.9 min Primary = 0.53 cfs @ 13.46 hrs, Volume= 0.304 of Secondary = 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 Starting Elev= 343.30' Storage= 3,012 cf Peak Elev= 345.06' Storage= 11,034 cf (8,021 cf above starting storage) Plug -Flow detention time= 259.2 min calculated for 0.234 of (61% of inflow) Storage and wetted areas determined by Prismatic sections Elevation (feet) Surf.Area (sq-ft) Inc.Store (cubic -feet) Cum.Store (cubic -feet) 342.00 0 0 0 342.50 2,075 519 519 343.00 3,306 1,345 1,864 344.00 4,349 3,828 5,692 345.00 5,596 4,973 10,664 346.00 6,917 6,257 16,921 347.00 8,230 7,574 24,494 347.90 10,370 8,370 32,864 Primary OutFlow (Free Discharge) �1=Orifice/Grate 2=Orifice/Grate $econdary OutFlow (Free Discharge) T­3=13road-Crested Rectangular Weir # Routinq Invert Outlet Devices 1 Primary 343.30' 4.0" Vert. Orifice/Grate C= 0.600 2 Primary 345.80' 2.50' x 1.00' Vert. Orifice/Grate C= 0.600 3 Secondary 347.40' 15.0' long x 8.0' 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 Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 Pond 2P: BASIN #2 Inflow = 5.78 cfs @ 12.16 hrs, Volume= 0.436 of Outflow = 0.43 cfs @ 14.22 hrs, Volume= 0.266 af, Atten= 93%, Lag= 123.8 min Primary = 0.43 cfs @ 14.22 hrs, Volume= 0.266 of Secondary = 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 Starting Elev= 336.50' Storage= 11,805 cf Peak Elev= 337.73' Storage= 22,143 cf (10,338 cf above starting storage) Plug -Flow detention time= (not calculated) 46210 HILAND ESTATES SUBDIVISION-R2 Type Il 24-hr 1-YEAR Rainfall=2.30" Prepared by Place Engineering, P.C. Page 6 HydroCADV 6.00 s/n 000768 © 1986-2001 Applied Microcomputer Systems 4/15/2005 Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 334.00 0 0 0 335.00 4,760 2,380 2,380 336.00 6,645 5,703 8,083 337.00 8.244 7,445 15,527 338.00 9,912 9,078 24,605 339.00 11,651 10,782 35,387 340.00 13,462 12,557 47,943 341.00 15,344 14,403 62,346 341.80 17,922 13,306 75,652 Primary OutFlow (Free Discharge) �1=Orifice/Grate 2=Orifice/Grate Secondary OutFlow (Free Discharge) TL3=13road-Crested Rectangular Weir # Routina Invert Outlet Devices 1 Primary 336.50' 4.0" Vert. Orifice/Grate C= 0.600 2 Primary 339.00' 1.80' x 1.00' Vert. Orifice/Grate C= 0,600 3 Secondary 340.40' 20.0' long x 8.0' 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 Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2 0 HydroCAD RESULTS PRE & POST DEVELOPED CONDITIONS 10-YEAR DESIGN STORM `_/ 46210 HILAND ESTATES SUBDIVISION-R2 Prepared by Nace Engineering, P.C. HvdroCAD® 6.00 s/n 000768 © 1986-2001 Aoolied Microcom Type 11 24-hr 10-YEAR Rainfall=3.90" Page 1 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Type II 24-hr Rainfall=3.90" Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: DEVELOPED BOULDVARD Tc=3.3 min CN=91 Area=15,470 sf Runoff= 1.86 cfs 0.081 of Subcatchment 2S: DEVELOPED BLVD. TO INTERSECTION Tc=19.8 min CN=78 Area=338,260 sf Runoff= 15.50 cfs 1.067 of Subcatchment 3S: NORTH END Tc=21.3 min CN=78 Area=387,335 sf Runoff= 17.04 cfs 1.222 of Subcatchment E-1: EXISTING BOULEVARD AREA Tc=28.7 min CN=73 Area=15,470 sf Runoff= 0.44 cfs 0.039 of Subcatchment E-2: EXISTING BOULEVARD TO INTERSECTION Tc=23.6 min CN=65 Area=338,260 sf Runoff= 6.63 cfs 0.554 of Subcatchment E-3A: EXIST. NORTH END DRAINING NW Tc=21.3 min CN=65 Area=206,584 sf Runoff= 4.34 cfs 0.339 of Subcatchment E-3B: EXIST NORTH END DRAINING SE Tc=21.3 min CN=65 Area=80,751 sf Runoff= 1.70 cfs 0.132 of Pond 1 P: BASIN #1 Peak Storage= 21,481 cf Inflow= 15.50 cfs 1.067 of Primary= 6.51 cfs 0.834 of Secondary= 0.00 cfs 0.000 of Outflow-- 6.51 cfs 0.834 of Pond 2P: BASIN #2 Peak Storage= 40,824 cf Inflow= 17.04 cfs 1.222 of Primary= 2.35 cfs 0.710 of Secondary= 0.00 cfs 0.000 of Outflow= 2.35 cfs 0.710 of Runoff Area = 31.729 ac Volume = 3.434 of Average Depth =1.30" 46210 HILAND ESTATES SUBDIVISION-112 Type 11 24-hr 10-YEAR Rainfall=3.90" Prepared by Nace Engineering, P.C. Page 2 HydroCADO 6.00 s/n 000768 O 1986-2001 Applied Microcomputer Systems 4/14/2005 Subcatchment 1S: DEVELOPED BOULDVARD Runoff = 1.86 cfs @ 11.94 hrs, Volume= 0.081 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Rainfall=3.90" Area (sf) CN Description 10,650 98 PAVEMENT 4,820 74 >75% Grass cover, Good, HSG C 15,470 91 Weighted Average Tc Length Slope Velocity Capacity Description 0.3 12 0.0200 0.8 Sheet Flow, TO WING SWALE Smooth surfaces n= 0.011 P2= 2.40" 3.0 230 0.0100 1.3 0.05 TrapNee/Rest Channel Flow, WING SWALE TO CB Bot.W=0.00' D=0.50' Z= 0.0 & 0.3'P n= 0.013 3.3 242 Total Subcatchment 2S: DEVELOPED BLVD. TO INTERSECTION Runoff = 15.50 cfs @ 12.13 hrs, Volume= 1.067 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Rainfall=3.90" Area (sf) CN 17,990 98 ROAD 19,975 98 ROOFS 14,240 98 DRIVEWAYS 3,995 98 PATIOS / WALKS 282,060 74 >75% Grass cover, Good, HSG C 338,260 78 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.5 100 0.0200 0.1 Sheet Flow, ACROSS GROUND Grass: Dense n= 0.240 P2= 2.40" 0.8 100 0.0200 2.1 Shallow Concentrated Flow, ACROSS LAWN TO STREET Grassed Waterway Kv= 15.0 fps 1.7 180 0.0200 1.8 0.07 TrapNee/Rect Channel Flow, WING SWALE TO CB Bot.W=0.00' D=0.50' Z= 0.0 & 0.3 7' n= 0.013 0.8 400 0.0200 8.3 6.55 Circular Channel (pipe), Cli TO C13#4 Diam= 12.0" Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.010 46210 HILAND ESTATES SUBDIVISION-112 Type 1124-hr 10-YEAR Rainfall=3.90" Prepared by Nace Engineering, P.C. Page 3 HvdroCAD@ 6.00 s/n 000768 @ 1986-2001 Applied Microcomputer Systems_ 4/14/2005 Subcatchment 3S: NORTH END Runoff = 17.04 cfs @ 12.15 hrs, Volume= 1.222 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Rainfall=3.90" Area (sf) CN Description 28,362 98 ROAD 16,450 98 ROOFS 16,020 98 DRIVEWAYS 2,820 98 PATIOS / WALKS 323,683 74 >75% Grass cover, Good, HSG C 387,335 78 Weighted Average Tc (min) Length (feet) Slope (ft/ft) Velocity (ft/sec) Capacity (cfs) Description 16.5 100 0.0200 0.1 Sheet Flow, ACROSS GROUND Grass: Dense n= 0.240 P2= 2.40" 0.8 100 0.0200 2.1 Shallow Concentrated Flow, ACROSS LAWN TO STREET Grassed Waterway Kv= 15.0 fps 2.3 250 0.0200 1.8 0.07 Trap/Vee/Rect Channel Flow, WING SWALE TO CB Bot.W=0.00' D=0.50' Z= 0.0 & 0.3'/' n= 0.013 1.7 850 0.0200 8.3 6.55 Circular Channel (pipe), UPSTREAM CB TO POND Diam= 12.0" Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.010 21.3 1,300 Total Subcatchment E-1: EXISTING BOULEVARD AREA Runoff = 0.44 cfs @ 12.24 hrs, Volume= 0.039 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Rainfall=3.90" Area (sf) CN Description 15,470 73 Brush, Good, HSG D Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 28.7 200 0.0200 0.1 Sheet Flow, ACROSS GROUND Grass: Dense n= 0.240 P2= 2.40" Subcatchment E-2: EXISTING BOULEVARD TO INTERSECTION Runoff = 6.63 cfs @ 12.20 hrs, Volume= 0.554 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type 11 24-hr Rainfall=3.90" 46210 HILAND ESTATES SUBDIVISION-112 Prepared by Nace Engineering, P.C. Area sf) CN Description 338,260 65 Brush, Good, HSG C Tc Length Slope Velocity Capacity Description Type 1124-hr 10-YEAR Rainfall=3.90" Page 4 20.7 200 0.0450 0.2 Sheet Flow, ACROSS GROUND Grass: Dense n= 0.240 P2= 2.40" 2.9 450 0.0300 2.6 Shallow Concentrated Flow, ACROSS GROUND Grassed Waterway Kv= 15.0 fps 23.6 650 Total Subcatchment E-3A: EXIST. NORTH END DRAINING NW Runoff = 4.34 cfs @ 12.17 hrs, Volume= 0.339 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Rainfall=3.90" Area sf CN Description 206,584 65 Brush, Good, HSG C Tc Length Slope Velocity Capacity Description 17.4 206 0.0700 0.2 Sheet Flow, ACROSS GROUND Grass: Dense n= 0.240 P2= 2.40" 3.9 350 0.0100 1.5 Shallow Concentrated Flow, ACROSS GROUND Grassed Waterway Kv= 15.0 fps 21.3 550 Total Subcatchment E-313: EXIST NORTH END DRAINING SE Runoff = 1.70 cfs @ 12.17 hrs, Volume= 0.132 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Rainfall=3.90" Area sf CN Description 80,751 65 Brush, Good, HSG C Tc min) Length Slope Velocity Capacity Description 17.4 200 0.0700 0.2 Sheet Flow, ACROSS GROUND Grass: Dense n= 0.240 P2= 2.40" 3.9 350 0.0100 1.5 Shallow Concentrated Flow, ACROSS GROUND Grassed Waterway Kv= 15 0 fps 21.3 550 Total • 46210 HILAND ESTATES SUBDIVISION-112 Prepared by Nace Engineering, P.C. W,Amr.AD® 6.00 s/n 000768 © 1986-2001 Applied Mi Inflow = 15.50 cfs @ Outflow = 6.51 cfs @ Primary = 6.51 cfs @ Secondary = 0.00 cfs @ Pond 1P: BASIN #1 Type 1124-hr 10-YEAR Rainfall=3.90" Page 5 12.13 hrs, Volume= 1.067 of 12,39 hrs, Volume= 0.834 af, 12.39 hrs, Volume= 0.834 of 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Atten= 58%, Lag= 15.6 min Starting Elev= 343.30' Storage= 3,012 cf Peak Elev= 346.60' Storage= 21,481 cf (18,469 cf above starting storage) Plug -Flow detention time= 142.0 min calculated for 0.763 of (71% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store -feet) (feet) (sq-ft) (cubic -feet) (cubic 342.00 342.50 0 2,075 0 519 0 519 343.00 3,306 1,345 1,864 5,692 344.00 4,349 5,596 3,828 4,973 10,664 345.00 346.00 6,917 6,257 16,921 347.00 8,230 7,574 24,494 32,864 347.90 10,370 8,370 Primary OutFlow t1=Orifice/Grate 2=Orifice/Grate (Free Discharge) Secondary OutFlow (Free Discharge) 3=Broad-Crested Rectangular Weir # Routin Invert Outlet Devices 1 Primary 343.30 4.0" Vert. Orifice/Grate C= 0.600 2.50' 1.00' Vert. Orifice/Grate C= 0.600 2 3 Primary Secondary 345.80' 347.40' x 15.0'iong8.0' b readh Broad -Crested Weir t0.60 20 1 Oular t 60 1.80 2.00 2.50 3.00 3.50 Head(feet) .40 0 80 1 00 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2 Coef. (English) 2.43 2.54 Inflow = 17.04 cfs @ Outflow = 2.35 cfs @ Primary = 2.35 cfs @ Secondary = 0.00 cfs @ Pond 2P: BASIN #2 12.15 hrs, Volume= 1.222 of 12.89 hrs, Volume= 0.710 af, 12.89 hrs, Volume= af 5.00 hrs, Volume= 0,710 0 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Atten= 86%, Lag= 44.3 min Starting Elev= 336.50' Storage= 11,805 cf Peak Elev= 339.43' Storage= 40,824 cf (291020 cf above starting storage) Plug -Flow detention time= 270.1 min calculated for 0.439 of (36% of inflow) 0 46210 HILAND ESTATES SUBDIVISION-R2 Prepared by Nace Engineering, P-C. Annlied M Storage and wetted areas determined by Prismatic sections Type II 24-hr 10-YEAR RainfallPa906' g Elevation Surf Inc.Store feet) Cum.Store (cubic -feet) (feet) (sQ ft) (cubic 0 0 334.00 335.00 0 4,760 2,380 2,380 8,083 3300 6,645 5,703 7,445 15,52700 337, 8,244 9,912 9,078 24,605 338.00 3 11,651 10,782 35,387 47,943 4.00 3410.00 13,42 12,557 14,403 62,346 341.00 15,344 17,922 13,306 75,652 341.80 Primary OutFlow (Free Discharge) �1=Orifice/Grate 2=Orifice/Grate Secondary OutFlow (Free Discharge) Weir t3=13road-Crested Rectangular # Routinq Invert 336.50' Outlet Devices 4.0" Vert. Orifice/Grate C= 0.600 1 Primary 2 Primary 339.00' 1.80, x 1.00' Vert. Orifice/Grate C= 0.600 ectangular Weir 3 Secondary 340AU l(feet)x8.0b0.40t 0.60 080 100d120 1.40 160 1.80 2.00 2.50 3.00 3.50 2.65 2 Head Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 HydroCAD RESULTS PRE& POST DEVELOPED CONDITIONS 50-YEAR DESIGN STORM 0 46210 HILAND ESTATES SUBDIVISION-R2 Type 11 24-hr 50-YEAR Rainfall=4.90" Prepared by Nace Engineering, P.C. Page 1 HydroCAD® 6.00 s/n 000768 © 1986-2001 Applied Microcomputer Systems 4/15/2005 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Type II 24-hr Rainfall=4.90" Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: DEVELOPED BOULDVARD Tc=3.3 min CN=91 Area=15,470 sf Runoff= 2.42 cfs 0.108 of Subcatchment 2S: DEVELOPED BLVD. TO INTERSECTION Tc=19.8 min CN=78 Area=338,260 sf Runoff= 22.66 cfs 1.562 of Subcatchment 3S: NORTH END Tc=21.3 min CN=78 Area=387,335 sf Runoff= 24.94 cfs 1.788 of Subcatchment E-1: EXISTING BOULEVARD AREA Tc=28.7 min CN=73 Area=15,470 sf Runoff= 0.69 cfs 0.059 of Subcatchment E-2: EXISTING BOULEVARD TO INTERSECTION Tc=23.6 min CN=65 Area=338,260 sf Runoff= 11.64 cfs 0.919 of Subcatchment E-3A: EXIST. NORTH END DRAINING NW Tc=21.3 min CN=65 Area=206,584 sf Runoff= 7.60 cfs 0.562 of Subcatchment E-313: EXIST NORTH END DRAINING SE Tc=21.3 min CN=65 Area=80,751 sf Runoff= 2.97 cfs 0.220 of Pond 1 P: BASIN #1 Peak Storage= 26,602 cf Inflow= 22.66 cfs 1.562 of Primary= 12.25 cfs 1.290 of Secondary= 0.00 cfs 0.000 of Outflow= 12.25 cfs 1.290 of Pond 213: BASIN #2 Peak Storage= 48,878 cf Inflow= 24.94 cfs 1.788 of Primary= 7.02 cfs 1.244 of Secondary= 0.00 cfs 0.000 of Outflow= 7.02 cfs 1.244 of Runoff Area = 31.729 ac Volume = 5.218 of Average Depth =1.97" 46210 HILAND ESTATES SUBDIVISION-R2 Type 11 24-hr 50-YEAR Rainfall=4.90" Prepared by Nace Engineering, P.C. Page 2 HydroCADO 6.00 s/n 000768 © 1986-2001 Applied Microcomputer Systems 4/15/2005 Subcatchment 1S: DEVELOPED BOULDVARD Runoff = 2.42 cfs @ 11.94 hrs, Volume= 0.108 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Rainfall=4.90" Area (sf) CN Description 10,650 98 PAVEMENT 4,820 74 >75% Grass cover, Good, HSG C 15,470 91 Weighted Average Tc Length Slope Velocity Capacity Description 0.3 12 0.0200 0.8 Sheet Flow, TO WING SWALE Smooth surfaces n= 0.011 P2= 2.40" 3.0 230 0.0100 1.3 0.05 Trap/Vee/Rect Channel Flow, WING SWALE TO CB Bot.W=0.00' D=0.50' Z= 0.0 & 0.3 7' n= 0.013 3.3 242 Total Subcatchment 2S: DEVELOPED BLVD. TO INTERSECTION Runoff = 22.66 cfs @ 12.13 hrs, Volume= 1.562 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type 11 24-hr Rainfall=4.90" Area (sf) CN 17,990 98 ROAD 19,975 98 ROOFS 14,240 98 DRIVEWAYS 3,995 98 PATIOS / WALKS 282,060 74 >75% Grass cover, Good, HSG C 338,260 78 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.5 100 0.0200 0.1 Sheet Flow, ACROSS GROUND Grass: Dense n= 0.240 P2= 2.40" 0.8 100 0.0200 2.1 Shallow Concentrated Flow, ACROSS LAWN TO STREET Grassed Waterway Kv= 15.0 fps 1.7 180 0.0200 1.8 0.07 Trap/Vee/Rest Channel Flow, WING SWALE TO CB Bot.W=0.00' D=0.50' Z= 0.0 & 0.3'/' n= 0.013 0.8 400 0.0200 8.3 6.55 Circular Channel (pipe), C13#8 TO C13#4 Diam= 12.0" Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.010 ik�:iL:i�i[.III 46210 HILAND ESTATES SUBDIVISION-R2 Type 11 24-hr 50-YEAR Rainfall=4.90" Prepared by Nace Engineering, P.C. Page 3 HydroCADO 6.00 s/n 000768 O 1986-2001 Applied Microcomputer Systems 4/15/2005 Subcatchment 3S: NORTH END Runoff = 24.94 cfs @ 12.14 hrs, Volume= 1.788 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Rainfall=4.90" Area (sf) CN Description 28,362 98 ROAD 16,450 98 ROOFS 16,020 98 DRIVEWAYS 2,820 98 PATIOS / WALKS 323,683 74 >75% Grass cover, Good, HSG C 387,335 78 Weighted Average Tc Length Slope Velocity Capacity Description 16.5 100 0.0200 0.1 Sheet Flow, ACROSS GROUND Grass: Dense n= 0.240 P2= 2.40" 0.8 100 0.0200 2.1 Shallow Concentrated Flow, ACROSS LAWN TO STREET Grassed Waterway Kv= 15.0 fps 2.3 250 0.0200 1.8 0.07 Trap/Vee/Rect Channel Flow, WING SWALE TO CB Bot.W=0.00' D=0.50' Z= 0.0 & 0.3 '/' n= 0.013 1.7 850 0.0200 8.3 6.55 Circular Channel (pipe), UPSTREAM CB TO POND Diam= 12.0" Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.010 21.3 1,300 Total Subcatchment E-1: EXISTING BOULEVARD AREA Runoff = 0.69 cfs @ 12.24 hrs, Volume= 0.059 of Runoff by SCS TR-2C method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Rainfall=4.90" Area (sf) CN Description 15,470 73 Brush, Good, HSG D Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 28.7 200 0.0200 0.1 Sheet Flow, ACROSS GROUND Grass: Dense n= 0.240 P2= 2.40" Subcatchment E-2: EXISTING BOULEVARD TO INTERSECTION Runoff = 11.64 cfs @ 12.19 hrs, Volume= 0.919 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type 11 24-hr Rainfall=4.90" 46210 HILAND ESTATES SUBDIVISION-112 Type Il 24-hr 50-YEAR Rainfall=4.90" Prepared by Nace Engineering, P.C. Page 4 HydroCADO 6.00 s/n 000768 O 1986-2001 Applied Microcomputer Systems 4/15/2005 Area (sf) CN Description 338,260 65 Brush, Good, HSG C Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) /sec) (cfs) 20.7 200 0.0450 0.2 Sheet Flow, ACROSS GROUND Grass: Dense n= 0.240 P2= 2.40" 2.9 450 0.0300 2.6 Shallow Concentrated Flow, ACROSS GROUND Grassed Waterwav Kv= 15.0 fps 23.6 650 Total Subcatchment E-3A: EXIST. NORTH END DRAINING NW Runoff = 7.60 cfs @ 12.16 hrs, Volume= 0.562 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Rainfall=4.90" Area (sf) CN Description 206,584 65 Brush, Good, HSG C Tc Length Slope Velocity Capacity Description 17.4 200 0.0700 0.2 Sheet Flow, ACROSS GROUND Grass: Dense n= 0.240 P2= 2.40" 3.9 350 0.0100 1.5 Shallow Concentrated Flow, ACROSS GROUND Grassed Waterwav Kv= 15.0 fps 21.3 550 Total Subcatchment E-313: EXIST NORTH END DRAINING SE Runoff = 2.97 cfs @ 12.16 hrs, Volume= 0.220 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Rainfall=4.90" Area (sf) CN 80,751 65 Tc Length Sli Brush, Good, HSG C Description 17.4 200 0.0700 0.2 Sheet Flow, ACROSS GROUND Grass: Dense n= 0.240 P2= 2.40" 3.9 350 0.0100 1.5 Shallow Concentrated Flow, ACROSS GROUND Grassed Waterwav Kv= 15.0 fps 21.3 550 Total 46210 HILAND ESTATES SUBDIVISION-R2 Type lI 24-hr 50-YEAR Rainfall=4.90" Prepared by Nace Engineering, P.C. Page 5 HydroCAD® 6.00 s/n 000768 © 1986-2001 Applied Microcomputer Systems 4/15/2005 Pond 1P: BASIN #1 Inflow = 22.66 cfs @ 12.13 hrs, Volume= 1.562 of Outflow = 12.25 cfs @ 12.32. hrs, Volume= 1.290 af, Atten= 46%, Lag= 11.8 min Primary = 12.25 cfs @ 12.32 hrs, Volume= 1.290 of Secondary = 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 Starting Elev= 343.30' Storage= 3,012 cf Peak Elev= 347.23' Storage= 26,602 cf (23,589 cf above starting storage) Plug -Flow detention time= 104.8 min calculated for 1.221 of (78% of inflow) Storage and wetted areas determined by Prismatic sections Elevation (feet) Surf.Area (sq-ft) Inc.Store (cubic -feet) Cum.Store (cubic -feet) 342.00 0 0 0 342.50 2,075 519 519 343.00 3,306 1,345 1,864 344.00 4,349 3,828 5,692 345.00 5,596 4,973 10,664 346.00 6,917 6,257 16,921 347.00 8,230 7,574 24,494 347.90 10,370 8,370 32,864 Primary OutFlow (Free Discharge) t1=Orifice/Grate 2=Orifice/Grate Secondary OutFlow (Free Discharge) 3=13road-Crested Rectangular Weir # Routino Invert Outlet Devices 1 Primary 343.30' 4.0" Vert. Orifice/Grate C= 0.600 2 Primary 345.80' 2.50' x 1.00' Vert. Orifice/Grate C= 0.600 3 Secondary 347.40' 15.0' long x 8.0' 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 Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2 Pond 2P: BASIN #2 Inflow = 24.94 cfs @ 12.14 hrs, Volume= 1.788 of Outflow = 7.02 cfs @ 12.54 hrs, Volume= 1.244 af, Atten= 72%, Lag= 23.8 min Primary = 7.02 cfs @ 12.54 hrs, Volume= 1.244 of Secondary = 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 Starting Elev= 336.50' Storage= 11,805 cf Peak Elev= 340.06' Storage= 48,878 cf (37,073 cf above starting storage) Plug -Flow detention time= 180.8 min calculated for 0.973 of (54% of inflow) 0 46210 HILAND ESTATES SUBDIVISION-R2 Type 11 24-hr 50-YEAR Rainfall=4.90" Prepared by Nace Engineering, P.C. Page 6 HydroCADO 6.00 s/n 000768 O 1986-2001 Applied Microcomputer Systems 4/15/2005 Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) sic-ft) (cubic -feet) (cubic -feet) 334.00 0 0 0 335.00 4,760 2,380 2,380 336.00 6,645 5,703 8,083 337.00 8,244 7,445 15,527 338.00 9,912 9,078 24,605 339.00 11,651 10,782 35,387 340.00 13,462 12,557 47,943 341.00 15,344 14,403 62,346 341.80 17,922 13,306 75,652 Primary OutFlow (Free Discharge) �1=Orifice/Grate 2=Orifice/Grate Secondary OutFlow (Free Discharge) 3=13road-Crested Rectangular Weir # Routina Invert Outlet Devices 1 Primary 336.50' 4.0" Vert. Orifice/Grate C= 0.600 2 Primary 339.00' 1.80' x 1.00' Vert. Orifice/Grate C= 0.600 3 Secondary 340.40' 20.0' long x 8.0' 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 Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2 f HydroCAD RESULTS PRE & POST DEVELOPED CONDITIONS 100-YEAR DESIGN STORM • 46210 HILAND ESTATES SUBDIVISION-R2 Prepared by Nace Engineering, P.C. Type 1124-hr 100 YEAR Rainfall=5.40" Page 1 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Type II 24-hr Rainfall=5.40" Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: DEVELOPED BOULDVARD Tc=3.3 min CN=91 Area=15,470 sf Runoff= 2.70 cfs 0.121 of Subcatchment 2S: DEVELOPED BLVD. TO INTERSECTION Tc=19.8 min CN=78 Area=338,260 sf Runoff= 26.41 cfs 1.821 of Subcatchment 3S: NORTH END Tc=21.3 min CN=78 Area=387,335 sf Runoff= 29.01 cfs 2.084 of Subcatchment E-1: EXISTING BOULEVARD AREA Tc=28.7 min CN=73 Area=15,470 sf Runoff= 0.81 cfs 0.070 of Subcatchment E-2: EXISTING BOULEVARD TO INTERSECTION Tc=23.6 min CN=65 Area=338,260 sf Runoff= 14.38 cfs 1.120 of Subcatchment E-3A: EXIST. NORTH END DRAINING NW Tc=21.3 min CN=65 Area=206,584 sf Runoff= 9.39 cfs 0.685 of Subcatchment E-313: EXIST NORTH END DRAINING SE Tc=21.3 min CN=65 Area=80,751 sf Runoff= 3.67 cfs 0.268 of Pond 1 P: BASIN #1 Peak Storage= 29,401 cf Inflow= 26.41 cfs 1.821 of Primary= 14.09 cfs 1.521 of Secondary= 1.69 cfs 0.017 of Outflow= 15.78 cfs 1.538 of Pond 2P: BASIN #2 Peak Storage= 53,598 cf Inflow= 29.01 cfs 2.084 of Primary= 8.88 cfs 1.530 of Secondary= 0.00 cfs 0.000 of Outflow= 8.88 cfs 1.530 of Runoff Area = 31.729 ac Volume = 6.170 of Average Depth = 2.33" 46210 HILAND ESTATES SUBDIVISION-R2 Type Il 24-hr 100 YEAR Rainfall=5.40" Prepared by Nace Engineering, P.C. Page 2 HydroCAD® 6.00 s/n 000768 © 1986-2001 Applied Microcomputer Systems 4/14/2005 Subcatchment 1S: DEVELOPED BOULDVARD Runoff = 2.70 cfs @ 11.93 hrs, Volume= 0.121 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Rainfall=5.40" Area (sf) CN Description 10,650 98 PAVEMENT 4,820 74 >75% Grass cover, Good, HSG C 15,470 91 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.3 12 0.0200 0.8 Sheet Flow, TO WING SWALE Smooth surfaces n= 0.011 P2= 2.40" 3.0 230 0.0100 1.3 0.05 Trap/Vee/Rest Channel Flow, WING SWALE TO CB Bot.W=0.00' D=0.50' Z= 0.0 & 0.3 7' n= 0.013 3.3 242 Total Subcatchment 2S: DEVELOPED BLVD. TO INTERSECTION Runoff = 26.41 cfs @ 12.12 hrs, Volume= 1.821 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Rainfall=5.40" Area (sf) CN Description 17,990 98 ROAD 19,975 98 ROOFS 14,240 98 DRIVEWAYS 3,995 98 PATIOS / WALKS 282,060 74 >75% Grass cover, Good, HSG C 338,260 78 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f /sec) (cfs) 16.5 100 0.0200 0.1 Sheet Flow, ACROSS GROUND Grass: Dense n= 0.240 P2= 2.40" 0.8 100 0.0200 2.1 Shallow Concentrated Flow, ACROSS LAWN TO STREET Grassed Waterway Kv= 15.0 fps 1.7 180 0.0200 1.8 0.07 Trap/Vee/Rest Channel Flow, WING SWALE TO CB Bot.W=0.00' D=0.50' Z= 0.0 & 0.3 7' n= 0.013 0.8 400 0.0200 8.3 6.55 Circular Channel (pipe), C113#8 TO CB#4 Diam= 12.0" Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.010 19.8 780 Total 46210 HILAND ESTATES SUBDIVISION-R2 Type 11 24-hr 100 YEAR Rainfall=5.40" Prepared by Nace Engineering, P.C. Page 3 HydroCADO 6.00 s/n 000768 © 1986-2001 Applied Microcomputer Systems 4/14/2005 Subcatchment 3S: NORTH END Runoff = 29.01 cfs @ 12.14 hrs, Volume= 2.084 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Rainfall=5.40" Area (sf) CN 28,362 98 ROAD 16,450 98 ROOFS 16,020 98 DRIVEWAYS 2,820 98 PATIOS / WALKS 323,683 74 >75% Grass cover, Good, HSG C 387,335 78 Weighted Average Tc Length Slope Velocity Capacity Description 16.5 100 0.0200 0.1 Sheet Flow, ACROSS GROUND Grass: Dense n= 0.240 P2= 2.40" 0.8 100 0.0200 2.1 Shallow Concentrated Flow, ACROSS LAWN TO STREET Grassed Waterway Kv= 15.0 fps 2.3 250 0.0200 1.8 0.07 Trap/Vee/Rest Channel Flow, WING SWALE TO CB Bot.W=0.00' 0=0.50' Z= 0.0 & 0.3 7' n= 0.013 1.7 850 0.0200 8.3 6.55 Circular Channel (pipe), UPSTREAM CB TO POND Diam= 12.0" Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.010 21.3 1,300 Total Subcatchment E-1: EXISTING BOULEVARD AREA Runoff = 0.81 cfs @ 12.23 hrs, Volume= 0.070 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Rainfall=5.40" Area (sf) CN Description 15,470 73 Brush, Good, HSG D Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 28.7 200 0.0200 0.1 Sheet Flow, ACROSS GROUND Grass: Dense n= 0.240 P2= 2.40" Subcatchment E-2: EXISTING BOULEVARD TO INTERSECTION Runoff = 14.38 cfs @ 12.18 hrs, Volume= 1.120 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type 11 24-hr Rainfall=5.40" 0 46210 HILAND ESTATES SUBDIVISION-R2 Type 1124-hr 100 YEAR Rainfall=5.40" Prepared by Nace Engineering, P.C. Page 4 HydroCAD® 6.00 s/n 000768 © 1986-2001 Applied Microcomputer Systems 4/14/2005 Area (sf) CN Description 338,260 65 Brush, Good, HSG C Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.7 200 0.0450 0.2 Sheet Flow, ACROSS GROUND Grass: Dense n= 0.240 P2= 2.40" 2.9 450 0,0300 2.6 Shallow Concentrated Flow, ACROSS GROUND Grassed Waterwav Kv= 15.0 fps 23.6 650 Total Subcatchment E-3A: EXIST. NORTH END DRAINING NW Runoff = 9.39 cfs @ 12.15 hrs, Volume= 0.685 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Rainfall=5.40" Area (sf) CN Description 206,584 65 Brush, Good, HSG C Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.4 200 0.0700 0.2 Sheet Flow, ACROSS GROUND Grass: Dense n= 0.240 P2= 2.40" 3.9 350 0.0100 1.5 Shallow Concentrated Flow, ACROSS GROUND Grassed Watenaav Kv= 15.0 fps 21.3 550 Total Subcatchment E-313: EXIST NORTH END DRAINING SE Runoff = 3.67 cfs @ 12.15 hrs, Volume= 0.268 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Rainfall=5.40" Area (sf) CN Description 80,751 65 Brush, Good, HSG C Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.4 200 0.0700 0.2 Sheet Flow, ACROSS GROUND Grass: Dense n= 0.240 P2= 2.40" 3.9 350 0.0100 1.5 Shallow Concentrated Flow, ACROSS GROUND Grassed Watenwav Kv= 15.0 fps 21.3 550 Total • 0 46210 HILAND ESTATES SUBDIVISION-R2 Type 1124-hr 100 YEAR Rainfall=5.40" Prepared by Nace Engineering, P.C. Page 5 HydroCADO 6.00 s/n 000768 O 1986-2001 Applied Microcomputer Systems 4/14/2005 Pond 1P: BASIN #1 Inflow = 26.41 cfs @ 12.12 hrs, Volume= 1.821 of Outflow = 15.78 cfs @ 12.30 hrs, Volume= 1.538 af, Atten= 40%, Lag= 10.8 min Primary = 14.09 cfs @ 12.30 hrs, Volume= 1.521 of Secondary = 1.69 cfs @ 12.30 hrs, Volume= 0.017 of Routing by Sor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Starting Elev= 343.30' Storage= 3,0'12 cf Peak Elev= 347.53' Storage= 29,401 cf (26,388 cf above starting storage) Plug -Flow detention time= 93.8 min calculated for 1.464 of (80% of inflow) Storage and wetted areas determined by Prismatic sections Elevation (feet) Surf.Area (sq-ft) Inc.Store (cubic -feet) Cum.Store (cubic -feet) 342.00 0 0 0 342.50 2,075 519 519 343.00 3,306 1,345 1,864 344.00 4,349 3,828 5,692 345.00 5,596 4,973 10,664 346.00 6,917 6,257 16,921 347.00 8,230 7,574 24,494 347.90 10,370 8,370 32,864 Primary OutFlow (Free Discharge) �1=Orifice/Grate 2=Orifice/Grate tecondary OutFlow (Free Discharge) =Broad -Crested Rectangular Weir # Routina Invert Outlet Devices 1 Primary 343.30' 4.0" Vert. Orifice/Grate C= 0.600 2 Primary 345.80' 2.50' x 1.00' Vert. Orifice/Grate C= 0.600 3 Secondary 347.40' 15.0' long x 8.0' 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 Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2 Pond 2P: BASIN #2 Inflow = 29.01 cfs @ 12.14 hrs, Volume= 2.084 of Outflow = 8.88 cfs @ 12.51 hrs, Volume= 1.530 af, Atten= 69%, Lag= 21.9 min Primary = 8.88 cfs @ 12.51 hrs, Volume= 1.530 of Secondary = 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 Starting Elev= 336.50' Storage= 11,805 cf Peak Elev= 340.39' Storage= 53,598 cf (41,793 cf above starting storage) Plug -Flow detention time= 161.3 min calculated for 1.259 of (60% of inflow) • 46210 HILAND ESTATES SUBDIVISION-R2 Prepared by Nace Engineering, P.C. Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 334.00 0 0 0 335.00 4,760 2,380 2,380 336.00 6,645 5,703 8,083 337.00 8,244 7,445 15,527 338.00 9,912 9,078 24,605 339.00 11,651 10,782 35,387 340.00 13,462 12,557 47,943 341.00 15,344 14,403 62,346 341.80 17,922 13,306 75,652 Primary OutFlow (Free Discharge) �1=Orifice/Grate 2=Orifice/Grate Secondary OutFlow (Free Discharge) 3=Broad-Crested Rectangular Weir # Routino Invert Outlet Devices Type 11 24-hr 100 YEAR Rainfall=5.40" Page 6 1 Primary 336.50' 4.0" Vert. Orifice/Grate C= 0.600 2 Primary 339.00' 1.80' x 1.00' Vert. Orifice/Grate C= 0.600 3 Secondary 340.40' 20.0' long x 8.0' 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 Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2 03/02/2004 Subdivision Application — Final Final Stage The subdivision process consists of three phases or presentations to the Planning Board, Sketch Plan, Preliminary Stage and Final Stage. The application provides information that is required for each stage. The following is a brief description of each stage: Sketch Plan: This stage provides the applicant an opportunity to present a concept plan of the subdivision to determine requirements of SEQRA, NYSDOH, NYSDEC and other state agencies, requirements of local county and town agencies, clustering per Article IX and the proposed layout with regard to goals and objectives of the Town Master Plan and other Articles of these regulations. Preliminary Stage: This stage is the first step following sketch plan to ensure that the subdivision meets all requirements of the Zoning Ordinance, Article VIII, Design Standards, to receive public comments, to ensure the proposed subdivision addresses all issues raised during sketch plan, and finally to initiate formal review of the proposed subdivision. Final Stage: This is the second step of the two step review process to ensure the proposed subdivision meets all state and local regulations related to provision of public services, to ensure all issues raised during preliminary have been addressed, to receive additional public comment if necessary and to facilitate the orderly approval of phases of the proposed subdivision. This application was designed to solicit the information necessary for the applicant to comply with the Town of Queensbury Subdivision regulations. A Pre -Application meeting with the Planning Stafl' is required. Staff members are available by appointment during the hours of 8:00 a.m. to 4:30 p.m. Town of Oueensbury Planning Staff Chris Round Director of Community Development Marilyn Ryba Senior Planner Craig Brown Zoning Administrator, Code Compliance / Zoning Board Bruce Frank Code Compliance Officer George Ililton Planner/GIS Specialist Submission Requirements: Please submit fifteen copies, one (1) original and fourteen (14) copies of the completed application, one ( I ) copy of deed, and the appropriate fee to the Planning Office by the specified date (see Meeting Date Information). Town of Queensbury Planning Office 742 Bay Road, Queensbury, NY 12804 Phone: (518)761-8220 Fax: (518)745-4437 l mail: pllanning(a-queensbui .nct www.queensbury.net 03/02/2004 Subdivision — Final Stage General Information Application No. (OliiceUseonl)) Pre -Application Mtn*. Date: (oflice Use Only) Application Sta:Fe Submitted (Check Onc): (Io be detemiincd al Pre -Application Mecting) Sketch Plan Stage Preliminary Stage Final Stage Indicate the following: Number of lots proposed Residential - R or Commercial - C Lot acreage Proiect Location: Tax May No.: Zone Classification: Lot size: X _. 21 _R 0.69 TO 15.2 ACRES NORTH SIDE OF HAVILAND ROAD 290.13-1-1.1 PUD 65.95 ACRES Detailed Description of Project (include current and proposed use): CURRENTLY VACANT - PROPOSE 20 NEW SINGLE FAMILY HOUSE LOTS Applicant: Address: Home Phone: Work Phone / Fax: Applicant's Agent: Address: Home Phone: Work Phone / Fax: RICHARD P. SCHERMERHORN • BAY ROAD- 518-798-0674 51 •• Nace Eng. / VanDusen & Steves / Jon 169 KMand.Road / 1. Washinaton St _ -aueenabury. NY !-Glens Falls. NY—._ E18_-45-4400 / 518-792-2117 518-792-8511 1518-792-3309 Property Owner: MICHAEL TATKO, JR Address: P.O. BOX 466 Work Phone/ Fax: FORT ANK NY 12927 B02--64 9990 Directions to Site. NORTH ON MEADOWBROOK ROAD TO HAVILAND_ROA_D. SITE IS DIRECTLY ACROSS -INTERSECTION _____ E Final Stage § A183-11 Final Stage Review — Plat Details and Requirements A. Final plat. The applicant shall submit fifteen (15) copies, one original and fourteen copies, of the final plat application. The final plat shall be laid out by a licensed professional engineer with a properly executed New York State Education Department Exemption M or a licensed land surveyor. Such final plat shall be prepared at a scale of one (1) inch equals f i fly (50) feet zero (0) inches, clearly showing: Check each box to indicate information has been provided 0 The hearing and length of all straight lines and the radii, lengths and central antles of all curves along all property and street lines. 8 The area of each lot in square feet or in acres, if such lot is larger than one (1) acre. 8 The connection by proper measurement between street center lines where such streets are not straight across an intersecting street, both within the subdivision and where opposite existing streets or subdivision. 0 A system of monuments to be located at all comers of intersections and angle points. Proposed block and lot numbers as approved by the Town Assessor. 0 The building setback line for each lot. 0 Fire and school district boundaries within the subdivision area. 0 Existing zoning, with the location of any district boundaries within two hundred (200) feet of the property to be subdivided. 0 The boundaries of the property, the lines of proposed lots, streets and parks, and the lines of Lill adjoining streets, their names and exact survey locations. 0 The names of all subdivisions immediately adjacent and opposite, or, if not subdivided, the names of the owners of record of adjacent and opposite property. 0 A statement that the plan is in compliance with the Zoning Ordinance of the Town of Qucensbury. A statement reading as follows: " Approved under authority of a resolution adopted by the Planning Board of the Town of Queensbury, New York. Chairman." 0 A title block, showing the name of the subdivision, the owner, the scale, the date and North point. 0 A certificate of the licensed engineer and/or land surveyor making such plan to the effect that the plan is con-ect and made from an actual survey, the license number and seal of the engineer and land surveyor shall be affixed to the drawing. Ll • B. Endorsement of state and county agencies. Final Stage 8 Evidence shall be supplied that any proposed water supply and sewage disposal facilities associated with the subdivision plat requiring approval by the Department of Environmental Conservation and/or New York State Department of Heath have received at least preliminary approval(s) of such facilities and that any special district extensions required have been authorized by the Queensbury Town Board. Any proposed water supply and sewage disposal facility shall meet the Town of Queensbury design and construction standards for such facility. The plat shall not be stamped approved until all state- and or county -required approvals for each lot of the subdivision have been receiving in writing by the Planning Board. C. Other plans and reports. Other plans and reports shall be submitted as follows: 0 A drainage report demonstrating proper sizing of drainage swales, culverts, pipes and inlets. 0 A planting plan illustrating species and location of proposed tree planting. A tree clearing plan illustrating areas and methods of protection of existing trees to remain. An erosion control plan illustrating methods and location of erosion control devices and schedule of maintenance of such devices and other actions to reduce erosion. Construction plans showing grading and other site improvements and details of those site improvements. D. Homeowners' association or condominium agreements. 8 If the subdivision is to be managed by a homeowners' association or condominium, copies of their regulations and agreements, indicating any restrictions required by the Planning Board, shall be submitted. If the subdivision is to be sold fee simple, copies of deeds indicating any restrictions required by the Planning Board shall be submitted. E. Streets, recreation land or open space. ZI The plat shall be endorsed with the necessary agreements in connection with required easements or releases. Offers of dedication to the town shall be presented prior to plat approval. Formal offers of dedication to the town of all streets and parks, not marked on the plat with notation to the effect that such dedication will not be offered, shall be filed with the Planning Board prior to plat approval. If the owner of the land or his agent who tiles the plat does not add as part of the plat a notation to the effect that no offer of dedication of such streets, highways or parks, or any of them, is made to the public, the filing of the plat in the office of the County Clerk or register shall constitute a continuing offer of dedication of the streets, highways or parks, or any of them, to the public, and said offer of dedication may be accepted by the Town Board at any time prior to revocation of said offer by the owner of the land or his agent. 0 Final Stage ❑ The approval by the Planning Board of a subdivision plat shall not be deemed to constitute or imply the acceptance by the town of any street, park, playground or other open space shown on said plat. The Planning Board may require said plat to be endorsed with appropriate notes to this effect. If the Town Board determines that a suitable park or parks of adequate size cannot be properly located in any such plat or is otherwise not practical, the Board may require, as a condition to approval of any such plat, a payment to the town of a sum to be determined by the town, which sum shall constitute a trust fund to be used by the Town Board exclusively for neighborhood park, playground or recreation purposes, including the acquisition of property. The Planning Board may require the filing of a written agreement between the applicant and the Town Board covering future title, dedication and provision for the cost of grading, development, equipment and maintenance of any park or playground area. Fees. ❑ The application for final plat approval shall be accompanied by a fee listed on the correct schedule for fees for the Town of Queensbury posted in the Planning Office. The fee is $100 plus $50 per lot. ❑ In addition to the fee listed on the schedule of fees, the Planning Board may charge a fee to developers of projects requiring legal and technical review, provided that the fee charged reflects the actual cost of the legal and technical assistance to the Planning Board. ❑ A Recreation Fee of $500 per lot / dwelling unit is required to be paid at the time a building permit application is submitted. Date: Signature (Person responsible for providing information)