Loading...
HomeMy WebLinkAboutDrainage Reports - 12/17/1997 (2)ny are Z4&4e:� FINAL DRAINAGE REPORT For HARMONY CENTRE Block 1, Lots 1 & 2 and Block 2, Lot1 Prepared for: FC TIMBERLINE DEVELOPMENT, L.L.C. 2101 315' Street Denver, CO 80216 Contact: Joe Goltermann (303) 296-0444 Drexel Barrell Engineers/Surveyors Boulder, Colorado Springs 4840 Pearl East Circle Suite 114 Boulder, Colorado 80301 303 442 4338 t� c�EC 2 � yggZ L Final Drainage Report Harmony Centre E4854 FINAL DRAINAGE REPORT For HARMONY CENTRE Block 1, Lots 1 & 2 and Block 2, Lot1 Prepared for: FC TIMBERLINE DEVELOPMENT, L.L.C. 2101 31" Street Denver, CO 80216 Contact: Joe Goltermann (303) 296-0444 Rev. December 19, 1997 Pre cF d E.,,,. DREXEL BARRELL & CO. 4840 Pearl East Circle, Suite 114 Boulder, Colorado 80301-2475 (303) 442-4338 Contact Person: Jeff Bellen Project Manager: Michael D. Middleton, P.E. G:\E4854\docs\E4854 Final Drainage Report.doc I � I � I � I � I '1 � I � I I � I �J 1 J 5/8°x 2'6!'x 4'd' RAISED PATTERN NON- SKID, GALVANIZED STEEL PLATE (AASHTO M-III) z A MIN. 10' 011 SECTION 1'- — — N •�i xx�l xxx�� I Xx I P4ACE FIRST SCREW SEE xxx x �• xx �1 6 FROM FRONT EDGE DETAI:LA:' OF PLATE i xxx 1 11 A PLAN VIEW F 4 611 SLOPE PLATE TO MATCH SIDEWALK 20I 6 4 0" N FLOWUNE (AS SHOWN ON PLANS) SECTION A -A 3" 2' 0�� ' -. =45/8- 2:1 SLOPE _ 2:1 SLOPE 3/9° BRASS SCREW-18"O.C. W/COUNTERSUNK HEAD FLUSH W/PLATE 5/8!, GALVANIZED PLATE pr .04 ►/ I • ♦ . N0.3 REBAR, ANCHOR - I B O.C. DETAIL `A' 51 61. SECTION B-B NOTE: WHEN THE CURB IS SEPARATED FROM THE SIDEWALK THE STEEL PLATE SHALL BE PLACED OV THE SIDEWALK AND THE CONCRETE CHANNEL (WITH d THICK WALLS ON EACH SIDE) CONTINUED INTO THE CURB AND GUTTER. METAL SIDEWALK CULVERT FOR VERTICAL CURB, GUTTER AND SIDEWALK CITY OF FORT COLLINS, COLORADO ENGINEERING SERVICES UNIT APPROVED BY: DATE: 3 G REVISIONS: 1 Drexel B arrell &- Co. T ' / \ October 13, 1997 E4854 ' Engineers/Sur�-eyors 1\1r. Basil Y. Hamdan Boulder, Stormwater Utility Engineer 'Colorado Springs, City of Fort Collins Greeley 235 Mathews 4840 Pearl East Circle P. O. BOX 580 Suite 114 Fort Collins, Colorado 80522 ' Boulder, Colorado 80301-2475 ' 303 4424338 RE: Final Drainage and Erosion Control Report for HARMONY CENTRE 303 442 4373 Fax Northeast corner of Harmony Road and College Avenue ' Dear Basil: Please find enclosed a 3 bound reports and revised Construction. Plans on mylar. This report was prepared in conformance with the City of Fort Collins Storm Drainage and Construction Standards and is in agreement with "Mail Creek and NIcClellands Major DrainaQeway Plan" by Cornell, 1980, "Hydrologic Update ' to the McClellands Master Drainage Plan and Harmony Centre Master Drainage Plan" by Lidstone &Anderson, 1997, and the "Final Drainage an4 Erosion Control Report for Circuit City" by Parsons, 1997. ' Please call me with any additional questions or comments that you may have at (303) 442-4338. ' Sincerely, ' DREXEL BARRELL & Co. ' i'llen, Project Engineer 1 Final Drainage Report Harmony Centre E4854 TABLE OF CONTENTS Transmittalletter................................................................................................. i I. Location.........................................................................................................1 II. Scope of Work..............................................................................................1 III. Existing Basin Characteristics.......................................................................1 IV. Storm Drainage Criteria................................................................................. 1 V. Proposed Development................................................................................2-4 VI. Conclusion...................................................................................................4 Appendix A: Drainage Computations Appendix C: StormCADD Storm Sewer Calculations Appendix D: Erosion Control Calculations Appendix E: Soil Log 0 0 E�/ F 16=5z: G:\E4854\docs\E4854 Final Drainage Report.doc �s`S�ONAL ECG Final Drainage Report Harmony Centre E4854 I. LOCATION: This 37.204 acre site is in the southwest quarter of Section 36, Township 1 North, Range 69 West, 6'r' Principal Meridian in the City of Fort Collins, County of Larimer, Colorado. II. SCOPE OF WORK: The intent of this report is to finalize the drainage plans for Block 1, Lots 1 & 2 and Block 2, Lot 1, in a manner consistent with the Hydrologic Update To the McClellands Master Drainage Plan (Lemay Avenue to Larimer County Canal No. 2) and Harmony Towne Center Master Drainage Plan, dated July 24, 1997 by Lidstone & Anderson. Inc. III. EXISTING BASIN CHARACTERISTICS: Block 1, Lots 1 & 2 and Block 2, Lot 1 are bounded by Pitner Estates to the east and College Avenue to the west and Harmony Road to the south. An unplatted area forms the northern boundary for the site. The site is divided by two watersheds. Portions of Block 1, Lots 1 & 2 are upstream from Larimer County Canal No. 2 and drain in a easterly direction into the canal. The remaining portions of Block 1, Lots 1 & 2 and Block 2, Lot 1 drain to the east of the canal. These areas are to be detained in the future Harmony Towne Centre Detention Pond according to the Master Plan. Currently, portions of the site east of the canal contain the remnants a mobile home park since removed. West of the canal, the site includes a large area devoted to refuge storage and is covered by native plants. The upper level soil consists of fill material and 6-inch layer of Silty topsoil. The next lower strata contains lean Clay with sand and extends to depths between 1112 to 51/2 feet below the surface. The next layer is sarrdy lean Clay and/or clayey Sand which extend to a depth of approximately 13 to 22 feet. The areas east of the canal do not accept any off -site discharges. The area west of the canal passes surface flow from half of College Avenue. IV. STORM DRAINAGE CRITERIA: ' This report was prepared in conformance with the City of Fort Collins "Storm Drainage Design Criteria and Construction Standards" (CFCSDDC). For os-site drainage facilities the Rational Method was used. The Harmony Centre ' Detention Pond's analysis was part of the Lidstone & Anderson Report. The rainfall intensity was determined from Figure 3-1 in the CFCSDDC. The detention requirements for the Harmony Towne Centre Detention Pond have been established by the Hydrologic Update To the McClellands Master Drainage Plan (Lemay Avenue to Larimer County Canal No. 2) and Harmony Centre Master Drainage Plan, dated October 9, 1997 by Lidstone & Anderson, Inc. Final Drainage Report Harmony Centre E4854 V. PROPOSED DEVELOPMENT: Larimer County Canal No. 2 The site has approximately 6.45 acres west of the existing canal, plus 0.36 acres of College Ave, for a total acreage of 6.81 acres which drains into the canal. The historic release into the canal at a rate of 0.867cfs/acre, as noted in the "Final Drainage Report for the Heart Special Improvement District" January 1985 by EPI. Therefore, the total release rate for the area west of the canal is 5.90 cfs. This area is the area west of the existing canal. A portion of the area west of the canal is proposed to drain into Basin D, which does not drain into the canal. Portions of Basins A and C and Subbasin A10 are east of the canal and are proposed to drain into the canal. The total release from Basins A, C, and A10 into the canal will not exceed 5.90 cfs for this proposed development. Larimer County Canal No. 2 will be conveyed through the site by a 4' x 11' concrete box culvert (See Larimer Ditch No. 2, Box Culvert Hydraulic and Structural Calculations at Harmony Centre by Drexel Barrell, dated February 21, 1997. Basin A (5.95 acres): Basin A consists of part of Building A, Building Pad 1, sidewalks, parking lots, two detention ponds (Pond Al & A2) and landscaping. The lot will drain to 2 on - site detention ponds which will discharge into the canal. The ponds releases will combined with Circuit City detention pond release after being detained. The amount of off -site release (2.5 cfs) has been obtained from the "Preliminary Drainage and Erosion Control Report for Circuit City P.U.D., dated October 12, 1996 (revised November 22, 1996) by Parsons & Associates. The total release rate will be (3.15 + 1.06 +2.5=) 6.71 cfs. The release rate of 4.21 cfs plus that of Basin C and Subbasin Al is equal to 5.83 cfs, which is less than 5.90 cfs, as stated above. Basin C (0.49 acres): Basin C consists of sidewalks, parking lots and landscaping. The lot will drain to a on -site detention pond which will discharge into the canal. Basin C contains Basins B-1 & B-2 of Circuit City's Final Drainage and Erosion Control Report for Harmony Towne Center P.U.D. by Parsons & Associates, revised March 20 ,1997. Basin C detention pond will discharge at a rate of 1.09 cfs.. Subbasin All0 (0.19 acres): Subbasin A10 is a landscaped area which drains directly into the canal. The discharge from this area will be subtracted from the allowable rate of 5.90 cfs. The new rate will be used by Ponds Al, A2, and C, so the total for the site equals 5.90 cfs. G:\E4854\does\E4854 Final Drainage Report.doc 1 Final Drainage Report Harmony Centre E4854 ' Harmony Towne Centre Detention Pond: The following basins will be detained by the Harmony Towne Centre Detention ' Pond. The report entitled "The Pier Condominiums Drainage Report' [Cornell, September 1979] set the 100-year discharge at Boardwalk Drive at 27 cfs. The area of the upstream basin at Boardwalk Drive is 93.6 acres according to the ' Lidstone & Anderson report. The per acre release rate is (27/93.6 =) 0.288 cfs/acre. The SWMM model will provide the inflow hydrograph for the pond. The SWMM hydrograph will reflect the on -site detention. SWMM's in -flow ' hydrogragh will compute the required storage volume. Extrans will used to determine the interaction between the Harmony Towne Centre Pond and the Pier Condominium Pond. Refer to Lidstone & Anderson's report "Hydraulic ' Update to the McClellands Master Drainage Plan (Lemay Avenue to Larimer County Canal No. 2) and Harmony Centre Master Drainage Plan" dated October 9, 1997. The release rate for each on -site detention pond is determined by the pond's capacity and agrees with the release rates found in the Lidstone & Anderson Report. Harmony Road east of JFK Parkway which fronts on the developed site is not detained, instead the area along JFK Parkway which is undeveloped will be detained. The area which is being detained is a much larger area than on Harmony Road. It includes most of Basins G3 and G4. The trading of areas to be detained is to the benefit of the City. Basin D (12.88 acres): Basin D consists of Building Pads 2, 3, 4, 5, & 6 and Buildings B, C, D, & F, sidewalks, parking lots and landscaping. The basin will drain to a on -site detention pond which will discharge into the Harmony Towne Centre D6tention Pond. Basin E (4.53 acres): Basin E consists of sidewalks, parking lot access and landscaping, as well as approximately half of Harmony Road and part of JFK Parkway. The basin will drain to a sump in JFK Boulevard and discharge into the Harmony Towne Centre Detention Pond. Basin G1 (0.79 acres). Basin G2 (0.74 acres), Basin G3 (1.00 acres) and Basin G4 (0.92 acres): Basin G2 consists of sidewalks, parking lot access and landscaping and part of JFK Boulevard. Basins G1, G3 and G4 will be landscaping and JFK Boulevard. The basins will drain to the JFK storm sewer system which will discharge into the Harmony Towne Centre Detention Pond. G:\E4854\docs\E4854 Final Drainage Report.doc ' Final Drainage Report Harmony Centre E4854 Basin H (3.91 acres): Basin H consists of a garden center, sidewalks, parking lots and landscaping. ' The basin will drain to a on -site detention pond which will discharge into the Harmony Towne Centre Detention Pond. The release rate for the on -site pond is determined by the capacity of the on -site pond. Basin I (6.56 acres): Basin I consists of Building Pad I, sidewalks, parking lots and landscaping. The basin will drain into the Harmony Towne Centre Detention Pond. VI. CONCLUSIONS The proposed development is in conformance with the City of Fort Collins Storm Drainage requirements with the exception of Harmony Road. A variance is request for the minor storm street capacity for Harmony Road. The longitudal cross -slope of 0.22% on Harmony Road results in an allowable street capacity for the 10-year storm of 1.69 cfs with no curb over -topping. The variance would allow no more than 9.24 inches of depth of flow at the flowline of the curb. The allowable street capacity is 7.03 cfs and the actual discharge at that point is 7.00 cfs. See Appendix A for further analysis. The proposed site will effectively convey the 100-year storm and detain the 100- year storm on -site and in the Harmony Towne Centre Detention Pond. The culvert under JFK Boulevard will convey the 100-year discharge, for the areas west of JFK Boulevard, for the developed condition. Harmony Centen Towne Pond is designed to detain the 100-year storm for the entire upstream basin; the project site for the developed condition and the rest of the basin as existing conditions. The pond is over sized to handle additional development with minor modifications. The Harmony Pond and Pier Condominium Pond linked hydraulically and the proposed development does not adversely impact downstream conditions (see Lidstone & Anderson report dated October 9, 1997). G:\E4854\docs\E4854 Final Drainage Report.doc z 0 APPENDIX A Drainage Calculations No Text DRAINAGE CRITERIA MANUAL RUNOFF Ali 3C I- 2 C z W U cc W a 10 z W 0- 0 5 co W 3 O U 2 W F— Q t� 1 5 .1 A' 3 J Q CJ I •` I o� ?\ I O v I � I o I 2j I I I I I I I I I I I I I I I I I I I I 2 .3 .5 1 2 3 5 10 20 VELOCITY IN FEET PER SECOND FIGURE 3-2. ESTIMATE OF AVERAGE FLOW VELOCITY FOR USE WITH THE RATIONAL FORMULA. *MOST FREQUENTLY OCCURRING "UNDEVELOPED" LAND SURFACES IN THE DENVER REGION. REFERENCE: -Urban Hydrology For Small Watersheds" Technical Release No. 55, USDA, SCS Jan. 1975. 5-1-84 URBAN DRAINAGE & FLOOD CONTROL DISTRICT C VALUES BASIN A Harmony Centre Weighted C Values BASIN A SUB -BASIN Al DESCRIPTION AREA C CA ROOF 0 0.95 0.00 DRIVES 0.44 0.95 0.42 WALKS 0 0.95 0.00 LANDSCAPED 0 0.15 0.00 TOTAL 0.44 - 0.42 WEIGHTED C VALUE C= 0.95 SUB -BASIN A3 DESCRIPTION AREA C CA ROOF 0 0.95 0.00 DRIVES 0.33 0.95 0.31 WALKS 0.03 0.95 0.03 LANDSCAPED 0.05 0.15 0.01 TOTAL 0.41 - 0.35 WEIGHTED C VALUE C= 0.85 SUB -BASIN A5 DESCRIPTION AREA C CA ROOF 0 0.95 0.00 DRIVES 0.246 0.95 0.23 WALKS 0.002 0.95 0.002 LANDSCAPED 0.012 0.15 0.002 TOTAL 0.26 - 0.24 WEIGHTED C VALUE C= 0.91 Page 1 SUB -BASIN A2 DESCRIPTION AREA C CA ROOF 0 0.95 0.00 DRIVES 0.18 0.95 0.17 WALKS 0.05 0.95 0.05 LANDSCAPED 0.07 0.15 0.01 TOTAL 0.30 - 0.23 WEIGHTED C VALUE C= 0.76 SUB -BASIN A4 DESCRIPTION AREA C CA ROOF 0.63 0.95 0.60 DRIVES 1.05 0.95 1.00 WALKS 0.07 0.95 0.07 LANDSCAPED 0.09 0.15 0.01 TOTAL 1.84 - 1.68 WEIGHTED C VALUE C= 0.91 SUB -BASIN A6 I DESCRIPTION AREA C CA ROOF 0 0.95 0.00 DRIVES 0.73 0.95 0.69 WALKS 0.01 0.95 0.010 LANDSCAPED 0.03 0.15 0.005 TOTAL 0.77 - 0.71 WEIGHTED C VALUE C= 0.92 C VALUES BASIN A SUB -BASIN A7 DESCRIPTION AREA C CA ROOF 0.28 0.95 0.27 DRIVES 0.33 0.95 0.31 WALKS 0.07 0.95 0.067 LANDSCAPED 0.02 0.15 0.003 TOTAL 0.70 - 0.65 WEIGHTED C VALUE C= 0.93 SUB -BASIN A9 DESCRIPTION AREA C CA ROOF 0 0.95 0.00 DRIVES 0.32 0.95 0.30 WALKS 0.05 0.95 0.048 LANDSCAPED 0.03 0.15 0.005 TOTAL 0.40 - 0.36 WEIGHTED C VALUE C= 0.89 BASIN A DESCRIPTION AREA C CA ROOF 1.29 0.95 1.23 DRIVES 3.866 0.95 3.67 WALKS 0.322 0.95 0.306 LANDSCAPED 0.472 0.15 0.071 TOTAL 5.95 5.27 WEIGHTED C VALUE C= 0.89 Page 2 SUB -BASIN A8 DESCRIPTION AREA C CA ROOF 0.38 0.95 0.36 DRIVES 0.21 0.95 0.20 WALKS 0.04 0.95 0.038 LANDSCAPED 0.01 0.15 0.002 TOTAL 0.64 - 0.60 WEIGHTED C VALUE C= 0.94 SUB -BASIN A10 DESCRIPTION AREA C CA ROOF 0 0.95 0.00 DRIVES 0.03 0.95 0.03 WALKS 0 0.95 0.000 LANDSCAPED 0.16 0.15 0.024 TOTAL 0.19 - 0.05 WEIGHTED C VALUE C= 0.28 C Harmony Centre Weighted C Values BASIN C SUB -BASIN C1 DESCRIPTION AREA C CA ROOF 0 DRIVES 0.4 WALKS 0.04 LANDSCAPED 0.05 TOTAL 0.49 - WEIGHTED C VALUE C= 0.87 BASIN C 0.95 0.00 0.95 0.38 0.95 0.04 0.15 0.01 0.43 DESCRIPTION AREA C CA ROOF 0 0.95 0.00 DRIVES 0.4 0.95 0.38 WALKS 0.04 0.95 0.04 LANDSCAPED 0.05 0.15 0.01 TOTAL 0.49 - 0.43 WEIGHTED C VALUE C= 0.87 Harmony Centre Weighted C Values BASIN D SUB -BASIN D1 DESCRIPTION AREA C CA ROOF 0 0.95 0.00 DRIVES 0.14 0.95 0.13 WALKS 0.02 0.95 0.02 LANDSCAPED 0 0.15 0.00 TOTAL 0.16 - 0.15 WEIGHTED C VALUE C= 0.95 SUB -BASIN D3 DESCRIPTION AREA C CA ROOF 0 0.95 0.00 DRIVES 0.19 0.95 0.18 WALKS 0.03 0.95 0.03 LANDSCAPED 0 0.15 0.00 TOTAL 0.22 - 0.21 WEIGHTED C VALUE C= 0.95 SUB -BASIN D5 DESCRIPTION AREA C CA ROOF 0.18 0.95 0.17 DRIVES 0.88 0.95 0.84 WALKS 0.05 0.95 0.048 LANDSCAPED 0.25 0.15 0.038 TOTAL 1.36 - 1.09 WEIGHTED C VALUE C= 0.80 SUB -BASIN D2 DESCRIPTION AREA C CA ROOF 0 0.95 0.00 DRIVES 0.11 0.95 0.10 WALKS 0.04 0.95- 0.04 LANDSCAPED 0 0.15 0.00 TOTAL 0.15 - 0.14 WEIGHTED C VALUE C= 0.95 SUB -BASIN D4 DESCRIPTION AREA C CA ROOF 0 0.95 0.00 DRIVES 0.12 0.95 0.11 WALKS 0.04 0.95 0.04 LANDSCAPED 0 0.15 0.00 TOTAL 0.16 - 0.15 WEIGHTED C VALUE C= 0.95 SUB -BASIN D6 t DESCRIPTION AREA C CA ROOF 0.12 0.95 0.11 DRIVES 0.44 0.95 0.42 WALKS 0.22 0.95 0.209 LANDSCAPED 0.04 0.15 0.006 TOTAL 0.82 - 0.75 WEIGHTED C VALUE C= 0.91 411M;Y1►yI1"NA DESCRIPTION AREA C CA ROOF 0.15 0.95 0.14 DRIVES 0.49 0.95 0.47 WALKS 0.04 0.95 0.038 LANDSCAPED 0.02 0.15 0.003 TOTAL 0.70 - 0.65 WEIGHTED C VALUE C= 0.93 SUB -BASIN D9 DESCRIPTION AREA C CA ROOF 0.45 0.95 0.43 DRIVES 0.48 0.95 0.46 WALKS 0.05 0.95 0.048 LANDSCAPED 0.02 0.15 0.003 TOTAL 1.00 - 0.93 WEIGHTED C VALUE C= 0.93 SUB -BASIN D11 DESCRIPTION AREA C CA ROOF 0 0.95 0.00 DRIVES 0.69 0.95 0.66 WALKS 0.06 0.95 0.057 LANDSCAPED 0.25 0.15 0.038 TOTAL 1.00 - 0.75 WEIGHTED C VALUE C= 0.75 SUB -BASIN D8 DESCRIPTION AREA C CA ROOF 0.02 0.95 0.02 DRIVES 0.92 r 0.95 0.87 WALKS 0.05 0.95 0.048 LANDSCAPED 0.21 0.15 0.032 TOTAL 1.20 - 0.97 WEIGHTED C VALUE C= 0.81 SUB -BASIN D10 DESCRIPTION AREA C CA ROOF 0 0.95 0.00 DRIVES 0.39 0.95 0.37 WALKS 0.05 0.95 0.048 LANDSCAPED 0.02 0.15 0.003 TOTAL 0.46 - 0.42 WEIGHTED C VALUE C= 0.92 SUB -BASIN D12 DESCRIPTION AREA C CA ROOF 0 0.95 0.00 DRIVES 1.35 0.95 1.28 WALKS 0.16 0.95 0.152 LANDSCAPED 0.12 0A 0.018 TOTAL 1.63 - 1.45 WEIGHTED C VALUE C= 0.89 SUB -BASIN D13 DESCRIPTION AREA C CA ROOF 0 0.95 0.00 DRIVES 1.06 0.95 1.01 WALKS 0.06 0.95 0.057 LANDSCAPED 0.03 0.15 0.005 TOTAL 1.15 - 1.07 WEIGHTED C VALUE C= 0.93 SUB -BASIN D15 DESCRIPTION AREA C CA ROOF 0.53. 0.95 0.50 DRIVES 0 0.95 0.00 WALKS 0 0.95 0.000 LANDSCAPED 0 0.15 0.000 TOTAL 0.53 - 0.50 WEIGHTED C VALUE C= 0.95 BASIN D DESCRIPTION AREA C CA ROOF 2.73 0.95 2.59 DRIVES 8.18 0.95 7.77 WALKS 0.89 0.95 0.846 LANDSCAPED 1.08 0.15 0.162 TOTAL 12.88 - 11.37 WEIGHTED C VALUE C= 0.88 SUB -BASIN D14 DESCRIPTION AREA C CA ROOF 0.25 0.95 0.24 DRIVES 0.92 0.95 0.87 WALKS 0.02 0.95 0.019 LANDSCAPED 0.12 0.15 0.018 TOTAL 1.31 - 1.15 WEIGHTED C VALUE C= 0.88 SUB -BASIN D16 DESCRIPTION AREA C CA ROOF 1.03 0.95 0.98 DRIVES 0 0.95 0.00 WALKS 0 0.95 0.000 LANDSCAPED 0 0.15 0.000 TOTAL 1.03 - 0.98 WEIGHTED C VALUE C= 0.95 0 Harmony Centre Weighted C Values BASIN E SUB -BASIN E1 DESCRIPTION AREA C CA ROOF 0 0.95 0.00 DRIVES/WALK 0.44 0.95 0.42 LANDSCAPED 0.05 0.15 0.01 TOTAL 0.49 - 0.43 WEIGHTED C VALUE C= 0.87 BASIN E DESCRIPTION AREA C CA ROOF 0 0.95 0.00 DRIVES/WALK 2.99 0.95 2.84 LANDSCAPED 1.4 0.15 0.21 TOTAL 4.39 - 3.05 WEIGHTED C VALUE C= 0.69 SUB -BASIN E2c DESCRIPTION AREA C CA ROOF 0 0.95 0.00 DRIVES/WALK 0.10 0.95 0.10 LANDSCAPED 0.04 0.15 0.01 TOTAL 0.14 - 0.10 WEIGHTED C VALUE C= 0.72 SUB -BASIN E2a DESCRIPTION AREA C CA ROOF 0 0.95 0.00 DRIVES/WALKS 2.05 0.95 1.95 LANDSCAPED 0.81 0.15 0.12 TOTAL 2.86 - 2.07 WEIGHTED C VALUE C= 0.72 SUB -BASIN E2b DESCRIPTION AREA C CA ROOF 0 0.95 0.00 DRIVES/WALK 0.28 0.95 0.27 LANDSCAPED 0.13 0.15 0.02 TOTAL 0.41 - 0.29 WEIGHTED C VALUE C= 0.70 SUB -BASIN E2d DESCRIPTION .AREA C CA ROOF 0 0.95 0.00 DRIVES/WALK 0.22 0.95 0.21 LANDSCAPED 0.41 0.15 0.06 TOTAL 0.63 - 0.27 WEIGHTED C VALUE C= 0.43 Harmony Centre Weighted C Values BASIN F SUB -BASIN F1 DESCRIPTION AREA C CA ROOF 0 0.95 0.00 DRIVES 0.48 0.95 0.46 WALKS 0 0.95 0.00 LANDSCAPED 0.04 0.15 0.01 TOTAL 0.52 - 0.46 WEIGHTED C VALUE C= 0.89 SUB -BASIN F3 DESCRIPTION AREA C CA ROOF 1.75 0.95 1.66 DRIVES 0 0.95 0.00 WALKS 0 0.95 0.00 LANDSCAPED 0 0.15 0.00 TOTAL 1.75 - 1.66 WEIGHTED C VALUE C= 0.95 BASIN F DESCRIPTION AREA C CA ROOF 1.75 0.85 1.49 DRIVES 0.87 0.95 0.83 WALKS 0.04 0.95 0.04 LANDSCAPED 0.11 0.15 0.02 TOTAL 2.77 - 2.37 WEIGHTED C VALUE C= 0.86 SUB -BASIN F2 DESCRIPTION AREA C CA ROOF 0 0.95 0.00 DRIVES 0.39 0.95 0.37 WALKS 0.04 0.95 0.04 LANDSCAPED 0.07 0.15 0.01 TOTAL 0.50 - 0.42 WEIGHTED C VALUE C= 0.84 f Harmony Centre Weighted C Values BASIN H SUB -BASIN H1 DESCRIPTION AREA C CA ROOF 0 0.95 0.00 DRIVES 0.72 0.95 0.68 WALKS 0.01 0.95 0.01 LANDSCAPED 0.07 0.15 0.01 TOTAL 0.80 - 0.70 WEIGHTED C VALUE C= 0.88 SUB -BASIN H3 DESCRIPTION AREA C CA ROOF 0 0.95 0.00 DRIVES 0.15 0.95 0.14 WALKS 0 0.95 0.00 LANDSCAPED 0.07 0.15 0.01 TOTAL 0.22 - 0.15 WEIGHTED C VALUE C= 0.70 SUB -BASIN H5 DESCRIPTION AREA C CA ROOF 0 0.95 0.00 DRIVES 0 0.95 0.00 WALKS 0 0.95 0.00 LANDSCAPED 0.19 0.15 0.03 TOTAL 0.19 - 0.03 WEIGHTED C VALUE C= 0.15 SUB -BASIN H2 DESCRIPTION AREA C CA ROOF 0 0.95 0.00 DRIVES 0.72 0.95 0.68 WALKS 0.41 0.95 0.39 LANDSCAPED 0.07 0.15 0.01 TOTAL 1.20 - 1.08 WEIGHTED C VALUE C= 0.90 SUB -BASIN H4 DESCRIPTION AREA C CA ROOF 0 0.95 0.00 DRIVES 0.98 0.95 0.93 WALKS 0.31 0.95 0.29 LANDSCAPED 0.21 0.15 0.03 TOTAL 1.50 - 1.26 WEIGHTED C VALUE C= 0.84 BASIN H t DESCRIPTION AREA C CA ROOF 0 0.95 0.00 DRIVES 2.42 0.95 2.30 WALKS 0.73 0.95 0.69 LANDSCAPED 0.54 0.15 0.08 TOTAL 3.69 - 3.07 WEIGHTED C VALUE C= 0.83 Harmony Centre Weighted C Values BASIN I SUB -BASIN 11 DESCRIPTION AREA C CA ROOF 0 0.95 0.00 DRIVES 0.96 0.95 0.91 WALKS 0.04 0.95 0.04 LANDSCAPED 0.07 0.15 0.01 TOTAL 1.07 - 0.96 WEIGHTED C VALUE C= 0.90 SUB -BASIN 13 DESCRIPTION AREA C CA ROOF 0 0.95 0.00 DRIVES 0.51 0.95 0.48 WALKS 0.06 0.95 0.06 LANDSCAPED 0.03 0.15 0.00 TOTAL 0.60 - 0.55 WEIGHTED C VALUE C= 0.91 SUB -BASIN 15 DESCRIPTION AREA C CA ROOF 1.25 0.95 1.19 DRIVES 0 0.95 0.00 WALKS 0 0.95 0.00 LANDSCAPED 0 0.15 0.00 TOTAL 1.25 - 1.19 WEIGHTED C VALUE C= 0.95 SUB -BASIN 12 DESCRIPTION AREA C CA ROOF 0 0.95 0.00 DRIVES 1.01 0.95 0.96 WALKS 0.04 0.95 0.04 LANDSCAPED 0.05 0.15 0.01 TOTAL 1.10 - 1.01 WEIGHTED C VALUE C= 0.91 SUB -BASIN 14 DESCRIPTION AREA C CA ROOF 1.54 0.95 1.46 DRIVES 0 0.95 0.00 WALKS 0 0.95 0.00 LANDSCAPED 0 0.15 0.00 TOTAL 1.54 - 1.46 WEIGHTED C VALUE C= 0.95 SUB -BASIN 16 t DESCRIPTION AREA C CA ROOF 0 0.95 0.00 DRIVES 0.03 0.95 0.03 WALKS 0 0.95 0.00 LANDSCAPED 0.51 0.15 0.08 TOTAL 0.54 - 0.11 WEIGHTED C VALUE C= 0.19 BASIN I DESCRIPTION AREA C CA ROOF 2.79 0.85 2.37 DRIVES 2.51 0.95 2.38 WALKS 0.14 0.95 0.13 LANDSCAPED 0.66 0.15 0.10 TOTAL 6.1 - 4.99 WEIGHTED C VALUE C= 0.82 DESCRIPTION AREA C CA ROOF 0.17 0.95 0.16 DRIVES/WALK 1.35 0.95 1.28 LANDSCAPED 0 0.15 0.00 TOTAL 1.52 - 1.44 WEIGHTED C VALUE C= 0.95 SUB -BASIN 17 DESCRIPTION AREA C CA ROOF 0 " 0.95 0.00 DRIVES 0.46 0.95 0.44 WALKS 0 0.95 0.00 LANDSCAPED 0 0.15 0.00 TOTAL 0.46 - 0.44 WEIGHTED C VALUE C= 0.95 m Harmony Centre Weighted 9 C Values 1 JFK BOULEVARD BASINS BASIN G1 DESCRIPTION AREA C CA ' ROOF 0 0.95 0.00 DRIVES 0.5 0.95 0.48 WALKS 0.12 0.95 0.11 LANDSCAPED 0.17 0.15 0.03 TOTAL 0.79 - 0.61 WEIGHTED C VALUE C= 0.78 BASIN G3a DESCRIPTION AREA C CA ROOF 0 0.95 0.00 DRIVES 0.47 0.95 0.45 WALKS 0.02 0.95 0.02 ' LANDSCAPED 0.06 0.15 0.01 TOTAL 0.55 - 0.47 WEIGHTED C VALUE C= 0.86 DESCRIPTION AREA C CA ROOF 0 0.95 0.00 DRIVES 0.38 0.95 0.36 WALKS 0.03 0.95 0.03 LANDSCAPED 0.04 0.15 0.01 TOTAL 0.45 - 0.40 WEIGHTED C VALUE C= 0.88 BASIN G2 DESCRIPTION AREA C CA ROOF 0 0.95 0.00 DRIVES 0.29 0.95 0.28 WALKS 0.05 0.95 0.05 LANDSCAPED 0.4 0.15 0.06 TOTAL 0.74 - 0.38 WEIGHTED C VALUE C= 0.52 BASIN G4a DESCRIPTION AREA C CA ROOF 0 0.95 0.00 DRIVES 0.38 0.95 0.36 WALKS 0.06 0.95 0.06 LANDSCAPED 0.05 0.15 0.01 TOTAL 0.49 - 0.43 WEIGHTED C VALUE C= 0.87 BASIN G4b DESCRIPTION AREA C t CA ROOF 0 0.95 0.00 DRIVES 0.32 0.95 0.30 WALKS 0.06 0.95 0.06' LANDSCAPED 0.05 0.15 0.01 TOTAL 0.43 - 0.37 WEIGHTED C VALUE C= 0.86 100YR.TC cncIu A Sub Basin Data Inital / Overland Time t, Travel Time t, t. Check (Urbanized Basins) Final IResult Design Pt. Area 777777 C Length (ft.) Slope (%) t, Length (ft) Slope (%) Vel (fps) t, (min) Total Length (ft) t< _ (U180)+10 t, (min) t, (min) At 044 1.00 100 1.5 1.6 2501 11 2.00 2.08 350.0 11.9 3.7 5 A2 0.30 0.95 30 2.00 1.1 901 2 2.80 0.54 120.0 10.7 1.7 5 A3 0A1 1.00 100 1.40 1.6 0 0 0.00 0.00 100.0 10.6 1.6 5 A4 1.84 1.00 150 1.40 2.0 195 2 2.80 1.16 345.0 11.9 3.1 5 A5 6.26 1.00 80 170 1.4 20 1.25 2.50 0.13 100.0 10.6 1.5 5 A6 0.77 1.001 170 1.101 2.3 0 0 0.00 0.00 170.0 10.9 2.3 5 A7 0.70 1.00 100 1.00 1.8 80 1 0.67 1.99 180.0 11.0 3.B 5 A8 0.64 1.00 165 2.00 1.8 82 2 2.80 0.49 247.0 11.4 2.3 5 A9 0.40 1.00 92 1.60 1.5 0 0 0.00 0.00 92.0 10.5 1.5 5 A 10 0.19 0.35 100 10.00 6.3 0 0 0.00 0.00 100.0 10.6 6.3 6 RACIN R Sub Basin Data Inital /Overland Time t Travel Time t t, Check (Urbanized Basins) Final Result Sub -Basin Area (AC) CfC Length (ft.) Slope (%) t Length (ft) Slope (%) Vel (fps) t (min) Total Length (ft) 4 = (U180)+10 t, (min) t (min) C1 1 0491 1.001 1101 2.00 1.51 851 0.6 1 .601 0.691 19501 11.11 2.41 5 RACIN n Sub Basin Data Inital / Overland Time t; Travel Time t t� Check (Urbanized Basins) Final Result Sub -Basin Area (AC) CrC Length (ft.) Slope (%) t, Length (ft) Slope (%) Vel (fps) t, (min) Total Length (ft) t, _ (U150)+10 t, (min) t, (min) D1 0.16 1.001 78 2.20 1.2 0 0.00 0.00 0.00 78.0 10.4 1.3l 5 D2 0.15 1.00 75 2.20 1.2 0 0.00 000 0.00 75.0 10.4 1 2F 5 D3 0.22 1.00 100 3.75 1.2 0 0.00 0.00 0.00 100.0 10.6 1.21 5 D4 0.16 1.00 87 2.00 1.3 0 0.00 0.00 0.00 87.0 10.5 1.3 5 D5 1.36 1.00 110 1.13 1.8 105 143 2.50 0.70 215.0 112 2,51 5 D6 0.82 1.00 167 1.13 2.2 0 0.00 0.001 0.00 167.0 10.9 2.2 5 07 0.70 1.00 90 2.11 1.3 OF 0.00 a001 0.00 90.0 10.5 1.3 5 DB 1.20 1.00 150 1.87 1,8 2461 1.00 2,001 2.05 396.0 12.2 3.8 5 D9 1.00 1.001 120 2.00 1.6 110 1.59 2.50 0.73 230.0 11.3 2.3 5 D 10 0.46 1.00 60 1.50 1, 2 01 0.00 3.00 0.00 60.0 10.3 1.2 5 D11 1.00 0.94 233 2.12 3.5 501 0.50 1.50 0.56 283.0 11.6 4.0 5 D12 1.63 1.00 267 1.80 2.4 0 0.00 0.00 0.00 267.0 11.5 2.4 5 013 1.15 1.00 300 1.10 3.0 0 0.00 0.00 0.00 300.0 11.7 014 1.31 1.00 172 1.81 1.9 60 1.83 2.70 0.37 232.0 11.3 D15 0.53 1.00 50 2.00 1.0 0 0.00 0.00 0.00 50.0 10.3 D16 1.03 1.00 170 2.00 1.9 0 0.00i 0.001 0.001 L70.01 10.9 RACIN H Sub Basin Data Inital / Overland Time t, Travel Time t it, Check (Urbanized Basins) Final Result Sub -Basin Area (AC)I CfC Length (ft.) Slope (%) t, Length (ft) Slope (%) Vel (fps) t, (min) Total Length (ft) t, _ (U180)t10 t, (min) t, (min} H 1 0.80 1.00 125 2.30 1.5 30 1.67 2.80 0.181 155.0 10.9 1.7 5 H2 1.20 1L00 125 2.00 1 6 115 1.65 280 0,681 2400 11.3 23 5 H3 0.22 0.88 50 2.86 2.0 0 0 0.00 0.001 50.0 10.3 2.0 5 H4 1.50 1.00 125 2.00 1.6 158 1.2 2.40 1,101 283.0 11.6 2.7 5 H5 0.19 0.191 90 2.22 11.9 0 0 0.00 0.001 90.0 10.51 11.9 11 RACIN I Sub Basin Data Inital I Overland Time t, Travel Time t, t. Check (Urbanized Basins) Final Result Sub -Basin Area (AC) I CfC I Length (ft.) Slope (%) t, Length (ft) Slope (%) Vel (fps) t, (min) Total Length (ft) t = (U180)+10 t, (min) tc (min) 11 1.07 1.00 270 1.30 2.7 0 0 0.00 0.00 270.0 11.5 2.8 5 12 1.10 1.00 220 1.45 2.4 0 0 0.00 0.00 220.0 11.2 2.4 5 13 0.60 1.00 135 2.60 1.5 158 1.2 2.40 1.10 293.0 11.6 2.6 5 14 1.54 1.O0 165 2.00 1.8 0 0 0.00 0.00 165.0 10.9 1.8 5 15 1.25 1.00 165 2.00 18 0 0 0.00 0.00 165.0 12.9 1.8 5 16 0.54 0.24 182 2.00 16.6 215 5 2.80 1.28 397.0 12.2 17.9 12 17 0.46 1.00 180 2.00 1.9 0 0 0.00 0.001 180.0 11.01 1.91 5 RAC1W P Sub Basin Data Inital / Overland Time t, Travel Time t, t. Check (Urbanized Basins) Final Result Sub -Basin Area (AC) I CrC Length (ft.) Slope (%) t, Length (ft) Slope (%) Vel (fps) t, (min) Total Length (ft) t, _ (U180)+10 tc (min) t, (min) F1 0.521 1.00 126 2.80 1.4 65 1.67 2.80 0.39 191.0 11.1 1.9 5 F2 0.501 1.00 220 1,201 2.5 135 1.2 2.40 0.94 355.0 12.0 3.4 5 F3 1.751 1.00 273 2.001 2.4 167 2 2.801 0.99 440.0 12.4 3.4 5 Page 1 100YR RUNOFF J Basin Subbasin Area (AC) C,C t, (min) C1c),A 1100 (in/hr.) Q100 (cfs) Design Point Max Ponding Depth (ft.) A Al 0.44 1.00 5 0.44 8.1 3.39 A2 0.90 A2 0.30 0.95 5 0.29 8.1 1.77 Inlet 0.90 A 0.411 1.00 5 0.41 8.1 3.32 Inlet 1.00 A4 1.84 1.00 5 1.84 8.1 14.901 2 0.70 A 0.261 1.00 5 0.261 8.1 2.111 17 0.50 A6 0.771 1.00 5 0.771 8.1 6.24 5 0.70 A7 0.70 1.00 5 0.70 8.1 5.67 Inlet 1.30 A 0.64 1.00 5 0.64 8.1 5.18 Inlet 1.30 A 0.40 1.00j 5 0.40 8.1 3.24 Inlet 1.50 A10 0.19 0.35 6 0.07 8.0 0.53 4 N/A C C1 0.49 1.001 51 0.49 8.1 3.97 Inlet 0.80 D D1 0.161 1.00 51 0.16 8.1 1.30 Inlet 0.50 D2 0.15 1.00 5 F 0.15 8.1 1.22 Inlet 0.15 D3 0.22 1.00 51 0.22 8.1 1.78 Inlet 0.35 D4 0.16 1.00 51 0.16 8.1 1.30 Inlet 0.60 D5 1.36 1.00 51 1.36 8.1 11.02 Inlet 1.50 D6 0.82 1.00 51 0.82 8.1 6.64 Inlet 0.70 D7 0.70 1.00 51 0.70 8.1 5.67 Inlet 0.70 D8 1.20 1.00 5 1.20 8.1 9.72 Inlet 1 50 D9 1.001 1.00 5 1.00 8.1 8.101 Inlet 1.50 D10 0.46 1.00 5 0.46 8.1 3.73 Inlet 1.50 D11 1.00 0.94 5 0.94 8.1 7.59 Inlet 1.50 D12 1.63 1.00 5 1.63 8.1 13.20 Inlet 1.50 D13 1.15 1.00 5 1.15 8.1 9.32 Inlet 1.50 D14 1.31 1.00 5 1.31 8.1 10.61 Inlet 1.50 D15 0.53 1.00 5 0.53 8.1 4.29 South Edge of Roof N/A D16 1.03 1.00 5 1.03 8.1 8.34 West Edge of Roof N/A F F1 0.52 1,001 5 0.52 8.1 4.21 Inlet 1.50 F2 0.50 1.001 5 0.5 8.1 4.05 6 1.50 F3 1.75 1.001 5 1.75 8.1 14.18 Northwest Edge of Roo N/A H H1 0,801 1.00 5 0.80 8.1 6.48 Inlet 0.50 H2 1.201 1.00 5 1.20 8.1 9.72 Inlet 0.50 H3 0,221 0.88 5 0.19 8.1 1.57 Inlet 0.50 H4 1.501 1.001 5 1.501 8.1 12.15 Inlet 0.50 HS 0.19 0. 191 11 0.04 7.2 0.26 9 1.00 I 11 1.07 1.00 51 1.07 8.1 8.67 Inlet 0.60 12 1.10 1.00 51 1.10 8.1 8.91 Inlet 1 20 13 0.60 1.00 5 0.60 8.1 4.86 Inlet 0.70 14 1.54 1.00 5 1.54 8.1 12.47 West Edge of Roof N/A 15 1.25 1.00 5 1.25 8.1 10.13 East Edge of Roof N/A 16 0.54 0.24 12 0.13 6.8 0.88 17 N/A 17 0.46 1.00 5 0.46 8.1 3.73 10 N/A Note: The above Design Points are for the inlet of the subbasin, a number is used when the inlet location is not obvious on the Master Drainage Plan Page 1 10YR.TC Sub Basin Data Inital / Overland Time q Travel Time t, t. Check (Urbanized Basins) Final Result Design Pt. Area (AC) C,C Length (ft.) Slope (°h) 4 Length (ft) Slope (%) Val (fps) I 4 (min) Total Length (ft) 4 = (L/180)+10 t° (min) t° (min) Al 0A0 0.95 100 1.5 2.4 250 1 2.00 2.08 350.01 11.9 4.5 5 A2 0.30 0.76 30 2.00 2.6 90 2 2.80 0.54 120.0 10.7 3.2 5 A3 0.41 0.85 100 1.40 4.0 0 0 0.00 0.00 100.0 10.6 4.0 5 A4 1.84 0.91 150 1.40 3.7 195 2 2,801 1.16 345.0 11.9 4.9 5 AS 0.26 0.91 80 1.70 2.5 20 1.25 2.50 .0.13 100.0 10.6 2.7 5 A6 0.771 0.92 170 1.10 4.1 0 0 0.00 0.00 170.0 10.9 4.1 5 A7 0.701 0.93 100 1.00 3.1 80 1 0.67 1.99 180.0 11.0 5.1 5 A8 0.64 0.94 165 2.00 3.0 82 2 2.80 0.49 247.0 11.4 3.5 5 A9 0.40 0.89 92 1.60 3.1 0 0 0.00 0.00 92.0 10.5 3.1 5 A10 0.191 0.28 100 10.00 6.9 0 0 0.00 0.001 100.0 10.6 6.9 7 ewcn� � Sub Basin Data Inital I Overland Time t, Travel Time t, 'ti Check (Urbanized Basins) Final IResult Sub -Basin Area (AC) I C,C I Length (ft.)j Slope (%) I t, Length (ft) I Slope (%) Vel (fps) I 6 (min) Total Length (ft) I t4 = (Lit bu)+l0 t, (min) t, (min) C1 1 0.491 0.871 1101 2.001 3.51 851 061 1,601 0.891 195.01 11.11 4.4 5 Sub Basin Data Inital / Overland Time t, Travel Time t, t° Check (Urbanized Basins) IFinal Result Sub -Basin Area (AC) CrC Length (ft.) Slope (%) t, Length (ft) Slope (%) Val (fps) L (min) Total Length (ft) 4 = (L/180)+10 1 t. (min) t° (min) D1 0.16 0.95 78 2.20 1.8 01 0.00 0.00 0 00 78.0 10.41 1.9 5 D2 015 0.95 75 2.20 1.8 01 0.00 0.00 0.00 75.0 10.4 is 5 03 0.22 0.95 100 3.75 1.7 0 0.00 0.00 0.00 100.0 10.6 1.7 5 D4 0.16 0.95 87 2.00 2.0 0 0.00 0.00 0.00 87.0 10.5 2.0 5 D5 1.36 0.801 110 1.13 5.4 105 1.43 2.50 0.70 215.0 11.2 6.1 6 06 0.82 0.91 167 1.13 4.2 0 0.00 0.00 0.00 167.0 10.9 4.2 5 D7 0.70 0.93 90 2.11 2.3 0 0.001 0.00 0.00 90.0 10.5 2.3 5 D8 1.20 0.81 150 1.87 5.2 246 1.001 2.00 2.05 396.0 12.2 7.2 7 D9 1.00 0.93 120 2.00 2.6 110 1.59 2.50 0.73 230.0 11.3 3.3 5 D10 0.46 0.92 60 1.50 2.3 0 0.00 3.00 0.00 60.0 10.3 2.3 5 D11 1.00 0.75 233 2.12 7.5 50 0.50 1.50 0.56 283.0 11.6 8.0 8 D12 1.63 0.89 267 1.80 5.1 0 0.00 0.00 0.00 267.0 11.5 5.1 5 D13 1.15 0.93 300 1.10 5.2 0 0.00 0.00 0.00 300.0 11.7 5.2 5 D14 1.31 0.88 172 1.81 4.3 60 1.83 2.70 0.37 232.0 113 4.7 5 D15 0.531 0.951 501 2.001 1.51 0 0.00 0.00 0.00 50.0 10.3 1.5 5 D16 1.03 0.95 170 2.00 2.8 0 0.00 0.00 0.00 170.0 10.9 2.8 5 Sub Basin Data Inital I Overland Time t, Travel Time t, to Check (Urbanized Basins) Final Result Sub -Basin Area (AC) CC I Length (ft.)l Slope (%) Length (ft) I Slope (%) Val (fps) t, (min) Total Length (ft) 4 = (L/180)+10 to (min) 4 (min) H1 0.60 0.88 125 2.30 3.4 301 1.67 2.80 O.tB 155.0 10.9 3.6 5 H2 1.20 0.90 125 2.00 3.1 115 1.65 2.80 0.68 240.0 11.3 3.8 5 H3 0.22 0.70 50 2.86 3.6 01 0 0.00 0.00 50.0 10.3 3.6 5 H4 1.50 0.84 125 2.00 4.2 158 1.2 2.40 1.10 283.0 11.6 5.3 5 H5 019 0.15 90 2.22 12.41 01 0 0.00 0.00 90.0 10.5 12.4 11 Sub Basin Data Inital I Overland Time t, Travel Time t, t4 Check (Urbanized Basins) Final Result Sub -Basin Area (AC) CrC Length (ft-) Slope (%) I t, Length (ft) Slope (%) Val (fps) t, (min) Total Length (ft) I t< _ (U180)+10 to (min) tc (min) 11 1.07 0.90 270 1.30 5.5 0 0 0.00 0.00 270.0 11.5 5.5 6 12 1.10 0.91 220 1.45 4A 0 0 0.00 0.00 220.0 11.2 4.4 5 13 0.60 0.91 135 2.60 2.9 158 1.2 2.40 1.10 293.0 11.61 4.0 5 14 1.54 0.95 165 2.00 2.8 0 0 0.00 0.00 165.0 10.91 2.8 5 15 1.25 0.95 165 2.00 2.8 0 0 0.00 0.00 165.0 10.9 2.8 5 16 0.54 0.19 182 2.00 17.5 215 5 2.80 1.28 397.0 12.2 18.7 12 17 0.46 0.95 180 2.00 2.9 0 0 0.00 0.00 18D.0 11.0 2.9 5 Sub Basin Data Inital I Overland Time t, Travel Time t, It, Check (Urbanized Basins) IFinal Result Sub -Basin Area (AC) C Length (ft.) Slope (%) t, Length (ft) I Slope (%) Vel (fps) I t, (min) Total Length (f) k = (L/180)+10 t (min) to (min) J1 1.52 0.95 300 2.00 3.7 130 2 2.80 0." 430.0 12.4 4.5 5 ,.Mwra1111a Sub Basin Data Inital / Overland Time t, Travel Time q to Check (Urbanized Basins) Final Result Sub -Basin Area (AC) C,C Length (ft.)j Slope (%) t, Length (ft)j Slope (%) Vel (fps) t, (min) Total Length (ft) k = (U180)+10 t° (min) t° (min) F1 0.52 0.89 126 2.80 3.0 651 1.67 2.80 0.39 191.0 11.1 3.5 5 F2 0.50 0.84 220 1.20 6.6 135 1.2 2.40 0.94 355.0 12.0 7.5 B F3 1.75 0.95 273 2.00 3.5 167 2 2.80 0.99 440.0 12.4 4.5 5 Page 1 10YR RUNOFF Basin Subbasin Area (AC) C,C t� (min) C10A 110 (in/hr.) Q10 (Cfs) A Al 0.44 0.95 5 0.42 5.65 2.24 A2 0.30 0.76 5 0.23 5.65 0.99 A3 0.41 0.85 5 0.35 5.65 1.97 A4 1.84 0.91 5 1.68 5.65 9.47 A5 0.26 0.91 5 0.24 5.65 1.34 A6 0.77 0.92 5 0.71 5.65 4.00 A7 0.70 0.93 5 0.65 5.65 3.67 A8 0.64 0.94 5 0.60 5.65 3.39 A9 0.40 0.89 5 0.36 5.65 2.01 A10 0.19 0.28 7 0.05 4.90 0.26 C C1 0.49 0.87 5 0.43 5.65 2.40 D D 1 0.16 0.95 5 0.151 5.65 0.86 D2 0.15 0.95 5 0.14 5.65 0.81 D3 0.22 0.95 5 0.21 5.65 1.18 D4 0.16 0.95 5 0.15 5.65 0.86 D5 1.36 0.80 6 1.09 5.20 5.68 D6 0.82 0.91 6 0.75 5.65 4.22 D7 0.70 0.93 5 0.65 5.65 3.67 D8 1.20 0.81 7 0.97 4.90 4.76 D9 1.00 0.93 5 0.93 5.65 5.28 D10 0.46 0.92 5 0.42 5.65 2.38 D11 1.001 0.75 8 0.751 4.75 3.56 D12 1.63 0.89 5 1.45 5.65 8.21 D13 1.15 0.93 5 1.07 5.65 6.04 D14 1.31 0.88 5 1.15 5.65 6.49 D 15 0.53 0.95 5 0.50 5.65 2.84 D16 1.03 0.95 5 0.98 5.65 5.53 F F1 0.52 0.89 5 0.46 5.65 2.61 F2 0.50 0.84 5 0.42 5.65 2.37 F3 1.75 0.95 51 1.66 5.65 9.39 H H 1 0.80 0.88 51 0.70 5.65 3.98 H2 1.20 0.90 5 1.08 5.65 6.12 H3 0.22 0.70 5 0.15 5.65 0.87 H4 1.50 0.84 5 1.26 5.651 7.10 H5 0.19 0.15 11 0.03 4.3 0.12 I 11 1.07 0.90 5 0.96 5.65 5.43 12 1.10 0.91 5 1.01 5.65 5.68 13 0.60 0.91 5 0.55 5.65 3.08 14 1.54 0.95 5 1.46 5.65 8.27 15 1.25 0.95 5 1.19 5.65 6.71 16 0.54 0.19 12 0.11 4.1 0.43 17 0.461 0.95 51 0.44 5.65 2.47 Page 1 2YR TC Sub Basin Data Inital / Overland Time t, Travel Time t, t, Check (Urbanized Basins) Final Result Design Pt. Area (AC) CfC Length (ft. Slope (%) t, Length (ft) Slope (%) Val (fps) t, (min) Total Length (ft) 4 = (L/180)+10 t. (min) t, (min) Al 0.44 0.95 100 1.5 2.4 250 1 2.00 2.08 350.0 11.9 4.5 5 A2 0.30 0.76 30 2.00 2.6 90 2 2.80 0.54 120.0 10.7 3.2 5 A3 0.41 0.85 100 1.40 4.0 0 0 0.00 0.00 100.0 10.6 4.0 5 A4 1.84 0.91 150 1.40 3.7 195 2 2.80 1.16 345.0 11.9 4.9 5 A5 0.26 0.91 80 1.70 2.5 20 1.25 2.50 0.13 100.0 10.6 2.7 5 A6 0.77 0.92 170 1.10 4.1 0 0 0.00 0.00 170.0 10.9 4.1 5 A7 0.70 0.93 100 1.001 3.11 801 1 0.67 1.991 180.0 11.0 5.1 5 A8 0.64 0.94 165 2.00 3.0 82 2 2.80 0.49 247.0 11.4 3.5 5 A9 0A0 0.89 92 1.6D' 3.1 0 D 0.00 0.00 92.0 10.5 3.1 5 A10 0.19 0.28 100 10.001 6.91 01 01 0,001 0.001 100.01 10.6 6.9 7 Sub Basin Data I Inital! Overland Time it, ITravel Time t, it, Check (Urbanized Basins) Final Result Sub -Basin Area (AC) UfU ILength (ft. Slope (%) C I Length (ft)l Slope (%)I Vel (fps) I 4 (min) Total Length (ft) 4 = (1-1180)+10 t, (min) t (min) C1 0.49 0.87 110 2.00 3.5 85 0.6 1.60 0.89 195.0 11.1 4.4 5 BASIN D Sub Basin Data Inital / Overland Time ti I Travel Time t, tc Check (Urbanized Basins) Final Result Sub -Basin Area (AC) CfC Length (ft. Slope (%) I t, I Length (ft) Slope (%) Val (fps) t, (min) Total Length (ft) 4 = (Ll180)+10 1<(min) t, (min) 01 0.16 0.95 76 2.201 1 81 01 0.00 0.00 0.00 76.0 10.4 1.9 5 02 0.15 0.95 75 2.20 1.8 0 0.00 0.00 0.00 75.0 10.4 1.8 5 D3 0.22 0.95 100 3.75 1.7 0 0.00 0.00 0.00 100.0 10.6 1.7 5 D4 0.16 0.95 87 2.00 2.0 0 0.00 0.00 0.00 87.0 10.5 2.0 5 05 1.36 0.80 110 1.13 5.4 105 1.43 2.50 0.70 215.0 11.2 6.1 6 D6 0.82 0.91 167 1.13 4.2 0 0.00 0.00 0.00 167.0 10.9 4.2 5 D7 0.70 0.93 90 2.11 2.3 0 0.00 0 00j 0.00 90.0 10.5 2.3 5 DS 110 0.81 1501 1.87 5.21 246 1.00 2 00 2.05 396,01 12.2 7.2 7 D9 1.00 0.93 120 2.00 2.6 110 1,59 2.501 0.73 230,01 11.3 3.3 5 D10 046 0.92 60 1.50 2.3 0 0.00 3.00 0.00 60.0 10.3 2.3 5 D11 1.00 0.75 233 2.12 7.5 50 0.50 1.50 0.56 283.0 11.6 8.0 8 D12 1.63 0.89 267 1.80 5.1 0 0.00 0.00 0.00 267.0 11.51 5.1 5 D13 1 1.151 0.93 300 1.10 5.2 0 0.00 0.00 0.00 300.0 11.7 5.2 5 214 1.31 0.88 172 1.81 4.3 60 1.83 2.70 0.37 232.0 11.3 4.7 5 D15 0.53 0.95 50 2.00 1.5 0 0.00 0.00 0.00 50.0 10.3 1.5 5 D16 1 1.031 0.951 1701 2MI 2,81 01 0.00 0.00 0.00 170.0 10.9 2.8 5 BASIN H Sub Basin Data Inital / Overland Time t, Travel Time t, k Check (Urbanized Basins) Final Result Sub -Basin Area (AC) I CrC Length (ft. I Slope (%)I Length (ft)l Slope (%) Vel (fps) 4 (min) Total Length (ft) t,, _ (L/180)+10 t, (m�) t. (min) H1 0.80 0.88 125 2.30 3.4 301 1.67 2.80E0,68 155.0 10.9 3.6 5 H2 1.20 0.90 125 2.00 3.1 115 1.65 2.80 240.0 11.3 3.8 5 H3 0.22 0.70 50 2.86 3.6 0 0 0.00 50.0 10.3 3.6 5 H4 1.50 0.84 125 2.00 4.2 158 1.2 2.40 283.0 11.6 5.3 5 H5 0.19 0.15 90 2.22 124 0 0 0.00 90.0 10.5 12.4 11 RASIN 1 Sub Basin Data Inital / Overland Time it, Travel Time t, t. Check (Urbanized Basins) Final Result Sub -Basin Area (AC) CrC Length (ft. Slope (%) t Length (ft) Slope (%) Vel (fps) t, (min) Total Length (ft) I 4 = (U180)+10 t, (min) tc (min) 11 1.07 0.90 270 1.30 5.5 0 0 0.00 0.00 270.0 11.5 5.5 6 12 1.10 0.91 220 1.45 4.4 0 0 0.00 0.00 220.0 11.2 4.4 5 13 0.60 0.91 135 2.60 2.9 158 1.2 2.40 1.10 293.0 11.6 4.0 5 14 1.54 0.95 165 2.00 2.8 0 0 0.00 0.00 165.0 10.9 2.8 5 15 1.25 0.95 165 2.00 2.8 0 0 0.00 0.00 165.0 10.9 2.8 5 16 0.54 0.19 182 2.00 17.5 215 5 2.80 1.28 397.0 12.2 t 8.8 12 17 0.46 0.95 180 2.00 2.9 0 0 0.00 0.00 180.0 11.0 2.9 5 BASIN F Sub Basin Data Inital I Overland Time t, Travel Time t, t. Check (Urbanized Basins) Final Result Sub -Basin Area (AC) Cf Length (ft. Slope (%) 1, Length (ft) Slope (%) Vel (fps) 4 (min) Total Length (fl) 4 = (U180)+10 t, (min) t. (min) F1 0.52 0.89 1261 2.80 3.0 65 1.67 2.80 0.39 191.0 11.1 3.5 5 F2 0.50 0.84 220 1.20 6.6 135 1.2 2.401 0.94 355.0 12.0 7.5 8 F3 1.75 0.95 2731 2.00 3.5 167 2 2.801 0.99 440.0 12.4 4.5 5 Page 1 2YR RUNOFF Basin Subbasin Area (AC) C,C t, (min) CzA 12 (in/hr.) 02 (cfs) A Al 0.44 0.95 5 0.42 3.29 1.31 A2 0.30 0.76 5 0.23 3.29 0.58 A3 0.41 0.85 5 0.35 3.29 1.15 A4 1.84 0.91 5 1.68 3.29 5.51 A5 0.26 0.91 5 0.24 3.29 0.78 A6 0.77 0.92 5 0.71 3.29 2.33 A7 0.70 0.93 5 0.65 3.29 2.14 A8 0.64 0.94 5 0.60 3.29 1.97 A9 0.40 0.89 5 0.361 3.29 1.17 A10 0.19 0.28 7 0.05 2.85 0.15 C C1 0.49 1.00 5 0.49 3.29 1.61 D D 1 0.16 0.95 5 0.15 3.29 0.50 D2 0.15 0.95 5 0.14 3.29 0.47 D3 0.22 0.95 5 0.21 3.29 0.69 D4 0.16 0.95 5 0.151 3.29 0.50 D5 1.36 0.80 6 1.09 3.00 3.28 D6 0.82 0.91 5 0.75 3.29 2.46 D7 0.70 0.93 5 0.65 3.29 2.14 D8 1.20 0.81 7 0.97 2.85 2.77 D9 1.00 0.93 5 0.93 3.29 3.07 D 10 0.46 0.92 5 0.42 3.29 1.39 D11 1.00 0.75 8 0.75 2.75 2.06 D12 1.63 0.891 5 1.45 3.29 4.78 D13 1.15 0.93 5 1.07 3.29 3.52 D14 1.31 0.88 5 1.15 3.29 3.78 D 15 0.53 0.95 5 0.501 3.29 1.66 D16 1.03 0.95 5 0.98 3.29 3.22 F F 1 0.52 0.89 5 0.462 3.29 1.52 F2 0.50 0.84 8 0.419 2.75 1.15 F3 1.75 0.95 5 1.6625 3.29 5.47 H H 1 0.80 0.88 5 0.70 3.29 2.32 H2 1.20 0.90 5 1.08 3.29 3.57 H3 0.22 0.70 5 0.15 2.55 0.39 H4 1.50 0.84 5 1.26 3.29 4.14 H5 0.19 0.15 11 0.03 2.47 0.07 I 11 1.07 0.90 5 0.96 3.29 3.16 12 1.10 0.91 5 1.01 3.29 3.31 13 0.60 0.91 5 0.55 3.29 1.80 14 1.54 0.95 5 1.461 3.29 4.81 15 1.25 0.95 5 1.19 3.29 3.91 16 0.54 0.19 12 0.10 2.3 0.24 17 0.46 0.951 5 0.44 3.291 1.44 Page 1 IOFFSITE 100YR STREET DRAINAGE BASIN E Sub Basin Data I Initial / Overland Time; Travel Time; t, Check (Urbanized Basins) Final Result Subbasin Deslpn Pt.l Area (AC) GC Length (fl. Slope (%) t• Length (fl) Slope (%)I Vel (fps) I t,(miN Total Length (fl) 4 ` (U180)+10 4 (min) 4 (min) Et 1.00 100 2.00 LS 135 3 71 3.75 0.60 235.0 11.3 2.1 5 Eta 111 t20 2.00 13 1334 0.51 1.50 14.82 1454E2b 0.88 40 200 2.1 250 0.3 1.40 IN 290-0 716 5.7 5 =70. 280 1.6 2.70 1.73 570.0 73.2 6.8 7 E2c 0.90 502.00 21 BS 0.59 1.60 0.89 135.0 10.8 3.0 5 E2tl 0.54 60 2.00 6.4 280 t.fi 2.70 1.73 340.0 11.9 8.2 8 BASIN SubBasin Data Inital / Overland Time; Travel Time; It, Check (Urbanized Best Final Result Design Pt. Area (AC) CiC Length (R. Slope (%) t Length (R) Slope (%) Vel (fps) 1, (min) tal Length 4 ° (U180)+10 4 (mm) ; (min) 15 1 D.791 0,971 1701 2MI 241 4731 0.51 1 601 4 931 643.0 13.6 Z4 7 BASIN G2 Sub Basin Data Inital !Overland Time 4 Travel Time; 4 Check (Urban¢etl Basi Final Result Design Pt. Area (AO) C,C Length (R. I Slope (%) 14 1 Length (fl) I Slope (%) Vel (fps) 1 4 (min) 1181 Length 4 = (L/180)+10 4 (min) 1 4 (min) 8 0.74 0,651 721 2,001 5 51 1441 1 001 2.001 1,201 216,01 11.21 6.7 7 BASIN G3 BASIN G4 i Sub Basin Data Inital / Overland Time; Travel Time; 4 Check (Urbanized Basins) Final Result Subbasin Design Pl. Area (AC) CA Length (fl. Slope (%) 4 Lengtn (fl) Slope (%) Val lips) 1, (mi^) Total Length (fl) ; ` (U180)+10 4 (mm) 4 (min) G3a 11 0.55 1.00 70 5.30 0.9 360 0,64 1.70 3.53 a30.0 724 a.a 5 G36 17 0 45 1_DO 50 2.00 1.0 425 1 301 2 a0 2.95 a75.0 12.6 1 D 5 Sub Basin Data Inital /Overland Time; Travel Time 4 4 Check (Urbanized Basins) final Result Subbasin Design Pl. Area (AC) CiC Length (fl. Slope (%) t. Length (fl) Slope (%) Vel (fps) L (mm) Total Length (fl) 4 ` (LJ78D)+10 1, (mm) Goa 12 O d9 1 00 50 200 1 01 360 O 64 1 70 3 53 a10.0 12.3 4 6 Gab t2 0.43 7.00 SD 2.00 tp e25 t302.95 475.0 12.6 a.0 5 Design Point Subbasin Area (AC) C,C 4 (min) C, A Is (mmr.) O,a (cfs) 7 E1 0.49 1.00 5 O.49 8.1 3.97 14 E2a 2.86 0.90 18 2.57 5.45 14.03 18 E2b 0.41 0.88 5 0.36 8.1 2.92 13 E2b 0A1 0.80 7 O36 7.9 2.85 E2tl 0.63 0.54 8 0.34 7.7 2.62 " E2c 0.14 0.90 5 0.13 8.1 102 13 8 0.B3 77 5.37 15 G1 0.79 0.97 7 0.77 7.9 6.05 8 G2 0.74 0.65 7 048 7.9 180 11 33a 0551 1.00 5 0.55 8 11 4 46 G3b OAS 1.00 5 0.45 8.1 3.65 11 5 1.00 8.1 8.10 12 G4a 0.491 1,00 5 O.a9 8.1 3.97 " G40 0!3 1.00 5 0.43 8.1 348 12 5 0.92 8.1 7A5 BASIN W Sub Basin Data Inital /Overland Time; Travel Time 4 4 Check (Urbanized Basins) Final Result Subbasin Design Pt. Area (AC) CrC Length (fl. Slope (%) 4 Lengtn (fl) SIODe (%) Vel (fps) ; (min) Total Length (tt) 4 ` 1U180)+t0 4 (mm) 4 (mm) W 21 8.10 1.00 800.0 14.4 14.0 14 BASIN SS Bub Basin Data Innal / Overland Time 4 Travel Time; t. Check (Urbanized Basins) Final Result Subbasin Design Pt. Area (AC) L,U Length (fl. Slope (%) 4 Lengtn (fl) Slope (%) VeI lips) ; (miN Total Length (R) 4 = (U780)+10 4 (min) 41min) SS 22 4.99 0.75 180 2.00 6.7 750 7.40 2.50 SAO 930.0 15.2 11.8 12 BASIN W2 *4* Sub Basin Data Inital I Overland Tima; Travel Time; Time, ;Check (Urbanized Basins) Final Result Subbasin Design Pt. Area (AC) CiC Length (R. Slope (%) t. Length (fl) Slope (%) (fps) t� (min) Total Length (ttJ ; ` (L/180y+10 4 (mm) 4 (min) W2 23 14.26 0.79 300 1.00 28.4 300 400 1.00 1.70 2.94 D.93 2.00 3.33 34.7 35 Design Point Subbasin Area (AC) GC ; (min) C,.4. I,. (in/hr.) a - (cfs) 21 W 8.70 1.00 14 8.10 6.2 50.22 22 SS 4.99 0.75 12 3.74 6.6 24.70 27 W2 14.26 0.19 35 2.71 3.8 10.30 27 W 8 WZ 22.36 35 10.81 3.8 41.08 *fjar:n W Co��s,oe.,olr tv 39Y¢38' o>F fir I-%drfe„e 41e1C il�+de,J,,, 1 MQ.rF�� p^a:hafG 10/44r 94f-n w ;.r 41'✓a�ee! to 6e rlevcle�e,� fi►� .c.r,r/�,l;f 7''t lea W2 .r fXe Le'd�'�a+e onef Page, � �l�iCe�r„� a9�r.•,i !i. D ih:,i� f. OFFS17E 10YR STREET DRAINAGE Sub Basin Data Inital I Overland Time tt Travel Time t, k Cheek (UrbanizedBasins) Final Result Subbasin Design Pl. Area (AC)l CrC Length (ft. Slope (%) I, Length (ft) Slope (%) Vel (fps) I k (min) Total Length (ft) k • (U180).10 k (m n) t. (min) El 7 0491 0.87 100 2.00 3.4 135 3.7 3.75 0.60 235.0 113 4.1 5 Eta 14 2861 0.72 120 2.0062 1334 0.5 1.50 14.82 1454.0 18.1 21.1 18 E2b 18 OA11 0.70 40 2.00 3,8 250 0.3 1.40 .2.98 290.0 11.6 6.8 7 13 280. 1.6 2.70 1.73 570.0 13.2 8.5 9 Etc 13 0.14 0.72 50 2.00 4.0 85 0.59 1.60 0.89 135,0 10.8 4.9 5 E2d 13 0.63 0.43 60 1.80 &0 280 1.5 2.70 1.731 340.0 11.9 9.8 10 BASIN G1 BASIN G2 Sub Basin Data Inital I Overland Time I, Travel Time k 4 Check (UrbanizedBasins) Final Result Subbasin Design Pt. Area (AC) Length (ft. Slope (%) L Length (ft) Slope (%)j Vel (fps) I I, (min) I Total Length (ft) k = (Ut 80)+10 !,(min) k (mtn) 33a 1 11 1 ( 0 86 701 5301 2.11 3501 0541 1.701 3.531 430 01 12+41 5.61 6 G3b 1 11 1 0451 0.881 501 2001.2.21 4251 1,301 2401 2,951 475.01 12.6 5.2 5 Sub Basin Data Inital I Overland Time t, Travel Time k k Check (Urbanized Basins) Final Result Subbasin Design P1. Area (AC) Length (ft. Slope (%) t Length (ft) Slope (%) Vel (fps) I t(min) I Total Length(ft) k' (UtBO)+10 k (mm) k (min) Goa 12 049 O.B7 50 2.00 2.3 360 0.64 7.70 353 410.0 12.3 5.9 6 G4b 12 0 43 0.86 50 2 00 241 425 1.30 2.40 2.95 475.0 12.6 5.4 5 Design Point Subbasin Area (AC) Cr- k (min) CVA 6 (in/hr.) Oro (cfs) Max Ponding Depth (fQ 7 E7 0.49 O.B7 5 0.431 5.65 2.41 14 E2a 2.86 0.72 18 2.061 3.4 7.00 18 E2b 0.41 0.70 7 0.29 5.00 1.44 13 E2b 0.41 0.70 9 0.29 4.53 1.30 " E2d 0.63 0.43 10 0.271 44 1.19 " E2c 0.14 0.72 5 0.10 5.65 0.57 13 10 0.66 4.4 2.90 15 G1 0.79 0.78 11 0.62 4.25 262 8 G2 0.74 0.52 9 0.38 4.53 1.74 11 G3a 0.55 0..85 61 047 5.2 2.46 ' G3b 0.45 0.88 51 0 40 5.651 2.24 11 6 0.87 5.2 4.52 12 G4a �0.49 0.87 61 0.43 5.21 222 " GO 0.43 0.66 5 0.37 5.65 2.09 12 6 0.30 5.2 4.14 BASIN W BASIN SS BASIN W2 Total Length Design Point Subbasin Area (AC) CrC I. (min) CreA I,a (inM Oro (efs) 21 W 8.70 0.95 14 7.70 3.85 29.63 22 SS 4.99 0.60 15 2.99 3.75 11.23 23 W2 1 14261 0,151 351 2141 2.351 5.03 23 W 8 W2 1 22.361 1 351 9131 2.351 23.11 N ni.70'q wilts fake., �•+iln ?-4.Y.A; C = 0. ( 0 aoe 1 OFFSITE 2YR STREET DRAINAGE Sub Basin Data Inital f Overland Time 4 Travel Time t, t, Check (Urbanized Basins) Final Result Subbasin Design Pt.1 Area (AC) CfC Length (it. Slope (%)1 4 Length (ft) Slope (%) Val (fps) 4 (min) Total Length (ft I. ` (1-1150)+10 1, (min) 1, (min) E1 7 O.a9 0.87 100 2 00 34 135 3.7 3.75 OM235.0 11.3 4.1 5 Eta 74 2.B6 0.72 120 2.,D 6.2 1334 0.5 1.50 14,82 1454.0 18.1 21.1 18 E2b 78 D.41 0.70 40 2,D0 1 41 250 0.3 1.40 2.98 290.0 11.6 7,1 7 E21b 73 1 280 1.6 2.70 1.73 280.0 11.6 8.9 9 Etc t3 0.14 0.72 50 2.00 4.0 85 0.59 1.60 0.89 135.0 10.8 4.9 5 E2d 13 D.63 0.43 60 1.80 8.0 280 1.6 2.70 1.73 340.0 11.9 9.8 10 BASIN G1 Sub Basin Data Inital I Overand ime 4 Travel Tim t, 1 Check (Urbanized Basins) JFmaI Result Design Pt. Area (AC) C,C Length (ft. I Slope (%)1 1, Length (h) Slope I%) Val (fps) I 4 (min) Total Length (ft I t.' W1B0)*10 1, (min) 1, (min) 8 1 0.741 0 521 72 2.001 7 11 1441 1 001 2 DOI I -DI 21501 11,2 8.3 9 Sub Basin Data Inital I Overland Time 4 Travel Time 4 4 Check (Urbanized Basins) Final Resutt Subbasin Design P1. Area (AC) length (ft. Slope (%) 4 Length (fl) Slope (%) Vel (fps) 4 (min) Total Length (0 4 ` (U780)*10 G3a 11 0,55 0.86 70 5.30 2.1 3fi0 064 t 70 3.53 430. 12.4 5.6 6 Gab 11 0451 0,881 50 2.001 2.21 4251 2AOI 2.951 475.0 12.61 521 5 BASIN G4 Design Point I Subbasin Area (AC) CC I. (min) C,A IT (inthr.) 0; (cfs) 7 E7 0.49 0.87 S' 0 43 3.25 1.39 14 E2a 2.86 0.72 18 2.06 1.95 4,02 18 E2b 0.41 0.70 7 0.29 2.85 0.82 13 E2b 0.41 0.70 9 0.29 2 65 0.76 " E2. 0.14 0.72 5 0.10 A25 0.33 " E2d 0.63 0.43 10 0.27 2.50 0.68 10 0.66 2.50 1.65 15 G1 0.791 _ 0.78 11 0.62 2.40 1.48 8 G2 0.741 0.52 9 0.38 2.65 t.02 11 G3a 0.55 0.86 6 0.47 3.00 1.42 ' G3b 0.45 0.88 5 040 325 t.29 711 6 087 3 001 2.51 '2 G4a 049 0.87 6 0.43 300 128 ` G4b O.43 0.86 5 0.37 3.25 HO 121 6 0..80 3.001 2.39 BASIN W BASIN SS 8 Sub Basin Data Inital f Overland Time t, Travel Time 4 t, Check (Urbanized Basins) Final Result Subbasin Design Pt,Area (AC) Length (ft. Slope (%) 4 Length (h) Slope (%) VeI (fps) 4 (min) Total Length (8 1, _ (tJ180)�70 4 (min) 1<(mn) W2 23 1 1, 0.15 3001 1,001 29.61 30011 1 35.91 35 4001 0.931 1001 3.33 Design Point Subbasin Area (AC) CtC I t, (min) C;A t; (in/hr,) O= (cfs) 21 W 8.10 0.95 14 770 2.2 16.93 22 SS a.99 0.60 15 2.99 2.1 6.29 23 W2 14.2610.15 35 2.ta 1.3 2.78 23 W & W2 21361 1 351 9 831 1.3 17.78 Page 1 I 'l L� w J z W 1I LL LL Q �] U N m � I � I _ CARDER CC"1CRET= PRCOUCTS COMPANY CONCRETE LITTLITT w cA�ce8 LETCN. CO 80125 (3031791-1500 (303) 791-17 10 FAX ODUG DATE r_...,._..._..,..._..,__.. PAGE U Sx = 3.�7 j- G 5 is4 u,� ca ncz t y s" 5 m c���- S�or� w• Clw 1 V 1 I Reinforced Concrete Sewer, Culvert & Irrigation P:pe (12' thru 14.4 ) Reinforced Concretebliptical Pipe (18" thru 14-1 1 Precast Concrete Box Cuivers Concrete Pipe Stays in Shape HARMONY ROAD STA. 24+00 FOR 100 YEAR STORM Cross Section for .Irregular Channel Project Description Project File I h:\e4854\docs\drainage\street flows\harmony.fm2 Worksheet HARMONY ROAD STA. 24+00 Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Section Data Wtd. Mannings Coefficient 0.016 Channel Slope 0.002200 ft/ft Water Surface Elevation 21.01 ft Discharge 14.03 cfs 21.8r-... .... .. ........ 21.61.... ... .... .... ....:.... ..... ..... 21 21 c o 21. w 4111 20. 20. . . . ...................................... . • . . .... .. . ; .... ; .... .... ; 20.2' -5.0 0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 50.0 55.0 Station (ft) FlowMaster v5.13 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755.1666 Page 1 of 1 HARMONY ROAD STA. 24+00 FOR 100 YR STORM Worksheet for Irregular Channel Project Description Project File h:\e4854\docs\drainage\street flows\harmony.fm2 Worksheet HARMONY ROAD STA. 24+00 Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Input Data Channel Slope 0.002200 ft/ft Water Surface Elevation 21.23 ft Elevation range: 20.24 ft to 21.73 ft. Station (ft) Elevation (ft) Start Station -0.32 21.23 -0.32 0.00 21.05 0.40 0.40 21.05 8.40 8.40 20.89 16.40 16.40 20.73 16.53 20.24 18.40 20.40 30.40 20.85 49.90 21.15 50.90 21.23 50.90 21.73 Results Wtd. Mannings Coefficient 0.017 Discharge 39.67 cfs Flow Area 19.12 ft2 Wetted Perimeter 51.67 ft Top Width 51.22 ft Height 0.99 ft Critical Depth 21.11 ft Critical Slope 0.006515 ft/ft Velocity 2.07 ft/s Velocity Head 0.07 ft Specific Energy 21.30 ft Froude Number 0.60 Flow is subcritical. End Station 0.40 8.40 16.40 50.90 Roughness 0.030 0.016 0.030 0.016 09/15/97 05:21:47 PM FlowMaster v5.13 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 li JFK BLVD STA. 23+00 FOR 100 YR STORM Cross Section for Irregular Channel r Project Description Project File h:\e4854\docs\drainage\street flows\harmony.fm2 Worksheet JFK BLVD STA. 12+00 Flow Element Irregular Channel r Method Manning's Formula Solve For Discharge r r Section Data Wtd. Mannings Coefficient 0.018 Channel Slope 0.014600 ft/ft Water Surface Elevation 17.11 ft Discharge 157.84 cfs 17.2 17.0 16.8 16.6 c 0 m U.1 16.4 16.2 16.0 15.8 0.0 157,gy6 QG'Iu�l =G3b= 3,�sc�5�4'��Owab� 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 50.0 55.0 Station (ft) FlowMaster v5.13 Haestad Methods, Inc. 37 Brookside Road Waterbury. CT 06708 (203) 755.1666 Page 1 of 1 JFK BLVD. STA. 23+00 FOR 100 YR STORM Worksheet for Irregular Channel Project Description ' Project File h:\e4854\docs\drainage\street flows\harmony.fm2 Worksheet JFK BLVD STA. 12+00 Flow Element Irregular Channel ' Method Manning's Formula Solve For Discharge Input Data Channel Slope 0.014600 ft/ft Water Surface Elevation 17.11 ft Elevation range: 15.99 ft to 17.11 ft. Station (ft) Elevation (ft) Start Station End Station 0.00 17.11 0.00 1.28 1.28 16.79 1.28 6.28 6.28 16.69 6.28 16.28 16.28 16.49 16.28 51.41 16.41 15.99 18.41 16.16 51.41 17.11 Results ' Wtd. Mannings Coefficient 0.018 Discharge 157.84 cfs Flow Area 25.11 ftz ' Wetted Perim:;er 51.86 ft Top Width 51.41 ft Height 1.12 ft Critical Depth 17.29 ft ' Critical Slope 0.005327 ft/ft Velocity 6.29 ft/s Velocity Head 0.61 ft Specific Energy 17.72 ft Froude Number 1.59 ■ Flow is supercritical. Roughness 0.030 0.016 0.030 0.016 t FlowMaster v5.13 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 1 JFK BLVD STA.- 23+00 Cross Section for Irregular Channel 1 /v y�o� Project Description 1 Project File h:\e4854\docs\drainage\street flows\harmony.fm2 Worksheet JFK BLVD STA. 12+00 Flow Element Irregular Channel 1 Method Manning's Formula Solve For Discharge Section Data Wtd. Mannings Coefficient 0.016 Channel Slope 0.014600 ft/ft Water Surface Elevation 16.49 ft Discharge 10.46 cfs 17.2 17.0 16.8 16.2 16.0 15.8 0.0 10, 416 go) = 8 a2.2�/�alloWabL� 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 50.0 55.0 Station (ft) FlowMaster v5.13 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 JFK BLVD. STA. 23+00 FOR MINOR STORM Worksheet for Irregular Channel Project Description Project File h:1e4854\docs\drainage\street flows\harmony.fm2 Worksheet JFK BLVD STA. 12+00 Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Input Data Channel Slope 0.014600 ft/ft Water Surface Elevation 16.49 ft Elevation range: 15.99 ft to 17.11 ft. Station (ft) Elevation (ft) Start Station End Station Roughness 0.00 17.11 0.00 1.28 0.030 1.28 16.79 1.28 6.28 0.016 6.28 16.69 6.28 16.28 0.030 16.28 16.49 16.28 51.41 0.016 16.41 15.99 18.41 16.16 51.41 17.11 Results ' Wtd. Mannings Coefficient 0.016 Discharge 10.46 cfs Flow Area 2.75 ft2 ' Wetted Perimeter 13.99 ft Top Width 13.59 ft Height 0.50 ft ' Critical Depth 16.57 ft Critical Slope 0.009268 ft/ft Velocity 3.80 fUs Velocity Head 0.22 ft Specific Energy 16.71 ft Froude Number 1.49 . Flow is supercritical. Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.13 Page 1 of 1 HARMONY ROAD STA. 24+00 FOR 100 YEAR STORM Cross Section for Irregular Channel Project Description ' Project File hAe4854\docs\drainage\street flows\harmony.fm2 Worksheet HARMONY ROAD STA. 24+00 Flow Element Irregular Channel Method Manning's Formula Solve For Discharge ' Section Data Wtd. Mannings Coefficient 0.017 ' Channel Slope 0.002200 ft/ft Water Surface Elevation 21.23 It Discharge 39.67 cfs 1 19/15/97 05:21:S4 PM 21.8 21.6 21.4 21.2 o 21.0 A m to 20.8 20.61 20.41 39116 ? (,so) = /9, ?yC�3 0110&jd e. L'iG7�(A6L( = F2c, _ /' ,,O-3 F5 4 19,Fic1; ............................................ I ....................... II.... .... -�. ... ... .. ... ... ... .. ./...- ... ... ................... ................ ...i............................... .....•.....•.....:.......�...:...�:....:.....•. 20.2 L- -5.0 ..:... .. ...: -I- ....:..... ..... :..... :..... :..... :..... : a.v IU.0 ,o.0 cU.0 ZD.0 JU.0 3S.0 4U.0 4D.0 b0.0 SS.0 Station (ft) FlowMaster v5.13 Hassled Methods, Int. 37 Brookside Road Waterbury, CT 0670a (203) 755.1666 Page 1 of 1 HARMONY ROAD STA. 24+00 FOR 100 YR STORM Worksheet for Irregular Channel Project Description ' Project File h:\e4854\docs\drainage\street flows\harmony.fm2 Worksheet HARMONY ROAD STA. 24+00 Flow Element Irregular Channel ' Method Manning's Formula Solve For Water Elevation Input Data Channel Slope 0.002200 ft/ft Elevation range: 20.24 ft to 21.73 ft. Station (ft) Elevation (ft) Start Station .0.32 21.23 -0.32 0.00 21.05 0.40 0.40 21.05 8.40 8.40 20.89 16.40 16.40 20.73 16.53 20.24 18.40 20.40 30.40 20.85 49.90 21.15 50.90 21.23 50.90 21.73 lischarge 14.03 cfs Results Wtd. Mannings Coefficient 0.016 Water Surface Elevation 21.01 ft Flow Area 8.76 ftz Wetted Perimeter 38.77 ft Top Width 38.37 ft Height 0.77 ft Critical Depth 20.91 ft Critical Slope 0.010714 ft/ft Velocity 1.60 ft/s Velocity Head 0.04 ft Specific Energy 21.05 ft Froude Number 0.59 Flow is subcritical. End Station 0.40 8.40 16.40 50.90 Roughness 0.030 0.016 0.030 0.016 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.13 Page 1 of 1 HARMONY ROAD STA. 24+00 FOR 10 YEAR STORM Cross Section for Irregular Channel 'roject Description 'roject File h:\e4854\docs\drainage\street flows\harmony.fm2 Norksheet HARMONY ROAD STA. 24+00 -low Element Irregular Channel vlethod Manning's Formula Solve For Water Elevation / 'ection Data Ntd. Mannings Coefficient 0.016 6 SQ, ;hannel Slope 0.002200 ft/ft Vater Surface Elevation 21.01 It )ischarae 14.00 cfs c) /7 7 / :=. �, '1W 21.8r . . 21.61••-- 21.41---- 21.21 - - o 21.0 20.8 20.21 , -5.0 0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 50.0 55.0 Station (ft) FlowMaster v5.13 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 HARMONY ROAD STA. 24+00 FOR 10 YR STORM Worksheet for Irregular Channel Project Description Project File h:\e4854\docs\drainage\street flows\harmony.fm2 Worksheet HARMONY ROAD STA. 24+00 Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation ' Input Data Channel Slope 0.002200 ft/ft ' Elevation range: 20.24 ft to 21.73 ft. Station (ft) Elevation (ft) Start Station End Station -0.32 21.23 -0.32 0.40 0.00 21.05 0.40 8.40 ' 0.40 21.05 8.40 16.40 8.40 20.89 16.40 50.90 16.40 20.74 ' 16.53 20.24 18.40 20.40 30.40 20.85 49.90 21.15 50.90 21.23 50.90 Discharge 21.73 14.00 cfs ' Results Wtd. Mannings Coefficient 0.016 Water Surface Elevation 21.01 ft Flow Area 8.74 ft, Wetted Perimeter 38.82 ft Top Width 38.42 ft ' Height 0.77 ft Critical Depth 20.91 ft Critical Slope 0.010706 ft/ft ' Velocity 1.60 ft/s Velocity Head 0.04 ft Specific Energy 21.05 ft Froude Number 0.59 ' Flow is subcritical. Roughness 0.030 0.016 0.030 0.016 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755.1666 FlowMaster v5.13 Page 1 of 1 HARMONY ROAD STA. 24+00 FOR 10 YEAR STORM Cross Section for Irregular Channel Project Description ' Project File h:\e4854\docs\drainage\street flows\harmony.fm2 Worksheet HARMONY ROAD STA. 24+00 Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation a4 Section Data Wtd. Mannings Coefficient 0.020 q3 Channel Slope 0.002200 ft/ft Water Surface Elevation 20.93 ft Ji Discharge 7.00 cfs 21.8 .... .. .. .. .. .. .. .. .. . .. ... .... .. --.. ... .... ... ......... .... . . 21.6 ..... ; .... .... ..... ..... ...... : ..... :.... .... : 21.4 ........... .... :.....•......•....... .... .......... .......... • ' 21.2 .... ... .... ... .... .. .... ... ......... t... ... c 0 21.0 .... .. .... .. .. .. .. . .. . .. .... ... .... ... .... , ... ... .... .... , .... , . W 20.8 •• -- ........ ................ ............................... . . . . . . . . . . . ' 20.6 .... ... .... . ; .... ... . .... .... , .... , 20.4 .... ... .... ... . .. ........ .. .. .. .. ... .... ... ........ ........ . 20.2 -5.0 0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 50.0 55.0 Station (ft) 09i16197 FlowMaster v5.13 03:50:56 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755.1666 Page 1 of 1 HARMONY ROAD STA. 24+00 FOR 10 YR STORM Worksheet for Irregular Channel Project Description Project File h:\e4854\docs\drainage\street flows\harmony.fm2 Worksheet HARMONY ROAD STA. 24+00 Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Input Data Channel Slope 0.002200 ft/ft Elevation range: 20.24 ft to 21.73 ft. Station (ft) Elevation (ft) Start Station End Station -0.32 21.23 -0.32 0.40 0.00 21.05 0.40 8.40 0.40 21.05 8.40 16.40 8.40 20.89 16.40 50.90 16.40 20.74 16.53 20.24 18.40 20.40 30.40 49.90 20.85 21.15 50.90 21.23 50.90 21.73 ' Discharge 7.00 cfs IResults Wtd. Mannings Coefficient 0.020 Water Surface Elevation 20.93 ft ' Flow Area 5.91 ft2 Wetted Perimeter 29.15 ft Top Width 28.74 ft Height' 0.69 ft Critical Depth 20.77 ft Critical Slope 0.008303 ft/ft Velocity 1.13 ft/s Velocity Head 0.02 ft Specific Energy 20.95 ft Froude Number 0.46 Flow is subcritical. Roughness 0.030 0.016 0.030 0.016 0 Hassled Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.13 Page 1 of 1 HARMONY ROAD STA. 24+00 FOR 10 YEAR STORM Cross Section for Irregular Channel Project Description Project File Worksheet h:\e4854\docs\drainage\street flows\harmony.fm2 HARMONY ROAD STA. 24+00 Flow Element Irregular Channel Method Manning's Formula ' Solve For Discharge Section Data Wtd. Mannings Coefficient 0.016 Channel Slope 0.002200 ft/ft Water Surface Elevation '20.74 ft Discharge 3.58 cfs 3, Sg c�'S �50� = �74cfS aGlou� 00 cTS a 21.8r - .. .... ; 21.61 ••-- 21 .41 ... . 21.2 a o 21.0 m w 20.81 ... - 20.61---- 20.41---.. 20.21 -5.0 0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 50.0 55.0 Station (ft) FlowMaster v5.13 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 HARMONY ROAD STA. 24+00 FOR 10 YR STORM Worksheet for Irregular Channel Project Description Project File h:\e4854\docs\drainage\street flows\harmony.fm2 Worksheet HARMONY ROAD STA. 24+00 Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Input Data Channel Slope 0.002200 ft/ft Water Surface Elevation 20.74 ft Elevation range: 20.24 ft to 21.73 ft. Station (ft) Elevation (ft) Start Station End Station -0.32 21.23 -0.32 0.40 0.00 21.05 0.40 8.40 0.40 21.05 8.40 16.40 8.40 20.89 16.40 50.90 16.40 20.74 16.53 20.24 18.40 20.40 30.40 20.85 49.90 21.15 50.90 21.23 50.90 21.73 Results Wtd. Mannings Coefficient 0.016 Discharge 3.58 cfs Flow Area 2.36 ft2 Wetted Perimeter 11.47 ft Top Width 11.07 ft Height 0.50 ft Critical Depth 20.66 ft Critical Slope 0.007038 ft/ft Velocity 1.52 ft/s Velocity Head 0.04 ft Specific Energy 20.78 ft Froude Number 0.58 Flow is subcritical. Roughness 0.030 0.016 0.030 0.016 0 Flow Master v5.13 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Culvert Designer/Analyzer Report JFK BLVD CULVERT ' Component:Culvert-1 ' - Culvert Summary Computed Headwater Elevation 5,014.62 It Discharge 50.22 cfs Inlet Control HW Elev 5,014.62 ft Tailwater Elevation 5,011.04 ft 'Outlet Control HW Elev 5,013.84 ft Control Type Inlet Control Headwater Depth/ Height 1.48 Grades Upstream Invert 5,011.65 ft Downstream Invert 5,010.75 ft Length 180.00 ft Constructed Slope 0.005000 ft/ft Hydraulic Profile Profile S2 Depth, Downstream 1.34 ft Type Steep Normal Depth 1.34 ft 'Slope Flow Regime Supercritical Critical Depth 1.40 ft Velocity Downstream 6.83 ft/s Critical Slope 0.004491 ft/ft ' Section Section Shape Horizontal Ellipse Mannings Coefficient 0.013 Section Material Concrete Span 3.15 ft 'Section Size 2408 inch Rise 2.00 It Number Sections 2 Control Properties 'Outlet Outlet Control HW Elev 5,013.84 It Upstream Velocity Head 0.66 ft Ke 0.20 Entrance Loss 0.13 It Inlet Control Properties Inlet Control HW Elev 5,014.62 ft Flow Control Unsubmerged Type Tapered inlet -thin edge projecting Area Full 10.2 ftz 'Inlet K 0.54700 HDS 5 Chart 56 M 0.80000 HDS 5 Scale 3 C 0.05980 Equation Form 2 Y 0.75000 ' Project Engineer: DREXEL BARREL & COMPANY untitled.cvm Drexel Barrell & Company CulvertMaster v1.0 09/15/97 10:06:52 AM m Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 2 of 2 ' Culvert Designer/Analyzer Report JFK BLVD CULVERT Analysis Component Storm Event Design Discharge 50.22 cfs Peak Discharge Method: User -Specified Design Discharge 50.22 cfs Check Discharge 69.00 cfs ' Tailwater properties: Irregular Channel Slope 0.009300 ft/ft Mannings Coefficient 0.030 Roughness Segments Start Station End Station Mannings Coefficient (ft) (ft) 0.00 40.00 0.030 Natural Channel Points Station Elevation (ft) (ft) 0.00 5.014.00 16.00 5,010.00 24.00 5,010.00 ' 40.00 5,014.00 Tailwater conditions for Design Storm. Discharge 50.22 cfs Depth 1.04 ft Velocity 3.98 ft/s Name Description Discharge HW Elev Velocity Culvert-1 2-24x38 inch Horiz Ellipse 50.22 cfs 5,014.62 It 6.83 ft/s Weir Not Considered NIA N;A N/A untitled.cvm 09/15/97 10:06:52 AM Project Engineer: DREXEL BARREL & COMPANY Drexel Barrett & Company CulvertMaster v1.0 m Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755.1666 Page 1 of 2 } O — Z i O CL O N W d > > J U U � O 0 J C m (4 E Y O u' a Zo cc Oh cc 2 E E c c m � w w = f- No co N U m U c cz E O 41 CL C O O O to 'IT Ch N T T T O O O O O O O O O In In to LO LO lf) U7 in LO 0j ) CL f `m m O H U � a as _ � d w > 2 U Q O m O Lj O X w rt O d m c c w U m O CL` O O N m A 2 Swale Cross Section at Sta. 9+00 Cross Section for Irregular Channel Project Description Project File h:\e4854\docs\drainage\swale.fm2 Worksheet Harmony Centre Swale Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Section Data Wtd. Mannings Coefficient 0.022 ' Channel Slope 0.009300 ft/ft Water Surface Elevation 6.97 ft Discharge 65.26 cfs 11. 10. C 0 m 8.0 w 7.E 7.0 6.5 6.0 5.5 0.0 So . 22 =F, C'.fU-Z-4 Cos , a� 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 Station (ft) FlowMaster v5.13 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Harmony Centre Swale at Sta. 9+00 Worksheet for Irregular Channel Project Description Project File h:\e48541docs\drainage\swale.fm2 Worksheet Harmony Centre Swale Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Input Data Channel Slope 0.009300 ft/ft Elevation range: 5.79 ft to 11.00 ft. Station (ft) Elevation (ft) Start Station 0.00 11.00 0.00 4.00 10.00 22.00 8.00 9.00 26.00 12.00 8.00 16.00 7.00 20.00 6.00 22.00 5.96 24.00 5.79 26.00 5.96 28.00 6.00 32.00 7.00 36.00 8.00 40.00 9.00 Discharge 65.26 cfs Results Wtd. Mannings Water Surface E Flow Area Wetted Perimet, Top Width Height Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number ' Flow is supercrit 09/16/97 104:11:45 PM End Station 22.00 26.00 40.00 Roughness 0.060 0.013 0.060 SWALE AT DESIGN POINT 22 FOR 100 YR STORM Cross Section for Irregular Channel ' Project Description Project File h:\e4854\docs\drainage\swale.fm2 Worksheet STOVER STREET SWALE Flow Element Irregular Channel ' Method Manning's Formula Solve For Water Elevation ' Section Data Wtd. Mannings Coefficient 0.030 Channel Slope 0.020000 ft/ft Water Surface Elevation 5,004.00 ft Discharge 24.70 cfs 5006. 5006. 5005 co w 5005.1 5004.; 5004.0 5003.E 0.0 10.0 20.0 30.0 40.0 50.0 60.0 70.0 80.0 90.0 Station (ft) Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.13 Page 1 of 1 DESIGN POINT 22 FOR 100 YR STORM Worksheet for Irregular Channel Project Description Project File h:1e48541docsldrainagelswale.fm2 Worksheet STOVER STREET SWALE Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Input Data Channel Slope 0.020000 ft/ft Elevation range: 5,003.50 ft to 5,007.00 ft. Station (ft) Elevation (ft) Start Station 0.00 5,006.00 0.00 12.00 5,005.00 23.00 5,004.00 39.00 5,003.50 59.00 5,004.00 64.00 5,005.00 69.00 5,006.00 74.00 5,007.00 77.50 5,007.00 83.00 5,006.00 Discharge 24.70 cfs Results Wtd. Mannings Coefficient 0.030 Water Surface Elevation 5,004.00 ft Flow Area 8.92 ft, Wetted Perimeter 35.84 ft Top Width 35.83 ft Height 0.50 ft Critical Depth 5,003.99 ft Critical Slope 0.020920 ft/ft Velocity 2.77 ft/s Velocity Head 0.12 ft Specific Energy 5,004.12 ft Froude Number 0.98 Flow is subcritical. End Station Roughness 83.00 0.030 0 09/15/97 11:09:12 AM 1 FlowMaster v5.13 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 No Text RIPRAP SIZE COMPUTATIONS FROM URBAN DRAINAGE MANUAL, Vol 2 OUTLET FOR SEWER V ft/sec S f0t Q cfs D Dia., ft Yt/D Q/(D)' S RIPRAP TYPE FIGURE 5-7 A 5.53 0.0017 13.82 2.00 0.40 4.9 L Z 8.01 0.0044 60.32 4.00 0.40 7.5 L 0 6.12 0.0057 15.04 2.00 0.40 5.3 L OUTLET OF 7.92 0.0041 14.00 1.50 0.40 7.61 L HARMONYPOND OUTLET FOR SEWER V ft/sec S ft/ft Q cfs H ft W ft Yt/H Q/W(H)0.5 RIPRAP TYPE FIGURE 5 JFK CULVERT 6.83 0.0045 50.22 1.37 3.25 0.40 24.8 M CHASE AT 1.90 0.2500 3.73 0.49 4.00 0.40 0.3 L NORTH SIDE OF BUILDING I OUTLET FOR SEWER Yt ft V ALLOWABLE VELOCITY Q cfs D Dia., ft Yt'D Q/(D)`' EXPANSION FACTOR FIGURE 5-9 At sq ft L ft A 0.80 5.5000 13.82 2.00 0.40 2.4 5.1 2.51 6 Z 1.60 5.5000 60.32 4.00 0.40 1.9 5.9 10.97 17 0 0.80 5.5000 15.041 2.00 0.40 2.7 4.7 2.731 7 OUTLET OF 0.60 5.5000 14.001 1.501 0.401 5.11 2.6 2.551 7 HARMONYPOND OUTLET FOR SEWER Yt ft V ALLOWABLE VELOCITY Q cfs H height., ft Yt/H Q/W(H)i 5 EXPANSION FACTOR FIGURE 5-10 At sq ft L ft JFK CUL, -f�__ 0.55' 5.51 50.22 1.37 0.40 9.64 0.6 9.13 8 CHASE AT 0.20 5.51 3,731 0.49 0.40 3.35 2.9 0.68 -2 NORTH SIDE OF BUILDING I DRAINAGE CRITERIA MANUAL x 0 w 3 >- m m w z u- F- z w U W C RIPRAP 0 1 Z 3 4 5 4/ b y u CU JU tiU Z)U o0 INTERMEDIATE ROCK DIMENSION- INCHES FIGURE 5-1. GRADATION OF ORDINARY RIPRAP 11-15-82 URBAN DRAINAGE 5 FLOOD CONTROL DISTRICT DRAINAGE CRITERIA MANUAL RIPRAP 0 .• 0 4C O Rol 2 � 00 .2 rO Q) M 4 .6 Yt/D ti Use Da instead of D whenever flow is supercritical in the barrel. **Use Type L for a distance of 3D downstream. FIGURE 5-7. RIPRAP EROSION PROTECTION AT CIRCULAR CONDUIT OUTLET. 11-15-82 URBAN DRAINAGES FLOOD CONTROL DISTRICT H DRAINAGE CRITERIA MANUAL RIPRAP 0 X0 4C 0 3 a 2C G7 �4,, 0P J�4 -41 i PE L 2 .4 .6 .8 1.0 Yt/H Use Ha instead of H whenever culvert has supercritical flow in the barrel. ,*Use Type L for a distance of 3H downstream. FIGURE 5-8. RIPRAP EROSION PROTECTION AT RECTANGULAR CONDUIT OUTLET. 11-15-82 URBAN DRAINAGE 8 FLOOD CONTROL DISTRICT DRAINAGE CRITERIA MANUAL L m E c N F O O U Q z _O Lo H F z Q x w 9 = Expansion Angle I N O h 1 r00 / /.' .l .2 .3 .4 .5 .6 .7 .8 TAILWATER DEPTH/ CONDUIT HEIGHT, Yt/D RIPRAP I FIGURE 5-9. EXPANSION FACTOR FOR CIRCULAR CONDUITS 11-15-82 URBAN DRAINAGE 9 FLOOD CONTROL DISTRICT DRAINAGE CRITERIA MANUAL Fdlgff-,Va E 7 6 m v N5 X 0 v 4 Q z 3 0 V) z Q a_ 2 X W 6 = Expansion Angle N x 1 .2 .3 .4 .5 .6 .7 .8 .9 1.0 TAILWATER DEPTH/ CONDUIT HEIGHT-Yt/H FIGURE 5-10. EXPANSION FACTOR FOR RECTANGULAR CONDUITS 11-15-82 URBAN DRAINAGE 9 FLOOD CONTROL DISTRICT P'R 0 CARDER CONCRETE PRODUCTS COMPANY 8311 W CARDER CT CONCRETE LITTLETON, CO 80125 (303) 791-1600 (303)791 -1710 FAX AqQ 0 U DATE PAGE Cure C 77 C."r-5 �3 lo c _ VA -7 iie-�ino,;'eTG-oncrete Sewer, Culvert -&' Irrigation Pipe (12" thru 144 Reinforced Concrete Elliptical Pipe (18" thru 144-) Precast Concrete Box Culverts Concrete Pipe Stays in Shape m I m ' I ' Des ign:Trial-1 Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation Computed Headwater Elevation Headwater Depth/ Height Inlet Control HW Elev Outlet Control HW Elev Grades Upstream Invert Length Hydraulic Profile Culvert Designer/Analyzer Report outlet of harmony pond 5,006.20 It Storm Event Design 5,006.60 ft Discharge 14.00 cfs 3,004.10 Tailwater Elevation 5,003.70 ft 5.003.70 ft Control Type Outlet Control 5,006.60 ft 560.45 ft Downstream Invert 500.04 ft 113.00 ft Constructed Slope 0.003600 ft/ft Profile Pressure Depth, Downstream 4,503.66 ft Slope Type N/A Normal Depth N/A ft Flow Regime Critical Depth 1.38 ft ' Velocity Downstream 7.9_ 2 f�t/s_ Critical Slope 0.011037 ft/ft Section Section Shape Circular Mannings Coefficient 0.011 Section Material Concrete Span 1.50 ft Section Size 18 inch Rise 1.50 ft ' Number Sections 1 Outlet Control Properties Outlet Control HW Elev 5,006.60 ft Upstream Velocity Head 0.98 ft Ke 0.50 Entrance Loss 0.49 ft t Inlet Control Properties Inlet Control HW Elev 5,003.70 ft Flow Control Submerged Inlet Type Square edge w/headwall Area Full 1.8 ft2 K 0.00980 HDS 5 Chart 1 M 2.00000 HDS 5 Scale 1 C 0.03980 Equation Form 1 Y 0.67000 'Project Engineer: DREXEL BARREL & COMPANY h:\e4854\docs\drainage\harmony.cvm Drexel Barrell & Company CulvertMaster v1.0 10MW97 11:58:58 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 759-1666 Page 2 of 2 ' Culvert Designer/Analyzer Report outlet of harmony pond Peak Discharge Method: User -Specified Design Discharge 14.00 cfs Check Discharge 0.00 cfs Grades Model: Inverts Invert Upstream 500.45 ft Invert Downstream 500.04 ft Length 113.00 ft Slope 0.003600 ft/ft Drop 0.41 ft Headwater Model: Maximum Allowable HW Headwater Elevation 5,006.20 ft Tailwater Conditions: Constant Tailwater Tailwater Elevation 5.003.70 ft Name Desc Discharge HW Elev Velocity x Trial-1 1-18 inch Circular 14.00 cfs 5,006.60 ft 7.92 ft/s 1 t i t i ' Project Engineer: DREXEL BARREL & COMPANY h:\e4854\dots\drainage\harmony.cvm Drexel Barrell & Company CulvertMaster v1.0 10/13/97 11:58:58 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 2 Gp.Fs DF� * * _ CARDER CONCRETE PRODUCTS COMPANY 8311 W. CARDER CT. CONCRETE LITTLETON. CC sees (303) 791-1 -00 303i c' 710 FAX a%oouG�g DATE PAGE of I J g X tA-)Ie-1'-J t• ) rai � Q' CQ.Ss -r ) 0 ... ' 4�— S'r' K�- I 2 2 C. Reinforced Concrete Sewer, Culvert & Irrigation Pipe (12" thru 144") Reinforced Concrete Elliptical Pipe (18" thru 144") Precast Concrete Box Culverts Concrete Pipe Stays in Shape CHASE ON COLLEGE FOR 100 YR STORM Cross Section for Rectangular Channel Project Description ' Project File h:\e4854\docs\drainage\street flows\harmony.fm2 Worksheet CAPACITY OF SIDEWALK CHASE ON COLLEGE Flow Element Rectangular Channel Method Manning's Formula 1 Solve For Channel Depth Section Data Mannings Coefficient 0.013 Channel Slope 0.009400 ft/ft 1 Depth 0.37 ft Bottom Width 2.00 ft Discharge 3.39 cfs 1 i 0.37 ft=.4`�►t v 2.00 ft H 1 NTS FlowMaster v5.13 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 No Text 1.0 12 5 9 II 10 4 8 10 3 .8 6 t- w 9 0 4 2 u_ ' 1= .7 w 8 w 3 �� z 1.5 «i 2 6 7 PoCi b,. w O Exomp\e, z L - 1.0 .5 6 -_ Example, Port o "0Z 9 J z 5.5 a ---- ao .8 Uj 6 w w w c� 5 w = z o .7 w .4 z z .4 F- 4.5 z o 3 0 6 ? _ - w s LL _ 4 _- 0 0 .5 c� = • 2 F- z 0 z- z 3 w w .4 w 3.5 a 0 0 1 w 0 0 0 .08 25 3 t- ►- 0 .06 .3 _ = o IL z_ _ Li x .04 ac 5.25 2.5 w w .2 .03 r a F. 3 a 02 0 .2 a 2 a = U F" d .15 .01 0 .15 L U- 0 0 1.5 --- -- - - -- - - yo Q o _ 2h .10 I 1.2 Figure 5-2 NOMOGRPAH FOR CAPACITY OF CURB OPENING INLETS IN SUMPS, DEPRESSION DEPTH 2" Adapted from Bureau of Public Roads Nomograph MAY 1984 5-10 DESIGN CRITERIA 0.7 0.6 I_ IJ z 0.5 C� w > 0.4 0 0.3 u 0 Z 0.2 0 z 0 EXAMPLE 0.0111111111�lllllllllllllt111111 0 I 2 3 4 FLOW INTO INLET PER SO. FT. OF OPEN AREA (CFS/FT2} Figure 5-3 CAPACITY OF GRATED INLET IN SUMP (From: Wright -McLaughlin Engineers, 1969) 5 MAY 19S4 5-1 1 DESIGN CRITERIA INLET CAPACITIES PONDING DEPTH DUE TO INLET CAPACITY Basin Sub -Basin Inlet # Inlet Type Inlet (Sump or Grade) Max Ponding Depth (Pt) Open Area (ftz) Height of Opening (ft.) Flow (cfs) Actual Ponding Depth (ft)" Check Actual < Max A A2 L4 TYPE 13 Sumo 0.90 2.31 - 5.16 0.35 OK A3 L3 TYPE R Sumo 1.00 0.5 3.32 0.27 OK A4 L2 TYPE 13 Sump 0.70 2.31 14.90 POND A5 M1 TYPE R Sump 0.50 - 0.5 2.11 0.27 OK A6 L1 TYPE 13 Sumo 0.70 2.31 1 - 6.24 0.42 OK A7 P1 TYPE R Sump 1.30 - 0.5 5.67 0.60 OK A8 J1 TYPE R Sump 1.30 0.5 5.18 0.55 OK A9 J2 TYPE 13 Sump 1.50 2.31 - 3.24 0.29 OK A10 Canal - _ 3.97 C C1 W4 TYPE R Sump 0.80 0.5 3.97 0.45 OK D D1 H4 TYPE R Sump 0.50 0.5 1.301 0.18 OK D2 H3 TYPE R Sump 0.15 0.5 1.22 0.18 NO' D3 H2 TYPE R Sump 0.35 0.5 1.78 0.24 OK D4 H1 TYPE R Sump 0.60 0.5 1.30 0.18 OK D5 G3 TYPE R Sumo 1.50 0.5 11.02 1.25 OK D6 IG2 TYPE 13 Sump 0.70 2.31 6.64 0.52 OK D7 G1 TYPE 13 Sumo 0.70 2.31 - 5.67 0.24 OK D8 E4 TYPE R Sumo 1.50 0.5 9.72 1.56 NO' 09 E5 TYPE 13 Sumo 1.50 2.31 - 8.10 POND D10 F1 TYPE R Sumo 1.50 0.5 3.73 POND D11 E3 TYPE 13 1 Sumo 1.50 2.31 - 7.59 POND D12 E2 TYPE 13 Sump 1.50 2.31 13.20 POND D13 E1 TYPE 13 Sump 1.50 2.31 9.32 POND D14 G4 TYPE R Sumo 1.50 0.5 10.611 0.90 OK D 15 ROOF N/A 4.29 D16 ROOF N.%A _ 8.34 F F1 TYPE R Sump 1.50 0.5 4.21 0.48 OK F2 E0 TYPE R Suno 1.50 0.5 4.05 0.48 OK F3 ROOF WA - 14.18 H H1 A7 TYPE R Sump 0.50--- 0.5 6.48 POND H2 A6 TYPE 13 Sumo 0.50 2.31 - 9.72 0.37 OK H3 AS ITYPE 13 Grade 0.15 2.31 1.57 POND H4 A4 ITYPE 13 Sump 0.50 2.31 12.151POND HS A3 TYPE 13 Sump 1.00 2.31 - 0.261 0.23 OK I 11 B1 TYPE R Sumo 1.50 0.5 8.67 1.00 OK 12 83 TYPE 13 Sumo 1.20 2.31 8.91 1.10 OK 13 B4 TYPE 13 Sump 0.70 2.31 4.86 0.29 OK 14 ROOF ROOF N!A 12.47 15 ROOF ROOF N/A 10.13 16 SWALE N/A 0.88 17 CURB CUT N/A 3.73 - OK J lil N2 END SECT. Sump 2.57 1 1.77 1.5 1 12.311 2.50 OK ' Flow for sub -basin D2 carries over to sub -basin D3 Flow for sub -basin D8 carries over to sub -basin D9 Ponding depth for Type R inlets computed using Figure 5-2 Ponding depth for Type 13 inlets computed using Figure 5-3 Reduction factors for all flows have been accounted for by multipling flows by 1.25 . Page 1 POND Al POND VOLUME CALCULATION FOR POND Al ArTl JAI PnNn VnI HMF CONTOUR AREA (sq ft) DEPTH (ft) VOLUME (cu ft) 27 19030 26 1265 1.00 7187 25.5 30 0.50 221 7408 cu. ft. REQUIRED POND VOLUME TIME 100-YEAR TIME CCfA = ACUMULATED OUTFALL STORAGE (MIN.) INTENSITY (SEC.) 1.74 VOLUME (cu. ft) VOLUME REQUIRED Q=3.15 5 8.1 300 1.74 4228 945 3283 10 6.97 600 1.74 7277 1890 5387 15 5.95 900 1.74 9318 2835 6483 20 5.23 1200 1.74 10920 3780 7140 25 4.6 1500 1.74 12006 4725 7281 30 4.06 1800 1.74 12716 5670 7046 35 3.8 2100 1.74 13885 6615 7270 40 3.44 2400 1.74 14365 7560 6805 45 3.25 2700 1.74 15269 8505 6764 50 2.95 3000 1.74 15399 9450 5949 55 2.79 3300 1.74 16020 10395 5625 60 2.57 3600 1.74 16098 11340 4758 65 2.42 3900 1.74 16422 12285 4137 70 2.3 4200 1.74 16808 13230 3578 75 2.17 4500 1.74 16991 14175 2816 80 2.031 4800 1.74 16955 15120 1835 85 1.931 51001 1.74 17127 16065 1062 S Page 1 POND A2 POND VOLUME CALCULATION FOR POND A2 ACTUAL POND VOLUME CONTOUR AREA (sq ft) DEPTH (ft) VOLUME (cu ft) 27 71800 26 13190 1.00 32727 25.5 30 0.50 2208 34935 cu. ft. TIME 100-YEAR TIME CCfA = ACUMULATED OUTFALL STORAGE (MIN.) INTENSITY (SEC.) 4 VOLUME (cu. ft) VOLUME REQUIRED Q = 1.06 cu. ft. 5 8.1 300 4.00 9720 318 9402 10 6.97 600 4.00 16728 636 16092 15 5.95 900 4.00 21420 954 20466 20 5.23 1200 4.00 25104 1272 23832 25 4.6 1500 4.00 27600 1590 26010 30 4.06 1800 4.00 29232 1908 27324 35 3.8 2100 4.00 31920 2226 29694 40 3.44 2400 4.00 33024 25441 30480 45 3.25 2700 4.00 35100 2862 32238 50 2.95 3000 4.00 35400 3180 32220 55 2.79 3300 4.00 36828 3498 33330 60 2.57 3600 4.00 37008 3816 33192 65 2.42 3900 4.00 37752 4134 33618 70 2.3 4200 4.00 38640 4452 34188 75 2.17 4500 4.00 39060 4770 34290 801 2.03 48001 4.00 38976 5088 33888 851 1.93 5100 4.00 39372 5406 33966 90 1.88 5400 4.00 40608 5724 34884 95 1.77 5700 4.00 40356 6042 34314 100 1.7 6000 4.00 40800 6360 34440 105 1.64 6300 4.00 41328 6678 34650 110 1.55 6600 4.00 40920 6996 33924 115 1.5 69001 4.00 41400 7314 34086 1201 1.44 7200 4.00 414721 7632 33840 Page 1 POND C POND VOLUME CALCULATION FOR POND C ACTUAL POND VOLUME CONTOUR AREA (sq ft) DEPTH (ft) VOLUME (cu ft) 27 5600 0.5 26.5 1573 0.25 1690 26.25 5 0 139 1829 cu. ft. REQUIRED POND VOLUME TIME 100-YEAR TIME CCfA = ACUMULATED OUTFALL STORAGE (MIN.) INTENSITY (SEC.) 0.49 VOLUME (cu. ft) VOLUME REQUIRED Q = 1.09 5 8.1 300 0.49 1191 327 864 10 6.97 600 0.49 2049 654 1395 15 5.95 900 0.49 2624 981 1643 20 5.23 1200 0.49 3075 1308 1767 25 4.6 1500 0.49 3381 1635 1746 30 4.06 1800 0.49 3581 1962 1619 35 3.8 2100 0.49 3910 2289 1621 40 3.44 2400 0.49 4045 2616 1429 45 3.251 2700 0.491 4300 29431 1357 Page 1 POND D POND VOLUME CALCULATION FOR POND D ACTUAL POND VOLUME CONTOUR AREA DEPTH VOLUME 20.5 128357 20 95134 0.5 55666 19.5 28405 0.51 29254 191 481 0.51 4937 89856 cu. ft. TIME 100-YEAR TIME CCfA = ACUMULATED OUTFALL STORAGE (MIN.) INTENSITY (SEC.) 12.88 VOLUME (cu. ft) VOLUME REQUIRED Q = 13.82 5 8.1 300 12.88 31298 4146 27152 10 6.97 600 12.88 53864 8292 45572 15 5.95 900 12.88 68972 12438 56534 20 5.23 1200 12.88 80835 16584 64251 25 4.6 1500 12.88 88872 20730 68142 30 4.06 1800 12.88 94127 24876 69251 35 3.8 2100 12.88 102782 29022 73760 40 3.44 2400 12.88 106337 33168 73169 45 3.25 2700 12.88 113022 37314 75708 50 2.95 3000 12.88 113988 41460 72528 55 2.791 3300 12.88 118586 45606 72980 60 2.571 3600 12.88 119166 49752 69414 65 2.421 3900 12.88 121561 53898 67663 70 2.3 4200 12.88 124421 58044 66377 75 2.17 4500 12.88 125773 62190 63583 80 2.03 4800 12.88 125503 66336 59167 85 1.93 5100 12.88 126778 70482 56296 90 1.88 5400 12.88 130758 74628 56130 95 1.77 5700 12.88 129946 78774 51172 100 1.7 6000 12.88 131376 82920 48456 105 1.64 6300 12.88 133076 870661 46010 110 1.55 6600 12.88 131762 912121 40550 115 1.5 6900 12.88 133308 953581 37950 120 1.44 7200 12.88 133540 995041 34036 I Page 1 POND H POND VOLUME CALCULATION FOR POND H ACTUAL POND VOLUME CONTOUR AREA DEPTH VOLUME 13.2 39894 13 34444 0.2 7427 12 20000 1 26897 11.71 121 0.3 2050 36374 cu. ft. TIME 100-YEAR TIME CCfA = ACUMULATED OUTFALL STORAGE (MIN.) INTENSITY (SEC.) 3.91 VOLUME (cu. ft) VOLUME REQUIRED Q = 1.84 5 8.1 300 3.91 9501 552 8949 10 6.97 600 3.91 16352 1104 15248 15 5.95 900 3.91 20938 1656 19282 20 5.23 1200 3.91 24539 2208 22331 25 4.6 1500 3.91 269791 2760 24219 30 4.06 1800 3.91 28574 3312 25262 35 3.8 2100 3.91 31202 3864 27338 40 3.44 24001 3.91 32281 4416 27865 45 3.25 27001 3.91 34310 4968 29342 50 2.95 3000 3.91 34604 5520 29084 55 2.79 3300 3.91 35999 6072 29927 60 2.57 3600 3.91 36175 6624 29551 65 2.42 3900 3.91 36903 7176 29727 70 2.3 4200 3.91 37771 7728 30043 75 2.17 4500 3.91 38181 8280 29901 80 2.03 4800 3.91 380991 8832 29267 85 1.93 5100 3.91 384861 9384 29102 90 1.88 5400 3.91 39694 9936 29758 95 1.77 5700 3.91 39448 10488 28960 100 1.7 6000 3.91 39882 11040 28842 105 1.64 6300 3.91 40398 11592 28806 110 1.55 6600 3.91 39999 12144 27855 115 1.5 6gool 3.91 40469 12696 27773 120 1.441 72001 3.911 40539 13248 27291 0 Page 1 HARMONY TOWNE CENTER POND POND VOLUME CALCULATION FOR HARMONY TOWNE CENTER POND ACTUAL POND VOLUME CONTOUR AREA DEPTH VOLUME 5000.45 0 5001.00 2275.30 0.55 417.14 5002.00 18693.73 1.00 9163.61 5003.00 61514.41 1.00 38039.60 5004.00 100674.16 1.00 60294.54 5005.00 133066.94 1.00 116494.64 5006.00 145519.40 1.00 139246.76 5006.40 149271.72 0.40 58956.63 5007.001 154900.21 442612.93 cu. ft. = 10.16 ft-acre N Page 1 ORIFICE POND Al ORIFICE PLATE DESIGN Qre�ease= CA(2gh)(1/2) Qrelease= 3.15 cfs C= 0.65 g= 32.2 h = h2-h,-0.5d h2= 27 h, = 22.28 d= 0.604832 ft. Orelease = 3.149979 cfs Diameter = 7.3 inches POND C ORIFICE PLATE DESIGN Qrelease= CA(29h)(1/2) ()release= 1.09 cfs C= 0.65 g= 32.2 h = h2-hi-0.5d h2= 27 h,= 23.6 d= 0.385 ft. QreFease = 1.087554 cfs Diameter = 4.6 inches POND A2 ORIFICE PLATE DESIGN Qreiease= CA(29h)(1/2) Qrelease= 1.06 cfs C= 0.65 g= 32.2 h = h2-hl-0.5d h2= 27 h,= 21.31 d= 0.3325 ft. Qrelease = 1.064502 Cfs Diameter = 4.0 inches POND D ORIFICE PLATE DESIGN Qreiease= CA(29h)('/2) ()release= 13.82 cfs C= 0.65 g= 32.2 h = h2-h,-0.5d h2= 20.5 h, = 11.44 d= 1.075 ft. Qreiease = 13.82123 Cfs Diameter = 12.9 inches 0 Page 1 ORIFICE POND H ORIFICE PLATE DESIGN Qre,eas.= CA(2gh)('/2) Qrelease= 1.84 cfs C= 0.65 g= 32.2 h = h2-hl-0.5d h2= 11.7 h l = 5.73 23.6 d= 0.408 ft. Qrelease = 1.637585 cfs Diameter = 4.9 inches Page 2 I w mur 3 rtl 0 0 = p �I�i�lll 2 4 6 8 10 12 14 SLOPE OF GUTTER (%) Figure 4-2 REDUCTION FACTOR FOR ALLOWABLE GUTTER CAPACITY Apply reduction factor for applicable slope to the theoretical gutter capacity to obtain allowable gutter capacity. (From: U.S. Dept. of Commerce, Bureau of Public Roads, 1965) v 4-4 DESIGN CRITERIA COLLEGE AVE AT STA 13+50 FOR 100 YR STORM Cross Section for Irregular Channel Project Description ' Project File h:\e4854\docs\drainage\street flows\harmony.fm2 Worksheet COLLEGE AVENUE STA. 13+50 Flow Element Irregular Channel ' Method Manning's Formula Solve For Discharge Section Data Wtd. Mannings Coefficient 0.017 Channel Slope 0.003200 ft/ft Water Surface Elevation 30.07 ft Discharge 24.75 cfs 30.0 30. 30., 30., C 0 30.0 29.8 29.6 29.4 29.2 0.%J 50� = /�Z , 3 8C FZ Q! lo& . 12.38i3,34- Q," i v.0 U.0 30.0 40.0 50.0 60.0 70.0 80.0 Station (ft) Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.13 Page 1 of 1 COLLEGE AVE. STA. 13+50 FOR 100-YR STORM Worksheet for Irregular Channel Project Description Project File h:\e4854\docs\drainage\street flows\harmony.fm2 Worksheet COLLEGE AVENUE STA. 13+50 Flow Element Irregular Channel ' Method Manning's Formula Solve For Discharge Input Data Channel Slope 0.003200 ft/ft Water Surface Elevation 30.07 ft Elevation range: 29.21 ft to 30.73 ft. Station (ft) Elevation (ft) Start Station End Station 0.00 30.07 0.00 8.00 8.00 29.91 8.00 18.50 18.50 29.71 18.50 79.13 18.63 29.21 20.63 29.38 33.63 29.87 79.13 30.73 Results Wtd. Mannings Coefficient 0.017 Discharge 24.75 cfs Flow Area 11.84 ft2 Wetted Perimeter 44.62 ft Top Width 44.21 ft Height 0.86 ft Critical Depth 30.00 ft Critical Slope 0.006164 ft/ft Velocity 2.09 ft/s Velocity Head 0.07 ft Specific Energy 30.14 ft Froude Number 0.71 Flow is subcritical. Roughness 0.016 0.030 0.016 1 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.13 Page 1 of 1 COLLEGE AVE AT STA 13+50 FOR 10 YR STORM Cross Section for Irregular Channel Project Description Project File h:\e4854\docs\drainage\street flows\harmony.fm2 Worksheet COLLEGE AVENUE STA. 13+50 Flow Element Irregular Channel Method Manning's Formula Solve For Discharge ' Section Data Wtd. Mannings Coefficient 0.016 Channel Slope 0.003200 ft/ft Water Surface Elevation 29.71 ft Discharge 4.21 cfs 30.P 30.( 30.4 c 0 30.0 cz m w 29.8 29.6 29.4 29.2 0.0 `/. Z ) (50) - 2 . / / C-fs CL lldL.J 0.b &. 2. // 2.2gcfs = Q10 10.0 20.0 30.0 40.0 50.0 60.0 70.0 80.0 Station (ft) Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.13 Page 1 of 1 COLLEGE AVE. STA. 13+50 FOR 10-YR STORM Worksheet for Irregular Channel Project Description Project File h:\e4854\docs\drainage\street flows\harmony.fm2 Worksheet COLLEGE AVENUE STA. 13+50 Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Input Data Channel Slope 0.003200 ft/ft Water Surface Elevation 29.71 ft Elevation range: 29.21 ft to 30.73 ft. Station (ft) Elevation (ft) Start Station 0.00 30.07 0.00 8.00 29.91 8.00 18.50 29.71 18.50 18.63 29.21 20.63 29.38 33.63 29.87 79.13 30.73 Results Wtd. Mannings Coefficient 0.016 Discharge 4.21 cfs Flow Area 2.31 ft2 Wetted Perimeter 11.29 ft Top Width 10.89 ft Height 0.50 ft Critical Depth 29.65 ft Critical Slope 0.006885 ft/ft Velocity 1.82 fUs Velocity Head 0.05 ft Specific Energy 29.76 ft Froude Number 0.70 Flow is subcritical. End Station 8.00 18.50 79.13 Roughness 0.016 0.030 0.016 1 FlowMaster v5.13 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 JFK BLVD STA. 12+00 FOR 100 YR STORM Cross Section for Irregular Channel Project Description Project File hAe4854\docs\drain age\street flows\harmony.fm2 - Worksheet JFK BLVD STA. 12+00 Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Section Data 1 109/16/97 03:15:55 PM Wtd. Mannings Coefficient 0.018 Channel Slope 0.016000 ft/ft Water Surface Elevation 17.11 ft Discharge 165.23 cfs 1 17.2 r - - - - 2:os- S- -a�lo�Qb� �,�8 = a o5,- 5 17. 16.( 16.E c 0 w 16.4 16.2 16.0 15.8 0.0 o.0 1 u.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 50.0 55.0 Station (fQ Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.13 Page 1 of 1 JFK BLVD. STA. 12+00 FOR 100 YR STORM Worksheet for Irregular Channel Project Description ' Project File h:\e4854\docs\drainage\street flows\harmony.fm2 Worksheet JFK BLVD STA. 12+00 Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Input Data Channel Slope 0.016000 ft/ft Water Surface Elevation 17.11 ft Elevation range: 15.99 ft to 17.11 ft. Station (ft) Elevation (ft) Start Station End Station Roughness 0.00 17.11 0.00 1.28 0.030 1.28 16.79 1.28 6.28 0.016 6.28 16.69 6.28 16.28 0.030 16.28 16.49 16.28 51.41 0.016 16.41 15.99 18.41 16.16 51.41 17.11 Results Wtd. Mannings Coefficient 0.018 Discharge 165.23 cfs Flow Area 25.11 ft2 Wetted Perimeter 51.86 ft Top Width 51.41 ft Height 1.12 ft Critical Depth 17.31 ft Critical Slope 0.005281 ft/ft Velocity 6.58 ft/s Velocity Head 0.67 ft Specific Energy 17.78 ft Froude Number 1.66 Flow is supercritical G Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06706 (203) 755.1666 FlowMaster v5.13 Page 1 of 1 ' JFK BLVD STA. 12+00 Cross Section for Irregular Channel Project Description Project File h:\e4854\docs\drainage\street flows\harmony.fm2 ' Worksheet JFK BLVD STA. 12+00 Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Section Data Wtd. Mannings Coefficient 0.016 Channel Slope 0.016000 ft/ft Water Surface Elevation 16.49 ft Discharge 10.95 cfs 17 17. 16.E R w 16.,4 16.2 16.0 15.8 O.0 /d.q5(-(0) = 3.�6 TSRI6"�L, ac. c,,a I = 0, / ` -P 2,72 b.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 50.0 55.0 Station (fQ FlowMaster v5.13 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 JFK BLVD. STA. 12+00 FOR MINOR STORM Worksheet for Irregular Channel Project Description Project File h:\e4854\docs\drainage\street flows\harmony.fm2 Worksheet JFK BLVD STA. 12+00 Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Input Data Channel Slope 0.016000 ft/ft Water Surface Elevation 16.49 ft Elevation range: 15.99 ft to 17.11 ft. ` Station (ft) Elevation (ft) Start Station End Station 0.00 17.11 0.00 1.28 1.28 16.79 1.28 6.28 6.28 16.69 6.28 16.28 16.28 16.49 16.28 51.41 16.41 15.99 18.41 16.16 51.41 17.11 Results Wtd. Mannings Coefficient 0.016 Discharge 10.95 cfs Flow Area 2.75 ft2 Wetted Perimeter 13.99 ft Top Width 13.59 ft Height 0.50 ft Critical Depth 16.58 ft Critical Slope 0.009438 ft/ft Velocity 3.97 fUs Velocity Head 0.25 ft Specific Energy 16.74 ft Froude Number 1.56 Flow is supercritical. 1 109/15/97 05:15:28 PM 1 Roughness 0.030 0.016 0.030 0.016 0 FlowMaster v5.13 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 IJFK BLVD STA. 14+00 FOR 100 YR STORM Cross Section for Irregular Channel Project Description 1 Project File h:\e4854\docs\drainage\street flows\harmony.fm2 Worksheet JFK BLVD STA. 12+00 Flow Element Irregular Channel Method Manning's Formula t Solve For Discharge Section Data Wtd. Mannings Coefficient 0.018 Channel Slope 0.005900 ft/ft Water Surface Elevation 17.11 ft Discharge 100.34 cfs 17.( 16.E 16.E a 0 m w 16.4 16.2 16.0 15.8 0.0 341(60) ac_uQ,/ c = !r 0 2 -4 G 61 ZG GTS 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 50.0 55.0 Station (ft) FlowMaster v5.13 Haestad Methods, Inc. 37 Brookside Road Waterbury. CT 06708 (203) 755-1666 Page 1 of 1 JFK BLVD. STA. 14+00 FOR 100 YR STORM Worksheet for Irregular Channel Project Description Project File h:\e4854\docs\drainage\street flows\harmony.fm2 Worksheet JFK BLVD STA. 12+00 Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Input Data Channel Slope 0.005900 ft/ft Water Surface Elevation 17.11 ft Elevation range: 15.99 ft to 17.11 ft. Station (ft) Elevation (ft) Start Station End Station 0.00 17.11 0.00 1.28 1.28 16.79 1.28 6.28 6.28 16.69 6.28 16.28 16.28 16.49 16.28 51.41 16.41 15.99 18.41 16.16 51.41 17.11 Results Wtd. Mannings Coefficient 0.018 Discharge 100.34 cfs Flow Area 25.11 ft2 Wetted Perimeter 51.86 ft Top Width 51.41 ft Height 1.12 ft Critical Depth 17.11 ft Critical Slope 0.005800 ft/ft Velocity 4.00 ft/s Velocity Head 0.25 ft Specific Energy 17.36 ft Froude Number 1.01 Flow is supercritical. 109/16/97 03:16:27 PM Roughness 0.030 0.016 0.030 0.016 C FlowMaster v5.13 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 ' JFK BLVD STA. 14+00 Cross Section for Irregular Channel ' 10 yr_-Si4 rrfn Project Description ' Project File h:\e4854\docs\drainage\street flows\harmony.fm2 Worksheet JFK BLVD STA. 12+00 Flow Element Irregular Channel Method Manning's Formula I' Solve For Discharge 1 Section Data Wtd. Mannings Coefficient 0.016 Channel Slope 0.005900 ft/ft Water Surface Elevation 16.49 ft Discharge 6.65 cfs 1 -7 17.( 16.E 16.E 0 w 16.4 16.2 16.0 15.8 0.0 6, 6:5- 6 Go) = 3. �i'� a 1 IOL,_)O1 a! aC-+C--,,a, I �2c = O f ' / 3. ?q -fs 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 50.0 55.0 Station (ft) FlowMaster v5.13 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 JFK BLVD. STA. 14+00 FOR MINOR STORM Worksheet for Irregular Channel Project Description Project File hAe4854\docs\drainag e\street flows\harmony.fm2 Worksheet JFK BLVD STA. 12+00 Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Input Data Channel Slope 0.005900 ft/ft Water Surface Elevation 16.49 ft Elevation range: 15.99 ft to 17.11 ft. Station (ft) Elevation (ft) Start Station End Station 0.00 17.11 0.00 1.28 1.28 16.79 1.28 6.28 6.28 16.69 6.28 16.28 16.28 16.49 16.28 51.41 16.41 15.99 18.41 16.16 51.41 17.11 Results Wtd. Mannings Coefficient 0.016 Discharge 6.65 cfs Flow Area 2.75 ftz ' Wetted Perimeter 13.99 ft Top Width 13.59 ft Height 0.50 ft Critical Depth 16.48 ft ' Critical Slope 0.006651 ft/ft Velocity 2.41 ft/s Velocity Head 0.09 ft ' Specific Energy 16.58 ft Froude Number 0.95 Flow is subcritical. Roughness 0.030 0.016 0.030 0.016 a Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755.1666 FlowMaster v5.13 Page 1 of 1 JFK BLVD STA. 21+00 FOR 100 YR STORM Cross Section for Irregular Channel Project Description Project File h:\e4854\docs\drainage\street flows\harmony.fm2 Worksheet JFK BLVD STA. 12+00 Flow Element Irregular Channel Method Manning's Formula Solve For Discharge ' Section Data Wtd. Mannings Coefficient 0.018 Channel Slope , 0.006400 ft/ft Water Surface Elevation 17.11 ft Discharge 104.50 cfs 1 1 .: 17.( 16.E 16.E 0 cli w 16.4 16.2 16.0 15.8 0.0 j �, 5 a�, �ob� = �p � • I G�5 a G��b 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 50.0 55.0 Station (ft) Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755.1666 FlowMaster v5.13 Page 1 of 1 ' JFK BLVD. STA. 21+00 FOR 100 YR STORM Worksheet for Irregular Channel Project Description Project File h:\e4854\docs\drainage\street flows\harmony.fm2 Worksheet JFK BLVD STA. 12+00 Flow Element Irregular Channel Method Solve For Manning's Formula Discharge I' ' Input Data Channel Slope 0.006400 ft/ft Water Surface Elevation 17.11 ft Elevation range: 15.99 ft to 17.11 ft. Station (ft) Elevation (ft) Start Station End Station 0.00 17.11 0.00 1.28 ' 1.28 16.79 1.28 6.28 6.28 16.69 6.28 16.28 16.28 16.49 16.28 51.41 ' 16.41 15.99 18.41 16.16 51.41 17.11 Results Wtd. Mannings Coefficient 0.018 Discharge 104.50 cfs Flow Area 25.11 ftz Wetted Perimeter 51.86 ft Top Width 51.41 ft Height 1.12 ft Critical Depth 17.13 ft Critical Slope 0.005757 ft/ft Velocity 4.16 fUs Velocity Head 0.27 ft Specific Energy 17.38 ft Froude Number 1.05 Flow is supercritical. 109/16i97 03:17:13 PM Roughness 0.030 0.016 0.030 0.016 0 FlowMaster v5.13 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 JFK BLVD STA. 21+00 Cross Section for Irregular Channel 10 Project Description Project File h:\e4854\docs\drainage\street flows\harmony.fm2 ' Worksheet JFK BLVD STA. 12+00 Flow Element Irregular Channel Method Manning's Formula ' Solve For Discharge Section Data Wtd. Mannings Coefficient 0.016 Channel Slope 10.006400 ft/ft Water Surface Elevation 16.49 ft Discharge 6.92 cfs O&JW 17.( 16.E = 16.6 C 0 m 0 16.4 16.2 16.0 15.8 0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 50.0 55.0 Station (ft) FlowMaster v5.13 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 JFK BLVD. STA. 21+00 FOR MINOR STORM Worksheet for Irregular Channel Project Description Project File h:\e4854\docs\drainage\street flows\harmony.fm2 Worksheet JFK BLVD STA. 12+00 Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Input Data Channel Slope 0.006400 ft/ft Water Surface Elevation 16.49 ft Elevation range: 15.99 ft to 17.11 ft. Station (ft) Elevation (ft) Start Station End Station 0.00 17.11 0.00 1.28 1.28 16.79 1.28 6.28 6.28 16.69 6.28 16.28 16.28 16.49 16.28 51.41 16.41 15.99 18.41 16.16 51.41 17.11 Results Wtd. Mannings Coefficient 0.016 Discharge 6.92 cfs Flow Area 2.75 ft, Wetted Perimeter 13.99 ft Top Width 13.59 ft Height 0.50 ft Critical Depth 16.49 ft Critical Slope 0.006614 ft/ft Velocity 2.51 ft/s Velocity Head 0.10 ft Specific Energy 16.59 ft Froude Number 0.98 Flow is subcritical. Roughness 0.030 0.016 0.030 0.016 C Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.13 Page 1 of 1 CAPACITY OF CHASE ON COLLEGE FOR 100-YR Worksheet for Rectangular Channel Project Description ' Project File h:\e4854\docs\drainage\street flows\harmony.fm2 Worksheet CAPACITY OF SIDEWALK CHASE ON COLLEGE Flow Element Rectangular Channel ' Method Manning's Formula Solve For Channel Depth ' Input Data Mannings Coefficient 0.013 Channel Slope 0.009400 ft/ft Bottom Width 2.00 ft Discharge 3.39 cfs Results Depth 0.37 ft ' Flow Area 0.73 ftz Wetted Perimeter 2.73 ft Top Width 2.00 ft Critical Depth 0.45 ft Critical Slope 0.005271 ft/ft Velocity 4.81 ft/s Velocity Head 0.33 ft Specific Energy 0.70 ft Froude Number 1.34 Flow is supercritical. 1 09/18/97 11:35:54 AM FlowMaster v5.13 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755.1666 Page 1 of 1 I F1 APPENDIX C I StormCADD Storm Sewer Calculations 0 11 J u 1 I I r Outlet Discharge sc age StormCAD uses the rational method to compute the discharge leaving the network. The rational method peak is added to all other total upstream additional flows (not printed at outlets) and known flows to generate the system discharge. Note: In the rational method the discharge at any system design location is a function of travel time to the point of concern. The total system flow time (or system time of concentration) generated at the location is used to compute a system rainfall intensity. This fact can be a source of minor confusion since mass balance of flows is not strictly observed at noninflow junctions. For a given CA, system discharges will decrease with increasing system flow times. Thus, the combined discharges at a simple junction will not necessarily be equal to the sum of all the incoming pipe design flows. This follows intuitively if one likens the effect to a type of peak attenuation due to pipe routing effects. This reduction in peak flows is particularly noticeable at the system outlet or junctions with single incoming pipes. The discharge in the inflow pipe(s) may be noticeably higher than the reported outlet or junction discharge because the discharge is recomputed at the structure on the basis of system flow time. Junction Discharge StormCAD uses the rational method to compute the discharge at a junction. The rational peak discharge is added to all other user supplied flows known flows, carryover, additive flows to generate pipe design discharges for the exit pipe. Note: In the rational method the discharge at any system design location is a function of travel time to the point of concern. The total system flow time (or system time of concentration) generated at the location is used to compute a system rainfall intensity. This fact can be a source of minor confusion since mass balance of flows is not strictly observed at noninflow junctions. For a given CA, system discharges will decrease with increasing system flow times. Thus, the combined discharges at a simple junction will not necessarily be equal to the sum of all the incoming pipe design flows. This follows intuitively if one likens the effect to a type of peak attenuation due to pipe routing effects. This reduction in peak flows is particularly noticeable at the system outlet or junctions with single incoming pipes. The discharge in the inflow pipe(s) may be noticeably higher than the reported outlet or junction discharge because the discharge is recomputed at the structure on the basis of system flow time. tProject Title: HARMONY CENTRE h:\e4854\docs\drainage\profilec.stm 09/15/97 01:53:45 PM © Haestad Methods. Inc Col C2B I Project Engineer: DREXEL BARREL & COMPANY Drexel Barrell StormCAD v1.0 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 1 ------------------ Beginning Calculation Cycle ------------------- Discharge: 4.00 cfs at node CIA Discharge: 7.61 cfs at node C1B Discharge: 14.28 cfs at node C4 Discharge: 13.92 cfs at node C3 Discharge: 6.01 cfs at node C2B Discharge: 6.12 cfs at node C2A Discharge: 21.93 cfs at node C2 Discharge: 26.62 cfs at node C1 Beginning iteration 1 Discharge: 4.00 cfs at node CIA Discharge: 7.61 cfs at node C1B Discharge: 14.28 cfs at node C4 Discharge: 13.92 cfs at node C3 Discharge: 6.01 cfs at node C2B Discharge: 6.12 cfs at node C2A Discharge: 21.93 cfs at node C2 Discharge: 26.62 cfs at node Cl Discharge Convergence Achieved in 1 iterations: relative error: 0.0 ** Warning: Design constraints not met. Violation: C1BC1 does not meet minimum cover constraint at downstream end. Violation: C1C2 does not meet minimum cover constraint at downstream end. Violation: C1BC1A does not meet minimum cover constraint at downstream end. Violation: C2C3 does not meet minimum cover constraint at downstream end. Violation: C2C2B does not meet minimum cover constraint at downstream end. Violation: C2C2A does not meet minimum cover constraint at downstream end. Violation: C3C4 does not meet minimum cover constraint at downstream end. --------------------- Calculations Complete ---------------------- ** Analysis Options ** Friction method: Manning's Formula HGL Convergence Test: 0.001000 Maximum Network Traversals: 5 Number of Flow Profile Steps: 5 Discharge Convergence Test: 0.001000 Maximum Design Passes: 3 ----------------- Network Quick View ------------------------ I Hydraulic Grade Label Length Size Discharge I Upstream I Downstream C1BC1A 50.00 18 inch 4.00 5,014.24 5,014.19 C1BC1 69.00 21 inch 7.61 5,013.85 5,012.89 C3C4 315.00 21 inch 14.28 5,019.48 5,016.76 C2C3 304.00 21 inch 13.92 5,016.59 5,014.32 C1C2 176.00 36 inch 21.93 5,013.40 5,013.08 C2C2B 45.00 18 inch 6.01 5,014.63 5,014.34 C2C2A 36.00 21 inch 6.12 5,014.48 5,013.88 ----------- Elevations ---------------- Label Discharge Ground Upstream HGL I Downstream HGL I CIA 4.00 5,015.50 5,014.34 5,014.24 C1B 7.61 5,014.80 5,014.19 5,013.85 Cl 26.62 5,017.10 5,013.08 5,013.08 C4 14.28 5,020.17 5,019.48 5,019.48 C3 13.92 5,018.50 5,016.59 5,016.59 C2A 6.12 5,015.41 5,014.48 5,014.48 C2B 6.01 5,015.41 5,014.63 5,014.63 C2 21.93 5,016.40 5,013.40 5,013.40 Elapsed: 0 minute(s) 2 second(s) Project Title: HARMONY CENTRE Project Engineer: DREXEL BARREL & COMPANY h:\e4854\docs\drainage\profilec.stm Drexel Barrell Storm CAD v1.0 09/15/97 02:04:28 PM C Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 SYSTEM TIME OF CONCETRATION Upstream Node Pipe Downstream Node Upstream Flow Time (min) Average Velocity (ft/s) Length (ft) Description Node Inlet TC (min) System Flow Time (min) System Intensity (in/hr) Inlet Intensity (in/hr) Total Watershed (CIA) (cfs) C2A C2C2A C2 9.00 5.61 36.00 C2A 9.00 9.00 7.46 7.46 6.12 C2B C2C2B C2 7.00 4.96 45.00 C2B 7.00 7.00 7.78 7.78 6.01 C4 C3C4 C3 18.00 6.42 315.00 C4 18.00 18.00 5.50 5.50 14.28 C3 C2C3 C2 18.82 6.53 304.00 C3 N/A 18.82 5.37 N/A 13.92 C2 C1C2 C1 19.59 5.19 176.00 C2 N/A 19.59 5.24 N/A 21.93 C1A C1BC1A C1B 5.00 3.18 50.00 C1A 5.00 5.00 8.10 8.10 4.00 C16 C1BC1 C1 7.00 6.00 69.00 C1B 7.00 7.00 7.78 7.78 7.61 N/A N/A N/A I N/A I N/A I JC1 I N/A 1 20.161 5.15 N/A 1 26.62 0 jProject Title: HARMONY CENTRE Project Engineer: DREXEL BARREL & COMPANY h:\e4854\docs\drainage\profilec.stm Drexel Barrell StormCAD v1.0 01/15/97 02:04:42 PM ® Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755,1666 Page 1 of 1 Combined Pipe/Node Report Size Pipe C Length (ft) Dn Node Up Node Inlet A (acres) Inlet CA (acres) Tot CA (acres) Inlet Q (cfs) Cap (cfs) V avg (ft/s) Up Invert (ft) Dn Invert If I) S (ft/ft) Description 21 inch C2C2A 0.69 36.00 C2 C2A 1.18 0.81 0.81 6.12 17.32 5.61 5,013.57 5,013.14 ).011944 18 inch C2C26 0.97 45.00 C2 C213 0.79 0.77 0.77 6.01 7.67 4.96 5,013.63 5,013.39 ).005333 21 inch C3C4 0.90 315.00 C3 C4 2.86 2.57 2.57 14.28 9.74 6.42 5,016.55 5,015.36 ).003778 21 inch C2C3 N/A 304.00 C2 C3 N/A N/A 2.57 N/A 13.26 6.53 5,015.06 5,012.93 ).007007 36 inch C1C2 N/A 176.00 C1 C2 N/A N/A 4.15 N/A 47.16 5.19 5,011.89 5,011.01 ).005000 18 inch C1BC1A 1.00 50.00 CiB C1A 0.49 0.49 0.49 4.00 7.28 3.18 5,013.32 5,013.08 ).004800 21 inch C18C1 0.651 69.00 1 C1 JC1B 1 0.741 0.481 0.971 3.77 116.74 1 6.001 5,012.831 5,012.06 ).011159 e 1 I jProject Title: HARMONY CENTRE Project Engineer: DREXEL BARREL & COMPANY h:\e4854\docs\drainage\profilec.stm Drexel Barrell StormCAD v1.0 09/15/97 02:22:27 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Ir u DOT Report Pipe -Node- Upstream Downstream Inlet Area (acres) Inlet CA (acres) Total CA (acres) -Ground- Upstream Downstream (ft) -HGL- Upstream Downstream (ft) -Slope- Energy Constructed (ft/ft) -Section- Discharge Capacity (cfs) -Section- Shape Size Length (ft) Average Velocity (ft/s) Description C2C2A C2A 1.18 0.81 0.81 5,015.41 5,014.48 0.009334 6.12 Circular 36.00 5.61 C2 5,016.40 5,013.88 0.011944 17.32 21 inch C2C2B C2B 0.79 0.77 0.77 5,015.41 5,014.63 0.005448 6.01 Circular 45.00 4.96 C2 5,016.40 5,014.34 0.005333 7.67 18inch C3C4 C4 2.86 2.57 2.57 5,020.17 5,019.48 0.008015 14.28 Circular 315.00 6.42 C3 5,018.50 5,016.76 0.003778 9.74 21 inch C2C3 C3 N/A N/A 2.57 5,018.50 5,016.59 0.007097 13.92 Circular 304.00 6.53 C2 5,016.40 5,014.32 0.007007 13.26 21 inch C1C2 C2 N/A N/A 4.15 5,016.40 5,013.40 0.003592 21.93 Circular 176.00 5.19 C1 5,017.10 5,013.08 0.005000 47.16 36 inch C1BC1 CIA 0.49 0.49 0.49 5,015.50 5,014.24 0.002323 4.00 Circular 50.00 3.18 C16 5,014.80 5,014.19 0.004800 7.28 18inch C1BC1 C18 0.74 0.48 0.97 5,014.80 5,013.85 0.009724 7.61 Circular 69.00 6.00 C1 1 5,017.101 5,012.891 0.0111591 16.74 21 inch 0 Project Title: HARMONY CENTRE Project Engineer: DREXEL BARREL & COMPANY h:\e4854\dots\drainage\profilec.stm Drexel Barrell StormCAD v1.0 09/15/97 02:22:43 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 � I � I � I I LJ N m Q Q O n Q O N O n C U m (D } Z Z C.) Z m m O Q Q O m Q L v n In n n n In Z Z m n Z � •.• C m C In ? N m O tY 'C O cD c') �t c'J f7 O O O O O O O O 2 cn In In In In In In In C m m m m O m m v m v cn v c! 7 o J coo m m Sv O O O O O � O O O In In V] Ln In N Ln In n o 0 0 0 0 v v In : In m E^ to ui o m o ri v O O O O O O O O In In In In In In in In n 0 0 0 0 0 ^ < In v In m 'Z O Ln In o m (D v) c rn UJ.- O O O O O O O O In Ln In lfi In Ln In In N m N m O Q N O N m m O m ri to v ci v n Z N -O O O O O O O O O O O O O O O O O O UO O O O O O O O c o 0 0¢¢ 0 0¢ 3 3 y o o `- o 0 0 0 o o Z Z O O O o Z Y O O O Q Q O O Q U o 0 o Z Z o o Z 0 0 0¢¢ o o¢ o a Q o 0 0 Z Z 0 0 Z Q O O O O O Q N ^ O N (D clj ID H U m T v n co N N CD m O n S O m u7 L v n 17 ci N n — n n In v) In m n In H 3 C �. O E E �- O O O m In O O n m m^ n n o N n O C O O O c9 U7 O N E O O O m Q) O 1n O ll � �--� N 0 0 0 0 0 0 0 0 icU 0 0 0 0 0 0 0 0 Lu E o 0 0 0 0 0 0 0 0 0 0¢¢ o o¢ U O o 0 Z Z 0 0 Z F- E m rn m In — n rn n In m rn c� y O Q m m n In In v rn F- U ca O O N N C O O In Co 0 o o Q Q o o Q _ c) Q O O O Z Z O O Z w U c) O o O O O m n n Q Q rn m¢ m Q m O O N Z Z O O Z c U ci — co rn Q U cOD cn 0 0 o z z m rn to m v¢ In CD m E ¢ v n O m N Z Z v O n O Z v m a Q m Q m Z 0 0 0 0 U U U U N d C W V 07 a` ll 11 11 11 a+ CL Q) cc a) CL V7 ', I LJ 1 tD R tD N O O l7l J tD m n m 0 tD O O O O O O O W u! in Lc Lr m m O m O R U7 J C' tD a to V N tD n C7 V a m tD m v m 0 0 0 0 0 0 0 In In m in W m m N m N m ID U7 U7 ci n O N N C D O m O m U O tD N Q p O O — — — O O U O O O O O O O c m 0C7-T co co co m n v n 4 O O O O O O O V7 to Lr V1 Lr U) U9 h 0 0 0 0 n m i.7 .`.. L6 6 � � o co to N � .; ui v uj O O O O O O O Ln V7 N v rn (D m o m m m rn o 0 0 C d^ m m U'J N m N > r r C O O O O O O O U] to U) N N Lr U] n m In to O N m w ID In O t0 m tD d 0 m m to U-) C v O O O O O O O to to In w to In V)CL N n V CO O D R O m tD n N N n U v n n Di ri n n� N m m m m m m N O O O O O O O C L O O O O O O O tT O Q L L L L L L L N V V U U U U U N C C C C C C C et m O CD O O to ^ a m n O O O in r m uD O O m m n In tD r v .... O O O O O � O O O O O O O L O O O O O O O CD O O O O O O O C m y (D to m R U7 V (D O n O m U) tD J m m a O N O� O O O C3 v to to ^ tD tD O n O 'o t [t n• u7 m N n n n In U7 (n tp n n n n (n m r _ N O¢ Cb U7 1' r '* o1 O O N N V O O m r n¢ Q rn a N W n• N Z Z aT V C U U O O N O O O n O Q Q O In U m rn rn o m 0 o o Z Z o H rn co Z Z v n CQ V �- O N O O — R m cv m D N N m N Z U U U U U U U m n'a ¢ m ¢ m O N N R m N Z U U U U U U U d N N m N U U U U U U U J W X W 0 u u n 11 I d'p a m m n m E f7 N m c) N th m t'J m j J c� c-i u� � W N � LO N ip N N u] i6 A T d N 01 f7 e . . m m W 0 f e N O O O O O O O A r o 0 0 0 Q U9 m � C7 w O O O O O O O N N ui vi u'i m �n A m 0 O) N N T O L - N d 6 � nU O O N N N u'i O m m � w C O d V N L L L L L L L V C C C C C - E LO N m N N m N Q G U U d U U U U U m m N N f7 N U U U U U U U O 0 0 0 0 0 0 0 J � N c L - - V O E �p m N �O pf t'J d T m m m m e N m N p j > oON O E e N o d i d u n o n m e e r t0 f'l Q f7 C d E 0 0 0 0 0 0 0 N N to N N 11; O _. N d o w O E A m Q m N m a a m n n c� o �- m d O e m e t7 e N O O O O O O O 3 O O E o o o o m o_ A d O - e e e m m m m n e r C o>- O O O O O O O d v � p W 3�v 0 O d O e e 1� e e Q PJ C O A 0 0 0 0 0 0 0 L6 vi vi o W p) S O N O) W O m V .V d p e rJ n 0 0 0 t0 O) N n O O m �- 2 as z O 0 0 0 0 0 0 0 0 U T N r e m m m e U A V N Q m m Y'J t'J m d .2 G w X Q O C D7 W m O � Y o Z o 11J < a J p < c U U n. F- E O N W CO O Q N Q F- m N 0 LUW w w 2LU X w co cc U Z Q 0 O Q U L: N N J Cc CL -6 N Q U N c N o= LUN F- w _ U °3 w W LUN (n a: Z LL Q U ° Z O N Z a. Q Z O U J N Q S Cl) F- a:N O .. N co 0 co w F- p F- W •- co Z~ Lli m `O (n 0 m ¢n m co Z w W co m U cc n cD LU U Owe w Z Cc w w w < 2 m w U N cn Z U U o N N J cli O D d U O •• U F- w U U) CC N fl p U otS m iC U N U ° co N @ 3 U F- m �S Q 2 w LLj LU k N 32 m� U U a N Cl) Z w F J o 0 N S w O d m N w= > O.. F- w O p L>L.1 (n 0= w w U Z w r O • w F- w r m a m = O = N Q N _ F- o: w ww v �2 O LU N E (n Z CJ N J a: n. p F-� O mN ww Uo= m t w > m� (n Z c m a. o c Q J E ° o On.`n In o _ 2 .. uN F- w 0 a m co 01 C p a iii N Q co U a.ro u ------------------ - Discharge 4.08 cfs Discharge: 13.82 cfs Discharge: 14.29 cfs Discharge: 4.25 cfs Discharge: 18.46 cfs Discharge: 18.27 cfs Discharge: 35.79 cfs Discharge: 7.62 cfs Discharge: 22.72 cfs Discharge: 27.46 cfs Discharge: 55.05 cfs Discharge: 4.90 cfs Discharge: 12.57 cfs Discharge: 26.22 cfs Discharge: 8.74 cfs Discharge: 76.03 cfs Discharge: 75.35 cfs Discharge: 74.76 cfs Beginning iteration ] Discharge: 4.08 cfs Discharge: 13.82 cfs Discharge: 14.29 cfs. Discharge: 4.25 cfs Discharge: 18.44 cfs Discharge: 18.23 cfs Discharge: 35.69 cfs Discharge: 7.62 cfs Discharge: 22.72 cfs Discharge: 27.40 cfs Discharge: 54.87 cfs Discharge: 4.90 cfs Discharge: 12.57 cfs Discharge: 26.05 cfs Discharge: 8.74 cfs Discharge: 75.30 cfs Discharge: 74.50 cfs Discharge: 73.92 cfs Completed iteration 1 Current discharge co Target discharge con Beginning iteration Discharge: 4.08 cfs Discharge: 13.82 cfs Discharge: 14.29 cfs Discharge: 4.25 cfs Discharge: 18.44 cfs Discharge: 18.23 cfs Discharge: 35.70 cfs Discharge: 7.62 cfs Discharge: 22.72 cfs Discharge: 27.40 cfs Discharge: 54.88 cfs Discharge: 4.90 cfs Discharge: 12.57 cfs Discharge: 26.05 cfs Discharge: 8.74 cfs Discharge: 75.33 cfs Discharge: 74.54 cfs Discharge: 73.96 cfs Discharge Convergence ** Warning: Design cc Information: Outlet Violation: Z2OUTLET d Information: Z2 Known Violation: Z1Z2 does Information: Z1 Known Violation: D2Z1 does Violation: B3B2 does eginning Calculation at node EO at node E1 at node D6 at node S4 at node D5 at node D4 at node D3 at node C1A&C1B at node C2 at node C1 at node D2 at node B4 at node ROOF at node B3 at node B1 at node Z1 at node Z2 at node Outlet at node EO at node E1 at node D6 at node S4 at node D5 at node D4 at node D3 at node C1A&C1B at node C2 at node C1 at node D2 at node B4 at node ROOF at node B3 at node B1 at node Z1 at node Z2 at node Outlet Cycle------------------- nvergence relative error: 0.11407262e-1 vergence relative error: 0.001 2 at node EO at node E1 at node D6 at node S4 at node D5 at node D4 at node D3 at node C1A&C1B at node C2 at node Cl at node D2 at node B4 at node ROOF at node B3 at node B1 at node Z1 at node Z2 at node Outlet Achieved in 2 iterations: relative error: nstraints not met. 0.52965013e-3 Known flow propagated from upstream junctions. oes not meet minimum cover constraint at downstream end. flow propagated from upstream junctions. not meet minimum slope constraint. flow propagated from upstream junctions. not meet minimum slope constraint. not meet minimum slope constraint. Project Title: Harmony Centre Project Engineer: DREXEL BARREL 8 COMPANY h:\e4854\dots\drainage\harm2100.stm Drexel Barrell Storm CAD 0.0 10/10/97 04:31:41 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 2 Information: B4B3 Surcharged condition Information: D2 Known flow propagated from upstream junctions. Violation: D3D2 does not meet minimum slope constraint. Violation: C1D2 does not meet minimum slope constraint. Information: D3 Known flow propagated from upstream junctions. Violation: EOD3 does not meet minimum slope constraint. Violation: E1D3 does not meet minimum slope constraint. Violation: D4D3 does not meet minimum slope constraint. Violation: D5D4 does not meet minimum slope constraint. Violation: D6D5 does not meet minimum slope constraint. --------------------- Calculations Complete ---------------------- ** Analysis Options ** Friction method: Manning's Formula HGL Convergence Test: 0.001000 Maximum Network Traversals: 5 Number of Flow Profile Steps: 5 Discharge Convergence Test: 0.001000 Maximum Design Passes: 3 ----------------- Network Quick View ------------------------ Hydraulic Grade Label I Length I Size Discharge Upstream I Downstream C21C1 69.00 21 inch 7.62 5,013.85 5,012.89 D3D2 102.00 36 inch 35.70 5,012.35 5,011.81 EOD3 19.00 18 inch 4.08 5,012.90 5,012.88 E1D3 121.00 24 inch 13.82 5,013.09 5,012.88 D6D5 74.00 24 inch 14.29 5,015.87 5,015.68 D5D4 211.00 24 inch 18.44 5,015.17 5,014.33 D4D3 300.00 24 inch 18.23 5,014.02 5,012.88 S4D5 19.00 18 inch 4.25 5,015.70 5,015.68 D2Z1 373.00 48 inch 54.88 5,011.13 5,011.09 B4B3 130.00 18 inch 4.90 5,012.07 5,011.87 DRAIN 27.00 18 inch 12.57 5,012.14 5,011.87 B3B2 183.00 30 inch 26.05 5,011.39 5,011.09 C1D2 276.00 36 inch 27.40 5,012.58 5,011.81 Z1Z2 233.00 48 inch 75.33 5,010.30 5,009.70 Z20UTLET 198.00 48 inch 74.54 5,009.18 5,008.19 BiZi 5 . 00 18 inch 2.74 5, 1-1. 26 _ , C1- i . C9 C2C1 176.00 36 inch 22.72 5,013.42 5,013.08 ----------- Elevations ---------------- Label Discharge Ground Upstream HGL Downstream HGL C1 27.40 5,017.10 5,013.08 5,012.58 C1A&C1B 7.62 5,016.80 5,014.19 5,013.85 D2 54.88 5,018.00 5,011.81 5,011.13 EO 4.08 5,015.90 5,012.95 5,012.90 D3 35.70 5,016.00 5,012.88 5,012.35 E1 13.82 5,019.00 5,013.29 5,013.09 D6 14.29 5,018.25 5,016.20 5,015.87 D5 18.44 5,019.35 5,015.68 5,015.17 D4 18.23 5,021.10 5,014.33 5,014.02 S4 4.25 5,018.90 5,015.74 5,015.70 B4 4.90 5,013.80 5,012.14 5,012.07 Z1 75.33 5,013.50 5,011.09 5,010.30 ROOF 12.57 5,018.00 5,012.62 5,012.14 B3 26.05 5,013.80 5,011.87 5,011.39 Z2 74.54 5,015.50 5,009.70 5,009.18 Outlet 73.96 5,009.58 5,006.24 5,006.24 B1 8.74 5,013.50 5,011.55 5,011.26 C2 22.72 5,016.40 5,013.42 5,013.42 Elapsed: 0 minute(s) 8 second(s) Project Title: Harmony Centre Project Engineer: DREXEL BARREL 8 COMPANY h:\e4854\docs\drainage\harm2100.stm Drexel Barrell Storm CAD 0.0 10/10/97 04:31:41 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 2 of 2 SYSTEM TIME OF CONCETRATION Upstream Node Pipe Downstream Node Upstream Flow Time (min) Average Velocity (ft/s) Length (ft) Description Node Inlet TC (min) System Flow Time (min) System Intensity (in/hr) Inlet Intensity (in/hr) Total Watershed (CIA) (cfs) 61 B1Z1 Z1 5.00 5.50 5.00 B1 5.00 5.00 8.10 8.10 8.74 ROOF DRAIN B3 5.00 7.16 27.00 ROOF 5.00 5.00 8.10 8.10 12.57 B4 B4133 B3 5.00 2.77 130.00 B4 5.00 5.00 8.10 8.10 4.90 B3 B3B2 Z1 5.78 6.29 183.00 B3 5.00 5.78 7.97 8.10 26.05 C2 C2C1 C1 19.59 5.31 176.00 C2 19.59 19.59 5.24 5.24 22.72 C1A&C1B C21C1 C1 7.00 6.00 69.00 C1A&C1 7.00 7.00 7.78 7.78 7.62 C1 C102 D2 20.14 5.77 276.00 C1 N/A 20.14 5.15 N/A 27.40 S4 S4D5 D5 5.00 2.41 19.00 S4 5.00 5.00 8.10 8.10 4.25 D6 D6D5 D5 5.00 4.59 74.00 D6 5.00 5.00 8.10 8.10 14.29 D5 D5D4 D4 5.27 6.24 211.00 D5 N/A 5.27 8.06 N/A 18.44 D4 D4D3 D3 5.83 6.07 300.00 D4 N/A 5.83 7.97 N/A 18.23 E1 E1D3 D3 0.00 4.70 121.00 FLOW FRO E1 0.00 0.00 8.90 8.90 0.00 EO EOD3 D3 5.00 2.36 19.00 EO 5.00 5.00 8.10 8.10 4.08 D3 D3D2 D2 6.66 6.35 102.00 D3 N/A 6.66 7.84 N/A 21.88 02 D2Z1 Z1 20.94 5.73 373.00 D2 N/A 20.94 5.06 N/A 41.06 Z1 Z1Z2 Z2 22.02 6.97 233.00 Z1 N/A 22.02 4.94 N/A 61.51 Z2 Z20UT Outlet 22.58 8.01 198.00 Z2 N/A 22.58 4.88 NIA 60.72 N/A N/A N/A N/A I N/A Outlet N/A 22.99 4.83 NIA 60.14 L, Project Title: Harmony Centre Project Engineer: DREXEL BARREL & COMPANY h:\e4854\docs\drainage\harm2100.stm Drexel Barrell StormCAD v1.0 10/10/97 04:31:55 PM ® Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 0 u Combined Pipe/Node Report � I � I � I 1 1 Size Pipe C Length (ft) Dn Node Up Node Inlet A (acres) Inlet CA (acres) Tot CA (acres) Inlet Q (cfs) Cap (cfs) V avg (ft/s) Up Invert (ft) Dn Invert (ft) S (ft/ft) Description 18 inch SIZ1 1.00 5.00 Z1 B1 1.07 1.07 1.07 8.74 39.26 5.50 5,010.12 5,009.62 ).100000 18 inch DRAIN 1.00 27.00 B3 ROOF 1.54 1.54 1.54 12.57 10.68 7.16 5,010.62 5,010.42 ).007407 18 inch B4B3 1.00 130.00 B3 B4 0.60 0.60 0.60 4.90 8.78 2.77 5,010.50 5,009.85 ).005000 30 inch B3B2 1.00 183.00 Z1 B3 1.10 1.10 3.24 8.98 34.18 6.29 5,009.65 5.008.74 ).004973 36 inch C2C1 0.95 176.00 C1 C2 4.53 4.30 4.30 22.72 47.16 5.31 5,011.89 5,011.01 ).005000 21 inch C21C1 0.79 69.00 C1 C1A&C1 1.23 0.97 0.97 7.62 16.74 6.00 5,012.83 5,012.06 ).011159 36 inch CID2 N/A 276.00 D2 C1 N/A N/A 5.28 N/A 41.72 5.77 5,010.81 5,009.73 ).003913 18 inch S4D5 1.00 19.00 D5 S4 0.52 0.52 0.52 4.25 9.01 2.41 5,014.24 5,014.14 ).005263 24 inch D6D5 1.00 74.00 D5 D6 1.75 1.75 1.75 14.29 17.85 4.59 5,013.97 5,013.64 ).004459 24 inch D5D4 N/A 211.00 D4 D5 N/A N/A 2.27 NIA 17.94 6.24 5,013.44 5,012.49 ).004502 24 inch D4D3 N/A 300.00 D3 D4 N/A N/A 2.27 N/A 17.93 6.07 5,012.29 5,010.94 ).004500 24 inch ElD3 0.00 121.00 D3 E1 0.00 0.00 0.00 0.00 17.19 4.70 5,011.44 5,010.94 ).004132 18 inch EOD3 1.00 19.00 D3 EO' 0.50 0.50 0.50 4.08 6.98 2.36 5,011.50 5,011.44 ).003158 36 inch D3D2 N/A 102.00 D2 D3 N/A N/A 2.77 N/A 30.26 6.35 5,009.94 5,009.73 ).002059 48 inch D2Z1 N/A 373.00 Z1 D2 N/A N/A 8.05 N/A 02.88 5.73 5,008.73 5,007.36 ).003673 48 inch Z1Z2 N/A 233.00 Z2 Z1 N/A N/A 12.36 NIA 81.49 6.97 5,007.16 5,006.41 ).003219 48 inch Z2OUTLE N/A 1 198.00 1 Outlet I Z2 I N/A I NIA 1 12.36 N/A 81.02 8.01 1 5,006.21 1 5,005.58 ).003182 0 Project Title: Harmony Centre Project Engineer: DREXEL BARREL & COMPANY h:\e4854\docs\drainage\harm2100.stm Drexel Barrell Storm CAD v1.0 10/10/97 04:32:14 PM © Haestad Methods, Inc. 37 Brookside. Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 DOT Report Pipe -Node- Upstream Downstream Inlet Area (acres) Inlet CA (acres) Total CA (acres) -Ground- Upstream Downstream (ft) -HGL- Upstream Downstream (ft) -Slope- Energy Constructed (ft/ft) -Section- Discharge Capacity (cfs) -Section- Shape Size Length (ft) Average Velocity (ft/s) Description B1Z1 B1 1.07 1.07 1.07 5,013.50 5,011.26 0.071945 8.74 Circular 5.00 5.50 Z1 5,013.50 5,011.09 0.100000 39.26 18 inch DRAIN ROOF 1.54 1.54 1.54 5,018.00 5,012.14 0.009627 12.57 Circular 27.00 7.16 B3 5,013.80 5,011.87 0.007407 10.68 18inch B4153 B4 0.60 0.60 0.60 5,013.80 5,012.07 0.001557 4.90 Circular 130.00 2.77 B3 5,013.80 5,011.87 0.005000 8.78 18inch B3B2 63 1.10 1.10 3.24 5,013.80 5,011.39 0.003468 26.05 Circular 183.00 6.29 Z1 5,013.50 5,011.09 0.004973 34.18 30 inch C2C1 C2 4.53 4.30 4.30 5,016.40 5,013.42 0.003730 22.72 Circular 176.00 5.31 C1 5,017.10 5,013.08 0.005000 47.16 36 inch C21C1 C1A&C1B 1.23 0.97 0.97 5,016.80 5,013.85 0.009724 7.62 Circular 69.00 6.00 C1 1 5,017.10 5,012.89 0.011159 16.74 21inch C1D2 C1 N/A N/A 5.28 5,017.10 5,012.58 0.003492 27.40 Circular 276.00 5.77 D2 5,018.00 5,011.81 0.003913 41.72 36 inch S4D5 S4 0.52 0.52 0.52 5,018.90 5,015.70 0.001130 4.25 Circular 19.00 2.41 D5 5,019.35 5,015.68 0.005263 9.01 18inch D6D5 D6 1.75 1.75 1.75 5,018.25 5,015.87 0.002725 14.29 Circular 74.00 4.59 D5 5,019.35 5,015.68 0.004459 17.85 24 inch D5D4 D5 N/A N/A 2.27 5,019.35 5,015.17 0.004237 18.44 Circular 211.00 6.24 D4 5,021.10 5,014.33 0.004502 17.94 24 inch D4D3 D4 N/A N/A 2.27 5,021.10 5,014.02 0.004091 18.23 Circular 300.00 6.07 D3 5,016.00 5,012.88 0.004500 17.93 24 inch ElD3 E1 0.00 0.00 0.00 5,019.00 5,013.09 0.002409 13.82 Circular 121.00 4.70 D3 5,016.00 5,012.88 0.004132 17.19 24 inch EOD3 EO 0.50 0.50 0.50 5,015.90 5,012.90 0.000937 4.08 Circular 19.00 2.36 D3 5,016.00 5,012.88 0.003158 6.98 18inch D3D2 D3 N/A N/A 2.77 5,016.00 5,012.35 0.003411 35.70 Circular 102.00 6.35 D2 5.018.00 5,011.81 0.002059 30.26 36 inch D2Z1 D2 N/A N/A 8.05 5,018.00 5,011.13 0.001296 54.88 Circular 373.00 5.73 Z1 5,013.50 5,011.09 0.003673 102.88 48inch Z1Z2 Z1 N/A N/A 12.36 5,013.50 5,010.30 0.002868 75.33 Circular 233.00 6.97 Z2 5,015.50 5,009.70 0.003219 81.49 48inch Z2OUT Z2 N/A N/A 12.36 5,015.50 5,009.18 0.003574 74.54 Circular 198.00 .8.01 Outlet 1 5,009.581 5,008.191 0.003182 1 81.02 148inch Project Title: Harmony Centre Project Engineer: DREXEL BARREL & COMPANY h:\e4854\docs\drainage\harm2100.Stm Drexel Barrell StormCAD v1.0 10/10/97 04:32:37 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 � I � I � I 1 C' 1� O m N N Q Ln m Q Q (D m Q Q Q Q Q n u1 Of O) n O N N O O C O U m N m N n Z v Z Z Z Z Z Z Z - - N ^ O O O O v m Q o o Q Q O O Q ¢ Q Q Q t — m m m m v5^ Z 6�6 Z Z w m Z Z Z Z Z m v n T N u) m O n n N m O u) t7 O m -,I- N O c7 v m u7 n m O O O) c`7 c7 N 0 m 0 O C O O O O O O O O O O O O O O O C S u) u) u) u) u7 u) u7 u) u) u) u) ui u1 Lo u1 u) u) u7 C LnN z n N W m v 0 m c') (m u) m W O R u1 m �- m y O n N m o7 N O1 m m O n N J � N N - c.) V N u) to cn v c") N N c 7 cD CD = p o 0 - - - 0 - 0 - 0 0 - - 0 0 0 0 - - - - 0 0 0 0 0 0 0 - - - - - - � �17 In � U7 � � � � � � � u7 0 0 0 0 0 0 0 o Lo In o 0 0 0 0 o o m co p m m < m �- c) N c7 �- O Q) O O u) u) to E = ai (a ci of 0 m ai o 0 ui m ai ci ui rn O O O O O O O O O O O O O O O O O O In u) m u) Lo u) N N ul ll7 m U7 m u) Ln N lf7 u) O O O O O O C. O In u] O O C. O O C. O m u) O m m v m 7 O) N c7 O O) O O u7 u) u1 O� cn m c7 ; � � co � cD � m n � .- m m O .; .; � Q) u) m m (') u) O) O O O O O O O O O O O O O O O O O O C u1 to co u) V n o co N cV O In O) ? m N m O m m Q y n u) W O n u) C N N C N m O n m c7 cc) (o N n n C V m m c-) 'a u) v u) ? Z N N N - - - - (n u) n n O O O O O O O O C. O O O O O O O O O O O O O O O O O O O O O O O O O O O p ° o'o 0 0 0 0 0 0 0 0 o o 0 0 0 0 0 o o 0 c 0 0 0 0 0 0¢ 0 0¢ Q� o¢ Q¢ Q¢ 0 0 0 0 0 0 Z o 0 Z Z c) 0 z z z z z C LL Y c) O c) O O O Q O O Q Q O O Q Q ¢ Q Q O N O O O c)O O O O O O �•% O O O O O O Z O O Z Z O O Z Z Z Z Z O O O (D o O Q O O Q Q o O Q Q Q Q Q O NC. O O Z Z Z Z Z Z Z Z Q v o o O 06 o o O 0 O V n O co N N O co O) C m O m m ID N o¢ n u) O) O F+ cD C N N N O O m O u) n F- U m N 7 (D N n n 'r v m m O v o p N N 'o u) . D) O . m O O) m m C m m m t� u) n to m m m n m m n Lo C V V 3° c O C. m O) c) st O O n m O O cD v N m O > o E - p 0 0 n f o r O 0 N m o o m () 0 rn . u) u) u) u) O) n p u7 Lnu) Na u7 m p N N N N N N N N O O O m O c) sf O O 1l- N c) o to Q N m m Q O C O O O n O O O O N m O O m O1 p f m -- LL F- E O O O u) O O O N O O to Lo c,O m O N N" N N N N O O O O O O O O O O O CD O O O O O O X U C c) o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W F- E 0 0 0 0 o o 0 0 0 0 0 0 o 0 0 0 0 0 0 o o O m 0¢ o o Q¢ o o U c 0 0 0 o u7 0 o 0 0 o t- E u7 u7 u7 u7 rn^ Z N N Z Z 0 N Z Z Z Z Z n v C. v o n m N to n n O O n In m m m w O u7 m N c7 c) N u) n N N O u) 1- O c7 c7 c7 °¢° F- U O m O u) O N N O O N m N N N r m 0 0 0 0 o O Q o O Q Q o o w O O O O O O Z o O Z Z O O Z Z Z Z Z W U V O O O O O O O O O O u) o O u7 m O cr? C) Q Lo Ln1l Q Q O Ln Q Q Q Q Q a) Q =) o Z o z Z z z z z z c U () o o o 0 0 0 0 (n rn Q o o¢¢ o o¢¢¢¢ Q U o 0 0 (D m In o o z z o 0 0 0 Z .- 0_ z z z z z n C O O C7 m Q N Lo Q Q O o Q Q Q Q¢ N c Q O u) m N v N z u) n o z z O un o o Z z Z Z Z ca d LL U 0 o Z .- O v ¢ m In r - .- O c'7 N N O m m m m U U U (n O O O W W O O N N O E fA O O U c � I � I � I � I � I � I � I � I J � I '1 J O m m O O m m IR cD 17 N m m m ID r^ 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vr to In In In In In lf] lf] Lr Ln In Lr lA Ln In In to C r m N In m O r r N 00 Ln c'7 O m J N^ O li C m m r m^ O O m c7 ^ c7 ^ d N N (") f7 N Ln L17 to C C7 N N O m O O O O _ O _ O _ O _ O O O O _ _ O O O O O O _ Ln Ln Ln Ln Ln Ln Ln _ _ Ln Ln In Ln � Ln In Ln In Ln m m Lo m m m r- .- ^ [o ID ID r v m 0 C O O .`... N *- N N c 1 co Ln m cn to co co cn to N IA O U m m O Ln N m m c0 (D O IO r C m OR m c0 cD Ln N N - N m O Ln m O N ll� N d> O In N Lo U O O O O O O O Ln L17 O O O O O O O m >^ Ln c0 m If! - - O N O O O Ln m m C m 2 M r? 2 r r m O m ID m 2 In m O O O O O O O O O O O O O O O O O Ln In Ln Ln In In Ln Ln an In In Ln Ln In Ln In Ln O O O O O o O 0 Lo V) O O O O O O p > O_ d O m m C7 cD m r m m m ^ m m m m O N O O O O O O O O O O O O O O O O c Ln Ln Ln In Lo Ln u-, In In In In Ln Ln Ln Ln Ln Ln N N Lo C +- ID m ? C m --I,C C m m ^ c9 '-' ID .:rm r m m C r c" C Ln C 0= m O m m ^ N m m r m U7 > �. O �- c,O �- ^ O ^ �- �- ^ ^ ^ O O O O — o 0 0 0 0 0 0 0 0 C. 0 C. 0 0 0 o 0 - Ln - to - to - to - LA - lcS - t17 - - - - Ln Lf) 117 4') - - - N Ln- - - ll"i Ln U] to N N O In m m C r C m C O C m tD ^ ^ ^ m In m m c0 N N m C N C N m r^ N O m ^ N O C cn C7 N ^ ^ m m r m — O O O O O O O O O O O O O O O O O _ Ln _ Ln _ m _ Ln _ Ln _ In _ Ln _ _ _ _ Ln Ln Ln Ln _ _ m Ln Lo Ln Ln In m m m m m C N ^ to C m O m m m m N O N ID r^^ r r O m O m^ m N m C O () v co O m C r ID r m r r r r m O N ^ ^ N O C O O O O O O O O O c, c,O O O O O O L O O O O O O O O O O O O O O O O O Ol o L L L L L t L L L L L L L L L L L Lu U U U V U U U U U U U V U U V V V O r O m O m f� m N O N m In co m N 0 0 0 r In n^ w m In O C. In O C O m In ^ m cV C Ln Ln r ^ p (D N ^ O r m C In C) I f) C -IT C C f] N O O O O a ^ O O O O O O O O O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 L o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o 0 0 0 0 0 0 2! 0 0 o p o o p o p C -- Lo r O m m m ID m C O ^ m N m m m N ` N r ^ co C r O Ln N N O to m C m N m O m O C y a r Ln m O r m "I: N N v N m O r m co If) U m N C m N r r C C m m (`� C N C Ln C N N N ^ ^ m m r r O O O r C m to Cl O ID r O O C ID C m m N m — m O m m — w w co rn m r Lfi w co w r w w r Lfi v v r C 0 v o r m N Ln r-- r 0 0 r Ln ID to y ¢ N O m m N c7 m N Ln r N N O In r O O co O m C O to O ^ N N O O N m N N IO rn r C O Lo O O ID O m r¢ m N In Q Q N r O O Q Q Q Q O Ln ¢ O O - O Z Z Z o o Z Z Z Z v, 0 .- — Ia 0 0 0 0 m¢ o o¢¢ o o Q¢¢¢ U o 0 0 o m m r C. 0 Z Z 0 0 Z Z Z Z ^^^ o o Z^^ o _ sn r CD C O ID O m N m¢ Nu) N Lo ¢ Q r O cD¢ Q¢ Q O Ln a)¢ Z p^ Z Z o o Z Z Z Z o^ a^ ) c 'o — 0 0 .- m O ^ N N Ln 'rm l'J li N ^ N 7 Z N m m N 0 0 0 Ln 0 0 0 0 0 0 N N 0 U j o Q Z ^ O v m N^ r (D Ln v O m N^ N m¢ m m U U U ai O O O w w O O N N W n Z ^ J F- Ci to Ir) v f7 f7 c7 4. N¢ m m U^ O O O O O p O O N N p C m Ln C O Lh N cV m O m m U U r- U V) O O O W W O O N J W X W fL c c W L) O ❑. E 0 0 0 c E Q N a N O Q P m m m m m N ul T O + O 10 11 m m d� C y 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 � W m E Q r m N Y] m 0 n N m O N Pl O m d J N N m m O N N r N m m e Ol m m 0 0 d 9^ N N N Q Q t7 tO m t2 a t2 C❑ O O O O O O O O O O O O O O O O O 7 m e m A d � '� c-i di of c�i co cc r ci m of N of cri cc ai of vi _ L7 lL N N m N u'> N m h N m m N L6 N N L6 E Q N r Q Pl N r m 0 1: l7 m O O Q n m r r m m d d = — — — — .- .- — — — — — — N N I7 N n❑ — NNNQQto QNNE-O —N—— — o 0 0 0 0 0 0 0 0 0 C 0 o 0 C 0 0 � W O d U U U U U U H W a N a m m U .- 0❑❑❑ 0❑❑ O r.i N p N N L) e m N Q O 0 N N N 0] U 0❑❑ W W O O N 0 m m U U VJ 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ^ O O O O O O O O O O O O O O O O O n O m N N a N m Q Q O m a a Q a d m y r ct m T n m Z N N Z Z Z Z Z 2 m P co N A I O e C U U N ❑ E n o n n P o m cn Q e n o m w 1� m^ A P N Q N O m t7 m N d� P N N m VI N P m N Q N m P m 6 c d 3 O E m N A Q n 0 0. n l7 O N c7 wA m h M m N n O m e � Ol N P Q C'f T . . r y d v C o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 W�% O N N V] N m m N N H'1 Yi to m N m m m ❑ d `d m O m m O 0 0 0 0 0 0 0 ) c> N 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 h N N of N m N h M N N �O N Vf �O m m O W ❑ E d O m m 0 o m m m m c7 m m m m o r Cl N N m P N N N m O O O o 0 0 0 0 0 0 0 0 0 C i` N m m N N h N �If t[I cn m �O N N N N u9 E m m o ccli 17 o 0 0 0 0 croi cm-, a' voi �roi ci c�i c�i ai r� n m ai of co co co ao ai t2 ai U O W E A N A f7 m Q P P e P m PN c) O Cl O m O U'J O m I'! W e O I m N G� 3❑ 0 ❑ C m f7 N Yi a— N—— Q N c 0> U d O O O O O O O O O O O O O O O O O m m cn cn m m m m �[I N IA N m N m m N O W O d P r 0 N m O m l7 e O CH C7 r N m O n m e N Cl! P m O n m Cl LO `^ m N P m N r r e e m m t7 P Vf P LL'f P 0 o o 0 0 0 0 o 0 0 0 0 0 0 0 0 0 0 c o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 cn"' o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 U U N O n t7 t7 r Of O c= N n N m N m N N P m m e N m N m m a> X 0 E A 1 A Al STORM SEWER 'A' A i A2A1 RE: PLAN SHEET 19 ROOF 1 A2 A3A2 A7 A3 A7A6 A4A3 `A6 A5 A5A4 A 4 A6A5 ' Project Title: HARMONY CENTRE Project Engineer: DREXEL BARREL & COMPANY h:\e4854\docs\drainage\eastjfk.stm Drexel Barrell StormCAD v1.0 09/12/97 06:30:18 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Maximum Network Traversals: 5 i Number of Flow Profile Steps: 5 Discharge Convergence Test: 0.001000 Maximum Design Passes: 3 ----------------- Network Quick View -------- ---------------- Hydraulic Grade ' Label Length Size I Discharge Upstream I Downstream A4A3 137.00 18 inch 7.76 5,010.48 5,009.94 A3A2 142.00 18 inch 8.77 5,009.63 5,008.93 AlA 61.00 24 inch 16.76 5,006.74 5,006.50 A2A1 377.00 24 inch 17.38 5,008.69 5,007.09 1 8.00 15 inch 10.21 5,009.07 5,008.93 A7A6 134.00 18 inch 1.84 5,010.81 5,010.76 61.00 18 inch 1.84 5,010.76 5,010.76 'A6A5 A5A4 180.00 18 inch 1.84 5,010.76 5,010.72 ----------- Elevations ---------------- Discharge Ground Upstream HGL Downstream HGL 'Label A 16.66 5,005.59 5,006.50 5,006.50 A3 8.77 5,012.00 5,009.94 5,009.63 A4 7.76 5,011.70 5,010.72 5,010.48 A2 17.38 5,014.30 5,008.93 5,008.69 Al 16.76 5,011.00 5,007.09 5,006.74 ROOF 10.21 5,016.00 5,009.71 5,009.07 A5 1.84 5,011.70 5,010.76 5,010.76 A6 1.84 5,013.00 5,010.76 5,010.76 A7 1.84 5,013.00 5,010.81 5,010.81 Elapsed: 0 minute(s) 4 second(s) � I 1 Project Title: HARMONY CENTRE Project Engineer: DREXEL BARREL & COMPANY h:\e4854\docs\drainage\eastjfk.stm Drexel Barrell Storm CAD v1.0 09/12/97 06:30:05 PM m Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 2 of 2 11 ------------------ Beginning Calculation Cycle ------------------- Discharge: 1.84 cfs at node A7 Discharge: 1.84 cfs at node A6 Discharge: 1.84 cfs at node A5 Discharge: 8.17 cfs at node A4 Discharge: 8.77 cfs at node A3 Discharge: 10.21 cfs at node ROOF Discharge: 23.00 cfs at node A2 ' Discharge: 22.38 cfs at node Al Discharge: 16.88 cfs at node A Beginning iteration 1 Discharge: 1.84 cfs at node A7 Discharge: 1.84 cfs at node A6 Discharge: 1.84 cfs at node A5 Discharge: 7.52 cfs at node A4 Discharge: 8.66 cfs at node A3 Discharge: 10.21 cfs at node ROOF Discharge: 17.08 cfs at node A2 Discharge: 16.45 cfs at node Al Discharge: 16.35 cfs at node A Completed iteration 1 Current discharge convergence relative error: 0.03285530 Target discharge convergence relative error: 0.001 Beginning iteration 2 Discharge: 1.84 cfs at node A7 Discharge: 1.84 cfs at node A6 Discharge: 1.84 cfs at node A5 Discharge: 7.79 cfs at node A4 'Discharge: 8.77 cfs at node A3 Discharge: 10.21 cfs at node ROOF Discharge: 17.38 cfs at node A2 Discharge: 16.76 cfs at node Al 'Discharge: 16.66 cfs at node A Completed iteration 2 Current discharge convergence relative error: 0.18683982e-1 Target discharge convergence relative error: 0.001 'Beginning iteration 3 Discharge: 1.84 cfs at node A7 Discharge: 1.84 cfs at node A6 Discharge: 1.84 cfs at node A5 Discharge: 7.76 cfs at node A4 Discharge: 8.77 cfs at node A3 Discharge: 10.21 cfs at node ROOF Discharge: 17.38 cfs at node A2 'Discharge: 16.76 cfs at node Al Discharge: 16.66 cfs at node A Discharge Convergence Achieved in 3 iterations: relative error: 0.0 ** Warning: Design constraints not met. 'Information: A Known flow propagated from upstream junctions. Information: AlA Surcharged condition Violation: AlA does not meet minimum cover constraint at downstream end. Information: Al Known flow propagated from upstream junctions. Information: A2A1 Surcharged condition Violation: A2A1 does not meet minimum slope constraint. Information: A2 Known flow propagated from upstream junctions. Information: A3A2 Surcharged condition Violation: A3A2 does not meet minimum slope constraint. Information: 1 Surcharged condition Violation: 1 does not meet minimum slope constraint. Information: A4A3 Surcharged condition Information: A5A4 Surcharged condition Violation: A5A4 does not meet minimum cover constraint at upstream end. Violation: A6A5 does not meet minimum cover constraint at downstream end. Violation: A7A6 does not meet minimum cover constraint at downstream end. --------------------- Calculations Complete ---------------------- ** Analysis Options ** Friction method: Manning's Formula HGL Convergence Test: 0.001000 Project Title: HARMONY CENTRE Project Engineer: DREXEL BARREL & COMPANY h:\e4854\docs\drainage\eastjfk.stm Drexel Barrell Storm CAD v1.0 09/12/97 015:30:05 PM C Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 2 SYSTEM TIME OF CONCETRATION Upstream Node Pipe Downstream Node Upstream Flow Time (min) Average Velocity (ft/s) Length (ft) Description Node Inlet TC (min) System Flow Time (min) System Intensity (in/hr) Inlet Intensity (in/hr) Total Watershed (CIA) (cfs) ROOF 1 A2 5.00 8.32 8.00 ROOF 5.00 5.00 8.10 8.10 10.21 A7 A7A6 A6 5.00 2.33 134.00 A7 5.00 5.00 8.10 8.10 0.00 A6 A6A5 A5 5.97 1.18 61.00 A6 0.00 5.97 7.95 8.90 0.00 A5 A5A4 A4 6.83 1.04 180.00 A5 0.00 6.83 7.81 8.90 0.00 A4 A4A3 A3 9.71 4.39 137.00 A4 5.00 9.71 7.35 8.10 5.92 A3 A3A2 A2 11.00 4.96 142.00 A3 11.00 11.00 7.04 7.04 5.93 A2 A2A1 Al 11.48 5.53 377.00 A2 N/A 11.48 6.92 N/A 14.54 Al A1A A 12.61 5.34 61.00 Al NIA 12.61 6.62 N/A 13.92 N/A I IN/A I N/A N/A N/Al JA I N/Al 12.801 6.57 N/Al 13.82 d Project Title: HARMONY CENTRE Project Engineer: DREXEL BARREL & COMPANY h:\e4854\docs\drainage\eastjfk.stm Drexel Barrell StormCAD v1.0 09/12/97 06:30:36 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 � i Combined Pipe/Node Report Size Pipe C Length (ft) Dn Node Up Node Inlet A (acres) Inlet CA (acres) Tot CA (acres) Inlet Q (cfs) Cap (cfs) V avg (ft/s) Up Invert (ft) Dn Invert (ft) S (ft/ft) Description 15 inch 1 1.00 8.00 A2 ROOF 1.25 1.25 1.25 10.21 2.70 8.32 5,004.43 5,004.42 ).001250 18 inch A7A6 0.00 134.00 A6 A7 0.00 0.00 0.00 0.00 6.78 2.33 5,010.25 5,009.85 ).002985 18 inch A6A5 0.00 61.00 A5 A6 0.00 0.00 0.00 0.00 20.84 1.18 5,009.65 5,007.93 ).028197 18 inch A5A4 0.00 180.00 A4 A5 0.00 0.00 0.00 0.00 12.41 1.04 5,007.73 5,005.93 ).010000 18 inch A4A3 1.00 137.00 A3 A4 0.80 0.80 0.80 6.53 7.87 4.39 5,005.73 5,005.18 ).004015 18 inch A3A2 0.19 142.00 A2 A3 0.19 0.04 0.84 0.26 5.10 4.96 5,004.98 5,004.74 ).001690 24 inch A2A1 N/A 377.00 Al A2 N/A N/A 2.09 N/A 11.27 5.53 5,004.54 5,003.87 ).001777 24inch A1A I N/A 1 61.00 1 A JA1 I N/A I N/A 1 2.09 N/A 1 9.681 5.341 5,003.671 5,003.59 ).001311 C II' Project Title: HARMONY CENTRE Project Engineer: DREXEL BARREL & COMPANY h:\e4854\docs\drainage\eastjfk.stm Drexel Barrell StormCAD v1.0 09/12/97 06:30:54 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 DOT Report Pipe -Node- Upstream Downstream Inlet Area (acres) Inlet CA (acres) Total CA (acres) -Ground- Upstream Downstream (It) -HGL- Upstream Downstream (ft) -Slope- Energy Constructed (ft/ft) -Section- Discharge Capacity (cfs) -Section- Shape Size Length (It) Average Velocity (ft/s) Description 1 ROOF 1.25 1.25 1.25 5,016.00 5,009.07 0.017874 10.21 Circular 8.00 8.32 A2 5,014.30 5,008.93 0.001250 2.70 15 inch A7A6 A7 0.00 0.00 0.00 5,013.00 5,010.81 0.001156 1.84 Circular 134.00 2.33 A6 5,013.00 5,010.76 0.002985 6.78 18 inch A6A5 A6 0.00 0.00 0.00 5,013.00 5,010.76 0.000220 1.84 Circular 61.00 1.18 A5 5,011.70 5,010.76 0.028197 20.84 18 inch A5A4 A5 0.00 0.00 0.00 5,011.70 5,010.76 0.000220 1.84 Circular 180.00 1.04 A4 5,011.70 5,010.72 0.010000 12.41 18 inch A4A3 A4 0.80 0.80 0.80 5,011.70 5,010.48 0.003911 7.76 Circular 137.00 4.39 A3 5,012.00 5,009.94 0.004015 7.87 18 inch A3A2 A3 0.19 0.04 0.84 5,012.00 5,009.63 0,004995 8.77 Circular 142.00 4.96 A2 5,014.30 5,008.93 0.001690 5.10 18 inch A2A1 A2 N/A N/A 2.09 5,014.30 5,008.69 0.004228 17.38 Circular 377.00 5.53 Al 5,011.00 5,007.09 0.001777 11.27 24inch A1A Al N/A N/A 2.09 5,011.00 5,006.74 0.003931 16.76 Circular 61.00 5.34 A I 15,005.591 5,006.501 0.001311 1 9.68 124inch tProject Title: HARMONY CENTRE Project Engineer: DREXEL BARREL & COMPANY h:\e4854\docs\drainage\eastjfk.stm Drexel Barrell StormCAD v1.0 09/12/97 06:31:10 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 � I � I � I 1 � I ._J � I O O O O m Q Q Q O O O N N C Q U O O O cD O Z Z Z O 0 0 0 o '0'*" Q Q s � r con � Z Z Z — c m m m o o^ O O 0 m o_ n o n v co m rn Ln m m 0 to J `.. O _o _o O O O O C7 O O O O 0 0 O O O 2 Ln m Ln m Ln 0 Ln N N c0 o N V O m O _ m m ll n rn rn rn o m J rn o 0 0 o rn co n m U 0 �; � 00 0 0 = c 0 0 0 0 C C C 0 Ln iri iri m in in in Ln ui 0 0 0 0 0 0 0 o m 0 0 o n n o c? o n 0 0 C 0 c c 0 0 0 Ln ui ui Ln ui Ln ui ui Ln 0 0 0 0 0 0 0 o m =-Lu o 0 o n n o o� o m 62 c0 N [7 N C to O O O O O O CD o In to t1] tf] to In In cn Cn v v v to n co co ¢ N N m m m n n O n Q U O — — ^ r- m n tD Z o 0 0 0 0 0 0 0 0 o n� y o 0 0 0 0 0 0 0 0 �= ° o 0 0 0 0 0 c _ o o v m v m v m v m -a Q Q Q m o o o .- .- Z Z Z C LL Y O CD O O O Q Q Q O O O O O O U o 0 0 0 0 -- Z Z Z y 0 O 0 o 0 0 0 0 0 0 o Q Q¢ 0 Q O O O O O O Z Z Z o O 0 O o O N C`7 I N N O) O) cn 01 m H U v o 0 0 0 Sri Sri o O Ln Ln of N N n .0 — O) m C7 O O) c° Un — co cn n n n n co to 0 y 3 c D o T O E E '— 0 o rn m r7 o V: m m � i- E LL- in U] to co O) N N 0 0 o m— O O T m n N 7 cD m O O Ln c0 T O �: N N o O O O o O O O O is U o 0 0 0 0 0 0 0 0 wE o 0 0 0 0 0 0 0 0 C. 0 0 0 0 0¢¢¢ U a: F— E 0 Ln 0 cn 0 o 0 o 0 cci o Z Z Z u) 0 0 0 0q, M rn m H N O O O m m O O O °¢ O O o 0 o N N cV cc 0 0 0 0 0 o Q Q Q N O 0 O 0 O 0 O 0 O 0 O o Z Z Z W U tTJ In O O O O sf Q a Q n N O O 0 O m O Z Z Z E U ci o 0 0 o — m 0 0 0 0 o rn¢¢¢ U o 0 0 0 0 Z Z Z Cn Ln 0 0 0 N O O O o m¢¢ Q m E Q U O O O O O Z Z 2 LL o O ° 0 n to U7 < O N Z = Q Q Q Q Q Q Q Q d c c W U N a co m LO n ro O Q D co O n 0 r U c W E Q N LU U m } m Z c a Q o = y c7 V — ° 0 V OD CD m N O O m Z ' a t o Ul II D r% I 1 1 J O r r r O) O O "n C m 0 0 0 m m r 6 O= `� O � � � O CD CD O O O O O O C O lA In In U] In lIJ In U'l r co co m cl) rn v J O m r r m m r C, rn o o 0 o rn m co _ oO o o co)c O O O O O O Lr v) LmLr) L m O c7 cn r r N m f`9 O a1 m m N N co, C! c!O C y o m -- c\i v Lo co cn o U cV cn cn r r N to co d ^_ c7 N m V' ul r c! d C to to In 0 0 0 0 0 0 0 m > ci 0 r r 0 ci o cn v w O O O O O O O O lf] In In v Ln In Ln lf1 0 0 0 o 0 o o 0 >^ d d ..+ o c0 0 cn o C7 r r o N r7 of 0 W v O O O O O O O O ui u-, cn cA cri cri cn cn N cn m m o o m "I m rn rn .. r m cn C O 4 m r cA Lo v m c7 C O O o O O O O O — O O O O O O O O tf) Lr tfi cn cn Lr In In c+) cn cn C) c-) m v rn 'p N m r r Of cn m O_ O^ a O Q) r cn � v c) C O O O O O O O — O O O O O O O O lf1 In cn In In In cn In o m v r o r m r r m m N m cc V v N m O N r cn C) N N O O O O O O O O C t O O O O O O O O O o O Q L L L L L L L L V U U U V U U U U (1% cn m m m m m 'a < N N o cn r o cn 0 r cn m rn o rn r Cl) _N rn m 0 (0:)a o co r cn O O N O O O O 0 0 0 0 0 0 0 0 L O o O O O O O O 7 O O O O O O O O C m <f O r N r c co m c� v rr co v v v m r m co y N m m m r r ci r Q v 0 r m cn O O u) .- Lo V N N o m ci O O m to c0 Lo O O O O C Of O) _ O Q N O O O m m O O F U O 0 0 0 0 0 N N cn o 0 0 o v Q¢ a N O O O m O Z Z 0 — m 0 0 0 0 o rn Q Q U 0 0 0 0 0 O o (S .- o Z Z Lo o 0 0 0 rn¢¢ h N o 0 0 m .- cQ c.)O O O O O Z Z — cc O Z Q Q Q Q Q Q Q Q m LL Q Q Z O CC Q¢ Q Q Q Q¢ to Lo n Q Q Q Q Q Q Q d r m un m N J W X W Q 0 c c c W m a` O co n 0 ¢ N 7 co to O F- U w E Q a Z W U cyo m a = y c7 U 'G O O e r V cfi 0) m m N O m Z a r o 1 I E Gj e N tD N m a >c "' o^ o 0 0 0 0 0 o 0 0 0 0 Ct 0 0 w= o o 0 0 0 0 0 0 G 7 N N N N N N N N E e m rn n m N m _m 0 0 0 0 0 0 0 0 Ea 0 0 0 0 0 0 0 0 c o 0 o r o c� o to (7 <7 N Q ^ O v 0 O O O O O O O O N N N 'r N N N N lL E O E C N C O m N N l7 CJ m Q r m n^ N N e N m N^ as n m m N n U vi N N N � U ui c O d 'V L L L L L L t L U U U d N N N m m m m m e e ^ N N m N e f7 N ^ d n m N e f7 N^ L O O O O O O O O O O y m ^y — L U N O O O N N Z Z O O O O m 0 O E N e Q e m m n e = U N =d= o � d O O O O O O O) tO 3 W � O O 0 >>_ C d 0 0 o 0 0 0 0 0 N N N N N N N N o w 0 O r W W O N N J `aU=_ m 0 0 0 0 m r m o^^^ o 0 0 0 o 0 0 0 0 0 0 0 = N N N N N N N N O O E m o m o oc7 0 p O O > C � O O O O O O O O O W 0 d L_ e O N Q e Q f7 N O 0 0 d C m f7 Q e m N m d c 0^ O O O O 3 U N 0 0 0 0 0 0 0 0 N N N N N N N N o w 0 O N m m m r r t7 n L U U ^ a O N n O N O r^ m^^ O O O N O O O O 0 0 0 0 0 0 0 0 o 0 0 0 0 0 0 0 0 0 U m^ N m m e t7 e N f7 ¢ > 0 w X W 2 O c c w 01B 0 00 Project Title: HARMONY CENTRE Project Engineer: DREXEL BARREL & COMPANY h:\e4854\docs\drainage\profileo.stm Drexel Barrell Storm CAD v1.0 09/10/97 07:49:13 AM ® Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 I ------------------ Beginning Calculation Cycle ------------------- Discharge: 8.16 cfs at node 01A Discharge: 7.51 cfs at node 01B Discharge: 15.62 cfs at node 03 Discharge: 15.41 cfs at node 02 Discharge: 15.14 cfs at node 01 Discharge: 15.12 cfs at node 00 Beginning iteration 1 Discharge: 8.16 cfs at node CIA Discharge: 7.51 cfs at node O1B Discharge: 15.61 cfs at node 03 Discharge: 15.37 cfs at node 02 Discharge: 15.07 cfs at node 01 Discharge: 15.04 cfs at node 00 Completed iteration 1 Current discharge convergence relative error: 0.49202494e-2 Target discharge convergence relative error: 0.001 Beginning iteration 2 Discharge: 8.16 cfs at node 01A Discharge: 7.51 cfs at node 01B Discharge: 15.61 cfs at node.03 Discharge: 15.37 cfs at node 02 Discharge: 15.07 cfs at node 01 Discharge: 15.04 cfs at node 00 Discharge Convergence Achieved in 2 iterations: relative error: 0.3239737le-4 ** Warning: Design constraints not met. Violation: 0001 does not meet minimum cover constraint at downstream end. Violation: 0201 does not meet minimum cover constraint at downstream end. 'Information: 0302 Surcharged condition Violation: 0302 does not meet minimum cover constraint at upstream end. Information: O1AO3 Surcharged condition Violation: OIA03 does not meet minimum cover constraint at downstream end. Information: 01B03 Surcharged condition Violation: O1BO3 does not meet minimum cover constraint at downstream end. --------------------- Calculations Complete ---------------------- ** Analysis Options ** Friction method: Manning's Formula HGL Convergence Test: 0.001000 Maximum Network Traversals: 5 1 Number of Flow Profile Steps: 5 Discharge Convergence Test: 0.001000 Maximum Design Passes: 3 ----------------- Network Quick View ------------------------ Hydraulic Grade Label Length Size Discharge I Upstream I Downstream OIA03 60.00 18 inch 8.16 5,014.10 5,013.74 0302 232.00 24 inch 15.61 5,013.40 5,012.29 01B03 10.00 18 inch 7.51 5,013.79 5,013.74 0001 30.00 24 inch 15.07 5,010.18 5,010.01 0201 297.00 24 inch 15.37 5,011.99 5,010.65 ----------- Elevations ---------------- Label Discharge Ground Upstream HGL I Downstream HGL 01A 8.16 5,014.93 5,014.27 5,014.10 01B 7.51 5,014.93 5,013.93 5,013.79 03 15.61 5,015.10 5,013.74 5,013.40 02 15.37 5,016.50 5,012.29 5,011.99 01 15.07 5,010.75 5,010.65 5,010.18 00 15.04 5,010.55 5,010.01 5,010.01 Elapsed: 0 minute(s) 3 second(s) Project Title: HARMONY CENTRE Project Engineer: DREXEL BARREL & COMPANY h:\e4854\docs\drainage\profileo.stm Drexel Barrell Storm CAD v1.0 09/10/97 07:57:27 AM C Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 1 SYSTEM TIME OF CONCETRATION Upstream Pipe Downstream Upstream Average Length Description Node Inlet System System Inlet Total Node Node Flow Velocity (ft) TC Flow Intensity Intensity Watershed Time (ft/s) (min) Time (in/hr) (in/hr) (CIA) (min) (min) (cfs) 01 B 011303 03 5.00 4.25 10.00 01 B 5.00 5.00 8.10 8.10 7.51 01 A 01 A03 03 5.00 4.62 60.00 01 A 5.00 5.00 8.10 8.10 8.16 03 0302 02 5.22 4.97 232.00 03 N/A 5.22 8.07 N/A 15.61 02 0201 01 5.99 5.11 297.00 02 N/A 5.99 7.94 N/A 15.37 01 0001 00 6.96 6.12 30.00 01 N/A 6.96 7.79 N/A 15.07 N/A N/A N/A I N/A I N/A 1 100 1 N/A 1 7.051 7.77 N/A 1 15.04 0 Project Title: HARMONY CENTRE Project Engineer: DREXEL BARREL & COMPANY h:\e4854\docs\drainage\profileo.stm Drexel Barrell StormCAD v1.0 09/10/97 07:59:04 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 r 1 A Combined Pipe/Node Report Size Pipe C Length Dn Up Inlet Inlet Tot Inlet Cap V avg Up Dn S Description (ft) Node Node A CA CA 0 (cis) (ft/s) Invert Invert (ft/ft) (acres) (acres) (acres) (cfs) (ft) (ft) 18 inch 01803 1.00 10.00 03 018 0.92 0.92 0.92 7.51 7.43 4.25 5,010.93 5,010.88 ).005000 18 inch 01 AO3 1.00 60.00 03 01 A 1.00 1.00 1.00 8.16 7.43 4.62 5,011.18 5,010.88 ).005000 24inch 0302 N/A 232.00 02 03 N/A N/A 1.92 N/A 12.07 4.97 5,010.68 5,010.02 ).002845 24inch 0201 N/A 297.00 01 02 N/A N/A 1.92 N/A 12.45 5.11 5,009.82 5,008.92 ).003030 24 inch 0001 N/A 30.00 00 01 N/A N/A 1.92 N/A 17.03 6.12 5,008.72 5,008.55 ).005667 1 ' Project Title: HARMONY CENTRE Project Engineer: DREXEL BARREL & COMPANY h:\e4854\docs\drainage\profileo.stm Drexel Barrell StormCAD v1.0 09/10/97 07:59:34 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 DOT Report 1 Pipe -Node- Upstream Downstream Inlet Area (acres) Inlet CA (acres) Total CA (acres) -Ground- Upstream Downstream (ft) -HGL- Upstream Downstream (ft) -Slope- Energy Constructed (ft/ft) -Section- Discharge Capacity (cis) -Section- Shape Size Length (ft) Average Velocity (ft/s) Description 01603 01 B 0.92 0.92 0.92 5,014.93 5,013.79 0.005114 7.51 Circular 10.00 4.25 03 5,015.10 5,013.74 0.005000 7.43 18inch 01 AC3 01 A 1.00 1.00 1.00 5,014.93 5,014.10 0.006042 8.16 Circular 60.00 4.62 03 5,015.10 5,013.74 0.005000 7.43 18inch 0302 03 N/A N/A 1.92 5,015.10 5,013.40 0.004761 15.61 Circular 232.00 4.97 02 5,016.50 5,012.29 0.002845 12.07 24 inch 0201 02 N/A N/A 1.92 5,016.50 5,011.99 0.004300 15.37 Circular 297.00 5.11 01 5,010.75 5,010.65 0.003030 12.45 24 inch 0001 01 N/A N/A 1.92 5,010.75 5,010.18 0.005667 15.07 Circular 30.00 6.12 00 1 1 1 1 5,010.551 5,010.01 1 0.005667 1 17.03 124 inch d Project Title: HARMONY CENTRE Project Engineer: DREXEL BARREL 8 COMPANY h:\e4854\docs\drainage\protileo.stm Drexel Barrell StormCAD v1.0 09/10/97 08:00:05 AM m Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 � I � I � I � I � I II I � Q Q Q Q Q U E � r w Z Z Z Z — L c Z Z Z Z rn o O m co m v c' o 0 _ J v C.7 O O O O O O S iri u� �n in �n ui D) N r N (O O V C' N O O = V O O O O O O C'J c`J O O LO t0 r LO C O 2 O O O O O O m O m O O CD Lf LO r W v < Ln O O O O O O O O O o r r Q ` O 7 O Z a o 0 0 0 0 0 o a�� 0 0 0 0 0 0 U O O O O O O Cv C O CD Q Q Q Q O O 0 0 O O Z Z Z Z C:FL Y Q N O ID O Q Q Q Q U V o Cl Z Z Z Z 0 o 0 0 0 Q � O � C Q o Z Z Z Z Q N O O m O O 0 o r v m r O m r r O O N m m O T O E O O N O co LO = LL �7- O o O 0 Cl 0 O 0 C. 0 O 0 w F- E o 0 0 0 0 0 o o �.... E L:� Ln Z Z Z Z N O N N N N h o Q © C) o O Cl O T OJ F- U ci - O Q Q Q Q N `x C Cc)o O Z Z Z Z w U i N O Q Q Q Q C) Q C� o Z Z Z Z c U o Q Q Q Q U CCDI o 0 Z Z Z Z O Q Q Q Q N mN O Z Z Z N o m C O N N O Z O O o 0 0 0 m c m W EL H U U c O O u 11 11 11 11 11 1 1 v v m Ln J r r N cD O C (J M M N O O p= V O O O O O T O O O m O O O O O LO to tI] c17 In N N w r Cl p 0� N N v O O U o cn N rD m O o� N N N 'T O U 0 0 0 �n cn c m = �o ui to o 0 if Lr lri Sri iri m m o o cn > rn m un r o m . v v un cc o 0 0 0 0 0 w N N N In '-' m CO O O) Ln Q 0= O O O v O O C O O O O O lf] In In lf] ll1 M OD c0 N N no" o - o m m > O o O o C C C m m r n m a o et o V v r r N N r w m m m m d In O O O O C L O O O O O O d U U V U U W a0 V' V '- N N N O O U') O n O O a m ID O O W O co cn Ln N m N O O O O O O O o O O O O O O O O C N '-' O O N r cD m 01 O m J N N c. m o O v r m o_ o n v m L 7 O T r — ao m ao n n N O N N N O Q � O O D) 01 O> c0 N O Q Q Q N d Q `7 O) O Z Z Z c U o � T — m o O Q Q Q U Z Z Z N W O Q Q Q c Q U O r Z Z Z — c0 m c v p 0 Cl) m N. O Z O O O O O n fn Q ) cj Z O O o O o m M a m 0 o o p a cj co)o O o 0 0 i } O Z a O0 Q cm U U a E °° oJ W N Q Q Q LD Lo n O Q D o n m H U C rr E d T N A O) N N m 0) m^ O d^ o m m is m r � W E rn o o m m 7 E r v m n so ... w e o 0 0 0 0 � v vi .c o = C7 W N uO YY 1r to E m N N n m YI d •—.- 6 � E C f'J m m N N N C O v m m m n N N N^ O n U 01 0 ct 0 c 0 � w ui ui ui vi vi c o d = c c c c c m n m m e v V% f") N © O 6 a O O p O O O o 0 0 L - o 0 0 0 0 o 0 0 0 0 v o c Ni r o J N N d m Q Q Q o — t � U ^ Z Z Z E cO N A N N �p ? N m b O � 3 > O E N m a rn d d Q Q N O 3WC7v O 0 E m m N N O O O O m m O O C C> 0 0 0 0 0 _ d i0 of N N N O W d N m O w U— 0 0 0 0 0 3 = O 0 E o 0 o N � p W E m m N n y 6� 3 0 O E m m N N N d C t7 t7 0 0) �O d C O 3 N N N O O ^ C O>` O O O O O O W 0 L V u ,^ d 0 0 0 t7 m 0 0 0 0 0 0 U ^ < c o < o U y A A N N n O. V U � O 116 Q % 0 W X cc d c c W m b I I � I � I � I I ( W2W1 W1 ' Project Title: HARMONY CENTER Project Engineer: DREXEL BARREL & COMPANY h:\e4854\docs\drainage\profilew.stm Drexel Barrell StormCAD v1.0 09/09/97 04:47:32 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 1 ------------------ Beginning Calculation Cycle ------------------- Discharge: 1.09 cfs at node W4 Discharge: 0.24 cfs at node CIRCUIT CITY Discharge: 1.33 cfs at node W3 'Discharge: 1.33 cfs at node W2 Discharge: 1.33 cfs at node W1 Beginning iteration 1 Discharge: 1.09 cfs at node W4 'Discharge: 0.24 cfs at node CIRCUIT CITY Discharge: 1.33 cfs at node W3 Discharge: 1.33 cfs at node W2 Discharge: 1.33 cfs at node W1 'Discharge Convergence Achieved in 1 iterations: relative error: 0.0 ** Warning: Design constraints not met. Information: W1 Known flow propagated from upstream junctions. Information: W2W1 Surcharged condition 'Violation: W2W1 does not meet minimum cover constraint at downstream end. Information: W2 Known flow propagated from upstream junctions. Information: W3W2 Surcharged condition Violation: W3W2 does not meet minimum cover constraint at downstream end. 'Information: W3 Known flow propagated from upstream junctions. Violation: W4W3 does not meet minimum cover constraint at downstream end: Information: P-8 Surcharged condition Violation: P-8 does not meet minimum slope constraint. ■--------------------- Calculations Complete ---------------------- ** Analysis Options ** Friction method: Manning's Formula HGL Convergence Test: 0.001000 Maximum Network Traversals: 5 Number of Flow Profile Steps: 5 Discharge Convergence Test: 0.001000 Maximum Design Passes: 3 ----------------- Network Quick View ------------------------ ' I _ Hydraulic Grade Label I Length Size Discharge I Upstream I Downstream W4W3 37.00 18 inch 1.09 5,023.99 5,023.93 114.00 18 inch 1.33 5,023.92 5,023.91 'W3W2 W2W1 38.00 18 inch 1.33 5,023.90 5,023.90 P-8 12.00 15 inch 0.24 5,023.93 5,023.93 ----------- Elevations ---------------- Label Discharge ( Ground Upstream HGL I Downstream HGL W4 1.09 5,026.50 5,024.16 5,023.99 W3 1.33 5,026.90 5,023.93 5,023.92 1.33 5,023.90 5,023.90 5,023.90 'W1 W2 1.33 5,026.50 5,023.91 5,023.90 CIRCUIT C 0.24 5,026.90 5,023.93 5,023.93 Elapsed: 0 minute(s) 2 second(s) Project Title: HARMONY CENTER Project Engineer: DREXEL BARREL & COMPANY h:\e4854\docs\drainage\profilew.stm Drexel Barrell Storm CAD 0.0 10/13/97 01:29:22 PM © Haestad Methods, Inc. 37 Brookside Road • Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 SYSTEM TIME OF CONCETRATION Upstream Pipe Downstream Upstream Average Length Description Node Inlet System System Inlet Total Node Node Flow Velocity (ft) TC Flow Intensity Intensity Watershed Time (ft/s) (min) Time (in/hr) (in/hr) (CIA) (min) (min) (cfs) CIRCUIT CIT P-8 W3 0.00 0.20 12.00 CIRCUIT CIT 0.00 0.00 8.90 8.90 0.00 W4 W4W3 W3 0.00 2.17 37.00 W4 0.00 0.00 8.90 8.90 0.00 W3 W3W2 W2 1.02 0.75 114.00 W3 N/A 1.02 8.74 N/A 0.00 W2 W2W1 W1 3.55 0.75 38.00 W2 N/A 3.55 8.33 N/A 0.00 N/A N/A N/A N/A N/A W 1 N/A 4.39 8.20 N/A 0.00 i Project Title: HARMONY CENTER Project Engineer: DREXEL BARREL & COMPANY h:\e4854\docs\drainage\protilew.stm Drexel Barrell StormCAD v1.0 10/13/97 01:29:36 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Combined Pip6/Node Report Size Pipe C Length Dn Up Inlet Inlet Tot Inlet Cap V avg Up Dn S Description (ft) Node Node A CA C/ O (cfs) (ft/s) Invert Invert (ft/ft) (acres) (acres) (acres) (cfs) (ft) (ft) 15 inch P-8 0.00 12.00 W3 CIRCUIT CIT 0.00 0.00 0.00 0.00 4.93 0.20 5,021.50 5,021.45 ).004167 18 inch W4 W 3 0.00 37.00 W 3 W 4 0.00 0.00 0,00 0.00 12.41 2.17 5,023.60 5,023.23 ).010000 18 inch W3W2 N/A 114.00 W2 W3 N/A N/A 0.00 N/A 6.58 0.75 5,021.35 5,021.03 ).002807 18 inch W 2 W 1 N/A 38.00 W 1 W2 N/A N/A 0.00 N/A 6.68 0.75 5,020.93 5,020.82 ).002895 ' Project Title: HARMONY CENTER Project Engineer: DREXEL BARREL & COMPANY h:\e4854\docs\drainage\profilew.stm Drexel Barrell Storm CAD v1.0 10/13/97 01:29:57 PM ® Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 DOT Report Pipe -Node- Upstream Downstream Inlet Area (acres) Inlet CA (acres) Total CA (acres). -Ground- Upstream Downstream (ft) -HGL- Upstream Downstream (ft) -Slope- Energy Constructed (ft/ft) -Section- Discharge Capacity (cfs) -Section- Shape Size Length (ft) Average Velocity (ft/s) Description P-8 CIRCUIT CIT 0.00 0.00 0.00 5,026.90 5,023.93 0.000010 0.24 Circular 12.00 0.20 W3 5,026.90 5,023.93 0.004167 4.93 15inch W4W3 W4 0.00 0.00 0.00 5,026.50 5,023.99 0.004672 1.09 Circular 37.00 2.17 W3 5,026.90 5,023.93 0.010000 12.41 18 inch W3W2 W3 N/A N/A 0.00 5,026.90 5,023.92 0.000115 1.33 Circular 114.00 0.75 W 2 5,026.50 5,023.91 0.002807 6.58 18inch W 2 W 1 W 2 N/A N/A 0.00 5,026.50 5,023.90 0.000115 1.33 Circular 38.00 0.75 W 1 I I 1 1 5,023.901 5,023.901 0.002895 1 6.68 118 inch ' Project Title: HARMONY CENTER Project Engineer: DREXEL BARREL & COMPANY h:\e4854\docs\drainage\profilew.stm Drexel Barrell StormCAD v1.0 10/13/97 01:30:13 PM ® Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 O O Q Q Q N d O O Q Cl o Z Z Z 0 o 0 0 0 L - c m m Z Z 2 j M m N O O O rn rn rn rn rn J M N M M M N N N M N (} O O C O O Ln Ln Ln Ln Lo C M cD M O = O O c O O t!'1 Ln Ln Ln Ln 0 0 0 0 0 E `^ m LD 0 O (D (D rn M Q N N N N N O Ln O O O Ln Ln Ln O Ln O O O O O > O 1 ) Ln o> O LD LD LD (D co Ej- v N C N N N O O O N O t!] Ln Ln Ln Ln R O) M M Q Q UN .l O O Z a o 0 o o 0 o— O_� N o 0 0 0 0 O � 'a U o 0 0 0 0 Qv C v rn Q Q Q 3 3 N o Z Z Z 0 o o c � Y O y 0 O 0 ¢ Q O Q U v o o Z Z Z 0 o 0 0 0 < o o Z Z Z oQ^ o O 0 0 0 o 0 0 0 0 C. 0 0 0 0 O O 'P M O L C) D1 1-- M N — C N O c6 O co c o 0 o T o E La c? U 7L E o o co < 3 c c o o N ul a)ao E- o 0 0 f M �LLF E o o- M c O O O O O xU,E o o o 0 0 W E o 0 0 0 0 ¢ ¢ ¢ U.� o o �- E o o Z Z Z 0 0 0 0 0 H O Q d O O O O O H U v O O O O O m 0 o Q Q ¢ y u ¢ m O o O o Z Z Z w U i� m o Q Q Q N m Q OO O O O Z Z Z cU o R O O Q Q Q V o 0 z z z 0 o 0 o N c Q U O O Z Z Z - m H U CD U F O Z U c�3333 } O Z ¢ � o a o0 ¢ CM U U m ECL 0 J U- W U) Q Q Q m W x W Q O m co u � I � I I I � I � I it � I � I Q a) C.1 Q 'o1 c7 t7 O Q) � T o T J c c7 C7 (7 N O o Oj N Ci N 0 J d M Of f7 P7 Of c7 O) (7 O O O O O n n N m N O O a N m U Vn o Ln n n a ^_ v O o o = v v v U 0 o O O >^ rn rn u� rn c m — D w co co N N co N c7 N c C in Ln c Ln c Ln 0 0 (D 0 > rn � a!Lq a to cD co O O to In O 1!1 O N n m c7 N V N O of O C`� N N N N Ln cn in in O O Ln c7 cn c0 c7 O) a N D C N N N N — O O Lr to O to O In R O1 7 O O O U v v ^ to co Vl N C O O O O L O O O O O ¢ y N L L L L U V U U C C C C N t2 2 o n o n Ln co a o m VJ o V O m N m N O O Cl O O O O L O O O O �y o o O o C a> " J N 1- c7 C O m Q U N O ci (7 0 o v c7 a1 CI n c7 C m co O oo O O O C. n O Q O O O O O O O O O H Q Q m Q O O O O Z z c U o - R 0 ¢ Q U Z Z . 0 0 N O 0 Q Q C Q o o Z Z — R d ca co (7 c7 N Z 3 3 3 3 U m j o D Z U ¢ V M N c�333 c7 N ' n 3 3 3 m C f7 N Q. EL 3 3 3 y o Z a Q > a 0 O Q m U V cc E J O W ¢ ¢ Q m J W X W ¢ d d c w U N a r E d V O O N O O a Z 7 N N N � W rn rn rn a m J _ ri ri cci li n N N UJ N E T rn n � O) O) y tq C O O O O a o o h o � a a m V � 0 0 0 0 � W N d= N O N N n� E c m o cp - m o m c O_ > 7 N O O O O � W C y U � L L L L U C c'J N n 3 3 3 a 3 3 3 L o 0 0 0 J y O O Q Q c � u E co ctOo n n � o 3da O > O E n m N .- m m rn rn rn O N O � W � O O O O O C N O m t9 C 3 C _N O O O m YY Mf UI QO W m m rn m O E o rn rn a m c v� gy m_ N N N N O � W O E � m o m m c m o N L_ n_ C Q 3 O E c o o N n n n o N C O N Q N N O O C O j v O O o w O N O f7 t9 L V O � o n o r m m o o a O 0 0 p _ O O O O U m= n c� U c m m R U w m `- O N O O a Q> u W w 0 C W O a` � O Z— Q � o T a � o m z p U U a � E J C W fA 5 2 Q m J W X W Ir C O1 C W N O a` • N N N n N O N Q y T- o Z n H N T Za - d m m 3 m' 0 C m M � Q � m 'O O O m n f 5 C a o c m i v m d m x N WE Q N Z N Z= W z U o >, n oz M `J ma c m� t'M J Z 9 D Z _xN � O y m v O O OO�i D 2 O � I I I w X W 0 C O W F d� N N co m co a rn G C 1f1 N O) N r1 r1 1 01 19w _— ' ' ' f0 O 0) 1 L L I >4 I O 9 i 1 N ro 0 t ro I JJ JJ > ro to i W I i G C I I m m l U m 0 O I �--' G u u O l U T -.1 I.1 >•I 0 U L > N 1! O nl U U a w E o E o ro r+E Ey EU 7 C) -rl •ri •.1 m '-1 m N .--4 m N .-i -.� G ••1 C •'i O 10 72 Z z Z Z E O E-H U ro m U +� wvmdLL Lro blro roro rororo > G vro vr-1 G 0 0 0 0 0 0 N •� W UI N 0 •� G G G G C G to E 0) E U C L it 14 ri C LJ.I 1.7 it 1J L u41 JJ ro L ro + roro ro m m ro Q m 0 a o U 01 C G U G n) .-/ d 0 w I m m m U U m 7 m 1 W W W G W W W C N fA N I I u u 0 0 0 U U w C O 0 1 1 .•1 01 m ro N r0 1 O CT 1.1 'i o C11 LI •'1 ro�N N mr•i t'1N I •> v 2 2 Z 1 I NNN CI C 4 G QN ("1 I I .-i '•1 r•-i 1.) ...I .-� r•-I 0 z •• `. I rn .. 0 I v v v 0 v v v a)G C:•H G I 1 01 a)t G 01010)cm-H Oy 0 I I W N N •'I IJ 14 Iy N G ••a ro •� 1 1 ro ro ro G ro ro ro ro it 17 E y l L L t C t L L L ro ro )-1 ro I U u U •.+ u U u U 3 r-1 O r-4 I I m m m Im m m m m ow O I I ri •.I •.1 Gl -•� •.i .� •ri 4 .1 C •.-I 1 1 QQ Q RI QQOQ• >1•i> 1 0 ro o r1 E N O 1•IO 0OIn CD•.4 tr.O 11 m (n o •• a •• - o rn v i.+ 01 r--1 1.) m P1 CO ro La (1) •a m F (: LI N •• 4 C •• N r♦ N m ro Ll >.. V v m rZ m ro W G m G G) LI O 0) m O F F >a b+ ro Lro N.X a N a 0 u w 3> G OL G O O C 01 L n) 3 r� 0 •^I ,1 E 0 a)v m v Z w v❑ >IG > O 01 r1 O G E 41 (a•'I 0 7 N ro [ 41 U E v L E Q u -'1 U •ti •.� r-] X m X • LI 0 ro 7. -ro . rs. SSZQS I i � I I i 1 1 I 3 m > .!( U 0 01 it O 3 +J N z I I 1 I I I 1 1 1 1 I I I m, L O O W m U1 IP1 ro 9 ''' 0 �Q u co co 7 E <Mo i%1 (d 1n ID >� S.I O O —] CDrJ a � -4 .-i m .I Q — LL U U C G N -'I NCO rn ri — . O O o o 4J W In o10 .� C N N r~ v N a N !'z1 r2 rz 0 7 C11 1 • I x 9 to N I N N N I. OoO I Id 1 �InlnL, U I I Q 1 — m S. CO LnN N C N N O Eoo O tl L) n) Ln In In ro it a W Q o00 I l0 O a1 I ro (� In N I C NNN m 1 O o 0 0— 1 0 . . .ro 1 41n In In G O U I QI 1 m '•I O Q, N vv a�N �. $ N N N -n ro .r .•-1 .-1 v L JJ w A .i ...I Q E 0 r-1 roQl v m A a r-a P1 N r-•1 r-rol z z z W SYSTEM TIME OF CONCETRATION Upstream Pipe Downstream Upstream Average Length Description Node Inlet System System Inlet Total Node Node Flow Velocity (fI) TC Flow Intensity Intensity Watershed Time (ft/s) (min) Time (in/hr) (in/hr) (CIA) (min) (min) (cfs) N3 N3N2 N2 5.00 7.02 15.00 N3 5.00 5.00 8.10 8.10 12.41 N2 N2N1 N1 5.04 7.25 206.00 N2 N/A 5.04 8.09 N/A 12.40 N/A N/A N/A N/A N/A N1 N/A 5.51 8.02 N/A 12.29 P ' Project Title: HARMONY CENTRE Project Engineer: DREXEL BARREL & COMPANY h:\e4854\docs\drainage\profiln.stm Drexel Barrell Storm CAD v1.0 09/09/97 05:13:15 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 DOT Report Pipe -Node- Inlet Inlet Total -Ground- -HGL- -Slope- -Section- -Section- Length Average Description Upstream Area CA CA Upstream Upstream Energy Discharge Shape (ft) Velocity Downstream (acres) (acres) (acres) Downstream Downstream Constructed Capacity Size (ft/s) (ft) (ft) (ft'ft) (cfs) N3N2 N3 1.52 1.52 1.52 5,027.60 5,026.08 0.009995 12.41 Circular 15,00 7.02 N2 5,026.00 5,025.93 0.005333 9.07 18 inch N2N1 N2 N/A N/A 1.52 5,026.00 5,025.48 0.009901 12.40 Circular 206.00 7.25 N1 5,022.90 5,023.33 0.005000 8.78 18inch 1 Project Title: HARMONY CENTRE Project Engineer: DREXEL BARREL & COMPANY h:\e4854\dots\drainage\profiln.stm Drexel Barrell StormCAD 0.0 09/09/97 05:14:38 PM ® Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Q ¢ C Q V nj Z Z O ¢ Q c C6 m co o O^ o v rn J co Lo N N N N (7 O c O 2 in kn 'n C 'r () O Ln O) (3) J co u[ N C7 N N N 2 O O O N �n In O O O E c0 O O) ti O N Q N N N O O O iA U•l �n O O O m fo N O C O O Q O N V' ct Z U N N O O O O m ^ O O O O O O O O 0 0Z o z z CL cLL� Y Q O o Q ¢ () ` C) z Z Q Q O Q oo o Z rO Q C Q N N N N O O) N L 7 O O C co co co y o o >, o E �- o E n U LL E Ln Lo ui 3 m o e n o E ,- o o u� `xU o O o O o 0 LU E o 0 0 c o FU- E �n z z N N N O Q m m x Q m `a p Z Z w U m N N Q Q _ m Q m T Z Z c U V o < Q U Z Z N N Q _ m Q m C U _Q Z Z m a O C.) N Z Z Z Z \I ..J w X w ¢ 0 d c C w U N O O O N n O Q O r O O H U u w E ¢ N H Z C w U o � a o c a ¢ o N� O O � o n cn m U co � o < O o m rn a t o L Q Q! Q. ib1 O Q U 0 c7 c� J O c) N N O O J O ? 0 (7z D in _ N N O O n O C CJ N D p p O U rn n a c � n v 3 >O N U 0 0 > o rn C ` V to N 0 1J N N O O �n �n O O > D O CL m = n c0 S U CV N O O �n u� 7 O N O N N _ O O u� c'J O d O ) CJ N N _ O O 7 � a N n m o n U M m N y _ _ O O O C O O Or O S L L CJ V U N C C co m (1) O M O O O c> 0 0 CD o 0 Cl 0 o O O ^ O J N _ O N Q � Q U N N O O) t O C co O N N _ N lfJ lti O Q O 1— U ci m N Q 7 O Q � Z C U V O Q U o Z N Q y N C V — co c a O o N Z Z Z G � :D Z N Z Z CJ N ^ a Z Z d m N Z Z J W X W Q F U c E T o 0 m u n n _o � W E m e 0 a2— o 0 O � � m T y m N O O � N N � U W mL n c m c o m O O � W � L t O d U � � 0 N '- n Z Z d z N Z Z L O O J N d — Q `y ep y N C L�- V 0 E N a m T o a U N 3> 0 O E o 0 A n N C N � 3 WC7` O 0 E ro o m C N O O c7 N C > � O O O W O E � � J N t'I O E o m c o m C N N d N N O U W 0 E o eo m n eo m L N — y Q —v O E o m C n N U N N N O W 0 � v a U U O c � o d � o � o j d` uY u1 0 0 c O O U T n co � U _ O N m 'u— n n y o j > d Q > u w x O c v, N J N J � � cl J J W X W Q 0 O (D (D ui n C7 O N G D m O n O O F- U N 0 O L_ O a fQ d m S o C C O O I JJ J.1 I I ro ro 1 I •• 4 Q) () O 1 1-1 1 I '-1 4 Q) a) I 1 , 1 4 a, L C C 1 T N C I m > 0 0 I 00 ••'1 ro 4 L 4 1 I I O 1J C 4 (� C C9 I I I Ol ro -� 1 2 •rl I I N .-•1 ro w E ro E I I I N O Q7 4 r... 4 ••i I I O 4 L 0 a JJ W I 1 1 o to u Q) I O C Q) C a) v w O >I.0 0.a I •i •• G U L +] U.0 1 I 1 >) 0 4 ••i v U w a) w a) u I �° o°v va m .o O O Q) a) w > U w U a •+ Q) JJ JJ C 0 % C X E +> > v •.+ N O E O E 0)0 E v 0 0 ; ro 1> E d 7.O .1 O U O 0 •� JJ •.4 N JJ E u E 0)JJ E a) 7 ro iJ JJ •.1 •M -H -'I ro C •11 •'1 ro C w 10 o .I -4 •--I ' u .-•I ro C O 'O C 'oC 'oO ro C (UO C 7- o rI N N 0/ .� N -A r.. C •.i C -A 4 •^I C •"1 4 ••1 O rod'In-4 �� �a 4v .0m .a 0E0Eo)++oEo�•+ Ln O x 0 0 uaaz aa� 4 aaz ro w E U U ., U -4 4J 0(DLn O i QI v v N 0 JJ v 41 JJ U 'O JJ u ro 0 04 0 •• n U Q) Q) v 0) ro > C +J 'O Q) 'O a) -- C ro v -•i C • .-•1 N Of C ro ro ro 0 ro ro ro 0 C U ro ro ro O w •11 w (V Q) Q) a)11 0 (1 0) 0 7 N O •• a •• ••+ O O O C O O O C W C O O O C •�1 (aM E 0) E >, 7 U ME 7 U U - CD w a) 4J x C C C C C C C 0) aJ C C C L 4 w 4 4 ro 4 ro -4 a• -4 L w M 4 C 1J 4, 4 0) J.) u JJ ro lu fQ iJ 4 OI (a 11 4 01 ro •.1 L JJ 11 ro J.I JJ JJ f0 v 4 11 1J 41 ro 4 w C a 0 X O ro C= O ro C U C O Id W Q) 0 -4 w H 3 O ro ro ro ro ro ro > v fa ro fa C •H U C U C >� •H u C >I •.+ * C 4 0) •• iJ a) •1 .� C> N (l O 4 4 t ro /4 .0 '0 1 x C •• Q) � a) w a) m w w 0 C w U U dt 0 w a 0 0 7 w O I w w w W C w w w W C U O C w w Vi W C C fn v y a) 0) 0 w 0) a) O I f0 z> •.I U 0) z w ,'E fq f0 4+ C w 1 W 41 W U O w 4+ 44 U O u 0 44 W W U QI C •H 0 0 .0 .r O Z I-•1 I C v 4 O v m I I U U U •H U U U •••1 QI •••1 U U U m 0) ro N 10 N 10 F W m ro H W 1 O F EI 4 01 ro I I r u M .1J O v J.J M 4 •A 0 .a a a I ..I .. W 4 61 I 1 O lT N 1D ro O LnN 7 ro 4 117 0 0 I N CI v w O M N I N M M aI M H I 1 I N fT •-1 4 N r H 4 ro 4 4 N r .-I > (v .-1 4 rQ S a a a a a X E 1 JJ '0 a) x 0 1 d 0 U 4 3> C 1 1 O a) 0 0) L ro d o C D w M N VI 1 I L!1 m N .••1 11 IA m N .--1 J.1 U i J.) to m N .••I o ...a .. S .. .. .. a .. 1 J; C O 0 c b) 1 .J v 3' o •'+ 1 1 .� •� U W •� 0 0 0 0 0 0 0 i tyl W !.1 i • .. -.wi •• •• •• •• 0) E •• •• •• -'wl E W N 1 v 01 Q) 01 O a) a) Q, Q) ro ro ••a O) Q) a) 0) 0) Q) C v .• C •••, C •'I •.1 •d C' •A •H 1 01 0) bl b) C 0) 0) 01 M a) ro C 0) M OI M n -••I .-, AJ O 1J 0 1J 4J 1J 0 +.J 1J I Ul v z W a) 0 I >I C > O 0) I roE/ L s •" ro � rogI.1 E N f00 0 c W C c w o 0 0 0 b� � f4a f00 10tl f40 00 f40 JJ f40 f40 f40 00 00 iE 1EE g 4E E J1. 0 o 00 4 u U U U U •.C1 U U U U O. S�.I b) -'C1 U U U U 3 04. 0. O. 0 0 ero O 1 u ••E-1 4 U •.Ei I M w w w 0) w w w w E 4 4 M 1fi w w CO w W O W O W- w 0 W W I •A ..a X E 1n X 1 O H•> H� M> 0 1 1 0 o 0 m 0 0 0 0 U U F m 0 0 0 0 0H H H M i + W z z 0 W X W 2 O m O O O E 0 0 0 w r r r 4NN N D 0 0 0 1 .] OOO v J J 0 0 0 a) w U I X r r r r L ro tll to tf1 I N NNNE0000 y ro 0 4 O I ro I 4 U I J m •— w A . -1 ID o M C 2 o E 0 4 (d r r r (� d w N N N > 4 Cl 0 0 I— ,^., ♦J M In In In O m O O 0 0 0 0 a .7 w.T.r r rr C N N N N O E O O O O O o N J Q) L Ifl (n Ln v > mLr)aoN N to 5 m w U — w O O O O o i rorL- vnIn — 1 0 o 0 0 0 uu u I 44 In In Ln Ln C C C C 0 O W v •.1 -H -H I U -.I 'IT VI m I w Z W N N .-•1 W Ln O N M Z � 3 c O O O �4 m tf) N O W O t 0 0 o ro .•+ d y' j >- } i lJ ONr u U :1 7 Z d Ot ID m O% w C a d�N 0 E 2 c cr = c N O Q) = a, ~ vcu o ~ Y n m M N N .O a d e N roaaa aaM.r ro to ar,v.-IN.•. o B- a SYSTEM TIME OF CONCETRATION Upstream Pipe Downstream Upstream Average Length Description Node Inlet System System Inlet Total Node Node Flow Velocity (ft) TC Flow Intensity Intensity Watershed Time (ft/s) (min) Time (in/hr) (in/hr) (CIA) (min) (min) (cfs) M 1 M 1 L2 L2 5.00 1.20 97.00 hA 1 5.00 5.00 8.10 8.10 2.12 L4 1-41-3 L3 5.00 1.66 160.00 L4 5.00 5.00 8.10 8.10 5.20 L3 1-31-2 L2 6.61 2.79 282.00 L3 5.00 6.61 7.84 8.10 8.75 N/A N/A N/A N/A N/A L2 N/A 8.30 7.57 N/Al 10.43 8 ' Project Title: HARMONY TOWN CENTRE Project Engineer: DREXEL BARREL & COMPANY h:\e4854\docs\drainage\nchann.stm Drexel Barrell StormCAD v1.0 119/12117 05:13:16 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Combined Pipe/Node Report Size Pipe C Length Dn Up Inlet Inlet Tot Inlet Cap V avg Up Dn S Description (ft) Node Node A CA CA 0 (cfs) I (ft/s) Invert Invert (ft/ft) (acres) (acres) (acres) (cfs) (ft) (ft) 18 inch M 1 L2 1.00 97.00 L2 M 1 0.26 0.26 0.26 2.12 8.82 1.20 5,022.50 5,022.01 ).005052 24 inch L40 0.98 160.00 L3 L4 0.65 0.64 0.64 5.20 18.67 1.66 5,024.20 5,023.42 ).004875 24 inch L3L2 11.001282.00 1 L2 1-3 0.47 0.471 1.11 1 3.84 17.51 2.79 5,023.22 5,022.01 ).004291 Project Title: HARMONY TOWN CENTRE Project Engineer: DREXEL BARREL & COMPANY h:\e4854\docs\drainage\nchann.stm Drexel Barrell Storm CAD v1.0 09/12/97 05:13:38 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 DOT Report Pipe -Node- Inlet Inlet Total -Ground- -HGL- -Slope- -Section- -Section- Length Average Description Upstream Area CA CA Upstream Upstream Energy Discharge Shape (ft) Velocity Downstream (acres) (acres) (acres) Downstream Downstream Constructed Capacity Size (ft/s) (ft) (ft) (ft/ft) (cfs) M 1 L2 M 1 0.26 0.26 0.26 5,025.50 5,027.03 0.000292 2.12 Circular 97.00 1.20 L2 5,025.50 5,027.00 0.005052 8.82 18inch L41-3 L4 0.65 0.64 0.64 5,027.50 5,027.06 0,000378 5.20 Circular 160.00 1.66 L3 5,027.00 5,027.00 0.004875 18.67 24 inch 1-31-2 L3 0.47 0.47 1.11 5,027.00 5,027.30 0.001071 8.75 Circular 282.00 2.79 L2 5,025.50 5,027.00 0.004291 17,51 24inch i ' Project Title: HARMONY TOWN CENTRE Project Engineer: DREXEL BARREL & COMPANY h:\e4854\docs\drainage\nchann.stm Drexel Barrell SlormCAD v1.0 09/12/97 05:13:54 PM m Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 N O V Q N N C O U v N 'n CJ Z O O O Q C w m Cn Z j o o 0 O^ O 0 O O J .... n n n n N N N N (�} O O O O 2 u� Ln in Lo G O O O O O O O o O N N N N 2 O O O O N In uA In O O O o E N Lo O to tr; n n Lo N N N N O O O O m n n O O O O > u1 to O Lr� d = Lo n n n N N N N w O O O O y O N n N VI O Z O O C. 0 d �� O O O O O O O O O a c o 0 o Q o O o O O` C 0 0 o Z LL Y O ` O (D O Q O O O C) Z O O O Q N O O O O U Q O O O Z Q ¢ w N o Lo m N n Cn w O L c� Lo m w n rn �^ o o o T O E •C o O tD ci U LL� E 0 N o m 3 0' o o o Q c E o o cc ci 1- E o 0 0 0 O O O O W H E o 0 0 0 U.� o O O Q o 0 0 ui n ui Z o v - n W oQ m N (D ci o F U ci o m 0 0 o Q y X¢ m O O O O O O Z W U tD v n Q y N tD 7 O O o Z cU o co o ¢ U o rn o Z o ' co Ln n ¢_ to C¢ U N CD a O O o Z m O O Z < tJ7 JN � J 2 } O Z a> � a o O a o v U a ve E `D J U- W W 2 Q m m W X W Q O N C W N O a` O O tD u'1 n 0 O N a D co O rn tD O H U c 2!] C O n U m 0 O O O J (D O O C _ N N N O O O M O O J O O M a M _ N N N O O O Lo In m O) co O) C cl O) u) R >O ^ U 0 0 oo a a) ,-. Lr? co n �'o` ^ U o O O > ua o u) O c7 w N n ui N N O O O O O O h O n ` a)^. u� n n w N O N N O O Lc:), /) u7 U1 ^ N ^ C a)= N co N C — N O N N O O M c[ O O N u7 N N d a) C N N V M N N — O O O In V7 In CL M .y N n aD fo )n U� m m n N ^ a) C O O O L o 0 0 0 0 0 L L L U U U U r� C C C co v v ^ N N N u) rn rn rn _ Cn u) C V O O O 0 o O L O O O o 0 0 C n O N 41 v O) Ct J ^ N N O u] Q U ^ N n N to aJ O O R L m _ w m n < ^ N O Q N cO N [O .- I— U ci O O^ m v N c0 V mQ m cU ci o 0 0 o co 0 U o rn o ^ o ^ m Ln n u N O V C Q O O O O a) C a 0 0 Z N M N .J J J o) O ^ R M Z J J m G N M N J J J d v M J J F- c.> c X, d U N O � 7 E c O o N ^ O N N N O O O � W E n m o 0 0 � m T m o o< O O O m 5 m O O O � U W m L m m o nQ� E c o o N m C 0 O N N O O O � W C L L L O d U � V= ^ N N L O O O J ^ N N O C N m N 66 c7 - L VC U v O E o m a m T N m n d ^ N U N b O � `m= a� 0 O E N O N m O O m T d ^ n n C - ;w(J N m N O 0 E N m o v o d O N t7 N ry N N N C> j O O O O W E o 0 0 m o 0 0 O O O O 0 o 0 0 n c �n o an a s O N n n j N N N � U W a m m DL o O W x Q 0 d C tL O a` t0 O ' K3 CIRCUIT CIT 2 K ' Project Title: HARMONY CENTRE Project Engineer: DREXEL BARREL & COMPANY h:\e4854\docs\drainage\profilk.stm Drexel Barrell StormCAD v1.0 09/15/97 08:06:47 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 u I III FIB' 11 ' � b O W •' ro 1.1 I G1 L I 1.1 y I O y y 14 y y y y 0 I 4 C 0 Q C a C O I d o v •a o a o ' •'� L J.! L ' > U Itl C - 4i C •.Ci ro U C ro I t ro S -L •^ ro 7 ro y 7 ro L I .y .,C.I EE IJ E^ LJ .° E^ •C I N E (aro C IC C 2 ro C wo I FL W y F.I O N O +j LU O "1 I .u•I y 4 C N U L U y S-I U y l u C 'Ea C 1 u 0 u 7 7 •�i O, L u 7 cF >' b E aiO ,�p,� dEody .. U ~ O O W > W> U W > U a u U y y W U C C ro E. E- + LU C o 0 0 E O E 'o E C E E O 0 5 '"' .� E m •� 7 y y L 7 +� Q1 7 •.•I 0 0 0 a U a E E +� E +� E E U y y E ro ..I ..I •.1 ro .,� ..I .,� Ip ..I •.I y a coro•.•�000crncvcrnccc ro H m N .-4 N r-I .-I •'� C Ol b C ro C C •a ro •E 0 •.� .,.I O UUxhhY.7xx Uxh haNeaxYro y p,o•� o u u E o E u E of Ey m N O y w N w w LU W Ol GJ N N Ol O7 N> C' 11 U L L N L L LI L L ro c'ovvv'a'0'0'a vvv'o orovv a)-H ao w Q v v o v w a° v a c c° c °c e° °e e° c °c c c c C c C C H N 3 dt E o -W m E 30 E� E o E E g •.i L I iJ J.I 11 y,t �J L J.1 L 1J L L L iJ L u -0 O 1/ '-1 ro ro I •o , ro L ,o lJ iJ ro v ro ro ro ro ro 0 0 0 0 0 ro 0 0 0 0 0 a 0 W, o WC u u C W 0 C 044 C C U ~ U U 1/ C 3 0 14 7 y g y 14 N 3 y y I U u u U u U U u M u U u u u u U u bf Im u y 0 ,..I .y 10 x o N •0 do 'O0 •0 O O Ln to Ln LD ' I w -• PC 910 Y Y .--I .r y •I 0 o O Ln Ln Ln Lo ,--1 ,.y y y � „4 Y 1 I Ln Ln .y ,y cl to ol•L. wLn Ln .-�.-I lc ot•[• > dxxxY~7x7�J�G AGh I C O I N N N mVl .-L LD 10 J.l N N t"1 N Ln ••1 l0 La Q .. .. ,Y I W N d W W O1 LU 07 O+ OJ W d Ol W G! LU tU N C •0 -o C •o .o .go G .oz C ..Oi C O C C I i 1OI �ol041 CH 0)9 a'4 C ma)b0tm 0,•e 6m ro 0 Ero EmE L 0 m•° I" 0 Ero °•° � .0 .L .roC .0 I�0 LI H ro la 4 ro 1Ei ro 7a ro LI ro 16 ' U U U u U U u u •.I U U U U U U U U U 3 0 0- 0 0 0 .-+ O rL o .-I O .ti .•i I N y N y y OI y y y y y y y y y W W O W W W O W O W O W O O I ' ~ •'� '^L '•+'.I •�I -.a •.� W •ti ..I •.I .••L •..L .,� .� .A - + C 0-- C C C •.I C •.I C •� C ....I I ' OQCCOr]OOf90C]Oggq q in 0. HH>1•-IM I•-I>H>H>.> I w x w O m c m c w 0 N Q N O tD O F U c a ¢ 3 m u a o a 2 � u 0 _ Vl Vl O O Ln Ol E moo o �o o.-I 0 m n —_ N 11 N NCM r'1 tTa LINN NNN = I �� C` L• � d, NOO 10 1J 0000 000 I 0 1 'O y 1!'1 L!•1 Vl Vl {J'1 117 Vl '� 1.1 Pl T V�N f"1 CT N N N N N N Fro 0 ro o 0 0 0 0 0 o i ' 1 Q i Ul Lr 0 0 Ln VI Lr v I .1 VI h I` w VI LT 0) I I O O I 'O 0lNNNNNNN 1 0 2 y 0 0 0 0 0 0 0 1— I ya Ln Ln Ln lr Ln Ln ul Ln Ln o m � r-i to 0 0 .-I Lo ti ' C N N N N N N N 1 -- o ro o 0 0 0 0 0 0 I •-i In O Lrl 1D CD w N H O Vl f 1J W Vl Vl Vl Ln LnVl Ln I �4 1D l!'1 N 1h N N r'1 ; JJ 4 a ro o E OCD I m Olmo r- ow Ln o s.o ,x I . . . . . . . orl0w.0tnr cc Ln G.O •• O .L' r..0 i .0 N NNN N N I 00000 000 1 O L..I y 01 .0 u u u u u u u . . . . . I :I Vl Ln Ln 0 0 Vl Vl U O1 C .Y d •.1 •.' . ...I ..I ..I .r I C O ro N W O N •H tDOmLD000 I I - • C •• 41 r4 N y lU --rl E ro L>.i y y 10 C •u lu 2 .� Ln O Ln w 0 ¢ l• r to O I o Ln I- 0 1 O E E 3.1 rT ro 0000000 4LD LD tnry 11 '-1N W. a N a I o 0 0 0 0 0 0 L V p` 4J v Y ao U k 3> C i -W DO,0°°m T u o Cm0r- Gl ••i m y O Z m O ,y y L [L• U EN OI0) O 0 o U ••+ C E 14 0-107Nro d u C I U E a ' r .Q •--1 N N .H f'1 Fyou .•I f. •7 Lap •.� .] x t y w V b .-/ roYpGaGxYYh ,� V ro ro 7•ti " r+•zF20 axh•aUh = �YYYx~~]H O'o h U Cr w x w 0 SYSTEM TIME OF CONCETRATION Upstream Node Pipe Downstream Node Upstream Flow Time (min) Average Velocity (ft/s) Length (ft) Description Node Inlet TC (min) System Flow Time (min) System Intensity (in/hr) Inlet Intensity (in/hr) Total Watershed (CIA) (cfs) L1 L1K1 K1 0.00 0.60 10.00 L1 0.00 0.00 8.90 8.90 0.00 J2 J2J1 J1 0.00 1.87 138.00 J2 0.00 0.00 8.90 8.90 0.00 J1 J11<2 K2 1.23 1.78 99.00 11 0.00 1.23 8.70 8.90 0.00 CIRCUIT CIT CCK3 K3 0.00 1.55 8.00 CIRCUIT CIT 0.00 0.00 8.90 8.90 0.00 K3 K3K2 K2 0.09 1.42 176.00 K3 N/A 0.09 8.89 N/A 0.00 K2 K2K1 K1 2.16 3.20 107.00 K2 N/A 2.16 8.55 N/A 0.00 K 1 K 1 K K 2.72 3.80 34.00 K 1 N/A 2.72 8.47 N/A 0.00 N/A N/A N/A N/A I N/A K N/A 2.87 8.44 N/A 0.00 i ' Project Title: HARMONY CENTRE Project Engineer: DREXEL BARREL & COMPANY h:\e4854\docs\drainage\profilk.stm Drexel Barrell StormCAD v1.0 10/13/97 01:57:10 PM 10 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 � I Combined Pipe/Node Report � I U Size Pipe C JLength (It) Dn Node Up Node Inlet A (acres) Inlet CA (acres) Tot CA (acres) Inlet Q (cfs) Cap (cfs) V avg (ft/s) Up Invert (It) Dn Invert (It) S (ft/ft) Description 18 inch L 1 K 1 0.00 10.00 K1 L1 0.00 0.00 0.00 0.00 8.78 0.60 5,021.31 5,021.26 ).005000 18 inch J2J1 0.00 138.00 J1 J2 0.00 0.00 0.00 0.00 6.85 1.87 5,022.90 5,022.48 ).003043 18 inch J1K2 0.00 99.00 K2 J1 0.00 0.00 0.00 0.00 6.83 1.78 5,022.28 5,021.98 ).003030 18 inch CCK3 0.00 8.00 K3 CIRCUIT CIT 0.00 0.00 0.00 0.00 8.78 1.55 5,022.82 5,022.78 ).005000 18 inch K3K2 N/A 176.00 K2 K3 N/A N/A 0.00 N/A 9.40 1.42 5,022.58 5,021.57 ).005739 18 inch K2K1 N/A 107.00 K1 K2 N/A N/A 0.00 N/A 6.79 3.20 51021.37 5,021.05 ).002991 18inch K1K N/A 34.00 1 K K1 N/A N/A 0.00 1 N/A 1 6.73 3.80 5,020.851 5,020.75 ).002941 i ' Project Title: HARMONY CENTRE Project Engineer: DREXEL BARREL 3 COMPANY h:\e4854\docs\drainage\profilk.stm Drexel Barrell StormCAD v1.0 10/13/97 01:49:05 PM ® Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 DOT Report Pipe -Node- Upstream Downstream Inlet Area (acres) Inlet CA (acres) Total CA (acres) -Ground- Upstream Downstream (ft) -HGL- Upstream Downstream (ft) -Slope- Energy Constructed (ft/ft) -Section- Discharge Capacity (cfs) -Section- Shape Size Length (ft) Average Velocity (ft/s) Description L1K1 L1 0.00 0.00 0.00 5,025.50 5,023.65 0.000073 1.06 Circular 10.00 0.60 K1 5,025.90 5,023.65 0.005000 8.78 18 inch J2J1 J2 0.00 0.00 0.00 5,025.70 5,024.19 0.000618 3.15 Circular 138.00 1.87 J1 5,025.70 5,024.11 0.003043 6.85 18 inch J11<2 J1 0.00 0.00 0.00 5,025.70 5,024.06 0.000644 3.15 Circular 99.00 1.78 K2 5,026.30 5,024.00 0.003030 6.83 18 inch CCK3 CIRCUIT CIT 0.00 0.00 0.00 5,027.80 5,024.09 0.000375 2.50 Circular 8.00 1.55 K3 5,027.00 5,024.09 0.005000 8.78 18 inch K3K2 K3 N/A N/A 0.00 5,027.00 5,024.07 0.000405 2.50 Circular 176.00 1.42 K2 5,026.30 5,024.00 0.005739 9.40 18 inch K2K1 K2 N/A N/A 0.00 5,026.30 5,023.87 0.002072 5.65 Circular 107.00 3.20 K1 5,025.90 5,023.65 0.002991 6.79 18 inch K1K K1 N/A N/A 0.00 5,025.90 5,023.45 0.002922 6.71 Circular 34.00 3.80 K 5,023.35 5,023.35 0.002941 6.73 18 inch 8 ' Project Title: HARMONY CENTRE Project Engineer: DREXEL BARREL & COMPANY h:\e4854\docs\drainage\profilk.stm Drexel Barrell StormCAD v1.0 10/i3/97 01:49:30 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 O O O CD Q Q Q Q N N U O O O O c 0 0 0 0 Z Z Z Z 0 0 0 o Q Q Q Q — •� rn rn o m D> m rn 0 Z Z Z Z n rn (D rn r� rl Lo Lo O^ m o 0 0 o v ci J c�i v c v c of m .`... V' N O N O N O N c N O N O N N c c _ Ln u) Lo Lo Ln Lo to Ln C co Lo .- O O Lo Lo O O O O c7 N N N N N CV N N = O O O O O O O O Lo Lo Ln Lo Ln Ln Ln Ln 0 0 00 0 0 o Lr) E = Ln Lo rn Ln r` Ln R1 r� o rl ri 0 rn u) m ¢ N N N N N N N N O O c O O O O o In In Ln In In In Lo Ln O O O O O O 0 Lo > Ln rl r` CD o c� LT C7 CD ^ Ln Ln Lo r` r` (O Ln m w .`... N O N O N O N O N O N O N N O o Ln Lo Lo Ln Lo Ln Ln Ln .h (D O Lo Ln O Ln O Ln Ln (D .- Q n r' M L") N N Ln O Z -O O o 0 0 0 0 0 0 O m O O O O O O O O F„ V o 0 0 0 0 0 0 0 Q ` Q Q Q Q 3 3 ;� o � -- L—n 0 0 C) lh N Z Z Z Z Y LL 0 0 0 o Q Q Q Q O y o 0 0 0 C.J . 0 0 o o Z Z Z Z ,0 N O O O O Q Q Q Q O O o O Q U` 0 0 0 o Z Z Z Z O O O O O O o 0 p¢ O O O O O O O O �-U` 0 0 0 0 0 0 0 0 0 0 0 o rn n v ,C O) O) f\ O) m Lo C R C C6 co m m co m m m h a m C O O CO O OM CO N r\ �•. O E ,- O O N O O .- rl CD (n LL ~ E O O — O O N N N 3 m C O CDC.)O W (D N rl o f •- o O N O o rl� Ln W j._ E O CD— O CDN N N O O O O O O O O o 0 0 0 0 0 0 0 w �- E 0 0 0 C. 0 0 0 0 0 0 0 o Q Q Q Q U.c o 0 0 0 �- E O O O O Z Z Z Z N O O O O O O O o 0 0 0 0 0 0 O O CD O 0 o O O O F- U (i m N O O CD Q Q Q Q O O O O X Q O o o O Z Z Z Z w U O m _ 0 .O o o H O O O O m Q d O O O O Z Z Z Z c U c) — m O o 0 0 0 Q Q Q U o 0 0 0 0 0 0 o Z Z Z Z N O O O O Q Q Q Q O O O O 6 0 0 0 0 Z Z Z Z U CD O j Z U _ _¢ C7 N J i U ]C X Y Y i } O Z Q `o a o < m U a E `o J W U) ¢ ¢ Q [D w x w 0 W E H o m O Ln un J u7 O O O cc! M C M R R C R M M O O o Ci Ci 0 0 n N u) u] u7 rn m rn n r In J uJ O O O O O O O O O O O In V7 'o l!] u7 Lo lfJ V N' N N co In O , r W r N M Q O ... M N N M M U mO N m N M Lo N .... O M c1 < O) < u� d o N M N M M U V U 0 O O O U' O) n M O M T M C d`= u7 m n c0 �I1 M O O O O O O O 0 0000u� n co O M rnQ.a� = N N N N iD O O O O O t!] 117 U] lf] u] c0 m m co r LD u� N a O n ui O n C d N N O O C �`... N N N N N N N — O O O O O O O u1 u7 L17 u7 u'Y u1 V7 O c0 N O n u1 M Q1 N O u7 M cD n N� N N N N � O v N N N N N N N C O O O O O O O Ln m u) in m d y m Ln M m O = M ao 0o n v n n U m m m m of m w N w c o 0 0 0 0 0 0 L O O O O O O O m o L L L L L L L y N V U U U U U U C_ C_ o M o O m O V M O M O) V O O O O n m m u7 M M Ln Lo N N O O O O O O O O O O O O O O L O O O O O o O a^ O o 0 0 0 0 0 c— "' o co m m co rn v m J M OI n 0 cm � r c0 Lo O O In '- Q O .- r u] vi u7 n M M N N un O O O O O m m r t rn rn r rn co m y co m co co co co co O o O 0 O O O y O Q N O O O O O O O F U G o 0 0 0 0 0 0 0 0 0 o Q Q Q _ N m Q m cU `o O O O O 0 0 0 0 Z Z Z — m O O O O Q Q Q U o 0 0 0 0 0 0 o Z Z z y O O o O Q Q Q C Q U O O O O O O O O Z Z Z d C 'O 0 0 N M N Z H U am n -o O Z U N M N r •-- _n d cq� U M N J U Y Y Y i >- o Z Q o a 0 0< of O U d m E o W 2 Q Q m W X W Q a CD C cm c w 0 O a o u� M m C1 > N N N N N N N O O O O O O O � W E a co .n N N = 0 0 0 0 0 0 0 C W L N N N N N N N a W 0 0 0 0 0 0 0 � O N N E c o 0 0 0 0 0 0 n m o M a d O O O O O 1� O O. W � U E m m n rn o 0 n D m c o O j N N N N N N N nU _d o 0 0 0 0 0 0 C L L L L L L L O d V U C C C C C dFn m m m m m m m M 1 J U Y Y Y L O O O O O O O ^ O O O O O O O c � O m C7 CJ Ip n d O O O 00 Q Q Q Of O O O O O O O Z Z Z C tLi TE.mrn W U O O O O O O N N Vi M u'i u'i O O A C O N O O) n N 0 n N N C > O O N 0 0 0 0 W DO y= N N N N N N N O O O O D E c o 0 0 co n rn m a M ^ N N N N N N N D � W O O O O O O VI �n .n .D an h tD D m M m o M e m m n= w c d' D 0 D m c .n N N nmt N N N N 0 0j N NW�O .- m r L �- U V U] m D d O M O M O] O 0 O O O O O O 0 0 0 0 0 0 cy` o O 0 0 0 0 0 0 U au U� COO W f4 2 cc m W x D c7 - N LL a: W W W W Z � J CL O• L w T 1,^ LL C7 wN _ C'M CL W W W W W W Cn Z W J Q CL O- F- w M Cn Cr W UO = N �W W 2W J W CO C/)Z 2a J Cr d O .. F— w Cn a: cr) T � O TT T T _ CY) N = ch 2 2 T N = '- co _ C"M = = C3 2 �• TN I T 2 w 't qcT W W LO N Tw v `N w N W W C7 2 cr Cl) O W u) Z ^^J ILL TLw O.- 0 Cn c) O. Nt U' 8 } o Z Q `o a o O a o, U V a m 0 J W fn ¢ ¢ m m w x W 0 d C W d O a` C In LO m 0 to 0 U c a` t o ------------------ Discharge: 17.88 cf Discharge: 3.76 cfs Discharge: 21.51 cf Discharge: 1.31 cfs Discharge: 9.65 cfs Discharge: 1.22 cfs Discharge: 10.86 cf Discharge: 1.80 cfs Discharge: 12.62 cf Discharge: 13.88 cf Discharge: 10.70 cf Discharge: 11.10 cf Discharge: 35.08 cf Discharge: 10.99 cf Discharge: 45.53 cf Discharge: 5.72 cfs Discharge: 50.85 cf Discharge: 50.75 cf Discharge: 70.92 cf Beginning iteration Discharge: 17.88 cfs Discharge: 3.76 cfs Discharge: 21.36 cfs Discharge: 1.31 cfs Discharge: 9.65 cfs Discharge: 1.22 cfs Discharge: 10.85 cfs Discharge: 1.80 cfs Discharge: 12.59 cfs Discharge: 13.81 cfs Discharge: 10.70 cfs Discharge: 11.10 cfs Discharge: 34.60 cfs Discharge: 10.99 cfs Discharge: 44.77 cfs Discharge: 5.72 cfs Discharge: 49.92 cfs Discharge: 49.76 cfs Discharge: 69.62 cfs Completed iteration Current d' Target di Beginning Discharge Discharge Discharge Discharge Discharge Discharge: Discharge: Discharge: Discharge: Discharge: Discharge: Discharge: Discharge: Discharge: Discharge: Discharge: Discharge: Discharge: Discharge: Discharge ** Warning ** Problem Informatio Informatio Informatio Beginning Calculation s s s s at node E5 at node F1 s at node E4 at node I-14 at node H4 at node I-13 s at node H3 at node I-18 s at node H2 s at node H1 s at node G4 s at node I-15 s at node G3 s at node I-16 s at node G2 at node I-17 at node G1 at node GO at node E3 at node E5 at node F1 at node E4 at node I-14 at node H4 at node I-13 at node H3 at node I-18 at node H2 at node H1 at node G4 at node I-15 at node G3 at node I-16 at node G2 at node I-17 at node G1 at node GO at node E3 ischarge convergence rel scharge convergence rela iteration 2 17.88 cfs at node E5 3.76 cfs at node F1 21.36 cfs at node E4 1.31 cfs at node I-14 9.65 cfs at node H4 1.22 cfs at node 2-13 10.85 cfs at node H3 1.80 cfs at node I-18 12.59 cfs at node H2 13.81 cfs at node H1 10.70 cfs at node G4 11.10 cfs at node I-15 34.60 cfs at node G3 10.99 cfs at node I-16 44.77 cfs at node G2 5.72 cfs at node I-17 49.92 cfs at node G1 49.76 cfs at node GO 69.62 cfs at node E3 Convergence Achieved in Design constraints not Flooding in system n: E4E3 Surcharged condi n: GOE3 Surcharged condi n: E4 The hydraulic grad ative error tive error: Cycle------------------- 0.1864185e-1 0.001 iterations: relative error: 0.0 met. tion tion e exceeds the Rim/Ground elevation Project Title: HARMONY CENTRE Project Engineer: DREXEL BARREL & COMPANY h:\e4854\docs\drainage\westjfkl.stm Drexel Barrell Storm CAD v1.0 09/15/97 09:13:26 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 3 Information: E4 Flooding condition. Information: E5E4 Surcharged condition Information: F1E4 Surcharged condition Information: F1 The hydraulic grade exceeds the Rim/Ground elevation Information: F1 Flooding condition. 1 Information: E5 The hydraulic grade exceeds the Rim/Ground elevation Information: E5 Flooding condition. Information: G1G0 Surcharged condition Information: G2G1 Surcharged condition 'Information: P5 Surcharged condition Information: G3G2 Surcharged condition Information: P4 Surcharged condition 'Information: G3 The hydraulic grade exceeds the Rim/Ground elevation Information: G3 Flooding condition. Information: H1G3 Surcharged condition Information: G4G3 Surcharged condition 'Information: P2 Surcharged condition Information: P1 Surcharged condition Violation: P1 does not meet maximum slope constraint (try drop structure). Information: H2H1 Surcharged condition Information: 113H2 Surcharged condition Information: P21 Surcharged condition Information: H4H3 Surcharged condition Information: P Surcharged condition Violation: P does not meet minimum velocity constraint. .--------------------- Calculations Complete ---------------------- ** Analysis Options ** Friction method: Manning's Formula HGL Convergence Test: 0.001000 Maximum Network Traversals: 5 Number of Flow Profile Steps: 5 Discharge Convergence Test: 0.001000 - Maximum Design Passes: 3 ----------------- Network Quick View ----------y------------ ' Hydraulic Grade Label Length Size Discharge Upstream Downstream 221,10 36 inch 34.60 1,122,11 5,122.47 'G3G2 G2G1 113.00 36 inch 44.77 5,022.16 5,021.79 H4H3 87.00 24 inch 9.65 5,024.45 5,024.33 H1G3 183.00 24 inch 13.81 5,023.49 5,023.00 G4G3 230.00 19x30 inch 10,70 5,023,42 1,023,00 P 1.00 12 inch 1.22 5,024.33 5,024.33 P1 2.00 12 inch 1.31 5,023.67 5,023.67 P2 .1.00 12 inch 11.10 5,023.07 5,023.00 P4 2.00 12 inch 10.99 5,022.47 5,022.47 P5 3.00 12 inch 5.72 5,021.79 5,021.79 H3H2 96.00 24 inch 10.85 5,024.24 5,024.08 H2H1 131.00 24 inch 12.59 5,023.96 5,023.67 P21 1.00 12 inch 1.80 5,024.08 5,024.08 188.00 18 inch 21.36 5,026.06 5,020.50 'E4E3 F1E4 154.00 18 inch 3.76 5,020.64 5,020.50 E5E4 92.00 18 inch 17.88 5,022.41 5,020.50 60.00 42 inch 49,92 5,021,46 5,021,35 'GIGO GOE3 296.00 42 inch 49.76 5,021.02 5,020.50 ----------- Elevations ---------------- Label Discharge Ground Upstream HGL I Downstream HGL 'G1 49.92 5,023.80 5,021.79 5,021.46 G2 44.77 5,023.80 5,022.47 5,022.16 G3 34.60 5,023.00 5,023.00 5,022.91 H3 10.85 5,025.60 5,024.33 5,024.24 13.81 5,025.35 5,023.67 5,023.49 'H1 H4 9.65 5,025.50 5,024.52 5,024.45 E3 69.62 5,019.00 5,020.50 5,020.50 G4 10.70 5,023.90 5,023.51 5,023.42 'Project Title: HARMONY CENTRE Project Engineer: DREXEL BARREL & COMPANY h:\e4854\docs\drainage\westjfkl.strn Drexel Barrell Storm CAD v1.0 09/15/97 09:13:26 AM ® Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 2 of 3 1 SYSTEM TIME OF CONCETRATION � I � I I I ' Project Title: HARMONY CENTRE h:\e48541docs\drainage\westjfkt.stm 09/15/97 09:14:17 AM © Haestad Methods, Inc. Project Engineer: DREXEL BARREL & COMPANY Drexel Barrel) Storm CAD v1.0 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Combined Pipe/Node Report � I � I � I Size Pipe C Length (ft) On Node Up Node Inlet A (acres) Inlet CA (acres) Tot CA (acres) Inlet 0 (cfs) Cap (cfs) V avg (ft/s) Up Invert (ft) On Invert (ft) S (ft/ft) Description 12 inch P5 1.00 3.00 G1 1-17 0.70 0.70 0.70 5.72 573,936,332.91 7.28 5,015.12 5,015.11 ).003333 12 inch P4 1.00 2.00 G2 1-16 0.82 0.82 0.82 6.70 274,889.810.16 13.99 5,015.55 5,015.54 ).005000 12 inch P2 1.00 1.00 G3 1-15 1.36 1.36 1.36 11.10 4.21 14.14 5,016.34 5,016.33 ).010000 1900 inct G4G3 1.00 230.00 G3 G4 1.31 1.31 1.31 10.70 13.77 3.24 5,017.12 5,016.43 ).003000 12 inch P21 1.00 1.00 H2 1.18 0.22 0.22 0.22 1.80 464,575,246.86 2.29 5,020.29 5,020.19 ).100000 12 inch P 1.00 1.00 H3 1-13 0.15 0.15 0.15 1.22 531,393,584.81 1.56 5,020.88 5,020.87 ).010000 24 inch H4H3 1.00 87.00 H3 H4 0.16 0.16 0.16 1.31 18.79 3.07 5,021.25 5,020.82 ).004943 24 inch H3H2 N/A 96.00 H2 H3 N/A N/A 0.31 N/A 18.90 3.45 5,020.62 5,020.14 ).005000 24 inch H2H1 N/A 131.00 H1 H2 N/A N/A 0.53 N/A 18.98 4.01 5,019.94 5,019.28 ).005038 12 inch P1 1.00 2.00 H1 1-14 0.16 0.16 0.16 1.31 166,987,270.47 1.66 5,019.34 5,019.08 ).130000 24 inch H1G3 N/A 183.00 G3 H1 N/A N/A 0.69 N/A 27.95 4.40 5,019.08 5,017.08 ).010929 36 inch G3G2 N/A 229.00 G2 G3 N/A N/A 3.36 N/A 43.27 4.89 5,016.33 5,015.64 ).003013 36 inch G2G1 N/A 113.00 G1 G2 N/A N/A 4.18 N/A 43.17 6.33 5,015.54 5,015.20 ).003000 42 inch GIGO N/A 60.00 G0 G1 - N/A N/A 4.88 N/A 65.12 5.19 5,015.10 5,014.92 ).003000 42 inch GOE3 N/A 296.00 E3 G0 N/A N/A 4.88 N/A 69.79 5.17 5,014.72 5,013.70 ).003446 18 inch F1E4 1.00 154.00 E4, IF 0.46 0.46 0.46 3.76 8.95 2.13 5,015.64 5,014.84 ).005195 18 inch E5E4 1.00 92.00 E4 E5 1.00 1.00 1.00 8.16 8.78 10.12 5,015.30 5,014.84 ).0.05000 18 inch I E4E3 N/A 1188.00 1 E3 JE4 I N/A I N/A 1 1.46 1 N/A 1 8.781 12.091 5,014.641 5,013.70 ).005000 1 'Project Title: HARMONY CENTRE Project Engineer: DREXEL BARREL & COMPANY h:\e4854\docs\drainage\westjfkl.stm Drexel Barrell StormCAD v1.0 09/15/97 09:16:46 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 DOT Report Pipe -Node- Upstream Downstream Inlet Area (acres) Inlet CA (acres) Total CA (acres) -Ground- Upstream Downstream (ft) -HGL- Upstream Downstream (ft) -Slope- Energy Constructed (ft/ft) -Section- Discharge Capacity (cfs) -Section- Shape Size Length (ft) Average Velocity (ft/s) Description P5 1-17 0.70 0.70 0.70 5,023.80 5,021.79 0.000000 5.72 Circular 3.00 7.28 G1 5,023.80 5,021.79 0.003333 373,936,332.91 12inch P4 1-16 0.82 0.82 0.82 5,023.50 5,022.47 0.000000 10.99 Circular 2.00 13.99 G2 5,023.80 5,022.47 0.005000 274,889,810.16 12inch P2 1-15 1.36 1.36 1.36 5,023.90 5,023.07 0.069555 11.10 Circular 1.00 14.14 G3 5,023.00 5,023.00 0.010000 4.21 12inch G4G3 G4 1.31 1.31 1.31 5,023.90 5,023.42 0.001811 10.70 Horizontal Ellips 230.00 3.24 G3 5,023.00 5,023.00 0.003000 13.77 1900 inch P21 1-18 0.22 0.22 0.22 5,027.24 5,024.08 0.000000 1.80 Circular 1.00 2.29 H2 5,025.40 5,024.08 0.100000 464,575,246.86 12inch P 1-13 0.15 0.15 0.15 5,025.60 5,024.33 0.000000 1.22 Circular 1.00 1.56 H3 5,025.60 5,024.33 0.010000 331,393,584.81 12inch H4H3 H4 0.16 0.16 0.16 5,025.50 5,024.45 0.001302 9.65 Circular 87.00 3.07 H3 5,025.60 5,024.33 0.004943 18.79 24 inch 1-131-12 H3 N/A N/A 0.31 5,025.60 5,024.24 0.001646 10.85 Circular 96.00 3.45 H2 5,025.40 5,024.08 0.005000 18.90 24 inch 1-121-11 H2 N/A N/A 0.53 5,025.40 5,023.96 0.002217 12.59 Circular 131.00 4.01 H1 5,025.35 5,023.67 0.005038 18.98 24 inch P1 1-14 0.16 0.16 0.16 5,025.90 5,023.67 0.000000 1.31 Circular 2.00 1.66 H1 5,025.35 5,023.67 0.130000 166,987,270.47 12 inch H1G3 H1 N/A N/A 0.69 5,025.35 5,023.49 0.002668 13.81 Circular 183.00 4.40 G3 5,023.00 5,023.00 0.010929 27.95 24 inch G3G2 G3 N/A N/A 3.36 5,023.00 5,022.91 0.001926 34.60 Circular 229.00 4.89 G2 5,023.80 5,022.47 0.003013 43.27 36inch G2G1 G2 N/A N/A 4.18 5,023.80 5,022.16 0.003226 44.77 Circular 113.00 6.33 G1 5,023.80 5,021.79 0.003000 43.17 36 inch GIGO G1 N/A N/A 4.88 5,023.80 5,021.46 0.001762 49.92 Circular 60.00 5.19 GO 5,024.50 5,021.35 0.003000 65.12 42 inch GOE3 GO N/A N/A 4.88 5,024.50 5,021.02 0.001752 49.76 Circular 296.00 5.17 E3 5,019.00 5,020.50 0.003446 69.79 42 inch F1E4 F1 0.46 0.46 0.46 5,019.00 5,020.64 0.000915 3.76 Circular 154`00 2.13 E4 5,019.00 5,020.50 0.005195 8.95 18inch E5E4 E5 1.00 1.00 1.00 5,019.00 5,022.41 0.020758 17.88 Circular 92-00 10.12 E4 5,019.00 5,020.50 0.005000 8.78 18inch E4E3 E4 N/A N/A 1.46 5,019.00 5,026.06 0.029598 21.36 Circular 188.00 12.09 E3 5,019.001 5,020.501 0.005000 8.78 18 inch ' Project Title: HARMONY CENTRE Project Engineer: DREXEL BARREL & COMPANY h:\e4854\dots\drainage\westjfkl.stm Drexel Barrel[ StormCAD v1.0 09/15/97 09:17:03 AM ® Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 1 N n o m Z Z N W Z z a N m Z 7' n p D p (D r p - m 0 0 � 0 0 z z z N O O a= CD Z z z N O C as m a� o Z CDD m d m C> Z m D m m D O Cn Cn y N N p y D ro D ^ co 0 n V p N C. V V p IV O y < Cl N v Cn CT O O T < C W W m O O W ^ W -+ Cl O 1 < O N W m O N ^ O W O O O O Cn r C cn O W Cl W O W O CD y 0 0 d H Q Q Q Q Q Q Q cD cp ^ 0 0 pD N Q M _Q Z Z ^ Z Z Z Z Z m Z Z ^ O O O O O O O Q Q O Q Q Q Q Q O O Q Q a O M O O p> O O Z ZC6 Z Z Z Z Z c6 co Z Z j D7 n n n a N co M u) v O n m^ O O N O O O O O^ O < O M aT N D) O eh O) ^ < O L9 In O u7 ^ N M M sf "Cr < Q M M M N N ^ ^ O O O O ...! N N N O O N N N N N N N N N N N N N N N N O O O O O O O O i O O O O O O O O u) u-) Lr) lA LO Ui Ln N m U] u) In O u) N N u1 N UJ rn n n n v O Ln wM N M cD n n o n am Lo o 0 0 0 u1 — . ci u� M O cD cp O 1n M Ll� u) 19 in -1 w (j ^ N M N N N M O ? 7 a 4 M M M N .-- ^ O O O O N N = O o C N N N N N N N N N N N N N N C C 0 0 0 0 0 o O O C C 0 0 0 c vi ui ui m ui ui ui ui u- ui uI m Ln Sri Ln vi ui Lri ui O o 0 0 a o 0 0 0 o w o 0 0 0 0 0 0 0 E = cc) � W W N O U! cp R O M O co c0 Ln O O O O vi r-� ui ui ui' ui * N N N N N N N N N N N Nf N Ni N ^ofO Ori Oai c Oci OOOOO OO O O O O O O O O U'Y N Ln In U7 In N to to to u) lr7 U9 to u) In u) cn U7 O o o M un O) o "lr o 0 o o o o O O O O O O O O > W N cD cn O R O) M O cD c0 - o o O O (' O M - M N N M n W 1n 'n w cn cn M M M O W N O O O N N N N N N N N N N N N .- O O O O O O O O O O O O O O O O Ln 'n U7 u) Ln l!] .o In u'i U] n 1n U7 cn In U7 m u) u) H N m O n T^ o O N U7 u) O^^ O n N O (D c0 ID Q n N N O O u7 M m cD n O) n n cD M ui o o -- ^ rn p .-. v v Oi Di m Z M C v v .- N y y O o o O O O O O O o? C O V V M M m o O N cn O O O o M MR M M n H .o v O O O cD co cc O O n M O o O o OD co O aD W N O N Q.-. N N O Of ^ ^ N C 3 3 y o a o o 0 0 O o 0 o Q Q o Q Q Q Q Q o o Q Q o 0 0 a p 0 0 o o cLLv o 0 0 0 0 0 o Z Z p Z Z z z Z o o z z Y O h O O O O o O O -- a O G Q Q Q Q O O Q Q U U O O O O O O O Z Z O Z Z Z Z Z O O Z Z O O O O O O O N .O 0 ,r O O O O M Q a p Q Q Q Q Q O n Q v O I�r O o o O co Z Z C Z Z Z Z Z Z Z O Q= (\I On O O O N ^ ^ cn .- n c0 'cf O M toO < n ^ n CD N M u) N M N^ cV ^ n F- U U In c0 O ^ ^ ^ N <^ cn c0 N n n M W ^EE. O om c6� m m � n r` n n 6 co ncD O o o O o n R o N n cn cn <t O oEOOOO)O^ m N O OLL cn u� u� m cn un cn cD n n cD c7 Lr� m rn m^ o 0 00 0 0 o a E C O O O O o O O N 'a 0 0 N e OLL F- E O O O O O O O Ln cn o to n n c0 c0 O O co c> SLo O O O O O O O O o O O O O O O00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 p p pO O O O o o O O O O O O O O O O O O O o O O o O O OQ Q O Q Q O o 0 0 0 00 z Z Z Z Z ui ui ui cn Z Z ui ,n ,n z Z' N O O m O O O O "oO O Q Q m n cD M M N^^ M O^ cp M^ aD y v O< M O O o^^ O O o O O O O M sf C< p^^ cp F- U ci m ul O O O O O O O W Q d O O O O O O O Z Z C Z Z Z Z Z O O Z Z U c� o 0 m m Q n c7 M M N Q Q _Q _Q _Q _Q Q ID O Q _Q O O^^ O O O Z Z 0 Z Z Z Z Z^ Z Z R 0 0 o 0 0 0 o Q Q o Q Q Q Q Q o o Q Q U ^^^^^^ Z Z Z Z Z Z Z o 0 N O N co ^ N U7 O Q Q w Q Q Q Q Q O O Q Q C Q V O O^^ O O O Z Z p Z Z Z Z Z o^ Z Z (D o n tp u) c0 M O C7 __ S S 2_ S C7 C7 C7 C7 LL W W w )- O ^ Z a o 0 OQ o v v a E 0 J U- W cq Q Q Q m J W X W 2 0 J W X W ¢ 0 m m c 0) c W U m O d O O O O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 L O O O O CD CD O O O O O O CD CD O O O O O O O O O O O O O O O O O O O O C (D`� M N .- (D .- r W � N M M M O (DV N 00 -� M CO T M [D N � (O M N CD CO N N N N M O O O N N u7 O) O rh N CD CD co CO y n O - 1- M N O G) N M Cp O n C! I� CO M N ^O ^ � ► � M < V Y N O O O O O O O N N O CO N M M 11 O O O O O n O N CO T — C M O O O m O O O r CO 1�: r r r r O O n y O N CO N an (D O) co [O O O t0 O co O Q m I� m M M N �- �- M ui CD M CO CO R O F U O O O O O O O O O M -.f V' V O Cc m O N O N N CO Q Q O Q Q Q Q Q CD O Q d Q I- CD M M N CD d O Z Z O Z z Z Z Z O Z — m 0 0 0 0 0 a o Q Q o Q Q Q Q Q o O Q U o 0 0 0 0 0 0 0 0 0 z z z Z Z r r � � Z Z � Z H O N (D LO O Q Q O Q Q Q Q Q O O Q C Q V 1- CD M M N r O O .-- O O O Z Z Z Z Z Z Z D Z — (o (D c co N M M N M M M N O M a-e M Z CS 0 0 0 S S S 2 2 S (7 C7 C7 C7 W W W W m n 'o = Z 7 7 M N M N O LL W W Cl) O, C.7 .- 2 T W W W W d N C N < N V' M N M N O a s a 0 a a 2 2 2 a S 0 0 0L LL W W co N N ' N N r 0 O N Q N D m 0 rn ro 0 H U V E N MI N m VI N e e m Q O N e 0 e r m rJ m m N tO e N N e ^ c o 0 0 0 0 0 0 0 0 C 0 0 0 0 0 0 0 0 ❑ W N U] N N N �O NY N� t0 N N O N Y'9 C N N m n e 0 e 0 f7 Q N m m Q m^ e O m e 0 N t7 f7 Q e Q Q 0 0 0 0 0 0 0 0 0 0 0 0 0 ❑ N N LL'i u'� N N N �O �O N O VI N u'f �O N h N r N m Q r 0 t7 m m= CO "' N N N N N N N N N N N N N N N N N N 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6 W N �O YJ U'1 m N O N N N �O N t0 N O O Uf O O O O Q O O O O O uY 0 0 0 0 0 0 0 m a C a .- m to O) O N m �n m e O) t7 O m m N 0 0 0 m � U' W 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N N N o E r N ch O m v) O N N [+J m N m O O^ N m L m W r NJ r e N m 0 t'1 e N m PJ 17 O^ e E C N N Q N m m N Q Q m f7 e O N Q O e m C 0 cf ^ N t7 r N m m m N^ m^ U O O O O O O O O O CC! O O O O O O O O O. � W N N m O� 41Y u'f Yf YS N YY N N N 10 U] O � N N N^ N f7 [7 Q 2 2 2 W W W W a Q N e N Q N ^ t'l N O^ N e a m a a C7 G. a 2 2 2 a 2 C7 c7 O C7 W W W 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o p o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 f') m m f7 m N^ m m YY Oi m C U Z Z^ Z Z Z Z Z m Z ❑ E m a e e rn ^ N N TN N O 3 > m T O� m cl Q N O) n l7 m e a n �O O r N N m f7 e 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W O N �!f 0 m N o O ❑ m O O m N O) r m m n -d C > > O O O O O O O O O O O O O O O O O O � . O W O O O O e7 f7 O m m J ^ N N N N N N [V N N N N N N N N N N 0 0 0 C S 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 m �O IA N A N O Y) IA m N N N N N to N N O m C m m O O Q �O m e t7 O O m m m 0 0 0 0 y] m N N N N N N N N N N N N N N^ 0 0 0 0 0 0_ 0_ 0 0 0_ 0 0 0 0 0 0 0 0 O U• W m .n �n �n of u� - - - - of ui ut - - - E m n r r m m- e m Of N t7 m t9 a m m o ;O 0 O E ^ e-- m r N e m -m m Q O N O e e 0 ep d C 0 = 3-= ^ N O O^ m m^ N O O m N e N Pl t7 N m m r m- N N c m m m m r m m u2 ^^ .- N N N N ^ m O>E 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 R Q 0 Q O W U ❑ d O O O O O O e 0 t7 O N^ O O e m 0 0 t7 O O O O O m O 0 0 m O 0 0 e^ 0 0 6 6 0 6 6 6 0 0 0 0 0 0 0 0 U O) N r m m r m O) a 0) N 7 7 r m r r U q c t7 m N l0 N U` m m n io rn m N Q m > m = Q > W x W Q d O� C W m O a I-13 1-14 1.22 1.31 5,025.60 5,025.90 5,024.33 5,023.67 5,024.33 5,023.67 I-15 11.10 5,023.90 5,023.07 5,023.07 1-16 10.99 5,023.50 5,022.47 5,022.47 5.72 5,023.80 5,021.79 5,021.79 '1-17 H2 12.59 5,025.40 5,024.08 5,023.96 I-18 1.80 5,027.24 5,024.08 5,024.08 E4 21.36 5,019.00 5,020.50 5,020.50 E5 17.88 5,019.00 5,020.50 5,020.50 F1 3.76 5,019.00 5,020.50 5,020.50 GO 49.76 5,024.50 5,021.35 5,021.02 Elapsed: 0 minute(s) 6 second(s) J 0 1 Project Title: HARMONY CENTRE Project Engineer: DREXEL BARREL & COMPANY h:\e4854\dots\drainage\westjfkt.stm Drexel Barrell Storm CAD v1.0 09/15/97 09:13:26 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755.1666 Page 3 of 3 APPENDIX D Erosion Control Calculations 8 I Erosion Control � I C n Wind Erosion: This site is located in an area having moderate wind erosion. The construction of the project will have an impact on the natural features of the site. Erosion control will be used in areas of construction. The installation of silt fencing will be used to structurally migrate wind patterns and will be installed prior to any construction. All parking lots and access drives will be paved. Sidewalks will also be installed on site. Seed and mulch will be placed on any building pad that is not built upon at the end of the scheduled construction season. Water Erosion: This site is located in an area with the potential for moderate to high erosion due to storm runoff. Paving of the parking lots and access drives will all be used to limit the effects of erosion from storm runoff. Silt fencing, straw bales used for inlet protection, straw bales used for the construction of temporary dikes, and a sediment trap will be installed in the Harmony Towne Center Detention Pond. Building pads that do not have foundations will be planted with seed and mulch. Erosion from embankments is not a major consideration due to the mild on -site slopes. The volume of sediment anticipated during a ten-year storm event would be 158.55 cu. yd. This sediment, which will collect in the regional detention pond, will be removed when half the design depth been filled or upon the completion of construction of the site. COST PER NO. OF TOTAL EROSION CONTROL MEASURE INSTALLATION INSTALLATIONS MAINTENANCE COST SOIL ROUGHING S300/ACRE 42.4 ACRES $12,720 SILT FENCE 6300 LF S3/LF $500 $19,400 SEDIMEMT TRAP $4000 EA 1 EA $500 $4,500 INLET PROTECTION $200 EA 40 INLETS 51,500 $9,500 PERM. SEEDING $35O/ACRE 3.7 ACRES $1,295 SODDING $2000/ACRE 13.5 ACRES 1 $7,000 ALTERNATIVE 40.4 ACRES ' S531.00/ACRE _ $21,452 ESCROW AMOUNT = $54,415 * 150% = S81,623 Sheet1 Total Cubic Yards of Sediment Anticipated During a 10-Year Storm Event Developed Erodibility Flow Slope A SedT (cu. yd.) Subbasin Zone Length (ft) % LRb (Acres) SedT=.74xLRbxA^1.12 A High 640 0.9 4.41 5.95 24.05 C High/Moderate 140 1.4 4.2 0.49 1.40 D Moderate 1380 0.70 2.84 12.88 36.78 E High/Moderate 2060 1.1 5.61 4.53 22.54 F Moderate 900 1.3 4.54 2.77 10.52 G1 Moderate 415 0.6 2.37 0.79 1.35 G2 Moderate 170 2.0 4.75 0.74 2.51 G3 Moderate 555 0.6 2.42 1.00 1.79 G4 Moderate 630 0.5 2.12 0.92 1.43 H Moderate 540 1.5 4.65 3.91 15.85 1 Moderate 540 2.0 5.85 6.56 35.59 Detention Moderate 1575 1.0 4.01 1.52 4.74 Pond Total Sediment: 158.55 Page 1 �a G 18 3 i RAINFALL PERFORMANCE STANDARD EVALUATION PROJECT: Hc:crvv,o ny STANDARD FORM A COMPLETED BY: SM D DATE: ,7 .2a/ DEVELOPED ERODIBILITY Asb Lsb Ssb Lb Sb PS SUBBA§IN ZONE (ac) (ft) (%) (feet) ($) ($) q H i�, Sys 6914 v 9 p jYl o d 12 . B g 13 C5 ,'? o G I G2 G 3 S5S �30 O , Co 0,5 G y - M-0 der a re 3 f�CrrMon y cen-te t' �oAcd !, s?�- I /o ov i Aber 91.:6 M MARCH 1991 8-14 DESIGN CRITERIA EFFECTIVENESS CALCULATIONS PROJECT: Ha,rwibYNv Cen-tc-e_ STANDARD FORM B / COMPLETED BY: DATE: Erosion Control C-Factor P-Factor Method Value Value Comment 5 1+'Fe.,c-, CsF)\ I, 00 0 , •50 �Yl 1,- �ro+f c,.�"6fpJ 1,00 O, Sd 5+howler ��+�-L58) , 00 0 , SO 0,01 I bo CalCr. �a-t(on 1'4:,r �e c�toc,. i bC"7 Q �b C6Ver �etC�i�'�gG,.a-3 EFF MAJOR PSDNr' SUB AREA BASIN BASIN (Ac) CALCULATIONS �c. La,- w,x f A r ISO0,15 13�)C�9o�) = 0,25 57/-1(, 01) 4, `(Z(a(I-c) _ , Y3 (, , ELF _ � - � y3 • , 2y) x�oc� = 8�,� Pa 0 ')) MARCH 1991 8-15 DESIGN CRITERIA EFFECTIVENESS CALCULATIONS PROJECT: Ho r STANDARD FORM B n-iov)y Cer,j�-,!n- tCOMPLETED BY: DATE: Erosion Control C-Factor P-Factor ' Method Value Value Comment ' En le.} s4ca "-) C5. 90 ' va MAJOR P.„� SUB AREA BASIN BASIN (Ac) CALCULATIONS arK�- ' 12.0 C= i a(I,o�(i,o)�,�$i(,ol)-+.319(1,0) _ .33 (,35, ,q2) x lov -71 Cp)+.. 2 3( s)) 1 C= l�(,r��(,oi)t .23(,01) ' _ - .c51 • , 5a. k Gov = �cl.5 I y33(,9U) G 1. 0,7 (SV- MARCH 1991 8-15 DESIGN CRITERIA I � I � I 1 � I � I � I � I � I � I � I � I EFFECTIVENESS CALCULATIONS PROJECT: Nc T ,.yta-r y STANDARD FORM B COMPLETED BY: DATE: Erosion Control C-Factor P-Factor Method Value Value Comment MAJOR PS SUB AREA BASIN BASIN (Ac) CALCULATIONS G 2 0.7Y c_ 1,C) 01) _ ,rJUC lU� _ •'�U G� q ,Iq�, f ,Iyl(C3G� ILI = 4152�i.o1 t •l75(/,0)+, l/c1� = ?-S,2. co -� MARCH 1991 8-15 DESIGN CRITERIA EFFECTIVENESS CALCULATIONS PROJECT: r rnony Ceri ��`�- STANDARD FORM B COMPLETED BY: DATE: Erosion Control C-Factor P-Factor Method Value Value Comment �e� COY15�f(,��.T�aYI , + � �3A Id I,o15 are f)c>+ d ?ad Q r v 1 by seeded /yi N I C-W 5 4 A MAJOR PS SUB AREA BASIN ($) BASIN (Ac) CALCULATIONS 17 iz. -1?Sg) 8/LP c- = i3OCI,a)(/,17)(, 6,9 6/)4 , 073.0/)-t, 567�P ,C,(5$✓;/1) t t 0 -3 Z x I b o - y T 3 E�FN�-r Af¢trC.,, _ ��• ��� �`f �l,�oJ� �! S3C�girj� 3� 01 )3 2� MARCH 1991 8-15 DESIGN CRITERIA EFFECTIVENESS CALCULATIONS PROJECT : {--b r vv,^�l COMPLETED BY: Erosion Control C-Factor P-Factor Method Value Value Sed;mc,T� (ST) 5tb� i�aVf ie� 65f3o /, O C 80 �StQ�j�5� C7055 6LG) o,cJ IiC7 STANDARD FORM B DATE: Comment MAJOR PS,,,, SUB AREA BASIN BASIN (Ac) CALCULATIONS Fond '�� S �o,�� C = /,��,o)�✓,c�C; a-5� = , C%s x IL i`�8-s MARCH 1991 B-15 DESIGN CRITERIA (AD OC/)<> 7U) O m 0z /)--- K:-00 OD -qc)m LnLoLn -Ln;uz = F 0 0 x 0 �u _ �omcm� =�Zz�Z mOC�r ZN-a��rm O m O D 70 ��Lf) Z m= O m O m C D r m D O O D Ln Z m C N M m m Z Z m m Dr Z C cn � Z \D;OZ <\� \����nDr-i�r0 n =O D i� m�Z Z 0 D N r cnm�m� O C z c_n O —m �� O n Z V)-fmT1>M m C) �� D�N� \ Z O.Z7.Z7 O G7 ��m rn O� �cn � D p CD N m m Ln Z O Z Z Ln Z D r i -i � O < Z O r Ln Z Z Z C') C') n D r rn C Z C O C r D C ry C:J ` tJ tr v co n m O C C-) m Z n < rn CD Fri n z m JI Lo co APPENDIX E Soil Log n :. Aw in N0Q� 0 z t` O FW- a p �I Xw Z o w lz a c7 / OC cuZ zCL e / 0L �z 5 sZ ° I ° z a0 m �LLI z 2 / �m rwQc / nCt LLI < Lu z Z C�mow 2 / / W=a W O Z (n LL C7I C'7 ° / SOUTH COLLEGE AVE. 0 Z rc� W > N Z=o ZW, om C IL> W 0u. Ow r pzr y > W 0..DZ U �X� am< 6 I F4 L z r-i O 0 E-i O ti 0 z rEr-� F--i .LOG, OF BORING`RO Page 1 of I CLIENT ARCHITECT / ENGINEER Chandelle Development LLC Drexell Barrell & Company SITE Harmony Road and South College Avenue PROJECT Fort Collins, Colorado Harmony Towne Center SAMPLES TESTS w [o z O z w 4_ >_ ►— >- w > O U w tY F- LL z\ co 3 HO dJ cn m \ w 0� O H Cn H O 1: >- H H to z w O >_LL D✓U o rL O W z S H F LL CD z z O w UAL- zF-(n m CO rL co G: w M cc (n W =: __z w H H H=LL HH ¢ w x 0 O J U H 2 a_ Q tY CD DESCRIPTION Approx. Surface Elev.: 5006.0 ft. .. F— LL. 2 F— O_ w 0 J O m E >- to Cn U m ^ " " 0.5 6" TOPSOIL 5005.5 I 1 JSS� 12" 9 10 1.5 LEAN CLAY WITH SAND 5004.5 Brown, moist, stiff CL 34i 17/68 Xz CL 2 BS SANDY LEAN CLAY WITH GRAVEL CL I 3 ST 12" I 13 101 1470 Red/tan, moist 1 4 SS 12" 7 14 Medium to stiff 5 9.5 4996.5 10 5 I SS 12" 10 21 SILTY SAND WITH GRAVEL Red, moist to wet Medium dense to dense 15.0 4991.0 15 SM 6 I SS 12" 22 11 BOTTOM OF BORING THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL AND ROCK TYPES: IN -SITU, THE TRANSITION MAY BE GRADUAL. WATER LEVEL OBSERVATIONS Irerra c on BORING STARTED 1-16-97 WL Q 11.3' W.D. = 11.1' A.B. BORING COMPLETED 1-16-97 RIG CINIE-75 FOREMAN DNIL ZLWater checked 5 days A.B. APPROVED 1rRS IJOB # 20975001 Page is too large to OCR. Page is too large to OCR.