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34855im�u�quu 43 IE 3�I-� �S 40 .1_' _ JC PENNEY THE CENTRE AT LA QUINTA PARCEL MAP 34855 HYDROLOGYAND HYDRAULIC REPORT FOR ON -SITE IMPROVEMENTS PREPARED BY: Stantec Consulting, Inc. Palm Desert Division PALM DESERT DIVISION 73 -733 FRED WARING DRIVE, SUITE 100 PALM DESERT, CA 92260 the Supervision of: James R. B ua R.C.E. 583 Expiration Date: December 31, 2008 Q�kOFESS! ®��l yam@ C FZON 6 R$ No. Exp. 12 31 08 Of JC PENNEY THE CENTRE AT LA QUINTA PARCEL MAP 34855 HYDROLOGY AND HYDRAULIC REPORT FOR ON -SITE IMPROVEMENTS TABLE OF CONTENTS: I PURPOSE AND SCOPE DESIGN CRITERIA A. Overflow Strategy II SUMMARY OF CALCULATIONS • III RETENTION BASIN CALCULATIONS AND SYNTHETIC UNIT HYDROGRAPH TABLES —100 YEAR AND 10 YEAR IV RATIONAL METHOD CALCULATIONS —100 YEAR AND 10 YEAR V CATCH BASIN SIZING CALCULATIONS VI STORM�DRAIN PIPE NETWORK ANALYSIS VII STREET CAPACITY CALCULATIONS VIII 72 HOUR PERCOLATION CALCULATIONS IX APPENDIX "A" — REFERENCE MATERIAL X APPENDIX `B" HYDROLOGY MAP • • JC PENNEY THE CENTRE AT LA QUINTA PARCEL MAP'34855 HYDROLOGY AND HYDRAULIC REPORT FOR ON -SITE IMPROVEMENTS TABLE OF CONTENTS: I PURPOSE AND SCOPE DESIGN CRITERIA A. Overflow Strategy II SUMMARY OF CALCULATIONS • III RETENTION BASIN CALCULATIONS AND SYNTHETIC UNIT HYDROGRAPH TABLES -100 YEAR AND 10 YEAR' IV RATIONAL METHOD CALCULATIONS —100 YEAR AND 10 YEAR V CATCH BASIN SIZING CALCULATIONS v VI STORM DRAIN PIPE NETWORK ANALYSIS VII STREET CAPACITY CALCULATIONS VIII 72 HOUR PERCOLATION CALCULATIONS 'IX APPENDIX "A" — REFERENCE MATERIAL X APPENDIX `B" HYDROLOGY MAP PURPOSE AND SCOPE The purpose of this report is to provide. a hydraulic and hydrologic study to accompany the Precise Grading and Storm Drain plans for the proposed 22.5 -acre JC Penney commercial center (The Centre at La Quinta) located in the City of La Quinta, bounded La Quinta Drive to the east, Auto Centre Way to the north and Adams Street to the west. This report summarizes the hydraulic and hydrology requirements for the site, and addresses the design methodology on which the drainage concept for the site is based. The proposed development is located opposite the existing Walmart/Sam's Club site, on the west side of La Quinta Drive. Three separate underground retention basins, and one proposed above ground retention basin (located within the parkway adjacent to the intersection of La Quinta Drive and the on -site Access Drive, within Development Area 3) are proposed to store the 100 year runoff tributary to the proposed JC Penney development. An existing retention basin designed to capture the 100 year runoff from the Walmart/Sam's Club development is also currently located on the 22.5--acre JC Penney development site (see approved Hydrology and Hydraulics Report, The Centre At La Quinta, Parcel Map 30420). The site design for the JC Penney development requires that the existing retention basin be reconfigured to accommodate the proposed building footprints. The reconfigured retention basin will continue to provide the runoff capacity required to serve the Walmart/Sam's Club site for which it is designed. • Per City of La Quinta requirements, each proposed underground retention basin will provide a minimum of 4' clear space throughout the interior in order to facilitate maintenance. This report assumes that no natural soil percolation (0 in/hr) is available when calculating retention basin capacities and the site's ability to dissipate stored runoff from the 100 year storm within a 72 hour period. As such, proposed drywell systems are the only means used to dissipate stored storm runoff. Calculations to determine the number of drywell systems needed to dissipate the stored runoff from a 100 year storm event within a 72 hour period are included. Based on recommendations given in the Subsurface Water Disposal System Reports prepared by Earth Systems Southwest, specific to the JC Penney project site, it appears that the assumed lack of percolation at any point within the proposed site is a conservative estimate. A copy of the report prepared by Earth Systems has been included with the JC Penney submittal package for reference. The final storm drain design will be based on the need to convey storm flows per the City of La Quinta requirements. The proposed storm pipe network will be sized so that flows can be conveyed in a "non pressure" situation for the 10 year storm event. Per City of La Quinta direction, this analysis will assume that the downstream retention basins will have a water surface elevation equal to the calculated depth in the basin during the 10 year storm event. There are two exceptions to the "non pressure" design for the 10 year storm event included in the storm drain design for the JC Penney project. The first is the single line storm drain system within Development Area 3 that uses the open retention basin (near the intersection • of the Access Drive and La Quinta Drive) for storage. The terminal end of proposed storm drain line joins a Maxwell IV drywell at an elevation well below the bottom of the basin to is facilitate the removal of nuisance flow. In this situation, it is understood that a portion of proposed storm drain line will be under pressure during the 10 year storm event. The second is the storm drain line that is proposed to replace a ,portion of the existing system within existing La Quinta Drive. The need for the new line was created by the conflict between the proposed site geometry and the location of the existing curb inlets along the westerly side of La Quinta Drive. The terminal end of this proposed storm drain line is proposed10 match the invert of the existing outfall structure within the existing retention basin designed to serve the Walmart/ Sam's Club Development to the west. As the existing outfall structure is located with its invert at the bottom of the existing basin, it is likely that a portion of storm drain pipe that feeds it will also lie beneath the hydraulic grade line during the 10 year storm event. This portion of the design is inherited from a separate project which was approved and constructed based on a different set of design constraints than what has currently been adopted by the City of La Quinta. The development of the JC Penney site does not propose to redesign existing off -site facilities which serve separate developments to meet newly adopted design constraints. The storm drain network analysis will also show that pipe flow velocities during the 10 year storm event exceed 2.5 feet per second in order to prevent the deposit of sediment within the storm. drain pipe network as required in City of La Quinta Bulletin 06 -16. The Bulletin states that no velocity requirement exists for the storm drain network during the 100 year storm event. . The final storm drain design will also have the capacity to convey storm flows from the 100 year storm event to a proposed retention basin with the design water surface elevation that occurs when the 100 year peak flow rate is reached, while maintaining the City's minimum freeboard requirement between each catch basin flow line and design Hydraulic Grade Line. The hydraulic network analysis for the JC Penney's site on which the final storm drain design is based is included in this report. A. Overflow Strategy The JC Penney development site has been designed to provide additional measures to supplement the proposed on -site storm drain design. These measures will be in place upon completion of the project to insure that the proposed buildings within the proposed development are guarded against inundation in the event that failure of the proposed storm 'drain system occurs for any reason. For the purposes of this discussion, the simplest way to examine the overland path of travel during an overflow situation is to separate the sources of runoff in two. The first source that will be considered are flows that are generated on -site. These flows are designed to be contained entirely within the proposed underground retention system during a 100 year storm event. Assuming that the proposed underground retention facilities, north of the proposed JC Penney building lose all capacity to accept storm runoff, The parking areas north of the proposed JC Penney Building, within Development Areas 1, 2 & 3 will begin to • pond to a maximum depth of 2.02' before breaching the parking lot perimeter at a point • .located on the westerly side of the project boundary, immediately south of "Future Development Parcel 2" (see. Hydrology Map included). Overflow at this location would ultimately be directed to the public right of way (Adams Street). The elevation that overflow out of the project boundary occurs at this location is 61.57 (top of pavement). This location will be designated Overflow Area 1 on the included Hydrology Map. For reference, the Finish Floor elevation of the proposed JC Penney building is 63.07. Flows tributary to Development Area 4, on the northerly side of the project development, simply follow on -site access drive alignments toward the southeasterly corner of this development area in an overflow situation, assuming that the on-site. retention system loses its capacity to collect the total generated runoff. In this scenario, the proposed on -site curb and gutter would be breached at an elevation of 60.50 (top of curb), and ultimately 60.72 (top of curb) where overflow would be directed onto La Quinta Drive, within the public right of way. This overflow location will be referred to as Overflow Area 3 for the purposes of this discussion, (see enclosed Hydrology Map). A smaller portion of the flows that are generated on -site are designed to be collected by storm drain facilities on the southerly side of the proposed JC Penney building along an access drive. Assuming that these storm drain facilities lose their capacity to collect storm flows, water will begin to pond within the access drive and overflow in two separate directions. Overflow on the southeasterly side of the JC Penney building will follow the path of the access drive alignment around the perimeter of the building, flowing east along the south side of the building, then north along the east side of the building, then breaching a high point in the access drive at an elevation of 62.47 where the flows reach the parking lot to the north of the building. These flows then become part of the overflow strategy discussed earlier for the parking area north of the JC Penney building. Overflow on the southwesterly side of the JC Penney building will follow the path of the access drive toward the west where ponding will occur until a water surface elevation of 61.10 (top of curb) is reached at a location that will be designated as Overflow Area 2 on the included Hydrology Map for this development. Overflow at this location would then enter the public right of way to the west of the project boundary (Adams Street). As ponding increases at the point of overflow in this location, the effective "spill area width" increases to approximately 150' along the proposed curb line, immediately west of the proposed JC Penney Building and adjacent pads. Emergency runoff from off -site sources must also be considered in this discussion. Earlier in the "Purpose and Scope" section of this report, it was pointed out that an existing retention basin designed .to capture the 100 year runoff, from the adjacent Walmart/Sam's Club development to the east, is also currently located on the 22.5 -acre JC Penney development site. In addition to providing storm flow storage for the development to the east, the existing basin also serves to store runoff collected along portions of Auto Centre Drive and La Quinta Drive. In a scenario where the capacity of the existing retention basin is exceeded, the water surface elevation within the existing basin will become such that the level will overtop the bank of the retention basin toward the west onto the access drive located immediately to the east of the proposed JC Penney Building. These flows would then follow the same patterns described for overflow of runoff generated on -site, described earlier in this section. In a • situation where the capacity of the storm drain facilities along La Quinta Drive are exceeded, water would begin to pond along La Quinta Drive until the water level reaches an elevation at which the westerly curb on La Quinta Drive is breached at the curb inlet location near the southwesterly curb return at the intersection of La Quinta Drive and the interior on -site Access Road. This particular point of overflow allows the excess drainage to be collected in the proposed open retention basin within Development Area 3. This location at which this occurs is designated as Overflow Area 4 for the purposes of this report: The, elevation at which water overtops the curb on La Quinta Drive and enters the site (Overflow Area 4) is 60.21 (back of sidewalk). This report includes: 1) the determination of on -site drainage areas as identified on the hydrology map for the project; 2) determination of peak flow rates using the Rational Method (Riverside County) software by Civi1CADD /CivilDesign; 3) determination of storm drain pipe sizes utilizing `StormCAD' hydraulic software; 4) the determination of flood volumes for the retention basin utilizing Riverside County Flood Control District (RCFCD) Synthetic Unit Hydrograph (Short-cut Method) for the 100 year and 10 year storm events 5) the determination of inlet sizes calculated based on design criteria provided in" the Federal Highway Administration "Design of Highway Pavements" manual 6) street flow capacity calculations and 7) a study intended to show the amount of time required to dissipate runoff stored after a 100 year storm event within a 72 hour period. • DESIGN CRITERIA The following Riverside County Flood Control District (RCFCD) parameters were used in the preparation of the analyses: • Antecedant Moisture Condition — 100 year • Antecedant Moisture Condition — 10 year • 100 year — 3 hour Precipitation • 100 year — 6 hour Precipitation • 100 year —.24 hour Precipitation • 10 year — 3 hour Precipitation 3 2 2.7" Bulletin 06 -16 3.2" Bulletin 06 -16 4.25" Bulletin 06 -16 1.26" NOAA Atlas 14 • 10 year — 6 hour Precipitation 1.63" NOAA Atlas 14 • 10 year — 24 hour Precipitation , 2.17" NOAA Atlas 14 • Percolation Rate (Development Areas 3 and 4) 0.2 in /hr • Percolation Rate (Development Areas 1 and 2) 0.0 in/hr • Hydrologic Soil Type "A" RCFCWCD Plate C -1.37 • n LJ RCFCD SYNTHETIC UNIT HYDROGRAPH LENGTH OF WATER COURSE, HEADWATER ELEVATION, DEV. AREAS 1 & 2 AND 3 Minor corrections have been made to the length of water course and headwater elevation figures per conversations with Bureau Veritas. The figures for Development Areas 1 & 2 reflect the run from the roundabout on Auto Centre Way South to the low point near the underground retention basin. The figures for Development Area 3 represent the run length from subarea 5 to the low point located near the underground retention basin. RCFCD SYNTHETIC UNIT HYDROGRAPH DEVELOPMENT AREA 3 TRIBUTARY AREA Comments from Bureau Veritas questions the accuracy of the area listed for the tributary area. However, the area listed (7.56 +0.45 =8.01) appears to match the sum of the tributary subareas within Development Area 3, excluding subarea 4. Subarea 4, within Development Area 3, drains toward an open retention basin. Separate Synthetic Unit Hydrolgraph calculations are provided for Subarea 4 ( "Development Area 3 — Open Basin "). Subarea 4 has a total area of 0.78 acres bringing the total area contained within Development Area 3 to 8.79 as listed on the hydrology map. RCFCD SYNTHETIC UNIT HYDROGRAPH BASIN CHARACTERISTICS Comments from Bureau Veritas point out that the bottom elevation of each of the on -site underground retention basins is listed as 48.4 on the storm drain plans. The elevations listed on the storm drain plans are incorrect, and have been revised. The effective bottom elevation of each of the underground retention basins is 48.9 (top of gravel). Each underground retention basin has a one foot deep gravel base. Specifications from the - manufacturer indicate that the one foot deep gravel base has 25% voids. The "Basin Characteristic" figures listed in the hydrology report account for the full base area of the basins down to a depth of 48.9, the 25% of the basin volume from 48.9 to 47.9 to account for the volume capacity of the voids in the gravel base. Please see the revised basin elevations on the storm drain portion of the Precise Grading Plans. PERCOLATION CALCULATIONS — RETENTION AREA 3 Comment from Bureau Veritas suggests that the Stantec Hydrology Report has counted a single drywell twice in estimating the amount of time required to percolate the stored volume in the underground retention basin and open retention basin located within Development Area 3. NOT TRUE The underground retention basin and open retention basin located within Development Area 3 each have their own separate retention basin. 0:\ 40382 \4038216 \docs\memos \07 -12 -21 response to comments.doc • • A B C D 1 RCFCD SYNTHETIC UNIT HYDROGRAPH 2 DATA INPUT SHEET 3 4 IWORKSHEET PREPARED BY: JAMES •R. BAZUA, P.E. 5 I 6 PROJECT NAME JC PENNEY BASINDEV. AREA.3 -1:00 YR 7 . TKC JOB # 1 :2015038216' 8 9 CONCENTRATION POINT DESIGNATION 1 10 AREA DESIGNATION ON -SITE 11 12 TRIBUTARY AREAS ACRES 13 14 COMMERCIAL 7.56 PrR VA-AD CoomFZ 15 PAVING /HARDSCAPE 0.45 16 SF -1 ACRE 17 SF -1/2 ACRE 18 SF -1/4 ACRE 19 MF - CONDOMINIUMS 20 MF- APARTMENTS 21 MOBILE HOME PARK 22 LANDSCAPING 23 RETENTION BASIN 24 GOLF COURSE 25 MOUNTAINOUS 26 LOW LOSS. RATE (PERCENT) 90% 27 28 LENGTH OF WATERCOURSE (L) 1'000 ISEV 70 S130 PIES 29 LENGTH TO POINT OPPOSITE CENTROID (Lca) 4001 VAvID Coo 30 31 ELEVATION OF HEADWATER 66.5 32 ELEVATION OF CONCENTRATION POINT 59.2 RgV1SI~-v To 33 17~10 coc;pc 34 AVERAGE MANN INGS'N' VALUE 0:02 35 36 STORM FREQUENCY (YEAR) too; j. 37 38 POINT RAIN 39 3 -HOUR 2.7 40 6 -HOUR 312. 24 -HOUR 4.25 r BASIN CHARACTERISTICS: ELEVATION AREA 44 47.9 3371 .48.89 3371: 46 48.9 1.3484 47 49:9 :1`3484 48 50.9 13484 49 52.91 13484 50 53.91 13484 51 52 PERCOLATION RATE (in /hr) 0.2 53 I 54 DRYWELL DATA 55 NUMBER USED F 56 1PERCOLATION RATE (cfs) • ty • RCFCD SYNTHETIC UNIT. HYDROGRAPH .METHOD PROJECT: JC PENNEY BASIN DEV. AREA 3 - 100 YR BASIC DATA CALCULATION FORM TKC JOB.# 2015038216 SHORTCUT METHOD BY 'S R. BAZUA, P.E. DATE .8/31/2007 SUMMARY DURATION PHYSICAL DATA 6 -HOUR 24 -HOUR [11 CONCENTRATION POINT 2.29 2.39 1 FLOOD VOLUME (cu -ft) (acre -ft) 121 AREA DESIGNATION 69,413 1.59 60,372 1.39 ON -SITE 65,849 1.51 131 AREA - ACRES 58,536 1.34 PEAK FLOW (cfs) 8.010 16.13 4 L -FEET MAXIMUM WSEL (ft) 53.53 1000 52.99 5 L -MILES 0.189 6 La -FEET 400.00 [71 La -MILES 0.076 [81 ELEVATION OF HEADWATER 66.5 191 ELEVATION OF.CONCENTRATION POINT 59.2 10 H -FEET 7.3 11 S- FEET /MILE 38.5 12 S ^0.5 6.21 13 L'LCA/S^0.5 0.002 [141 AVERAGE MANNINGS'N' 0.02 f151 LAG TIME -HOURS 0.05 ' [161 LAG TIME - MINUTES 2.9 [171100% OF LAG - MINUTES 2.9 f181200% OF LAG - MINUTES 5.7 [191 UNIT TIME - MINUTES 100 % -200% OF LAG 5 [24] TOTAL PERCOLATION RATE (cfs) 0.02 RAINFALL DATA [t] SOURCE [2] FREQUENCY -YEARS . 100 [3] DURATION: 3 -HOURS 6 -HOURS 24 -HOURS [41 POINT RAIN INCHES Plate E -5.2 151 AREA 161 17] AVERAGE POINT. RAIN INCHES [6] POINT RAIN INCHES Plate E -5.4 [9] AREA [10] 1111 AVERAGE POINT RAIN INCHES [121 POINT '• RAIN INCHES (Plate E5.6 ) [13) AREA [14] [15] AVERAGE POINT RAIN INCHES 2.70 8.010 11.00 2.70 3.20 8.010 1.00 3.20 " 4.25 -8.0101 1.00 4.25 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 0.00 0.00 0.00 0.00 0.00 0.00 1 0.00 0.00 SUM [5] 8.01 SUM [7] [16] AREA ADJ FACTOR [17] ADJ AVG POINT RAIN 2.70 SUM [9] 1 8.01 SUM [111 3.20 SUM [13] 1 8.011 [15] 4.25 1.000 1.000 1.000 2.70 3.20 4.25 STORM EVENT SUMMARY DURATION 3 -HOUR 6 -HOUR 24 -HOUR EFFECTIVE RAIN (in) 2.29 2.39 2.08 FLOOD VOLUME (cu -ft) (acre -ft) 66,568 1.53 69,413 1.59 60,372 1.39 REQUIRED STORAGE (cu -ft) (acre -ft) 65,849 1.51 68,502 1.57 58,536 1.34 PEAK FLOW (cfs) 20.18 16.13 '3.69 MAXIMUM WSEL (ft) 53.53 53.731 52.99 149-GLIGIDLE AFFECT OIJ'STORAGE VOL. AWD W. S. Ir LEV• NO I= UFr7.WM REV I SIOWS REQUIRED PER D. C.ObPER Plate E -2.1 Page 2 of 14 RETENTION BASIN SIZING: RETENTION BASIN —100 YEAR STORM EVENT RETENTION 100 YEAR VOLUME 100 YEAR W.S. FREEBOARD 10 YEAR BASIN FLOOD PROVIDED ELEVATION W.S. VOLUME (cuft) ELEVATION (cuft) EXISTING 399,530 401,650 59.00 2.88 - BASIN 68,502 70,842 53.73 5.32 50.15 RETENTION '100 YEAR VOLUME' 100 YEAR W.S. FREEBOARD 10 YEAR BASIN FLOOD PROVIDED ELEVATION W.S. VOLUME (cuft) ELEVATION (cuft) AREA 1&2 '47,687 48,313 53.83 5.39 50.49 AREA 3 68,502 70,842 53.73 5.32 50.15 AREA 4 52,543 53,179 53.84 6.16 50.56 AREA 3 5;670 5,679 59.00 1.21 56.85 OPEN BASIN TOTAL 174,4021 178,013 0 The Freeboard for the underground retention systems under the 100 year event is calculated to be the vertical distance from the 100 year water surface elevation'within the underground retention basin to 0.5' below the lowest surface inlet opening within the system. • • • • A B C D 1 RCFCD SYNTHETIC UNIT HYDROGRAPH 2 DATA INPUT SHEET 3 4 WORKSHEET PREPARED BY: JAMES R. BAZUA, P.E. 5 6 PROJECT NAME JC PENNEY BASIN DEV. AREA 1 & 2 - 100 YR 7 TKC JOB # 2015038216 8 9 lCONCENTRATION POINT DESIGNATION 1 10 AREA DESIGNATION ON -SITE 11 12 TRIBUTARY AREAS ACRES 13 14 COMMERCIAL 5.6 15 PAVING /HARDSCAPE 16 SF - 1 ACRE 17 SF - 1/2 ACRE 18 SF - 1/4 ACRE 19 MF - CONDOMINIUMS 20 MF- APARTMENTS 21 MOBILE HOME PARK 22 LANDSCAPING 23 RETENTION BASIN 24 GOLF COURSE 25 MOUNTAINOUS 26 LOW LOSS RATE PERCENT 90% 27 28 LENGTH OF WATERCOURSE L 1220 29 LENGTH TO POINT OPPOSITE CENTROID (Lca) 200 30 31 ELEVATION OF HEADWATER 66.5 32 ELEVATION OF CONCENTRATION POINT 59.5 33 34 AVERAGE MANNINGS'N' VALUE 0.02 35 36 STORM FREQUENCY YEAR 100 37 38 POINT RAIN 39 3 -HOUR 2.7 40 6 -HOUR 3.2 41 24 -HOUR 4.25 42 43 BASIN CHARACTERISTICS: ELEVATION AREA 44 47.9 2299 45 48.89 2299 46 48.9 9196 47 49.9 9196 48 50.9 9196 49 52.9 9196 50 53.9 9196 51 52 PERCOLATION RATE in /hr 0 53 54 DRYWELL DATA 55 INUMBER USED 56 1 PERCOLATION RATE cfs • k •. RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD PROJECT: BASIC DATA CALCULATION FORM TKC JOB .# SHORTCUT METHOD BY JC PENNEY BASIN DEV. AREA 1 & 2 -100 YR 2015038216 -S R. BAZUA, P.E. DATE 12/21/2007 DURATION 3 -HOUR PHYSICAL DATA 24 -HOUR EFFECTIVE RAIN (in) 2.28 It I CONCENTRATION POINT 2.05 FLOOD VOLUME (cu -ft) (acre -ft) 46,311 1.06 1 41,650 0.96 2 AREA DESIGNATION 45,929 1.05 47,687 1.09 41,305 0.95 ON -SITE 14.09 3 AREA - ACRES 2.56 MAXIMUM WSEL (ft) 53.64 5.600 53.14 4 L -FEET 1220 5 L -MILES 0.231 [61 La -FEET 200.00 [71 La -MILES 0.038 [81 ELEVATION OF HEADWATER 66.5 [91 ELEVATION OF CONCENTRATION POINT 59.5 10 H -FEET 7 t 11 S- FEET /MILE 30.3 12 S^0.5 5.50 13 L'LCA/S^0.5 0.002 14 I AVERAGE MANNINGS'N' 0.02 [151 LAG TIME -HOURS 0.04 [161 LAG TIME - MINUTES 2.5 17 100% OF LAG - MINUTES 2.5 [181200% OF LAG-MINUTES 5.0 [191 UNIT TIME - MINUTES (100%-200% OF LAG 5 [24] TOTAL PERCOLATION RATE (cfs) 0.00 RAINFALL DATA [1] SOURCE [2] FREQUENCY -YEARS 100 [3] DURATION: 3 -HOURS 6 -HOURS 24 -HOURS [4) POINT RAIN INCHES Plate E -5.2 [5) AREA [6) [71 AVERAGE POINT RAIN INCHES 181 POINT RAIN INCHES Plate E -5.4 191 AREA [10] [11) AVERAGE POINT RAIN INCHES 1121 POINT RAIN INCHES Plate E -5.6 [13] AREA [14] [15] AVERAGE POINT RAI14 INCHES 2.70 5.600 1.00 2.70 3.20 5.600 1.00 3.201 4.25 5.600 1.00 4.25 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 SUM (5) 5.6 SUM (7] (16] AREA ADJ FACTOR [17) ADJ AVG POINT RAIN 2.70 SUM [9] 1 5.60 SUM [11] 3:20 SUM [13] -. 5.60 SUM [151 4:25 1.000 1.000 1.000 2.70 3.20 4.25 STORM EVENT SUMMARY DURATION 3 -HOUR 6 -HOUR 24 -HOUR EFFECTIVE RAIN (in) 2.28 2.37 2.05 FLOOD VOLUME (cu -ft) (acre -ft) 46,311 1.06 48,085 1.10 41,650 0.96 REQUIRED STORAGE (cu -ft) (acre -ft) 45,929 1.05 47,687 1.09 41,305 0.95 PEAK FLOW (cfs) 14.09 11.25 2.56 MAXIMUM WSEL (ft) 53.64 53.83 53.14 Plate E -2.1 Page 2 of 16 0 0 E RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD PROJECT JC PENNEY BASIN DEV. AREA 1 & 2 - 100 YR CONCENTRATION POINT: 1 BY MES R. BAZUA, P.E. DATE 12/21/2007 DJUSTED LOSS RATE SOIL GROUP Plate C -1 LAND USE RI NUMBER Plate E -6.1 PERVIOUS AREA INFILTRATION RATE (in /hr) Plate E -6.2 DECIMAL PERCENT OF AREA IMPERVIOUS Plate E -6.3 ADJUSTED INFILTRATION RATE (in/hr) AREA AVERAGE ADJUSTED INFILTRATION RATE (in /hr) A COMMERCIAL 32 0.74 90 % 0.14 5.60 1.000 0.1406 A PAVING /HARDSCAPE 32 0.74 100% 0.07 0.00 0.000 0.0000 A SF - 1 ACRE 32 0.74 20% 0.61 0.00 0.000 0.0000 A SF - 1/2 ACRE 32 0.74 40% 0.47 0.00 0.000 0.0000 A SF - 1/4 ACRE 32 0.74 50% 0.41 0.00 0.000 0.0000 A MF - CONDOMINIUMS 32 0.74 65% 0.31 0.00 0.000 0.0000 A MF - APARTMENTS 32 0.74 80% 0.21 0.00 0.000 0.0000 A MOBILE HOME PARKS 32 0.74 75% 0.24 0.00 0.000 0.0000 A LANDSCAPING 32 0.74 0% 0.74 0.00 0.000 0.0000 A RETENTION BASINS 32 0.74 0% 0.74 0.00 0.000 0.0000 A GOLF COURSE 32 0.74 0% 0.74 0.00 0.000 0.0000 D MOUNTAINOUS 93 0.95 90% 0.18 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 SUM 5.6 SUM 0.1406 VARIABLE LOSS RATE CURVE 24 -HOUR STORM ONLY) Fm= 0.0703 C= 1 0.00130 Ft= C(24- (7/60))`1.55 = 0.00130 (24- (T /60)) ^1.55 + 0.07 in/hr LOW LOSS RATE (80 -90 PERCENT) = 90% Where: T =Time in minutes. To get an average value for each unit time period, Use T =1/2 the unit time for the first time 'period, T =1 1/2 unit time for the second period, etc. Plate E -2.1 Page 3 of 16 • • • RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 100 YEAR - 3 HOUR STORM EVENT PROJECT: JC PENNEY BASIN DEV. AREA 1 & 2 - 100 YR CONCENTRATION POINT: 1 BY: IES R. BAZUA, DATE 12/21/2007 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 5.60 UNIT TIME - MINUTES 5 LAG TIME - MINUTES 2.49 UNIT TIME - PERCENT OF LAG 200.9 TOTAL ADJUSTED STORM RAIN - INCHES 2.70 CONSTANT LOSS RATE - in/hr 0.14 LOW LOSS RATE - PERCENT 90% TOTAL PERCOLATION RATE (cfs) 0.00 cfs Unit Time Period Time Minutes Hours Pattern Percent Plate E -5.9 Storm Rain in/hr Loss Rate in/hr Max Low Effective Rain in/hr Flood Hydrograph Flow cfs Required Storage cf 1 5 0.08 1.3 0.421 0.14 0.38 0.28 1.57 471.41 2 10 0.17 1.3 0.421 0.14 0.38 0.28 1.57 471.41 3 15 0.25 1.1 0.356 0.14 0.32 0.22 1.21 362.54 4 20 0.33 1.5 0.486 0.14 0.44 0.35 1.93 580.27 5 25 0.42 1.5 0.486 0.14 0.44 0.35 1.93 580.27 6 30 0.50 1.8 0.583 0.14 0.52 0.44 2.48 743.57 7 35 0.58 1.5 0.486 0.14 0.44 0.35 1.93 580.27 8 40 0.67 1.8 0.583 0.14 0.52 0.44 2.48 743.57 9 45 0.75 1.8 0.583 0.14 0.52 0.44 2.48 743.57 10 50 0.83 1.5 0.486 0.14 0.44 0.35 1.93 580.27 11 55 0.92 1.6 0.518 0.14 0.47 0.38 2.12 634.70 12 60 1.00 1.8 0.583 0.14 0.52 0.44 2.48 743.57, 13 65 1.08 2.2 0.713 0.14 0.64 0.57 3.20 961.30 14 70 1.17 2.2 0.713 0.14 b.64 0.57 3.20 961.30 15 75 1.25 2.2 0.713 0.14 0.64 0.57 3.20 961.30 16 80 1.33 2.0 0.648 0.14 0.58 0.51 2.84 852.43 17 85 1.42 2.6 0.842 0.14 0.76 0.70 3.93 ' 1179.02 18 90 1.50 2.7 0.875 0.14 0.79 0.73 4.11 1233.46 19 95 1.58 2.4 0.778 0.14 0.70 0.64 3.57 1070.16 20 100 1.67 2.7 0.875 0.14 0.79 0.73 4.11 1233.46 21 105 1.75 3.3 1.069 0.14 0.96 0.93 5.20 1560.05 22 110 1.83 3.1 1.004 0.14 0.90 0.86 4.84 1451.18 23 115 1.92 2.9 0.940 0.14 0.85 0.80 4.47 1342.32 24 120 2.00 3.0 0.972 0.14 0.87 0.83 4.66 1396.75 25 125 2.08 3.1 1.004 0.14 0.90 0.86 4.84 1451.18 26 130 2.17 4.2 1.361 0.14 1.22 1.22 6.83 2049.94 27 135 2.25 5.0 1.620 0.14 1.46 1.48 8.28 2485.39 28 140 2.33 3.5 1.134 0.14 1.02 0.99 5.56 1668.91 29 145 2.42 6.8 2.203 0.14 1.98 2.06 11.55 3465.17 30 150 2.50 7.3 2.365 0.14 2.13 2.22 12.46 3737.33 31 155 2.58 8.2 2.657 0.14 2.39 2.52 14.09 4227.22 32 160 2.67 5.9 1.912 0.14 1.72 1.77 9.92 2975.28 33 165 2.75 2.0 0.648 0.14 0.58 0.51 2.84 852.43 34 170 2.83 1.8 0.583 0.14 0.52 0.44 2.48 743.57 35 175 2.92 1.8 0.583 0.14 0.52 0.44 2.48 743.57 36 180 3.00 0.6 0.194 0.14 0.17 0.05 0.30 90.38 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY EFFECTIVE RAIN (in) 2.28 FLOOD VOLUME (acft) 1.06 FLOOD VOLUME (tuft) 46311.43 REQUIRED STORAGE (acft) 1.05 REQUIRED STORAGE (cult) 45928.51 PEAK FLOW RATE (cfs) 14.09 Plate E -2.2 Page 4 of 16 Plate E -2.2 Page 5 of 16 RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 100 YEAR - 6 HOUR STORM EVENT PROJECT: JC PENNEY BASIN DEV. AREA 1 & 2 - 100 YF CONCENTRATION POINT: 1 BY: JAMES R. BAZ DATE: 12121/2007 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 5.60 UNIT TIME - MINUTES 5 LAG TIME - MINUTES 2.49 UNIT TIME - PERCENT OF LAG 200.9 TOTAL ADJUSTED STORM RAIN - INCHES 3.20 CONSTANT LOSS RATE -in/hr 0.141 LOW LOSS RATE - PERCENT 90% TOTAL PERCOLATION RATE (cfs) 0.00 cfs Unit Time Period Time Minutes Hours Pattern Percent Plate E -5.9 Storm Rain in/hr Loss Rate in/hr Max Low Effective Rain in/hr Flood Hydrograph Flow cfs Required Storage cf 1 5 0.08 0.5 0.192 0.14 0.17 0.05 0.29 86.35 2 10 0.17 0.6 0.230 0.14 0.21 0.09 0.50 150.86 3 15 0.25 0.6 0.230 0.14 0.21 0.09 0.50 150.86 4 20 0.33 0.6 0.230 0.14 0.21 0.09 0.50 150.86 5 25 0.42 0.6 0.230 0.14 0.21 0.09 0.50 150.86 6 30 0.50 0.7 0.269 0.14 0.24 0.13 0.72 215.38 7 35 0.58 0.7 0.269 0.14 0.24 0.13 0.72 215.38 8 40 0.67 0.7 0.269 0.14 0.24 0.13 0.72 215.38 9 45 0.75 0.7 0.269 0.14 0.24 0.13 0.72 215.38 10 50 0.83 0.7 0.269 0.14 0.24 0.13 0.72 215.38 11 55 0.92 0.7 0.269 0.14 0.24 0.13 0.72 215.38 12 60 1.00 0.8 0.307 0.14 0.28 0.17 0.93 279.89 13 65 1.08 0.8 0.307 0.14 0.28 0.17 0.93 279.89 14 70 1.17 0.8 0.307 0.14 0.28 0.17 0.93 279.89 15 75 1.25 0.8 0.307 0.14 0.28 0.17 0.93 279.89 16 80 1.33 0.8 0.307 0.14 0.28 0.17 0.93 279.89 17 85 1.42 0.8 0.307 0.14 0.28 0.17 0.93 279.89 18 90 1.50 0.8 0.307 0.14 0.28 0.17 0.93 279.89 19 95 1.58 0.8 0.307 0.14 0.28 0.17 0.93 279.89 20 100 1.67 0.8 0.307 0.14 0.28 0.17 0.93 279.89 21 105 1.75 0.8 0.307 0.14 0.28 0.17 0.93 279.89 22 110 1.83 0.8 0.307 0.14 0.28 0.17 0.93 279.89 23 115 1.92 0.8 0.307 0.14 0.28 0.17 0.93 279.89 24 120 2.00 0.9 0.346 0.14 0.31 0.21 1.15 344.40 25 125 2.08 0.8 0.307 0.14 0.28 0.17 0.93 279.89 26 130 2.17 0.9 0.346 0.14 0.31 0.21 1.15 344.40 27 135 2.25 0.9 0.346 0.14 0.31 0.21 1.15 344.40 28 140 2.33 0.9 0.346 0.14 0.31 0.21 1.15 344.40 29 145 2.42 0.9 0.346 0.14 0.31 0.21 1.15 344.40 30 150 2.50 0.9 0.346 0.14 0.31 0.21 1.15 344.40 31 155 2.58 0.9 0.346 0.14 0.31 0.21 1.15 344.40 32 160 2.67 0.9 0.346 0.14 0.31 0.21 1.15 344.40 33 165 2.75 1.0 0.384 0.14 0.35 0.24 1.36 408.91 34 170 2.83 1.0 0.384 0.14 0.35 0.24 1.36 408.91 35 175 2.92 1.0 0.384 0.14 0.35 0.24 1.36 408.91 36 180 3.00 1.0 0.384 0.14 0.35 0.24 1.36 408.91 37 185 3.08 1.0 0.384 0.14 0.35 0.24 1.36 408.91 38 190 3.17 1.1 0.422 0.14 0.38 0.28 1.58 473.42 39 195 3.25 1.1 0.422 0.14 0.38 0.28 1.58 473.42 40 200 3.33 1.1 0.422 0.14 0.38 0.28 1.58 473.42 41 205 3.42 1.2 0.461 0.14 0.41 0.32 1.79 537.94 42 210 3.50 1.3 0.499 0.14 0.45 0.36 2.01 602.45 43 215 3.58 1.4 0.538 0.14 0.48 0.40 2.22 666.96 44 220 3.67 1.4 0.538 0.14 0.48 0.40 2.22 666.96 45 225 3.75 1.5 0.576 0.14 0.52 0.44 2.44 731.47 46 230 3.83 1.5 0.576 0.14 0.52 0.44 2.44 731.47 47 235 3.92 1.6 0.614 0.14 0.55 0.47 2.65 795.98 48 240 4.00 1.6 0.614 0.14 0.55 0.47 2.65 795.98 49 245 4.08 1.7 0.653 0.14 0.59 0.51 2.87 860.50 50 250 4.17 1.8 0.691 0.14 0.62 0.55 3.08 925.01 51 255 4.25 1.9 0.730 0.14 0.66 0.59 3.30 989.52 52 260 4.33 2.0 0.768 0.14 0.69 0.63 3.51 1054.03 53 265 4.42 2.1 0.806 0.14 0.73 0.67 3.73 1118.54 54 270 4.50 2.1 0.806 0.14 0.73 0.67 3.73 1118.54 55 275 4.58 2.2 0.845 0.14 0.76 0.70 3.94 1183.06 56 280 4.67 2.3 0.883 0.14 0.79 0.74 4.16 1 1247.57 Plate E -2.2 Page 5 of 16 • • • RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 100 YEAR - 6 HOUR STORM EVENT PROJECT: JC PENNEY BASIN DEV. AREA 1 & 2 - 100 YF CONCENTRATION POINT: 1 BY: JAMES R. BAZ DATE: 12/21/2007 2.37. FLOOD VOLUME (acft) EFFECTIVE RAIN CALCULATION FORM 48084.72 REQUIRED STORAGE (acft) 1.09 DRAINAGE AREA -ACRES UNIT TIME - MINUTES LAG TIME - MINUTES UNIT TIME - PERCENT OF LAG TOTAL ADJUSTED STORM RAIN - INCHES CONSTANT LOSS RATE-in/hr LOW LOSS RATE - PERCENT 5.60 5 2.49 200.9 3.20 0.141 90% TOTAL PERCOLATION RATE (cfs) 11.25 0.00 cfs Unit Time Period Time Minutes Hours Pattern Percent Plate E -5.9 Storm Rain in/hr Loss Rate in/hr Max Low Effective Rain in/hr Flood Hydrograph Flow cfs Required Storage cf 57 285 4.75 2.4 0.922 0.14 0.83 0.78 4.37 1312.08 58 290 4.83 2.4 0.922 0.14 0.83 0.78 4.37 1312.08 59 295 4.92 2.5 0.960 0.14 0.86 0.82 4.59 1376.59 60 300 5.00 2.6 0.998 0.14 0.90 0.86 4.80 1441.10 61 305 5.08 3.1 1.190 0.14 1.07 1.05 5.88 1763.66 62 310 5.17 3.6 1.382 0.14 1.24 1.24 6.95 2086.22 63 315 5.25 3.9 1.498 0.14 1.35 1.36 7.60 2279.76 64 320 5.33 4.2 1.613 0.14 1.45 1.47 8.24 2473.30 65 325 5.42 4.7 1.805 0.14 1.62 1.66 9.32 2795.86 66 330 5.50 5.6 2.150 0.14 1.94 2.01 11.25 3376.46 67 335 5.58 1.9 0.730 0.14 0.66 0.59 3.30 989.52 68 340 5.67 0.9 0.346 0.14 0.31 0.21 1.15 344.40 69 345 5.75 0.6 0.230 0.14 .0.21 0.09 0.50 150.86 70 350 5.83 0.5 0.192 0.14 0.17 0.05 0.29 86.35 71 355 5.92 0.3 0.115 0.14 0.10 0.01 0.06 19.35 72 360 6.00 0.2 0.077 0.14 1 0.07 0.01 0.04 12.90 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY EFFECTIVE RAIN (in) 2.37. FLOOD VOLUME (acft) 1.10 FLOOD VOLUME (cuff) 48084.72 REQUIRED STORAGE (acft) 1.09 REQUIRED STORAGE (cult) 47687.14 PEAK FLOW RATE (cfs) 11.25 Plate E -2.2 Page 6 of 16 is100 RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD YEAR - 24 HOUR STORM EVENT PROJECT: JC PENNEY BASIN DEV. AREA 1 & 2 - 100 YR CONCENTRATION POINT: 1 BY: JAMES R. BAZ DATE: 12/21/2007 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 5.600 UNIT TIME - MINUTES 15 LAG TIME - MINUTES 2.49 UNIT TIME - PERCENT OF LAG 602.8 TOTAL ADJUSTED STORM RAIN - INCHES 4.25 CONSTANT LOSS RATE -in/hr n/a VARIABLE LOSS RATE (AVG) in /hr 0.1406 MINIMUM LOSS RATE (for var. loss) - in/hr 0.070 LOW LOSS RATE - DECIMAL 0.90 C 0.00130 PERCOLATION RATE cfs 0.00 Unit Time Period Time Minutes Hours Pattern Percent Plate E -5.9 Storm Rain in/hr Loss Rate in/hr Max Low Effective Rain in/hr Flood Hydrograph Flow cis Required Storage cf 1 15 0.25 0.2 0.034 0.248 0.031 0.003 0.02 17.14 2 30 0.50 0.3 0.051 0.245 0.046 0.005 0.03 25.70 3 45 0.75 0.3 0.051 0.243 0.046 0.005 0.03 25.70 4 60 1.00 0.4 0.068 0.240 0.061 0.007 0.04 1 34.27 5 75 1.25 0.3 0.051 0.237 0.046 0.005 0.03 25.70 6 90 1.50 0.3 0.051 0.234 0.046 0.005 0.03 25.70 7 105 1.75 0.3 0.051 0.231 0.046 0.005 0.03 25.70 8 120 2.00 0.4 0.068 0.228 0.061 0.007 0.04 34.27 9 135 2.25 0.4 0.068 0.226 0.061 0.007 0.04 34.27 10 150 2.50 0.4 0.068 0.223 0.061 0.007 0.04 34.27 11 165 2.75 0.5 0.085 0.220 0.077 0.008 0.05 42.84 12 180 3.00 0.5 0.085 0.218 0.077 0.008 0.05 42.84 13 195 3.25 0.5 0.085 0.215 0.077 0.008 0.05 42.84 14 210 3.50 0.5 0.085 0.212 0.077 0.008 0.05 42.84 15 225 3.75 0.5 0.085 0.210 0.077 0.008 0.05 42.84 16 240 4.00 0.6 0.102 0.207 0.092 0.010 0.06 51.41 17 255 4.25 0.6 0.102 0.204 0.092 0.010 0.06 51.41 18 270 4.50 0.7 0.119 0.202 0.107 0.012 0.07 59.98 19 285 4.75 0.7 0.119 0.199 0.107 0.012 0.07 59.98 20 300 5.00 0.8 0.136 0.196 0.122 0.014 0.08 68.54 21 315 5.25 0.6 0.102 0.194 0.092 0.010 0.06 51.41 22 330 5.50 0.7 0.119 0.191 0.107 0.012 0.07 59.98 23 24 345 360 5.75 6.00 0.8 0.8 0.136 0.136 0.189 0.186 0.122 0.122 0.014 0.014 0.08 0.08 68.54 68.54 25 375 6.25 0.9 0.153 0.184 0.138 0.015 0.09 77.11 26 390 6.50 0.9 0.153 0.181 0.138 0.015 0.09 77.11 27 405 6.75 1 1.0 0.170 0.179 0.153 0.017 0.10 85.68 28 420 7.00 1 1.0 0.170 0.177 0.153 0.017 0.10 85.68 29 435 7.25 1.0 0.170 0.174 0.153 0.017 0.10 85.68 30 450 7.50 1.1 0.187 0.172 0.168 0.015 0.08 76.28 31 465 7.75 1.2 0.204 0.170 0.184 0.034 0.19 173.84 32 480 8.00 1.3 0.221 0.167 0.199 0.054 0.30 271.31 33 495 8.25 1.5 0.255 0.165 0.230 0.090 0.50 454.35 34 510 8.50 1.5 0.255 0.163 0.230 0.092 0.52 465.93 35 525 8.75 1.6 0.272 0.160 0.245 0.112 0.63 563.09 36 540 9.00 1.7 0.289 0.158 0.260 0.1131 0.73 660.15 37 555 9.25 1.9 0.323 0.156 0.291 0.167 0.94 842.78 38 570 9.50 2.0 0.340 0.154 0.306 0.186 1.04 939.63 39 585 9.75 2.1 0.357 0.151 0.321 0.206 1.15 1036.38 40 600 10.00 2.2 0.374 0.149 0.337 0.225 1.26 1133.02 41 615 10.25 1.5 0.255 0.147 0.230 0.108 0.60 544.12 42 630 10.50 1.5 0.255 0.145 0.230 0.110 0.62 554.87 43 645 10.75 2.0 0.340 0.143 0.306 0.197 1.10 993.91 44 660 11.00 2.0 0.340 0.141 0.306 0.199 1.12 1004.44 45 675 11.25 1.9 0.323 0.139 0.291 0.184 1.03 929.18 46 690 11.50 1.9 0.323 0.137 0.291 0.186 1.04 939.49 47 705 11.75 1.7 0.289 0.135 0.260 0.154 0.86 778.33 48 720 12.00 1.8 0.306 0.133 0.275 0.173 0.97 874.09 49 735 12.25 2.5 1 0.425 0.131 0.383 0.294 1.65 1483.83 50 750 12.50 2.6 0.442 0.129 0.398 0.313 1.75 1579.37 51 765 12.75 2.8 0.476 0.127 0.428 0.349 1.96 1760.47 52 780 13.00 2.9 0.493 0.125 0.444 0.368 2.06 1855.77 53 795 13.25 3.4 0.578 0.123 0.520 0.455 2.55 2293.68 54 810 13.50 3.4 0.578 0.121 0.520 0.457 2.56 2303.07 55 825 13.75 2.3 0.391 0.119 0.352 0.272 1.52 1369.85 56 840 14.00 2.3 0.391 0.117 0.352 0.274 1.53 1379.00 57 855 14.25 2.7 0.459 0.116 0.413 0.343 1.92 1730.74 58 870 14.50 2.6 0.442 0.114 0.398 0.328 1.84 1653.95 59 885 14.75 2.6 0.442 0.112 0-392 2 20 1.85 1662.72 • 60 900 15.00 2.5 0.425 0.110 0.383 0.315 1.76 1 1585.69 61 915 15.25 2.4 0.408 1 0.109 0.367 1 0.299 1.68 1 1508.52 Plate E -2.2 Page 7 of 16 • RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 100 YEAR - 24 HOUR STORM EVENT PROJECT: JC PENNEY BASIN DEV. AREA 1 & 2 - 100 YR CONCENTRATION POINT: 1 BY: JAMES R. BAZ DATE: 12/21/2007 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 5.600 UNIT TIME - MINUTES 15 LAG TIME - MINUTES 2.49 UNIT TIME - PERCENT OF LAG 602.8 TOTAL ADJUSTED STORM RAIN - INCHES 4.25 CONSTANT LOSS RATE -in/hr n/a VARIABLE LOSS RATE (AVG) in /hr 0.1406 MINIMUM LOSS RATE (for var. loss) - in /hr 0.070 LOW LOSS RATE - DECIMAL 0.90 C 0.00130 PERCOLATION RATE cfs 0.00 Un @Time Period Time Minutes Hours Pattern Percent Plate E -5.9 Storm Rain in /hr Loss Rate in /hr Max Low Effective Rain in/hr Flood Hydrograph Flow cfs Required Storage cf 62 930 15.50 2.3 0.391 0.107 0.352 0.284 1.59 1431.22 63 945 15.75 1.9 0.323 0.105 0.291 0.218 1.22 1096.75 64 960 16.00 1.9 0.323 0.104 0.291 0.219 1.23 1104.87 65 975 16.25 0.4 0.068 0.102 0.061 0.007 0.04 34.27 66 990 16.50 0.4 0.068 0.101 0.061 0.007 0.04 34.27 67 1005 16.75 0.3 0.051 0.099 0.046 0.005 0.03 25.70 68 1020 17.00 0.3 0.051 0.098 0.046 0.005 0.03 25.70 69 1035 17.25 0.5 0.085 0.096 0.077 0.008 0.05 42.84 70 1050 17.50 0.5 0.085 0.095 0.077 0.008 0.05 42.84 71 1 1065 17.75 0.5 0.085 0.093 0.077 0.008 0.05 42.84 72 1080 18.00 0.4 0.068 0.092 0.061 0.007 0.04 34.27 73 1095 18.25 0.4 0.068 0.091 0.061 0.007 0.04 34.27 74 1110 18.50 0.4 0.068 0.089 0.061 0.007 0.04 34.27 75 1125 18.75 0.3 0.051 0.088 0.046 0.005 0.03 25.70 76 1140 19.00 0.2 0.034 0.087 0.031 0.003 0.02 17.14 77 1155 19.25 0.3 0.051 0.085 0.046 0.005 0.03 25.70 78 1170 19.50 0.4 0.068 0.084 0.061 0.007 0.04 34.27 79 1185 19.75 0.3 0.051 0.083 0.046 0.005 0.03 25.70 80 1200 20.00 0.2 0.034 0.082 0.031 0.003 0.02 17.14 81 1215 20.25 0.3 0.051 0.081 0.046 0.005 0.03 25.70 82 1230 20.50 0.3 0.051 0.080 0.046 0.005 0.03 25.70 83 1245 20.75 0.3 0.051 0.079 0.046 0.005 0.03 25.70 84 1260 21.00 0.2 0.034 0.078 0.031 0.003 0.02 17.14 85 1275 21.25 0.3 0.051 0.077 0.046 1 0.005 0.03 25.70 86 1290 21.50 0.2 0.034 0.076 0.031 0.003 0.02 17.14 87 1305 21.75 0.3 0.051 0.075 0.046 0.005 0.03 25.70 88 1320 22.00 0.2 0.034 0.074 0.031 0.003 0.02 17.14 89 1335 22.25 0.3 0.051 0.074 0.046 0.005 0.03 25.70 90 1350 22.50 0.2 0.034 0.073 0.031 0.003 0.02 17.14 91 1365 22.75 0.2 0.034 0.072 0.031 0.003 0.02 17.14 92 1380 23.00 0.2 0.034 0.072 0.031 0.003 0.02 17.14 93 1395 23.25 0.2 0.034 0.071 0.031 0.003 0.02 17.14 94 1410 23.50 0.2 0.034 0.071 0.031 0.003 0.02 17.14 95 1425 23.75 0.2 0.034 0.071 0.031 0.003 0.02 17.14 96 1440 24.00 0.2 0.034 0.070 0.031 0.003 0.02 17.14 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY EFFECTIVE RAIN (in) 2.05 FLOOD VOLUME (acft) 0.96 FLOOD VOLUME (tuft) 41649.58 REQUIRED STORAGE (acft) 0.95 REQUIRED STORAGE (cuft) 41305.21 PEAK FLOW cfs 2.56 Plate E -2.2 Page 8 of 16 Of • • Plate E -2.2 Page 9 of 16 Of • Plate E -2.2 Page 10 of 16 PROJECT: JC PENNEY BASIN DEV. AREA 1 & 2 - 100 YR • TKC JOB # 2015038216 1 BASIN CHARACTERISTICS CONTOUR DEPTH INCR TOTAL (ft) (ft) AREA INCR TOTAL (sf) (sf) VOLUME INCR TOTAL (cult) (cuft) (acre -ft) 47.9 0 0 2299 0 0 0.00 48.89 0.99 0.99 0 2299 2276 2276 0.05 48.9 0.01 1 6897 9196 57 2333 0.05 49.9 1 2 0 9196 9196 11529 0.26 50.9 1 3 0 9196 9196 20725 0.48 52.9 2 1 5 0 1 9196 18392 39117 0.90 53.9 1 1 6 1 0 91961 9196 4831311 1.11 PERCOLATION CALCULATIONS PERCOLATION RATE 0 in /hr 0.00 cfs MAXWELL IV DRYWELLS NUMBER USED 0 RATE/DRYWELL 0 cfs TOTAL DISSIPATED 0 cfs TOTAL PERCOLATION RATE 0.00 cfs • • Basin Characteristics Page 11 of 16 • • TKC JOB #' 20150 100 YEAR TIME UNIT (m PERIOD 2 1 3 1 4 2 5 2 6 3 7 3 8 4 9 4 10 5 11 5 12 6 13 6 14 7 15 7 16 8 17 8 18 9 19 9 20 1( 21 1( 22 1 ' 23 1 ' 24 11 25 1: 26 1' 27 1' 28 11 29 1 i 30 1: 31 1; 32 1 f 33 1 E 34 1 35 1; 36 1 f Basin Depth Analysis Page 12 of 16 • • TKC JOB # 2015038216 100 YEAR - 6 HOUR STORM EVENT TIME UNIT (min) PERIOD FLOW IN cfs VOLUME IN cult TOTAL IN BASIN cult PERC OUT cult TOTAL IN BASIN cult BASIN DEPTH ft BALANCE IN BASIN cult acre -ft 1 5 0.29 86 86 0 86 47.94 86 0.00 2 10 0.50 151 237 0 237 48.00 237 0.01 3 15 0.50 151 388 01 388 48.07 388 0.01 4 20 0.50 151 539 0 539 48.13 539 0.01 5 25 0.50 151 690 0 690 48.20 690 0.02 6 30 0.72 215 905 0 905 48.29 905 0.02 7 35 0.72 215 1,121 0 1,121 48.39 1,121 0.03 8 40 0.72 215 1,336 0 1,336 48.48 1,336 0.03 9 45 0.72 215 1,551 0 1,551 48.57 1,551 0.04 10 50 0.72 215 1,767 0 1,767 48.67 1,767 0.04 11 55 0.72 215 1,982 0 1,982 48.76 1,982 0.05 12 60 0.93 280 2,262 0 2,262 48.88 2,262 0.05 13 65 0.93 280 2,542 01 2,542 48.92 2,542 0.06 14 70 0.93 280 2,822 0 2,822 48.95 2,822 0.06 15 75 0.93 280 3,102 0 3,102 48.98 3,102 0.07 16 80 0.93 280 3,382 0 3,382 49.01 3,382 0.08 17 85 0.93 280 3,661 0 3,661 49.04 3,661 0.08 18 90 0.93 280 3,941 0 3,941 49.07 3,941 0.09 19 95 0.93 280 4,221 0 4,221 49.11 4,221 0.10 20 100 0.93 280 4,501 0 4,501 49.14 4,501 0.10 21 105 0.93 280 4,781 0 4,781 49.17 4,781 0.11 22 110 0.93 280 5,061 0 5,061 49.20 5,061 0.12 23 115 0.93 280 5,341 0 5,341 49.23 5,341 0.12 24 120 1.15 344 5,685 0 5,685 49.26 5,685 0.13 25 125 0.93 280 5,965 0 5,965 49.29 5,965 0.14 26 130 1.15 344 6,309 0 6,309 49.33 6,309 0.14 27 135 1.15 344 6,654 0 6,654 49.37 6,654 0.15 28 140 1.15 344 6,998 0 6,998 49.41 6,998 0.16 29 145 1.15 344 7,343 01 7,343 49.44 7,343 0.17 30 150 1.15 344 7,687 0 7,687 49.48 7,687 0.18 31 155 1.15 344 8,031 0 8,031 49.52 8,031 0.18 32 160 1.15 344 8,376 0 8,376 49.56 8,376 0.19 33 165 1.36 409 8,785 0 8,785 49.60 8,785 0.20 34 170 1.36 409 9,194 0 9,194 49.65 9,194 0.21 35 175 1.36 409 9,603 0 9,603 49.69 9,603 0.22 36 180 1.36 409 10,011 0 10,011 49.73 10,011 0.23 37 185 1.36 409 10,420 0 10,420 49.78 10,420 0.24 38 190 1.58 473 10,894 0 10,894 49.83 10,894 0.25 39 195 1.58 473 11,367 0 11,367 49.88 11,367 0.26 40 200 1.58 473 11,841 0 11,841 49.93 11,841 0.27 41 205 1.79 538 12,379 0 12,379 49.99 12,379 0.28 42 210 2.01 602 12,981 0 12,981 50.06 12,981 0.30 43 215 2.22 667 13,648 0 13,648 50.13 13,648 0.31 44 220 2.22 667 14,315 0 14,315 50.20 14,315 0.33 45 225 2.44 731 15,046 0 15,046 50.28 15,046 0.35 46 230 2.44 731 15,778 0 15,778 50.36 15,778 0.36 47 235 2.65 796 16,574 0 16,574 50.45 16,574 0.38 48 240 2.65 796 17,370 0 17,3701 50.54 17,370 0.40 49 245 2.87 860 18,230 0 18,230 50.63 18,230 0.42 50 250 3.08 925 19,155 0 19,155 50.73 19,155 0.44 51 255 3.30 990 20,145 0 20,145 50.84 20,145 0.46 52 260 3.51 1,054 21,199 0 21,199 50.95 21,199 0.49 53 265 3.731 1,119 22,317 01 22,317 51.07 22,317 0.51 54 270 3.731 1,119 23,436 01 23,4361 51.19 1 23,436 0.54 Basin Depth Analysis Page 13 of 16 1 • TKC JOB # 2015038216 100 YEAR - 6 HOUR STORM FVFNT TIME UNIT (min) PERIOD FLOW IN cfs VOLUME IN cult TOTAL IN BASIN cult PERC OUT cult TOTAL IN BASIN cult BASIN DEPTH ft BALANCE IN BASIN cult acre -ft 55 275 3.94 1,183 24,619 0 24,619 51.32 24,619 0.57 56 280 4.16 1,248 25,867 0 25,867 51.46 25,867 0.59 57 285 4.37 1,312 27,179 1 0 27,179 51.60 27,179 0.62 58 290 4.37 1,312 28,491 0 28,491 51.74 28,491 0.65 59 295 4.59 1,377 29,867 0 29,867 51.89 29,867 0.69 60 300 4.80 1,441 31,308 0 31,308 52.05 31,308 0.72 61 305 5.88 1,764 33,072 0 33,072 52.24 33,072 0.76 62 310 6.95 2,086 35,158 01 35,158 52.47 35,158 0.81 63 315 7.60 2,280 37,438 0 37,438 52.72 37,438 0.86 64 320 8.24 2,473 39,911 0 39,911 52.99 39,911 0.92 65 325 9.32 2,796 42,707 0 42,707 53.29 42,707 0.98 66 330 11.25 3,376 46,084 0 46,084 53.66 46,084 1.06 67 335 3.30 990 47,073 0 47,073 53.77 47,073 1.08 68 340 1.15 344 47,418 0 47,418 53.80 47,418 1.09 69 345 0.50 151 47,569 0 47,569 53.82 .47,569 1.09 70 350 0.29 86 47,655 0 47,655 53.83 47,655 1 1.09 71 355 0.061 19 47,674 0 47,674 53.83 47,674 • 1.09 72 360 . 0.041 13 47,687 0 47,687 53.83 47,6871 1.09 '1 Basin Depth Analysis Page 14 of 16 • TKC JOB # 2015038216 100 YEAR - 24 HOUR STORM EVENT • • TIME UNIT (min) PERIOD FLOW IN cfs VOLUME IN cult TOTAL IN BASIN cult PERC OUT cult TOTAL IN BASIN cult BASIN DEPTH ft BALANCE IN BASIN cuff acre -ft 1 15 0.02 17 17 0 17 47.91 17 0.00 2 30 0.03 26 43 0 43 47.92 43 0.00 3 45 0.03 26 69 0 69 47.93 69 0.00 4 60 0.04 34 103 0 103 47.94 103 0.00 5 75 0.03 26 129 0 129 47.96 129 0.00 6 90 0.03 26 154 0 154 47.97 154 0.00 7 105 0.03 26 180 0 180 47.98 180 0.00 8 120 0.04 34 214 0 214 47.99 214 0.00 9 135 0.04 34 248 0 248 48.01 248 0.01 10 150 0.04 34 283 0 283 48.02 283 0.01 11 165 0.05 43 326 0 326 48.04 326 0.01 12 180 0.05 43 368 0 368 48.06 368 0.01 13 195 0.05 43 411 0 411 48.08 411 0.01 14 210 0.05 43 454 0 454 48.10 454 0.01 15 225 0.05 43 497 0 497 48.12 497 0.01 16 240 0.06 51 548 0 548 48.14 548 0.01 17 255 0.06 51 600 0 600 48.16 600 0.01 18 270 0.07 60 660 0 660 48.19 660 0.02 19 285 0.07 60 720 0 720 48.21 720 0.02 20 300 0.08 69 788 0 788 48.24 788 0.02 21 315 0.06 51 840 0 840 48.27 840 0.02 22 330 0.07 60 900 0 900 48.29 900 0.02 23 345 0.08 69 968 0 968 48.32 968 0.02 24 360 0.08 69 1,037 0 1,037 48.35 1,037 0.02 25 375 0.09 77 1,114 0 1,114 48.38 1,114 0:03 26 390 0.09 77 1,191 0 1,191 48:42 1,191 0.03 27 405 0.10 86 1,277 0 1,277 48.46 1,277 0.03 28 420 0.10 86 1,362 0 1,362 48.49 1,362 0.03 29 435 0.10 86 1,448 0 1,448 48.53 1,448 0.03 30 450 0.08 76 1,524 0 1,524 48.56 1,524 0.03 31 465 0.19 174 1,698 0 1,698 48.64 1;698 0.04 32 480 0.30 271 1,969 0 1,969 48.76 1,969 0.05 33 495 0.50 454 2,424 0 2,424 48.91 2,424 0.06 34 510 0.52 466 2,890 0 2,890 48.96 2,890 0.07 35 525 0.63 563 3,453 0 3,453 49.02 3,453 0.08 36 540 0.73 660 4,113 0 4,113 49.09 4,113 0.09 37 555 0.94 843 4,956 0 4,956 49.19 4,956 0.11 38 570 1.04 940 5,895 0 5,895 49.29 5,895 0.14 39 585 1.15 1,036 6,932 0 6,932 49.40 6,932 0.16 40 600 1.26 1,133 8,065 0 8,065 49.52 8,065 0.19 41 615 0.60 544 8,609 0 8,609 49.58 8,609 0.20 42 630 0.62 555 9,164 0 9,164 49.64 9,164 0.21 43 645 1.10 994 10,158 0 10,158 49.75 10,158 0.23 44 660 1.12 1,004 11,162 0 11,162 49.86 11,162 0.26 45 675 1.03 929 12,091 0 12,091 49.96 12,091 0.28 46 690 1.04 939 13,031 0 13,031 50.06 13,031 0.30 47 705 0.86 778 13,809 0 13,809 50.15 13,809 0.32 48 720 0.97 874 14,683 0 14,683 50.24 14,683 0.34 49 735 1.65 1,484 16,167 0 16,167 50.40 16,167 0.37 50 750 1.75 1,579 17,746 0 17,746 50.58 17,746 0.41 51 765 1.96 1,760 19,507 0 19,507 50.77 19,507 0.45 52 780 2.06 1,856 21,363 0 21,363 50.97 21,363 0.49 53 795 2.55 2,294 23,656 0 23,656 51.22 23,656 0.54 54 810 2.56 2,303 25,959 0 25,959 51.47 25,959 0.60 55 825 1.52 1,370 27,329 0 27,329 51.62 27,329 0.63 56 840 1.53 1,379 28,708 0 28,708 51.77 28,708 0.66 57 855 1.92 1,731 30,439 0 30,439 51.96 30,439 0.70 58 870 1.84 1,654 32,093 0 32,093 52.14 32,093 0.74 59 885 1.85 1,663 33,756 0 33,756 52.32 33,756 0.77 Basin Depth Analysis Page 15 of 16 • • TKC JOB # 2015038216 100 YEAR - 24 HOUR STORM EVENT TIME UNIT (min) PERIOD FLOW IN cfs VOLUME IN cult TOTAL IN BASIN cult PERC OUT cult TOTAL IN BASIN cult BASIN DEPTH ft BALANCE IN BASIN cult acre -ft 60 900 1.76 1,586 35,341 0 35,341 52.49 35,341 0.81 61 915 1.68 1,509 36,850 0 36,850 52.65 36,850 0.85 62 930 1.59 1,431 38,281 0 38,281 52.81 38,281 0.88 63 945 1.22 1,097 39,3781 0 39,378 52.93 39,378 0.90 64 960 1.23 1,105 40,483 0 40,483 53.05 40,483 0.93 65 975 0.04 34 40,517 0 40,517 53.05 40,517 0.93 66 990 0.04 34 40,551 0 40,551 53.06 40,551 0.93 67 1005 0.03 26 40,577 0 40,577 53.06 40,577 0.93 68 1020 0.03 26 40,603 0 40,603 53.06 40,603 0.93 69 1035 0.05 43 40,645 0 40,645 53.07 40,645 0.93 70 1050 0.05 43 40,688 0 40,688 53.07 40,688 0.93 71 1065 0.05 43 40,731 0 40,731 53.08 40,731 0.94 72 1080 0.04 34 40,765 0 40,765 53.08 40,765 0.94 73 1095 0.04 34 40,800 0 40,800 53.08 40,800 0.94 74 1110 0.04 34 40,834 0 40,834 53.09 40,834 0.94 75 1125 0.03 26 40,860 0 40,860 53.09 40,860 0.94 76 1140 0.02 17 40,877 0 40,877 53.09 40,877 0.94 77 1155 0.03 26 40,903 0 40,903 53.09 40,903 0.94 78 1170 0.04 34 40,937 0 40,937 53.10 40,937 0.94 79 1185 0.03 26 40,962 0 40,962 53.10 40,962 0.94 80 1200 0.02 17 40,980 0 40,980 53.10 40,980 0.94 81 1215 0.03 26 41,005 0 41,005 53.11 41,005 0.94 82 1230 0.03 26 41,031 0 41,031 53.11 41,031 0.94 83 1245' 0.03 26 41,057 0 41,057 53.11 41,057 0.94 84 1260 0.02 17 41,074 0 41,074 53.11 41,074 0.94 85 1275 0.03 26 41,100 0 41,100 53.12 41,100 0.94 86 1290 0.02 17 41,117 0 41,117 53.12 41,117 0.94 87 1305 0.03 26 41,142 0 41,142 53.12 41,142 0.94 88 1320 0.02 17 41,160 0 41,160 53.12 41,160 0.94 89 1335 • 0.03 26 41,185 0 41,185 53.12 41,185 0.95 90 1350 0.02 17 41,202 0 41,202 53.13 41,202 0.95 91 1365 0.02 17 41,220 0 41,220 53.13 41,220 0.95 92 1380 0.02 17 41,237 0 41,237 53.13 41,237 0.95 93 1395 0.02 17 41,254 0 41,254 53.13 41,254 0.95 94 1410 0.02 17 41,271 0 41,271 53.13 41,271 0.95 95 1425 0.02 17 41,288 01 41,288 53.14 41,288 0.95 96 1440 0.021 171 41,3051 01 41,305 1 53.14 41,305 0.95 Basin Depth Analysis Page 16 of 16 �j • • A B C D 1 RCFCD SYNTHETIC UNIT HYDROGRAPH 2 DATA INPUT SHEET 3 4 WORKSHEET PREPARED BY: JAMES R. BAZUA, P.E. 5 6 PROJECT NAME JC PENNEY BASIN DEV. AREA 3 - 100 YR 7 TKC JOB # 2015038216 8 9 CONCENTRATION POINT DESIGNATION 1 10 AREA DESIGNATION ON -SITE 11 12 TRIBUTARY AREAS ACRES 13 14 COMMERCIAL 7.56 15 PAVING /HARDSCAPE 0.45 16 SF - 1 ACRE 17 SF - 1/2 ACRE 18 SF - 1/4 ACRE 19 MF - CONDOMINIUMS 20 MF- APARTMENTS 21 MOBILE HOME PARK 22 LANDSCAPING 23 RETENTION BASIN 24 GOLF COURSE 25 MOUNTAINOUS 26 LOW LOSS RATE PERCENT 90% 27 28 LENGTH OF WATERCOURSE L 1140 29 LENGTH TO POINT OPPOSITE CENTROID (Lca) 400 30 31 ELEVATION OF HEADWATER 63 32 ELEVATION OF CONCENTRATION POINT 59.55 33 34 AVERAGE MANN INGS'N' VALUE 0.02 35 36 STORM FREQUENCY YEAR 100 37 38 POINT RAIN 39 3 -HOUR 2.7 40 6 -HOUR 3.2 41 24 -HOUR 4.25 42 43 BASIN CHARACTERISTICS: ELEVATION AREA 44 47.9 3371 45 48.89 3371 46 48.9 13484 47 49.9 13484 48 50.9 13484 49 52.9 13484 50 53.9 13484 51 52 PERCOLATION RATE (in /hr ) 0.2 53 54 DRYWELL DATA 55 NUMBER USED 56 PERCOLATION RATE cfs • • • RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD PROJECT: BASIC DATA CALCULATION FORM TKC JOB # SHORTCUT METHOD BY JC PENNEY BASIN DEV. AREA 3- 100 YR 2015038216 =S R. BAZUA, P.E. DATE 12121/2007 DURATION 3 -HOUR PHYSICAL DATA 24 -HOUR EFFECTIVE RAIN (in) 2.29 [11 CONCENTRATION POINT 2.08 FLOOD VOLUME (cu -ft) (acre -ft) 66,568 1.53 1 60,372 1.39 [21 AREA DESIGNATION 65,849 1.51 68,502 1.57 58,536 1.34 ON -SITE 20.18 [31 AREA - ACRES 3.69 MAXIMUM WSEL (ft) 53.53 8.010 52.99 4 L -FEET 1140 5 L -MILES 0.216 6 La -FEET 400.00 [71 La -MILES 0.076 8 ELEVATION OF HEADWATER 63 [91 ELEVATION OF CONCENTRATION POINT 59.55 10 H -FEET 3.45 t 11 S -FEET /MILE 16.0 [121 S110.5 4.00 13 L'LCA/S^0.5 0.004 14 I AVERAGE MANNINGS'N' 0.02 [151 LAG TIME -HOURS 0.06 [161 LAG TIME - MINUTES 3.6 [171100% OF LAG- MINUTES 3.6 [181200% OF LAG- MINUTES 7.1 19 UNIT TIME - MINUTES 100% -200% OF LAG 5 [24] TOTAL PERCOLATION RATE (cfs) 0.02 RAINFALL DATA [1] SOURCE . [2] FREQUENCY -YEARS 100 [3] DURATION: 3 -HOURS 6 -HOURS 24 -HOURS [41 POINT RAIN INCHES Plate E -5.2 151 AREA [61 [71 AVERAGE POINT RAIN INCHES [8) POINT RAIN INCHES Plate E -5.4 191 AREA [10) [11) AVERAGE POINT RAIN INCHES [12] RAIN [INCHES POINT ate E -5.6 [13] AREA [14] [15]: AVERAGE POINT RAIN INCHES 2.70 8.010 1.00 2.70 3.20 8.010 1.00 3.20 4.25 8.010 1.00 4.25 0.00 '0.00 ' 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 SUM [5] 1 8.01 SUM [71 It 61 AREA ADJ FACTOR [17] ADJ AVG POINT RAIN 2.70 SUM [9J 1 8.01 SUM It ] i 3.20 SUM [13] 8.01 SUM [15] 4.25 1.000 1.000 1.000 2.70 3.20 4.25 STORM EVENT SUMMARY DURATION 3 -HOUR 6 -HOUR 24 -HOUR EFFECTIVE RAIN (in) 2.29 2.39 2.08 FLOOD VOLUME (cu -ft) (acre -ft) 66,568 1.53 69,413 1.59 60,372 1.39 REQUIRED STORAGE (cu -ft) (acre -ft) 65,849 1.51 68,502 1.57 58,536 1.34 PEAK FLOW (cfs) 20.18 16.13 3.69 MAXIMUM WSEL (ft) 53.53 53.73 52.99 Plate E -2.1 Page 2 of 14 RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD PROJECT JC PENNEY BASIN DEV. AREA 3 - 100 YR CONCENTRATION POINT: 1 BY MES R. BAZUA, P.E. DATE 12/21/2007 DJUSTED LOSS RATE SOIL GROUP Plate C -1 LAND USE RI NUMBER Plate E -6.1 PERVIOUS . AREA INFILTRATION RATE (in /hr) . Plate E -6.2 DECIMAL PERCENT OF AREA IMPERVIOUS Plate E -6.3 ADJUSTED INFILTRATION RATE (in /hr) AREA AVERAGE ADJUSTED INFILTRATION RATE (in /hr) A COMMERCIAL 32 0.74 90% 0.14 7.56 0.944 0.1327 A PAVING /HARDSCAPE 32 0.74 100% 0.07 0.45 0.056 0.0042 A SF - 1 ACRE 32 0.74 20% 0.61 0.00 0.000 0.0000 A SF - 1/2 ACRE 32 0.74 40% 0.47 0.00 0.000 0.0000 A SF - 1/4 ACRE 32 0.74 50% 0.41 0.00 0.000 0.0000 A MF - CONDOMINIUMS 32 0.74 65% 0.31 0.00 0.000 0.0000 A MF - APARTMENTS 32 0.74 80% 0.21 0.00 0.000 0.0000 A MOBILE HOME PARKS 32 0.74 75% 0.24 0.00 0.000 0.0000 A LANDSCAPING 32 0.74 0% 0.74 0.00 0.000 0.0000 A RETENTION BASINS 32 0.74 0% 0.74 0.00 0.000 0.0000 A GOLF COURSE 32 0.74 0% 0.74 0.00 0.000 0.0000 D MOUNTAINOUS 93 0.95 90% 0.18 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 SUMI 8.01 SUMI 0.1369 VARIABLE LOSS RATE CURVE 24 -HOUR STORM ONLY) Fm= 0.068429213 C= 1 0.00127 Ft= C(24- (T /60)) ^1.55 = 0.00127 (24- (T/60) )A1.55 + 0.07 in/hr LOW LOSS RATE (80 -90 PERCENT) = 90% Where: T =Time in minutes. To get an average value for each unit time period, Use T =1/2 the unit time for the first time period, T =1 1/2 unit time for the second period, etc. Plate E -2.1 Page 3 of 14 0 • RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 100 YEAR - 3 HOUR STORM EVENT PROJECT: JC PENNEY BASIN DEV. AREA 3 - 100 YR CONCENTRATION POINT: 1 BY: IES R. BAZUA, DATE 12/21/2007 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 8.01 UNIT TIME - MINUTES 5 LAG TIME - MINUTES 3.56 UNIT TIME - PERCENT OF LAG 140.3 TOTAL ADJUSTED STORM RAIN - INCHES 2.70 CONSTANT LOSS RATE -in/hr 0.14 LOW LOSS RATE - PERCENT 90% TOTAL PERCOLATION RATE (cfs) 0.02 cfs Unit Time Period Time Minutes Hours Pattern Percent Plate E -5.9 Storm Rain in/hr Loss Rate in/hr Max Low Effective Rain in/hr Flood Hydrograph Flow cfs Required Storage cf 1 5 0.08 1.3 0.421 0.14 0.38 0.28 2.28 678.59 2 10 0.17 1.3 0.421 0.14 0.38 0.28 2.28 678.59 3 15 0.25 1.1 0.356 0.14 0.32 0.22 1.76 522.88 4 20 0.33 1.5 0.486 0.14 0.44 0.35 2.80 834.31 5 25 0.42 1.5 0.486 0.14 0.44 0.35 2.80 834.31 6 30 0.50 1.8 0.583 0.14 0.52 0.45 3.58 1067.88 7 35 0.58 1.5 0.486 0.14 0.44 0.35 2.80 834.31 8 40 0.67 1.8 0.583 0.14 0.52 0.45 3.58 1067.88 9 45 0.75 1.8 0.583 0.14 0.52 0.45 3.58 1067.88 10 50 0.83 1.5 0.486 0.14 0.44 0.35 2.80 834.31 11 55 0.92 1.6 0.518 0.14 0.47 0.38 3.06 912.16 12 60 1.00 1.8 0.583 0.14 0.52 0.45 3.58 1067.88 13 65 1.08. 2.2 0.713 0.14 - 0.64 0.58 4.61 1379.31 14 70 1.17 2.2 0.713 0.14 0.64 0.58 4.61 1379.31 15 75 1.25 2.2 0.713 0.14 •0.64 0.58 4.61 1379.31 16 80 1.33 2.0 0.648 0.14 0.58 0.51 4.09 1223.59 17 85 1.42 2.6 0.842 0.14 0.76 0.71 5.65 1690.73 18 90 1.50 2.7 0.875 0.14 0.79 0.74 5.91 1768.59 19 95 1.58 2.4 0.778 0.14 0.70 0.64 5.13 1535.02 20 100 1.67 2.7 0.875 0.14 0.79 0.74 5.91 1768.59 21 105 1.75 3.3 1.069 0.14 0.96 0.93 7.47 2235.73 22 110 1.83 3.1 1.004 0.14 0.90 0.87 6.95 2080.02 23 115 1.92 2.9 0.940 0.14 0.85 0.80 6.43 1924.31 24 120 2.00 3.0 0.972 0.14 0.87 0.84 6.69 2002.16 25 125 2.08 3.1 1.004 0.14 0.90 0.87 6.95 2080.02 26 130 2.17 4.2 1.361 0.14 1.22 1.22 9.80 2936.45 27 135 2.25 5.0 1.620 0.14 1.46 1.48 11.88 3559.31 28 140 2.33 3.5 1.134 0.14 1.02 1.00 7.99 2391.45 29 145 2.42 6.8 2.203 0.14 1.98 2.07 16.55 4960.74 30 150 2.50 7.3 2.365 0.14 2.13 2.23 17.85 5350.02 31 155 2.58 8.2 2.657 0.14 2.39 2.52 20.18 6050.74 32 160 2.67 5.9 1.912 0.14 1.72 1.77 14.22 4260.02 33 165 2.75 2.0 0.648 0.14 0.58 0.51 4.09 1223.59 34 170 2.83 1.8 0.583 0.14 0.52 0.45 3.58 1067.88 35 175 2.92 1.8 0.583 0.14 0.52 0.45 3.58 1067.88 36 180 3.00 0.6 0.194 0.14 0.17 0.06 0.46 133.59 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY EFFECTIVE RAIN (in) 2.29 FLOOD VOLUME (acft) 1.53 FLOOD VOLUME (cuft) 66568.26 REQUIRED STORAGE (acft) 1.51 REQUIRED STORAGE (tuft) 65849.30 PEAK FLOW RATE (cfs) 20.18 Plate E -2.2 Page 4 of 14 0 • • RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 100 YEAR - 6 HOUR STORM EVENT PROJECT: JC PENNEY BASIN DEV. AREA 3 -100 YR CONCENTRATION POINT: 1 BY: JAMES R. BAZ DATE: 12/21/2007 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 8.01 UNIT TIME - MINUTES 5 LAG TIME - MINUTES 3.56 UNIT TIME - PERCENT OF LAG 140.3 TOTAL ADJUSTED STORM RAIN - INCHES 3.20 CONSTANT LOSS RATE-in/hr 0.137 LOW LOSS RATE - PERCENT 90% TOTAL PERCOLATION RATE (cfs) 0.02 cfs Unit Time Period Time Minutes Hours Pattern Percent Plate E -5.9 Storm Rain in/hr Loss Rate in/hr Max Low Effective Rain in/hr Flood Hydrograph Flow cfs Required Storage cf 1 5 0.08 0.5 0.192 0.14 0.17 0.06 0.44 127.82 2 10 0.17 0.6 0.230 0.14 0.21 0.09 0.75 220.10 3 15 0.25 0.6 0.230 0.14 0.21 0.09 0.75 220.10 4 20 0.33 0.6 0.230 0.14 0.21 0.09 0.75 220.10 5 25 0.42 0.6 0.230 014 0.21 0.09 0.75 220.10 6 30 0.50 0.7 0.269 0.14 0.24 0.13 1.06 312.37 7 35 0.58 0.7 0.269 0.14 0.24 0.13 1.06 312.37 8 40 0.67 0.7 0.269 0.14 0.24 0.13 1.06 312.37 9 45 0.75 0.7 0.269 0.14 0.24 0.13 1.06 312.37 10 50 0.83 0.7 0.269 0.14 0.24 0.13 1.06 312.37 11 55 0.92 0.7 0.269 0.14 0.24 0.13 1.06 312.37 12 60 1.00 0.8 0.307 0.14 0.28 0.17 1.36 404.65 13 65 1.08 0.8 0.307 0.14 0.28 0.17 1.36 404.65 14 70 1.17 0.8 0.307 0.14 0.28 0.17 1.36 404.65 15 75 1.25 0.8 0.307 0.14 0.28 0.17 1.36 404.65 16 80 1.33 0.8 0.307 0.14 0.28 0.17 1.36 404.65 17 85 1.42 0.8 0.307 0.14 0.28 0.17 1.36 404.65 18 90 1.50 0.8 0.307 0.14 0.28 0.17 1.36 404.65 19 95 1.58 0.8 0.307 0.14 0.28 0.17 1.36 404.65 20 100 1.67 0.8 0.307 0.14 0.28 0.17 1.36 404.65 21 105 1.75 0.8 0.307 0.14 0.28 0.17 1.36 404.65 22 110 1.83 0.8 0.307 0.14 0.28 0.17 1.36 404.65 23 115 1.92 0.8 0.307 0.14 0.28 0.17 1.36 404.65 24 120 2.00 0.9 0.346 0.14 0.31 0.21 1.67 496.92 25 125 2.08 0.8 0.307 0.14 0.28 0.17 1.36 404.65 26 130 2.17 0.9 0.346 0.14 0.31 0.21 1.67 496.92 27 135 2.25 0.9 0.346 0.14 0.31 0.21 1.67 496.92 28 140 2.33 0.9 0.346 0.14 0.31 0.21 1.67 496.92 29 145 2.42 0.9 0.346 0.14 0.31 0.21 1.67 496.92 30 150 2.50 0.9 0.346 0.14 0.31 0.21 1.67 496.92 31 155 2.58 0.9 0.346 0.14 0.31 0.21 1.67 496.92 32 160 2.67 0.9 0.346 0.14 0.31 0.21 1.67 496.92 33 165 2.75 1.0 0.384 0.14 0.35 0.25 1.98 589.20 34 170 2.83 1.0 0.384 0.14 0.35 0.25 1.98 589.20 35 175 2.92 1.0 0.384 0.14 0.35 0.25 1.98 589.20 36 180 3.00 1.0 0.384 0.14 0.35 0.25 1.98 589.20 37 185 3.08 1.0 0.384 1 0.14 0.35 0.25 1.98 589.20 38 190 3.17 1.1 0.422 0.14 0.38 0.29 2.29 681.47 39 195 3.25 1.1 0.422 0.14 0.38 0.29 2.29 681.47 40 200 3.33 1.1 0.422 0.14 0.38 0.29 2.29 681.47 41 205 3.42 1.2 0.461 0.14 0.41 0.32 2.59 773.75 42 210 3.50 1.3 0.499 0.14 0.45 0.36 2.90 866.02 43 215 3.58 1.4 0.538 0.14 0.48 0.40 3.21 958.30 44 220 3.67 1.4 0.538 0.14 0.48 0.40 3.21 958.30 45 225 3.75 1.5 0.576 0.14 0.52 0.44 3.52 1050.58 46 230 3.83 1.5 0.576 0.14 0.52 0.44 3.52 1050.58 47 235 3.92 1.6 0.614 0.14 0.55 0.48 3.83 1142.85 48 240 4.00 1.6 0.614 0.14 0.55 0.48 3.83 1142.85 49 245 4.08 1.7 0.653 0.14 0.59 0.52 4.13 1235.13 50 250 4.17 1.8 0.691 0.14 0.62 0.55 4.44 1327.40 51 255 4.25 1.9 0.730 0.14 0.66 0.59 4.75 1419.68 52 260 4.33 2.0 0.768 0.14 0.69 0.63 5.06 1511.95 53 265 4.42 2.1 0.806 0.14 0.73 0.67 5.36 1604.23 54 270 4.50 2.1 0.806 0.14 0.73 0.67 5.36 1604.23 55 275 4.58 2.2 0.845 0.14 0.76 0.71 5.67 1696.50 56 280 4.67 2.3 0.883 0.14 0.79 0.75 1 5.98 1788.78 Plate E -2.2 Page 5 of 14 • RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 100 YEAR - 6 HOUR STORM EVENT 2.39 PROJECT: JC PENNEY BASIN DEV. AREA 3 -100 YR CONCENTRATION POINT: 1 BY: JAMES R. BAZ DATE: 12/21/2007 FLOOD VOLUME (acft) 1.59 EFFECTIVE RAIN CALCULATION FORM 69412.93 REQUIRED STORAGE (acft) DRAINAGE AREA -ACRES UNIT TIME - MINUTES LAG TIME - MINUTES UNIT TIME - PERCENT OF LAG TOTAL ADJUSTED STORM RAIN - INCHES CONSTANT LOSS RATE -in/hr LOW LOSS RATE - PERCENT 8.01 5 3.56 140.3 3.20 0.137 90% TOTAL PERCOLATION RATE (cfs) 68501.91 0.02 cfs PEAK FLOW RATE (cfs) Unit Time Period Time Minutes Hours Pattern Percent Plate E -5.9 Storm Rain in/hr Loss Rate in/hr Max Low Effective Rain in/hr Flood Hydrograph Flow cfs Required Storage cf 57 285 4.75 2.4 0.922 0.14 0.83 0.78 6.29 1881.05 58 290 4.83 2.4 0.922 0.14 0.83 0.78 6.29 1881.05 59 295 4.92 2.5 0.960 0.14 0.86 1 0.82 6.59 1973.33 60 300 5.00 2.6 0.998 0.14 0.90 0.86 6.90 2065.60 61 305 5.08 3.1 1.190 0.14 1.07 1.05 8.44 2526.98 62 310 5.17 3.6 1.382 0.14 1.24 1.25 9.98 2968.35 63 315 5.25 3.9 1.498 0.14 1.35 1.36 10.90 3265.18 64 320 5.33 4.2 1.613 0.14 1.45 1.48 11.82 3542.01 65 325 5.42 4.7 1.805 0.14 1.62 1.67 13.36 4003.38 66 330 5.50 5.6 2.150 0.14 1.94 2.01 16.13 4833.86 67 335 5.58 1.9 0.730 0.14 0.66 0.59 4.75 1419.68 68 340 5.67 0.9 0.346 0.14 0.31 0.21 1:67 496.92 69 345 5.75 0.6 0.230 0.14 0:21 0.09 0.75 220.10 70 350 5.83. 0.5 0.192 0.14 0.17 0.06 0.44 127.82 71 355 5.92 0.3 0.115 0.14 0.10 0.01 0.09 23:00 72 360 6.00 0.2 0.077 0.14 0.07 0.01 0.06 13.77 EFFECTIVE.RAIN & FLOOD VOLUMES SUMMARY EFFECTIVE RAIN (in) 2.39 FLOOD VOLUME (acft) 1.59 FLOOD VOLUME (cult) 69412.93 REQUIRED STORAGE (acft) 1.57 REQUIRED STORAGE (cuft) 68501.91 PEAK FLOW RATE (cfs) 16.13 • Plate E -2.2 Page 6 of 14 U • RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 100 YEAR - 24 HOUR STORM EVENT PROJECT: JC PENNEY BASIN DEV. AREA 3 - 100 YR CONCENTRATION POINT: 1 BY: JAMES R. BAZ DATE: 12/21/2007 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 8.010 UNIT TIME - MINUTES 15 LAG TIME - MINUTES 3.56 UNIT TIME - PERCENT OF LAG 420.9 TOTAL ADJUSTED STORM RAIN - INCHES 4.25 CONSTANT LOSS RATE -in/hr n/a VARIABLE LOSS RATE (AVG) in/hr 0.1369 MINIMUM LOSS RATE (for var. loss) - in/hr 0.068 LOW LOSS RATE - DECIMAL 0.90 C 0.00127 PERCOLATION RATE cfs 0.02 Unit Time Period Time Minutes Hours Pattern Percent Plate E -5.9 Storm Rain in/hr Loss Rate in/hr Max Low Effective Rain in /hr Flood Hydrograph Flow cfs Required Storage cf 1 15 0.25 0.2 0.034 0.242 0.031 0.003 0.03 10.46 2 30 0.50 0.3 0.051 0.239 0.046 0.005 0.04 22.72 3 45 0.75 0.3 0.051 0.236 0.046 0.005 0.04 22.72 4 60 1.00 0.4 0.068 0.233 0.061 0.007 0.05 34.98 5 75 1.25 0.3 0.051 0.231 0.046 0.005 0.04 22.72 6 90 1.50 0.3 0.051 0.228 0.046 0.005 0.04 22.72 7 105 1.75 0.3 0.051 0.225 0.046 0.005 0.04 22.72 8 120 2.00 0.4 0.068 0.222 0.061 0.007 0.05 34.98 9 135 225 0.4 0.068 0.220 0.061 0.007 0.05 34.98 10 150 2.50 0.4 0.068 0.217 0.061 1 0.007 0.05 34.98 11 165 2.75 0.5 0.085 0.214 0.077 0.008 0.07 47.23 12 180 3.00 0.5 0.085 0.212 0.077 0.008 0.07 47.23 13 195 3.25 0.5 0.085 0.209 0.077 0.008 0.07 47.23 14 210 3.50 0.5 0.085 0.207 0.077 0.008 0.07 47.23 15 225 3.75 0.5 0.085 0.204 0.077 0.008 0.07 47.23 16 240 4.00 0.6 0.102 0.201 0.092 0.010 0.08 59.49 17 1 255 4.25 0.6 0.102 0.199 0.092 0.010 0.08 59.49 18 270 4.50 0.7 0.119 0.196 0.107 0.012 0.10 71.74 19 285 4.75 0.7 0.119 0.194 0.107 0.012 0.10 71.74 20 300 5.00 0.8 0.136 0.191 0.122 0.014 0.11 84.00 21 315 5.25 0.6 0.102 0.189 0.092 0.010 0.08 59.49 22 330 5.50 0.7 0.119 0.186 0.107 0.012 0.10 71.74 23 345 5.75 0.8 0.136 0.184 0.122 0.014 0.11 84.00 24 1 360 6.00 0.8 0.136 0.181 0.122 0.014 0.11 84.00 25 375 6.25 0.9 0.153. 0.179 0.138 0.015 0.12 96.25 26 390 6.50 0.9 0.153 0.177 0.138 0.015 0.12 96.25 27 405 6.75 1.0 0.170 0.174 0.153 0.017 0.14 108.51 28 420 7.00 1.0 0.170 0.172 0.153 0.017 0.14 108.51 29 435 7.25 1.0 0.170 0.170 0.153 0.000 0.00 0.00 30 450 7.50 1.1 0.187 0.167 0.168 0.020 0.16 128.04 31 465 7.75 1.2 0.204 0.165 0.184 0.039 0.31 267.13 32 480 8.00 1.3 0.221 0.163 0.199 0.058 0.47 406.09 33 495 8.25 1.5 0.255 0.160 0.230 0.095 0.76 667.46 34 510 8.50 1.5 0.255 0.158 0.230 0.097 0.78 683.59 35 525 8.75 1.6 0.272 0.156 0.245 0.116 0.93 822.12 36 540 9.00 1.7 0.289 0.154 0.260 0.135 1.08 960.52 37 555 9.25 1.9 0.323 0.152 0.291 0.171 1.37 1221.32 38 570 9.50 2.0 0.340 0.149 0.306 0.191 1.53 1359.43 39 585 9.75 2.1 0.357 0.147 0.321 0.210 1.68 1497.39 40 600 10.00 2.2 0.374 0.145 0.337 0.229 1.83 1635.20 41 615 10.25 1.5 0.255 0.143 0.230 0.112 0.90 792.45 42 630 10.50 1.5 0.255 0.141 0.230 0.114 0.91 807.41 43 645 10.75 2.0 0.340 0.139 0.306 0.201 1.61 1434.99 44 660 11.00 2.0 0.340 0.137 0.306 0.203 1.63 1449.65 45 675 11.25 1.9 0.323 0.135 0.291 0.188 1.51 1341.61 46 690 11.50 1.9 0.323 0.133 0.291 0.190 1.52 1355.96 47 705 11.75 1.7 0.289 0.131 0.260 0.158 1.27 1125.06 48 720 12.00 1.8 0.306 0.129 0.275 0.177 1.42 1261.65 49 735 12.25 2.5 0.425 0.127 0.383 0.298 2.39 2133.41 50 750 12.50 2.6 0.442 0.125 0.398 0.317 2.54 2269.69 51 765 12.75 2.8 0.476 0.123 0.428 0.353 2.82 2528.36 52 780 13.00 2.9 0.493 0.121 0.444 0.372 2.98 2664.31 53 795 13.25 3.4 0.578 0.120 0.520 0.458 3.67 3290.31 54 810 13.50 3.4 0.578 0.118 0.520 0.460 3.69 3303.38 55 825 13.75 2.3 0.391 0.116 0.352 0.275 2.20 1968.20 56 840 14.00 2.3 0.391 0.114 0.352 0.277 2.22 1980.93 57 855 14.25 2.7 0.459 0.113 0.413 0.346 2.78 2483.70 58 870 14.50 2.6 0.442 0.111 0.398 0.331 2.65 2373.54 59 885 14.75 2.6 0.442 0.109 0.398 0.333 2.67 2385.75 60 900 15.00 2.5 0.425 0.107 0.383 0.318 2.54 2275.23 61 915 15.25 2.4 0.408 0.106 0.367 0.302 2.42 2164.53 Plate E -2.2 Page 7 of 14 IA • • RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 100 YEAR - 24 HOUR STORM EVENT PROJECT: JC PENNEY BASIN DEV. AREA 3 - 100 YR CONCENTRATION POINT: 1 BY: JAMES R. BAZ DATE: 12/21/2007 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 8.010 UNIT TIME - MINUTES 15 LAG TIME - MINUTES 3.56 UNIT TIME - PERCENT OF LAG 420.9 TOTAL ADJUSTED STORM RAIN- INCHES 4.25 CONSTANT LOSS RATE -in /hr n/a VARIABLE LOSS RATE (AVG) in/hr 0.1369 MINIMUM LOSS RATE (for var. loss) - in /hr 0.068 LOW LOSS RATE - DECIMAL 0.90 C 0.00127 PERCOLATION RATE cfs 0.02 Unit Time Period Time Minutes Hours Pattern Percent Plate E -5.9 Storm Rain in /hr Loss Rate in /hr Max Low Effective Rain in /hr Flood Hydrograph Flow cfs Required Storage cf 62 930 15.50 2.3 0.391 0.104 0.352 0.287 2.30 2053.65 63 945 15.75 1.9 0.323 0.103 0.291 0.220 1.77 1574.92 64 960 16.00 1.9 0.323 0.101 0.291 0.222 1.78 1586.22 65 975 16.25 0.4 0.068 0.099 0.061 0.007 0.05 34.98 66 990 16.50 0.4 0.068 0.098 0.061 0.007 0.05 34.98 67 1005 16.75 0.3 0.051 0.096 0.046 0.005 0.04 22.72 68 1020 17.00 0.3 0.051 0.095 0.046 0.005 0.04 22.72 69 1035 17.25 0.5 0.085 0.094 0.077 0.008 0.07 47.23 70 1050 17.50 0.5 0.085 0.092 0.077 0.008 0.07 47.23 71 1065 17.75 0.5 0.085 0.091 0.077 0.008 0.07 47.23 72 1080 18.00 0.4 0.068 0.089 0.061 0.007 0.05 34.98 73 1095 18.25 0.4 0.068 0.088 0.061 0.007 0.05 34.98 74 1110 18.50 0.4 0.068 0.087 0.061 0.007 0.05 34.98 75 1125 18.75 0.3 0.051 0.086 0.046 0.005 0.04 22.72 76 1140 19.00 0.2 0.034 0.084 0.031 0.003 0.03 10.46 77 1155 19.25 0.3 0.051 0.083 0.046 0.005 0.04 22.72 78 1170 19.50 0.4 0.068 0.082 0.061 0.007 0.05 34.98 79 1185 19.75 0.3 0.051 0.081 0.046 0.005 0.04 22.72 80 1200 20.00 0.2 0.034 0.080 0.031 0.003 0.03 10.46 81 1215 20.25 0.3 0.051 0.079 0.046 0.005 0.04 22.72 82 1230 20.50 0.3 0.051 0.078 0.046 0.005 0.04 22.72 83 1245 20.75 0.3 0.051 0.077 0.046 0.005 0.04 22.72 84 1260 21.00 0.2 0.034 0.076 0.031 0.003 0.03 10.46 85 1275 21.25 0.3 0.051 0.075 0.046 0.005 0.04 22.72 86 1290 21.50 0.2 0.034 0.074 0.031 0.003 0.03 10.46 87 1305 21.75 0.3 0.051 0.073 0.046 0.005 0.04 22.72 88 1320 22.00 0.2 0.034 0.073 0.031 0.003 0.03 10.46 89 1335 22.25 0.3 0.051 0.072 0.046 0.005 0.04 22.72 90 1350 22.50 0.2 0.034 0.071 0.031 0.003 0.03 10.46 91 1365 22.75 0.2 0.034 0.071 0.031 0.003 0.03 10.46 92 1380 23.00 0.2 0.034 0.070 0.031 0.003 0.03 10.46 93 1395 23.25 0.2 0.034 0.069 0.031 0.003 0.03 10.46 94 1410 23.50 0.2 0.034 0.069 0.031 0.003 0.03 10.46 95 1425 23.75 0.2 0.034 0.069 0.031 0.003 0.03 10.46 96 1440 24.00 0.2 0.034 0.068 0.031 0.003 0.03 10.46 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY EFFECTIVE RAIN (in) 2.08 FLOOD VOLUME (acft) 1.39 FLOOD VOLUME (cult) 60371.92 REQUIRED STORAGE (acft) 1.34 REQUIRED STORAGE (cult) 58535.55 PEAK FLOW cfs 3.69 Plate E -2.2 Page 8 of 14 PROJECT: JC PENNEY BASIN DEV. AREA 3 - 100 YR, TKC JOB # 2015038216 01 BASIN CHARACTERISTICS CONTOUR DEPTH INCR TOTAL (ft) (ft) AREA INCR TOTAL (sf) (sf) VOLUME INCR TOTAL (cuft) (cuft) (acre -ft) 47.9 0 0 3371 0 0 0.00 48.89 0.99 0.99 0 3371 3337 3337 0.08 48.9 0.01 1 10113 13484 84 3422 0.08 49.9 1 2 0 13484 13484 16906 0.39 50.9 1 3 0 13484 13484 30390 0.70 52.9 2 1 5 0 1 13484 26968 1 57358 1.32 53.9 1 1 6 0 1 134841 134841 70842 1 1.63 PERCOLATION CALCULATIONS PERCOLATION RATE 0.2 in /hr 0.02 cfs MAXWELL IV DRYWELLS NUMBER USED 0 RATE/DRYWELL 0 cfs TOTAL DISSIPATED 0 cfs TOTAL PERCOLATION RATE 0.02 cfs • Basin Characteristics Page 9 of 14 0 • TKC JOB # 2015038216 100 YEAR - 3 HOUR STORM EVENT TIME UNIT (min) PERIOD FLOW IN cfs VOLUME IN cult TOTAL IN BASIN cult PERC OUT cult TOTAL IN BASIN cult BASIN DEPTH ft BALANCE IN BASIN cult acre -ft 1 5 2.28 683 683 5 679 48.10 679 0.02 2 10 2.28 683 1,362 5 1,357 48.30 1,357 0.03 3 15 1.76 528 1,885 5 1,880 48.46 1,880 0.04 4 20 2.80 839 2,719 5 2,714 48.71 2,714 0.06 5 25 2.80 839 3,553 5 3,549 48.91 3,549 0.08 6 30 3.58 1,073 4,621 5 4,617 48.99 4,617 0.11 7 35 2.80 839 5,456 5 5,451 49.05 5,451 0.13 8 40 3.58 1,073 6,523 5 6,519 49.13 6,519 0.15 9 45 3.58 1,073 7,591 5 7,587 49.21 7,587 0.17 10 50 2.80 839 8,426 5 8,421 49.27 8,421 0.19 11 55 3.06 917 9,338 5 9,333 49.34 9,333 0.21 12 60 3.58 1,073 10,406 5 10,401 49.42 10,401 0.24 13 65 4.61 1,384 11,785 5 11,780 49.52 11,780 0.27 14 70 4.61 1,384 13,164 5 13,160 49.62 13,160 0.30 15 75 4.61 1,384 14,544 5 14,539 49.72 14,539 0.33 16 80 4.09 1,228 15,767 5 15,762 49.82 15,762 0.36 17 85 5.65 1,695 17,458 5 17,453 49.94 17,453 0.40 18 90 5.91 1,773 19,226 5 19,222 50.07 19,222 0.44 19 95 5.13 1,540 20,761 5 20,757 50.19 20,757 0.48 20 100 5.91 1,773 22,530 5 22,525 50.32 22,525 0.52 21 105 7.47 2,240 24,766 5 24,761 50.48 24,761 0.57 22 110 6.95 2,085 26,846 5 26,841 50.64 1 26,841 0.62 23 115 6.43 1,929 28,770 5 28,765 50.78 28,765 0.66 24 120 6.69 2,007 30,772 5 30;768 50.93 30,768 0.71 25 125 6.95 2,085 32,852 5 32,848 51.08 32,848 0.75 26 130 9.80 2,941 35,789 5 35,784 51.30 35,784 0.82 27 135 11.88 3,564 39,348 5 39,343 51.56 39,343 0.90 28 140 7.99 2,396 41,740 5 41,735 51.74 41,735 0.96 29 145 16.55 4,965 46,700 5 46,696 52.11 46,696 1.07 30 150 17.85 5,355 52,050 5 52,046 52.51 52,046 1.19 31 155 20.18 6,055 58,101 5 58,096 52.95 58,096 1.33 32 160 14.22 4,265 62,361 5 62,356 53.27 62,356 1.43 33 165 1 4.09 1,228 63,585 5 63,580 53.36 63,580 1.46 34 170 3.58 1,073 64,653 5 64,648 53.44 64,648 1.48 35 175 3.58 1,073 65,720 5 65,716 53.52 65,716 1.51 36 1 180 0.46 138 65,854 5 65,849 53.53 65,8491 1.51 Basin Depth Analysis Page 10 of 14 • TKC JOB # 2015038216 100 YEAR - 6 HOUR STORM EVENT • �J TIME UNIT (min) PERIOD FLOW IN cfs VOLUME IN cuff TOTAL IN BASIN cuff PERC OUT cuft TOTAL IN BASIN cult BASIN DEPTH ft BALANCE IN BASIN cult acre -ft 1 5 0.44 133 133 5 128 47.94 128 0.00 2 10 0.75 225 353 5 348 48.00 348 0.01 3 15 0.75 225 573 51 568 48.07 568 0.01 4 20 0.75 225 793 5 788 48.13 788 0.02 5 25 0.75 225 1,013 5 1,008 48.20 1,008 0.02 6 30 1.06 317 1,325 5 1,321 48.29 1,321 0.03 7 35 1.06 317 1,638 5 1,633 48.38 1,633 0.04 8 40 1.06 317 1,950 5 1,945 48.48 1,945 0.04 9 45 1.06 317 2,262 5 2,258 48.57 2,258 0.05 10 50 1.06 317 2,575 5 2,570 48.66 2,570 0.06 11 55 1.06 317 2,887 5 2,882 48.76 2,882 0.07 12 60 1.36 409 3,292 5 3,287 48.88 3,287 0.08 13 65 1.36 409 3,696 51 3,692 48.92 3,692 0.08 14 70 1.36 409 4,101 5 4,096 48.95 4,096 0.09 15 75 1.36 409 4,506 5 4,501 48.98 4,501 0.10 16 80 1.36 409 4,910 5 4,906 49.01 4,906 0.11 17 85 1.36 409 5,315 5 5,310 49.04 5,310 0.12 18 90 1.36 409 5,720 5 5,715 49.07 5,715 0.13 19 95 1.36 409 6,124 5 6,120 49.10 6,120 0.14 20 100 1.36 409 6,529 5 6,524 49.13 6,524 0.15 21 105 1.36 409 6,934 5 6,929 49.16 6,929 0.16 22 110 1.36 409 7,338 5 7,334 49.19 7,334 0.17 23 115 1.36 409 7,743 5 7,738 49.22 7,738 0.18 24 120 1.67 502 8,240 5 8,235 49.26 8,235 0.19 25 125 1.36 409 8,645 5 8,640 49.29 8,640 0.20 26 130 1.67 502 9,141 5 9,137 49.32 9,137 0.21 27 135 1.67 502 9,638 5 9,634 49.36 9,634 0.22 28 1 140 1.67 502 10,135 51 10,131 49.40 10,131 0.23 29 145 1.67 502 10,632 5 10,628 49.43 10,628 0.24 30 150 1.67 502 11,129 5 11,124 49.47 11,124 0.26 31 155 1.67 502 11,626 5 11,621 49.51 11,621 0.27 32 160 1.67 502 12,123 5 12,118 49.54 12,118 0.28 33 165 1.98 594 12,712 5 12,707 49.59 12,707 0.29 34 170 1.98 594 13,301 5 13,297 49.63 13,297 0.31 35 175 1.98 594 13,891 5 13,886 49.68 13,886 0.32 36 180 1.98 594 14,480 5 14,475 49.72 14,475 0.33 37 185 1.98 594 15,069 5 15,064 49.76 15,064 0.35 38 190 2.29 686 15,750 5 15,746 49.81 15,746 0.36 39 195 2.29 686 16,432 5 16,427 49.86 16,427 0.38 40 200 2.29 686 17,113 5 17,109 49.92 17,109 0.39 41 205 2.59 778 17,887 5 17,882 49.97 17,882 0.41 42 210 2.90 871 18,753 5 18,748 50.04 18,748 0.43 43 215 3.21 963 19,711 5 19,707 50.11 19,707 0.45 44 220 3.21 963 20,670 5 20,665 50.18 20,665 0.47 45 225 3.52 1,055 21,720 5 21,716 50.26 21,716 0.50 46 230 3.52 1,055 22,771 5 22,766 50.33 22,766 0.52 47 235 3.83 1,148 23,914 5 23,909 50.42 23,909 0.55 48 240 3.83 1,148 25,057 5 25,052 50.50 25,052 0.58 49 245 4.13 1,240 26,292 5 26,287 50.60 26,287 0.60 50 250 4.44 1,332 27,619 5 27,614 50.69 27,614 0.63 51 255 4.75 1,424 29,039 5 29,034 50.80 29,034 0.67 52 260 5.06 1,517 30,551 5 30,546 50.91 30,546 0.70 53 265 1 5.36 1,609 32,155 5 32,1501 51.03 1 32,150 0.74 51 1 5.36 1,609 33,759 51- 33,755 1 51.15 1 33,755 0.77 Basin Depth Analysis Page 11 of 14 1] TKC JOB # 2015038216 100 YEAR - 6 HOUR STORM EVENT TIME UNIT (min) PERIOD FLOW IN cfs VOLUME IN cuff TOTAL IN BASIN cuff PERC OUT cult TOTAL IN BASIN cult BASIN DEPTH ft BALANCE IN BASIN cult acre -ft 55 275 5.67 1,701 35,456 5 35,451 51.28 35,451 0.81 56 280 5.98 1,793 37,244 5 37,240 51.41 37,240 0.85 57 285 6.29 1,886 39,126 51 39,121 51.55 39,121 0.90 58 290 6.29 1,886 41,007 5 41,002 51.69 41,002 0.94 59 295 6.59 1,978 42,980 5 42,975 51.83 42,975 0.99 60 300 6.90 2,070 45,046 5 45,041 51.99 45,041 1.03 61 305 8.44 2,532 47,573 5 47,568 52.17 47,568 1.09 62 310 9.98 2,993 50,561 1 5 50,556 52.40 50,556 1.16 63 315 10.90 3,270 53,826 5 53,821 52.64 53,821 1.24 64 320 11.82 3,547 57,368 5 57,363 52.90 57,363 1.32 65 325 13.36 4,008 61,371 5 61,367 53.20 61,367 1.41 66 330 16.13 4,839 66,205 5 66,201 53.56 66,201 1.52 67 335 4.75 1,424 67,625 5 67,620 53.66 67,620 1.55 68 340 1.67 502 68,122 5 68,117 53.70 68,117 1.56 69 345 0.75 225 68,342 5 68,337 53.71 68,337 1.57 70 350 0.44 133 68,470 5 68,465 53.72 68,465 1 1.57 71 355 0.09 28 68,493 5 68,488 53.73 68,488 1.57 72 1 360 1 0.061 18 68,507 51 68,502 53.73 1 68;502 1 1.57 Basin Depth Analysis Page 12 of 14 • TKC JOB # 2015038216 100 YEAR - 24 HOUR STORM EVENT TIME UNIT (min) PERIOD FLOW IN cfs VOLUME IN cult TOTAL IN BASIN cult PERC OUT cult TOTAL IN BASIN cult BASIN DEPTH ft BALANCE IN BASIN cult acre -ft 1 1 15 0.03 25 25 14 10 47.90 10 0.00 2 30 0.04 37 47 14 33 47.91 33 0.00 3 45 0.04 37 70 14 56 47.92 56 0.00 4 60 0.05 49 105 14 91 47.93 91 0.00 5 75 0.04 37 128 14 114 47.93 114 0.00 6 90 0.04 37 150 14 136 47.94 136 0.00 7 105 0.04 37 173 14 159 47.95 159 0.00 8 120 0.05 49 208 14 194 47.96 194 0.00 9 135 0.05 49 243 14 229 47.97 229 0.01 10 150 0.05 49 278 14 264 47.98 264 0.01 11 165 0.07 61 325 14 311 47.99 311 0.01 12 180 0.07 61 372 14 358 48.01 358 0.01 13 195 0.07 61 420 14 406 48.02 406 0.01 14 210 0.07 61 467 14 453 48.03 453 0.01 15 225 0.07 61 514 14 500 48.05 500 0.01 16 240 0.08 74 574 14 560 48.07 560 0.01 17 255 0.08 74 633 14 619 48.08 619 0.01 18 270 0.10 86 705 14 691 48.10 691 0.02 19 285 0.10 86 777 14 763 48.13 763 0.02 20 300 0.11 98 861 14 847 48.15 847 0.02 21 315 0.08 74 920 14 906 48.17 906 0.02 22 330 0.10 86 992 14 978 48.19 978 0.02 23 345 0.11 98 1,076 14 1,062 48.21 1,062 0.02 24 360 0.11 98 1,160 14 1,146 48.24 1,146 0.03 25 375 0.12 110 1,256 14 1,242 48.27 1,242 0.03 26 390 0.12 110 1,352 14 1,338 48.30 1,338 0.03 27 405 0.14 123 1,461 1 14 1,447 48.33 1,447 0.03 28 420 0.14 123 1,569 14 1,555 48.36 1,555 0.04 29 435 0.00 3 1,558 14 1,544 48.36 1,544 0.04 30 450 0.16 142 1,686 14 1,672 48.40 1,672 0.04 31 465 0.31 281 1,953 14 1,939 48.48 1,939 0.04 32 480 0.47 420 2,359 14 2,345 48.60 2,345 0.05 33 495 0.76 682 3,027 14 3,013 48.79 3,013 0.07 34 510 0.78 698 3,710 14 3,696 48.92 3,696 0.08 35 525 0.93 836 4,533 14 4,519 48.98 4,519 0.10 36 540 1.08 975 5,493 14 5,479 49.05 5,479 0.13 37 555 1.37 1,235 6,714 14 6,700 49.14 6,700 0.15 38 570 1.53 1,373 8,074 14 8,060 49.24 8,060 0.19 39 585 1.68 1,511 9,571 14 9,557 49.36 9,557 0.22 40 600 1.83 1,649 11,206 14 11,192 49.48 11,192 0.26 41 615 0.90 806 11,999 14 11,985 49.54 11,985 0.28 42 630 0.91 821 12,806 14 12,792 49.59 12,792 0.29 43 645 1.61 1,449 14,241 14 14,227 49.70 14,227 0.33 44 660 1.63 1,464 15,691 14 15,677 49.81 15,677 0.36 45 675 1.51 1,356 17,033 14 17,019 49.91 17,019 0.39 46 690 1.52 1,370 18,389 14 18,374 50.01 18,374 0.42 47 705 1.27 1,139 19,5141 14 19,500 50.09 19,500 0.45 48 720 1.42 1,276 20,775 14 20,761 50.19 20,761 0.48 49 735 2.39 2,147 22,909 14 22,895 50.34 22,895 0.53 50 750 2.54 2,284 25,178 14 25,164 50.51 25,164 0.58 51 765 2.82 2,542 27,707 14 27,693 50.70 27,693 0.64 52 780 2.98 2,678 30,371 14 30,357 50.90 30,357 0.70 53 795 3.67 3,304 33,661 14 33,647 51.14 33,647 0.77 54 810 3.69 3,317 36,965 1 14 36,951 51.39 36,951 0.85 55 825 2.20 1,982 38,933 14 38,919 51.53 38,919 0.89 56 840 1 2.22 1,995 40,914 14 40,900 51.681 40,900 0.94 57 855 2.78 2,498 43,398 14 43,383 51.86 43,383 1.00 58 870 2.65 2,388 45,771 14 45,757 52.04 45,757 1.05 59 885 2.67 2,400 48,157 14 48,1431 52.22 1 48,143 1 1.11 Basin Depth Analysis Page 13 of 14 a • 1-0 TKC JOB # 2015038216 100 YEAR - 24 HOUR STORM EVENT TIME UNIT (min) PERIOD FLOW IN cfs VOLUME IN cult TOTAL IN BASIN cult PERC OUT cult TOTAL IN BASIN cult BASIN DEPTH ft BALANCE IN BASIN cult acre -ft 60 900 2.54 2,289 50,432 14 50,418 52.39 50,418 1.16 61 915 2.42 2,179 52,597 14 52,583 52.55 52,583 1.21 62 930 2.30 2,068 54,650 14 54,636 52.70 54,636 1.25 63 945 1.77 1,589 56,225 14 56,211 52.81 56,211 1.29 64 960 1.78 1,600 57,811 14 57,797 52.93 57,797 1.33 65 975 0.05 49 57,846 14 57,832 52.94 57,832 1.33 66 990 0.05 49 57,881 14 57,867 52.94 57,867 1.33 67 1005 0.04 37 57,904 14 57,890 52.94 57,890 1.33 68 1020 0.04. 37 57,927 14 57,913 52.94 57,913 1.33 69 1035 0.07 61 57,974 14 57,960 52.94 57,960 1.33 70 1050 0.07 61 58,021 14 58,007 52.95 58,007 1.33 71 1065 0.07 61 58,068 14 58,054 52.95 58,054 1.33 72 1080 0.05 49 58,103 14 58,089 52.95 58,089 1.33 73 1095 0.05 49 58,138 14 58,124 52.96 58,124 1.33 74 1110 0.05 49 58,173 14 58,159 52.96 58,159 1.34 75 1125 0.04 37 58,196 14 .1; j 82 52.96 58,182 1.34 76 1140 0.03 25 58,207 14 58,192 52.96 58,192 1.34 77 1155 0.04 37 58,229 14 58,215 .52.96 58,215 1.34 78 1170 0.05 49 58,264 14 58,250 52.97 58,250 1.34 79 1185 0.04 37 58,287 14 58,273 52.97 58,273 1.34 80 1200 0.03 25 58,297 14 58,283 52.97 58,283 1.34 81 1215 0.04 37 58,320 14 58,306 52.97 58,306 1.34 82 1230 0.04 37 58,343 14 58,329 52.97 58,329 1.34 83 1245 0.04 37 58,366 14 58,352 52.97 58,352 1.34 84 1260 0.03 25 58,376 14 58,362 52.97 58,362 1.34 85 1275 0.04 37 58,399 14 58,385 52.98 58,385 1.34 86 1290 0.03 25 58,409 14 58,395 52.98 58,395 1.34 87 1305 0.04 37 58,432 14 58,418 52.98 58,418 1.34 88 1320 0.03 25 58,442 14 58,428 52.98 58,428 1.34 89 1335 0.04 37 58,465 14 58,451 52.98 58,451 1.34 90 1350 0.03 25 58,476 14 58,462 52.98 58,462 1.34 91 1365 0.03 25 58,486 14 58,472 52.98 58,472 1.34 92 1380 0.03 25 58,497 14 58,482 52.98 58,482 1.34 93 1395 0.03 25 58,507 14 58,493 52.98 58,493 1.34 94 1410 0.03 25 58,517 14 58,503 52.98 58,503 1.34 95 1425 0.031 25 58,528 14 58,514 52.99 58,514 1.34 96 1440 0.031 25 1 58,538 1 14 58,524 52.99 58,524 1.34 Basin Depth Analysis Page 14 of 14 • A B C •D 1 RCFCD SYNTHETIC UNIT HYDROGRAPH 2 DATA INPUT SHEET 3 4 IWORKSHEET PREPARED BY: IJAMES R. BAZUA, P.E. 5 6 PROJECT NAME jJC PENNEY DEV. AREA 3 OPEN BASIN -:100 YR- .7 TKC JOB # 2015038216 8 9 CONCENTRATION POINT DESIGNATION 1 10 AREA DESIGNATION ON -SITE 11 12 TRIBUTARY AREAS ACRES ' 13 14 COMMERCIAL 0.67 _ 15 PAVING /HARDSCAPE 16 SF -1 ACRE 17 SF - 1/2 ACRE ' 18 SF - 1/4 ACRE 19 MF - CONDOMINIUMS 20 MF- APARTMENTS 21 MOBILE HOME PARK 22 LANDSCAPING 23 RETENTION BASIN 0.11 _ 24 GOLF COURSE 25 MOUNTAINOUS 26 LOW LOSS RATE (PERCENT) 90% 27 1 28 LENGTH OF WATERCOURSE (L) 200 29 LENGTH TO POINT OPPOSITE CENTROID (Lca) 40 30 1 31 ELEVATION OF HEADWATER 62 32 ELEVATION OF CONCENTRATION POINT 59.9 33 1 34 AVERAGE MANN[ NGS'N' VALUE 0.02 35 1 36 STORM FREQUENCY (YEAR) 100 37 38 IPOINT RAIN 39 3 -HOUR 2.7 40 6 -HOUR 3.2 41 24 -HOUR 4.25 42 43 BASIN CHARACTERISTICS: ELEVATION - AREA 44 55 534 45 55.5 740 46 56 920 47 56.5 1160 48 57 1340 49 58 1850 50 591. 2560 51 52 PERCOLATION RATE (in /hr) 0.2 53 DATA P NUMBER USED 56DRYWELL PERCOLATION RATE cfs • • RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD PROJECT: JC PENNEY DEV. AREA 3 OPEN BASIN - 100 YR BASIC DATA CALCULATION FORM TKC JOB # 2015038216 SHORTCUT METHOD BY =S R. BAZUA, P.E. DATE 8131/2007 SUMMARY DURATION PHYSICAL DATA 6 -HOUR 24 -HOUR EFFECTIVE RAIN (in) [11 CONCENTRATION POINT 1.88 .1.42 FLOOD VOLUME (cu -ft) (acre -ft) 1 5,326 0.12 [21 AREA DESIGNATION REQUIRED STORAGE (cu -ft) (acre -ft) 5,670 0.13 5,229 0.12 ON -SITE PEAK FLOW (cfs) 3 'AREA - ACRES 1.50 0.30 MAXIMUM WSEL (ft) 0.780 1 58.801 4 L -FEET 200 5 L -MILES 0.038 6 La -FEET 40.00 7 La -MILES 0.008 [81 ELEVATION OF HEADWATER 62 (91 ELEVATION OF CONCENTRATION POINT 59.9 10 H -FEET 2.1 11 S -FEET /MILE 55.4 [121 S ^0.5 7.45 13 L'LCA/S ^0.5 0.000 [141 AVERAGE MANNINGS 'N' 0.02 [151 LAG TIME -HOURS •0.01 [161 LAG TIME - MINUTES 0.6. 1171100% OF LAG- MINUTES 0.6 (181200% OF-LAG-MINUTES 1.2 [191 UNIT TIME - MINUTES 100 % - 200% OF LAG 5 [24] TOTAL PERCOLATION RATE (cfs) 0.00 RAINFALL DATA [1] SOURCE [2) FREQUENCY -YEARS 100 [3] DURATION: 3 -HOURS 6 -HOURS 24 -HOURS [4] POINT RAIN INCHES Plate E -5.2 [5] AREA [6] [7) AVERAGE POINT RAIN INCHES [8] POINT RAIN INCHES Plate E -5.4 [9] AREA [10] [11] AVERAGE POINT RAIN INCHES [12) POINT RAIN INCHES Plate E -5.6 [13] AREA [14) (15) AVERAGE POINT RAIN INCHES 2.70 0.780 1.00 2.70 3.20 0.780 1.00 3.20 4.25 0.780 1.00 4.25 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00. 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 SUM [5) 0.78 SUM [7], It 6) AREA'ADJ FACTOR. [17) ADJ AVG POINT RAIN 2.70 SUM [9] 0.78 SUM [11] 3.20 SUM [13) 0.78 SUM [15] 4.25 1.000 1.000 1.000 2.701 3201 . 4.25 STORM EVENT SUMMARY DURATION 3 -HOUR 6 -HOUR 24 -HOUR EFFECTIVE RAIN (in) 2.03 1.88 .1.42 FLOOD VOLUME (cu -ft) (acre -ft) 5,744 0.13 5,326 0.12 4,012 0.09 REQUIRED STORAGE (cu -ft) (acre -ft) 5,670 0.13 5,229 0.12 3,766 0.09 PEAK FLOW (cfs) 1.90 1.50 0.30 MAXIMUM WSEL (ft) 59.00 1 58.801 58.13 Plate E -2.1 Page 2 of 14 RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD PROJECT JC PENNEY DEV. AREA 3 OPEN BASIN - 100 YR CONCENTRATION POINT: 1 • BY' MES R. BAZUA, P.E. DATE 8/31/2007 DJUSTED LOSS RATE SOIL GROUP [Plate C -1] LAND USE RI NUMBER (Plate E -6.1] , PERVIOUS AREA - INFILTRATION RATE (in /hr) Plate E-6.2 DECIMAL PERCENT OF AREA IMPERVIOUS Plate E -6.3 ADJUSTED INFILTRATION RATE (in /hr) AREA AVERAGE ADJUSTED INFILTRATION RATE (in /hr) A COMMERCIAL 32 0.74 90% 0.14 0.67 0.859 0.1208. A PAVING /HARDSCAPE 32 0.74 100% . 0.07 0.00 0.000 0.0000 A SF - 1 ACRE 32' 0.74 20% 0.61 0.00 0.000 0.0000_ . A SF - 1/2 ACRE 32 0.74 40% 0.47 0.00' 0•.000 0.0000 A SF - 1/4 ACRE 32 0.74 50% 0.41 0.00 0.000 0.0000 A MF - CONDOMINIUMS 32 0.74 65% 0.31 0.00 0.000 0.0000 A MF - APARTMENTS 32 0.74 80% 0.21 0.00 0.000 0.0000 A MOBILE HOME PARKS 32 0.74 75% 0.24 0.00 0.000 0.0000 A LANDSCAPING 32 0.74 0% 0.74 0.00 0.000 0.0000' A RETENTION BASINS 32 0.74 0% 0.74 0.11 0.141 0.1044 A GOLF COURSE 32 0.74 0.0% 0.74 0.00 0.000 0.0000 D MOUNTAINOUS 93 0.95 90% 0.18 0.00' 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 , 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 - 0.0000 0.00 0.000 0.0000 SUM 0.78 SUM .0.2251 VARIABLE LOSS RATE CURVE 24 -HOUR STORM ONLY) Fm= 0.112565385 C= 1 0.00208 Ft= C(24- (T /60)) ^1.55 = 0.00208 (24- (T /60)) ^1.55 + 0.11 in /hr LOW LOSS RATE (80 -90 PERCENT) - = 90% Where: T =Time in minutes. To get an average value for each unit time period, Use T =1/2 the unit time for the first time period, T =1 1/2 unit time for the second period, etc. Plate E -2.1 Page 3 of 14 • • C7 RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 100 YEAR - 3 HOUR STORM EVENT PROJECT: JC PENNEY DEV. AREA 3 OPEN BASIN - 100 YR CONCENTRATION POINT: 1 BY: " IES R. BAZUA, DATE' 631/2007 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 0.78 UNIT TIME - MINUTES 5 LAG TIME - MINUTES 0.61 UNIT TIME - PERCENT OF LAG 825.9 TOTAL ADJUSTED STORM RAIN- INCHES 2.70 CONSTANT LOSS RATE -in /hr 0.23 LOW LOSS RATE - PERCENT 90% TOTAL PERCOLATfON RATE (cfs) 0.00 cfs Unit Time Period Time Minutes Hours Pattern Percent Plate E -5.9 Storm Rain in /hr Loss Rate in/hr Max Low Effective Rain in /hr Flood Hydrograph Flow cfs Required Storage cf 1 5 0.08 1.3 0.421 0.23 0.38 0.20 0.15 45.14 2 10 0.17 1.3 0.421 0.23 0.38 0.20 0.15 45.14 3 15 0.25 1.1 0.356 0.23 0.32 0.13 0.10 29.98 4 20' 0.33 1.5 0.486 0.23 0.44 .0.26 0.20 60.30 5 25 0.42 1.5 0.486 .0.23 0.44 0.26 0.20 60.30 6 30 0.50 1.8 .0.583 0.23 0.52 0.36 0.28 83.05 7 35 0.58 1.`5 0.486 -0.23 0.44 0.26 0.20 60.30 8 40 0.67 1.8 0.583 0.23 0.52 0.36 0.28 83.05 9 45 0.75 1.8 0.583 0.23 0.52 0.36 0.28 83.05 10 50 0.83 1.5 0.486 0:23 0.44 0.26 0.20 60.30 11 55 0.92 1.6 0.518 0.23 0.47 0.29 0.23 67.88 12 60 1.00 1.8 0.583 0.23 0.52 0.36 0.28 83.05 13 65 1.08 2.2 0.713 0.23 0.64 0.49 0.38 113.37 14 70 1.17 2.2 0.713 0.23 0.64 0.49 0.38 113.37 15 75 1.25 2.2 0.713 0.23 0.64 0.49 0.38 113.37 16 80 1.33 2.0 0.648 0.23 0.58 0.42 0.33 98:21 17 85 1.42 2.6 0.842 0.23 0.76: 0.62 0.48 143.70 ,18 90 1.50 2.7 0.875 0.23 0.79 0.65 0.51 151.28 19 95 1.58 2.4 0.778 0.23 0.70 0.55 0.43 128.54 20 100 1.67 2.7 0.875 0.23 0.79 0.65 0.51 151.28 21 105 1.75 3.3 1.069 0:23 0.96 0.84 0.66 196.77 22 110 1.83 3.1 1.004 0.23 0.90 0.78 0.61 181.61 23 115 1.92 2.9 0.940 0.23 0.85 0.71 0.56 166.44 24 120 2:00 3.0 0.972 0.23 0.87 0.75 0.58 174.03 25 125 2.08 3.1 .1.004 0.23 0.90 0.78 0.61 181.61 26 130 2.17 4.2 1.361 0.23 1.22 1.14 0.89 265.00 27 135 2.25 5.0 1.620 0.23 1.46 1.39 1.09 325.66 28 140 2.33. 3.5 1.134 0.23 1.02 0.91 0.71 211.93 29 145 2.42 6.8 2.203 0.23 .1.98 1.98 1.54 462.13 30 150 2.50 7.3 2.365 0.23 2.13 2.14 1.67 500.03 31 155 2.58 8.2 2.657 0.23 2.39 2.43 1.90 568.27 32 i 160 2.67 5.9 1.912 0.23 1.72 .1.69 1.32 393.89 33 165 2.75 2.0' 0.648 0.23 0.58 0.42 0.33 98.21 34 170 2.83 1.8 0.583 0.23 0.52 0.36 0.28 83.05 35 175 2.92 1.8 0.583 0.23 0.52 0.36 0.28 83.05 36 180 3.00 0.6 0.194 0.23 0.17 0.02 0.02 3.81 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY EFFECTIVE RAIN (in) 2.03 FLOOD VOLUME (acft) 0.13 FLOOD VOLUME.(cuft) 5744.33 REQUIRED STORAGE (acft) 0.13 REQUIRED STORAGE (cult) 5670.14 PEAK FLOW RATE (cfs) 1.90 Plate E -2.2 Page 4 of 14 • • • RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 100 YEAR - 6 HOUR STORM EVENT PROJECT: JC PENNEY DEV. AREA 3 OPEN BASIN - 100 CONCENTRATION POINT: 1 BY: JAMES R. BAZ DATE: 8/31/2007 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 0.78 UNIT TIME - MINUTES 5 LAG TIME - MINUTES 0.61 UNIT TIME- PERCENT OF LAG 825.9 TOTAL ADJUSTED STORM RAIN- INCHES 3.20 CONSTANT LOSS RATE -in /hr 0.225 LOW LOSS RATE - PERCENT 90% TOTAL PERCOLATION RATE (cfs) 0.00 cfs Unit Time Period - Time Minutes Hours Pattern Percent Plate E -5.9 Storm Rain in /hr Loss Rate in /hr Max Low Effective Rain in /hr Flood Hydrograph Flow CIS Required Storage cf 1 5 0.08 0.5 0.192 0.23 0.17 0.02 0.01 3.75 2 10 0.17 0.6 0.230 0.23 0.21 0.01 0.00 0.49 3 1 15 0.25 0.6 0.230 0.23 0.21 0.01 0.00 0.49 4 20 0.33 0.6 0.230 0.23 0.21 0.01 0.00 0.49 5 25 0.42 0.6 0.230 0:23 0.21 0.01 0.00 0.49 6 30 0.50 0.7 0.269 0.23 0.24 0.04 0.03 9.48 7 35 0.58 0.7 0.269 0.23 0.24 0.04 0.03 9.48 8 40 0.67 0.7 0.269 0.23 0.24 0.04 0.03 9.48 9 45 0.75 0.7 0.269 0.23 0.24 0.04 0.03 9.48 10 50 0.83 0.7 0.269 0.23 0.24 0.04 0.03 9.48 11 55 0.92 0.7 0.269 0.23 0.24 0.04 0.03 9.48 12 60 1.00 0.8 0.307 0.23 0.28 0.08 0.06 18.46 13 65 1.08 0.8 0.307 0.23 0.28 0.08 0.06 18.46 14 70 1.17 0.8 0.307 0.23 0.28 0.08 0.06 18.46 15 75 1.25 0.8 0.307 0.23 0.28 0.08 0.06 18.46 16 80 1.33 0.8 0.307 0.23 0.28 0.08 0.06 18.46 17 85 1.42 0.8 0.307 0.23 0.28 0.08 0.06 18.46 18 90 1.50 0.8 0.307 0.23 0.28 0.08 0.06 18.46 19 95 1.58 0.8 0.307 0.23 0.28 0.08 0.06 18.46 20 100 1.67 0.8 0.307 0.23 0.28 0.08 0.06 18.46 21 105 1.75 0.8 0.307 0.23 0.28 0.08 0.06 18.46 22 110 1.83 0.8 0.307 0.23 0.28 0.08 0.06 1 18.46 23 115 1.92 0.8 0.307 0.23 0.28 0.08 0.06 18.46 24 120 2.00 0.9 0.346 0.23 0.31 0.12 0.09 27.45 25 125 2.08 0.8 0.307 0.23 0.28 0.08 0.06 18.46 26 130 2.17 0.9 0.346 0.23 0.31 0.12 0.09 27.45 27 135 2.25 0.9 0.346 0.23 0.31 0.12 0.09 27.45 28 140 2.33 0.9 0.346 0.23 0.31 0.12 0.09 27.45 29 145 2.42 0.9 0.346 0.23 0.31 0.12 0.09 27.45 30 150 2.50 0.9 0.346 0.23 0.31 0.12 0.09 27.45 31 155 2.58 0.9 0.346 0.23 0.31 0.12 0.09 27.45 32 160 2.67 0.9 0.346 0.23 0.31 0.12 0.09 27.45 33 165 2.75 1.0 0.384 0.23 0.35 0.16 0.12 36.43 34 170 2.83 1.0 0.384 0.23 0.35 0.16 0.12 36.43 35 175 2.92 1.0 0.384 0.23 0.35 0.16 0.12 36.43 36 180 3.00 1.0 0.384 0.23 0.35 0.16 0.12 36.43 37 - 185 3.08 1.0 0.384 0.23 0.35 0.16 0.12 36.43 38 190 3.17 1.1 0.422 0.23 0.38 0.20 0.15 45.42 39 195 3.25 1.1 0.422 0.23 0.38 0.20 0.15 45.42 40 200 3.33 1.1 0.422 1 0.23 0.38 0.20 0.15 45.42 41 205 3.42 1.2 0.461 0.23 0.41 0.24 0.18 54.40 42 210 3.50 1.3 0.499 0.23 0.45 0.27 0.21 63.39 43 215 3.58 1.4 0.538 0.23 0.48 0.31 0.24 72.38 44 220 3.67 1.4 0.538 0.23 0.48 0.31 0.24 72.38 45 225 3.75 1.5 0.576 0.23 0.52 0.35 0.27 81.36 46 230 3.83 1.5 0.576 0.23 0.52 0.35 0.27 81.36 47 235 3.92 1.6 0.614 0.23 0.55 0.39 0.30 90.35 48 240 4.00 1.6 0.614 0.23 0.55 0.39 0.30 90.35 49 245 4.08 1.7 0.653 0.23 0.59 0.43 0.33 99.33 50 250 4.17 1.8 0.691 0.23 0.62 0.47 0.36 108.32 51 255 4.25 1.9 0.730 0.23 0.66 0.50 0.39 117.30 52 260 4.33 2.0 0.768 0.23 0.69 0.54 0.42 126.29 53 265 4.42 2.1 0.806 0.23 0.73 0.58 0.45 135.28 54 270 4.50 2.1 0.806 0.23 0.73 0.58 0.45 135.28 55 275 4.58 2.2 0.845 0.23 0.76 0.62 0.48 144.26 56 280 4.67 2.3 0.883 0.23 0.79 0.66 0.51 153.25 Plate E -2.2 Page 5 of 14 • • RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 100 YEAR - 6 HbUR STORM EVENT PROJECT• JC PENNEY DEV. AREA 3 OPEN BASIN -.100 CONCENTRATION POINT: 1 BY: JAMES R. BAZ DATE: 8/31/2007 1.88 FLOOD VOLUME (acft) EFFECTIVE RAIN CALCULATION FORM 5326.05 REQUIRED STORAGE (acft) .0.12 DRAINAGE AREA -ACRES UNIT TIME - MINUTES LAG TIME - MINUTES UNIT,TIME- PERCENT OF LAG TOTAL ADJUSTED STORM RAIN- INCHES CONSTANT LOSS RATE -in /hr LOW LOSS RATE - PERCENT' 0.78 ' 5 .0.61 825.9 ' 3.20 0.225 90% TOTAL PERCOLATION RATE (cfs) 0.00 cfs Unit Time Period Time Minutes Hours Pattern Percent Plate E -5.9 Storm Rain in /hr Max Loss Rate 'in /hr Low Effective • Rain in /hr Flood Hydrograph Flow cfs Required Storage cf 57 285 4.75 2.4 0.922 0.23 0.83 0.70 0.54 162.23 58 290 4.83 2.4 0.922 0.23 0.83 0.70 0.54 162.23 59 295 4.92 2.5 0.960 '0.23 -0.86 0.73' 0.57 171.22 60 300 5.00 2.6 0.998 0.23 0.90 0.77 0.60 180.20 61 305 5.08 3.1 1.190 0.23 1.07 0.97 0.75 225.13 62 310 5.17 3.6 1.382 0.23 1.24 1.16 0.90 270.06 63 315 5.25 3.9 1.498 0.23 1.35 1.27 0.99 297.02 64 320 5.33 4.2 1.613 0.23 1.45 1.39 1.08 323.97 '65 325 5.42 4.7 -1.805 0.23 1.62 1.58 1.23 368.90 66 330 5.50 5.6 2.150 0.23 1.94 1.93 1.50 449.77 67 335 5.58 1.9 ..0.730 0.23 0.66 0.50 0.39 117.30 68 340 5.67 0.9 0.346 0.23 0.31 0.12 0.09 27.45 69 345 5.75 0.6 0.230 ' 0.23 0.21 0.01 0.00 0.49 70 350 5.83 0.5 0.192. 0.23 0.17 0.02 0.01 3.75 71 355 5.92 0.3 0.115 0.23 • 010 0.01 0.01 1.95 72 360 6.00 0.2 0.077 0.23 0.07 0.01 0.01 1.06 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY EFFECTIVE RAIN (in) 1.88 FLOOD VOLUME (acft) 0.12 FLOOD VOLUME (cuff) 5326.05 REQUIRED STORAGE (acft) .0.12 REQUIRED STORAGE (cuft) 5228.61 PEAK FLOW RATE (cfs) 1.50 0 Plate E -2.2 Page 6 of 14 r. 1� u RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 100 YEAR - 24 HOUR STORM EVENT - PROJECT: JC PENNEY DEV. AREA 3 OPEN BASIN - 100 CONCENTRATION POINT: 1 BY: JAMES R. BAZ DATE: 8/31/2007 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 0.780 UNIT TIME - MINUTES 15 LAG TIME - MINUTES 0.61 UNIT TIME - PERCENT OF LAG 2477.7 TOTAL ADJUSTED STORM RAIN - INCHES 4.25 CONSTANT LOSS RATE -in /hr n/a - VARIABLE LOSS RATE (AVG) in /hr 0.2251 MINIMUM LOSS RATE (for var. loss) - in /hr 0.113 LOW LOSS RATE - DECIMAL 0.90 C 0.00208 PERCOLATION RATE cfs 0.00 Unit Time Period Time Minutes _ Hours Pattern Percent Plate E -5.9 Storm Rain in /hr Loss Rate in /hr Max Low Effective Rain in/hr Flood Hydrograph Flow cfs Required Storage cf 1 15 0.25 0.2 0.034 0.398 0.031 0.003 0.00 0.16 2 30 0.50 0.3 0.051 0.393 0.046 0.005 0.00 1.36 3 45 0.75 0.3 0.051 0.388 0.046 0.005 0.00 1.36 4 60 1,00 0:4 0.068 0.384 0.061 0:007 •0.01 2.55 5 75 1.25 0.3 0.051 0.379 0.046 0.005 0.00 1.36 6 90. 1.50 0.3 0.051 0.375 0.046 0.005 0.00 1.36 7 105 1.75 0.3 0.051 0.370 0.046 0.005 0.00 1.36 8 120 2.00 0.4 0.068 0.366 0.061 0.007 0.01 2.55 9 135 2.25 0.4 0.068 0.361 0.061 0.007 0.01 2.55 10 150 2.50 0.4 0.068 0.357 0.061 0.007 0.01 2.55 11 165 2.75 0.5 0.085 0.353 0.077 0.008 '0.01- 3.74 12 180 3.00 0.5 0.085 0.348 0.077 0.008 0.01 3.74 13 195 3.25 0.5 0.085 0.344 0.077 0.008 0.01 3.74 14 210 3.50 0.5 0.085 0.340 0.077 0.008 0.01 3.74 15 225 3.75 0.5 0.085 0.335 0.077 0.008 0.01 3.74 16 240 4.00 0.6 0.102 0.331 0.092 0.010 0.01 4.94 17 255 •4.25 0.6 0.102 0.327 0.092 0.010 0.01 4.94 18 270 4.50 0.7 0.119 0.323 0.107 0.012 0.01 6.13 19 285 4.75 0.7 0.119 0.319 0.107. 0.012 0.01 6.13 ' 20' 300 5.00 0.8 0.136 0.315 0.122 0.014 0.01 7.32 21 315 5.25 0.6 0.102 0.311 0.092 0.010 0.01 4.94 22 330 5.50 0.7 0.119 0.307 0.107 0.012 0.01 6.13 j 23 345 5.75 0.8 0.136 0.302 0.122 0.014 0.01 7.32 24 360 6.00 0.8 0.136 0.298 0.122 0.014 0.01 7.32: 25 375 6.25 0.9 0.153 0.295 0.138 .0.015 0.01 8.52 26 390 6.50 0.9 0.153 0.291 0.138 0.015 0.01 8.52 27 405 6.75 1.0 0.170 0.287 0.153 0.017 0.01 9.71 28 420 7.00 1.0 0.170 0.283 0.153 0.017 0.01 9.71 29 435 7.25 1.0 0:170 1 '0.279 0.153 0.017 0.01 9.71 30 450 7.50 1.1 0.187 0.275 0.168 0.019 0.01 10.90 31 465 7.75 1.2 0.204 0.271 0.184 .0.020 0.02 12.10 32 480 8.00 1.3 0.221 0.268 0:199 0.022 0.02 13.29 33 495 8.25 1 1.5 0.255 0.264 0.230 0.026 0.02 •15.68 34 510 8.50 1.5 0.255 0.260 0.230 0.026 0.02 15.68 35 525 8.75 1.6 0.272 0.257 0.245 0.015 0.01 - 8.56 36 540 9.00 1.7 0.289 0.253 0.260 0.036 0.03 23.03 37 555 9.25 1.9 0.323 0.249 0.291 0.074 0.06 49.41' 38 570 9.50 2.0 0.340 0.246 0.306 0.094 0.07 63.84 39 585 9.75 2.1 0.357 0.242 0.321 0.115 0.09 78.24 40 600 10.00 2.2 0.374 0.239 0.337 0.135 0.11 92.62` 41 615 10.25 1.5 0.255 0.235 0.230 0.020 0.02 11.50 42 630 10.50 1.5 0.255 0.232 0.230 0.023 0.02 13.90;. 43 645 10.75 2.0 0.340 ' 0.229 0.306 0.111 0.09 75.944 44 660 11.00 2.0 0.340 0.225 0.306 0.115 0.09 78.29 45 675 11.25. 1.9 0.323 0.222 0.291 0.101 0.08 68.68 46 690 11.50 '1.9 0.323 0.219 0.291 0.104 0.08 70.98 47 705 11.75 1.7 0.289 0.215 - 0.260 0.074 0.06 49.39 48 720 12.00 1.8 0.306 0.212 0.275 0.094 0.07 63.57 49 735 12.25 2.5 0.425 0.209 0.383 0.216 0.17 149.34 50 750 12.50 2.6 0.442 0.206 0.398 0.236 0.18 163.47 51 765 12.75 2.8 0.476 0.203 0.428 0.273 0.21 189.51 52 780 13.00 2.9 0.493 0.200 0.444 0.293 0.23 203.59 53 795 13.25 3.4 0.578 0.197 0.520 0.381 0.30 265.3 54 810 13.50 3.4 0.578 0.194 0.520 0.384 0.30 267.4 55 825 13.75 2.3 0.391 0.191 0.352 0.200 0.16' 138.2 56 840 14.00 2.3 0.391 0.188 0.352 0.203 0.16 140.31. 57 855 14.25 2.7 0.459 0.185' 0.413 0.274 0.21 190.05 58 870 14.50 2.6 0.442 0.182 0.398 0.260 0.20 180.10 59 885 14.75 2.6 0.442 0.179 0.398 0.263 0.20 182.06 60 900 15.00 2.5 1 0.425 0.177 0.383 0.248 1 0.19 172.05 61 915 15.25 2.4 0.408 0.174 0.367 0.234 0.18 162.02 62 930 15.50 2.3 0.391 0.171 0.352 0.220 0.17 151.95 63 945 15.75 1.9 0.323 0.169 0 .291 0.154 0.12 106.0E 64 960 16.00 1.9 0.323 0.166 0.291 0.157 0.12 107.87 65 975 16.25 0.4 0.068 0.164 1, 0.061 0.007 0.01 2.5E Plate E -2.2 Page 7 of 14 • • • RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 100 YEAR - 24 HOUR STORM EVENT PROJECT: JC PENNEY DEV. AREA 3 OPEN BASIN - 100 CONCENTRATION POINT:. 1 BY: JAMES R. BAZ DATE: 8/31/2007 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 0.780 UNIT TIME - MINUTES 15 LAG TIME - MINUTES 0.61 UNIT TIME - PERCENT OF LAG. 2477.7 TOTAL ADJUSTED STORM RAIN- INCHES 4.25 CONSTANT LOSS RATE -in/hr n /a. VARIABLE LOSS RATE (AVG) in/hr 0.2251 MINIMUM LOSS RATE (for var. loss) - in /hr 0.113 LOW LOSS RATE - DECIMAL 0.90 C 0.00208 PERCOLATION RATE cfs 0.00 Unit Time Period Time - Minutes Hours Pattern Percent Plate E -5.9 Storm Rain in /hr Loss Rate in /hr Max Low Effective Rain in/hr Flood Hydrograph Flow cfs Required ' Storage cf 66 990 16.50 0.4 0.068 0.161 0.061 0.007 0.01 2.55 67 1005 16.75 0.3 0.051 0.159 0.046 0.005 0.00 1.36 68 1020 17.00 . 0.3 0.051 0.156 0.046 0.005 0.00 1.36 69 1035 17.25 0.5 0.085 0.154 0.077 0.008 0.01 3.74 70 1050 17.50 0.5 0.085 0.152 0.077 0.008 0.01 3.74 71 1065 17.75 0.5 0.085 0.149 0.077 0.008 0.01 3.74 72 1080 18.00 0.4 0.068 0.147 0.061 0.007 0.01 2.55 73 1095 18.25 0.4 0.068 0.145 0.061 0.007 0.01 2.55 .74 1110 18.50 0.4 0.068 0.143 .0.061 0.007 0.01 2.55 75 1125 18.75 0.3 0.051 0.141 0.046 0.005 0.00 1.36 76 1140 19.00 0.2 0.034 0.139 0.031 0.003 0.00 0.16 77 1155 19.25 0.3 0.051 0.137 0.046 0.005 0.00 1.36 78 1170 19.50 0.4 0.068 0:135 0.061 0.007 0.01 2.55 79 1185 19.75 0.3 0.051 0.133 0.046, 0.005 0.00 1.36 80 1200 20.00 0.2 0.034 0.131 0.031 0.003 0.00 0.16 81 1215. 20.25 0.3 0.051 0.130 - 0.046 0.005 0.00 1.36 82 1230 20.50 0.3 0.051 0.128 0.046 0.005 0.00 1.36 83 1245 20.75 0.3 0.051 0.126 0.046 0.005 0.00 1.36 84 1260 21.00 0.2 0.034 0.125 0.031 0.003 0.00 0.16 85 1275 21.25 0.3 0.051 0.123 0.046 0.005 0.00 1.36 86 1290 21.50 ' 0.2 0.034 0.122 0.031 0.003 0.00 0.16 87 1305 21.75 0.3 0.051 0.121 0.046 0.005 0.00 1.36 88 1320 22.00 0.2 0.034 0.119. 0.031 0.003 0.00 0.16 89 1335 22.25 0.3 0.051 0.118 0.046 0.005 0.00 1.36 90 .1350 22.50 0.2 1 0.034 0.117 0.031 0.003 0.00 1 0.16 91 1365 22.75 0.2 0.034 0.116 0.031 0.003 0.00 0.16 .92 1380 23.00 0.2 0.034 0:115 0.031 0.003 0.00 0.16 93 1395 23.25 0.2 0.034 0.114 0.031 0.003 0.00 0.16 94 1410 23.50 0.2 0.034 0.114 0.031 0.003 0.00 0.16 95 1425 23.75 0:2 0.034 0.113 0.031 0.003 0.00 0.16 96 1440 24.00 0.2 0.034 0.113 1 0.031 0.003 0.00 0.16 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY EFFECTIVE RAIN (in) 1.42 FLOOD VOLUME (acft) .0.09 FLOOD VOLUME (cuft) 4012.41 REQUIRED STORAGE (acft) 0.09 REQUIRED STORAGE (cuft) 3765.63 PEAK FLOW cfs 0.30 YR Plate E -2.2 Page 8 of 14 PROJECT: JC PENNEY DEV. AREA 3 OPEN BAS_ IN - 100 YR TKC'JOB # 2015038216 BASIN CHARACTERISTICS CONTOUR. DEPTH INCR TOTAL (ft) . (ft) AREA INCR TOTAL (sf) •(sf) VOLUME -INCR TOTAL (cuft) (cuft) (acre -ft) 55 .0 0 534 0 0 0.00 55.5 0.5 0.5 206 740 319. .319 0.01 56 0.5 1 180 920 415 734 0.02 56.5 0.5 1.5 240 1160 520 1254 0.03 57 0.5 2 180 1340 625 1879 0.04 58 1 1 3 5101 1850 1595 1 3474 0.08 59 1 1 . 4 710 25601 22051 5679 1 0.13 PERCOLATION CALCULATIONS PERCOLATION RATE 0.2 in /hr 0.00 cfs MAXWELL IV DRYWELLS NUMBER USED 0 RATE /DRYWELL 0 cfs TOTAL DISSIPATED 0 cfs TOTAL PERCOLATION RATE 0.00 cfs K] Basin Characteristics Page 9of14 r� TKC JOB # 2015038216 100 YEAR - 3 HOUR STORM EVENT TIME UNIT (min) PERIOD FLOW IN (cfs) VOLUME IN (cult) TOTAL IN BASIN (cult) PERC OUT (cuft) TOTAL IN BASIN (cuft) BASIN DEPTH (ft) .BALANCE IN BASIN (cuft) (acre -ft 1 5. 0.15 46 46 1 45 55.07 45 0.00 2 10 0.15 46 91. 1 90 55.14 90 0.00 3 15 0.10 31 121 1 120 55.19 120 0.00 4 20 0.20 61 181 1 181 55.28 181 0.00 5 25 020 61 242 1 241 55.38 241 0.01 6 30 0.28 84 325 1 324 55.51. 324 0.01 7 35 0.20 61 385 1 384 55.58 384 0'.01 8 40 0.28 84 468 1 467 55.68 467 0.01 9 45 0.28 84 551 1 550 55.78 550 0.01 10 50 0.20 61 611 1 611 55.85 611 0.01 11 55 0.23 69 679 1 678 55.93 678 0.02 12 60 0.28 84 762 1 762 56.03 762 0.02 13 65 0.38 114 876 1 875 56.14 875 0.02 14 70 0.38 114 989 1 988 56.24 988 0.02 15 75_ 0.38 114 1,102 1 1,102, 56.35 1,102 0.03 16 80 0.33 99 1,201 1 1,200 56.45 1,200 0.03 17 85 0.48 144 1,344 1 1,344 56.57 1,344 0.03 18 90 0.51 152 1,496 1 1,495 56.69 1,495 0.03 19 95 0.43 129 1;624 1 1,623 56.80 1,623 0.04 20 100 - 0.51 152 1,775 1 1,775 56.92 1,775 0. OA 21 105 0.66 198 1,972 1 1,971 • 57.06 1,971 0.05 22 110 0.61 182 2,154 1 2,153 57.17 2,153 0.05 23 115 0.56 167 2,320 1 2,319 57.28 2,319 0.05 24 120 0.58 175 2,494 1 2,494 57.39 2,494 0.06 25 125 0.61 182 2,676 1 2,675 57.50 2,675 0.06 26 130 0.89 266 2,941 1 2,940 57.67 2,940 0.07 27 .135 1.09 326 3,267 1 3,266 57.87 3,266 0.07 28 140 0.71 213 3,478 1 3,478 58.00 3,478 0.08 29 145 1.54 463 3,941 1 3,940 58.21 3,940 0.09 30 150 1.67 501 4,441 1 4,440 58.44 4,440 0.10 31 155 1.90 569 5,009 1 5,008 58.70 5,008 0.11 32 160 1.32 395 5,403 1 5,402 58.87 5,402 0.12 33 165 0.33 99 5,501 1 5,500 58.92 5,500 0.13 34 170 0.28 84 .5,584 1 5,583 58.96 5,583 0.13 35 175 0.28 84 5,667 1 5,666 58.99 5,666 0.13 36 180 0.02 5 5,671 .1 5,670 59.00 5,670 0.13 Basin Depth Analysis Page 10 of 14 C J • • TKC JOB # 100 TIME UNIT (min) PERIOD FLOW IN (cfs) VOLUME IN (cult) TOTAL IN BASIN (cuft) PERC OUT (cuft) TOTAL IN BASIN (cuft) BASIN DEPTH (ft) BALANCE IN BASIN. (cuft) (acre -ft 1 5 0.01 4 4 1 4 55.01 4 0.00 2 10 0.00 1 5 1 4 55.01 4 0.00 3 1.5 0.00 1 5 1 5 55.01 5 0.00 4 20 0.00 1 6 1 5 55.01 5 0.00 5 25 0.00 1 6 1 6 55.01 6 0.00 6 30 0.03 10 16 1 15 55.02 15 0.00 7 35 0.03 10 25 1 25 55.04 25 0.00 8 40 0.03 10 35 1 34 55.05 34 0.00 9 45 0.03 10 44 1 44 55.07 44 0400 10 50 0.03 10 54 1 53 55.08 53 0.00 11 55 0.03 10 63 1 63 55.10 63 0.00 12 60 0.06 19 82 1 81 55.13 81 0.00 13 65 0.06 19 100 1 100 55.16 100 0.00 14 70 0.06 19 119 1 118 55.19 118 0.00 15 75 0.06 19 137 1 136 55.21 136 0.00 16 80 0.06 19 156 1 155 55.24 155 0.00 17 85 0.06 19 174 1 173 55.27 173 0.00 18 90 0.06 19 193 1 192 55.30 192 0.00 19 95 0.06 19 211 1 210 55.33 210 0.00 20 100 0.06 19 229 1 229 55.36 229 0.01 21 105 0.06 19 248 1 247 55.39 247 0.01 22 110 0.06 19 266 1 266 55.42 266 0.01 23 115 0.06 19 285 1 284 55.45 284 0.01 24 120 0.09 28 312 1 312 55.49 312 0.01 25 125 0.06 19 331 1 330 55.51 330 0.01 26 130 0.09 28 358 1 357 55.55 357 0.01 27 135 0.09 28 386 1 385 55.58 385 0.01 28 140 0.09 28 413 1 412 55.61 412 0.01 29 145 0.09 28 441 1 440 55.65 440 0.01 30 150 0.09 28 468 1 467 55.68 467 0.01 31 155 0.09 28 495 1 495 55.71 495. 0.01 32 160 0.09 28 523 1 522 55.75 522 0.01 33 165 0.12 37 559 1 559 55.79 559 0.01 34 170 0.12 37 596 1 595 55.83 595 0.01 35 175 0.12 37 632 .1 631 55.88 631 0.01 36 180 0.12 37 669 1 668 55.92 668 0.02 37 185 0.12 37 705 1 704 55.96 704 0.02 38 1.90 0.15 46 751 1 750 56.02 750 0.02 39 195 0.15 46 .796 1 795 56.06 795 0.02 40 200 0.15 46 841 1 841 56.10 841 0.02 41 205 0.18 55 896 1 895 56.16 895 0.02 42 210 0.21 64 959 1 958 56.22 958 0.02 43 215 0.24 73 1,032 1 1,031 56.29 1,031 0.02 44 220 0.24 73 1,104 1 1,103 56.36 1,103 0.03 45 225 0.27 82 1,185 1 1,185 56.43 1,185 0.03 46. 230 0.27 82 1,267 1 1,266 56.51 1,266 0.03 47 235 0.30 91 1,357 1 1,356 56.58 1,356 0.03 48 240 0.30 91 1,447 1 1,447 56.65 1,447 0.03 49 245 0.33 100 1,547 1 1,546 56.73 1,546 0.04 50 250 0.36 109 1,655 1 1,654 56.82 1,654 0.04 51 255 0.39 118 1,772 1 1,772 56.91 1,772 0.04 52 260 0.42 127 1,899 1 1,898 57.01 1,898 0.04 53 265 0.45 136 2,034 1 2,033 57.10 2,033 0.05 54 270 0.45 136 2,169 1 2,168 57.18 2,168 0.05 55 275 0.48 145 .2,313 1 2,313 57.27 2,313 0.05 Basin Depth Analysis Page 11 of 14 1 TKC JOB # 2015038216 • 100 YEAR - 6 HOUR ST,ORM.EVENT TIME UNIT (min) PERIOD FLOW IN (cfs) VOLUME IN (cuft) TOTAL IN BASIN (cuft) PERC OUT (cuft) TOTAL IN BASIN , (cuft) BASIN DEPTH (ft ) BALANCE IN BASIN (cuft) (acre -ft 56 280 0.51 154 2,467 1 - 2,466 57.37 2,466 0.06 57 285 0.54 163. 2,629 1 2,628 57.47 2,628 0.06 58 290, 0.54 163 2,791 1 2,790 57.5,7 2,790 0.06 59 295 0.57 172 2,962 1 2,962 57.68 2,962 0.07 60 300 0.60 181 3,142 1 3,142 57.79 3,142 0.07 61 305 0.75 226 3,368 .1 3,367• 57.93 3,367 0.08 62 310 0.90 271 3,638 1 3,637' 58.07 3,637 0.08 63 315 0.99 298 '3,935 1 3,934 58.21 3,934 0.09 64 320 1.08 325 4,259 1 4,258 58.36 4,258 0.10 65 325 1.23 370 4,628 1 4,627 58.52 4,627 0.11 66 330 1.50 451 5,077 1 5,077 58.73 5,077 0.12 67 335 0.39 118 5,195 1 5,194 58.78 5,194 0.12 68 340 0.09 28 5,222 1 5,221 58.79 5,221 0.12 69 345 0.00 1 51223 1 5,222 58.79 5,222 0.12 70 350 0.01 4 5,226 1 5,226 58.79 5,226 0.12 71 355 0.01 3 5,228 1 5,228 58.80 5,228 0.12 72 360 0.01 2 5,229 1 5,229 58.80 5,229 0.12 Basin Depth Analysis Page 12 of 14 • • TKC JOB # 2.015E +09 100 YEAR - 24 HOUR STORM EVENT TIME UNIT (min) PERIOD FLOW IN cfs VOLUME IN cult TOTAL IN BASIN cult PERC OUT cult TOTAL IN BASIN cuff BASIN DEPTH ft BALANCE IN BASIN cult acre -ft 1 15 0.00 2 2 2 0 55.00 0 0.00 2 30 0.00 4 4 .2 2 55.00 2 0.00 3 45 0.00 4 5 2 3 55.00 3 0.00 4 60 0.01 5 8 2 5- 55.01 5 0.00 5 75 0.00 4 9 2 7 55.01 7 0.00 6 90 0.00 4 10 2 8 55.01 8 0.00 7 105 0.00 4 12 2 9 55.01 9 0.00 8 120 0.01 5 14 2 12 55.02 12 0.00 9 135 0.01 5 17 2 15 55.02 15 0.00 10 150 0.01 5 19 2 17 55.03 17 0.00 11 165 0.01 6 23 2 21 55.03 21 0.00 12 180 0.01 6 27 2 25 55.04 25 0.00 13 195 0.01 6 31 2 28 55.04 28 0.00 14 210 0.01 6 34 2 32 55.05 32 0.00 15 225 0.01 6 38 2 36 55.06 36 0.00 16 240 0.01 7 43 2 41 55.06 41 . ' 0.00 17 255 0.01 7 48 2 46 55.07 46 0.00 18 270 0.01 .8 54 2 52 55.08 52 0:00 19 285 0.01 8 60 2 58 55.09 58 0.00 20 300 0.01 10 68 2 65 55.10 65 0.00 21 315 0.01 7 72 2 70 55.11 70 0.00 22 330 0.01 8 '79 2 76 55.12 76 0.00 23 345 0.01 10 86 2 84 55.13 84 0.00 24 360 0.01 10 93 2 91 55.14 91 0.00 25 375 0.01 11 102 2 100 55.16 100 0.00 26 390 0.01 11 1.10 2 108 55.17 108 0.00 27 405 0.01 12 120 2 118 55.18 118 0.00 28 420 0.01 12 130 2 127 55.20 127 0.00 29 435 0.01 12 139 2 137 55.22 137 0.00 30 450 0.01 13 150 2 148 55.23 148 0.00 31 465 0.02 14 162 2 160 55.25 160 0.00 32 480 0.02 16 176 2 173 55.27 173 0.00 33 495 0.02 18 191 2 189 55.30 189 0.00 34 510 0.02 18 207 2 205 55.32 205 0.00 35- 525 0.01 11 216 2 213 55.33 213 0.00 36 540 0.03 25 239 2 236 55.37 236 0.01 37 555 0.06 52 288 2 286 55.45 286 0.01 38 • 570 0.07 66 352 2 350 55.54 350 0.01 39 585 0.09 80 430 2 428 55.63 428 0.01 40 600 0.11 95 523 2 521 55.74 521 0.01 41 615 0.02 14 534 2 532 55.76 532 0.01 42 630 0.02 16 548 2 546 55.77 546 0.01 43 645 0.09 78 624 2 622 55.87 622 0.01 44 660 0.09 81 702 2 700 55.96 700 0.02 45 675 0.08 71 771 2 769 56.03 769 0.02 46 690 0.08 73 842 2 840 56.10 840 0.02 47 705 0.06 52 891 2 889 56.15 889 0.02 48 .720 0.07 66 955 2 953 56.21 953 0.02 49 735 0.17. 152 1,104 2 1,102 56.35 1,102 0.03 50 750 0.18 166 1,268 2 1,266 56.51 1,266 0.03 51 765 0.21 192 1,457 2 1,455 56.66 1,455 0.03 52 780 0.23 206 1,661 2 1,659 56.82 1,659 0.04 53 795 0.30 268 1,926 2 1,924 57.03 1,924 0.04 54 810 0.30 270 2,194 2 2,192 57.20 2,192 0.05 55 825 0.16 140 2,332 2 2,330 57.28 2,330 0.05 56 840 0.16 143 2,472 2 2,470 57.37 2,470 0.06 57 855 0.21 192 2,662 2 2,660 57.49 2,660 0.06 58 870 0.201 182 1 2,842 1 21 2,840 1 57.60 1 2,840 0.07 Basin Depth Analysis Page 13 of 14 • • • 1 TKC JOB # 2.015E +09 100 YEAR -24 HOUR STORM EVENT TIME UNIT (min) PERIOD FLOW IN cfs VOLUME IN cult TOTAL IN BASIN cult PERC OUT cult TOTAL IN BASIN cult BASIN DEPTH ft BALANCE IN BASIN cult acre -ft 59 885 0.20 184 3,025 2 3,022 57.72 3,022 0.07 60 900 0.19 174 3,197 2. 3,194 57.82 3,194 0.07 61 915 0.18 164 3,359 2 3,356 57.93 3,356 0.08 62 930 0.17 154 3,511 2 -3,508 58.02 3,508 0.08 63. 945 0.12 108 3,617 2 3,614 58.06 3,614 0.08 64 960 0.12 110 3,724 2 3,722 58.11 3,722 0.09 65 975 0.01 5 3,727 2 3,725 58.11 3,725 0.09 66 990 .0.01 5 3,730 2 3,727 58.12 3,727 0.09 67 1005 0.00 4 3,731 2 31729' 58.12 3,729 0.09 68 1020 0.00 4 3,732 2 3,730 58.12 3,730 0.09 69 1035 0.01 6 3,736 2 3,734 58.12 3,734 0.09 70 1050 0.01 6 3,740 2 3,738 58.12 3,738 0.09 71 1065 0.01 6 3,744 2. 3,741 58.12 3,741 0.09 72 1080 0.01 5 3,746 2 3,744 58.12 3,744 0.09 73 1095 0.01 5 3,749 -2 3,746 58.12 3,746 0.09 74 1110 0.01 5 3,751 2 3,749 58.12 3,749 0.09 75 1125 0.00 .4 3,753 2 3,750 58.13 3,750 0.09 76 1140 0.00 2 3,753 2 3,750 58.13 3,750 0.09 77 1155 0.00 4 3,754 2 3,752 58.13 3,752 0.09 78 1170 0.01 5 3,757 2 3,754 58.13 3,754 0.09 79 1185 0.00 4 3,758 2 3,756 5,8.13 3,756 0.09 80 1200 0.00 2 3,758 2 3,756 58.13 3,756 0.09 81 1215 0.00 4 3,759 2 3,757 58.13 3,757 0.09 82 1230 0.00 4 3,761 2 3,759 58.13 3,759 0.09 83 1245 0.00 4 3,762 2 3,760 58.13 3,760 0.09 84 1260 0.00 2 3,762 2 3,760 58.13 3,760 0.09 85 1275 0.00 4 3,764 2 3,761 58.13 3,761 0.09 86 1290 0.00 2 3,764 2 3,762 58.13 3,762 0.09 87 1305 0.00 4 3,765 2 3,763 58.13 3,763 0.09 88 1320• 0.00 2 3,765 2 3,763 58.13 3,763 0.09 89 1335 0.00 4 3,767 2 3,765 58.13 3,765 .0.09 90 1350 0.00 2 3,767 2 3,765 58.13 3,765 0.09 91 1365 0.00 2 3,767 2 3,765 58.13 3,765 0.09 92 1380 0.00 2 3,767 2 3,765 58.13 3,765 0.09 93 1395 0.00 2 3,767 2 3,765 58.13• 3,765 0.09 94 1410 0.00 2 3;768 2 3,765 58.13 3,765 0.09 95 1425 1 0.001 2 3,768 2 3,765 58.13 3,765 0.09 96 1 1440 1 0.00 2 ---3,-7-68-T 2 3,766 58.13 3,766 0.09 Basin Depth Analysis Page 14 of 14 • • 0 A B C D 1 RCFCD SYNTHETIC UNIT HYDROGRAPH 2 DATA INPUT SHEET 3 4 WORKSHEET PREPARED BY: JAMES R. BAZUA, P.E. 5 1. 6 PROJECT NAME JJC PENNEY BASIN' DEV. AREA 4 - 100 YR 7 TKC JOB # 20150382.16 8 9 CONCENTRATION POINT DESIGNATION • 1 10 AREA DESIGNATION ON -SITE 11 12 TRIBUTARY AREAS ACRES 13 14 COMMERCIAL 6.2 15 PAVING /HARDSCAPE 16 SF - 1 ACRE 17 SF - 1/2 ACRE 18 'SF - 1/4 ACRE 19 MF - CONDOMINIUMS 20 MF- APARTMENTS 21 MOBILE HOME PARK. 22. LANDSCAPING 23 RETENTION BASIN 24 GOLF COURSE 25 MOUNTAINOUS 26 LOW LOSS RATE (PERCENT) 90% 27 28 LENGTH OF WATERCOURSE (L) 770 .29 LENGTH TO POINT OPPOSITE CENTROID (Lca) 350 30 1 31 ELEVATION OF HEADWATER 66.5 32 ELEVATION OF CONCENTRATION POINT 63 33 1 34 AVERAGE MANN INGS'N' VALUE 0:02 35 36 STORM FREQUENCY (YEAR) 100 37 38 POINT RAIN 39 3 -HOUR 2.7 4016-HOUR- 3.2 41 24 -HOUR 4:25 42 43 BASIN CHARACTERISTICS: ELEVATION AREA 44 47.9 2531 45 48.89 .2531 46 48.9 10122 47 50.9 10122 48 51.9 10122 49' 52.9 10122 50 53.9 10122 51 52 PERCOLATION RATE (in /hr) 0.2 53 DRYWELL DATA M NUMBER USED 56 PERCOLATION RATE (cfs) • RCFCD SYNTHETIC UNIT-HYDROGRAPH METHOD PROJECT: BASIC DATA CALCULATION FORM TKC JOB #- SHORTCUT METHOD BY JC PENNEY BASIN DEV. AREA•4 - 100 YR 2015038216 - :S R. BAZUA, P.E. -DATE 8/31/2007 DURATION 3 -HOUR PHYSICAL DATA 24 -HOUR EFFECTIVE RAIN (in) 2.28 [11 CONCENTRATION POINT 2.05 FLOOD VOLUME (cu -ft) (acre -ft) 51,273 1.18 1 46,112 1.06 [21 AREA DESIGNATION 50,723 1.16 52,543 1.21 44,718 1.03 ON -SITE 15.60 [31 AREA - ACRES. 2.83 MAXIMUM WSEL (ft) 53.66 6.200 53.06 4 L -FEET 770 5 L -MILES 0.146 [61 La -FEET 350.00 7 La -MILES 0.066 8 ELEVATION OF HEADWATER 66.5 9 ELEVATION OF CONCENTRATION POINT 63 10 H -FEET 3.5 11 S- FEET /MILE 24.0 12 1 S ^0.5 4.90 13 L- LCA/S ^0.5 0.002 (141 AVERAGE MANNINGS'N' 0.02 (151 LAG TIME -HOURS 0.05 f161 LAG TIME - MINUTES 2.7 [171100% OF LAG- MINUTES 2.7 [181200% OF LAG- MINUTES 5.4 [191 UNIT TIME- MINUTES 100% =200% OF LAG 5 (241 TOTAL PERCOLATION RATE (cfs) 0.01 RAINFALL DATA [1] SOURCE [2] FREQUENCY -YEARS 100 (3] DURATION: 3 -HOURS 6 -HOURS 24 -HOURS 141 POINT RAIN INCHES Plate E -5.2 151 AREA [61 [7) AVERAGE POINT RAIN INCHES 181 POINT RAIN INCH_ ES Plate E -5.4 191 AREA [10] [11] AVERAGE POINT RAIN INCHES [12]_ POINT RAIN INCHES Plate E -5.6 [13] AREA [14] [15] AVERAGE POINT RAIN INCHES 2.70 6.200 1.00 2.70 3.20 6.200 1.00 3.20 4.25 6.200 1.00 4.25 0.00 0.00 0.00 0. 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ��d2O 0.00 0.00 SUM [5] 6.2 SUM [7] (161 AREA ADJ FACTOR [171 ADJ AVG POINT RAIN 2.70 SUM [9] 6.20 SUM [111 SUM [13] 1 6.2 0 SUM [15] 4.25 1.000 1.000 1.000 .2.701 3.20 4.25 STORM EVENT SUMMARY DURATION 3 -HOUR 6 -HOUR 24 -HOUR EFFECTIVE RAIN (in) 2.28 2.37 2.05 FLOOD VOLUME (cu -ft) (acre -ft) 51,273 1.18 53,237 1.22 46,112 1.06 REQUIRED STORAGE (cu -ft) (acre -ft) 50,723 1.16 52,543 1.21 44,718 1.03 PEAK FLOW (cfs) 15.60 12.46 2.83 MAXIMUM WSEL (ft) 53.66 53.84 53.06 Plate E -2.1 Page 2 of 14 RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD PROJECT JC PENNEY BASIN DEV. AREA 4 - 100 YR CONCENTRATION POINT: 1 BY MES R. BAZUA, P.E. DATE 8/31/2007 DJUSTED LOSS RATE SOIL GROUP [Plate C -1 LAND USE RI NUMBER [Plate E -6.1 ] PERVIOUS AREA INFILTRATION RATE (in /hr) [Plate E -6.2 ] DECIMAL PERCENT OF AREA IMPERVIOUS [Plate E -6.3 ADJUSTED INFILTRATION RATE (in /hr) AREA AVERAGE ADJUSTED INFILTRATION RATE (in /hr) A COMMERCIAL 32 0.74 90% 0.14 6.20 1.000 0.1406 A PAVING /HARDSCAPE 32 0.74 100% 0.07 0.00 0.000 0.0000 A SF - 1 ACRE 32. 0.74 20% 0.61 0.00 0.000 0.00.00 A SF - 1/2 ACRE 32 0.74 40% 0.47 0.00 0.000 0.0000 A SF - 1/4 ACRE 32 0.74 50% 0.41 0.00. 0.000 0.0000 A MF - CONDOMINIUMS 32 0.74 65% 0.31 0.00 0.000 0.0000 A MF - APARTMENTS 32 0.74 80% 0.21 0.00 0.000 0.0000 A MOBILE HOME PARKS 32 0.74 75% 0.24 0.00 0.000 0.0000 A LANDSCAPING 32 0.74. 0% 0.74 0.00 0.000 0.0000' A RETENTION BASINS 32 .0.74 0% 0.74 0.00 0.000 0.0000 A GOLF COURSE 32 0.74 0% 0.74 0.00 0.000 0.0000 D MOUNTAINOUS 93 0.95 90% 0.18 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 ' 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000' 0.00 0.000• 0.0000 0.00 0.000 0.0000 SUM 6.2 SUM 0.1406 VARIABLE LOSS RATE CURVE 24 -HOUR STORM ONLY) Fm= 0.0703 C= 0.00130 Ft= C(24- (T /60)) ^1.55 = 0.00130 (24- (T /60)) ^1.55 + 0.07 in /hr LOW LOSS RATE (80 -90 PERCENT) = 90% Where: T =Time in minutes. To get an average value for each unit time period, Use T =1/2 the unit time for the first time period, T =1 112 unit time for the second period, etc. Plate E -2.1 Page 3 of 14 • C, RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 100 YEAR - 3 HOUR STORM EVENT PROJECT: JC PENNEY BASIN DEV. AREA 4 - 100 YR . CONCENTRATION POINT: 1 BY: IES R. BAZUA, DATE 8/31/2007 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 6.20 UNIT TIME - MINUTES 5 LAG TIME - MINUTES 2.70 UNIT TIME - PERCENT OF LAG 185.1 TOTAL ADJUSTED STORM RAIN- INCHES 2.70 CONSTANT LOSS RATE -in /hr 0.14 LOW LOSS RATE - PERCENT 90% TOTAL PERCOLATION RATE (cfs) 0.01 CIS Unit Time Period Time Minutes Hours Pattern Percent Plate E -5.9 Storm Rain in /hr Loss Rate in /hr Max- Low ., Effective Rain in /hr Flood Hydrograph Flow cfs Required Storage cf 1 5 0.08 1.3 0.421 0.14 0.38 0.28 1.74 518.40 2 10 0.17 1.3 0.421 0.14 0.38 0.28 1.74 518.40 3 15 0.25 1.1 0.356 0.14 0.32 0.22 1.34 397.87 4 20 0.33 1.5. 0.486 0.14 0.44 0.35 2.14 638.93 5 25 0.42 1.5 0.486 0.14 0.44 0.35 2.14 638.93 6 30 0.50 1.8 0.583 0.14 0.52 0.44 2.74 819.72 7 35 0.58 1.5 0.486 0.14 0.44 0.35 2.14 638.93 8 40 0.67 1.8 0:583 0.14 0.52 0.44 2.74 819.72 9 45 0.75 1.8 0.583 0.14 .0.52 0.44 2.74 819.72 10 50 0.83 1.5 0.486 0.14 0.44 0.35 2.14 638.93. 11 55 0.92 1:6 0.518 0.14 0.47 0.38 2.34 699.19 12 60 1.00 1.8 0.583 0.14. 0.52 0.44 2.74 819.72 13 65 1.08 2.2 0.713 0.14 0.64 0.57 3.55 1060.78 14 70 1.17 2.2 0.713 0.14 0.64 0.57 3.55 1060.78 15 75 1.25 2.2 0.713 0.14 0.64 0.57 3.55 1060.78 16 80 1.33 2.0 0.648 0.14 0.58 0.51 3.15 940.25 17 85 1.42 2.6 0.842 0.14 0.76 0.70 4.35 1301.83 18 90 1.50 2.7 0.875 0.14 0.79 0.73 4.55 1362.10 19 95 1.58 2.4 0.778 0.14 0.70 0:64 3.95 1181.30 20 100 1.67 2.7 0.875 0.14 0.79 0.73 4.55 1362.10 21 105 1.75 3.3 1.069 0.14 0.96 0.93 5.76 1723.68 22 110 1.83 3.1 1.004 0.14 0.90 0.86 5.36 1603.15 23 115 1.92 2.9 0.940 0.14 0.85 0.80 4.95 1482.62 24 120 2.00 -3.0 0.972 0.14 0.87 0.83 5.15 1542.89 25 125 2.08 3.1 1.004 0.14- 0.90 0.86 5.36 1603.15 26 130 2.17 4.2 1.361 0.14 1.22 1.22 7.57 2266.06 27 135 2.25 5.0 1.620 ' 0.14 1.46 1.48 9.17 2748.17 28 140 2.33 3.5 1.134 0.14 1.02 0.99 6.16 1844.21 29 145 2.42 6.8 2.203 0.14 1.98 2.06 12.79 3832:92 30 150 2.50 7.3 2.365 0.14 2.13 2.22 13.79 4134.24 31 155 2.58 8.2 2.657 0.14 2.39 2.52 15.60 4676.62 32 160 2.67 5:9 1.912 0.14 1.72 1.77 10.98 3290.54 33 165 2.75 2.0 0.648 0.14 0.58 0.51 3.15 940.25 34 170 2.83 1.8 0.583 0.14 0.52 0.44 2.74 819.72 35 175 2.92 1.8 0.583 0.14 0.52 0.44 2.74 819.72 36 180 3.00 0.6 0.194 0.14 1 0.17 0.05 0.33 96.55 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY EFFECTIVE RAIN (in) 2.28 FLOOD VOLUME (acft) 1.18 FLOOD VOLUME (cult) 51273.37 REQUIRED STORAGE (acft) 1.16 REQUIRED STORAGE (cult) 50722.87 PEAK FLOW RATE (cfs) 15:60 Plate E -2.2 Page 4 of 14 • C J 1r u RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 100 YEAR - 6 HOUR STORM EVENT PROJECT: JC PENNEY BASIN DEV. AREA 4 - 100 YR CONCENTRATION POINT: 1 BY: JAMES R. BAZ DATE: 8/31/2007 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 6.20 UNIT TIME - MINUTES 5 LAG TIME - MINUTES 2.70 UNIT TIME - PERCENT OF LAG 185.1 TOTAL ADJUSTED STORM RAIN- INCHES 3.20 CONSTANT LOSS RATE -in /hr 0.141 LOW LOSS RATE - PERCENT 90% TOTAL PERCOLATION RATE (cfs) 0.01 cfs Unit Time Period Time Minutes Hours Pattern Percent Plate E -5.9 Storm Rain in/hr Loss Rate in /hr Max Low Effective Rain in /hr Flood Hydrograph Flow cfs Required Storage cf 1 5 0.08 0.5 0.192 0.14 0.17 0.05 0.32 92.09 2 10 0.17 0.6 0.230 0.14 0.21 0.09 0.56 163.51 3 15 0.25 0.6 0.230 0.14 0.21 0.09 0.56 163.51 4 20 0.33 0.6 0.230 0.14 0.21 0.09 0.56 163.51 5 25 0.42 0.6 0.230 0.14 0.21 0.09 0.56 163.51 6 30 0.50 0.7 0.269 0.14 0.24 0.13 0.79 234.94 7 35 0.58 0.7 0.269 0.14 0.24 0.13 0.79 234.94 8 40 0.67 0.7 0.269 0.14 0.24 0.13 0.79 234.94 9 45 0.75 0.7 0.269 0.14 0.24 0.13 0.79 234.94 10 50 0.83 0.7 0.269 0.14 0.24 0.13 0.79 234.94 11 55 0.92 0.7 0.269 0.14 0.24 0.13 0.79 234.94 12 60 1.00 0.8 0.307 0.14 0.28 0.17 1.03 306.36 13 65 1.08 0.8 0.307 0.14 0.28 0.17 1.03 306.36 14 70 1.17 0.8 0.307 0.14 0.28 0.17 1.03 306.36 15 75 1.25 0.8 0.307 0.14 0.28 0.17 1.03 306.36 16 80 1.33 0.8 0.307 0.14 0.28 0.17 1.03 306.36 17 85 1.42 0.8 0.307 0.14. 0.28 0.17 1.03 306.36 18 90 1.50 0.8 0.307 0.14 0.28 0.17 1.03 306.36 19 95 1.58 0.8 0.307 0.14 0.28 0.17 1.03 306.36 20 100 1.67 0.8 0.307 0.14 0.28 0.17 1.03 306.36 21 105 1.75 0.8 0.307 0.14 0.28 0.17 1.03 306.36 22 110 1.83 0.8 0.307 0.14 0.28 0.17 1.03 306.36 23 115 1.92 0.8 0.307 0.14 0.28 0.17 1.03 306.36 24 120 2.00 0.9 0.346 0.14 0.31 0.21 1.27 377.78 25 125 2.08 0.8 0.307 0.14 0.28 0.17 1.03 306.36 26 130 2.17 0.9 0.346 0.14 0.31 0.21 1.27 377.78 27 135 2.25 0.9 0.346 0.14 0.31 0.21 1.27 377.78 28 140 2.33 0.9 0.346 0.14 0.31 0.21 1.27 377.78 29 145 2.42 0.9 0.346 0.14 0.31 0.21 1.27 377.78 30 150 2.50 0.9 0.346 0.14 0.31 0.21 1.27 377.78 31 155 2.58 0.9 0.346 0.14 0.31 0.21 1.27 377.78 32 160 2.67 0.9 0.346 0.14 0.31 0.21 1.27 377.78 33 165 2.75 1.0 0.384 0.14 0.35 0.24 1.51 449.21 34 170 2.83 1.0 0.384 0.14 0.35 0.24 1.51 449.21 35 175 2.92 1.0 0.384 0.14 0.35 0.24 1.51 449.21 36 180 3.00 1.0 0.384 0.14 0.35 0.24 1.51 449.21 37 185 3.08 1.0 0.384 0.14 0.35 0.24 1.51 449.21 38 190 3.17 1.1 0.422 0.14 0.38 0.28 1.75 520.63 39 195 3.25 1.1 0.422 '0.14 0.38 0.28 1.75 520.63 40 200 3.33 1.1 0.422 0.14 0.38 0.28 1.75 520.63 41 205 3.42 1.2 0.461 0.14 0.41 0.32 1.99 592.06 42 210 3.50 1.3 0.499 0.14 0.45 0.36 2.22 663.48 43 215 3.58 1.4 0.538 0.14 0.48 0.40 2.46 734.90 44 220 3.67 1.4 0.538 0.14 0.48 0.40 2.46 734.90 45 225 3.75 1.5 0.576 0.14 0.52 0.44 2.70 806.33 46 230 3.83 1.5 0.576 0.14 0.52 0.44 2.70 806.33 47 235 3.92 1.6 0.614 0.14 0.55 0.47 2.94 877.75 48 240 4.00 1.6 0.614 0.14 0.55 0.47 2.94 877.75 49 245 4.08 1.7 0.653 0.14 0.59 0.51 3.18 949.18 50 250 4.17 1.8 0.691 0.14 0.62 0.55 3.41 1020.60 51 255 4.25 1.9 0.730 0.14 0.66 0.59 3.65 1092.02 52 260 4:33 2.0 0.768 0.14 0.69 0.63 3.89 1163.45 53 265 4.42 2.1 0.806 0.14 0.73 0.67 4.13 1234.87 54 270 4.50 2.1 0.806 0.14 0.73 0.67 4.13 1234.87 55 275 4.58 2.2 0.845 0.14 0.76 0.70 4.37 1306.30 56 280 4.67 2.3 0.883 0.14 0.79 0.74 4.60 1377.72 Plate E -2.2 Page 5 of 14 � 0 RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 100 YEAR - 6 HOUR STORM EVENT PROJECT: JC PENNEY BASIN DEV.. AREA 4: 100 YR CONCENTRATION POINT: 1 BY: JAMES R. BAZ DATE: 8/31/2007 2.37 FLOOD VOLUME (acft) EFFECTIVE RAIN CALCULATION FORM 53236.65 REQUIRED STORAGE (acft) 1.21 DRAINAGE AREA -ACRES UNIT TIME - MINUTES LAG TIME - MINUTES UNIT TIME - PERCENT OF LAG TOTAL ADJUSTED STORM RAIN - INCHES CONSTANT LOSS RATE -in /hr LOW LOSS RATE - PERCENT -6.20 5 2.70 185.1 3.20 0:141 90% TOTAL PERCOLATION RATE (cfs) 12.46 0.01 cfs Unit Time Period Time Minutes Hours Pattern Percent Plate E -5.9 Storm Rain in /hr Loss Rate in /hr Max Low Effective Rain in /hr Flood Hydrograph Flow cfs Required ' Storage cf 57 285 4.75 - 2.4 0.922 0.14 0.83 0.78 4.84 1449.14 58 290 4.83 2.4 0.922 0.14 0.83 0.78 4.84 1449.14 59 295 4.92 2.5 0.960 0.14 0.86 0.82 5.08 1520.57 60 -300 5.00 2.6 0.998 0.14 0.90 0.86 5.32 1591.99 61 305 5.08 3.1 1.190 0.14 1.07 1.05 6.51 1949.11 62 310 5.17 3.6 1.382 0.14 1.24 1.24 7.70 2306.23 63 315 5.25 3.9 1.498 0.14 1.35 1.36 8.41 2520.50 64 320 5.33 4.2 1.613 0.14 1.45 1.47 9.13 2734.78 65 325 5.42 4.7 1.805 0.14 1.62 1.66 10.32 3091.90 66 330 5.50 5.6 2.150 0.14 1.94 2.01 12.46 3734.71 67 335 5.58 1.9 0.730 0.14 0.66 0.59 3.65 1092.02 68 340 5.67 0.9 0.346 0.14 0.31 0.21 1.27 377.78 69 345 .5.75 0.6 0.230 0.14 0.21 0.09 0.56 163.51 70 350 5.83 0.5 0.192 0.14 .0.17 0.05 0.32 92.09 71 355 5.92 0.3 0.115 0.14 0.10 0.01 0.07 17.91 72 360 6.00 1 0.2 0.077 0.14 0.07 0.01 1 0.05 10.77 F__M L EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY EFFECTIVE RAIN (in) 2.37 FLOOD VOLUME (acft) 1.22 - FLOOD VOLUME (cuft) 53236.65 REQUIRED STORAGE (acft) 1.21 REQUIRED STORAGE (cult) 52543.37 PEAK FLOW RATE (cfs) 12.46 Plate E -2.2 Page 6 of 14 • • RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 100 YEAR - 24 HOUR STORM EVENT PROJECT: JC PENNEY BASIN DEV. AREA 4 - 100•YR CONCENTRATION POINT: 1 BY: JAMES R.'BA2 DATE: 8/31/2007 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 6.200 UNIT TIME- MINUTES 15 LAG TIME - MINUTES 2.70 UNIT TIME - PERCENT OF LAG 555.3 TOTAL ADJUSTED STORM RAIN - INCHES 4.25 CONSTANT LOSS RATE -in /hr n/a VARIABLE LOSS RATE (AVG) in /hr 0.1406 MINIMUM LOSS RATE (for var. loss) - in /hr 0.070 LOW LOSS RATE - DECIMAL 0.90 C 0.00130 PERCOLATION RATE cfs 0.01 Unit Time Period Time Minutes Hours Pattern Percent Plate E -5.9 'Storm Rain in /hr Loss Rate in /hr Max Low Effective Rain in /hr Flood Hydrograph Flow cfs Required Storage cf 1 15 0.25 0.2 0.034 0.248 0.031 0.003 0.02 8.43 2 30 0.50 0.3 0.051 0.245 0.046 0.005 0.03 17.91 3 45 0.75 0.3 0.051 0.243 0.046 0.005 0.03 1 17.91 4 60 1.00 0.4 0.068 0.240 0.061 0.007 0.04 27.40 5 75 .1.25 0.3 0.051 0.237 0.046 0.005 0.03 17.91 6 90 1.50 0.3 0.051 0.234 0.046 0.005 0.03 17.91 7 -105 1.75 0.3 0.051 0.231 0.046 0.005 0.03 17.91 8 120 2.00 0.4 0.068 0.228 0.061 0.007 0.04 27.40 9 135 2.25 0.4 0.068 0.226 0.061 0.007 0.04 27.40 10 150 2.50 0.4 0.068 0.223 0.061 0.007 0.04 27.40 11 165 2.75 0.5 0.085 0.220 0.077 0.008 0.05 36.88 12 180 3.00 0.5 0.085 0.218 0.077 0.008 0.05 36.88 13 195 3.25 0.5 0.085 0.215 0.077 0.008 0.05 36.88 14 210 3.50 0.5 0.085 0.212 0.077 0.008 0.05 36.88 15 225 3.75 0.5 0.085 0.210 0.077 0.008 0.05 36.88 16 240 4.00 1 0.6 0.102 1 0.207 0.092 0.010 0.06 46.37 17 255 4.25 0:6 0.102 1 0.204 0.092 0.010 0.06 46.37 •18 270 4.50 0.7 0.119 0.202 0.107 0.012 0.07 55.86 19 285 4.75 0.7 0.119 0.199 0.107 0.012 0.07 55.86 20 300 5.00 0.8 0.136 0.196 0.122 0.014 0.08 65.34 21 315 5.25 .0:6 0.102 0.194 0.092 0.010 0.06 46.37 22 330 5.50 0.7 0:119 0.191 0.107 0.012 0.07 55.86 23 345 5.75 0.8 0.136 0.189 0.122 0.014 0.08 65.34 24 360 6.00 0.8 0.136 0.186 0.122 0.014 0.08 65.34 25 375 6.25 0.9 0.153 0.184 0.138 0.015 0.09 74.83 26 390 6.50 0.9 0.153 0.181 0.138 0.015 0.09 74.83 27 405 6.75 1.0 0.170 0.179 0.153 0.017 0.11 84.31 28 420 7.00 1.0 0.170 0.177 0.153 0.017 0.11 84.31 29 435 7.25 1.0 0.170 0.174 0.153 0.017 0.11 84.31 30 450 7.50 1.1 0.187 0.172 0.168 0.015 0.09 73.91 31 465 7.75 .1.2 0.204 0.170 0.184 0.034 0.21 181.92 32 480 8.00 1.3 0.221 0.167 0.199 0.054 0.33 289.83 33 495 8.25 1.5 0.255 0.165 0.230 0.090 0.56. 492.48 34 510 8.50 1.5 0.255 0.163 0.230 0.092 0.57 505.31 -35 525 8.75 1.6 0.272 0.160 0.245 0.112 0.69 612.88 36 540 9.00 1.7 0.289 0.158 0.260 0.131 0.81 720.33 37 555 9.25 1.9 0.323 0.156 0.291 0.167 1.04 922.54 38 570 9.50 2.0. 0.340 0.154 0.306 0.186 1.16 1029.76 39 585 9.75 2.1 0.357 0.151 0.321 0.206 1.27 1136.88 40 600 10.00 2.2 0.374 0.149 0.337 0.225 1.39 1243.87 41 615 10.25 1.5 0.255 0.147 0.230 0.108 0.67 591.87 42 630 10.50 1.5 0.255 0.145 0.230 0.110 0.68 603.77 43 645 10.75 2.0 0.340 0.143 0.306 0.197 1.22 1089.85 44 660 11.00 2.0 0.340 0.141 0.306 0.199 1.24 1101.51 45 675 11.25 1:9 0.323 0.139 0.291 0.184 1.14 1018.19 46 690 11.50 1.9 0.323 0.137 0.291 0.186 1.16 1029.60 47 705 11.75 1.7 0.289 0.135 0.260 0.154 0.96 851.17 48 720 12.00 1.8 0.306 0.133 0.275 0.173 1.08 957.20 49 735 12.25 2.5 0.425 0.131 0.383 0.294 1.83 1632.26 50 750 12.50 2.6 0.442 0.129 0.398 0.313 1.94 1738.04 51 765 12.75 2.8 0.476 0.127 0.428 0.349 2.17 1938.54 52 780 13.00 2.9 0.493 0.125 0.444 0.368 2.28 2044.06 53 795 13.25 3.4 0.578 0.123 0.520 0.455 2.82 2528.88 54 810 13.50 3.4 0.578 0.121 0.520 0.457 2.83 2539.28 55 825 13.75 2.3 0.391 0.119 0.352 0.272 1.69 1506.08 56 840 14.00 2.3 0.391 0.117 0.352 0.274 1.70 1516.20 57 855 14.25 2.7 0.459 0.116 0.413 0.343 2.13 1905.63 58 870 14.50 2.6 0.442 0.114 0.398 0.328 2.03 1820.62 59 885 14.75 2.6 0.442 0.112 0.398 0.330 2.05 1830.33 60 900 15.00 2.5 0.425 0.110 0.383 0.315 1.95 1745.04 Plate E -2.2 Page 7 of 14 RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 100 YEAR - 24 HOUR STORM EVENT PROJECT:. - JC PENNEY BASIN DEV. AREA 4 - 100 YR CONCENTRATION POINT: 1 BY: JAMES R. BAZ DATE: 8/31/2007 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 6.200 UNIT TIME- MINUTES 15 LAG TIME - MINUTES- 2.70 UNIT TIME - PERCENT OF LAG 555.3 TOTAL ADJUSTED STORM RAIN - INCHES " 4.25 CONSTANT LOSS RATE -in /hr n/a VARIABLE LOSS RATE (AVG) in /hr 0.1406 MINIMUM LOSS RATE (for var. loss) - in /hr 0.070 LOW LOSS RATE - DECIMAL 0.90 C 0.00130 PERCOLATION RATE cfs 0:01 Unit Time Period Time Minutes Hours Pattern Percent Plate E -5.9 Storm Rain in /hr Loss Rate ,in /hr Max Low Effective Rain in /hr Flood Hydrograph Flow cfs Required Storage cf - 61 915 15.25 2.4 0.408 0.109 0.367' 0.299 1.86 1659.60 62 930 15.50 2.3 0.391 0.107 0.352 0.284 1.76' 1574.02 63 945 15.75 1.9 0.323 0.105 0.291 0.218 1.35 .1203.72 64 960 16.00 1.9 0.323 0.104 0.291 0.219 1.36. 1212.70 65 975 16.25 0.4 0.068 0.102 ' 0.061 0.007 0.04 27.40 66 990 16.50 0.4 0.068 0.101 0.061 0.007 0.04 27.40 67 1005 16.75 0.3 0.051 0:099 0.046 0.005 0.03 17.91 68 1020 17.00 0.3 0.051 0.098 0.046 0.005 0.03 17.91 69 1035 17.25 0.5 0.085 0.096 0.077 0.008 0.05 36.88 70 1050. 17.50 0.5. 0.085 0.095 0.077 0.008 0.05 36.88 71 1065 17.75 0.5 0.085 0.093 0.077 0.008 0.05 36.88 72 1080 18.00 0.4 0.068 0.092 0.061 .0.007 0.04 27.40 73 1095 18.25 0.4 0.068 0.091. 0.061 0.007 0.04, 27.40 74 1110 18:50 0.4 0.068 0.089 0.061 0.007 0.04 27.40 75 1125 18.75 0.3 0.051 .0.088 0.046. 0.005 0.03 17.91 76 1140 19.00 0.2 0.034 0:087 0.031 0.003. 0.02 8.43 77 1155 19.25 '0.3 0.051 0.085 0.046 0.005 0.03 17.91 78 1170 19.50 0:4 0.068 0.084 0.061 0.007 0.04 27:40 79 1185 19.75 0.3 0.051 0.083 0.046 0.005 0.03 17.91 80 1200 20.00 0.2 0.034 0.082 0.031 0.003 0.02 8.43 81 1215 20.25 0.3 0.051 0.081 0.046 0.005 0.03 17.91 82 1230 20.50 0.3 0.051 0.080 0.046 0.005 0.03 17.91 83 1245 20.75 0.3 0.051 0.079 0.046 0.005 0.03. 17.91 84 1260 21.00 0.2 0.034 0.078 0.031 0.003 0.02 8.43 85 1275 21.25 0.3 0.051 0.077 0.046 0.005 0.03 17.91 86 1290 21.50 0.2 0.034 0.076 0.031 0.003 0.02 8.43 87 1305 21.75 0.3 0.051 0.075 0.046 0.005 0.03 17.91 88 1320 22.00 0.2 0.034 0.074 '0.031 0.003 0.02 8.43 89 1335 22.25 0.3 0.051 0.074 0.046 0.005 0.03 17.91 90. 1350 .22.50 0.2 0.034 0.073 0.031 0.003 0.02 8.43 91 1365 22.75 .0.2 0.034 0.072 0.031 0.003 0.02 8.43 92 1380 23.00 0.2 0.034 0.072 0.031 0.003 0.02 8.43 93 1395 23.25 0.2 0.034 0.071 0.031 0.003 0.02 8.43 94 1410 23.50 0.2 0.034 0.071 0.031 0.003 0.02 8.43 95 1425 23.75 0.2 0.034 0.071 0.031 0.003 0.02 8.43 96 1440 24.00 0.2 0.034 0.070 0.031 0.003 0.02 8.43 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY EFFECTIVE RAIN (in) 2.05 FLOOD VOLUME (acft) 1.06 FLOOD VOLUME (cult) 46112.03 REQUIRED STORAGE (acft) 1.03 REQUIRED STORAGE (cult) 44718.36 PEAK FLOW cfs 2.83 Plate E -2.2 Page'8 of 14 PROJECT: JC PENNEY BASIN DEV. AREA 4 - 100 YR TKC JOB # 2015038216 -BASIN CHARACTERISTICS CONTOUR -DEPTH INCR TOTAL (ft) (ft) AREA• INCR TOTAL (sf) . (sf) VOLUME INCR TOTAL (cuft) (cuft) (acre -ft) 47.9 0 0 2531 0 0 0.00 48.89 0.99 0.99 0 2531 2506 2506 0.06 48.9 0.01 1. 7591 10122 63, 2569 0.06 50.9 2 3 0 10122 20244 22813 0.52 51.9 1 4 0 10122 10122 32935 0.76 52.9 1 5 0 10122 10122 43057 0.99 53.9 1 6 1 0 101221 10122 53179 1.22 PERCOLATION CALCULATIONS PERCOLATION RATE 0.2 in /hr 0.01 cfs MAXWELL IV DRYWELLS NUMBER USED J 0 RATE /DRYWELL 0 cfs TOTAL DISSIPATED 0 cfs TOTAL PERCOLATION RATE 0.01 cfs • Basin Characteristics Page 9 of 14 • • • TKC JOB # 2015038216 100 YEAR - 3 HOUR STORM EVENT TIME -UNIT (min) PERIOD FLOW IN (cfs) VOLUME IN (cuft) TOTAL IN BASIN (cuft) PERC OUT (cuft) TOTAL IN BASIN (cuft) BASIN DEPTH (ft) BALANCE IN BASIN (cuft) (acre -ft 1 5. 1.74 522 522 4 518 48.10 518 0.01 2 10 1.74 522 1,040 4 1,037 48.31 1,037 0.02 3 15 1.34 401 1;438 41 1;435 48.47 1,435 0.03 4 20 2.14 642 2,077 4 2,074 48.72 2,074 0.05 5. 25 2.14 642 2,716 4 2,713 48.91 2,71.3 0.06 6 30 2.74 823 3,536 4 3,532 49.00 3,532 0.08 7 35 2.14 642 4,175 4 4,171 49.06 . 4,171 0.10 8 40 2.74 823. 4,994 4 4,991 49.14 4,991 0.11 9 45 2.74 823 5,814 4 5,811 49.22 5,811 0.13 10 50 2.14 642 6,453 4 6,450 49.28 6,450 0.15 11 55 2.34 703 7,152 4 7,149 49.35 7,149 0.16 12 60 2.74 823 7,972 4 7,968 49.43 7,968 0.18 13 65 3.55 1,064 9,033 4 9,029 49.54 9,029 0.21 14 70 3.55 1,064 10,094 4 10,090 49.64 10,090 0.23 15 75 3.55 1,064 11,154 4 11,151 49.75 11,151 0.26 16 80 3.15 944 12,095 4 12,091 49.84 12,091 0.28 17 85 4.35 1,305 .13,396 4 13,393 49.97 13,393 0.31 18 90 4.55 1,366 14,758 4 14,755 50.10 14,755 0.34 19 95 3.95 1,185 15,940 4 15,936 50.22 15,936 0.37 20 100 4.55 1,366 17,302 4 17,298 50.36 17,298 0.40 21 105 5.76 1,727 19,026 4 19,022 50.53 19,022 0.44 22 110 5.36 1,607 20,629 4 20,625 50:68 20,625 0.47 23 115 4.95 1,486 22,111 4 22,108 50.83 22,108 0.51 24 120 5.15 1,546 23,654 4 23,651 50.98 23,651 0.54 25 125 5.36 1,607 25,257 4 25,254 51.14 25,254 0.58 26 130 7.57 2,270 27,523 4 27,520 51.37 27,520 0.63 27 135 9.17 2,752 30,272 4 30,268 51.64 30,268 0.69 28 140 6.16 1,848 32,116 4 32,112 51.82 32,112 0.74 29 145 12.79 3,836 35,949 4 35,945 52.20 35,945 0.83 30 150 13.79 4,138 40,083 4 40,079 52.61 40,079 0.92 31 155 15.60 4,680 44,760 4 44,756 53.07 44,756 1.03 32 160 10.98 3,294 48,050 4 48,047, 53.39 48,047 1.10 33 165 3.15 944 48,990 4 48,987 53.49 48,987 1.12 34 170 2.741 823 49,810 4 49,807 53.57 49,807 1.14 35 175 2.741 823 50,630 4 50,626 53.65 50,626 1.16 36 1 180 0.331 100 50,726 4 50,723 53.66 50,723 1.16 Basin Depth Analysis Page 10 of 14 • • TKC JOB # 2015038216 1nn VFAR - F Hnl IR CTnPM FVFNT TIME UNIT (min) PERIOD FLOW IN (cfs) VOLUME IN (cult) TOTAL IN BASIN (cuft) PERC OUT (cuft) TOTAL IN BASIN (cuft) BASIN DEPTH (ft) BALANCE IN BASIN cult (acre -ft) 1 5 0.32 96 96 4 92 47.94 92 0.00 2 10 0.56 167 259 4 256 48.00 256 0.01 3 15 0.56 167 423 1 4 419 48.07 419 0.01 4 20 0.56 167 586 4 583 48.13 583 0.01 5 25 0.56 167 750 4 746 48.19 746 0.02 6 30 0.79 238 985 4 981 48.29 981 0.02 7 35 0.79 238 1,220 4 1,216 48.38 1,216 0.03 8 40 0.79 238 1,454 4 1,451 48.47 1,451 0.03 9 45 0.79 238 1,689 4 1,686 .48.57 1,686 0.04 10 50 0.79 238 1,924 4 1,921 48.66 1,921 0.04 11 55 0.79 238 2,159 4 2,156 48.75 2,156 0.05 12 60 1.03 310 2,466 4 2,462 48.87 2,462 0.06 13 65 1.03 310 2,772 4 2,768 48.92 2,768 0.06 14 70 1.03 310 3,078 4 3,075 48.95 31075 0.07 15 75 1.03 310 3,385 4 3,381 48.98 3,381 0.08 16 80 1.03 310 3,691 4 3,688 49.01 3,688 0.08 17 85 1.03 310 3,997 4 3,994 49.04 3,994 0.09 18 90 1.03 310 4,304 4 4,300 49.07 4,300 0.10 19 95 1.03 310 4,610 4 4,607 49.10 4,607 0.11 20 100 1.03 310 4,917 4 4,913 49.13 4,913 0.11 21 105 1.03 310 5,223 4 5,219 49.16 5,219 0.12 22 110 1.03 310 5,529 4 5,526 49.19 5,526 0.13 23 115 1.03 310 5,836 4 5,832 49.22 5,832 0.13 24 120 1.27 381 6,213 4 6,210 49.26 6,210 0.14 25 125 1.03 310 6,520, 4 6,516 49.29 6,516 0.15 26 130 1.27 381 6,898 4 6,894 49.33 6,894 0.16 27 135 1.27 381 7,275 4 7,272 49.36 7,272 0.17 28 140 1.27 381 7,653 4 7,650 49.40 7,650 0.18 29 145 1.27 381 8,031 .4 8,027 49.44 8,027 0.18 30 150 1.27 381 8,409 4 8,405 49.48 8,405 0.19 31 155 1.27 381 8,786 4 8,783 49.51 8,783 0.20 32 160 1.27 381 9,164 4 9,161 49.55 9,161 0.21 33 165 1.51 453 9,613 4 9,610 49.60 9,610 0.22 34 170 1.51 453 10,063 4 10,059 49.64 10,059 0.23 35 175 1.51 453 10,512 4 10,508 49.68 10,508 0.24 36 180 1.51 453 10,961 4 10,958 49.73 10,958 0.25 37 185 1.51 453 11,410 4 '11,407 49.77 11,407 0.26 38 190 1.75 524 11,931 4 11,927 49.82 11,927 0.27 39 195 1.75 524 12,452 4 12,448 49.88 12,448 0.29 40 200 1.75 524 12,972 4 12,969 49.93 12,969 0.30 41 205 1.99 596 13,564 4 13,561 49.99 13,561 0.31 42 210 2.22 667 14,228 4 14,224 50.05 14,224 0.33 43 215 2.46 738 14,963 4 14,959 50.12 14,959 0.34 44 220 2.46 738 15,698 4 15,694 50.20 15,694 0.36 45 225 2.70 810 16,504 4 16,500 50.28 16,500 0.38 46 230 2.70 810 17,310 4 17,307 50.36 17,307 0.40 47 235 2.94 881 18,188 4 18,184 50.44 18,184 0.42 48 240 2.94 881 19,066 4 19,062 50.53 19,062 0.44 49 245 3.18 953 20,015 4 20,011 50.62 20,011 0.46 50 250 3.41 1,024 21,035 4 21,032 50.72 21,032 0.48 51 255 3.65 1,096 22,127 4 22,124 50.83 22,124 0.51 52 260 3.89 1,167 23,291 4 23,287 50.95 23,287 0.53 53 265 1 4.131 1,238 24,526 4 24,522 51.07 24,522 0.56 54 270 4.13 1,238 25,761 4 •25,757 51.19 25,757 0.59 55 275 4.37 1,310 27,067 4 27,063 51.32 27,063 0.62 Basin Depth Analysis Page 11 of 14 1 . TKC JOB # 2015038216 • 100 YEAR - 6 HOUR STORM EVENT TIME UNIT (min) PERIOD FLOW IN (cfs) VOLUME IN (cuft) TOTAL IN BASIN (cuft) PERC OUT (cuft) TOTAL IN • BASIN (cuft) BASIN. DEPTH (ft) BALANCE IN BASIN (cuft) (acre -ft 56 280 4.60 1,381 28,445 4 28,441 51.46 28,441 •0.65 57 285 - 4.84 '1,453 29,894 4. 29,890 51'.60 29,890 0.69 58' 290 4.84 1,453 31,343 41 31,339 51.74 31,339 0.72 59 295 5.08 1,524 - 32,864 4 32,860 51.89 32,860 0.75 60 300 5.32 1,596 34,456 4 34,452 52.05 34,452 0.79 61 305 6.51 1,953 36,405 4 36,401 52.24 36,401 0.84 62 310 7.70 2,310 38,711 4 38,707 52.47 38,707 0.89 63 -• 315 8.41 2,524 41,231• 4 .41,228 52.72 41,228 0.95 64 320 9.13 2,738 .43,966 4 43,963 52.99 43,963 '1.01 65 325 10.32 3,095 •47,058 4 47,055 53.29 47,055 1.08 66 330 12.46 3,738 50,793. 4 50,789 53.66 50,789 1.17 67 335 3.65. 1,096 '51,885 4 51,881 53.77 '51,881 1.19 68 340 1.27 381 52,263 4 52,259 53.81 52,259 1.20 69 345 0.56 167 52,426, 4 52,423 53.83 52,423 1.20 70 350 0.32 96 52,518 1 41 52,51.5 53.83 52,515 1.21 71 355 0.07 21 52,536 4 52,533 53.84 52,533 1.21 72 360 0.05 14' 52,547 41 52,543 53.84 52,543 1.21 •, Basin Depth Analysis Page 12 of 14 • • TKC JOB # 2.015E +09 Inn YEAR - ?d HnIIR STORM F:VPNT TIME UNIT (min) PERIOD FLOW IN cfs VOLUME IN cult) TOTAL IN BASIN cult PERC OUT cult TOTAL IN BASIN cult BASIN DEPTH ft BALANCE IN BASIN cult acre -ft 1 15 0.02 19 19 11 8 47.90 8 0.00 2 30 0.03 28 37 11 26 47.91 26 0.00 .3 45 0.03 28 55 11 44 47.92 44 0.00 4 60 0.04 38 82 11 72 47.93 72 0.00 5 75 0.03 28 100 11 90 47.94 90 0.00 6 90 0.03 28 118 11 107 47.94 107 0.00 7 105 0.03 28 136 11 125 47.95 125 0.00 8 120 0.04 38 163 11 153 47.96 153 0.00 9 135 0.04 38 191 11 180 47.97 180 0.00 10 150 0.04 38 218 11 208 47.98 208 0.00 11 165 0.05 47 255 11 244 48.00 244 0.01 12 180 0.05 47 292 11 281 48.01 281 0.01 13 195 0.05 47 329 11 318 48.03 318 .0.01 14 210 0.05 47 366 11 355 48.04 355 0.01 15 225 0.05 47 403 11 392 48.05 392 0.01 '16 240 0.06 57 449 11 438 48.07 438 0.01 17 255 0:06 57 495 11 485 48.09 485 0.01 18 270 0.07 66 551 11 541 48.11 541 0.01 19 285 0.07 66 607 11 596 48.14 596 0.01 20 300 0.08 76 672 11 662 48.16 662 0.02 21 315 0.06 57 719 11 708 48.18 708 0.02 22 330 0.07 66 775 11 764 48.20 764 0.02 23 345 0.08 76 840 11 829 48.23 829 0.02 24 360 0.08 76 905 11 895 48.25 895 0.02 25 375 0.09 85 980 11 970 48.28 970 0.02 .26 390 0.09 85 1,055 11 1,044 48.31 1,044 0.02 27 405 0.11 95 1,139 11 1,129 48.35 1,129 0.03 28 420 0.11 95 1,224 11 1,213 48.38 1,213 0.03 29 435 0.11 95 1,308 11 1,297 48.41 1,297 0.03 30 450 0.09 84 1,382 11 1,371 48.44 1,371 0.03 31 465 0.21 192 1,564 11 1,553 48.51 1,553 0.04 32 480 0.33 300 1,854 11 1,843 48.63 1,843 0.04 33 495 0.56 503 2,346 11 2,335 48.82 2,335 0.05 34 510 0.57 516 2,851 11 2,841 48.93 2,841 0.07 35 525 0.69 623 3,464 11 3,454 48.99 3,454 0.08 36 540 0.81 731 4,185 11 4,174 49.06 4,174 0.10 37 555 1.04 933 5,107 11 5,097 49.15 5,097 0.12 38 570 1.16 1,040 6,137 11 6,126 49.25 6,126 0.14 39 585 1.27 1,147 7,274 11 7,263 49.36 7,263 0.17 40 600 1.39 1,254 8,518 11 8,507 49.49 8,507 0.20 41 615 0.67 602 9,109 11 9,099 49.55 9,099 0.21 42 630 0.68 614 9,713 11 9,703 49.60 9,703 0.22 43 645 1.22 1,100 10,803 11 10,793 49.71 10,793 0.25 44 660 1.24 1,112 11;905 11 11,894 49.82 11,894 0.27 45 675 1.14 11029 12,923 11 12,912 49.92 12,912 0.30 46 690 1.16 1,040 13,952 11 13,942 50.02 13,942 0.32 47 705 0.96 862 14;804 11 14,793 50.11 14,793 0.34 48 720 1.08 968 15,761 11 15,750 50.20 15,750 0.36 49 735 1.83 1,643 17,393 11 17,382 50.36 17,382 0.40 50 750 1.94 1,749 19,131 11 19,120 50.54 19,120 0.44 .51 765 2.17 1,949 21,070 11 21,059 50.73 21,059 0.48 52 780 2.28 2,055 23,114 11 23,103 50.93 23,103 0.53 53 795 2.82 2,539 25,643 11 25,632 51.18 25,632 0.59 54 810 2.83 2,550 28,182 11 28,171 51.43 28,171 0.65 55 825 1.69 1,517 29,688 11 29,677 51.58 29,677 0.68 56 840 1.70 1,527 31,204 11 31,194 51.73 31,194 0.72 57 855 2.13 1,916 33,110 11 33,099 51.92 33,099 0.76 58 870 2.03 1,831 34,930 11 34,920 52.10 34,920 0.80 Basin Depth Analysis Page 13 of 14 0 11 • 1 TKC JOB # " 2.015E +09 100 YEAR - 24 Hnl1R STORM EVENT TIME UNIT (min) PERIOD FLOW IN cfs VOLUME IN cult TOTAL IN BASIN cult PERC OUT cult TOTAL IN BASIN cult BASIN DEPTH ft BALANCE IN BASIN cult acre -ft 59 885 2.05 1,841 36,761 11 36,750 52.28 3.6,750 0.84 60 900 1.95 1,756 38,506 11 38,495 52.45 38,495 0.88 • 61 915 1.86 1,670 40,165 11 40,155 52.61 40,155 0.92 62 930 1.76 1,585 41,739 11 41,729 52.77 41,729 •0.96 63 945 1.35 1,214 42,943 11 42,932. 52.89 42,932 0.99 64 960 1.36 1,223 44,156 11 44,145 53.01 44,145 1.01 65 975 0.04 38 44,183 11 44,173 53.01 44,173 1.01 66 990 0.04 38 44,211 11 44,200 53.01 44,200 1.01 67 1005 0.03 28 44,228 11 441'218 53.01 44,218 1.02 68 1020 0.03 28 44,246 11 44,236 53.02 44;236 1.02 69 1035 0.05 47 44,283 11 44,273 53.02 44,273 1:02 70 1050 0.05 47 44,320 11 44,310 53.02 44,310 1.02 71 1065 0.05 47 44,357 11 44,346 53.03 44,346 1.02 72 1080 0.04 • 38 44,384 11 44,374 53.03 44,374 1.02 73 1095 0.04 38 44,412 11 44,401 53.03 44,401 1.02 74 1110 0.04 38 44,439 11 44,429 53.04 44,429 1.02 '75 1125 0.03 28 44,457 11 44,447 53.04 44,447 1.02 76 1140 0.02 19 44,466 11 44,455 53.04 44,455 1.02 77 1155 0.03 28 44,483 11 44,473 53.04 44,473' • 1.02 78 1170 0.04 38 44,511 11 . 44,500 53.04 44,500 1.02 79 1185 0.03 28 44,529 11 44,518 53.04 44,518 1.02 80 1200 0.02 19 •44,537 11 44,527 53.05 44,527 1.02 81 1215 0.03 28 44,555 11 44;545 53.05 44,545 1.02 82 1230 0.03 '28 44,573 11 44,562 53.05 44,562 1.02 83 1245 0.03 28 44,591 11 44,580 53.05 44,580 1.02 84 1260 0.02 19 44,599 11 44,589 53.05 44,589 1.02 85 1275 0.03 28 44,617 11 44,607 53.05 44,607 1.02 86 1290 0.02 19 44,626 11 44,615 53.05 44,615 1.02 87 1305 0.03 28 44,644 11 44,633 53.06 44,633 1.02 88 1320 0.02 19 44,652 11 44,641 53.06 44,641 1.02 89 1335 0.03 28 44,670. 11 44,659 .53.06 44,659 1.03 90 1350 0.02 19 44,678 11 44,668 53.06 44,668 1.03 91 1365 0.02 19 44,687 11 44,676 53.06 44,676 1.03 92 1380 0.02 19 44,695 11 44,685 53.06. 441685 1.03 93 1395 0.02 19 44,704 11 44,693 53.06 44,693 1.03 94 1410 0.02 19 44,712 111 44,702 53.06 44,702 1.03 95 1425 0.02 19 44,720 111 44,710 1 53.06 44,710 1.03 96 1440 0.021 19 44,729 111 44,718 1 53.06 44,718. 1.03 Basin Depth Analysis Page 14 of 14 • • • A B C D 1 RCFCD SYNTHETIC UNIT HYDROGRAPH 2 DATA INPUT SHEET 3 4 WORKSHEET PREPARED BY: JAMES R. BAZUA P.E. 5 6 PROJECT NAME JC PENNEY BASIN DEV. AREA 1 & 2 - 10 YR 7 TKC JOB # 2015038216F- -8 9 CONCENTRATION POINT DESIGNATION 1 10 AREA DESIGNATION ON -SITE 11 12 TRIBUTARY AREAS ACRES 13 14 COMMERCIAL 5.6 15 PAVING /HARDSCAPE 16 SF - 1 ACRE 17 SF - 1/2 ACRE 18 SF - 1/4 ACRE 19 MF - CONDOMINIUMS 20 MF - APARTMENTS 21 MOBILE HOME PARK 22 LANDSCAPING 23 RETENTION BASIN 24 GOLF COURSE 25 MOUNTAINOUS 26 LOW LOSS RATE PERCENT 90% 27 28 LENGTH OF WATERCOURSE L 1220 29 LENGTH TO POINT OPPOSITE CENTROID (Lca) 200 30 31 ELEVATION OF HEADWATER 66.5 32 ELEVATION OF CONCENTRATION POINT 59.5 33 34 AVERAGE MANNINGS'N' VALUE 0.02 35 36 STORM FREQUENCY YEAR 10 37 38 POINT RAIN 39 3 -HOUR 1.26 40 6 -HOUR 1.63 41 24 -HOUR 2.17 42 43 BASIN CHARACTERISTICS: ELEVATION AREA 44 47.9 2299 45 48.89 2299 46 48.9 9196 47 50.9 9196 48 51.9 9196 49 52.9 9196 50 53.9 9196 51 52 PERCOLATION RATE in /hr 0 53 54 DRYWELL DATA 55 NUMBER USED 56 PERCOLATION RATE cfs • • • RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD PROJECT: BASIC DATA CALCULATION FORM TKC JOB ft SHORTCUT METHOD BY JC PENNEY BASIN DEV. AREA 1 & 2 -10 YR 2015038216 =S R. BAZUA, P.E. DATE 12/21/2007 DURATION 3 -HOUR PHYSICAL DATA 24 -HOUR EFFECTIVE RAIN (in) 0.84 1 CONCENTRATION POINT 0.57 FLOOD VOLUME (cu -ft) (acre -ft) 17,139 0.39 1 11,680 0.27 [21 AREA DESIGNATION 16,997 0.39 16,824 0.39 11,583 0.27 ON -SITE 6.16 3 AREA - ACRES 0.97 MAXIMUM WSEL (ft) 50.491 5.600 49.91 4 L -FEET 1220 5 L -MILES 0.231 6 La -FEET 200.00 7 La -MILES 0.038 B ELEVATION OF HEADWATER 66.5 9 ELEVATION OF CONCENTRATION POINT 59.5 10 H -FEET 7 11 S- FEET /MILE 30.3 (121S10.5 5.50 13 L'LCA/S^0.5 0.002 14 1 AVERAGE MANNINGS'N' 0.02 [151 LAG TIME -HOURS 0.04 (161 LAG TIME - MINUTES 2,5 (171100% OF LAG- MINUTES 2.5 18 200% OF LAG- MINUTES 5.0 091 UNIT TIME - MINUTES 100 % -200% OF LAG 5 241 TOTAL PERCOLATION RATE (cfs) 0.00 RAINFALL DATA [t) SOURCE [2] FREQUENCY -YEARS 10 (3) DURATION: 3 -HOURS 6 -HOURS 24 -HOURS [4] POINT RAIN INCHES Plate E -5.2 [51 AREA [6) [71 AVERAGE POINT RAIN INCHES [8] POINT RAIN INCHES Plate E -5.4 191 AREA [10) [11) AVERAGE POINT RAIN INCHES [12] POINT RAIN INCHES Plate E -5.6 [13) AREA [141 [15] AVERAGE POINT RAIN INCHES 1.26 5.600 1.00 1.26 1.63 5.600 1.00 1.63 2.17 5.600 1.00 2.17 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:00 0.00 0.00 0.00 0.00 0.00 SUM [5] 1 5.6 SUM [7] [16] AREA ADJ FACTOR [17] ADJ AVG POINT RAIN 1.26 SUM [9] 1 5.60 SUM [11) 1.63 SUM [13] 1 5.60 SUM [15) 2.17 1.000 1.000 1.000 1.261 1.63 2.17 STORM EVENT SUMMARY DURATION 3 -HOUR 6 -HOUR 24 -HOUR EFFECTIVE RAIN (in) 0.84 0.83 0.57 FLOOD VOLUME (cu -ft) (acre -ft) 17,139 0.39 16,964 0.39 11,680 0.27 REQUIRED STORAGE (cu -ft) (acre -ft) 16,997 0.39 16,824 0.39 11,583 0.27 PEAK FLOW (cfs) 6.16 5.35 0.97 MAXIMUM WSEL (ft) 50.491 50.481 49.91 Plate E -2.1 Page 2 of 14 0 0 0 RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD PROJECT JC PENNEY BASIN DEV. AREA 1 & 2 - 10 YR CONCENTRATION POINT: 1 BY MES R. BAZUA, P.E. DATE 12/21/2007 DJUSTED LOSS RATE SOIL GROUP Plate C -1 LAND USE RI NUMBER Plate E -6.1 PERVIOUS AREA INFILTRATION RATE (in /hr) Plate E -6.2 DECIMAL PERCENT OF AREA IMPERVIOUS Plate E -6.3 ADJUSTED INFILTRATION RATE (in /hr) AREA AVERAGE ADJUSTED INFILTRATION RATE (in /hr) A COMMERCIAL 32 0.74 90% 0.14 5.60 1.000 0.1406 A PAVING /HARDSCAPE 32 0.74 100% 0.07 0.00 0.000 0.0000 A SF - 1 ACRE 32 0.74 20% 0.61 0.00 0.000 0.0000 A SF - 1/2 ACRE 32 0.74 40% 0.47 0.00 0.000 0.0000 A SF - 1/4 ACRE 32 0.74 50% 0.41 0.00 0.000 0.0000 A MF - CONDOMINIUMS 32 0.74 65% 0.31 0.00 0.000 0.0000 A MF - APARTMENTS 32 0.74 80% 0.21 0.00 0.000 0.0000 A MOBILE HOME PARKS 32 0.74 75% 0.24 0.00 0.000 0.0000 A LANDSCAPING 32 0.74 0% 0.74 0.00 0.000 0.0000 A RETENTION BASINS 32 0.74 0% 0.74 0.00 0.000 0.0000 A GOLF COURSE 32 0.74 0% 0.74 0.00 0.000 0.0000 D MOUNTAINOUS 93 0.95 90% 0.18 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 SUM 5.6 SUM 0.1406 VARIABLE LOSS RATE CURVE (24 -HOUR STORM ONLY) Fm= 0.0703 C= 1 0.00130 Ft= C(24- (T/60))A1.55 = 0.00130 (24- (T /60))Al .55 + 0.07 in /hr LOW LOSS RATE (80 -90 PERCENT) = 90% Where: T =Time in minutes. To get an average value for each unit time period, Use T =1/2 the unit time for the first time period, T =1 1/2 unit time for the second period, etc. Plate E -2.1 Page 3 of 14 �j • • RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 10 YEAR - 3 HOUR STORM EVENT PROJECT: JC PENNEY BASIN DEV. AREA 1 & 2 - 10 YR CONCENTRATION POINT: 1 BY: IES R. BAZUA, DATE 12121/2007 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 5.60 UNIT TIME - MINUTES 5 LAG TIME - MINUTES 2.49 UNIT TIME - PERCENT OF LAG 200.9 TOTAL ADJUSTED STORM RAIN - INCHES 1.26 CONSTANT LOSS RATE -in/hr 0.14 LOW LOSS RATE - PERCENT 90% TOTAL PERCOLATION RATE (cfs) 0.00 cfs Unit Time Period Time Minutes Hours Pattern Percent Plate E -5.9 Storm Rain in/hr Loss Rate in/hr Max Low Effective Rain in/hr Flood Hydrograph Flow cfs Required Storage cf 1 5 0.08 1.3 0.197 0.14 0.18 0.06 0.31 94.01 2 10 0.17 1.3 0.197 0.14 0.18 0.06 0.31 94.01 3 15 0.25 1.1 0.166 0.14 0.15 0.03 0.14 43.21 4 20 0.33 1.5 0.227 0.14 0.20 0.09 0.48 144.82 5 25 0.42 1.5 0.227 0.14 0.20 0.09 0.48 144.82 6 30 0.50 1.8 0.272 0.14 0.24 0.13 0.74 221.02 7 35 0.58 1.5 0.227 0.14 0.20 0.09 0.48 144.82 8 40 0.67 1.8 0.272 0.14 0.24 0.13 0.74 221.02 9 45 0.75 1.8 0.272 0.14 0.24 0.13 0.74 221.02 10 50 0.83 1.5 0.227 0.14 0.20 0.09 0.48 144.82 11 55 0.92 1.6 0.242 0.14 0.22 0.10 0.57 170.22 12 60 1.00 1.8 0.272 0.14 0.24 0.13 0.74 221.02 13 65 1.08 2.2 0.333 0.14 0.30 0.19 1.08 322.63 14 70 1.17 2.2 0.333 0.14 0.30 0.19 1.08 322.63 15 75 1.25 2.2 0.333 0.14 0.30 0.19 1.08 322.63 16 80 1.33 2.0 0.302 0.14 0.27 0.16 0.91 271.82 17 85 1.42 2.6 0.393 0.14 0.35 0.25 1.41 424.23 18 90 1.50 2.7 0.408 0.14 0.37 0.27 1.50 449.64 19 95 1.58 2.4 0.363 0.14 0.33 0.22 1.24 373.43 20 100 1.67 2.7 0.408 0.14 0.37 0.27 1.50 449.64 21 105 1.75 3.3 0.499 0.14 0.45 0.36 2.01 602.04 22 110 1.83 3.1 0.469 0.14 0.42 0.33 1.84 551.24 23 115 1.92 2.9 0.438 0.14 0.39 0.30 1.67 500.44 24 120 2.00 3.0 0.454 0.14 0.41 0.31 1.75 525.84 25 125 2.08 3.1 0.469 0.14 0.42 0.33 1.84 551.24 26 130 2.17 4.2 0.635 0.14 0.57 0.49 2.77 830.66 27 135 2.25 5.0 0.756 0.14 0.68 0.62 3.45 1033.87 28 140 2.33 3.5 0.529 0.14 0.48 0.39 2.18 652.85 29 145 2.42 6.8 1.028 0.14 0.93 0.89 4.97 1491.10 30 150 2.50 7.3 1.104 0.14 0.99 0.96 5.39 1618.11 31 155 2.58 8.2 1.240 0.14 1.12 1.10 6.16 1846.72 32 160 2.67 5.9 0.892 0.14 0.80 0.75 4.21 1262.49 33 165 2.75 2.0 0.302 0.14 0:27 0.16 0.91 271.82 34 170 2.83 1.8 0.272 0.14 0.24 0.13 0.74 221.02 35 175 2.92 1.8 0.272 0.14 0.24 0.13 0.74 221.02 36 180 3.00 0.6 0.091 0.14 0.08 0.01 0.05 15.24 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY EFFECTIVE RAIN (in) 0.84 FLOOD VOLUME (acft) 0.39 FLOOD VOLUME (cult) 17138.86 REQUIRED STORAGE (acft) 0.39 REQUIRED STORAGE (cult) 16997.15 PEAK FLOW RATE (cfs) 6.16 Plate E -2.2 Page 4 of 14 Plate E -2.2 Page 5 of 14 RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 10 YEAR - 6 HOUR STORM EVENT PROJECT: JC PENNEY BASIN DEV. AREA 1 & 2 - 10 Y CONCENTRATION POINT: 1 BY: JAMES R. BAZ DATE: 12121/2007 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 5.60 UNIT TIME - MINUTES 5 LAG TIME - MINUTES 2.49 UNIT TIME - PERCENT OF LAG 200.9 TOTAL ADJUSTED STORM RAIN - INCHES 1.63 CONSTANT LOSS RATE -in/hr 0.141 LOW LOSS RATE - PERCENT 90% TOTAL PERCOLATION RATE (cfs) 0.00 cfs Unit Time Period Time Minutes Hours Pattern Percent Plate E -5.9 Storm Rain in/hr Loss Rate in/hr Max Low Effective Rain in/hr Flood Hydrograph Flow cfs Required Storage cf 1 5 0.08 0.5 0.098 0.14 0.09 0.01 0.05 16.43 2 10 0.17 0.6 0.117 0.14 0.11 0.01 0.07 19.72 3 15 0.25 0.6 0.117 0.14 0.11 0.01 0.07 19.72 4 20 0.33 0.6 0.117 0.14 0.11 0.01 0.07 19.72 5 25 0.42 0.6 0.117 0.14 0.11 0.01 0.07 19.72 6 30 0.50 0.7 0.137 0.14 0.12 0.01 0.08 23.00 7 35 0.58 0.7 0.137 0.14 0.12 0.01 0.08 23.00 8 40 0.67 0.7 0.137 0.14 0.12 0.01 0.08 23.00 9 45 0.75 0.7 0.137 0.14 0.12 0.01 0.08 23.00 10 50 0.83 0.7 0.137 0.14 0.12 0.01 0.08 23.00 11 55 0.92 0.7 0.137 0.14 0.12 0.01 0.08 23.00 12 60 1.00 0.8 0.156 0.14 0.14 0.02 0.09 26.68 13 65 1.08 0.8 0.156 0.14 0.14 0.02 0.09 26.68 14 70 1.17 0.8 0.156 0.14 0.14 0.02 0.09 26.68 15 75 1.25 0.8 0.156 0.14 0.14 0.02 0.09 26.68 16 80 1.33 0.8 0.156 0.14 0.14 0.02 0.09 26.68 17 85 1.42 0.8 0.156 0.14 0.14 0.02 0.09 26.68 18 90 1.50 0.8 0.156 0.14 0.14 0.02 0.09 26.68 19 95 1.58 0.8 0.156 0.14 0.14 0.02 0.09 26.68 20 100 1.67 0.8 0.156 0.14 0.14 0.02 0.09 26.68 21 105 1.75 0.8 0.156 0.14 0.14 0.02 0.09 26.68 22 110 1.83 0.8 0.156 0.14 0.14 0.02 0.09 26.68 23 115 1.92 0.8 0.156 0.14 0.14 0.02 0.09 26.68 24 120 2.00 0.9 0.176 0.14 0.16 0.04 0.20 59.54 25 125 2.08 0.8 0.156 0.14 0.14 0.02 0.09 26.68 26 130 2.17 0.9 0.176 0.14 0.16 0.04 0.20 59.54 27 135 2.25 0.9 0.176 0.14 0.16 0.04 0.20 59.54 28 140 2.33 0.9 0.176 0.14 0.16 0.04 0.20 59.54 29 145 2.42 0.9 0.176 0.14 0.16 0.04 0.20 59.54 30 150 2.50 0.9 0.176 0.14 0.16 0.04 0.20 59.54 31 155 2.58 0.9 0.176 0.14 0.16 0.04 0.20 59.54 32 160 2.67 0.9 0.176 0.14 0.16 0.04 0.20 59.54 33 165 2.75 1.0 0.196 0.14 0.18 0.06 0.31 92.40 34 170 2.83 1.0 0.196 0.14 0.18 0.06 0.31 92.40 35 175 2.92 1.0 0.196 0.14 0.18 0.06 0.31 92.40 36 180 3.00 1.0 0.196 0.14 0.18 0.06 0.31 92.40 37 185 3.08 1.0 0.196 0.14 0.18 0.06 0.31 92.40 38 190 3.17 1.1 0.215 0.14 0.19 0.07 0.42 125.26 39 195 3.25 1.1 0.215 0.14 0.19 0.07 0.42 125.26 40 200 3.33 1.1 0.215 0.14 0.19 0.07 0.42 125.26 41 205 3.42 1.2 0.235 0.14 0.21 0.09 0.53 158.12 42 210 3.50 1.3 0.254 0.14 0.23 0.11 0.64 190.98 43 215 3.58 1.4 0.274 0.14 0.25 0.13 0.75 223.84 44 220 3.67 1.4 0.274 0.14 0.25 0.13 0.75 223.84 45 225 3.75 1.5 0.293 0.14 0.26 0.15 0.86 256.70 46 230 3.83 1.5 0.293 0.14 0.26 0.15 0.86 256.70 47 235 3.92 1.6 0.313 0.14 0.28 0.17 0.97 289.56 48 240 4.00 1.6 0.313 0.14 0.28 0.17 0.97 289.56 49 245 4.08 1.7 0.333 0.14 0.30 0.19 1.07 322.43 50 250 4.17 1.8 0.352 0.14 0.32 0.21 1.18 355.29 51 255 4.25 1.9 0.372 0.14 0.33 0.23 1.29 388.15 52 260 4.33 2.0 0.391 0.14 0.35 0.25 1.40 421.01 53 265 4.42 2.1 0.411 0.14 0.37 0.27 1.51 453.87 54 270 4.50 2.1 0.411 0.14 0.37 0.27 1.51 453.87 55 275 4.58 2.2 0.430 0.14 0.39 1 0.29 1.62 486.73 56 280 4.67 2.3 0.450 0.14 0.40 0.31 1.73 519.59 Plate E -2.2 Page 5 of 14 r � • RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 10 YEAR - 6 HOUR STORM EVENT 0.83 PROJECT: JC PENNEY BASIN DEV. AREA 1 & 2 -10 Y CONCENTRATION POINT: 1 BY: JAMES R. BAZ DATE: 12121/2007 0.39 FLOOD VOLUME (cult) EFFECTIVE RAIN CALCULATION FORM 0.39 REQUIRED STORAGE (cult) 16823.94 DRAINAGE AREA -ACRES UNIT TIME - MINUTES LAG TIME - MINUTES UNIT TIME - PERCENT OF LAG TOTAL ADJUSTED STORM RAIN - INCHES CONSTANT LOSS RATE -in/hr LOW LOSS RATE - PERCENT 5.60 5 2.49 200.9 1.63 0.141 90% TOTAL PERCOLATION RATE (cfs) 0.00 cfs Unit Time Period Time Minutes Hours Pattern Percent Plate E -5.9 Storm Rain in/hr Loss Rate in/hr Max Low Effective Rain in/hr Flood Hydrograph Flow cfs Required Storage cf 57 285 4.75 2.4 0.469 0.14 0.42 0.33 1.84 552.45 58 290 4.83 2.4 0.469 0.14 0.42 0.33 1.84 552.45 59 295 4.92 2.5 0.489 0.14 0.44 0.35 1.95 585.31 60 300 5.00 2.6 0.509 0.14 0.46 0.37 2.06 618.17 61 305 5.08 3.1 0.606 0.14 0.55 0.47 2.61 • 782.48 62 310 5.17 3.6 0.704 0.14 0.63 0.56 3.16 946.78 63 315 5.25 3.9 0.763 0.14 0.69 0.62 3.48 1045.36 64 320 5.33 4.2 0.822 0.14 0.74 0.68 3.81 1143.95 65 325 5.42 4.7 0.919 0.14 0.83 0.78 4.36 1308.25 66 330 5.50 5.6 1.095 0.14 0.99 0.95 5.35 1604.00 67 335 5.58 1.9 0.372 0.14 0.33 0.23 1.29 388.15 68 340 5.67 0.9 0.176 0.14 0.16 0.04 0.20 59.54 69 345 5.75 0.6 0.117 0.14 0.11 0:01 0.07 19.72 70 350 5.83 0.5 0.098 0.14 0.09 0.01 0.05 16.43 71 355 5.92 0.3 0.059 0.14 0.05 0.01 0.03 9.86 72 360 6.00 0.2 0.039 0.14 0.04 0.00 0.02 6.57 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY EFFECTIVE RAIN (in) 0.83 FLOOD VOLUME (acft) 0.39 FLOOD VOLUME (cult) 16964.21 REQUIRED STORAGE (acft) 0.39 REQUIRED STORAGE (cult) 16823.94 PEAK FLOW RATE (cfs) 5.35 Plate E -2.2 Page 6 of 14 • • RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 10 YEAR - 24 HOUR STORM EVENT PROJECT: JC PENNEY BASIN DEV. AREA 1 & 2 - 10 YR CONCENTRATION POINT: 1 BY: JAMES R. BAZ DATE: 12/21/2007 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 5.600 UNIT TIME - MINUTES 15 LAG TIME - MINUTES 2.49 UNIT TIME - PERCENT OF LAG 602.8 TOTAL ADJUSTED STORM RAIN - INCHES 2.17 CONSTANT LOSS RATE -in /hr n/a VARIABLE LOSS RATE (AVG) in/hr 0.1406 MINIMUM LOSS RATE (for var. loss) - in /hr 0.070 LOW LOSS RATE - DECIMAL 0.90 C 0.00130 PERCOLATION RATE cfs 0.00 Unit Time Period Time Minutes Hours Pattern Percent Plate E -5.9 Storm Rain in /hr Loss Rate in /hr Max Low Effective Rain in /hr Flood Hydrograph Flow cfs Required Storage cf 1 15 0.25 0.2 0.017 0.248 0.016 0.002 0.01 8.75 2 30 0.50 0.3 0.026 0.245 0.023 0.003 0.01 13.12 3 1 45 0.75 0.3 0.026 0.243 0.023 0.003 0.01 13.12 4 60 1.00 0.4 0.035 0.240 0.031 0.003 0.02 17.50 5 75 1.25 0.3 0.026 0.237 0.023 0.003 0.01 13.12 6 90 1.50 0.3 0.026 0.234 0.023 0.003 0.01 13.12 7 105 1.75 0.3 0.026 0.231 0.023 0.003 0.01 13.12 8 120 2.00 0.4 0.035 0.228 0.031 0.003 0.02 17.50 9 135 2.25 0.4 0.035 0.226 0.031 0.003 0.02 17.50 10 150 2.50 0.4 0.035 0.223 0.031 0.003 0.02 17.50 11 165 2.75 0.5 0.043 0.220 0.039 0.004 0.02 21.87 12 180 3.00 0.5 0.043 0.218 0.039 0.004 0.02 21.87 13 195 3.25 0.5 0.043 0.215 0.039 0.004 0.02 21.87 14 210 3.50 1 0.5 0.043 0.212 0.039 0.004 0.02 21.87 15 225 3.75 1 0.5 0.043 0.210 0.039 0.004 0.02 21.87 16 240 4.00 0.6 0.052 0.207 1 0.047 0.005 0.03 23.25 17 255 4.25 0.6 0.052 0.204 0.047 0.005 0.03 26.25 18 270 4.50 0.7 0.061 0.202 0.055 0.006 0.03 30.62 19 285 4.75 0.7 0.061 0.199 0.055 0.006 0.03 30.62 20 300 5.00 0.8 0.069 0.196 0.062 0.007 0.04 35.00 21 315 5.25 0.6 0.052 0.194 0.047 0:005 0.03 23.25 22 -330 5.50 0.7 0.061 0.191 0.055 0.006 0.03 30.62 23 345 5.75 0.8 0.069 0.189 0.062 0.007 0.04 35.00 24 360 6.00 0.8 0.069 0.186 0.062 0.007 0.04 35.00 25 375 6.25 0.9 0.078 0.184 0.070 0.008 0.04 39.37 26 390 6.50 0.9 0.078 0.181 0.070 0.008 0.04 39.37 27 405 6.75 1.0 0.087 0.179 .0.078 0.009 0.05 43.75 28 420 7.00 1.0 0.087 0.177 0.078 0.009 0.05 .43.75 29 1 435 7.25 1.0 0.087 0.174 0.078 0.009 0.05 43.75 30 450 7.50 1.1 0.095 0.172 0.086 0.010 0.05 48.12 31 465 7.75 1.2 0.104 0.170 0.094 0.010 0.06 52.50 32 480 8.00 1.3 0.113 0.167 0.102 0.011 0.06 56.87 33 495 8.25 1.5 0.130 0.165 0.117 0.013 0.07 65.62 34 510 8.50 1.5 0.130 0.163 0.117 1 0.013 0.07 65.62 35 525 8.75 1.6 0.139 0.160 0.125 0.014 0.08 70.00 36 540 9.00 1.7 0.148 0.158 0.133 0.015 0.08 74.37 37 555 9.25 1.9 0.165 0.156 0.148 0.009 0.05 46.06 38 570 9.50 2.0 0.174 0.154 0.156 0.020 0.11 100.98 39 585 9.75 2.1 0.182 0.151 0.164 0.031 0.17 155.79 40 600 10.00 2.2 0.191 0.149 0.172 0.042 0.23 210.50 41 615 10.25 1.5 0.130 0.147 0.117 0.013 0.07 65.62 42 630 10.50 1.5 0.130 0.145 0.117 0.013 0.07 65.62 43 645 10.75 2.0 0.174 0.143 0.156 0.031 0.17 155.25 44 660 11.00 2.0 0.174 0.141 0.156 0.033 1 0.18 165.78 45 675 11.25 1.9 0.165 0.139 0.148 0.026 0.15 132.46 46 690 11.50 1.9 0.165 0.137 0.148 0.028 0.16 142.77 47 705 11.75 1.7 0.148 0.135 0.133 0.013 0.07 65.47 48 720 12.00 1.8 0.156 0.133 0.141 0.024 0.13 119.30 49 735 12.25 2.5 0.217 0.131 0.195 0.086 0.48 435.51 50 750 12.50 2.6 0.226 0.129 0.203 0.097 0.54 489.11 51 765 12.75 2.8 0.243 0.127 0.219 0.116 0.65 1 586.35 52 780 13.00 2.9 0.252 0.125 0.227 0.127 0.71 639.72 53 795 13.25 3.4 0.295 0.123 0.266 0.172 0.96 867.96 54 810 13.50 3.4 0.295 0.121 0.266 0.174 0.97 877.35 55 825 13.75 2.3 0.200 0.119 0.180 0.080 0.45 405.40 56 840 14.00 2.3 0.200 0.117 0.180 0.082 0.46 414.54 57 855 14.25 2.7 0.234 0.116 0.211 0.119 0.67 598.55 58 870 14.50 2.6 0.226 0.114 0.203 0.112 0.63 563.70 59 885 14.75 2.6 0.226 0.112 0.203 0.114 0.64 572.47 60 900 15.00 2.5 0.217 0.110 0.195 0.107 0.60 537.37 61 915 15.25 2.4 0.208 0.109 0.187 0.100 0.56 502.13 Plate E -2.2 Page 7 of 14 • • • RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 10 YEAR - 24 HOUR STORM EVENT PROJECT: JC PENNEY BASIN DEV. AREA 1 & 2 - 10 YR CONCENTRATION POINT: 1 BY: JAMES R. BAZ DATE: 12/21/2007 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 5.600 UNIT TIME - MINUTES 15 LAG TIME - MINUTES 2.49 UNIT TIME - PERCENT OF LAG 602.8 TOTAL ADJUSTED STORM RAIN - INCHES 2.17 CONSTANT LOSS RATE -in /hr n/a VARIABLE LOSS RATE (AVG) in /hr 0.1406 MINIMUM LOSS RATE (for var. loss) - in /hr 0.070 LOW LOSS RATE - DECIMAL 0.90 C 0.00130 PERCOLATION RATE cfs 0.00 Unit Time Period Time Minutes Hours Pattern Percent Plate E -5.9 Storm Rain in/hr Loss Rate in /hr Max Low Effective Rain in /hr Flood Hydrograph Flow cfs Required Storage cf 62 930 15.50 2.3 0.200 0.107 0.180 0.093 0.52 466.77 63 945 15.75 1.9 0.165 0.105 0.148 0.060 0.33 300.03 64 960 16.00 1.9 0.165 0.104 0.148 0.061 0.34 308.14 65 975 16.25 0.4 0.035 0.102 0.031 0.003 0.02 17.50 66 990 16.50 0.4 0.035 0.101 0.031 0.003 0.02 17.50 67 1005 16.75 0.3 0.026 0.099 0.023 0.003 0.01 13.12 68 1020 17.00 0.3 0.026 0.098 0.023 0.003 0.01 13.12 69 1035 17.25 0.5 0.043 0.096 0.039 0.004 0.02 21.87 70 1050 17.50 0.5 0.043 0.095 0.039 0.004 0.02 21.87 71 1065 17.75 0.5 0.043 0.093 0.039 0.004 0.02 21.87 72 1080 18.00 0.4 0.035 0.092 0.031 0.003 0.02 17.50 73 1095 18.25 0.4 0.035 0.091 0.031 0.003 0.02 17.50 74 1110 18.50 0.4 0.035 0.089 0.031 0.003 0.02 17.50 75 1125 18.75 0.3 1 0.026 0.088 1 0.023 0.003 0.01 13.12 76 1140 19.00 0.2 0.017 0.087 0.016 0.002 0.01 8.75 77 1155 19.25 0.3 0.026 0.085 0.023 0.003 0.01 13.12 78 1170 19.50 0.4 0.035 0.084 0.031 0.003 0.02 17.50 79 1185 19.75 0.3 0.026 0.083 0.023 0.003 0.01 13.12 80 1200 20.00 0.2 0.017 0:082 0.016 0.002 .0.01 8.75 81 1215 20.25 0.3 0.026 0.081 0.023 0.003 0.01 1112 82 1230 20.50 0.3 0.026 0.080 0.023 0.003 0.01 13:12 83 1245 20.75 0.3 0.026 0.079 0.023 0.003 0.01 13.12 84 1260 21.00 0.2 0.017 0.078 0.016 0.002 0.01 8.75 85 1275 21.25 0.3 0.026 0.077 0.023 0.003 0.01 13.12 86 1290 21.50 0.2 0.017 0.076 0.016 0.002 0.01 8.75 87 1305 21.75 0.3 0.026 0.075 0.023 0.003 0.01 13.12 88 1320 22.00 0.2 0.017 0.074 0.016 0.002 0.01 8.75 89 1335 22.25 0.3 0.026 0.074 0.023 0.003 0.01 13.12 90 1350 22.50 0.2 0.017 0.073 0.016 0.002 0.01 8.75 91 1365 22.75 0.2 0.017 0.072 0.016 0.002 0.01 8.75 92 1380 23.00 0.2 0.017 0.072 0.016 0.002 0.01 8.75 93 1395 23.25 0.2 0.017 0.071 0.016 0.002 0.01 8.75 94 1410 23.50 0.2 0.017 0.071 0.01 1 0.002 0.01 8.75 95 1425 23.75 0.2 0.017 0.071 0.016 0.002 0.01 8.75 96 1440 24.00 0.2 1 0.017 0.070 0.016 0.002 0.01 8.75 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY EFFECTIVE RAIN (in) 0.57 FLOOD VOLUME (acft) 0.27 FLOOD VOLUME (tuft) 11679.69 REQUIRED STORAGE (acft) 0.27 REQUIRED STORAGE (cult) 11583.11 PEAK FLOW cfs 0.97 Plate E -2.2 Page 8 of 14 PROJECT: IC PENNEY BASIN DEV. AREA 1 & 2 - 10 YR .TKC JOB # 2015038216 1 BASIN CHARACTERISTICS CONTOUR DEPTH INCR TOTAL (ft) (ft) AREA INCR TOTAL (sf) (sf) VOLUME INCR TOTAL (cuft) (cuft) (acre -ft) 47.9 0 0 2299 0 0 0.00 48.89 0.99 0.99 0 2299 2276 2276 0.05 48.9 0.01 1 6897 9196 57 2333 0.05 50.9 2 3 0 9196 18392 20725 0.48 51.9 1 4 0 9196 9196 29921 0.69 52.9 1 1 5 01 9196 91961 39117 0.90 53.9 1 1 6 01 91961 91961 48313 1 1.11 PERCOLATION CALCULATIONS PERCOLATION RATE 0 in /hr 0.00 cfs MAXWELL IV DRYWELLS NUMBER USED 0 RATE/DRYWELL 0 cfs TOTAL DISSIPATED 0 cfs TOTAL PERCOLATION RATE 0.00 cfs • • Basin Characteristics Page 9 of 14 • TKC JOB #' 2015038216 10 YEAR - 3 HOUR STORM EVENT • • TIME UNIT (min) PERIOD FLOW IN cfs VOLUME IN cuff TOTAL IN BASIN cult PERC OUT cult TOTAL IN BASIN cult BASIN DEPTH ft BALANCE IN BASIN cult acre -ft 1 5 0.31 94 94 0 94 47.94 94 0.00 2 10 0.31 94 188 0 188 47.98 188 0.00 3 15 0.14 43 231 0 231 48.00 231 0.01 4 20 0.48 145 376 0 376 48.06 376 0.01 5 25 0.48 145 521 0 521 48.13 521 0.01 6 30 0.74 221 742 0 742 48.22 742 0.02 7 35 0.48 145 887 0 887 48.29 887 0.02 8 40 0.74 221 1,108 0 1,108 48.38 1,108 0.03 9 45 0.74 221 1,329 0 1,329 48.48 1,329 0.03 10 50 0.48 145 1,474 0 1,474 48.54 1,474 0.03 11 55 0.57 170 1,644 0 1,644 48.61 1,644 0.04 12 60 0.74 221 1,865 0 1,865 48.71 1,865 0.04 13 65 1.08 323 2,187 0 2,187 48.85 2,187 0.05 14 70 1.08 323 2,510 0 2,510 48.92 2,510 0.06 15 75 1.08 323 2,833 0 2,833 48.95 2,833 0.07 16 80 0.91 272 3,105 0 3,105 48.98 3,105 0.07 17 85 1.41 424 3,529 0 3,529 49.03 3,529 0.08 18 90 1.50 450 3,978 0 3,978 49.08 3,978 0.09 19 95 1.24 373 4,352 0 4,352 49.12 4,352 0.10 20 100 1.50 450 4,801 0 4,801 49.17 4,801 0.11 21 105 .2.01 602 5,403 0 5,403 49.23 5,403 0.12 22 110 1.84 551 5,955 01 5,955 49.29 5,955 0.14 23 115 1.67 '500 6,455 0 6,455 49.35 6,455 0.15 24 120 1.75 526 6,981 0 6,981 49.41 6,981 0.16 25 125 1.84 551 7,532 0 7,532 49.47 7,532 0.17 26 130 2.77 831 8,363 0 8,363 49.56 8,363 0.19 27 135 3.45 1,034 9,397 0 9,397 49.67 9,397 0.22 28 140 2.18 653 10,050 0 10,050 49.74 10,050 0.23 29 145 4.97 1,491 11,541 0 11,541 49.90 11,541 0.26 30 150 5.39 1,618 13,159 0 13,159 50.08 13,159 0.30 31 155 6.16 1,847 15,006 0 15,006 50.28 15,006 0.34 32 160 4.21 1,262 16,268 0 16,268 50.42 16,268 0.37 33 165 0.91 272 16,540 0 16,5401 50.44 1 16,540 0.38 34 170 0.74 221 16,761 0 16,761 50.47 16,761 0.38 35 175 0.74 221 16,982 0 16,982 50.49 16,982 0.39 36 180 0.05 151 16,9971 0 16,997 1 50.49 1 16,997 0.39 Basin Depth Analysis Page 10 of 14 • TKC JOB # 2015038216 10 YEAR - 6 HOUR STORM EVENT r� �J TIME UNIT (min) PERIOD FLOW IN cfs VOLUME IN cult TOTAL IN BASIN cult PERC OUT cuft TOTAL IN BASIN cult BASIN DEPTH ft BALANCE IN BASIN cult acre -ft 1 5 0.05 16 16 0 16 47.91 16 0.00 2 10 0.07 20 36 0 36 47.92 36 0.00 3 15 0.07 20 56 01 56 47.92 56 0.00 4 20 0.07 20 76 0 76 47.93 76 0.00 5 25 0.07 20 95 0 95 47.94 95 0.00 6 30 0.08 23 118 0 118 47.95 118 0.00 7 35 0.08 23 141 0 141 47.96 141 0.00 8 40 0.08 23 164 0 164 47.97 164 0.00 9 45 0.08 23 187 0 187 47.98 187 0.00 10 50 0.08 23 210 0 210 47.99 210 0.00 11 55 0.08 23 233 0 233 48.00 233 0.01 12 60 0.09 27 260 0 260 48.01 260 0.01 13 65 0.09 27 287 0 287 48.02 287 0.01 14 70 0.09 27 313 0 313 48.04 313 0.01 15 75 0.09 27 340 0 340 48.05 340 0.01 16 80 0.09 27 367 0 367 48.06 367 0.01 17 85 0.09 27 393 0 393 48.07 393 0.01 18 90 0.09 27 420 0 420 48.08 420 0.01 19 95 0.09 27 447 0 447 48.09 447 0.01 20 100 0.09 27 473 0 473 48.11 473 0.01 21 105 0.09 27 500 0 500 48.12 500 0.01 22 110 0.09 27 527 0 527 48.13 527 0.01 23 115 0.09 27 553 0 553 48.14 553 0.01 24 120 0.20 60 613 0 613 48.17 613 0.01 25 125 0.09 27 640 0 640 48.18 640 0.01 26 130 0.20 60 699 0 699 48.20 699 0.02 27 135 0.20 60 759 0 759 48.23 759 0.02 28 140 0.20 60 818 0 818 48.26 818 0.02 29 145 0.20 60 878 0 878 48.28 878 0.02 30 150 0.20 60 937 0 937 48.31 937 0.02 31 155 0.20 60 997 0 997 48.33 997 0.02 32 160 0.20 60 1,056 0 1,056 48.36 1,056 0.02 33 165 0.31 92 1,149 0 1,149 48.40 1,149 0.03 34 170 0.31 92 1,241 0 1,241 48.44 1,241 0.03 35 175 0.31 92 1,334 0 1,334 48.48 1,334 0.03 36 180 0.31 92 1,426 0 1,426 48.52 1,426 0.03 37 185 0.31 92 1,518 0 1,518 48.56 1,518 0.03 38 190 0.42 125 1,644 01 1,644 48.61 1,644 0.04 39 195 0.42 125 1,769 0 1,769 48.67 1,769 0.04 40 200 0.42 125 1,894 0 1,894 48.72 1,894 0.04 41 205 0.53 158 2,052 0 2,052 48.79 2,052 0.05 42 210 0.64 191 2,243 0 2,243 48.88 2,243 0.05 43 215 0.75 224 2,4671 0 2,467 48.91 2,467 0.06 44 220 0.75 224 2,691 0 2,691 48.94 2,691 0.06 45 225 0.86 257 2,948 0 2,948 48.97 2,948 0.07 46 230 0.86 257 3,204 0 3,204 48.99 3,204 0.07 47 235 0.97 290 3,494 0 3,494 49.03 3,494 0.08 48 240 0.97 290 3,784 0 3,784 49.06 3,784 0.09 49 245 1.07 322 4,106 0 4,106 49.09 4,106 0.09 50 250 1.18 355 4,461 0 4,461 49.13 4,461 0.10 51 255 1.29 388 4,849 0 4,849 49.17 4,849 1 0.11 52 260 1.40 421 5,270 0 5,270 49.22 5,270 0.12 53 265 1 1.51 454 1 5,724 01 5,7241 49.271 5,724 0.13 54 270 1.51 454 6,178 0 6,178 49.32 6,178 0.14 Basin Depth Analysis Page 11 of 14 • TKC JOB #' 2015038216 10 YEAR - 6 HOUR STORM EVENT • • TIME UNIT (min) PERIOD FLOW IN cfs VOLUME IN cult TOTAL IN BASIN cult PERC OUT cuff TOTAL IN BASIN cuff BASIN DEPTH ft BALANCE IN BASIN cult acre -ft 55 275 1.62 487 6,665 0 6,665 49.37 6,665 0.15 56 280 1.73 520 7,184 0 7,184 49.43 7,184 0.16 57 285 1.84 552 7,737 0 7,737 49.49 7,737 0.18 58 290 1.84 552 8,289 0 8,289 49.55 8,289 0.19 59 295 1.95 585 8,875 0 8,875 49.61 8,875 0.20 60 300 2.06 618 9,493 0 9,493 49.68 9,493 0.22 61 305 2.61 782 10,275 0 10,275 49.76 10,275 0.24 62 310 3.16 947 11,222 0 11,222 49.87 11,222 0.26 63 315 3.48 1,045 12,267 0 12,267 49.98 12,267 0.28 64 320 3.81 1,144 13,411 0 13,411 50.10 13,411 0.31 65 325 4.36 1,308 14,720 01 14,720 50.25 14,720 0.34 66 330 5.35 1,604 16,324 0 16,324 50.42 16,324 0.37 67 335 1.29 388 16,712 0 16,712 50.46 16,712 0.38 68 340 0.20 60 16,771 0 16,771 50.47 16,771 0.39 69 345 0.07 20 16,791 0 16,791 50.47 16,791 0.39 70 350 0.05 16 16,808 0 16,808 50.47 16,808 0.39 71 355 0.03 10 16,8171 01 16,817 50.48 16,817 0.39 72 360 0.021 71 16,824 1 01 16,824 50.48 16,824 0.39 Basin Depth Analysis Page 12 of 14 • TKC JOB #' 2015038216 10 YEAR - 24 HOUR STORM EVENT • • TIME UNIT (min) PERIOD FLOW IN cfs VOLUME IN cult TOTAL IN BASIN cult PERC OUT cult TOTAL IN BASIN cult BASIN DEPTH ft BALANCE IN BASIN cult acre -ft 1 1 15 0.01 9 9 0 9 47.90 9 0.00 2 30 0.01 13 22 0 22 47.91 22 0.00 3 45 0.01 13 35 0 35 47.92 35 0.00 4 60 0.02 17 52 0 52 47.92 52 0.00 5 75 0.01 13 66 0 66 47.93 66 0.00 6 90 0.01 13 79 0 79 47.93 79 0.00 7 105 0.01 13 92 0 92 47.94 92 0.00 8 120 0.02 17 109 0 109 47.95 109 0.00 9 135 0.02 17 127 0 127 47.96 127 0.00 10 150 0.02 17 144 0 144 47.96 144 0.00 11 165 0.02 22 166 0 166 47.97 166 0.00 12 180 0.02 22 188 0 188 47.98 188 0.00 13 195 0.02 22 210 0 210 47.99 210 0.00 14 210 0.02 22 232 0 232 48.00 232 0.01 15 225 0.02 22 254 0 254 48.01 254 0.01 16 240 0.03 26 280 0 280 48.02 280 0.01 17 255 0.03 26 306 0 306 48.03 306 0.01 18 270 0.03 31 337 0 337 48.05 337 0.01 19 285 0.03 31 367 0 367 48.06 367 0.01 20 300 0.04 35 402 0 402 48.08 402 0.01 21 315 0.03 26 429 0 429 48.09 429 0.01 22 330 0.03 31 459 0 459 48.10 459 0.01 23 345 0.04 35 494 0 494 48.12 494 0.01 24 360 0.04 35 529 0 529 48.13 529 0.01 25 375 0.04 39 569 0 569 48.15 569 0.01 26 390 0.04 39 608 0 608 48.16 608 0.01 27 405 0.05 44 652 0 652 48.18 652 0.01 28 420 0.05 44 696 0 696 48.20 696 0.02 29 435 0.05 44 739 0 739 48.22 739 0.02 30 450 0.05 48 787 0 787 48.24 787 0.02 31 465 0.06 52 840 0 840 48.27 840 0.02 32 480 0.06 57 897 0 897 48.29 897 0.02 33 495 0.07 R7 962 0 962 48.32 962 0.02 34 510 0.07 66 1,028 0 1,028 48.35 1,028 0.02 35 525 0.08 70 1,098 0 1,098 48.38 1,098 0.03 36 540 0.08 74 1,172 0 1,172 48.41 1,172 0.03 37 555 0.05 46 1,218 0 1,218 48.43 1,218 0.03 38 570 0.11 101 1,319 0 1,319 48.47 1,319 0.03 39 585 0.17 15i7 1,475 0 1,475 48.54 1,475 0.03 40 600 0.23 211 1,686 0 1,686 48.63 1,686 0.04 41 615 0.07 66 1,751 0 1,751 48.66 1,751 0.04 42 630 0.07 66 1,817 0 1,817 48.69 1,817 0.04 43 645 0.17 155 1,972 0 1,972 48.76 11972 0.05 44 660 0.18 166 2,138 0 2,138 48.83 2,138 0.05 45 675 0.15 132 2,270 0 2,270 48.89 2,270 0.05 46 690 0.16 143 2,413 0 2,413 48.91 2,413 0.06 47 705 0.07 65 2,479 0 2,479 48.92 2,479 0.06 48 720 0.13 119 2,598 0 2,598 48.93 2,598 0.06 49 735 0.48 436 3,034 0 3,034 48.98 3,034 0.07 50 750 0.54 489 3,523 0 3,523 49.03 3,523 0.08 51 765 0.65 586 4,109 0 4,109 49.09 4,109 0.09 52 780 0.71 640 4,749 0 4,749 49.16 4,749 0.11 53 795 0.96 8681 5,617 0 5,617 49.26 5,617 0.13 54 810 0.97 877 6,494 0 6,494 49.35 6,494 0.15 55 825 0.45 405 6,899 0 6,899 49.40 6,899 0.16 56 840 0.46 415 7,314 0 7,314 49.44 7,314 0.17 57 855 0.67 599 7,913 0 7,913 49.51 7,913 0.18 58 870 0.63 564 8,476 0 8,476 49.57 8,476 0.19 59 885 0.641 572 9,049 0 9,049 49.63 9,049 0.21 Basin Depth Analysis Page 13 of 14 r, • TKC JOB # 2015038216 10 YEAR - 24 HOUR STORM EVENT TIME UNIT (min) PERIOD FLOW IN cfs VOLUME IN cult TOTAL IN BASIN cult PERC OUT cult TOTAL IN BASIN cuff BASIN DEPTH ft BALANCE IN BASIN cult acre -ft 60 900 0.60 537 9,586 0 9,586 49.69 9,586 0.22 61 915 0.56 502 10,088 0 10,088 49.74 10,088 0.23 62 930 0.52 467 10,555 0 10,555 49.79 10,555 0.24 63 945 0.33 300 10,855 0 10,855 49.83 10,855 0.25 64 960 0.34 308 11,163 0 11,163 49.86 11,163 0.26 65 975 0.02 17 11,181 0 11,181 49.86 11,181 0.26 66 990 0.02 17 11,198 0 11,198 49.86 11,198 0.26 67 1005 0.01 13 11,211 0 11,211 49.87 11,211 0.26 68 1020 , 0.01 13 11,224 0 11,224 49.87 11,224 0.26 69 1035 0.02 22 11,246 0 11,246 49.87 11,246 0.26 70 1050 0.02 22 11,268 0 11,268 49.87 11,268 0.26 71 1065 0.02 22 11,290 0 11,290 49.87 11,290 0.26 72 1080 0.02 17 11,308 0 11,308 49.88 11,308 0.26 73 1095 0.02 17 11,325 0 11,325 49.88 11,325 0.26 74 1110 0.02 17 11,343 0 11,343 49.88 11,343 0.26 75 1125 0.01 13 11,356 0 11,356 49.88 11,356 0.26 76 1140 0.01 9 11,364 0 11,364 49.88 11,364 0.26 77 1155 0.01 13 11,378 0 11,378 49.88 11,378 0.26 78 1170 0.02 17 11,395 0 11,395 49.89 11,395 0.26 79 1185 0.01 13 11,408 0 11,408 49.89 11,408 0.26 80 1200 0.01 9 11,417 0 11,417 49.89 11,417 0.26 81 1215 0.01 13 11,430 0 11,430 49.89 11,430 0.26 82 1230 0.01 13 11,4431 0 11,443 49.89 11,443 0.26 83 1245 0.01 13 11,456 0 11,456 49.89 11,456 0.26 84 1260 0.01 9 11,465 0 11,465 49.89 11,465 0.26 85 1275 0.01 13 11,478 0 11,478 49.89 11,478 0.26 86 1290 0.01 9 11,487 0 11,487 49.90 11,487 026 87 1305 0.01 13 11,500 0 11,500 49.90 11,500 0.26 88 1320 0.01 9 11,509 1 0 11,509 49.90 11,509 0.26 89 1335 0.01 13 11,522 0 11,522 49.90 11,522 0.26 90 1 1350 0.01 9 11,531 0 11,531 49.90 11,531 0.26 91 1365 0.01 9 11,539 0 11,539 49.90 11,539 0.26 92 1380 0.01 9 11,548 0 11,548 49.90 11,548 0.27 93 1395 0.01 9 11,557 0 11,557 49.90 11,557 0.27 94 1410 0.01 9 11,566 0 11,566 49.90 11,566 0.27 95 1425 0.01 9 11,574 0 11,574 49.90 11,574 0.27 96 1440 0.01 91 11,583 01 11,583 49.91 11,583 0.27 Basin Depth Analysis Page 14 of 14 rI • • A B C D 1 RCFCD SYNTHETIC UNIT HYDROGRAPH 2 DATA INPUT SHEET 3 4 WORKSHEET PREPARED BY: JAMES R. BAZUA; P.E. 5 6 PROJECT NAME JC PENNEY BASIN DEV. AREA 3 - 10 YR 7 TKC JOB # 2015038216 8 9 CONCENTRATION POINT DESIGNATION 1 10 AREA DESIGNATION ON -SITE 11 12 TRIBUTARY AREAS ACRES 13 14 COMMERCIAL 7.56 15 PAVING /HARDSCAPE 0.45 16 SF - 1 ACRE 17 SF - 1/2 ACRE 18 SF - 1/4 ACRE 19 MF - CONDOMINIUMS 20 MF- APARTMENTS 21 MOBILE HOME PARK 22 LANDSCAPING 23 RETENTION BASIN 24 GOLF COURSE 25 MOUNTAINOUS 26 LOW LOSS RATE (PERCENT) 90% 27 28 LENGTH OF WATERCOURSE L 1140 29 LENGTH TO POINT OPPOSITE CENTROID (Lca) 400 30 31 ELEVATION OF HEADWATER 63 32 ELEVATION OF CONCENTRATION POINT 59.55 33 34 AVERAGE MANN INGS'N' VALUE 0.02 35 36 STORM FREQUENCY YEAR 10 37 38 POINT RAIN 39 3 -HOUR 1.26 40 6 -HOUR 1.63 41 24 -HOUR 2.17 42 43 BASIN CHARACTERISTICS: ELEVATION AREA 44 47.9 3371 45 48.89 3371 46 48.9 13484 47 50.9 13484 48 51.9 13484 49 52.9 13484 50 53.9 13484 51 52 PERCOLATION RATE in /hr 0.2 53 54 DRYWELL DATA 55 INUMBER USED 56 1 PERCOLATION RATE cfs n r • RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD PROJECT: BASIC DATA CALCULATION FORM TKC JOB # SHORTCUT METHOD BY JC PENNEY BASIN DEV. AREA 3 -10 YR 2015038216 :S R. BAZUA, P.E. DATE 12121/2007 DURATION 3 -HOUR PHYSICAL DATA 24 -HOUR EFFECTIVE RAIN (in) 0.85 [11 CONCENTRATION POINT 0.60 FLOOD VOLUME (cu -ft) (acre -ft) 24,832 0.57 1 17,345 0.40 [21 AREA DESIGNATION 24,458 0.56 24,070 0.55 15,873 0.36 ON -SITE 8.83 [31 AREA - ACRES 1.42 MAXIMUM WSEL (ft) 50.46 8.010 49.82 4 L -FEET 1140 5 L -MILES 0.216 [61 La -FEET 400.00 [71 La -MILES 0.076 [81 ELEVATION OF HEADWATER 63 [91 ELEVATION OF CONCENTRATION POINT 59.55 10 H -FEET 3.45 11 S- FEET /MILE 16.0 12 S^0.5 4.00 13 L- LCA1S^0.5 0.004 1141 AVERAGE MANNINGS'N' 0.02 [151 LAG TIME -HOURS 0.06 [161 LAG TIME - MINUTES 3.6 [171100% OF LAG- MINUTES 3.6 f181 200% OF LAG- MINUTES 7.1 (191 UNIT TIME - MINUTES 100 % -200% OF LAG 5 [241 TOTAL PERCOLATION RATE (cfs) 0.02 RAINFALL DATA [11 SOURCE [2) FREQUENCY -YEARS 10 [31 DURATION: 3 -HOURS 6 -HOURS 24 -HOURS [41 POINT RAIN INCHES Plate E -5.2 [5) AREA [6] [7] AVERAGE POINT RAIN INCHES (8) POINT RAIN INCHES Plate E -5.4 '191 AREA [10] [111 AVERAGE POINT RAIN INCHES [121 POINT RAIN INCHES Plate E -5.6 [131 AREA [141 [151 AVERAGE POINT RAIN INCHES 1.26 8.010 1.00 1.26 1.63 8.010 1.00 1.63 2.17 8.010 1.00 2.17 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 SUM [5] 1 .01 ISUM [7) It 61 AREA ADJ FACTOR 1[171 ADJ AVG POINT RAIN 1.26 SUM [9) 8.01 Isum [11]. 1.63 SUM [13] 8.01 ISUM [151 2.17 1.000 1.000 1.000 1.26 1.63 2.17 STORM EVENT SUMMARY DURATION 3 -HOUR 6 -HOUR 24 -HOUR EFFECTIVE RAIN (in) 0.85 0.85 0.60 FLOOD VOLUME (cu -ft) (acre -ft) 24,832 0.57 24,583 0.56 17,345 0.40 REQUIRED STORAGE (cu -ft) (acre -ft) 24,458 0.56 24,070 0.55 15,873 0.36 PEAK FLOW (cfs) 8.83 7.68 1.42 MAXIMUM WSEL (ft) 50.46 50.431 49.82 Plate E -2.1 Page 2 of 14 0 • RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD PROJECT JC PENNEY BASIN DEV. AREA 3 - 10 YR CONCENTRATION POINT: 1 BY MES R. BAZUA, P.E. DATE 12/21/2007 DJUSTED LOSS RATE SOIL GROUP Plate C -1 LAND USE RI NUMBER Plate E -6.1 PERVIOUS AREA INFILTRATION RATE (in /hr) Plate E -6.2 DECIMAL PERCENT OF AREA IMPERVIOUS Plate E -6.3 ADJUSTED INFILTRATION RATE (in /hr) AREA AVERAGE ADJUSTED INFILTRATION RATE (in /hr) A COMMERCIAL 32 04 90% 0.14 7.56 0.944 0.1327 A PAVING /HARDSCAPE 32 0.74 100% 0.07 0.45 0.056 0.0042 A SF - 1 ACRE 32 0.74 20% 0.61 0.00 0.000 0.0000 A SF - 1/2 ACRE 32 0.74 40% 0.47 0.00 0.000 0.0000 A SF - 1/4 ACRE 32 0.74 50% 0.41 0.00 0.000 0.0000 A MF - CONDOMINIUMS 32 0.74 65% 0.31 0.00 0.000 0.0000 A MF - APARTMENTS 32 0.74 80% 0.21 0.00 0.000 0.0000 A MOBILE HOME PARKS 32 0.74 75% 0.24 0.00 0.000 0.0000 A LANDSCAPING 32 0.74 0% 0.74 0.00 0.000 0.0000 A RETENTION BASINS 32 0.74 0% 0.74 0.00 0.000 0.0000 A GOLF COURSE 32 0.74 0% 0.74 0.00 0.000 0.0000 D MOUNTAINOUS 93 0.95 90% 0.18 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 VARIABLE LOSS RATE CURVE (24 -HOUR STORM ONLY) SUMI 8.01 SUMI 0.1369 Fm= 0.068429213 C= 1 0.00127 Ft= C(24- (T/60))-1.55 = 0.00127 (24- (T/60))A1.55 + 0.07 in /hr LOW LOSS RATE (80 -90 PERCENT) = 90% Where: T =Time in minutes. To get an average value for each unit time period, Use T =1/2 the unit time for the first time period, T =1 1/2 unit time for the second period, etc. Plate E -2.1 Page 3 of 14 • • RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 10 YEAR - 3 HOUR STORM EVENT PROJECT: JC PENNEY BASIN DEV. AREA 3 - 10 YR CONCENTRATION POINT: 1 BY: IES R. BAZUA, DATE 12121/2007 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 8.01 UNIT TIME - MINUTES 5 LAG TIME - MINUTES 3.56 UNIT TIME - PERCENT OF LAG 140.3 TOTAL ADJUSTED STORM RAIN - INCHES 1.26 CONSTANT LOSS RATE -in/hr 0.14 LOW LOSS RATE - PERCENT 90% TOTAL PERCOLATION RATE (cfs) 0.02 cfs Unit Time Period Time Minutes Hours Pattern Percent Plate E -5.9 Storm Rain in/hr Loss Rate in/hr Max Low Effective Rain in/hr Flood Hydrograph Flow cfs Required Storage cf 1 5 0.08 1.3 0.197 0.14 0.18 0.06 0.48 138.78 2 10 0.17 1.3 0.197 0.14 0.18 0.06 0.48 138.78 3 15 0.25 1.1 0.166 0.14 0.15 0.03 0.24 66.11 4 20 0.33 1.5 0.227 0.14 0.20 0.09 0.72 211.45 5 25 0.42 1.5 0.227 0.14 0.20 0.09 0.72 211.45 6 30 0.50 1.8 0.272 0.14 0.24 0.14 1.08 320.45 7 35 0.58 1.5 0.227 0.14 0.20 0.09 0.72 211.45 8 40 0.67 1.8 0.272 0.14 0.24 0.14 1.08 320.45 9 45 0.75 1.8 0.272 0.14 0.24 0.14 1.08 320.45 10 50 0.83 1.5 0.227 0.14 0.20 0.09 0.72 21' 1.45 11 55 0.92 1.6 0.242 0.14 0.22 0.11 0.84 247.78 12 60 1.00 1.8 0.272 0.14 0.24 0.14 1.08 320.45 13 65 1.08 2.2 0.333 0.14 0.30 0.20 1.57 465.78 14 70 1.17 2.2 0.333 0.14 0.30 0.20 1.57 465.78 15 75 1.25 2.2 0.333 0.14 0.30 0.20 1.57 4E5.78 16 80 1.33 2.0 0.302 0.14 0.27 0.17 1.33 393.11 17 85 1.42 2.6 0.393 0.14 0.35 0.26 2.05 611.11 18 90 1.50 2.7 0.408 0.14 0.37 0.27 2.17 647.45 19 95 1.58 2.4 0.363 0.14 0.33 0.23 1.81 538.45 20 100 1.67 2.7 0.408 0.14 0.37 0.27 2.17 647.45 21 105 1.75 3.3 0.499 0.14 0.45 0.36 2.90 865.45 22 110 1.83 3.1 0.469 0.14 0.42 0.33 2.66 792.78 23 115 1.92 2.9 0.438 0.14 0.39 0.30 2.42 720.11 24 120 2.00 3.0 0.454 0.14 0.41 0.32 2.54 756.45 25 125 2.08 3.1 0.469 0.14 0.42 0.33 2.66 792.78 26 130 .2.17 4.2 0.635 0.14 0.57 0.50 3.99 1192.45 27 135 225 5.0 0.756 0.14 0.68 0.62 4.96 1483.12 28 140 2.33 3.5 0.529 0.14 0.48 0.39 3.14 938.11 29 145 2.42 6.8 1.028 0.14 0.93 0.89 7.14 2137.12 30 150 2.50 7.3 1.104 0.14 0.99 0.97 7.74 2318.78 31 155 2.58 8.2 1.240 0.14 1.12 1.10 8.83 2645.78 32 160 2.67 5.9 0.892 0.14 0.80 0.76 6.05 1610.12 33 165 2.75 2.0 0.302 0.14 0.27 0.17 1.33 393.11 34 170 2.83 1.8 0.272 0.14 0.24 0.14 1.08 320.45 35 175 2.92 1.8 0.272 0.14 0.24 0.14 1.08 320.45 36 180 3.00 0.6 0.091 0.14 0.08 0.01 0.07 17.12 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY EFFECTIVE RAIN (in) 0.85 FLOOD VOLUME (acft) 0.57 FLOOD VOLUME (cult) 24832.00 REQUIRED STORAGE (acft) 0.56 REQUIRED STORAGE (tuft) 24458.13 PEAK FLOW RATE (cfs) 8.83 Plate E -2.2 Page 4 of 14 Plate E -2.2 Page 5 of 14 RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 10 YEAR - 6 HOUR STORM EVENT PROJECT: JC PENNEY BASIN DEV. AREA 3 - 10 YR CONCENTRATION POINT: 1 BY: JAMES R. BAZ DATE: 1212112007 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 8.01 UNIT TIME - MINUTES 5 LAG TIME - MINUTES 3.56 UNIT TIME - PERCENT OF LAG 140.3 TOTAL ADJUSTED STORM RAIN - INCHES 1.63 CONSTANT LOSS RATE -in/hr 0.137 LOW LOSS RATE - PERCENT 90% TOTAL PERCOLATION RATE (cfs) 0.02 cfs Unit Time Period Time Minutes Hours Pattern Percent Plate E -5.9 Storm Rain in/hr Loss Rate in/hr Max Low Effective Rain in/hr Flood Hydrograph Flow cfs Required Storage cf 1 5 0.08 0.5 0.098 0.14 0.09 0.01 0.08 18.82 2 10 0.17 0.6 0.117 0.14 0.11 0.01 0.09 23.52 3 15 0.25 0.6 0.117 0.14 0.11 0.01 0.09 23.52 4 20 0.33 0.6 0.117 0.14 0.11 0.01 0.09 23.52 5 25 0.42 0.6 0.117 0.14 0.11 0.01 0.09 23.52 6 30 0.50 0.7 0.137 0.14 0.12 0.00 0.00 0.00 7 35 0.58 0.7 0.137 0.14 0.12 0.00 0.00 0.00 8 40 0.67 0.7 0.137 0.14 0.12 0.00 0.00 0.00 9 45 0.75 0.7 0.137 0.14 0.12 0.00 0.00 0.00 10 50 0.83 0.7 0.137 0.14 0.12 0.00 0.00 0.00 11 55 0.92 0.7 0.137 0.14 0.12 0.00 0.00 0.00 12 60 1.00 0.8 0.156 0.14 0.14 0.02 0.16 42.47 13 65 1.08 0.8 0.156 0.14 0.14 0.02 0.16 42.47 14 70 1.17 0.8 0.156 0.14 0.14 0.02 0.16 42.47 15 75 1.25 0.8 0.156 0.14 0.14 0.02 0.16 42.47 16 80 1.33 0.8 0.156 0.14 0.14 0.02 0.16 42.47 17 85 1.42 0.8 0.156 0.14 0.14 0.02 0.16 42.47 18 90 1.50 0.8 0.156 0.14 0.14 0.02 0.16 42.47 19 95 1.58 0.8 0.156 0.14 0.14 0.02 0.16 42.47 • 20 100 1.67 0.8 0.156 0.14 0.14 0.02 0.16 42.47 21 105 1.75 0.8 0.156 0.14 0.14 0.02 0.16 42.47 22 110 1.83 0.8 0.156 0.14 0.14 0.02 0.16 42.47 23 115 1.92 0.8 0.156 0.14 0.14 0.02 0.16 42.47 24 120 2.00 0.9 0.176 0.14 0.16 0.04 0.31 89.47 25 125 2.08 0.8 0.156 0.14 0.14 0.02 0.16 42.47 26 130 2.17 0.9 0.176 0.14 0.16 0.04 0.31 89.47 27 135 2.25 0.9 0.176 0.14 0.16 0.04 0.31 89.47 28 140 2.33 0.9 0.176 0.14 0.16 0.04 0.31 89.47 29 145 2.42 0.9 0.176 0.14 0.16 0.04 0.31 89.47 30 150 2.50 0.9 0.176 0.14 0.16 0.04 0.31 89.47 31 155 2.58 0.9 0.176 0.14 0.16 0.04 0.31 89.47 32 160 2.67 0.9 0.176 0.14 0.16 0.04 0.31 89.47 33 165 2.75 1.0 0096 0.14 0.18 0.06 0.47 136.47 34 170 2.83 1.0 0.196 0.14 0.18 0.06 0.47 136.47 35 175 2.92 1.0 0.196 0.14 0.18 0.06 0.47 136.47 36 180 3.00 1.0 0.196 0.14 0.18 0.06 0.47 136.47 37 185 3.08 1.0 0.196 0.14 0.18 0.06 0.47 136.47 38 190 3.17 1.1 0.215 0.14 0.19 0.08 0.63 183.48 39 195 3.25 1.1 0.215 0.14 0.19 0.08 0.63 183.48 40 200 3.33 1.1 0.215 0.14 0.19 0.08 0.63 183.48 41 205 3.42 1.2 0.235 0.14 0.21 0.10 0.78 230.48 42 210 3.50 1.3 0.254 0.14 0.23 0.12 0.94 277.48 43 215 3.58 1.4 0.274 0.14 0.25 0.14 1.10 324.48 44 220 167 1.4 0.274 0.14 0.25 0.14 1.10 324.48 45 225 3.75 1.5 0.293 0.14 0.26 0.16 1.25 371.49 46 230 3.83 1.5 0.293 0.14 0.26 0.16 1.25 371.49 47 235 3.92 1.6 0.313 0.14 0.28 0.18 1.41 418.49 48 240 4.00 1.6 0.313 0.14 0.28 0.18 1.41 418.49 49 245 4.08 1.7 0.333 0.14 0.30 0.20 1.57 465.49 50 250 4.17 1.8 0.352 0.14 0.32 0.22 1.72 512.50 51 255 4.25 1.9 0.372 0.14 0.33 0.23 1.88 559.50 52 260 4.33 2.0 0.391 0.14 0.35 0.25 2.04 606.50 53 265 4.42 2.1 0.411 0.14 0.37 0.27 2.19 653.50 54 270 4.50 2.1 0.411 0.14 0.37 0.27 2.19 653.50 • 55 275 4.58 2.2 0.430 0.14 0.39 0.29 2.35 700.51 56 280 4.67 2.3 0.450 0.14 0.40 0.31 2.51 747.51 Plate E -2.2 Page 5 of 14 • • • RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 10 YEAR - 6 HOUR STORM EVENT PROJECT: JC PENNEY BASIN DEV. AREA 3 - 10 YR CONCENTRATION POINT: 1 BY: JAMES R. BAZ DATE: 12121/2007 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES UNIT TIME - MINUTES LAG TIME - MINUTES UNIT TIME - PERCENT OF LAG TOTAL ADJUSTED STORM RAIN- INCHES CONSTANT LOSS RATE -in/hr LOW LOSS RATE - PERCENT 8.01 5 3.56 140.3 1.63 0.137 90% TOTAL PERCOLATION RATE (cfs) 0.02 cfs Unit Time Period Time Minutes Hours Pattern Percent Plate E -5.9 Storm Rain in/hr Loss Rate in/hr Max Low Effective Rain in/hr Flood Hydrograph Flow cfs Required Storage cf 57 285 4.75 2.4 0.469 0.14 0.42 0.33 2.66 794.51 58 290 4.83 2.4 0.469 0.14 0.42 0.33 2.66 794.51 59 295 4.92 2.5 0.489 0.14 0.44 1 0.35 2.82 841.51 60 300 5.00 2.6 0.509 0.14 0.46 0.37 2.98 888.52 61 305 5.08 3.1 0.606 0.14 0.55 0.47 3.76 1123.53 62 310 5.17 3.6 0.704 0.14 0.63 0.57 4.54 1358.54 63 315 5.25 3.9 0.763 0.14 0.69 0.63 5.01 1499.55 64 320 5.33 4.2 0.822 0.14 0.74 0.68 5.48 1640.56 65 325 5.42 4.7 0.919 0.14 0.83 0.78 6.27 1875.57 66 330 5.50 5.6 1.095 0.14 0.99 0.96 7.68 2298.60 67 335 5.58 1.9 0.372 0.14 0.33 0.23 1.88 559.50 68 340 5.67 0.9 0.176 014 0.16 0.04 0.31 89.47 69 ' 345 5.75 0.6 0.117 0.14 0.11 0.01 0.09 23.52 70 350. 5.83 0.5 0.098 0.14 0.09 0.01 0.08 18.82 71 355 5.92 0.3 0.059 0.14 0.05 0.01 0.05 9.42 72 360 6.00 0.2 0.039 0.14 0.04 0.00 0.03 4.72 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY EFFECTIVE RAIN (in) 0.85 FLOOD VOLUME (acft) 0.56. FLOOD VOLUME (cult) 24583.48 REQUIRED STORAGE (acft) 0.55 REQUIRED STORAGE (cult) 24070.31 PEAK FLOW RATE (cfs) 7.68 Plate E -2.2 Page 6 of 14 . RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 10 YEAR - 24 HOUR STORM EVENT PROJECT: JC PENNEY BASIN DEV. AREA 3 - 10 YR CONCENTRATION POINT: 1 BY: JAMES R. BAZ DATE: 12/21/2007 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 8.010 UNIT TIME- MINUTES 15 LAG TIME - MINUTES 3.56 UNIT TIME - PERCENT OF LAG 420.9 TOTAL ADJUSTED STORM RAIN - INCHES 2.17 CONSTANT LOSS RATE -in/hr n/a VARIABLE LOSS RATE (AVG) in /hr 0.1369 MINIMUM LOSS RATE (for var. loss) - in /hr 0.068 LOW LOSS RATE - DECIMAL 0.90 C 0.00127 PERCOLATION RATE cfs 0.02 Unit Time Period Time Minutes Hours Pattern Percent Plate E -5.9 Storm Rain in/hr Loss Rate in /hr Max Low Effective Rain in /hr Flood Hydrograph Flow cfs Required Storage cf 1 15 0.25 0.2 0.017 0.242 0.016 0.002 0.01 0.00 2 30 0.50 0.3 0.026 0.239 0.023 0.003 0.02 4.73 3 45 0.75 0.3 0.026 0.236 0.023 0.003 0.02 4.73 4 60 1.00 0.4 0.035 0.233 0.031 0.003 0.03 10.98 5 75 1.25 -0.3 0.026 0.231 0.023 0.003 0.02 4.73 6 90 1.50 0.3 0.026 0.228 0.023 0.003 0.02 4.73 7 105 1.75 0.3 0.026 0.225 0.023 0.003 0.02 4.73 8 120 2.00 0.4 0.035 0.222 0.031 0.003 0.03 10.98 9 135 2.25 0.4 0.035 0.220 0.031 0.003 0.03 10.98 10 150 2.50 0.4 0.035 0.217 0.031 0.003 0.03 10.98 11 165 2.75 0.5 0.043 0.214 0.039 0.004 0.03 17.24 12 160 3.00 0.5 0.043 0.212 0.039 0.004 0.03 17.24 13 195 3.25 0.5 0.043 0.209 0.039 0.004 0.03 17.24 14 210 3.50 0.5 0.043 0.207 0.039 0.004 0.03 17.24 15 225 3.75 0.5 0.043 0.204 0.039 0.004 0.03 17.24 16 240 4.00 0.6 0.052 0.201 0.047 0.005 0.04 23.50 17 255 4.25 0.6 0.052 0.199 0.047 0.005 0.04 23.50 18 270 4.50 0.7 0.061 0.196 0.055 0.006 0.05 29.76 19 285 4.75 0.7 0.061 0.194 0.055 0.006 0.05 29.76 20 300 5.00 0.8 0.069 0.191 0.062 0.007 0.06 36.01 21 315 5.25 0.6 0.052 0.189 0.047 0.005 0.04 23.50 22 330 5.50 0.7 0.061 0.186 0.055 0.006 0.05 29.76 23 24 345 360 5.75 6.00 0.8 0.8 0.069 0.069 0.184 0.181 0.062 0.062 0.007 0.007 0.06 0.06 36.01 36.01 25 375 6.25 0.9 0.078 0.179 0.070 0.008 0.06 42.27 26 390 6.50 0.9 0.078 0.177 0.070 0.008 0.06 42.27 27 405 6.75 1.0 0.087 0.174 0.078 0.009 0.07 48.53 28 420 7.00 1.0 0.087 0.172 0.078 0.009 0.07 48.53 29 435 7.25 1.0 0.087 0.170 0.078 0.009 0.07 48.53 30 450 7.50 1.1 0.095 0.167 0.086 0.010 0.08 54.79 31 465 7.75 1.2 0.104 0.165 0.094 0.010 0.08 61.04 32 480 8.00 1.3 0.113 0.163 0.102 0.011 0.09 67.30 33 495 8.25 1.5 0.130 0.160 0.117 0.013 0.10 79.82 34 510 8.50 1.5 0.130 0.158 0.117 0.013 0.10 79.82 35 525 8.75 1.6 0.139 0.156 0.125 0.014 0.11 86.07 36 540 9.00 1.7 0.148 0.154 0.133 0.015 0.12 92.33 37 555 9.25 1.9 0.165 0.152 0.148 0.013 0.11 81.72 38 570 9.50 2.0 0.174 0.149 0.156 0.024 0.19 159.85 39 585 9.75 2.1 0.182 0.147 0.164 0.035 0.28 237.83 40 600 10.00 2.2 1 0.191 0.145 0.172 0.046 0.37 315.67 41 615 10.25 1.5 0.130 0.143 0.117 0.013 0.10 79.82 42 630 10.50 1.5 0.130 0.141 0.117 0.013 0.10 79.82 43 645 10.75 2.0 0.174 0.139 0.156 0.035 0.28 235.41 44 660 11.00 2.0 0.174 0.137 0.156 0.037 0.29 250.07 45 675 11.25 1.9 0.165 0.135 0.148 0.030 0.24 202.01 46 690 11.50 1.9 0.165 0.133 0.148 0.032 0.26 216.37 47 705 11.75 1.7 0.148 0.131 0.133 0.017 0.13 105.42 48 720 12.00 1.8 0.156 0.129 0.141 0.027 0.22 182.03 49 735 12.25 2.5 0.217 0.127 0.195 0.090 0.72 633.94 50 750 12.50 2.6 0.226 0.125 0.203 0.100 0.80 710.24 51 765 12.75 2.8 0.243 0.123 0.219 0.120 0.96 848.95 52 780 13.00 2.9 0.252 0.121 0.227 0.130 1.04 924.92 53 795 13.25 3.4 0.295 0.120 0.266 0.175 1.41 1251.03 54 810 13.50 3.4 0.295 0.118 0.266 0.177 1.42 1264.10 55 825 13.75 2.3 0.200 0.116 0.180 0.084 0.67 588.69 56 840 14.00 2.3 0.200 0.114 0.180 0.085 0.68 601.42 57 855 14.25 2.7 0.234 0.113 0.211 0.122 0.98 864.27 58 870 14.50 2.6 0.226 0.111 6203 . 0.115 0.92 814.09 59 885 14.75 2.6 0.226 0.109 0.203 0.117 0.93 826.30 60 900 15.00 2.5 0.217 0.107 0.195 0.110 0.88 775.76 61 915 15.25 2.4 0.208 0.106 0.187 0.103 0.82 725.04 Plate E -2.2 Page 7 of 14 CJ • • RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 10 YEAR - 24 HOUR STORM EVENT PROJECT: JC PENNEY BASIN DEV. AREA 3 - 10 YR CONCENTRATION POINT: 1 BY: JAMES R. BAZ DATE: 12/21/2007 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 8.010 UNIT TIME - MINUTES 15 LAG TIME - MINUTES 3.56 UNIT TIME - PERCENT OF LAG 420.9 TOTAL ADJUSTED STORM RAIN - INCHES 2.17 CONSTANT LOSS RATE -in /hr n/a VARIABLE LOSS RATE (AVG) in/hr 0.1369 MINIMUM LOSS RATE (for var. loss) - in/hr 0.068 LOW LOSS RATE - DECIMAL 0.90 C 0.00127 PERCOLATION RATE cfs 0.02 Unit Time Period Time Minutes Hours Pattern Percent Plate E -5.9 Storm Rain in /hr Loss Rate in/hr Max Low Effective Rain in /hr Flood Hydrograph Flow cfs Required Storage cf 62 930 15.50 2.3 0.200 0.104 0.180 0.095 0.76 674.13 63 945 15.75 1.9 0.165 0.103 0.148 0.062 0.50 435.32 64 960 16.00 1.9 0.165 0.101 0.148 0.064 0.51 446.62 65 975 16.25 0.4 0.035 0.099 0.031 0.003 0.03 10.98 66 990 16.50 0.4 0.035 0.098 0.031 0.003 0.03 10.98 67 1005 16.75 0.3 0.026 0.096 0.023 0.003 0.02 4.73 68 1020 17.00 0.3 0.026 0.095 0.023 0.003 0.02 4.73 69 1035 17.25 0.5 0.043 0.094 0.039 0.004 0.03 17.24 70 1050 17.50 0.5 0.043 0.092 0.039 0.004 0.03 17.24 71 1 1065 17.75 0.5 0.043 0.091 0.039 0.004 0.03 17.24 72 1080 18.00 0.4 0.035 0.089 0.031 0.003 0.03 10.98 73 1095 18.25 0.4 0.035 0.088 0.031 0.003 0.03 10.98 74 1110 18.50 0.4 0.035 0.087 0.031 0.003 0.03 10.98 75 1125 18.75 0.3 0.026 0.086 0.023 0.003 0.02 4.73 76 1140 19.00 0.2 0.017 0.084 0.016 0.002 0.01 0.00 77 1155 19.25 0.3 0.026 0.083 0.023 0.003 0.02 4.73 78 1170 19.50 0.4 0.035 0.082 0.031 0.003 0.03 10.98 79 1185 19.75 0.3 0.026 0.081 0.023 0.003 0.02 4.73 80 1200 20.00 0.2 0.017 0.080 0.016 0.002 0.01 0.00 81 1215 20.25 0.3 0.026 0.079 0.023 0.003 0.02 4.73 82 1230 20.50 0.3 0.026 0.078 0.023 0.003 0.02 4.73 83 1245 20.75 0.3 0.026 0.077 0.023 0.003 0.02 4.73 84 1260 21.00 0.2 0.017 0.076 0.016 0.002 0.01 0.00 85 1275 21.25 0.3 0.026 0.075 0.023 0.003 0.02 4.73 86 1290 21.50 0.2 0.017 0.074 0.016 0.002 0.01 0.00 87 1305 21.75 0.3 0.026 0.073 0.023 0.003 0.02 4.73 88 1320 22.00 0.2 0.017 0.073 0.016 0.002 0.01 0.00 89 1335 22.25 0.3 0.026 0.072 0.023 0.003 0.02 413 90 1350 22.50 0.2 0.017 0.071 0.016 0.002 0.01 0.00 91 1365 22.75 0.2 0.017 0.071 0.016 0.002 0.01 0.00 92 1380 23.00 0.2 0.017 0.070 0.016 0.002 0.01 0.00 93 1395 23.25 0.2 0.017 0.069 0.016 0.002 0.01 0.00 94 1410 23.50 0.2 0.017 0.069 0.016 0.002 0.01 0.00 95 1425 23.75 0.2 0.017 0.069 0.016 0.002 0.01 0.00 96 1440 24.00 0.2 0.017 0.068 0.016 0.002 0.01 0.00 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY EFFECTIVE RAIN (in) 0.60 FLOOD VOLUME (acft) 0.40 FLOOD VOLUME (cult) 17345.22 REQUIRED STORAGE (acft) 0.36 REQUIRED STORAGE (cult) 15873.31 PEAK FLOW cfs 1.42 Plate E -2.2 Page 8 of 14 PROJECT: IC PENNEY BASIN DEV, AREA 3 - 10 YR •TKC JOB # 2015038216 1 BASIN CHARACTERISTICS CONTOUR DEPTH INCR TOTAL (ft) (ft) AREA INCR TOTAL (sf) (sf) VOLUME INCR TOTAL (cuft) (cult) (acre -ft) 47.9 0 0 3371 0 0 0.00 48.89 0.99 0.99 0 3371 3337 3337 0.08 48.9 0.01 1 10113 13484 84 3422 0.08 50.9 2 3 0 13484 26968 30390 0.70 51.9 1 4 0 13484 13484 43874 1.01 52.9 1 1 5 0 1 13484 13484 1 57358 1.32 53.9 1 1 1 6 1 0 1 134841 13484 1 70842 1.63 PERCOLATION CALCULATIONS PERCOLATION RATE 0.2 in /hr 0.02 cfs MAXWELL IV DRYWELLS NUMBER USED 0 RATE/DRYWELL 0 cfs TOTAL DISSIPATED 0 cfs TOTAL PERCOLATION RATE 0.02 cfs • • Basin Characteristics Page 9 of 14 • TKC JOB # 2015038216 10 YEAR - 3 HOUR STORM EVENT • r: TIME UNIT (min) PERIOD FLOW IN cfs VOLUME IN cult TOTAL IN BASIN cuff PERC OUT cuff TOTAL IN BASIN cuff BASIN DEPTH ft BALANCE IN BASIN cult acre -ft 1 5 0.48 143 143 5 139 47.94 139 0.00 2 10 0.48 143 282 5 278 47.98 278 0.01 3 15 0.24 71 348 5 344 48.00 344 0.01 4 20 0.72 216 560 5 555 48.06 555 0.01 5 25 0.72 216 771 5 767 48.13 767 0.02 6 30 1.08 325 1,092 5 1,087 48.22 1,087 0.02 7 35 0.72 216 1,303 5 1,298 48.29 1,298 0.03 8 40 1.08 325 1,624 5 1,619 48.38 1,619 0.04 9 45 1.08 325 1,944 5 1,939 48.48 1,939 0.04 10 50 0.72 216 2,155 5 2,151 48.54 2,151 0.05 11 55 0.84 252 2,403 5 2,399 48.61 2,399 0.06 12 60 1.08 325 2,724 5 2,719 48.71 2,719 0.06 13 65 1.57 470 3,190 5 3,185 48.84 3,185 0.07 14 70 1.57 470 3,655 5 3,651 48.92 3,651 0.08 15 75 1.57 470 4,121 5 4,116 48.95 4,116 0.09 16 80 1.33 398 4,514 5 4,509 48.98 4,509 0.10 17 85 2.05 616 5,125 5 5,121 49.03 5,121 0.12 18 90 2.17 652 5,773 5 5,768 49.07 5,768 0.13 19 95 1.81 543 6,311 5 6,307 49.11 6,307 0.14 20 100 2.17 652 6,959 5 6,954 49.16 6,954 0.16 21 105 2.90 870 7,824 5 7,819 49.23 7,819 0.18 22 110 2.66 797 8,617 5 8,612 49.28 8,612 0.20 23 115 2.42 725 9,337 5 9,332 49.34 9,332 0.21 24 120 2.54 761 10,093 5 10,089 49.39 10,089 0.23 25 125 2.66 797 10,886 5 10,882 49.45 10,882 0.25 26 130 3.99 1,197 12,079 5 12,074 49.54 12,074 0.28 27 135 4.96 1,488 13,562 5 13,557 49.65 13,557 0.31 28 140 3.14 943 14,500 5 14,495 49.72 14,495 0.33 29 145 7.14 2,142 16,637 5 16,632 49.88 16,632 0.38 30 150 7.74 2,323 18,956 51 18,951 50.05 18,951 0.44 31 155 8.83 2,650 21,602 5 21,597 50.25 21,597 0.50 32 160 6.05 1,815 23,412 5 23,407 50.38 23,407 0.54 33 165 1.33 398 23,805 5 23,800 50.41 23,800 0.55 34 170 1.08 325 24,125 5 24,121 50.44 24,121 0.55 35 175 1.08 325 24,4461 5 24,441 50.46 24,441 0.56 36 180 0.07 221 24,4631 51 24,458 50.46 24,4581 0.56 Basin Depth Analysis Page 10 of 14 • TKC JOB # 2015038216 10 YEAR - 6 HOUR STORM EVENT �j • TIME UNIT (min) PERIOD FLOW IN cfs VOLUME IN cult TOTAL IN BASIN cult PERC OUT cuff TOTAL IN BASIN cult BASIN DEPTH ft BALANCE IN BASIN cuff acre -ft 1 5 0.08 24 24 5 19 47.91 19 0.00 2 10 0.09 28 47 5 42 47.91 42 0.00 3 15 0.09 28 71 5 66 47.92 66 0.00 4 20 0.09 28 94 5 89 47.93 89 0.00 5 25 0.09 28 118 5 113 47.93 113 0.00 6 30 0.00 0 113 5 108 47.93 108 0.00 7 35 0.00 0 109 5 104 47.93 104 0.00 8 40 0.00 0 104 5 99 47.93 99 0.00 9 45 0.00 0 99 5 95 47.93 95 0.00 10 50 0.00 0 95 5 90 47.93 90 0.00 11 55 0.00 0 90 5 86 47.93 86 0.00 12 60 0.16 47 133 5 128 47.94 128 0.00 13 65 0.16 47 175 5 171 47.95 171 0.00 14 70 0.16 47 218 5 213 47.96 213 0.00 15 75 0.16 47 260 5 256 47.98 256 0.01 16 80 0.16 47 303 5 298 47.99 298 0.01 17 85 0.16 47 345 5 341 48.00 341 0.01 18 90 0.16 47 388 5 383 48.01 383 0.01 19 95 0.16 47 430 51 425 48.03 425 0.01 20 100 0.16 47 473 5 468 48.04 468 0.01 21 105 0.16 47 515 5 510 48.05 510 0.01 22 110 0.16 47 558 5 553 48.06 553 0.01 23 115 0.16 47 600 5 595 48.08 595 0.01 24 120 0.31 94 689 5 685 48.10 685 0.02 25 125 0.16 47 732 51 727 48.12 727 0.02 26 130 0.31 94 821 5 817 48.14 817 0.02 27 135 0.31 94 911 5 906 48.17 906 0.02 28 140 0.31 94 1,000 5 996 48.20 996 0.02 29 145 0.31 94 1,090 5 1,085 48.22 1,085 0.02 30 150 0.31 94 1,179 5 1,175 48.25 1,175 0.03 31 155 0.31 94 1,2691 5 1,264 48.27 1,264 0.03 32 160 0.31 94 1,358 5 1,354 48.30 1,354 0.03 33 165 0.47 141 1,495 5 1,490 48.34 1,490 0.03 34 170 0.47 141 1,631 5 1,627 48.38 1,627 0.04 35 175 0.47 141 1,768 5 1,763 48.42 1,763 0.04 36 180 0.47 141 1,904 51 1,899 48.46 1,899 0.04 37 185 0.47 141 2,041 5 2,036 48.50 2,036 0.05 38 190 0.63 188 2,224 5 2,219 48.56 2,219 0.05 39 195 0.63 188 2,408 5 2,403 48.61 2,403 0.06 40 200 0.63 188 2,591 5 2,586 48.67 2,586 0.06 41 205 0.78 235 2,822 5 2,817 48.74 2,817 0.06 42 210 0.94 282 3,099 5 3,094 48.82 3,094 0.07 43 215 1.10 329 3,423 5 3,419 48.90 3,419 0.08 44 220 1.10 329 3,748 5 3,743 48.92 3,743 0.09 45 225 1.25 376 4,119 5 4,115 48.95 4,115 0.09 46 230 1.25 376 4,491 5 4,486 48.98 4,486 0.10 47 235 1.41 423 4,909 5 4,905 49.01 4,905 0.11 48 240 1.41 423 5,328 5 5,323 49.04 5,323 0.12 49 245 1.57 470 5,793 5 5,789 49.08 5,789 0.13 50 250 1.72 517 6,306 5 6,301 49.11 6,301 0.14 51 255 1.88 564 6,865 5 6,861 49.16 6,861 0.16 52 260 2.04 611 7,472 51 7,467 49.20 7,467 0.17 53 265 2.191 6581 8,125 51 8,121 49.25 1 8,121 0.19 5 270 2.191 658 1 8,779 _51 8,774 49.30 1 8,774 0.20 Basin Depth Analysis Page 11 of 14 • • TKC JOB # 2015038216 10 YEAR - 6 HOUR STORM EVENT TIME UNIT (min) PERIOD FLOW IN cfs VOLUME IN cuff TOTAL IN BASIN cult PERC OUT cult TOTAL IN BASIN cult BASIN DEPTH ft BALANCE IN BASIN cult acre -ft 55 275 2.35 705 9,479 5 9,475 49.35 9,475 0.22 56 280 2.51 752 10,227 5 10,222 49.40 10,222 0.23 57 285 2.66 799 11,021 5 11,017 49.46 11,017 0.25 58 290 2.66 799 11,816 51 11,811 49.52 11,811 0.27 59 295 2.82 846 12,657 5 12,653 49.58 12,653 0.29 60 300 2.98 893 13,546 5 13,541 49.65 13,541. 0.31 61 305 3.76 1,128 14,670 5 14,665 49.73 14,665 0.34 62 310 4.54 1,363 16,028 5 16,023 49.83 16,023 0.37 63 315 5.01 1,504 17,528 5 17,523 49.95 17,523 0.40 64 320 5.48 1,645 19,168 1 5 19,163 50.07 19,163 0.44 65 325 6.27 1,880 21,044 5 21,039 50.21 21,039 0.48 66 330 7.68 2,303 23,342 5 23,338 50.38 23,338 0.54 67 335 1.88 564 23,902 5 23,897 50.42 23,897 0.55 68 340 0.31 94 23,991 5 23,987 50.43 23,987 0.55 69 345 0.09 28 24,015 5 24,010 50.43 24,010 0.55 70 350 0.08 24 24,034 5 24,029 50.43 24,029 0.55 71 355 0.05 14 24,043 5 24,038 50.43 .24,038 0.55 72 360 0.031 9 1 24,048 1 5 24,043 50.43 24,043 0.55 Basin Depth Analysis Page 12 of 14 C TKC JOB # 2015038216 10 YEAR - 24 HOUR STORM EVENT TIME UNIT (min) PERIOD FLOW IN cfs VOLUME IN cult TOTAL IN BASIN cult PERC OUT cult TOTAL IN BASIN cult BASIN DEPTH ft BALANCE IN BASIN cult acre -ft 1 15 0.01 13 13 14 47.90 0.00 2 30 0.02 19 19 14 5 47.90 5 0.00 3 45 0.02 19 23 14 9 47.90 9 0.00 4 60 0.03 25 34 14 20 47.91 20 0.00 5 75 0.02 19 39 14 25 47.91 25 0.00 6 90 0.02 19 44 14 30 47.91 30 0.00 7 105 0.02 19 49 14 35 47.91 35 0.00 8 120 0.03 25 60 14 46 47.91 46 0.00 9 135 0.03 25 71 14 57 47.92 57 0.00 10 150 0.03 25 82 14 68 47.92 68 0.00 11 165 0.03 31 99 14 85 47.93 85 0.00 12 180 0.03 31 116 14 102 47.93 102 0.00 13 195 0.03 31 133 14 119 47.94 119 0.00 14 210 0.03 31 151 14 137 47.94 137 0.00 15 225 0.03 31 168 14 154 47.95 154 0.00 16 240 0.04 38 191 14 177 47.95 177 0.00 17 255 0.04 38 215 14 201 47.96 201 0.00 18 270 0.05 44 245 14 231 47.97 231 0.01 19 285 0.05 44 274 14 260 47.98 260 0.01 20 300 0.06 50 310 14 296 47.99 296 0.01 21 315 0.04 38 334 14 320 47.99 320 0.01 22 330 0.05 44 364 14 350 48.00 350 0.01 23 345 0.06 50 400 14 386 48.01 386 0.01 24 360 0.06 50 436 14 422 48.03 422 0.01 25 375 0.06 56 478 14 464 48.04 464 0.01 26 390 0.06 56 520 14 506 48.05 506 0.01 27 405 0.07 63 569 14 555 48.06 555 0.01 28 420 0.07 63 617 14 603 48.08 603 0.01 29 435 0.07 63 666 14 652 48.09 652 0.01 30 450 0.08 69 721 14 706 48.11 706 0.02 31 465 0.08 75 782 14 768 48.13 768 0.02 32 480 0.09 81 849 14 835 48.15 835 0.02 33 495 0.10 94 929 14 915 48.17 915 0.02 34 510 0.10 94 1,009 14 994 48.20 994 0.02 35 525 0.11 100 1,095 14 1,081 48.22 1,081 0.02 36 540 0.12 106 1,187 14 1,173 48.25 1,173 0.03 37 555 0.11 96 1,269 14 1,255 48.27 1,255 0.03 38 570 0.19 174 1,428 14 1,414 48.32 1,414 0.03 39 585 0.28 252 1,666 14 1,652 48.39 1,652 0.04 40 600 0.37 330 1,982 14 1,968 48.48 1,968 0.05 41 615 0.10 94 2,062 14 2,048 48.51 2,048 0.05 42 630 0.10 94 2,142 14 2,128 48.53 2,128 0.05 43 645 0.28 249 2,377 14 2,363 48.60 2,363 0.05 44 660 0.29 264 2,627 14 2,613 48.68 2,613 0.06 45 675 0.24 216 2,829 14 2,815 48.74 2,815 0.06 46 690 0.26 230 3,045 14 3,031 48.80 3,031 0.07 47 705 0.13 119 3,151 14 3,137 48.83 3,137 0.07 48 720 0.22 196 3,333 14 3,319 48.88 3,319 0.08 49 735 0.72 648 3,967 14 3,953 48.94 3,953 0.09 50 750 0.80 724 4,677 14 4,663 48.99 4,663 0.11 51 765 0.96 863 5,526 14 5,512 49.06 5,512 0.13 52 780 1.04 939 6,451 14 6,437 49.12 6,437 0.15 53 795 1.41 1,265 7,702 14 7,688 49.22 7,688 0.18 54 810 1.42 1,278 8,966 14 8,952 49.31 8,952 0.21 55 825 0.67 603 9,555 14 9,541 49.35 9,541 0.22 56 840 0.68 615 10,156 14 10,142 49.40 10,142 0.23 57 855 0.98 878 11,020 14 11,006 49.46 11,006 0.25 58 870 0.92 828 11,835 14 11,821 49.52 11,821 0.27 59 885 0.931 840 12,661 14 12,647 49.58 12,647 0.29 Basin Depth Analysis Page 13 of 14 10 TKC JOB # 2015038216 10 YEAR - 24 HOUR STORM EVENT • • TIME UNIT (min) PERIOD FLOW IN cfs VOLUME IN cult TOTAL IN BASIN cult PERC OUT cult TOTAL IN BASIN cult BASIN DEPTH ft BALANCE IN BASIN cult acre -ft 60 900 0.88 790 13,437 14 13,423 49.64 13,423 0.31 61 915 0.82 739 14,162 14 14,148 49.70 14,148 0.32 62 930 0.76 688 14,836 14 14,822 49.75 14,822 0.34 63 945 0.50 449 15,271 14 15,257 49.78 15,257 0.35 64 960 0.51 461 15,718 14 15,704 49.81 15,704 0.36 65 975 0.03 25 15,729 14 15,715 49.81 15,715 0.36 66 990 0.03 25 15,740 14 15,726 49.81 15,726 0.36 67 1005 0.02 19 15,744 14 15,730 49.81 15,730 0.36 68 1020 0.02 19 15,749 14 15,735 49.81 15,735 0.36 69 1035 0.03 31 15,766 14 15,752 49.81 15,752 0.36 70 1050 0.03 31 15,784 14 15,770 49.82 15,770 0.36 71 1065 0.03 31 15,801 14 15,787 49.82 15,787 0.36 72 1080 0.03 25 15,812 14 15,798 49.82 15,798 0.36 73 1095 0.03 25 15,823 14 15,809 49.82 15,809 0.36 74 1110 0.03 25 15,834 14 15,820 49.82 15,820 0.36 75 1125 0.02 19 15,839 14 15,825 49.82 15,825 0.36 76 1140 0.01 13 15,837 14 15,823 49.82 15,823 0.36 77 1155 0.02 19 15,842 14 15,828 49.82 15,828 0.36 78 1170 0.03 25 15,853 14 15,839 49.82 15,839 0.36 79 1185 0.02 19 15,857 14 15,843 49.82 15,843 0.36 80 1200 0.01 13 15,856 14 15,842 49.82 15,842 0.36 81 1215 0.02 19 15,861 14 15,847 49.82 15,847 0.36 82 1230 0.02 19 15,865 14 15;851 49.82 15,851 0.36 83 1245 0.02 19 15,870 14 15,856 49.82 15,856 0.36 84 1260 0.01 13 15,869 14 15,855 49.82 15,855 0.36 85 1275 0.02 19 15,873 14 15,859 49.82 15,859 0.36 86 1290 0.01 13 15,872 14 15,858 49.82 15,858 0.36 87 1305 0.02 19 15,877 14 15,862 49.82 15,862 0.36 88 1320 0.01 13 15,875 14 15,861 49.82 15,861 0.36 89 1335 0.02 19 15,880 14 15,866 49.82 15,866 0.36 90 1350 0.01 13 15,878 14 15,864 49.82 15,864 0.36 91 1365 0.01 13 15,877 14 15,863 49.82 15,863 0.36 92 1380 0.01 13 15,875 14 15,861 49.82 15,861 0.36 93 1395 0.01 13 15,874 14 15,860 49.82 15,860 0.36 94 1410 0.01 13 15,872 14 15,858 49.82 15,858 0.36 95 1425 0.01 13 15,871 14 15,856 49.82 15,856 0.36 96 1440 0.011 13 15,869 141 15,855 49.82 15,855 0.36 Basin Depth Analysis Page 14 of 14 • A B C D 1 RCFCD SYNTHETIC UNIT HYDROGRAPH 2 DATA INPUT SHEET •3 4 WORKSHEET PREPARED BY: IJAMES R. BAZUA, P.E. 5 6. PROJECT NAME JJC PENNEY DEV. AREA 3 OPEN BASIN - 10 YR 7 TKC JOB # 1 2015038216 8 9 CONCENTRATION POINT DESIGNATION 1 10 AREA DESIGNATION ON -SITE 11 12 TRIBUTARY AREAS ACRES 13 14 COMMERCIAL 0.67 15 PAVING /HARDSCAPE . 16 SF -1ACRE 17 SF - 1/2 ACRE 18 SF - 1/4 ACRE 19 MF - CONDOMINIUMS 20 MF - APARTMENTS 21 MOBILE HOME PARK 22 LANDSCAPING 23 RETENTION BASIN 0.11 24 GOLF COURSE 25 MOUNTAINOUS 26 LOW LOSS RATE (PERCENT) 90% 27 28 LENGTH OF WATERCOURSE (L) 200 29 LENGTH TO POINT OPPOSITE CENTROID (Lca) 40 304 31 ELEVATION "OF HEADWATER 62 32 ELEVATION OF CONCENTRATION POINT 59.9 33 34 AVERAGE MANNINGS'N' VALUE 0.02 35 36 STORM FREQUENCY (YEAR) 100 37 38 POINT RAIN 39 3 -HOUR 1 . 1.26 40 6 -HOUR 1.63 41 24 -HOUR 2.17 42 - 43 BASIN CHARACTERISTICS: ELEVATION AREA 44 55 534 45 55.5 740 46 56 920 47 56:5 1160 48 57 1340 49 581 1850 50 591 2560 51 1 52 PERCOLATION RATE (in /hr) 0.2 53 54 DRYWELL DATA 55 NUMBER USED 56 PERCOLATION RATE cfs • • • RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD PROJECT: JC PENNEY DEV. AREA 3 OPEN BASIN - 10 YR' BASIC DATA CALCULATION FORM TKC JOB # 2015038216 SHORTCUT METHOD BY :S R. BAZUA, P.E. DATE 8/31/2007 . DURATION PHYSICAL-DATA 6 -HOUR 24 -HOUR EFFECTIVE RAIN (in) (11 CONCENTRATION POINT 0.60 0.28 FLOOD VOLUME (cu -ft) (acre -ft) . 1 1,706 0.04 [21 AREA DESIGNATION REQUIRED STORAGE (cu -ft) (acre -ft) 1,690 0.04 1,639 0.04 ON -SITE PEAK FLOW (cfs) 3 AREA -ACRES 0.68 0.08 MAXIMUM WSEL (ft) 0.780 56.81 4 L -FEET 200 5 L -MILES 0.038 [61 La -FEET 40.00 7 La -MILES 0.008 [81 ELEVATION OF HEADWATER 62 [91 ELEVATION OF CONCENTRATION POINT 59.9 10 H -FEET 2.1 71 S- FEET /MILE 55.4 [121 S ^0.5 7.45 13 L- LCA/S ^0.5 0.000 [141 AVERAGE MANNINGS'N' 0.02 [151 LAG TIME -HOURS 0.01 1161 LAG TIME- MINUTES 0.6 [171100% OF LAG- MINUTES 0.6 [181200% OF LAG-MINUTES 1.2 [191 UNIT TIME - MINUTES 100 % -200% OF LAG 5 [24] TOTAL PERCOLATION RATE (cfs) 0.00 RAINFALL DATA [1] SOURCE [2] FREQUENCY -YEARS 100 [3] DURATION: 3 -HOURS 6 -HOURS - 24 -HOURS [4) POINT' RAIN' INCHES Plate E -5.2 [51 AREA [6] [7] AVERAGE POINT RAIN INCHES [8] POINT RAIN INCHES Plate E -5.4 191 AREA [10] [11] AVERAGE POINT RAIN INCHES 112] POINT RAIN INCHES Plate E -5.6 113] AREA [14] [15], AVERAGE POINT RAIN INCHES 1.26 0.780 1.00 1.26 1.63 0.780 1.00 1.63 2.17 0.780 1.00 2.17 0.00 0.00 0.00 10.00 0.00 0.00 0.00 0.00 0.00 0:00 0.00 0.00 0.00 0.00 0.00. 0.00 0.00 0.00 SUM [5] 0.78 SUM [7] [16] AREA ADJ FACTOR [17] ADJ AVG POINT RAIN 1.26 SUM [9] 0.78 SUM [11] 1.63 SUM [13] 0.78 SUM [15] 2.17 1.000 1.000 1.000 1.26 1.63 2.17 STORM EVENT SUMMARY DURATION 3 -HOUR 6 -HOUR 24 -HOUR EFFECTIVE RAIN (in) 0.61 0.60 0.28 FLOOD VOLUME (cu -ft) (acre -ft) . 1;730 0.04 1,706 0.04 797 0.02 REQUIRED STORAGE (cu -ft) (acre -ft) 1,690 0.04 1,639 0.04 596 0.01 PEAK FLOW (cfs) 0.79 0.68 0.08 MAXIMUM WSEL (ft) 56.85 56.81 1 55.83 Plate E -2.1 Page 2 of 14 • RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD PROJECT JC PENNEY DEV. AREA 3 OPEN BASIN - 10 YR CONCENTRATION POINT: 1 BY MES R. BAZUA, P.E. DATE 8/31/2007 DJUSTED LOSS RATE SOIL LAND USE RI PERVIOUS DECIMAL ADJUSTED AREA AVERAGE GROUP NUMBER AREA PERCENT INFILTRATION ADJUSTED INFILTRATION OF AREA RATE INFILTRATION RATE IMPERVIOUS RATE (in /hr) (in /hr) (in /hr) Plate C -1] Plate E -6.1 Plate E -6.2 Plate E -6.3 A COMMERCIAL 32 0.74 90% 0.14 0.67 0.859 0.1208 A PAVING /HARDSCAPE 32 0.74 100% 0.07 0.00 0.000 0.0000 A SF - 1 ACRE 32 0.74 20% 0.61 0.00 0.000 0.0000 A SF - 1/2 ACRE 32 0.74 40% 0.47 0.00 0.000 0.0000. A SF - 1/4 ACRE 32 0.74 50% 0.41 0.00 0.000 0.0000 A MF - CONDOMINIUMS 32 0.74 65% 0.31 0.00 0.000" 0.0000 A MF - APARTMENTS 32 0.74. 80% 0.21 0.00 0.000 0.0000 A MOBILE HOME PARKS 32 0•34 75% 0.24 0.00 0.000 0.0000 A LANDSCAPING 32 0.74 0% 0.74 0.00 0.000 0.0000 A RETENTION BASINS 32 0.74 0% 0.74 0.11 0.141 0.1044 A GOLF COURSE 32 0.74 0% 0.74 0.00 0.000 0.0000 D MOUNTAINOUS 93 0.95 90% 0.18 0.00 0,000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000. 0.0000 0.00 0.000 0.0000 0.00. 0.000 0.0000 0.00 0.000 0.0000 . SUM 0.78 SUMI 0.2251 VARIABLE LOSS RATE CURVE 24 -HOUR STORM ONLY) Fm= 0.112565385 C= 1 0.00208 Ft= C(24- (T /60)) ^1.55 = 0.00208 (24- (T /60)) ^1.55 + 0.11 in /hr LOW LOSS RATE (80 -90 PERCENT) = 90% Where: T =Time in minutes. To get an average value for each unit time period, Use T =1/2 the unit time for the first time period, T =1 1/2 unit time for the second period, etc. Plate E -2.1. Page 3 of 14 • • RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 100 YEAR - 3 HOUR STORM EVENT PROJECT: JC PENNEY DEV. AREA 3 OPEN-BASIN - 10 YR CONCENTRATION POINT: 1 BY: IES R. BAZUA, DATE 8/3112007 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 0.78 UNIT TIME - MINUTES 5 LAG TIME - MINUTES 0.61 UNIT TIME - PERCENT OF LAG 825.9 TOTAL ADJUSTED STORM RAIN- INCHES 1,.26 CONSTANT LOSS RATE -in /hr 0.23 LOW LOSS RATE - PERCENT 90% TOTAL PERCOLATION RATE (cfs) 0.00 cfs Unit Time Period Time Minutes Hours Pattern Percent Plate E -5.9 Storm Rain in /hr Loss Rate in /hr Max Low Effective Rain in /hr Flood Hydrograph Flow ' cfs Required Storage cf 1 _ 5 0.08 1.3 0.197 0.23 0.18 0.02 0.02 3.86 2 10 0.17 1.3 0.197 0.23 0.18 0.02 0.02 3.86 3 15 0.25 1.1 0.166 0.23 0.15 0.02 0.01 3.15 4 20 0.33 1.5 0.227 0.23 0.20. 0.00 0.00 0.00 5 25 0.42 1.5 0.227 0.23 0.20 0.00 0.00 0.00 6 30 0.50 1.8 0.272 0.23 0.24 0.05 0.04 10.26 7 35 0.58 1.5 0.227 0.23 0.20 0.00 0.00 0.00 8 40 0.67 1.8 0.272 0.23 0.24 0.05 0.04 10.26 9 45 0.75 1.8 0.272 0.23 0.24 0.05 0.04 10.26 10 50 0.83 1.5 0.227 0.23 0.20 0.00 0.00 0.00 11 55 0.92 1.6 0.242 0.23 0.22 0.02 0.01 3.19 12 60 1.00 1.8 0.272 0.23 0.24 0.05 0.04 10.26 13 65 1.08 2.2 0.333 0.23 0.30 0.11 0.08 24.42 14 70 1.17 2.2 0.333 0.23 0.30 0.11 0.08 24.42 15 75 1.25 2.2 0.333 0.23 0.30 0.11 0.08 24.42 16 80 1.33 2.0 0.302 0.23 0.27 0.08 0.06 17.34 17 85 1.42 2.6 0.393 0.23 0.35. 0.17 0.13 38.57 18 90 1.50 2.7 0.408 0.23 0.37 0.18 0.14 42.11 19 95 1.58 2.4 0.363 0.23 0.33 0.14 0.11 31.49 20 100 1.67 2.7 0.408 0.23 0.37 0.18 0.14 42.11 21 105 1.75 3.3 0.499 0.23 0.45 0.27 0:21 63.33 22 110 1.83 3.1 0.469 0.23 0.42 0.24 0.19 56.26 23 115 1.92 19 0.438 0.23 0.39 0.21 0.17 4918 24 120 2.00 3.0 0.454 0.23 0.41 0.23 0.18 52.72 25 125 2.08 3.1 0.469 0.23 0.42 0.24 0.19 56.26 26 130 2.17 4.2 0.635 0.23 0.57 0.41 0.32 95.18 27 135 2.25 5.0 0.756 0.23 0.68 0.53 0.41 123.48 28 140 2.33 3.5 0.529 0.23 0.48 0.30 0.24 70.41 29 145 2.42 6.8 1.028 0.23 0.93 0.80 0.63 187.17 30 150 2.50 7.3 1.104 0.23 0.99 0.88 0.69 204.86 31 155 2:58 8.2 1.240 0.23 1.12 1.01 0.79 236.70 32 160 2.67 5.9 0.892 0.23 0.80 0.67 0.52 155.32 33 165 2.75 2.0 0.302 0.23 0.27 0.08 0.06 17.34 34 170 2.83 1.8 0.272 0.23 0.24 0.05 0.04 10.26 35 175 2.92 1.8 0.272 0.23 0.24 0.05 0.04 10.26 36 180 3.00 0.6 0.091. 0.23 - 0:08 0.01 0.01 1.38 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY EFFECTIVE RAIN (in) 0.61 FLOOD VOLUME (acft) 0.04 FLOOD VOLUME (cuft) 1729.68 REQUIRED STORAGE (acft) 0.04 REQUIRED STORAGE (cult) 1690.08 PEAK FLOW RATE (cfs) 0.79 Plate E -2.2 Page 4 of 14 r� U • r� RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 100 YEAR - 6 HOUR STORM EVENT PROJECT: JC PENNEY DEV. AREA 3 OPEN BASIN - 10'y CONCENTRATION POINT: 1 BY: JAMES R. BAZ DATE: 8/31/2007 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 0.78 UNIT TIME - MINUTES 5 LAG TIME - MINUTES 0.61 UNIT TIME - PERCENT OF LAG 825.9 TOTAL ADJUSTED STORM RAIN - INCHES 1.63 CONSTANT LOSS RATE -in /hr 0.225 LOW LOSS RATE - PERCENT 90% TOTAL PERCOLATION RATE (cfs) 0.00 cfs Unit Time Period Time Minutes Hours Pattern Percent Plate E -5.9 Storm Rain in /hr Loss Rate in /hr Max Low Effective Rain in /hr Flood Hydrograph Flow cfs Required Storage cf 1 5 0.08 0.5 0.098 0.23 0.09 0.01 0.01 1.55 2 10 0.17 0.6 0.117 0.23 0.11 0.01 0.01 2.00 3 15 0.25 0.6 0.117 0.23 0.11 0.01 0.01 2.00 4 20 0.33 0.6 0.117 0.23 0.11 0.01 0.01 2.00 5 25 0.42 0.6 0.117 0.23 0.11 0.01 0.01 2.00 6 30 0.50 0.7 0.137 0.23 0.12 0.01 0.01 2.46 7 35 0.58 0.7 0.137 0.23 0.12 0.01 0.01 2.46 8 40 0.67 0.7 0.137 0.23 0.12 0.01 0.01 2.46 9 45 0.75 0.7 0.137 0.23 0.12 0.01 0.01 2.46 10 50 0.83 0.7 0.137 0.23 0.12 0.01 0.01 2.46 11 55 0.92 0.7 0.137 0.23 0.12 0.01 0.01 2.46 12 60 1.00 0.8 0.156 0.23 0.14 0.02 0.01 2.92 13 65 1.08 0.8 0.156 0.23 0.14 0.02 0.01 2.92 14 70 1.17 0.8 0.156 0.23 0.14 .0.02 0.01 2.92 15 75 1.25 0.8 0.156 0.23 0.14 0.02 0.01 2.92 16 80 1.33 0.8 0.156 0.23 0.14 0.02 0.01 2.92 17 85 1.42 0.8 0.156 0.23 0.14 0.02 0.01 2.92 18 90 1.50 0.8 0.156 0.23 0.14 0.02 0.01 2.92 19 95 1.58 0.8 0.156 0.23 0.14 0.02 0.01 2.92 20 100 1.67 0.8 0.156 0.23 0.14 0.02 0.01 2.92 21 105 1.75 0.8 0.156 0.23 0.14 0.02 0.01 2.92 22 110 1.83 0.8 0.156 0.23 0.14 0.02 0.01 2.92 23 115 1.92 0.8 0.156 0.23 0.14 0.02 0.01 2.92 24 120 2.00 0.9 0.176 0.23 0.16 0.02 0.01 3.38 25 125 2.08 0.8 0.156 0.23 0.14 0.02 0.01 2.92 26 130 2.17 0.9 0.176 0.23 0.16 0.02 0.01 3.38 27 135 2.25 0.9 0.176 0.23 0.16 0.02 0.01 3.38 28 140 2.33 0.9 0.176 0.23 0.16 0.02 0.01 3.38 29 145 2.42 0.9 0.176 0.23 0.16 0.02 0.01 3.38 30 150 2.50 0.9 0.176 0.23 0.16 0.02 0.01 3.38 31 155 2.58 0.9 0.176 0.23 0.16 0.02 0.01 3.38 32 160 2.67 0.9 0.176 0.23 0.16 0.02 0.01 3.38 33 165 2.75 1.0 0.196 0.23 0.18 0.02 0.02 3.84 34 170 2.83 1.0 0.196 0.23 0.18 0.02 0.02 3.84 35 175 2.92 1.0 0.196 0.23 0.18 0.02 0.02 3.84 36 180 3.00 1.0 0.196 0.23 0.18 0.02 0.02 3.84 37 , 185 3.08 1.0 0.196 0.23 0.18 0.02 0.02 3.84 38 190 3.17 1.1 0.215 0.23 0.19 0.02 0.02 4.29 39 195 3.25 1.1 0.215 0.23 0.19 0.02 0.02 4.29 40 200 3.33 1.1 0.215 0.23 0.19 0.02 0.02 4.29 41 205 3.42 1.2 0.235 0.23 0.21 0.01 0.01 1.50 42 210 3.50 1.3 0.254 0.23 0.23 0.03 0.02 6.08 43 215 3.58 1.4 0.274 0.23 0.25 0.05 0.04 10.66 44 220 3.67 1.4 0.274 0.23 0.25 0.05 0.04 10.66 45 225 3.75 1.5 0.293 0.23 0.26 0.07 0.05 15.23 46 230 3.83 1.5 0.293 0.23 0.26 0.07 0.05 15.23 47 235 3.92 1.6 0.313 0.23 0.28 0.09 0.07 19.81 48 240 4.00 1.6 0.313 0.23 0.28 0.09 0.07 19.81 49 245 4.08 1.7 0.333 0.23 0.30 0.11 0.08 24.39 50 250 4.17 1.8 0.352 0.23 0.32 0.13 0.10 28.96 51 255 4.25 1.9 0.372 0.23 0.33 0.15 0.11 33.54 52 260 4.33 2.0 0.391 0.23 0.35 0.17 0.13 38.12 53 265 4.42 2.1 0.411 0.23 0.37 0.19 0.14 42.70 54 270 4.50 2.1 0.411 0.23 0.37 0.19 0.14 42.70 55 275 4.58 2.2 0.430 0.23 0.39 0.21 0.16 47.27 56 280 4.67 2.3 0.450 0.23 0.40 0.22 0.18 51.85 Plate E -2.2 Page 5 of 14 • . • RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 100 YEAR - 6 HOUR STORM EVENT PROJECT: •JC PENNEY DEV. AREA 3 OPEN BASIN - 10'f CONCENTRATION POINT: 1 BY: JAMES R. BAZ DATE: 8731/2007 0.60 FLOOD VOLUME (acft) EFFECTIVE RAIN CALCULATION FORM 1706.41 REQUIRED STORAGE (acft) 0.04 . DRAINAGE AREA -ACRES UNIT TIME - MINUTES LAG TIME: MINUTES UNIT TIME - PERCENT OF LAG TOTAL ADJUSTED STORM RAIN - INCHES CONSTANT LOSS RATE -in /hr LOW LOSS RATE - PERCENT 0.78 5 0.61 825.9 1.63 0.225 90% TOTAL PERCOLATION RATE (cfs) 0.68 0.00 cfs Unit Time Period Time Minutes Hours Pattern . Percent Plate E -5.9 Storm Rain in /hr Loss Rate in /hr Max Low Effective Rain in /hr Flood Hydrograph Flow cfs Required . Storage cf 57 285 4.75 2.4 0.469 0.23 0.42 0.24 0.19 56.43 58 290 4.83 2.4 0.469 0.23 0.42 0.24 0.19 56.43 59 295 4.92 2.5 0.489 0.23 0.44 0.26 0.21 61.00 60 300 5.00 2.6 0.509 0.23 0.46 0.28 0.22 65.58 61 305 5.08 3.1 0.606 0.23 0.55 0.38 0.30 88.47 62 310 5.17 3.6 0.704 0.23 0.63 0.48 0.37 111.35 63 315 5.25 3.9 .0.763 0.23 0.69 0.54 0.42 125.08 64 320 5.33 4.2 0:822 0.23 0.74 0.60 0.47 138.81 65 325 5.42 4.7 0.919 0.23 0.83 0.69 0.54 161.70 66 330 5.50 5.6 1.095 0.23 0.99 0.87 0.68 202.89 67 335 5.58 1.9 0.372 0.23 0.33 0.15 0.11 33.54 68 340 5.67 0.9 0.176 0.23 0.16 0.02 0.01 3.38 69 345 5.75 0.6 0.117 0.23 0.11 0.01 0.01 2.00 70 350 5.83 0.5 0.098 0.23 0.09 0.01 0.01 1.55 71 355 1 5.92 0.3 0.059 0.23 0.05 0.01 0.00 0.63 72 1 360 1 6.00 0.2 0.039 0.23 1 0.04 0.00 0.00 0.17 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY EFFECTIVE RAIN (in) 0.60 FLOOD VOLUME (acft) 0.04 FLOOD VOLUME (cult) 1706.41 REQUIRED STORAGE (acft) 0.04 . REQUIRED STORAGE (cult) 1638.90 PEAK FLOW RATE (cfs) 0.68 Plate E -2.2 Page 6 of 14 • Ci RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 100 YEAR - 24 HOUR STORM EVENT PROJECT: JC PENNEY DEV. AREA 3 OPEN BASIN - 10 Y CONCENTRATION.POINT: 1 BY: JAMES R. BAZ DATE: 8/31/2007 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 0.780 UNIT TIME - MINUTES 15 LAG TIME - MINUTES 0.61 UNIT TIME- PERCENT OF LAG 2477.7 TOTAL ADJUSTED STORM RAIN - INCHES 2.17 CONSTANT LOSS RATE -in /hr n/a VARIABLE LOSS RATE (AVG) in/hr 0.2251 MINIMUM LOSS RATE (for var. loss) - in /hr 0.113 LOW LOSS RATE - DECIMAL 0.90 C 0.00208 PERCOLATION RATE cfs 0.00 Unit Time Period Time Minutes Hours Pattern Percent Plate E -5.9 Storm Rain in /hr Loss Rate in/hr Max Low Effective Rain in /hr Flood . Hydrograph Flow cfs Required Storage cf 1 15 0.25 0.2 0.017 0.398 0.016 0.002 0.00 0.00 2 30 0.50 0.3 0.026 0.393 0.023 0.003 0.00 0.00 3. 45 0.75 0.3 0.026 0.388 0:023 0.003 0.00 0.00 4 60 1.00 0.4 0.035 0.384 0.031 0.003 0.00 0.21 5 75 1.25 0.3 0.026 0.379 0.023 0.003 0.00 0.00 6 90 1.50 0.3 0.026 0.375 0.023 0.003 0.00 0.00 7 105 1.75 0.3 0.026 0.370 0.023 0.003 0.00 0.00 8 120 2.00 0.4 0.035 0.366 0.031 0.003 0.00 0.21 9 1,35 2.25 0.4 0.035 0.361 1 0.031 0.003 0.00 0.21 ' 10 150 2.50 0.4 0.035 0.357 0.031 0.003 0.00 0.21 11 ' 165 2.75 0.5 0.043 0.353 0.039 0.004 0.00 0.82 12 180 3.00 0.5 0.043 0.348 0.039 0.004 0.00 0.82 13 195 3.25 0.5 0.043 0.344 0.039 0.004 0.00 0.82 -14 210 3.50 0.5 0.043 0.340 0.039 0.004 0.00 0.82 15 225 3.75 0.5 0.043 0.335 0.039 0.004 0.00 0.82 16 240 4.00 0.6 0.052 0.331. 0.047 0.005 0.00 1.43 17 255 4.25. 0.6 0.052 0.327 0.047 0.005 0.00 1.43 18 270 4.50 0.7 0.061 0.323 0.055 0.006 0.00 2.04 19 285 4.75 0.7 0.061 0.319 0.055 0.006 0.00 2.04 20 300 5.00 0.8 0.069 0.315 0.062 0.007 0.01 2.65 21 315 5.25 0.6 0.052 0.311 0.047 0.005 0.00 1.43 22 330 5.50 0.7 0.061 0.307 0.055 0.006 0.00 2.04 23 345 5.75 0.8 0.069 0.302 0.062 0.007 0.01 2'.65 24 360 6.00 0.8 0.069 0.298 0.062 0.007 0.01 765 25 375 6.25 0.9 0.078 0.295 0.070- 0.008 0.01 3.26 26 390 6.50 0.9 0.078 0.291 0.070 0.008 0.01 3.26 27 405 6.75 1.0 0.087 0:287 0.078 1 0.009 0.01 3.87 28 420 7.00 1.0 0.087 0.283 0.078 0.009 0:01 3.87 29 435 7.25 1.0 0.087 0.279 0.078 0.009 0.01 3.87 30 450 7.50 1.1 0.095 0.275 0.086 0.010 0.01 4.48 31 465 7.75 1.2 0.104 0.271 0.094 0.010 0.01 5.09 32 480 8.00 1.3 1 0.113 0.268 .0.102 0.011 1 0.01 5.70 33 495 8.25 1.5 0.130 0.264 0.117 0.013 0.01 6.92 34 510 8.50 1.5 0.130 0.260 0.117 0.013 0.01 6.92 35 525 8.75 1.6 0.139 0.257 0.125 0.014 0.01 7.52 36 540 9.00 1.7 0.148 0.253 0.133 0.015 0.01 8.13 37 555 9.25 1.9 0.165 0.249 0.148 0.016, 0.01 9.35 38 .570 9.50 2.0 0.174 0.246 0.156 0.017 0.01 9.96 39 585 9.75 2.1 0.182 0.242 0.164 0.018 0.01 10.57 40 600 10.00 2.2 0.191 0.239 0.172 0.019 0.01 11.18 41 615 10.25 1.5 0.130 0.235 0.117 0.013 0.01 6.92 42 630 10.50 1.5 0.130. 0.232 0.117 0.013 0.01 6.92 43 645 10.75 2.0 0.174 0.229 0.156 0.017 0.01 9.96 44 660 11.00 2.0 0.174 0.225 0.156 0.017 0.01 9.96 45 675 11.25 1.9 0.165 1 0.222 0.148 0.016 0.01 9.35 46 690 11.50 1.9 0.165 0.219 0.148 0.016 0.01 9.35 47 705 11.75 1.7 0.148 0.215 0.133 0.015 0.01 8.13 48 720 12.00 1 1.8 0.156 0.212 0.141 1 0.016 0.01 8.74 49 735 12.25 2.5 0.217 0.209 0.195 0.008 0.01 3.32 50 750 12.50 2.6 0.226 0.206 0.203 0.020 0.02 11.61 51 765 12.75 2.8.' 0.243 0.203 0.219 0.040 0.03 25.97 52 780 13.00 2.9 0.252 0.200 0.227 0.052 0.04 34.21 53 795 13.25 3.4 0.295 0.197 0.266 0.098 0.08 66.80 54 810 13.50 3.4 0.295 0.194 0.266 0.101 0.08 68:89 55 825 13.75 2.3 0.200 0.191 0.180 0.009 1 0.01 3.93 56 840 14.00 2.3 .0.200 0.188 0.180 0.012 0.01 5.97 57 855 14.25 2.7 0.234 0.185 0.211 0.049 0.04 32.36 58 870 14.50 2.6 0.226 0.182 0.203 0.043 0.03 28.25 59 885 14.75 2.6' 0.226 0.179 0.203 0.046 0.04 30.20 60 900 15.00 2.5 0.217 0.177 0.195 0.040 0.03 26.04 61 915 15.25 1 2.4 0.208 0.174 0.187 0.034 0.03 21.84 62 930 15:50 2.3 0.200 0.171 0.180 0.028 0.02 17.62 63 945 15.75 1.9 0.165 0.169 0.148 0.016 0.01 9.35 64 960 16.00 1.9 0.165 0.166 0.148 0.016 0.01 9.35 65 975 16.25 0.4 0.035 0.164 0.031 0.003 0.00 0.21 Plate E -2.2 Page 7 of 14 • RCFCD•SYNTHETIC UNIT HYDROGRAPH. METHOD 100 YEAR - 24 HOUR STORM EVENT PROJECT: JC PENNEY DEV. AREA 3 OPEN BASIN - 10 Y CONCENTRATION POINT: 1 BY: JAMES R. BAZ DATE: $ /3112007 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 0.780 UNIT TIME - MINUTES 15 LAG TIME - MINUTES 0.61 UNIT TIME - PERCENT OF LAG 2477.7 TOTAL ADJUSTED STORM RAIN - INCHES 2.17 CONSTANT LOSS RATE -in /hr n/a VARIABLE LOSS RATE (AVG) in /hr 0.2251 MINIMUM LOSS RATE (for'var. loss) - in /hr 0.113 LOW LOSS RATE - DECIMAL 0.90 C 0.00208 PERCOLATION RATE cfs 0.00 Unit Time Period Time Minutes Hours Pattern Percent - Plate E -5.9 Storm Rain in /hr Loss Rate in /hr Max Low Effective Rain in /hr Flood Hydrograph Flow cfs Required Storage cf 66 990 16.50 - 0.4 0.035 0.161 0.031 0.003 0.00 0.21 67 1005 16.75,, 0.3 0.026 0.159 0.023 0.003 0.00 0.00 68 1020 .17.00 0.3 0.026 0.156 0.023 0.003 0.00 0.00 69 1035 17.25 0.5 0.043 0.154 0.039 0.004 0.00 0.82 70 1050 17.50 0.5 0:043 0.152 0.039 0.004 0.00 ' 0.82 71 1065 17.75 0.5 0.043 0.149 0.039 0.004 0.00 0.82 72 1080 18.00 0.4 0.035 0.147 0.031 0.003 0.00 0.21 73 • 1095 18.25 0.4 0.035 0.145 0.031 0.003 0.00 0.21 74 1110 18.50 0.4 0.035 0.143 0.031 0.003 0.00 0.21 75 1125 18.75 1 0.3 0.026 0.141 0.023 0.003 0.00 0.00 76 1140 19.00 0.2 0.017 0.139 0.016 0.002 0.00 ' 0.00 77 1155 19.25 0.3 0.026 0.137 1 0.023 0.003" 0.00 0.00 78 1170 19.50 0.4 0:035 0.135 • 0.031 0.003 0.00 0.21 79 1185 19.75 0.3 0.026 0.133 0.023 0.003 0.00 0.00 80 1200 20.00 0.2 0.017 0.131 0.016 0.002 0.00 0.00 81 1215 20.25 0.3 0.026 0.130 0.023 0.003 0.00 0.00 82 1230 20.50 0.3 0.026 0.128 0.023 0.003 0.00 0.00 83 1245 20.75 - 0.3 0.026 0.126 0.023 0.003 0.00 0.00 84 1260 21.00 0.2 0.017 0.125 0.016 0.002 0.00 0.00 85 1275 21.25 0.3 0.026 0.123 0.023 0.003 0.00 0.00 86 1290 21.50 0.2 0.017 0.122 0.016 0.002 0.00 0.00 87 88 1305 1320 21.75 22.00 0.3 0.2 0.026 0.017 0.121 0.119 0.023 0.016 0.003 0.002 0.00 0.00 0.00 0.00 89 1335 22.25 0.3 0.026 0.118 0.023 0.003 0.00 0.00 90 1350 22.50 0.2 0.017 0.117 0.016 0.002 0.00 0.00 91 1365 22.75 0.2 0.017 0.116 0.016 0.002 0.00 0.00 92 1380 .23.00 0.2 0.017 0.115 0.016 0.002 0.00 0.00 93 1395 23.25 0.2 0.017 0.114 0.016 0.002 0.00 0.00 94 1410 23.50 0.2 0.017. 0.114 0.016 0.002 0.00 0.00 95 1425 23.75 0.2 0.017 0.113 0.016 0.002 0.00 0.00 96 1440. 24.00 0.2 0.017 0.113 0.016 0.002 1 0.00 0.00 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY EFFECTIVE RAIN (in) 0.28 FLOOD VOLUME (acft) 0.02 FLOOD VOLUME (tuft) 796.79 -REQUIRED STORAGE (acft) 0.01 REQUIRED STORAGE (tuft) 596.04 PEAK FLOW cfs 0.08 e... . Plate E -2.2 Page 8 of 14 PROJECT: JC PENNEY DEV. AREA 3 OPEN BASIN - lb YR . TKC JOB # 2015038216 • 1 .BASIN CHARACTERISTICS CONTOUR DEPTH INCR' TOTAL (ft) (ft) AREA INCR TOTAL (sf) (sf) VOLUME INCR TOTAL (cuft) (cuft) (acre -ft) 55 0 0 534 0 0 0.00 55.5 0.5 0.5 206 740 319 319 0.01. 56 0.5 1 180 920 415 734 0.02 56.5 0.5 1.5 240 1.160 520 1254 0.03 57 0.5 2 180 1340 625 1879 0.04 58 1 3 5101 1850 15951 34741 0.08 59 1 4 7101 2560. .22051 5679 1 0.13 PERCOLATION CALCULATIONS . PERCOLATION RATE 0.2 in /hr MAXWELL IV DRYWELLS NUMBER USED '0 RATE /DRYWELL 0 cfs TOTAL DISSIPATED TOTAL PERCOLATION RATE 0.00 cfs 0 cfs 0.00 cfs Basin Characteristics Page 9. of 14 r � L J • • TKC JOB # 2015038216 Inn YEAR - -A HO HP STOPM FVFNT TIME UNIT (min) PERIOD FLOW IN (cfs) VOLUME IN (cult) TOTAL IN BASIN (cuft) PERC ' OUT (cuft) TOTAL IN BASIN (cuft) BASIN DEPTH (ft) BALANCE IN BASIN (cuft) acre -ft 1 5 0.02 5 5 1 4 55.01 4 0.00 2 10 0.02 5 8 1 8 55.01 8 0.00 3 15 0.01 4' 12 1 11 55.02 11 0.00 4 20 0.00 0 11 1 11 55.02 11 0.00 5 25 0.00 0 11 •1 10 55.02 10 0.00 6 30 0.04 11 21 1 20 55.03 20 0.00 7 35 0.00 0 21 1 20 55.03 20 0.00 8 40 0.04 11 31 1 30 55.05 30 0.00 9 45 0.04 11 41 1 41 .55.06 41 0.00 10 50 0.00 0 41 .1 40 55.06 40 0.00 11 55 0.01 4 44 1 43 55.07 43 0.00 12 60 0.04 11 54 1 54 55.08 54 0.00 13 65 0.08 25 79 1 78 55.12 78 0.00 14 70 0.08 25 103 1 103 55.16 103 0.00 15 75 0.08 25 128 1 127. 55.20 127 0.00 16 80 0.06 18 145 1 144 55.23 144 0.00 17 85 0.13 39 184 1 183 55.29 183 0.00 18 90 0.14 43 226 1 225 55.35 225 0.01 19 95 0.11 32 257 1 256 55.40 256 0.01 20 100' 0.14 43 299 1 299 55.47 299, 0.01 21 105 0.21 64 363 1 362 55.55 362 0.01 22 110 0.19 57 419 1 418 55.62 '418 0.01 23 115 0.17 50 468 1 467 55.68 467 0.01 24 120 0.18 53 521 1 520 55.74 520 0.01 25 125 0.19 57 577 1 .576 55.81 576 0.01 26 130 0.32 96 672 1 671 55.93 671 0.02 27 135 0.41 124 796 1 795 56.06 795 0.02 28 140 0.24 71 866 1 865 56.13 865 0.02 29 145 0.63 1188 1,053 1 1,053 56.31 1,053 0.02 30 150 0.69 206 1,258 1 1,257 56.50 1,257 0.03 31 155 0.79 237 1,495 1 1,494 56.69 1,494 0.03 32 160 0.52 156 1,650 1 1,649 56.82 1,649' 0.04 33 165 0.06 18 1,668 1 1,667 56.83 1,667 0.04 34 170 0.04 11 1,678 1 1,677 56.84 1,677 0.04 35 175 0.04 11 1,688 1 1,687 56.85 1,687 0.04 36 1 180 0.01 2 1,689 1 1,689 56.85 1,689 0.04 Basin Depth Analysis Page 10 of 14 .7 • TKC JOB # 2015038216 4llfl VGAD _ R Wr)l IP CTCIRAA F \ /FNT TIME UNIT .(min) PERIOD FLOW IN (cfs) VOLUME IN (cult) TOTAL IN BASIN (cuft) PERC OUT •(cult) TOTAL IN BASIN (cuft) BASIN DEPTH (ft) BALANCE IN BASIN (cult) acre -ft "1 5 0.01 2 2 1 2 55.00 2 0.00 2 10 0.01 3 4 1 4 55.01 4 0.00 3 15 0.01 3 6 1 6 55.01 .6 0.00 4 20 0.01 3 8 1 8 55.01 8 0.00 5 25 0.01 3 10 1 10 55.02 10 0.00 6 30 0.01 3 13 1 12 55.02 12 0.00 7 35 0.01 3 15 1 14 55.02 14 0.00 8 40 0.01 3 18 1 17 55.03 17 0.00 9 45 0.01 3 20 1 19 55.03 19 0.00 10 50 0.01 3 23 1 22 55.03 22 0.00 11 55 0.01 3 25 1 24 55.04 24 0.00 12 60 0.01 4 28 1 27 55.04 27 0.00 13 65 0.01 4 31 1 30 55.05 30 0.00 14 70 0.01 4 34 1 33 55.05 33 0.00 15 75 0.01 4 37 1 36 55.06 36 0.00 16 80 0.01 4 40 1 39 55.06 39 0.00 17 85 0.01 4 43 1 42 55.07 42 0.00 18 90 0.01 4 46 1 45 55.07 45 0.00 19 95 0.01 4 48 1 48 55.07 48 0.00 20 100 0.01 4 51 1 51 55.08 51 0.00 21 105 0.01 4 54 1 54 55.08 54 0.00 22 •110 0.01 4 57 1 56 55.09 56 0.00 23 115 0.01 4 • 60 1 59 55.09 59 0.00 24 120 0.01 4 63 1 63 55.10 63 0.00 25 125 0.01 4 66 1 66 55.10 66 0.00 26 130 0.01 4 70 1 69 55.11 69 0.00 27 135 0.01 4 73 1 72 55.11 72 0.00 28 140 0.01 4 77 1 76 55.12 76 0.00 29 145 0.01 • 4 80 1 79 55.12 79 .0.00 30 150 0.01 4 83 1 83 55.13 83 0.00 31 1 155 0.01 4 87 1 86. 55.13 86 0.00 32 160 0.01 .4 90 1 89 55.14 89 0.00 33 165 0.02 5 94 1 93 55.15 93 0.00 34 170 0.02 5 98 1 97 55.15 97 0.00 35 175 0.02 5 102 1 101 55.16 101 0.00 36 180 0.02 5 105 1 105 55.16 105 0.00 37 185 0.02 5 109 1 108 55.17 108 0.00 38 190 0.02 5 114 1 113 55.18 113 0.00 39 195 0.02 5 118 1 117 55.18 117 0.00 40 200 0.02 5 122 1 1.21 55.19 121 0.00 41 205 0.01 2 124 1 123 55.19 123 0.00 42 '210 0.02 7 130 1 129 55.20 129 0.00 43 215 0.04 11 140 1 140 55.22 140 0.00 44 220 0.04 11 151 1 150 55.24 150 0.00 45 225 0.05 16 166 1 166 55.26 166 0.00 46 230 0.05 16 181 1 181 55.28 181 0.00 47 235 0.07 21 201 1 201 55.31 201 0.00 48 240 0.07 21 221 1 220 55.35 220 0.01 49 245 0.08 25 245 1 245 55.38 245 0.01 50 250 0.10 30 274 1 274 55.43 274 0.01 51 255 0.11 34 308 1 307 55.48 307 0.01 52 260 0.13 39 346 1 345 55.53 345 0.01 53 265 1 0.141 43 389 1 388 55.58 388 0.01 54 270 0.141 43 432 1 431 55.64 1 431 0.01 55 275 0.161 48 479 1 478 1 55.69 1 478 0.01 Basin Depth Analysis Page 11 of 14 • • • TKC JOB # 2015038216 100 YEAR -. 6 HOUR STORM EVENT TIME- UNIT (min) PERIOD FLOW IN (cfs) VOLUME IN (cuft) TOTAL IN BASIN (cuft) PERC OUT (cuft) 'TOTAL IN BASIN (cuft) BASIN DEPTH (ft) BALANCE IN BASIN (cult) acre -ft) 56 280 0.18 53 531 1 530. 55.75 530 0.01 57 285 0.19 57 587. 1 586 55.82 586 0.01 58 290 0.19 57 643 1 643 55.89 643 0.01 59 295 0.21 62 704 1 704 55.96 704 0.02 60 300 0.22 66 770. 1 769 56.03 769 0.02 61 305 0.30 89 859 1 858 56.12 858 0.02 62 310 0.37 112 970 1 969 56.23 969 0.02 63 315 0.42 126 1,095 1 1,094 56.35 1,094 0.03 64 320 0.47 140. 1,234 1 1,233 56.48 1,233 0.03 65 325 0.54 162 1,395 1 1,395 56:61 1,395 0.03 66 330 0.68 204 1,598 1 1,598 56.78 1;598 0.04' 67 335 0.11 34 1,632 1 1,631 56.80 1,631 0.04 68 340 0.01 4 1,635 1 1,635 56.80 1,635 0.04 69 345 0.01 3 1,637 1 1,637 56.81 1,637 0.04 70 350 0.01 2 1,639 1 1,638 56.81 1,638 0.04 71 355 0.00 1 1,639 1 1,639 56.81 1,639 0.04 72 360 0.00 1 1,640 1 1,639 56.81 1,639 0.04 Basin Depth Analysis Page 12 of 14 • • • TKC JOB # 2.015E +09 100 YEAR - 24'HOUR STORM EVENT TIME UNIT (min) PERIOD FLOW IN cfs VOLUME IN cult TOTAL IN BASIN cult PERC OUT cult TOTAL IN BASIN cult) BASIN DEPTH ft BALANCE IN BASIN cult acre -ft 1 15 0.00 1 1 2 - 55.00 - 0.00 2 30 .0.00 2 2 2 - 55.00 - 0.00 3 45 0.00 2 2 2 - 55.00 - 0.00 4 60 0.00 2 2 2 0 55.00 0 0.00 5 75 0.00 2 2 2 - 55.00 - 0.00 6 90 0.00 2 2 2 - 55.00 - 0.00 7 105 0.00 2 2 2 - 55.00 - 0.00 8 120 0.00 2 2 2 0 55.00 0 0.00 9 135 0.00 2 3 2 0 55.00 0 0.00 10 150 0.00 2 3 2 1 55.00 1 0.00 11 165 0.00 3 4 2 1 55.00 1 0.00 12 180 0.00 3 5 2 2 55.00 2 0.00 13 195 0.00 3 5 2 3 55.00 3 0.00 14 210 0.00 3 6 2 4 55.01 4 0.00 15 225 0.00 3 7 2 5 55.01 5 0.00 16 240 0.00 4 8 2 6 55.01 6 0.00 17 255 0.00 4 10 2 8 55.01 8 0.00 18 270 0.00 4 12 2 10 55.02 10 0.00 19 285 0.00 4 14 2 12 55.02 12 0.00 20 300 0.01 5 17 2 14 55.02 14 0.00 21 315 0.00 4 18 2 16 55.02 16 0.00 22 330 0.00 4 20 2 18 55.03 18 0.00 23 345 0.01 5 23 2 20 55.03 20 0.00 24 360 0.01 5 25 2 23 55.04 23 0.00 25 375 0.01 5 29 2 26 55.04 26 0.00 26 390 0.01 5 32 2 30 55.05 30 0.00 27 405 0.01 6 36 2 33 55.05 33 0.00 28 420 0.01 6 40 2 37 55.06 37 0.00 29 435 0.01 6 43 2 41 55.06 41 0.00 30 450 0.01 7 48 2 46 55.07 46 0.00 31 465 0.01 7 53 2 51 55.08 51 0.00 32 480 0.01 8 59 2 56 55.09 56 0.00 33 495 0.01 9 66 2 63 55.10 63 0.00 34 510 0.01 9 73 2 70 55.11 70 0.00 35 525 0.01 10 80 2 78 55.12 78 0.00 36 540 0.01 10 88 2 86 55.13 86 .0.00 37 555 0.01 12 98 2 95 55.15 95 0.00 38 570 0.01 12 108 2 105 55.17 105 0.00 39 585 0.01 13 118 2 116 55.18 116 0.00 40 600 0.01 13 129 2 127 55.20 127 0.00 41 615 0.01 9 136 2 134 55.21 134 0.00 42 630 0.01 9 143 .2 141 55.22 141 0.00 43 645 0.01 12 153 2 151 55.24 151 0.00 44 660 0.01 12 163 2 161 55.25 161 0.00 45 675 0.01 12 172 2 170 55.27 170 0.00 46 690 0.01 12 182 2 180 55.28 180 0.00 47 705 0.01 10 190 2 188 55.29 188 0.00 48 720 0.01 11 199 2 196 55.31 196 0.00 49 735 0.01 6 202 2 200 55.31 200 0.00 50 750 0.02 14 214 2 211 55.33 211 0.00 51 765 0.03 28 240 2 237 55.37 237 0.01 52 780 0.04 36 274 2 271 55.43 271 0.01 53 795 0.08 69 341 2 338 55.52 338 0.01 54 810 0.08 71 409 2 407 55.61 407 0.01 55 825 0.01 6 413 2 411 55.61 411 0.01 56 840 0.01 8 419 2 417 55.62 417 0.01 57 855 0.041 35 452 21 449 1 55.66 449 1 0.01 58 870 0.03 30 480 2 478 55.69 478 0.01 Basin Depth Analysis Page 13 of 14 1 1 I C J • 1 TKC JOB # 2.015E +09 100 YEAR - 24 HOUR STORM EVENT TIME UNIT (min) PERIOD FLOW IN cfs VOLUME IN cult) TOTAL IN BASIN cult PERC OUT cult TOTAL IN BASIN cult BASIN DEPTH ft BALANCE IN BASIN cult acre -ft 59 885 0.04 32 510 2 508 55.73 508 0.01 60 900 0.03 28 536 2 534 55.76 534 0.01 61 915 0.03 24 558 2 556 55.79 556 0.01 62 930 0.02 20 576 2 573 55.81 573 0.01 63 945 0.01 12 585 2 583 55.82 583 0.01 64 960 0.01 12 594 2 592 55.83 592 0.01 65 975 0.00 2 595 2 592 55.83 592 0.01 66 990 0.00 2 595 2 593 55.83 593 0.01 67 1005 0.00 2 594 2 592 55.83 592 0.01 • 68 1020 0.00 2 594 2 592 55.83 592 0.01 69 1035 .0.00 3 595 2 593 55.83 593 0.01 70 1050 0.00 3 596, 2 593 55.83 593 0.01 71 1065 0.00 3 596 2 594 55.83 594 0.01 72 1080 0.00 2 597 2 594 55.83 594 0.01 73 1095 0.00 2 597 2 .595 55.83 595 0.01 74 1110 0.00 2 597 2 595 55.83 595 0.01 75 1125 0.00 2 597 2 594 55.83 594 0.01 76 1140 0.00 1 596 2 593 55.83 593 0.01 77 1155 0:00 2 595 2 593 55.83 593 0.01 78 1170 0.00 2 595 2 593 55.83 593 0.01 79 1185 0.00 2 595 2 593 55.83 593 0.01 80 1200 0.00 1 594 2 592 55.83 592 0.01 81 1215 0.00 2 594 2 591 55.83 591 0.01 82 1230 0.00 2 593 2 591 55.83 591 0.01 83 1245 0.00 2 593 2 591 55.83 591 0.01 84 1260 0.00 1 592 2 590 "55.83 590 .0.01 85 1275 0.00 2 591 2 589 55.83 589 0.01 86 1290 0.00 1 590 2 588 55.82 588 0.01 87 1305 0.00 2 590 2 588 55.82 588 0.01 88 1320 0.00 1 589 2 587 55.82 587 0.01 89 1335 0.00 2 589 2 586 55.82 586 0.01 90 1350 0.00 1 588 2 585 55.82 585 0.01 91 1365 0.00 1 587 2 584 55.82 584 0.01 92 1380 0.00 1 586 2 583 55.82 583 0.01 93 1395 0.00 1 585 2 582 55.82 582 0.01 94 1410 0.00 1 584 21 581 55.82 581 0.01 95 1425 0.001 1 583 21 580 55.82 1 580 0.01 96 1440 0.001 1 1 582 1 21 579 1 55.81 1 579 0.01 Basin Depth Analysis Page 14 of 14 • C A B C D 1 RCFCD SYNTHETIC UNIT HYDROGRAPH 2 DATA INPUT SHEET 3 4 WORKSHEET PREPARED BY: JAMES" R. BAZUA, P.E. 5 6 PROJECT NAME JC PENNEY BASIN DEV. AREA 4 - 10 YR _ 7 TKC JOB.# 2015038216 8 9 CONCENTRATI.ON POINT DESIGNATION 1 10 AREA DESIGNATION ON -SITE 11 12 TRIBUTARY AREAS ACRES 13 14 COMMERCIAL 6.2 15 PAVING /HARDSCAPE 16 SF -1 ACRE 17 SF - 1/2 ACRE 18 SF - 1/4 ACRE 19 MF - CONDOMINIUMS 20 MF- APARTMENTS 21 MOBILE HOME PARK 22 LANDSCAPING 23 RETENTION BASIN 24 GOLF COURSE 25 MOUNTAINOUS 26 LOW LOSS RATE (PERCENT) 90% 27 28 LENGTH OF WATERCOURSE (L) 770 29 LENGTH TO POINT OPPOSITE CENTROID (Lca) 350 30 31 1 ELEVATION OF HEADWATER 66.5 32 ELEVATION OF CONCENTRATION POINT 63 33 1 34 AVERAGE MANNINGS'N' VALUE 0:02 35 36 STORM FREQUENCY (YEAR) 10: 37 • 38 POINT RAIN 39 3 -HOUR 1.26 40 6 -HOUR 1.63 41 24 -HOUR 2.17 42 43 BASIN CHARACTERISTICS: ELEVATION AREA 44 47.9 2438 45 48.89 2438 46 48.9 9751 47 50.9 9751 48 51.9 9751 49 52.91 9751 50 53.91 9751 51 1 52 -PERCOLATION RATE (in /hr) 0.2 53 54 DRYWELL DATA 55 NUMBER USED 56 PERCOLATION RATE (cfs • • • RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD PROJECT: BASIC DATA CALCULATION FORM TKC JOB # SHORTCUT METHOD BY JC PENNEY BASIN D'EV. AREA 4 - 10 YR 2015038216 :S R. BAZUA, P.E. DATE 8/31/2007 DURATION 3 -HOUR PHYSICAL DATA 24 -HOUR EFFECTIVE RAIN (in) 0.84 1 CONCENTRATION POINT 0.57 FLOOD VOLUME (cu -ft) (acre -ft) 18,975 0.44 1 12,931 0.30 [21 AREA DESIGNATION 18,696 0.43 18,383 0.42 11,855 0.27 ON -SITE ' 6.82 [31 AREA - ACRES 1.08 MAXIMUM WSEL (ft) 50.56 6.200 '49.86 4 L -FEET 770 5 L -MILES 0.146 6 La -FEET 350.00 171 La -MILES 0.066 f8l ELEVATION OF HEADWATER 66.5 9 ELEVATION OF CONCENTRATION POINT 63 10 H -FEET 3.5 11 S- FEET /MILE 24.0 [121 S ^0.5 4.90 ' 13 L'LCA/S ^0.5 0.002 [141 AVERAGE MANNINGS'N' 0.02 [151 LAG TIME -HOURS 0.05 1161 LAG TIME - MINUTES 2.7 [171100% OF LAG- MINUTES 2.7. [181200% OF LAG - MINUTES 5.4 [191 UNIT TIME - MINUTES 100 % - 200% OF LAG 5 [24] TOTAL PERCOLATION RATE (cfs) 0.01 RAINFALL DATA [1] SOURCE [2] FREQUENCY -YEARS 10 [3] DURATION: 3 -HOURS 6 -HOURS 24 -HOURS [4] POINT RAIN INCHES* Plate E -5.2 151 AREA [6] [71 AVERAGE POINT RAIN INCHES [8] POINT RAIN INCHES Plate E -5.4 [9] AREA [10] 1111 AVERAGE POINT RAIN INCHES [12] POINT RAIN INCHES Plate E -5.6 [13] AREA [14] [15] AVERAGE POINT RAIN INCHES 1.26 _ 6.200 1.00 1.26 1.63 6.2001 1.00 1.63 2.17 6.200 1.00 2.17 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 SUM [5] 6.2 SUM [7] [16] AREA ADJ FACTOR [17] ADJ AVG POINT RAIN 1.26 SUM [9] 6.20 SUM [11] 1.63 SUM [13] 1 6.20 SUM [15] 2.17 1.000 1.000 1.000 1.26 1.631 2.17 STORM EVENT SUMMARY DURATION 3 -HOUR 6 -HOUR 24 -HOUR EFFECTIVE RAIN (in) 0.84 0.83 0.57 FLOOD VOLUME (cu -ft) (acre -ft) 18,975 0.44 18,782 0.43 12,931 0.30 REQUIRED STORAGE (cu -ft) (acre -ft) 18,696 0.43 18,383 0.42 11,855 0.27 PEAK FLOW (cfs) 6.82 5.92 1.08 MAXIMUM WSEL (ft) 50.56 50.53 '49.86 Plate E -2.1 Page 2 of 14 RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD PROJECT JC PENNEY BASIN DEV. AREA 4 - 10 YR CONCENTRATION POINT: 1 BY MES R. BAZUA, P.E. DATE 8/31/2007 DJUSTED LOSS RATE SOIL GROUP [Plate C -1] LAND USE RI NUMBER Plate E -6.1 PERVIOUS AREA INFILTRATION RATE (in /hr) Plate E -6.2 DECIMAL PERCENT OF AREA IMPERVIOUS [Plate E -6.3 ADJUSTED INFILTRATION RATE (in /hr) AREA AVERAGE ADJUSTED INFILTRATION RATE (in /hr) A COMMERCIAL 32 0.74 90% 0.14 6.20 1:000 0.1406 A PAVING /HARDSCAPE 32 0.74 100% 0.07 0.00 0.000 0.0000. A SF - 1 ACRE. 32 0.74 20% 0.61 0.00 0.000 0.0000 A SF - 1/2 ACRE 32 0.74 40% 0.47 0.00 0.000 0.0000 A SF - 1/4 ACRE 32 0.74 50% 0.41 0.00 0.000 0.0000 A MF - CONDOMINIUMS 32 0.74 65% 0.31 0.00 0.000 0.0000 A MF - APARTMENTS 32 0.74 80% 0.21 0.00 0.000 0.0000 A MOBILE HOME PARKS 32 0.74 75% 0.24 0.00. 0.000 0.0000 A LANDSCAPING 32 0.74 0% 0.74 0.00 0.000 0.0000 A RETENTION BASINS 32 0.74 0% 0.74 0.00 0.000 0.0000 . A GOLF COURSE 32 0.74 0% 0.74 0.00 0.000 0.0000 D MOUNTAINOUS 93 0.95 90% 0.18 0.00. 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000-- 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000. 0.00 0.000 0.0000 0.00 0.000. 0.0000 SUM 6.2 SUMI 0.1406 VARIABLE LOSS RATE CURVE (24 -HOUR STORM ONLY) Fm= 0.0703 C= 0.00130 Ft= C(24- (T /60)) ^1.55 = 0.00130 (24- (T /60)) ^1.55 + 0.07 in/hr LOW LOSS RATE (80 -90 PERCENT) = 90% Where: T =Time in minutes. To get an average value for each unit time period, Use T =1/2 the unit time for the first time period, T =1 1/2 unit time for the second period, etc. Plate E 72.1 Page 3 of 14 • • C: RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 10 YEAR - 3 HOUR STORM EVENT PROJECT: JC PENNEY BASIN DEV. AREA 4 - 10 YR CONCENTRATION POINT: 1 BY: IES.R. BAZUA, DATE 8/31/2007 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 6.20 UNIT TIME- MINUTES - 5 LAG TIME - MINUTES 2.70 UNIT TIME - PERCENT OF LAG 185.1 TOTAL ADJUSTED STORM RAIN- INCHES 1.26 CONSTANT LOSS RATE -in /hr 0.14 LOW LOSS RATE - PERCENT 90% TOTAL PERCOLATION RATE (cfs) 0.01 cfs Unit Time Period Time Minutes Hours Pattern Percent Plate E -5.9 Storm Rain in /hr Loss Rate in /hr Max Low Effective Rain in /hr Flood Hydrograph Flow cfs Required Storage cf 1 5 0.08 1.3 0.197 0.14 0.18 0.06 . 0.35 100.70 2 10 0.17 1.3 0.197 0.14 0.18 0.06 0.35 100.70 3 15 0.25 1.1 0.166 0.14 0.15 0.03 0.16 44.45 4 20 0.33 1.5 0.227 0.14 0.20 0.09 0.53 156.95 5 25 0.42 1.5 0.227 0.14 0.20 0.09 -0.53 156.95 " 6 30 0.50 1.8 0.272 0.14 0.24 0.13 0.82 241.32 7 35 0.58 1.5 0.227 0.14 0.20 0.09 0.53 156.95 8 40 0.67 1.8 0.272 0.14 0.24 0.13 0.82 241.32 9 45 0.75 1.8 0.272 0.14 0.24 0.13 0.82 241.32 10 50 0.83 1.5 0.227 0.14 0.20 0.09 0.53 156.95 11 55 0.92 1.6 0.242 0.14 0.22 0.10 0.63 185.07 12 60 1.00 1.8 0.272 0.14 0.24 0.13 0.82 241.32 13 65 1.08 2.2 0.333 0.14 0.30 0.19 1.19 353.81 14 70 1.17 2.2' 0.333 '0.14 0.30 0.19 1.19 353.81 15 75 1.25 2.2 0.333 0.14 0.30 0.19 1.19 353.81 16 80 1.33 2.0 0.302 0.14 0.27 0.16 1.00 297.56 17 85 1.42 2.6 0.393 0.14 0.35 0.25 1.57 466.30 18 90 1.50 2.7 0.408 0.14 0.37 0.27 1.66 494.42 19 95 1.58 2.4 0.363 0.14 0.33 0.22 1.38 410.05 20 100 1.67 2.7 0.408 0.14 0.37 0.27 1.66 494.42 21 105 1.75 3.3 0.499 0.14 0.45 0.36 2.22 663.16 22 110 1.83 3.1 0.469 0.14 0:42 0.33 2.03 .606.92 23 115 1.92 2.9 0.438 0.14 0.39 0.30 1.85 550.67 24 120 2.00 3.0 0.454 0.14 - 0.41 0.31 1.94 578.79 25 125 2.08 3.1 0.469 0.14 0.42 0.33 2.03 606.92 26 130 2.17 4.2 0.635 0.14. 0.57 0.49 3.07 916.27 27 135 2.25 5.0 0.756 0.14 0.68 0.62 3.82 1141.26 28 140 2.33 3.5 0.529 0.14 0.48 0.39 2.41 719.41 29 145 2.42 6.8 1.028 0.14 "0.93 0.89 5.50 1647.48 30 150 2.50 7.3 1.104 0.14 0.99 0.96 5.97 1788.09 31 155 2.58 8.2 1.240 0.14 1.12 1.10 6.82 2041.20 32 160 2.67 5.9 0.892 0.14 0.80 0.75 4.66 1394.37 33 165 2.75 2.0 0.302 0.14 0.27 0.16 1.00 297.56 34 170 2.83 1.8 0.272 0.14 0.24 0.13 0.82 241.32 35 175 2.92 ' 1.8 0.272 0.14 0.24 0.13 0.82 241.32 36 180 3.00 0.6 0.091 0.14, 0.08 0.01 .0.06 13.49 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY EFFECTIVE RAIN (in) 0.84 FLOOD VOLUME (acft) 0.44 FLOOD VOLUME (cult) 18975.17 REQUIRED STORAGE (acft) 0.43 REQUIRED STORAGE (cult) 18696.37 PEAK FLOW RATE (cfs) 6.82 Plate E -2.2 Page 4 of 14 lI 1I u C7 RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 10 YEAR - 6 HOUR STORM EVENT PROJECT: JC PENNEY BASIN DEV. AREA 4 - 10 YR CONCENTRATION POINT: 1 BY: JAMES R. BAZ DATE: 8/31/2007 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 6.20 UNIT TIME - MINUTES 5 LAG TIME - MINUTES 2.70 UNIT TIME - PERCENT OF LAG 185.1 TOTAL ADJUSTED STORM RAIN- INCHES 1.63 CONSTANT LOSS RATE -in /hr 0.141 LOW LOSS RATE - PERCENT 90% TOTAL PERCOLATION RATE (cfs) 0.01 cfs Unit Time Period Time Minutes Hours Pattern Percent Plate E -5.9 Storm Rain in /hr Loss Rate in /hr Max Low Effective Rain in /hr Flood Hydrograph Flow cfs Required Storage cf 1 5 0.08 0.5 0.098 0.14 0.09 0.01 0.06 14.80 2 10 0.17 0.6 0.117 0.14 0.11 0.01 0.07 18.44 3 15 0.25 0.6 0.117 0.14 0.11 0.01 0.07 18.44 4 20 0.33 0.6 0.117 0.14 0.11 0.01 0.07 18.44 5 25 0.42 0.6 0.117 0.14 0.11 0.01 0.07 18.44 6 30 0.50 0.7 0.137 0.14 0.12 0.01 0.08 22.08 7 35 0.58 0.7 0.137 0.14 0.12 0.01 0.08 22.08 8 40 0.67 0.7 0.137 0.14 0.12 0.01 0.08 22.08 9 45 0.75 0.7 0.137 0.14 0.12 0.01 0.08 22.08 10 50 0.83 0.7 0.137 0.14 0.12 0.01 0.08 22.08 11 55 0.92 0.7 0.137 0.14 0.12 0.01 0.08 22.08 12 60 1.00 0.8 0.156 0.14 0.14 0.02 0.10 26.15 13 65 1.08 0.8 0.156 0.14 0.14 0.02 0.10 26.15 14 70 1.17 0.8 0.156 0.14 0.14 0.02 0.10 26.15 15 75 1.25 0.8 0.156 0.14 0.14 0.02 0.10 26.15 16 80 1.33 0.8 0.156 0.14 0.14 0.02 0.10 26.15 17 85 1.42 0.8 0.156 0.14 0.14 0.02 0.10 26.15 18 90 1.50 0.8 0.156 0.14 0.14 0.02 0.10 26.15 19 95 1.58 0.8 0.156 0.14 0.14 0.02 0.10 26.15 20 100 1.67 0.8 0.156 0.14 0.14 0.02 0.10 26.15 21 105 1.75 0.8 0.156 0.14 0.14 0.02 0.10 26.15 22 110 1.83 0.8 0.156 0.14 0.14 0.02 0.10 26.15 23 115 1.92 0.8 0.156 0.14 0.14 0.02 0.10 26.15 24 120 2.00 0.9 0.176 0.14 0.16 0.04 0.22 62.53 25 125 2.08 0.8 0.156 0.14 0.14 0.02 0.10 26.15 26 130 2.17 0.9 0.176 0.14 0.16 0.04 0.22 62.53 27 135 2.25 0.9 0.176 0.14 0.16 0.04 0.22 .62.53 28 140 2.33 0.9 0.176 0.14 0.16 0.04 0.22 62.53 29 145 2.42 0.9 0.176 0.14 0.16 0.04 0.22 62.53 30 150 2.50 0.9 0.176 0.14 0.16 0.04 0.22 62.53 31 155 2.58 0.9 0.176 0.14 0.16 0.04 0.22 62.53 32 160 2.67 0.9 0.176 0.14 0.16 0.04 0.22 62.53 33 165 2.75 1.0 0.196 0.14 0.18 0.06 0.34 98.91 34 170 2.83 1.0 0.196 0.14 0.18 0.06 0.34 98.91 35 175 2.92 1.0 0.196 0.14 0.18 0.06 0.34 98.91 36 180 3.00 1.0 0.196 0.14 0.18 0.06 0.34 98.91 37 185 3.08 1.0 0.196 0.14 0.18 0.06 0.34 98.91 38 190 3.17 1.1 0.215 0.14 0.19 0.07 0.46 135.30 39 195 3.25 1.1 0.215 0.14 0.19 0.07 0.46 135.30 40 200 3.33 1.1 0.215 0.14 0.19 0.07 0.46 135.30 41 205 3.42 1.2 0.235 0.14 0.21 0.09 0.58 171.68 42 210 3.50 1.3 0.254 0.14 0.23 0.11 0.70 208.06 43 215 3.58 1.4 0.274 0.14 0.25 0.13 0.83 244.44 44 220 3.67 1.4 0.274 0.14 0.25 0.13 0.83 244.44 45 225 3.75 1.5 0.293 0.14 0.26 0.15 0.95 280.82 46 230 3.83 1.5 0.293 0.14 0.26 0.15 0.95 280.82 47 235 3.92 1.6 0.313 0.14 0.28 0.17 1.07 317.20 48 240 4.00 1.6 0.313 0.14 0.28 0.17 1.07 317.20 49 245 4.08 1.7 0.333 0.14 0.30 0.19 1.19 353.59 50 250 4.17 1.8 0.352 0.14 0.32 0.21 1.31 389.97 51 255 4.25 1.9 0.372 0.14 0.33 0.23 1.43 426.35 52 260 4.33 2.0 0.391 0.14 0.35 0.25 1.55 462.73 53 265 4.42 2.1 0.411 0.14 0.37 0.27 1.67 499.11 54 270 4.50 2.1 0.411 0.14 0.37 0.27 1.67 499.11 55 275 4.58 2.2 0.430 0.14 0.39 0.29 1.80 535.49 56 280 4.67 2.3 0.450 0.14 0.40 0.31 1.92 571.87 Plate E -2.2 Page 5 of 14 • • RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 10 YEAR - 6 HOUR STORM EVENT 0.83 PROJECT: JC PENNEY BASIN DEV. AREA 4 - 10 YR CONCENTRATION POINT: 1 BY: JAMES R. BAZ DATE: 8/31/2007 0.43 FLOOD VOLUME (cuft) EFFECTIVE RAIN CALCULATION FORM 0.42 REQUIRED STORAGE (cult) 18382.71 DRAINAGE AREA -ACRES UNIT TIME - MINUTES LAG TIME - MINUTES UNIT TIME - PERCENT OF LAG TOTAL ADJUSTED STORM RAIN - INCHES CONSTANT LOSS RATE -in /hr LOW LOSS RATE'- PERCENT 6.20 5 2.70 185.1 1.63 0.141 90% TOTAL PERCOLATION RATE (cfs) 0.01 cfs Unit Time Period Time Minutes Hours' Pattern Percent Plate E -5.9 Storm Rain in /hr Loss Rate in /hr Max Low Effective Rain in /hr Flood Hydrograph Flow cfs Required Storage cf 57 285 4.75 2.4 .0.469 0.14 0.42 0.33 2.04 608:26 58 290 4.83 2.4 0.469 0.14 0.42 0.33 2.04 608.26 59 1 295 4.92 2.5 0.489 0.14 0.44 0.35 2.16 644.64 60 300 5.00 2.6 0.509 0.14 0.46 ' 0.37 2.28 681.02 61 305 5.08 3.1 0.606 0.14 0.55 0.47 2.89 862.93 62 310 5.17 3.6 0.704 0.14 0.63 0.56 3.49 1044.84 63 315 5.25• 3.9. 0.763 0.14 0.69 0.62 3.86 1153.98 64 320 5.33 4.2 0.822 0.14 0.74 0.68 4.22 1263.13 65 325 5.42 4.7 0.919 0.14 0.83 0.78 4.83 1445.03 66 330 5.50 5.6 1.095 0.14 0.99 0.95 5.92 1772.47 67 335 5.58 1.9 0.372 0.14 0.33 0.23 1.43 426.35 68 340 5.67 0.9 0.176 0.14 0.16 0.04 0.22 62.53 69 345 5.75 0.6 0.117 0.14 0.11 0.01 0.07 1.8.44 70 350 5.83 0.5 0.098 0.14 0.09 0.01 0.06 14.80 71 355 5.92 0.3 0.059 0.14 0.05 0.01 0.04 7.53 72 360 6.00 0.2 0.039 0.14 0.04 0.00 0.02 3.89 EFFECTIVE RAIN &FLOOD VOLUMES SUMMARY EFFECTIVE RAIN (in) 0.83 FLOOD VOLUME (acft) 0.43 FLOOD VOLUME (cuft) 18781.80 REQUIRED STORAGE (acft) 0.42 REQUIRED STORAGE (cult) 18382.71 PEAK FLOW RATE (cfs) 5.92 Plate E -2.2 Page 6 of 14 • • • RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 10 YEAR - 24 HOUR STORM EVENT PROJECT: JC PENNEY BASIN DEV. AREA 4 - 10 YR CONCENTRATION POINT: 1 BY: JAMES R. BA2 DATE: 8/314007 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 6.200 UNIT TIME - MINUTES 15 LAG TIME - MINUTES 2.70 UNIT TIME - PERCENT OF LAG 555.3 TOTAL ADJUSTED STORM RAIN - INCHES 2.17 CONSTANT LOSS RATE -in/hr. n/a VARIABLE LOSS RATE (AVG) in /hr 0.1406 MINIMUM LOSS RATE (for'var. loss) - in /hr 0.070 LOW LOSS RATE - DECIMAL 0.90 C 0.00130 PERCOLATION RATE cfs - 0.01' Unit Time Period Time Minutes Hours Pattern Percent Plate E -5.9 Storm Rain in /hr Loss Rate in /hr Max Low ' Effective Rain in /hr Flood Hydrograph Flow cfs Required Storage cf 1 15 0.25 0.2 0.017 0.248 0.016 0.002 0.01 0.00 2 30 0.50 0.3 0.026 0.245 0.023 0.003 0.02 4.37 3 45 0.75 0.3 0.026 0.243 0.023 0.003 0.02 4.37 4 60 1.00 0.4 0.035 0.240 0.031 0.003 0.02 9.22 5 75 1.25 0.3 0.026 0.237 0.023 0.003 0.02 4.37 6 90 1.50 0.3 0.026 0.234 0.023 0.003 0.02 4.37 7 105. 1.75 0.3 0.026 0.231 0.023 0.003 0.02 4.37 8 120 2.00 '0.4 0.035 0.228 0.031 0.003 0.02 9.22 9 135 2.25 0.4 - 0.035 0.226 0.031 0.003 0.02 9.22 10 150 2.50 0.4 0.035 0.223 0.031 0.003 0.02 9.22 11 165 2.75 0.5 0.043 0.220 0.039 0.004 0.03 14.06 12 180 3.00 0.5 0.043 0.218 0.039 0.004 0.03 14.06 13 195 3.25 0.5 0.043 0.215 0.039 0.004 0.03 14.06 14 210. 3.50 0.5 0.043 0.212 0.039 0.004 0.03 14.06 15 225 3.75 0.5 0.043 0.210 0.039 0.004 0.03 14.06 16 240 4.00 0.6 0..052 0.207 0.047 0.005 0.03 18.90 17 255 4.25 0.6 0.052 0.204 0.047 0.005 0.03 18.90 18 270 4.50 0.7 0.061 0.202 0.055 0.006 0.04 23.75 19 285 4.75 0.7 0.061 0.199 0.055 0.006 0.04 23.75 20 300 5.00 0.8 0.069 0.196 0.062 0.007 0.04 28.59 21 315 5.25 0.6 0.052 0.194 0.047 0.005 0.03 18.90 22 330 ' 5.50 0.7 0.061 0.191 0.055 0.006 0.04 23.75 23 345 5.75 0.8 0.069 0.189 0.062 0.007 0.04 28.59 24. 360 6.00 0.8 0.069 0.186 0.062 0.007 0.04 28.59 25 375 6.25 0.9 0.078 0.184 0.070 0.008 0.05 33.43 26 390 6.50 0.9 0.078 0.181 0.070 0.008 0.05 3143 27 405 6.75 1.0 0.087 0.179 0.078 0.009 0.05 38.28 28 420 7.00 1.0 0.087 0.177 0.078 0.009 0.05 38.28 29 435 7.25 1.0 0.087 0.174 0.078 0.009 0.05 38.28 30 450 7.50 1.1 0.095 0.172 0.086 0.010 0.06 43.12 31 465 7.75 1.2 0.104 0.170 0.094 0.010 0.06 47.96 32 480 8.00 1.3 0.113 0.167 0.102 0.011 0.07 52.81 33 495 8.25 1.5 0.130 0.165 0.117 0.013 0.08 62.49 34 510 8.50 1.5 0.130 0.163 0.117 0.013 0.08 62.49 35 525 8.75 1.6 0.139 0.160 0.125 0.014 0.09 67.34 36' 540 9.00 1.7 0.148 0.158 0.133 0.015 0.09 72.18 37 555 9.25 1.9 0.165 0.156 0.148 0.009 0.06 40.84 38 570 9.50 2.0 0.174 0.154 0.156 0.020 0.12 101.64 39 585 9.75 2.1 0.182 0.151 0.164 0.031 0.19 162.33 40 600 10.00 2.2 0.191 0.149 0.172 0.042 0.26 222.90 41 615 10.25 1.5 0.130 0.147 0.117 0.013 0.08 62.49 42 630 •10.50 1.5 0.130 0.145 ' 0.117 0.013 0.08 62.49 43 645 10.75 2.0 0.174 0.143 0.156 0.031 0.19 161.73 44 660 11.00 2.0 0.174 0.141 0.156 0.033 0.20 173.38 45 675 11.25 1.9 0.165 0.139, 0.148 0.026. 0.16 136.49 46 690 11.50 1.9 0.165 0.137 0.148 0.028 0.18 1 147.90 47 705 11.75 1.7' 0.148 0.135 0.133 0.013 0.08 62.33 48 720 12.00 1.8 0.156 0.133 0.141 0.024 0.15 121.93 49 735 12.25 2.5 0.217 0.131 0.195 0.086 0.54 472.01 50 750 12.50 2.6 0.226 0.129 0.203 0.097 0.60 531.36 51 765 12.75 2.8 0.243 0.127 - 0.219 0.116 0.72 639.01 52 780 13.00 2.9 0.252 0.125 0.227 0.127 0.79 698.10 53 795 13.25 3.4 0.295 0.123 0.266 0.172 1 1.07 950.80 54 810 13.50 3.4 0.295 0.421 0.266 0.174 1.08 961.19 55 825 13.75 2.3' 0.200 0.119 0.180 0.080 0.50 438.68 56 840 14.00 2.3 0.200 0.117 0.180 0.082 0.51 448.80 57 855 14.25 2.7 0.234 0.116 0.211 0.119 0.74 652.52 58 870 14:50 2.6 0.226 0.114 0.203 0.112 0.69 613.94 59 885 14.75 2.6 0.226 1 0.112 0.203 0.114 0.70 623.65 60 900 15.00 2.5 0.217 L 0.110 0.195 0.107 0.66 584.78 Plate E -2.2 Page 7 of 14 1/ 1I u • RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 10 YEAR - 24 HOUR STORM EVENT PROJECT: JC PENNEY BASIN DEV. AREA 4 - JO YR CONCENTRATION POINT: 1 BY: JAMES R. BA2 DATE: 8/31/2007 ' • EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 6.200 UNIT TIME- MINUTES 15 LAG TIME - MINUTES 2.70 UNIT TIME - PERCENT OF LAG 555.3 TOTAL ADJUSTED STORM RAIN - INCHES 2.17 CONSTANT LOSS RATE -in /hr n/a VARIABLE LOSS RATE (AVG) in /hr ' 0.1406 MINIMUM LOSS RATE (for var: loss) - in /hr 0.070 LOW LOSS RATE - DECIMAL 0.90 C 0.00130 PERCOLATION RATE cfs 0.01 Unit Time Period Time Minutes Hours Pattern Percent Plate E -5.9 Storm Rain in /hr Loss Rate in /hr Max Low Effective Rain in /hr Flood Hydrograph Flow cfs Required Storage cf 61 915 15.25 2.4 0.208 0.109 0.187 0.100 0.62 545.77 62 930 15.50 2.3 0.200 0.107 0.180 0.093 0.57 506.62 63 945 15.75 1.9 0.165 0.105 0.148 0.060 0.37 322.02 64 .960 16.00 1.9 0.165 0.104 0.148 0.061 0.38 331.00 65 975 16.25 0.4 0.035 0.102 0.031 0.003 0.02 9.22 66 990 16.50 0.4 0.035 0.101 0.031 0.003 0.02 9.22 67. 1005 16.75 0.3 0.026 0.099 0.023 0.003 0.02 4.37 68 1020 17.00 0.3 0.026 0.098 0.023 0.003 0.02 4.37 69 1035 17.25 0.5 0.043 0.096 0.039 0.004 0.03 14.06 70 1050 17.50 0.5 0.043 0.095 0.039 0.004 0.03 14.06 71 1065 17.75 0.5 0.043 0.093 0.039 0.004 0.03 14.06 72 1080 18.00 0:4 0.035 0.092 0.031 0.003 0.02 9.22 73 1095 18.25 0.4 0.035 0.091 0.031 0.003 0.02 9.22 74 1110 18.50 0.4 0.035 0.089 0.031 0.003 0.02 9.22 .75 1125 18.75 0.3 0.026 0.088 0.023 0.003 0.02 4.37 76 1140 19.00 0.2 0.017 0.087 0.016 0.002 0.01 0.00 77 1155 19.25 0.3 0.026 0.085 0.023 0.003 0.02 4.37 78 1170 19.50 0.4 0.035 0.084 0.031 0.003 0.02 9.22 79 1185 19.75 0.3 0.026 0.083 0.023 0.003 0.02 4.37 80 1200 20.00 0.2 0.017 0.082 0.016 0.002 0.01 0.00 81 1215 20.25 0.3 0.026 0.081 0,023 0.003 0.02 4.37 82 1230 20.50 0.3 0.026 0.080 0.023 '0.003 0.02 4.37 83 1245 20.75 0.3 0.026 0.079 0.023 0.003 0.02 4.37 84 1260 21.00 0.2 0.017 0.078 0.016 0.002 0.01 0.00 85 1275 21.25 0.3 0.026 0.077 0.023 0.003 0.02 4.37 86 1290' 21.50 0.2 0.017 0.076 0.016 0.002 0.01 0.00 87 1305 21.75 0.3 0.026 0:075 0.023 0.003 0.02 4.37 88 1320 22.00 0.2 0.017 0.074 0.016 0.002 0.01 0.00 89 1335 22.25 0.3 0.026 1 0.074 0.023 0.003 0.02 7.37 90 1350 22.50 0.2 0.017 0.073 0.016 0.002 0.01 0.00 91 1365 22.75 0.2 0.017 0.072 0.016 0.002 0.01 0.00 92 1380 23.00 0.2 0.017 0.072 0.016 0.002 0.01 0.00 93 1395 23.25 0.2 0.017 0.071 0.016 0.002 0.01 0.00 94 1410 23.50 0.2 0.017 '0.071 0.016 0.002 0.01 0.00 95 1425 23.72 2 0.017 0.071 0.016 0.002 0.01 0.00 96 1440 24.00 0.2 0.017 0:070 0.016 0.002. 0.01 0.00 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY EFFECTIVE RAIN (in) 0.57 FLOOD VOLUME (acft) 0.30 FLOOD VOLUME (cult) 12931.08 REQUIRED STORAGE (acft) 0.27 REQUIRED STORAGE (cuft) 11855.09 ' PEAK FLOW cfs 1.08 Plate E -2.2 Page 8 of 14 PROJECT: JC PENNEY BASIN DEV. AREA 4 - 10 YR TKC JOB # 2015038216 • 1 BASIN CHARACTERISTICS CONTOUR DEPTH INCR TOTAL (ft) " (ft) AREA INCR TOTAL M (sf) VOLUME INCR TOTAL (cuft) (cuft) (acre -ft) 47.9 0 0 2438 0 0 .0.00 48.89 0.99 .0.99 - 0 2438 2414 2414 0.06 48.9 0.01 1 7313 9751 61 2475 0.06 50.9 2 3 0 9751 19502 - 21977 0.50 51.9 1 4 0 9751 9751 31728 0.73 •52.9 1 1 5 1 01 97511 9751 41479 0.95 53.9 1 6 0 97511 9751 1 51230 1 1.18 PERCOLATION CALCULATIONS PERCOLATION RATE 0.2 in /hr MAXWELL IV DRYWELLS NUMBER USED 0 RATE /DRYWELL 0 cfs TOTAL DISSIPATED TOTAL PERCOLATION RATE 0.01 cfs 0 cfs 0.01 cfs Basin Characteristics Page 9 of 14 • • • TKC JOB # 2015038216 10 YEAR - 3 HOUR STORM EVENT TIME UNIT (min) PERIOD FLOW IN (cfs) VOLUME IN (cult) TOTAL IN BASIN (cuft) PERC OUT (cuft) TOTAL IN BASIN (cuft) BASIN DEPTH (ft) BALANCE IN BASIN (cuft) (acre -ft) 1 5 0.35 104 104. 3 101 47.94 101 0.00 2 10 0.35 104 205 3 201 47.98 201 0.00 3 15 0.16 1 48 249 3 246 48.00 246 0.01 4 20 0.53 160 406 3 403 48.07 403 0.01 5 25 0.53 160 563 3. 560 48.13 560 0.01 6 30 0.82 245 .804 3 801 48.23 801 0.02 7 _ 35 0.53 160 961 3 958 48.29 958 0.02 8 40 0.82 245 1,203 3 1,199 48.39 1,199 0.03 9 45 0.82 245 1,444 3 .1,441 48.49 1,441 0.03 10 50 0.53 160 1,601 3 1,598 48.56 1,598 0.04 11 55 0.63 188 1,786 3 1,783 48.63 1,783 0.04 12 60 0.82 245 2,027 3 2,024 48.73 2,024 .0.05 13 65 1.19 357 2,381 3 2,378 48.88 2,378 0.05 14 70 1.19 357 2,735 3 2;732 48.93 2,732 0.06 15 75 1.19 357 3,089 3 3,085 48.96 3,085 0.07 16 80 1.00 301 3,386 3 3,383 48.99 3,383 0.08 17 85 1.57 470 3,853 3 3,849 49.04 3,849 0.09 18 90 1.66 498 4,347 3 4,344 49.09 4,344 0.10 19 95 1.38 413 .4,757 3 4,754 49.13 4,754 0.11 20 100 1.66 498 5,252 3 5,248 49.18 5,248 0.12 21 105 2.22 667 5,915 3 5,911 49.25 5,911 0.14 22 110 2.03 610 6,522 3 6,518 49.31 6,518 0.15 23 115 1.85 554 7,072 3 7,069 49.37 7,069 0.16 24 120 1.94 582 7,651 3 7,648 49.43 7,648 0.18 25 125 2.03 610 8,258 3 8,255 49.49 8,255 0.19 26 130 3.07 920 9,174 3 9,171 49.59 9,171 0.21 27 135 3.82 1,145 10,316 3 10,312 49.70 10,312 0.24 28 140 2.41 723 11,035 3 11,032 49.78 11,032 0.25 29 145 5.50 1,651 12,682 3 12,679 49.95 12,679 0.29 30 150 5.97 1,791 14,471.1 3 14,467 50.13 14,467 0.33 31 155 6.82 2,045 16,512 3 16,508 50.34 16,508 0.38 32 160 4.66 1,398 17,906 3 17,903 50.48 17,903 0.41 33 165 1 1.00 301 18,204 - 3 18,200 50.51 18,200 0.42 34 170 0.821 245 18,445 3 18,442 50.54 18,442 0.42 35 175 0.821 245 18,686 3 18,683 50.56 18,683 0.43 36 180 0.061 17 18,700 3 -18,6961 150.56,1 18,696 0.43 Basin Depth Analysis Page 10 of 14 C. • • TKC JOB # 2015038216 10 YEAR - 6 HOUR STORM EVENT TIME UNIT (min) PERIOD FLOW IN (cfs) VOLUME IN (cuff) TOTAL IN BASIN (cuft) PERC OUT (cult) TOTAL IN BASIN (cuft) BASIN DEPTH (ft) BALANCE IN BASIN (cuft) (acre -ft) 1 5 0.06 18 18 3 15 47.91 15 0.00 2 10 0.07 22 37 3 33 47.91 33 0:00 3 15 0.07 22 55 1 3 52 47.92 52 0.00 4 20 0.07 22 74 3 70 47.93 70 0.00 5 25 0.07 22 92 3 89 47.94 89 0.00 6 30 0.08 25 114 3 111 47.95 111 0.00 7 35 0.08 25 136 3 133 47.95 133 0.00 8 40 0.08 25 158 3 155 47.96 155 0.00 9 45 0.08 25 180 3 177 47.97 177 0.00 10 50 0.08 25 202 3 199 47.98 199 0.00 11 55 0.08 25 224 3 221 47.99 221 0.01 12 60 0.10 30 251 3 247 48.00 247 0.01 13 65 0.10 30 277 3 273 48.01 273 0.01 14 70 0.10 30 303 3 300 48.02 300 0.01 15 75 0.10 30 329 3 326 48.03 326 0.01 16 80 0.10 30 355 3 352 48.04, 352 0.01 17 85 0.10 30 381 3 378 •48.06 378 0.01 18 90 0.10 30 408 3 404 48.07 404 0.01 19 95 0.10 30 434 3 430 48.08 430 0.01 20 100 0.10 30 460 3 456 48.09 456 0.01 21 105 0.10 30 486 3 483 48.10 483 0.01 22 110 0.10 30 512 3 509 48.11 509 0.01 23 115 -0.10 30 538 31 535 48.12 535 0.01 24 120 0.22 66 601 3 597 -48.15 597 0.01 25 125 0.10 30 627 3 624 48.16 624 0.01 26 130 0.22 66 689 3 686 48.18 686 0.02 27 135 0.22 66 752 3 749 48.21 749 0.02 28 140 0.22 .66 815 3 811. 48.23 811 0.02 29 145 0.22 66 877 3 874 48.26 874 0.02 30 150 0.22 66 940 3 936 48.28 936 0.02 31 155 0.22 66 1,002 3 999 48.31 999 0.02 32 160 0.22 66 1,065 3 1,061 48.34 1,061 0.02 33 165 0.34 102 1,164 3 1,160 48.38 1,160 0.03 34 170 0.34 102 1,262 3 1,259 48.42 1,259 0.03 35 175 0.34 102 1,361 3 1,358 48.46 1,358 0.03 36 180 0.34 102 1,460 3 1,457 48.50 1,457 0.03 37 185 0.34 102 1,559 3 1,556 48.54 1,556 0.04 38 190 0.46 139 1,695 3 1,691 48.59 1,691 0.04 39 195 0.46 139 1,830 3 1,826 48.65 1,826 0.04 40 200 0.46 139 1,965 3 1,962 48.70 1,962 0.05 41 205 0.58 175 2,137 31 2,133 48.78 2,133 0.05 42 210 0.70 211 2,345 3 2,34.1 48.86 2,341 0.05 43 215 0.83 248 2,589 3 2,586 48.91 2,586 0.06 44 220 0.83 248 2,834 3 2,830 48.94 2,830 0.06 45 225 0.95 284 3,115 3 3,111 48.97 3,111 0.07 46 230 0.95 284 3,395 3 3,392 48.99 3,392 0.08 47 235 1.07 321 3,713 31 3,709 49.03 3,709 0.09 48 240 1.07 321 4,030 3 4,026 49.06 4,026 0.09 49 245 1.19 357 4,383 3 4,380 49.10 4,380 0.10 50 250 1.31 393 4,773 3 4,770 49.14 4,770 0.11 51 255 1.43 430 5,200 3 5,196 49.18 5,196 0.12 52 260 1.55 466 5,662 3 5,659 49.23 5,659 0.13 53 265 1 1.67 502 6,162 3 6,158 49.28 6,158 0.14 54 270 1.671 502 1 6,661 3 6,657 49.33 6,657 0.15 55 275 1.801 539 1 7,196 3 7,193 49.38 7,193 0.17 Basin Depth Analysis Page 11 of 14 • TKC JOB # 2015038216 10 YEAR - 6 HOUR STORM EVENT TIME UNIT (min) PERIOD FLOW . IN (cfs) . VOLUME IN (cuft) TOTAL IN BASIN (cuft) PERC OUT . .(cuft) TOTAL IN BASIN (cuft) BASIN DEPTH (ft) BALANCE IN - . BASIN (cuft) (acre -ft 56 280 1.92 575 7,768 3 7,765 49.44 7,765 0.18 .57 285 2.04 612 8,376 3 8,373 49.50• 8,373 0.19 58 290 2.04 612 8,985 .31 8,981 49.57 8,981 0.21 59 295 2.16 648 9,629 3 9,626 49.63 9,626 0.22 60 300 2.28 684 10,310 3 10,307 49.70 10,307 0.24 61. 305 2.89 866 111173 3 11,170 49.79 11,170 0.26 62 310 3.49 1,048 12,218 3 12,215 49.90 12,215 0.28 63 315 3.86 1,157 13,372 3 13,369 50:02 13,369 0.31 64 320 4.22 1,267 14,635 31 14,632 50.15 14,632 0.34 65 325 4.83 1,448 16,080 3 16,077 50.29 16,077 0.37 66 330 5.92 1,776 17,853 3 17,849 .50.48 17,849 0.41 67 335 1.43 430 18,279 3 18,276 50.52 18,276 0.42 68 , 340 0.22 66 18,341 3 18,338 50.53 18,338 0.42 69 345 0.07 22 18,360 3 18,356 50.53 18,356 0.42 70 350 0.06 18 18,375 3 18,371 50.53 18,371 0.42 71 355 0.04 11 18,382 31 18;379 50.53 18,379 0.42 72 360. 0.02 7 18,386 31 18,383 50.53 18,383 0.42 • Basin Depth Analysis Page 12 of 14 • • • TKC JOB # 2.015E +09 4n VGAD -')A W01 IR CTOPKA F \ /FNT TIME UNIT (min) PERIOD FLOW IN cfs VOLUME IN cult TOTAL IN • BASIN cult PERC OUT cult TOTAL IN BASIN cult BASIN DEPTH ft BALANCE IN BASIN (cult ) (acre -ft 1 15 0.01 10 10 10 47.90 - 0.00 2 30 0.02 15 15 10 4 47.90 4 0.00 3 45 0.02 15 19 10 9 47.90 9 0.00 4 60 0.02 19 28 10 18 47.91 18 0.00 5 75 0.02 15 32 10 • 22 47.91 22 0.00 6 90 0.02 15 37 10 27 47.91 27 0.00 7 105 0.02 15 41 10 31 47.91 31 0.00 8 120 0.02 19 50 10 40 47.92 40 0.00 9 135 0.02 19 60 10 50 47.92 50 0.00 10 150 0.02 19 69 10 59 47.92 59 0.00 11 165 0.03 24 83 10 73 47.93 73 0.00 12 180 0.03 24 97 10 87 47.94 87 0.00 13 195 0.03 24 111 10 101 47.94 101 0.00 14 210 0.03 24 125 10 115 47.95 415 0.00 15 225 0.03 24 139 10 129 47.95 129. 0.00 16 240 0.03 29 158 10 148 •47.96 148 0.00 17 255 0.03 29 177 10 167 47.97 167 0.00 18 270 0.04 34 201 10 191 47.98 191 0.00 19 285 0.04 - 34 224 10 214 47.99 214 0.00 20 300 0.04 39 253 10 243 48.00 243 0.01 21 315 0.03 29 272 10 262 48.01 262 0.01 22 330 0.04 34 296 10 286 48.02 286 0.01 23 345 0.04 39 324 10 314 48.03 314 0.01 24 360 0.04 39 353 10 343 48.04 343 0.01 25 375 0.05 44 386 10 376 48.05 376 0.01 26 390 0.05 44 420 10 410 48.07 410 0.01 27 405 0.05 48 458 10 448 48.08 448 0.01 28 420 0.05 48 496 10 486 48.10 486 0.01 29 435 0.05 48 535 10 524 48.12 524 0.01 30 450 0.06 53 578 10 568 48.13 568 0.01 31 465 0.06 58 626 10 616 48.15 616 0.01 32 480 0.07 63 678 10 668 48.17 668 0.02 33 495 0.08 73 741 10 731 48.20 731 0.02 34 510 0.08 73 803 10 793 48.23 793 0.02 35 525 0.09 77 871 10 861 48.25 861 0.02 36 540 0.09 82 943 10 933 48.28 933 0.02 37 555 0.06 51 984 10 974 48.30 974 0.02 38 570 0.12 112 1,085 10 1,075 48.34 1,075 0.02 39 585 0.19 172 1,248 10 1,238 48.41 1,238 0.03 40 600 0.26 233 1,471 10 1,461 48.50 1,461 0.03 41 615 0.08 73 1,533 10 1,523 48.52 1,523 0.03 42 630 0.08 73 1,596 10 1,585 48.55 1,585 0.04 43 645 0.19 172 1,757 10 1,747 48.62 1,747 .0.04 44 660 0.20 184 1,931 10 1,921 48.69 1,921 0.04 45 675 0.16 147 2,067 10 2,057 48.74 2,057 0.05 46 690 0.18 158 2,215 10 2,205 48.80 2,205 0.05 47 705 0.08 72 2,277 10 2,267 48.83 2,267 0.05 48 720 0.15 132 2,399 10 2,389 48.88 2,389 0.05 49 735 0.54 482 2,871 10 2,861 48.94 2,861 0.07 50 750 0.60 542 3,403 10 3,393 48.99 3,393 0.08 51 765 0.72 649 4,042 10 4,032 49.06 4,032 0.09 52 780 0.79 708 4,740 10 4,730 49.13 4,730 0.11 53 795 1.07 961 5,691 10 5,681 49.23 5,681 0.13 54 810 1.08 971 6,652 10 6,642 49.33 6,642 0.15 55 825 0.50 449 7,091 10 7,080 49.37 7,080 0.16 56 840 0.511 459 7,539 10 7,529 49.42 7,529 0.17 57 855 0.741 663.1 8,192 1 10 8,182 49.49 8,182 0.19 58 870 0.691 624 1 8,806 1 10 8,796 49.55 8,796 0.20 Basin Depth Analysis Page 13 of 14 • • • 1 _ TKC JOB # 2.015E +09 . 10 YEAR - 24 HOUR STORM EVENT TIME UNIT (min) PERIOD FLOW IN cfs VOLUME IN cult TOTAL IN BASIN cult PERC OUT cult TOTAL IN BASIN cult BASIN DEPTH ft BALANCE IN BASIN cuff acre -ft 59 885 0.70 634 9,429 10 9,419 49:61 9,419 0.22 60 900 0.66 595 10,014 10 10,004 49.67 10,004 0.23 61 915 0.62 -556 10,560 10 10,550 49.73 10,550 0.24 62 930 0.57 517 11,067 10 11,057 49.78 •11,057 0.25 63 945 0.37 332 11,389 10 11,379 49.81 11,379 0.26 64 960 0.38 341 11,720 10 11,710 49.85 11,710 0.27 65 975 0.02 19 11,729 10 11,719 49.85 11,719 0.27 66 990 0.02 19 11,738 10 11,728 49.85 11,728 0.27 67 1005 0.02 15 11,742 10 11,732 49.85 11,732 0.27 68 1020 0.02 15 11,747 -10 1.1,737 49.85 11,737 0.27 69 1035 0.03 24 11,761 10 11,751 49.85 11,751 0.27 70 1050 0.03 24 1 1,775 10 11,765 49.85 11,765 0.27 71 1065 0.03 24 11,789 10 11,779 49.85 11,779 0.27 72 1080 0.02 19 11,798 10 11,788 49.86 11,788 0.27 73 1095 0.02 19 11,807 10 11,797 49.86 11,797• 0.27 74 1110 0.02 19 11,817 10 11,807 49.86 11,807 0.27 75 1125 0.02 15 11,821 10 11,811 49.86 11,811 0.27 76 1140 0.01 10 11,821 10 11,810 49.86 11,810 0.27 77 1155 0.02 15 11,825 10 11,815 49.86 11,815 0.27 78 1170 0.02 19 11,834 10 11,824 49.86 11,824 0.27 79 1185 0.02 15 11,839 10 11,828 49.86 11,828 0.27 80 1200 0.01 10 11,838 10 11;828 • 49.86 11,828 0.27 81 1215 0.02 15 11,842 10 11,832 49.86 11,832 0.27 82 1230 0.02 15 11,847 10 11,837 49.86 11,837 0.27 83 1245 0.02 15 11,851 10 11,841 49.86 11,841 0.27 84 1260 0.01 10 11,851 10 11,841 49.86 11,841 0.27 85 1275 0.02 15 11,855 10 11,845 49.86 11,845 0.27 86 1290 0.01 10 11,855 10 11,844 49.86 11,844 0.27 87 1305 0.02 15 11,859 10 11,849 49.86 11,849 0.27 88 1320 0.01 '10 11,859 10 11,848 49.86 11,848 0.27 89 1335 0.02 15 11,863 10 11,853 49.86 11,853 0.27 90 1350 0.01 10 11,862 10 11,852 49.86 11,852 0.27 91 1365 0.01 10 11,862 10 11,852 49.86 11,852 0.27 92 1380 0.01 10 11,861 10 11,851 49.86 11;851 0.27 93 1395 0.01 10 11,861 10 11,851 49.86 11,851 0.27 94 1410 0.011 10 1 11,861 10 11,850 49.86 11,850 0.27 95 1425 0.011 10 1 . 11,860 1 101 11,850 1 49.86 11,850 0.27 96 1440 0.011 10 1 11,860 1 101 11,849 1 49.86 11;849 0.27 Basin Depth Analysis Page 14 of 14 Riverside County Rational Hydrology Program • CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2000 Version 6.3 Rational Hydrology Study Date: 08/30/07 File:DEVAREAlAND2SUBAREAl.out ------------------------------------------------------------ - - - - -- DEVELOPMENT AREAS 1 AND 2 - SUBAREA 1 - 100 YEAR EVENT * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file ---------------------------------------------7-------------------- Keith Companies, Inc., Palm Desert,*California - SIN 709 ---------------------------------- - ---- -- ------------------ - - - - -- Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 3 2 year, 1 hour precipitation = 0.410(In.) • 100 year, 1 hour precipitation 1.950(In.) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.950(In /Fir) Slope of intensity duration curve = 0.5900 +++++++++++.++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 12100.000 to Point /Station 12101.000 * * ** INITIAL AREA EVALUATION * * ** Initial area.flow distance = 700.000(Ft.) Top (of initial area) elevation = 66.500(Ft.) Bottom (of initial area) elevation = . 60.400(Ft.) Difference in elevation = 6.100(Ft.) Slope = 0.00871 s(percent)= 0.87 TC = k(0.300) *[(length"3) /(elevation change)1"0.2 Initial area time-of concentration = 10.644 min. Rainfall intensity = 5.409(In /Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.883 Decimal fraction soil group A = 1.000. • 'Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.0.00 Decimal fraction soil group D = 0.000 • RI index for soil(AMC.3) = 52:.00 Pervious area fraction = O.100; Impervious fraction = 0-.900 Initial subarea runoff = 1.91.1(CFS) Total initial stream area = 0 . 400.(Ac .) Pervious area fraction = 0.100. End of computations, total study,area = 0.40 (Ac.) The following..figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction'(Ap) = 0.100 Area averaged RI index number 32.0 r� 11 'Riverside County Rational Hydrology Program • CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2000 Version 6.3 Rational Hydrology Study Date: 08/30/07 File:DEVAREAlAND2SUBAREA2.out -----------------------------=------------------------------------ DEVELOPMENT.AREAS 1 AND 2 SUBAREA 2 - 100 YEAR EVENT ------------------------------------------------------------------ * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** _ English (in -lb) Units used in input data.file. ---------=-------------------------------------------------------- Keith Companies, Inc., Palm Desert, California - SIN • 709 --------------------------.---------------------------------------- Rational Method Hydrology Program based -on' Riverside County Flood Control.& Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 3 2 year, 1 hour precipitation = 0.410(In'.) • 100 year, l hour precipitation = 1.950(In.) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.950(In /Hr) Slope of intensity duration curve = 0.5900 +++++++++++++±+++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 12200.000 to Point /Station 12202.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 410.000(Ft.) Top (of initial area) elevation = 64.700(Ft.) Bottom (of initial area) elevation = 60.600(Ft.) Difference in elevation = 4.100(Ft.) Slope = 0.01000 s(percent)= 1.00 TC = k(0.300) *[(length"3) /(elevation change))''0.2 Initial area time of concentration = 8.361.min. Rainfall intensity = ' + 6.238(In,/Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.885 Decimal fraction soil group A = 1.000 • Decimal fraction soil group B = 0.000 L_J • Decimal fraction soil group C = 0.000 Decimal - fraction soil group D 0.000. RI index for soil(AMC 3) = 52.00 Pervious area fraction = 0.100; Impervious fraction 0.900 Initial subarea runoff = 1.270(CFS) Total initial stream *area = 0. 230 (Ac•. ) Pervious area fraction = 0.100 End of computations, total study area = 0.23 (Ac:) The following figures may be used for a unit hydrograph study of the same area _ I Area.averaged pervious area fraction'(Ap) = 0.100 Area averaged RI index number = 32.0 Riverside County Rational Hydrology Program • CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2000 Version. 6.3 Rational Hydrology Study Date: 08/30/07 File:DEVAREAlAND2SUBAREA3.out --:--------=----------------------=-------------------------- - - - - -- DEVELOPMENT AREAS 1 AND 2 - SUBAREA 3 100 YEAR EVENT * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** English (irn -lb) Units used in input data file Keith Companies, Inc., Palm Desert,.California S/N 709 ------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 3 2 year, 1 hour precipitation = 0.410(In.) 100 year, 1 hour precipitation = 1.950(In.) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.950(In /Hr) Slope of intensity duration curve = 0.5900 +++++++++++++++++++++++++±+++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 12300.000 to Point /Station 12303.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 338.000(Ft.) Top (of initial area) elevation = 64.000(Ft.) Bottom (of initial area) elevation = 59.800(Ft.) Difference in elevation = 4.200(Ft.) Slope = 0.01243 s(percent)= 1.24 TC = k(0.300) *[(length"3) /(elevation change)]"0.2 Initial area time of concentration = 7.410 min. Rainfall intensity = 6.698(In /Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.886 Decimal fraction soil group A = 1.000 • Decimal fraction soil group B = 0.000 Decimal fraction soil group -C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) 52.00 • Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 12..047(CFS) Total initial stream area = 2.030(Ac.) Pervious area fraction = 0.100 End of computations," total study-area = 2.03 (Ac.)., The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number = 32.0 • n • Riverside County Rational Hydrology Program • CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2000 Version 6.3 Rational Hydrology Study Date:-08 /30/07 File:DEVAREAlAND2SUBAREA4.out ------------------------------------------------------------ - - - - -- DEVELOPMENT AREAS 1 AND 2 - SUBAREA 4 - 100 YEAR EVENT * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file Keith Companies, Inc., Palm Desert, California - SIN, 709 ----------------------------------------------------=------- - - - - -- Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 3 2 year, 1 hour precipitation = 0.410(In.) . 100.year, 1 hour precipitation = 1.950(In.) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.950(In /Hr) Slope of intensity duration curve ='0.5900 +++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station. 12400.000 to Point /Station 12404.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 300.000(Ft.) Top (of initial area) elevation = 61.800(Ft.) Bottom (of initial area) elevation = 59.500(Ft.) Difference in elevation = 2.300(Ft.) Slope = 0.00767 s(percent)= 0.77 TC = k(0.300) *[(length^3) /(elevation change)]"0.2 Initial area time of concentration = 7.781 min. Rainfall intensity = 6.508(In /Hr) for a 100..0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.886 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 r Decimal fraction soil group C =..0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3)' = 52.00 Pervious area fraction = '0.100; Impervious fraction = 0.900 Initial subarea runoff = 11.182(CFS) Total initial stream area = 1.940(Ac.) Pervious area fraction = 0.100 End of computations, total study area = 1.94 (Ac.) The following figures may be used for a unit hydrograph study.of the same area. Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number = 32.0 • r U Riverside County Rational Hydrology Program • CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2000 Version 6.3 Rational Hydrology Study Date: 08/30/07 File:DEVAREAlAND2SUBAREA5.out ------------------------------------------------------------------ DEVELOPMENT AREAS 1 AND 2 - SUBAREA 5 - 100 YEAR EVENT * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** English ,(in-i]5) Units used in input data file Keith Companies, Inc., Palm Desert, California - SIN 709 • ----------------'------------------------------------------ -- - - - - -- Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 3 2 year, 1 hour precipitation = 0.410(In.) 100 year, 1 hour precipitation'= 1.950(In.) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.950(In /Hr) Slope of intensity duration curve = 0.5900 +++++++++++++++++++++++++++++++++++ + + + ± + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 125001000 to Point /Station 12505.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 334.000(Ft.) Top (of initial area) elevation = 63.000(Ft.) Bottom (of initial area) elevation— 60.600(Ft .') Difference in elevation = 2.400(Ft.) Slope = 0.00719 s(percent)= 0.72 TC =,k (0.300) *[(length°3) /(elevation change)]^0.2 Initial area time of concentration= 8.229 min. Rainfall intensity = 6.297(In /Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.885 Decimal fraction soil group A —1.000 . Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0..000 Decimal fraction soil group D = 0.000 • RI.index for soil(AMC 3) = 52.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 5.574(CFS) Total initial stream area = 1•.000(Ac.) Pervious area fraction = 0.100 End of computations, total study area = 1.00 (Ac..) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) =,0.100 Area averaged RI index number.= 32.0 • • Riverside County Rational Hydrology Program' • CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2000 Version .6.3 Rational Hydrology Study Date: 08/30/07 File:DEVAREA3SUBAREA1.out ------------------------------------------------------------------ DEVELOPMENT AREA 3 - SUBAREA 1 - 100 YEAR EVENT * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file Keith Companies, Inc., Palm Desert, California - SIN 709 ---'--------------------------------------------------------------- Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 3 2 year, 1 hour precipitation = 0.410(In.) 100 year, 1 hour precipitation = 1.950(In.) Storm event year = 100.0 Calculated rainfall-intensity data: 1 hour intensity = 1.950(In /Hr) Slope of intensity duration curve = 0.5900 +++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 3100.000 to Point /Station 3101.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 830.000(Ft.) Top (of initial area) elevation = 66.500(Ft.) Bottom (of initial area) elevation = 61.300(Ft.) Difference in elevation = 5.200(Ft.) Slope = 0.00627 -s(percent)= 0.63 TC = k (0.300) * [ (length''3) / (elevation change) ] x-0.2 Initial area time of concentration = 12.172 min. Rainfall intensity = 4.998(In /Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient =-0.882 Decimal fraction soil group A = 1.000 • Decimal fraction soil group B-=' 0.000 Decimal.fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 • RI index for soil(AMC 3) = 52.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff 2.028(CFS) Total initial stream area = 0.460(Ac.) Pervious area fraction = 0'.100 .End of computations, total study area.= 0.46 '(Ac.) The following figures may be used for a unit hydrograph study of the,same area._ Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number = 32.0. • . -0 Riverside.County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2000 Version 6.3 Rational Hydrology Study Date: 08/30/'07 File:DEVAREA3SUBAREA2.out =----------------------------------------------------------------- DEVELOPMENT-AREA 3 - SUBAREA 2 - 100 YEAR EVENT * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file Keith Companies, .Inc., Palm Desert, California - SIN 709 ------------------------------------------------------------ - - - - -= Rational Method Hydrology Program based on. Riverside County Flood Control &.Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 3 2 year, 1 hour precipitation = 0:410(In.) 100 year, 1 hour precipitation = 1.950(In.) Storm event year = .100.0 Calculated rainfall intensity data: l hour intensity =. 1.950(In /Hr) Slope of intensity duration curve = 0.5900 + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ... + + . . + + + + + + + + + + + + + + T Process from Point /Station 3200.000 to Point /Station 3202.000. * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 365.000(Ft.) Top (of initial area) elevation = 64.700(Ft.) Bottom (of initial area). elevation = 59.550(Ft.) Difference in elevation = 5.150(Ft.) Slope = 0.01411 s(percent)= 1.41 TC = k(0.300) *[(length'3) /(elevation change)]"0.2 Initial area time of concentration = 7.450 min. Rainfall intensity = 6.677(In /Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.886 Decimal fraction soil group A = 1.000 • Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 • RI index for soil(AMC 3) .= 52.00 Pervious area fraction = 0.100; Impervious'fraction = 0.900 Initial subarea runoff = 13.488(CFS) Total initial stream area = 2.280(Ac.) Pervious area fraction = 0.100 End-of computations, total study area = 2.28 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI. index number = 32.0 • C] Riverside County Rational Hydrology Program • CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2000 Version 6.3 Rational Hydrology Study Date: 08/30/07 File:DEVAREA3SUBAREA3.out ------------------------------------------------------------------ DEVELOPMENT AREA 3 - SUBAREA 3 -.100-YEAR EVENT * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data'file Keith Companies, Inc., Palm Des6rt, California - SIN 709 =-------------------------------------------'---------------------- Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 3 2 year, 1 hour precipitation = 0.410(In.) • 100 year, 1 hour precipitation = 1.950(In:) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.950(In /Hr) Slope of intensity duration curve = 0.5900 ++++++++++++++++++ +++++++++++_++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 3300.000 to Point /Station 3303.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 335.000(Ft.) Top (of initial area) elevation = 63.700(Ft.) Bottom (of initial area) elevation = 60.000(Ft.) . Difference in elevation = 3.700(Ft.) Slope = 0.01104 s(percent)= 1.10 TC = k(0.300) *[(length^3) /(elevation change)]^0.2 Initial area time of concentration = 7.560 min. Rainfall intensity = 6.619(In /Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.886 Decimal fraction soil group A = 1.000 • Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) 52.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 10..849(CFS) Total initial stream area = - 1.850(Ac.) Pervious area fraction = 0.100 End of computations, .total study area = 1.85 (Ac.) The following figures may- be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0..100 Area averaged RI index number = 32..0 . • • Riverside County Rational Hydrology Program CIVILCADD /CIVItDESIGN Engineering Software,(c) 1989 - 2000 Version 6.3 Rational Hydrology Study Date: 08/30,/07 File:DEVAREA3SUBAREA4.out DEVELOPMENT AREA 3 - SUBAREA 4 - 100 YEAR EVENT * * * * * * * ** Hydrology Study Control Information English (in -lb) Units used in input data file ------------------------------------------------------------------ Keith Companies, Inc., Palm Desert, California -.SIN 709 ------------------------------------------------------------------ Rational`Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978.hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 3 2 year, 1 hour precipitation = 0.410(In.) 100 year; 1 hour precipitation = 1.950.(In.). Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.950(In /Hr)'. - Slope of intensity duration curve = 0.59.00 ++++++++++++++++++++ t+++++++++++++++ + + + + + + + + + +' + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 3400.000 to Point/Station 3404.•000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 200.000(Ft.) Top (of initial area) elevation 62.000(Ft.) Bottom (of initial area) elevation= 59.900(Ft.) Difference in elevation = 2.100(Ft.) -Slope.= 0.01050 s(percent)= 1.05 TC = k(0.300) *((le,ngth"3) /(elevation change)]"0.2 Initial area time of concentration = 6.213 min. Rainfall intensity = 7.432(In /Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0..887 Decimal fraction soil group A = 1.000 • Decimal fraction soil group B 0.0.00 Decimal fraction soil group C = ..0.000 Decimal fraction soil group D = 0.000 RI index for'soil(AMC 3) = 52.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff -= 5..143(CFS) Total. initial stream area = 0.780(Ad.) Pervious area fraction.= 0.100 End of computations, total study area = 0.78 (Ac.) The following figures may be used for a unit hydrograph.study of the same area. Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number 32.0 Riverside County Rational. Hydrology Program • CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2000 Version 6.3 Rational Hydrology Study Date: 08/30/07 File:DEVAREA3SUBAREA5.out ------------------------------------------------------------------ DEVELOPMENT-AREA 3 - SUBAREA 5 - 100 YEAR EVENT * * * * * * * ** Hydrology Study Control Information'********** English (in -lb) Units used in input data file ----------------------------------------7------------------------- Keith Companies, Inc., Palm Desert, California - SIN 709 ------------------------------------------------------------ - - - - -- Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 3 2 year, 1 hour precipitation = 0.410(In.) -100 year; 1 hour precipitation = 1.950(In.) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.950(In /Hr) . Slope of intensity duration curve = 0.5900 +++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 3500.000 to Point /Station 3505.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 275.000(Ft.) Top (of initial area) elevation = - 62.400(Ft.) Bottom (of initial area) elevation = 61.200(Ft.) Difference in elevation— 1.200'(Ft.) Slope = 0.00436 s(percent)= 0.44 TC = k (0..300) *[(length'3) /(elevation 6hange)1"0.2 Initial area time of concentration = 8.412 min. Rainfall intensity = 6.215(In /Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.885 Decimal fraction soil group A = 1.000 • Decimal fraction soil group B = 0.000 Decimal fraction soil group C = '0•.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) 52.00 Pervious area fraction 0.100; Impervious fraction = 0.900 Initial subarea runoff = 2.641(CFS) Total initial stream area = 0.480(Ac.). Pervious area fraction = 0.100 End of computations, total study area = 0.48 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number = 32.0 • • Riverside County Rational Hydrology Program • CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2000 Version 6.3 Rational Hydrology Study Date: 08 /30/07 F.ile:DEVAREA3SUBAREA6.out ---------------------- ---------------------------------------- ---- DEVELOPMENT AREA 3 - SUBAREA 6 - 100 YEAR EVENT * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file ------------------------------------------------------------ - - - - -- Keith Companies, Inc., Palm Desert, California - SIN 709 ------------------------------------------------------------------ .Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation Dis.trict 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 3 2 year, 1 hour precipitation = 0.410(In.) 100 year, 1 hour precipitation = 1.950(In.) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.950(In /Hr) Slope of intensity duration curve = 0.5900 +++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 3600.000 to Point /Station 3606.000 * * ** INI.TIAL AREA EVALUATION * * ** Initial area flow distance = 280.000(Ft.) Top (of initial area) elevation = 62.400(Ft.) Bottom (of initial area) elevation = 61.200(Ft.) Difference in elevation = 1.200(Ft.) Slope = 0•.00429 s(percent)= 0.43 TC = k(0.300) *[(length"3) /(elevation change)]"0.2 Initial area time of concentration = 8.503 min. Rainfall intensity 6.176(In /Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.885 Decimal fraction soil group A = 1.000 0 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0".000 • RI index for soil(AMC 3) =. 52.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 2.296(CFS) Total initial stream area = 0.420(Ac.) Pervious area fraction = 0.100 End of computations, total study area = 0.42 (Ac.) The following.figures may be used for a.unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number =' 32.0 • • Riverside County Rational Hydrology Program • CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989.- 2000 Version 6.3 Rational Hydrology Study Date:. 08/30/07 File:DEVAREA3SUBAREA7.out DEVELOPMENT AREA 3 - SUBAREA 7 - 100 YEAR EVENT * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file Keith Companies, Inc., Palm Desert, California - SIN 709 ---------------- ----------=------------------------------------ --- Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 3 2 year, 1 hour precipitation = 0.410(In.) 100 year, 1 hour precipitation = 1.950(In.) Storm event year = •100.0 r Calculated rainfall intensity data: 1 hour intensity = 1.950(In /Hr) Slope of intensity duration curve = 0.5900 I Process from Point /Station 3700.000 to Point /Station 3707.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 164.000(Ft.) -Top (of initial area) elevation = 63.000(Ft.) Bottom (of initial area) elevation = 62.000(Ft.) Difference in elevation = 1.000(Ft.) Slope = 0.00610 s(percent)= 0.61 TC = k(0.300•) *[(length"3) /(elevation change)]'0.2 Initial area time of concentration = 6.398 min. Rainfall intensity = 7.304(In /Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.887 Decimal fraction soil group A = 1.000 • Decimal fraction soil group B = 0:000 Decimal fraction soil group C = .0.000 Decimal fraction soil group-D 0.000 • RI index for soil(AMC 3) 52.00 Pervious area fraction = 0.100;_.Impervi6.us fraction = 0.900 Initial subarea runoff = 1.361.(CFS) Total initial stream area = 0.210(Ac.) Pervious. area fraction = 0.100 End of computations, total study area = 0.21 (Ac.) The following figures may be used fora unit hydrograph study of the same area. Area averaged.pe.rvious area fract.ion(Ap) = 0.100 Area averaged RI index number = 32.0 • a Riverside County Rational Hydrology Program • CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2000 Version 6.3 Rational Hydrology Study Date: 08/30/07 File:DEVAREA3SUBAREA8.out --------------------------------------------------------- '---------- DEVELOPMENT AREA 3 - .SUBAREA 8 - 100 YEAR EVENT r * * * * * * * ** I Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file Keith Companies, Inc., Palm Desert, California - SIN 709 ------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control &.Water Conservation District 1.978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 3. 2 year, 1 hour precipitation = 0.410(In.) 100 year, 1 hour precipitation = 1.950(In.) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.950(In /,Hr) Slope of intensity duration curve = 0.5900 +++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 3800.000 to Point /Station 3808.000 * * ** INITIAL AREA EVALUATION * * ** Initial.area flow.distance = 210.000(Ft.) Top (of initial area) elevation = 64.050(Ft.) Bottom (of initial area) elevation = 63.000(Ft.) Difference in elevation = 1.050(Ft.) Slope = 0 . 0050.0 s (percent) = 0.50' TC = k(0.300) *[(length 3) /(elevation change))'0.2 Initial area time of concentration = 7.349 min. Rainfall intensity = . 6.731(In /Hr) for a 100.0 year storm .COMMERCIAL subarea type Runoff Coefficient = 0.886 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil.group C = 0.000 Decimal fraction soil group D 0.000' • RI index for soil(AMC 3). = 52.00 Pervious area fraction = 0.100; Impervious fraction 0.900 Initial subarea runoff = 3.519(CFS) Total initial stream area = 0.590(Ac.) Pervious area fraction = 0.100 End of computations, total study area = 0.59 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number = 32.0 • • • • • Riverside County.Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2000 Version 6.3 Rational Hydrology Study Date: 08/30/07 File:DEVAREA3SUBAREA9.out .DEVELOPMENT AREA 3 - SUBARREA 9 - 100 YEAR EVENT * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** English•(in -lb) Units used in input data file ------------------------------------------------------------ - - - - -- ,Keith Companies, Inc., Palm Desert, California - SIN 709 ------------------------------------------------------------ - - - - -- Rational Method Hydrology Program based on Riverside County Flood Control & water Conservation District. 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 3 2 year, l hour precipitation = 0.410(In.) 100 year, 1 hour precipitation = 1.950(In.) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.950(In /Hr.) Slope of intensity duration curve = 0.5900. +++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 3900.000 to Point /Station 3909.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 215.000(Ft.) Top (of initial area) elevation = 64.070(Ft.). Bottom (of initial area) elevation = 63.000(Ft.) Difference in elevation = 1.070(Ft.) Slope = 0.00498 s(percent)= 0.50 TC = k(0.300) *[(length"3) /(elevation change)]"0.2 Initial area time of concentration 7.425 min. Rainfall intensity = 6.690.(In /Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.886 Decimal fraction soil group A = 1.000 Decimal fraction.soil group B = 0.000 Decimal fraction soil group C =0.000 Decimal fraction soil group D = 0.000 • RI index for soil (AMC 3) = 52..00 Pervious area fraction = 0.100;.Impervious fraction.= 0.900 Initial subarea runoff = .3*.556(.CFS) Total initial stream area = 0.600(Ac.) Pervious area fraction = 0.100. End of computations, total study area = 0.60 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = '0.100 Area averaged RI index number = 32.0 �J • Riverside County Rational Hydrology Program • CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2000'Version 6.3 Rational Hydrology Study Date: 08/30/07 File:DEVAREA3SUBAREA10.out -------------------------- - --------------------------------------- DEVELOPMENT AREA 3 - SUBAREA 10 -- 100 YEAR EVENT * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file Keith Companies, Inc., Palm Desert, California -.SIN 709 ------------------------------------------------------------ - - - - -- Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 3 2 year, 1 hour precipitation = 0.410(In.) • 100 year, 1 hour precipitation = 1.950(In.) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.950(In /Hr) Slope of intensity.duration curve = 0.5900 +++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 31000.000 to Point /Station 31010.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 140.000(Ft.)' Top (of initial area) elevation = 63.700(Ft.) Bottom (of initial area) elevation = 63.000(Ft.) Difference in elevation 0.700 -(Ft.) Slope = 0.00500 s(percent)= 0.50 TC•= k(0.300) *[(length"3) /(elevation change)]'0.2. Initial area time of concentration = 6.249 min. Rainfall intensity = 7.407(In /Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.887 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 • RI index for soil(AMC.3) = 52.00 Pervious area fraction.= 0. "100; Impervious fraction = 0.900 Initial subarea runoff = 2.497(CFS) Total initial stream area = 0.380(Ac.) Pervious area fraction = 0.100 End of computations, total study area-,-- 0.38 (Ac.) The following figures may. be used for a unit hydrograph study of the same area. Area averaged- pervious area fraction'(Ap) = 0.100 Area averaged RI index number = 32.0 Riverside County Rational Hydrology Program • CIVILCADD /CIVILDESIGN Engineering Software,(c). 1989 - 2000 Version 6.3 Rational Hydrology Study Date: 08/30/07 File:DEVAREA3SUBAREAll.out -- - - - - - - - - - - - - - - - - -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -•- - - - - - - - - - DEVELOPMENT AREA 3 - SUBAREA 11 - 100 YEAR EVENT ------------------------------------------------------------------ * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file ------------------------------------------------------------------ Keith Companies, Inc., Palm Desert,•California - SIN 709 ------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 3 2 year, 1 hour precipitation = 0.410(In.) • l00 year, 1 hour precipitation = 1.950(In.) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.950(In /Hr) Slope of intensity duration curve = 0.5900 +++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 31100.000 to Point /Station 31111.000 * * ** INITIAL AREA EVALUATION Initial area flow distance = 185.000(Ft.) Top (of initial area) elevation = 64.000(Ft.) Bottom (of initial area) elevation'= 63.000(Ft.) 'Difference in elevation = 1.000(Ft.) -Slope = 0.00541 s(percent)= 0.54 TC = .k(0.300) *[(length"3) /(elevation change)]"0.2 •Initial area time of concentration = 6.877 min. Rainfall intensity = 6.999(In /Hr) fora 100.,0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.887 Decimal fraction soil group A = 1.000 • Decimal fraction soil group B = 0.000 • • • Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 52.'00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial ' -subarea runoff = 3.103(CFS) Total iitial stream area— ' 0.500(Ac.) Pervious area fraction— 0.100 End of computations; total-study area = 0.50 (Ac.) The following figures may be used•for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index-number = 32.0 9 Riverside County Rational Hydrology Program • CIVILCADD/CIVILDESIGN Engineering Software,(cY 1989- 2000. Version 6.3 Rational Hydrology Study Date: 08/30/07 File:DEVAREA3SUBAREA12.out ------------------------------------------------------------ - - - - -- DEVELOPMENT AREA 3 - SUBAREA 12 - 100 YEAR EVENT * * * * * * * ** Hydrology Study Control Information English (in -1'b) Units used in input data file Keith Companies, Inc., Palm Desert, California - SIN 709 ------------------------------------------------------------ - - - - -- Rational Method Hydrology Program based on Riverside'County Flood Control & water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 3 2 year, l hour precipitation 0.410(In.) 100 year, 1 hour precipitation = 1.950(In.) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.950(In /Hr) Slope of intensity duration curve = 0.5900 +++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 31200.000 to Point /Station 31212.000" * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 260.000(Ft.) Top (of initial area) elevation .= 64.300(Ft.) Bottom (of initial area) elevation = 63.000(Ft.) Difference in elevation = 1.300(Ft.) Slope = 0.00500 s(percent)= 0.50 TC = k(0.300) *[(length"3) /(elevation change)]'0.2 Initial area time of concentration = 8.004 min. Rainfall intensity = 6.400(In /Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.885 .Decimal fraction soil group A = 1.000 • Decimal fraction soil group.B = 0.000 �M- .• Decimal fraction soil group C = 0.000. Decimal fraction soil group D = 0.000 RI index for.soil(AMC 3) = 52.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 1:757(CFS) Total initial stream area 0.310(Ac.) Pervious area fraction = 0.100 End of computations, total'study area = 0.31 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area- fraction(Ap) = 0.100 Area.averaged RI index number = 32.0 Riverside County Rational Hydrology Program • CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2000 Version 6.3 Rational Hydrology Study Date:.08 /30/07 File:4.out DEVELOPMENT AREA 4 --SUBAREA 1 - 100 YEAR EVENT -----------------------------7------------------7----------------- ********* Hydrology Study Control Information * * * * * * * * ** English (in- lb).Units used in input data file Keith Companies, Inc., Palm Desert, California - SIN- 709. ------------------------------------------------------------ - - - - -- Rational Method Hydrology - Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year), = 100.00. Antecedent Moisture Condition = 3 2 year, 1 hour precipitation = 0.410(In.) 100 year, 1' hour precipitation = 1.950(In.) Storm event year = 100.0 Calculated rainfall. intensity data,: 1 hour intensity = 1.950(In /Hr) Slope of intensity duration curve = 0.5900 +++++++++++++++++++±+++++++++++++++ + + + ± + + + + ± + + + + + + + + + + + + ± + + + + + + + ++ Process from Point /Station 4100.000 to Point /Station 4101.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 335.000(Ft.) Top (of initial area) elevation = 66.700(Ft.) Bottom (of initial area) elevation= '65.000(Ft.). Difference in elevation = 1.700(Ft.) Slope = 0.00507 s(percent)= 0.51 TC = k( 0.300) *[(1ength"3) /(elevation change)1�0.2 Initial area time of concentration = 8.832 min. Rainfall intensity = 6.039(In /Hr) for a '100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.885 Decimal fraction soil group A = 1.000 Decimal fraction soil group .B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D 0.000 RI index for soil(AMC 3) _ '52.00 • Pervious area fraction = 0.100; Impervious fraction.= 0.900 Initial subarea runoff = 6.465(CFS) Total initial stream area = 1.210(Ac.) Pervious area fraction = 0:100 End of computations, total study area = 1.21 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number = 32.0 • 0 Riverside County Rational Hydrology Program • CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2000 Version 6.3 Rational Hydrology Study Date: 08/30/07 File:DEVAREA4SUBAREA2.out ------------------------------------------------------------------ DEVELOPMENT AREA 4 - SUBAREA 2 100 YEAR EVENT - --=-- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -=- - - - - - - - - - - - - - - - - - - - - - - - - - * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file ---------------------- --------------------------- - -------- Keith Companies, Inc., Palm Desert, California -'SIN 709 Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 3 2 year,,l hour precipitation = 0.410(In.) • 100 year, 1 hour precipitation = 1.950(In.) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.950(In /Hr) . Slope of intensity duration curve = 0.5900 +++++++++++++++++++++++++±+++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 4200.000 to Point /Station 4202 .000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 350.000(Ft.) Top (of initial area) elevation = 65.200(Ft.) Bottom (of initial area) elevation = 63.500(Ft_.) Difference in elevation = 1.700(Ft.) Slope = 0.00486 s(percent)= 0.49 TC = k(0.300) *[(length"3) /(elevation change)) -0.2 Initial area time of concentration = . 9:067 min. Rainfall intensity = 5.946(In /Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.885 Decimal fraction soil group A = 1.000 • Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 • RI index for soil(AMC 3) = 52.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 9.836(CFS) Total initial stream area— 1.'870(Ac.) Pervious area fraction = 0.100 End of computations; total study area 1.87 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number = -32.0 . r • Riverside County Rational Hydrology Program • CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2000 Version. 6.3 Rational Hydrology Study Date: 08/30/07 File:DEVAREA4SUBAREA3.out ----------------- - -------------- ---------------------------------- DEVELOPMENT ARREA 4 SUBAREA 3 - 100 YEAR EVENT * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file Keith Companies, Inc., Palm Desert, California - SIN 709 ------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition 3 2 year, 1 hour precipitation = 0.410(In.) 100 year, 1 hour precipitation = 1.950(In.) • Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.950(In /Hr) Slope of intensity duration curve = 0.5900 ++++++++++++++++++.+++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 4300.000 to Point /Station 4303.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 272.000(Ft.) Top (of initial area) elevation = 65.500(Ft.) Bottom (of initial area) elevation = 62.0100(Ft.) Difference in elevation = 3.500(Ft.) Slope = .0.01287 s(percent)= 1.29 TC.= k(0 .300) *((l.ength"3 -)/(elevation change)]"0.2 Initial area time of concentration = .6.746 min. Rainfall intensity = 7.080(In /Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.887 Decimal fraction soil group A = 1.000 • Decimal fraction soil group B = 0.000 Decimal fraction soil group C =0.000 .Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 52.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial'subarea runoff = 1.883(CFS) Total initial stream area = 0.300(Ac.). Pervious area fraction = '0.100 End of computations, total study area = 0.30 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged.-pervious area fraction(Ap) = 0.100 Area averaged RI index number = 32.0 0 Riverside County Rational Hydrology Program • CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2000 Version 6.3 Rational Hydrology Study Date: 08/30/07 File:DEVAREA4SUBAREA4.out -------------------------------=---------------------------------- DEVELOPMENT AREA 4 - SUBAREA 4 - 100 YEAR EVENT * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units.used in input data file ------------------------------------------------------------------ Keith Companies, Inc., Palm Desert, California - SIN . 709 ----------------------------------------7------------------------- Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) 10.0.00 Antecedent•Moisture Condition = 3 2 year, 1 hour precipitation = 0.410(In.) • '100 year, 1 hour precipitation = 1.950(In.) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.950(In /Hr) Slope of intensity duration curve = 0.5900 +++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 4400.000 to Point /Station 4404.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 200.000(Ft.) Top (of initial area) elevation = 63.000(Ft.) Bottom (of initial area) elevation = 62.000(Ft.) Difference in elevation = '1.000(Ft.) Slope = 0.00500 s(percent)= 0.50 TC = k(0.300) *[(length"3) /(elevation change)]''0.2 Initial area time of concentration = 7.207 min. Rainfall intensity 6.809(In /Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.886 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = "0.000 Decimal fraction soil group C'= 0.000 Decimal fraction soil group D = 0:000 • RI index for soil(AMC 3). = 52.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 4.164(CFS) Total initial stream area = 0.690(Ac.)� Pervious area fraction = 0.100 End of computations, total study area 0.69 (Ac.) The- following figures may be used for a.unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number = 32.0 .• Riverside County Rational Hydrology Program • CIVILCADD /CIVILDESIGN'Engineering Software,(c) 1989 - 2000 Version 6.3 Rational Hydrology Study Date: 08/30/07 File:DEVAREA4SUBAREA5.out ------------------------------------------------------------------ DEVELOPMENT AREA 4 - SUBAREA 5 - 100 YEAR EVENT Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in.input data file -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -• -- - - Keith Companies, Inc., Palm Desert, California - SIN 709 -------------- - ------------------------------------- -------------- Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 3 2 year, 1 hour precipitation = 0:410(In.) • 100. year, 1 hour precipitation = 1.950(In.) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.950(In /Hr) Slope of intensity duration curve = 0.5900 +++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 4500.000 to Point /Station 4505.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 160.000(Ft.) Top (of initial area) elevation = 64.900(Ft.) Bottom (of initial area) elevation = 63.700(Ft.) Difference in elevation = 1.200(Ft.) Slope = 0.00750 s(percent)= 0.75 TC = k(0.300) *((length^3) /(elevation change)]^0.2 .Initial area time of concentration = 6.078 min. Rainfall intensity = 7.529(In /Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.887 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 • RI index for "soil(AMC 3) = 52.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 2.405(CFS) Total initial stream area = 0.'360'(Ac.) Pervious area fraction = 0.100 End of computations, total study area = 0.36 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged -pervious area fraction(Ap).= 0.100 Area averaged RI index number 32.0 • • M Riverside County Rational Hydrology Program • CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2000 Version 6.3 Rational Hydrology Study Date: 08/30/07 File:DEVAREA4SUBAREA6.out -------------------=---------------------------------------------- DEVELOPMENT AREA 4 - SUBAREA 6 - 100 YEAR EVENT * * * * * * * ** Hydrology Study Control Information English (in -lb) Units.used in input data file ------------------------------------------------------------ - - - - -- Keith Companies, Inc., Palm Desert, California - SIN 709 ---- - ----------------=-------------------------------------- - - - - -- Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm7 event (year) = 100.00 Antecedent Moisture Condition = 3 2 year, 1 hour precipitation = 0.410(In.) • 100 year, 1 hour precipitation = 1.950(In.) Storm event year = 100.0 Calculated rainfall intensity data: .1 hour intensity = 1.950(In /Hr) Slope of intensity duration curve = 0.5900 +++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 4600..000 to Point /Station 4606.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 176.000(Ft.) Top (of initial area) elevation = 64.'900(Ft.) Bottom (of initial area) elevation.= 63.500(Ft.) Difference in elevation = 1.400(Ft.) Slope.= - 0.00795 s(percent)= .0.80 TC = k(0.300) *[(length"3) /(elevation change)1"0.2 Initial area time of concentration = 6.240 min. Rainfall intensity 7.413(In /Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.887' Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil.group C = 0.000 Decimal fraction soil group Dl= 0.000 • RI index for soil(AMC 3) .= 52.00 Pervious area fraction = -0.100; Impervious fraction = 0.900 " Initial subarea runoff = 2.696(CFS) Total initial stream area 0.410(Ac.) Pervious area fraction = 0.100 End of computations, total study area 0.41 (Ac.) The following figures may be used for a unit hydrograph study,of the same.area. Area averaged pervious area fraction(Ap) = 0.100 Area averaged•RI index number = 32.0 .• 1, �J Riverside County Rational,Hydrology Program • CIV*ILCADD /CIVILDESIGN Engineering Software,(c) 19,89 - 2000 Version 6.3 Rational Hydrology Study Date: 08/30/07 File:DEVAREA4SUBAREA7.out ------------------------------------------------------------------ DEVELOPMENT AREA 4 - SUBAREA 7 - 100 YEAR EVENT 100 YEAR EVENT --------------------7---------------------7----------------------- * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file Keith Companies, Inc., Palm Desert, California - SIN 709 Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 3 2 year, 1 hour precipitation = 0.410(In.) 100 year, 1 hour precipitation = 1.950(In.) Storm event year = 100.0 Calculated.rainfall intensity data: 1 hour intensity = 1.'950(In /Hr) Slope of intensity duration curve = 0.5900 ++++++++++++++++++++++++++++++++++++ + +. + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 4700.000 to Point /Station 4701.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 181.000.(Ft.) Top (of initial area) elevation 63.600(Ft.) Bottom (of initial area) elevation = 63.000(Ft.) Difference in elevation = 0.600(Ft j Slope = 0.00331• s(percent)= 0.33 TC = k(0.300) *[(length''3) /(elevation change).]^0.2 Initial area time of concentration = 7.518 min. Rainfall intensity = 6.641(In /Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.886 Decimal fraction soil group A = 1.000 • Decimal fraction soil group B = 0.000 • • .• Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 52.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 2.236(CFS) Total initial stream area 0.380(Ac.) Pervious area fraction = 0.100 End of computations, total study area = 0.38 (Ac.) The following figures may be used for a unit hydrograph study'of the same area. Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number = 32.0 Riverside County Rational Hydrology Program • CIVILCADD /CIVILDESIGN Engineering Software,(c) 1.989 - 200.O.Version 6.3 . Rational Hydrology Study Date: 08/30/07 File:DEVAREA4SUBAREA8.out DEVELOPMENT AREA 4 - SUBAREA 8 - 100 YEAR EVENT * * * * * * * ** Hydrology Study Control' Information * * * * * * * * ** English (in -lb) Units used in input data file ------------------------------------------------------------ - - - - -- Keith Companies, Inc., Palm Desert, California - SIN 709 ----------------------------------------------=------------- - - - - -- Rational Method Hydrology Program based on Riverside.County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 3 2 year, 1 hour precipitation = 0- .410(In.) • 100 year, 1 hour precipitation = 1.950(In.) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1..950(In /Hr) Slope of intensity duration -curve = 0:5900 +++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 4800.000 to Point /Station 4808.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = iob.000(Ft.) Top (of initial area) elevation = 63.900(Ft.) Bottom (of initial area) elevation = 62.800(Ft.) Difference in elevation = 1.100(Ft.) Slope = 0.01100 s(percent)= -1.10 TC = k(0.300) *[(length"3) /(elevation change)]"0.2 Warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration.= 5.000 min. Rainfall intensity = 8.448(In /Hr) for a 100.0 year storm • COMMERCIAL subarea type Runoff Coefficient = 0.889 Decimal fraction soil group .A = 1.000 • Decimal fraction soil group B = •.0.000 Decimal fraction soil group C .= 0:000 Decimal fraction soil.group D = 0.000 RI index for soil(AMC 3) = 52.00 Pervious area fraction = 0.100j'Impervious fraction = 0.900 Initial subarea runoff = 1.501(CFS) Total initial stream area = 0.200(Ac.).— Pervious area fraction = 0.100 End of computations, total study area = 0.20 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number = 32.•0 L � I* ... Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2000 Version 6.3 Rational Hydrology Study Date: 08 /30/07 File:DEVAREA4SUBAREA9.out ------------------------------------------------------------ - - - - -- DEVELOPMENT AREA 4 - SUBAREA.9 - 100 YEAR EVENT * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file ---------------------------------------------------------- Keith Companies, Inc., Palm Desert, California - SIN 709 Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual .Storm event (year) = 100.00 Antecedent Moisture Condition = 3 2 year, 1 hour precipitation = 0.410(In.) ' 100 year, 'l hour precipitation = 1.950(In.) Storm event year = 100.0 Calculated rainfall intensity data: 'l.hour intensity = 1.950(In /Hr) Slope of intensity duration curve = 0.5900 ++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + ± + + + + + + ± + + + + + + +.+ Process from Point /Station 4900.000 to Point /Station 4909.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 288.000(Ft.) Top (of initial area) elevation = 64.000(Ft.) Bottom (of initial area) elevation = 60.000(Ft.) Difference in elevation— 4.000(Ft.) Slope = 0.01389 s(percent)= 1.39 TC = k(0.300) *[(length"3) /(elevation change))'0.2 Initial area time of concentration = 6'.797 min. Rainfall intensity = 7.048(In /Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.887 Decimal fraction soil group A = 1.000 • Decimal. fraction soil group B = 0.000 Decimal fraction soil group C = '0.000 Decimal fraction soil group D 0.000 RI index for soil(AMC 3) 52.00. 'Pervious area-fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 4.874(CFS) Total initial stream area = .0.780(Ac.) Pervious area fraction = 0.100 End of computations, total study area = 0.78 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction.(Ap) = '0.100 Area averaged RI index number.= 32.0 • Riverside County Rational Hydrology Program • CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2000 Version 6.3 Rational Hydrology Study Date: 08/30/07 . File:DEVAREAlAND2SUBAREAl.out DEVELOPMENT AREAS 1 AND 2 - SUBAREA 1 - 10 YEAR EVENT * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data'file ---------------------------------------------------------- Keith Companies, Inc., Palm Desert, California - SIN 709 Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation.District 1978 hydrology manual Storm event (year) = 10:A0 Antecedent Moisture Condition = 2 2 year, l hour precipitation = 0.410(In.) • 100 year, 1 hour precipitation = 1.950(In.) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 1.044(In /Hr) Slope of intensity duration curve = 0.5900 +++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 12100.000 to Point /Station 12101.000 * * ** INITIAL AREA EVALUATION * * ** Initial area-flow distance = 700.000(Ft.) Top (of initial area) elevation = 66.500(Ft.) Bottom (of initial area) elevation = 60.400(Ft.) Difference in elevation = 6.100(Ft.) Slope = 0.00871 6(percent)= 0.87 TC = k(0.300) *[(length"3) /(elevation change)]'0.2 Initial area time of concentration = 10.644 min. Rainfall intensity = 2.895(In /Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.855 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 B Decimal fraction soil group C 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2.) = 32.00 • Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 0.991(CFS) Total- initial stream area = 0.400(Ac.)" Pervious area fraction = 0.100 End.of computations' ' total study area = 0.40 (Ac.) The following figures may be used for a unit hydrograph study of the same 'area. . Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number = 32.0 • • Riverside County Rational Hydrology Program • CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2000 Version 6.3 Rational Hydrology Study Date: 08/30/07 File:DEVAREAlAND2SUBAREA2.out ------------ - -------- ---- ----------------------------------------- DEVELOPMENT AREAS 1 AND 2 - SUBAREA 2 - 10 YEAR EVENT * * * * * * * ** Hydrology.Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file. Keith Companies, Inc., Palm Desert, California - SIN 709 - ---------------------------- ---------------- --------------------- Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District. 1978.hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 2 2 year, 1 hour precipitation = 0.410(In.) • 100 year, 1 hour precipitation = 1.950(In.) Storm event year =- 10.0 Calculated rainfall intensity data: 1 hour intensity = 1.044(In /Hr) Slope of intensity duration curve = 0.5900 +++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 12200.000 to Point/Station 12202.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance 410.000(Ft.) Top (of initial area) elevation = 64.700(Ft.) Bottom (of initial area) elevation = 60.600(Ft.) Difference in elevation = 4.100(Ft.) Slope = 0.01000 s(percent)= 1.00 TC = k(0.300) *[(length"3) /(elevation change)) -0.2 Initial area time of concentration = 8.361 min. Rainfall intensity = 3.338(In /Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.859 Decimal fraction soil group A = 1.000 • Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0..000 Decimal fraction soil-group D = 0.000 • RI index 'for soil(AMC 2) = 32.00 - Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 0.659(CFS) Total initial stream area = 0.230(Ac.) Pervious area fraction = 0.100 .End -of computations, total study area = 0.23 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0:100 Area averaged RI index number = 32.0 Riverside County Rational Hydrology Program • CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2000 Version 6.3 Rational Hydrology Study Date: 08 /30/07 File:DEVAREA1AND2SUBAREA3.out --------------------------.---------------------------------------- DEVELPMENT AREAS 1 AND 2 - SUBAREA 3 - 10 YEAR EVENT ------------------------------- - ---------------------------------- * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units.used in input data file ------------------------------------------------------------------ Keith-Companies,'Inc.; Palm Desert, California - SIN 709 ---------------------------------=---------------- - --------------- Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture.Condition = 2 2 year, 1 hour precipitation = 0.410(In.) • 100 year, 1 hour precipitation 1.950(In.) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour.intensity = 1.044(In /Hr) Slope of intensity duration curve = 0.5900' +++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from.Point /Station 12300.000 to Point /Station 12303.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 338.000-("Ft.) Top (of initial area) elevation = 64.000(Ft.) Bottom (of initial area) elevation = 59.800(Ft.) Difference in elevation = 4.200(Ft.) Slope = 0.01243 s(percent)= 1.24 TC = k(0.300) *[(length"3) /(elevation change)]'0.2 Initial area time of concentration = 7.410 min. Rainfall intensity = 3.585(In /Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.860 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 • . • '. Decimal fraction soil group C,= 0.000. Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Pervious area fraction.= 0.100; Impervious fraction = 0.900 Initial subarea runoff 6.260(CFS) Total initial stream area = 2.030(Ac.) Pervious area fraction = 0.100 End of computations, total study area = 2.03 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number = 32.0 Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2000 Version 6.3 Rational Hydrology Study Date.: 08/30/07 File:DEVAREAlAND2SUBAREA4.Otit -'-------------------=--------------------------------------------- DEVELOPMENT AREAS 1 AND 2 - SUBAREA 4 - 10 YEAR EVENT --------------------------------------------- - -------------------- * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file ---------------------------------------------------------- Keith Companies, Inc.,.,Palm Desert, California - SIN 709 Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual. Storm event (year) = 10.00 Antecedent Moisture Condition = 2 2-year,' 1 hour precipitation = 0.410(In.) • 100 year, 1 hour precipitation = 1.950(In.) .Storm event year 10.0 Calculated rainfall intensity data: 1 hour intensity = 1.044(In /Hr) Slope of intensity duration curve. = 0.5900 +++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 12400.000 to Point /Station 12404 . 0.00 * * ** INITIAL AREA EVALUATION. * * ** Initial area flow distance = 300.000(Ft.) Top (of initial area) elevation = 61.800(Ft.) Bottom (of initial area) elevation = 59.500(Ft.) Difference in elevation = 2.300(Ft.) Slope = 0.00767 s(percent)= 0.77 TC = k(0.300) *[(length"3) /(elevation change))'0.2 Initial area time of concentration = 7.781 min. Rainfall intensity— 3.483(In, /Hr) for a 10.0 year storm .COMMERCIAL subarea type Runoff Coefficient = 0.860 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0:000 Decimal fraction soil group D = 0.000 • RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 5.808(CFS) Total initial.stream area = 1.940(Ac.) Pervious area fraction = 0.100 End of computations, total study area = 1.94 (.Ac.) The following figures may be.used for a unit hydrograph study of the same area. Area averaged pervious area .fraction(Ap) 0.100 ` Area averaged RI index number = 32.0 r s • Decimal fraction soil group C•= 0.000 Decimal fraction soil group D 0..000 • RI index for soil(AMC 2) = 32'.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 2.894(CFS) Total initial stream area = 1.000(Ac.) Pervious area fraction = 0.10b End of computations, total study area = 1..00 .(Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious-area fraction(Ap) = 0.100 Area averaged RI index number = .32.0 • r1 �J Riverside County Rational Hydrology.Program • CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 -2000 Version 6.3 Rational Hydrology Study Date: 08/30/07 File:DEVAREAlAND2SUBAREA5.out -----------------------=-----'------------------------------- - - - - -- DEVELOPMENT AREAS 1 AND 2 - SUBAREA 5 - 10 YEAR EVENT * * * * * * * ** Hydrol'ogy'Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file Keith Companies, Inc., Palm Desert, California -'SIN 709 Rational Method Hydrology Program based on Riverside County Flood Control & water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 2 2 year, 1 hour precipitation = 0.410(In.) • 100 year, 1 hour precipitation = 1.950(In.) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 1.044(In /Hr) ` Slope of intensity duration curve = '0.5900 +++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 12500.000 to Point /Station 12505.000 * * ** INITIAL AREA EVALUATION'**** Initial area flow distance = 334.000(Ft.) Top (of initial area) elevation 63.000(Ft.) Bottom (of initial area) elevation = 60.600(Ft.) Difference in elevation = 2.400(Ft.) Slope = 0.00719 s(percent)= 0.72 TC = k (0.300) *[(length''3) /(elevation change)]"0.2 Initial area time of concentration = 8.229 min. Rainfall intensity = 3.370(In /Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.859 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(a) 1989 - 2000 Version 6.3 Rational Hydrology Study Date: 08./30/07 File:DEVAREA3SUBAREAl.out -----------------=------------------------------------------ - - - - -- DEVELOPMENT AREA 3 = SUBAREA 1 - 10 YEAR EVENT * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file Keith Companies, Inc., Palm Desert, California - SIN 709 ------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside. County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) _ 10.00 Antecedent Moisture Condition = 2 2 year, 1 hour.precipitation = '•0.410(In.) • 100 year, 1 hour precipitation = 1.950(In.) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 1.044(In /Hr) Slope of intensity duration curve = 0.5900 ++++++++++++++++++++++•+++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 3100.000 to Point /Station 3101.000 '. * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 830.000(Ft.) Top'(of initial area) elevation— 66.500(Ft.) Bottom (of initial area) elevation = 61.300(Ft.) Difference in elevation'= 5:200(Ft.) Slope = 0.00627 s(percent)= 0.63 TC = k( 0.300) *[(length"3) /(elevation change)1'0.2 Initial area time of concentration— 12.172 min. Rainfall intensity = 2.675(In /Hr).for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient`= 0.854 Decimal fraction soil group A = 1.000 • Decimal fraction soil group B = 0.000 Decimal fraction. soil group C = 0.000 Decimal fraction soil group D = 0.000 • RI index for soil(AMC 2) = 32.00' Pervious area fraction = 0.100;-Impervious fraction = 0.900 Initial subarea runoff ,= 1.050(CFS) Total initial stream area = 0.460(Ac.) Pervious area fraction = 0.100 End of computations, total study area = 0:46 (Ac.) The following figures -may be used for a unit hydrograph study of the same -area. Area'averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number = 32.0 0 • Riverside County Rational Hydrology. Program • CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2000 Version 6.3 Rational Hydrology Study Date: 08/30/07 File:DEVAREA3SUBAREA2.out ------------------------------------------------------------------ DEVELOPMENT AREA 3 - SUBAREA 2 - 10 YEAR EVENT ------------------------------------------------------------------ * * * * * * * ** Hydrology Study Control Information English (in -lb) Units used in input data file -------------------7--------7------------------------------------- Keith Companies, Inc., Palm Desert, California - SIN 709 ------------------------------------------------------------------ Rational Method Hydrology Program.based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 2 2-year, 1 hour precipitation = 0.410(In.) 100 year, 1 hour precipitation = 1.950(In.) Storm event. year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 1.044(In /Hr) Slope of intensity duration curve = 0.5900 +++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 3200.000 to Point /Station 3202.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 365.000(Ft.) Top (of initial area) elevation = 64.700(Ft.) Bottom (of initial area) elevation = 59.550(Ft.) Difference in elevation = 5.150(Ft.) Slope = 0.01411 s(percent).= 1.41 TC = k( 0.300) *[(length".3) /(elevation change)]''0.2 Initial area time of concentration = 7.450 min. Rainfall intensity = 3.573(In /Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.860 Decimal fraction soil group A = 1.000 • Decimal fraction soil group B = 0.000 Decimal .fraction soil group C = 0.000 Decimal fraction soil group D = 0.000. • RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0..100; Impervious fraction = 0.900 Initial subarea runoff = 7.008(CFS) Total initial stream area = .2.280(Ac.) Pervious. area fraction = 0.1.00 End of computation's, total study area = 2.28,(Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number = 32.•0 • • Riverside County Ritional.Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2,000 Version 6.3 Rational Hydrology Study Date: 08/30/07 File:DEVAREA3SUBAREA3.out -------------------------------------------- - ------------- -------- DEVELOPMENT AREA 3 - SUBAREA 3 - 10 YEAR EVENT ------------------------------------------------------------------ *********. Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file Keith Companies, Inc., Palm Desert, California - SIN . 709 ------------------------------------------------------------ - - - - -- Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 2 2 year, 1 hour precipitation = 0.410(In.) . 100 year, 1 hour precipitation = 1.950(In.) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 1.044(In /Hr) Slope of intensity duration curve = 0.5900 ++++++++++++++++++++++++++++++ +++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 3300.000 to Point /Station 3303.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 335.000(Ft.) Top (of initial area) elevation = 63.700(Ft.) Bottom (of initial area) elevation = 60.000.(Ft.) Difference in elevation = 3.700(Ft.) Slope = 0.01104 s(percent)= 1.10 TC = k (0.300) * [ (length'3) / (elevation change)')''0.2 Initial area time of concentration = .7.560 min., Rainfall intensity = 3.543(In /Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.860 Decimal fraction soil group A = 1.0.00 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0:000 Decimal fraction soil group D = 0.000 RI index .for soil(AMC 2) = 32.00 Pervious area fraction—. 0.100; Impervious fraction-= 0.900 Initial subarea runoff = .5.636(CFS) Total initial stream area = 1.850(Ac.) Pervious.area fraction = 0.100 End of computations, total study area = 1.85 (Ac.) The.following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap.) = 0.100 Area averaged RI index number = 32.0 . • • Riverside County Rational Hydrology Program . CIVILCADD /CIVILDESIGN Engineering Software, (c) 1989 - 2000 Version 6.3 Rational Hydrology Study Date: 08/30/07 File:DEVAREA3SUBAREA4.out ---------------------------------------------- - ---------------- --- DEVELOPMENT AREA 3 - SUBAREA 4 - 10 YEAR EVENT ------------------------------------------------------------------ ********•* Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file -------------------------------------=--------7------------------- Keith Companies, Inc., Palm Desert, California - SIN . 709 ------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County F1ood*Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 2 2-year, 1 hour precipitation = 0.410(In.) 100 year, 1 hour precipitation = .1.950(In.) Storm event year = 10.0 Calculated rainfall intensity data: .1 hour intensity = 1.044(In /Hr) Slope of intensity duration curve = 0.5900 +++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 3400.000 to Point /Station 3404.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 200.000(Ft.) Top (of initial area) elevation = 62.000(Ft.) Bottom (of initial area) elevation = 59.900(Ft.) Difference in elevation = 2.100(Ft.) Slope.= 0.01050 s(percent)= 1.05 TC = k(0. 300) *[( length '3) /(elevation'change))'0.2 Initial area time of concentration = 6.213 min. Rainfall intensity = 3.977(In /Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.863 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff 2.676(CFS) Total initial stream area = 0.780(Ac.) Pervious area fraction = 0.100 End of computations, total study area 0.78 (Ac.) The.following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI.index number = 32.0 • , Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2000 Version 6.3 Rational Hydrology Study Date: 08/30/07 File:DEVAREA3SUBAREA5.out ------------------------------------------------------------------ DEVELOPMENT AREA 3 - SUBAREA 5 - 10 YEAR EVENT Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file Keith Companies, Inc., Palm Desert, California - SIN 709 --------------------------------------- - -------------------- - - - - -- Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 2 2 year, 1 hour precipitation = 0.410(Iri.) • 100 year, 1 hour precipitation = 1.950(In.) Storm event year =-,10.0 Calculated rainfall intensity data: 1 hour intensity = 1.044- (In /Hr) Slope of intensity duration curve = 0.5900 +++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 3500.000 to Point /Station 3505.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 275.000(Ft.) Top (of initial area) elevation = 62.400(Ft.) Bottom (of in -itial area) elevation = 61.20Q(Ft.) Difference in elevation = 1.200(Ft.) Slope = 0.00436 s(percent)= 0.44 TC = k(0.300) *[(length°3) /(elevation change)]^0.2 Initial area time of concentration = 8.412 min.. Rainfall intensity = 3.326(In /Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.859 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = •0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D ='0.000. RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 1.371(CFS) Total initial stream area = 0.48'0(Ac.) Pervious area fraction = 0.100 End of computations, total study area = 0.48 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction.(Ap) = 0.100 Area averaged RI index number = 32.0 • • Riverside County Rational Hydrology Program • CIVILCADD/CIVILDESIGN Engineering Software",(c) 1989.- 2000 Version 6.3 Rational Hydrology Study Date: 08/30/07 'File:DEVAREA3SUBAREA6.out -------------------------------------- - - - - -- -------------- - - - - -- DEVELOPMENT AREA 3 - SUBAREA 6 -.10 YEAR EVENT ------------------------------------------------------------=----- ********* Hydrology -Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file Keith Companies, Inc.,. Palm Desert, California -'S /N 709 ---------=-------------------------------------------------------- Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation-District 1978 hydrology manual Storm event (year) = 10.00 Anteceaent.Mois.ture Condition = 2 2 year, 1 hour precipitation = 0.410(In.) • 100 year, 1 hour precipitation'= 1.950(In.) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 1.044(In /Hr)'. Slope of intensity duration curve = 0.5900 +++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 3600.000 to Point /Station 3606.000 * * ** INITIAL AREA EVALUATION.**** Initial area flow distance = 280.000(Ft.) Top (of initial area) elevation = 62.400(Ft.) Bottom (of initial area) elevation = 61.200(Ft.) Difference in'elevation = 1.200(Ft.) Slope = 0.00429 s(percent)= 0.43 TC = k (0.300) *L(length'3) /(elevation change)]'0.2 Initial area time of concentration = 8.503 min. Rainfall intensity 3.305(In /Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.858 Decimal fraction soil group A = 1.000 • Decimal fraction soil group B = 0.000 L �J Decimal-fraction soil group C = 0.000 Decimal fraction soil group D = 0.0.00. RI--index for' soil (AMC 2) 32'.00 Pervious area fraction— 01100; Impervious fraction 0.900 Initial subarea runoff = 1.192(CFS) Total initial stream area = 0.420(Ac.) Pervious area fraction = 0.100 End of computations, total'study area = 0.42 (Ac.) The following figures may be used for a unit hydrograph study of the same area.. Area averaged pervious area fraction(Ap) = 0-..100 Area averaged RI index number = 32.0 Riverside County Rational Hydrology Program • CIVILCADD /.CIVILD'ESIGN Engineering Software,(c) 1989 - 2000 Version 6.3 Rational Hydrology Study Date: 08/30/07 File:DEVAREA3SUBAREA7.out ----------------------- - - - - -- ---------------------------------- DEVELOPMENT AREA 3 - SUBAREA 7 - 10 YEAR EVENT * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file Keith Companies, Inc., Palm Desert, California - SIN 709 ------------------------------------------------------------ - - - - -- Rational Method Hydrology Program based on Riverside County Flood Control & Water.Conservation District 1978 hydrology manual . Storm event (year) = 10.00 Antecedent Moisture Condition = 2 2 year, 1 hour precipitation = 0'.410(In.) • 100 year, 1 hour precipitation = 1.950(In.) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 1.044(In /Hr) Slope of intensity duration curve = 0.590.0 +++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 3700'.00O to Point /Station 3707.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 164.000(Ft.) Top (of initial area) elevation = 63.000(Ft.) Bottom (of initial area) elevation = 62.000(Ft.) Difference in elevation = ' 1.000(Ft.) Slope = 0.00610 s(percent)= 0.61 TC = k (0.300) *[(length"3) /(elevation change)]'0.2 Initial area time of concentration = 6.398 min. Rainfall intensity = 3.909(In /Hr) for a 10.0 year storm •COMMERCIAL subarea type Runoff Coefficient = 0.862 Decimal fraction soil group A = 1'.000 • Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group.D = 0.000 • RI index for soil(AMC 2)* = 32.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 0.708(CFS) Total initial stream area = 0.210(Ac.) Pervious area fraction = 0.100 End of computations, total study area = 0.21 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area ' fraction(Ap) = 0.100 Area averaged RI index number = 32.0 0'- • I] • Riverside County Rational Hydrology Program •CIVILCADD /CIVILDESIGN Engineering'Software,(•c) 1989 - 2000 Version 6.3 Rational Hydrology Study Date: 08/30/07 File:DEVAREA3SU13AREA8.out ----------------------------------------------------------- .- - - - - -- DEVELOPMENT AREA 3 - SUBAREA 8 - 10 YEAR EVENT ------------------------------------------------------=----------- ********* Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file ------------------------------------------------------------ - - - - -- Keith Companies, Inc., Palm Desert, California - SIN 709 ----------------------.--------------------------------------- - - - -.- Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 2 2 year, 1 hour precipitation = 0.410(In.) 10.0 year, 1 hour precipitation = 1.950(In.) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 1.044(In /Hr) Slope of intensity.duration curve = 0.5900 +++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 3800.000'to Point /Station 3808.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 210.000(Ft.) Top (of initial area). elevation = 64.050(Ft.) Bottom (of initial area) elevation = 63.000(Ft.) Difference in elevation = 1.050(Ft.) Slope = 0.00500 s(percent)= 0.50 TC = k (0.3.00) *[(length"3) /(elevation change)]'0.2 Initial area time of concentration .= 7.349 min. Rainfall intensity = 3.602(In /Hr) for a 10.0 year-storm COMMERCIAL subarea type Runoff Coefficient = 0.860 Decimal fraction soil group A = 1.000 ' Decimal fraction soil group B = 0.000 Decimal fraction -soil group C = 0.00.0 Decimal fraction soil group D = 0.000 • RI index for soil(AMC 2) = 32:00 Pervious area fraction = 0.100; Impervious fraction= 0.900 Initial subarea runoff = 1.829(CFS) Total initial stream area 0.590(Ac.) Pervious area fraction = 0 .100 End of computations, total study area = 0.59 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.1.00 Area averaged RI index number = 32.0 U _• Riverside County Rational Hydrology Program • CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2000 Version 6.3 Rational Hydrology Study Date: 08/30/07 File:DEVAREM SUBAREA9:out =----------------------------------------------------------------- DEVELOPMENT AREA 3 - SUBAREA 9 - 10 YEAR EVENT -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - - - - - - - - - - - - - - - - - - * * * * * * * ** Hydrology Study Control Information'********** English (in -lb) Units used in input data file ---------------------------------------------------- - - - - -- Keith Companies, Inc.,. Palm Desert, California - SIN' 709 Rational.Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978. hydrology. manual Storm event (year) = 10.00 Antecedent Moisture Condition = 2 2 year, 1 hour precipitation = 0.410(In.) • 100 year, 1 hour precipitation = 1.950(In.) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 1.044.(In /.Hr) Slope of intensity duration curve = 0.5900 +++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 3900.000 to Point /Station 3909.000 *****INITIAL AREA EVALUATION * * ** Initial area flow distance = 215.000(Ft.) Top (of initial area) .elevation = 64.070(Ft.) Bottom (of initial area) elevation = 63.000(Ft.) Difference in elevation = 1-.070(Ft.) Slope = 0.0.0498 s(percent)= 0.50 TC = k(0.300) *[(length''3) /(elevation change)]^0.2 Initial area time of concentration = 7.425 min. Rainfall- intensity = 3.580(In /Hr) for a .10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.860 Decimal fraction soil group A = 1.000 • Decimal fraction soil group B = 0.000 Decimal fraction. soil group C = .0.000 Decimal fraction soil group D = 0.000 • RI index for soil(AMC•2) 32.00 Pervious area fraction = 0.100; Impervious fraction 0.900 Initial subarea runoff. = 1.848.(CFS) Total initial stream area = 0.600(Ac.) Pervious area fraction = 0.100 End of computations, total study area = 0.60 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(AP) _ .0.100 Area averaged RI index number = 32.0 • .Riverside County Rational Hydrology Program • CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2000 Version 6.3 Rational Hydrology Study Date: 08/30/0. 7 File:DEVAREA3SUBAREAlO.out ------------------------------------------------------------------ DEVELOPMENT ARREA 3 7 SUBAREA 10 - 10 YEAR EVENT • • * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file Keith Companies, Inc., Palm Desert, California - SIN 709 ------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 2 2 year, 1 hour precipitation = 0.410(In.) 100 year, 1 hour precipitation = 1.950(In.) Storm event year = 10.0 Calculated rainfall intensity. data: 1 hour intensity = 1.044(In /Hr) Slope of intensity duration curve = 0.5900 +++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 31000.000 to Point /Station 31010.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 140.000(Ft.) Top (of initial area) elevation = 63.700(Ft.) Bottom (of initial area) elevation = 63.000(Ft.) Difference in elevation = 0.700(Ft.) Slope = 0.00500 s(percent)= 0.50 TC = k(0.300) *[(length^3) /(elevation change)]^0.2' Initial area time of concentration = 6..249 mina Rainfall intensity = 3.964(In /Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.862 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal•fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2)'. = 32.00 Pervious area fraction'= 0..100; Impervious fraction = 0:900 Initial subarea runoff = 1.299(CFS) Total initial stream.area = .0.380(Ac.) Pervious area fraction = 0:100 End of.computations, total study.area = 0.38 (Ac.) 'The following figures may be used for a unit hydrograph study of the same area.. Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number = 32.0 r Riverside County Rational Hydrology Program • CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2000 Version 6.3 Rational Hydrology.Study. Date: 08/30/07 File:DEVAREA3SUBAREAll.out ----------- - -------------------------.- -------------------- -------- DEVELOPMENT AREA 3 - SUBAREA 11 - 10 YEAR EVENT * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file Keith Companies, Inc., Palm Desert, California - SIN 709 --------------------------------------------------------- - - - - -- -- Rational Method Hydrology Program based on .Riverside County Flood.Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 2 2 year, 1 hour precipitation = 0.410(In.) • 100 year, 1 hour precipitation = 1.950(In.) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 1.044(In /Hr) Slope of intensity duration curve = 0.5900 +++++ t++++++++++++++++++++++++++++++ +. + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 31100.000 to Point /Station 31111. 0.00 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 185.000(Ft.) Top (of initial area) elevation = 64.000(Ft.) Bottom (of initial area) elevation = .63.000(Ft.) Difference in elevation = 1.000.(Ft.) Slope = 0.00541 s(percent)= 0.54 TC = k(0.300) *[(length''3) /(elevation change)]''0.2 Initial area time of concentration = 6.877 min. Rainfall intensity = 3.746(In /Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.861 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 • RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 1.613(CFS) Total initial stream area 0.500(Ac.) Pervious area fraction = 0.100 End of computations, total study area 0.50 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(AP) = 0.100 Area averaged RI index number = 32.0 . • • • • r Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2000 Version 6.3 Rational.Hydrology Study Date: 08 /30/07 File:DEVAREA3SUBAREA12.out ------------------------------------------------------------ - - - - -- DEVELOPMENT AREA 3 - SU13AREA12 - 10 YEAR EVENT * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file Keith Companies, Inc., Palm Desert, California - SIN 709 --------------------------------------------------------- ---- - - - - -- Rational Method Hydrology Program -based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = i0.00 Antecedent Moisture Condition = 2 2 year, 1 hour precipitation = 0.410(In.) 100 year, 1 hour precipitation = 1.950(.In.) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 1.044(In /Hr) Slope of intensity duration curve = 0.5900 ++++++++++++++++++++±++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 31200:000 to Point/Station 31212.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 260.000(Ft.) Top (of initial area) elevation = 64.300(Ft.) Bottom (of initial area) elevation = 63.000(Ft.) Difference in elevation = 1.300(Ft.) Slope = . 0.00500 s(percent)=* 0.50 TC = k (0.300) *[.(length''3) /(elevation change)]°0.2 Initial area time of concentration = 8.004 min. Rainfall intensity = 3.425(In /Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.859 Decimal fraction soil group A = 1.000 • Decimal fraction soil group,B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 • Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 0.912(CFS) Total initial stream area = 0.310(Ac.) Pervious area fraction = 0.100 End of computations, total study area 0.31 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area: averaged pervious area fraction(Ap),= 0.100 Area averaged RI.index number = 32.0 .• • Riverside County Rational Hydrology Program. • CIVILCADD/CIVILDESIGN Engineering Software,(c).1989 - 2000 Version 6.3 Rational Hydrology Study Date: 08/30/07 File:4.out ------------------------------------------------------------------ DEVELOPMENT'AREA 4 - SUBAREA.1 - 10 YEAR EVENT • is -------------------------------------.----------------------------- * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file Keith Companies, Inc., Palm Desert, California - SIN 709 ------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 2 2 year, 1 hour precipitation = 0.410(In.) 100 year, 1 hour precipitation = 1.950(In.) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 1.044(In /Hr) Slope of intensity duration curve = 0.5900 ++++++++++++++++++++++++++++++±++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 4100.000 to Point /Station 4101.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 335.000(Ft.) Top (of initial area) elevation = 66.700(Ft.) Bottom (of initial area) elevation = 65.000(Ft.) Difference in elevation = 1.700(Ft.) Slope = 0.00507 s(percent)= 0.51 TC k(0.300) *[(length"3) /(elevation change)]"0.2 Initial area time of concentration = 8.832 min. Rainfall intensity = 3.232(In /Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.858 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 • Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 3.355(CFS) Total initial stream area = 1.210(Ac.) Pervious area fraction = 0.100 End of computations, total study area = 1.21 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap).= 0.100 Area averaged RI index number = 32.0 • C, S • Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c)-1989 - 2000 Version . 6 •3 Rational Hydrology Study Date: 08/30/07 File:DEVAREA4SU13AREA2.out ------------------------------------------------------------ - - - - -- DEVELOPMENT AREA 4 - SUBAREA 2 - 10 YEAR EVENT * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file Keith Companies, Inc., Palm Desert, California - SIN ' 709 -------- = ----------=---------------------------- - ----------- - - - - -- Rational-Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 2 • 2 year, 1 hour precipitation = 0.410(In.) 100 year, 1 hour precipitation = 1.950(In.) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 1.044(In /Hr) Slope of intensity duration curve = .0.5900 +++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 4200.00O-to Point /Station 4202.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 350.000(Ft.) Top (of initial area) elevation = 65.200(Ft.) Bottom (of initial area) elevation = 63.500(Ft.) Difference in elevation = 1.700(Ft.) Slope = 0.00486 s(percent)= 0.49 TC = k(0.300) *[(length"3) /(elevation change)]'0.2 Initial area time of concentration = 9.067 min. Rainfall intensity = 3.182(In /Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.858 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C'•= 0.000 Decimal fraction soil group D = 0'.000 ., RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0:100; Impervious fraction = 0.900 Initial subarea runof.f = 5.103(CFS) . Total initial stream area = 1.870(Ac.) Pervious area fraction= 0.100 End of, computations, total study `area = 1.87 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = '.0.100 Area averaged RI index number = 32.0 • Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c). 1989 - 2000 Version 6.3 Rational Hydrology Study Date:.08 /30/07 File:DEVAREA4SUBAREA3.out DEVELOPMENT AREA 4 - SUBAREA 3 10 YEAR EVENT * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data.file ------------------------------------------------------------------ Keith Companies, Inc., Palm Desert, California - SIN 709 -------------- - --------------------------------------------------- Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 2 • 2 year, 1 hour precipitation = 0.410(In.) 100 year, 1 hour precipitation = 1.950(In.) Storm event year = 10.0 Calculated rainfall intensity data: l hour intensity = 1.044(In /Hr) Slope of intensity duration curve = 0.5900 +++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 4300.000 to Point /Station 4303.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 272.000(Ft.) Top (of initial area) elevation = '65.500(Ft.) Bottom•(of initial area) elevation = 62.000(Ft.) Difference in elevation = 3.500(Ft.) Slope = 0.01287 s(percent)= 1 1.29 TC = k (0.300) * [ (length''3) / (elevation change) ] '0.2 Initial area time of concentration = 6.746 min. Rainfall intensity = 3.789(In /Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.861 • Decimal fraction soil group A = 1.000 Decimal fraction soil group B =.0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000. Ri index for soil(AMC 2) = 32.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 0.979(CFS) Total initial stream area = 0.300(Ac.) Pervious area fraction = 0.100 End of computations, total study area = 0..30 (Ac.)' The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number 32.0• • Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2000 Version 6.3 Rational Hydrology Study Date: 08/30/07 File:DEVAREA4SUBAREA4.out ------------------------------------------------------------------ DEVELOPMENT AREA 4 - SUBAREA 4 - 10 YEAR EVENNT * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units-used in input data•file Keith Companies, Inc., Palm Desert, California - SIN 709 ------------------------------------------------------------ - - - - -- Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) 10.00 Antecedent Moisture Condition =:2 2 year, 1 hour precipitation = 0.410(In.) • _ 100 year, 1 hour precipitation = 1.950(In.) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 1.044(In /Hr) Slope of intensity duration curve = 0.5900 +++++++++++++++.+++++++++++++++++++++ + + + + + + + + + + + + + + +: + + + + + + + + + + + + + ++ Process from Point /Station 4400.000 to Point. /Station 4404.000 * * ** INITIAL.AREA EVALUATION * * ** Initial area flow distance = 200.000(Ft.) Top (of initial area) elevation = 63.000(Ft.) Bottom (of initial area) elevation = 62.000(Ft.) Difference in elevation = 1.000(Ft.) Slope = 0.00500 s(percent)= 0.50 TC = k(0.300) *[(length"3) /(elevation change)] "0.2 Initial area time of concentration = 7.207 min. Rainfall intensity = 3.644(In /Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.861 Decimal fraction soil group A = 1.000 • Decimal fraction soil group B = .0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 • RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.100; Impervious fraction 0.900 Initial subarea runoff = 2.164(CFS) Total initial stream area = 0.690(Ac.) Pervious area fraction = 0.100 End of computations, total study area = 0.69 (Ac.) The following figures may be used.for a unit hydrograph study of ,the same area. Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number =. 32.0. • .0 Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2000 Version 6.3 .Rational Hydrology Study Date: 08/30/07" File:DEVAREA4SUBAREA5.out DEVELOPMENT AREA 4 --SUBAREA 5 - 10 YEAR EVENT ------------------------------------------------------------------ * * * * * * * ** Hydrology Study Control - Information * * * * * * * * ** English (in -lb) Units used in input data file Keith Companies, Inc., Palm.Desert, California SIN' 709 -----------------------------------------------------------=------ Rational Method Hydrology Program based on Riverside County Flood Control &'Water Conservation District 1978 hydrology manual Storm event (year).= 10.0.0 Antecedent Moisture Condition = 2 .2 year, 1 hour precipitation = 0.410(In.) • 100 year, l hour precipitation = 1.950(In..) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 1.044(In /Hr) Slope of intensity duration curve = 0.5900 +++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process, from Point /Station 4500.000 to Point /Station 4505.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 160.000(Ft.) Top (of. initial area) elevation = 64.900(Ft.) Bottom (of initial area) elevation = 63.700(Ft.) Difference in elevation = 1..200(Ft.) Slope = 0.00750 s(percent)= 0.75 TC.= .k(0.300) *[(length"3) /(elevation change)]'0.2 Initial area time of concentration = 6.078 min. Rainfall intensity 4.029(In /Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.863 Decimal fraction soil group A•= 1.00.0 Decimal fraction soil group B = 0.000 Decimal fraction soil group C,= 0.000 Decimal fraction soil group D = 0.000 • RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.100; Impervious.fraction = .0.900 Initial subarea runoff = 1.252(CFS) Total initial stream•area = 0- 360(Ac.) Pervious area fraction = 0.100 End of computations, total study area 0.36 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.100' Area averaged RI index number = 32.0 .7 Riverside County Rational Hydrology Program • CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2000.Version 6.3 Rational Hydrology Study Date: 08/30/07 File:DEVAREA4SUBAREA6.out DEVELOPMENT AREA.4 - SUBAREA 6 - 10 YEAR EVENT * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file ------------------------------------------------------------------ Keith Companies, Inc., Palm Desert, California - SIN 709 ---------------------------=-------------------------------------- Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978'hydrology manual Storm event (year).= 10.00 Antecedent Moisture Condition =.2 2 year, 1 hour precipitation = 0.410(In.) • 100 year, 1-hour precipitation.= 1.950(In.) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 1.044(In /Hr) Slope of intensity-duration curve = .0.5900 +++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 4600.000 to Point /Station 4606.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 176.000(Ft.) .Top (of initial area) elevation = 64.900(Ft.) Bottom (of initial area) elevation = 63.500(Ft.) Difference in elevation = 1.400(Ft.) Slope = 0.00795 s(percent)= .0.80 TC = k(0.300) *[(length"3) /(elevation change)]"0.2. Initial area time of 'concentration = 6.240 min. Rainfall intensity = 3.967(In /Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.863 Decimal fraction soil group A = 1.000 • Decimal fraction soil group B =0.000 • r� L Decimal :fraction soil group C = 0.000 Decimal fraction soil group D = 0:000. RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = .1.403(CFS) Total initial stream area = 0.410(Ac.) Pervious area fraction = 0.100 End of computations, total study area = 0.41 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number = 32.0 Riverside County Rational Hydrology Program • CIVILCADD /CIVILDESIGN.Engineering Software,(c) 1989 - 2000 Version 6.3 Rational Hydrology Study Date: 08/30/07 File:DEVAREA4SUBAREA7.out ---=-------------------------------------------------------------- DEVELOPMENT AREA 4 - SUBAREA 7 l0 YEAR EVENT ----------------------------------------- ------------------------ * * * * * * * ** Hydrology Study Control Information. * * * * * * * * ** English (in -lb) Units used in input data file ----------------------------- =------------------------------------ Keith Companies, Inc., Palm Desert,'California - SIN 709 ---------------------------------------------------_-------------- Rational Method Hydrology Program.based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent-Moisture-Condition = 2 2 year, 1 hour precipitation = 0.410(In.) 100 year, 1 hour-precipitation = 1.950(In.) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 1.044(In /Hr) Slope of intensity duration curve = 0.5900 +++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 4700.000 to Point /Station .4707.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 181.000(Ft.) Top (of initial area) elevation = 63:600(Ft.) Bottom (of initial area) elevation = 63.000(Ft.) Difference in elevation = 0.600(Ft.) Slope = 0.00331 s(percent)= 0.33 TC = k(0.300) *[(length^3) /(elevation change)]'0.2 Initial area time of concentration = 7.518 min. Rainfall intensity = 3.554(In /Hr) for a 10.0 year storm COMMERCIAL.subarea type Runoff Coefficient = 0.860 Decimal fraction soil group A.= 1.000 • Decimal fraction soil group B = 0.000 Decimal fraction soil group C.= 0.000' Decimal fraction soil group D = 0.000 • RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.100;.Impervious fraction = 0.900 Initial subarea runoff = 1.162(CFS) Total initial stream area = 0.380(Ac.) Pervious area fraction = 0.100 End of computations, total study area = 0.38 (Ac.) The following figures may be used.for a unit hydrograph study of the same area. Area averaged pervious area fraction(AP) = 0.100 Area averaged RI index number = 32.0 . • Riverside County Rational Hydrology Program. • CIVILCADD /CIVILDES.IGN Engineering Software,(c) 1989 - 2000 Version 6.3 Rational Hydrology Study Date: 08/30/07 File:DEVAREA4SUBAREA8.out --------------7---------------------------------------------------- DEVELOPMENT AREA 4 —SUBAREA 8 - 10 YEAR EVENT ----------------------------------------------------------- * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file ----------------------------------------------------------- Keith Companies, Inc., Palm Desert, California - SIN 709 Rational Method Hydrology Program based on Riverside County Flood Control & water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 2 2 year, 1 hour.precipitation = 0.410•(In.) • 100 year, 1 hour precipitation 1.950(In.)• Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 1.044(In /Hr) Slope of intensity duration curve =. 0.5,900 +++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 4800.000 to Point /Station 4808.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 100.000(Ft.) Top (of initial area) elevation = 63.900(Ft.) Bottom (of initial area) elevation = 62.800(Ft.) Difference in elevation = 1.100(Ft.) Slope = 0.01100 s(percent)= 1.10 TC = k(0.300) *[(length "3) /(elevation change)]"0.2 Warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity = 4.521(In /Hr) for a 10.0 year storm • COMMERCIAL subarea type C • Runoff Coefficient = 0.865 Decimal fraction soil group A = 1.000 Decimal fraction soil group.B = 0.000. Decimal fraction soil group C = 0.000 Decimal fraction soil group D 0.000 RI index for soil(AMC 2) 32.00' Pervious area fraction = _0.100; Impervious fraction = 0.900 Initial subarea runoff. = 0.782(CFS) Total initial stream area = 0.200(Ac.). Pervious area fraction = 0..100 End of computations, total study area = 0.20' (Ac.) The. following, figures may be used for a unit hydrograph study of the same area. Area'averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number = 32.0 Riverside County Rational Hydrology Program • CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2000 Version 6.3 Rational Hydrology-Study Date:. 08/30/07 File:DEVAREA4SUBAREA9.out DEVELOPMENT AREA 4 - SUBAREA 9 - 10 YEAR EVENT * * * * * * * ** Hydrology Study Control Information English (in -lb) Units used in input data file Keith Companies, Inc., Palm Desert, ,California -,SIN 709 ------------------------------------------------------------ - - - - -- Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 2 2 year, 1 hour precipitation = 0.410(In.) • 100 year, 1 hour precipitation.= 1.950(In.) Storm event year = 10.0. Calculated rainfall intensity data: 1 hour intensity= 1.044(In /Hr) Slope of intensity duration curve = 0.5900 +++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 4900.000 to Point /Station• 4909.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 288.000(Ft'.) Top (of initial area) elevation = 64.000(Ft.) Bottom (of initial area) elevation = 60.000(Ft.) Difference in elevation = 4.000(Ft.) Slope = • 0.01389 s(percent)= 1.39 TC = k (0. 300) * [ (length''3) / (elevati'on change) ] A0.2 Initial area time of concentration = 6.797 min. Rainfall intensity = 3.772(In /Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.861 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 . RI index for soil(AMC 2) 32.00 Pervious area fraction = 0.100; Impervious fraction— 0.900 Initial subarea runoff = 2.534(CFS) Total initial stream area = 0.780(Ac'.) Pervious area fraction = 0.100 End of computations, total study area 0.78 (Ac.) The following figures may be used for a unit'hydrograph study of the 'same area.. Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number = 32.0 CATCH BASIN SIZING CALCULATIONS • • • INLET SIZING: INLET SIZING - 100 YEAR STORM EVENT INLET INLET TYPE INLET SIZE 100 YEAR INLET FLOW CAPACITY B -1 GRATE IN A 2'x3' 5.59 cfs 8.5 cfs SAG B -2 GRATE IN A 2'x3' 5.59 cfs 8.5 cfs SAG B -3 GRATE IN A 2'x3' 6.02 cfs 8.5 cfs SAG B -4 GRATE IN A 2'x3' 6.02 cfs 8.5 cfs SAG D -3 GRATE IN A 2'x3' 3.50 cfs 8.5 cfs SAG D -4 GRATE IN A 2'x3' 3.50 cfs 8.5 cfs SAG D -5 GRATE IN A 2'x3' 5.42 cfs 8.5 cfs SAG D -6 GRATE IN A 2'x3' 5.42 cfs 8.5 cfs SAG I -1 GRATE IN A 2'x3' 4.16 cfs 8.5 cfs SAG I -3 GRATE IN A 2'x3' 1.88 cfs 8.5 cfs SAG J -2 GRATE IN A 2'x3' 2.24 cfs 8.5 cfs SAG J -3 GRATE IN A 2'x3' 2.70 cfs 8.5 cfs SAG J -4 GRATE IN A 2'x3' 2.41 cfs 8.5 cfs SAG A -1 COMBINATION 210' 5.57 cfs 6.0 cfs INLET IN A -SAG D -1 COMBINATION 2'x3' 5.14 cfs 6.0 cfs INLET IN A SAG E -1 COMBINATION . 2'x3' 1.36 cfs 6.0 cfs INLET IN A SAG E -3 COMBINATION 2'x3' 2.30 cfs 6.0 cfs INLET IN A SAG E -6 COMBINATION 2'x3' 2.64 cfs 6.0 cfs INLET IN A SAG G -1 COMBINATION 2'x3' 4.87 cfs 6.0 cfs • INLET INLET IN A SAG INLET SIZE 100 YEAR INTERCEPTED J-1 COMBINATION 2'x3' 1.50 cfs 6.0 cfs B -5 INLET IN A SAG 2'x3' 1.91 cfs 1.91 cfs . LA CURB OPENING OPENING 12.1 cfs 13.8 cfs QUINTA IN A SAG WIDTH =10' 1.27 cfs 1.27 cfs DRIVE INLET ON GRADE INLET INLET TYPE INLET SIZE 100 YEAR INTERCEPTED FLOW FLOW B -5 COMBINATION 2'x3' 1.91 cfs 1.91 cfs . INLET ON GRADE B -6 COMBINATION 2'x3' 1.27 cfs 1.27 cfs INLET ON GRADE D -2 COMBINATION 2'x3' 2.03 cfs 2.03 cfs INLET ON GRADE It should be noted in the discussion regarding the calculated capacities of inlets for the JC Penney Development that filter systems are specified for use in all proposed on -site storm drain inlet systems. The filter systems are designed to • remove contaminating waste products from wet weather and industrial runoff. Filters of the type illustrated on the enclosed Hydro -Kleen Filtration System order form cover sheet will be used as they provide a means for overflow bypass to assure continued flow through the inlet system in the event of high volume storm events, without limiting the required capacity of the inlet. CURB OPENING INLET IN A SAG CONDITION • According to the Federal Highway Administration's guidelines for Drainage of Highway Pavements (HEC -12), a curb opening inlet in a sag condition operates as a weir to depths of flow equal to the curb opening height. The Street Capacity Summary for the approved "Hydrology and Hydraulics Report for La Quinta Drive & Auto Centre Way South ", (PM 30420) shows that the street capacity of La Quinta Drive for flows contained at curb height is 19.4 cfs. The report also shows that the flow along La Quinta Drive during the 100 year storm event is 12.1 cfs. Therefore the calculated depth of flow along La Quinta Drive during the 100 year storm event is below the existing curb height. It can be expected that the curb inlet proposed along the westerly side of La Quinta Drive as part of the JC Penney — Centre at La Quinta Off_ -Site Street Plans will operate as a weir during the 100 year storm event. The Drainage of Highway Pavements manual shows that the equation for the interception capacity of a depressed curb- opening inlet acting. as a weir is: Q =C(L + 1.8W)P Where: C =23 L= length of curb opening (ft) W= lateral of the depression (ft) • d =depth of the curb measured from the normal cross slope-(ft) Using the dimensions of the proposed curb inlet from JC Penney — Centre at La Quinta Off -Site Street Plans: L =10 ft W =4 ft d =0.5 ft 1.5 Q= 2.3(10 + (1.8)(4))(0.5) = 13.8 cfs • COMBINATION CURB OPENING INLET -GRATE ON GRADE. • According to the Federal Highway Administration's guidelines for Drainage of Highway Pavements (HEC -12), the interception capacity of a combination curb opening -grate inlet on grade is not appreciably greater than that of a grate alone. Capacity in such cases is calculated by neglecting the curb opening. The interception capacity of a grate inlet on grade is equal to the efficiency of the grate multiplied by the total gutter flow: Q� = Q[R Ea + R (1 -E )] Where: Q.,= intercepted flow capacity Q = total gutter flow Ri= the ratio of frontal flow intercepted to total frontal flow R the ratio of side flow in to total side flow E.= the ratio of frontal flow to total gutter flow Therefore the calculated capacity of the grate on grade does not provide the capacity, that the grate is capable of intercepting, but rather what portion of the total gutter flow can be intercepted since the efficiency of the grate can never exceed 1:0. The calculation sheets that follow together with the included charts from the Drainage of • Highway Pavements manual, apply the flow rate efficiency equation above to calculate the amount of total gutter flow intercepted for each of the three combination inlets on grade that are proposed on the JC Penney — Centre at La Quinta Site. IWLET Interception Capacity of Combination Inlet or Grated Inlet On -Grade Equations Used: Q= 1.91 cfs flow rate to inlet S= 0.0399 ft/ft street longitudinal slope S% 0.02 ft/ft street cross -slope Sw 0.0833 ft/ft slope of gutter depression Se 0.0833 ft/ft composite street cross -slope SQ (SN,'W +Sx"Ts) /(W +TS) n= 0.016 L= 0 ft length of curb opening �UPS-TRI:AM PT40M GRA -M) TS 0 ft width of -flow outside gutter depression W= 2 ft width of grate We 4: ft width of gutter depression SV✓Sx= 4.17 For the curb opening upstream of the grate: LT= 15.91 ft (from Chart 9) LT =0.6'Q ^0.42 "S ^0.3'(1 /nSL,) ^0.6 ULT= 0.00 E= 0.00 (from Chart 10) E =1 -(1- UL7.) ^1.8 Q;= 0.00 cfs interception capacity of the curb opening upstream of the grate Q E`Q Q -Qi= 1.91 cfs Q at grate For the grate: T= 7.11 ft (from Chart 3) CALGuLA-MID Q= 0.56 /n'Sx^1.67'S ^.5 "T ^2.67' W/T= 0.28 V= 3.78 ft/s (from Chart 2) GALCULATEV V= 1.12 /n "S^0.5- Sx^0.67'T ^0.67 • Ea :1.00. (from Chart 4) Rf= 1.00 (from Chart 7) RS 0:14 (from Chart 8) E= 1.00 E= Rf`E6 +Rs`(1 -Eo) Q;= 1.91 cfs interception capacity of the grate Q; =E'Q Qbypass= 0.00 cfs flow to downstream inlet Qbypass Q -Q; "TOTAL 607TER . KLOW = I •cD I c�s IWTERC5PTED FLOW = I • 1 c-� S r� some a T ��w'r t 1iy.y.,. Gs. '.E•. _ :I _ }r I {� -,._4 • c`..'k �3w. .. x 0 • - e y .. M �.. . 0.19 ... 4 �.. � _ - ...~' . "117 eJ r...� �.'O _� �• s '•.- - w - • a 4Chart 4- Ratio o _from #al -iloW. `to total gufter'flow. r� W.F =1.0 tIVEN IMMUNE GRATE k I 3 F i' • kL= Q [T q - P F 1 I's y$ - y �.,. F I O : R f= 0.81 Gi J ' 1 gm� Now Am i 2 4 0 01 02 0.3 0.4 0.5 0:6 07 0.9 •]LENGTH OF GRATE L IFII RI Chart 7. Grate inlet frontal flow interception efficiency. IWLL =T d -5 L= 3.0 PT V = 3.78 (Priom CAL cu LATIOW SHEET), r- PS W.F =1.0 r� tt or y a IX ES -� _ A a ,fY hG-0 ti � .tl 03 _T t t. r� .,3 s -� _ '•�' � fir `'" �, �. iii S� S� = ' At t .- t ^ G ' :j [ w t b r, r �' - * yl. •:tj. 7 t� q� y. ti^ � •' ✓tit, � ta, s L r Yl �L P 4 [ Yy„ . �� `j•ki • , Apt : i+ R:Ir 1 '..� i. � i R . +i n �1.. . p. `Y^'`A -�i, i. ,. - °' 4 ` � th /..- vb',..' .4. t" V r ^• Chart 8 .Grate inlet side flow AnEerception effic><ency T "`r1i wh >_` r a ^R.- ..4. ..r.- „RR. -J, _1.' • Rw_y. INLE-T B -5 SX = . OP ,,/ = 3.7S FPS (CALGU LA-riow SHM-T) L = *3.0 r-T Rs= o. 1,4 tt y a w t b r, r �' - * yl. •:tj. 7 t� q� y. ti^ � •' ✓tit, � ta, s L r Yl �L P 4 [ Yy„ . �� `j•ki • , Apt : i+ R:Ir 1 '..� i. � i R . +i n �1.. . p. `Y^'`A -�i, i. ,. - °' 4 ` � th /..- vb',..' .4. t" V r ^• Chart 8 .Grate inlet side flow AnEerception effic><ency T "`r1i wh >_` r a ^R.- ..4. ..r.- „RR. -J, _1.' • Rw_y. INLE-T B -5 SX = . OP ,,/ = 3.7S FPS (CALGU LA-riow SHM-T) L = *3.0 r-T Rs= o. 1,4 Ll IIJLET E3 -6 Interception Capacity of Combination Inlet or Grated Inlet On -Grade Equations Used: Q= 1.27 cfs flow rate to inlet , S= 0.0399 ft/ft street longitudinal slope S %= 0.02 ft/ft street cross -slope Sw 0:0833 ft/ft slope of gutter depression Se 0.0833 ft/ft composite street cross -slope Se= (S„,'W +S,•Ts) /(W +TS) n= 0.016 r L= 0 ft length of curb opening (LIPS fRl: ABM FROM CERATE) TS 0 ft width of flow outside gutter depression W= `2 ft width of grate WQ 4 ft width of gutter depression S„1%= 4.17 For the curb opening upstream of the grate: LT= 13.40 ft (from Chart 9) LT= 0.6'Q^0.42'S ^0.3'(1 %nSe) ^0.6 ULT= 0.00 E= 0.00 (from Chart 10) E =1 -(1- ULT) ^1:8 Q;= 0.00 cfs interception capacity of the curb opening upstream of the grate Q; =E'Q Q -Qi= 1.27 cfs Q at grate For the grate: T= 6.10 ft (from Chart 3), CALCULATED Q= 0.56 /n*%A1.67 *SA .5'T "2.67 WlT= 0.33 . V= 3.41 ft/s (from Chart 2) CALCULATEFD V= 1.12 /n *SAO .5`Sx^0.67'T ^0.67 Eo 1.00 (from Chart 4) Rf= 1:00 . _ (from Chart 7) RS 0.15 (from Chart 8) E= 1.00 E= Rf "Eo +Rs (1 -Eo) Q; =. 1.27 cfs interception capacity of the grate QI =E'Q Qbypass 0.00 cfs flow to downstream inlet Qbypass Q -Q; TUTU L SU77EIR t=l-bV/ IW7FRCE-PTED. FLOW = 1. 2? c:-FS INLLT 5 -6 Cross. Section for Access Road Flow-, 100 Year Event - Inlet R -6 fFro�ect Descnptlon = k � � k � " S Friction Method' Manning Formula Solve For Normal Depth nput Data k 7 , „ Channel Slope 0.03990 ft/ft . Normal Depth 0.21 ft Discharge 1.27 ft' /s r,. w -. d'�°"' .� - _ SS ,� 4 } >n F 1 •*'}+s•s f . yf Nz Cross Sectlon,Image Ny h *4 34 q tY j, . 0.30 rxi. »...,... . ,..... 0.40, T. 0..3D > 0.2v uU __. i.......... 0.23, , O+OD 0+05 0+10-+ 0+15 Station .W /T � i•0 Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.068.00] - • 915/2007 1:11:42 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1 -203- 755' -1666 Page 1 of 1 TT t i lit LET 13 •_ - x' _h� -f - +t r r '1 t < f. a i.. r. \... It ::_. Y4'•.- t .. ,t, '. ! n 1 -]z \ w ,l4, - q. 'I'x..,« - e t - �„ e' 1 i 'c'f•^ ��lr;. ��y•� S � 3 ;' t b: t Js. ±:�� •L ai•x tYY tC. .et, � � i._ ,��- c a.�.ary a •� xL" y;, t t y _ +.� 4 . -r 11.1 } N �` {, '4Y� ' � ' r' 7 " J• 3 1 . . f .Sx t -'i '' •� � \ A - y -c '. NO e.� } s ( •� 3 'mot.•,. 'Fy +.. 1. r.t ..t ] s�-. K la _ •r r 1rE s1 - .a x:.`.:_01 __ �. t. i _ ``'• .a - -; y, rs¢JC �" t -. N 154 - .r';:_xc i gqj� '� +..� - .t•- F t i �y '� � J.. -� 1 ,.,1 � i ."v r -- -,� \tt f- P rx, �' � �f t� '=y .�y 76 F- ,..s . "•'+' yy'k n., # i '`', '4L ` „1 son �!': 1 •e 4.. _ 3 h v .Y ai �ti _�.��± 1 Key' QUO � �i h fti A` +•+ - .F Y''' \ a i .!..� `_ 4z J•. "4. - 5 4, 1i TWO- to ", 1 _-i AiVsA -4 - -,�,x "i u _f 1'•ily 1• + r- �A, -0.t y � i .� 'P' n _ ( } S 1 1' •� -. c x •. • If 1 a ~ { •a '.4\4 „'.� a i 1 a at ^ � ' 1 If L +F tF _',t i.. _» '"'._ aA`k ,yt ^'t� � h • ■p��i LaSv ? _� .jTa +.1;'. '. ~ y y' - t n S•f. �r t a'r.,. 7!- ; � :. - �''k � I \ Y �' � ,.� Y .>, ->, � /� t ,ti � ! xe "` . w, +ws . ,µ.. 3( �•! y I ; ANA t S 'Ct ; - ".• 4 4 h }j;- �4 L. i,.. t .,s c.w .'..r'.I x .,� '. •� I't. F tis '1+\ " _i '! tom;. n v+v. •p • Ratio ofi .....r _ , .-v �.. .,a t.. i.�. �',j'�iA•. �ji T.;-r •. v ''s��l �w- 'tZ "R e'�,+' C: = 13 it 7 .VA � in 4. 0L 0 U { 2 3 4 0 OJ 02 0.3 0.+4 05 0.6 07 OB Q.9 UNUTI H BF GRATE L IT71 RI Chart 7. Grate inlet frontal flow interception efficiency. L= 3-OFT V = -3-41 Prs ( MOW CALCUt,.aMOW SHE-LE-7) PT = 1.0 , u n v _ • Y• •Iry. Or 61 _ Y 06 4 lz j Y• f,rt 1 i w". : G ; k J l 4 ti r , rn � t Y � � t+« • • JY" � y,k• -1 • l k 4,•�r'1i .:.5 t. .. ._ ... s. �..° -- .'_ -a. . +' ¢ ..& l., Asa k -'^•.t t' a Jai y_�^. :5•' 7.]•_0'VL� .. ' 4 1 _ Y k • 'ray _.,__._ _4 _._ _. ._ ac" • _ J} r F�nC� w-o4l14'fj. Q M•�.�' , ` h t' .a• i •..i, t. 14 1.. ._, .t, •ii. ''~ _ tf d •it 5\-•`y ,a -- � { Y:~ 'I'.r. t Jr. Z'it'':w. �: Chart 8 •,Grate inlet side flow interception efficiency INLET 5 -6 SX- 0.02 V= 3.4IFPS L- '3,0PT RS— 0,15 0 IWLE7 D -2 Interception Capacity of Combination Inlet or Grated Inlet On -Grade Equations Used: Q= 2.03 cfs flow rate to inlet S= 0.0152 - ft/ft street longitudinal slope S,= 0.02 ft/ft street cross -slope Sw= 0.0833 ft/ft slope of gutter depression Se 0.0833 ft/ft composite street cross -slope Se =(Sw W +S,'T,) /(W +Ts) n= L= 0.016 .0 ft length of curb opening ( upSi12EAM Paom GRATC- -) TS 0 ft width of flow outside gutter depression W= 2 _ ft width of grate We 4 ft width of gutter depression S„/S,= 4.17 For the curb opening upstream of the grate: LT= 12.22 ft (from Chart 9) LT =0.6'Q ^0.42 *SAO .3 "(1 /nS,) ^0.6 ULT= 0.00 E= 0.00 (from Chart 10) E =1 -(1- ULT) ^1.8 Qj= 0.06 cfs interception capacity of the curb opening upstream of the grate Q; =E'Q Q-Qi= 2.03 cfs Q at grate For the grate: T= 8.71 ft (from Chart 3) CAL.CULA -MP Q= 0.56 /n'S,^1.67'S ^:5`T ^2.67 W/T= 0.23 V= 2.68 ft/s (from Chart.2) CALCUL,A'«p V= 1.12/n`S^0.5'S,^0.67'T ^0.67 • Eo 1:00 . , (from Chart 4) Rr= •1.00: , (from Chart 7) RS ;0:23 . (from Chart 8) E= 1.00 E= Rf *E. +R, *(1 -Eo) Q,= '2.03 cfs interception capacity of the grate Q, =E'Q Qbypass= 0.00 cfs flow to downstream inlet Qbypass Q -Q; . 707A L GUTTER PLOW _'� . O 3 C; S INZ5RcEP7ED KLOV,I =.2.013 c�S INLET 0-2 Cross Section for Access Road Flow - 100 Year Event -Inlet D -2 • Pmject'Descriptioli Friction Method . Manning Formula Solve For Normal Depth InputData I Channel Slope. 0.01520 ft/ft Normal Depth 0.31 ft Discharge 2.03 W/s Cross 'Sect _. ^ ion ImageF C 0.70 OM 0.50 0.10 c 0.30 0 > 0.20 a, W t?.10 0.00 0.10 _0_20 - 0.3,.0 0+03 St &ti o n W /T —~ 0.7 0 +15 0 Bentley Systems, Inc. Haestad Methods Solution Center . Bentley FlowMaster [08.01.068.00] • 915/2007 1:12:32 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1 -203- 755 -1666 Page 1 of 1 ..r _ ' F 'lam. } ;� 't I �� •` � -. t., i- .� � ,Y rt• ,. a tk r. Et ' 'A��. � -✓ � i ..� ty � t, .r. h - � mti i � v.*., + 3. t h T iY,�s" ti „ i w •+.. v . -- t`•+ .i t i-� i .h.- _` :"f wi rut •, `' v �. s_.... Y � '� '� '�` � :T .. t- Y r 'a kr . �,-t l' � w ' u ,i ,s i 1.4. _ � � �; -yse t s '^ ". t. c � ;...,.. "T.-. " x - tl,•, .o., r �; s .. +auk. .- .,. ,- i;. - T- ��., a'° � i +'.t �' _ i -' ��: _ r -.^.q; ✓,t t { '!^} i t 3 - I.M�''t- "f.;l 1Y -�r � a. _ fIIJ :.�� r rl s - '� ` +7 tii ,.i 5�' i_, �.' -ttt s x •, '+,� 1 - i t.r. � ,,y�/et '� 1 n. -, s ti t •�.r.. : - v r '. x -^ .l .yy 'p 't. ' ° q .f� i. .4 � i¢ . v � i.. � ti 'tx � � t,2 r = 'x iqy J4� .. • ._ : itr t ` tiZ '� l tiT � t, - � ': -•. - t ' u :'i" tl ', -; - �1� `417r` { S �t t t: �k t'+1,:.' -sti )t. �+. +klh t '� 't 4 V. ?`Y., •tk Ti � 4..`"` x `J`'.�.�' RJ • r` q 3 ' '4`� z I - F ii' +t . -'1 1 � � y 't - � 7 - �. t ^4 .,,,,r i':�_'1" -+ 4 t' I{ "s �� ;;r .,� � k.. _ !• yt: .j � r - � ;�t� ^.� Y 1 L ." .'( (' '° .q 5 y al y,4' t Yd,• J i- r Tv {. _.( 11 w _ .5 4 _• r <t :'F t i .z t. .q'1 i 1 �,- 1 i , „tT'i..,. T. ; t.. - • - Y ' +mss 7 y. i . 4 4. .y °1. .-. - k 111f ,".` y�i s. Chart 4 Ratioof;fronxal flow to total utter tlo�v, :�:� ry. n y . 4rpz- i . _ ,d_I4.i'l t'tt• ,� t,. � 9 s ' a Sw = 0. 0833 Sx = 0.02 • Al VC zm- ,c. ;^• tl, � i. t ..Y,!' -. ,r� y r '.:�t: -e.r 1.•. � z �x: C i '}.. ..n.: ' '+ t� ,�.a`w�� W .sky*✓ W A \ f � , rqj 5 -,Y'• i t •. �'' } v 1 4� ! � +��.,FF I 1 4 � � J/ . r 1 - f^ .1,. T � ..rir yu, '-�4i ' •�'!' 1 27 . :a�' ��' sC. y f ifW -'_ ( +" A'i.. t" s - 4. i -ey �. 'i i,:, i ,"+° 1.{.. �' r ,� ''i' tC'P'sr,�-a ?`,.tom+• E Nt - aL E>li El VF MIATE St ti Chart 7. Grate inlet'frontal flow interception- efficiency.. INLET D-2 L= 3.a >=T V= 2.68 rps Cqqoo CALCULaTlO(N SH6E7 R ;- 1.0 f • 1 Y Ne- f 'hf J7 I _ _ _ _ _ _ — - I f_� _ • �'1�1' � C' N N-11 7 •• ..Y t fix- i •: L IT 77177=1 7 a I 1 1 T } 'i f ,� a •� I ;y T � 41771S' f �. :•. -Y', :-,^' . ...� as � +~' Bx�T`•+. ! FIND '3 •�. • ' i T S" S. < Chart 8..Grate inlet side flow Interception efficiency !WLC-T D -2 2 • GS FPS FRom CALCULA -TION SHAT) L= 3.0 PT �?S - c . 23 • 0 COMBINATION CURB OPENING INLET -GRATE ON SAG According to the Federal Highway Administration's guidelines for Drainage of Highway Pavements (HEC -12), the interception capacity of the combination inlet in a sag condition is essentially equal to that of a grate, alone in weir flow, unless the grate opening becomes clogged. In the event that the grate portion of the inlet becomes clogged, the inlet acts as an orifice and the curb opening portion of the inlet is used to provide the inlet capacity. Combination inlets are considered advisable for use in sags because of their ability to continue to provide inlet capacity even when clogging of the grate occurs. All combination curb opening — grate inlets proposed on the JC Penney — Centre at La Quinta site are Nyloplast 2' X 3' Diagonal Curb Inlet Grates with 7" hood settings (7" from top of curb to top of grate). A copy of the Nyloplast Curb Inlet Capacity Chart, with data specific to the combination inlets used on -site in sag conditions, is included. The Chart shows that the inlet capacity for the Nyloplast combination-curb inlets used on- site is 6.0cfs after a recommended factor of safety of 1.25 is applied for inlets in paved areas. •' • Nyloplast Curb Inlet Capacity Chart This chart is based on equations from the FAA Airport Drainage AC 150/5320- 513, 1970, Page 35. Certain assumptions have been made and no two installations will necessarily perform the same way. Safety factors should change with site conditions such that a safety factor 1.25 should be used for an inlet in pavement, and a safety factor of 2.0 should be used in turf areas. Nyloplast 2' X 3' Diagonal Curb Inlet Grate 16.00 14.00 12.00 10.00 N 8.00 LL 6.00 4.00 U 3.00 2.00 1.00 000 0.00 0.10 0.20 0.30 0.40 0.50 6.60 0.70 0 -80 0.90 Head, Feet IWLET CAPACITY USIKIG -ME IRECOMMEIJDED KACTOR OF SAFEN OF 1.25 FOR INLETS IQ PAVED ARF-AS cAPAcITY - 7.50 cis -- 1 -'2 - G.O c;S Basin Oullet Pipe Size Flow Rate CFS` 4' 0.229 6 0.662 B' 1.441 10• 2.612 12' 4.152 15• 7.126 18' 12.163 24' 25.821 ' Maximum Flow capacity before curb inlet basin begins to- backfill. Calculation based on an average pipe slope of 1 %. Hood Settings Highest Lowest + 3' Lowest + 2' Lowest + 1' Lowest 1.00 1.10 ALL PROPOSED CURB INLETS ARE WYLOPLAST GOM6IwA7IOIJ GRATE INLETS WITH 2'XS' GI?A —MS AND 711 I'A000 teTlwlla � ?LoWEST %ITIW42 + ?.27 ", THIS PRINT DISCLOSES SUBJECT MATTER IN WHICH DRAWN BY AWA MATERIAL NYLOPLAST HAS PROPRIETARY RIrHTS. THE RECEIPT OR POSSESSION OF THIS PRINT DOES NOT CONFER, DATE 18DEC01 TRANSFER, OR LICENSE THE USE OF THE DESIGN OR TECHNICAL INFORMATION SHOWN HEREIN APPD BY CJA PROJECT NOJNAME REPRODUCTION OF THIS PRINT OR ANY INFORMATION CONTAINED HEREIN, OR MANUFACTURE OF ANY DATE 18DEC01 CURB INLET DRAIN ARTICLE HEREFROM. FOR THE DISCLOSURE TO OTHERS IS FORBIDDEN, EXCEPT BY SPECIFIC WRITTEN PERMISSION FROM NYLOPLAST. DWG SIZE A SCALE 1:2 SHEET 1 OF 1 O3130 VERONA 051 �y�q BUFORD, GA 30518 'i - PHN (770) 932.2443 Nyloplast wwwnyloplast- us.coi TITLE 2' X -3' DIAGONAL INLET CAPACITY DWG NO. 7002- 110 -017 REV A E7 r =� �� : ti a . _�: .Y ..-_. _� h 2' GRATE HOOD FRAME J 2.82 DRAIN BASIN TOP 32.88 8.73 HIGHEST HOOD SETTING ADJUSTMENT SLOTS 2.50 I� l 2.50 4.73 LOWEST HOOD SETTING `- 3099CGRDF 3099CGRFH 5.75 r - 6.87 I-+— 1. CURB INLET GRATE FITS DRAIN BASIN SIZES: 18" - 30" 2. MATERIAL: DUCTILE IRON H -25 RATED GRATE CONFORMING TO ASTM A536 GRADE 70 -50 -05 3. ALL CASTINGS ARE FURNISHED WITH BLACK PAINT AND ZINC PLATED FASTENERS 4. LOCKING DEVICE AVAILABLE UPON REQUEST 5. SLOPE OF GRATE SURFACE IS 2.88% 6. CURB INLET FRAME INSIDE VOLUME IS APPROX 2.73 CU FT THIS PRINT DISCLOSES SUBJECT MATTER IN WHICH DRAWN BY AWA MATERIAL 3130 VERONA AVE NYLOPLAST HAS PROPRIETARY RIGHTS. THE RECEIPT BUFORD, GA 30518' BASE OR POSSESSION OF THIS PRINT DOES NOT CONFER, DATE DUCTILE IRON PHN (770) 932.2443 ,eDEC °' Nyloplast TRANSFER, OR LICENSE THE USE OF THE DESIGN OR FAX (770) 932 -2490 TECHNICAL INFORMATION SHOWN HEREIN wwvi.nyloplast- us.com REPRODUCTION OF THIS PRINT OR ANY INFORMATION APPD BY CJA PROJECT NO.MAME CONTAINED HEREIN, OR MANUFACTURE OF ANY- i TITLE ARTICLE HEREFROM, FOR THE DISCLOSURE TO OTHERS DATE 18DEC01 CURB INLET DRAIN 2'X 3' ASSEMBLY IS FORBIDDEN, EXCEPT BY SPECIFIC WRITTEN PERMISSION FROM NYLOPLAST. DWG SIZE . A j SCALE IA2• SHEET i OF 1 I DWG NO. 7002.110.011 REV. A J9.2b 36.25 (1 . RA NOT POLLUTE IIyLOpJAST I I DRAINS TO STREAM � _ '.25 24.25 - 18.50 U U U 0 GRATE HOOD FRAME J 2.82 DRAIN BASIN TOP 32.88 8.73 HIGHEST HOOD SETTING ADJUSTMENT SLOTS 2.50 I� l 2.50 4.73 LOWEST HOOD SETTING `- 3099CGRDF 3099CGRFH 5.75 r - 6.87 I-+— 1. CURB INLET GRATE FITS DRAIN BASIN SIZES: 18" - 30" 2. MATERIAL: DUCTILE IRON H -25 RATED GRATE CONFORMING TO ASTM A536 GRADE 70 -50 -05 3. ALL CASTINGS ARE FURNISHED WITH BLACK PAINT AND ZINC PLATED FASTENERS 4. LOCKING DEVICE AVAILABLE UPON REQUEST 5. SLOPE OF GRATE SURFACE IS 2.88% 6. CURB INLET FRAME INSIDE VOLUME IS APPROX 2.73 CU FT THIS PRINT DISCLOSES SUBJECT MATTER IN WHICH DRAWN BY AWA MATERIAL 3130 VERONA AVE NYLOPLAST HAS PROPRIETARY RIGHTS. THE RECEIPT BUFORD, GA 30518' BASE OR POSSESSION OF THIS PRINT DOES NOT CONFER, DATE DUCTILE IRON PHN (770) 932.2443 ,eDEC °' Nyloplast TRANSFER, OR LICENSE THE USE OF THE DESIGN OR FAX (770) 932 -2490 TECHNICAL INFORMATION SHOWN HEREIN wwvi.nyloplast- us.com REPRODUCTION OF THIS PRINT OR ANY INFORMATION APPD BY CJA PROJECT NO.MAME CONTAINED HEREIN, OR MANUFACTURE OF ANY- i TITLE ARTICLE HEREFROM, FOR THE DISCLOSURE TO OTHERS DATE 18DEC01 CURB INLET DRAIN 2'X 3' ASSEMBLY IS FORBIDDEN, EXCEPT BY SPECIFIC WRITTEN PERMISSION FROM NYLOPLAST. DWG SIZE . A j SCALE IA2• SHEET i OF 1 I DWG NO. 7002.110.011 REV. A 6-0" MIN. I CONCRETE CURB ASPHA ROAD BASE 14.75° MIN. CONCRETE SLAB A 8° MIN. pp v INVERT 30- -AGR -x BACKFILL MATERIAL SHALL BE CRUSHED STONE OR GRAVEL MATERIAL MEETING CLASS 1 OR 2 AS SPECIFIED IN ASTM D2321 BACKFILL MATERIAL SHALL BE PLACED UNIFORMLY IN 12" LIFTS AND COMPACTED. PIPE SIZE A (ADS N -12 PIPE) 4" 20.00" 6" 22.00" 8" 24.00" 10" 26.00" . 12" 29.00" IT 32.00" 18" 35.00" 24" 42.00" 30" 48.00" THIS PRINT DISCLOSES SUBJECT MATTER IN WHICH NYLOPLAST HAS PROPRIETARY RIGHTS. THE RECEIPT OR POSSESSION OF THIS PRINT DOES NOT CONFER, TRANSFER, OR LICENSE THE USE OF THE DESIGN OR TECHNICAL INFORMATION SHOWN HEREIN REPRODUCTION OF THIS PRINT OR ANY INFORMATION DRAWN BY AWA DATE 18DEC01 . MATERIAL O 3130 VERONA AVE BUFORD, GA 30518 PHN FAX (770) 932 -2443 Nylopla s t FAX .nylo last -us. www.nyloplasl -us.wm APPD BY CJA PROJECT NO.INAME TITLE CONTAINED HEREIN, OR MANUFACTURE OF ANY ARTICLE HEREFROM, FOR THE DISCLOSURE TO OTHERS DATE. 18DECO1 CURB INLET DRAIN 2' X.3' INSTALLATION IS FORBIDDEN, EXCEPT BY SPECIFIC WRITTEN PERMISSION FROM NYLOPLAST. DWG SIZE A i SCALE _ NTS SHEET 1 OF 1 DWG N0. 7002 - 110.010 REV A GRATE HAS H -25 HEAVY DUTY'RATING. QUALITY: MATERIALS SHALL CONFORM TO ASTM A536 GRADE 70 -50 -05. MATERIAL: DUCTILE IRON PAINT: CASTINGS ARE FURNISHED WITH A BLACK PAINT. LOCKING DEVICE AVAILABLE UPON REQUEST. APPROX. DRAIN AREA OF GRATE = 232.87 SO IN. APPROX DRAIN AREA OF GRATE & HOOD @ LOWEST SETTING = 278.27 SO IN. APPROX DRAIN AREA OF GRATE & HOOD @ LOWEST + 1" SETTING = 311.15 SO IN. 16.75 APPROX DRAIN AREA OF GRATE & HOOD @ LOWEST +2" SETTING = 344.03 SO IN. APPROX DRAIN AREA OF GRATE & HOOD @ LOWEST +3" SETTING = 376.91 SO IN. APPROX DRAIN AREA OF GRATE & HOOD @ HIGHEST SETTING = 409.79 SO IN. APPROX. WEIGHT OF GRATE = 120.5 LBS. APPROX. WEIGHT OF GRATE, FRAME & HOOD ASSEMBLY W/ 18" BASE = 485.5 LBS. APPROX. WEIGHT OF GRATE, FRAME & HOOD.ASSEMBLY W124" BASE = 474.0 LBS. 34.75 O O 16 X 1.00 W GRATE SLOT 3099CGRDF IIS PRINT DISCLOSES SUBJECT MATTER IN WHICH DRAWN BY AWA MATERIAL 3130 VERONA AVE TOPLAST HAS PROPRIETARY RIGHTS. THE RECEIPT BUFORD, GA 30518 ® 1 POSSESSION OF THIS PRINT DOES NOT CONFER, IANSFER, OR LICENSE THE USE OF THE DESIGN OR DATE 21DEC01 DUCTILE IRON PHN (770) 932.2443 Nylopla S { l FAX (770) 932.2490 CHNICAL INFORMATION SHOWN HEREIN' :PRODUCTION OF THIS PRINT OR ANY INFORMATION )NTAINED HEREIN, OR MANUFACTURE OF ANY tTICLE HEREFROM, FOR THE DISCLOSURE TO OTHERSI www.nyloplast- us.coi APPD BY CJA DATE 21DEC01 PROJECT NO.MAME CURB INLET DRAIN TITLE 7 X T DIAGONAL GRATE FORBIDDEN, EXCEPT BY SPECIFIC WRITTEN DWG SIZE A SCALE 1:8 SHEET • 1 OF 11 DWG NO. 7002. 110.014 REV A :RMISSION FROM NYLOPLAST. GRATE INLETS IN SAG CONDITIONS • According to the Federal Highway Administration's guidelines for Drainage of Highway Pavements. (HEC -12), grate inlets in a sag condition operate as weirs under low head conditions and as orifices at greater depths. In order to satisfy City of La Quinta requirements for cases where grate inlets are proposed in sag conditions, the grates are assumed to be clogged so that only 50 % of the grate opening is functioning.. In order to add a further measure safety, the two sag locations on the JC Penney — Centre of La Quinta site where the largest flows are directed and the greatest potential for ponding may occur are provided with dual inlets with each pair of grate inlets serving 4 separate subareas. The measure was included to help minimize the potential for multiple inlets to clog simultaneously. For purposes of calculating the maximum grate inlet capacity it is assumed that 0.5' of ponding occurs at grate locations during the 100 year storm event. All grate inlets proposed on the JC Penney — Centre at La Quinta site in sag conditions are 2' X 3' inlets. A copy of the Nyloplast Road & Highway Inlet Capacity Chart for grate inlets in sag conditions, with data specific to the grate inlet inlets used on -site in sag conditions is provided. The Chart shows that the inlet capacity of the grates used on -site is 6.2 cfs after a.factor of safety of 2.0 has.been applied. ri U 30.00 25.00 LL 20.00 U 15.00 10.00 U 5.00 0.00 Nyloplast Road & Highway Inlet Capacity Chart This chart is based on equations from the FAA Airport Drainage AC 150/5320- 56,1970, Page 35. Certain assumptions have been made and no two installations will necessarily perform the same way. Safety factors should change with site conditions such that a safety factor 1.25 should be used for an inlet in pavement, and a safety factor of 2.0 should be used in turf areas. Nyloplast 2'X 2'& 2'X 3' Road & Highway Grates 0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70 0.80 0.90 1.00 1:10 INLET CAPACITY ASSUMING SOX Head, Feet CL0GG1WG OF GRA-TE IW A SAG t W01T10w : CA PACI'T`( = CHART GAPACIN/FACTOR OF Sa►I—TTY = 17.0 crs/2.O Structure Outlet Pipe Size Flow Rate CFS' 4" 0.229 6" 0.662 8- 1.441 10" 2.612 12" 4.152 15" 7.126 18" 12.163 24" 25.821 30" 52.173 * Maximum flow capacity before road & highway grate begins to backfill. Calculation based on an average pipe slope of 1 %. 2'x 3' Steel Bar Grate 3299CGRSB 2'x 2' Steel Bar Grate 3299CGSQSB 2' x 3' Grate 32 AG R X 2'x2'Grate -- -- 32_ _AGS_ _X THIS PRINT DISCLOSES SUBJECT MATTER IN WHICH DRAWN BY AWA MATERIAL 3130 VERONA AVE GF:S NYLOPLAST HAS PROPRIETARY RIGHTS. THE RECEIPT BUFORD, GA 30518 OR POSSESSION OF THIS PRINT DOES NOT CONFER, TRANSFER, OR LICENSE THE USE OF THE DESIGN OR DATE 19DEC01 7� PHN (770) 932.2443 Nylo last FAX (770) 932.2490 ' TECHNICAL INFORMATION SHOWN HEREIN www.nyloplast- us.cor APPD BY CJA PROJECT NO.INAME REPRODUCTION OF THIS PRINT OR ANY INFORMATION TITLE 2'X 2'& 2'X 3' INLET CAPACITY CONTAINED HEREIN, OR MANUFACTURE OF ANY ARTICLE HEREFROM, FOR THE DISCLOSURE TO OTHERS DATE 19DEC01 ROAD &HIGHWAY STRUCTURE IS FORBIDDEN, EXCEPT BY SPECIFIC WRITTEN DWG SIZE A I SCALE 1:2 SHEET 1 OF 1 I DWG NO. 7001. 110-084 REV B PERMISSION FROM NYLOPLAST. I • 1 • I s r 27.25 TOP OF BASE PLATE TO TOP OF DRAIN BASIN 18BASER: 2.83 BASER: 3 .44 0BASER: .44 3299CGRSB APPROX. GRATE DRAIN AREA = 531.62 SQ IN , *APPROX. WEIGHT WITH FRAME = 250.00 LBS ALL DIMENSIONS IN INCHES UNLESS NOTED OTHERWISE GRATE MEETS H -20 LOAD RATING QUALITY: FRAME & GRATE MATERIALS SHALL CONFORM TO ASTM A -36 STEEL, BASE PLATE MATERIALS SHALL CONFORM TO ASTM A536 GRADE 70 -50-05 DUCTILE IRON LOCKING DEVICE AVAILABLE UPON REQUEST SEE DRAWING NO. 7001 - 110 -180 f� 39.25 3.38 `WEIGHT DOES NOT INCLUDE DUCTILE IRON BASE PLATE 18BASER: APPROX. 133.50 LBS 24BASER: APPROX. 122.00 LBS 30BASER: APPROX. 92.50 LBS THIS PRINT DISCLOSES SUBJECT MATTER IN WHICH DRAWN BY EBC MATERIAL NYLOPLAST HAS PROPRIETARY RIGHTS. THE RECEIPT Nylo last PHN (770) 932.2443 . FAX (770) OR POSSESSION OF THIS PRINT DOES NOT CONFER, DATE 420-06 TITLE TRANSFER, OR LICENSE THE USE OF THE DESIGN OR 2 FT X 3 FT STEEL BAR GRATE ASSEMBLY DWG NO. 7001 - 110.259 TECHNICAL INFORMATION SHOWN HEREIN APPD BY CJA PROJECT NOJNAME REPRODUCTION OF THIS PRINT OR ANY INFORMATION CONTAINED HEREIN, OR MANUFACTURE OF ANY DATE 4.20 -06 ARTICLE HEREFROM, FOR THE DISCLOSURE TO OTHERS IS FORBIDDEN, EXCEPT BY SPECIFIC WRITTEN PERMISSION FROM NYLOPLAST. DWG SIZE A SCALE 1:10 SHEET 1 OF 1 J1 t JU VKVPIA Aft BUFORD, GA 30518 Nylo last PHN (770) 932.2443 . FAX (770) TITLE 2 FT X 3 FT STEEL BAR GRATE ASSEMBLY DWG NO. 7001 - 110.259 REV C Nylo 0 1) 6 1 of Ho w* To- Order Various types of outlets with watertight adapters for. ADS N -12 • SDR-35 Sewer • Sch 40 DWV • Corrugated PVC • Ri 3011 17 I'll 4,0, Variable Invert Height 'till ?511 1 Variable Overall Height '(2) T la" Minimum 411-3011 "(2) Maximum recommended overall height 10' '(1) Adapters can be mountod at any angle 0' to 359'. To determine minimum angle between -adapters please see chart at left. 30" "elate Options `, file:HD:\sitc\dralnhasin.s 8.1itn1 6/8/2005 c: • • The Hydro- KleenTm Fift floe item removes hyorocarbans; .argai7icaliy bound metals; PCB's; pesticides; VQC's, sulfides Wid otther oontarninat= '. ing waste products "rrt iniei weather and industrial runoff..me Hydre. KWeen unit can be customkdd t v remove site specific substances and is equipped with an overfloW bypass: o assure continued ttow in tha :evert of hIgh volume storm events. Thig, ffydPoT-K1810 i P118ttled 0y -ti, In. is WHOM` fvr EX1 41no -OP NO uuwuu.l.ydro, plisnoe.con STORM DRAIN PIPE NETWORK ANALYSIS Scenario: Base b5-VIFLOhMtE-WT AI:MAS : I b� 2 NORTH INLET B -5 O lq . INLET B -6LINE B\ J -1 LINE B2 45 DEGREE BEND u� v 41N J -2 Nt m ,� g- w J . J -3 m P 3 w z_ J J -4 w z_ /- rJ -5 � m _z J J -6 o CO w \r z - J 0 -1 INLET B -4 INLET B -3' INLET B -2 INLET B -1 Title: JC PENNEY o:\... \docs\ hydro \dev_areas1 &2- north100yr.stm Stantec Consulting L, PALM DE 09/03/07 05:36:43 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown -CT 06795 USA +1 -203- 755 -1666 • Project Engineer: Steve Holmes StormCAD v5.6 [05.06.012.00] Page 1 of 1 • Calculation Results Summary • DEVELOPME -14T AREAS 1 &2 NORTH - 100 YR Scenario: Base >> Info: INLET B -6 No bypass target specified- Bypass is assumed to travel to 0-1. >>>> Info: INLET B -5 No bypass target specified. Bypass is assumed -to travel to 0 -1. >>>>. Info: Subsurface Network Rooted by: 0-1 >> Info:-Subsurface Analysis iterations: 1 >>>> Info: Convergence was achieved. CALCULATION SUMMARY FOR SURFACE NETWORKS Label - --- - - - - - - - INLET B -6 INLET B -5 INLET B -4 INLET B -3 INLET B -2 INLET B -1 Inlet Number Inlet Section Total Total Capture Gutter Gutter Type of Size Shape (ft) Intercepted Bypassed Efficiency Spread Depth sections. I I I Flow Flow. Upstream (ft) (ft) =- (cfs) (cfs) (ft) ------ --- - - - - -� --------- I.Generic - - - - -= Inlet ---------------- I Generic Default - - - - -- 100% ------- - - - - -- 0.00 ---- - - - - -- 0.00 ------------ .100.0 0.00 0.00 Generic Inlet Generic Default 100% 0.00 0.00 100.b'I 0.00 I 0.00 Generic Inlet Generic Default 100% 0.00 0.00 100.0 1 0.00 1 0.00 Generic Inlet Generic Default 100% 0.00 0.00 100.0 1 0.00,1 0.00 Generic Inlet Generic Default 100% 0.00 0.00 100.0 0.00 1 0100 Generic ----------------------------------------------------------------------- Inlet Generic Default 1001; 0.00 0.00 100.0 I ------ 0.00 1 ------------- 0.00 - - - - -- CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT 0-1 Label Number Section Section Length Total Average Hydraulic Hydraulic of Size Shape (ft) System Velocity Grade Grade sections. I I I Flow I (ft /s) I Upstream I Downstream =- (cfs) I I - = (ft) (ft) --- -- - - -- LINE B8 -- - - - - - - - - 1 -- - 48 - - - - - - inch - - - - - - - - -' - Circular - - - - - - I- 123.50 - - - - - -- I- 26.42 - - - - - -- I 7.25 - - - - - - - - - - - 53.84 - - - - - - - - - - - - �. 53.81 LINE B7 1 '48 inch Circular 18.00 20.83 6.73 53.89 53.89 LAT B -1 1 24 inch Circular 30.00 5.59 1.78 53.91 53.89 LAT B -2 1 24 inch Circular 30.00 5.59 1.78 53.94 53.92 LINE B6 1 1 48 inch I Circular 1 9.00 1 15.24 1 6.39 1 53.92 1 53.92 LINE B5 1 48 inch I Circular ( 18. -00 1 9.21 5.31 1 53.94 1 53.94 1- LAT B -3 l l 24 inch I Circular 1 30.00.1 6.03 1 1.92 1 53.96 1 53.94 LAT B -4 l l 24 inch Circular 1 30.00 ( 6.03 1.92 53.97 1 53.95 LINE B4 1 18 inch Circular 1 172.84 3.18 1.80 54.08 53.95 LINE B3 1 18 inch Circular 140.42 3.18 6.38 54.04 54.11 Title: JC PENNEY Project Engineer: Steve Holmes o:\ ... \docs\ hydro \dev_areasl &2- north100yr.stm Stantec Consulting L, PALM DE StormCAD v5.6 [05.06.012.00] 08/31 /07 03:48:06 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1 -203- 755 -1666 Page 1 of 2 • Total Calculat Results Summary •' LINE B2 1 1 18 inch Circular 64.90 3.18 6.41 �. 55.02 54.20 system LINE 131 1 1 18 inch Circular 14.54 1.27 4.92 55.21 55.23 LAT B -5 1 1 18 inch Circular 33.00 1.91 5.55 55.36 55.23 Line In I Label Total Ground Hydraulic Hydraulic system Elevation Grade Grade Flow '1 (ft) Line In I Line Out - (cfs) (ft) (ft) - ---------- 1 0 -1 - - - - -- -- - - - - -- 26.42 ----- - - - - -- 61.61 ----- - - - - -- 53.81 ------ - - - -1 53.81 1 J -6 26.42 60.09 53.89 53.84 1 J -5 1 20.83 59.82 1 53.92'1 53.89 1 INLET B -1 1 5.59 1 59.77.1 53.91 1 53.91 1 1 INLET B -2 1 5.59 1 59.50 1 53.96 1 53.94 1 i J -4 1 15.24 1 59.77 1 53.94 1 53.92 1 1 J -3 1 9.21 1 59.75 1 53.95 1 53.94 1 1 INLET B -3 1 6.03 1 59.59 1 53.99 1 53.96 1 1 INLET B -4 1 6.03 1 59.77 1 54.00 1 53.97 1 1'J -2 1 3.18 1 62.02 1 54.11 1 54.08 1 1 45 DEGREE BEND 1 3.18 1 62.45 1 54.20 1 54.04 1 1 J -1 1 3.18 1 61.39 1 55.23 1 55.02 1 1 INLET B -6 1 1.27 1 61'.04 1 55.23 1 55.21 1 1 INLET -----'---------------------------------------------------- B -5 1 1.91 1 60.83 1 55,.46 1 55.36 1 - - - - -- ----------------------------------------------------------------- ----------------------------------------------------------------- Completed: 08/31/2007 03:47:31 PM Title: JC PENNEY I , Project Engineer: Steve Holmes o:\ ... \docs\ hydro \dev_areasl &2- north100yr.stm. Stantec Consulting L, PALM DE StormCAD v5.6 (05.06.012.00] 08/31107 03:48:06 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 2 of 2 • Aario: Base Pipe Report r;,t=-vt =t nF>m m-T AtzgAS I & 2 uot?T" - Innlyr? • Label Upstream Node Downstream Node Section 1 Size Manning n Material Length (ft) 3onstructec Slope (tuft) System Known Flow (cfs) Average Velocity. (ft/s) Upstream Invert Elevation. (ft) Hydraulic Grade Line In (ft) Downstream Invert Elevation (ft) Hydraulic Grade _ Line Out - (ft) LINE B5 J -3 J-4 48 inch 0.012 Corrugated HDPE (Smooth Interic 18.00 0.005000 9:21 5.31 50.41 53.94 50.32 53.94 LAT B -4 INLET B -4 J -3 24 inch .0.012 Corrugated HDPE (Smooth Interic 30.00 0.029667 6:03 1.92 51.30 53.97 50.41 53.95 LAT B -3 INLET B -3 J -4 24 inch 0.012 Corrugated HDPE (Smooth Interic 30.00 0.029667 6.03 1.92 51.21 53.96 50.32 53.94 LINE B6 J -4 J -5 48 inch 0.012 Corrugated HDPE (Smooth Interic 9.00 0.005556 15.24 6.39 50.32 53.92 50.27 53.92 LINE B7 J -5 J -6 48 inch 0.012 Corrugated HDPE (Smooth Interic 18.00 0.005000 20.83 6.73 50.27 53.89 50.18 53.89 LINE B8 J -6 0-1 48 inch 0.012 Corrugated HDPE (Smooth Interic 123.50 0.005101 26.42 7.25 50.18 53.84 49.55 53.81 LAT B -2 INLET B -2 J -5 24 inch 0.010 PVC 30.00 0.029667 5.59 1.78 51.16 53.94 50.27 53.92 LAT B -1 INLET B -1 J -6 24 inch 0.012 Corrugated HDPE (Smooth Interi 30.00 0.029667 5.59 1.78 51.07 53.91 50.18 53.89 LINE 131 INLET B -6 J -1 18 inch 0.012 Corrugated HDPE (Smooth Interic 14.54 0.016131 1.27 4.92 54.56 55.21 54:34 55.23 LAT B -5 INLET B -5 J -1 18 inch 0.012 Corrugated HDPE (Smooth Interic 33.00 0.015152 1.91 5.55 54.84 55.36 54.34 55.23 LINE B2 J -1 45 DEGREE BEI 18 inch 0.012 Corrugated HDPE (Smooth Interic 64.90 0.015100 3.18 6.41 54.34 55.02 53.36 54.20 LINE B3 45 DEGREE B J -2 18 inch 0.012 Corrugated HDPE (Smooth Interic 140.42 0.014955 3.18 6.38 53.36. 54.04 51.26 54.11, LINE B4 J -2 J -3 18 inch 0.012 Corrugated HDPE (Smooth Interic 172.84 0.004918 3.18 1.80 51.26 54.08 50.41 53.95 Title: JC PENNEY Project Engineer: Steve Holmes o:\ ... \dots\ hydro \dev_areasl &2- north100yr.stm Stantec Consulting L, PALM DE StormCAD v5.6 (05.06.012.00) 08/31/07 03:55:23 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1 -203- 755 71666 Page 1 of 1 • Apenario: Base • Node Report DEVElOPME-NT AMEAS .'I & 2 WORTH -- innYR Label Known Flow (cfs) Total Flow Out (cfs) Headloss Coefficient Ground Elevation (ft) Rim Elevation (ft) Sump Elevation (ft) Hydraulic Grade Line In (ft) Hydraulic Grade Line Out (ft) 021 26.42 61.61 61.61 48.40 53.81 53.81 J -6 26.42 0.70 60.09 60.09 50.18 53.89 53.84 J -5 20.83 0.70 59.82 59.82 50.27 53.92 53.89 J -4 15.24 0.70 59.77 59.77 50.32 53.94 53.92 J -3 9.21 0.70 59.75 59.75 50.41 53.95 53.94 INLET B -4 6.03 6.03 0.50 59.77 59.77 51.30 54.00 53.97 INLET B -3 6.03 6.03 0.50 59.59 59.59 51.21 53.99 53.96 INLET B -2 5.59 5.59 0.50 59.50 59.50 51.16 53.96 53.94 INLET B -1 5.59 5.59 0.00 59.77 59.77 51.07 53.91. 53.91 J -2 3.18 0.60 62.02 62.02 51.26 54.11 54.08 45 DEGREE BEND 3.18 0.60 62.45 62.45 53.36 54.20 54.04 J -1 3.18 0.80 61.39 61.39 54.34 55.23 - 55.02 INLET B -6 1.27 1.27 0.50 61.04 60.54 54.56 55.23 55.21 INLET B -5 1.91 1.91 0.50 60.83 60.33 54.84 55.46 55.36 Title: JC PENNEY o:\... \dots\ hydro \dev_areas182- north100yr.stm Stantec Consulting L, PALM DE 08/31/07 03:57:40 PM © Bentley Systems, Inc. Haestad Methods Solution Center. Watertown, CT 06795 USA +1- 203 - 755 -1666 Project Engineer: Steve Holmes StormCAD v5.6 [05,06,012.00] Page 1 of 1 • OProfile • Scenario: Base Profile: Development Areas 1 &2 North - 1.00 Year Scenario: Base . o MC'ROt1')� Z • W r C cp Q E y0 �NY�(D W�c0 r?cD WOMMLO) ? \ M > 7 >.� I N�t17Or wO��cNOQ d�� E� ,� vinSS�c'n Ut out LINE 82 y - HG � VIGIL �M C C CAN O E \ \ Cn C fn -4 +00 -3 +00 -2 +00 -1 +00 Station (ft) Title: JC PENNEY - o: \ ... \docs\ hydro \dev_areasl &2- north100yr.stm Stantec Consulting L, PALM DE 09/04/07 01:31:47 PM © Bentley Systems, Inc. . Haestad Methods Solution Center Watertown. CT 06795 USA +1 -203- 755 -1666 60.00 55.00 LINE 61 50.00 0 +00 Elevation (ft) Project Engineer: Steve Holmes StormCAD.v5.6 [05.06.012.00] Page 1 of 1 MC'ROt1')� +OO�1iO C cp Q E y0 \ M > 7 >.� I \\ LINE 82 y - HG � VIGIL \ LINE 63 LINE B -4 +00 -3 +00 -2 +00 -1 +00 Station (ft) Title: JC PENNEY - o: \ ... \docs\ hydro \dev_areasl &2- north100yr.stm Stantec Consulting L, PALM DE 09/04/07 01:31:47 PM © Bentley Systems, Inc. . Haestad Methods Solution Center Watertown. CT 06795 USA +1 -203- 755 -1666 60.00 55.00 LINE 61 50.00 0 +00 Elevation (ft) Project Engineer: Steve Holmes StormCAD.v5.6 [05.06.012.00] Page 1 of 1 Profile Scenario: Base Profile: Development Areas 1 &2 North - 100 Year Scenario: Base. ,,, - o LO ZO oi 1pCO + -rte Ofn c0'.:N (D � 0000 00 �r`n NON �(N7 -00 O00 NOO �WO +00 C� M + tfJ • O U7 + tf) In • ai O ... . O .. .. BCD D. O C C d > C C�UJ �Cn > > "O > >O.EE lA yO > >�.�.� > HGL HGL LINE BE ru LINE B6 LINE B7 -2 +00 -1 +00 35.00= � � � M = N c;L or- ''? c; Lo �r�0 Opp to f-0 .. C" LO O -1 LO Oi to 8`n O c cO�n E >.E M W > > >.� D CAN �� C C CAN I /60.00 55.00 Elevation (ft) 50.00 IE B5 45.00 0 +00 Station (ft) Title: JC PENNEY Project Engineer: Steve Holmes o:\...\docs\ hydro \dev_areas182- north100yr.stm Stantec Consulting L, PALM DE StormCAD v5.6 [05.06.012.00) 09/04/07 01:30:54 PM - © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 1 of 1 • •Profile Scenario: Base Profile: Development Areas "I &2 North - 100 Year Scenario: Base d M "4- MCMM 4 �M Mc}' -4 U')C)� -1 +00 C -SO 7U) -E -S C LA H tco Oq OU-)M't O . - + r0O 7 . 65 C E U) - 60.00 Elevation (ft) 55.00 50 00 0 +00 • Station (ft) Title: JC PENNEY Project Engineer: Steve Holmes o:\... \dots\ hydro \dev _ areas182- north100yr.stm Stantec Consulting L, PALM DE StormCAD v5.6 [05.06.012.00] 09/04/07 01:32:23 PM 0 Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 1 of 1 • *Profile Scenario: Base Profile: Development Areas 1 &2 North - 100 Year Scenario: Base''. MAO c'� O -.Zj: Lr7 �M.y1�� Ali T + U-) LO ;- c3i LO + Q Q co CO CO > > O � Z C —� U) c G� UJ 60`00 -1 +00 . 55.00 " - Elevation (ft) 50.00 0 +00 Station (ft) Title: JC PENNEY Project Engineer: Steve. Holmes o:\...\docs \hydro\dev_areas1 &2- north 1 00yr. stm Stantec Consulting L, PALM DE StormCAD v5.6 [05.06.012.00] 09/04/07 01:32:56 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 1 of 1 Ll *Profile • Scenario: Base Profile: Development Areas 1 &2 North - 100 Year Scenario: Base d✓ d=NNM N Ot\ M N d= T M =T O ON .U-) LOT OMM M OO LO . O OLO U) ;-;M m O+ + U� W°OU--) Q �r i6 > > > E Fr U) c�u) 60.00 -1 +00 55.00 Elevation (ft) 50,00 0 +00 Station (ft) Title: JC PENNEY o:\ ... \dots\ hydro \dev_areasl &2- northl00yr.stm Stantec Consulting L, PALM DE 09/04/07 01:33:37 PM 0 Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Project Engineer: Steve Holmes StormCAD v5.6 [05.06.012.00] Page 1 of 1 • •Profile. • Scenario: Base Profile: Development Areas 1 &2 North - 100 Year Scenario: Base . NOIf)M m Nd✓� ~O + y =s ; �f 0 Z-) 00 � Cj N MOO CD .LQ f) O C C 3 U) a - LO > > > .� 60.00 -1 +00 55.00 Elevation (ft) J 50.00 0 +00 Station (ft) Title: JC PENNEY o:\...\docs\ hydro \dev _ areas182- north100yr.stm Stantec Consulting L, PALM DE 09/04/07 01:34:05 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Project Engineer: Steve Holmes StormCAD v5.6 [05.06.012.00] Page 1 of 1 Profile Scenario: Base Profile: Development Areas 1 &2 North - 100 Year Scenario: Base co �co �T oT orn TI M C:; It" 0 0 C? CO d E _1 Cfl >'> >.� HGL -1 +00 65.00 oar- I 0 .. cyi LC) + =LO d ISO Oj .� E :65 OE: U) 60.00 55.00 50.00 0 +00 Elevation (ft) Station (ft)' Title: JC PENNEY o:\... \dots\ hydro \dev _ areas182- north100yr.stm Stantec Consulting L, PALM DE 09/04/07 01:34:34 PM © Bentley Systems_ Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1 -203- 755 -1666 • Project Engineer: Steve Holmes StormCAD v5.6 [05.06.012.00] Page 1 of 1 CalculapResults Summary _ DJFVI:'L 0PW FktT AREAS I b� 2 NORTH - 10 Y1 AR Scenario: Base >>>> Info: INLET B -6 No bypass target specified. Bypass is assumed to travel to 0-1. >>>> Info: INLET B -5 No bypass target specified. Bypass is assumed to travel to 0-1. >>>> Info: Subsurface Network Rooted by: 0 -1 >>>> Info: Subsurface Analysis iterations: 1 >>>> Info:,Convergence was achieved. CALCULATION SUMMARY FOR SURFACE NETWORKS Label Inlet I I Inlet 1 1 I I Total ,Total Capture Gutter Gutter 1 LAT B -1 1 1 Type 1 1 LINE B6 1 1 1 LINE-B5 1 Intercepted Bypassed Efficiency Spread Depth 1 LINE B4 1 1 1 LINE B3 1 1 48 inch 1 Circular 1 Flow Flow M (ft) (ft) 24 inch 1 Circular 1 30.00 18 inch 1 Circular 1 (cfs) (cfs) - -- -- -- - - -- --- - - - - -1 ----- - - INLET - - -- B -6 -- ------- Generic - - - - -- Inlet ----------- Generic ----- Default - - - - -- 100% ------- - - - - -- �. 0.00 ---- - - - - -- 0.00 ------ - - - 100.0 1 0.00 0.00 .� 1 INLET B -5 1 Generic Inlet 1 Generic Default 100% 1 0.00 1 0.00 i 100.0 1 0.00 1 0.00 1 1 INLET B -4 1 Generic Inlet 1 Generic Default 100% 1 0.00 1 0.00 i 100.0 1 0.00 1 0.00 1 1 INLET B -3 1 Generic Inlet 1 Generic Default 100% 1 0.00 1 0.00 1 100.0 1 0.00 1 0.00 1 1 INLET B -2 1 Generic Inlet 1 Generic Default 100% 1 0.00 1 0.00 1 100.0 1 0.00 1 0.00 1 1 INLET ---------------------------------------------------=------------------------------ B -1 1 Generic Inlet 1 Generic Default 100% 1 0.00 1 0.00 i 100.0 ------------ 1 0.00 -------- 1 0.00 i - - - - -- CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: 0 -1 1 Label 1 Number I I of 1 1 I I Sections 1---------1---- 1 LINE B8 ( - - - - -- 1 1 LINE B7 1 1 1 LAT B -1 1 1 1 LAT B -2 1 1 1 LINE B6 1 1 1 LINE-B5 1 1 1 LAT B -3 1 1 1 LAT B -4 1 1 1 LINE B4 1 1 1 LINE B3 1 1 Section 1 Section 1 Length Size 1 I Shape 1 I (ft) ---------1---------- 48 I inch 1 I 1-- Circular 1 - - - - -- 123.:50 48 inch 1 Circular 1 18.00 24 inch 1 Circular 1 30.00 24 inch 1 Circular 1 30.00 48 inch 1 Circular 1 9.00 48 inch 1 Circular 1 18.00 24 inch 1 Circular 1 30.00 24 inch 1 Circular 1 30.00 18 inch 1 Circular 1 172.84 18 inch 1 Circular 1 140.42 Total 1 Average 1 Hydraulic 1 Hydraulic 1 System.1 velocity 1 Grade 1 Grade 1 Flow 1 (ft /s) 1 Upstream 1 Downstream 1 (cfs) 1 1 (ft) 1' (ft) 1. 1------- - - - - -1 -------- 13.71 1---------- 1 6.01 1----------- 1 51.26 1 50.50 1 10.81 1 5.57 1. 51.52 1 51.53 1 2.90 1 7.69 1 51.66 1 51.53 1 2.90 1. 8.75 1 51.75 1 51.63 1 7.91 1 5.27 1 51.63 1 51.63 1 4.78 1 4.38 1 51.68 1 51.68 1 .3.13 1 7.87 1 51.83 1 51.68 1 3.13-1 7.87 1 51.92 1 51.70 1 1.65 1 3.56 1 51.74 1 51.70 1 1.65 1 5.29 1 53.84 1 51.85 1 Title: JC PENNEY Project Engineer: Steve Holmes o:\ ... \does \hydro \dev_areasl &2 - northlOyr.stm Stantec Consulting L, PALM DE Storm CAD v5.6 [05.06.012.00] 08/31/07 04:00:06 PIA 6 Bentley Systems, Inc. Haestad Methods Solution Center , Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 1 of 2 Calculatifri Results Summary • LINE B2 1 1 18 inch I Circular 1 64.90 1 1.65 •5.31 1 54.82 1 53.95 LINE B1 1 1 18 inch ,Circular 1 14.54 1 . 0.66 1 4.06 1 54.93, 1. 54.96 LAT B -5 1 1 18 inch I Circular 33.00 0.99 1 4.58 55.21 54.96 Label Total Ground Hydraulic Hydraulic System Elevation Grade Grade Flow (ft) Line In I Line Out (cfs) (ft) -- - - - - - - - (ft) - - - - - - - - - - - � ------------------- 0 -1 ---------- 13.71 - - - - -- 61.61 - - 50.48 50.48 J -6 13.71 60.09 51.53 51.26 J -5 10.81 59.82' 51.63 51.52 INLET B -1 2.90 ( 5.9.77 51.66 51.66 •� INLET B -2 2.90 59.50 51.86 51.75 J -4 7.91 59.77 51.68 51.63 J -3 4.78 59.75 51.70 51.68 INLET B -3 3.13 59.59 51.94 51.83 INLET B -4 3.13 59.77 52.03 51.92 J -2 1.65 62.02 51.85 51.74 45 DEGREE BEND 1.65 62.45 53.95 -.53.84 J -1 1.65 61.39 54.96 54.82 INLET B -6 0.66 61.04 54.96 54.93 INLET B -5 0.99 60.83 55.28 55.21 ----------------------------------------------------------------- ----------------------------------------------------------------- Completed: 08/31/2007 03:59:55 PM Title: JC PENNEY Project Engineer: Steve Holmes o: \... \docs \hydro \dev_areas182 - northl0yr.stm Stantec Consulting L, PALM DE StormCAD v5.6 [05.06.012.00] 08/31/07 04:00:06 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 2 of 2 • r��vt= Lf�PM �1.IT a q? AT- 1&2 I nWrH = I O YEAR Snario: Base Pipe Report Label Upstream Node Downstream Node Section Size Mannings n Material Length (ft) onstructec Slope (f /ft) System Known Flow (cfs) Average Velocity (ft/s) Upstream Invert Elevation (ft) Hydraulic Grade Line In (ft) Downstream Invert Elevation A Hydraulic Grade Line Out (ft) LINE B5 J -3 J -4 48 inch 0.012 Corrugated HDPE (Smooth Interic 18.00 0.005000 4.78 4.38 50.41 51.68 50.32 51.68 LAT B -4 INLET B -4 J -3 24 inch 0.012 Corrugated HDPE (Smooth Interic 30.00 0.029667 3.13 7.87 51.30 51.92 50.41 . 51.70 LAT B -3 INLET B -3 J -4 24 inch 0.012 Corrugated HDPE (Smooth Interic 30.00 0.029667 3.13 7.87 51.21 51.83 50.32 51.68 LINE B6 J -4 J -5 48 inch 0.012 Corrugated HDPE (Smooth Interic 9.00 0.005556 7.91 5.27 50.32 51.63 50.27 51.63 LINE B7 J -5 J -6 48 inch 0.012 Corrugated HDPE (Smooth Interic 18.00 0.005000 10.81 5.57 50.27 51.52 50.18 51.53 LINE B8 J -6 0-1 48 inch 0.012 Corrugated HDPE (Smooth Interic 123.50 '0.005101 13.71 6.01 50.18 51.26 49.55 50.50 LAT B -2 INLET B -2 J -5 24 inch 0.010 PVC 30.00 0.029667 2.90 8.75 51.16 51.75 50.27 51.63 LAT B -1 INLET B -1 J -6 24 inch 0.012 Corrugated HDPE (Smooth Interi 30.00 0.029667 2.90 7.69 51.07 51.66 50.18 51.53 LINE B1 INLET B -6 J -1 18 inch 0.012 Corrugated HDPE (Smooth Interi 14.54 0.015131 0.66 4.06 54.56 54.93 54.34 54.96 LAT B -5 INLET B -5 J -1 18 inch 0.012 Corrugated HDPE (Smooth Interic 33.00 0.015152 0.99 4.58 54.84 55.21 54.34, 54.96 LINE B2 J -1 45 DEGREE BEI 18 inch 0.012 Corrugated.HDPE (Smooth Interic 64.90 0.015100 1.65 5.31 54.34 54.82 53.36 53.95 LINE 83 45 DEGREE B J -2 18 inch 0.012 Corrugated HDPE (Smooth Interic 140.42 0.014955 1.65 5.29 53.36 53.84 51.26 51.85 LINE B4 J -2 J -3 18 inch 0.012 Corrugated HDPE (Smooth Interi 172.84 0.004918 1.65 .3.56 51.26 51.74 50.41 51.70 Title: JC PENNEY Project Engineer: Steve Holmes I o:\ ... \docs \hydro \dev_areasl &2 - northlOyr.stm Stantec Consulting L, PALM DE StormCAD v5.6 [05.06.012.00] 08/31/07 04:04:10 PM 0 Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1 -203- 755 -1666 Page 1 of 1 Rnallio: Base • Node Report VEV/ LOPMEWT AI EAS l &2 WORTH - 10 YEAR Label Known Flow (cfs) Total Flow Out (cfs) Headloss Coefficient Ground Elevation (ft) Rim Elevation (ft) Sump Elevation (ft) Hydraulic Grade Line In' (ft) Hydraulic Grade Line Out (ft) 0-1 13.71 61.61 61.61 48.40 50.48 50.48 J -6 13.71 0.70 60.09 60.09 50.18 51.53 51.26 J -5 10.81 0.70 59.82 59.82 50.27 51.63 51.52 J -4 7.91 0.70 59.77, 59.77 50.32 51.68 51.63 J -3 4.78 0.70 59.75 59.75 50.41 51.70 51.68 INLET B -4 3.13 3.13 0.50 59.77 59.77 51.30 52.03 51.92 INLET B -3 3:13 3.13 0.50 59.59 •59.59 51.21 51.94 51.83 INLET B -2 2.90 2.90 0.50 59.50 59.50 51.16 51.86 51.75 INLET B -1 2.90 2.90 0.00 59.77. 59.77 51.07 51.66 51.66 J -2 1.65 0.60 62.02 62.02 51.26 51.85 51.74 45 DEGREE BEND 1.65 0.60 62.45 62.45 53.36 53.95 53.84 J -1 1.65 0.80 61.39 61.39 54.34 54.96 54.82 INLET B -6 0.66 0.66 0.50 61.04 60.54 54.56 54.96 54.93 INLET B -5 0.99 0.99 0.50 60.83 60.33 54.841 55.281 55.21 Title: JC PENNEY Project Engineer: Steve Holmes o: \ ... \docs \hydro \dev_areasl &2 - northlOyr.stm Stantec Consulting L, PALM DE StormCAD v5.6 [05.06.012.00] 08/31/07 04:05:56 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 1 of 1 • 40Profile • Scenario: Base Profile: Development AreaS 1 & 2' North - 10 Year Scenario: Base o w. C'i 0 -4+00 -3+00 -2+00 Seaton (ft) -1+00 60.00 55.00 ' 50.00 0+00 Elevation (ft) Title: JC PENNEY Project Engineer: Steve Holmes oA ... \docs\hydro\dev afeasl&2-northlOyr.stm Stante6 Consulting L, PALM DE StormCAD v5.6 [05.06.012.00] 09/03/07 06:48:03 PM 0 Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 it F= ' LINE B3 NGL UNE 134 ---------- -4+00 -3+00 -2+00 Seaton (ft) -1+00 60.00 55.00 ' 50.00 0+00 Elevation (ft) Title: JC PENNEY Project Engineer: Steve Holmes oA ... \docs\hydro\dev afeasl&2-northlOyr.stm Stante6 Consulting L, PALM DE StormCAD v5.6 [05.06.012.00] 09/03/07 06:48:03 PM 0 Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 • • Scenario: Base Profile: Development Areas 1 & 2 North 10 Year Scenario: Base m LO Zo ai (p Co -72 7� 0 Cn Of LO=00 00 __C>M_7 *=: = rl- = , =r- r- E3 nI j:j- CNJ CO c4 ci C:� c'J O C5 LO Cq C> .-0 j� E L!� LF� t S? (.0 CO � 6r) _t _L�s a_� W� C? 0 CL > E LINE 138 L LINE U LINE 136 LINE B7 65.00 C14 V: ACV C,4 1=: CIS 4-- LO r— (g; 8g-;`8 LO LO 4� i LO + 0 > E > c.E 50.00 135 45.00 -2+00 -1+00 0+00 Station (ft) Title: JC PENNEY o:\... \docs \hydro \dev_areas182 - northlOyr.stm Stantec Consulting L, PALM DE 09/03/07 06:50:00 PIVI 0 Bentley Systems, Inc.' Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Elevation (ft) • Project Engineer: Steve Holmes StormCAD v5.6 [05.06.012.00] . Page 1 of 1 • *Profile Scenario: Base Profile: Development Areas 1 & 2 North - 10 Year Scenario: Base COCO CO 4.4 L�h M 'I- + u7 LO U7 O CD E ��cccE� 55.00 W 'If `:t mO ?CAD LO J (D 0 t= E I i 60.00 Elevation (ft) • -1 +00 0 +00 Station (ft) Title: JC PENNEY Project Engineer: Steve Holmes o:\... \dots \hydro \dev_areas182 - northlOyr.stm Stantec Consulting L, PALM DE StormCAD v5.6 [05.06.012.00] 09/03/07 06:50:54 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1 -203- 755 -1666 Page 1 of 1 • *Profile Scenario: Base Profile: Development Areas 1 & 2 .North .- 10 Year Scenario: Base 0 T I� CO W CD �, �� Ln rt + + CCD C =; J.�,. �_ E + LCD LO .;-: O LO Cn -1 +00 I ON 00 0 +00 Elevation (ft) Station (ft) Title: JC PENNEY - o:\ ... \does \hydro \dev _ areas182 - northl Oyr. stm Stantec Consulting L, PALM DE 09/03/07 - 06:51:40 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1 -203- 755 -1666 Project Engineer: Steve Holmes I StormCAD v5.6 [05.06.012.00] Page 1 of 1 *profile • Scenario: Base .Profile: Development Areas 1 & 2 North - 10 Year Scenario: Base 4 CN M O Lf) Ur' CV CV M ACV CO O }; aiLn , • O M M O t� M f- ++ C M O O tl') r-- W O E + t1) Lf� :: aj J (Cf �> O C COQ Z� �ECn -1 +00 30.00 55.00 Elevation (ft) �1 11 1 11 Station (ft) Title: JC PENNEY o:\...\docs \hydro \dev_areas182 - northl0yr.stm Stantec Consulting L, PALM DE 09/03/07 06:52:10 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 =1666 Project Engineer: Steve Holmes I StormCAD v5.6 [05.06.012.00] Page 1 of 1 • : ' •Profile • Scenario: Base Profile: Development Areas 1 &.2 North 10 Year Scenario: Base Cn T Cn y�.II CO T O T Y- W C=) .tip Q7 Ln nt\NC n F-- �� a OOO�oNOO J (p0 E + LO LCD lC� Z C - Cn_MCO LO > > > .� Cn C -Si -Si CE Cn . 60.00 591111] 55.00 —' 50.00 0 +00 Elevation (ft)' Station (ft) Title: JC PENNEY Project Engineer:'Steve Holmes o:\:..\docs \hydro \dev_areas1&2 - northlOyr.stm Stantec Consulting L, PALM DE • StormCAD v5.6 [05.06.012.00] 09/03/07 06:52:44 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 1 of 1 • Oprofile Scenario: Base Profile:. Development Areas 1 & 2 North - 10 Year Scenario: Base 4:f =C Co CO 17 =ao U—) M o o + in in } C5 U-) o � co ii cfl @ > > > . I\ HGL -1 +00 65.00= . °moo �oLnr- 00 o ai'n F-. ++ =3 LO ii Jio >E Z� c�C0 /60.00 55.00 50.00 0 +00 Elevation (ft) • Station (ft) Title: JC PENNEY Project. Engineer: Steve Holmes o:\... \does \hydro \dev_areas182 - northlOyr.stm Stantec Consulting L, PALM DE StormCAO v5.6 [05.06.012.00] 09/03/07 06:53:16 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 1 of 1 Scenario: Base tbevELOPMEN'C AREAS 1 8`2 - SOUTH P 1 INLET Awl D 90 DEGREE BEND C" LINE A-3 Q - w z • 0-2 Q w Z -' 45 DEGREE BEND 22.5 DEGREE BEND Title: JC PENNEY o:\... \dots \hydro \dev_areasl &2- south100yr.stm Stantec Consulting L, PALM DE 09/03/07 05:36:59 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Project Engineer: Steve Holmes StormCAD v5.6 [05.06 . 012.00) Page 1 of 1 • Calculate n Results Summary' • PPP- ffLOPMEWT AREAS I &2 SOUTH - IOOY A-? Scenario: Base >>>> Info: Subsurface Network Rooted by: 0-2 » » Info: Subsurface Analysis iterations: 1 » » Info: Convergence was achieved. CALCULATION SUMMARY FOR SURFACE NETWORKS Label I Inlet I Inlet - I Total I Total I Capture I Gutter I Gutter I Type I I Intercepted I Bypassed I Efficiency I Spread I Depth I Flow I Flow I M I (ft) I (ft) I I I I I (cfs) I (cfs) I I I I-------- I--- I - - - - - I ----------- I--------------- I---------------------- I------ - ------ I. INLET A -1 I Generic.Inlet I Generic Default 100% I 0.00 ------------------------------------------------------------------------------------ I---------- I 0.00 I-------- ---- I 100.0 ---- -- I., 0.00 I ------------ 0.00 I -- - - -- CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: 0 -2 Label I Number I Section I Section I Length I Total I Average I Hydraulic I Hydraulic I I Grade I of I Size I Shape I (ft) I System I velocity I Grade I Grade I I I Sections I I' I (ft) ----------- I I Flow I (ft /s) I Upstream I Downstream I I I I I I 5.57 I I I (cfs) I I (ft) I (ft) I - - - - I - --------- LINE A -4 I---------- I--------- I---------- I 1 118 inch I Circular I-------- I 41.63 I-------- I------ I 5.57 ---- I------=--- I 3.15 I .- 53.91 I------- - I 53.81 I LINE A -3 I 1 118 inch I Circular I 86.80 I 5.57 I 3.15 I 54.21 I 54.00 I LINE A -2 I 1 118 inch I Circular 1 120.82 I 5.57 I 3.15 I 54.62 I 54:33 I LAT A -1 -------------------------------------------------------------------------------------- I 1 118 inch I Circular I 79.90 I 5.57 I 3.15 I 54.91 I .54.72 I ------ -- - - -- Label I Total I Ground I Hydraulic I Hydraulic I System I Elevation I Grade I Grade I Flow I (ft) I Line In I Line Out I I (cfs) I I (ft) ----------- I (ft) I - --- -- - - - - - I ---------------- -- I 0-2 I -------- I I 5.57 ----------- I 61.61 I I. 53.81 I 53.81 I 145 DEGREE BEND I 5.57 I 62.07 I 54.00 I 53.91 I I' 90 DEGREE BEND I 5.57 I 62.48 I 54.33 I 54.21 I 1 22.5 DEGREE BEND I 5.57 I 62.36 I 54.72 I 54.62 I INLET A -1 ------------- - ------------------------------------------- I 5.57 I 60.52 I 54.98 I 54.91 I -- - -- - -- Title: JC PENNEY Project Engineer: Steve Holmes o: \...\does\ hydro \dev _ areas182- south100yr.stm Stantec Consulting L , PALM DE StormCAD v5.6 [05.06.012.00) 08/31/07 04:13:23 PM 0 Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 1 of 2 Scenario. Base Pipe Report r7t=vPL.nPM �QT A ReAS 1 &2 SOUTH - I ODYEA R Label Upstream Downstream Section Manning., Material Length - onstructec System Average Upstream Hydraulic Downstream . Hydraulic Node Node Size n (ft) Slope Known Velocity Invert Grade Invert Grade (f /ft) Flow (ft/s) Elevation Line In Elevation Line Out (cfs) (ft) (ft) (ft) (ft) LINE A -3 90 DEGREE B 45 DEGREE BENI 18 inch 0.012 Corrugated HDPE (Smooth Int.eric 86.80 0.004954 5.57 3.15 50.19 54.21 49.76 54.00 LINE A -4 45 DEGREE B 0-2 18 inch 0.012 Corrugated HDPE (Smooth Interi 4-1.63 0.005044 5.57 3.15 49.76 53.91 49.55 53.81 LINE A -2 22.5 DEGREE 90 DEGREE BEN 18 inch 0.012 Corrugated HDPE (Smooth Interi 120.82 0.005049 5.57 3.15 50.80 54.62 50.19 54.33 LAT A -1 INLET A -1 22.5 DEGREE BEI 18 inch 0.012 Corrugated HDPE (Smooth Interi 79.90 0.005006 5.57 3.15 51.20 54.91 50.80 54.72 Title: JC PENNEY o:\... \dots \hydro \dev_areasl &2- south100yr.stm Stantec Consulting L, PALM DE 08/31/07 04:13:45 PM © Bentley Systems, Inc. - Haestad Methods Solution Center Watertown, CT 06795 USA +1 -203- 755 -1666 Project Engineer: Steve Holmes StormCAD v5.6 [05.06.012.00] Page 1 of 1 Scenario. Base Node_ Report C74=\/P1 OP[.itPUT 4.RPAS I &2 9ou-TH IDoYeAR Label Known Total Headloss Ground Rim Sump Hydraulic Hydraulic Flow Flow Coefficient Elevation Elevation Elevation Grade Grade (cfs) Out (ft) (ft) (ft) Line In Line Out. ,(cfs) (ft) (ft) 0'2 5.57 61.61. 61.61 48.40 53.81 53.81 45 DEGREE BEND 5.57. 0.60 62.07 62.07 49.76 54.00 53.91 90 DEGREE BEND 5.57 0.80 62.48 62.48 50.19 54.33 54.21 22.5 DEGREE BEN 5.57 0.60 62.36 62.36 50.80 54.72 54.62 INLET A -1 5.57 5.57 0.50 60.52 60.52 51.20 54.98 54.91 • Title: JC PENNEY Project Engineer: Steve Holmes o:\... \docs \hydro \dev_areasl &2- south 100yr.stm Stantec Consulting L, PALM DE StormCAD v5.6 [05.06.012.00] 08/31/07 04:14:12 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 1 of 1 • *Profile Scenario: Base Profile: Development Areas 1 & 2 South.- 100 Year Event y Scenario: Base o 0 Z z LU w M ��, m � r w =c�o��cCD iw�arnC> COa? MO �;— Cr 'IoO°ooccoo° O W oppp F�ai -� cr (T V.00 i:3 lf)'•N C'J L +O n4W MO W +u)"NN +v`ry wN �� a o i6 Ln �� E E ID Cl) ..(O :-. 0 C E >�.E rn C CMto CV N is >.ff _ ON cd✓fn �� -� -��N y _ RG tLAT A -1 LINE A -2 LINE A-4 . LINE A-3 -4 +00 -3 +00 -2 +00 . -1+00 Station (ft) • r y�N�O + Cn i�.E E N c�Cn 50.00 55.00 50.00 45.00 0 +00 Elevation (ft) Title: JC PENNEY Project Engineer: Steve Holmes o: \.:. \docs\ hydro \dev_areas18,2- south100yr.stm Stantec Consulting L, PALM DE StormCAD v5.6 (05.06.012.00] 09/03/07 06:34:58 PM I © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 1 of 1 • Calcul "ati•Results Summary VF-YELC)FMFWT AREAS I & 2 SoL1TH - io Yv,R -------------------------------- Scenario: Base >>>> Info: Subsurface Network Rooted by: 0-2 >>>> Info: Subsurface Analysis iterations: 1 >>>> Info: Convergence was achieved- CALCULATION SUMMARY FOR SURFACE NETWORKS Label Inlet Inlet Total Total Capture. Gutter Gutter Type Intercepted Bypassed Efficiency Spread Depth Flow Flow (1s) (ft) (ft) (cfs) = "- (cfs) =- l 1 -------- I ------ = -1 ----- - - - - -- --------- - - - - -- ---------------- - - - -- ------ - - - - -- INLET A -1 Generic Inlet Generic Default 100% 0.00.1 - ------------------------------------------------------------- - ------------------ ---- - - - - 0.00 --------- --- 1 100.0 -------- 1 0.00 ---------- 1 0.00 --- - - - - -- CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: 0-2 Label Number Section I Section ( Length-1 Total I Average I Hydraulic I- Hydraulic System of Size Shape (ft) System Velocity Grade 1. Grade Line In Sections Flow (ft /s) Upstream Downstream ------------ 0-2 -- - - - -- -- - - - - -- 2.89 ----- - - - - -- 61.61 (cfs) 1 50.48 (ft) - - -- (ft) ------ "- -- - - -� ----- - - - - -- LINE A -4 ---- - - - --- --- - - - - -- 1 18 inch ---- - - - - -- Circular - - - - - - -- 41.63 -- - - - - -- 2.89.. ---- - - - - -- 4.19 - ---- - - 50.47 50.48 LINE A -3 1 18 inch Circular 86.80 2.89 4.16 50.84 50.58 LINE A -2 1 18 inch Circular 120.82 2.89. 4.19 51.45 51.03 LAT A -1 -------------------------------------------------------------------- 1 18 inch Circular 79.90 2.89 4.18 ----- 51.85 ---------- '--------- 51.59 - -- - -- Title: JC PENNEY Project Engineer: Steve Holmes o:\... \dots\ hydro \dev_areas182- southl0yr.stm Stantec Consulting L , PALM DE StormCAD v5.6 (05.06.012.00) 08/31/07 04:19:03 PM 0 Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203- 755 -1666 Page 1 of 2 Label Total Ground Hydraulic Hydraulic System Elevation �. Grade Grade Flow (ft) Line In Line Out �. •(cfs) (ft) (ft). --=--- - -- - -� ------------ 0-2 -- - - - -- -- - - - - -- 2.89 ----- - - - - -- 61.61 ----------- 50.48 1 50.48 45 DEGREE BEND I 2.89 62.07 50.58 1 50.47 90 DEGREE BEND 2.89 62.48 51.03 1 50.84 22.5 r)FGREF BEND 2.89 62.36 51,59 51.45 INLET A -1 ---------------------------------- 2.89 60.52 ------------------------- 51.97 51.85 - = - - -- Title: JC PENNEY Project Engineer: Steve Holmes o:\... \dots\ hydro \dev_areas182- southl0yr.stm Stantec Consulting L , PALM DE StormCAD v5.6 (05.06.012.00) 08/31/07 04:19:03 PM 0 Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203- 755 -1666 Page 1 of 2 • Stnario: Base Pipe Report f7c�t =1 e--)Pk tt =LIT A1?�AS 1 2 SbATH - In I-l1=Aa • Label Upstream Downstream Section anning Material Length ',onstru6tec System Average Upstream Hydraulic Downstream Hydraulic Node Node Size n (ft) Slope Known Velocity Invert Grade Invert Grade (ft/ft) Flow (ft/s) Elevation Line In Elevation Line Out (cfs) (ft) (ft) (ft) (ft) LINE A -3 90 DEGREE BEND 45-DEGREE BENI 18 inch 0.012 Corrugated HDPE (Smooth Interic 86.80 0.004954 2.89 4.16 50.19 50.84' 49.76 50.58 LINE A -4 45 DEGREE BEND 0-2 18 inch 0.012 Corrugated HDPE (Smooth Interic 41.63 .0.005044 2.89 4.19 49.76 50.47 49.55 50.48 LINE A -2 22.5 DEGREE BENC 90 DEGREE BEN 18 inch 0.012 Corrugated HDPE (Smooth Interi 120.82 0.005049 2.89 4.19 50.80 51.45 50.19 51.03 LAT A -1 INLET A -1 22.5 DEGREE BE 18 inch 0.012 Corrugated HDPE (Smooth Interic 79.90 0.005006 2.89 4.18 51.20 51.85 50.80 51.59 Title: JC PENNEY Project.. Engineer: Steve Holmes o:\...\docs\ hydro \dev _ areas182- southlOyr.stm Stantee Consulting L, PALM DE StormCAD v5.6 [05.06.012.00] 08/31/07 04:19:22 PM . 0 Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1 -203- 755 -1666 Page 1 of 1 S41nario: Base Node Report r�r_.irr I nr7kAC=.lrr 1& 2 5r H-TH' - In YEAR Label Known Total Headloss Ground Rim Sump Hydraulic Hydraulic Flow Flow Coefficient Elevation Elevation Elevation Grade Grade (cfs) Out (ft) (ft) (ft) Line In Line Out (cfs) (ft) (ft) 0-2 2.89 61.61 61.61 48.40 50.48 50.48 45 DEGREE BEND 2.89 0.60 62.07 62.07 49.76 50.58 50.47 90 DEGREE BEND 2.89 0.80 62.48, 62.48 50.19 51.03 50.84 22.5 DEGREE BEN 2.89 0.60 62.36 62.36 50.80 51.59 51.45 INLET A -1 2.89 2.89 0.50 60.52 60.52 51.20 51.97 51.85 Title: JC PENNEY o:\ ... \dots\ hydro \dev _ areasl&2- southl0yr.stm Stantec Consulting L, PALM DE 08/31/07 04:19:38 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 • Project Engineer: Steve Holmes StormCAD v5.6 [05.06.012.00] Page 1 of 1 • *Profile Q Scenario: Base Profile: Development Areas 1 & 2 South - 10 Year Event Scenario: Base M 0 z o w m Z Co �O 'm �� W =_MT =O) uJ W =OOO�O W to �r, CD E00LO �0 (D cc W OlLOMO Oq �O E LINE A -2 N cn wN �5� a i6— � E r%. —Our _ o-_� _ C'i — > >__=3 -4 +00 ' -3 +00 -2 +00 -1 +00 Station (ft) Title: JC PENNEY o:\... \dots \hydro \dev_areasl &2- southlOyr.stm Stantec Consulting L, PALM DE 09/03/07 06:36:52 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 • N =O Zoi O _ LO O =Oa �0.� = N CiECn 60.00 . 55.00 50.00 45.00 0 +00 Elevation (ft) Project Engineer: Steve Holmes I StormCAD v5.6 [05.06.012.00] Page 1 of 1 Q Z LAT. A -1. LINE A -2 LINE A 4 LINE A -3 NG L.• 14 GLL -4 +00 ' -3 +00 -2 +00 -1 +00 Station (ft) Title: JC PENNEY o:\... \dots \hydro \dev_areasl &2- southlOyr.stm Stantec Consulting L, PALM DE 09/03/07 06:36:52 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 • N =O Zoi O _ LO O =Oa �0.� = N CiECn 60.00 . 55.00 50.00 45.00 0 +00 Elevation (ft) Project Engineer: Steve Holmes I StormCAD v5.6 [05.06.012.00] Page 1 of 1 Scenario: Base b�VELdpMCIJT ARI=A 3 WORTH INLET D -2 INLET D -4 ` INLET D -3 F LINE D -1 � L;, � JUNCTION 4 LINE D2 JUNCTION 2 LINE D3�� . G-- v INLET D 75 JUNCTION 1 JUNCTION 3LINE D4 LINE D5. ti JUNCTION 5 L(. % LL. i INLET F2 INLET F1 Title: JC PENNEY o:\ 40382 \4038216 \dots \hydro \dev_ area 3 100yr.stm Stantec Consulting L, PALM DE 09/03/07 05:36:24 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT.06795 USA +1- 203 - 755 -1666 INLET D -1 OUTLET. Project Engineer: Steve Holmes StormCAD y5.6 [05.06.012.00] Page 1 of 1 ' Calw.iun Results Summary • _rJ�_:YELOPMEW -T = AREA =-- �-- �--___ = = = =100 lfZ Scenario: Base 14ORTH >>>> Info: Subsurface Network Rooted by: OUTLET >>>> Info: Subsurface Analysis iterations: 1 >>>> Info: Convergence was achieved_ CALCULATION SUMMARY FOR SURFACE NETWORKS Label Inlet Section Inlet Length Total Total Capture Gutter Gutter of Size Type (ft) System velocity Grade Intercepted Bypassed Efficiency Spread Depth Flow I (ft /s) Upstream Downstream Flow Flow (8) •(ft) (ft) (cfs) (ft) -- (ft) ----- -- - - - --� ---- - - - - -- LAT D -1 ---- - - - - -- 1 --- 24 (cfs) (cfs) =----- - - = - -- -- - - - - -- ----- - -- -�. ------- INLET ------------- D -3 Generic - - - - -- Inlet ---------------- Generic Default - - - - -- 1008 ------- - - - - -- 0.00 ---------- 0.00 _ 100.0 0.00 0.00 INLET,D -2 Generic Iniet.1 Generic Default 1008 0.00 0.00 I 100.0 0.00 0.00 INLET'D -.1 Generic Inlet Generic Default 1008 0.00 0.00 100.0 0.00 0.00 INLET D -5 Generic Inlet Generic Default 1008 0.00 0.00 100.0 I 0.00 I 0.00 INLET D -4 Generic Inlet Generic Default 1008 0.00 0..00 100-0,1 0.00 1 0.00 INLET F2 Generic Inlet Generic Default 1008 0.00 0.00`' 100.0 1 0.00 0.00 INLET -------------------------- F1 Generic Inlet = ------------------------=--- Generic Default 1008 0.00 ----------------------------------------------- 0.00 100.0 1 0.00 0.00 -- - - -- CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: OUTLET Label Number Section Section Length Total Average Hydraulic Hydraulic .� of Size Shape (ft) System velocity Grade Grade . Sections Flow I (ft /s) Upstream Downstream I (cfs) (ft) -- (ft) ----- -- - - - --� ---- - - - - -- LAT D -1 ---- - - - - -- 1 --- 24 - - - - -- inch ---- - - - - -- Circular -- - - - - =- 45.83 -- - - - - -- 2.03 ---- - - - - -- 8.44 ----- - - - - 53.75 53.73 LINE DS 1 48.inch Circular 170.85 .31,43 TSA 53.75 53.73 LAT D -2 1 24 inch Circular 38.18 6,74 11.94 53,73 53.69 LINE D4 1 '48 inch I Circular I 17.98 ._� 24.69 I 7.C6 I $3,?5 53.$S �. LINE D3 1 36 inch Circular 56.08 17.95 13.51 54.23 53.92 LAT D -3 1 24 inch Circular 12.73 6.74 2.15 53.93 53.92 LINE F2 1 15 inch Circular 139.16 7,09 5.78 56.02.E .54.59 LINE D2. 1 36 inch I Circular 75.92 10.'$6 I 11.68 I 50.71 I 5A, 3 T.TNF F1. I 1. 15 inch. I Ci.rrnlar I 49.50 I 3.5.3 2,96 I 56.46 56.33 LAT F1 l l 12 inch Circular 35.00 .� 3.56 4.53 56.63 56.33 LINE D -1 �. 1 36 inch Circular 9.00 5.43 9.49 56.89 56.98 LAT D -4 -------=---------------------------------------------------------------------- 1 24 inch I Circular 1 12.73 1 5.43 1 10.07 1 56.97 ----- --------- 56.98 - - - - -- Title: JC PENNEY o:\ 40382 \4038216 \dots \hydro \dev_area 3 100yr.stm Stantec Consulting L, PALM DE 09/03/07 05:21:45 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Project Engineer: Steve Ho StormCAD v5.6 [05.06.01 Page 1 0 • Calculabi Results Summary Completed: 09/03/2007 05:21:35 PM Title: JC PENNEY 0:\ 40382 \4038216 \dots \hydro \dev_area 3 100yr.stm Stantec Consulting L, PALM DE 09/03/07 05:21:45 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1 -203- 755.1666 • Project Engineer: Steve Holme StormCAD v5.6 105.06.012.00 Page 2 of Hydraulic Label Total Ground Hydraulic '� System Elevation Grade Grade Flow (ft) Line In I Line Out (cfs) (ft) - - - - -- (ft) ' ------ - - - - -� - _---- ------ OUTLET -------- i-- - - - - -- ----- - - - --- 62.20 ----- : 53 .73 53.73 INLET D -1 2.03 61.26 I 53.86 53.75 JUNCTION 4 21.44 59.97 53.79 53.74 INLET D -2 G, 74 I 59.55 53,87 53.73 JUNCTIONa3 17.93 ( -59.99 53.82 53.79 JUNCTION 2 14.42 I 61.20 54.40 54.08 ' INLET D -3 G,74 59.85 53.97 53.93 JUNCTION 5 3.56 61.88 55.21 55.02 JUNCTION 1 10.86 60.31 56.98 �, 56.71'1 INLET F2 3.53 62.92 56,53 5te.46.I INLET F1 3.56 62.92 56.82 5G,G3 INLET D -5 5.43 60.00 56.98 56.89 �. I INLET D -4 5.43 60.15 57.16 56.97 Completed: 09/03/2007 05:21:35 PM Title: JC PENNEY 0:\ 40382 \4038216 \dots \hydro \dev_area 3 100yr.stm Stantec Consulting L, PALM DE 09/03/07 05:21:45 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1 -203- 755.1666 • Project Engineer: Steve Holme StormCAD v5.6 105.06.012.00 Page 2 of pEV1L0pMLI:l7 ARIA 3 IOO YIrAR - PIPE REr-ORT Label Start Node Stop Node Diameter Manning s Material Length Slope Flow Velticlty Invert Hydraulic Invert Hydraulic (in). n ` (ft ) (Calculated)l. . ' (ft 3 /s) : (Ave "rage) - -: (Upstream) Grade Line (Downstream) Grade'. Line (ftls) (ft)` (In) (ft) (Out).. Title: JC PENNEY dev area 3 - 100 year.slc 10/25/2007 Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1- 203 -755 -1666 Project Engineer: Steve Ho Bentley StormCAD V8 AM E Page 11 Corrugated LINE D4 JUNCTION 3 JUNCTION 4 48.0 0.012 HDPE (Smooth 18.0 0.005 24.69 7.06 50.81 53.85 50.72 53.85 Interior) Corrugated LINE D5 JUNCTION 4 OUTLET 48.0 0.012 HDPE (Smooth 170.9 0.005 31.43 7.54 50.72 53.75 49.87 53.73 Interior) Corrugated LAT D -3 INLET D -3 JUNCTION 3 24.0 0.012 HDPE (Smooth 12.7 0.050 6.74 2.15 51.45 53.93 50.81 53.92 Interior) Corrugated LAT D -2 INLET D -2 JUNCTION 4 24.0 0.012 HDPE (Smooth 38.2 0.050 04 11.84 52.63 53.73 50.72 53.85 Interior) Corrugated LAT D -1 INLET D -1 OUTLET 24.0 0.012 HDPE (Smooth 45.8 0.052 2.03 8.44 53.26 53.75 50.87 53.73 Interior) Corrugated LINE D -1 INLET D -5 JUNCTION 1 36.0 0.012 HDPE (Smooth 9,0 0.037 5.43 9.49 56.00 56.89 55.67 56.98 Interior) Corrugated LAT D -4 INLET D-4 JUNCTION 1 24.0 0.012 HDPE (Smooth 12.7 0.038 5.43 10.07 56.15 56.97 55.67 56.98 Interior) Title: JC PENNEY dev area 3 - 100 year.slc 10/25/2007 Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1- 203 -755 -1666 Project Engineer: Steve Ho Bentley StormCAD V8 AM E Page 11 • .. Label Start Node Stop Node Diameter Manning's -, Matena s F eng Hydra ullc (calculated) n (ft3 /s) (Average) ; (Upstream) Grade Une (Downs tream) >: Gra.de.11ne . � S si fi is d 4 .. a: i .'... .. .'u.... .. ... '.. ,..« a h`.�.... .... ..i.Y',... is S f .Y:..,.,l�.. .nom- v.- .x.:]w_.. r... ."v..r..: .. .. n. ..x .e. -. J.v .. Corrugated LINE D2 JUNCTION 1 JUNCTION 2 36.0 0.012 HDPE (Smooth 52.87 75.9 0.037 17.95 13.51 52.87 54.23 Interior) 53.92 0.010 3.53 2.88 -54.76 56.46 54.26 Corrugated 0.010 7.09 LINE D3 JUNCTION 2 JUNCTION 3 36.0 0.012 HDPE (Smooth 3.56 56.1 54.61 56.63 54.26 56.33 Interior) ' Corrugated LINE F1 INLET F2 JUNCTION 5 15.0 0.012 HDPE (Smooth 49.5 Interior) Corrugated LINE F2 JUNCTION 5 JUNCTION 2 15.0 0.012 HDPE (Smooth 139.2 Interior) Corrugated LAT F1 INLET F1 JUNCTION 5 12.0 0.012 HDPE (Smooth .35.0 Title: JC PENNEY dev area 3 - inn year.sfc 10/25/2007 Sloe .. P -Flow Ueloci hr Invert Hydiaullc I: nvert Hydra ullc (calculated) n (ft3 /s) (Average) ; (Upstream) Grade Une (Downs tream) >: Gra.de.11ne . ift/s) (In). (). (Out) 0.037 10.86 11.68 55.67 56.71 52.87 54.59 0.037 17.95 13.51 52.87 54.23 50.81 53.92 0.010 3.53 2.88 -54.76 56.46 54.26 56.33 0.010 7.09 5.78 54.26 56.02 52.87 54.59 0.010 3.56 4.53 54.61 56.63 54.26 56.33 Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1- 203 -755 . -1666 Project Engineer: Steve Holmes Bentley StormCAD V8 XM Edition [08.09.081.00] Page 2 of 2 Pt.-VEL.OPME-WT Af?! =A 3 - 100 YEAR - HODO 1?E RT (WLM) Label Flow. .: Headloss Elevation 6levatltin, Elevation Hydraulic Grade Hydraulic Grade (Knovvii) Ciieffieient< (Ground) (Rim) `; (Invert) In' Out fty fft3 /s) (Sfandatd) INLET D -3 6.74 0.600 59.85 59.85 51.45 53.97 53.93 INLET D -2 6.74 0.600 59.55 59.55 52.63 53.87 53.73 INLET D -1 2.03 0.600 61.26 61.26 53.26 53.86 53.75 INLET D -5 5.43 0.600 60.00 60.00 56.00 56.98 56.89 INLET D-4 5.43 0.600 60.15 60.15 56.15 57.16 56.97 INLET F2 3.53 0.600 62.92 62.92 54.76 56.53 56.46 INLET F1 3.56 0.600 62.92 62.921 54.61 1 '56.82 1 56.63 Title: JC PENNEY dev area 3 - 100 year.stc 10/25/2007 Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1 -203- 755 -1666 Project Engineer: Steve Holmes Bentley StormCAD V8 XM Edition [08.09.081.00] Page 1 of 1 AM'-1EAR -. wopE rzE-mtz-r ( sr=wDs/Juwc-nc*js) JUNCTION 4 31.43 0.700 59.97 59.97 50.72 53.85 53.75 JUNCTION 3 24.69 0.700 59.99 59.99 50.81 53.92 53.85 JUNCTION 2 17.95 0.700 61.20 - 61.20 52.87 5•.59 54.23 JUNCTION 1 10.86 0.700• 60.31 60.31 55.67 56.98 56.71 JUNCTION 5 7.09 0.600' 61.88 61.88 54.26 56.33 56.02 Title: JC PENNEY dev area 3 - 100 year.stc. 10/25/2007 Project Engineer: Steve Holmes Bentley StorrnCAD V8 XM Edition Haestad Methods Solution Center [08.09.081.00] 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 1 +1-203-755-1666 PEV LOPMEWT -AREA 3 - 100 `(PAR - NODE PEF OM (O1lTLF =T) Title: JC PENNEY dev area 3 - 100 year.stc 10/25/2007 Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1 -203- 755 -1666 Project Engineer: Steve Holmes Bentley StormCAD V8 XM Edition [08.09.081.00] Page 1 of 1 i _. • Profile Scenario: ,Base Profile: Development Area 3 North - 100 Year Scenario: Base OR tf r— Z - a000c�io°O a✓�� c� c o ° T r— t— D 4= r- zr oo oo o rn �Q LO > > > Ln MI) C C c� . Z ��0doC) Qo � + LF)LO O; c_Lf). .. U ��;:C � =CO U� z � » Q E > c c Z� C C C U) >>O.�_ C C C R Cn t. \N�p3 65.00 ooa✓o u.J 4-- cD 0 c::! o trno CCO po oLn I—o =Ca Wio> E ZU) cE(j 1 60.00 Elevation, (ft) LINE D -1 55.00 50.00 -2 +00 -1 +00 0 +00 Station (ft) Title: JC PENNEY Project Engineer: Steve Hol o: \40382 \4038216 \dots \hydro \dev_area 3 100yr.stm Stantec Consulting L, PALM DE StormCAD v5.6 [05.06.01: © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1 -203- 755 -1666. Page -1 • • _ Profile Scenario: Base Profile: Development Area 3 North - 100 Year Scenario: Base 1=o N 00 �N (D [TJt o7�� . ��MCDN Jam' I M In" F2 • -3 +00 -2 +00 -1 +UU � o0 00 o C=; C:i o in LO • ai LO o E E MU) a O io > ».E =3 inccc�� 70.00 55.00 Elevation ([t) LINE D4 50.00 45.00 0 +00 Station (it) Title: JC PENNEY o:\ 40382 \4038216\docs \hydro \dev —area 3 100yr.stm Stantec Consulting L, PALM DE © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Project Engineer: Steve Hoi StormCAD v5.6 [05.06.012. Page 1 r� .�J?.i.n o O E � 0 c=c i LO —in ; + o a cO c15 Uc .. Z U -0-� c l H G L LINE 5 -3 +00 -2 +00 -1 +UU � o0 00 o C=; C:i o in LO • ai LO o E E MU) a O io > ».E =3 inccc�� 70.00 55.00 Elevation ([t) LINE D4 50.00 45.00 0 +00 Station (it) Title: JC PENNEY o:\ 40382 \4038216\docs \hydro \dev —area 3 100yr.stm Stantec Consulting L, PALM DE © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Project Engineer: Steve Hoi StormCAD v5.6 [05.06.012. Page 1 J _ • - Profile. • Scenario: Base Profile: Development Area 3 North - 100 Year Scenario:.Base -1 +00 LAT D-4 55.00 0 +00 Station (ft) Title: JC PENNEY 0: \40382 \4038216 \docs \hydra \dev— area.3 100yr.stm' Stantec Consulting L, PALM DE © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1 -203- 755 -1666 Project Engineer: Steve Hol StormCAD v5.6 (05.06.012. Page 1 o O LCD - CO O Lf - - -� �-�, Z CM CO Cfl Ili O O r lri LC- Lf7 Ch U-) + LO LO 4i O l!") U° fl + COO °0 E c cppcfl S EE Z U) �. � to I - 60.00 Elevation (ft) -- ,— HGL LAT D-4 55.00 0 +00 Station (ft) Title: JC PENNEY 0: \40382 \4038216 \docs \hydra \dev— area.3 100yr.stm' Stantec Consulting L, PALM DE © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1 -203- 755 -1666 Project Engineer: Steve Hol StormCAD v5.6 (05.06.012. Page 1 • Profile Scenario: Base Profile: Development Area'. 3 Nc Scenario: Basil ZM 00000 MOR 0rOOLr7O70 + LO L27 ... LC U° C C�tn C- )rth - 100 Year M T U-) .Q Ilt °. O 'n a J (p E F= 85 -F=EU) 30.00 -1 +00 1 55.00 Elevation (ft) LAT D -3 50.00 0 +00 Station (ft) Title: JC PENNEY o: \40382 \4038216 \docs \hydro \dev_area 3 100yr.stm Stantec Consulting L, PALM DE © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Project Engineer: Steve Holr StormCAD v5.6 [05.06.012. Page 1 • • Profile • Scenario: Base Profile: Develo p merit Area-3 North - 100 Year. Scenario: Base ^ACV HOMO Z W F-- CV CD U-)CV OMOOLO MO MCDO 'f- 11) LCD +: Gi to I O =3 V-) d ~O =3 LO Q w 0 U cc0 Jia >EE Z > > > E Z� �v) I ! 60.00 -1 +00 i.00 Elevation (ft) ).00 0 +00 Station (ft) Title: JC PENNEY o:\ 40382 \4038216 \docs \hydro \dev_area 3 100yr.stm Stantec Consulting L, PALM DE © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 t Project Engineer: Steve Hol StormCAD v5.6 105.06.012. Page 1 Profile Scenario: Base Profile: Development Area 3 North - 10.0 Year Scenario: Base 4= cq =n Z�ooORNCD 0-c0 04 CV N CV �m �.t .1-1 - - -- CUO _ Z � > >.E E �tnccc�� r— �Cc) CD�.Nl` C (VOU70» 4-- 4-- u7 LL- 1:D •.NU7 (DO C" co N CID O Z O N N 4 W W O �OD � it E r. L Zto �E U �Q 65.00 �.t .1-1 - - -- CUO _ Z � > >.E E �tnccc�� LINE F1 HG L- LINE F2 r. L -Z +00 -1 +00 60.00 55.00 50.00 0 +00 Station (ft) Title: JC PENNEY o: \40382 \4038216 \docs \hydro \dev —area 3 100yr.stm Stantec Consulting L, PALM DE © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1 -203- 755 -1666 Elevation (ft) Project Engineer: Steve Hot StormCAD v5.6 [05.06.012. Page 1 • Profile Scenario: Base Profile: Development Area 3 North - 100 Year Scenario: Base Qq =fr a-- r0 f O � . t C:> LO 10 Z,nc�7N400N LU 0 j� E u7 00 � J co E +t4n�tZ: 'n Z� ctY(n 65.00 -1 +00 60.00 Elevation (ft) HGL 55.00 50.00 0 +00 Station (ft) Title: JC PENNEY o:\ 40382 \4038216 \dots \hydro \dev_area 3 100yr.stm Stantec Consulting L, PALM DE © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1 -203- 755 -1666 s Project Engineer: Steve Ho l StormCAD v5.6 [05.06.012. Page 1 • Ca ti%,., Results Summary • r'�VE= t.CPM�NT AREA 3 NORTH 10 YE,a►IZ______ Scenario: Base >>>> Info: Subsurface Network Rooted by: OUTLET >>>> Info: Subsurface Analysis.iterations: 1 >>>> Info: Convergence was achieved. CALCULATION SUM14ARY FOR SURFACE NETWORKS I Label I Inlet I Inlet I Total I Total I Capture I Gutter I. Gutter I 1 148 91.90 Type 1 124 I inch 1 1 Intercepted I Bypassed I Efficiency I Spread I Depth_ I 1 1 24 inch 1 15 inch 1 136 Flow I Flow I ( %) I (ft) I (ft) I I 1 12 I 1 • I inch I (cfs) I (cfs) I I I-------- I I I--- - - - - -I ---------- INLET - D -3 i--------------- I Generic Inlet I------ - - I Generic - - -- --- Default - - - - -- 100% I -• ------------ I---------- 0.00 0.00 I------------ I 100.0 I 0.00 I 0.00 I INLET D -2 I Generic Inlet I Generic Default 100% I 0.00 I 0 :00 I 100.0 I 0.00 I 0.00 I INLET D -1 I Generic Inlet I Generic Default 100% 0.00 I 0.00 I 100.0 I' 0.00 I 0.00 I INLET D -5 I Generic Inlet I Generic Default 100% I 0.00 I 0.00 I 100.0 I 0.00 I 0.00 I INLET D -4 I Generic Inlet I Generic Default 100% I 0.00 I 0.00 I 100.0 I 0.00 I 0.00 I I14LET F2 I Generic Inlet (.Generic Default 100% I 0.00 I 0.00 I 100.0 I 0.00 I 0.00 INLET ---------------------------------------------------------------------------------- F1 I Generic Inlet I Generic Default 100% I. 0.00 I 0.00 I 100.0 ---- ----- I 0.00.1. -------- 0.00 I --- - - - - -- CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: OUTLET Label ---- - - - - -- LAT D -1 LINE D5 LAT D -2 LINE D4 1 LINE D3 LAT D -3 LINE F2 LINE D2 LINE F1 LAT F1 LINE D -1 LAT D -4 Number I Section of I Size Sections 2.82 12.73 I ---------- I---- 1 124 ---------- 1------------ 6.92 I - - - - -! inch 1 148 91.90 inch 1 124 5.86 I inch 1 1 48 inch 1 1 36•inch 55.03 1 1 24 inch 1 15 inch 1 136 inch 1 15 inch 1 1 12 inch 1 • 1 36 inch 1 1 24 inch Section I Length Shape I (ft) Circular Circular Circular Circular Circular Circular Circular Circular Circular Circular Circular Circular 45.83 170.85 38.18 17.98 56.08 12.73.. 139.16 75.92 Total System Flow (cfs) 1.05 16.32 '3.r0 12.62 0.32 3.50 3.68 5.64 49.50 I 1.83 35.00,1- 1.85 9.00 I 2.82 12.73 I 2.82 Average I Hydraulic Velocity I Grade (ft /s) I Upstream 7.79 I (ft) ---------- 1------------ 6.92 I 53.61 6.27 I 91.90 ..70, 1 53.28 5.86 I . 52 ,19 11.15 I 53.83 9.PU I 52.15 5.77 I 55.03 9.62 I 56.41 Hydraulic Grade I Downstream I (ft) 51.06 I 50, 91 I 52.20 I S2, 20 1 52,31 1 52,81 1 54.08 1 54.08 .� 4.82 I 55.30 I' 55.23 1 4.86 I 55.19 I 55.23 I 7.79 I 56.52 I 56.60 I 8.30 1 ----------------------- 56.74 I ---- 56.60 I ---- -- -- -- Title: JC PENN EY Project Engineer: Steve He o:\40382 \4038216 \dots \hydro \dev_area 3 10yr.slm Stantec Consulting L, PALM DE StormCAD v5.6 [05.06.01 © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page i t • Cal•ition Results Summary I Hydraulic Label I Total I Ground I Hydraulic I I System I Elevation I Grade I Grade I Flow I (ft) I Line In I Line Out (cfs) I (f�) I (ft) I ------------ OUTLET I`------- I 17.31 ' I ----------- I----------- I 62.2,0 I 51.0 h I----------- I 51 ;O6 I INLET D -1 1.09 I 61.26 I 53•�� I S� 61 I JUNCTION 4 I 16.92 I 59.97 Ira'2.2Q .I 51,9Q INLET D -2 I 3.50 I 59.55 I S3.1$ I 59,28 I JUNCTION 3 I 12,82 I 59'.99 I" 52,91 JUNCTION 2 I S 32 I 61.20 I 54,00 I 53.89 I INLET D -3 I 3.50 I 59.85 I 52.27 JUNCTION 5 I. 3.68 I 61.88 I 55.23 I 55.03 I JUNCTION 1 I 5.64 I 60.31 I 56.60 I 56.41 I INLET F2 1.83 I 62.92 I 55.42 I 55.30 INLET F1 I 1.85 I 62.92 I 55.33 I 55.19 INLET D -5 I 2.82 I 60.00 I 56.63 I 56.52 I - INLET D -4 - - - -- =----'----------------------------------------------- I 2.82 I 60.15 I' 56.86 I 56.74 I Completed: 09/03/2007 05:14:35 PM • Project Engineer: Steve He Title: JC PENNEY o:\ 40382 \4038216 \docs \liydro \dev_area 3 10yr.stm Stantec Consulting L ,PALM DE l Storm CAD v5.6 105.06.01 © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1 -203- 755 -1666 Page • • 0 C2r--VEL0PWtF IT ARIZA 3 - 10,(L-R- PIPE REPORT Label Start Node Stop Node Diameter ,Manning's n - Material : Length Slope Flow Velocity Invert Hydraulic Invert Hydraulic (ft) (Calculated) (ft3 /s) (Average) (Upstream) Grade Line (Downstream) Grade Line (ft/ft) (ft/s) (ft) (In) (ft) (Out) Title: JC PENNEY dev area 3 - 10 year.stc 10/25/2007 Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1- 203 -755 -1666 Project Engineer: Steve Holmes Bentley StormCAD V8 XM'Edition 108.09.081.001 Page 1 of 2 Corrugated LINE D4 JUNCTION 3 JUNCTION 4 48.0 0.012 HDPE (Smooth 18.0 0.005 12.82 5.86 50.81 52.19 50.72 52.20 Interior) Corrugated LINE D5 JUNCTION 4 OUTLET 48.0 0.012 HDPE (Smooth 170.9 0.005 16.32 6.27 50.72 51.90 49.87 50.91 Interior) Corrugated LAT D -3 INLET D -3 JUNCTION 3 24.0 0.012 HDPE (Smooth 12.7 0.050 3.50 9.80 51.45 52.15 50.81 52.31 Interior) Corrugated LAT D -2 INLET D -2 JUNCTION 4 24.0 0.012 HDPE (Smooth 38.2 0.050 3.50 9.78 52.63 53.28 50.72 52.20 Interior) Corrugated LAT D -1 INLET D -1 OUTLET 24.0 0.012 HDPE (Smooth 45.8 0.052 1.05 6.92 53.26 53.61 50.87 51.06 Interior) Corrugated LINE D -1 INLET D -5 JUNCTION 1 36.0 0.012 HDPE (Smooth 9.0 0.037 2.82 7.79 56.00 56.52 55.67 56.60 Interior) Corrugated LAT D -4 INLET D -4 JUNCTION 1 24.0 0.012 HDPE (Smooth 12.7 0.038 2.82 8.30 56.15 56.74 55.67 56.60 Interior) Title: JC PENNEY dev area 3 - 10 year.stc 10/25/2007 Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1- 203 -755 -1666 Project Engineer: Steve Holmes Bentley StormCAD V8 XM'Edition 108.09.081.001 Page 1 of 2 Label i Start N 9.62 55.67 56.41 0.037 4 4, 11.15 52.87 53.83 0.010 1.83 4.82 z bi. Corrugated 3.68 5.77 54.26 55.04 0.010 HDPE LINE D2 JUNCTION 1 JUNCTION 2 36.0 0.012 (Smooth Interior) Corrugated HDPE ' LINE D3 JUNCTION 2 J'UNCTION.3 36.0 0.012 (Smooth Interior) Corrugated HDPE LINE F1 INLET F2 JUNCTION 5 15.0 0.012 (Smooth Interior) Corrugated HDPE LINE F2 JUNCTION* 5 JUNCTION 2 15.0 0.012 (Smooth Interior) Corrugated HDPE LAT F1 INLET F1 JUNCTION 5 12.0 0.012 (Smooth Interior) Title: JC PENNEY dev area 3 - 10 year.stc; 10/2512007 75.9 56.1 49.5 139.2 35.0 VO 0.031 5.64 9.62 55.67 56.41 0.037 9.32 11.15 52.87 53.83 0.010 1.83 4.82 54.76 55.30 0.010 3.68 5.77 54.26 55.04 0.010 1.85 4.86 54.61 55.19 Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755 -1666 Project Engineer: Steve Holmes Bentley StormCAD V8 XM Edition [08.09.081.001 Page 2 of 2 Hydraulic I (D. 52.87 54.08 50.81 52.31 54.26 55.23 52.87 54.08 54.26 55.23 Project Engineer: Steve Holmes Bentley StormCAD V8 XM Edition [08.09.081.001 Page 2 of 2 INLET D -3 3.50 0.600 .59.85 59.85 51.45 52.27 52.15 INLET D -2 3.50 0.600 59.55 59.55 52.63 •53.43 53.28 INLET D -1 1.05 0.600. 61.26 61.26 53.26 53.69 53.61 INLET D -5 2.82 0.600 60.00 60.00 56.00 56.63 56.52 INLET D -4 2.82 0.600 60.15 60.15 56.15 56.86 56.74 INLET F2 1.83 0.600 62.92 62.92 54.76 55.42 55.30 INLET Fl 1 1.85 1 0.600 .62.921 62.921 54.61 1 55.33 55.19 Title: JC PENNEY dev area 3 - 10 year.stc 10/25/2007 Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1- 203 - 755 -1666 Project Engineer: Steve Holmes . Bentley StormCAD V8 XM Edition [08.09.081;00] Page 1 of 1 JUNCTION 4 16.32 0.700 59.97 59.97 50.72 52.20 51.90 JUNCTION 3 12.82 0.700 59.99 59.99 50:81 52.31 52.19 JUNCTION 2 9.32 0.700 61.20 '61.20 52.87 54.08 53.83 JUNCTION 1 5.64 0.700 60.31, 60.31 55.67 56.60 56.41 JUNCTION 5 3.68 0.600 61.88 61.88 54.26 55.23 55.04 Title: JC PENNEY dev area 3 - 10 yeacsto_ 10/25/2007 Haestad Methnds Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1 -203- 755 -1666 Project Engineer: Steve Holmes Bentley StormCAD V8 XM Edition. [08.09.081.00] - Page 1 of 1 DEVELOPMENT.ARI'A 3 io�t=Aa^ NODE FzE-PoR7 (OU7LVT) Title: JC PENNEY dev area 3 - 10 year.stc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA 10/25/2007 +1- 203 - 755 -1666 Project Engineer: Steve Holmes Bentley StormCAD V8 XM Edition [08.09.081.00) Page 1 of 1. r • Profile . . �enario: Base Profile: Development Area .3 North - 10 Year Scenario: Base Zll')W bo"Ooq OoONN�NLn CO� Zrooaoorn°O U c c OHO Ci L000 @ > ».� � �Tlf)l!'): -JAL OL �Cn C C Ccc Cn Z�CO CO IlJr O o LO LO Z O + U7 LO :-: C) to 7 0 d U� >> .!_ C CiE� C C Z i6--0 > > .� =3 C C IY rn ( `� \n \C �GV \N��3 -2 +00 -1+00 65.60 o �� oo to CD u') C) DO .. L + � O O CO J CU O> 1= � ZC5 -S 0:: 60.00 Elevation (ft) �— LINE D -1 55.00 50.00 0 +00 Station (ft) Title: JC PENNEY o:\ 40382 \4038216 \dots \hydro \dev_ area 3 10yr.stm Stantec Consulting L, PALM DE 09/04/07 03:33:51 PM 0 Bentley Systems, Inc.. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 • Project Engineer: Steve Holmes StormCAD v5.6 (05.06.012.00; Page 1 of • Profile Q enario: Base Profile: Development Area 3 North - 10 Year Scenario: Base �Cq Cq o° N co �N =to J�v vVi Cq'r N J d �..�••'0N C C ki E ' .. _- id�•E : .. Zin gEU) R ZC=OP",aiI � O�ooLO tno F- + in u') CD `n ZQ c. 0�� z > > >.E E — �N c c c�N ` l LINE D5 LI •3 +00 -2+00 -1 +00 65:EO�T co �r � c0 00 0 Co a) 000Lnrno +o LO > >�.� E C C C �to 55.00 50.00 EN 45.00 0 +00 Station (ft) Title: JC PENNEY o: \40382 \4038216 \dots \hydro \dev_area 3 10yr.stm Stantec Consulting L, PALM DE 09/04/07 03:41:29 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 • Elevation (ft) Project Engineer: Steve Holme StormCAD v5.6 [05.06.012.00 Page 1 of 1' Profile • enario:- Base Profile: Develo p ment Area 3 North - 10 -Year Scenario: Base -1 +00 �. cD ,r, T D LO T CO co a O � a >.� S Etn 0.00 Elevation (ft) JAT D -4 55.00 0 +00 Station.(ft) Title: JC PENNEY 0:\ 40382 \4038216 \dots \hydro \dev —area 3 10yr.stm Stantec Consulting L, PALM DE 09/04/07 03:42:14 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 I Project Engineer: Steve Holmes StormCAD v5.6 [05.06.012.00 Page 1 of 1 t` C C') (C! COLC7 T� n C O T LO Lr) U-) M tf) I I + rn rn o c ZCO y z� s > > >Fr '=� �� c c c tn �. cD ,r, T D LO T CO co a O � a >.� S Etn 0.00 Elevation (ft) JAT D -4 55.00 0 +00 Station.(ft) Title: JC PENNEY 0:\ 40382 \4038216 \dots \hydro \dev —area 3 10yr.stm Stantec Consulting L, PALM DE 09/04/07 03:42:14 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 I Project Engineer: Steve Holmes StormCAD v5.6 [05.06.012.00 Page 1 of 1 . Profile • �enario: Base Profile: Development Area 3 North - 10 Year Scenario: Base C� C7 ' T T Q� •H T CD � 00 T 2-1 CO �Oy QjL + LO M O U) i= + j �L LU �0 E C> E E � z� CE J) ' > > > ._ - —_ 60.00 -1 +00 100 Elevation (ft) .AT D -3 ,0.00 0 +00 Station (ft) Title: JC PENNEY o:\ 40382 \4038216 \dots \hydro \dev_ area 3 10yr.stm Stantec Consulting L, PALM DE 09/04/07 03:43:12 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Project Engineer: Steve Holmes StormCAD v5.6 [05.06.012.00] Page 1 of 1 e Profile • nario: Base Profile: Development Area 3 North 10 Year Scenario: Base M Cfl f M fC'J N CV LO CO ct t V : 4- C O LC) L() CV Z 00 c: ':5 aj CC) LO OO LO O f LOCH Li) i-% O L[7 W O 0 O � LO Q J CCI > E � Z � =0 E Z .� c ZDcn c c ccr- u) - - -- 60.00 -1 +00 35.00 Elevation (ft) -2 'n nn 0 +00 Station (ft) Title: JC PENNEY o:\ 40382 \4038216 \docs \hydro\dev_ area 3 10yr.stm Stantec Consulting L, PALM DE 09/04/07 03:43:53 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1 -203- 755 -1666 Project Engineer: Steve Holmes StormCAD v5.6 [05.06.012.00] Page 1 of 1 U �Profile enario: Base Profile: Development Area 3 North = 10 Year Scenario: Base CV C)LfJCj� -'t .7= CO L.L O N u') ' U') CO"= + 4--; C0 4= t\ Z00oo00 ao + u7 T) z !) c C7) o NNN U° c ° E + LO � - f U') :z 65.00 O .. E Ui C C C N z > > > C (.� 7 C C Y " LINE F1 LINEF2 60.00 Elevation (ft) 55.00 50.00 -2 +00 -1+00 0 +00 Station (ft) Title: JC PENNEY o:\ 40382 \4038216 \dots \hydro \dev_area 3 10yr.stm Stantec Consulting L, PALM DE 09/04/07 03:44:43 PM 0 Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 • Project Engineer: Steve Holmes StormCAD v5.6 [05.06.012.00] Page 1 of 1 s Profile cenario: Base Profile: Development Area 3' North - 10 Year Scenario: Base, V N CD r O Lr) cn . L.LO,yN U) . `�cocoNa =cD W ..O E oc"4411700V — �?— ° -. 65.00 -.1 +00 60.00 55.00 50.00 0 +00 Elevation (ft) Station (ft) Title: JC PENNEY o: \40382 \4038216 \docs \hydro \dev_area 3 10yr.stm Stantec Consulting L, PALM DE 09/04/07 03:46:18 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 • Project Engineer: Steve Holmes StormCAD v5.6 [05.06.012.00] Page 1 of 1 Scenario: Base C7�/l= �l.Ot�MEWT AREA 3 - EAST INLET D1' LAT D-1 0 -1 Title: JC PENNEY Project Engineer: Steve Holmes o:\...\docs \hydro \dev_area 3 -east 100yr.stm Stantec Consulting L, PALM DE StormCAD v5.6 [05.06.012.00] 09/03/07 05:26:32 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 1 of 1 • Calculate Results.Summary. • PEVELOPMEWT At;;�EA 3 AST - 1p0YEAFZ Scenario: Base >> >> Info: Subsurface Network Rooted by: 0-1 >>>> Info: Subsurface Analysis iterations: 1 >> >> Info: Convergence was achieved. CALCULATION SUMMARY FOR SURFACE NETWORKS I Label I Inlet Inlet Total I 'Total I Capture I Gutter I Gutter Type I I Intercepted I Bypassed 'I Efficiency Spread Depth I ' Flow I Flow I (cfs) I (ft) (ft) I (cfs) I (cfs) I I I ---- ---- I I I --- - - - - - I I---------- I --------------- I ----------------.------ I ------------- I INLET D1 I Generic Inlet I Generic Default'100% 1 0.00 I -------------------------------------------------------------------------------- ---------- I 0.00 1, ---- -------- 100.0 1 ----- -- ------ 0.00 -------- I 0.00 - - - --- CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: 0-1 Label I Number I Section Section I Length I Total Average Hydraulic I Hydraulic I of J Size Shape I (ft) System Velocity Grade I Grade Sections I Flow (ft /s) Upstream I Downstream'I I I I (cfs) I (ft) I (ft) I ------- -I---- - - - - -- -------- - I-------------------------- I---------- I--- --- -- -=-- I---=--- - - -- -I LAT D1 I 1 J•'24•inch I Circular I '36.02 1. 2.68 I 0.85 I 59.00 1 59.00 I ---------------------------------------------=--------------------------------- -------- --- - - - - -- Label I Total I Ground I Hydraulic Hydraulic I I System I Elevation I Grade Grade I I Flow I (ft) I Line In I Line Out. I (cfs) I I (ft) I (ft) I I------ - - - - - I ---- - - - - -- -------- I=------ 0 =1 I 2.68 ---- 54.50 I----------- I 59.00 I 59.00 I INLET D1 I 2.68 ---------------------------- 60.88 ---- I 59.01 'I ----------------- 59.00 -- - - - - -- Completed: 09/03/2007 05:26:35 PM Title: JC PENNEY Project Engineer: Steve Holmes o: \... \docs \hydro \dev_ area 3 -east 100yr.stm Stantec Consulting L, PALM DE StormCAD v5.6 [05.06.012.00) 09/03/07 05:26:43 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 1 of 1 • Aario: Base Pipe Report t?evEL oPMFW-T AREA 3 EAST 100 YEAR • Label Upstream :)Ownstrearr Section Mannings Material Length :;onstructec System Average Upstream Hydraulic Downstream Hydraulic Node Node Size n (ft) Slope Known Velocity Invert Grade Invert Grade (f /ft) Flow (f /s) Elevation Line In Elevation Line Out (cfs) (ft) (ft) (ft) (ft) LAT D1 INLET D1 0-1 24 inch 0.012 Corrugated HDPE (Smooth Interi 36.02 0.149361 2.68 0.85 55.88 59.00 50.50 59.00 Title: JC PENNEY ' o: \...blocs \hydro \dev_ area 3 -east 100yr.stm Stantec Consulting L, PALM DE 09/03/07 05:26:59 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Project Engineer: Steve, Holmes StormCAD v5.6 [05.06.012.00] Page 1 of 1 • Aario: Base Node Report r---Xk 1 =kJ-r A[?G'A 'A t=asT -- ►nn AFAR Label Known Total Headloss Ground Rim Sump Hydraulic Hydraulic Flow Flow Coefficient Elevation Elevation Elevation Grade Grade (cfs) Out (ft) (ft) (ft) Line In Line Out (cfs) (ft) (ft) 0 -1 2.68 54.50 54.50 48.50 59.00 59.00 INLET D1 2.681 2.681, 0.601 60.881 60.881 55.881 59.01 59.00 �1- 11 Title: JC PENNEY Project Engineer: Steve Holmes o:\... \dots \hydro \dev_ area 3 -east 100yr.stm Stantec Consulting L, PALM DE StormCAD v5.6 [05.06.012.00) 09/03/07 05:27:21 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 1 of 1 OProfile • Scenario: Base Profile: Development Area 3 East - 100 Year Scenario: Base -1 +00 65.00 �00 oO U 0 �� a JEE Z�(n 60.00 55.00 Elevation (ft) 50.00 45.00 0 +00 Station (ft) Title: JC PENNEY Project Engineer: Steve Holmes -o: \ ... \dots \hydro \dev_ area 3 -east 100yr.stm Stantec Consulting L, PALM DE StormCAD v5.6 [05.06.012.001 09/04/07 03:25:59 PM 0 Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 1 of 1 HGL / ET. EMS1N FUTRWA �o o00 ��r �a E E O Cr U) Ill s J 3 D -1 +00 65.00 �00 oO U 0 �� a JEE Z�(n 60.00 55.00 Elevation (ft) 50.00 45.00 0 +00 Station (ft) Title: JC PENNEY Project Engineer: Steve Holmes -o: \ ... \dots \hydro \dev_ area 3 -east 100yr.stm Stantec Consulting L, PALM DE StormCAD v5.6 [05.06.012.001 09/04/07 03:25:59 PM 0 Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 1 of 1 Calculas Results Summary • _MVELO PMEWT ARI=A 3 1�:A ST - 10 `(TEAR Scenario: Base >>>> Info: Subsurface Network Rooted by: 0-1 >>>> Info: Subsurface Analysis iterations: l >>>> Info: Convergence was achieved. CALCULATION SUMMARY FOR SURFACE NETWORKS Label Inlet Inlet Total Total Capture Gutter Gutter Type Intercepted Bypassed I Efficiency Spread Depth Flow I Flow I M (ft) (,ft) (cfs) I (cfs) ----------- 54.50 --------- I -------- � ---------- I --------------- I ---------------------- I --------------- I INLET D1 I Generic Inlet I. Generic Default 100$ 0.00-1 ---------------------------------------------------------------------------------- ---------- I 0.00 1 ------------ I 100.0 ------------------- 0.00 0.00 -- - --- ' CALCULATION_SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: 0-1 Label I Number _Section I Section I Length I Total I Average I Hydraulic I Hydraulic of I Size I Shape I (ft) I System I velocity I Grade Grade Sections _� Flow I (ft /s) I Upstream I Downstream (cfs), I I (ft) I (ft) -- - - -- --I ---- - - - - -- --- - - - - -- ---- - - - - -- -------- I -- - - - - -- ----- ----- I ----------- I ------- - - - - - I LAT D1 1 .1 24 inch Circular 36.02 2.68 13.27 1 56.81 1' 56.85 --------------------------------------------------------------------------------- --------- - - - - -- Label I Total J Ground Hydraulic Hydraulic System Elevation Grade Grade Flow (ft) Line In Line Out (cfs) (ft) -------- (ft) ------ - - - - -I ------- ----- -- - - -- 0-1 2.68 ----------- 54.50 I 56.85 56.85 INLET D1 2.68 ----------------------------- 60.88 -------- 56.84'1 -------------- 56.81 - - - - -- Completed: 09 /03/2007 05:27:54 PM Title: JC PENNEY Project Engineer: Steve Holmes o: \... \4038216 \docs \hydro \dev_ area 3 -east 10yr.stm Stantec Consulting L, PALM DE StormCAD v5.6 [05.06.012.00] 09/03/07 05:28:00 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA t1 -203- 755 -1666 Page 1 of 1 Onario: Base Pipe Report h7�7C1 !�t itK1.1T At71=-A t_AC-r _ In,,!t_AV r Title: JC PENNEY - Project Engineer: Steve Holmes o:\...\4038216 \dots \hydro \dev_area 3 -east 10yr.stm Stantec Consulting L, PALM DE StormCAD v5.6 [05.06.012.00] 09/03/07 05:28:23 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 1 of 1 Label Upstream ownstrearr Section Mannings Material Length ',onstructec System Average Upstream Hydraulic Downstream Hydraulic Node Node Size n (ft) Slope Known Velocity Invert Grade Invert _ Grade (fuft) Flow (ft/s) Elevation Line In Elevation Line Out (cfs) (ft) (ft) (ft) (ft) LAT D1 INLET D1 0-1 24 inch 0.012 Corrugated HDPE (Smooth Interic 36.02 0.149361 2.68 13.27 55.88 56.81 50.50 56.85 r Title: JC PENNEY - Project Engineer: Steve Holmes o:\...\4038216 \dots \hydro \dev_area 3 -east 10yr.stm Stantec Consulting L, PALM DE StormCAD v5.6 [05.06.012.00] 09/03/07 05:28:23 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 1 of 1 • t--t= v i=1 A 1ZEA 3 tiA ST - In -AFAR Snario: Base Node Report Label .Known Total Headloss Ground Rim Sump Hydraulic Hydraulic Flow Flow Coefficient Elevation Elevation Elevation Grade Grade (cfs) Out (ft) (ft) (ft) Line In Line Out (cfs) (ft) (ft) O_i 2.68 54.50 54.50 48.50 56.85 56.85 INLET D1 2.681 2.681 0.601 60.881 60.881 55.881 56.841 56.81 Title: JC PENNEY o:\... \4038216 \dots \hydro \dev_ area 3 -east 10yr.stm Stantec Consulting L, PALM DE 09/03/07 05:28:41 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 =1666 • Project Engineer: Steve Holmes I StormCAD v5.6 [05.06.012.00] Page 1 of 1 • • Profile Scenario: Base Profile: Development Area 3 East - 10 Year Scenario: Base C �O �O c0� O� MO�?� / ++ S r C E o0 (V >' o= r j 0i~= U-) , HG ET. BA51W / v =11i J J tL 45.00 0 +00 -1 +00 65.00 4 CO 00 00 �U;00Cq oo�� +tg w . oo Zi6 I 60.00 55.00 Elevation (ft) 50.00 Station (ft) Title: JC PENNEY o:\... \4038216 \docs \hydro \dev_area 3 -east 10yr.stm Stantec Consulting L, PALM DE 09/04/07 03:23:49 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 • Project Engineer: Steve Holmes Storrr CAD v5.6 [05.06.012.00] Page 1 of 1 •. 111V11:41 t7�lELOC�MEfJT 4R0 3 Sn UTH Scenario: Base OUTLET 16. INLET E1 45 q4 C Title: JC PENNEY Project Engineer: Steve Holmes o:\...\ 4038216 \dots \hydro \dev_area3- southl0yr.stm Stantec Consulting L, PALM DE StormCAD v5.6 [05.06.012.00] 09/04/07 11:48:15 AM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1 -203- 755 -1666 Page 1 of 1 • Calcula*Results Summary • " VEV1=- L0FMEFNT AREA 3 WUTH - 100 `'(FA{? Scenario: Base >>>> Info: Subsurface Network Rooted by: OUTLET >>>5 Info: Subsurface Analysis iterations: 1 >>>> Info: Convergence was achieved. CALCULATION SUMMARY FOR SURFACE NETWORKS Label Number Inlet Section Inlet Total Total Total Capture Gutter Shape (ft) Type ----- - - - - -- 54.91 ------- 53.73 Sections 55.66 Intercepted Bypassed Efficiency Spread 2.04 55.99 I 55.98 5.70 56.01 55.98 5.04 Flow. Flow (.) (ft) --- - 24 - - - -- inch ---- - - - - -- Circular -- - - - - -- 233.00 --- - 13.66 LINE E5 (cfs) (cfs) - - - - -- -- - - -- -- ---- - - - INLET - -- E2 --------------- Generic Inlet --------------------- Generic Default 100% ------- - -- - -- 0.00 ---------- 0.00 1------ 100.0 0.00 INLET E3 Generic Inlet Generic Default 100% 0.00 0.00 100.0 0.00 INLET E4 Generic Inlet Generic Default 100% 0.00 0.00 100A 'I 0.00 INLET E6 I Generic Inlet Generic Default 100% 0.00 0.00 100.0 0.00 INLET E5 Generic Inlet Generic Default 100% 0.00 0.00 100.0 0.00 INLET E1 Generic Inlet Generic Default 100% 0.00 0.00 100.0 0.00 CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: OUTLET Label Number Section Section Length Total (ft /s) Upstream of Size Shape (ft) System ----- - - - - -- 54.91 ------- 53.73 Sections 55.66 55.26 4.34 55.27 -Flow 2.04 55.99 I 55.98 5.70 56.01 55.98 5.04 (cfs) - = - -� ---- - LINE - - - -- E6 ---- - - = - -- 1 --- - 24 - - - -- inch ---- - - - - -- Circular -- - - - - -- 233.00 --- - 13.66 LINE E5 l l 24 inch Circular 164.00 12.30 LAT E1 1 1 18 inch.1 Circular 29.00 1.36. LAT E2 1 15 inch I Circular 5.65 1. 2.50 LINE E4 1 24 inch Circular 65.68 9.80 LAT E3 1 18 inch Circular 39.05 2.30 LINE E3 1 18 inch Circular 244.32 7.50 LAT E4 1 12 inch Circular 9.45 .� 3.10 LINE E2 1 18 inch Circular 172.78 4.40 LAT E5 -2 l l 12 inch Circular 14.90 1.76 LINE E1 1 1 118 inch Circular 50.40 2.64 LAT ------------------------------------ E5 -1 1 1 1 12 inch Circular -------------------- 37.27 1.76 - --- -- Gutter Depth (ft) 0.00 0.00 0.00 0.00 0.00 0.0'0 Average Hydraulic Hydraulic Velocity Grade Grade (ft /s) Upstream Downstream (ft) (ft) . - - - = -� ---- - - - - -- 8.66 ----- - - - - -- 54.91 ------- 53.73 5.99 55.66 55.26 4.34 55.27 I 55.26 2.04 55.99 I 55.98 5.70 56.01 55.98 5.04 56.20 56.21 5.17 57.10 56.21 3.95 I 57.41 57.35 �• 4.67 57.62 57.35 4.81 57.83 57.82 4.01 57.82 57.82 6.61 ------------------------------ I 58.42 57.88 - - - - -- Title: JC PENNEY Project Engineer: Steve Holmes o:\...\4038216 \docs \hydro \dev_area3- south100yr.stm Stantec Consulting L, PALM DE StormCAD v5.6 [05.06.012.00] 09/04/07 12:04:18 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 1 of 2 • Calculation Results Summary • Label Total- I Ground Hydraulic I Hydraulic System I Elevation I Grade I Grade -1 Flow I (ft) I Line In Line Out I' (cfs) 1 1 (ft) ----- ----- (ft) ----------- � ------------ OUTLET I --------- 1- 1 .13.66.1 ---------- I 59.97 1 - 53.73 1 53.73 JUNCTION 6 1 13.66 -1 62.44 1 55.26 1 54.91 JUNCTION 5 1 12.30 1 62.87 55.98 55.66 INLET El 1.36 61.57 55.27 55..27 'INLET E2 2.50 62.95 56.03 55.99 JUNCTION 4 9.80 I 62.63 56.21 56.01 INLET E3 2.30 61.13 56.23 56.20 JUNCTION 3 7.50 62.92 57.35 57.10 INLET E4 3.10 62.99 1 57.56.1 57.41 JUNCTION 2 4.40 �, 62.62 I 57.82 57.62 BEND 1 1.76 62.75 57.88 57.83 INLET E6 2.64 '61.12 I 57.90 I 57.82'I INLET E5 ------------------------------------------------------------ 1.76 62.76 58.56 58.42 Completed: 09/04/2007 12:04:10 PM. Title: JC PENNEY Project Engineer: Steve Holmes o:\...\ 4038216 \dots \hydro \dev_area3- south100yr.stm Stantec Consulting L, PALM DE StormCAD v5.6 [05,06.012.00) 09/04/07 12:04:18 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 2 of 2 Stario: Base Pipe Report C��t =t nt�.�t► --l�1T AREA S SOUTH- Inn-lt =A(z Label Upstream Node Downstrea Node Section Size Mannings n Material Length (ft) onstructe Slope (ft/ft) System Known Flow (cfs) Average Velocity (ft/s) Upstream Invert Elevation (ft) Hydraulic Grade Line In (ft) Downstream Invert Elevation (ft) Hydraulic Grade Line Out (ft) LINE E4 JUNCTION 4 JUNCTION 24 inch 0.012 Corrugated HDPE (Smooth Interic 65.68 0.005024 9.80 5.70 54.73 56.01 -54.40 55.98 LINE E3 JUNCTION 3 JUNCTION 18 inch 0.012 Corrugated HDPE (Smooth Interic 244.32 0.004993 7.50 5.17 55.95 57.10 54:73 56.21 LINE E2 JUNCTION 2 JUNCTION 18 inch 0.012 Corrugated HDPE (Smooth Interic 172.78 0.005035 4.40 4.67 56.82 57.62 55.95 57.35 LAT E5 -2 BEND 1 JUNCTION 12 inch 0.012 Corrugated HDPE (Smooth Interic 14.90 0.010067 1.76 '4.81 56.97 57.83 56.82 57.82 LAT E2 INLET E2 JUNCTION 15 inch 0.012 Corrugated HDPE (Smooth Interic 5.65 0.019469 2.50 2.04 54.51 55.99 54.40 55.98 LAT E3 INLET E3 JUNCTION 18 inch 0.012 Corrugated HDPE (Smooth Interic 39.05 0.009987 2.30 5.04 55.12 56.20 54.73 56.21 LAT E4 INLET E4 JUNCTION 12 inch 0.012 Corrugated HDPE (Smooth Interic 9.45 0.020106 .3.10 3.95 56.14 57.41 55.95 57.35 LINE E1 INLET E6 JUNCTION 18 inch 0.012 Corrugated HDPE (Smooth Interic 50.40 0.004762 2.64 4.01 57.06 57.82 56.82 57.82 LAT E5 -1 INLET E5 BEND 1 12 inch 0.012 Corrugated HDPE (Smooth Interi 37.27 0.023880 1.76 6.61 57.86 58.42 56.97 57.88 LINE E5 JUNCTION 5 JUNCTION 24 inch 0.012 Corrugated HDPE (Smooth Interi 164.00 0.005000 12.30 5.99 54.40 -55.66 53.58 55.26 LAT E1 INLET E1 JUNCTION 18 inch 0:012 Corrugated HDPE (Smooth Interic 29.00 0.010000 1.36 4.34 53.87 55.27 53.58 55.26 LINE E6 JUNCTION 6 OUTLET 24 inch 0.012 Corrugated HDPE (Smooth Interi 233.00 0.012275 13.66 8.66 53.581 54.911 50.72 53.73 Title: JC PENNEY o:\...\4036216 \dots \hydro \dev _ area3- south100yr.stm Stantec Consulting L, PALM DE 09/04/07 12:04:32 PM 0 Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Project Engineer: Steve Holmes StormCAD v5.6 (05.06.012.00] . Page 1 of 1 Scenario:' Base Node Report nth /t_I r)P-1AC-kIT At7t =A i Cr)IITN -- In(7Yl^d17 Label Known Flow (cfs) Total Flow Out (cfs) Headloss Coefficient Ground Elevation (ft) Rim Elevation (ft) Sump Elevation (ft) Hydraulic Grade Line In (ft) Hydraulic Grade Line Out (ft) OUTLET 13.66 59.97 59.97 48.40 53.73 53.73 BEND 1 1.76 0.50 62.75 62.75 56.97 57.88 57.83 JUNCTION 2 4.40 0.60 62.62 62.62 56.82 57.82 57.62 JUNCTION 3 7.50 0.60 62.92 62.92 55.95 57.35 57.10 JUNCTION 4 9.80 0.60 62.63 62.63 54.73 56.21 56.01 JUNCTION 5 12.30 0.60 62.87 62.87 54.40 55.98 55.66 INLET E2 2.50 2.50 0.60 62.95 62.95 54.51 56.03 55.99 INLET E3 2.30 2.30 0.60 61.13 61.13 55.12 56.23 56.20 INLET E4 3.10 3.10 0.60 62.99 62.99 56.14 57.56 57.41 INLET E6 2.64 2.64 0.60 61.12 .61.12 57.06 57.90 57.82 INLET E5 1.76 1.76 0.60 62.76 62.76 57.86 58.56 58.42 JUNCTION 6 13.66 0.60 62.44 62.44 53.58 55.26 54.91 INLET E1 1.36 1.36 0.60 61.57 61.57 53.87 55.271 55.27 Title: JC PENNEY o: \...\ 4038216\ dots \hydro\dev_area3- south100yr.stm Stantec Consulting L, PALM DE 09/04/07 12:04:43 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 • Project Engineer: Steve Holmes StormCAD v5.6 (05.06.012.00] Page 1 of 1 OProf Ue Scenario: Base Profile: Development Area 3 South - 100 Year Scenario: Base Mme^ Z�rnrnm��' . N N O Z8 �ev�i0� E ?' c E E �> E v�5 -SKfn' • Z�aNOm��allo UR 1"° .. �� z.;o- � o W��OEE zin .5 +00 4 +00 -3+00 SW6on (III -2 +00 -1 +00 Title: JC PENNEY- o:\ ... \ 4038216 \dots \hydro \dev— area3- south100yr.stm Stantec Consulting L, PALM DE 09/04/07 02:58:28 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 =755 -1666 so.oa 0 +00 I Elevation (R) Project Engineer: Steve Holmes StormCAD v5.6 [05.06.012.00]" Page 1 of 1 . 60.00 LINE E1 _ LINE E2 LINE E3 N6 •GI. H 55.60 .5 +00 4 +00 -3+00 SW6on (III -2 +00 -1 +00 Title: JC PENNEY- o:\ ... \ 4038216 \dots \hydro \dev— area3- south100yr.stm Stantec Consulting L, PALM DE 09/04/07 02:58:28 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 =755 -1666 so.oa 0 +00 I Elevation (R) Project Engineer: Steve Holmes StormCAD v5.6 [05.06.012.00]" Page 1 of 1 . Oprofile Scenario: Base Profile: Development Area 3 South - 100 Year Scenario: Base . �zU Z�NN+i sr� -5 +00 4 +00 -3 +00 -2 +00 -1+00 Station (ft) Title: JC PENNEY o:\...\ 4038216 \dots \hydro \dev_area3- south100yr.stm Stantec Consulting L, PALM DE 09/04/07 03:00:44 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1 -203- 755 -1666 60.00 55.00 ElevaOOn (ft) 50.00 45.00 0 +00 Project Engineer: Steve Holmes StormCAD v5.6 [05.06.012.00] _ Page 1 of 1 O<�N� ZR c cp E E QOtyN < qi 7 wv C~io- =OtO.n I - 65.00 -5 +00 4 +00 -3 +00 -2 +00 -1+00 Station (ft) Title: JC PENNEY o:\...\ 4038216 \dots \hydro \dev_area3- south100yr.stm Stantec Consulting L, PALM DE 09/04/07 03:00:44 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1 -203- 755 -1666 60.00 55.00 ElevaOOn (ft) 50.00 45.00 0 +00 Project Engineer: Steve Holmes StormCAD v5.6 [05.06.012.00] _ Page 1 of 1 qi 7 wv I - c� 0 E E O(n5¢('n N G L LINE E4 H G L LINE E5 LINE E6 _ -5 +00 4 +00 -3 +00 -2 +00 -1+00 Station (ft) Title: JC PENNEY o:\...\ 4038216 \dots \hydro \dev_area3- south100yr.stm Stantec Consulting L, PALM DE 09/04/07 03:00:44 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1 -203- 755 -1666 60.00 55.00 ElevaOOn (ft) 50.00 45.00 0 +00 Project Engineer: Steve Holmes StormCAD v5.6 [05.06.012.00] _ Page 1 of 1 Oprofile, • Scenario: Base Profile: Devblopment Area 3 South - 100 Year Scenario: Base cq �co OR N CVNOO N ZNOOOOCflN°. ��i�nCO T-- Cl) �.- njLO tnOLOr�r- L Wo - njLn O LO cd C6 Ln co co + LO LO CNO o co • • Z ''" C O E + � CO ci WCDO E E J (O C CO � C Z > > > OD > U) ) CO J) r '-v� _ =9 g i 65.00 IR -1 +00 `PI E5A LAT E5 -2 60.00 Elevation (ft) --J 55.00 0 +00 Station (ft) Title: JC PENNEY ' o:\...\ 4038216 \dots \hydro \dev_area3- south100yr.stm Stantec Consulting L, PALM DE 09/04/07 03:02:32 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1 -203- 755 -1666 Project Engineer: Steve Holmes StormCAD v5.6 [05.06.012.001 Page 1 of 1 • OProfile Scenario: Base Profile: Development Area 3 South -100 Year Scenario: Base -1+00 yr CD 17 ` C3� •H Lo -%d- O Lo M CCD c rn LO W O Ln Z a) Q)O O LnCV I--p � CCOO d 0 0 Ln Ln LO 0 Ln W O + LO LO :.s Cq -I Co > .� (19 C C�CO Q ZN C (n a, -'��i —� 65.00 HGL •1 11 LAT E4 . 55.00 0 +00 Elevation (ft) Station (ft) Title: JC PENNEY o:\...\ 4038216\ dots \hydro\dev_area3- south100yr.stm Stantec Consulting L, PALM DE 09/04107 03:13:40 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795'USA +1- 203 - 755 -1666 • Project Engineer: Steve Holmes StormCAD v5.6 [05.06.012.00] Page 1 of 1 '_ I • .00 ' ' 50.00 -1 +00 0 +00 Elevation (ft) . • Station (ft) . Title: JC PENNEY Project Engineer: Steve Holmes . o:\ ... \ 4038216 \dots \hydro \dev_a�ea3- south100yr.stm Stantec Consulting L, PALM DE StormCAD v5.6 [05.06.012.00] 09/04/07 03:15:09 PM 0 Bentley Systems, Inc. Haestad. Methods Solution Center Watertown, CT 06795 USA +1 -203- 755 -1666 Page 1 of 1 Profile Scenario: Base Profile: Development Area 3 South - 100 Year Scenario: Base 4- �7= MM ^.T -''M Z�nn�M� + U7 U-) '-: i V U7 C) C? c c :3 CO a O . — = min � 65.00 N � `7✓ U7 M MO U7 rU) W C:) .. . � + 7 CO ty 1160.00 .00 ' ' 50.00 -1 +00 0 +00 Elevation (ft) . • Station (ft) . Title: JC PENNEY Project Engineer: Steve Holmes . o:\ ... \ 4038216 \dots \hydro \dev_a�ea3- south100yr.stm Stantec Consulting L, PALM DE StormCAD v5.6 [05.06.012.00] 09/04/07 03:15:09 PM 0 Bentley Systems, Inc. Haestad. Methods Solution Center Watertown, CT 06795 USA +1 -203- 755 -1666 Page 1 of 1 • s 10 . Profi le _ , Scenario: Base Profile: Development Area 3 South - 100 Year Scenario: Base CD LO d . - 4 L R� W Lr) O rNOOd O .. :3c0 d W O • - Z > >O - = Z� c Cn 65.00 - - 60.00 Elevation (ft) HGL 55.00 LAT E2 50.00 -1 +00 . 0 +00 Station (ft) Title: JC PENNEY Project Engineer: Steve Holmes o. \...\ 4038216 \docs \hydro \dev_area3- south100yr.stm Stantec Consulting L, PALM DE StormCAD v5.6 [05.06.012.00] 09/04/07 03:16:39 PM 0 Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1 -203- 755 -1666 Page 1 of 1 • *Profile • Scenario: Base Profile: Development Area 3 South 100 Year Scenario: Base mm�4 =oo .00 Oq 4✓r` M^?R ou')inCl) J + U-) o ,_ � 0 > ._ � '= So cn 00 [1111 1 ' 50.00 -1 +00 0 +00 Elevation (ft) .Station (ft) Title: JC PENNEY Project Engineer: Steve Holmes o:\...\ 4038216 \docs \hydro \dev _ area3- south100yr.stm Stantec Consulting L, PALM DE StormCAD v5.6 [05.06.012.00) 09/04/07 03:18:59 PM 0 Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1 -203- 755 -1666 Page 1 of 1 • Calculation Results.Summary • "--_vEL0PME14-1- AIR BA 3 SOUTH - lfl Y5,AR . Scenario: Base >>>> Info: Subsurface Network Rooted by: OUTLET >>>> Info: Subsurface Analysis iterations: 1 >>>> Info: Convergence was achieved. CALCULATION SUMMARY FOR SURFACE NETWORKS Label Gutter I Inlet I Depth I Inlet I Total' I Total I Capture I 0.00 I 0.00 Type I I 0.00 I 0.00 I. Intercepted I Bypassed I.Efficiency I I I I I I Flow I Flow I Flow I (�) I I I I I (cfs) I I I (cfs) I (cfs) I --------- - ---------I--------------- INLET E2 I Generic Inlet I ---------------------- I Generic Default 100% I ------------- I 0.00 I ---------- I 0.00 I --- I 100.0 INLET E3 I Generic Inlet I Generic Default 100% I 0.00 I 0.00 I 100.0 INLET E4 I Generic Inlet I Generic Default 100% I 0.00 I 0.00 I 100.0 INLET E6 I Generic Inlet I Generic Default 100% I 0.00 I 0.00 I 100.0 INLET E5 I Generic Inlet I Generic Default 100% I 0.00 I 0.00 I 100.0 INLET ------------------------------------------------------------------------- E1 I Generic.Inlet Circular I Generic Default 1009 I 0.00 I 0.00 --------- I 100.0 - - - - -- CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: OUTLET Gutter Gutter Spread I Depth I (ft) I (ft) I I I 0.00 I 0.00 I 0.00 I 0.00 I 0.00 I 0.60 I 0.00 I 0.00 I 0.00 I 0.00 I 0.00 I 0.00 I Label I Number. I Section I Section I Length I Total I Average I Hydraulic ( Hydraulic I I of I Size .I Shape I (ft) I System I Velocity I Grade I Grade I I I Sections I I I I Flow I (ft /s) I Upstream I Downstream I I I I I I I (cfs) I I (ft) I (ft) I'------- - - - - -I ----------- LINE E6 I---=------ I 1 I--------- 124 I---------- inch I Circular I-------- 1 233.00 I-------- I 7.09 i---------- I----------- I 7.27 I 54.53 I 51.42 I LINE E5 I 1 124 inch I Circular 1 164.00 I 6.38 I 5.10 I 55.29 I 54.74 I LAT E1 I 1 118 inch I Circular I 29.00 I 0.71 I 3.58 I 54:74 I 54.74 I LAT E2 I 1 115 inch I Circular I 5.65 I 1.30 I 5.53 I 55.50 I 55.50 I LINE E4 I 1 124 inch I Circular I 65.68 I 5.08 I 4.80 I 55.52'I 55.50 I LAT E3 I 1 118 inch I Circular I .39.05 I 1.19 I 4.17 I 55.68 I 55.70 I LINE E3 I 1 118 inch I Circular 1 244.32 I 3.89 I 4.51 I 56.70.1 55.70`I LAT E4 I 1 112 inch I Circular I 9.45 I 1.61 I 6.06 I 56.86 I 56.88 I LINE E2 I 1 118 inch I Circular 1 172.78 I 2.28 I 3.93 I 57.39 I 56.88 I LAT E5 -2 I 1 112 inch I Circular I 14.90 I 0.91 I 4.63 I 57.50 ( 57.52 I TTNF P.I. I 1 118 inch I Circular I 50.40 I 1.37 I 3.34 I 57.50 I 57.52 LAT E5 -1 -----------------------------------------=-------------------------------- I 1 112 inch I Circular 1 37.27 I 0.91 I 5.49 I 58.26 -- --------- I 57.54 I ------- - - - - -- Title: JC PENNEY Project Engineer: Steve Holmes o:\...\ 4038216 \dots \hydro \dev_area3- southlOyr.sim Stantec Consulting L, PALM DE StormCAD v5.6 [05.06.012.00] 09/04/07 11:55:46 AM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page' 1 of 2 Title: JC PENNEY o:\... \4038216 \dots \hydro \dev_area3- southl0yr.stm Stantec Consulting L, PALM DE 09/04/07 11:55:46 AM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown,.CT 06795 USA +1 -203- 755 -1666 e. • 1 Project Engineer: Steve Holmes StormCAD v5.6 [05.06.012.00] Page 2. of 2 Calculation Results Summary Hydraulic Label Total Ground Hydraulic. System Elevation Grade Grade Flow (ft) Line In Line Out (cfs) (ft) (ft). -- ---- -- -- OUTLET -- -------- 7.09 1- ----------- 1 59.97 I ---------- -- 1 50..15 1 ----------- I 50.15 JUNCTION 6 7.09 62.44 54.74 54.53 JUNCTION 5 6.38 62.87 55.50 55.29 INLET, E1 0.71 61.57 54.75 54':74 INLET E2 1 1.30.1 62.95 1 55.51 1 55150 JUNCTION 4'1 5.08 1 62.63 1 55.70 1 55.52 INLET E3 1 1.19 1 61.13 55.71 55.68 �. JUNCTION 3 3.89 I 62.92 56.88 56.70 -. INLET E4 1.61 62.99 56.92 56.86 JUNCTION 2 2.28_ 62.62 57.52 57.39 �. BEND 1 �� 0.91 62.75 57.54 57.50 INLET E6 1.37 61.12 57.59 57.50 INLET E5 ---------------------------------------=------------------- 0.91 62.76 58.35 58.26 ---------=------------------------------------------------------- ----------------------------------------------------------------- Completed: 09/04/2007 11:55:38 AM Title: JC PENNEY o:\... \4038216 \dots \hydro \dev_area3- southl0yr.stm Stantec Consulting L, PALM DE 09/04/07 11:55:46 AM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown,.CT 06795 USA +1 -203- 755 -1666 e. • 1 Project Engineer: Steve Holmes StormCAD v5.6 [05.06.012.00] Page 2. of 2 • ]7�1/VFL0PMr-WT AREA 3 SOUTH - I0N,(97Atq Stario: Base Pipe Report Label Upstream Node Downstrea Node Section Size Mannings n Material Length (ft) -onstructec Slope (f /ft) System Known Flow (cfs) Average Velocity (f /s) Upstream Invert Elevation (ft) Hydraulic Grade Line In (ft) Downstream Invert Elevation (ft) Hydraulic Grade Line Out (ft) LINE E4 JUNCTION 4 JUNCTION 24 inch 0.012 Corrugated HDPE (Smooth Interic 65.68 0.005024 5.08 4.80 54.73 55.52 54.40 55.50 LINE E3 JUNCTION 3 JUNCTION 18 inch 0.012 Corrugated HDPE (Smooth Interic 244.32 0.004993 3.89 4.51 55.95 56.70 54.73 55.70 LINE E2 JUNCTION 2 JUNCTION 18 inch 0.012 Corrugated HDPE (Smooth Interic 172.78 0.005035 2.28 3.93 56.82 57.39 55.95 56.88 LAT E5 -2 BEND 1 JUNCTION 12 inch 0.012 .Corrugated HDPE (Smooth Interic 14.90 0.010067 0.91 4.03 56.97 57.50 56.82 57.52 LAT E2 INLET E2 JUNCTION 15 inch 0.012 Corrugated HDPE (Smooth Interic 5.65 0.019469 1.30 5.53 54.51 55.50 54.40 55.50 LAT E3 INLET E3 JUNCTION 18 inch 0.012 Corrugated HDPE (Smooth Interic 39.05 0.009987 1.19 4.17 55.12 55.68 54.73 55.70 LAT E4 INLET E4 JUNCTION 12 inch 0.012 Corrugated HDPE (Smooth Interic 9.45 0.020106 1.61 6.06 56.14 56.86 55.95 56.88 LINE E1 INLET E6 JUNCTION 18 inch 0.012 Corrugated HDPE (Smooth Interic 50.40 0.004762 1.37 3.34 57.06 57.50 56.82 57.52 LAT E5 -1 INLET E5 BEND 1 12 inch 0.012 Corrugated HDPE,(Smooth Interic 37.27 0:023880 0.91 5.49 57.86 58.26 56.97 '57.54 LINE E5 JUNCTION 5 JUNCTION 24 inch' 0.012 Corrugated HDPE (Smooth Interic 164.00 0.005000 6.38 5.10 54.40 55.29 53.58 54.74 LAT E1 INLET E1 JUNCTION 18 inch 0.012 Corrugated HDPE (Smooth Interic 29.00 0.010000 0.71 3.58 53.87 54.74 53.58 54.74 LINE E6 JUNCTION 6 OUTLET 24 inch 0.012 Corrugated HDPE (Smooth Interi 233.00 0.012275 7.09 7.27 53.58 54.53 50.72 51.42 Title: JC PENNEY Project Engineer: Steve Holmes o:\... \4038216 \dots \hydro\dev- - area3- southl Oyr.stm Stantec Consulting L, PALM DE StormCAD v5.6 [05.06.012.00] 09/04/07 11:56:16 AM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666. Page 1 of 1 Aia rio: Base Node Report tJEVE -LOPM EtJT A:' C-A 3 GCAffH - 10 ` R Label Known Flow (cfs) Total Flow Out (cfs) Headloss Coefficient Ground Elevation (ft) Rim Elevation (ft) . Sump Elevation (ft) Hydraulic Grade Line In (ft) ' Hydraulic Grade Line Out (ft) OUTLET 7.09 59.97 59.97 48.40 50.15 50.15 BEND 1 0.91 0.50 62.75 62.75 56.97 57.54 57.50 JUNCTION 2 . 2.28 0.60. 62.62 62.62 56.82 57.52 57.39 JUNCTION 3 3.89 0.60 62.92 62.92 55.95 56.88 56.70 JUNCTION 4 5.08 0.60 62.63 62.63 54.73 55.70 55.52 JUNCTION 5 6.38 0.60 62.87 62.87 54.40 55.50 55.29 INLET E2 1.30 1.30. 0.60 62.95 62.95 54.51 55.51 55.50 INLET E3 1.19 1.19 0.60 61.13 61.13 55.12 55.71 55.68 INLET E4 1.61 1.61 0.60 62.99 62.99 56.14 56.92 56.86 INLET E6 1.37 1.37 0.60 61.12 61.12 57.06 57.59 57.50 INLET E5 0.91 0.91 0.60 62.76 62.76 57.86 58.35 58.26 JUNCTION 6 7.09 0.60 62.44 62.44 53.58 54.74 54.53 INLET E1 0.71 0.71 0.60 61.57 6.1.57 53.87 54.75 54.74 fil Title: JC PENNEY o:\...\ 4038216 \dots \hydro \dev_area3- southlOyr.stm Stantec Consulting L, PALM DE 09/04/07 11:56:54 AM -0 Bentley Systems, Inc: Haestad Methods Solution Center Watertown, CT 06795 USA +1 -203- 755 -1666 • Project Engineer: Steve Holmes StormCAD v5.6 [05.06.012.00] Page 1 .of 1 • *Profile Scenario: Base Profile: Development Area .3 South - 10 Year Scenario: Base .z uc'i z3�...—EE �y= =�¢�'n • -5 +00 4+00 -3 +00 -2 +00 -1 +00 Stafion (It) O .. E 60.00 Elevafion(0) 55.00 50.00 0 +00 Title: JC PENNEY Project Engineer: Steve Holmes o:\...\ 4038216 \docs \hydro \dev _ area3- southlOyr.stm Stantec Consulting L, PALM DE StormCAO v5.6 [05.06.012.00) 09/04/07 02:26:30 PM Q Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 1 of 1 • *Profile • Scenario: Base Profile: Development Area 3 South - 10 Year Scenario: Base o _.MMveOi 9e o � ig n - -_EN 55.00 30.00 15.00 Elevation (0) 50.00 45.00 -5 +00 -4 +00 -3 +00 -2 +00 -1 +00 0 +00 Station (0) Title: JC PENNEY o:\... \4038216 \dots \hydro \dev_area3- south1Oyr.stm Stantec Consulting L , PALM DE 09/04/07 02:37:15 PM - © Bentley Systems, Inc. .Haestad Methods Solution Center Watertown, CT 06795 USA +1 -203- 755 -1666 Project Engineer: Steve Holmes StormCAD v5.6 [05.06.012.00] Page 1 of 1 • OProfile • Scenario: Base Profile: Development Area 3 .South - 10 Year Scenario: Base, 00 C.0 CO N M CD U) t— CD U') CD u) r- n N N CN CO N *- + t.C) N lf) W O+ ;: nj U') Z z Oo Oo CD CV c0 O =3 CD D C11D Cd O E W O O E O�cDCDU (DCD �.� � : CO U+ CO � � � ° c n p; LU � � .65.00 N /) 60.00 Elevation (ft) � LAT 115-1 • . -. , . LAT E5 -2 55.00 -1 +00 0 +00 Station (ft) Title: JC PENNEY Project Engineer: Steve Holmes o:\...\4038216 \dots \hydro \dev— area3- southlOyr.stm Stantec Consulting L, PALM DE StormCAD v5.6 [05.06.012.00] 09/04/07 02:41:10 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 1 of 1 • Profile • Scenario: Base Profile: Development Area 3 South- 10 Year Scenario: Base LC)N� W + y N Ifs 0 E L6 u-5 Lr,. ig wOO� C1 + LCD LO 4-; N U° C C�� Z(n CE U) -1 +00 HGL =4 0 +00 Elevation (ft) Station (ft) Title: JC PENNEY o:\...\ 4038216 \dots \hydro \dev_area3- southl0yr.stm Stantec Consulting L, PALM DE 09/04/07 02:42:43 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1 -203- 755 -1666 Project Engineer: Steve Holmes StormCAD v5.6 [05.06.012.00] Page 1 of 1 Profile Scenario: Base Profile: Development Area 3 South - 10 Year., Scenario: Base MM ^4-'M Z�r— r- -zrM^ OM44Lncov' + lr) LO • • CV LO U I? 11.0 Q z > > >. 65.00 N , L6 M w C) LO � a Oj wo> J CO E 1 Z�n c"5 J) j i -1 +00 0 +00 ,. Elevation (ft) • Station (ft) Title: JC PENNEY Project Engineer: Steve Holmes o:\...\ 4038216 \dots \hydro \dev_area3- southlOyr.stm Stantec Consulting L, PALM DE Storm CAD v5.6 [05.06.012.00] 09/04/07 02:45:14 PM © Bentley Systems, Inc: Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 1 of 1 Profile Scenario: Base Profile: Development Area 3 South - 10 Year. Scenario: Base U-) � Lq � O w O Y LO • vLOr`� (ND w °O LO E Z c. d U) w rn ) -b -- _ ° -� —� 65.00 10 Elevation (ft) H G L 10 AT E2 1 ' 50.00 -1 +00 0 +00 Station (ft) Title: JC PENNEY o:\...\ 4038216 \docs \hydro \dev_area3- southlOyr.stm Stantec Consulting L, PALM DE 09/04/07 02:46:39 PM ©'Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA. +1- 203 - 755 -1666 Project Engineer: Steve Holmes StormCAD v5.6 [05.06.012.00) Page 1 of 1 Profile Scenario: Base Profile: Development Area 3 South-- 10 Year Scenario: Base CO CO U') =f CO o oo =r,. . M ^ 00 Jo .-LO - +O J LL @0 (D E E > ._ U CL U) N 0 - ' 50.00 -1 +00 0 +00 - Elevation (ft) Station (ft) Title: JC PENNEY o: \...\ 4038216 \dots \hydro \dev_area3- southlOyr.stm •Stantec Consulting L, PALM DE 09/04/07 02:47:18 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Project Engineer: Steve Holmes StormCAD v5.6 [05.06.012.00] Page 1 of 1 Scenario: Base PEvIFLOPM ENT A R IFa 4 STUB 1 -4 STUB 1 -2 BEND 3 LINE 12 JUNCTION 1 LINE 13 JUNCTION 2 �C JUNCTION 3 �QAl� INLET 1 =3 INLET J -4 W J BEND 1 ,- INLET 1 -1 �., m 0 JUNCTION 5 INLET J -3 INLET J -2 �i JUNCTION 4 LO `•.� v v Z LINE J4 LINE J5 `J LINE J6 LINE J7 J LINE 62 JUNCTION 9 AS BEND 2 JUNCTION 6 JUNCTION 7 Z16NCTION 8 OUTLET GI INLET J -1 - INLET G1 0 Title: JC PENNEY Project Engineer: Steve Holmes 0:\ 40382 \4038216 \dots \hydro \dev_area 4 1.00yr.stm Stantec Consulting L, PALM DE StormCAD v5.6 [05.06.012.00] . 09/03/07 05:43:53 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 1 of 1 • Calculati Results Summary • DEVELOPMEW AREA Scenario: Base >>>> Info: Subsurface Network Rooted by: OUTLET >>>> Info: Subsurface Analysis iterations: 1 >>>> Info: Convergence was achieved. CALCULATION SUMMARY FOR SURFACE NETWORKS Labe]. I Inlet I Inlet I Length I i Total I Total- I Capture I Gutter I Gutter 1 I I Type I Velocity I Sections I I Intercepted I Bypassed I Efficiency I Spread I Depth 1 1 1 I I I I I (cfs) 1 Flow ' I Flow 1 (%) 1' (ft) 1 (ft) 1 I I 4.87 1 4.39 I i 1 1'24 I (cfs). 1 (cfs) I I I 1.-------- 1---- I - - - -.1 1------------ INLET 1------- G1 I --- Generic -- --- -- Inlet 1--------.--------- 1.Generic Default --- --- 1008 I------------- 1 0.00 I---------- 1 0.00 I------------ 1 100.0 1 0.00 1 0.00 1 STUB I -2 I Generic Inlet-1 Generic Default 1008 1 0.00 1 0.00 1' 100.0 1 .0.00 1 0.00 1 INLET I -1 I Generic.Inlet I I Generic Default 1008 •1 0.00 1 0.00 1 100.0 1 0.00"1 0.00 1 INLET J -3 I Generic Inlet I Generic Default 1008 1 0.00 1 0:00 1 100.0 i 0.00 1 0.00 1 INLET J -2 I Generic Inlet I Generic Default 1008 1 0.00 1 0.00.1 100.0 1 0.00 1 0.00 I INLET J -1 I Generic Inlet I Generic Default 100% 1 0.00 1 0.00 I 100.0 1 0.00 1 0.00 i INLET I -3 I Generic Inlet I Generic Default 1008 ( 0.00 1 0.00 .I 100.0 i 0.00 1 0.00 i INLET J -4 I Generic Inlet I Generic Default 1008 1 0.00 ( 0.00 1 100.0 1 0.00 1' 0.00 1 STUB -------------------------=------------------------------'--------.---------------------- I -4 I Generic Inlet I Generic Default 1008 1 0.00 i 0.00.1 100.0 -------- I 9.00 -------- 1 0.00 1 - - - --- CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT:-OUTLET Label I Number I Section I Section I Length I Total I Average 1 (ft), 1 - - - - - 1 of I Size I Shape 1 .(ft) I System I Velocity 55.70 Sections I I 55.72 I I Flow 1 (ft /s) 54.68 I I I 53.99 I I (cfs) 1 ---------1----------1---------1----------1--------1--------1---------- LINE G2 I 1 1 48 inch I Circular 1 122.67 .1, 4.87 1 4.39 LINE 77 i 1 1'24 inch I Circular 1 3.6.63 1 8.85 1 2.82 LINE I6 1 1 1 36 inch I Circular 1 90.00 1 22.35 1 3.16 LINE G1 1 1 1 24 inch I Circular 1- 127.94 1 4.87 1 9.73 LINE J6 1 1 1 24 inch- 1 Circular 1 34.43 '1 7.35 1 2.34 LAT J -1 1 1 1 18_inch I Circular 1 75.56 I 1.50 1 8.82 LINE I5 1 1 1 36 inch I Circular 1 82.86 1 18.19 1 9.84 IAT I -1 1 1 1, 24 inch 1 Circular 1 12.73 4.16 1 17.94 LAT J -2 1 1 1 18 inch I Circular 1 26.87 I 2.24 "12.35 LINE..JS 1 1 1 24 inch I Circular 1 138.91 1 5.11 1 7.12 LINE I4 I 1 1 24 inch I Circular 1 20.00 1 8.35 1 8.18 Hydraulic I Hydraulic 1 Grade I Grade 1" Upstream' I Downstream 1' (ft) 1 (ft), 1 - - - - - ----------- 5.3.84 1--- -- -- 1 53.84 1 53.89 1 . 53.84 1 53.93 1 53.84 1 55.70 1 53.84 1 53.92 i 53.89 1 55.72 I 53.89 1 53.95 ( 54.03 1' 54.68 1 54.03 1 54.59 I 53.97 1 53.99 1 53.97.1 54'.18 I 54.17 1 Title: JC PENNEY Project Engineer: Steve. Holmes 0:\ 40382 \4038216 \dots \hydro \dev_ area 4 100yr.stm Stantec Consulting L, PALM DE StormCAD v5.6 [05.06.012.00] 09/03/07'05:44:34 PM 0 Bentley Systems, Inc.. Haestad Methods Solution Center Watertown, CT 06795 USA +1 -203- 755 -1666 Page 1 of 2 Calculation Results Summary LAT I -2 I 1 24 inch Circular 1 24.14 1 9.84 1 7.36 1 54.20 1 54.17 LAT J -3 1 18 inch Circular I 36.76 1 2.70.1 10.97 1 56.15 1 54.04 LINE J4 1 18 inch Circular 36.74 2.41. 5.90 53.99 54.04 LINE I3 1 24 inch Circular 86.60 8.35 8.18 54.73 54.26 LINE J3 1 18 inch Circular, 63.43 2.41 5.90 54.75 54.06 LINE I2 I 1 24 inch I Circular 1 244.83 I 6.47 I 7.62 I 58.27 54.97 LAT I -3 1 1.18 inch 1. Circular 1 34.65 1 1.88 1 6.74 1 55.14 1 54.97 LINE J2 1 18 inch'I Circular I 44.25 2.'41 I 5.90 55.41 I 54.88 LINE Il. 1 24 inch Circular 17:50 6.47 7.70 58.54 58.48 LINE J1 I -----------------------------------------------------------------------------=------ 1 118 inch I Circular I 35.15 I 2.41 I 5.921 55.94 1 ------- 55.54 - -- - -- Label Total Ground Hydraulic Hydraulic System Elevation Grade Grade Flow (ft) Line In Line Out (cfs) =-- - - - - -- (ft) �.' ------------ (ft) ----------- - ----- - - - - -- OUTLET -- - - - - -- 36.07 -- 63.03 53.84 53.84 JUNCTION 9 4.87 61.62 53.84 53.84 I.JUNCTION 8 8.85 63.55 53.89 53.89 JUNCTION 4 22.35 63.04 54.03 53.93 INLET G1 4.87 I 59.29 55.87 I 55.70 JUNCTION 7 7.35 63.44 53.97 53.92 INLET J -1 1.50 62.76 55.82 I 55.72 JUNCTION 3 18.19 62.98 54.17 53.95 INLET I -1 4.16 I 61.96 54.83 54.68 INLET J -2 2.24 I 63.02 54.71 54.59 JUNCTION 6 1 5.11 1 64.17 -1 54.04 1 53.99 1- JUNCTION 2 1 8.35 1 63.76 1 54.26 1 54.18 STUB I -2 9.84 I 64.58 54.28 54.20 INLET J -3 2.70 I 63.53 56.29 56.15 BEND 2 2.41 64.20 54.06 53.99 JUNCTION 1 I 8.35 I 63.33 54.97 I 54.73 JUNCTION 5 2.41 64.36 54.88 54.75 BEND 3 1 6.47 -1 64.68 1 58.48 1 58.27 INLET I -3 1.88 1 62.62 1 55.25 1 55.14 BEND 1 I 2.41 I 64.31 55.54 I 55.41 STUB I -4 6.47 I 67.70 58.75 I 58.54 INLET J -4� 2.41 63.66 56.07 55.94 ----------------------------------------------------------------- ----------------------------------------------------------------- Completed: 09/03/2007 05:44:23 PM r Title: JC PENNEY Project Engineer: Steve Holmes o:\ 40382 \4038216 \dots \hydro \dev_area 4 100yr.stm Stantec Consulting L, PALM DE Storm CAD v5.6 [05.06.012.00] 09/03/07 05:44:34 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 2 of 2 Stario: Base • Pipe Report --,� -. I .tires ..-, 1-r Ara t^ 1. A - le-v-) %/f =dR. Label V� t Upstream Node Downstrearr Node Section Size Mannings n Material Length (ft) onstructe Slope (ft/ft) System Known Flow (cfs) Average Velocity (ft/s) Upstream Invert Elevation (ft) Hydraulic Grade Line In (ft) Downstream . Invert Elevation (ft) Hydraulic Grade Line Out (ft) LAT 1 -2 STUB 1 -2 JUNCTION 24 inch 0.012 Corrugated HDPE (Smooth Interic 24.14 0.009942 9.84 7.36 52.34 54.20 52.10 54.17 LINE 15 JUNCTION 3 JUNCTION 36 inch 0.012 Corrugated HDPE (Smooth Interic 82.86 0.014965 18.19 9.84 52.10 53.95 50.86 54.03 LINE 16 JUNCTION 4 OUTLET 36 inch 0.012 Corrugated HDPE (Smooth Interic 90.00 0.015000 22.35 3.16 50.86 53.93 49.51 53.84 LAT 1 -1 INLET 1 -1 _ JUNCTION 24 inch 0.012 Corrugated HDPE (Smooth Interic 12.73 0.243519 4.16 17.94 53.96 54.68 50.86 54.03 LAT J -3 INLET J -3 JUNCTION I8 inch 0.012 Corrugated HDPE (Smooth Interic 36.76 0.078074 2.70 10.97 55.53 56.15 52.66 54.04 LINE J5 JUNCTION 6 JUNCTION 24 inch 0.012 Corrugated HDPE (Smooth Interic 138.91 0.014974 5.11 7.12 52.66 53.99 50.58 53.97 LAT J -2 INLET J -2 JUNCTION 18 inch 0.012 Corrugated HDPE (Smooth Interic 26.87 0.128024 2.24 12.35 54.02 54.59 50.58 53.97 LINE J6 JUNCTION 7 JUNCTION 24 inch 0.012 Corrugated HDPE (Smooth.Interic 34.43 0.015103 7.35 2.34 50.58 53.92 50.06 53.89 LINE J7 JUNCTION 8 OUTLET 24 inch 0.012 Corrugated HDPE (Smooth Interic 36.63 0.01 501 5 8.85 2.82 50.06 53.89 49.51 53.84 LAT J -1 INLET J -1 JUNCTION 18 inch 0.012 Corrugated HDPE (Smooth Interic 75.56 0.068819 1.50 8.82 55.26 55.72 50.06 53.89 LINE G2 JUNCTION 9 OUTLET 48 inch 0.012 Corrugated HDPE (Smooth Interic 122.67 0.004973 4.87 4.39 50.12 53.84 49.51 53.84 LINE G1 INLET G1 JUNCTION 24 inch 0.012 Corrugated HDPE (Smooth Interic 127.94 0.037518 4.87 9.73 54.92 55.70 5012 53.84 LAT 1 -3 INLET 1 -3 JUNCTION 18 inch 0.012 Corrugated HDPE (Smooth Interic 34.65 0'.026551 1.88 6.74 54.62 55.14 53.70 54.97 LINE 13 JUNCTION 1 JUNCTION 24 inch 0.012 Corrugated HDPE (Smooth Interic 86.60 0.015012 8.35 8.18 53.70 54.73 52.40 54.26 LINE 14 JUNCTION 2 JUNCTION 24 inch 0.012 Corrugated HDPE (Smooth Interi 20.00 0.015000 8.35 8.18 52.40 54.18 52.10 54.17 LINE J1 INLET J -4 BEND 1 18 inch 0.012 Corrugated HDPE (Smooth Interic 35.15 0.015078 2.41 5.92 55.35 55.94 54.82 55.54 LINE J2 BEND 1 JUNCTION 18 inch 0.012 Corrugated HDPE (Smooth Interic 44.25 0.014915 2.41 5.90 54.82 55.41 54.16 54.88 LINE J3 JUNCTION 5 BEND 2, 18 inch 0.012 Corrugated HDPE (Smooth Interi 63:43 0.014977 2.41 5.90 54.16 54.75 53.21 54.06 LINE J4 BEND 2 JUNCTION 18 inch 0.012 Corrugated HDPE (Smooth Interic 36.74 0.014970 2.41 5.90 53.21 53.99 52.66 54.04 LINE 11 STUB 1 -4 BEND 3 24 inch 0.012 Corrugated HDPE (Smooth Interic 17.50 0.015429 6.47 7.70 57.64 58.54 57.37 58.48 LINE 12 BEND 3 JUNCTION 24 inch 1 0.0121 Corrugated HDPE (Smooth Interic 244.831 0.0149901 6.471 7.621 57.371 58.271. 53.701 54.97 Title: JC PENNEY Project Engineer: Steve Holmes o:\ 40382 \4038216\docs \hydro\dev_area 4 100yr.stm Stantec Consulting L, PALM DE StormCAD v5.6 (05.06.012.00] 09/03/07 05:44:51 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 1 of 1 • r�r_ vim► oG"t=- .1T ARC A 4 - inn YEis.R Anario: Base Node Report Label Known Flow (cfs) Total Flow Out (cfs) Headloss Coefficient Ground Elevation (ft) Rim Elevation (ft) Sump Elevation (ft) Hydraulic Grade Line In (ft) Hydraulic Grade', Line Out. (ft) INLET G1 e4.87 4.87 0.60 59.29 59.29 54.92 55.87. 55.70 JUNCTION 9 4.87 -0.60 61.62 61.62 50.12 53.84 53.84 OUTLET 36.07 63.03 63.03 "48.40 53.84 53.84 JUNCTION 4 22.35 0.70 63.04 63.04 50.86 54.03 53.93 JUNCTION 3 18.19 0.90 62.98 62.98 52.10 54.17 53.95 STUB 1 -2 9.84 9.84 0.50 64.58 64.58 52.34 54.28 54.20 INLET 1 -1 4.16 4.16 0.60 61.96 61.96 53.96 54.83 54.68 JUNCTION 8 8.85 0.00 63.55 63.55 50.06 53.89. 53.89. JUNCTION 7 7.35 0.60 63.44 63.44 50.58 53.97 53.92 JUNCTION 6 5.11 0.60 64.17 64.17 62.66 54.04 53.99 INLET J -3 2.70 2.76 0.60 63.53 63.53 55.53 56.29 56.15 INLET J -2 2.24 2.24 0.60 63.02 63.02 54.02 54.71 54.59 INLET J -1 1.50 1.50 0.60 62.76 62.76 55.26 55.82 55.72 JUNCTION 2 8.35 0.60 63.76 63.76 52.40 54.26 54.18 JUNCTION 1 8.35 0.60 63.33 63.33 53.70 54.97 54.73 INLET 1 -3 1.88 1.88 0.60 62.62 62.62 54.62 55.25 55.14 BEND 2 2.41 0.60 64.20 64.20 53.21 54.06 53.99 JUNCTION 5 2.41 0.60 64.36 64.36 54.16 54.88 54.75 BEND 1 2.41 0.60 64.31 64.31 54.82 55.54 55.41 INLET J -4 2.41 2.41 0.60 63.66 63.66 55.35 56.07 55.94 BEND 3 6.47 0.60 64.68 64.68 57.37 58.48 58.27 STUB 1 -4 6.47 6.47 0.60 67.70 67.70 57.64 58.75 58.54 Title: JC PENNEY o:\ 40382 \4038216 \dots \hydro \dev_area 4 100yr.stm Stantec Consulting L, PALM DE 09/03/07 05:45:10 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 • Project Engineer: -Steve Holmes StormCAD v5.6 [05.06.012.00) Page 1 of 1 Profile Scenario: Base Profile: Development Area 4 - 100 Year Scenario: Base zs oLO°� 0 .. Z' ��' � cn .�_ v� � _ -4 +00 -3 +00 -2 +00 4+00 Station (ft) Title: JC PENNEY o:\ 40382 \4038216 \docs \hydro \dev_ area 4 100yr.stm Stantec Consulting L, PALM DE 09/04/07 04:53:36 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 70.00 65.00 60.00 Elevation (ft) .LINE 11 55.00 50.00 0 +00 Project Engineer: Steve Holmes StormCAD_ v5.6 [05.06.01'2.00] Page 1 of 1 ^M =r- M ZMVCV UJ� NCO =O �O d ORCV�r� O� ZN r�1�M r` C�(p _ Z . _O E E O OM Cr7tq d M O +L!D u) • •mU) 7(D 00r:� . Z id— >_, IA oo =•.r OCDNNN�T '--)Cn C CiEN UN. _ C C . LINE 12 NC,L LINE 13 LINE 14 -4 +00 -3 +00 -2 +00 4+00 Station (ft) Title: JC PENNEY o:\ 40382 \4038216 \docs \hydro \dev_ area 4 100yr.stm Stantec Consulting L, PALM DE 09/04/07 04:53:36 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 70.00 65.00 60.00 Elevation (ft) .LINE 11 55.00 50.00 0 +00 Project Engineer: Steve Holmes StormCAD_ v5.6 [05.06.01'2.00] Page 1 of 1 •Profile " Scenario: Base Profile: Development Area 4 - 100 Year Scenario: Base TOOOO CV Z LO 1-1-C*JM^ . 0MCM C°7LO MM + LO U) ZJ M �0�� MO C�CNDV PZ U C? C C O CO - _ O ;j Lr) I--- + = CD Q O C C C J z� Colo 65.00 \A V NGL 50.00 Elevation (ft) 55:00 I ' 50.00 -1 +00 0 +00 • Station (ft) Title: JC PENNEY Project Engineer: Steve Holmes o:\ 40382 \4038216 \docs \hydro \dev_ area 4 100yr.stm Stantec Consulting L, PALM DE StormCAD v5.6 [05.06.012.00] 09/04/07 04:54:04 PM © Bentley Systems, Inc. . Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666' Page 1 of 1 • •Profile' Scenario: Base Profile: Development Area 4 - 100 Year Scenario: Base 70.00 M -� Cli- ONN� 0 O��E c E N —Ktn 65.00 60.00 Elevafion (ft) 55.00 50.00 45.00 -2+00 I+00 0+00 Station (0) Title: JC PENNEY o:\ 40382 \4038216 \docs \hydro \dev_area 4 100yr.stm Stantec Consulting L, PALM DE 09/04/07 04:54:36 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1 -203- 755 -1666 •. Project Engineer: Steve Holmes StormCAD v5.6 [05.06.012.00] Page 1 of 1 o 5 E E OUQ "°� c E ?7 ON =� —S¢N N c c0 E - -S¢J, c c0 N c c c Q y HIS HGL LAT 1 -2 ' LINE IS LINE 16 F` 70.00 M -� Cli- ONN� 0 O��E c E N —Ktn 65.00 60.00 Elevafion (ft) 55.00 50.00 45.00 -2+00 I+00 0+00 Station (0) Title: JC PENNEY o:\ 40382 \4038216 \docs \hydro \dev_area 4 100yr.stm Stantec Consulting L, PALM DE 09/04/07 04:54:36 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1 -203- 755 -1666 •. Project Engineer: Steve Holmes StormCAD v5.6 [05.06.012.00] Page 1 of 1 • Profile Scenario: Base Profile: Development Area 4-- 100 Year Scenario: Base MCO� 10 Z�4--d O 2c oc0o °o O + C') LO O =3 (D d min ccr-u, 65.00 � Cl) Cc) r O M O �. d O� wO J � -1 +00 F 1 -1 v 0 +00 - Elevation (ft) Station (ft) Title: JC PENNEY Project Engineer: Steve Holmes o:\ 40382 \4038216\docs \hydro \dev_ area 4 100yr.stm Stantec Consulting L., PALM DE StormCAD v5.6 [05.06:012.00] 09/04/07 04:55:08 PM © Bentley Systems, Inc. , Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 1 of .1 • Profile Scenario: Base Profile: Development Area 4 100 Year Scenario: Base O CGOO�GO Coto CR ��N�r CO OHO` -c0 CO 0U NOON C O'C Nvr>i�� OWNtj� 7 a p � 0�» cU cUa �� Z E E U CO .��a w � w N cN n C En -M � Fr N LINE J1 LINE J2 LINE J3 NG L LINE µG L 70.00 LO O O LO GO LO CD a io0.E 65.00 60.00. Elevation (ft) 55.00 50.00 -2 +00 -1t00 0 +00 Station (ft) Title: JC PENNEY o:\ 40382 \4038216 \docs \hydro \dev_ area 4 100yr.stm Stantec Consulting L, PALM DE 09/04/07 04:55:47 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 • Project Engineer: Steve Holmes StormCAD v5.5 [05.06.012.00] Page 1 of 1 • *profile Scenario: Base Profile: Development Area 4 - 100 Year Scenario: Base -3+00 -2+00 1 +00 /0.00 c55¢�n 65.00 60.00 55.00 50.00' 45.00 0 +00 Elevation (ft) Station (h) Title: JC PENNEY Project Engineer: Steve Holmes 0:\ 40382 \4038216 \dots \hydro \dev_ area 4 1OOyr.stm Stantec Consulting L, PALM DE StormCAD v5.6 [05.06.012.00) 09/04/07 04:56:29 PM © Bentley Systems, Inc: Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 1 of 1 p m,=i� � ^ve I °v ' ONS5�2�n ��555¢�'n ti —_52tn NGL LINE 15 LINE 36 V I -3+00 -2+00 1 +00 /0.00 c55¢�n 65.00 60.00 55.00 50.00' 45.00 0 +00 Elevation (ft) Station (h) Title: JC PENNEY Project Engineer: Steve Holmes 0:\ 40382 \4038216 \dots \hydro \dev_ area 4 1OOyr.stm Stantec Consulting L, PALM DE StormCAD v5.6 [05.06.012.00) 09/04/07 04:56:29 PM © Bentley Systems, Inc: Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 1 of 1 • •Profile Scenario: Base. Profiler Development Area 4 100 Year . Scenario: Base r Z'^ CO CO N OC7 cVN� N LO V O E u ' cc � a l -1 +00 . 70.00 In 4--M u? o 0 V) + ..MIf, D j� E id �.� = N EiEU) 65.00 60.00 Elevation (ft) 55.00 I-iGL �n nn 0 +00 - -- Station (ft) Title: JC PENNEY o:\40382 \4038216 \dots \hydro \dev_ area 4 100yr.stm Stantec Consulting L, PALM DE 09/04/07 04:56:58 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA. +1- 203 - 755 -1666 Project Engineer: Steve Holmes StormCAD v5.6 [05.06.012.00] Page 1 of 1 • Oprofile • Scenario: Base Profile: Development Area 4 - 1 -00 Year Scenario: Base �S'o0 Z' LC) u7 0 V' L ,N C) Lb CJ -,ZF LO 9 CO 7 CO Z i6--O c > >. -j i6 > E. =. N c ctYCn — —D'cn �, 65.00 -1 +00 60.00 Elevation (ft) 55.00 HGL I LAT J -2 50.00 0 +00 Station (ft) Title: JC PENNEY o:\ 40382 \4038216\docs \hydro \dev_area 4 100yr.stm Stantec Consulting L- ,.PALM DE 09/04/07 04:57:44 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown,•CT 06795 USA +1- 203 - 755 -1666 Project Engineer: Steve Holmes StormCAD v5.6 [05.06.012.00] Page 1 of 1 • *Profile • Scenario:- Base Profile: Development Area 4 = 100 Year Scenario: Base CO =C.0 - Z000 LO O�OOLOLQO - ' X73 �LriC. . OLC)r— Lr) + 05 Lf) :-; M C)O .. .: BCD d =) O Lr) + �to . Z (O > >Oj' E ._. E U) wOO E E J (O > 2K U) cFr C - �N GL 65.00 60.00 Elevation (ft) 55.00 W 50.00 -1 +00 0 +00. Station (ft) Title: JC PENNEY Project'Engineer: Steve Holmes o:\ 40382 \4038216 \docs \hydro \dev_ area 4 100yr.stm Stantec Consulting L, PALM DE StormCAD v5.6 [05.06.012.00] 09/04/07 04:58:07 PM 0 Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 1 of 1 f • .00 r N C" 4= N RM(11� LO NV O LO d c�N . 1.00 i.00 Elevation (ft) ).00 45.00 -3 +00 -2 +00 -1 ±00 0 +00 • Station (ft) Title: JC PENNEY Project Engineer: Steve Holmes o:\ 40382 \4038216 \dots \hydro \dev_area 4 100yr.stm Stantec Consulting L, PALM DE StormCAD v5.6 [05.06.012.00] 09/04/07 04:58:34 PM © Bentley Systems, Inc. Haestad Mettiods Solution Center Watertown, CT 06795 USA +1 -203- 755 -1666 Page 1 of 1 epr'ofile Scenario; Base ' C> Profile: Development Area 4 - 100 Year Scenario: Base U LQLQ U . �n ai M M o CO ACV C JN C C C� O- ��N RCN - • .00 r N C" 4= N RM(11� LO NV O LO d c�N . 1.00 i.00 Elevation (ft) ).00 45.00 -3 +00 -2 +00 -1 ±00 0 +00 • Station (ft) Title: JC PENNEY Project Engineer: Steve Holmes o:\ 40382 \4038216 \dots \hydro \dev_area 4 100yr.stm Stantec Consulting L, PALM DE StormCAD v5.6 [05.06.012.00] 09/04/07 04:58:34 PM © Bentley Systems, Inc. Haestad Mettiods Solution Center Watertown, CT 06795 USA +1 -203- 755 -1666 Page 1 of 1 • CalculateResults Summary • VEVELOP"E7WT AREA, 4 - i O YEAiZ Scenario: Base .>>>> Info_: Subsurface Network Rooted by: OUTLET >>>> Info: Subsurface Analysis iterations: 1 >>>> Info: Convergence was achieved. CALCULATION SUMMARY FOR SURFACE NETWORKS Label Inlet Section Inlet of Total Total Capture Circular 90.00 Type ---- - - - - -- 1 --- - 48 - - = -- inch LINE J7 Intercepted Bypassed Efficiency LINE I6 1 36 inch LINE G1 1 24 Flow Flow ( %) 24 inch LAT J -1 1 18 inch LINE I5 (cfs) (cfs) - - - - -� ----- - INLET - ---- G1 --- ------ Generic - - - - -- Inlet ---------------- Generic Default - - - - -- 160% ---- ------------- 0.00 - - - - -- 0.00 ------- 100.0 STUB I -2 Generic Inlet Generic Default 100% 0.00 0.00 100.0 INLET I -1 Generic Inlet Generic Default 100% 0.00 0.00 100.0 INLET J -3 Generic Inlet Generic Default 100% 0.00 0.00 100.0' INLET J -2 Generic Inlet Generic Default 100% 0.00 0.00 100.0 INLET J -1 Generic Inlet I Generic Default 100% 0.00 0.00 100.0 INLET I -3 Generic Inlet Generic Default_ 100% ( 0.00 0.00 100.0 INLET J -4 Generic Inlet Generic Default 100% 0.00 0.00 100.0 STUB I -4 Generic Inlet Generic_Default 100% 0.00 0..00 100.0 CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: OUTLET Label Number Section (ft) of Size Circular Sections Circular 90.00 --- - - - - -- LINE G2 I ---- - - - - -- 1 --- - 48 - - = -- inch LINE J7 1 24 inch LINE I6 1 36 inch LINE G1 1 24 inch LINE J6 1 24 inch LAT J -1 1 18 inch LINE I5 1 36 inch LAT I -1 1 24 inch LAT J -2.I 1 18 inch LINE JS 1 24 inch LINE I4 1 24 inch Section Length Shape (ft) ---- - - - - -- Circular -- - - - - -- 122.67 Circular 36.63 Circular 90.00 Circular 127.94 Circular 34.43 Circular 75.56 Circular 82.86 Circular 12.73 Circular 26.87 Circular 138.91 Circular 20.00 Gutter Gutter Spread Depth (ft) (ft) 0.00 0.00 0.00 0 :00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Total I Average Hydraulic Hydraulic System *Velocity Grade ( Grade Flow (ft /s) ( Upstream Downstream (cfs) (ft) - - -- (ft) ------- - - - - -� -------- 2.53 I ---- - - - - -- 3.61 ----- - - 50.58 50.56 4.59 6.91 50.81 50.56 11.60 8.66 51.94 50.25 2.53 8.03 55.47 50.43 3.81 6.56 51.26 50.81 0.78 I 7.25 55.59 50.81 9.44 .8.15 53.07 52.22 2.16 I 14.73 54.47 52.22 1.16 I 10.17 54.42 51741 2.65 5.89 53.23 51.41 4.34 6.80 53.33 53.39 Title: JC PENNEY o:\ 40382 \4038216 \dots \hydro \dev_ area 4 10yr.stm Stantec Consulting L, PALM DE 09/03/07 05:49:33 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1 -203- 755 -1666 Project Engineer: Steve Holmes StormCAD v5.6 [05.06.012.00) Page 1 of 2 • Calcula*Results Summary • LAT I -2 1 24 inch Circular I 24.14 I 5.10 1 6.15 1 53.34 53.39 LAT J -3 1 18 inch Circular 36.76 1.40 1 9.03 1 55.97 53.35 LINE J4 1 ( 18 inch Circular 36.74 -1.25 4.88 1 53.63 53.35 LINE I3 1 24 inch Circular 86.60 4.34 6.80 1 54.43 �, 53.41 LINE J3 1 18 inch Circular 1 63.43 1.25 4.88 1 54.58 '� 53.72 LINE I2 1 24 inch Circular 1 244.83 3.36 6.31 1 58.01 54.59 LAT I -3 1 18 inch Circular 34.65. 0.98 5.56 1 54.99 1 54.59 LINE J2 -1 18 inch I Circular 44.25 1.25 4.88 1 55.24 I 54.67 LINE I1 1 24 inch Circular 17.50 3.36 6.38 1 5.8.28 1 58.15 LINE --------------------------------------------------------------------- J1 1 18 inch Circular I 35.15 1.25 4.89 1 ------ 55.77 I ------ ------- 55.33 --- - - - - -- Label Total Ground Hydraulic Hydraulic System Elevation Grade Grade Flow (ft) Line In Line Out (cfs) (ft) - - (ft) ' ------ - - - - -� ------ - - - - -- OUTLET -- - - - - -- 18.72 ----- - - - - -- 63.03 ----- - - -- 50.56 50.56 JUNCTION 9 2.53 61.62 50.67 50.58 JUNCTION 8 4.59 .63.55 50.81 50.81 JUNCTION 4 11.60 63.04 52.22 ( 51.94 INLET G1 I. 2.53 ( 59.29 I 55,.59 55.47 I.JUNCTION 7 I 3.81 63.44 51.41 51.26 INLET J -1 I. 0.78 62.76 55:66 55.59 JUNCTION 3 9.44 62.98 53.39 1 53.07 INLET I -1 2.16 61.96 54.58 1 54.47 INLET J -2 1.16 63.02 54.51 I 54.42 JUNCTION 6.1 2.65 1 64.17 1 53.35 53.23 JUNCTION 2 1 4.34 1 63.76 1 53.41 53.33 STUB I -2 I 5.10 1 64.58 I 53.42 53.34 INLET J -3 1.40 1 63.53 56.07 55.97 BEND 2 1.25 64.20- 53.72 53.63 JUNCTION 1 4.34 63.33 54.59 54.43 JUNCTION 5 1.25 64.36 54.67 54.58 BEND 3- 3.36 64.68 58.15 58.01 INLET I -3 0.98 62.62 55.07 54.99 BEND 1 1 -1.25 1 64.31 I 55.33 I 55.24 STUB I -4 1 3.36 1 67.70 58.42 58.28 INLET J -4 ----------------------------------------------------- 1 1.25 1 63.66 55.86 55.77 - - - - -- Completed: 09/03/2007 05:49:25 PM Title: JC PENNEY 0:\ 40382 \4038216 \dots \hydro \dev_ area 4 10yr.stm Stantec Consulting L, PALM DE 09/03/07 05:49:33 PM © Bentley Systems, Inc. Haestad Methods Solution'Center Watertown, CT 06795 USA +1 -203- 755 -1666 Project Engineer: Steve Holmes StormCAD v5.6 [05.06.012.00] . Page 2 of 2 • S9nario: Base • Pipe Report r--n�va-1 �rk.1t =Q-r AREA 4 Label Upstream Node Downstrearr Node Section Size Mannings n Material Length (ft) :;onstructec Slope (ft/ft) System Known Flow (cfs) Average Velocity (ft/s) Upstream Invert Elevation (ft) Hydraulic Grade Line In (ft) Downstream Invert Elevation (ft) Hydraulic Grade Line Out (ft) LAT 1 -2 STUB 1 -2 JUNCTION 24 inch 0.012 Corrugated HDPE (Smooth Interic 24.14 0.009942 5.10 6.15 52.34 53.34 52.10 53.39 LINE 15 JUNCTION 3 JUNCTION 36 inch 0.012 Corrugated HDPE (Smooth Interic 82.86 0.014965 9.44 8.15 52.10 53.07 50.86 52.22 LINE 16 JUNCTION 4 OUTLET 36 inch 0.012 Corrugated HDPE (Smooth Interic 90.00 0.015000 11.60 8.66 50.86 51.94 49.51 50.25 LAT 1 -1 INLET 1 -1 JUNCTION 24 inch 0.012 Corrugated HDPE, (Smooth Interic 12.73 0.243519 2.16 14.73 53.96 54.47 50.86 52.22 LAT J -3 INLET J -3 JUNCTION 18 inch 0.012 Corrugated HDPE (Smooth Interic 36.76 0.078074 1.40 9.03 55.53 55.97. 52.66 53.35 LINE J5 JUNCTION 6 JUNCTION 24 inch 0.012 Corrugated HDPE (Smooth_ Interic 138.91 0.014974 2.65 5.89 52.66 53.23 50.58 61.41 LAT J -2 INLET J -2 JUNCTION 18 inch 0.012 Corrugated HDPE (Smooth Interic 26.87 0.128024 1.16 10.17 54.02 54.42 50.58 51.41 LINE J6 JUNCTION 7 JUNCTION 24 inch 0.012 Corrugated HDPE (Smooth Interic 34.43 0.015103 3.81 6.56 50.58 51.26 50.06 50.81 LINE J7 JUNCTION 8 OUTLET 24 inch 0.012 Corrugated HDPE (Smooth Int6ric 36.63 0.015015 4.59 6.91 50.06 50.81 49.51 50.56 LAT J -1 INLET J -1 JUNCTION 18 inch 0.012 Corrugated HDPE (Smooth Interic 75.56 0.068819 0.78 7.25 55.26 55.59 50.06 50.81 LINE G2 JUNCTION 9 OUTLET 48 inch 0.012 Corrugated HDPE (Smooth Interic 122.67 0.004973 2.53 3.61 50.12 50.58 49.51 50.56 LINE G1 INLET G1 JUNCTION 24 inch 0.012 Corrugated HDPE (Smooth .Interic 127.94 0.037518 2.53 8.03 54.92 55.47 50.12 50.43 LAT 1 -3 INLET 1 -3 JUNCTION 18 inch 0.012 Corrugated HDPE (Smooth Interic 34.65 0.026551 •0.98 5.56 54.62 54.99 53.70 54.59 LINE 13 JUNCTION 1 JUNCTION 24 inch 0.012 Corrugated HDPE (Smooth Interic 86.60 0.015012 4.34 6.80 53.70 54.43 52.40 53.41 LINE 14 JUNCTION 2 JUNCTION 24 inch 0.012 Corrugated HDPE (Smooth Interic 20.00 0.015000 4.34 6.80 52.40 53.33 52.10 53.39 LINE J1 INLET J -4 BEND 1 18 inch 0.012 Corrugated HDPE (Smooth Interic 35.15 0.015078 1.25 4.89 55.35 55.77 54.82 55.33 LINE J2 BEND 1 JUNCTION 18 inch 0.012 Corrugated HDPE (SmoothAnteric 44.25 0.014915 1.25 4.88 54.82 55.24 54.16 54.67 LINE J3 JUNCTION 5 BEND 2 18 inch 0.012 Corrugated HDPE (Smooth Interic .63.43 0.014977 1.25 4.88 54.16 54.58 53.21 53.72 LINE J4 BEND 2 JUNCTION 18 inch 0.012 Corrugated HDPE (Smooth Interic 36.74 0.014970 1.25. 4.88 53.21 53.63 52.66 53.35 LINE 11 STUB 1 -4 BEND 3 24 inch 0.012 Corrugated HDPE (Smooth Interic 17.50 0.015429 3.36 6.38 57.64 58.28 57.37 58.15 LINE 12 BEND 3 JUNCTION 24 inch 0.012 Corrugated HDPE (Smooth Interic 244.83 0.014990 3.36 6.31 57.37 58.01 53.701 54.59 Title: JC PENNEY Project Engineer: Steve Holmes o:\ 40382 \4038216 \dots \hydro \dev_area 4 10yr.stm Stantec Consulting L, PALM DE StormCAD v5.6 [05.06.012.00] 09/03/07 05:50:33 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1 -2p3- 755 -1666 Page 1 of 1 �1_ Anario: Base Node Report Label Known Flow (Cfs) Total Flow Out (cfs) Headloss Coefficient- Ground Elevation A Rim Elevation (ft) Sump Elevation (ft) Hydraulic Grade Line In (ft) Hydraulic Grade Line Out (ft). INLET G1 2.53 2.53 0.60 59.29 59.29 54.92 55.59 55.47 JUNCTION 9 2.53 0.60 61.62 61.62 50.12 50.67 50.58 OUTLET 18.72 63.03 63.03 48.40 50.56 50.56 JUNCTION 4 11.60 0.70 63.04 63.04 50.86 52.22 51.94 JUNCTION 3 9.44 0.90 62.98 62.98 52.10 53.39 53.07 STUB 1 -2 5.10 5.10 0.50 64.58 64.58 52.34 53.42 53.34 INLET 1 -1 2.16 2.16 0.60 61.96 61.96 53.96 54.58 54.47 JUNCTION 8 4.59 0.00 63.55 63:55 50.06 50.81 50.81 JUNCTION 7 3.81 0.60 63.44 63.44 50.58 51.41 51.26 JUNCTION 6 2.65 0.60 64.17 64.17 52.66 53.35 53.23 INLET J -3 1.40 1.40 0.60 63.53 63.53 55.53 56.07 55.97 INLET J -2 1.16 1.16 0.60 63.02 63.02 54.02 54.51 54.42 INLET J -1 0.78 0.78 0.60 62.76 62.76 55.26 55.66 55.59 JUNCTION 2 4.34 0.60 63.76 63.76 52.40 53.41 53.33 JUNCTION 1 4.34 0.60 63.33 63.33 53.70 54.59 54.43 INLET 1 -3 0.98 0.98 0.60- 62.62 62.62 54.62 55.07 54.99 BEND 2 1.25 0.60 64.20 64.20 53.21 53.72 53.63 JUNCTION 5 1.25 0.60 64.36 64.36 54.16 54.67 54.58, BEND 1 1.25 0.60 64.31 64.31 54.82 55.33 55.24 INLET J -4 1.25 1.25 0.60 63.66 63.66 55.35 55.86 55.77 BEND 3 3.36 0.60 64; 68 64.68 57.37 58.15 58.01 STUB f -4 3.36 3.36 0-601 67.701 67.761 57.641 58.421 58.28 r Title: JC PENNEY o:\ 40382 \4038216 \docs \hydro \dev_area 4 10yr.stm Stantec Consulting L, PALM DE 09/03/07 05:50:46 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1 -203- 755 -1666 P Project Engineer: Steve Holmes StormCAD v5.6 [05.06.012.00] . Page 1 of 1 • Oprofile Scenario: Base Profile: Development Area 4 - 10 Year Scenario: Base �c)�CDr`O m o =to ii 70.00 cn rn � o: vi r � -4 +00 -3 +00 -2 +00 -1 +00 Station (ft) Title: JC PENNEY o:\ 40382 \4038216 \dots \hydro \dev_ area 4 10yr.stm Stantec Consulting L, PALM DE .09/04/07 04:32:30 PM 0 Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 65.00 60.00 Elevation (ft) LINE 11 55.00 50.00 0 +00 Project Engineer: Steve Holmes StormCAD v5.6 [05.06.012.00] Page 1 of 1 �o NCO * � �� ZO�N(D 8 OC" t(')rN = =O ^�OOr O Z I�I�(MMr �MI—aOM ��to j M +�'•�• +IA •.C)� c:' 110 c'4 > >.E > - OCNO MM tfJMM lo U CO O U-1 G C o' �•�-V ern C C2(n _C �r0 > > >:� E mCn__�VJ + Lou) •'c,&! M .. = U cc0,. law- NGL � LINE 14 -4 +00 -3 +00 -2 +00 -1 +00 Station (ft) Title: JC PENNEY o:\ 40382 \4038216 \dots \hydro \dev_ area 4 10yr.stm Stantec Consulting L, PALM DE .09/04/07 04:32:30 PM 0 Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 65.00 60.00 Elevation (ft) LINE 11 55.00 50.00 0 +00 Project Engineer: Steve Holmes StormCAD v5.6 [05.06.012.00] Page 1 of 1 F • OlProfile • Scenario: Base Profile: Development Area 4 - 10 Year Scenario: Base N � CD�N '- .�00 ^�O MO��tf� - Z�r�1�MM^ F- +p �(Np a lf) M M UJ ' 0. + LO S ':-: CO J (O >.E 7 ZO C CO� zCn �rr (n `° ' > ' .1 = - -�, 65.00 -1 +00 60.00 55.00 50.00 0 +00 Elevation (ft) Station (ft) Title: JC PENNEY Project Engineer: Steve Holmes o:\ 40382 \4038216 \dots \hydro \dev_ area 4 10yr.stm Stantec Consulting L, PALM DE StormCAD v5.6 [05.06.012.00] 09/04/07 04:35:22 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 1 of 1 •Profile Scenario: Base Profile: Development Area-4 - 10 Year Scenario: Base rT-n of oio ac Oovo'�`�4° �'.j S -'ic .. a c'i �`� �� ce��v I�� .. .. .ten - - - — LAT 1 -2 SINE IS LINE I6 VA L NC /0.00 c� lV Op 65.00 60.00 Elevation (0) 55.00 50.00 45.00 -2+00 I +00 0+00 Station (0) Title: JC PENNEY o:\40382 \4038216 \dots \hydro\dev_area 4 10yr.stm Stantec Consulting L ; PALM DE 09/04/07 04:37:06 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 • Project Engineer: Steve Holmes StormCAD v5.6 [05.06.012.00] Page 1 of 1 Profile Scenario: Base Profile: Development Area 4 .- 10 Year Scenario: Base -1 +00 LO M M Y T u7 to n O .. E i.00 HIS J 1 -1 J.00 0 +00 Elevation (ft) Station (ft) Title: JC PENNEY o:\ 40382 \4038216 \docs \hydro \dev_area 4' 10yr.stm Stantec Consulting L, PALM DE 09/04/07 04:39:02 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA, +1- 203 - 755 -1666 • Project Engineer: Steve Holmes StormCAD v5.6 [05.06.012.00] Page 1 of 1 *Profile Scenario: Base Profile: Development Area 4 - 10 Year Scenario: Base -2 +00 -1 +00 70.00 U') LO LD M Of C, O +0(MD . . °O E 65.00 60.00 Elevation (ft) 55.00 50.00 0 +00 • Station (ft) Title: JC PENNEY Project Engineer: Steve Holmes o:\ 40382 \4038216 \dots \hydro \dev_ area 4 10yr.stm Stantec Consulting L, PALM DE StormCAD v5.6 [05.06.012.00] 09/04/07 04:40:45 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 1 of 1 LONC70 nl NCO �N Z� �' O CO= N Cq ��I�CIV O CEO 04 LLO'7 r � M � N M + � � •- Cl) ll '-: � lf') U C C Q �- O C 0- w Z 0 E Z LU �Cn c c c't C� c c'� mN- -off - . tn mrn EFECO Lt t UNE J� LINE J2 N G L LINE J3 _ �u G L � UNE HG L NG4 -2 +00 -1 +00 70.00 U') LO LD M Of C, O +0(MD . . °O E 65.00 60.00 Elevation (ft) 55.00 50.00 0 +00 • Station (ft) Title: JC PENNEY Project Engineer: Steve Holmes o:\ 40382 \4038216 \dots \hydro \dev_ area 4 10yr.stm Stantec Consulting L, PALM DE StormCAD v5.6 [05.06.012.00] 09/04/07 04:40:45 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 1 of 1 *Profile Scenario: Base Profile: Development Area 4 - 10 Year Scenario: Base �v�van �ijNVV �Ew?Ea N c c ciF o °Dt000co Z�000 t2 4 V�ccp "°a. ?,9. >coE �n —o[a z Zooa��? re.i N LINE 15 INE Jl LINE J6 � H G L 06L NFL 10.00 65.00 50.00 45.00 -3 +00 d +UU - .1 +00 0 +00 Stafion (It) Title: JC PENNEY 0:\40382 \4O38216\docs \hydro \dev_ area 4 1Oyr.stm Stantec Consulting L, PALM DE 09/04/07 04:43:07 PM 0 Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 -755 -1666 .Elevation (tt) • Project Engineer: Steve Holmes StormCAD v5.6 [05.06.012.00] Page 1 of 1 Profile Scenario: Base Profile: Development Area 4 - 10 Year Scenario: Base cD 70.00 r M � In 1= Cl) L6 C-) LQ 0LO �� + "„ OO E j E > CO -S Fr Cn 65.00 60.00 Elevation (ft) -1 +00 0 +00 . Station (ft) Title: JC PENNEY Project Engineer: Steve Holmes o:\40382 \4038216 \dots \hydro \dev_area 4 10yr.stm Stantec Consulting L , PALM DE StormCAD v5.6 [05.06.012.001 09/04/07 04:43:41 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 1 of 1 Coto t0 tD cr? �.- Z ^Coto" O+NNIf')�CV + in in U° c O=10 �- Z� >> cCCn 70.00 r M � In 1= Cl) L6 C-) LQ 0LO �� + "„ OO E j E > CO -S Fr Cn 65.00 60.00 Elevation (ft) -1 +00 0 +00 . Station (ft) Title: JC PENNEY Project Engineer: Steve Holmes o:\40382 \4038216 \dots \hydro \dev_area 4 10yr.stm Stantec Consulting L , PALM DE StormCAD v5.6 [05.06.012.001 09/04/07 04:43:41 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 1 of 1 r� *Profile Scenario: Base Profile:- Development Area 4-10 Year Scenario: -Base CO O N O 0O6 OO� �- J (D Z co > > >.� (n C C C ZCn GD'� 0� Cn 65:00 0 Elevation (ft) 0 H G L 50.00 -1 +00 0 +00 Station (ft) Title: JC PENNEY Project Engineer: Steve Holmes o:\ 40382 \4038216 \dots \hydro \dev_area 4 10yr.stm Stantec Consulting L , PALM DE StormCAD v5.6 [05.06.012.00] 09/04/07 04:44:15 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1 -203- 755 -1666 Page 1 of 1 • • Profile Scenario: Base Profile: Development Area 4 - 10 Year Scenario: Base �(O COQ =CO Z CO OOO tnC O I- O Cj LO Wf Cj rCD Lr)I- ui O .. N Lf) . + U-) lf) :..: C'M L Q CD � + 7 C0 Q. O� C � UJ CD 7 mn C C C G=am r 65.00 60.00 Elevation (ft) 55.00 50.00 -1 +00 0 +00 Station (ft) Title: JC PENNEY o: \40382 \4038216 \dots \hydro \dev_area 4 10yr.stm Stantec Consulting L, PALM DE 09/04107 04:44:55 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 • Project Engineer: Steve Holmes StormCAD v5.6 [05.06.012.00] Page 1 of 1 UT :3 CO a =0:: Cr I LINE G2 • I HGL -3 +00 -2 +00 Station (ft) 1 +00 65.00 N " 4-f" C=) C7 + r C> te a W o E 160.00. 55.00 Elevation (ft) 50.00 45.00 0 +00 Title: JC PENNEY 0:\ 40382 \4038216 \docs \hydro\dev_area 4 14yr.stm ` Stantec Consulting L, PALM DE 09/04/07 04:45:41 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 r Project Engineer: Steve Holmes StormCAD v5.6 [05.06.012.00) Page 1 of 1 OProfile Scenario: Base Profile: D Development Area 4 - 10 Year Scenario: Base C', �`+ °� --J =N C C C d � �Nr-�N _ O Cn C C C Cn F F' +Ln ^ in :3 CO a =0:: Cr I LINE G2 • I HGL -3 +00 -2 +00 Station (ft) 1 +00 65.00 N " 4-f" C=) C7 + r C> te a W o E 160.00. 55.00 Elevation (ft) 50.00 45.00 0 +00 Title: JC PENNEY 0:\ 40382 \4038216 \docs \hydro\dev_area 4 14yr.stm ` Stantec Consulting L, PALM DE 09/04/07 04:45:41 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 r Project Engineer: Steve Holmes StormCAD v5.6 [05.06.012.00) Page 1 of 1 -3 +00 -2 +00 Station (ft) 1 +00 65.00 N " 4-f" C=) C7 + r C> te a W o E 160.00. 55.00 Elevation (ft) 50.00 45.00 0 +00 Title: JC PENNEY 0:\ 40382 \4038216 \docs \hydro\dev_area 4 14yr.stm ` Stantec Consulting L, PALM DE 09/04/07 04:45:41 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 r Project Engineer: Steve Holmes StormCAD v5.6 [05.06.012.00) Page 1 of 1 Scenario: Base LA QU I WTA ORIti/1= . — OFFSITE LQ DRIVE CB �i 45 BEND -1 . EXISTING BASIN N Y MANHOLE,� Y WTZ_ 45 BEND -2 45 BEND -3 LO Y" w OUTLET Yk Title: JC PENNEY o:\...\docs \hydro \la quinta drive- 100yr.stm Stantec Consulting L, PALM DE 09/03/07 05:41:49 PM 0 Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666' 0, Project Engineer: Steve Holmes StormCAD v5.6 [05.06.012.00) Page 1 of 1 Calculate Results Summary. . • LA CtUIWTA DIRIVE -- OFPSITi 100YEEAPZ Scenario: Base >>>> Info: Subsurface Network Rooted by: OUTLET >>>> Info: Subsurface Analysis iterations: 1 >>>> Info: Convergence was achieved. . CALCULATION SUMMARY FOR SURFACE NETWORKS Label I Inlet I Inlet I Total I Total Capture I Gutter I Gutter, 1 I Type I I Intercepted I Bypassed I Efficiency I Spread I Depth I Size I Flow I Flow I M I (ft) 1 (ft) I 1 I (cfs) i (cfs) :.I Sections I I I 1-------- I---- -. - - -I =--------------- I--------------- LQ DRIVE CB' I Generic Inlet I------- - -------------- I-------------- I Generic Default 100% I 0.00 1---------- 1 0.0d I------------ I 100.0 I 0.00 I 0.00 i EXISTING BASIN I Generic Inlet ----------------------------------------------------------=------------------------ I.Generic Default 100% 1 _ 0.00 I 0.00 1 100.0 .1 ------------------ 0.00 1. ----- 0.00 1 - - - - - -- CALCULATION - SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: OUTLET Label I Number I Section I Section I Length I Total. I Average I Hydraulic-1 Hydraulic I I i of I Size I Shape I (ft) I System I Velocity I Grade I Grade . I 53.12 1 52.79 I Sections I 56.38 I I. I I Flow I (ft /s) I Upstream I Downstream I I I I I I (cfs) I I (ft) . I (ft) I------ - - - - -I 1-------------- LINE I---------- K5' 1 I------ 1 124 --- I---------- inch I 1--=----- Circular I I-------- 10.3.1 I 18.80 I.- --------- I 5.98 I ----------- I 59.07 .- I 59.00 LINE K4 I 1 124 inch I Circular I .99.98 I 18.80 I .5.98 I 52.79 I 52.10 I LINE K3 I 1 124 inch I Circular 1 126.10 I 18.80 I 14.06 I 55.82 I 53.12 i LINE K2 I 1 I' 24 inch I Circular I 42.98 I 13.40 I 8.77 I 56.28 I 56.38 EXISTING LAT I 1 1 18 inch I Circular.) 31.57 1 5.40 I 10.49 1 56.62 1 56.38 1 LINE ------------------------------------------------------------------------------------------------ K1 I 1 1.24 inch I Circular 1 23.01 1 13.40 1 8.79 1 56.58 1 56.60 I - - - - -- Label I Total Hydraulic 1 System Grade I Flow I I (cfs) I---------------- OUTLET I-------- I 18.80 145 BEND -3 I 18.80 145 BEND -2 ( 18.80 MANHOLE I 18.80 Ground I Hydraulic I Hydraulic 1 Elevation I Grade I Grade I (ft) I Line In I Line Out 1 I (ft) I (ft) I - ----------- I----------- 47.00 I I----- 59.00 - - - - - i I 59.00 I 52.10 I 52.43 I 52.10 I 61.30 I 53.12 1 52.79 I 60.11 1 56.38 I 55.82 I Title: JC PENNEY Project Engineer: Steve Holmes o:\... \does \hydro \la quinta drive- 100yr.stm Stantec Consulting L, PALM DE Storm CAD v5.6 [05.06.012.00] 09/04/07 02:16:03 PM _ © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 1 of 2 • CalculatiTln Results Summary 45 BEND -1 13.40 59.85 56.60 56.28 EXISTING BASIN 1 5.40 60.07 56.88 56.62 LQ DRIVE CB 1 13.40 60.09 �_ 56.93 56.58 --------------------------------------------------------------- Completed: 09/04/2007 02:15:56 PM Title: JC PENNEY o: \...\dots \hydro \la quinta drive- 100yr.stm Stantec Consulting L, PALM DE 09/04/07 02:16:03 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Project Engineer: Steve Holmes StormCAD v5.6 [05.06,012.00] Page 2 of 2 • Aario: Base • Pipe Report I A n) I iiQTA, 1- I71 CCSITG IO0 YE,6►R Label Upstream :)ownstrearr Section Mannings Material Length onstructec System Average Upstream Hydraulic Downstream Hydraulic Node Node Size n (ft) Slope Known Velocity Invert Grade Invert Grade (ft/ft) Flow (ft/s) Elevation Line In Elevation Line -Out (cfs) (ft) (ft) (ft) (ft) LINE K4 45 BEND -2 45 BEND -3 24 inch 0.013 Concrete 99.98 0.015903 18.80 5.98 48.89 52.79 47.30 52.10 LINE K5 45 BEND -3 OUTLET 24 inch 0.013 Concrete 10.31 0.015519 18.80 .5.98 47.30 59.07 47.14 59.00 LINE K1 LQ DRIVE CB 45 BEND -1 24 inch 0.013 Concrete 23.01 0.015211 13.40 8.79 55.26 56.58 54.91 56.60. LINE K2 45 BEND -1 MANHOLE 24 inch 0.013 Concrete 42.98 0.015123 13.40 8.77 54.91 56.28 54.26 56.38 LINE K3 MANHOLE 45 BEND-2 24 inch 0.013 Concrete 126.10 0.042585 18.80 14.06 54.26 55.82 48.89 53.12 EXISTING EXISTING BASIN MANHOLE 18 inch 0.013 Concrete 31.57 0.046246 5.40 10.49 55.72 56.621. 54.261 56.38 0 t Title: JC PENNEY o:\... \docs \hydro \la quinta drive- 100yr.stm Stantec Consulting L, PALM DE 09/04/07 01:58:09 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Project Engineer: Steve Holmes StormCAD v5.6 (05.06.012.00] Page 1 of 1 • S enario: Base • Node Report IA, Q1J1W-TA CA:21v/ - nrr-S17 ' Label Known Total Headloss Ground Rim Sump Hydraulic Hydraulic . Flow Flow Coefficient Elevation Elevation Elevation Grade Grade (cfs) Out (ft) (ft) (ft) Line In Line Out (cfs) (ft) (ft) OUTLET 18.80 47.00 47.00 47.00 59.00 59.00 45 BEND -3 18.80 0.60 52.10 52.10 47.30 52.43 52.10 45 BEND -2 18.80 0.60 61.30 61.30 48.89 53.12 52.79 MANHOLE 18.80 0.70 60.11 60.11 54.26 56.38 55.82 45 BEND-1 13.40 .0.60 59.85 59.85 54.91 56.60 56.28 LQ DRIVE CB 13.40 13.40 0.60 60.09 59.26 55.26 56.93 56.58 EXISTING BASIN 5.401 5.401 Q.701 60.071 59.241 55.721 56.881 56.62 Title: JC PENNEY o:\... \dots \hydro \la quinta drive- 100yr.stm Stantec Consulting L, PALM DE 09/04/07 02:20:46 PM © Bentley Systems, Inc. ' Haestad Methods Solution Center Watertown, CT 06795 USA +1 -203- 755 -1666 Project Engineer: Steve Holmes StormCAD v5.6 [05.06.012.00] Page 1 of 1 • *Profile Scenario: Base Profile: La Quinta Drive (Existing) - 100 Year Scenario: Base - . =a) Cn 001= N �C)00 Z�V�� mT CO[D d L065 C CEN 4-f �r �(D (DN�CDr0)� J(DNCV N � V O C C�� fl Lu COQ Q^D »O. mr° ».� E van Ecc cn �° °(7�M 0 + r`�O^ a L UNE Y w =CD / �°r� Li��v --J C? > E E . . 0 r `_¢O ,� LINE K4 `LINE K5 -4 +00 -3 +00 -2 +00 -1 +00 Station (ft) Title: JC PENNEY o:\...\docs \hydro \la quinta drive- 100yr.stm Stantec Consulting L ,'PALM DE 09/04/07 02:02:01 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 • 65.00 jN�co U In N Ln > O . Q lA rC+ �..0.. 3m:E� JU7_ s v7 60.00 55.00 Elevation (ft) 50.00 45.00 0 +00 Project Engineer: Steve Holmes StormCAD v5.6 [05.06.012.00] Page 1 of 1 • • Profile • Scenario: Base Profile: La Quinta Drive (Existing) 100 Year Scenario: Base 05.00 r- N OLNLL O � un, Q... y0 > E. 7 Cn E CO 60.00 5.00 50.00 -1 +00 0 +00 Station (ft) Title: JC PENNEY Project Engineer: Steve Holmes o:\... \dots \hydro \la quinta drive*100yr.stm Stantec Consulting.L , PALM DE StormCAD v5.6 [05.06.012.00] 09/04/07 02:02:41 PM 0 Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1 -203- 755 -1666 Page 1 of 1 Elevation (ft) • .�'CD CO N�CD LLJ 01 C'4 m JMd'4Lf)��t O + Lr) Lr) :_; O Ln =O BCD Z C C Q .. � d (V) Q @ > > >.9 7 'x tP . 05.00 r- N OLNLL O � un, Q... y0 > E. 7 Cn E CO 60.00 5.00 50.00 -1 +00 0 +00 Station (ft) Title: JC PENNEY Project Engineer: Steve Holmes o:\... \dots \hydro \la quinta drive*100yr.stm Stantec Consulting.L , PALM DE StormCAD v5.6 [05.06.012.00] 09/04/07 02:02:41 PM 0 Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1 -203- 755 -1666 Page 1 of 1 Elevation (ft) • STREET CAPACITY CALCULATIONS: Street capacity calculations and diagrams are provided for the on -site Access Drive, Auto Centre Way South, as well as Adams Street (off -site) and Auto Centre Way (off -site) to the west and north of the project boundary respectively, on the sheets that follow. The street capacity for the on -site Access drive is shown based the amount of runoff that can be conveyed within the proposed curbs. However, it should be pointed out that runoff conveyed along the southerly half of the Access Drive is designed to flow toward the interior of the project at various locations via six separate driveway entrances leading to the JC Penney parking lot. The street capacity for Auto Centre Way South is shown based the amount of runoff that can be conveyed while being contained within the proposed curbs. The intent is to show the amount of discharge conveyed-along Auto Centre Way South during the 100 year event can be contained in the roadway without overtopping the curb and inundating Parcel 1 to the West. The Adams Street half street capacity is provided at its intersection with the Access Drive for the 100 year storm event. The intent of this exercise is to show that the water surface of the runoff conveyed by Adams Street is such that it can not be collected by curb inlets B -5 and B -6, proposed on the Access Drive just east of Adams Street. • Storm flow data for the existing La Quinta Drive and Auto Centre Way are provided in "The Centre at La Quinta Parcel Map 30420, Hydrology & Hydraulics Report for La Quinta Drive & Auto Centre Way South ". The report provides the results for the conveyance capacity of these off -site streets for water levels contained within the limit's of the public right of way. Street capacity calculations and diagrams are provided for La Quinta Drive and Auto Centre Way herein, to show the actual depth of flows conveyed by these off -site streets during the 100 year storm event. The intent is to analyze the water surface elevation within these roadway during the 100 year storm event to insure that these off -site flows can not enter the project boundary via proposed driveway entrances located along La Quinta Drive and Auto Centre Drive. A copy of the report which was prepared in support of the Street Plan Improvement Plans for La Quinta Drive, and Auto Centre Way is provided in the submittal package for reference. • ACCESS DRIVE FLOW CAPACITY CHART Project Descnptlony HOM �: Friction Method Manning Formula Solve For Discharge S { Input D ata -%, x .:...ea:.. .a .:_:: ..,.. ...a;.;,.1 .. _..._:.._.d._- ._r..�._.,. :, ....: ., 1_. ..:3 .. L_ k ... __.:.. ,. .,..�.0 Channel Slope 0.00500 ft/ft Normalbepth 0.50 ft Discharge 2.12 "' - .. 'F +CrDSS Secflon Image MR { Y X K ii Y Y i xi k.- x........:.__ _.�.K.a_._,:.�::2., <,.._._.._.. F_....�_;:. . -. ..:_., __r_�..,....,,..,..:....... _. f... .. �: _..>.._.... �n>: k.......:.kw.:..9.._....__w.... v .:... .:....:.c r4. xu.w:.��.... _:.,,� 0.70 0.60 0.a1D Station Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.068.00] 9/6/2007 9:21:51 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 1 of 1 OAD o 0.33 5 %.20 3.10 0.0 • -s�.10 0.20 0 Station Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.068.00] 9/6/2007 9:21:51 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 1 of 1 • U P�gject Descnptior Friction Method Solve For Input Data Channel Slope Normal Depth Section Definitions ACCESS DRIVE FLOW CAPACITY Manning Formula Discharge . 0.00500 -ft/ft 0.50 ft Station (ft) Elevation (ft). Roughness Segment Definitions (Results 0 +00 0.50 0 +00 0.00 0 +02 0.13 0 +15 0.39 0 +28 0.13 0 +30 0.00 0 +30 0.50 n Start Station .. ..E. ...n.. ding `Station Roughness C ; ffi ent Discharge . Elevation Range Flow Area Wetted Perimeter Top Width Normal Depth Critical Depth Critical Slope (0 +00, 0.50) (0 +00, 0.00) 0.160 (0 +00, 0.00) (0 +15, 0:39) 0.160 (0 +15, 0.39)• (0 +28, 0.13) 0.160 (0 +28, 0.13) (0 +30, 0.50) 0.160 0.00 to 0.50 ft 2.12 ft /s 7.98 ft2 31.01 ft 30.00 -ft 0.50 ft 0.24 ft 0.88174 ft/ft Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.068.00] • 9/6/2007 9:20:42 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1- 203.755 -1666 Page 1 of 2 4 Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster •[08.01.068.00] is91612007 9:20:42 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 2 of 2 Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data ° r ` ` Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity. Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.50 ft Critical Depth 0.24 ft Channel Slope 0.00500 fUft • Critical Slope 0.88174 ft/ft 4 Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster •[08.01.068.00] is91612007 9:20:42 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 2 of 2 AUTO CENTRE WAY SOUTH FLOW CAPACITY • d F y .j. .� r5 S 3x �' 7'} - ! .! V l # 1 t.'M � .. v ... Project Descnptlon k F m.. ._'....__ .. _..�_.... v.9., ..r... ..._...,_, .. .�..,.�... _ ,. ,,....3._. .. .r.. _x _. .e .__. sze . »:z _. _.__... .s `�,:., Friction Method' . • Manning Formula ' Solve For Discharge -' a - x m * '• In ut Data s } p i 3 . }]'} Yr d- ': X ➢. M y i t.. r 4� # k'e. j} ' ! 3 .-.._...M.x.....v6.s ,i+y w,. y'. 1 Channel Slope 0.00500 ft/ft Normal Depth 0.50 ft Section Definitions . ij Station(ft) .75......_.v c...�r._ _ Elevation (ft) ' ," p 0 +00 0.50 0 +00 0.00 0 +02 0.13 ' 0 +27 0.39 . 0 +52 0.13 0 +54 0.00 0+54' 0.50 Roughness Segment Definitions • � ��'� #� Start Station � '`"�` h � aEnding Station ;.t '"� � �"� >k "Roughness Coefficient �'�'� �` (0 +00, 0.50) - (0 +00, 0.00) 0.160 (0 4;00, 0.00) (0 +27, 0.39) 0.160 r (0 +27, 0:39) (0 +52, 0.13) 0.160 (0 ±52, 0.13) (0 +54, 0.50)• 0.160' 4 ' F Toy KYry.i. 5. W r - '� IRe$ults \ ': #e;K w y.d::.. ✓... e,,e . d , r. x.:..r... # ..re .9 _ L r.x s r .., r d. P �Em. .......r r•e r.x a,'':IF` Discharge 3.58 ft3 /s (eXCEEDS tiAAK Q 6L1JERATm A Lbw G Elevation Range 0.00 to 0.50 ft AUTO CFWTRB WA-( SOUTH ' VURIWG.TH6 Flow Area .13.74 ftz Wetted Perimeter 55.01 ft Top Width 54.00 ft Normal Depth 0.50 ft Critical Depth 0.25 ft Critical Slope 0.88691 .ft/ft ' Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.068.00] • 916/2007 9:33:40 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 1 of 2 • Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.068.00] 9/6/2007 9:33:40 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 AUTO CENTRE WAY SOUTH FLOW CAPACITY Re Velocity 0.26 ft/s Velocity Head 0.00 ft Specific Energy 0.50 ft Froude Number 0.09 Flow Type Subcritical Rn[q p Data a Aj- Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GUF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.50 ft Critical Depth 0.25 ft Channel Slope 0.00500 ft/ft • Critical Slope 0.88691 ft/ft • Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.068.00] 9/6/2007 9:33:40 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 AUTO.CENTRE WAY SOUTH FLOW CAPACITY •Rro�ect : ..J.. sc _ r ! y Friction Method Manning Formula Solve For Discharge °{ �4. Y 'F4. .Kry••.A} 'LtR �; iinplat Data F r 4 *, y a xs , J...V .,t.. .... _,.wx.. „...«...�.,��<.,..... ___.:�_ _?��.. ..a.t ..r..w. .�:a.._o........_.P :ttK u._. _.N. >.. :..�qx _�.�,..,..: Channel Slope 0.00500 ft/ft Normal Depth 0.60. ft Discharge 3.58 W/s Cross Secflon Image x h k t.,..,._.W:a.::,.,«..,.xw. ..v -.,u, x t._ .wP .� ;... >.«4rx.......:.a.ro _+,,...:s. ra 7 <_._. �f:.:.., a w w, �: ..T....a :.,__�__�.ti S i 3...., r...«,.,....._........,«..... r«. ... r ...............�............. ,.. ..,.,.. 0.S�J+ 0.40 i • ......... ? ................... w..,.._....,_ .s....._........i.......: «..... ................. 0 0.30 0.20 O.OD • -0.10 _ _..;_,. _ .. ....._., «.. � .._........ , ' O+rp s?+1 E) b+20 U +30 zi+96 b+51) Station . . I Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.068.00] • 9/612007 9:34:02 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 1 of 1 ADAMS HALF STREET SECTIONAL FLOW Project Description Friction Method Manning Formula Solve For Normal Depth ilnput Data Channel Slope 0.00500 ft/ft (QT lW -WRS5C ?IOW W17H AcCrESS DR) Discharge 20.02 ft' /s Section Definitions 1 _ a 'Station (ft) Elevation (ft) 0 +00 0.74 0 +12 0.50 0 +12 0.00 0 +14 0.13 0 +46 0.77 0 +46 1.27 0 +47 1.27 • Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (0 +00, 0.74) (0 +12, 0.50) 0.020 (0 +12, 0.50) (0+47,1.27) 0.013 ,Results Normal Depth 0.62 ft Elevation Range 0.00 to 1.27 ft Flow Area 7.45 ftZ Wetted Perimeter 32.95 ft Top Width 32.44 ft Normal Depth 0.62 ft Critical Depth 0.62 ft (Aoove i~LOWLIWE) Critical Slope 0.00513 ft/ft Velocity 2.69 ft/s Velocity Head 0.11 ft • Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.068.00 10126/2007 1:23:29 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1- 203.755 -1666 Page 1 of 0 ;Project Description Friction Method Solve For ADAMS HALF STREET SECTIONAL FLOW Manning Formula Normal Depth Lnput Data Channel Slope Normal Depth 0.00500 ft/ft 0.62 ft Discharge 20.02 ft3 /S PAR 1:4"110WAL HYDROLOGY Cross Section image r- 0 A N LU Station WLET t3-6: -TOP Or- GRA -TE IE-LEVAMOW = 60.33 TG ADJACEWT FL.OWLIIJE EL.E\/ATION = 60.41 ;:L W R LY P. I . G. ELP-VATIOW + IJORMA L DePTH 100 Yr=AR) = 59.75 + 0.62 = G0.37 < 60.41 !=L (AVAMS ST. @ ACC.ESS DR) IWLI= T 5 -G -- TOP or- 6FFA7E IFLEV,AMoN = 60.54 (ADJAGEWT � / L G=UE . = 60.62) S� RLY P. 1. G. ELI~\/AMOW + WORMAL VEPTH (IOOYtz) = 59.2S +- c?,G2= 59.9a (ADAMS ST. & ACCESS DR) 59.94 < GO -G2 • Bentley Systems, Inc. Haestad Methods Solution Center. Bentley FlowMaster [08.01.068.00] 10/26/2007 1:23:59 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1 -203- 755 -1666 Page 1 of 1 t- .. r � .. . .. � �� . 1 . .. . : .. + � • � • Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2000 Version 6.3 Rational Hydrology Study Date: 10/26/07 File:ADAMS.out ------------------------------------------------------------ - - - - -- ADAMS STREET - HALF STREET FLOW 100 YEAR EVENT HIGHWAY 111 TO ACCESS DRIVE FOR STREET CAPACITY DIAGRAM ------------------------------------------------------------ - - - - -- * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** English (in 71b) Units used.in input data file Keith Companies, Inc., Palm Desert,, California - SIN 709 ------------------------------------------------------------ - - - - -- Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 3 • 2 year, 1 hour precipitation = 0.410(In.) 100 year, 1•hour precipitation = '1.950(In.) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.950(in /Hr) Slope of intensity duration curve = 0.5900 +++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 5100.000 to Point /Station 5101.000 • * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 75.500(Ft.) Bottom (of initial area) elevation = 60.000(Ft.) Difference in elevation = 15.500(Ft.)' Slope = 0.01550 s(percent)= 1.55 TC = k(0.300) *[(length�3) /(elevation change))"0.2 Initial area time of concentration = 10.941 min. Rainfall intensity .= 5.322(In /Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.883 • Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 52.00 Pervious area fraction = 0:100; Impervious fraction = 0.900 Initial subarea runoff = 20.023(CFS) Total initial stream area = 4.260(Ac.) Pervious area fraction = 0.100 End of computations, total study area = 4.26 (Ac.), The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number = 32.0 4 9 • AUTO CENTRE DR (BETWEEN AUTO CENTRE DR. SOUTH AND LQ DR) ProectD`escn tlon ��`� � ;�`�,- �' -��, -� �-� ,T� % �� ,,`n��-�'--`� ---• � °,� - �� =r.,, �F y =' �"`�� :............... :..Q�V..._�...t Friction Method Manning Formula, . I Solve For Normal Depth •'"' -°°3' '"'C' I. =`7 L t 4 f ""y % Y". W' k .'Cr..°'.,�..- t"•",wr."."...""' "-8' ^ -7. m �n put Data. V � _ _ �..�._ � � ,.y : �ry _ �:�y�� L '. , �. • �. ��ti 'Channel Slope -. 0.00680 ft/ft Discharge 3.80 ft /s C"j}{� CEW7RC— AT LA QU1WA , PM 30420 Section Definitions HY,VROL•OG`l REPORT] ! - SUBAREA w �A -33j -TOTAL 9 [, , LESS Lyti j� 4t 4 4 7z �.: rn yx-sT)1Y W�� 'li/W /� /��± ty, } ; I,- � �i s. S• c . � � ..�� r � 5 �C, a i ��'.z� �'�� kt •�`�`Et �E "'� � G •GAO C. i=S fLR ` E k � y LQ �kNE F�tZ'TICw CF SUI�4 REA �.' , • n Statioh. (ft) ,, xElevation (ft) a A .3 F%ow 0 +00 I 0.70 QTpTAL (A, - 3)= CF$ 0 +10 0.50 l/ 0+10.'' 0.00 ©LQDRN<: `A 3) = 2.2G CPS 0 +12 0.15 0 +37 0.65 ( (!AUTQ C& C1RE) -- IO • " 2. LAG .0+62 0.15 0 +64 0.00 C;= 0 +64 0.50, • 0 +74 0.70 ( . Roughness Segment Definitions �z � E.!s?-m-:•' —'s s-e�.h''ST Fill zW ply i3q E Y i.'�'� n � °�`� yk.+w �4 � � �''�''i F�. , -H Lew y ��. � . n a"'�`r �x -t -`'gr: vva � �` g_3 . .� `'- °`: M r Y,�r `• _' kx. � - k .�, 1 s3' :� . ,, r Start Station i k, Entling Station° x Roughness Coefficient,' .: .,� v.6:u.,..:.�.x.,..6:..: >... �Yt .:.::.:u.�i«�s�...a:s.::.v.xF.� �- .:a..�.:.w_�z -- .u...::..��,:«s.�c�::3s# � �.S'��.:�::..wIC..".r .,k.:.LS,,,.s:u..us«.•..:::::w . awzu:?-.::...«..: (0 +00, 0.70). (9+10,0.50) 0.020 (0+101-0.50) (0 +64, 0.50) 0.013 (0 +64, 0.50) (0 +74, 0.70) 0.020 .; 'Y' -,�� "-.' "t&°"'T""`3" ,':+.yy =i'' g y - F 4 xn' -rr--'-* =7r ,n L" N r "' .:ri" r""„",. s,-„r - N •� k : n •v, �"'� �,. .; ... a.3�r,..,.,,,�aiaW�s�a•MM ::s:dw,uw..:w:3�._.... Normal Depth 0.29 ft Elevation Range 0.00 to 0.70 ft' j Flow Area 1.88' ft2 ,.i Wetted Perimeter 18.81 ft 'Top Width 18.21 ft Normal Depth 0.29 ft Critical Depth 0.30 ft Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.068.001 • 10/26/2007 2:03:39 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 1 !of 2 AUTO CENTRE DR ( BETWEEN AUTO CENTRE DR. SOUTH AND LQ 'DR)' ;Project Description' Friction Method Manning Formula Solve For Normal Depth Lnput Data Channel Slope 0.00680 ft/ft Normal Depth 0.29 ft (ABOVE FLOW L I W E Discharge 3.80 ft 3/s C o s Section. Image 0 0.1 O.0 -0.1 -0.2 D. D D D. D D, D" D. D D' D. D- 0+10 Station POR EACH OF 'THE '"TWO MNEWAY 6'.MAWCES ALONG AJJTC) cEW ?RE MNE, Ej"1WE6- -Q AUTO CEIW TRIF MNE SOUTH AWD LAS Qu 1NTA MNE1 'THE ON - SITE $GR /EC.R SPAWDIZEL r -LOWLI Wis IS EQLtAL -Tb : P. 1. G. t-LEVATIOW + 0.32 `THE 100 YR. WA^TEIz SURPACE t:-L9VA7T1OW IS: P.I.G. ELEVATION +0.29 -TF EI-7,1 FOREt 1=LoWS C.oWE`/EO A-LOWG AUTOCEW ?RE DRI-/E DURIWG -rHE- 100 `l R STORK/ EVo.17 ARE coi x I N iF D \vrTH I W ROADWAY. • Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.068.00] 10/26/2007 2:04:25 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1 -203- 755 -1666 Page 1 of 1 OA 0.8 0.7 O.E O:5 c 1 0.4 0.3 vU 0.2 0 0.1 O.0 -0.1 -0.2 D. D D D. D D, D" D. D D' D. D- 0+10 Station POR EACH OF 'THE '"TWO MNEWAY 6'.MAWCES ALONG AJJTC) cEW ?RE MNE, Ej"1WE6- -Q AUTO CEIW TRIF MNE SOUTH AWD LAS Qu 1NTA MNE1 'THE ON - SITE $GR /EC.R SPAWDIZEL r -LOWLI Wis IS EQLtAL -Tb : P. 1. G. t-LEVATIOW + 0.32 `THE 100 YR. WA^TEIz SURPACE t:-L9VA7T1OW IS: P.I.G. ELEVATION +0.29 -TF EI-7,1 FOREt 1=LoWS C.oWE`/EO A-LOWG AUTOCEW ?RE DRI-/E DURIWG -rHE- 100 `l R STORK/ EVo.17 ARE coi x I N iF D \vrTH I W ROADWAY. • Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.068.00] 10/26/2007 2:04:25 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1 -203- 755 -1666 Page 1 of 1 LA QUINTA WESTERLY HAL STREET FLOW, • " °-•• 7 —�-�a^ .— •'•T•R r ,: �"c --•-n� Project Descn tton N ' � ". ..¢:....:....,:,::::.rsx......_ �..u.�"� z•�.�'.i�.�w�::...• nF . �:.... �..,....�:._.t.." :.,.:: "� t,,.w:�".- ,_.:s_,��> '� ,F . +. x,._.,.».,�...�..:.-E� �.✓� v..�z�. �s:. -. .:. � , t Friction Method Manning Formula Solve For Normal Depth TR 7pinputJData F '_• x...... _., sc.x "x:. 'u ". �u_._ d. : - �, n;. nd si 'di ,_,.i .rk {F ,h . 1 C. ct S" `', • �.... . <.�,�i� .yv : r•`� -w.� .. ,mod . � �:y! Channel Slope 0.00500 ft/ft 5 Discharge ' 7.80 ft°/s C-Mr -MG %47 LA QUILCTA , PiA 3a 20 ' Section Definitions MrM=G'- /R�F�, SUe► RMA A -q� • �- `•v�..- F.�.z.ee� x� ��• 'i b .�ih � � _ �SYZ � �. i( Yom" 4 i k. -Y `y �� rn e�� F� a � d . h r .�•y .s . - '+ a•- t'4 s + :£ -. - a4 e�` 'x r f� iFiFiF ,�,„, � � .� y � �u x'. Y -}•. 'si.. .� e � x. s .� �+f ?v `,��'* �'�,. '�, s �'' `v— y Y � I .� � �� Start Stahon �� ,�� Ending Station { � �, � 3 Rou hness�Coefficient � � f ..•�.c..,:a::..�' x.. �« �., e::::<....,<?,: �,.w:.; �, zi,.,..... wx- �: �: 15u�. �.. 1. c.: aadz; ��n�sa :...i:rrwx.,tuwm:...:i..:z ' (0 +00, 0.70) (0 +10,-0.50) 0.020 (0+10,0.501) ..(0 +42, 0.75) 0.013 ' "-- xiN•t�u`i. :. ° �a.i, .'- nom''• `vY - tsibin3kG.lw.{l6iaw °� �'- iy. wY. wx" v.. 3•`' mw". v: w> 3n�seid§!' rL" �" �r�t: S' Fi[ v.' vi4• ku. LLkExxiuew...? um3L" " xiv"' Sww: k: riv' CStiN '�s.�,v6YX{:!>��`•1:w4...Jtw:� ' Normal Depth 0.46 .ft (AGOWoVE LOWLIWO Elevation. Range 0.00 to 0.75 ft Flow Area ,3,09 • ft2 Wetted Perimeter 17:73 ft Top Width 17:27 ft Normal Depth ( 0.46 ft Critical Depth 0.46 ft Critical Slope. 0.00450 „ ft/ft ' Velocity' 2.52, ft/s ' Velocity Head 0.10 ft , Specific Energy 0.55. ft Froude Number 1.05 • Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.068.00] 10/26/2007 3:09:54 PM ,• 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1 -203- 755 -1666 Page 1 `of 2 • T LA QUINTA WESTERLY HALF STREET FLOW Project Description Friction Method Manning Formula Solve For Normal Depth ;Input Data Channel Slope 0.00500 ft/ft Normal Depth 0.46 ft Discharge 7.80 ft -1/s ICross Section Image • 1.liN 0. 0. 0. 0. 0. c 0. °—' 0. u, 0, 0.1 0. -0.1 -0. a i 10. ; : 40. . ....._�_...._,.,_,_._,_-_.-..._ _..:.._.... _.__.., : I ; i : � t 04W 0+05 0 +10 0 +15 0 +20 0+25 0+30 0+35 0+40 Station WORST' CASE Sc.EUA�Rio occu RS ' A-r mi-4ewAY JFktTW 1NTO b�YE(,aU&-•{T AREA 4 f ALONG LA c:u INTA DR I'-/E M1N. EtEVQ'T1c1 D1i;FlrR5KJCE Cr DR I,lEWA�! H I C-H PONT AOC V GU77ER 1= lAWLINE = 0,4-7' D� PTH OF- R-OW C UIZ I WG ioo `/FAR SToRm k-V e7KIT = 0-4C STORM r-WW S APE GOW7AI N ED W ITH I W RtA0WAY MRING `THE IodYrAIZ STORM WEkT . Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.068.00] 10126/2007 3:10:54 PM 27 Siemons Company Drive Suite 200 W Watertown, C7 06795 USA +1 -203- 755 -1666 Page 1 of 1 .. r. } � ,. ... L 72 HOUR PERCOLATION CALCULATIONS 0 72 HOUR PERCOLATION CALCULATIONS: As discussed in the Pupose and Scope portion of this report, it is assumed that no natural soil percolation (0 in/hr) is available when calculating the site's ability to dissipate stored runoff from the 100 year storm within a 72 hour period. As such, proposed drywell systems are the only means used to dissipate stored storm runoff. Calculations to determine the number of drywell systems needed to dissipate the stored runoff .from a 100 year storm event within a 72 hour period are included in this section. Based on recommendations given in the Subsurface Water Disposal System Reports prepared by Earth Systems Southwest, specific to the JC Penney project site, it appears that the assumed lack of percolation at any point within the proposed site is a conservative estimate. A copy of the report prepared by Earth Systems has been included with the JC Penney submittal package for reference. As the primary means of dissipating stored storm runoff collected in the underground retention system, one Maxwell IV drywell will be located at each proposed basin location providing a minimum estimated percolation rate of 0.10 cfs. In addition to the Maxwell N Drywell systems, 18" diameter drywells for use in Storm Trap retention systems are proposed, each with an estimated capacity to percolate runoff at 0.5 acre /ft per 72 hour period. While City of La Quinta standards prohibit the inclusion of the percolation rate provided by the drywells when calculating basin capacity, they do allow consideration of the percolation provided by the drywells when estimating the amount of time required for removal of stored runoff. is • '' � PERCOLATION CALCULATIONS - DEVELOPMENT AREAS 1 & 2 VOLUME STORED DURING THE 100 YEAR EVENT = 47,687 cu. ft. MJVIMUM HYDRAULIC CONDUCTIVITY RATE = 0.00 in. /hr. MINIMUM PERCOLATION RATE ( DRYWELL) = 0.10 cfs AMOUNT OF STORED WATER DISSIPATED BY ONE MAXWELL IV DRYWELL IN A 72 HOUR PERIOD: Maxwell IV Drywell percolation rate = 0.10 cfs 72 hrs X 3600seconds /hr = 259,200 seconds Amount of water dissipated in 72 hr period by one Maxwell IV drywell = (0.1cfs)(259,200 seconds) = 25,920 cu. ft. Amount of stored runoff remaining = 47,687- 25,920 = 21,767 cu.ft. = 0.50 acre -ft Minimum amount of 18" diameter drywells (for Storm Trap) required at 0.50 acre -ft = 1. ki • PERCOLATION CALCULATIONS - DEVELOPMENT AREA 3 VOLUME STORED DURING.THE 100 YEAR EVENT = 68,502 cu. ft. • 0 MINIMUM HYDRAULIC CONDUCTIVITY RATE = 0.00 in. /hr. MINIMUM PERCOLATION RATE ( DRYWELL) = 0.10 cfs AMOUNT OF STORED WATER DISSIPATED BY ONE MAXWELL IV DRYWELL IN A 72 HOUR PERIOD: Maxwell IV Drywell percolation rate = 0.10 cfs 72 hrs X 3600seconds /hr = 259,200 seconds Amount of water dissipated in 72 hr period by one Maxwell IV drywell = (0.1cfs)(259,200 seconds) = 25,920 cu. ft. Amount of stored runoff remaining = 68,502- 25,920 = 42,582 cu.ft. = 0.98 acre -ft Minimum amount of 18" diameter drywells (for Storm Trap) required at 0.50 acre -ft = 2 FA • PERCOLATION CALCULATIONS - DEVELOPMENT AREA 3 = . OPEN BASIN MINIMUM HYDRAULIC CONDUCTIVITY RATE = 0.00 iri. /hr. MINIMUM PERCOLATION RATE ( DRYWELL) = 0.10 cfs VOLUME STORED DURING THE 100 YR EVENT = 5,670 cu. ft. AMOUNT OF STORED WATER DISSIPATED BY ONE MAXWELL IV DRYWELL IN A 72 HOUR PERIOD: Maxwell IV Drywell percolation rate = 0.10 cfs 72 hrs X 3600seconds/hr = 259,200 seconds Amount of water dissipated in 72 hr period by one Maxwell IV drywell = (0. 1 cfs)(259,200 seconds) = 25,920 cu. ft. No additional drywell systems are needed within basin to dissipate stored flow during the 100 year storm event, over a 72 hour period. I PERCOLATION CALCULATIONS - DEVELOPMENT AREA 4 VOLUME STORED DURING THE 100 YEAR EVENT = 52,543 cu. ft. NQNIMUM HYDRAULIC CONDUCTIVITY RATE = 0.00 in. /hr. MINIMUM PERCOLATION RATE ( DRYWELL) = 0.10 cfs AMOUNT OF STORED WATER DISSIPATED BY ONE MAXWELL IV DRYWELL IN A 72 HOUR PERIOD: Maxwell IV Drywell percolation rate = 0.10 cfs 72 hrs X 3600seconds /hr = 259,200 seconds Amount of water dissipated in 72 hr period by one Maxwell IV drywell = (0. 1 cfs)(259,200 seconds).= 25,920 cu. ft. Amount of stored runoff remaining = 52,543. 25,920 = 26,623 cu.ft. = 0.61 acre -ft Minimum amount of 18" diameter drywells (for Storm Trap) required at 0.50 acre -ft = 2 • �m • 0 4 1= XCL ---KPT I::z0M CINC?F LA GtUINTA BULLETIN 06 - I F changed on a regional perspective but re= grading and import to achieve an • immediate route to the' adjacent street should. be considered for projects which concentrate flows to adjacent open land or off -site developments. Overflow routes shall be designed using .an, open channel flow (surface flow). Closed- conduit emergency overflow must be approved by the City Engineer. • 13. Rainfall Intensity Rainfall intensity for hydrological report preparation is regionally zoned within the City pursuant to available NOAA data. A regional rainfall intensity map of the City should be referenced to confirm rainfall amount assumptions provided in the following table. *The design storm for the City is 100 -year storm (worst case of 24 hour, 6 hour, 3 hour or 1 hour duration). The 500 -year storm is only used to review for problematic secondary overflows which do not drain to a public arterial street, creating a trapped water condition. - 100.yr storm (inches) Zones 1 h 3hr 6hr 24hr Zone 1 - Southwest mountains 2.50 3.40 4.00 6.00 Zone 2 - Southwest mountains 2.30 3.00 3.70 5.00 Zone 3 - West mountains and areas south of Hwy 111 and west of Washington 2.20 2.80 3.40 4.50 Zone 4 - West of Jefferson and areas east of Washington including the Cove 2.10 2.70 3.20 4.25 Zone 5 - East of Jefferson and west of a staggered line trending south west of Calhoun Street and Avenue 50 2.00 2.60 3.10 4.00 Zone 6 - West of a staggered line trending south west of Calhoun Street and Avenue 50 1.90 2.50 3.00 3.75 14. Hydrograph Loss Rates . According to the Riverside County Flood Control Hydrology Manual, the loss rates generally range from 0.10 to 0.40 in /hr with most falling between 0.20 and 0.25 in /hr. Three and. six hour duration storms may use a constant loss rate; however, the 24 hour duration storm shall obtain a variable loss rate using the equation found on page E -9 of the manual, which is F, = C(D- T) "'.55 + Fm. Variable loss rates are not required . for the Synthetic Unit Hydrograph. Analysis (Shortcut Method). Additionally, developed condition low loss rate calculations on 24 hour duration storms have been modified pursuant to recent Riverside County Flood Control guidance. 15. Project Entrance and Emergency Route High Water Maximum Height During any storm event, a minimum 10 foot wide paved surface at the entrance to • the site or localized sump area which would block emergency vehicular travel shall never exceed a storm water depth of 1.0 feet at any time. During the major .storm • 1 .POINT PRECIPITATION' kl FREQUEENCY ESTIMATES ,�S 14 FROM NO AA AT L^ ..° California :3.70 IN 116.25 W 65 feet from "Precioranon- Freauencv Atlas of the United Stares" NOAA Atlas I =. Volume i. 'version G.M. Bonnin. D. Martin. B. Lin. T. Parzv6ok. M.Yekra, and D. Rilev NOAA. Nauonal Weather Service, Sliver Soring, Maryland. 2006 Extracted: Thu Jun.7 2007 Corifid:ence,':Limits' .':;. Seasonality ., Lecasan_Maps ,:'Qther;.lnJ& .. I.. :'I: Maps Help. Precipitation Frequency Estimates (inches) per. ��.0•.09 1 = 10.13 � 10 0.14 0.20 1XI;MUN 0.18 0.24 0.39 0.24 0.33 0.53. 0.29 OF417 0.65 0.40 0755 7hr 0.47 0.64 6 hr 0.63 0:85 12 hr 0.78 24 tir 0.82 Fhr 0.83 4 da y 7 0.89 0.98 1.06 L17 1?9 1.47 1.56. 1.06 1.'12 1.14 1.57 1:71 1.72 1.22 1'.85 IF34-1 IF467ED 2.03 2.23 1.78 2:72.3',11 2.04 2:1', 5 0.21 l0 0.28 0.32 0.42 0.86 0.98 1..29 2.46 3.31 0.52 0.94 0.70. 0.87 0.99 1.23 1.26 1.56 1.12 1.26 1.63 1.97' 2.17 2.20 2.36 2.58 2.84 3.11 3.43 3.91 4.17 25 50 0:39 59 OF 579 1.53 .1.91 1.70 2.14 2.54 2.08 2.57 3.01 2.83'. 2.91 3.10 3.36 3.71 4.05 4.43 5.24 5.02 5.90 5.38 6.33 0.50 0.76 3.38 .3.51 3.73 4.01 4.44 4.82 100 200 0.62 0.77 1.00 0.94 1.17 17 37 1.86 1.17 1.45 1.58' 1.95 195 2.34 2.42 2.8.4 3'.16 3.63 3.84 4.33 2.52 3:01 3.05 3.57 3.52. 3.98 4:18 4.43 4.72 5.23 5.64 6.11 6.83 7.80 7.34 8.40 4.07 4.63 4.92 5.21. 5.49716 .10 6.53 7.04 500. 1.90 E E 3.78 4.37 4.87 5.57 6.04 6.36 6 6-11 7.36 7.80 8.35 8.42 8.86 9.4`L 9.15 10?3 9.89 . 1000.1.22 2.31 3..10 4.46 5.05 5:54 Ej]E]E4]EE 11.07, Texi uersi.on::of table y 'These precipitation frequency estimates are based on a partial duration series. ARI is the'Average Recurrence Interval. . . . `d Please.refer to the documentation for more information. NOTE: Formatting forces estimates near zero to appear as zero. • • • I 0 OQ 7, J.A. % + 24 hr 4.50 in 3 2.80 4'a L k 2.20 I hr # .4 AK % 1 vi Ulm. 4, _4 6 [IT jr W- 270 IV 3-A ..7 V P 14 . I Am Z.* 24 0 6hr 3 hr 2.60 2.00 t Ir 6 k- A •,W, ie I)L N ,3" _ C,.c 'r.,:;r,�rt +, •rte' )�} �, ..- k. �. _, Si r`�,� ¢j . •�• � � . I 4 fm -4 hr 3.75 in g -hr Av N- Vol • hr 2.50 Vk. 'i4t xI- L hr 'rev 4 hr .00 in T .711 2.30 . A W , . L • 21 ITT 4(1 in r- 6 hr v 3 h, Z7i 2 1, v A 7 VVV C 3615 tl- .41 4 Al 24 hr 6.00 i t , �t x 1; LI h, 2-50 4 f, egen bo T Parcel unda • 0-10: nes 4 L -3 City boundary A 144, Drainage Infrastruciure Storm Drain Pipes Manholes CatchBasins r. . . . . . . P S 0 M, A S I M ff 11 K! f"Z` ", °!a 'I:,�'r aY 13', 0 1 M p IV•�!�� • i „i. /��j%�i �V�•��' . 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(1111111111111111 1 FIRM FLOOD INSURANCE RATE MAP �i.... t f:..., CITY OF LA "WIN TA' ' CALIFORNIA - RIVERSIDE COUNTY PANEL 5OF10 (SEE MAP INDEX FOR PANELS NOT PRINTED) 0 PANEL LOCATION O COMMUNITY-PANEL NUMBER 060709 0005 B M MAP REVISED: w AUGUST 19, 1991 0 0 Federal Emergency Management Agency This is an official copy of a portion of the above referenced flood map. It was extracted using F-MIT On- line. This map does not reflect changes or amendments which may have been made subsequent to the date on the. 1, title block. For the latest product information about National Flood Insurance Program flood maps check the FEMA Flood Map Store at www.msc.fema:gov I I � a� � x y �•tt s. 2 r t l -;• ."•.� � r I ..i �.' i r i i 4 ZONE X SITE LQG4'T1O� L � h cc to CALLE FELIPE RM 109 z 0 La Quinta Evacuation Channel '7 _p"Xi k r^` j 111 WMWIN APPROXIMATE SCALE IN FEET 1000 0 1000 &IATIONAL FLOOD INSURANCE PROGRAM ..............Pr�Y �. � �. (1111111111111111 1 FIRM FLOOD INSURANCE RATE MAP �i.... t f:..., CITY OF LA "WIN TA' ' CALIFORNIA - RIVERSIDE COUNTY PANEL 5OF10 (SEE MAP INDEX FOR PANELS NOT PRINTED) 0 PANEL LOCATION O COMMUNITY-PANEL NUMBER 060709 0005 B M MAP REVISED: w AUGUST 19, 1991 0 0 Federal Emergency Management Agency This is an official copy of a portion of the above referenced flood map. It was extracted using F-MIT On- line. This map does not reflect changes or amendments which may have been made subsequent to the date on the. 1, title block. For the latest product information about National Flood Insurance Program flood maps check the FEMA Flood Map Store at www.msc.fema:gov