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HomeMy WebLinkAboutCT 04-01; Yamamoto Subdivision; Hydrology Study; 2006-02-27t in III ENGINEERING Professional Civil Engineer and L. a n d Surveyor Hydrology Study for CT 04-01 Prepared for: Black Rail Development Partners, LLC 11828 Ranctio Bernardo Road, Suite 205 San Diego, CA 92128 (858) 675-6400 Proiect Site Address Black Rail Road, Carlsbad, CA Prepared by: Micliael L. Benesh, R.C.E. 37893 Dafe: February 27, 2006 MAR 09 2006 2080 WINERIDEGE PLACE • SUITE A • ESCONDIDO, CA 92029 PHONE: 760 741 -3577 • FAX: 760 897-21 65 • E-MAIL: MLBENESH@PACBELL.NET CO •C >- MM Engineering Hydrology Study CT 04-01 Contents Section 1. Certification 1 Section 2. Discussion 2 Section 2.01 Purpose 2 Sections. Project 2 Section 3.01 Description 2 Section 4. IMethodology 3 Section 4.01 Rational Method 3 Sections. Summary 4 Section 5.01 Post Construction Storm Runoff 4 5.01.1 Downstream Impacts 4 5.01.1 (i) Black Rail Road 4 5.01.1 (ii) Cabella Place 5 Hydraulic Calculations: SD Station 10+11.75 to 11 +44.26 5 Station 12+79.00 (Catch Basin) 6 5.01.1 (iii) Surf Crest Street 7 5.01.2 Summarization of flows 8 Attachment A - Vicinity Map A-1 Attachment B - On-Site Hydrology Map B-1 Attachment C - San Diego County Soils Group Map C-1 Attachment D - San Diego County Hydrology Manual Excerpts D-1 Attachment E - San Diego County Point Rainfall Maps E-1 Attachment F - Impervious Area and TC Calculations F-1 February 27,2006 Page n Z:\Land Projects 2005\05-sd040 - CT04-01 YAMAMOTOXDrdnage Study.doc MM Engineering Hydrology Study CT 04-01 Attachment G - Rational Method Calculations G-1 Attachment H - Hydraulic Calculations H-1 February 27, 2006 Page iii Z:\Land Prqects 2005\05-sd040 - CT04-0! YAMAMOTOXDrdnage Study.doc MM Engineering Hydrology Study CT 04-01 Section 1. Certification Declaration of Responsible Charge I hereby declare that I a m the engineer of work for this project as defined in Section 6703 of the Business and Professions Code, and that the design is consistent with current standards. I understand that the check of project drawing and specifications by the City of Carisbad is confined to a review only and does not relieve me, as engineer of work, of my responsibilities for project design. Michael L Benesh, RCE 37893 Reg. Expires 3/31/07 February 27, 2006 Z:\Land Projects 2005\05-sd040 - CT04-01 YAMAMOTONDrdrrage Study.doc Page 1 Hl^H Hydrology study ^^MMM^ CT 04-01 Engineering Section 2. Discussion Section 2.01 Purpose The purpose of this Drainage Study is to determine and compare the Pre- Development and Post-Development ultimate storm flows for the proposed project, and to determine the Water Quality Design Storm flows for the developed site. Ultimate Storm flows will be based on the 10 year and 100 year 6 hour storm as defined in the San Diego County Hydrology Manual. Water Quality Treatment Design Storm Flows will be based on 85th percentile storm event, which is approximately 0.6 inches per map available at: http://www.co.san-diego.ca.us/dpw/land/flood.htm. Section 3. Project Section 3.01 Description The proposed site consists of approximately 4.9 acres and adjoins Black Rail Road to the West and Songbird Avenue to the North. Carlsbad Tract No. 00-13 adjoins on the North, Carisbad Tract No. 99-10 adjoins on the South, and Carisbad Tract No. 92-3, Unit 7 adjoins on the East of this project. Currently the site is vacant and has, in the past, been used for agricultural purposes. There are no existing permanent structures. The proposed development is a 16 lot subdivision. There are no existing off-site storm flows entering the site. The storm runoff from the majority of the site, 3.4 acres, currently sheet flows across the westeriy property line to Black Rail Road. Once on black rail Road it is conveyed via paved swales and curb and gutter to a Catch basin located approximately 400 feet southeriy of the project site. February 27,2006 Page 2 Z:\Land Projects 2005\05-sdO4O - CT04.01 YAMAMOTOSDrdnage Study.doc Engineering Hydrology Study CT 04-01 A smaller area, 1.5 acres adjoining CT 92-3, drains to an existing gunite ditch along the easteriy property line, thence to Songbird Avenue, thence along curb and gutter to a storm drain system in CT 92-3 Unit 5 approximately 1000 feet easteriy of the project site. After development, the area draining to Black Rail Road will decrease by 0.8 acres. All runoff from the site eventually drains to the Batiquitos Lagoon. A detailed vicinity map is included in Attachment A. Section 4. Methodology Section 4.01 Rational Method The Rational Method as described in the San Diego County Hydrology Manual, Section 3, (Revised June 2003) shall be used to determine storm runoff. The Rational Method formula is expressed as follows: Q = CIA Where: Q = peak discharge, in cubic feet per second (cfs) C = runoff coefficient, proportion of the rainfall that runs off the surface. The coefficient C has no units and is based on the soil group and the percentage of impervious area for the drainage sub-area. Attachment F includes calculations for the percent of impervious area for each drainage sub-area. I = average rainfall intensity for a duration equal to the Tc for the area, (in/Hr.) A = drainage area contributing to the design location, in acres The following values are used in the calculations: February 27,2006 Page 3 Z:\Land Projects 2005\05-sdO4O - CT04-01 YAMAMOTO\Drdnage Study.doc MM Engineering Hydrology Study CT 04-01 Soil Group D from San Diego County Soils Group Map. See Attachment C. C (Coefficient of Runoff) from Table 3-1. See Attachment D. 100 year 6 Hr. Rainfall = 3.4" from . See Attachment E. 100 year 24 Hr. Rainfall = 5.8" from The site is first divided into drainage sub-areas. See the On-Site Hydrology Maps in Attachment B. The time of concentration, Tc, for each sub-area along the drainage path is computed based on the initial time of concentration for the initial area and the travel time to reach each succeeding node. Based on the time of concentration, the rainfall intensity is determined using Figure 3-2 (See Attachment D ). Then applying the rational method equation, the peak runoff is determined at each node along the drainage path. Q's are tabulated for each sub-area along the drainage path. The rational method calculations are in Attachment G. Section 5. Summary Section 5.01 Post Construction Storm Runoff 5.0 7.7 Downsfream Impacts 5.01.1(1) Black Rail Road Downstream of this site on Black Rail Road is a Storm Drain system construct per Improvement Plan 335-5. The planned QlOO for this storm drain at its upstream reach is 30.2 cfs. The actual capacity of the 24" RCP @ 3.96% is 39 cfs flowing full. Adding up the contributory Q's from the existing and potential developments along Black Rail Road (and ignoring the effect of the varying Tc's which would only reduce the total flow), it appears the storm drain is adequate to convey the 100 year flows. The table below summarizes the flows: February 27,2006 Page 4 Z:\Land Projects 2CI05\05-sd040 - CT04-01 YAM AMOTONDrdnoge Study.doc MM Engineering Hydrology Study CT 04-01 Contributing Site Q100 Aviara Pointe, CT 99-10 7.2 cfs Yamamoto Property, CT 04-01 (Areas 2,3 and 5) 6.2 cfs CT 00-13, (Tabata) 4.5 cfs Encantada (Hadley), CT 98-17 2.4 cfs Tabata & Moore Sites Estimated based on Hadley Site 4.0 cfs West Black Rail Road (0.8 Acres) 3.6 cfs Total 27.9 cfs 5.01.1(ii) Cabella Place Downstream of this site to the East is Cabella Place. The West side of Cabella Place drains into CT 98-17 to a catch basin in a sump at the East end of Corte Orchidia. The original plans for CT 98-17 indicate 16.9 cfs flowing into the catch basin in a 100 year storm. The increased flows from this site and CT 00-13 will increase the ultimate flow to 19.7 cfs. The following calculations indicate that the storm drain system is capable of carrying that amount of runoff once every 100 years. Hydraulic Calculations: SD Station 10+11.75 to 11+44.26 Given Input Data: Shape Circular Solving for Slope Diameter 24.0000 in Depth 24.0000 in Flowrate 19.7000 cfs Manning's n 0.0150 February 27,2006 Z:\Land Projects 2005\05-sd040 - CT04-01 YAMAMOTOVDrdnoge Study.doc Page 5 Engineering Hydrology Study CT 04-01 Computed Results: Slope 0.0101 ft/ft Area 3.1416 ft2 Wetted Area 3.1416ft2 Wetted Perimeter 75.3982 in Perimeter 75.3982 in Velocity 6.2707 fps Hydraulic Radius 6.0000 in Percent Full 100.0000% Full flow Flowrate 19.7000 cfs Full flow velocity 6.2707 fps Assume Soffit Control @ Station 11 +44.26, pipe entrance. V=6.27 fps D=2.0' Manhole Loss = 0.05(6.27)2/2g = 0.03' HGL = 326.62' + 2.00' + 0.03' = 328.65' Station 12+79.00 (Cotcfi Basin) Given: Q=19.7 cfs s=0.008 D=2' n=0.015 k = 0.463 (Pipe flowing full) V=l9.7/(3.14)= 6.27 fps Entrance Loss = 1.2(6.27)2/2g = 0.73' February 27, 2006 Page 6 Z:\Land Projects 2005\05-sd040 - CT04-01 YAM AMOTOSDrdnoge Study.doc MM """^Z'l Engineering HGL = 328.65 + (130.24 LF) * (0.0101) + 0.73' = 330.70' (Using Sn above) Freeboard = (331.75 -0.83') - 330.70' = 0.22' Sump Inlet Capacity Capacity to TC = 3.087 (Length) (Height of opening)'-5 = 3.087 (9') (0.83')' s = 21.0 cfs 5.01.1 (iii) Surf Crest Street Tract CT 99-10 Hydrology Map indicates 1.4 acres draining to the catch basins at the southeriy end of Surf Crest Street, of which the CT 04-01 site contributes 0.2 acres. The anticipated Q50 per the improvement plans for CT 99-10 at the catch basins is 3.9 cfs. The tributary area after improvement of CT 04-01 will actually be 1.54 acres, an increase of 0.14 acres. (1.2 acres from CT 99-10 and half of Area 4.) Given: The length of the drainage area is 470 feet. The initial slope is 1 %. The street slope is 6%. Then: Ti is 9.6 min. & Lm is 70'. (Table 3-2) V is 5.0 cfs (Appendix X-D, 2 cfs, 6%) Tt = 400/(5x60)= 1.3 min. Tc = 9.6 + 1.3 = 10.9 min. 1=4.46 in/hr Ql 00= 1.54x4.46x0.52= 3.6 cfs < 3.9 cfs The anticipated QlOO is actually less than the Q50 design flows. February 27,2006 Page 7 Z:\Land Projects 2005\05-5d040 - CI04-01 YAMAMOTOXDrdnoge Study.doc Engineering Hydrology Study CT 04-01 5.07.2 Summarization of flows The proposed project will not significantly alter drainage patterns on the site or the surrounding area. The Storm water discharge points will not divert runoff from existing conditions. There will be an increase to the amount of impervious area due to the construction of the future residences and street improvments. The results of the calculations are summarized in Table 5.1 below. Table 5.1 - Peak Runoff Rates Drainage Facility Existing Condition Flow from site, QIO (CFS) Proposed Development Flow from site, QIO (CFS) Proposed Development Flow, Qt (CFS) Black Rail Road 4.2 5.0° 0.8 Easteriy Property Line 1.8 2.3b 0.5 Total 6.0 7.3 1.3 a) Areas 2, 3, 4 and 5. b) Area 1 February 27, 2006 Z:\Land Projects 2CI05\05-sd040 - CT04-01 YAMAMOTO\DrdnageStudy.doc Page 8 Engineering Hydrology Study CT 04-01 Attachment A - Vicinity Map February 27, 2006 Z:\Land Projects 2005\05-sd040 - CT04-01 YAMAMOTOXDroinoge Study.doc Page A-1 MM Engineering Hydrology Study CT 04-01 Attachment B - On-Site Hydrology Map See Map on following page. February 27, 2006 ZMand Projects 2005\05-sd040 - CT04-01 YAMAMOTOXDrdnoge Study.doc Page B-1 TENTATIVE MAP CT OU- PHE DEVELOPMENT HYDROLOGY MAP - QIO/QIOO SCALE I'=I00' :x. GUNITE DITCH NLB Engineering Professional Citdl Etiffneers and Land Surveyors 2080 Wlicildgc Place, Suhe A, BKomlida, CA 92029 Phone 760 741-3577 FAX 760 897-2165 B-M«tt MLBcnohaiacbelLii TENTAnvE MAP CT Oi-OI POST DEVELOPMENT HYDROLOGY MAP - QIO/QIOO SCALE MOO' •X. GUNITE DITCH HLB Engineering Professional Civil Enffneers and Land Surveyors 2080 Winerldgi; Plice, Suhe A, Bicondido, CA 92029 Pbone 760 741-3577 FAX 760 897-2165 B-M»a MLBenohaptcbdljii Engineering Hydrology Study CT 04-07 Attachment C - San Diego County Soils Group Map Encinitas San Diego County, California (l/o/'/fS sAm*f 22.) pop I R. -^yy SITE February 27, 2006 Z:\Land Prqects 2OO5\05-sdO4O - CT04-01 YAMAMOTOXDrdnoge Study.doc Page c-i MM Hydrology Study CT 04-01 Engineering Attachment D - San Diego County Hydrology Manual Excerpts X X _c X us o rt 00 oo 00 00 o o o o ri ir-. oo .T Q oo 00 — Tf in ,o ^ 00 oodbdbooboc! o£ oo CO .— — -T SC r^- (~- C T m Tt -rf *r. tr. 1^ tc M MM cbdopdocibdcibd ri V. '>-i »/•. 1-^ o o o o o ri fl "1 O O O O p V' •Tt '.C oo 00 oo * <> c 5 11 Z 0! fi J 2 -S 3 i & J J S 5 s < < < < a Q O Q o o> r-1 ri -r "3 •« i 1 1 1 1 1 1 less •r % i S 5 < < < < o O O !^ o o a Tf ri 1 « 1 1 ideni idetil •o Of 1 t» o — 1 o i o E TJ te. Q Q Q S 5 w g S w w 1 £ c c g g 2 3 S S T-j -a •is Js — 23 113 5 3 3 I iS I I I I I 1 S E If 11 11 11 It I' il isl II ii i s s S £1 .5 2 111 ll^ ||f Is -3 S "s > t> s r s 2 6 2 a. 3 II Si's :3 tt Q Z February 27, 2006 Z:\Land Projects 200a05-sd040 - CT04-01 YAMAMOTO\Drainage Study.doc Page D-1 MM Engineering Hydrology Study CT 04-01 Table 3-2 MAXIMUM OVERLAND FLOW LENGTH (Lvi) l-Llcment* Dl!/ .5% 1% 2% 3% 5% 10 % l-Llcment* .'\cre Ui li I'M Ti li LM I'i LM li LM li Natural 50 13.2 70 12.5 85 10.9 100 10.3 KM) 8.7 100 6.9 LDR 1 50 12.2 70 11.5 85 10.0 100 9.5 100 8.0 100 6.4 LDR 2 50 11.3 70 10.5 85 9.2 100 8.8 100 7.4 100 5.8 LDR 2.9 50 10.7 70 10.0 85 8.8 95 8.1 100 7.0 100 5.6 MDR 4.3 50 10.2 70 9.6 80 8.1 95 7.8 100 6.7 100 5.3 MDR 7.3 50 9.2 65 8.4 80 7.4 95 7.0 100 6.0 100 4.8 MDR 10.9 50 8.7 65 7.9 80 6.9 90 6.4 1(K) 5.7 100 4.5 MDR 14.5 50 8.2 65 7.4 80 6.5 90 6.0 100 5.4 100 4.3 HDR 24 50 6.7 65 6.1 75 5.1 90 4.9 95 4.3 100 3.5 HDR 43 50 5.3 65 4.7 75 4.0 85 3.8 95 3.4 100 2.7 N. Com 50 5.3 60 4.5 75 4.0 85 3.8 95 3.4 100 2.7 G. Com 50 4.7 60 4.1 75 3.6 85 3.4 90 2.9 100 2.4 O.P./Coni 50 4.2 60 3.7 70 3.1 80 2.9 90 2.6 100 2.2 Limited I. 50 4.2 60 3.7 70 3.1 80 2.9 90 2.6 100 2.2 General L 50 3.7 60 3.2 70 2.7 80 2.6 90 2.3 100 1.9 *See Table 3-1 lor more detailed deseription February 27, 2006 Z:\Land Projects 2005\05-sd040 - CT04-01 YAMAMOTOXDroinage Study.doc Page D-2 MM Engineering Hydrology Study CT 04-01 1 all I Is •B c sip •fi. * JI .1 ^ll^ i if i N is .1 ? I i » lO * If I ill ^1 •- ? ai c B e « III f tL a 1 - I a 4? 8 3- sT: • g 3 s s¥5"« s e ai"2 8 s 8 s « B s s e s 8 a s 8 3 s s a t e's) =« s's g RSf s ? n ^ ^ £ S! £ e S PQ2EI2S3RffS^?C sjsffKSStss!^ assays £^ s; ?ssR^ a; s sssssssa s s's a s a B P ? S a a c a a 5 s Elf S 3^ £ ^ 96 !^ ^ $ a $ S fit 9 ffi S| inweiiPiiiyi-^—aoooocid R5a»8S 58883«HS CO c» •— — (- —^osse»«3 o a-a o o C3 a> o r> e> ei o I C9 February 27, 2006 Z:\Land Projects 2005\05-sclO40 - CT04-01 YAMAMOTOXDrdnage Study.doc Page D-3 MM Hydrology study CT 04-01 Engineering EQUATHM AE Fe«t -sooe .MM • 2000 • loot -900 •00 KM Tc = AE J Tc * Tinwof concantralian(iwui«) L " WstercourM Distance tmil»») AE = Chang* in alavatfon along •ffactiv* slop* Nn* (S*« Figur* 3-5) (feet) Tc Hour* .400 N >300 -200 "1% -100 • so V Mliw Pmt S — 3000. 0.5- —.2000 X Minutes -240 1000 \— 900 BOO 70* — 60* SOO — 300 -180 -120 .10* .M • SO .70 -60 -50 -40 - M -20 -IS .14 -14 -10 • a -a -7 -« AE SOURCE: Califomia Division of Wtftways (1941) and Kirpich (1940) Tc FIGURE Nomognpn for Deferminanon of Time of Concentration (te) or Tranwl Tinw (Tt) for Natural VUntsnheds 3-4 February 27,2006 Z:\Land Projects 2005\0Ssd040 - CT04-01 YAMAMOTONDroinage Study.doc Page D-4 MM Engineering Hydrology Study CT 04-01 Attachment E - San Diego County Point Rainfall Maps See Following Sheets. February 27,2006 Page E-1 Z;\Land Projects 200a05-sd040 - CTO4-01 YAMAMOTOVDrainage Study doc MM Hydrology Study CT 04-01 Engineering . Attachment F - Impervious Area and TC Calculations Sub-Area A (Pre-Construction) Total Area = 1.49 Acres Impervious Area = 0.1 Acres %lmp= 100(0.1/1.49)=7% L=500' Slope 5% Ti=8.0 Min., Lm=l 00' Table 3-2 Natural Waterstied, Use Chart 3-4 to determine Tt L=400', H=20',Tt=2.5 Min. Tc=8.0 + 2.5 = 10.5 min. Sub-Area B (Pre-Construction) Total Area = 3.36 Acres Impervious Area = 0.2 Acres %lmp= 100(0.2/3.36)=6% L=550', H=45' Slope 10% Ti=8.0 Min., Lm=100' Table 3-2 Natural Watershed, Use Chart 3-4 to determine Tt L=450', H=35' Tt=2.0 min. Tc=8.0+2.0=10.0 Min. February 27, 2006 P^S© F-1 Z:\Land Projects 2005«)5-sd040 - CTD4-01 YAMAMOTOVDrainage Study.doc MM Engineering Sub-Area 1 (Post-Construction) Total Area = 1.5 Acres Development 5DU/1.5 AC= 3.3 DU/Ac, Use 4.3 DU/Ac Initial Slope 1% Ti=9.6 Min., Lm=70' Table 3-2 Assume V=6 fps Figure 3-6 7% curb Tt=37276fps= 1.0 min. Tc=9.6 + 1.0 = 10.6 min. Sub-Area 2 (Post-Construction) Total Area = 2.03 Acres Development 7DU/2.03 AC= 3.45 DU/Ac, Use 4.3 DU/Ac Initial Slope 1% Ti=10.0 Min., Lm=70' Table 3-2 Use Tc=10 min. Sub-Area 3 (Post-Construction) Total Area = 0.37 Acres Development 1 DU/0.37 AC= 2.7 DU/Ac, Use 2.9 DU/Ac Initial Slope 1% Ti=9.6 Min., Lm=70' Table 3-2 Hydrology Study CT 04-01 February 27,2006 Page F-2 Z:\Land Prqects 2005\05-sd040 - CT04-01 YAMAMOTOXDrdnage Study.doc MM Engineering Hydrology Study CT 04-01 Assume V=3 fps Figure 3-6 2% curb Tt=2H73fps = 1.2 min. Tc=9.6+ 1.2= 10.8 min. Sub-Area 4 (Post-Construction) Total Area = 0.65 Acres Development 3DU/0.65 AC= 4.6 DU/Ac, Use 4.3 DU/Ac Initial Slope 1% Ti=9.6 Min., Lm=70' Table 3-2 Assume V=3 fps Figure 3-6 3% curb Tt=8073fps = 0.4 min. Tc=9.6 + 0.4 = 10.0 min. Sub-Area 5 (Post-Construction) Total Area = 0.30 Acres Very Small Acreage. Assume Tc = 5 mins. February 27, 2006 Page F-3 Z:\Land Projects 2005\05-sdO40 - CT04-01 YAMAMOTOXOroinage Study.doc MM Engineering Hydrology Study CT 04-01 Attachment G - Rational Method Calculations February 27, 2006 Page G-1 Z:\Land Projects 200a05-sd040 - CTD4-01 YAMAMOTO\Drainage Study.doc Rational Method Calculation Form Project: CT04-01 Frequency 10 Year Pre-Development Calculated by MLB Date: 27 February 2006 Drainage Area Soil & Development A Acres I In./Hr. C Q CFS SumQ CFS Slope Section V VSec. L Ft. T Min. SumT Remarks Area A b -10% Imp 1.49 2.94 0.41 1.8 10.5 L=500',h=25' Area A b -10% Imp 1.49 2.94 0.41 1.8 1.8 10.5 L=500',h=25' 1.8 Area B b -10% Imp 3.36 3.03 0.41 4.2 10.0 L=550",h=45' Area B b -10% Imp 3.36 3.03 0.41 4.2 4.2 10.0 L=550",h=45' 4.2 Rational Method Calculation Form Project: CT 04-01 Frequency 100 Year Pre-Development Calculated by MLB Date: 27 February 2006 Drainage Area Soil & Development A Acres I In./Hr. C Q CFS Sum Q CFS Slope Section V VSec. L Ft. T Min. SumT Remarks Area A D -10% Imp 1.49 4.57 0.41 2.8 10.5 L=500",h=25' Area A D -10% Imp 1.49 4.57 0.41 2.8 2.8 10.5 L=500",h=25' 2.8 Area B D -10% Imp 3.36 4.72 0.41 6.5 10.0 L=550',h=45" Area B D -10% Imp 3.36 4.72 0.41 6.5 6.5 10.0 L=550',h=45" 6.5 Rational Method Calculation Form Project: CT 04-01 Frequency 10 Year Post-Development Calculated by MLB Date: 27 February 2006 Drainage Area Soil & Development A C CA LCA Acres I In./Hr. Q CFS Slope Section V VSec. L Ft. T Min. Tc Remarks Area 1 D - 4.3 DU/Ac 1.50 0.52 0.78 0.78 2.92 2.3 10.6 See Attachment F Area 1 D - 4.3 DU/Ac 1.50 0.52 0.78 0.78 2.92 2.3 10.6 See Attachment F Area 2 b - 4.3 DU/Ac 2.03 0.52 1.06 1.06 2.89 3.0 10.8 See Attachment F Area 2 b - 4.3 DU/Ac 2.03 0.52 1.06 1.06 2.89 3.0 10.8 See Attachment F Area 3 D - 4.3 DU/Ac 0.37 0.52 0.19 0.19 3.03 0.6 10.0 See Attachment F Area 3 D - 4.3 DU/Ac 0.37 0.52 0.19 0.19 3.03 0.6 10.0 See Attachment F Area 5 D - 1.0 DU/Ac 0.30 0.41 0.12 0.32 3.03 1.0 10.0 Add in Subarea Area 5 D - 1.0 DU/Ac 0.30 0.41 0.12 0.32 3.03 1.0 10.0 Add in Subarea Area 4 D - 4.3 DU/Ac 0.65 0.52 0.34 0.34 3.03 1.0 10.0 See Attachment F Area 4 D - 4.3 DU/Ac 0.65 0.52 0.34 0.34 3.03 1.0 10.0 See Attachment F Rational Method Calculation Form Project: CT 04-01 Frequency 100 Year Post-Development Calculated by MLB Date: 27 February 2006 Drainage Area Soil & Development A C Acres CA ECA I In./Hr. Q CFS Slope Section V VSec. L Ft. T Min. Tc Remarks Area 1 D -4.3 DU/Ac 1.50 0.52 0.78 0.78 4.54 3.5 10.6 See Attachment F Area 2 D - 4.3 DU/Ac 2.03 0.52 1.06 1.06 4.49 4.7 10.8 See Attachment F Area 3 D -4.3 DU/Ac 0.37 0.52 0.19 0.19 4.72 0.9 10.0 See Attachment F Area 5 D -1.0 DU/Ac 0.30 0.41 0.12 0.32 4.72 1.5 10.0 Add in Subarea Area 4 D - 4.3 DU/Ac 0.65 0.52 0.34 0.34 4.72 1.6 10.0 See Attachment F Rational Method Calculation Form Project: CT 04-01 85th Percentile Post-Development Calculated by MLB Date: 27 February 2006 Drainage Area Soil & Development A C CA LCA Acres I In./Hr. Q CFS Slope Section V VSec. L Ft. T Min. Tc Remarks Area 1 D - 4.3 DU/Ac 1.50 0.52 0.78 0.78 0.60 0.5 10.6 See Attachment F Area 1 D - 4.3 DU/Ac 1.50 0.52 0.78 0.78 0.60 0.5 10.6 See Attachment F Area 2 D - 4.3 DU/Ac 2.03 0.52 1.06 1.06 0.60 0.6 10.8 See Attachment F Area 2 D - 4.3 DU/Ac 2.03 0.52 1.06 1.06 0.60 0.6 10.8 See Attachment F Area 3 D - 4.3 DU/Ac 0.37 0.52 0.19 0.19 0.60 0.1 10.0 See Attachment F Area 3 D - 4.3 DU/Ac 0.37 0.52 0.19 0.19 0.60 0.1 10.0 See Attachment F Area 5 D - 1.0 DU/Ac 0.30 0.41 0.12 0.32 0.60 0.2 10.0 Add in Subrea Area 5 D - 1.0 DU/Ac 0.30 0.41 0.12 0.32 0.60 0.2 10.0 Add in Subrea Area 4 D - 4.3 DU/Ac 0.65 0.52 0.34 0.34 0.60 0.2 10.0 See Attachment F Area 4 D - 4.3 DU/Ac 0.65 0.52 0.34 0.34 0.60 0.2 10.0 See Attachment F MM Engineering Hydrology Study CT 04-01 Attachment H - Hydraulic Calculations February 27,2006 Page H-1 Z:\Land Projects 2005«)5-sd040 - CTD4-01 YAMAMOTO\Drainage Studydoc Profile Scenario: Base Profile: SD Main Line Scenario: 100 year CO «; "> — i= E 355.00 350.00 345.00 Elevation (ft) 19+00 20+00 P-1 319.35 ft 18 inch Concrete I) 5 = 0.004979 ft/ft 111+00 22+00 5^.60 ft 1 a inch Concrete @ 5 = 0.004949 ft/ft 23+00 24+00 25+00 340.00 335.00 330.00 26+00 Station (ft) Title: CT 04-01 Yamamoto Property z:\...\05-sd040 - ctO4-01 yamamoto\ct04-01 .stm 02/28/06 09:17:31 AM MLB Engineering © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1 -203-755-1666 Project Engineer: Michael L. Benesh StormCAD v5.5 [5.5006] Page 1 of 1 Scenario: Base >>» Info: Subsurface Network Rooted by: Existing CO »» Info: Subsurface Analysis iterations: 1 »» Info: Convergence was achieved. CALCULATION SUMMARY FOR SURFACE NETWORKS 1 Label Inlet Type Inlet Total Intercepted Flow (cfs) Total Bypassed Flow (cfs) Capture Efficiency (%) Gutter Spread (ft) Gutter Depth (ft) 1 CB 25+10.08 Curb Inlet Curb APWA 300-1 4.70 0.00 100.0 20.83 0.72 CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: Existing CO 1 Label Number Section Section Length Total Average Hydraulic Hydraulic | 1 of Size Shape (ft) System Velocity Grade Grade | 1 Sections Flow (ft/s) Upstream Downstream | ' (cfs) (ft) (ft) 1 1 P-1 1 18 inch Circular 319.35 4.70 4.44 336.16 334.90 1 1 P-2 1 18 inch circular 58.60 4.70 4.43 336.65 336.32 1 1 P-3 1 18 inch circular 33.17 4.70 20.60 348.28 336.31 1 1 P-4 1 18 inch circular 135.42 4.70 4.45 349.09 348.38 1 1 Label Total Ground Hydraulic Hydraulic | 1 System Elevation Grade Grade | 1 Flow (ft) Line In Line Out | (cfs) (ft) (ft) 1 1 Existing CO 4.70 337.20 334.90 334.90 1 1 SD CO 22+71. 24 4.70 340.50 336.19 336.16 1 1 SD CO 23+34. 50 4.70 341.40 336.68 336.65 1 1 SD CO 23+72. 33 4.70 355.00 348.32 348.28 1 1 CB 25+10.08 4.70 352.08 349.46 349.09 1 Completed: 02/28/2006 09:14:37 AM Title: CT 04-01 Yamamoto Property z:\...V05-sd040 - ct04^1 yamamoto\ct04-01 .stm 02/28/06 09:14:42 AM © Haestad Methods, Inc. Project Engineer Michael L. Benesh MLB Engineering StormCAD v5.5 [5.5006] 37 Brookside Road V«aterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Analysis Results Scenario: Base Title: Project Engineer: Project Date: Comments: CT 04-01 Yamamoto Properly Michael L. Benesh 07/08/05 Scenario Summary Scenario Base Physical Properties Alternative Base-Physical Properties Catchments Alternative Base-Catchments System Flows Alternative Base-System Flows Structure Headlosses Alternative Base-Structure Headlosses Boundary Conditions Alternative Base-Boundary Conditions Design Constraints Alternative Base-Design Constraints Capital Cost Alternative Base-Capital Cost User Data Alternative Base-User Data Network Inventory Number of Pipes 4 Number of Inlets 1 - Circular Pipes: 4 - Grate Inlets: 0 - Box Pipes; 0 - Curb Inlets: 1 - Arch Pipes: 0 - Combination Inlets: 0 - Vertical Elliptical Pipes: 0 - Slot Inlets: 0 - Horizontal Elliptical Pipes: 0 - Grate Inlets in Ditch: 0 Number of Junctions 3 - Generic Inlets; 0 Number of Outlets 1 Circular Pipes Inventory 18 inch Total Length Curb Inlet Inventory 546.54 ft 546.54 ft APWA 300-1 Title: CT 04-01 Yamamoto Property z:V..\D5-sd040 - ctO4-01 yamamoto\ct04-01 .stm MLB Engineering 02/28/06 09:18:12 AM © Haestad Methods, Inc. 37 Brookside Road VNfeiterbury, CT 06708 USA +1-203-755-1666 Project Engineer: Michael L. Benesh StormCAD v5.5 [5.5006] Page 1 Analysis Results Scenario: Base Inlet elements for network with outlet: Existing CO Label Inlet Total Total Total Bypass Capture Hydraulic System Intercepted Bypassed Target EfTiclency Grade Flow Flow Flow (%) Line In (cfe) (cfe) (cfe) (ft) Hydraulic Grade Line Out (ft) Gravity Element Headless (ft) Headless Method CB 25+10.08 Curb APWA 300 4.70 4.70 0.00 N/A 100.0 349.46 349.09 0.37 Standard Outlet: Existing CO Label Hydraulic Grade Line In (ft) Hydraulic Grade Line Out (ft) Gravity System System Element Additional Known Headless Flow Flow (ft) (cfe) (cfe) System Rational Flow (cfe) System Intensity (in/hr) System Flew Time (min) System CA (acres) Existing CO 334.90 334.90 0.00 4.70 0.00 0.00 0.00 1.95 0.00 Pipe elements for network with outlet: Existing CO Label Section Section Length Number Constructed Energy Total Average Upstream IDownstream Hydraulic Hydraulic Shape Size (ft) of Slope Slope System Velocity Invert Invert Grade Grade Shape (ft) Sections (ttffl) (ft/ft) Flow (ft/s) Elevation Elevation Line In Line Out (ttffl) (ft/ft) (cfe) (ft) (ft) (ft) (ft) P-1 Circular 18 inch 319.35 1 0.004979 0.004428 4.70 4.44 335.29 333.70 336.16 334.90 P-2 Circular 18 Inch 58.60 1 0.004949 0.004996 4.70 4.43 335.78 335.49 336.65 336.32 P-3 Circular 18 inch 33.17 1 0.344287 0.179494 4.70 20.60 347.45 336.03 348.28 336.31 P-4 Circular 18 inch 135.42 1 0.005021 0.005038 4.70 4.45 348.23 347.55 349.09 348.38 Junction elements for network with outlet: Existing CO Label Hydraulic Hydraulic Gravity Headless System System System System System System Grade Grade Element Method Additional Known Rational Intensity Flew Time CA Line In Line Out Headless Flow Flew Flew (in/hr) (min) (acres) (ft) (ft) (ft) (cfe) (cfe) (cfe) SD CO 22+71. 336.19 336.16 0.03 HEC-22Energ 4.70 0.00 0.00 0.00 0.75 0.00 SD CO 23+34. 336.68 336.65 0.03 HEC-22Energ 4.70 0.00 0.00 0.00 0.53 0.00 SD CO 23+72. 348.32 348.28 0.04 HEC-22Energ 4.70 0.00 0.00 0.00 0.51 0.00 Title: CT 04-01 Yamamoto Property z:\...\D5-sd040-ct04-01 yamamoto\ct04-01 .stm MLB Engineering 02/28/06 09:18:12 AM © Haestad Methods, Inc. 37 Brookside Road Wfaterbury, CT 06708 USA +1-203-755-1666 Project Engineer: Michael L. Benesh StormCAD v5.5 [5.5006] Page 2 Detailed Report for Inlet: CB 25+10.08 Scenario Summary Scenario Base Physical Properties Alternative Base-Physical Properties Catchments Alternative Base-Catchments System Flews Alternative Base-System Flews Structure Headlosses Alternative Base-Structure Headlosses Boundary Conditions Alternative Base-Boundary Conditions Design Constraints Alternative Base-Design Constraints Capital Cost Alternative Base-Capital Cost User Data Alternative Base-User Data Geometric Summary X Y 6,244,137.37 11 1,984,623.36 ft Calculated Station 5+47 fl Elevations Ground Elevation Rim Elevation Sump Elevation 352.08 ft 352.08 fl 348.23 ft Hydraulic Grade Line In Hydraulic Grade Line Out 349.46 ft 349.09 ft Headlosses Gravity Element Headless Headless Method Headless Coefficient 0.37 ft Standard 1.20 Depth Out Velocity Out Velocity Head Out 0.86 ft 4.45 ft/8 0.31 ft System Flew Summary Total System Flow System Flew Time System Intensity System CA 4.70 cfe 0.00 min 0.00 in/hr 0.00 acres System Rational Flow System Additional Flew System Known Flew Total Diverted Flew In 0.00 cfe 4.70 cfe 0.00 cfe 0.00 cfe Incoming Diverted Flow Local Diverted Flow In Total Diverted Flow In 0.00 cfe 0.00 cfe Global Diverted Flow In 0.00 cfe Title: CT 04-01 Yamamoto Property z:\...\D5-sd040 - ct04-01 yamamoto\ct04-01 .stm 02/28/06 09:18:43 AM MLB Engineering © Haestad Methods, Inc. 37 Brookside Road V\faterbury, CT 06708 USA +1 -203-755-1666 Project Engineer: Michael L. Benesh StormCAD v5.5 [5.5006] Page 1 Detailed Report for Inlet: CB 25-I-10.08 Inlet Flow Summary Area 0.00 acres Composite Rational C 0.00 Inlet CA 0.00 acres Carryover CA 0.00 acres Total Inlet CA 0.00 acres Total Inlet Intensity 0.00 in/hr Total Inlet Rational Flow 0.00 cfe Total Inlet Time of Concentration 0.00 min Total Inlet Additional Flow 4.70 cfe Total Inlet Known Flow 0.00 cfe Total Flew Te Inlet 4.70 cfe Inlet Characteristics Inlet Type Curb Inlet Inlet Location In Sag Inlet Curb APWA 300-1 Curb Opening Length 4.00 ft Inlet Section Properties Gutter Section Read Cress Slope 0.020 ft/ft Depressed Gutter? tme Gutter Cross Slope 0.170 ftm Gutter Width 2.00 ft External Pipe Flow External CA 0.00 acres External Time of Concentration 0.00 min Intercepted Flow Summary Intercepted Rational Flow 0.00 cfs Intercepted CA 0.00 acres Intercepted Additional Flow 4.70 cfe Intercepted Intensity 0.00 in/hr Intercepted Known Flow 0.00 cfe Intercepted Tc 0.00 min Total Intercepted Flow 4.70 cfs Capture Efficiency 100.0 % Upstream Piped Flew Summary Upstream Rational Flow 0.00 cfe Upstream CA 0.00 acres Upstream Additional Flow 0.00 cfe Upstream Intensity 0.00 in/hr Upstream Known Flow 0.00 cfe Upstream Time Of Concentration 0.00 min Total Upstream Flow 0.00 cfe Design Constraints Summary Pipe Matching Inverts Allow Drop Structure? true Matchline Offeet 0.00 ft Local Pipe Matching Constraints? false Design Structure Elevation? true Desired Sump Depth 0.00 ft Title: CT 04-01 Yamamoto Property z:\...V)5-8d040 - ct04-01 yamamoto\ct04-01 .stm 02/28/06 09:18:43 AM MLB Engineering © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer: Michael L. Benesh StormCAD v5.5 [5.5006] Page 2 Detailed Report for Inlet: CB 25+10.08 User Data Date Installed Title: CT 04-01 Yamamoto Property Project Engineer: Michael L. Benesh z:\...\D5-sd040 - ct04-01 yamamoto\ct04-01 .stm MLB Engineering StormCAD v5.5 [5.5006] 02/28/06 09:18:43 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 3 Detailed Report for Outlet: Existing CO Scenario Summary Scenario Base Physical Properties Alternative Base-Physical Properties Catchments Alternative Base-Catchments System Flows Alternative Base-System Flows Structure Headlosses Alternative Base-Structure Headlosses Boundary Conditions Alternative Base-Boundary Conditions Design Constraints Alternative Base-Design Constraints Capital Cost Alternative Base-Capital Cost User Data Alternative Base-User Data Geometric Summary X Y Elevations Ground Elevation Rim Elevation Tailwater Hydraulics Tailwater Condition System Flow Summary Incoming Diverted Flow Local Diverted Flow In Total Diverted Flew In 6,243,936.23 ft 1,984,285.13 ft Station 0+00 ft 337.20 ft 337.20 ft Sump Elevation 333.70 ft User-Specified Hydraulic Grade Line Out 334.90 ft Total System Flow 4.70 cfe System Rational Flow 0.00 cfe System Flew Time 1.95 min System Known Flew 0.00 cfe System Intensity 0.00 in/hr System Additional Flew 4.70 cfe System CA 0.00 acres Total Lest Surfiace Flow 0.00 cfe Total Diverted Flew in 0.00 cfe 0.00 cfe 0.00 cfe Global Diverted Flew In 0.00 cfe Design Constraints Summary Pipe Matching Inverts Allow Drop Structure? true Title: CT 04-01 Yamamoto Property z;\...«5-8d040 - ct04-01 yamamoto\ct04-01 .stm 02/28/06 09:18:43 AM MLB Engineering © Haestad Methods, Inc. 37 Brookside Road V\faterbury, CT 06708 USA +1-203-755-1666 Project Engineer: Michael L. Benesh StormCAD v5.5 [5.5006] Page 4 Detailed Report for Outlet: Existing CO Design Constraints Summary Matchline Offset 0.00 ft Local Pipe Matching Constraints? felse Design Structure Elevation? true Desired Sump Depth O OP ft User Data ^ Date Installed Title: CT 04-01 Yamamoto Property Project Engineer: Michael L. Benesh z:V..\05-8d040 - ct04-01 yamamoto\ct04-01 .stm MLB Engineering StormCAD v5.5 [5.5006] 02/28/06 09:18:43 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 5 Detailed Report for Pipe: P-1 Scenario Summary Scenario Base Physical Properties Alternative Base-Physical Properties Catchments Alternative Base-Catchments System Flews Alternative Base-System Flows Structure Headlosses Alternative Base-Structure Headlosses Boundary Conditions Alternative Base-Boundary Conditions Design Constrainte Alternative Base-Design Constraints Capital Cost Alternative Base-Capital Cost User Data Alternative Base-User Data Pipe Characteristics Upstream Node SD CO 22+71.24 Number of Sections 1 Downstream Node Existing CO Section Shape Circular Bend Angle 0.00 degrees Section Size 18 inch Length 319.35 ft Material Concrete Constructed Slope 0.004979 ft/ft Mannings n 0.013 Hydraulic Summary Total System Flew 4.70 cfe Full Capacity 7.41 cfe Profile Description Ml Energy Slope 0.004428 ft/ft Gravity Element Headless 1.26 ft Velocity In 4.44 ft/s Average Velocity 4.44 ft/s Velocity Out 3.10 ft/8 Constructed Slope 0.004979 ft/ft Design Capacity 7.41 cfe Excess Full Capacity 2.71 cfe Excess Design Capacity 2.71 cfe Elevations/Depths Invert Ground Crown Cover Depth Hydraulic EGL (ft) (ft) (ft) (ft) (ft) Grade (ft) (ft) Upstream 335.29 340.50 336.79 3.71 0.87 336.16 336.46 Dewnstrean 333.70 337.20 335.20 2.00 1.20 334.90 335.05 Pipe Design Options Design Pipe? true Design Upstream Invert? true Design Downstream Invert? true Specify Local Pipe Constraints? felse Part Full Design? felse Design Percent Full N/A % Title: CT 04-01 Yamamoto Property z;\...\D5-8d040 - ct04-01 yamamoto\ct04-01 .stm 02/28/06 09:18:43 AM © Haestad Methods, Inc. MLB Engineering 37 Brookside Road VNfatertJury, CT 06708 USA +1 -203-755-1666 Project Engineer: Michael L. Benesh StormCAD v5.5 [5.5006] Page 6 r Detailed Report for Pipe: P-1 Pipe Design Options Allow Multiple Sections? Limit Section Size? felse felse Maximum Number Sections Maximum Section Rise N/A N/A in Pipe Design Constraints Minimum Velocity Minimum Cover Minimum Slope 2.00 ft/s 3.00 ft 0.005000 ft/ft Maximum Velocity Maximum Cover Maximum Slope 15.00 ft/s 15.00 ft 0.100000 fUfl User Data Date Installed Message List Time (hr) Message Warning: Pipe dees not meet minimum cover constraint. Warning: Pipe dees net meet minimum slope constraint. Title: CT 04-01 Yamamoto Property z:\...\D5-sd040 - ot04-01 yamamoto\ct04-01 .stm 02/28/06 09:18:43 AM © Haestad Methods, Inc. MLB Engineering 37 Brookside Road Watertjury, CT 06708 USA +1 -203-755-1666 Project Engineer: Michael L. Benesh StormCAD v5.5 [5.5006] Page 7 Detailed Report for Pipe: P-2 Scenario Summary . Scenario Base Physical Properties Alternative Base-Physical Properties Catchments Alternative Base-Catchments System Flows Alternative Base-System Flews Structure Headlosses Alternative Base-Structure Headlosses Boundary Conditions Alternative Base-Boundary Conditions Design Constraints Alternative Base-Design Constraints Capital Cost Alternative Base-Capital Cost User Data Alternative Base-User Data Pipe Characteristics Upstream Node Downstream Node Bend Angle Length Constmcted Slope SD CO 23+34.50 SD CO 22+71.24 0.00 degrees 58.60 ft 0.004949 ft/ft Number of Sections Section Shape Section Size Material Mannings n 1 Circular 18 Inch Concrete 0.013 Hydraulto Summary Total System Flow Profile Description Gravity Element Headless Average Velocity Constructed Slope Excess Full Capacity 4.70 cfs M2 0.33 ft 4.43 ft/s 0.004949 ft/ft 2.69 cfe Full Capacity Energy Slope Velocity In Velocity Out Design Capacity Excess Design Capacity 7.39 cfe 0.004996 ft/ft 4.43 ft/s 4.66 ft/8 7.39 cfe 2.69 cfe Elevations/Depths Invert (ft) Ground Crown Cover Depth (ft) (ft) (ft) (ft) Hydraulic Grade (ft) EGL (ft) Upstream 335.78 Dewnstrean 335.49 341.40 337.28 4.12 0.87 340.50 336.99 3.51 0.83 336.65 336.32 336.95 336.66 Pipe Design Options ^ Design Pipe? Design Downstream Invert? Part Full Design? true tme felse Design Upstream Invert? Specify Local Pipe Constraints? Design Percent Full true felse N/A % Title: CT 04-01 Yamamoto Property z:\...V35-sd040 - ct04-01 yamamoto \ct04-01 .stm 02/28/06 09:18:43 AM © Haestad Methods, Inc. MLB Engineering 37 Brookside Road Waterbury. CT 06708 USA +1 -203-755-1666 Project Engineer: Michael L. Benesh StormCAD v5.5 [5.5006] Page 8 Detailed Report for Pipe: P-2 Pipe Design Options Allow Multiple Sections? Limit Section Size? false false Maximum Number Sections Maximum Section Rise N/A N/A in Pipe Design Constraints Minimum Velocity Minimum Cover Minimum Slope 2.00 ft/8 3.00 ft 0.005000 ft/ft Maximum Velocity Maximum Cover Maximum Slope 15.00 ft/s 15.00 ft 0.100000 ft/ft User Data Date Installed •Message List Time (hr) Message Warning: Pipe does net meet minimum slope constraint. Title: CT 04-01 Yamamoto Property z:\...\D5-sd040 - ct04-01 yamamoto\ct04-01 .stm 02/28/06 09:18:43 AM MLB Engineering © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1 -203-755-1666 Project Engineer: Michael L. Benesh StormCAD v5.5 [5.5006] Page 9 Detailed Report for Pipe: P-3 Scenario Summary Scenario Physical Properties Alternative Catchments Alternative System Flows Alternative Structure Headlosses Alternative Boundary Conditions Alternative Design Constraints Alternative Capital Cost Alternative User Data Alternative Base Base-Physical Properties Base-Catchments Base-System Flews Base-Structure Headlosses Base-Boundary Conditions Base-Design Constraints Base-Capital Cost Base-User Data Pipe Characteristics Upstream Node Downstream Node Bend Angle Length Constmcted Slope SD CO 23+72.33 SD CO 23+34.50 0.00 degrees 33.17 ft 0.344287 ft/ft Number of Sections Section Shape Section Size Material Mannings n Hydraulto Summary Total System Flow Profile Description Gravity Element Headless Average Velocity Constmcted Slope Excess Full Capacity 4.70 cfe S2 11.97 ft 20.60 ft/s 0.344287 ft/ft 56.93 cfe Full Capacity Energy Slope Velocity In Velocity Out Design Capacity Excess Design Capacity 1 Circular 18 inch Concrete 0.013 61.63 cfe 0.179494 m 4.66 ft/s 20.22 ft/8 61.63 Cfe 56.93 cfe Elevations/Depths Invert Ground Crown Cover Depth Hydraulic EGL (ft) (ft) (ft) (ft) Grade (ft) (ft) (ft) Upstream 347.45 355.00 348.95 6.05 0.83 348.28 348.62 Dewnstrean 336.03 341.40 337.53 3.87 0.28 336.31 342.67 Pipe Design Options ^ Design Pipe? Design Downstream Invert? Part Full Design? tme tme felse Design Upstream Invert? Specify Local Pipe Constraints? Design Percent Full true felse N/A % Title: CT 04-01 Yamamoto Property z:V..\D5-sd040 - ct04-01 yamamoto\ct04-01 .stm 02/28/06 09:18:43 AM MLB Engineering © Haestad Methods, Inc. 37 Brookside Road WatertJury, CT 06708 USA +1 -203-755-1666 Project Engineer: Michael L. Benesh StormCAD v5.5 [5.5006] Page 10 Detailed Report for Pipe: P-3 Pipe Design Options Allow Multiple Sections? Limit Section Size? false felse Maximum Number Sections Maximum Section Rise N/A N/A in Pipe Design Constraints Minimum Velocity Minimum Cover Minimum Slope 2.00 ft/8 3.00 ft 0.005000 ft/ft Maximum Velocity Maximum Cover Maximum Slope 15.00 ft/s 15.00 ft 0.100000 ft/ft User Data Date Installed •Message List Time (hr) Message Warning: Pipe dees not meet maximum slope constraint. Warning: Pipe does not meet maximum velocity constraint. Title: CT 04-01 Yamamoto Property z:\...\D5-sd040 - ct04-01 yamamoto\ct04-01 .stm 02/28/06 09:18:43 AM ® Haestad Methods, Inc. MLB Engineering 37 Brookside Road V\Mtert3ury, CT 06708 USA +1 -203-755-1666 Project Engineer: Michael L. Benesh StormCAD v5.5 [5.5006] Page 11 Detailed Report for Pipe: P-4 Scenario Base Physical Properties Alternative Base-Physical Properties Catchments Alternative Base-Catchments System Flows Alternative Base-System Flews Structure Headlosses Alternative Base-Structure Headlosses Boundary Conditions Altemative Base-Boundary Conditions Design Constraints Alternative Base-Design Constraints Capital Cost Alternative Base-Capital Cost User Data Alternative Base-User Data Pipe Characteristics Upstream Node Downstream Node Bend Angle Length Constructed Slope CB 25+10.08 SD CO 23+72.33 0.00 degrees 135.42 ft 0.005021 ft/ft Number of Sections Section Shape Section Size Material Mannings n 1 Circular 18 inch Concrete 0.013 Hydraulic Summary Total System Flew Profile Description Gravity Element Headless Average Velocity Constructed Slope Excess Full Capacity 4.70 cfs M2 0.71 ft 4.45 ft/s 0.005021 ft/ft 2.74 cfe Full Capacity Energy Slope Velocity In Velocity Out Design Capacity Excess Design Capacity 7.44 cfe 0.005038 ft/ft 4.45 ft/s 4.66 ft/s 7.44 cfe 2.74 cfe Elevations/Depths Invert (ft) Ground Crown Cover Depth (ft) (ft) (ft) (ft) Hydraulic Grade (ft) EGL (ft) Upstream 348.23 Dewnstrean 347,55 352.08 349.73 2.35 0.86 355.00 349.05 5.95 0.83 349.09 348.38 349.40 348.72 Pipe Design Options Design Pipe? Design Downstream Invert? Part Full Design? tme tme felse Design Upstream Invert? Specify Local Pipe Constraints? Design Percent Full true felse N/A % Title: CT 04-01 Yamamoto Property z;\...\05-sd040 - ct04-01 yamamoto\ct04-01 .stm 02/28/06 09:18:43 AM © Haestad Methods, Inc. MLB Engineering 37 Brookside Road Watertjury, CT 06708 USA +1 -203-755-1666 Project Engineer: Michael L. Benesh StormCAD v5.5 [5.5006] Page 12 Detailed Report for Pipe: P-4 Pipe Design Options Allow Multiple Sections? Limit Section Size? false felse Maximum Number Sections Maximum Section Rise N/A N/A in Pipe Design Constraints Minimum Velocity Minimum Cover Minimum Slope 2.00 ft/s 3.00 ft 0.005000 ft/ft Maximum Velocity Maximum Cover Maximum Slope 15.00 ft/s 15.00 ft 0.100000 ft/ft User Data Date Installed Message List Time (hr) Message Warning: Pipe dees not meet minimum cover constraint. Title: CT 04-01 Yamamoto Property z:\...\D5-sd040 - ct04-01 yamamoto\ct04-01 .stm 02/28/06 09:18:43 AM © Haestad Methods, Inc. MLB Engineering 37 Brookside Road VNfatertjury, CT 06708 USA +1 -203-755-1666 Project Engineer: Michael L. Benesh StormCAD v5.5 [5.5006] Page 13 Detailed Report for Junction: SD CO 22+71.24 Scenario Base Physical Properties Alternative Base-Physical Properties Catchments Alternative Base-Catchments System Flews /Mternative Base-System Flows Structure Headlosses Alternative Base-Structure Headlosses Boundary Conditions Alternative Base-Boundary Conditions Design Constraints Alternative Base-Design Constraints Capital Cost Altemative Base-Capital Cost User Data Alternative Base-User Data Geometric Summary X Y 6,243,936.05 ft 1,984,606.78 ft Calculated Station Structure Diameter Belted Cover? Elevations Ground Elevation Rim Elevation Sump Elevation 340.50 ft 340.50 ft 335.29 ft Hydraulic Grade Line In Hydraulic Grade Line Out Headlosses Gravity Element Headless Headless Method HEC-22 Benching Method 0.03 ft HEC-22 Energy Flat Depth Out Velocity Out Velocity Head Out System Flow Summary Total System Flew System Flew Time System Intensity System CA 4.70 cfe 0.75 min 0.00 in/hr 0.00 acres System Rational Flow System Known Flew System Additional Flew Total Diverted Flow In Incoming Diverted Flow Local Diverted Flow In Total Diverted Flow In 0.00 cfe 0.00 cfe Global Diverted Flew In Title: CT 04-01 Yamamoto Property z:\...\D5-8d040 - ct04-01 yamamoto\ct04-01 .stm 02/28/06 09:18:43 AM 3+19 ft 4.66 ft false 336.19 ft 336.16 ft 0.87 ft 4.44 ft/s 0.31 ft 0.00 cfe 0.00 cfe 4.70 Cfs 0.00 cfe 0.00 cfe © Haestad Methods, Inc. MLB Engineering 37 Brookside Road V\fetert)ury. CT 06708 USA +1 -203-755-1666 Project Engineer: Michael L. Benesh StormCAD v5.5 [5.5006] Page 14 Detailed Report for Junction: SD CO 22+71.24 Design Constraints Summary Pipe Matching Inverts Allow Drop Structure? true Matchline Offeet 0.00 ft Local Pipe Matching Constraints? felse Design Structure Elevation? tme Desired Sump Depth 0-00 ft User Data Date Installed Title: CT 04-01 Yamamoto Property Engineer: Michael L. Benesh z\ \05-sd040-ct04-01 yamamoto\ot04-01.stm MLB Engineering StormCAD v5.5 [5.5006] 02/28/06 09:18:43 AM © Haestad Methods, Inc. 37 Brookside Road VNfetertJUry, CT 06708 USA +1-203-755-1666 Page 15 Detailed Report for Junction: SD CO 23+34.50 Scenario Summary Scenario Base Physical Properties Alternative Base-Physical Properties Catchments Alternative Base-Catchments System Flows Alternative Base-System Flews Structure Headlosses Alternative Base-Structure Headlosses Boundary Conditions Alternative Base-Boundary Conditions Design Constraints Alternative Base-Design Constraints Capital Cost Alternative Base-Capital Cost User Data Alternative Base-User Data Geometric Summary X Y 6,243,963.85 ft 1,984,650.70 ft Calculated Station Structure Diameter Bolted Cover? 3+78 ft 4.66 ft true Elevations Ground Elevation Rim Elevation Sump Elevation 341.40 ft 341.40 ft 335.78 ft Hydraulic Grade Line In Hydraulic Grade Line Out 336.68 ft 336.65 ft Headlosses Gravity Element Headless Headloss Method HEC-22 Benching Method 0.03 ft HEC-22 Energy Flat Depth Out Velocity Out Velocity Head Out 0.87 ft 4.43 ft/8 0.30 ft System Flew Summary Total System Flow System Flew Time System Intensity System CA 4.70 cfe 0.53 min 0.00 in/hr 0.00 acres System Rational Flow System Known Flew System Additional Flew Total Diverted Flew In 0.00 cfe 0.00 cfe 4.70 cfe 0.00 cfe Incoming Diverted Flew Local Diverted Flow In Total Diverted Flow In 0.00 cfe 0.00 cfe Global Diverted Flew In 0.00 cfe Title: CT 04-01 Yamamoto Property z:V..\D5-8d040 - ct04-01 yamamoto \ct04-01 .stm 02/28/06 09:18:43 AM MLB Engineering © Haestad Methods, Inc. 37 Brookside Road Wateriaury, CT 06708 USA +1-203-755-1666 Project Engineer: Michael L. Benesh StormCAD v5.5 [5.5006] Page 16 Detailed Report for Junction: SD CO 23+34.50 Design Constraints Summary Pipe Matching Inverts Allow Drop Stmcture? true Matchline Offeet 0.00 ft Local Pipe Matching Constraints? false Design Structure Elevation? true Desired Sump Depth 0.00 ft User Data Date Installed Title: CT 04-01 Yamamoto Property Project Engineer: Michael L. Benesh z:\...\D5-sd040-ct04-01 yamamoto\ct04-01 .stm MLB Engineering StormCAD v5.5 [5.5006] 02/28/06 09:18:43 AM © Haestad Methods, Inc. 37 Brookside Road Watertjury, CT 06708 USA +1 -203-755-1666 Page 17 Detailed Report for Junction: SD CO 23+72.33 Scenario Summary Scenario Base Physical Properties Alternative Base-Physical Properties Catchments Altemative Base-Catchments System Flows Alternative Base-System Flows Structure Headlosses Alternative Base-Structure Headlosses Boundary Conditions Alternative Base-Boundary Conditions Design Constraints Alternative Base-Design Constrainte Capital Cost Alternative Base-Capital Cost User Data Alternative Base-User Data Geometric Summary X Y 6,244,005,44 ft 1,984,651,96 ft Calculated Station Structure Diameter Bolted Cover? Elevations 4+11 ft 4.66 ft felse Ground Elevation Rim Elevation Sump Elevation 355.00 ft 355.00 ft 347.45 ft Hydraulic Grade Line In Hydraulic Grade Line Out Headlosses 348.32 ft 348.28 ft Gravity Element Headless Headloss Method HEC-22 Benching Method 0.04 ft HEC-22 Energy Flat Depth Out Velocity Out Velocity Head Out System Flow Summary 0.83 ft 4.66 ft/6 0,34 ft Total System Flow 4.70 cfe System Rational Flew 0.00 cxfe System Flow Time 0.51 min System Known Flew 0.00 cfe System Intensity 0.00 In/hr System Additional Flow 4.70 cfe System CA 0.00 acres Total Diverted Flow In 0.00 cfe Incoming Diverted Flow Local Diverted Flow In Total Diverted Flow In 0.00 cfe 0.00 cfe Global Diverted Flow In 0.00 cfe Title: CT 04-01 Yamamoto Property z:\...\D5-ed040 - ot04-01 yamamoto\ct04-01 .stm 02/28/06 09:18:43 AM © Haestad Methods, Inc. MLB Engineering 37 Brookside Road Watertsury, CT 06708 USA +1-203-755-1666 Project Engineer: Michael L. Benesh StormCAD v5.5 [5.5006] Page 18 Detailed Report for Junction: SD CO 23+72.33 Design Constraints Summary Pipe Matching Inverts Allow Drop Stmcture? true Matchline Offset 0.00 ft Local Pipe Matching Constraints? false Design Structure Elevation? true Desired Sump Depth 0-00 ft User Data Date Installed Title: CT 04-01 Yamamoto Property Engineer: Michael L. Benesh z \ \D5-sd040 - ctO4-01 yamamoto\ct04-01 .stm MLB Engineering StormCAD v5.5 [5.5006] 02/28/06 09:18:43 AM © Haestad Methods, Inc. 37 Brookside Road Watertjun^, CT 06708 USA +1 -203-755-1666 Page 19