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HomeMy WebLinkAbout2003-04-08 Stormwater Report 3-21-2003 DRAINAGE CALCULATIONS Portion of Map Lot 1-8 STORMWA TER MANAGEMENT Airport Dnive & Sutton Street North Andover, Massachusetts P FOR: IV IED Lighthouse Realty Trust #� 109 Blue Ridge Road NorthAndover, A 1VER December 4, 2 02 Revised: arc , 2003 -- MHF Design Consultants, Inc. ENGINEERS ® PLANNERS ® SURVEYORS 103 Stiles Road - Suite One ® Salem, NH 03079 TEL (603) 393-0720 FAX (603) 393-0733 Project # 138802 TABLE OF CONTENTS: I Project Description: Existing Conditions Proposed Work II Drainage System Design III Drainage Summary IV Stormwater Management: DEP -Appendix C Recharge Calculations TSS Removal Calculations Operation&Maintenance Plan V Grate &Pipe Capacities VI Soil Test Pit Logs VII Drainage Calculations -Hydrocad Printouts Predevelopment 1, 2, 10 & 100-year Storm Events Postdevelopment 1, 2, 10 & 100-year Storm Events VIII Maps: USGS Locus Map SCS Soils Map F.I.R.M. Pre&Post-development Drainage Maps A NIET Design l`211.i0 3 °,age I: PROJECT DESCRIPTION EXISTING CONDITIONS Location: The property under consideration is a portion of the Lawrence Airport property, located on the northerly side of Sutton Street, at the intersection with the Airport Entrance Drive. Topography: The topography of the site consists of very flat slopes from west to east. This office surveyed the topography by an instrument survey. See attached plan for details. Vegetation: The vegetation consists of mixed deciduous and evergreen second-growth small trees and brush covering the majority of the site. Flood Plain and Wetlands: The site was inspected for wetlands by Epsilon Associates and no resource areas were found. Two areas previously delineated as wetland have been analyzed to confirm they are not wetlands or I.L.S.F.s. No rare species or habitat areas are known to be onsite. And no portion of the site is within a 100-year Flood Plain, per F.I.R.M. A separate Request for Determination of Applicability has been filed for this project with DEP and the North Andover Conservation Commission. Drainage/Soils: The drainage pattern consists of flows in two directions from the center of the proposed lease lot area: from south to north into the existing airport drainage system, and north to south into the existing drainage system in Sutton Street. There are no existing drainage facilities on site (within lease area). The on-site soils consist of Paxton series, described by SCS as follows: Paxton series �SCS Classification "C") consists of gently sloping to very steep, deep (5 feet), well-drained soils on drumlins. They formed in compact glacial till. Paxton soils have friable fine sandy loam surface soil and subsoil with moderate permeability over a firm or very firm fine sandy loam substratum(hardpan) at 15 to 38 inches which has slow or very slow permeability. Paxton soils have a very stony or extremely stony surface, except where stones have been removed, and have stones below the surface. Major limitations are related to slow permeability in the substratum, slope and stoniness. age(".hHz 'Si li i/W 1/03 tf- .� � Lk-1 31 .(GC. �, ? PROPOSED WORK Generally,the project proposes the construction of a multi-unit office building, drainage facilities and necessary grading. The project would be accessed by way of an existing roadway entrance from Sutton Street. Topography/Grading: The proposed topography of the site would remain as close to existing grades as possible. The proposed building would be a slab-on-grade type building, set such that footings would be above groundwater. Slopes would be no steeper than 3:1. All open detention basins and infiltration systems would be built such that the bottom would be above estimated high groundwater elevation in the area. See attached plan for details. Drainage: The proposed drainage systems are to be combinations of open and closed systems, which would provide stormwater treatment for both quality and quantity of runoff. Specifically, catch basins would collect and pipe runoff to a detention basin, which would control flow rates and discharge to the existing drainage system in Clark Street. As shown in the attached calculations, the drainage design would control runoff rates prior to entering the system. And in the event of catastrophic storm events, an overflow weir would direct flows safely away. See the attached Drainage Calculations and maps for further details. Environmental Impacts: Because there are no resource areas as defined in the Wetland Protection Act within 100 feet of the proposed work, the project is not subject to D.E.P.'s Stormwater Management Policy. (A"Request for Determination of Applicability"was filed with the North Andover Conservation Commission, and a negative finding recorded.) A portion of the site is within.the Town of North Andover Watershed Protection District ("General Zone"). Therefore, as shown herein, drainage and runoff characteristics would be controlled approximately to the standards in D.E.P.'s Stormwater Management Policy and local regulations, providing the maximum possible protection of groundwater resources, and preventing possible damage to abutting property or natural features in the area. The drainage systems were designed to accommodate severe storms (100-year). In order to safeguard against oil or gas introduction into the drainage systems, stormwater runoff from parking areas and driveways would be collected into catch basins with oil hoods and deep sumps (see Site Plan Details). Such pretreatment of stormwater reduces both suspended solids and oils in the drainage system and is recommended by DEP's Stormwater Management Handbook. _ /fll) � ��e tr � hME- 3� ASK : I Design. Another safeguard against future intrusion of contaminants into the groundwater is the implementation of an Operation & Maintenance Plan, which would assure proper function of drainage components and reduce TSS entering the system. Further safeguards are proposed on the Site Plan to prevent erosion include a line of silt fencing and hay bales during construction. If all the proposed erosion control devises and procedures are adhered to, then there should be minimal or no damage to neighboring properties from work on this site. A AHM' Dcc;?'uil. II: DRAINAGE SYSTEM DESIGN: References: 1. SCS - TR55 (Second Ed, 1986) - for runoff curve numbers. 2. SCS -Rainfall Distribution Maps. 3. SCS Soils Maps- Essex County. 4. DEP—Stormwater Management Handbook The drainage system was designed utilizing both open and closed systems to achieve reduced rates of runoff at the point of analysis and would maintain a similar drainage pattern to the existing courses. The methodology is SCS TR-20, Type III rainfalls (1, 2, 10 & 100 year events). This is consistent with the requirements of the Town of North Andover and DEP's Stormwater Management guidelines. All pertinent calculations represented in the following pages were developed utilizing Hydrocad Stormwater modeling software. Because the site drainage ultimately discharges at two points—the existing pipe system in Clark Street, and the Airport drainage system—these are the points of comparison for pre vs. post- development runoff rates. Analysis of the pipe and catch basin grate capacities are included below. All pipes used on the project are to be High Density Polyethylene (HDPE), dual-wall(corrugated exterior, smooth interior)pipe. Pipe capacities and velocities are included in two places: in the Hydrocad printouts (as part of the data for each"reach" in Hydrocad terminology) and also in a summary chart. The grate capacity is for a standard Neenah grate (model 3570), whose open space and capacity specifications are per the manufacturer. For the calculations herein, SCS soil descriptions were utilized. The on-site soils consist of Paxton series, described by SCS as follows (see SCS Map): Paxton series (SCS Classification"C") consists of gently sloping to very steep, deep (5+ feet), well-drained soils on drumlins. They formed in compact glacial till. Paxton soils have friable fine sandy loam surface soil and subsoil with moderate permeability over a firm or very firm fine sandy loam substratum (hardpan) at 15 to 38 inches which has slow or very slow permeability. Paxton soils have a very stony or extremely stony surface, except where stones have been removed, and have stones below the surface. Major limitations are related to slow permeability in the substratum, slope and stoniness. On site soil tests were also performed by a certified soil evaluator(Andrew Szava-Kovats— certified in June, 1999)verified the SCS soil hydrologic character, determined depth to groundwater, and determined soil suitability for groundwater recharge/infiltration. Test pit logs are included herein. Test Pit locations are depicted on the Site Plan(Grading/Utilities sheet). ASK.tc,.',11/41.t. Dc:i3vn. .t/21 0J 1.'8�-DR I fiGE-R. P1,�`.T'.e1.Gc t The site contains no resource areas subject to the Wetlands Protection Act. Therefore,the drainage system is not required to accomplish all the goals of D.E.P.'s Stormwater Management Policy. However, we accommodate many of the Stormwater Management Policy standards with the design presented, as follows: Stormwater Quality Controls: 1. Street Sweeping -to capture sediment prior to entering the drainage system. This would be done on a scheduled basis. TSS Removal Rate= 10% (discretionary,per Con. Com.) 2. Catch Basins with Oil Hoods and Deep Sumps to capture, treat and redirect stormwater toward the proposed detention basins. TSS Removal Rate=25% 3. Detention Basin (qualifying as Sediment Trap)—would treat stormwater prior to entering Stormceptor unit. TSS Removal Rate=25% +/- 4. Infiltration Trenches—which would recharge Stormwater runoff from individual buildings. TSS removal rate = 80%. Groundwater Recharge Provided: 1. Infiltration Trenches (rooftop systems) - leaching structures to provide direct recharge of all stormwater from rooftops. See calculations herein for storage capacity and recharge rates. Stormwater Quantity Controls: The Detention Basins were designed such that they would control discharges through outlet pipes for the 1, 2, 10 & 100-year events at lower than predevelopment rates to the existing systems, and provide emergency overflow through weirs in the event of catastrophic storms (e.g. >100 year). There are two types of basins to be utilized on this site: one underground system of HDPE pipes and one open basin. The overall system thereby achieves the following: • Control of runoff rates to abutting properties to below predevelopment rates. • Water quality maintenance—TSS removal from stormwater of more than 50%. • Groundwater Recharge—through leaching trenches. • Storm damage prevention—by reduced runoff rates and controlled flow paths. The points of analysis are the existing systems in Clark Street and the Airport drainage system. ,SK,Ct,.TVIi I_F'Desi-n --1)I;');; r -,3�-DRAII° AGE-RE POP T.doc, _ge, III: DRAINAGE S Y (All values shown are peak rates in CFS) Point of Analysis Storm Predevelopment Rate Postdevelopment`Rate (CFS) (CES Clark St. 1 year, 0.99 0.88 2 yea 1.14 0.92 1Q year 2.33 1 82 00- ear 4.09 3,98 Point of Analysis Storm Predevelopment Rate Postdevelopment.Rate (CFS) CAS Airport 1 year 0.99 0 99 2-year 1.15 10 year 2.40 2 16 1Q0- ear 4.29 M1 rV /1; �'Fj PP nc �f +/��'. %l'; i3 -�d fS.`%[�Jr_�.5� ' F Clv ''�3.qc r S£Y 6 _ cF L. 1J`c S�Lr.FFi-E IV: Stormwater Management: Water Quality Calculations Note: All calculations are based on the area of proposed construction activities. Additional improvements to the existing site development are indicated on the Site Plan. Standard # 3: Groundwater Recharge Proposed recharge systems: Infiltration Trenches. Total Impervious Area: 93,541 sf Impervious Area to be recharged: 20,933 sf(roofl Total Volume required to be recharged: Soil Group C (100%) =93,541 sf x 0.10" = 780 of Total required volume = 780 cf Storage Volume in Trenches= 1,463 c.f. (> 750 cf, ok) Recharge Rate= 0.57 cfs (see calculations below) Time to recharge 780 cf=23 min. Infiltration System Recharge Rate & Storage Calculations �;zy r�� t\ z,i�°tA,IYJ��,CFl> `�LEIY�!.��tr...�. ��/i•Ciy,. } ^t`IDE�J.�I�:t,...� � yLk'I- z 'iU'�� L,r' >Z<�a�z�.�'..+. - ^z zl, .-2 ,s ..,, t ,�-�{,v gay, err' ''��s{�, t� +y':°� a ruy �}r tv�'yt � z•� zr1 t t .. 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INFILTR. RATE: �Mr : = SEC/IN = 0.000283 VOID RATIO: 0.4 ASK c. �`t f�,. Design .�i i.��. ? 1.7<y7�-�. E'..'��'.i�`Uh-E-R �4.RT' l ''C'. Page 9 Standard # 4: TSS Removal Stormwater volume required to be treated for quality= 0.5" x 93,541 sf= 3,898 c.f. Volume stored/treated in BMPs = 1,463 c.f. (Infiltration Trenches) + 1,231 c.f. (Underground Detention Basing 1-year Storm) +2,547 c.f (Open Detention Basin g 1-year Storm) = 5,241 Total Volume Treated(first flush, 1-year event) Explanation of systems: Parking and Roadway areas would be treated by Catch Basins with deep sumps and oil hoods, then Sediment Trap (Basin) before final discharge. 2/3 of rooftop runoff would be routed into infiltration trenches for treatment/recharge. Drainage Area BP TSS Removal Rate Driveways/Parking Sweeping 10% Driveways/Parking Catch Basin w/sump/hood 25% Driveways/Parking Sediment Trap (Open Basin) 25% Driveways/Parking Stormceptor 70% 2/3 of Roof Infiltration Trenches 80% Calculations: TSS Removal System 1: Driveway/Parking Areas to Detention Basin: Average Annual Load: 1.00 x Street Sweeping removal rate (0.10) = 0.10 Load Remaining = 1.00 - 0.10 =0.90 Remaining Load: 0.90 x Catch Basin removal rate (0.25) =0.23 Load Remaining = 0.90—0.23 = 0.67 Remaining Load: 0.67 x Sediment Trap removal rate(0.25) = 0.17 Load Remaining =0.67—0.17 = 0.50 Remaining Load: 0.50 x Stormceptor removal rate (0.70) =0.35 Load Remaining =0.50—0.35 =0.15 TSS Removal Rate=85% /r 3 t s'-Dt._AN J- GE-RIEP:�jR doc.. P ap�F I(} System 2: 2/3 of Roof Drains to Infiltration Trenches Average Annual Load: 1.00 x x Infiltration Trench removal rate (0.80) = 0.80 Load Remaining = 1.00-0.80 =0.20 TSS Removal Rate=80% System 3: Driveway/Parldng/Roof Areas to Underground Detention Basin: Average Annual Load: 1.00 x Street Sweeping removal rate(0.10) =0.10 Load Remaining = 1.00 - 0.10 = 0.90 Remaining Load: 0.90 x Catch Basin removal rate (0.25) =0.23 Load Remaining =0.90-0.23 =0.67 TSS Removal Rate=33% TOTAL PROJECT TSS REMOVAL Area TSS Removal % of Lot * Weighted % of Total Weighted System Rate Rate Lot Area * Rate Outside "General Zone" Driveway/Parking 1 0.33 0.60 0.20 0.18 0.06 Roof 2 0.33 0.33 0.11 0.10 0.01 Undeveloped N/A 0.00 0.07 0.00 0.02 0.00 Total outside Total=0.31 Zone= 1.00 (31%) Inside "General Zone" Driveway/Parking 3 0.85 0.70 0.60 0.49 0.29 Roof 2 0.80 0.27 0.22 0.19 0.15 Undeveloped N/A 0.00 0.03 0.00 0.02 0.00 Total in Zone Total=0.82 Total= 1.00 Total= 0.51 = 1.00 (82%) (51%) *Note:percentages were computed based on the total area within specific zone(eg. in or out of"General Zone") Operation/maintenance plan Construction Phase The BMPs associated with this project will be owned by Lighthouse Realty, who will be responsible for inspection, operation and maintenance. 1) The contractor is to install and maintain drainage facilities as shown on plan(138802, by MHF Design Consultants, Inc., dated September, 2002). 2) Prior to construction, all erosion/silt control devices shown on above plan are to be installed. To prevent silt intrusion into surrounding areas during construction,the contractor is to set silt fencing at all slopes that may erode in the direction of any open drainage facilities or abutting property. Such preventive measures are to be maintained throughout the construction process. 3) All construction of drainage facilities is to be inspected by inspectors from the Town of North Andover and M14F Design Consultants, Inc. to verify conformance to the design plan. 4) The sequence of drainage construction shall be as follows: a) Clear, grub, excavate areas for infiltration and detention systems. b) Install infiltration and detention systems. c) Trench and install pipes, catch basins, and manholes. d) Install inlet protection on existing catch basins in roadway. 4) Erosion controls are to be inspected and maintained on a daily basis. Upon discovery of silt build-up in any catch basin sumps, infiltration trenches or any other structures they are to be cleaned. 5) All exposed soils shall be immediately stabilized with a layer of mulch hay. 6) Upon installation of catch basins, inlet protection- as described on aforementioned plan- shall be installed and maintained until ready for paving. 7) Prior to construction of impervious areas, all drainage structures and pipes shall be installed and inspected for proper function. During construction of other site features, all drainage facilities shall be inspected on a daily basis and cleaned/repaired immediately upon discovery of sediment build-up or damage. 8) After paving is installed, it shall be swept clean on a monthly basis. Post-Development Phase The owner is to be responsible for maintenance of all drainage structures in the project - including roof drains, drain pipes and detention systems. The future owner is expected to be Lighthouse Realty, who will be ultimately responsible for compliance with Plan. Regular maintenance is to include the following: 1) Inspection of all drainage facilities (catch basins, detention basin, Stormceptor) every three months. During these inspections the inspector as designated by Lighthouse Realty shall look for evidence of the following: structural damage, silt accumulation(near inlet inverts on catch basins), and improper function. 2)After inspection, if any of the above conditions exist,the inspector shall notify Lighthouse Realty, who shall immediately arrange for all necessary repairs and sediment removal. 3) Parking areas are to be swept clean every three months spring through fall and otherwise as needed(ie. visually noticeable debris build-up). 4) All graded slopes shall be inspected every spring for erosion. Upon discovery of any failure(ie. erosion) loam and seed shall be put in place and nurtured. 5) During the winter months, all snow is to be stored such that snow melt is controlled within the paved area and enters the stormwater treatment systems. AS K,t i 1H F tl°Mrf�Pl. >;2`s./03 13),g-DPI—AL"i`d GEC= .-PEPOR.T.drC: Rage e= Pipe Capacity Check: (10-Year Storm) Pipe Location Size Type Slope Capacity Design Flow(Ok?) CB-1 to U.G.Det. 12" HDPE 0.005 2.67 CFS 1.09 CFS 0 CB-2 to U.G.Det. 12" HDPE 0.010 3.86 CFS 0.31 CFS 0 CB-3 to U.G.Det. 12" HDPE 0.010 3.86 CFS 0.95 CFS 0 CB-4 to Det. Basin 12" HDPE 0.005 2.73 CFS 1.34 CFS 0 CB-5 to DMH-2 12" HDPE 0.005 2.73 CFS 1.45 CFS 0 CB-6 to DMH-2 12" HDPE 0.010 3.86 CFS 1.17 CFS 0 CB-7 to Det. Basin 12" HDPE 0.010 3.86 CFS 0.87 CFS 0 DMH-1 to CB-B 12" HDPE 0.002 2.73 CFS 0.72 CFS (�) DMH-2 to Det. Basin 12" HDPE 0.005 2.73 CFS 2.44 CFS (�) U.G. Det. to DMH-1 12" HDPE 0.005 2.52 CFS 1.32 CFS (�) DMH-3 to DMH-4 12" HDPE 0.051 8.73 CFS 1.73 CFS 0 DMH-4 to DMH-5 12" RCP 0.027 6.34 CFS 1.73 CFS 0 DMH-1 to DMH-6 15" RCP 0.005 4.57 CFS 2.06 CFS (�) ASK fN/IHF Design n 31 2 i 111..ij t t'iii-;�1�1-$.�r',1'i.�"�-�';i f'e.$E'.,C.C?f`iC: Po`.., , 10 9 8 Discharge vs Depth On Grate 7 6 194 5 80 70 10 60 9 8 a 4 s0 7 � u 6 4 AO L Z 5r aLL'. 3 30 a 4 �. 0 I U- uj 20 = 34 v� C7 I l � � Discharge for Grate 2 ce. Model R 3570 y 10 "< (2.4 sf.Open.) 0 0 W 0.5'sump=S cfs a.. Cry Q ® u, Cz 8w `K 5 CC .7 Q Discharge for grate r .6 ModelIZ-3570 4 w 1 (2.4 sf.Open) • '5 ra 03' surnp=6.2 cfs 3 = d ,9 u B 2 .3 .7 .6 1 6 1991 Nmmh Kan+d+4 Co-ww Grate Capacity (@ S»P) ASK cet.JVIITF Design 9 I i/02 I39F,-DRAINAGE,-RI POR'€'.doc: Page i CAT. NO. - R-3570 DE SCRIPTION — TYPE A COP cDaI . CODE — 3570-0002 0 C� FLOW HH—HE 1---- 21- 60 .K>, vs. S� I 50 I 40 i iW' 30 gg I 20 II V 10 0 .01 02 .03 .04 .05 .06 ST ST = TRANSVERSE GUTTER SLOPE SL = LONGITUDINAL GUTTER SLOPE K - GRATE INLET COEFFICIENT GRATE CAPACITY: Gutter Flow(source: Neenah) ASK i t,1~✓Ia-IF Design 9/11./02 1389-DRAINAGE-REPORT.doc. Page 16 ,tea SLOPE (feet per f00Q yo. o yc� 9 0 0 0 a N iy \FOR � P pp P P®=OISCHARGR d/0 SCALE (efe) o 8 0 �" $ a d $ �\ s 0 DISCHARGE FOR LQW�R d/D SCALE(cfe) CD PIVOT LINE C7 p hC \ em `a. d/D RATIO d/D RATIO� O OOO P, ppQpO 0w 00 O® 0 O .1 O0 O \ P7 Epp O N v �D=DIAM�1ETER, N N N CPEP(SMOOTH INTERIOR) p i* N dl O A o� Iv Of p P OD N 01 1 m to N (n=0.012) W iz "C1 P.p pW N N O A 67 Gf W N CMP (n=0.024) �J V Soil Test Pit Logs: L;<<-.NIFIF scsisi 3l1 1!('t _>`r_;o-?�k .Tr.l AGE-k'_ PORT.dac: 'age ;8 Soil Test Pit : Ev o-lvoi or� A MaW-;,,; FORM 11 - SOIL EVALUATOR FORM Location Address or Lot No. W- And o ter, A'��-,,Po4 On-Site Review Deep Hole Number _ Date: 7 n Z Time: N a Weather Location (identify on site plan) Land Use ,. FI on E Slope M Surface Stones N bn e Vegetation ... &,Cusk Landform r•J r/ .. Position on landscape (sketch on the back) Distances from: Open Water Body Zoo feet Drainage way tao+ feet Possible Wet Area I0o+ feet Property Line 5o+ feet Drinking Water Well I.J/Z�4 feet Other DEEP OBSERVATION HOLE LOG` Depth from Soil Horizon Soil Texture Soil Color Soil Other Surface(Inches) (USDA) (Munsell) Mottling (Structure,Stones, Boulders, Consistency, % Gravel) b i A Sc(nAl !O Y� LooSc, tetra ���r Z. O Sal-�d� ld L 1 � YP, 48� F7r,t:,t b Kar 1 � L G/ -7/8 MINIMUM up 1'a 11 > � wstrRtfis►Iolr I�,1 �t`)� froarPFtFaoe: 1'�-1 �r� I'd Seasonal Fag, Grand Water: ' " naa nr�ov>m -camas . FORM 11 • SOIL EVALUATOR FORM �vb� �3S8oZ Location Address or Lot No. n-Site Review Deep'Hole Number Z _ Date: Time: IJ 4 Weather !°A Location (identify on site plan) Land Use I n Slope (96) Surface Stones Qare Vegetation Landform ) . Position on landscape (sketch on the back) Distances from: Open Water Body ivy feet Drainage way i�+ feet Possible Wet Area i C)C)+ feet Property Line 50'r feet Drinking Water Weil ,•,.)/)A feet Other DEEP OBSERVATION HOLE LOG' Depth from Soil Horizon Soil Texture Soil Color Soil otMr Surface(Inches) (USDA) (Munsell) Mottling IStructurs,Stones,GBouldlrs, Consistency, % L oa rn 3j�Z- G rclo j r. +�G�� i o `��� 3D _l0C)" % -1,S YIz -T N t � �� ? too Standing Wow in the HOW.Y" We"Ift from felt Fewi�-1 one? Esdnowed Seasonal Koh Ground Wdw 1 � DW AffWVZD VOW 12MM FORM 11 - SOIL EVALUATOR FORM •' 13 aS.D_Z_ Location Address or Lot No. 1Jn ��.� • �'.r �r ` -site Review Deep Hole Number 3 Date: lzk - Z Time: WA Weather Location (identify on site plan) Land Use Q'n Slope M Surface Stones Qt>.ri-c. vegetation'.. Landform t Position on landscape (sketch on the back) Distances from: Open Water Body Zcoc:1'- feet Drainage way 1 o 0 i- feet Possible Wet Area Ioo4- feet Property Line 5 0�- feet Drinking Water Well rJlk- feet Other DEEP OBSERVATION HOLE LOG` Depth from Soil Horizon Soil Texture Soil Color Soil Otter Surface(Inches) (USDA) (Munsell) Mottling (Structure,Stones,Gf>uldl,rs, Consistency, % BCD 90L, rn 5 Y ? Q Ti�� 7 `� pn Weter R tits Hof.: 1 cn h�. _ Wimpft tram Ptt Face: High GroundWatar O N FORM 11 - SOIL EVALUATOR FORM �ar�1� 13 g,8 oz J Location Address or Lot No. n-site Review Date: 9 Z Time: '� A Weather Deep Hole Number - ! Location (identify on site plan) Z onE. Land Use l�pn� — Slope M Surface Stones Vegetation Landform Position on landscape (sketch on the back) Distances from: Open Water Body god+feet Drainage way ���� feet -r Possible Wet Area 10d t feet Property Line S� feet Drinking Water Well Q/A feet Other DEEP OBSERVATION HOLE LOG' Depth from Soil Horizon Soi Other l Texture Soil Color Soil Sudan(Inches) (USDA) lMunsell) Mottling (Structure,Stones, Boulders, Consistency, % lZ_ Z�� Jam . i� �'lr`a111r�n � .r ► . LAJRLA v7 k Wew in ttu Hdr. Waoir 3�. DW AMWVM WOW.ulnas FORM 11 - SOIL EVALUATOR FORM Location Address or Lot No. n-site Review Deep Hole Number Date: 1 � -- ca�� Time: 0i r k Weather s` — Location (identify on site plan► Land Use Slope M .4 Surface Stones N br Vegetation Landform - Position on landscape (sketch on the back) Distances from: set Drainage way I c)o feet M .�.. Open Water Body 2 00 Possible Wet Area 2-o 0` feet Property Line S 0 feet Drinking Water Well N/A fast Other DEEP OBSERVATION HOLE LOG' Depth from Soil Horizon Soil Soil Color Soil DOW (USDA) SDA! (Munsell) Mottling (Structure,Stones,GrBoulders,Consistency, % Surtax!Inches! O No Sim lr�e- Loam 48 Loo,m 71/ Icy ek, -7 2 t ca w r ✓and� O �t'1 Z.�.�- `trlZ r 1 � �.""g ' Steridift Wate►int hsFble: �l� Ff0 &=aid Water. twos►AMWVM VMM UWM FORM 11 - SOIL EVALUATOR FORM Location Address or Lot No. w.�fn �►�Iel N 10 O n-Site &View Deep Hole Number Date: Time: N Weather 1A& Location (identify on site plan) Land Use .. P Slope (9b) 4 Surface Stones 1 1 P n C Vegetation ' Landform Position on landscape (sketch on the back) Distances from: "` feet Open Water Body ZOO feet Drainage way �c ' Possible Wet Area 00't feet Property Line 1001- feet Drinking Water Well l")/A feet Other DEEP OBSERVATION HOLE LOGOtheir from Soil Horizon Soil Texture Soil Color Soil Depth(inches)s) (USDA) (Munsell) Mottling (Structure,Stones,Gravel) ers,Consistency, % Surface La© "; Gzq rdtv�j)q p" L_o a wl G rp.-n o Imo.r 24-- 4- C Loctr,,, weeping YR es - W aver is the Hole: ffrom ft Few Q EgWnMd Sugar" 1,W, anaindwasr �' Vil PRE-DEVIELOPMENT: 1, 2, 10, 100-Year Storms xJUbC� ReaChj On L�(� Drainage Diagram for 1388-LIGHT HOUSE-1 YEAR STORM-PREDEVELOPMENT Prepared by MHF DESIGN CONSULTANTS INC. 9110102 HydroCAD®6.00 s/n 001710 ©1986-2001 Applied Microcomputer Systems 1388 - LIGHT HOUSE - 1 YEAR STORM - PREDEVELOPMENT Type/ll 24-hr Rainfall=2.90" Prepared by MHF DESIGN CONSULTANTS INC. Page 1 HydroCAD®6 00 s/n 001710 01986-2001 Applied Microcomputer Systems 12/4/02 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Type III 24-hr Rainfall=2.90" Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: FLOWS TO EXIST. SYSTEM IN CLARK ST. Tc=9.3 min CN=76 Area=46,460 sf Runoff=0.99 cfs 0.077 of Subcatchment 2S: FLOWS TO EXISTING SYSTEM IN AIRPORT Tc=21.5 min CN=75 Area=67,307 sf Runoff--0.99 cfs 0.104 of Runoff Area=2.612 ac Volume=0.181 of Average Depth=0.83" 1388 - LIGHT HOUSE - 1 YEAR STORM -PREDEVELOPMET Type I1124-hr Rainfall=2.90" Prepared by MHF DESIGN CONSULTANTS INC. Page 2 HydroCAD®6 00 s/n 001710 01986-2001 Applied Microcomputer Systems 12/4/02 Subcatchment 1S: FLOWS TO EXIST. SYSTEM IN CLARK ST. Runoff = 0.99 cfs @ 12.15 hrs, Volume= 0.077 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=2.90" Area (sf CN Description 11,200 74 >75% Grass cover, Good, HSG C 35,260 76 Woods/grass comb., Fair, HSG C 46,460 76 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.5 25 0.0400 0.1 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 3.7 225 0.0400 1.0 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 9.3 250 Total Subcatchment IS: FLOWS TO EXIST. SYSTEM IN CLARK ST. Hydrograph Plot Runoff 0.99 cfs; 1 o 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 1388 - LIGHT HOUSE - 1 YEAR STORM -PREDEVELOPENT Type III 24-hr Rainfall=2.90" Prepared by MHF DESIGN CONSULTANTS INC. Page 3 HydroCAD®6 00 s/n 001710 ©1986-2001 Applied Microcomputer Systems _ 12/4102 Subcatchment 2S: FLOWS TO EXISTING SYSTEM IN AIRPORT Runoff = 0.99 cfs @ 12.33 hrs, Volume= 0.104 of Runoff by SCS TR-20 method, UH=SCS,Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=2.90" Area (sf CN Description 25,340 74 >75% Grass cover, Good, HSG C 41,967 76 Woods/grass comb., Fair HSG C --- 67,307 75 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.5 25 0.0100 0.0 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 12.0 360 0.0100 0.5 Shallow Concentrated Flow, Woodland Kv=5.0 fps 21.5 385 Total Subcatchment 2S: FLOWS TO EXISTING SYSTEM IN AIRPORT Hydrograph Plot 099 cfs Runoff 1 n 0 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) �11bCFd Reach Ofi :_ LlCik' Drainage Diagram for 1388-LIGHT HOUSE-2-YEAR STORM-PREDEVELOPMENT f\ Prepared by MHF DESIGN CONSULTANTS INC. 9/10/02 HydroCAD®6.00 s/n 001710 ©1986 2001 Applied Microcomputer Systems 1388 - LIGHT HOUSE -2-YEAR STORM - PREDEVELOPET Type 11124-hr Rainfall=3.10" Prepared by MHF DESIGN CONSULTANTS INC. Page 1 HydroCAD®6 00 s/n 001710 01986-2001 Applied Microcomputer Systems _ 12/4102 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Type III 24-hr Rainfall=3.10" Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: FLOWS TO EXIST.SYSTEM IN CLARK ST. Tc=9.3 min CN=76 Area=46,460 sf Runoff= 1.14 afs 0.088 of Subcatchment 2S: FLOWS TO EXISTING SYSTEM IN AIRPORT Tc=21.5 min CN=75 Area=67,307 sf Runoff-- 1.15 cfs 0.120 of Runoff Area= 2.612 ac Volume=0.208 of Average Depth=0.95" 1388 - LIGHT HOUSE - 2-YEAR STORM - PREDEVELOPMENT Type ///24-hr Rainfall=3.10" Prepared by MHF DESIGN CONSULTANTS INC. Page 2 HydroCAD®6 00 s/n 001710 ©1986-2001 Applied Microcomputer Systems 12/4_/-02 Subcatchment 1S: FLOWS TO EXIST. SYSTEM IN CLARK ST. Runoff = 1.14 cfs @ 12.14 hrs, Volume= 0.088 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=3.10" Area(sfl CN Description -- 11,200 74 >75%Grass cover, Good, HSG C 35,260 76 Woods/grass comb., Fair, HSG C 46,460 76 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feefl (ftfft) (ft/sec) (cfs) -- 5.5 25 0.0400 0.1 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 3.7 225 0.0400 1.0 Shallow Concentrated Flow, Woodland Kv=5.0 fps 9.3 250 Total Subcatchment 1S: FLOWS TO EXIST. SYSTEM IN CLARK ST. . ... :.. . _. . .. ....... ...:...... .... Hydrograph Plot Runoff 1.14 cfs 1 Q 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 1388 - LIGHT HOUSE -2-YEAR STORM - PREDEVELOPMET Type Ill 24-hr Rainfall=3.10" Prepared by MHF DESIGN CONSULTANTS INC. Page 3 HydroCAD®6 00 sin 001710 01986-2001 Applied Microcomputer Systems __ 12/4/02 Subcatchment 2S: FLOWS TO EXISTING SYSTEM IN AIRPORT Runoff = 1.15 cfs @ 12.32 hrs, Volume= 0.120 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt=0.05 hrs Type III 24-hr Rainfall=3.10" Area (sf) CN Description --- 25,340 74 >75% Grass cover, Good, HSG C 41,967 76 Woods/grass comb., Fair, HSG C _ 67,307 75 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/fk) (ft/sec) (cfs) 9.5 25 0.0100 0.0 Sheet Flow, Woods: Light underbrush n=0.400 P2= 3.10" 12.0 360 0.0100 0.5 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 21.5 385 Total Subcatchment 2S: FLOWS TO EXISTING SYSTEM IN AIRPORT Hydrograph Plot !� Runoff 1.15 cfs 0 5 6 7 6 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) SUbCB_ RCaCfI', Otl L�n�l Drainage Diagram for 1388-LIGHT HOUSE-10-YEAR STORM-PREDEVELOPMENT Prepared by MHF DESIGN CONSULTANTS INC. 9110102 HydroCAD®6.00 s/n 001710 ©1986-2001 Applied Microcomputer Systems 1388 -LIGHT HOUSE - 10 YEAR STORM - PREDEVELOPMENT Type 11124-hr Rainfall=4.50" Prepared by MHF DESIGN CONSULTANTS INC. Page 1 HydroCAD®6 00 sin 001710 ©1986-2001 Applied Microcomputer Systems _ 12/4102 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Type III 24-hr Rainfall=4.50" Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: FLOWS TO EXIST. SYSTEM IN CLARK ST. Tc=9.3 min CN=76 Area=46,460 sf Runoff=2.33 cfs 0.175 of Subcatchment 2S: FLOWS TO EXISTING SYSTEM IN AIRPORT Tc=21.5 min CN=75 Area=67,307 sf Runoff--2.40 cfs 0.243 of Runoff Area=2.612 ac Volume=0.418 of Average Depth= 1.92" 1388 - LIGHT HOUSE - 10 YEAR STORM -PREDEVELOPMENT Type 11124-hr Rainfafi=4.50" Prepared by MHF DESIGN CONSULTANTS INC. Page 2 HydroCAD®6 00 s/n 001710 ©1986-2001 Applied Microcomputer Systems 12/4/02 Subcatchment IS: FLOWS TO EXIST. SYSTEM IN CLARK ST. Runoff = 2.33 cfs @ 12.14 hrs, Volume= 0.175 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=4.50" Areas CN Description 11,200 74 >75%Grass cover, Good, HSG C 35,260 76 Woods/grass comb. Fair, HSG C 46,460 76 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.5 25 0.0400 0.1 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 3.7 225 0,0400 1.0 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 9.3 250 Total Subcatchment IS: FLOWS TO EXIST. SYSTEM IN CLARK ST. Hydrograph Plot (� Runoff 2.33 cfs 2 w n 3 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 1388 - LIGHT HOUSE - 10-YEAR STORM - PREDEVELOPENT Type 11124-hr Rainfall=4.50" Prepared by MHF DESIGN CONSULTANTS INC. Page 3 HydroCAD®6 00 s/n 001710 ©1986-2001 Applied Microcomputer Systems 1214/02 Subcatchment 2S: FLOWS TO EXISTING SYSTEM IN AIRPORT Runoff - 2.40 cfs @ 12.31 hrs, Volume= 0.243 of Runoff by SCS TR-20 method, UH=SCS, Time Span=5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=4.50" Area (sf) CN Description 25,340 74 >75% Grass cover, Good, HSG C 41,967 76 Woods/grass comb., Fair, HSG C 67,307 75 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fl/sec) (cfs) - - 9.5 25 0.0100 0.0 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 12.0 360 0.0100 0.5 Shallow Concentrated Flow, Woodland Kv=5.0 fps 21.5 385 Total Subcatchment 2S: FLOWS TO EXISTING SYSTEM IN AIRPORT Hydrograph Plot p Runoff 2.40 cfs 2 3 0 1 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Drainage Diagram for 1388-LIGHT HOUSE-100-YEAR STORM-PREDEVELOPMENT Subca Reach! on -iC1�f' Prepared by MHF DESIGN CONSULTANTS INC. 9/10/02 I--=Ji HydroCAD®6.00 s/n 001710 ©1986-2001 Applied Microcomputer Systems 1388 - LIGHT HOUSE - 100 YEAR STORM -PREDEVELOPMENT Type 11124-hr Rainfall=6.40" Prepared by MHF DESIGN CONSULTANTS INC. Page 1 HydroCAD®6 00 s/n 001710 ©1986-2001 Applied Microcomputer Systems _ 12/4102 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Type III 24-hr Rainfall=6.40" Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: FLOWS TO EXIST. SYSTEM IN CLARK ST. Tc=9.3 min CN=76 Area=46,460 sf Runoff--4.09 cfs 0.309 of Subcatchment 2S: FLOWS TO EXISTING SYSTEM IN AIRPORT Tc=21.5 min CN=75 Area=67,307 sf Runoff=4.29 cfs 0.433 of Runoff Area=2.612 ac Volume=0.743 of Average Depth=3.41" 1388 -LIGHT HOUSE - 100-YEAR STORM - PREDEVELOPMENT Type 1/124-hr Rainfall=6.40" Prepared by MHF DESIGN CONSULTANTS INC. Page 2 HydroCAD®6 00 sin 001710 01986-2001 Applied Microcomputer Systems 12/4/02 Subcatchment IS: FLOWS TO EXIST. SYSTEM IN CLARK ST. Runoff = 4.09 cfs @ 12.13 hrs, Volume= 0.309 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=6.40" Area (sf) CN Description 11,200 74 >75% Grass cover, Good, HSG C 35,260 76 Woods/ rass comb. Fair, HSG C 46,460 76 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) — 5.5 25 0.0400 0.1 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 3.7 225 0.0400 1.0 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 9.3 250 Total Subcatchment IS: FLOWS TO EXIST. SYSTEM IN CLARK ST. Hydrograph Plot Runoff 4.09 cfs 4 3 0 u. 2 1 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 1388 - LIGHT HOUSE - 100-YEAR STORM -PREDEVELOP ENT Type 11124-hr Rainfall=6.40" Prepared by MHF DESIGN CONSULTANTS INC. Page 3 HydroCAD®6 00 s/n 001710 0198672001 Applied Microcomputer Systems _ 12/4102 Subcatchment 2S: FLOWS TO EXISTING SYSTEM IN AIRPORT Runoff = 4.29 cfs @ 12.30 hrs, Volume= 0.433 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=6.40" Areas CN Description 25,340 74 >75% Grass cover, Good, HSG C 41,967 76 Woods/grass comb., Fair, HSG C 67,307 75 Weighted Average Tc Length Slope Velocity Capacity Description _ (min) (feet) (ft/ft) Ws-ec) (cfs) 9.5 25 0.0100 0.0 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 12.0 360 0.0100 0.5 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 21.5 385 Total Subcatchment 2S: FLOWS TO EXISTING SYSTEM IN AIRPORT Hydrograph Plot Runoff _4.29 cfs 4 3 3 o 2 . 1 0 . . 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) POST-DEVIELOPMENT: 1-Year Storm N7 F77771 F7771 F7771 F7771 F77771 F77771 17 Im Ln R........ M Ll-1 T F77771 F7771 Ln F77771 95, Drainage Diagram for 1388 - LIGHT HOUSE - 1-YEAR - POST-ALT.2 8 0156.6 JROOdh on Link Prepared by MHF DESIGN CONSULTANTS INC. 3/21/03 HydroCAD@6.10 s/nOO1710 @ 1986-2002 Applied Microcomputer Systems 1388 -LIGHT HOUSE - 1 YEAR - POST-ALT.2 Type 111 24-hr Rainfall=2.90" Prepared by MHF DESIGN CONSULTANTS INC. Page 1 HydroCAD®6.10 s/n 001710 ©1986-2002 Applied Microcomputer Systems 3/21/03 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Type III 24-hr Rainfall=2.90" Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: FLOWS TO CB-1 Runoff Area=9,600 sf Runoff Depth=2.50" Length=115' Tc=0.7 min CN=98 Runoff=0.70 cfs 0.046 of Subcatchment 2S: FLOWS TO CB-2 Runoff Area=2,750 sf Runoff Depth=2.23" Length=70' Tc=0.5 min CN=95 Runoff--0.19 cfs 0.012 of Subcatchment 3S: FLOWS TO CB-3 Runoff Area=8,500 sf Runoff Depth=2.41" Length=105' Tc=0.9 min CN=97 Runoff=0.60 cfs 0.039 of Subcatchment 4S: FLOWS TO CB-4 Runoff Area=12,400 sf Runoff Depth=2.22" Length=115' Tc=1.2 min CN=95 Runoff--0.83 cfs 0.053 of Subcatchment 5S: FLOWS TO CB-5 Runoff Area=13,100 sf Runoff Depth=2.50" Length=125' Tc=1.3 min CN=98 Runoff--0.93 cfs 0.063 of Subcatchment 6S: FLOWS TO CB-6 Runoff Area=10,664 sf Runoff Depth=2.50" Length=150' Tc=1.5 min CN=98 Runoff--0.75 cfs 0.051 of Subcatchment 7S: FLOWS TO CB-7 Runoff Area=7,650 sf Runoff Depth=2.50" Length=95' Tc=0.8 min CN=98 Runoff=0.55 cfs 0.037 of Subcatchment 8S: DIRECT FLOWS TO BASIN Runoff Area=10,100 sf Runoff Depth=0.77" Length=30' Tc=2.0 min CN=74 Runoff--0.24 cfs 0.015 of Subcatchment 9S: FLOWS TO AIRPORT SYSTEM Runoff Area=2,100 sf Runoff Depth=1.78" Length=80' Tc=0.9 min CN=90 Runoff=0.12 cfs 0.007 of - Subcatchment 10S: FLOWS TO EXIST. SYSTEM IN CLARK ST. Runoff Area=5,200 sf Runoff Depth=0.77" Length=125' Tc=1.6 min CN=74 Runoff--0.12 cfs 0.008 of Subcatchment R1: 1/3 OF ROOF Runoff Area=10,467 sf Runoff Depth=2.50" Length=30' Tc=0.8 min CN=98 Runoff=0.76 cfs 0.050 of Subcatchment R2: 213 ROOF TO INFILTRATOR Runoff Area=20,933 sf Runoff Depth=2.50" Length=30' Tc=0.8 min CN=98 Runoff= 1.52 cfs 0.100 of Reach 1R: 12"HDPE CB-1 TO U.G. DETENTION Peak Depth=0.34' MaxVel=2.9 fps Inflow=0.70 cfs 0.046 of D=12.0" n=0.012 L=35.0' S=0.0051 'P Capacity=2.77 cfs Outflow=0.68 cfs 0.046 of Reach 2R: 12"HDPE CB-2 TO U.G. DETENTION Peak Depth=0.15' Max Vel=2.5 fps Inflow=0.19 cfs 0.012 of D=12.0" n=0.012 L=22.0' S=0.0100'P Capacity=3.86 cfs Outflow--0.19 cfs 0.012 of Reach 3R: 12"HDPE CB-3 TO U.G. DETENTION Peak Depth=0.27' Max Vel=3.6 fps Inflow=0.60 cfs 0.039 of D=12.0" n=0.012 L=15.0' S=0.0100'P Capacity=3.86 cfs Outflow--0.60 cfs 0.039 of Reach 4R: 12"HDPE CB-4 TO FES-2 Peak Depth=0.37' Max Vel=3.0 fps Inflow=0.83 cfs 0.053 of D=12.0" n=0.012 L=188.0' S=0.0050'P Capacity=2.73 cfs Outflow--0.77 cfs 0.053 of 1388 - LIGHT HOUSE - 1 YEAR-POST-ALT.2 Type ///24-hr Rainfall=2.90" Prepared by MHF DESIGN CONSULTANTS INC. Page 2 HydroCAD®6 10 s/n 001710 ©1986-2002 Applied Microcomputer Systems 3/21/03 Reach 5R: 12"HDPE CB-5 TO DMH-2 Peak Depth=0.39' Max Vel=3.1 fps Inflow=0.93 cfs 0.063 of D=12.0" n=0.012 L=300.0' S=0.0050'/' Capacity=2.73 cfs Outflow--0.84 cfs 0.062 of Reach 6R: 12"HDPE CB-6 TO DMH-2 Peak Depth=0.30' Max Vel=3.8 fps Inflow=0.75 cfs 0.051 of D=12.0" n=0.012 L=46.0' S=0.0100 7 Capacity=3.86 cfs Outflow--0.74 cfs 0.051 of Reach 7R: 12"HDPE CB-7 TO FES-1 Peak Depth=0.26' Max Vel=3.5 fps Inflow=0.55 cfs 0.037 of D=12.0" n=0.012 L=46.0' S=0.0100 7 Capacity=3.86 cfs Outflow--0.54 cfs 0.037 of Reach 8R: 12"HDPE DMH-2 TO FES-3 Peak Depth=0.54' Max Vel=3.6 fps Inflow= 1.55 cfs 0.113 of D=12.0" n=0.012 L=110.0' S=0.0050'/' Capacity=2.73 cfs Outflow= 1.50 cfs 0.113 of Reach 10R: 15"HDPE DMH-1 TO DMH-6 Peak Depth=0.39' Max Vel=2.9 fps Inflow=0.95 cfs 0.145 of D=15.0" n=0.013 L=30.0' S=0.0050'P Capacity--4.57 cfs Outflow--0.94 cfs 0.145 of Reach 11R: SUMMATION AT AIRPORT SYSTEM Inflow--0.99 cfs 0.152 of Outflow=0.99 cfs 0.152 of Reach 12R: 12"HDPE DMH-3 TO DMH-4 Peak Depth=0.21' Max Vel=7.0 fps Inflow=0.84 cfs 0.215 of D=12.0" n=0.012 L=42.0' S=0.0512 T Capacity=8.73 cfs Outflow--0.84 cfs 0.215 of Reach 13R: 12"RCP DMH-4 TO DMH-5 Peak Depth=0.25' Max Vel=5.6 fps Inflow=0.84 cfs 0.215 of D=12.0" n=0.012 L=70.0' S=0.0270 7 Capacity=6.34 cfs Outflow--0.84 cfs 0.215 of Reach 14R: SUMMATION OF FLOWS TO CLARK ST. Inflow--0.88 cfs 0.223 of Outflow--0.88 cfs 0.223 of Reach 17R: ROOF DRAIN Peak Depth=0.32' Max Vel=3.8 fps Inflow=0.76 cfs 0.050 of D=10.0" n=0.012 L=275.0' S=0.0100'/' Capacity=2.37 cfs Outflow--0.69 cfs 0.050 of Reach 18R: ROOF DRAIN Peak Depth=0.43' Max Vel=4.5 fps Inflow= 1.52 cfs 0.100 of D=12.0" n=0.012 L=250.0' S=0.0100'P Capacity=3.86 cfs Outflow=1.41 cfs 0.100 of Pond 1 P: U.G. DETENTION Peak Storage= 1,231 cf @ 155.22' Inflow=2.10 cfs 0.147 of Primary=0.95 cfs 0.145 of Outflow=0.95 cfs 0.145 of Pond 2P: DETENTION BASIN Peak Storage=2,547 cf @ 155.80' Inflow--2.99 cfs 0.218 of Primary--0.84 cfs 0.215 of Outflow--0.84 cfs 0.215 of Pond 3P: ROOF DRAIN INFILTRATION SYSTEM Peak Storage--452 cf @ 0.55' Inflow= 1.41 cfs 0.100 of Discarded=0.57 cfs 0.100 of Primary=0.00 cfs 0.000 of Outflow--0.57 cfs 0.100 of Total Runoff Area=2.605 ac Runoff Volume=0.480 of Average Runoff Depth =2.21" 1388 - LIGHT HOUSE -1 YEAR- POST-ALT.2 Type 11124-hr Rainfall=2.90" Prepared by MHF DESIGN CONSULTANTS INC. Page 3 HydroCAD®6 10 s/n 001710 ©1986-2002 Applied Microcomputer Systems 3/21103 Subcatchment 1S: FLOWS TO CB-1 Runoff = 0.70 cfs @ 12.01 hrs, Volume= 0.046 af, Depth= 2.50" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=2.90" Area (sf) CN Description 9,400 98 PAVEMENT 200 74 >75% Grass cover, Good, HSG C 9,600 98 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.3 25 0.0400 1.4 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" 0.4 90 0.0400 4.1 Shallow Concentrated Flow, Paved Kv=20.3 fps 0.7 115 Total Subcatchment 2S: FLOWS TO CB-2 Runoff = 0.19 cfs @ 12.01 hrs, Volume-- 0.012 af, Depth= 2.23" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt=0.05 hrs Type III 24-hr Rainfall=2.90" Area (sf) CN Description -- 2,400 98 PAVEMENT 350 74 >75% Grass cover, Good, HSG C 2,750 95 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.3 25 0.0300 1.2 Sheet Flow, Smooth surfaces n=0.011 P2= 3.10" 0.2 45 0.0300 3.5 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.5 70 Total Subcatchment 3S: FLOWS TO CB-3 Runoff = 0.60 ds @ 12.01 hrs, Volume= 0.039 af, Depth= 2.41" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=2.90" Area (sf) CN Description 8,000 98 PAVEMENT 500 74 >75% Grass cover, Good HSG C 8,500 97 Weighted Average 1388 - LIGHT HOUSE - 1 YEAR- POST-ALT.2 Type ///24-hr Rainfall=2.90" Prepared by MHF DESIGN CONSULTANTS INC. Page 4 HydroCAD®610 s/n 001710 ©1986-2002 Applied Microcomputer Systems 3/21/03 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.4 25 0.0200 1.0 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" 0.5 80 0.0200 2.9 Shallow Concentrated Flow, Paved Kv=20.3 fps 0.9 105 Total Subcatchment 4S: FLOWS TO CB-4 Runoff = 0.83 cfs @ 12.02 hrs, Volume= 0.053 af, Depth= 2.22" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=2.90" Area (sf) CN Description 11,000 98 PAVEMENT 1,400 74 >75% Grass cover, Good, HSG C 12,400 95 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ftfft) (ft/sec) (cfs) - 0.5 25 0.0100 0.8 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" 0.7 90 0.0100 2.0 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.2 115 Total Subcatchment 5S: FLOWS TO CB-5 Runoff = 0.93 cfs @ 12.02 hrs, Volume= 0.063 af, Depth= 2.50" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=2.90" Area (sD CN Description 13,100 98 PAVEMENT Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) - 0.5 25 0.0100 0.8 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" 0.8 100 0.0100 2.0 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.3 125 Total Subcatchment 6S: FLOWS TO CB-6 Runoff = 0.75 cfs @ 12.02 hrs, Volume= 0.051 af, Depth= 2.50" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=2.90" 1388 - LIGHT HOUSE - 1 YEAR - POST-ALT.2 Type 111 24-hr Rainfall=2.90" Prepared by MHF DESIGN CONSULTANTS INC. Page 5 HydroCAD®6.10 s/n 001710 ©1986-2002 Applied Microcomputer Systems 3/21/03 Area (sf) CN Description 10,664 98 Paved parking &roofs Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.5 25 0.0100 0.8 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" 1.0 125 0.0100 2.0 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.5 150 Total Subcatchment 7S: FLOWS TO CB-7 Runoff = 0.55 cfs @ 12.01 hrs, Volume= 0.037 af, Depth= 2.50" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt=0.05 hrs Type III 24-hr Rainfall=2.90" Area(sf) CN Description 7,650 98 Paved parking &roofs Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.4 25 0.0200 1.0 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" 0.4 70 0.0200 2.9 Shallow Concentrated Flow, Paved Kv=20.3 fps 0.8 95 Total Subcatchment 8S: DIRECT FLOWS TO BASIN Runoff = 0.24 cfs @ 12.05 hrs, Volume= 0.015 af, Depth= 0.77" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=2.90" Area (sf) CN Description 10,100 74 >75% Grass cover, Good, HSG C Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.0 30 0.1000 0.3 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" Subcatchment 9S: FLOWS TO AIRPORT SYSTEM Runoff = 0.12 cfs @ 12.01 hrs, Volume= 0.007 af, Depth= 1.78" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=2.90" 1388 - LIGHT HOUSE - 1 YEAR - POST-ALT.2 Type 111 24-hr Rainfall=2.90" Prepared by MHF DESIGN CONSULTANTS INC. Page 6 HydroCAD®610 s/n 001710 ©1986-2002 Applied Microcomputer Systems 3/21/03 _ Area (sf) CN Description 1,400 98 Paved parking & roofs 700 74 >75% Grass cover, Good, HSG C 2,100 90 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.9 80 0.0300 1.5 Sheet Flow, Smooth surfaces n= 0.011 P2=3.10" Subcatchment 10S: FLOWS TO EXIST. SYSTEM IN CLARK ST. Runoff = 0.12 cfs @ 12.04 hrs, Volume= 0.008 af, Depth= 0.77" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=2.90" Area(sf) CN Description 5,200 74 >75% Grass cover, Good, HSG C Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.1 25 0.3000 0.4 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.5 100 0.0500 3.4 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.6 125 Total Subcatchment R1: 113 OF ROOF Runoff = 0.76 cfs @ 12.01 hrs, Volume= 0.050 af, Depth= 2.50" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=2.90" Area (sf) CN Description 10,467 98 ROOF Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.8 30 0.0050 0.6 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" Subcatchment : 2/3 ROOF TO INFILTRATOR Runoff = 1.52 cfs @ 12.01 hrs, Volume= 0.100 af, Depth= 2.50" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=2.90" 1388 - LIGHT HOUSE - 1 YEAR -POST-ALT.2 Type///24-hr Rainfall=2.90" Prepared by MHF DESIGN CONSULTANTS INC. Page 7 HydroCAD®610 s/n 001710 ©1986-2002 Applied Microcomputer Systems 3/21/03 Area (sf) CN Description 20,933 98 ROOF Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.8 30 0.0050 0.6 Sheet Flow, Smooth surfaces n=0.011 P2= 3.10" Reach 1 R: 12"HDPE CB-1 TO U.G. DETENTION Inflow Area= 0.220 ac, Inflow Depth = 2.50" Inflow = 0.70 cfs @ 12.01 hrs, Volume= 0.046 of Outflow = 0.68 cfs @ 12.01 hrs, Volume= 0.046 af, Atten= 2%, Lag= 0.3 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity-- 2.9 fps, Min. Travel Time--0.2 min Avg. Velocity= 1.1 fps, Avg.Travel Time=0.5 min Peak Depth= 0.34' Capacity at bank full=2.77 cfs Inlet Invert= 155.07', Outlet Invert= 154.89' 12.0" Diameter Pipe n=0.012 Length= 35.0' Slope= 0.0051 T Reach 2R: 12"HDPE CB-2 TO U.G. DETENTION Inflow Area = 0.063 ac, Inflow Depth = 2.23" Inflow = 0.19 cfs @ 12.01 hrs, Volume= 0.012 of Outflow = 0.19 cfs @ 12.01 hrs, Volume= 0.012 af, Atten= 2%, Lag= 0.2 min Routing by Stor-Ind+Trans method,Time Span= 5.00-20.00 hrs,dt=0.05 hrs Max.Velocity-- 2.5 fps, Min. Travel Time=0.1 min Avg. Velocity=0.9 fps, Avg. Travel Time= 0.4 min Peak Depth= 0.15' Capacity at bank full= 3.86 cfs Inlet Invert= 155.1 T, Outlet Invert= 154.89' 12.0" Diameter Pipe n=0.012 Length= 22.0' Slope= 0.0100'P Reach 3R: 12"HDPE CB-3 TO U.G. DETENTION Inflow Area = 0.195 ac, Inflow Depth = 2.41" Inflow = 0.60 cfs @ 12.01 hrs, Volume= 0.039 of Outflow = 0.60 cfs @ 12.01 hrs, Volume= 0.039 af, Atten= 1%, Lag= 0.1 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity-- 3.6 fps, Min. Travel Time= 0.1 min Avg. Velocity= 1.3 fps, Avg.Travel Time= 0.2 min Peak Depth= 0.27' Capacity at bank full= 3.86 cfs Inlet Invert= 155.04', Outlet Invert= 154.89' 12.0" Diameter Pipe n= 0.012 Length= 15.0' Slope=0.0100 T 1388 - LIGHT HOUSE - 1 YEAR -POST-ALT.2 Type Ill 24-hr Rainfall=2.90" Prepared by MHF DESIGN CONSULTANTS INC. Page 8 HydroCAX)6 10 s/n 001710 ©1986-2002 Applied Microcomputer Systems 3/21103 Reach 4R: 12"HDPE CB-4 TO FES-2 Inflow Area= 0.285 ac, Inflow Depth = 2.22" Inflow = 0.83 cfs @ 12.02 hrs, Volume= 0.053 of Outflow = 0.77 cfs @ 12.05 hrs, Volume= 0.053 af, Atten= 6%, Lag=2.0 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= 1.0 min Avg. Velocity= 1.1 fps, Avg. Travel Time= 2.9 min Peak Depth= 0.37' Capacity at bank full=2.73 cfs Inlet Invert= 155.20', Outlet Invert= 154.26' 12.0" Diameter Pipe n=0.012 Length= 188.0' Slope= 0.0050'/' Reach 5R: 12"HDPE CB-5 TO DMH-2 Inflow Area= 0.301 ac, Inflow Depth = 2.50" Inflow = 0.93 cfs @ 12.02 hrs, Volume= 0.063 of Outflow = 0.84 cfs @ 12.07 hrs, Volume= 0.062 af, Atten= 9%, Lag= 3.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 3.1 fps, Min.Travel Time= 1.6 min Avg. Velocity= 1.2 fps, Avg. Travel Time=4.3 min Peak Depth= 0.39' Capacity at bank full=2.73 cfs Inlet Invert= 156.20', Outlet Invert= 154.70' 12.0" Diameter Pipe n= 0.012 Length= 300.0' Slope= 0.0050 '/' Reach 6R: 12"HDPE CB-6 TO DMH-2 Inflow Area= 0.245 ac, Inflow Depth= 2.50" Inflow = 0.75 cfs @ 12.02 hrs, Volume= 0.051 of Outflow = 0.74 cfs @ 12.03 hrs, Volume= 0.051 af, Atten= 1%, Lag= 0.5 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 3.8 fps, Min. Travel Time= 0.2 min Avg. Velocity= 1.4 fps, Avg. Travel Time= 0.5 min Peak Depth= 0.30' Capacity at bank full= 3.86 cfs Inlet Invert= 155.16', Outlet Invert= 154.70' 12.0"Diameter Pipe n= 0.012 Length=46.0' Slope= 0.0100'/' Reach 7R: 12"HDPE CB-7 TO FES-1 Inflow Area= 0.176 ac, Inflow Depth = 2.50" Inflow = 0.55 cfs @ 12.01 hrs, Volume= 0.037 of Outflow = 0.54 cfs @ 12.02 hrs, Volume= 0.037 af, Atten=2%, Lag= 0.4 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 3.5 fps, Min. Travel Time= 0.2 min Avg. Velocity= 1.3 fps, Avg. Travel Time= 0.6 min 1388 - LIGHT HOUSE - 1 YEAR - POST-ALT.2 Type ///24-hr Rainfall=2.90" Prepared by MHF DESIGN CONSULTANTS INC. Page 9 HydroCAD®6.10 s/n 001710 01986-2002 Applied Microcomputer Systems 3/21/03 Peak Depth= 0.26' Capacity at bank full=3.86 cfs Inlet Invert= 155.00', Outlet Invert= 154.54' 12.0" Diameter Pipe n= 0.012 Length=46.0' Slope= 0.0100 '/' Reach 8R: 12"HDPE DMH-2 TO FES-3 Inflow Area = 0.546 ac, Inflow Depth = 2.50" Inflow = 1.55 cfs @ 12.05 hrs, Volume= 0.113 of Outflow - 1.50 cfs @ 12.06 hrs, Volume-- 0.113 af, Atten= 3%, Lag= 0.8 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 3.6 fps, Min. Travel Time= 0.5 min Avg. Velocity= 1.4 fps, Avg. Travel Time= 1.3 min Peak Depth= 0.54' Capacity at bank full=2.73 cfs Inlet Invert= 154.60', Outlet Invert= 154.05' 12.0" Diameter Pipe n= 0.012 Length= 110.0' Slope= 0.0050 7' Reach 10R: 15"HDPE DMH-1 TO DMH-6 Inflow Area= 0.719 ac, Inflow Depth = 2.42" Inflow = 0.95 cfs @ 12.17 hrs, Volume= 0.145 of Outflow = 0.94 cfs @ 12.18 hrs, Volume= 0.145 af, Atten= 1%, Lag= 0.4 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 2.9 fps, Min. Travel Time= 0.2 min Avg. Velocity= 1.4 fps, Avg. Travel Time= 0.4 min Peak Depth= 0.39' Capacity at bank full=4.57 cfs 15.0" Diameter Pipe n= 0.013 Length= 30.0' Slope=0.0050 T Reach 11 : SUMMATION AT AIRPORT SYSTEM Inflow Area= 0.767 ac, Inflow Depth = 2.38" Inflow = 0.99 cfs @ 12.17 hrs, Volume-- 0.152 of Outflow = 0.99 cfs @ 12.17 hrs, Volume= 0.152 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Reach 12R: 12"HDPE DMH-3 TO DH-4 Inflow Area = 1.718 ac, Inflow Depth = 1.50" Inflow = 0.84 cfs @ 12.39 hrs, Volume= 0.215 of Outflow = 0.84 cfs @ 12.40 hrs, Volume= 0.215 af, Atten= 0%, Lag=0.3 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 7.0 fps, Min. Travel Time= 0.1 min Avg. Velocity= 3.8 fps, Avg. Travel Time= 0.2 min 1388 - LIGHT HOUSE - 1-YEAR - POST-ALT.2 Type 111 24-hr Rainfall=2.90" Prepared by MHF DESIGN CONSULTANTS INC. Page 10 HydroCAD®6.10 s/n 001710 ©1986-2002 Applied Microcomputer Systems 3/21103 Peak Depth= 0.21' Capacity at bank full=8.73 cfs Inlet Invert= 153.90', Outlet Invert= 151.75' 12.0" Diameter Pipe n= 0.012 Length=42.0' Slope=0.0512 T Reach 13R: 12"RCP DMH-4 TO DH-5 Inflow Area= 1.718 ac, Inflow Depth= 1.50" Inflow = 0.84 cfs @ 12.40 hrs, Volume= 0.215 of Outflow = 0.84 cfs @ 12.40 hrs, Volume= 0.215 af, Atten= 0%, Lag= 0.3 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity=5.6 fps, Min. Travel Time= 0.2 min Avg. Velocity=3.1 fps, Avg. Travel Time= 0.4 min Peak Depth=0.25' Capacity at bank full=6.34 cfs 12.0" Diameter Pipe n= 0.012 Length= 70.0' Slope= 0.0270'P Reach 14R: SUMMATION OF FLOWS TO CLARK ST. Inflow Area= 1.838 ac, Inflow Depth= 1.46" Inflow = 0.88 cfs @ 12.31 hrs, Volume= 0.223 of Outflow = 0.88 cfs @ 12.31 hrs, Volume= 0.223 af, Atten=0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Reach 17R: ROOF DRAIN Inflow Area= 0.240 ac, Inflow Depth = 2.50" Inflow = 0.76 cfs @ 12.01 hrs, Volume= 0.050 of Outflow = 0.69 cfs @ 12.05 hrs, Volume= 0.050 af, Atten= 9%, Lag= 2.3 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 3.8 fps, Min. Travel Time= 1.2 min Avg. Velocity= 1.4 fps, Avg. Travel Time= 3.2 min Peak Depth= 0.32' Capacity at bank full=2.37 cfs Inlet Invert= 157.97', Outlet Invert= 155.22' 10.0" Diameter Pipe n=0.012 Length=275.0' Slope= 0.0100'P Reach 18R: ROOF DRAIN Inflow Area = 0.481 ac, Inflow Depth = 2.50" Inflow = 1.52 cfs @ 12.01 hrs, Volume= 0.100 of Outflow = 1.41 cfs @ 12.04 hrs, Volume= 0.100 af, Atten= 7%, Lag= 1.9 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity=4.5 fps, Min. Travel Time= 0.9 min Avg. Velocity= 1.7 fps, Avg. Travel Time=2.4 min 1388 -LIGHT HOUSE - 1 YEAR - POST-ALT.2 Type /// 24-hr Rainfall=2.90" Prepared by MHF DESIGN CONSULTANTS INC. Page 11 HVdroCAD®610 s/n 001710 ©1986-2002 Applied Microcomputer Systems 3/21/03 Peak Depth= 0.43' Capacity at bank full= 3.86 cfs Inlet Invert-- 159.17', Outlet Invert= 156.67' 12.0" Diameter Pipe n= 0.012 Length= 250.0' Slope= 0.0100'P Pond 1 P: U.G. DETENTION Inflow Area= 0.719 ac, Inflow Depth= 2.45" Inflow = 2.10 cfs @ 12.02 hrs, Volume= 0.147 of Outflow = 0.95 cfs @ 12.17 hrs, Volume= 0.145 af, Atten= 55%, Lag= 9.0 min Primary = 0.95 cfs @ 12.17 hrs, Volume= 0.145 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 155.22' Storage= 1,231 cf Plug-Flow detention time= 22.1 min calculated for 0.145 of(99% of inflow) Elevation Cum.Store (feet) (cubic-feet) 153.89 0 155.14 1,158 156.39 2,317 159.90 2,363 Primary OutFlow Max=0.94 cfs @ 12.17 hrs HW=155.21' (Free Discharge) 1=Orifice/Grate (Controls 0.45 cfs) 2=Orifice/Grate (Controls 0.45 cfs) 3=Orifice/Grate (Controls 0.04 cfs) -Orifice/Grate (Controls 0.00 cfs) L-S=Sharp-Crested Rectangular Weir (Controls 0.00 cfs) # Routing Invert Outlet Devices 1 Primary 153.89' tB 4.0 Vert. Orifice/Grate C= 0.600 2 Primary 153.89' 4.0"Vert. Orifice/Grate C= 0.600 3 Primary 155.10' ..6.0 Vert. Orifice/Grate C= 0.600 4 Primary 155.50' 6.0"Vert. Orifice/Grate C= 0.600 5 Primary 157.70' 4.0' long x 1.0' high Sharp-Crested Rectangular Weir 2 End Contraction(s) Pond 2P: DETENTION BASIN Inflow Area= 1.718 ac, Inflow Depth = 1.52" Inflow = 2.99 cfs @ 12.05 hrs, Volume= 0.218 of Outflow = 0.84 cfs @ 12.39 hrs, Volume= 0.215 af, Atten=72%, Lag= 20.5 min Primary = 0.84 cfs @ 12.39 hrs, Volume= 0.215 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 155.80' Surf.Area=2,226 sf Storage=2,547 cf Plug-Flow detention time= 32.4 min calculated for 0.215 of(99% of inflow) Storage and wetted areas determined by Prismatic sections 1388 - LIGHT HOUSE - 1 YEAR- POST-ALT.2 Type 1/124-hr Rainfall=2.90" Prepared by MHF DESIGN CONSULTANTS INC. Page 12 HydroCAD@)6.10 s/n 001710 ©1986-2002 Applied Microcomputer Systems 3/21/03 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 154.00 400 0 0 155.00 1,550 975 975 156.00 2,400 1,975 2,950 157.00 3,200 2,800 5,750 158.00 4,000 3,600 9,350 Primary OutFlow Max=0.84 cfs @ 12.39 hrs HW=155.79' (Free Discharge) 1=Orifice/Grate (Controls 0.54 cfs) 2=Orifice/Grate (Controls 0.31 cfs) 3=Orifice/Grate (Controls 0.00 cfs) -Sharp-Crested Rectangular Weir (Controls 0.00 cfs) -Broad-Crested Rectangular Weir (Controls 0.00 cfs) # Routing Invert Outlet Devices 1 Primary 154.00' 4.0"Vert. Orifice/Grate C= 0.600 2 Primary 154.00' 3.0"Vert. Orifice/Grate C= 0.600 3 Primary 156.00' 8.0"Vert. Orifice/Grate C= 0.600 4 Primary 157.00' 4.0' long x 1.0' high Sharp-Crested Rectangular Weir 2 End Contraction(s) 5 Primary 157.20' 10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Pond 3P: ROOF DRAIN INFILTRATION SYSTEM Inflow Area = 0.481 ac, Inflow Depth = 2.50" Inflow = 1.41 cfs @ 12.04 hrs, Volume= 0.100 of Outflow = 0.57 cfs @ 11.90 hrs, Volume= 0.100 af, Atten= 59%, Lag= 0.0 min Discarded = 0.57 cfs @ 11.90 hrs, Volume= 0.100 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= 0.55' Storage=452 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Elevation Cum.Store (feet) (cubic-feet) 0.00 0 0.50 403 1.00 933 1.50 1,463 Discarded OutFlow Max--0.57 cfs @ 11.90 hrs HW=0.02' (Free Discharge) L2=Exf ltration (Controls 0.57 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=0.00' (Free Discharge) L-1=Culvert (Controls 0.00 cfs) # Routing Invert Outlet Devices 1 Primary 1.00' 6.0" x 12.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 0.88' S= 0.0100'/' n= 0.012 Cc= 0.900 2 Discarded 0.00' 0.67 cfs Exfiltration at all elevations POST-DEVELOPMENT: 2-Year Storm i 13R' ;3P 1P 17 11R a 10R .85 9S '; - Drainage Diagram for 1388 - LIGHT HOUSE - 2-YEAR - POST- ALT.2 subce Reacn on Link Prepared by MHF DESIGN CONSULTANTS INC. 3/21/03 HydroCAD®6.10 s/n 001710 © 1986-2002 Applied Microcomputer Systems 1388 - LIGHT HOUSE -2-YEAR-POST-ALT.2 Type 111 24-hr Rainfall=3.10" Prepared by MHF DESIGN CONSULTANTS INC. Page 1 HydroCAD®6.10 s/n 001710 ©1986-2002 Applied Microcomputer Systems 3/21/03 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS,Type III 24-hr Rainfall=3.10" Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: FLOWS TO CB-1 Runoff Area=9,600 sf Runoff Depth=2.68" Length=115' Tc=0.7 min CN=98 Runoff=0.75 cfs 0.049 of Subcatchment 2S: FLOWS TO CB-2 Runoff Area=2,750 sf Runoff Depth=2.41" Length=70' Tc=0.5 min CN=95 Runoff--0.20 cfs 0.013 of Subcatchment 3S: FLOWS TO CB-3 Runoff Area=8,500 sf Runoff Depth=2.60" Length=105' Tc=0.9 min CN=97 Runoff=0.65 cfs 0.042 of Subcatchment 4S: FLOWS TO CB-4 Runoff Area=12,400 sf Runoff Depth=2.41" Length=115' Tc=1.2 min CN=95 Runoff--0.89 cfs 0.057 of Subcatchment 5S: FLOWS TO CB-5 Runoff Area=13,100 sf Runoff Depth=2.68" Length=125' Tc=1.3 min CN=98 Runoff--0.99 cfs 0.067 of Subcatchment 6S: FLOWS TO CB-6 Runoff Area=10,664 sf Runoff Depth=2.68" Length=150' Tc=1.5 min CN=98 Runoff--0.80 cfs 0.055 of Subcatchment 7S: FLOWS TO CB-7 Runoff Area=7,650 sf Runoff Depth=2.68" Length=95' Tc=0.8 min GN=98 Runoff--0.59 cfs 0.039 of Subcatchment 8S: DIRECT FLOWS TO BASIN Runoff Area=10,100 sf Runoff Depth=0.89" Length=30' Tc=2.0 min CN=74 Runoff--0.28 cfs 0.017 of Subcatchment 9S: FLOWS TO AIRPORT SYSTEM Runoff Area=2,100 sf Runoff Depth=1.95" Length=80' Tc=0.9 min CN=90 Runoff=0.13 cfs 0.008 of Subcatchment 10S: FLOWS TO EXIST. SYSTEM IN CLARK ST. Runoff Area=5,200 sf Runoff Depth=0.89" Length=125' Tc=1.6 min CN=74 Runoff--0.14 cfs 0.009 of Subcatchment R1: 113 OF ROOF Runoff Area=10,467 sf Runoff Depth=2.68" Length=30' Tc=0.8 min CN=98 Runoff=0.81 cfs 0.054 of Subcatchment R2: 2/3 ROOF TO INFILTRATOR Runoff Area=20,933 sf Runoff Depth=2.68" Length=30' Tc=0.8 min CN=98 Runoff= 1.62 cfs 0.107 of Reach 1R: 12"HDPE CB-1 TO U.G. DETENTION Peak Depth=0.35' Max Vel=3.0 fps Inflow=0.75 cfs 0.049 of D=12.0" n=0.012 L=35.0' S=0.0051 'P Capacity=2.77 cfs Outflow=0.73 cfs 0.049 of Reach 2R: 12"HDPE CB-2 TO U.G. DETENTION Peak Depth=0.16' Max Vel=2.6 fps Inflow--0.20 cfs 0.013 of D=12.0" n=0.012 L=22.0' S=0.0100'P Capacity=3.86 cfs Outflow--0.20 cfs 0.013 of Reach 3R: 12"HDPE CB-3 TO U.G. DETENTION Peak Depth=0.28' Max Vel=3.6 fps Inflow--0.65 cfs 0.042 of D=12.0" n=0.012 L=15.0' S=0.0100'P Capacity=3.86 cfs Outflow=0.64 cfs 0.042 of Reach 4R: 12"HDPE CB-4 TO FES-2 Peak Depth=0.39' Max Vel=3.1 fps Inflow=0.89 cfs 0.057 of D=12.0" n=0.012 L=188.0' S=0.0050'P Capacity=2.73 cfs Outflow--0.83 cfs 0.057 of 1388 - LIGHT HOUSE -2--YEAR - POST-ALT.2 Type R/24-hr Rainfall=3.10" Prepared by MHF DESIGN CONSULTANTS INC. Page 2 HydroCADO 6.10 s/n 001710 ©1986-2002 Applied Microcomputer Systems 3/21/03 Reach 5R: 12"HDPE CB-5 TO DMH-2 Peak Depth=0.41' Max Vel=3.2 fps Inflow=0.99 cfs 0.067 of D=12.0" n=0.012 L=300.0' S=0.0050'P Capacity=2.73 cfs Outflow--0.90 cfs 0.067 of Reach 6R: 12"HDPE CB-6 TO DMH-2 Peak Depth=0.31' Max Vet=3.8 fps Inflow=0.80 cfs 0.055 of D=12.0" n=0.012 L=46.0' S=0.0100'/' Capacity=3.86 cfs Outflow--0.79 cfs 0.055 of Reach 7R: 12"HDPE CB-7 TO FES-1 Peak Depth=0.26' Max Vel=3.5 fps Inflow=0.59 cfs 0.039 of D=12.0" n=0.012 L=46.0' S=0.0100'P Capacity=3.86 cfs Outflow--0.58 cfs 0.039 of Reach 8R: 12"HDPE DMH-2 TO FES-3 Peak Depth=0.56' Max Vel=3.6 fps Inflow= 1.66 cfs 0.122 of D=12.0" n=0.012 L=110.0' S=0.0050'P Capacity=2.73 cfs Outflow= 1.61 cfs 0.122 of Reach 10R: 15"HDPE DMH-1 TO DMH-6 Peak Depth=0.41' Max Vet=3.0 fps Inflow= 1.07 cfs 0.156 of D=15.0" n=0.013 L=30.0' S=0.0050'P Capaci".57 cfs Outflow= 1.07 cfs 0.156 of Reach 11R: SUMMATION AT AIRPORT SYSTEM Inflow= 1.12 cfs 0.164 of Outflow= 1.12 cfs 0.164 of Reach 12R: 12"HDPE DMH-3 TO DMH-4 Peak Depth=0.21' Max Vel=7.1 fps Inflow=0.88 cfs 0.233 of D=12.0" n=0.012 L=42.0' S=0.0512'P Capacity=8.73 cfs Outflow--0.88 cfs 0.233 of Reach 13R: 12"RCP DMH-4 TO DMH-5 Peak Depth=0.25' Max Vel=5.7 fps Inflow=0.88 cfs 0.233 of D=12.0" n=0.012 L=70.0' S=0.0270'P Capacity=6.34 cfs Outflow--0.88 cfs 0.233 of Reach 14R: SUMMATION OF FLOWS TO CLARK ST. Inflow--0.92 cfs 0.242 of Outflow--0.92 cfs 0.242 of Reach 17R: ROOF DRAIN Peak Depth=0.33' Max Vel=3.9 fps Inflow=0.81 cfs 0.054 of D=10.0" n=0.012 L=275.0' S=0.0100'/' Capacity=2.37 cfs Outflow=0.74 cfs 0.054 of Reach 18R: ROOF DRAIN Peak Depth=0.44' Max Vel=4.6 fps Inflow= 1.62 cfs 0.107 of D=12.0" n=0.012 L=250.0' S=0.0100'P Capacity=3.86 cfs Outflow= 1.51 cfs 0.107 of Pond 1P: U.G. DETENTION Peak Storage= 1,317 cf @ 155.31' Inflow--2.25 cfs 0.158 of Primary= 1.07 cfs 0.156 of Outflow-- 1.07 cfs 0.156 of Pond 2P: DETENTION BASIN Peak Storage=2,818 cf @ 155.93' Inflow--3.23 cfs 0.235 of Primary--0.88 cfs 0.233 of Outflow--0.88 cfs 0.233 of Pond 3P: ROOF DRAIN INFILTRATION SYSTEM Peak Storage=535 cf @ 0.62' Inflow= 1.51 cfs 0.107 of Discarded=0.57 cfs 0.107 of Primary=0.00 cfs 0.000 of Outflow--0.57 cfs 0.107 of Total Runoff Area=2.605 ac Runoff Volume=0.518 of Average Runoff Depth=2.38" 1388 -LIGHT HOUSE -2-YEAR - POST-ALT.2 Type 1/124-hr Rainfall=3.10" Prepared by MHF DESIGN CONSULTANTS INC. Page 3 HydroCAD®6 10 s/n 001710 ©1986-2002 Applied Microcomputer Systems 3/21/03 Subcatchment IS: FLOWS TO CB-1 Runoff = 0.75 cfs @ 12.01 hrs, Volume= 0.049 af, Depth= 2.68" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=3.10" Area(sf) CN Description 9,400 98 PAVEMENT 200 74 >75% Grass cover, Good, HSG C 9,600 98 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.3 25 0.0400 1.4 Sheet Flow, Smooth surfaces n= 0.011 P2=3.10" 0.4 90 0.0400 4.1 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.7 115 Total Subcatchment 2S: FLOWS TO CB-2 Runoff = 0.20 cfs @ 12.01 hrs, Volume= 0.013 af, Depth= 2.41" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt=0.05 hrs Type III 24-hr Rainfall=3.10" Area (sf) CN Description 2,400 98 PAVEMENT 350 74 >75% Grass cover, Good, HSG C 2,750 95 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.3 25 0.0300 1.2 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" 0.2 45 0.0300 3.5 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.5 70 Total Subcatchment 3S: FLOWS TO CB-3 Runoff = 0.65 cfs @ 12.01 hrs, Volume= 0.042 af, Depth= 2.60" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=3.10" _ Area (sf) CN Description 8,000 98 PAVEMENT 500 74 >75% Grass cover, Good, HSG C 8,500 97 Weighted Average 1388 - LIGHT HOUSE -2-YEAR - POST-ALT.2 Type Ill 24-hr Rainfall=3.10" Prepared by MHF DESIGN CONSULTANTS INC. Page 4 HydroCAD06 10 s/n 001710 ©1986-2002 Applied Microcomputer Systems 3/21/03 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.4 25 0.0200 1.0 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" 0.5 80 0.0200 2.9 Shallow Concentrated Flow, Paved Kv=20.3 fps 0.9 105 Total Subcatchment 4S: FLOWS TO CB-4 Runoff = 0.89 cfs @ 12.02 hrs, Volume= 0.057 af, Depth= 2.41" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=3.10" Area (sf) CN Description 11,000 98 PAVEMENT 1,400 74 >75% Grass cover, Good, HSG C 12,400 95 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.5 25 0.0100 0.8 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" 0.7 90 0.0100 2.0 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.2 115 Total Subcatchment SS: FLOWS TO CB-5 Runoff = 0.99 cfs @ 12.02 hrs, Volume= 0.067 af, Depth= 2.68" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=3.10" Area (sf) CN Description 13,100 98 PAVEMENT Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.5 25 0.0100 0.8 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" 0.8 100 0.0100 2.0 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.3 125 Total Subcatchment 6S: FLOWS TO CB-6 Runoff = 0.80 cfs @ 12.02 hrs, Volume= 0.055 af, Depth= 2.68" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=3.10" 1388 -LIGHT HOUSE -2-YEAR - POST-ALT.2 Type ///24-hr Rainfall=3.10" Prepared by MHF DESIGN CONSULTANTS INC. Page 5 HydroCAD06 10 s/n 001710 ©1986-2002 Applied Microcomputer Systems 3/21/03 Area (sf) CN Description 10,664 98 Paved parking &roofs Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.5 25 0.0100 0.8 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" 1.0 125 0.0100 2.0 Shallow Concentrated Flow, Paved Kv=20.3 fps 1.5 150 Total Subcatchment 7S: FLOWS TO CB-7 Runoff = 0.59 cfs @ 12.01 hrs, Volume= 0.039 af, Depth= 2.68" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=3.10" Area (sf) CN Description 7,650 98 Paved parking &roofs Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.4 25 0.0200 1.0 Sheet Flow, Smooth surfaces n=0.011 P2= 3.10" 0.4 70 0.0200 2.9 Shallow Concentrated Flow, Paved Kv=20.3 fps 0.8 95 Total Subcatchment 8S: DIRECT FLOWS TO BASIN Runoff = 0.28 cfs @ 12.05 hrs, Volume= 0.017 af, Depth= 0.89" Runoff by SCS TR-20 method, UH=SCS, Time Span=5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=3.10" Area (sf) CN Description 10,100 74 >75% Grass cover, Good, HSG C Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.0 30 0.1000 0.3 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" Subcatchment 9S: FLOWS TO AIRPORT SYSTEM Runoff = 0.13 cfs @ 12.01 hrs, Volume= 0.008 af, Depth= 1.95" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=3.10" 1388 - LIGHT HOUSE -2-YEAR -POST-ALT.2 Type 11124-hr Rainfall=3.10" Prepared by MHF DESIGN CONSULTANTS INC. Page 6 HydroCAD®610 s/n 001710 ©1986-2002 Applied Microcomputer Systems 3/21/03 Area (sf) CN Description 1,400 98 Paved parking & roofs 700 74 >75% Grass cover, Good, HSG C 2,100 90 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (fV t) (ft/sec) (cfs) 0.9 80 0.0300 1.5 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" Subcatchment 10S: FLOWS TO EXIST. SYSTEM IN CLARK ST. Runoff = 0.14 cfs @ 12.04 hrs, Volume= 0.009 af, Depth= 0.89" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=3.10" Area (so CN Description 5,200 74 >75% Grass cover, Good, HSG C Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.1 25 0.3000 0.4 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.5 100 0.0500 3.4 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.6 125 Total Subcatchment R1: 113 OF ROOF Runoff = 0.81 cfs @ 12.01 hrs, Volume= 0.054 af, Depth= 2.68" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt=0.05 hrs Type III 24-hr Rainfall=3.10" Area(so CN Description 10,467 98 ROOF Tc Length Slope Velocity Capacity Description _(min) (feet) (ft/ft) (ft/sec) (cfs) 0.8 30 0.0050 0.6 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" Subcatchment : 213 ROOF TO INFILTRATOR Runoff = 1.62 cfs @ 12.01 hrs, Volume= 0.107 af, Depth= 2.68" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=3.10" 1388 - LIGHT HOUSE - 2-YEAR - POST-ALT.2 Type Ill 24-hr Rainfall=3.10" Prepared by MHF DESIGN CONSULTANTS INC. Page 7 HydroCADO 6.10 s/n 001710 ©1986-2002 Applied Microcomputer Systems 3/21103 Area (sf) CN Description 20,933 98 ROOF Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.8 30 0.0050 0.6 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" Reach 1 R: 12"HDPE CB-1 TO U.G. DETENTION Inflow Area= 0.220 ac, Inflow Depth = 2.68" Inflow = 0.75 cfs @ 12.01 hrs, Volume-- 0.049 of Outflow = 0.73 cfs @ 12.01 hrs, Volume= 0.049 af, Aften= 2%, Lag= 0.3 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=0.2 min Avg.Velocity= 1.1 fps, Avg. Travel Time=0.5 min Peak Depth= 0.35' Capacity at bank full=2.77 cfs Inlet Invert= 155.07', Outlet Invert= 154.89' 12.0" Diameter Pipe n= 0.012 Length= 35.0' Slope=0.0051 T Reach 2R: 12"HDPE CB-2 TO U.G. DETENTION Inflow Area = 0.063 ac, Inflow Depth = 2.41" Inflow = 0.20 cfs @ 12.01 hrs, Volume= 0.013 of Outflow = 0.20 cfs @ 12.01 hrs, Volume= 0.013 af, Atten= 1%, Lag= 0.2 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity--2.6 fps, Min. Travel Time=0.1 min Avg.Velocity= 0.9 fps, Avg. Travel Time= 0.4 min Peak Depth= 0.16' Capacity at bank full= 3.86 cfs Inlet Invert= 155.11', Outlet Invert= 154.89' 12.0" Diameter Pipe n= 0.012 Length= 22.0' Slope= 0.0100'f Reach 3R: 12"HDPE CB-3 TO U.G. DETENTION Inflow Area = 0.195 ac, Inflow Depth = 2.60" Inflow = 0.65 cfs @ 12.01 hrs, Volume= 0.042 of Outflow = 0.64 cfs @ 12.01 hrs, Volume= 0.042 af, Atten= 1%, Lag= 0.1 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity-- 3.6 fps, Min. Travel Time=0.1 min Avg. Velocity= 1.3 fps, Avg. Travel Time= 0.2 min Peak Depth= 0.28' Capacity at bank full= 3.86 cfs Inlet Invert= 155.04', Outlet Invert= 154.89' 12.0" Diameter Pipe n= 0.012 Length= 15.0' Slope= 0.01007 1388 - LIGHT HOUSE -2-YEAR - POST-ALT.2 Type 11124-hr Rainfa11=3.10" Prepared by MHF DESIGN CONSULTANTS INC. Page 8 HydroCAD®6.10 s/n 001710 ©1986-2002 Applied Microcomputer Systems 3/21/03 Reach 4R: 12"HDPE CB-4 TO FES-2 Inflow Area= 0.285 ac, Inflow Depth= 2.41" Inflow = 0.89 cfs @ 12.02 hrs, Volume= 0.057 of Outflow = 0.83 cfs @ 12.05 hrs, Volume= 0.057 af, Atten= 6%, Lag= 2.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 3.1 fps, Min. Travel Time= 1.0 min Avg. Velocity= 1.1 fps, Avg. Travel Time= 2.8 min Peak Depth= 0.39' Capacity at bank full=2.73 cfs Inlet Invert= 155.20', Outlet Invert= 154.26' 12.0" Diameter Pipe n= 0.012 Length= 188.0' Slope= 0.p050 T Reach 5R: 12"HDPE CB-5 TO DMH-2 Inflow Area= 0.301 ac, Inflow Depth = 2.68" Inflow = 0.99 cfs @ 12.02 hrs, Volume= 0.067 of Outflow = 0.90 cfs @ 12.07 hrs, Volume= 0.067 af, Atten= 9%, Lag= 2.9 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 3.2 fps, Min. Travel Time-- 1.6 min Avg. Velocity= 1.2 fps, Avg. Travel Time=4.2 min Peak Depth=0.41' Capacity at bank full=2.73 cfs Inlet Invert= 156.20', Outlet Invert= 154.70' 12.0" Diameter Pipe n= 0,012 Length= 300.0' Slope= 0.0050 T Reach 6R: 12"HDPE CB-6 TO DMH-2 Inflow Area= 0.245 ac, Inflow Depth = 2.68" Inflow = 0.80 cfs @ 12.02 hrs, Volume= 0.055 of Outflow = 0.79 cfs @ 12.03 hrs, Volume= 0.055 af, Atten= 1%, Lag= 0.5 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 3.8 fps, Min. Travel Time= 0.2 min Avg. Velocity= 1.4 fps, Avg.Travel Time= 0.5 min Peak Depth=0.31' Capacity at bank full= 3.86 cfs Inlet Invert= 155.16', Outlet Invert= 154.70' 12.0" Diameter Pipe n= 0.012 Length=46.0' Slope= 0.0100 7' Reach 7R: 12"HDPE CB-7 TO FES-1 Inflow Area= 0.176 ac, Inflow Depth = 2.68" Inflow = 0.59 cfs @ 12.01 hrs, Volume= 0.039 of Outflow = 0.58 cfs @ 12.02 hrs, Volume= 0.039 af, Atten= 2%, Lag= 0.4 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 3.5 fps, Min. Travel Time= 0.2 min Avg. Velocity= 1.3 fps, Avg. Travel Time= 0.6 min 1388 - LIGHT HOUSE -2-YEAR - POST-ALT.2 Type 111 24-hr Rainfall=3.10" Prepared by MHF DESIGN CONSULTANTS INC. Page 9 HydroCADO 6.10 s/n 001710 ©1986-2002 Applied Microcomputer Systems 3/21/03 Peak Depth= 0.26' Capacity at bank full=3.86 cfs Inlet Invert= 155.00', Outlet Invert= 154.54' 12.0" Diameter Pipe n= 0.012 Length=46.0' Slope= 0.0100 '/' Reach 8R: 12"HDPE DMH-2 TO FES-3 Inflow Area= 0.546 ac, Inflow Depth = 2.68" Inflow = 1.66 cfs @ 12.05 hrs, Volume= 0.122 of Outflow = 1.61 cfs @ 12.06 hrs, Volume= 0.122 af, Atten= 3%, Lag= 0.8 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 3.6 fps, Min. Travel Time= 0.5 min Avg. Velocity= 1.4 fps, Avg. Travel Time= 1.3 min Peak Depth= 0.56' Capacity at bank full=2.73 cfs Inlet Invert= 154.60', Outlet Invert= 154.05' 12.0" Diameter Pipe n= 0.012 Length= 110.0' Slope= 0.0050'/' Reach 10R: 15"HDPE DMH-1 TO DMH-6 Inflow Area= 0.719 ac, Inflow Depth= 2.61" Inflow = 1.07 cfs @ 12.16 hrs, Volume= 0.156 of Outflow = 1.07 cfs @ 12.17 hrs, Volume= 0.156 af, Atten= 0%, Lag= 0.2 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= 0.2 min Avg. Velocity= 1.4 fps, Avg. Travel Time= 0.4 min Peak Depth= 0.41' Capacity at bank full=4.57 cfs 15.0" Diameter Pipe n=0.013 ,Length= 30.0' Slope=0.0050 T Reach 11 R: SUMMATION AT AIRPORT SYSTEM Inflow Area= 0.767 ac, Inflow Depth = 2.57" Inflow = 1.12 cfs @ 12.16 hrs, Volume= 0.164 of Outflow = 1.12 cfs @ 12.16 hrs, Volume= 0.164 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Reach 12R: 12"HDPE DMH-3 TO DMH-4 Inflow Area = 1.718 ac, Inflow Depth = 1.63" Inflow = 0.88 cfs @ 12.40 hrs, Volume= 0.233 of Outflow = 0.88 cfs @ 12.40 hrs, Volume= 0.233 af, Atten= 0%, Lag=0.2 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 7.1 fps, Min. Travel Time= 0.1 min Avg. Velocity= 3.9 fps, Avg. Travel Time= 0.2 min 1388 - LIGHT HOUSE -2-YEAR -POST-ALT.2 Type ///24-hr Rainfall=3.1 D" Prepared by MHF DESIGN CONSULTANTS INC. Page 10 HydroCAD®6 10 s/n 001710 ©1986-2002 Applied Microcomputer Systems 3/21/03 Peak Depth= 0.21' Capacity at bank full= 8.73 cfs Inlet Invert= 153.90', Outlet Invert= 151.75' 12.0" Diameter Pipe n= 0.012 Length=42.0' Slope= 0.0512? Reach 13R: 12"RCP DMH-4 TO DMH-5 Inflow Area= 1.718 ac, Inflow Depth = 1.63" Inflow = 0.88 cfs @ 12.40 hrs, Volume= 0.233 of Outflow = 0.88 cfs @ 12.41 hrs, Volume= 0.233 af, Atten= 0%, Lag= 0.3 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 5.7 fps, Min. Travel Time= 0.2 min Avg. Velocity= 3.2 fps, Avg. Travel Time= 0.4 min Peak Depth= 0.25' Capacity at bank full=6.34 cfs 12.0" Diameter Pipe n=0.012 Length=70.0' Slope= 0.0270? Reach 14R: SUMMATION OF FLOWS TO CLARK ST. Inflow Area= 1.838 ac, Inflow Depth= 1.58" Inflow = 0.92 cfs @ 12.31 hrs, Volume= 0.242 of Outflow = 0.92 cfs @ 12.31 hrs, Volume= 0.242 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Reach 17R: ROOF DRAIN Inflow Area= 0.240 ac, Inflow Depth= 2.68" Inflow = 0.81 cfs @ 12.01 hrs, Volume= 0.054 of Outflow = 0.74 cfs @ 12.05 hrs, Volume= 0.054 af, Atten= 8%, Lag=2.3 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 3.9 fps, Min. Travel Time= 1.2 min Avg. Velocity= 1.5 fps, Avg. Travel Time= 3.1 min Peak Depth=0.33' Capacity at bank full=2.37 cfs Inlet Invert= 157.97', Outlet Invert= 155.22' 10.0" Diameter Pipe n= 0.012 Length= 275.0' Slope= 0.0100'/' Reach 18R: ROOF DRAIN Inflow Area = 0.481 ac, Inflow Depth= 2.68" Inflow = 1.62 cfs @ 12.01 hrs, Volume= 0.107 of Outflow = 1.51 cfs @ 12.04 hrs, Volume= 0.107 af, Atten=7%, Lag= 1.8 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity=4.6 fps, Min. Travel Time= 0.9 min Avg. Velocity= 1.8 fps, Avg. Travel Time= 2.4 min 1388 - LIGHT HOUSE -2-YEAR - POST-ALT.2 Type 111 24-hr Rainfall=3.10" Prepared by MHF DESIGN CONSULTANTS INC. Page 11 HydroCADO 6.10 s/n 001710 ©1986-2002 Applied Microcomputer Systems 3/21/03 Peak Depth= 0.44' Capacity at bank full=3.86 cfs Inlet Invert= 159.17', Outlet Invert= 156.67' 12.0" Diameter Pipe n= 0.012 Length=250.0' Slope= 0.0100'P Pond 1 P: U.G. DETENTION Inflow Area= 0.719 ac, Inflow Depth= 2.63" Inflow = 2.25 cfs @ 12.02 hrs, Volume= 0.158 of Outflow = 1.07 cfs @ 12.16 hrs, Volume= 0.156 af, Atten= 53%, Lag= 8.5 min Primary = 1.07 cfs @ 12.16 hrs, Volume= 0.156 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 155.31' Storage= 1,317 cf Plug-Flow detention time=21.9 min calculated for 0.156 of(99% of inflow) Elevation Cum.Store (feet) (cubic-feet) 153.89 0 155.14 1,158 156.39 2,317 159.90 2,363 Primary OutFlow Max=1.06 cfs @ 12.16 hrs HW=155.31' (Free Discharge) 1=Orifice/Grate (Controls 0.47 cfs) 2=Orifice/Grate (Controls 0.47 cfs) 3--Orifice/Grate (Controls 0.12 cfs) -Orifice/Grate (Controls 0.00 cfs) -Sharp-Crested Rectangular Weir (Controls 0.00 cfs) # Routing Invert Outlet Devices 1 Primary 153.89' 4.0"Vert. Orifice/Grate C= 0.600 2 Primary 153.89' 4.0"Vert Orifice/Grate C= 0.600 3 Primary 155.10' 6.0"Vert.Orifice/Grate C=0.600 4 Primary 155.50' 6.0"Vert. Orifice/Grate C=0.600 5 Primary 157.70' 4.0' long x 1.0' high Sharp-Crested Rectangular Weir 2 End Contraction(s) Pond 2P: DETENTION BASIN Inflow Area = 1.718 ac, Inflow Depth = 1.64" Inflow = 3.23 cfs @ 12.05 hrs, Volume= 0.235 of Outflow = 0.88 cfs @ 12.40 hrs, Volume= 0.233 af, Atten= 73%, Lag=21.1 min Primary = 0.88 cfs @ 12.40 hrs, Volume= 0.233 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 155.93' Surf.Area= 2,343 sf Storage=2,818 cf Plug-Flow detention time= 33.5 min calculated for 0.233 of(99% of inflow) Storage and wetted areas determined by Prismatic sections 1388 -LIGHT HOUSE -2-YEAR - POST-ALT.2 Type 11124-hr Rainfall=3.10" Prepared by MHF DESIGN CONSULTANTS INC. Page 12 HydroCAD®6.10 s/n 001710 ©1986-2002 Applied Microcomputer Systems 3/21/03 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 154.00 400 0 0 155.00 1,550 975 975 156.00 2,400 1,975 2,950 157.00 3,200 2,800 5,750 158.00 4,000 3,600 9,350 Primary OutFlow Max=0.88 cfs @ 12.40 hrs HW=155.93' (Free Discharge) 1=Orifice/Grate (Controls 0.56 cfs) 2=Orifice/Grate (Controls 0.32 cfs) 3=Orifice/Grate (Controls 0.00 cfs) -Sharp-Crested Rectangular Weir (Controls 0.00 cfs) -Broad-Crested Rectangular Weir (Controls 0.00 cfs) # Routing Invert Outlet Devices 1 Primary 154.00' 4.0"Vert. Orifice/Grate C= 0.600 2 Primary 154.00' 3.0"Vert. Orifice/Grate C= 0.600 3 Primary 156.00' 8.0"Vert. Orifice/Grate C= 0.600 4 Primary 157.00' 4.0' long x 1.0' high Sharp-Crested Rectangular Weir 2 End Contraction(s) 5 Primary 157.20' 10.0'long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Pond 3P: ROOF DRAIN INFILTRATION SYSTEM Inflow Area= 0.481 ac, Inflow Depth= 2.68" Inflow = 1.51 cfs @ 12.04 hrs, Volume= 0.107 of Outflow = 0.57 cfs @ 11.90 hrs, Volume= 0.107 af, Atten= 62%, Lag= 0.0 min Discarded = 0.57 cfs @ 11.90 hrs, Volume= 0.107 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= 0.62' Storage= 535 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Elevation Cum.Store (feet) (cubic-feet) 0.00 0 0.50 403 1.00 933 1.50 1,463 Discarded OutFlow Max=0.57 cfs @ 11.90 hrs HW=0.02' (Free Discharge) L2=Exfiltration (Controls 0.57 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=0.00' (Free Discharge) t-1=Culvert (Controls 0.00 cfs) # Routing Invert Outlet Devices 1 Primary 1.00' 6.0" x 12.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert=0.88' S= 0.0100'/' n=0.012 Cc= 0.900 2 Discarded 0.00' 0.57 cfs Exfiltration at all elevations POST-DEVELOPMENT: 10-Year Storm �-- ' R1 1S 25 3 5S > 6S 7S 45: > R2 < 105 17R! 1 R 2R ; 3R 5R ; 6R 7R 4R 18R' 14R 13R 3P , 1P , 8R 2P `� 12R 11 R' z�S 9S ; j >, ;, r � Drainage Diagram for 1388 - LIGHTHOUSE - 10-YEAR - POST- ALT.2 St bca� each on I Link Prepared by MHF DESIGN CONSULTANTS INC. 3/21103 [l( droCAD®C.10 s/n 001710 O 1986-2002 Applied Microcomputer Systems ..- Hy 1388 -LIGHT HOUSE - 10-YEAR - POST-ALT.2 Type R/24-hr Rainfali=4.50" Prepared by IVIFIF DESIGN CONSULTANTS INC-. Page 1 HydroCAD06.10 stnOO1710 @ 1986-2002 Applied Microcomputer Systems 3/21/03 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Type III 24-hr Rainfall=4.50" Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment IS: FLOWS TO CB-1 Runoff Area--9,600 sf Runoff Depth=3.96' Length=1 15' Tc--0.7 min CN=98 Runoff-- 1-09 cfs 0.073 of Subcatchment 2S: FLOWS TO CB-2 Runoff Area=2,750 sf Runoff Depth=3.70" Length=70' Tc=0-5 min CN=95 Runoff=0-31 al's 0.019 of Subcatchment 3S: FLOWS TO CB-3 Runoff Area=8,500 sf Runoff Depth=3-88" Length=105' -1 c=0.9 min CN=97 Runoff-- 0.95 cfs 0.063 of Subcatchment 4S: FLOWS TO CB-4 Runoff Area=12,400 sf Runoff Depth=3-70" Length=1 15' Tc--1-2 min CN=95 Runoff= 1-34 cfs 0.088 of Subcatchment 5S: FLOWS TO CB-5 Runoff Area=13,100sf Runoff Depth=3.96" Length=125' Tc=1.3 min CN=98 Runoff-- 1-45 cfs U99 of Subcatchment 6S: FLOWS TO CB-6 Runoff Area=10,664 sf Runoff Depth=3.96' Length=150' Tc=1-5 min CN=98 Runoff-- 1.17 cfs 0-081 of Subcatchment 7S: FLOWS TO CB-7 Runoff Area=7,650 sf Runoff Depth=3.96" Length=95' Tc=0-8 min CN=98 Runoff--0.87 cfs 0.058 of Subcatchment 8S: DIRECT FLOM TO BASIN Runoff Area=10,100 sf Runoff Depth=1.82" Length=30' Tc--20 min CN=74 Runoff--0.58 cfs 0-035 of Subcatchment 9S: FLOWS TO AIRPORT SYSTEM Runoff Area=2,100 sf Runoff Depth=3.21" Length=80' Tc7-0-9 min CN=90 Runoff=0.21 cfs 0.013 of Subcatchment 10S: FLOWS TO EXIST.SYSTEM IN CLARK ST. Runoff Area--5,200s'l Runoff Depth=11-82' Length=125' Tc--1-6 min CN=74 Runoff=0-30 cfs 0.018 of Subcatchment RI: 113 OF ROOF Runoff Area=1 0,467 sf Runoff Depth=3.96" Length=30' Tc--0.8 min CN=98 Runoff= 1.19 cfs 0.079 of Subcatchment R2: 213 ROOF TO INFILTRATOR Runoff Area=20,933 sf Runoff Depth--30-96" Length=30' Tc=0,8 min CN=98 Runoff--2.38 cfs 0-159 of Reach IR: IT'HDPE CB-I TO I.I.G. DETENTION Peak Depth=0." MaxVel=3.3 fps Inflow-- 1.09 cfs 0.073 of D=12.0" n=0.012 L=35.0' S=0,0051 T Capacity=2.77 cfs Outflow-- 1-07 cfs 0.073 of -M..vDPT-J-m ft rr% 1 9.--. P-1,DePO'�=n , n r-,- 0-0-19-t- Lj I Etv I CHNI Mar, U V- I '=z- 0 tpc' of Reach 2R: 14 rl %10-z I W U%.2 19 Max'Vel _n D=12-0" n=0.012 L=22A0' S=0.01007 Capacity=3.86cfs Outflow--0.30 cis 0-019 of Reach MR: 41-THIEDPE CEM-3 TO U.G. LD--ETEtq1t-tOtq Peak Depti 01-34' rVlaxxVe',=4-1 fps -!nfi,7w--&95 cfs D=12.0" n=0.012 L=15.9 S=0.0100'P Capacjtv=3.86cfs Outflow--0.95cfs 0.063 of Reach 4R: I T'HDPE CBTO% FES-2 takD--4U r A9' Ik--Nv-1-1.4--s Infiar= 1. JA -1" V.V0U of D=12,0" n--0,012 L--188,0' S=0,00507 Capacity=2-73cfs Outflow= 1,26cfs 0.088 of 1388 - LIGHT HOUSE - 10-YEAR - POST-ALT.2 Type /II 24-hr Rainfall=4.50" Prepared by MHF DESIGN CONSULTANTS INC. Page 2 HydroCAD®6 10 s/n 001710 01986-2002 Applied Microcomputer Systems 3/21/03 Reach 5R: 12"HDPE CB-5 TO DMH-2 Peak Depth=0.51' Max Vel=3.5 fps Inflow= 1.45 cfs 0.099 of D=12.0" n=0.012 L=300.0' S=0.0050'f Capacity=2.73 cfs Outflow-- 1.33 cfs 0.099 of Reach 6R: 12"HDPE CB-6 TO DMH-2 Peak Depth=0.38' Max Vel=4.3 fps Inflow-- 1.17 cfs 0.081 of D=12.0" n=0.012 L=46.0' S=0.0100'f Capacity=3.86 cfs Outflow-- 1.16 cfs 0.081 of Reach 7R: 12"HDPE CB-7 TO FES-1 Peak Depth=0.32' Max Vel=3.9 fps Inflow=0.87 cfs 0.058 of D=12.0" n=0.012 L=46.0' S=0.0100'f Capacity=3.86 cfs Outflow--0.85 cfs 0.058 of Reach 8R: 12"HD'PE DMH-2 TO FES-3 Peak Depth---0.74' Max Vel=3.9 fps Inflow=2.44 cfs 0.180 of D=12.0" n=0.012 L=110.0' S=0.0050 7 Capacity=2.73 cfs Outflow--2.38 cfs 0.180 of Reach 10R: 15"HDPE DMH-1 TO DMH-6 Peak Depth=0.59' Max Vel=3.6 fps Inflow--2.06 cfs 0.233 of D=15.0" n=0.013 L=30.0' S=0.0050'f Capacity--4.57 cfs Outflow=2.06 cfs 0.233 of Reach 11 R:SUMMATION AT AIRPORT SYSTEM Inflow--2.16 cfs 0.246 of Outflow--2.16 cfs 0.246 of Reach 12R: 12"HDPE DMH-3 TO DMH-4 Peak Depth=0.30' Mau Vel=8.7 fps Inflow= 1.73 cfs 0.361 of D=12.0" n=0.012 L=42.0' S=0.0512'f Capacity=8.73 cfs Outflow= 1.73 cfs 0.361 of Reach 13R: 127RCP DMH-4 TO DMH-5 Peak Depth=0.36' Max VeI=6.9 fps Inflow= 1.73 cfs 0.361 of D=12.0" n=0.012 L=70.0' S=0.0270 7 Capacity=6.34 cfs Outflow-- 1.72 cfs 0.361 of Reach 14R: SUMMATION OF FLOWS TO CLARK ST. Inflow= 1.82 cfs 0.379 of Outflow=1.82 cfs 0.379 of Reach 17R:ROOF DRAIN Peak Depth--0.41' Max Vel=4.3 fps Inflow I.19 cfs 0.079 of D=10.0" n=0.012 L=275.0' S=0.0100'f CapacW-2.37 cfs Outflow-- 1.09 cfs 0.079 of Reach 18R: ROOF DRAIN Peak Depth--0.56' Max Vel=5.1 fps Inflow=2.38 cfs 0.159 of D=12.0" n=0.,012 L=250.0' S=0.0100'f Capacity=3.86 cfs Outflow--2.21 cfs 0.159 of Pond 1P:U.G.DETENTION Peak Storage= 1,807 cf @ 155.84' Inflow--3.33 cfs 0.235 of Primary--2.06 cfs 0.233 of Outflow--2.06 cfs 0.233 of Pond 2P: DETENTION BASIN Peak Storage=4,403 cf @ 156.52' Inflow=4.98 cfs 0.364 of Primary= 1.73 cfs 0.361 of Outflow=1.73 cfs 0.361 of Pond 3P: ROOF DRAIN INFILTRATION SYSTEM Peak Storage= 1,196 cf @ 1.25' Inflow--2.21 cfs 0.159 of Discarded=0.57 cfs 0.155 of Primary=0.14 cfs 0.004 of Outflow--0.71 cfs 0.159 of Total Runoff Area=2.605 ac Runoff Volume=0.786 of Average Runoff Depth=3.62" 1388 -LIGHT HOUSE - 10--YEAR-POST-ALT.2 Type 11124-hr Rainfall=4.50" Prepared by MHF DESIGN CONSULTANTS INC. Page 3 HydroCAD®6.10 s!n 001710 ©1986-2002 Applied Microcomputer Systems 3/21/03 Subcatchment IS: FLOWS TO CB-1 Runoff = 1.09 cfs @ 12.01 hrs, Volume= 0.073 af, Depth= 3.96" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt=0.05 hrs Type III 24-hr Rainfall=4.50" Area (sf) CN Description 9,400 98 PAVEMENT 200 74 >75%Grass cover, Good, HSG C 9,600 98 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (fV t) (ft sec) (cfs) 0.3 25 0.0400 1.4 Sheet Flow, Smooth surfaces n= 0.011 P2=3.10" 0.4 90 0.0400 4.1 Shallow Concentrated Flow, Paved Kv=20.3 fps 0.7 115 Total Subcatchment 2S: FLOWS TO CB-2 Runoff = 0.31 cfs @ 12.01 hrs, Volume= 0.019 af, Depth= 3.70" Runoff by SCS TR-20 method, UH=SCS,Time Span=5.00-20.00 hrs, dt=0.05 hrs Type III 24-hr Rainfall=4.50" _ Area(sf) CN Description 2,400 98 PAVEMENT 350 74 >75%Grass cover,Good, HSG C 2,750 95 Weighted Average Tc Length Slope Velocity Capacity Description _ (min) (feet) (fUft) ("ec) (cfs) 0.3 25 0.0300 1.2 Sheet Flow, Smooth surfaces n= 0.011 P2=3.10" 0.2 45 0.0300 3.5 Shallow Concentrated Flow, Paved Kv=20.3 fps 0.5 70 Total Subcatchment 3S: FLOWS TO CB-3 Runoff = 0.95 cfs @ 12.01 hrs, Volume= 0.063 af, Depth= 3.88" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt=0.05 hrs Type III 24-hr Rainfall=4.50" Area (sfl CN Description 8,000 98 PAVEMENT 500 74 >75%Grass cover, Good, HSG C 8,500 97 Weighted Average 1388 -LIGHT HOUSE - 1Q YEAR-POST-A►LT.2 Type 111 24-hr Rainfall=4.50" Prepared by MHF DESIGN CONSULTANTS INC. Page 4 HydroCAD@ 610 sfn 001710 ©1986-2002 Applied Microcomputer Systems 3/21103 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) 0/sec) (cfs) 0.4 25 0.0200 1.0 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" 0.5 80 0.0200 2.9 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.9 105 Total Subcatchment : FLOWS TO CB-4 Runoff = 1.34 cfs @ 12.02 hrs, Volume-- 0.088 af, Depth= 3.70" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type Ill 24-hr Rainfall=4.50" Area(sf) CN Description 11,000 98 PAVEMENT 1,400 74 >75% Grass cover, Good, HSG C 12,400 95 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fdsec) (cfs) 0.5 25 0.0100 0.8 Sheet Flow, Smooth surfaces n= 0.011 P2=3.10" 0.7 90 0.0100 2.0 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.2 115 Total Subcatc'hment 5S: FLOWS TO CB-5 Runoff = 1.45 cfs @ 12.02 hrs, Volume= 0.099 af, Depth= 3.96" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt=0.05 hrs Type III 24-hr Rainfall=4.50" Area M CN Description 13,100 98 PAVEMENT Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.5 25 0.0100 0.8 Sheet Flow, Smooth surfaces n=0.011 P2=3.10" 0.8 100 0.0100 2.0 Shallow Concentrated Flow, Paved Kv=20.3 fps 1.3 125 Total Subca ment 6S: FLOWS TO CB-6 Runoff - 1.17 cfs @ 12.02 hrs, Volume= 0.081 af, Depth= 3.96" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=4.50" 1388 -LIGHT HOUSE - 10 YEAR-POST-ALTe2 Type I//24-hr Rainfall=4.50" Prepared by MHF DESIGN CONSULTANTS INC. Page 5 HydroCAD@ 610 sin 001710 ©1986-2002 Applied Microcomputer Systems 3121103 Area(sf) CN Description 10,664 98 Paved parking & roofs Tc Length Slope Velocity Capacity Description (min) (feet) (fVft) (fl sec) (cfs) 0.5 25 0.0100 0.8 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" 1.0 125 0.0100 2.0 Shallow Concentrated Flow, Paved Kv=20.3 fps 1.5 150 Total Subcatchment 7S: FLOWS TO CB-7 Runoff = 0.87 cfs @ 12.01 hrs, Volume= 0.058 af, Depth= 3.96" Runoff by SCS 1TR-20 method, UH=SCS,Time Span=5.00-20.00 hrs,dt=0.05 hrs Type Ill 24-hr Rainfall=4.50" Area(sf) CN Description 7,650 98 Paved parking & roofs Tc Length Slope Velocity Capacity Description (min) (feet) (ftift) (ft/sec) (cfs) 0.4 25 0.0200 1.0 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" 0.4 70 0.0200 2.9 Shallow Concentrated Flow, Paved Kv=20.3 fps 0.8 95 Total Subcatchment 8S: DIRECT FLOWS TO BASIN Runoff = 0.58 cfs @ 12.04 hrs, Volume= 0.035 af, Depth= 1.82" Runoff by SCS TR-20 method, UH=SCS,Time Span-- 5.00-20.00 hrs,dt=0.05 hrs Type III 24-hr Rainfall=4.50" Area (sf) CN Description 10,100 74 >75%Grass cover, Good, HSG C Tc Length Slope Velocity Capacity Description (min) (feet) (yft) (fVsec) (cfs) 2.0 30 0.1000 0.3 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" Subcatchment 9S: FLOWS TO AIRPORT SYSTEM Runoff = 0.21 cfs @ 12.01 hrs, Volume= 0.013 af, Depth= 3.21" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type 11124-hr Rainfall=4.50" 1388 -LIGHT HOUSE -1Q YEAR-POST-ALT.2 Type 11124-hr Rainfall=4.50" Prepared by MHF DESIGN CONSULTANTS INC. Page 6 HydroCAD®610 s/n 001710 01986-2002 Applied Microcomputer Systems 3/21/03 Area (sf) CN Description 1,400 98 Paved parking &roofs 700 74 >75%Grass cover, Good, HSG C 2,100 90 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.9 80 0.0300 1.5 Sheet Flow, Smooth surfaces n=0.011 P2=3.10" Subcatchment 10S: FLOWS TO EXIST. SYSTEM IN CLARK ST. Runoff = 0.30 cfs @ 12.03 hrs, Volume= 0.018 af, Depth= 1.82" Runoff by SCS TR-20 method, UH=SCS,Time Span=5.00-20.00 hrs,dt=0.05 hrs Type III 24-hr Rainfall=4.50" Area (sf) CN Description 5,200 74 >75%Grass cover, Good, HSG C Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fVsec) (cfs) 1.1 25 0.3000 0.4 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.5 100 0.0500 3.4 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.6 125 Total Subcatchment R1: 1/3 OF ROOF Runoff = 1.19 cfs @ 12.01 hrs, Volume= 0.079 af, Depth= 3.96" Runoff by SCS TR-20 method, UH=SCS, Time Span=5.00-20.00 hrs, dt=0.05 hrs Type III 24-hr Rainfall=4.50" Area (so CN Description 10,467 98 ROOF Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (fUsec) (cfs) 0.8 30 0.0050 0.6 Sheet Flow, Smooth surfaces n= 0.011 P2=3.10" Subcatchment R2: 2/3 ROOF TO INFILTRATOR Runoff = 2.38 cfs @ 12.01 hrs, Volume= 0.159 af, Depth= 3.96" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=4.50" 1388 - LIGHT HOUSE - 10-YEAR - POST-ALT.2 Type I// 24-hr Rainfall=4.50" Prepared by MHF DESIGN CONSULTANTS INC. Page 7 HydroCAD®6.10 s/n 001710 ©1986 2002 Applied Microcomputer Systems 3121/03 Area (sf) CN Description 20,933 98 ROOF Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.8 30 0.0050 0.6 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" Reach 1R: 12"HDPE CB4 TO U.G. DETENTION Inflow Area= 0.220 ac, Inflow Depth= 3.96" Inflow = 1.09 cfs @ 12.01 hrs, Volume= 0.073 of Outflow = 1.07 cfs @ 12.01 hrs, Volume= 0.073 af, Atten= 2%, Lag= 0.3 min Routing by Star-Ind+Trans method, Time Span=5.00-20.00 hrs, dt=0.05 hrs Max. Velocity-- 3.3 fps, Min.Travel Time=0.2 min Avg.Velocity= 1.2 fps, Avg.Travel Time---0.5 min Peak Depth= 0.44' Capacity at bank full=2.77 cfs Inlet Invert= 155.07', Outlet Invert= 154.89' 12.0" Diameter Pipe n=0.012 Length=35.0' Slope=0.0051 T Reach 2R: 12"HDPE CB-2 TO U.G. DETENTION Inflow Area= 0.063 ac, Inflow Depth= 3.79' Inflow = 0.31 cfs @ 12.01 hrs, Volume= 0.019 of Outflow = 0.30 cfs @ 12.01 hrs, Volume-- 0.019 af, Atten= 1%, Lag=0.2 min Routing by Stor-Ind+Trans method, Time Span=5.00-20.00 hrs, dt=0.05 hrs Max. Velocity=2.9 fps, Mina Travel Time--0.1 min Avg.Velocity= 1.0 fps, Avg.Travel Time=0.4 min Peak Depth= 0.19' Capacity at bank full= 3.86 cfs Inlet Invert= 155.11', Outlet Invert= 154.89' 12.0" Diameter Pipe n=0.012 Length=22.0' Slope= 0.0100'/' Reach 3R: 12"HPPE C TO U.G. DETENTION Inflow Area= 0.195 ac, Inflow Depth = 3.88" Inflow = 0.95 cfs @ 12.01 hrs, Volume= 0.063 of Outflow = 0.95 cfs @ 12.01 hrs, Volume= 0.063 af, Atten= 1%, Lag= 0.1 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt=0.05 hrs Max. Velocity--4.1 fps, Min.Travel Time=0.1 min Avg.Velocity= 1.5 fps, Avg.Travel Time=0.2 min Peak Depth=0.34' Capacity at bank full=3.86 cfs Inlet Invert= 155.04, Outlet Invert= 154.89' 12.0"Diameter Pipe n=0.012 Length= 15.0' Slope=0.0100 T 1388 - LIGHT HOUSE - 10 YEAR-POST-ALT.2 Type IN 24-hr Rainfall=4.50" Prepared by MHF DESIGN CONSULTANTS INC. Page 8 HydmCADO 6.10 sln 001710 O 1986-2002 Applied Microcomputer Systems 3121103 Reach 4R: 12"HDPE CB-4 TO FES-2 Inflow Area= 0.285 ac, Inflow Depth = 3.70" Inflow = 1.34 cfs @ 12.02 hrs, Volume= 0.088 of Outflow = 1.26 cfs @ 12.05 hrs, Volume= 0.088 af, Atten=6%, Lag= 1.8 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max.Velocity= 3.4 fps, Min. Travel Time=0.9 min Avg. Velocity= 1.3 fps, Avg. Travel Time= 2.4 min Peak Depth= 0.49' Capacity at bank full=2.73 cfs Inlet Invert-- 155.29, Outlet Invert= 154.26' 12.0 Diameter Pipe n= 0.012 Length= 188.9 Slope= 0.0050 T Reach 5R: 12"HDPE CB-5 TO DMH-2 Inflow Area= 0.301 ac, Inflow Depth = 3.96" Inflow = 1.45 cfs @ 12.02 hrs, Volume= 0.099 of Outflow = 1.33 cfs @ 12.06'hrs, Volume= 0.099 af, Atten=9%, Lag=2.7 min Routing by Stor-Ind+Trans method,Time Span=5.00-20.00 hrs, dt=0.05 hrs Max. Velocity-- 3.5 fps, Min. Travel Time= 1.4 min Avg. Velocity= 1.3 fps, Avg. Travel Time= 3.7 min Peak Depth=0.51' Capacity at bank full=2.73 cfs Inlet'Invert-- 156.20', Outlet Invert= 154.70' 12.0"Diameter Pipe n=0.012 Length= 300.0' Slope=0.,0050 T Reach 6R: 12"HDPE CB-6 TO DMH-2 Inflow Area= 0.245 ac, Inflow Depth = 3.96" Inflow = 1.17 cfs @ 12.02 hrs, Volume-- 0.081 of Outflow = 1.16 cfs @ 12.03 hrs, Volume= 0.081 af, Atten= 1°l0, Lag=0.4 min Routing by Stor-Ind+Trans method,Time Span= 5.00-20.00 hrs, dt=0.05 hrs Max.Velocity=4.3 fps, Min. Travel Time= 0.2 min Avg. Velocity= 1.6 fps, Avg. Travel Time= 0.5 min Peak Depth=0.38' Capacity at bank full=3.86 cfs Inlet Invert= 155.16', Outlet Invert-- 154.70' 12.0" Diameter Pipe n=0.012 Length=46.0' Slope= 0.0100 T Reach 7R: 12"HDPE C -7 TO FES-1 Inflow Area = 0.176 ac, Inflow Depth = 3.96" Inflow = 0.87 cfs @ 12.01 hrs, Volume= 0.058 of Outflow = 0.85 cfs @ 12.01 hrs, Volume= 0.058 af, Atten=2%, Lag= 0.3 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 3.9 fps, Min. Travel Time= 0.2 min Avg. Velocity= 1.5 fps, Avg. Travel Time= 0.5 min 1388 - LIGHT HOUSE - 10 YEAR - POST-ALT.2 Type /// 24-hr Rainfall=4.50" Prepared by MHF DESIGN CONSULTANTS INC. Page 9 HydroCADO 610 s/n 001710 ©1986-2002 Applied Microcomputer Systems 3/21/03 Peak Depth= 0.32' Capacity at bank full=3.86 cfs Inlet Invert= 155.00', Outlet Invert= 154.54' 12.0"Diameter Pipe n= 0.012 Length=46.0' Slope= 0.0100'/' Reach 8R: 12"HDPE DMH-2 TO FES-3 Inflow Area = 0.546 ac, Inflow Depth = 3.96" Inflow = 2.44 cfs @ 12.05 hrs, Volume-- 0.180 of Outflow = 2.38 cfs @ 12.06 hrs, Volume= 0.180 af, Atten= 3%, Lag=0.7 min Routing by Stor-Ind+Trans method,Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max.Velocity= 3.9 fps, Min. Travel Time= 0.5 min Avg. Velocity= 1.6 fps, Avg. Travel Time= 1.1 min Peak Depth=0.74' Capacity at bank full=2.73 cfs Inlet Invert-- 154.6U, Outlet Invert-- 154.05' 12.0"Diameter Pipe n=0.012 Length= 110.0' Slope=0.0050'/' Reach 1OR: 15"HDPE DMH-1 TO DMH-6 Inflow Area= 0.719 ac, Inflow Depth = 3.88" Inflow = 2.06 cfs @ 12.12 hrs, Volume= 0.233 of Outflow = 2.06 cfs @ 12.12 hrs, Volume-- 0.233 af, Atten=0%, Lag=0.2 min Routing by Stor-Ind+Trans method,Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max.Velocity=3.6 fps, Min.Travel Time-- 0.1 min Avg. Velocity= 1.6 fps, Avg. Travel Time= 0.3 min Peak Depth=0.59' Capacity at bank full=4.57 cfs 15.0"Diameter Pipe n=0.013 Length=30.0' Slope=0.0050 7 Reach 11 R: SUMMATION AT AIRPORT SYSTEM Inflow Area= 0.767 ac, Inflow Depth = 3.84" Inflow = 2.16 cfs @ 12.11 hrs, Volume= 0.246 of Outflow = 2.16 cfs @ 12.11 hrs, Volume= 0.246 af, Atten=0%, Lag=0.0 min Routing by Stor-Ind+Trans method,Time Span= 5.00-20.00 hrs, dt=0.05 hrs Reach 12R: 12"HDPE DMH-3 TO DMH-4 Inflow Area = 1.718 ac, Inflow Depth = 2.52" Inflow = 1.73 cfs @ 12.34 hrs, Volume= 0.361 of Outflow - 1.73 cfs @ 12.34 hrs, Volume-- 0.361 af, Atten=0%, Lag=0.2 min Routing by Stor-Ind+Trans method,Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity=8.7 fps, Min. Travel Time= 0.1 min Avg. Velocity=4.5 fps, Avg. Travel Time= 0.2 min 1388 LIGHT HOUSE - 10 YEAR- POST-ALT.2 Type 11124-hr Rainfall=4.50" Prepared by MHF DESIGN CONSULTANTS INC. Page 10 HydroCAD®6.10 s/n 001710 ©1986-2002 Applied Microcomputer Systems 3/21/03 Peak Depth= 0.30' Capacity at bank full= 8.73 cfs Inlet Invert= 153.90', Outlet Invert= 151.75' 12.0" Diameter Pipe n= 0.012 Length=42.0' Slope= 0.0512'P Reach 13R: 12"RCP DH-4 TO DH-5 Inflow Area= 1.718 ac, Inflow Depth= 2.52" Inflow = 1.73 cfs @ 12.34 hrs, Volume= 0.361 of Outflow = 1.72 cfs @ 12.35 hrs, Volume= 0.361 af, Atten= 0%, Lag=0.3 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max.Velocity=6.9 fps, Min. Travel Time= 0.2 min Avg. Velocity= 3.6 fps, Avg. Travel Time= 0.3 min Peak Depth=0.36' Capacity at bank full=6.34 cfs 12.0" Diameter Pipe n=0.012 Length=70.9 Slope= 0.02707 Reach 14R: SUMMATION OF FLOWS TO CLARK ST. Inflow Area= 1.838 ac, Inflow Depth = 2.48" Inflow = 1.82 cfs @ 12.33 hrs, Volume= 0.379 of Outflow = 1.82 cfs @ 12.33 hrs, Volume= 0.379 af, Atten=0%, Lag=0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt=0.05 hrs Reach 17R: ROOF DRAIN Inflow Area= 0.240 ac, Inflow Depth = 3.96" Inflow = 1.19 cfs @ 12.01 hrs, Volume= 0.079 of Outflow - 1.09 cfs @ 12.04 hrs, Volume= 0.079 af, Atten=8%, Lag=2.1 min Routing by Stor-Ind+Trans method, Time Span=5.00-20.00 hrs, dt=0.05 hrs Max.Velocity=4.3 fps, Min. Travel Time= 1.1 min Avg. Velocity= 1.6 fps, Avg. Travel Time=2.8 min Peak Depth= 0.41' Capacity at bank full=2.37 cfs Inlet Invert-- 157.9T, Outlet Invert-- 155.22' 10.0 Diameter Pipe n=0.012 Length=275.0' Slope= 0.0100'P Reach 18R: ROOF DRAIN Inflow Area = 0.481 ac, Inflow Depth = 3.96" Inflow = 2.38 cfs @ 12.01 hrs, Volume= 0.159 of Outflow = 2.21 cfs @ 12.04 hrs, Volume= 0.159 af, Atten=7%, Lag= 1.7 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity-- 5.1 fps, Min. Travel Time= 0.8 min Avg. Velocity=2.0 fps, Avg. Travel Time=2.1 min 1388 - LIGHT HOUSE - 10-YEAR - POST-ALT.2 Type /// 24-hr Rainfall=4.50" Prepared by MHF DESIGN CONSULTANTS INC. Page 11 HydroCAD®6.10 sin 001710 ©1986-2002 Applied Microcomputer Systems 3/21/03 Peak Depth= 0.56' Capacity at bank full= 3.86 cfs inlet Invert-- 159.17', Outlet Invert= 156.67' 12.0"Diameter Pipe n= 0.012 Length= 250.0' Slope= 0.0100 T Pond 1 P: U.G. DETENTION Inflow Area = 0.719 ac, Inflow Depth = 3.92" Inflow = 3.33 cfs @ 12.02 hrs, Volume= 0.235 of Outflow = 2.06 cfs @ 12.12 hrs, Volume= 0.233 af, Atten= 38%, Lag= 5.7 min Primary = 2.06 cfs @ 12.12 hrs, Volume= 0.233 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 155.84' Storage= 1,807 cf Plug-Flow detention time= 19.5 min calculated for 0.233 of(99% of inflow) Elevation Cum.Store (feet) (cubic-feet) 153.89 0 155.14 1,158 156.39 2,317 159.90 2,363 Primary OutFlow Max=2.02 cfs @ 12.12 hrs HW=155.82' (Free Discharge) 1=Orifice/Grate (Controls 0.56 cfs) 2--Orifice/Grate (Controls 0.56 cfs) 3=Orifice/Grate (Controls 0.65 cfs) Orifice/Grate (Controls 0.26 cfs) =Sharp-Crested Rectangular Weir (Controls 0.00 cfs) # Routing Invert Outlet Devices 1 Primary 153.89' 4.0"Vert. Orifice/Grate C= 0.600 2 Primary 153.89' 4.0"Vert. Orifice/Grate C= 0.600 3 Primary 155.10' 6.0"Vert. Orifice/Grate C= 0.600 4 Primary 155.50' 6.0"Vert. Orifice/Grate C= 0.600 5 Primary 1:57.70' 4.W'long x 1.0`high Sharp-Crested Rectangular Weir 2 End Contractions) Pond 2P: DETENTION BASIN Inflow Area = 1.718 ac, Inflow Depth = 2.54" Inflow - 4.98 cfs @ 12.05 hrs, Volume= 0.364 of Outflow = 1.73 cfs @ 12.34 hrs, Volume= 0.361 af, Atten=65%, Lag= 17.5 min Primary = 1.73 cfs @ 12.34 hrs, Volume= 0.361 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 156.52' Surf.Area=2,815 sf Storage=4,403 cf Plug-Flow detention time= 35.7 min calculated for 0.361 of(99% of inflow) Storage and wetted areas determined by Prismatic sections 1388 -LIGHT HOUSE - 10-YEAR - POST-ALT.2 Type I//24-hr Rainfall=4.50" Prepared by MHF DESIGN CONSULTANTS INC. Page 12 HydroCADO 610 sin 001710 ©1986-2002 Applied Microcomputer Systems 3/21/03 Elevation Surf.Area Inc.Store Cum.Store _ (feet) (sq-ft) (cubic-feet) (cubic-feet) 154.00 400 0 0 155.00 1,550 975 975 156.00 2,400 1,975 2,950 157.00 3,200 2,800 5,750 158.00 4,000 3,600 9,350 Primary OutFlow Max=1.72 cfs @ 12.34 hrs HW=156.52' (Free Discharge) 1=Orifice/Grate (Controls 0.64 cfs) 2=Orifice/Grate (Controls 0.37 cfs) 3=Orifice/Grate (Controls 0.71 cfs) Sharp-Crested.Rectangular Weir (Controls 0.00 cfs) -Broad-Crested Rectangular Weir (Controls 0.00 cfs) # Routing Invert Outlet Devices 1 Primary 154.00' 4.0"Vert Orifice/Grate C=0.600 2 Primary 154.00' 3.0"Vert. Orifice/Grate C=0.600 3 Primary 156.00' 8.0"Vert. Orifice/Grate C=0.600 4 Primary 157.00' 4.0' long x 1.0' high Sharp-Crested Rectangular Weir 2 End Contraction(s) 5 Primary 157.20' 10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Pond 3P: ROOF DRAIN INFILTRATION SYSTEM Inflow Area = 0.481 ac, Inflow Depth = 3.96" Inflow = 2.21 cfs @ 12.04 hrs, Volume= 0.159 of Outflow = 0.71 cfs @ 12.30 hrs, Volume= 0.159 af, Atten= 68%, Lag= 16.0 min Discarded = 0.57 cfs @ 11.75 hrs, Volume= 0.155 of Primary = 0.14 cfs @ 12.30 hrs, Volume= 0.004 of Routing by Stor-Ind method, Time Span=5.00-20.00 hrs, dt= 0.05 hrs Peak'Eiev= 1.25' Storage= 1,196 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Elevation Cum.Store (feet) (cubic-feet) 0.00 0 0.50 403 1.00 933 1.50 1,463 Discarded OutFlow Max--0.57 cfs @ 11.75 hrs HW=0.02' (Free Discharge) t-2=Exfiltration (Controls 0.57 cfs) Primary OutFlow Max=0.14 cfs @ 12.30 hrs HW=1.25' (Free Discharge) Z1=Culvert (Controls 0.14 cfs) _ # Routing Invert Outlet Devices 1 Primary 1.00' 6.0" x 12.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 0.88' S=0.0100'/' n= 0.012 Cc= 0.900 2 Discarded 0.00' 0.67 cfs Exfiltration at all elevations POST-DEVIELOPMENT: 100 -Year Storm 40 C�) R 17R 1 R 2R 3R 5R 6R ' 7R ' 4R ', 1$R 14R 13R', 1P , gR N 2P " 12R' �9 r-- - Drainage Diagram for 1388 - LIGHT HOUSE - 100-YEAR - POST-ALT.2 Subc aeach on Link Prepared by MHF DESIGN CONSULTANTS INC. 3/21/03 droCAD®6.10 s/n 001710 © 1986-2002 A tied Microcomputer Systems •-'�...— Hy pp 1388 -LIGHT HOUSE - 100 YEAR - POST-ALT.2 Type I// 24-hr Rainfall=6.40" Prepared by MHF DESIGN CONSULTANTS INC. Page 1 HydroCAD®6.10 s/n 001710 ©1986-2002 Applied Microcomputer Systems 3/20/03 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS,Type Ili 24-hr Rainfall=6.40" Reach routing by Stor-lnd+Trans method - Pond routing by Stor-Ind method. Subcatchment 1S: FLOWS TO CB-1 Runoff Area=9,600 sf Runoff Depth=5.69' Length=115' Tc=0.7 min CN=98 Runoff-- 1.56 cfs 0.105 of Subcatchment 2S: FLOWS TO CB-2 Runoff Area=2,750 sf Runoff Depth=5.45" Length=70' Tc=0.5 min CN=95 Runoff=0.44 cfs 0.029 of Subcatchment 3S: FLOWS TO CB-3 Runoff Area=8,500 sf Runoff Depth=5.62" Length=105' Tc=0.9 min CN=97 Runoff-- 1.36 cfs 0.091 of Subcatchment 4S:FLOWS TO CB-4 Runoff Area=12,400 sf Runoff Depth=5.45' Length=116 Tc=1.2 min CN=95 Runoff-- 1.94 cfs 0.129 of Subcatchment 5S: FLOWS TO CB-5 Runoff Area=13,100 sf Runoff Depth=5.69" Length=125' Tc=1.3 min CN=98 Runoff--2.08 cfs 0.143 of Subcatchment 6S: FLOWS TO CB-6 Runoff Area=10,664 sf Runoff Depth=5.69" Length=150' Tc=1.5 min CN=98 Runoff=1.67 cfs 0.116 of Subcatchment 7S: FLOWS TO CB-7 Runoff Area=7,650 sf Runoff Depth=5.69" Length=95' Tc=0.8 min CN=98 Runoff= 1.24 cfs 0.083 of Subcatchment 8S_DIRECT FLOWS TO BASIL Runoff Area=10,100 sf Runoff Depth=3.29" Length=39 Tc=2.0 min CN=74 Runoff=1.05 cfs 0.064 of Subcatchment 9S: FLOWS TO AIRPORT SYSTEM Runoff Area=2,100 sf Runoff Depth=4.95" Length=80' Tc=0.9 min CN=90 Runoff--0.31 cfs 0.020 of Subcatchment 10S: FLOWS TO EXIST. SYSTEM IN CLARK ST. Runoff Area=5,200 sf Runoff Depth=3.29.' Length=126 Tc=1.6 min CN=74 Runoff--0.54 cfs 0.033 of Subcatchment R1: 113 OF ROOF Runoff Area=10,467 sf Runoff Depth=5.69" Length=30' Tc=0.8 min CN=98 Runoff= 1.70 cfs 0.114 of Subcatchment R2: 213 ROOF TO INFILTRATOR Runoff Area=20,933 sf Runoff Depth=5.69" Length=30' Tc=0.8 min CN-98 Runoff--3.39 cfs 0.228 of Reach 1R: 12"HDPE CB-1 TO U.G. DETENTION Peak Depth=0.54' Max Vel=3.6 fps Inflow=1.56 cfs 0.105 of D=12.0" n=0.012 L=35.0' S=0.0051 T Capacity=2.77 cfs Outflow=1.53 cfs 0.105 of Reach 2R: 12"HDPE CB-2 TO U.G.DETENTION Peak Depth--0.23' Max Vel=3.3 fps Inflow--0.44 cfs 0.029 of D=IZU' n=0.012 L=22.0' S4.0100 7 Capacity=3.86 cfs Outflow--0.44 cfs 0.029 of Reach 3R: 12'HDPE CB-3 TO U.G. DETENTION Peak Depth=0.41' Max Vel=4.5 fps Inflow=1.36 cfs 0.091 of D=12.0" n=0.012 L=15.0' S=0.0100'P Capacity=3.86 cfs Outflow=1.36 cfs 0.091 of Reach 4R: 12'HDPE CB-4 TO FES-2 Peak Depth=0.61' Max Vey 3.7 fps Inflow=1.94 cfs 0.129 of D=12.0" n=0.012 L=188.0' S=0.0050 7 Capacity=2.73 cfs Outflow=1.83 cfs 0.129 of 1388 -LIGHT HOUSE - 100 YEAR- POST-ALT.2 Type ///24-hr Rainfall=6.40" Prepared by MHF DESIGN CONSULTANTS INC. Page 2 HydroCAD®6.10 s/n 001710 ©1986-2002 Applied Microcomputer Systems 3/20/03 Reach 5R: 12"HDPE CB-5 TO DMH-2 Peak Depth=0.64' Max Vel=3.8 fps Inflow=2.08 cfs 0.143 of D=12.0" n=0.012 L=300.0' S=0.0050'P Capacity=2.73 cfs Outflow= 1.91 cfs 0.142 of Reach 6R: 12"HDPE CB-6 TO DM"H-2 Peak'Depth=0.46' Max Vel=4.7 fps Inflow-- 1.67 cfs 0.116 of D=12.0 n=0.012 L=46.0' S=0.0100'/' Capacity--3.86 cfs Outflow-- 1.65 cfs 0.116 of Reach 7R: 12"HDPE CB-7 TO FES-1 Peak Depth=0.39' Max Vel=4.4 fps Inflow= 1.24 cfs 0.083 of D=12.0" n=0.012 L=46.0' S=0.0100 T Capacity=3.86 cfs Outflow= 1.22 cfs 0.083 of Reach 8R: 12"HDPE DMH-2 TO'FES-3 Peak Depth= 1.09 Max Vel=3.9 fps Inflow--3.51 cfs 0.259 of D=12.0" n=0.012 L=110.0' S=0.0050'P Capacky=2.73 cfs Outflow--2.96 cfs 0.258 of Reach 10R: 15"HDPE DMH-1 TO DMH-6 Peak Depth=0.86' Max Vel=4.1 fps Inflow=3.77 cfs 0.336 of D=15.0" n=0.013 L=30.0' S=0.0050'P Capacity=4.57 cfs Outflow--3.69 cfs 0.336 of Reach 11R:SUMMATION AT AIRPORT SYSTEM Inflow 3.86 cfs 0.356 of Outflow--3.86 cfs 0.356 of Reach 12R: 12"HDPE DMH-3 TO DMH-4 Peak Depth=0.46' Max Vet= 10.7 fps Inflow=3.78 cfs 0.559 of D=12.0" n=0.012 L=42.0' S=0.0512'P Capacity=8.73 cfs Outflow--3.78 cfs 0.559 of Reach 13R: 12'RCP DMH-4 TO H-5 Peak Depth--0.56' Max Vel=8.4 fps Inflow=3.78 cfs 0.559 of D=12.0" n=0.012 L=70.0' S=0.0270 7 Capacity==6.34 cfs Outflow--3.78 cfs 0.559 of Reach 14R: SUMMATION OF FLOWS TO CLARK ST. Inflow--3.98 cfs 0.592 of Outflow--3.98 cfs 0.592 of Reach 17R: ROOF DRAIN Peak Depth=0.51' Max Vel=4.6 fps Inflow=1.70 cfs 0.114 of D=10.0" n=0.012 L=275.0' S=0.0100 7 Capacity=2.37 cfs Outflow-- 1.57 cfs 0.114 of Reach 18R: ROOF DRAIN Peak Depth=0.71' Max Vel=5.5 fps Inflow--3.39 cfs 0.228 of D=12.0" n=0.012 L=250.0' S=0.0100 7 Capacity=3.86 cfs Outflow=3.16 cfs 0.228 of Pond 1'P:U.G. DETENTION Peak Storage--2,326 cf @ 157.06 Inflow--4.79 cfs 0.338 of Primary--3.77 cfs 0.336 of Outflow--3.77 cfs 0.336 of Pored 2P: DETENTION BASIN Peak Storage=6,426 cf @ 157.19' Inflow--7.01 cfs 0.563 of Primary=3.78 cfs 0.559 of Outflow--3.78 cfs 0.559 of Pond 3P:ROOF DRAIN INFILTRATION TION SYSTEM Peak Storage=1,781 cf @ 1.80' Inflow--3.16 cfs 0.228 of Discarded=0.57 cfs 0.199 of Primary=0.77 cfs 0.028 of Outflow= 1.34 cfs 0.228 of Total'Runoff Area=2.606 ac Runoff Volume=1.154 of Average Runoff Depth=5.32" 1388 -LIGHT HOUSE - 100 YEAR -POST-ALT.2 Type 1/1 24-hr Rainfall=6.40" Prepared by MHF DESIGN CONSULTANTS INC. Page 3 HydroCAD®610 s/n 001710 ©1986-2002 Applied Microcomputer Systems 3/20103 Subcatchment IS: FLOWS TO CB-1 Runoff = 1.56 cfs @ 12.01 hrs, Volume= 0.105 af, Depth= 5.69" Runoff by SCS TR-20 method, U'H=SCS,Time Span=5.00-20.00 hrs,dt=0.05 hrs Type III 24-hr Rainfall=6.40" Area(sf) CN Description 9,400 98 PAVEMENT 200 74 >75% Grass cover, Good, HSG C 9,600 98 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.3 25 0.0400 1.4 Sheet Flow, Smooth surfaces n=0.011 P2=3.10" 0.4 90 0.0400 4.1 Shallow Concentrated Flow, Paved Kv=20.3 fps 0.7 115 Total Subcatchment 2S: FLOWS TO CB-2 Runoff = 0.44 cfs @ 12.01 hrs, Volume= 0.029 af, Depth= 5.45" Runoff by SCS TR-20 method, UH=SCS,Time Span=5.00-20.00 hrs, dt=0.05 hrs Type III 24-hr Rainfall=6.40" Area(sf) CN Description 2,400 98 PAVEMENT 350 74 >75%Grass cover, Good, HSG C 2,750 95 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (fttft) (ft/sec) (cfs) 0.3 25 0.0300 1.2 Sheet Flow, Smooth surfaces n=0.011 P2= 3.10" 0.2 45 0.0300 3.5 Shallow Concentrated Flow, Paved Kv=20.3 fps 0.5 70 Total' Subcatchment 3S: FLOWS TO C -3 Runoff = 1.36 cfs @ 12.01 hrs, Volume= 0.091 af, Depth= 5.62" Runoff by SCS TR-20 method, UH=SCS,Time Span=5.00-20.00 hrs, dt=0.05 hrs Type III 24-hr Rainfall=6.40" Area(sf) CN Description 8,000 98 PAVEMENT 500 74 >75%Grass cover, Good,HSG C 8,500 97 Weighted Average 1388 - LIGHT HOUSE - 100-YEAR - POST-ALT.2 Type Ill 24-hr Rainfall=6.40" Prepared by MHF DESIGN CONSULTANTS INC. Page 4 HydroCAD®610 s/n 001710 O 1986 2002 Applied Microcomputer Systems 3120/03 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.4 25 0.0200 1.0 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" 0.5 80 0.0200 2.9 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.9 105 Total Subcatchment 4S: FLOWS TO CB-4 Runoff = 1.94 cfs @ 12.02 hrs, Volume= 0.129 af, Depth= 5.45" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=6.40" Area(sf) CN Description 11,000 98 PAVEMENT 1,400 74 >75% Grass cover, Good, HSG C 12,400 95 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.5 25 0.0100 0.8 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10`° 0.7 90 0.0100 2.0 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.2 115 Total Subcatchment 5S: FLOWS TO CB-5 Runoff = 2.08 cfs @ 12.02 hrs, Volume= 0.143 af, Depth= 5.69" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=6.40" Area(sf) CN Description 13,100 98 PAVEMENT Tc Length Slope Velocity Capacity Description _ (min) (feet) (ft/ft) (ft/sec) (cfs) 0.5 25 0.0100 0.8 Sheet Flow, Smooth surfaces n=0.011 P2=3.10" 0.8 100 0.0100 2.0 Shallow Concentrated Flow, Paved Kv=20.3 fps 1.3 125 Total Su'bcatchment 6S: FLOWS TO CB-6 Runoff = 1.67 cfs @ 12.02 hrs, Volume= 0.116 af, Depth= 5.69" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainf6ll=6.40" 1388 - LIGHT HOUSE - 100 YEAR- POST-ALT.2 Type /Il 24-hr Rainfall=6.40" Prepared by MHF DESIGN CONSULTANTS INC. Page 5 HydroCAD®6 10 s/n 001710 01986-2002 Applied Microcomputer Svstems 3/20/03_ Area (sf) CN Description 10,664 98 Paved parking & roofs Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.5 25 0.0100 0.8 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" 1.0 125 0.0100 2.0 Shallow Concentrated Flow, Paved Kv=20.3 fps 1.5 150 Total Subcatchment 7S: FLOWS TO C -7 Runoff = 1.24 cis @ 12.01 hrs, Volume= 0.083 af, Depth= 5.69" Runoff by SCS TR-20 method, UH=SCS, Time Span=5.00-20.00 hrs,dt=0.05 hrs Type III 24-hr Rainfall=6.40" Area(so CN Description 7,650 98 Paved parking &roofs Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.4 25 0.0200 1.0 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" 0.4 70 0.0200 2.9 Shallow Concentrated Flow, Paved Kv=20.3 fps 0.8 95 Total Subcatchment 8S: DIRECT FLOWS TO BASIN Runoff = 1.05 cis @ 12.04 hrs, Volume= 0.064 af, Depth= 3.29" Runoff by SCS TR-20 method, 'UH=SCS, Time Span= 5.00-20.00'hrs,dt=0.05 hrs Type III 24-hr Rainfall=6.40" Area (sf) CN Description 10,100 74 >75%Grass cover, Good, HSG C Tc Length Slope Velocity Capacity Description _ (min) (feet) (ft/ft) (ft/sec) (cfs) 2.0 30 0.1000 0.3 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" Subcatchment 9S: FLOWS TO AIRPORT SYSTEM Runoff = 0.31 cfs @ 12.01 hrs, Volume= 0.020 af, Depth= 4.95" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type lit 24-hr Rainfall=6.40" 1388-LIGHT HOUSE - 100-YEAR -POST-ALT.2 Type 111 24-hr Rainfall=6.40" Prepared by MHF DESIGN CONSULTANTS INC. Page 6 NydroCADc9 610 s/n 001710 ©1986-2002 Applied Microcomputer Systems 3/20/03 _ Area (sf) CN Description 1,400 98 Paved parking &roofs 700 74 >75% Grass cover,Good, HSG C 2,100 90 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.9 80 0.0300 1.5 Sheet Flow, Smooth surfaces n=0.011 P2=3.10" Subcatchment 10S: FLOWS TO EXIST. SYSTEM IN CLARK ST. Runoff = 0.54 cfs @ 12.03 hrs, Volume= 0.033 af, Depth= 3.29" Runoff by SCS TR-20 method, UH=SCS,Time Span=5.00-20.00 hrs, dt=0.05 hrs Type III 24-hr Rainfall=6.40" Area (sf) CN Description 5,200 74 >75% Grass cover, Good, HSG C Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.1 25 0.3000 0.4 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.5 100 0.0500 3.4 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.6 125 Total Subcatchment R1: 113 OF ROOF Runoff = 1.70 cfs @ 12.01 hrs, Volume= 0.114 af, Depth= 5.69" Runoff by SCS TR-20 method, 'UH=SCS,Time'Span=5.00-20.00 hrs,dt=0.05 hrs Type III 24-hr Rainfall=6.40" Area (sf) CN Description 10,467 98 ROOF Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.8 30 0.0050 0.6 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" Subcatchment : 213 ROOF TO INFILTRATOR Runoff - 3.39 cfs @ 12.01 hrs, Volume= 0.228 af, Depth= 5.69" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type 111 24-hr Rainfall=6.40" 1388 -LIGHT HOUSE - 100 YEAR- POST-ALT.2 Type /// 24-hr Rainfall=6.40" Prepared by MHF DESIGN CONSULTANTS INC. Page 7 HydroCAD®610 s/n 001710 ©1986-2002 Applied Microcomputer Systems 3/20/03 Area (sf) CN Description 20,933 98 ROOF Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.8 30 0.0050 0.6 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.10" Reach 1R: 12"HOPE CB-1 TO U.G. DETENTION Inflow Area= 0.220 ac, Inflow Depth = 5.69" Inflow = 1.56 cfs @ 12.01 hrs, Volume= 0.105 of Outflow = 1.53 cfs @ 12.01 hrs, Volume= 0.105 af, Atten=2%, Lag= 0.3 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt=0.05 hrs Max.Velocity-- 3.6 fps, Min.Travel Time= 0.2 min Avg.Velocity= 1.4 fps, Avg_Travel Time--0.4 min Peak Depth=0.54' Capacity at bank full= 2.77 cfs Inlet Invert= 155.07', Outlet Invert= 154.89' 12.0" Diameter Pipe n= 0.012 Length= 35.0' Slope= 0.0051 T Reach 2R: 12"HDPE CB-2 TO U.G. DETENTION Inflow Area= 0.063 ac, Inflow Depth= 5.45" Inflow = 0.44 cfs @ 12.01 hrs, Volume= 0.029 of Outflow = 0.44 cfs @ 12.01 hrs, Volume= 0.029 af, Atten= 1%, Lag= 0.2 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt=0.05 hrs Max.Velocity-- 3.3 fps, Min.Travel Time=0.1 min Avg.Velocity= 1.2 fps, Avg.Travel Time=0.3 min Peak Depth=0.23' Capacity at bank full= 3.86 cfs Inlet Invert= 155.11', Outlet Invert= 154.89' 12.0" Diameter Pipe n=0.012 Length=22.0' Slope=0.0100'/' Reach 3 : 12"H E C TO U.G. DETENTION Inflow Area= 0.195 ac, Inflow Depth = 5.62" Inflow = 1.36 cfs @ 12.01 hrs, Volume= 0.091 of Outflow = 1.36 cfs @ 12.01 hrs, Volume= 0.091 af, Atten= 1%, Lag= 0.1 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max.Velocity--4.5 fps, Min.Travel Time--0.1 min Avg.Velocity= 1.7 fps, Avg.Travel Time--0.1 min Peak Depth= 0.41' Capacity at bank full= 3.86 cfs Inlet Invert= 155.04', Outlet Invert= 154.89' 12.0" Diameter Pipe n= 0.012 Length= 15.0' Slope-- 0.0100'/' 1388 - LIGHT HOUSE - 104 YEAR - POST-ALT.2 Type 111 24-hr Rainfall=6.40" Prepared by MHF DESIGN CONSULTANTS INC. Page 8 HydroCAD®6.10 s/n 001710 ©1986-2002 Applied Microcomputer Systems 3/20/03 Reach 4R: 12"HDPE CB-4 TO FES-2 Inflow Area= 0.285 ac, Inflow Depth = 5.45" Inflow = 1.94 cfs @ 12.02 hrs, Volume= 0.129 of Outflow = 1.83 cfs @ 12.04 hrs, Volume= 0.129 af, Atten= 6%, Lag= 1.7 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt=0.05 hrs Max. Velocity= 3.7 fps, Min. Travel Time= 0.8 min Avg. Velocity= 1.4 fps, Avg. Travel Time=2.2 min Peak Depth= 0.61' Capacity at bank full=2.73 cfs Inlet Invert= 155.20', Outlet Invert-- 154.26 12.0"Diameter Pipe n=0.012 Length= 188.0' Slope= 0.00507 Reach 5R: 12"HDPE C -5 TO DMH-2 Inflow Area = 0.301 ac, Inflow Depth = 5.69" Inflow = 2.08 cfs @ 12.02 hrs, Volume= 0.143 of Outflow = 1.91 cfs @ 12.06 hrs, Volume= 0.142 af, Atten= 8%, Lag=2.5 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt=0.05 hrs Max. Velocity= 3.8 fps, Min. Travel Time= 1.3 min Avg.Velocity= 1.5 fps, Avg. Travel Time= 3.3 min Peak Depth=0.64' Capacity at bank full=2.73 cfs Inlet Invert-- 156.29, Outlet Invert-- 154.79 12.0" Diameter Pipe n=0.012 Length= 300.0' Slope-- 0.0050 T Reach 6R: 12"HDPE CB-6 TO DMH-2 Inflow Area= 0.245 ac, Inflow Depth= 5.69" Inflow = 1.67 cfs @ 12.02 hrs, Volume-- 0.116 of Outflow = 1.65 cfs @ 12.03 hrs, Volume= 0.116 af, Atten= 1%, Lag=0.4 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity=4.7 fps, Min. Travel Time=0.2 min Avg. Velocity= 1.8 fps, Avg. Travel Time= 0.4 min Peak Depth=0.46' Capacity at bank full=3.86 cfs Inlet Invert-- 155.16', Outlet Invert= 154.79 12.0" Diameter Pipe n=0.012 Length=46.0' Slope= 0.0100'/' Reach 7R: 12"HDPE CB-7 TO FES-1 Inflow Area = 0.176 ac, Inflow Depth = 5.69" Inflow = 1.24 cfs @ 12.01 hrs, Volume= 0.083 of Outflow = 1.22 cfs @ 12.01 hrs, Volume= 0.083 af, Atten= 2%, Lag=0.3 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity=4.4 fps, Min. Travel Time= 0.2 min Avg. Velocity= 1.6 fps, Avg. Travel Time= 0.5 min 1388 - LIGHT HOUSE - 100 YEAR -POST-ALT.2 Type 111 24-hr Rainfall=6.40" Prepared by MHF DESIGN CONSULTANTS INC. Page 9 HydroCAD®610 s/n 001710 ©1986-2002 Applied Microcomputer Systems 3120/03 Peak Depth= 0.39' Capacity at bank full= 3.86 cfs Inlet invert= 155.00', Outlet Invert= 154.54' 12.0" Diameter Pipe n= 0.012 Length=46.0' Slope= 0.0100'P Reach 8R: 12"HDPE DMH-2 TO FES-3 Inflow Area = 0.546 ac, Inflow Depth = 5.69" Inflow = 3.51 cfs @ 12.04 hrs, Volume= 0.259 of Outflow = 2.96 cfs @ 12.13 hrs, Volume= 0.258 af, Atten= 16%, Lag= 5.3 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt=0.05 hrs Max. Velocity= 3.9 fps, Min.Travel Time= 0.5 min Avg. Velocity= 1.8 fps, Avg. Travel Time= 1.0 min Peak Depth= 1.00' Capacity at bank full=2.73 cfs Inlet Invert= 154.60', Outlet Invert-- 154.06 12.0" Diameter Pipe n= 0.012 Length= 110.0' Slope= 0.0050'P Reach 10R: 15"HDPE DMH-1 TO DMH-6 Inflow Area= 0.719 ac, Inflow Depth = 5.61" Inflow = 3.77 cfs @ 12.10 hrs, Volume= 0.336 of Outflow - 3.69 cfs @ 12.10 hrs, Volume= 0.336 af, Atten= 2%, Lag=0.1 min Routing by Stor-Ind+Trans method,Time Span= 5.00-20.00 hrs, dt=0.05 hrs Max.Velocity=4.1 fps, Min.Travel Time= 0.1 min Avg. Velocity= 1.8 fps, Avg. Travel Time= 0.3 min Peak Depth=0.86' Capacity at bank full=4.57 cfs 15.0" Diameter Pipe n=0.013 Length=30.0' Slope=0.0050'P Reach 11R: SUMMATION AT AIRPORT SYSTEM Inflow Area= 0.767 ac, Inflow Depth= 5.57" Inflow = 3.86 cfs @ 12.10 hrs, Volume= 0.356 of Outflow = 3.86 cfs @ 12.10 hrs, Volume= 0.356 af, Atten=0%, Lag=0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Reach 12R: 12"HDPE DMH-3 TO DMH-4 Inflow Area= 1.718 ac, Inflow Depth = 3.90" Inflow = 3.78 cfs @ 12.25 hrs, Volume= 0.559 of Outflow = 3.78 cfs @ 12.25 hrs, Volume= 0.559 af, Atten=0%, Lag=0.2 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs; dt= 0.05 hrs Max. Velocity-- 10.7 fps, Min. Travel Time= 0.1 min Avg. Velocity= 5.1 fps, Avg. Travel Time=0.1 min 1388 - LIGHT HOUSE - 100 YEAR - POST-ALT.2 Type /I/ 24-hr Rainfall=6.40" Prepared by MHF DESIGN CONSULTANTS INC. Page 10 HydroCAD®6.10 stn 001710 ©1986-2002 Applied Microcomputer Systems 3/20/03 Peak Depth= 0.46' Capacity at bank full= 8.73 cfs Inlet Invert= 153.90', Outlet Invert= 151.75' 12.0" Diameter Pipe n= 0.012 Length=42.0' Slope= 0.0512'/' Reach 13R: 12"RCP DMH-4 TO DH-5 Inflow Area = 1.718 ac, Inflow Depth = 3.90" Inflow = 3.78 cfs @ 12.25 hrs, Volume= 0.559 of Outflow = 3.78 cfs @ 12.26 hrs, Volume= 0.559 af, Atten= 0%, Lag=0.3 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 8.4 fps, Min. Travel Time= 0.1 min Avg. Velocity=4.1 fps, Avg. Travel Time= 0.3 min Peak Depth= 0.56' Capacity at bank full=6.34 cfs 12.0" Diameter Pipe n=0.012 Length=70.0' Slope=0.02707 Reach 14R: SUMMATION OF FLOWS TO CLARK ST. Inflow Area = 1.838 ac, Inflow Depth = 3.86" Inflow = 3.98 cfs @ 12.25 hrs, Volume= 0.592 of Outflow 3.98 cfs @ 12.25 hrs, Volume= 0.592 af, Atten=0%, Lag=0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt=0,05 hrs Reach 17R: ROOF DRAIN Inflow Area = 0.240 ac, Inflow Depth = 5.69" Inflow = 1.70 cfs @ 12.01 hrs, Volume= 0.114 of Outflow = 1.57 cfs @ 12.04 hrs, Volume= 0.114 af, Atten= 8%, Lag=2.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt=0.05 hrs Max. Velocity=4.6 fps, Min.Travel Time= 1.0 min Avg. Velocity= 1.8 fps, Avg. Travel Time=2.5 min Peak Depth= 0.51' Capacity at bank full= 2.37 cfs Inlet Invert= 157.97', Outlet Invert= 155.22' 10.0" Diameter Pipe n= 0.012 Length=275.0' Slope= 0.0100 T Reach 18R: ROOF DRAIN Inflow Area = 0.481 ac, Inflow Depth = 5.69" Inflow = 3.39 cfs @ 12.01 hrs, Volume= 0.228 of Outflow = 3.16 cfs @ 12.04 hrs, Volume= 0.228 af, Atten=7%, Lag= 1.6 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 5.5 fps, Min. Travel Time= 0.8 min Avg. Velocity= 2.2 fps, Avg. Travel Time= 1.9 min 1388 - LIGHT HOUSE - 100 YEAR - POST-ALT.2 Type 111 24-hr Rainfall=6.40" Prepared by MHF DESIGN CONSULTANTS INC. Page 11 HydroCAD®6.10 s/n 001710 ©1986-2002 Applied Microcomputer Systems 3/20/03 Peak Depth= 0.71' Capacity at bank full= 3.86 cfs Inlet Invert= 159.17', Outlet Invert= 156.67' 12.0" Diameter Pipe n= 0.012 Length= 250.0' Slope= 0.0100'/' Pond 1 P: U.G. DETENTION Inflow Area= 0.719 ac, Inflow Depth = 5.65" Inflow = 4.79 cfs @ 12.02 hrs, Volume= 0.338 of Outflow = 3.77 cfs @ 12.10 hrs, Volume= 0.336 af, Atten= 21%, Lag=4.8 min Primary = 3.77 cfs @ 12.10 hrs, Volume= 0.336 of Routing by Stor-Ind method, Time Span=5.00-20.00 hrs;dt= 0.05 hrs Peak Elev= 157.05' Storage=2,326 cf Plug-Flow detention time= 17.4 min calculated for 0.336 of(99% of inflow) Elevation Cum.Store (feet) (cubic-feet) 153.89 0 155.14 1,158 156.39 2,317 159.90 2,363 Primary OutFlow Max=3.75 cfs @ 12.10 hrs HW=157.04' (Free Discharge) 1=Orifice/Grate (Controls 0.73 cfs) 2=Orifice/Grate (Controls 0.73 cfs) 3=Orihce/Grate (Controls 1.23 cfs) -Orifice/Grate (Controls 1.07 cfs) -Sharp-Crested Rectangular Weir (Controls 0.00 cfs) # Routing Invert Outlet Devices 1 Primary 153.89' 4.0"Vert. Orifice/Grate C= 0.600 2 Primary 153.89' 4.0"Vert Orifice/Grate C= 0.600 3 Primary 155.10' 6.0"Vert Orifice/Grate C=0.600 4 Primary 155.50' 6.0"Vert Orifice/Grate C=0.600 5 Primary 157.70' 4.0' long x 1.0' high Sharp-Crested Rectangular Weir 2 End Contractions) Pond 2P: DETENTION BASIN Inflow Area = 1.718 ac, Inflow Depth = 3.93" Inflow = 7.01 cfs @ 12.05 hrs, Volume= 0.563 of Outflow = 3.78 cfs @ 12.25 hrs, Volume= 0.559 af, Atten=46%, Lag= 12.1 min Primary - 3.78 cfs @ 12.25 hrs, Volume= 0.559 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 157.19' Surf.Area=3,350 sf Storage= 6,426 cf Plug-Flow detention time=33.9 min calculated for 0.559 of(99% of inflow) Storage and wetted areas determined by Prismatic sections 1388 - LIGHT HOUSE - 100 YEAR - POST-ALT.2 Type 11124-hr Rainfall=6.40" Prepared by MHF DESIGN CONSULTANTS INC. Page 12 HydroCAD®6.10 s/n 001710 O 1986-2002 Applied Microcomputer Systems 3/20/03 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 154.00 400 0 0 155.00 1,550 975 975 156.00 2,400 1,975 2,950 157.00 3,200 2,800 5,750 168.00 4,000 3,600 9,350 Primary OutFlow Max=3.77 cfs @ 12.25 hrs HW=157.19' (Free Discharge) 1=Orifice/Grate (Controls 0.73 cfs) 2=Orifice/Grate (Controls 0.41 cfs) 3=Orifice/Grate (Controls 1.55 cfs) Sharp-Crested Rectangular Weir (Controls 1.07 cfs) -Broad-Crested Rectangular Weir (Controls 0.00 cfs) # Routing Invert Outlet Devices 1 Primary 154.00' 4.0"Vert. Orifice/Grate C= 0.600 2 Primary 154.00' 3.0"Vert. Orifice/Grate C= 0.600 3 Primary 156.00' 8.0"Vert Orifice/Grate C= 0.600 4 Primary 157.00' 4.0' long x 1.0' high Sharp-Crested Rectangular Weir 2 End Contraction(s) 5 Primary 157.20' 10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Pond 3P: ROOF DRAIN INFILTRATION SYSTEM Inflow Area = 0.481 ac, Inflow Depth= 5.69" Inflow = 3.16 cfs @ 12.04 hrs, Volume= 0.228 of Outflow = 1.34 cfs @ 12.20 hrs, Volume= 0.228 af, Atten= 57%, Lag= 9.6 min Discarded = 0.57 cfs @ 11.65 hrs, Volume= 0.199 of Primary = 0.77 cfs @ 12.20 hrs, Volume= 0.028 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt=0.05 hrs Peak Elev= 1.80' Storage= 1,781 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Elevation Cum.Store (feet) (cubic-feet) 0.00 0 0.50 403 1.00 933 1.50 1,463 Discarded OutFlow Max=0.57 cfs @ 11.65 hrs HW=0.03' (Free Discharge) L2=EAltration (Controls 0.57 cfs) Primary OutFlow Max=0.67 cfs @ 12.20 hrs HW=1.80' (Free Discharge) Z1=Culvert (Controls 0.67 cfs) # Routing Invert Outlet Devices 1 Primary 1.00' 6.0" x 12.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 0.88' S= 0.0100'/' n= 0.012 Cc= 0.900 2 Discarded 0.00' 0.57 cfs Exfiltration at all elevations Vill 3® ' ESSEX COUNTY K8ASSACHUSETTS NORTHER Tv ZI aB y5 (tA1 a �y tliPtt�Fi��f�i(k�f s iJ� } 3iO �.r yr 16�r t '1 ff riiSln �rtyy P n i(I f r � f f a `11 l F`� >7k • op � do � ,