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HomeMy WebLinkAboutCT 04-01; YAMAMOTO SUBDIVISION; HYDROLOGY STUDY; 2006-02-01ENGINEERING Professional Civil Engineer and hand Surveyor Hydrology Study for CT 04-01 Prepared for: Black Rail Development Partners, LLC 11828 Rancho Bernardo Road, Suite 205 San Diego, CA 92128 (858) 675-6400 Proiect Site Address Black Rail Road, Carlsbad, CA Prepared by: Mictiael L. Benesti, R.C.E. 37893 Dote: February 27, 2006 RECEIVED MAR 09 2006 ^ ENGINEERING C/J DEPARTMENT ^ ' 2080 WINERIDEGE PLACE • SUITE A • ESCONDIDO, CA 92029 PHONE: 760 741 -3577 • FAX: 760 897-2165 • E-MAIL: MLBENESH@PACBELL.NET MM Engineering Hydrology Study CT04-0I Contents Section 1. Certification Section 2. Discussion 2 Section 2.01 Purpose 2 Sections. Project 2 Section 3.01 Description 2 Section 4. iVIethodology 3 Section 4.01 Rational Method 3 Sections. Summary 4 Section 5.01 Post Construction Storm Runoff 4 5.01.1 Downstreann Innpacts 4 5.01 .l(i) Black Rail Road 4 5.01.1 (ii) Cabella Place 5 Hydraulic Calculations: SD Station 10+11.75 to 1 1-H44.26 5 Station 12+79.00 (Catch Basin) 6 5.01.1 (iii) Surf Crest Street 7 5.01.2 Summarization of flows 8 Attactiment A - Vicinity Map A-1 Attactiment B - On-Site Hydrology Map B-1 Attactiment 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-l February 27,2006 Page ii Z:\Land Projects 2005\05-sd040 - CT04O1 YAMAMOTONDrdnage Study.doc MM Engineering Hydrology Study CT 04-01 Attachment G - Rational Method Calculations Attachment H - Hydraulic Calculations ""^ February 27, 2006 f'^S®'" Z:\Land Projects 2005\05-sd040 - CT04-01 YAMAMOTONDrdnage Study.doc Engineering Hydrology Stvdy 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 Carlsbad 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 Date 7" February 27,2006 Z:\Land Projects 2005\05^d040 - CTCHOl YAMAMOTOXDrdnage Study.doc Page 1 \i\f\ H HydrofogySfudy ffUUii) CT04-0I 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, Carlsbad Tract No. 99-10 adjoins on the South, and Carlsbad 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 westerly 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 southerly of the project site. February 27,2006 ^^9® 2 Z:\LarKl Projects 20O5\O5-sdO4O - CT04-01 YAMAMOTONDrdrrage Study.doc IILB Engineering Hydrology Study CT 04-01 A smaller area, 1.5 acres adjoining CT 92-3, drains to an existing gunite ditch along the easterly 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 easterly 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 Metiiod 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:\Lond Projects 2005\05-sd040 - CT04-0) YAMAMOTOXDrdnoge Study.doc Hydrology Study CT 04-01 Engineering . 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 foreach sub-area along the drainage path. The rational method calculations are in Attachment G. Section 5. Summary Section 5.01 Post Construction Storm Runoff 5.01. ? Downsfreom 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 QIOO 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 ^^^^^ Z;\Land Projects 20O5\05-sdO4O - CT04-01 YAMAMOTOXDrdnage Study.doc Engineering HydroJogy Sfudy CT 04-07 Contributing Site QIOO 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(11) 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 Page 5 Z:\Land Projects 2005\05-sd040 - CT04-01 YAMAMOTOXDrdnage Study.doc Engineering Hydrology Study CT 04-01 Computed Results: Slope 0.0101 ft/ft Area 3.1416 ft2 Wetted Area 3.1416 ft2 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 (Catch Basin) Given: Q=19.7 cfs s=0.008 D=2' n=0.015 k = 0.463 (Pipe flowing full) V=19.7/(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-sdO4O - CT04O1 YAMAMOTOXDrdrrage Study.doc Ik'TT Hydro/ogySfudy lfJJ]Jj]|# CT04-0J 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')i 5 = 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 southerly 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 Q100= 1.54x4.46x0.52= 3.6 cfs < 3.9 cfs The anticipated QIOO is actually less than the Q50 design flows. February 27, 2006 Page 7 Z:XLand Projects 2005X05-sd040 - CT04-0) YAMAMOTOXDrdnoge Study.doc mB Hydrology Study CT 04-01 Engineering 5.01.2 Summar/zoh'on 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 a 0.8 Easterly 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 ZiXLand Projects 2005X05-sd040 - CT04-01 YAMAMOTOXDrdnage Study.doc Page 8 KIIB Engineering Hydrology Study CT 04-01 Attachment A - Vicinity IVlap February 27, 2006 Z;XLand Prqects 2005X05-sdO4O - CT04-0) YAMAMOTOXDrdnoge Study.doc Page A-i MM Engineering Hydrology Study CT 04-01 Attachment B - On-Site Hydrology Map See Map on following page. February 27,2006 PageB-l ZiXLarxJ Projects 2005X05-sd(M0 - CT04-01 YAMAMOTOXDrdnoge Study.doc TENTATIVE MAP CT 0^- PRE DEVELOPMENT HYDROLOGY MAP - QIO/QIOO SCALE r=IOO' % GUNITE DITCH MLB Engineering Profissional GvU Engfmtrs and Land Surveyors 2080 Tlictidgt Pbcc Suite A, BKondldo. CA 92029 nunc 760 741-3577 FAX 760 897-216S B-MiH MLBaieAap.didlj> TENTATIVE MAP CT OU-OI POST DEVELOPMENT HYDROLOGY MAP - QIO/QIOO SCALE r=IOO' •X. GUNITE DITCH HLB Engineering Professional Ciidl Enffneers and Land Surveyors 2080 Wlliold«e Hice, Suite A. BuromlHo, CA 92029 FhoDC 760 741-3577 FAX 760 897-2165 E-Miil MUoialiaiMdidU MM Engineering Hydrology Study CT 04-01 Attachment C - San Diego County Soils Group Map San Encin It 5is Diego County, California February 27, 2006 ZrXLond Prqects 2005X05-sd040 - CT04-01 YAMAMOTOXDrdnage Study.doc Page c-i MM Hydrology Study CT 04-01 Engineering Attachment D - San Diego County Hydrology Manual Excerpts y. S3 _c n Q I/", 1^, 5 1^ r~- 00 cjooooooo O <i 'r. f^t t 1" OOOO ri M — T «^ 9 ir. "r. ^0 b d d o oo 00 CO 2 o o 00 00 00 00 •T 5 s? O O a o o O O I/". O O O I'' © Q "i' •«••<" -fl* << 5 .r- 2 ^ _ ri -f — — ri g 1 a ? S 1 2 « ea i I J I ae ee a cc Q o o e ^ ^ £ 2 S ^ 55 55 Q - r r r g 9 2 1 a: 11 i g S 5 d ? 6 I J I I I f i t II I I I I 1 1 1 1 I 1 1 s ^ ^ I * 1 "S 2 S 5> ? .J ^ S ^ <> = Z § z 3 g 3 I 3 ti I S 3 .11 1 i II ii S 5 S = -!i £ 8-1 j= £- 2 3 ^ a. 3 u a: Q z Februaiy 27, 2006 Z VLand Projects 200a05-sd040 - CT04-01 YAMAMOTOVDrainage Study doc Page D-1 MM Engineering Hydrology Study CT 04-01 Table 3-2 MAXIMUM OVERLAND FLOW LENGTH (LM) & INITIAL TIME OF CONCENTRATION m \.\cmcni* Dll. .5% 1% 2% 3?o 5" '« Vo Acre LM li I'M li 1-M r. Ui li I'M 1. LM li Natural 50 13.2 70 12.5 85 10.9 100 10.3 100 8.7 100 6.9 I.DR 1 50 12.2 70 11.5 85 10.0 100 9.5 100 8.0 100 6.4 I.DR 2 50 11.3 70 10.5 85 9.2 100 8.8 KM) 7.4 100 5.8 LDR 2.0 50 10.7 70 10.0 85 8.8 95 8.1 KM) 7.0 100 5.6 MDR 4.3 50 10.2 70 9.6 80 8.1 95 7.8 KM) 6.7 100 5.3 MDR 7.3 50 9.2 65 8.4 80 7.4 95 7.0 KM) 6.0 100 4.8 MDR 10.9 50 8.7 65 7.9 80 6.9 90 6.4 KM) 5.7 100 4.5 MDR 14.5 50 8.2 65 7.4 80 6.5 90 6.0 KM) 5.4 100 4.3 IIDR 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 KM) 2.7 (j. Com 50 4.7 60 4.1 75 3.6 85 3.4 90 2.9 100 2.4 ().1»./C\)m 50 4.2 60 3.7 70 3.1 80 2.9 9i) 2.6 100 2.2 Limited 1. 50 4.2 60 3.7 70 3.1 80 2.9 90 2.6 1 (H) 2.2 Cicncral 1. 50 3.7 60 3.2 70 2.7 80 2.6 90 2.3 100 1.9 *Scc l ahk 3-1 tb r more detailed deseription February 27, 2006 Z:XLand Projects 2005X05-sd040 - CT04-01 YAMAMOTOXDrdnage Study.doc Page D-2 MM Engineering Hydrology Study CT 04-01 •I s s s e i3 P B 2 It s s n • s K| s) y'ssR s; s ; sss? sss s a n f- «twrs«P4iiHoi — — — — o-d^CO g sss's? is s s is s's> S! s ? 3; Ks.is s £ ^ ? s a 81? s 3 s E; S 3! £ ss e « 3 !$ a $ e S|« 8 S a SB « 5 8 8 8 3 S ? » 8 R S nnn,. . .- «s o ej o o a o o - ~- O C3 1=> February 27,2006 Z:XLand Projects 2005X05-sdO4O - CT04O1 YAMAMOTOXDrdnage Study.doc Page D-3 MM Engineering Hydrology Study CT 04-01 EQUATKMU AE /l1.9L»\0.3e5 Feet ° I AE; SOOO Te ' Time of eoncontration (houri) L • WatercourM Distance (miles) I—40M AE = Change in alovation along effective slope line (See Figure 3-5) (feel) MM Tc Hours Minutes 240 20M J— — 180 10M -900 2 —120 1^ 800 -100 -100 —US — soo^ —00 I->400 \ N — 70 1 — BO JOO S — 50 \. 200 \ \ — 40 L X Miles Feel — 30 \ — 30 V. 100 \- ^ 4000 20 _ - \ — 18 _ — — 3000 — 16 — so 0.5 — \ S — 14 s — 40 — 2000 s — 12 ISOO — 1000 \ 10 — M — 1400 N — 9 1200 — « _30 — 1000 — 7 _30 — 900 — 800 — 8 — 700 — 600 —5 — 10 — 500 — 4 — 400 - — 300 — 3 — s - 200 AE L Tc SOURCE; CalHomia Division of Highways (1941) and Kirpich (1940) F I G L R R Nomogpaph tor Detsrminatlon of Time of Concentration (Tc) or Travel Time (Tt) for Natural W/btsrsheds 3-4 February 27,2006 Z:XLand Projects 2005X05-sd040 - CT04-01 YAMAMOTOXDrdnage Study.doc Page D-4 MM Engineering Attachment E - San Diego County Point Rainfall Maps See Following Sheets. Hydrology Study CT 04-01 February 27,2006 ^^^^ ZiM-and Projects 200a05-sd040 - CTD4-01 YAMAMOTO\Drainage Study doc MM Hydrology Study CT 04-01 Engineering Attachment F - Impervious Area and TC Calculations Sub-Area A (Pre-Constructlon) Total Area = 1.49 Acres Impervious Area = 0.1 Acres % Imp = 100(0.1/1.49)=7% L=500' Slope 5% Ti=8.0 Min., Lm=100' Table 3-2 Natural Watershed, 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-Constructlon) 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=l00' 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 '^^96 F-1 Z:\Land Projects 2005«)5-sdCM0 - CTTM-OI YAMAMOTOVDrainage Study.doc 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 lDU/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:XLand Projects 20O5XO5-sdO4O - CT04-0I 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:XLand Projects 2005X0S-sdO40 - CT04-01 YAMAMOTOXDrdnage Study.doc MM Engineering Hydrology Study CT 04-01 Attachment G - Rational Method Calculations February 27,2006 Page G-1 ZVLand Projects 200a05-sdO40 - 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 Sum Q CFS Slope Section V VSec. L Ft. T Min. SumT Remarks 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. Sum T 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 Acres CA LCA I In./Hr. Q CFS Slope Section V VSec. L Ft. T Min. Tc Remarks Area 1 D - 4.3 bU/Ac 1.50 0.52 0.78 0.78 2.92 2.3 10.6 See Attachment F Area 2 D -4.3 DU/Ac 2.03 0.52 1.06 1.06 2.89 3.0 10.8 Sec Attachment F Area 3 D - 4.3 DU/Ac 0.37 0.52 0.19 0.19 3.03 0.6 10.0 Sec Attachment F Area 5 b -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 Sec 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 Sec Attachment F Area 2 D - 4.3 DU/Ac 2.03 0.52 1.06 1.06 4.49 4.7 10.8 Sec Attachment F Area 2 D - 4.3 DU/Ac 2.03 0.52 1.06 1.06 4.49 4.7 10.8 Sec Attachment F Area 3 D - 4.3 DU/Ac 0.37 0.52 0.19 0.19 4.72 0.9 10.0 Sec Attachment F Area 3 D - 4.3 DU/Ac 0.37 0.52 0.19 0.19 4.72 0.9 10.0 Sec 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 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 Sec Attachment F Area 4 D - 4.3 DU/Ac 0.65 0.52 0.34 0.34 4.72 1.6 10.0 Sec 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 Sec Attachment F Area 3 D - 4.3 DU/Ac 0.37 0.52 0.19 0.19 0.60 0.1 10.0 Sec 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 Sec Attachment F Area 4 D - 4.3 DU/Ac 0.65 0.52 0.34 0.34 0.60 0.2 10.0 Sec Attachment F MM Engineering Hydrology Study CT 04-01 Attachment H - Hydraulic Calculations February 27,2006 Page H-1 Z:\Land Projects 200S\05-sd040 - CT1D4-01 YAMAMOTOVDrainage Study doc Profile Scenario: Base Profile: SD Main Line Scenario: 100 year Q <S > > COCO JEJE mm o te iCoo *= Q is > > .i § uxnSSfrtn CO CO ^ fr- t'm + S 0"^ = m Ttijsin ois > 1 i< o '-. >.ii CDiS OCO CO *: CM*; CO ooootN iiSjcO 355.00 350.00 345.00 Elevation (ft) P-1 319.35 ft 18 inch Concrete 19+00 20+00 i)S = 0.004979 ft/ft 21+00 22+00 ^2 58.60 ft 18 inch concrete @S = 0.004949Mt 23+00 24+00 25+00 340.00 335.00 ' 330.00 26+00 Station (ft) Title: CT 04-01 Yamamoto Property z:\...\05-scl040 - ct04-01 yamamofo\ct04-01 .stm 02/28/06 09:17:31 AM ® Haestad Methods, Inc. MLB EnglnMrtng 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer: Mictiael L. Benesti StormCAD v5.5 [5.5006] Page 1 of 1 Calculation Results Summary 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 1 Inlet 1 Type Inlet Total Intercepted Flow (cfs) Total Bypassed Flow (cfs) Capture Efficiency (%) Gutter Spread (ft) Gutter 1 Depth 1 (ft) 1 1 CB 25+10.08 1 Curb Inlet Curb APWA 300-1 4 .70 0.00 100.0 20.83 0.72 1 CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: Existing CO 1 Label Number of Sections Section Size Section Shape Length (ft) Total System Flow (cfs) Average Velocity (ft/s) Hydraulic Grade Upstream (ft) Hydraulic | Grade | Downstream | (ft) 1 1 P-1 1 1 8 inch Circular 319.35 4.70 4 .44 336.16 334.90 1 1 P-2 1 1 8 inch Circular 58.60 4.70 4 . 43 336.65 336.32 1 1 P-3 1 1 3 inch Circular 33.17 4.70 20.60 348.28 336.31 1 1 P-4 1 1 8 inch Circular 135.42 4 .70 4 .45 349.09 348.38 1 Label Total Ground Hydraulic Hydraulic System Elevation Grade Grade Flow (ft) Line In Line Out (cfs) (ft) (ft) Existing CO 4 .70 337.20 334.90 334.90 SD CO 22+71 24 4 .70 340.50 336.19 336.16 SD CO 23+34 50 4 .70 341.40 336.68 336.65 SD CO 23+72 33 4.70 355.00 348.32 348.28 CB 25+10.08 4.70 352.08 349.46 349.09 Completed: 02/28/2006 09:14:37 AM Title: CT 04-01 Yamamoto Property 2:\...\05-sd040 - ct04-01 yamamoto\ct04-01 .stm 02/28/06 09:14:42 AM © Haestad Mettiods, Inc. Project Engineer: Mictiael L. Benesh MLB Engineering StormCAD v5.5 [5.5006] 37 Brookside Road V\faterbury, 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 Property 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 Altemative 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 - ct04-01 yamamoto\ct04-01 .stm MLB Engineering 02/28/06 09-18-12 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1 -203-755-1666 Project Engineer: Michael L. Benesh StormCAD v5.5 [5.5006] Analysis Results Scenario: Base Inlst elements for network with outlet: Existing CO Label Inlet Total Total Total Bypass Capture Hydraulte System Intercepted Bypassed Target Efficiency Grade Ftow Flow Flow (%) Une In (cfe) (cfe) (cfe) (ft) Hydraulic Grade Line Out (ft) Gravity Element Headloss (ft) Headloss 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 Etoment Additional Known Headloss Flow Flow (ft) (cfe) (cfe) System Rational Flow (cfe) System Intensity (in/hr) System Flow 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 tor network with outlet: Existing CO Label Section Shape Section Size Length (ft) Number of Sections Constmcted Energy Total Slope Slope System (ftffl) (ftffl) Flow (cfe) Average Velocity im Upstream Downstream Hydraulic Invert Invert Grade Etevatlon Elevation Line In (ft) (ft) (ft) Hydraulic Grade Une Out (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 tor network with outlet: Existing CO Label Hydraulic Grade Line In (ft) Hydraulto Grade Line Out (ft) Gravity Headloss Element Method Headloss (ft) System System Additional Known Flow Flow (cfe) (cfe) System Rational Ftow (cfe) System Intensity (in/hr) System Flow Time (min) System CA (acres) 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 yamamotoVct04-01 .stm 02/28/06 09:18:12 AM MLB EnglnMring © 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 Scenario Summary Scenario Base Physical Properties Alternative Base-Physical Properties Catchments Alternative Base-Catchments System Flows Alternative Base-System Flows Structure Headtosses 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 ft 1,984,623.36 ft Calculated Station 5+47 ft Elevations Ground Elevation Rim Elevation Sump Elevation 352.08 ft 352.08 ft 348.23 ft Hydraulic Grade Line In Hydraulic Grade Line Out 349.46 ft 349.09 ft Headlosses Gravity Element Headloss Headloss Method Headloss 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 Flow Summary Total System Flow 4.70 cfe System Rational Flow 0.00 cfe System Flow Time 0.00 min System Additional Flow 4.70 cfe System Intensity 0.00 in/hr System Known Flow 0.00 cfs 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-sd040 - ctO4-01 yamamoto\ct04-01 .stm MLB Engineering 02/28/06 09:18:43 AM © 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+10.08 inlet Flow Summary Area 0.00 acres Composite Rattonal C 0.00 Inlet CA 0.00 acres Canvover 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 cfs Total Inlet Known Ftow 0.00 cfe Total Flow To Inlet 4.70 cfe Inlet Charac^eristtos Inlet Type Curb Inlet Inlet Location In Sag Inlet Curb APWA 300-1 Curb Opening Length 4.00 ft Intot Section Properties Gutter Section Road Cross Stope 0.020 ft/ft Depressed Gutter? tme Gutter Cross Slope 0.170 ft/ft Gutter Width 2.00 ft Extemal Pipe Flow External CA 0.00 acres Extemal Time of Concentration 0.00 mIn Intercepted Flow Summary Intercepted Rational Ftow 0.00 cfe Intercepted CA 0.00 acres Intercepted Addittonal 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 Flow Summary Upstream Rational Ftow 0.00 cfs Upstream CA 0.00 acres Upstream Additional Ftow 0.00 cfe Upstream Intensity 0.00 in/hr Upstream Krmwn Flow 0.00 cfe Upstream Time Of Concentration 0.00 min Total Upstream Ftow 0.00 cfe Design Constraints Summary Pipe Matching Inverts Allow Drop Structure? tme Matchline Otfeet 0.00 ft Local Pipe Matching Constraints? felse Design Structure Elevation? true Desired Sump Depth 0.00 ft 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 V\faterbury, 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:V..\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 V\feiterbury, CT 06708 USA +1-203-755-1666 Page 3 Detailed Report for Outlet: Existing CO Scenarto Summary Scenario Base Physical Properties Alternative Base-Physical Properties Catchments Altemative Base-Catchmente System Ftows Alternative Base-System Flows Stmcture Headlosses Altemative Base-Structure Headlosses Boundary Conditions Altemative Base-Boundary Condittons Design Constraints Altemative 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 Ftow Summary Incoming Diverted Flow Local Diverted Flow In Total Diverted Ftow In 6,243,936.23 ft 1,984,285.13 ft Statton 0+00 ft 337.20 ft 337.20 ft Sump Elevation 333.70 ft User-Specified Hydraulic Grade Line Oiit 334.90 ft Total System Flow 4.70 cfe System Rational Flow 0.00 cfe System Flow Time 1.95 min System Known Flow 0.00 cfe System intensity 0.00 in/hr System Additional Ftow 4.70 cfe System CA 0.00 acres Total Lost Surfece Flow 0.00 cfe Total Diverted Ftow In 0.00 cfe 0.00 cfe 0.00 cfe Global Diverted Flow In 0.00 cfe Design Constraints Summary Pipe Matching Inverte Allow Drop Stmcture? tme Title: CT 04-01 Yamamoto Property z:\...V05-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 4 Detailed Report for Outlet: Existing CO Design Constraints Summary Matchline Offeet 0.00 ft Local Pipe Matching Constraints? false Design Stmcture Elevation? tme Desired Sump Depth 0.00 ft User Data Date Installed Title: CT 04-01 Yamamoto Property Project Engineer: Michael L. Benesh z:\...>05-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 5 Detailed Report for Pipe: P-1 Scenario Summary Scenario Base Physical Properties Alternative Base-Physical Properties Catchments Altemative Base-Catchments System Flows Altemative Base-System Flows Stmcture Headlosses Alternative Base-Structure Headlosses Boundary Conditions Altemative Base-Boundary Conditions Design Constraints Altemative Base-Design Constraints Capital Cost Altemative 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 Constmcted Slope 0.004979 ft/ft Mannings n 0.013 Hydraulto Summary Total System Flow 4.70 cfe Fuil Capacity 7.41 cfe Profite Descriptton Ml Energy Slope 0.004428 ft/ft Gravity Element Headloss 1.26 ft Velocity In 4.44 ftfe 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 Hydraulto EGL (ft) (ft) (ft) (ft) (ft) Grade (ft) (ft) (ft) Upstream 335.29 340.50 336.79 3.71 0.87 336.16 336.46 Downstrean 333.70 337.20 335.20 2.00 1.20 334.90 335.05 Pipe Design Options Design Pipe? tme Design Upstream Invert? tme Design Downstream Invert? tme Specify Local Pipe Consti^ints? felse Part Full Design? false Design Percent Full N/A % Title: CT 04-01 Yamamoto Property zA. \D5-sd040 - ct04-01 yamamoto\ct04-01 .stm MLB Engineering 02/28/06 09:18:43 AM © 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 6 Detailed Report for Pipe: P-1 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 Vetocity 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 does not meet minimum cover constraint. Warning: Pipe does not meet minimum slope constraint. Title: CT 04-01 Yamamoto Property z:\...\D5-sd040 - ct04-01 yamamoto\ct04-01 .stm MLB Engineering 02/28/06 09:18:43 AM © Haestad Methods, Inc. 37 Brookside Road V\feteri3Ury, 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 Physical Properties Alternative Catchments Altemative System Flows Alternative Structure Headlosses Alternative Boundary Condittons Alternative Design Constraints Altemative Capital Cost /Mtemative User Data Alternative Base Base-Physical Properties Base-Catchmente Base-System Flows 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+34.50 Number of Sections SD CO 22+71.24 Section Shape 0.00 degrees Section Size 58.60 ft Material 0.004949 ft/ft Mannings n Hydraulto Summary 1 Circular 18 inch Concrete 0.013 Total System Flow Profile Description Gravity Element Headloss Average Velocity Constmcted Stope Excess Full Capacity 4.70 cfe 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/s 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 Downstrean 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 Design Pipe? Design Downstream Invert? Part Full I3eslgn? tme tme felse Title: CT 04-01 Yamamoto Property z:\...\D5-sd040 - ot04-01 yamamoto\ct04-01 .stm 02/28/06 09:18:43 AM Design Upstream Invert? Specify Local Pipe Constraints? Design Percent Full true felse N/A % © Haestad Methods, Inc. MLB Engineering 37 Brookside Road Watert>ury, 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 Altow Multiple Secttons? Umit Section Size? ^Ise Maximum Number Sections felse Maximum Section Rise N/A N/A In Pipe Design Constraints Minimum Vetocity 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 iVIessage List Time (hr) Message Warning: Pipe does not meet minimum slope constraint. Title: CT 04-01 Yamamoto Property z:\...\D5-Bd040 - ot04-01 yamamoto\ct04-01 .stm 02/28/06 09:18:43 AM © Haestad Methods, Inc. MLB Engineering 37 Brookside Road V\fateri3ury, 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 Base Physical Properties Alternative Base-Physical Properties Catchments Altemative Base-Catchments System Flows AKernative Base-System Flows Stmcture Headlosses Alternative Base-Structure Headlosses Boundary Conditions Alternative Base-Boundary Conditions Design Constraints Alternative Base-Design Constraints Capital Cost Altemative Base-Capital Cost User [3ata Alternative 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 1 Circular 18 inch Concrete 0.013 Hydraulic Summary Total System Flow Profile Description Gravity Element Headloss Average Velocity Constructed Slope Excess Fuli 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 I3esign Capacity 61.63 cfe 0.179494 ft/ft 4.66 ft/s 20.22 ft/s 61.63 cfe 56.93 cfe Elevations/Depths Invert (ft) Ground Crown Cover Depth (ft) (ft) (ft) (ft) Hydraulic Grade (ft) EGL (ft) Upstream 347.45 Downstrean 336.03 355.00 348.95 6.05 0.83 341.40 337.53 3.87 0.28 348.28 336.31 348.62 342.67 Pipe Design Options Design Pipe? Design Downstream Invert? Part Full Design? Title: CT 04-01 Yamamoto Property z:\...\D5-sd040 - ct04-01 yamamoto \ct04-01 .stm 02/28/06 09:18:43 AM tme tme felse Design Upstream Invert? Specify Local Pipe Consh-aints? Design Percent Full tme felse N/A % MLB Engineering © Haestad Methods, Inc. 37 Brookside Road V\fateri3ury, 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? felse felse Maximum Number Sections Maximum Section Rise N/A N/A in Pipe Design Constraints Minimum Velocity Minimum Cover Minimum Stope 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 NIessage List Time (hr) Message Waming: Pipe does not meet maximum slope constraint. Waming: Pipe does not meet maximum velocity constraint. Title: CT 04-01 Yamamoto Property z:\...\05-8d040-ct04-01 yamamoto\ct04-01 .stm 02/28/06 09:18:43 AM © Haestad Methods, Inc. MLB Engineering 37 Brookside Road V\fateri3ury, CT 06708 USA +1 -203-755-1666 Project Engineer: Mictiael L. Benesh StomiCAD v5.5 [5.5006] Page 11 Detailed Report for Pipe: P-4 Scenario Summary Scenario Base Physical Properties Alternative Base-Physical Properties Catchments Alternative Base-Catchmente 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 Pipe Characteristics Upstream Node l>)wnstream Node Bend Angle Length Constmcted 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 Flow Profile Description Gravity Element Headloss Average Velocity Constmcted Slope Excess Full Capacity 4.70 cfe 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) Hydraulto Grade (ft) EGL (ft) Upstream 348.23 IDownstrean 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:\...\D5-sd040 - ot04-01 yamamoto\ct04-01 .stm 02/28/06 09:18:43 AM ® Haestad Methods, Inc. MLB Engineering 37 Brookside Road V\feiterbury, 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 Aliow Multiple Sections? Limit Section Size? false Maximum Number Sections felse Maximum Section Rise N/A N/A in Pipe Design Constrainte Minimum Velocity Minimum Cover Minimum Stope 2.00 ft/s 3.00 ft 0.005000 ft/ft Maximum Velocity Maximum Cover Maximum Slope 15.00 ft/8 15.00 ft 0.1CXXXX) ft/ft User Data Date Installed Message List Time (hr) Message Warning: Pipe does not meet minimum cover constraint. Title: CT 04-01 Yamamoto Property p„Bi«Mirlno 0^/2S'O°9^8:S:M ^"^ -^"^ © Haestad Methods, Inc. 37 Brookslde^Road ' W^telry. 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 Summary Scenario Base Physical Properties Alternative Base-Physical Properties Catchments Alternative Base-Catchmente System Flows Alternative Base-System Flows Structure Headlosses Alternative Base-Structure Headlosses Boundary Conditions Altemative 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 Bolted Cover? 3+19 ft 4.66 ft false Elevations Ground Elevation Rim Elevation Sump Elevation 340.50 ft 340.50 ft 335.29 ft Hydraulic Grade Line In Hydraulic Grade Line Out 336.19 ft 336.16 ft Headlosses Gravity Element Headloss Headloss Method HEC-22 Benching Method 0.03 ft HEC-22 Energy Flat Depth Out Velocity Out Velocity Head Out 0.87 ft 4.44 ft/s 0.31 ft System Flow Summary Total System Flow System Flow Time System Intensity System CA 4.70 cfe 0.75 min 0.00 in/hr 0.00 acres System Rational Flow System Known Flow System Additional Ftow Total Diverted Flow In 0.00 cfe 0.00 cfe 4.70 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: CT04-01 Yamamoto Property MIBP i O^^SmT^S::^^ V—^ Haestad Methods, Inc. 37 Brookside^R^ad"' Xt^lry, CT06708 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 Stmcture? true Matchline Olfeet 0.00 ft Local Pipe Matching Constraints? felse Design Structure Elevation? true Desired Sump Depth ° * User Data Date Installed Project Engineer: Michael L. Benesh Title: CT 04-01 Yamamoto Property Enoln««rlno StormCAD v5.5 [5.5006] oi28/of 09^8:°rAM ' oto^ct04-01 .stm ^^^^^^^^^^^^^^^^ 37 Brookside^Road ' W.te'iSury, CT 06708 USA +1-203-755-1666 Detailed Report for Junction: SD CO 23+34.50 Scenario Summary Scenario Base Physical Properties Alternative Base-Physical Properties Catchments Altemative Base-Catchments System Flows Altemative Base-System Flows Stmcture Headlosses Alternative Base-Structure Headlosses Boundary Conditions Altemative Base-Boundary Conditions Design Constrainte Altemative Base-Design Constraints Capital Cost Altemative Base-CapKal Cost User Data Altemative 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 Headloss 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/s 0.30 ft System Flow Summary Total System Flow System Flow Time System Intensity System CA 4.70 cfe 0.53 min 0.00 in/hr 0.00 acres System Rational Flow System Known Flow System Additional Flow Total Diverted Flow In 0.00 cfe 0.00 cfe 4.70 cfe 0.00 cfe Incoming Diverted Flow Local Diverted Flow In Total Diverted Flow In 0.00 cfe 0.00 cfe Global Diverted Fiow 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 Watertjury, 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 Matehing Inverts Allow Drop Stmcture? tme Matchline Offeet 0.00 ft Local Pipe Matching Constrainte? felse Design Stmcture Elevation? true Desired Sump Depth O OP ft User Dafe IDate Installed Title: CT 04-01 Yamamoto Property Pr°i«ct Engineer: Michael L. Benesh z V \D5-sd04O-ctO4-01 yamamoto\ct04-01.stm MLB Engineering StormCAD y5.5 [5.5006] 02/28/06 09:18:43 AM © Haestad Methods, Inc. 37 Brookside Road Wateriaury, 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 Catchmente Altemative Base-Catchmente System Flows Altemative Base-System Flows Stmcture 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 6,244,005.44 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 Headloss 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/s 0.34 ft Total System Flow System Flow Time System Intensity System CA 4.70 cfe 0.51 min 0.00 in/hr 0.00 acres System Rattonal Flow System Known Flow System Additional Flow Total Diverted Flow In Incoming Diverted Flow 0.00 cfe 0.(30 cfe 4.70 cfe 0.00 cfe Local Diverted Flow In Total Diverted Flow In 0.00 cfe 0.00 cfs 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 © Haestad Methods, Inc. MLB Engineering 37 Brookside Road WatertDury, 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 Offeet 0.00 ft Local Pipe Matching Constraints? felse Design Stmcture Elevation? true Desired Sump Depth 0.00 ft User Data Date Installed Title: CT 04-01 Yamamoto Property Project Engineer: Michael L. Benesh z:V..VD5-8d040 - 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 V\feitert>ury, CT 06708 USA +1-203-755-1666 Page 19 L 1 „ » N 1,9!J5,2DD N 1,984,800 Sign